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HomeMy WebLinkAboutB16-2701 000-000-000r -�-®-� Summit Structural Design 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com October 27, 2016 RE: Warren Residence, 855 Ophir Road, Oroville, CA To Whom It May Concern: , I have reviewed the truss calculations by Endeavor Homes dated 10-26-16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 10-26-16 provided the following criteria is met. 1.) Attachment of finishes is by others and must be installed to accommodate vertical differential movement between the trusses and the non-bearing walls. 2.) A horizontal expansion gap, allowing a minimum of %" of free vertical movement, is provided between top of non-bearing walls and trusses at the Dining Room non- bearing walls. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, , Ryland Burdette, P.E. N EDYeG9 < C 88 EXP. A OF BUTTE COUNTY DEC 0 7 2016 DEVELc�PMENT 301 1 Ic COUNTY -IUILDING DIVISION APPROVED 383 Rio Lindo Ave, Chico, CA 95926 p. (.53.0) 592-4407 www.summitchico.com Structural Calculations For: Client: Michael Warren Project: Warren Residence Address: 855 Ophir Road, Oroville, CA eaofESS. BUTTE COUNTY COUNTY C7 m EXP. DEC 0 7 2016 - DEVELOPMENT CMIL�! E1RMIT # OF CAUF�� I�'6 �I e BUTTE COU L MENT SERVICES COOCOMPLIANCE DATE i7_1 -311L Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specificaaly noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted, construction practice, the latest edition of the California Building Code, and local building department standards, Summit Structural Design PROJECT; Warren Residence STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES, B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED; STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER, F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC., .) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER, 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2, B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. I} USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. 1) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH 43 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. �L Summit Structural Design PROJECT: Warren Residence G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 A" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: '/<" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT, L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: %:" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" U.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: %" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N:O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSUS (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL LINO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A, OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). Summit Structural Design PROJECT: Warren Residence 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS, THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE, 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N,O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A.) SUPPORT.: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE: LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N,O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILT[ QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED, STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME, STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE, F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS. WHERE BEARING AGAINST WOOD, C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED, 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. Summit Structural Design PROJECT: Warren Residence C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD IO.PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 38 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D); TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THETO.LLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS "• A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C Li Summit Structural Design Project: Warren Residence Engineer: RKB . Design of : Gravity Loads Roof Slope= 6 to 12 Roof Dead Load Ply 1.5 psf Roofing - 3.4 psf • Framing 5.0 psf - Gyp 2.8 psf Insul 1.0 psf Misc. 3.4 psf ' Total (sloped) 17.1 psf Total (horiz) 18.0 psf Roof Live Load Roof Live Load 20.0 psf Wall Dead Load Siding 8.5 psf (exterior) 3/8 Ply.', 1.8 psf 2x Framing 2.2 psf Gyp. _ 2.2 psf Insul. 1.3 psf Total 16.0 psf Wall Dead Load 2x4 Framing @ 16" o.c. 1.6 psf (interior) Gyp. 2 sides 4.4 psf Total 6.0 psf ssrQLL r •NYM L tw du Ph 38 z • 0 zixt IONO-UMS 8 kBINN ,xz 1 _ ► i I I - � 1 ' N It I r`o o >> N p' O r"j 0 I O� 1 po 1 I I 1 loll I _ I I 1 I I YurLw 1Yl 38 OdX3 i1x11 1 I 36NC i - 3rMf I I I zl I F — c � I I I I I I c4 I I c Nouw •.� I I I I F 1 I I I f o I I i l z!'eo ZLO I I 1 I 1 17 i I ssN 3'D NM To own T Q� 7' LO 8 O 0 xw)[3018a �oia +xs vOssroalUOHOtry tTM S3SSfk i r¢�u38 I Summit Structural Design Project: Warren Residence Engineer: RKB Design of Seismic Mass and Seismic Load Development Area (ft2) Weight (lbs) Roof 3080 55358 Roof Snow (20%) 0, 0 Height (ft) Length (ft) Weight (lbs) Walls(ext) 9 208 14976 Walls(int) 9 160 4320 Shear (lbs) Total 1 Totol 74654 Roof Area (ft2) Floor Area (ftp) Ultimate Working Stress 3080 0 5995 4282 Roof .2091 Trib Line Shear (lbs) Wall Line Area (ft2) Working. Stress rho Shear (lbs) Total 1 432 601 1.00 601 2 1504 .2091 1.00 2091 3 1144 1591 1.00 1591 A 1332 1852 1,00 1852 B 1748 2430 1.00 2430 .r %USGSS -Design Maps Summary Report`, User -Specified Input Building Code Reference -Document 2012/2015 International Building Code (which utllize.s USG:S hazaro data avaliable in 2008) - Site Coordinates 39,47°N; 1.21.54°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III , ril, r+ xr , v ;4 �-t he R rr SOrlTK. 4a v , J 1 } yt .� � ��')�r< )�ti � � t }`1 F � ,�r� ,,,! , t r {j�.i Jr •qtr. + �t`��e,�i,1 1 J�,+.. .:4 Tr £ r1( -i .4 �' J1� Y. „y, I...�V S../S%11-•yl't, 1i.21..+'� (': ♦ �.'• • �- .. 'Y,1 �h ,i `J' ,ill,•, c,� ..scfcr*N3', .t1 Il h: orq��'1i18"°f •¢ ,u .k i"".�, t�.'+ - " !j'+ tC vis 1�7f ,t 4&F�Y.4. • !,+/r t !'t R 1 1 F o {St.(.r rr s vv inm 14u`t1 tai I Y{(2'Kl� <Y. ,b fi{' :,.Rip t/' y i k + J a '1nt, kp'£ 3`'^�-t 4�isaA 3. tr{y 'itl@rrtl rill tbi✓ - * - f�•,',isR i��Fw}!�� do �� Jr1uN I ..( � i; '� II.''`r-}# +�,. •�'�'{r���lA(�y�r �•t,,,vf,. ' ' t%�� ��.I.i�l)Ga� S}`5 }\v t J tl�,i 3#Af ryt'h tilt��.l It �''pii',iAt i) r�try� J�.ORSJO�liYl. t . .+ J ;C�+R� tl.s i..�'1 vr+ S(xr ��t'�j,�! t,,�.�:�f,4r '• i - rvC •-� t `.�. ! a KI tt1 , .e Sll . t t��' .7 t 't ` t °� ?�� ? - r;-'4..✓7 ,,.yei t,�h`�< ti',�7,tt 'r Irt ,�t!F t .Jk�. 7 i tr"+�i� r. I c5lwt3 K ti y. e. •y �t+ !'� Ed t'll ��.�i .r 4 p'r ,t1+ �E• G a 11 oaf b 4 x iR+v'tCy r 1 o- �k,i} Jr,,{�y iti (rte rt 1 Fr oil � i �} 7yJ 1 f• �, , � ttraP 'r.k �. ? i r ,J13>>"c `t $ t f� Pt11QrI o• f '� j Rmk l�t Sk �I #� 'M r, +! i 1.:41VY�+Y PlrY` Y r 'trpti'. 5 : i 1 1 r - " ++ J�tr�+��;dL }b �(y�jr i UJ�I� j i��l•'y,'3 ' _ . . • . . i - ��,j S+. rr� '' �!... i..+}!P �Y L,it•'l •.r (F,,NNNc t��(��JkT)r+9� r k Y t5 , / .5 • ? + �` :.� '1i%I, + �. `'� � 1 ` _ ��p41?;f; r�.Y Y .t1 � C?�i\t •' • i � - � •' - .. f. .s"5:%iti=-il:,��u?ki.,ls,, ii.}r r USGS-Provided Output • ^ ' x SS'= -0.589 g Sn+s•= 0.783 g SOS = 0,522 g t S1 = 0.259 g SM1 = 0,488 g''. ' S , 0.325 g •- For information oh,how the SS and S1 values above have been caiculated from probabilistic (risk -targeted) and a " deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document, s .3 + 0:88 MCER Response es - Spectrum Des Response Spectrum ... , O.eO t •0.12 • 0.48 O:GS +� 0.42 O.SG ` 0.3G N 0.40- • 0.30 0.3<' }`N 0.24 0.24 • 0.18 01G ) 0.12 , 0.0G - { 0.00 0.00 0.20 0.40 0.G0 0.80 1.00 1.20 1.40 1.G0 1:80. 2.00 i 0.00 0.20 0.40 0,GO 0.80 1.00 1.20 1.40 1,60 1.80 2.00 _ Period, T (sec) \ Period, T (sec) " Although this information, is a product of the U S, GeologlcaI Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therr-.in. This tool is not a sub stituto fortc:chnii:al.subjc cl' maker knowledge, Level Story Ht. (ft) hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx Veq (kips) S VEQ (kips) Diaph. (kips) ROOF 9 9 75 672 1.00 6.0 6 8 74.7 672 Summit Structural [design Project: Warren Residence Engineer: RKB Design of: Seismic Load Development (ASCE 7-10) Seismic Design Category D Ss 0.589 Mapped 0.2 sec spectral response Occupancy 2 51 0.259 Mapped Isec spectral response I 1 Site Class p -. In accordance with Ch 20. TL 16 SIMS 0.78 Max Considered EQ r SMI 0.49 Max Considered EQ SDS 0.522 Design Spectral Response (0,2 Sec) _ SDI 0.325 Design Spectral Response (1.0 Sec) System Light Framed Shear Walls • R 6.5 Omega 3 Cd 4 - Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0.48 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 x 0.75 . Ta 0.10 Cu 1.4 Max T 0.15 No limit for.drift Use T 0.10 . Alt Ss 0.589 V= 0.080 *W Height to Roof (hn) = 9 ft V= 6.0 k Vert Dist Exp. (k) 1 Level Story Ht. (ft) hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx Veq (kips) S VEQ (kips) Diaph. (kips) ROOF 9 9 75 672 1.00 6.0 6 8 74.7 672 Summit Structural Design Project: Warren Residence Engineer: RKB Design of: MWFRS-Envelope Procedure fASCF 7-16. Sertinn 7R (;1 Conditions: 1. Simple p e Diaphragm CASE B 2. Low-rise ~l' ""JSE 0=0;� 3. Enclosed J 4, Regular Shaped, S. Not Flexible 6. Not Subject to: ASF A ,r a) across wind loading b) vortex shedding c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) ;;�. f !'�!!� ��%�i,•� i '-' / �� ;•� , ��r %��,'� �� Approx. Symetrical Cross Section. �• (h;/ With Flat, Gable, or Hip Roof15 45° . '•� •'% %'� j' n ��C' 8. Exempt From Torsional Load Cases ;.� \`' �.. `>' •f '� Indicated in Note 5 of Fig. 28,4-1 or the Torsional LoadCases do not V\sA_sA Control the Design: CASE B3 "'-Q �F "` (1) story and h530 ft. or USE 0='0', �r" (2) story max and light framed or (2) story max and flex. diaphragm L= 72 Long. Bldg. Dim, (ft) 2aL= 8.0 ft. T= 40 Transv. Bldg, Dim. (ft) 2aT= 8.0 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF-_` 0.60 Load Combination Factor A= 1.21 Adjustment Factor KZt= } ,1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 15 Mean Roof Height (ft) Exposure, a 0= 25 Closest Roof Angle Mean Roof Exposure (5°,10°,150,20°,250,or 30') Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 1.00 1.21 1.47 Location ps, 0=0 ps, 0=25 Min. Net Oyhg.. 20, 1,00. .1.29 1,55 A-110 13.9 17.5 9.6 25 1.00 1.35 1,61 B-110, 2.8 4.8 30 1.00 1.40 1,66 C-110 9.2 12.6 9.6 35 1,05 1,45 1.70 D-110 2.9 4.8 >< 40 1.09 1.49 1.74 E-110 -16,8 -7.8 -14.4 45 1.12 1.53 1.78 F-110 -9.5 -10.6 1.16 1.56 1.81 G-110 -11.6 -5.6 -12,3 F]6 qO__T72 1,19 1.59 1.84 110 -7.3 - .5 2 1.62 1.87 t__ Summit Structural Design Project: Warren Residence Engineer: RKB Design of: C+C-Envelope Procedure (ASCE 7-10. Section 30.5) i (D -0311 "T �'� HIP ROOF (7"� 0 •. 25') Hlf� RC)OF 115'C C) 07') - 0r ' Q. _ c> o.. ° FLAT [ROOF and GABLE ROOF ( 7*: 0 <4 `i') GABLE ROOF (0<7') L= 72 Long, Bldg. Dim. (ft) a (ft) = 4.0 T= 40 Transv. Bldg. Dim. (ft) V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1 Topographic Factor h= 15 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1=0°-7° 2=8°-27° 3=28°-45°) Conditions: 1. Mean Roof Height s 60 ft. 2. Enclosed 3. Regular Shaped 4. Not Subject to: a) across wind loading b) vortex shedding c instability allu / ) � y (g p flutter) d) channeling effect e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roofs 45', or Hip Roof s 270 Adjustment Factor for Bldg Height and Exposure, A can Roof Ht. Exposure ft B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1,00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1 1.84 60 1.22 1.62 1.87 C+C Wind Loads (psf), pnet=LCF*A*K,t*pnet30 Loc. Zone EWA pnet ft + _ Ovhg, _ Loc. EWA Zone 2 pnet ft + _ 0 10 .6 - 4.4 m 4 0 1 - 7.1 20 11.6 -14.1 4 20 .1 - 4 1 50 11.6 -13.5 4 50 14.2 -15.5 1 100 11.6 -13.1 4 100 13.4 -14.8 2 10 11.6 -25.2 -29.5 4 500 11.8 -13.1 2 20 1.6 -23.2 -29.5 ---TO-5 5 0 -21.1 2 5 1.6 -29,5 5 20 1 5. .7 2 1 To- -18.5 ---2--9-.5 5 50--f4-2 - 7.9 3 10 11.6 -37.2 -49.6 5 100 13.4 -16.4 3 20 11.6 -34.8 -44.7 5 500 11.8 -13.1 5 11.6 1 -3 -38.-S- 3 100 1 f 1.6 1 -29.2 1 -33.5 Summit Structural Design Project: Warren Residence Engineer: RKB Design of: Wind Loads A B C D End Zone End Zone Int. Zone Int. Zone Line Min. Net Wall Line Wall Area Roof Area Wall Area Roof Area Shear (lbs) Shear (lbs) Control 1. 29 80 11 27 951 898 951 2 153 359 2975 3192 3192 3 37 94 77 177 2400 2395 2400 A 60 89 1657 1430 1657 B 121 113 2729 2246 2729 Summit Structural Design Project: Warren Residence Engineer: R.KB Design of: Lateral Force Summary Wind Seismic Wall Line Shear (Ibs) Shear (Ibs) Control 1 951 601 Wind 2 3192 2091 Wind 3 2400 1591 Wind A 1657 1852 Seismic. B 2729 2430 Wind Summit Structural Design Project: Warren Residence Engineer: RKB Design of: Shear Walls Panel Thickness 13/8 �. Panel Orientation Short Dimenslon Across Studs �. Nail Type ' Anchor Bold Diam. ,........ .. 1/2 •, Stud Spacing 16 in o.c. Spec Grav Of Framing 0.5 Fnd Sill Plate Grade _ ...._..-...._.._ ......... ..._._... DF -L V.. AB in 2X Sill 620 lbs AB in 3X Sill 730 lbs Sill Plate/Rim Anchorage Nail Embed Index # Nail Length (in) Diam. (in) (in) Cd Load (lbs) 1 12d 3.25 0.135 1.75 1.6 165 2 16d 3.5 0.148 2,00 1.6 189 3 20d 4 0.177 2.50 1.6 261 4 30d 4.5 0.192 3.00 1,6 272 5 1/4" SDS 3.5 0.25 2.00 1.6 544 6 A35 1.6 695 7 A34 1.6 515 Shear Wall SW Plate Fastening SW Rim Fastening (No Ply E.N.) AB Spacing (ft) Edge Nail (in) Load (lbs) Fastener # Spacing Fastener N Spacing 2X Sill 3X Sill 6 260 1 7.6 inches 6 32.1 inches 3:82 4.49 V 350 1 5.7 inches 6 23.8 inches 2,83 3.34 4, Note 1 380 1 5.2 inches 6 21,9 inches 1.31 3.07 3, Note 1 490 1 4.0 inches 6 17,0 inches 1.01 2,38 2, Note 1 640 1 3.1 inches 6 13.0 inches NG 1.83 44, Note 1 760 3' 4.1 inches 6 11.0 inches NG 1.54 33, Note 1 980 3 3.2 inches 6 8.5 inches NG 1.19 22, Note 1 1280 3 2.4 inches 6 6.5 inches NG 0.91 1. Use 3X framing at adjacent panel edges and stagger nailing :ti • Summit Structural Design Project: Warren Residence Engineer: RKB Design of : Shear Wall Framing - Total Resistive Segment Segment Lateral Wall Overall Resistive Aspect Gravity OT OT Righting Net Wall Load Length Load Edge -Nail Length , Length Ratio Load Height Moment Moment M/D Line (lbs) (ft) (plf) (in) (ft) (ft) Factor (lb/ft) (ft) (ft -Ib) (ft -Ib) (lb) 1-w 951 8.00 119 6" 8.00 8.00 1.00 150 8 7610 4800 591 1 -eq 601 8.00 75 6" 8.00 8:00 1.00 150 8 4805 4800 241 2-w 3192 14.00 228 6" 14:00 14.00 .1.00 150 9 28728 14700 1422 2 -eq 2091 14.00 149 6" 14.00 14.00 1.00 ISO 9 18820 14700 714 3-w 2400 8.42 285 4"' 3.75 3.75 1.00 150 9 9621 1055 2397 3 -eq 1591 8.42 189 6" ' 3.75 3.75 0.83 ISO 9 6376 1055 1531 1041 A -w 1657 10.00 166 6" 6.00 6.00 1.00 250 9 8948 4500 A -eq 1852 10.00 - 185 6" 6.00 6.00 1.00 250 9 10001 4500 1217 B -w 2729 12.00 227 6" 8:00 8.00 1.00 250 9 16371 8000 1446 B -eq 2436 12.00 203 6" 8.00 8.00 1.00 250 9 14582 8000 1223 :ti • s Summit Structural Design Project: Warren Residence _ Engineer: RKB Design of : Lateral Drags Lateral Overall Shear per Length to Drag Drag Wall Load Length Foot be dragged � Load Type Line (lbs) (ft) (plf) (ft) (lbs) if applicable 1-w 951 32.0 29.7 24.0 713 A 1 -eq 781 32.0 24.4 24.0 "• 586 A 2-w 3192 40.0 79.8 28.0 2234 B 2 -eq 2718 40.0 68.0 28.0 1903 B 3-w 2400 40.0 60.0 18.0 1080 A 3 -eq 2068 40.0 51.7•- 18.0 930 A A -w 1657 72.0 23.0 28.0 644 A A -eq 24'08 72.0 33.4 28.0 936 A B -w 2729 72.0 37.9 32.0 1213 A B -eq A 3159 7.2.0 43.9 i 32.0 1404 A Summit Structural Design Project: Warren Residence Engineer: RKB Design of: Foundations Allowable Soil Bearing: 1500 psf Concrete Compressive Strength: 2500 psi Concrete Stem Wall (Non -Retaining): 6" wide with (1) #4 continuous at top and bottom of wall and #4 at 18" o.c. full height. Provide #4 at 18" o,c. vertical developed by hook into footing, U.N.O. Continuous footings: - Width (in) Thick. (in) Cap (plf) Reinforcing 12 12 1500 (1) #4 cont. 15 1.2 1875 (2) #4 cont. 18 12 2250 (3) #4 cont. 24 12 3000 `(3) #4 cont. 30 12 3750 (4) 44 cont. Spread Footings: - Reinforcing Cap. Label Size Thick. (in) Each Way Kips F1 1'-0" Sq. 12 (1) #4 1.5 . F1.5 1'-6" Sq. 12 (2) #4 3.375 F2 2'-0" Sq. 12 (3) #4 6 F2.5 2'-6" Sq. 12 (4) #4 9.375 F3 3'-0" Sq. 12 (4) #4 13.5 F3.5 3'-6" Sq. 12 (5) #4 18.375 F4 4'-0" Sq.. 12 (5) #4 24 F4,5 4'-6" Sq. 12 (6) #4 30.375 F5 5'-0" Sq. 12 (7) #4 37.5 F5,5 5'-6" Sq. 12 (5) #5 45.375 F6 6'-0" Sq. 18 ..(8) #5 54 F6.5 .6'-6" Sq, 18 (9) #5 63.375 Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. COMPANY PROJECT Summit Structural Design Oct. 23, 2016 09:52WoOdWorks' w ' $0rrWARi FOR Typical Stud Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- 'Cern Location lett Start End Magnitude Writ Start End Loa Oea Axial Dl, FV: -- (Ecc. =-6`7077 0 pl f Load2 wind C&C Axial UDL 7S7 (Ecc. = 0,00"). 360 pif Load3 Roof constr. Axial UDI, fc m (Ecc. - 0.0011) 360 plf Load4 :Lind C&C Full Area Axial Bearing Cc - 32.60 116.0)• psf Self-weieht Dead Axial UD!, 0.15 Support Bearin '1 PH Lateral Reactions, (lbs): - - 7'.7.5" lfg 0' T 7 S.. )factored; Dead 'r)i'nd 167 Roof Live ictored: L- >R 100 - li Lumber Stud, D.Fir-L, Stud, 2x4 (1.1/2"x3.1/2") Support: Lumber Stud Bottom pYale, D.Fir-L Stud; Bearing length = stud thickness Spaced at 16.0" c/c; Total length: T-7.5'; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 (tt): Ke x Ld:,1.0 x 7.63 = 7.63 (fl); Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analvsis vs. Allowable Stress fncil nnri nafl-'-inn nni Criterion Anal sia value Desi n value i;nal sls/Desi n Sh car f - 29 FV: -- 280 v/E'v" = 0..10 Bending(+l fb - 7S7 F-0 1417 fb /Fb' 0.53 Axial fc m 213 Fc' 546 fc/Fc' = 0.39 Axial Bearing Cc - 213 Fc` _ .1.428 fc/Fc' - 0.15 Support Bearin fcp = 213 Fr:p 701 fcp/F'C!r 0,27 Cgad)ined (axis compression + s de Load bending) Eq.3.9-3 - 0.79 Dead Defi'n negligible Lave DePI'n 0.'t9 = 1,/4.91 0.25 '= L/360 0.73 Total De.fl':: O.i9 = 1./49! 1 0.38 m 1./Z40 0,49 Additional Data: FACTORS; F/E(ps!)CD Cm Ct CI./Cp CF Cfu Cr Cfrt Ci LCII Fv' 180 1.60 1.00 1.00 - - - - I.00 1.00 4 Fb'• 700 1.60 1.00 1.00 1,600 1.100 1.00 1.15 1.00 !.00 4 Fc' 850 .1.60 I..DO 1.00 0,382 1.050 - - .1.00 1.00 3 E-c'comb e50 1,60 - - 0,362 - E' 1.4;pillion 1.00 1.00 - - - - 1,00 1.00 4 E'min' 0.51 ml )lion 1,00 1.00 - - - - 1..00 L.00 4 ' Fc' eso 1.60 1.00 1..00 - 1.050 - - 1.00 1.00 3 Fcp sup 625 - 1.00 1.00 -- - - 1,00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC 114 = .6D•,6t•l, v - 100, V design. _ 100 lbs Bending(v): LC 04 - .0+.6W, M - 1.91 lbs -ft Deflection: LC ill - .6Dr.42'r) hive) LC 114 = .6D,.42W (total) hxia1LC il3 - D+.75(Lr<. 611), P = 1119 lbs _ Combined LC 115 - D+. 6:1; (1 - fc/FcEI - 0.7ii Support LC B3 = D+,75(!, i•,. G•1); R = 1119 lbs, Cap 4101, I,b 1.50", Cb = 1.25 D -dead L"live S=snow W=wind. l=impact. Lr=roof Live Lc=concel,ra Led E=earthqua)'.e All 1,C'5 are listed in the Analysis output. - I.oad combinations: ASCE 7-10 / 15C 2012 CALCULATIONS: Deflection: El-= 8e06 !b -int "!,!vs" deflection = Deflection from all non -dead loads '(live, wind, snow..,) Total Deflecti6n.= 1,50(.Dead Load Deflection) �- Live Load Deflection. - Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: Joists; wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT Summit Structural Design a Oct.3,20180953 Wood"Works' sOrrlVnRF FOR W060,L)"ICn• King -Trimmer for 8' Opening Design.Check Calculation Sheet Wood Works Sizer 10.1 Loads Load Type Distribution Pat- Location Ift.l Magnitude Unit fv 3G F'v' a+ind terra. Start End Start Ena Roo r. Live Fb' 1. Lead- DeadAxla fF.ec. -• Fac tared: 0.00"I 51,10 lbs t.oabind CIC d2. Axial 0.10 (Etc. 0.00"1 200 lbs 142U Load3 Roof cotlstr. Axial. Combined laxia (Ecc. = 0.0011) 200 lbs Eq.3.9-3 = Load, wind CLC Full Area negligible - 32.86 (5.00;' psf Self-aei Lac Dead Axial U.25 L/360 29 lbs Total Defl'n Lateral Reactions (lbs): M 0' 7'•7.5" o 'c unfactor©d: Anal•sis Value Deni. n Value Deao Shear fv 3G F'v' a+ind E25 0.1.2 Bend: ny i+l• Roo r. Live Fb' 1. 1417 -• Fac tared: Arial fe •� 54 - L ->R 375 0.10 Ao-:tai Dearing fc = 54 Fc = 142U 375 Lumber n -ply, D.Fir-L, Stud, 2x4, 3 -ply (4.1/2"0.1/2") Support: Non -wood; Bearing length = column width Total length: 7'-7.5" Pinned base; Load face = width(b): Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 (fl); Ke x Ld: 1.0 x 7.63 = 7.63 (fl); Lateral support: lop - Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analysis vs, Allowable Stress (Dsil and Deflection firil ,•=L. erne -- C r 1 t e r i on ­ Criterion Anal•sis Value Deni. n Value P.n.al sis/Design Shear fv 3G F'v' 200 fv;Fv' = 0.1.2 Bend: ny i+l• tb = 934 Fb' 1. 1417 fb/Fb' 0.66 Arial fe •� 54 FC' 546 fc/Fr.' ,• 0.10 Ao-:tai Dearing fc = 54 Fc = 142U fc/Fc' = 0.04 Combined laxia compression . s de load bending) Eq.3.9-3 = 0.72 Dead W fl'n negligible - Live DefI'n 0.23 = L/393 U.25 L/360 0.92 Total Defl'n !1.2'3 = 1,/393 0.38 = 1:/1. ri0 0,61 Additional. Data: FACTORS: F/E(psi)CD Cm Ct CL/CP CF Cfu Cr Cfrt Ci LC fI Fv' ISO I.(,0 1.00 1.00 - - - - 1.00 1.00 4 , Fo'� 700 1.60 1 n '1.00 1.000 1.100 !.O0 1.75 1.00 I.OG 4 ''c' 050 1.60 1100 1.00 0.302 1.050 - - 1,p0 't.UO 3 Fc'.comb 1)50 1.60 - - 0.302 - - _ - - 5' i.4 rni111of) 1.00 1.00 - - - 1.00 1.00 4 Emin' 0.51 mi111.all 1.00 1,1..00 - - - -- 7.00 1.00 4 F'c• 050 1,60 1.00 i.UC - .1.050 - - 2,00 1.00 3 CRITICAL LOAD COMBINATIONS: Shea:•..LC 94 = .6D4.619, V 375, V design 375 lbs Bending i4l: LC 1i4 - .6q<, 617, M = 115 lbs -ft - Oct?ect ion: LC 04 - .0i .42W (live) LC 04 = .6D, .42W (total) t Axial LC 03 - D+.75iLr"+.6W), P - 849 lbs Kf - 1.00 Combined LC H5 D-+. 6:7; Il - fc/F•cE) = 0.92 U=dead L�=live S=snow W -wind t=impact Lr -roof Live Lc=_concentrated E -earthquake All LC's are listed in the Analysts output - I,oad combinations: ASCE 7-10 / 14r-• 2012 - CALCULATIONS: Deflecrlon: El 8eO6 lb-i:.2/ply " "Live" deflection Deflection from all non -dead Loads (live, wind," snow...) 'for,al [Ie'ler.t.ion =" ..50'Dead Load ire fl ect ion! Live Load De`lection. Design Notes: 1. WOOdWofks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (Nos 2012), and NDS Design Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed orbolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING: Joists, wall studs, and mulli-ply members are not rated for fire. endurance. i Summit Structural Design Project: Warren Residence .Engineer: RKB Design of: 4x Timber Column Design Values (NDS 3.7) 4X DF-L(N) #1 Fc E d KCE c CD 1400 1600000 3.5 0.3 0.3 1.25 Stability Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.64 901 11041 17350 23660 29969 36278 6 0.55 767 9397 14766 20136 25505 30875 7 0.46 649 7951 12494 17037 21580 26123 8 0.39 549 6729 10574 14418 18263 22108 9 0.33 467 5718 8985 12252 15519 18786 10 0.29 399 4888 7682 10475 13268 16062 11 0:25 344 4209 6614 9020 11425 13830 12 .0..21 298 3651 5737 7823 9910 11996 13, 0,19 260 •3190 5012 6835 8658 10480 14 0.16 229 2806 4409 6013 7616 9219 15 0.14 203 2484 3904 5324 674.3 8163 16 0.13 181 2213 3477 4742 6007• 7271 • 17 0.12 162 1982 3115 4248 5380 6513 18 0.10 146 1785 2805 3824 4844 5864 19 0.09 132 1615 2537 3460. ' 4382 5305 120 0.09 120 1467 2305 3144 3982 4820 Summit Structural Design Project: Warren Residence Engineer: RKB Design of: Roof Framing Roof Loads DL= 18 psf LL= 20 psf Roof plywood: 1/2" APA rated" Exterior plywood or.OSB. Apply face grain perpendicular to framing, stagger panels and nail with 8d at 6" o.c. edges and 12" o.c. field. Edge nail at gableends, drags strap lines, blocking, and all supported edges. Trusses: Spacing = 24" o.c. Loads: T.C. Live Load = 20 psf t T.C. Dead Load = 10 psf B,C. Dead Load = 8 psf Total Load = 88' psf 1: I -rtt it it it MM. STANDARD TRUSSES 0 24' D.C. L I L MAN. STANDARD TRUSSES 0 24' D.C. A'104112, MAN. O.E. FILL TRUSS 1MANHED . CATRAL VX TRUSSES 0 24' D.C. IMAN. G.E. MONO FILL TRUSS----�' FRAME FOR EPA = APPROVED FLUE _ E MAN. CATHEDRAL'TRU W/UOC 0 24' D.C. MAN. STANDARD TRUSSES 6 24' D.C. I 2A COMPANY PROJECT Summit Structural Design WoodWorks 1,H) Oct. 23, 2016 09:55 S(WAVA41. IOR W000 OkSIG.V - 81 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Loadl Type Dist r ; bution Pat- tern Location !ft; Start End Magni tilde S1;6rc End Unit Fv DeacT_ =Fu I Area Wind 163 18.00 (2,00)7 psf Lo a IJ2 Wind C&C Full Area =L/240 3611 20.00 (2.00), psf - 10'. Roof constr. FL11 1 Area Total 7$9 20.00 (<".00}' Do)- Ps Bear ing: Do�ad Fu il Area ')59 .10.00 (6.001• psf Self -weight Dead Full LIM, 0 l 0 - 6.0 if 'Minimum boating Maximum Reactions (lbs) and Bearing Lengths (in) Untt,ctored: Ana I vs `• 3lue Value riesi n Value Dead 503 Fv F H sending( ) Wind 163 fb/Fb' 0,42 563 Dead Defl'n R.0i Live 163 =L/240 3611 Live.Deft Factored: - i63 Total Deft,n Total 7$9 - Bear ing: - ')59 L0119 Lh 1.00. I Min rou'd 0 l 0 - 'Minimum boating iang1h setting used: 1" for and nupnort.s Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7.1/4") supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8'-2.0": Lateral support: top= at supports, bottom= at supports: Analysis vs, Allowable Stress (psi) and Deflection (in) using Nnq 2ni2 - Criterion - Ana I vs `• 3lue Value riesi n Value Shear iv '-'s Fv F H sending( ) fb - 441 Fb - 1043 fb/Fb' 0,42 Dead Defl'n 0.07 - <L/999 =L/240 Live.Deft 0.02 - <1./499 0.27 - Lj 36ci Total Deft,n -0.13 - L/7)9 0.40 - - Additional Data: FACTORS: F'/E(psi)CD CM Ct C11 CF Cfu Cr cfrE Cl. I Cn LC fl ry 180 0.90 1.00 1.00 -- - - 1.0.) 1.00 1.00 1 Fbl')- goo 0.90 1.00. 1 .00 0.991 1.300 1.00 1.00 1.00 1.00 - I F 625 i.00 00 1 .00 - zl� - - 1..00 1.00 - 1.6 To 11 ion 1.00 1.00 - - 1.00 1.00 3 Emin, 0.58 mi I'l-, on I . 00 1 .00 - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC it! " D only, V - 558, V design AA 469 lbs, Bending(,!: 'C U.- . D only, 14 - 112',' lbs -1t DefleCL1011: LC 1113 - D,-.75tLrA.4211) (live) r L.' - -43 - itOLal) p-doad Lmlive S -snow 14--ind ­in,R;jc.,t Lr -roof live Lc=concent rated K-Larcliquake All V:'s are listed in Che Ana lysas ok:cptl,, Load combinations: ASCE 7-10 / !BC 2,)12 CALCULATIONS: � ellectlon: El 1,18e06. Ib -112 'Ave" deflection. o Deflec:tion frons a!, nun -dead 'cads (live, wind, snow I Deflection 1.50IDead Load !j:ve Load Deflection. Design Notes: 1. WoodWorks analysis and design are In accordance with the ICC International Building Code (IBC 2012). the National Design Specification (Nos 2012). and NOS Design Supplement. 2. Please verify that the, default defectioh limits are appropriate for your application. 3. Sawn lumber bending members shall be,laterally supported according to the provisions of Nos Clause 4.4.1. r COMPANY PROJECT Summit. Structural Design WoodWq�rksOct. 23, 201609:55 B2 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- Cert; Weat.ion Ift) Start End Magnitude Start End Unit Loa 1 Dea Fu Area Il 1654 - 18 -0-07 ' ps- Load2 '"Lind CSCFull Area I.00 ` ' Im bearing length selling used: 1"for end supports 20.00(18.00)' psi Load3 Roof cot) str.. Full Area E.!veal Def!'n 0.01. 20.00(18.00)' psf Load4 Dead F1u1 Area 0.03 _ <11!999 16.00 (2.00)' psf Self-weiaht Denrl Full UAL 6:0 •1p Maximum Reactions (lbs) and Bearing Lengths (in) 4'-2„ :ored: lAnalysis ! 754 I750 Anal sis/Desi n - :. Live 750 - 'ed; Fv' Il 1654 - ICI fb = 569 Fb= ' o 'd I.00 ` ' Im bearing length selling used: 1"for end supports Lumber -soft, D.Fir-L, No.2, 4x8 (3.1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No,2 Total length: W-2.0": Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012 Cr Lter ion lAnalysis Value Design Value Anal sis/Desi n - 5haar m 60 Fv' 2.5 Yv Fv' �- 0. -6 - 9ending(+1 fb = 569 Fb= ' 1452 fb/Fb' '= 0.41 Deaci DCfI'❑ tl:01 = <L/999 ' E.!veal Def!'n 0.01. - 5L/999 0.34 i./36U 0.10 Tot'✓ell.'n 0.03 _ <11!999 0.2U = '/240 0.16 Additional Data: - FACTORS:. FIE (psi l CD ^-1•!?t CL CF Cfu Cr Cfrt C1 Cn LC It , Fv' 180 1.25 .1.00 1. o0 - - - !.00 1.00 1.00 2' F'r' '900 !.25 !.00 1,00 0.993 1.300 !,00 1.OLl 1.00 1.00 - 2 F'cp' 625 - !.40 i.00 - - - - i.00 1.00 - E. ! .6 mi il!oc !.00 !.00 - - - 1..00 !.00 - 3 E:r.in' 0.58 nu l; ion I;00 1.40 - - - 1.00 CRITICAL LOAD COMBINATIONS: Shear: LC 42 - D•Lr, V = 1474, V design 1.0011 Abs - aendlnq('):LC (12 Ir. CI4Lr, M 1505 Lbs -ft. _ Defl.ec C'aon.: LC N3 D+.75 f1,r+.424:) (live) LC ff3 D+.7511,r,.42ta) (total.) - D=dead L -live Snsnow w=wind lnimpacL Lr-roo'f liVe LC -Concentrated E -earthquake All LC's are listed in"the Analysis output - - Load combinations: ASCE 7-10 / IBI.' 2012 CALCULATIONS: Deflection: EL = 178e06 "Live" defleccior, = Deflectionfrom 611 rwn-ifeati leads f!:vr.., wind; snow...) TOL41 Uef!ection 1.50lDead Load De C.l.ect!un) + Live Load Deflection. - - Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NOS 2012), and NDS Design Supplement. 7.. Please verify that the default deflection limits are appropriate for your application.. 3. Sawn lumber bending.members shall be laterally supported according to the provisions of NDS Clause 4.4.1. r� COMPANY PROJECT S mil Structural Design o ®d Wo r' ks' Oct. 23, 2016 09:57 SOf7ti:ARl fOR IVOOO afS/(,M 83 Design Check Calculatlon Sheet Woodworks Sizer 10.1 Loads: Load Type Distribution pat- tern Lar-ation lit) Start End Magnitude Start Ei1d ur,it Lcaol Deae Fu Area 1604. 1604 ±8.00 4.0En psP Load2 P:±rid C&CFull. Area 0.04 <L/999 Gearing: 20.00(1.(.001• psP hoad3 !roof const.., Full Area Min ro 'd 1.02 - 20.00!26.001' psf. Load4 Dead Full Area 16.00'(2.001' ps.r. Selr f -we i. ht T Dead F1111 UUL 12.1 plf Maximum Reactions (lbs) and Bearing Lengths (in) 6' 2'• Un facfcred: lAnalysis Value u•, Dead i579 (v Wind 1-604 a.ndi ngI'I Roof Live 1604. 1604 Factored: 0,03 zL/999 1604 Total. 3505 0.04 <L/999 Gearing: C.18 :i SO Length 1,02 �. 0.26 Min ro 'd 1.02 - 1.42 Timber -soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-114") Supports: All - Timber -soft Beam. D.Fir•L No.2 Total length: 6'.2.V'; Lateral support: lop= at supports, bottom= at supports; Analvsls vs, Allowable Stress fhcil and nafl-fi- llnl Crites ion lAnalysis Value Desi n Value Anal. sis/Desi n Shear (v Fv' _ 212 fv Fv' 0.3 a.ndi ngI'I fU 73! Fli' - 1094 fb/Fh' = 0..67 bead Def:'n 0,03 zL/999 Live Defl'n 0.04 <L/999 0.20= L/360 C.18 'total Det!'n 0.09 = L/844 0.30 L/240 0.26 Additional Data: FAC. 2'ORS: F/E1pst)CD CM Ct CL CF cfv Cr Cf.t Ci Cn LC If Fv' 170 1..25 1.00 1.00 - - - 1.00 .1.00 1.00 2 rb'• 875 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 • - Fcp' 625 - 1.00- 1.00 - - •• - I.00 1.00 - - E' 1.3 mi, 11 ion I.00 1.0,0 - - - - 1,00 .1. 00 - 3 CRITICAL LOAD COMBINATIONS: Shear LC 02 Df Lr, V 3140, V des±.gr•. 2301 lbs Bending!!: E.C. 02 D+Lr, M 4777 lbs -ft: Deflection': LC 03 D+.75(Lr�.42W) :l.lvel - LC H3 D-.'!5il,r�.42W) Itotal) D=dead L=live S=snow W=wind Imilepact Lr -roof live Lc=Concentrated E"earthquake All „C's are listed in the Ana i ysis output Load ccmL•inations: ASCE 7-!0 / 1F1C 2012 CALCULATIONS: Deflection: E1 472e06 lb -int "Live" deflection = De f!ecr..icn fro6i all non -diad loads (live,•4-.nd, snow...) Total. Deflection = 1.50IDead Load Defialcticn) - Live Load Deflection. - Design Notes: . r 1. WoodWorks analysis and design are in accordance with the ICC Iniernallonal Building Code (IBC 2014 the National Design Specification (NDS 2012), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1; COMPANY PROJECT WoodW Summit Structural Design C�O r k S Ocl. 23, 2016 09:56 sora wAttf roa :vnoo orsrc V 84 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads; Load Type Distribution Pat- LOCat len (fr.) b!agr:itude Unic i11d 7'.2 679 Roof Live Cern Start End Steri Enc: F'ac±orest: fb u LoaU1 Dead - Full. Area fb/FU' - 0.63 IY.OU (7.00) T' -1. Load2 Wind CLC Full Araa 20.00 17.00 psf !.. OO• Load3 Roof constr. Nil Area Total Befi'n 20.00 17.00)' psf 0..50 - Self wei.ht Dead . Fuld UDI - 7.7 - H Maximum Reactions (lbs) and Bearing Lengths (in) 10'-2" Ur.factored - - Value Dead 679 - Anal. sis/Desi n i11d 7'.2 679 Roof Live 712 712 F'ac±orest: fb u 712 Total 1533 fb/FU' - 0.63 Bea: iry: 0.06 = 1533 Length 1.00• Kin t•e 'd 1.00' - - - !.. OO• Minimum bearing length setting used: 1" for end su000ns, i . 00 Lumber -soft, D.Flr,L, No.2, 4x10 (3-1/2"x9-114") Supports: All - Timber -soft Beam. D.Fir-L No.2 Total length: 10•-2.0••: Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (nsil anri npflpchlr,n n.,1 Criterion. Anal sis Value Dosi n Value Anal. sis/Desi n Shear tv 54 Fv' 22 v Pv' = U.24 Bend!(+1 ny fb u 836 Fb' = 1.319 fb/FU' - 0.63 Dead Defl'n 0.06 = <L/999 Live Defl'n 0.09 <L/999 0.34 - L/360 0.28 Total Befi'n 0.22 _ .L/549 0..50 - 1./240 0.44 Additional Data: FiAc•"ORS: F/Elpsi)CD C!; Cc CL CF Cfu Cr Cfrt. C.i. Cn LC4 FV' i80 1.25 !.OG .1 .00 - - _ - - -1.00 1.00 1.Oki 2 F'b'* 900 1.25 1.00 1.00 0.9%7 1..2iri1 1.40 1.00 1.00 1.00 2. Ftp' 6255 - i.00 -1.11••/ - - _ _ i.00 1.00 - - E' 1.6 ni 11 ion i.00 i.00 - _ _ _ 1.00 1.00 - } Eni n.' U.511 mi Ilton 1.0U 1.00 - - _ •• L.OU 1..00 - 3 CRITICAL LOAD COMBINATIONS: Shefir LC 42 - 0, Lr, V - 1:360, v design = 115% lbs Beni 4.119 fris LC 42 - De L:, !•I = 306 !by -ft fief!ecC!oni LC i1'3 - !a•. 75(1,r•. 42W 1 Clive) - LC 113 = D, .75(1 (Coral! D=dead L-'.ive S=snow W^wind ;=impact Lr=root live Lc -Concentrated E -earthquake. All l:C,'s are listed in the Analysis out:pl.rr. Load Combinations: ASCE 1-10 / 'IBC 2012 CALCULATIONS: Deflection: E1 - 369e06 lb -int Live" deflection De f.lect.ion from all non -dead loads (Live; Wind, snow...) To a. Deflection = 1.50(Dead Load Deflection) I Live Load Deflecticn. Design Notes: 1. WoodWorks analysis and design are in.accordance with the ICC International Building. Code (IBC 2012), the National Design Specification (NDS 2012), and NOS Design Supplement. 2. Please verify that the deraull deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported: according to the provisions of NDS Clause 4.4.1: COMPANY PROJECT Summit Structural Design Oct. 23. 2016 09:59 Loads: Works SOP?WARt FOR Iv000 0Ef1rN Design Check Calculation Sheet Wood\Aloiks Sizer 10:1 Type DSSCr!butlon Pat- ia�catign Iftl. Mayr.icude Unit Load [Analysis Value o• Dead 7156 _ . v Fv' = 0.•. ,.1 ten: SCert End .Sts:[ End Loa I Dea Full Area Factored: 10.00(io.Del-' W Load2 Wind CLC ]Full t'ull Arca 0.13 = L/154 0.40 L/240 20.00(i.G.0)O ' psl' Load3 Roo,' const r. Full Area Lena_th 20.00(10.00)' psf. self -wei ht Doad UOL I.00+ 7.7 Maximum Reactions (lbs) and Bearing Lengths (in) : . 6' 2" B5 Unfactored: [Analysis Value o• Dead 7156 _ . v Fv' = 0.•. ,.1 017 Fb' 132 r. 8;616 76( Roof i.ivr. el' Factored: :i. j6 - cL/999 - 0•;;1 Teta! 0.13 = L/154 0.40 L/240 0.'32 ae a'rl. Lena_th 1.00• Min req' d I.00+ 1.00• 'Minimum bearing length selling used: I" for and su000r1s !.00' Lumber -soft, D.Fir-L, No.2, 4x10 (3-1/2"x9.1(4") Supports: All _ Timbor-soft Beam, D•Fir-L No.2 Total length: 8'-2.0" Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (Dsi) and Dpflperinn lint Cr; ter ion [Analysis Value Desl,n Value A:rai sis/Desi n Snear ,v 50 F•v' _ v Fv' = 0.•. 6eniil no;l) rb = 7GI Fb' 132 r. Lead 'n 0.05 - <!./999 ii•.e De?1'n :i. j6 - cL/999 0.27 = L/36.0 0•;;1 Teta' Def I'n 0.13 = L/154 0.40 L/240 0.'32 Additional Data: FACTORS: i'/E tpst)CD CM ct CL CF CfuCr cfrt C!. Cil LCJI F'v' 1880 1.25 1.0,6 1:00 - - - - 1..'00 1.00 1.00 2 F.:'+ 900 1.'2.5 1.00 1.00 0.982 1..200 1.068 !.Jit 00 1.00 !.Ofr ,- Fcp' 625 - 1,0 .1.015 - - - - !.O1) 1.00 - 2 1.6 MIA lion 1..00 1.00 - - - -' 1,00 1.00. _ 3. anis' O. Sc" mi ld. ion 1.00. 1.00 - - - - !.OJ E.00 - 3 ' CRITICAL LOAD COMBINATIONS: shear: LC 92 - D.Lr, v - 1561, V design 1252 l.bs eendI ng 11) LC fit - f) -Lr, N - 3166 lbs -ft Deflection: LC !13 - D1.75(La+.47W) LC B3 n 6+.'151Lr,.42(•11 (rota!) D=dead !,=live SIsSnuw W-w!'nd 1•'impacr. Lr -roof live Lr:=ccmcentraced E=earthquake All LC's are listed in the Analysis o0tput load COMI)i nations: ASCE 7-10 ; 10C 2012 CALCULATIONS: Oeflectlon: EI 369e0Gi l.b-in2 "L.ve" de fiecC 1On DeflacElon from all non -dead loads (live, wird, snow.,.) Total Deflection = 1.500ead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate (or your application. 3. Sawn lumber bantling members shall be laterally supported according to lhe.provislons of NDS Clause 4.4.1. �® JOB: Warren_M pp�� LOCATION: Oroville, Ca. M i t4 e k. TRUSS ENGINEERING POWER TO PERFORM. MiTek Industries, Inc. ' 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 Phone: (916)676-1900 Fax: (916)676-1909 ► LUMBER ► HARDWARE - ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS -.T 655 Cal Oak Rd.. P.O. Box 1947 t Oroville, Ca.95965 Phone:(530)534-0300 ' Fax: (530) 534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANYWAY. - - - - This Image was created with WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. LON(�2.4;�7OI 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 B[JTTE TIMBER = CO[JNTY - PRODUCTS h.o INSPECTION DEC. 0 7 2016` s 105 S. E. 124th AVE. Vancouver, Wa. 98684 DEVELOPMENT Phone: (360)449-3840 ERMIT # ENT SERVICES ® Fax:(360)449-3953 BUTTE COU REVIEWED FOR CODE COMPLIANCE - DATE r ��1 �-3 Y 6 r Alo o Co .3 i Pj fmzm n 000 Truss desinned for 3200 lb. d +- - ,r.Y - B10 » Z ir, '. f `' -Y46 r tV d} Attic . C Access of , ; , C • B15 a B20 Q. MiTe---'k® r MITek USA, Inc. . 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re; Warren_M Fax 916/676-1909 Warren M 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: 848804392 thru R48804404 .. 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. ; , h • w' w C75435 EXR,� 03/31/2018 * ' ST9r CC 1` X�P October 26,2016 Eduard, Teodosescu IMPORTANT NOTE: Truss Engineer's responsibility is solely for « design of individual trusses based upon design parameters shown ori 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, r per ANSI/TPI-1, Chapter 2. , 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 atways required. See BCSI. I n 2. Trus bracing Must be designed by an engineer. For /16 1 2 3 wide taus spacing, individual lateral braces themselves TOP CHORDS may require bracing, or aBemative T, I, or Eliminator should be considered. ibracing T 7 ci-s c2-3 4 WEBS �a, 3. Never exceed the design looding•shown and never o stack materials on inadequately braced trusses. 0 �!� 3 34. O 0 Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb property interested 011Nplates 0-'nd' from outside a U all other parties. edge of truss. d 5. Cut members to bear tightly against each other. cra c6-7 ce-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 1. ' Plate location details available In MITek 20/20 SOthMare 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 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 P. 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 atter 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 )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 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 L Job Truss Truss Type QtyPly in werten_M " Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 - R48804392 WARREN -M A10 GABLE 1 I 1Job Reference (optional) hnaeavof Homes, UrMle, CA ababb 7.430 s Jal Zb Zo13 MI I eK Inausines, mo. I ue uct Zb 1 vuU :34 zulo Paget ID:6kTnmLXrXDSQAJjJualuPmyTQzK-sIFCg8pOCoWFdv3N BeuhvcoYiGJBUmLHxIVW N3yPn01 I -2-0-0 16-0.0 32-0-0+ 34-0.0 1 2-0.0 16-0.0 - 16-0-0 2.0.0 " Scale = 1:59.2 4x4 6.00 12 - 14 -�' 48 47 46 45 44 43 42 . 41 40 39 38 37 36 35 34 33 32 31 30 29 28 5x5 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 27 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.03 27 n/r 90 BCLLf 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 26 nla n/a •f. BCDL 20.0 Code IBC2012rFP12007 (Matrix) Weight: 221 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 No.2MiTek recommends that Stabilizers and required cross bracing OTHERS 2x41DF Std be installed during truss erection, in accordance with Stabilizer - t e REACTIONS All bearings 32-0-0. J; (Ib) Max Hoa 2=1650C 61 Max Uplift All uplift 1 OO Ib or less at joint(s) 39, 37, 48, 47, 46, 45, 44, 43, 42, 41, 40, 36, 35, 34, 33, 32, 31, 30, 29, 28 except 2=-108(LC 8), 26=-108(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) 39, 37, 48, 47, 46, 45, 44, 43, 42, 41, 40, 36, 35, 34, 33, 32, 31, 30, 29, 28, 38 except 2=294(LC 1), 26=294(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; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; 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) 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 11 fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 39, 37, 48, 47, 46, 45, 44, 43, 42, 41, 40, 36, 35, 34, 33, 32, 31, 30, 29, 28 except at=1b) 2=108, 26=108. LOAD CASE(S) Standard , �e' S 1 EOp0s�F�c Q C 75435 EXP. 03/31/2018 October 26,2016 A.WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010311015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and Is foran 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 ullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 151 s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - - fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 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 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. n - /16 2. Tens bracing must be designed by an engineer. For truss individual lateral braces themselves j 2 3 wide spacing, TOP CHORDS may require bracing, or ohemative T, I, or Eliminator bracing should be considered. T ci-s C2 -3W EBS 4 3. Never exceed the design looding,shown and never 0 r stack materials on inadequately braced trusses. O �`•� ; � 3Ce4. 0 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- W' from outside o- �' u U all other parties. edge of truss. a 5. Cut members to bear tightly against each other. c�a co -r cs s O 0 BOTTOM CHORDS 6. Place plates on each face of truss a1 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 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 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 or 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 of 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 Nil project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review t u portions or 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 SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM." ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 -11, '1. .. Job Truss Truss TypeQty DEFL Ply Warren_M I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 848604383 WARREN—M A11 COMMON 11 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.52 ob eee ce o do al ..�� .,�„�o�, ..,w,�,�, .... wow .,, • , w r.rsu s aw ao 1u i a mi i ex mausmes, mc. i ue v 'o r ,: a: colo rage r I I D:6kTnm LXrX DS QAJjJ ua IuP myTQzK-KU pa2TpOz5e6 F3ealM PwR pLYkg S6D7n Q AyG6vVyPnOk �� &3-4 I 1&o-0 1 23-&12 i 32-0-0 I 34-0.0 i 2-0-0 8.3-4 7-8-12 7-5-12 8. Scale = 1:59.2 4x5 = 6.00 12 4 1.5x4 II 5x8 = 1.5x4 II 8-3-4 F 16-0-0 I 23-&12 32-0-0 I &3-4 7-&12 7$-12 8-3-4 it LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.11 6-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.52 6-8 >733 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.14 6 n/a n/a BCDL 20.0 Code IBC2012rrP12007 (Matrix) Weight: 142 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF Std 'Except' WEBS 1 Row at midpt 5-9.3-9 5-9,3-9: 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (Ib/size) 2=1714/0-3-8 (min. 0-1-13),6=1714/0-3-8 (min. 0-1-13) Max Horz 2=165(LC 6) Max Uplift2=276(LC 8), 6=-276(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2801/339, 34=1897/302,4-5=11897/302, 5-6=2801/339 BOT CHORD 2-10=183/2402, 9-10=184/2395, 8-9=184/2395, 6-8=-183/2402 WEBS 4-9=-101/1164, 5-9=931/171, 5-8=0/516, 3-9=931/171, 3-10=0/516 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu It=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; 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. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=276, 6=276. LOAD CASE(S) Standard I w C 75435 EXP. 03/31 /2018 OF October 26,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101031201S BEFORE USE. R Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/44 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in f1l4n-sixteenths Damage or Personal Injury Dimensions are in fl -in -sixteenths. (Drawings not to stole) 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 0-1/1 2. Trus bracing must be designed by an engineer. For themselves 6 1 2 3 wide truss spacing, individual lateral braces TOP CHORDS may require bracing, or a(temotive T. I, or Eliminator T bracing should be considered. I CI -2 c7a WEBS 3. Never exceed the design looding,shown and never 0 stack materials on inadequately braced trusses. NC4 O�•; �y� 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U property interested plates 0 -'ad' from outside a (� all other parties. edge of truss. O 5. Cut members to bear tightly against each other. cry �2 CS O0 BOTTOM CHORDS 6. Place plates on each face of tans of each This symbol indicates the g 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 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 responsibility of truss fabricator. General practice is to X to slots. Second dimension i5 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 puigns 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 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 ( back, 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 r0 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 a' Qty Ply Warren M R48804394 WARREN M B10 GABLE 3 1 truss designed for 3200 lb. drag SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud Ob Reference o ti nail 2-0.0 - 4-6-0 - 3-4-12 6x12 MT18H % g 3.00 12 3x10II 8 3x10 II 7 3x4 a • 5 6 aI1 ,2 3 4 d w <u i v mi i eR mausuies, mc. i rage ID:6kTnmLXrXDSQAJjJualuPmyTQzK-CF25ursX1 K9Xjgyl_BUscfWLLHx191 U8SaEJ2GyPnOg 22-0-0 I 40-0-0 142-60 I 14-1-4 18-0-0 Scale = 1:74.8 56 = 16 17 18 6.00 F2 15 19 14 20 13 21 12 22 11 23 1 ' T 0 24 25 3x6 28 27 28 29 30 31 3x10 = 59 58 57 56 55 54 53 52 51 50 '49 48 47 4645 44 43 42 41 40 39 38 37 36 35 34 33 3x5 = 5x8 = 5x12 \\ 3x4 = 5x5 = 5x5 = 321$ 7-10-12 & 0 22-0-0 (lb) - Max Horz 55=220(LC 23) 40-0-0 4lr0 3.4-12 0- -4 14.0.0 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 2=5119(1_C 25), 31=969(1_C 18.0.0 Plate Offsets (X,Y): [2:1-1-4,0.0-121, 12:1-1-4,0-1-61. [27:0-1-9,Edgel, f40:0-2-8.0-3-01.[51:0-2-8.0-3-01.[59:0-7-12.0-2-81 Max Grav All reactions 250 Ib or less atjoint(s) 46, 44, 53, 52, 51, 50, 49, 48, 47, LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 7-8=-908/1046, 8-9=747/877, 9-10=610/755, 10-11=-505/624, 11-12=-366/500, TC 0.47 Vert(LL) 0.06 58-59 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.13 59 >833 240 MT18H 220/195 BCLL 0.0 ' Rep Stress Incr YES 51-52=-1107/1082, 50-51=961/952, 49-50=841/832, 48-49=707/699, 47-48=574/565, WB 0.11 Horz(TL) -0.03 2 n/a n/a 555/1547, 33 513822/161 35-36=-1289/1280, 4-35 89 422/1400, 3334 1 1 3 BCDL 20.0 Code IBC2012rTP12007 2.0 VFX (Matrix) of JQ 2 & Weight: 301 Ib FT = 20% LUMBER L C W' BRACING TOP CHORD 2x4 OF No.2 * EXP. 03/31/2018 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. WEBS 2x4 OF No.2 FOF WEBS 1 Row at midpt 16-46, 18-44, 17-45 OTHERS 2x4 OF Std 'Except 6) Gable studs spaced at 1-4-0 oc. MiTek recommends that Stabilizers and required cross bracing 16-46,18-44: 2x4 OF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS All bearings 32-0-0 except (jt=length) 2=0-38. (lb) - Max Horz 55=220(LC 23) Max Uplift All uplift 100 Ib or less at joint(s) 46, 44, 53, 52, 51, 50, 49, 48, 47, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 2=5119(1_C 25), 31=969(1_C 26), 55=-425(LC 25), 54=-215(LC 26), 45=-127(LC 19) 1 Max Grav All reactions 250 Ib or less atjoint(s) 46, 44, 53, 52, 51, 50, 49, 48, 47, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 2=692(LC 34), 31=962(LC 33), 55=649(LC 30), 54=302(LC 21), 45=377(LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -3= -1933/1644,3 -4=-1612/1334,4-5=-1491/1233,5-6=-1370/1129,6-7=1032/1098, 7-8=-908/1046, 8-9=747/877, 9-10=610/755, 10-11=-505/624, 11-12=-366/500, 12-13=-248/375, 13-14=-120/276, 14-15=57/259, 15-16=112/333, 16-17=-225/461, 17-18=367/590,18-19=417/640, 19-20=541/743, 20-21=-658/837,21-22=-764/933, 22-23=898/1033, 2324=-1023/1137, 24-25=1159/1264, 25-26=1293/1391, 26-28=1428/1517.28-29=1562/1644.29-30=-1697/1767, 30-31=1970/2022 BOT CHORD 2-59=1566/1901, 58-59=-1566/1901, 57-58=1566/1901, 56-57=1566/1901, 55-56=1566/1885, 54-55=1507/1497, 5354=-1373/1364, 52-53=1227/1230, 51-52=-1107/1082, 50-51=961/952, 49-50=841/832, 48-49=707/699, 47-48=574/565, 46-47=441/432, 45-46=391/382, 42-43-356/347, 41-42=-489/480, 40-41=619/610, 1 013, 36-37=1 �OFESS/p Q � EOQO 555/1547, 33 513822/161 35-36=-1289/1280, 4-35 89 422/1400, 3334 1 1 3 (1l F'L 2.0 VFX WEBS 6-56=1 23/322, 17 45=319/158, 6-55=749/211 0 of JQ 2 & a C 75435 m NOTES L C W' 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=401t; eave=2ft; Cat. Il; * EXP. 03/31/2018 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 T9 \Q Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. FOF 4) All plates are MT20 plates unless otherwise indicated. CAO. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. October 26,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7479 rev.. 10/09/2015 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 I e 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 Crleerta, 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. 6-4-8 dimensions shown in ff-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. Trus bracing Must be designed by an engineer. For truss Individual lateral braces themselves 1 2 3 TOP CHORDS wide spacing, may require bracing, or alternative T, I, or Eliminator T bracing should be considered. T cr-2 c2a �a, 4 3. Never exceed the design loading shown and never o stock materials on inadequately braced trusses. O u �`!> ;; O rXX 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb property interested plates 0-'n4' from Outside a u U all other parties. edge of truss. O� p 5. Cut members to bear tightly against each other. C7-8 C67 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'. ' 8 7 6 5 oini and embed fully. Knots and wane at joint iocations required direction of slots in " . are regulated by ANSIJTPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 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 norrsiructural 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 comber for dead bad deflection.' the length parallel to slots. 11. Plate type, sae, 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 -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 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/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, PGWER ro PERFORM." ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 A Endeavor Homes, Orovllle, CA 95965 7.430 s Jul 25 2013 MiTek Industries. Inc. Tue Oct 25 17:05:39 2016 Page 2 ID:6kTnmLXrXDSQAJjJualuPmyTQzK-CF25ursX1 K9XjgyL_BUsc1WLLHxl91 U05aEJ2GyPnOg NOTES 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. A 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 46, 44, 53, 52, 51, 50, 49, 48, 47, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except Qt=lb) 2=519, 31=969, 55=425,84=215, 45=127. 10) This truss has been designed for a total drag load of 3200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 8-0-0 to 40-0-0 for 100.0 plf. LOAD CASE(S). Standard r 71 t ' 1 • T ' i Job - Truss Truss Type ,� ' � Qty � Ply Warren_M 848804394 WARREN -M B10 GABLE 3 1 truss tlesigned for 32001D. dreg Job efere ce o t'o al WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 91-e— fabricat lon, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and aCSI Building Component 7777 Greenback Lane Safety :on, avallable 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. jDravrings not to scales 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 0'/16 2. Truss bracing must be designed by an engineer. For tnra individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or altemotive T, I, or Eliminator should be considered. Tbracing T T cr-s C-2133. WEBS �z, 4 Never exceed the design loading shown and never o stack materials on inadequately braced trusses. o: o O > �y� 3 O 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 -'Ag' from outside CL U all other interested parties. edge of truss. 0 n 5. Cut members to bear tightly against each other. C7-8 C6-7 CS O ~ BOTTOM CHORDS 6. Place plates on each face of tans at each This symbol indicates the'oint g 7 6 5 and embed fully. Knots and wane at joint iocations required direction of slots in' 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 8. Unless otherwise noted, moisture content of lumber software Or upon request. 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 fab ricator. General practice is to x to slots. Second dimension is comber 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, 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 1Ott. 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 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/TPI l : National Design Specification for Metal 19. Review all portions of this design back. words and pictures) before use. Reviewing ng 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 M PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 0 1 Job WARREN -M Truss B11 Truss Type L DBL. HOWE' -. '1 - Qty � 3 Ply 1 warrer_M R48804395 Plates Increase 1.25 TC 0.48 TCDL 10.0 Job Referent: o ti nail umeawi nu.n v,uvme, i.n eoxa r.nsu s dm zo zur u mi i ex mausules, mc. i us um zo i r:uo:au 4uio rage r I D:6kTnm LXrX D SQAJjJ ual u P myTQzK-hScT5BtgoeH OLq XXYv758t2 W2h DzuL19KEztaiyPnOf -2-0-0 41'x I 0 7-10.12 I 14-11-6 i 22-0.0 I 27-113 I 337-11 4 ":0 2-QO 0 34-12 7-0.10 7-0-10 5313 5113 6-45 Scale c 1:73.5 5x5 = 6 • 1.5x4 II 400 = 5x6 = 3x8 = 5x5 = 1.5x4 II 4110 7-10.12 8- 0 14111.1 22-0-0 27-113 337-11 40-0-0 4{r0 3.4-12 0- -4 6-111 7-0-10 5113 5113 6-11 Plate Offsets MY): f8:0-2-8.0-3-41.112:0-2-8,0-3-01.[14:0-3-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.48 TCDL 10.0 Lumber Increase 1.25 BC 0.64 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 BCDL 20.0 Code IBC2012/TP12007 (Matrix) LUMBER DEFL in floc) I/deft Ud PLATES GRIP Vert(LL) -0.08 12 >999 360 MT20 220/195 Vert(TL) -0.421314 >908 240 Horz(TL) 0.14 9 n/a n/a BRACING Weight: 203 Ib FT = 20% 31� TOP CHORD 2x4 DF N0.2 TOP CHORD Structural wood sheathing directly applied or 337 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS' 2x4 DF Std 'Except' WEBS 1 Row at midpt 5-15, 5-13, 7-13 4-15: 2x6 DF No.2 G, 5-15,5-13,6-13,7-13: 2x4 DF No.2 a MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Instal ation guide, REACTIONS (Ib/size) 2=419/0-5-8 (min. 0-1-8),15=2115/0-5-8 (min. 0-24), 9=1688/0-5-8 (min. 0-1-13) Max Horz 2=183(LC 7) Max Uplift 2=125(1-C 8), 15=254(LC 8), 9=-278(LC 8) Max Grav 2=437(LC 17), 15=2115(LC 1), 9=1688(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-292/23, 3-4=16/365, 4-5=0/465, 5-6=1588/290, 6-7=-1564/294, 7-8=2181/322, 8-9=-2813/333 BOT CHORD 14-15=61/1527,13-14=63/1518,12-13=98/1880, 11-12=-193/2413, 9-11=192/2419 WEBS 4-15=286/151, 5-15=-2302/223, 5-14=0/427, 5-13=252/93, 6-13=-115/969, 7-13=-844/156, 7-12=-9/577, 8-12=-614/110, 8-11=0/383, 315=-504/30 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=40ft; eave=5ft; 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 akOFESSIO fit between the bottom chord and any other members, with BCDL = 20.Opsf. D Nq 5) A plate rating reduction of 20% has been applied for the green lumber members. T E00 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=125, �lV� Os 2� 15=254,9=278. � cD o C 75435 LOAD CASE(S) Standard _ UJ LL' C r * EXP. 03/31/2018 TFOF r A�\F� October 26,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MrrekO connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 I s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the isbdcatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, D5B-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel hts CA 96610 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. 1 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 ahvays required. See BCSI. t n �' /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 aBemative T,1, or Eliminator bracing should be considered. T T T ci-2 c7a WEBSeca' 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. 0 �!� ; 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 eb � property interested plates 0 na' from outside a_ U all other parties. edge of truss. o_ 5. Cut members to bear tightly against each other. c» 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 detaffs available In MITek 20/20 SOthMaf@ Or Upon f@qU@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 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 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 placing 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 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 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/TPI l : National Design Specification for Metalin 19. Review all 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, POWER M PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 90208 Job Truss Truss Type Qty Ply wenen_M BOT CHORD 2x4 DF No.2 'Except' 4{r0 3-0-12 0.-4 6-11 7.0.10 3-0.13 2-9-0 R48804398 WARREN_M 812 DBL. HOWE,,. r - t 5 - 11 1 MiTek recommends that Stabilizers and required cross bracing LOADING (psf) SPACING 2-0-0 Job Refer (ontional enaeavor nomes, umwae, cA eaeoo r.nsu s Jul 4a 4111 s mi r ex mausmes, mc. i Ile Ucn 4a 1 rua:a1141110 rage 1 I D:6kTnm LXrX DS QAJ)JualuPmyTQzK-hScT5 Bl9oeH OLgXXYv758l2T1h C7u I s9K Ezta iy Pn Of -2-0.0 1 2 14-11-6 22-0-0 25-0.13 27-9-13 32: 13 33-7-11 40-0-0 42-0.0 2-0.0 4�r0 3-0-12 7.0-10 7-0-10 313 2-9-0 2-9-0 3-0.13 6-0-5 2-0.0 I Scale = 1:77.2 5x8 = t 6 4x4 = 4x4 =4x8 = 1.5x4 II 4x10 = 5x6 = 3x8 = 5x8 = 1.5x4 II 1IS I6 'LUMBER 46-0 7-10.12 14-11-622-0.0 25.0.13 27-9.13 30.6.13 3 40-0.0 BOT CHORD 2x4 DF No.2 'Except' 4{r0 3-0-12 0.-4 6-11 7.0.10 3-0.13 2-9-0 2.9.0 _:Li 3.0-13 6-4-5 Plate Offsets (X.Y): [5:0-3-9.0-1-121.[9:0-2-8.0-3- 1.[13:0-2-0.0-2-Ol.fl6:0-3-0.0-341.[19:0-2-8.0-241 1 Brace at Jt(s): 19 4 17: 2x6 DF No.2 G, 5-17,5-15,6-15,15-19:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 Max Grav2=438(LC 17), 17=2192(LC 1), 10=1825(LC 1) TC 0.65 Vert(LL) -0.10 13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.44 15-16 >865 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.13 10 n/a n/a BCDL 20.0 Code IBC2012rrPI2007 (Matrix) Weight: 230 Ib FT = 20% 'LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins. BOT CHORD 2x4 DF No.2 'Except' BOT CHORD Rigid ceiling'directly applied or 10-0-0 oc bracing. 13-14: 2x6 DF No.2 G WEBS 1 Row at midpt 5-17,5-15 WEBS 2x4 DF Std *Except* JOINTS 1 Brace at Jt(s): 19 4 17: 2x6 DF No.2 G, 5-17,5-15,6-15,15-19:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=422/0-5-8 (min. 0-1-8), 17=2192/0-&8 (min. 0.2-5), 10=1825/0-5-8 (min. 0-1-15) Max Horz 2=183(LC 7) Max Uplifl2=125(LC 8), 17=263(1_C 8), 10=295(LC 8) Max Grav2=438(LC 17), 17=2192(LC 1), 10=1825(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-292/23, 3-4=18/360, 4-5=0/453, 5-6=1724/308, 6-7=1254/223, 7-8=1309/163, 8-9=-2748/382, 9-10=-3126/367 BOTCHORO 16-17=76/16611.15-16=76/1661, i4 -15=i77/2368,13-14=177/2404,12-13=220/2684, 10 12=-219/2690 WEBS 4-17=-290/150, 5-17=-2416/241, 5-16=0/435, 6-15=255/1610,15-19=-11800/3115, 9-13=-450/65, 9-12=0/348,14-19=16/645,7-19=-291/111, 8-13=-16/504, 8-19=-1403/261, 3-17=498/32, 6-19=-709/162 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=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate OFESS/ grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom Chord live load nonconcun-ent with any other live loads. • �� I EOQ 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 2.40 wide will fit between the bottom chord and any other members, with BCDL = 20.Opsf. pj JQ FL 2 5) A plate rating reduction of 20% has been applied for the green lumber members. o C 75435 n TT1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=125, � LU C M 17=263,10=295. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * EXP. 03!31/2018 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Vertat-4�60, 4-6=-60, 6-11-60, 2-14=-40, 13-14=80(1`=-40),10-13=40 rF�FCAI.W October 26,2016 WARNING - Verify d-lgn parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MrrekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall buliding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Fle Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hel hts CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION14- 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-brocing, is ahvays required. See BCS(. 2. Tens bracing must be designed by an engineer. For /j b" 1 2 3 wide tnra spacing, individual lateral braces ihemselves TOP CHORDS may require bracing, or aitemative T, I, or Eliminator bracing should be considered. T ci-z c23 WEBS �s, 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O �•> 3 ��� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate For U sp h = designer, erection supervisor, property owner and plates 0 -'AJ' from Outside a -u U all at interested parties. edge of truss. 5. Cut members to bear tightly against each other. C7.8 C6.7 c5 -6p BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'8 7 b 5 loint 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 B. Unless otherwise noted, moisture content of lumber software or upon request. 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 v NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls 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 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 responsibifity of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MTekS All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 1 B. 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. ® 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 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 'T ~ I. 1. r -?- Job Truss Truss Type Qty Ply Warren M f10:0-2-8 0-3-01 111:0-0-10 Edgel. 114:0-3-0 0-341 117:0-2-8.0-3-01 119:D-5-0.0-1-41 LOADING (psf) SPACING 2-0-0 CSI 848804397 WARREN_M B13 DBL. HOWE 8 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.92 14-15 >409 240 MT18H 220/195 Job Reference o ti nail Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek Intlustrles, Inc. Tue Oct 25 17:05:412016 Page 1 ID:6kTnm LXrXDSQAJjJualuPmyTQzK-9eArIXunZxPFz_6k5cWKh4bev5V6dnhlZujQ79yPnOe -z-0-0a5-td 7-10.12 12-7-3 17-3-9 22-0-0 24-0-0 29-1-0 3a2-12 2-0-0 a5-14 34-14 4S7 4.8.7 4-8-7 2-0-0 5-1-0 5.1_ 5-9.4 2.0-0 5x5 = 4x6 Scale = 1:74.8 V^- 3x4 = 6x10 MT18H = ese 4514 34-14 0. 4 4-1-11 4-8-7 - 4S7 2-0-0 5.16 S7$ 5-04 OSB Plate Offsets MY): 14:0-3-0,0-2-121. f10:0-2-8 0-3-01 111:0-0-10 Edgel. 114:0-3-0 0-341 117:0-2-8.0-3-01 119:D-5-0.0-1-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.22 14 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.92 14-15 >409 240 MT18H 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.52 11 n/a n/a BCDL 20.0 Code. IBC2012ITP12007 (Matrix) Weight: 199 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 ' TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. BOT CHORD 2x4 DF No.2 . BOT CHORD Rigid ceiling directly applied or 3-7-5 oc bracing. WEBS 2x4 DF Std 'Except' . MiTek recommends that Stabilizers and required cross bracing 4-19: 2x6 DF No.2 G, 4-18: 2x4 DF No.2 be installed during truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) .2=58/0-5-8 (min. 0-1-8), 11=1541/0-5-8 (min. 0.1-9), 19=2739/0-5-8 (min. 0-2-15) 1 Max Horz 2=183(LC 7) Max Uplift2=218(LC 18), 11=267(LC 8), 19=293(LC 8) Max Grav2=78(LC 17), 11=1541(LC 1), 19=2739(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-132/1569, 3-4=105/1556,4-5=560/1135, 5-6=1660/245, 6-7=1892/254, 7-8=-1843/270, 8-9=2680/287, 9-10=-3721/409, 10-11=4496/469 BOT CHORD 2-20=1484/185, 119-20=2190/220.18-119=2828/304, 17-18=20/523, 16-17=13/1496, 15-16=7/2403,14-115=20413390, 13-14=333/4028, 11-13=327/4029 WEBS 4-20=-41/819, 5-18=1256/162, 5-17=-32/1132, 6-17=-530/62, 6-16=0/345, 7-16=162/1405, 8-16=1754/153,8-115=-75/11789, 9-15=992/196, 9-14=01500, 10-14=638/125,10-13=0/313,4-19=-1949/258,4-18=-274/3181 NOTES X 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=1 IOmph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; 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) All plates are MT20 plates unless otherwise indicated. 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 �OFESS/� Q ^/ ' 1E0 9 fit between the bottom chord and any other members.�2G1 ��i) �� 6) A plate rating reduction of 20% has been applied for the green lumber members. Go _N 2 7) Bearing at Joint(s) 11 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity 01 o C 75435 n R' 'of bearing surface. L W' C M '8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=218, 11=267,19=293. EXP. 03/31/2018 * LOAD CASE(S) Standard 9 FUF CAUV a October 26,2016 A WARNING - Vently design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additiorel temporary and permanent bracing ' 8 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 ANSIITPH quality Criteria, DSB-89 and acs/ 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 ft -in -sixteenths. (Drawings not to stole) Apply plates t0 both sides Of 1R15s 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 lateral braces themselves 2 3 wide truss spacing, individual TOP CHORDS may require bracing, or alternative T, 1, or Eliminator bracing should be considered. T I I ci-s cz� WEBS 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. q dp O 3 �r� a0 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 -'Ag' from Outside a Uall other interested parties. edge Of truss. O 5. Cut members to bear tightly against each other. c» C&7p 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, ocations 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 SOttWar@ 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 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 after truss member or plate without prior (supports) occur. Icons vary but © 2006 MTe& 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 (from, 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 TO PERFORM.'" ANSI/TPI 1 Quority Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Typeply 110:0-2-8.0-3-0t n 1:0-0-10 Edger. H4:0-3-0 0-341 115:0-14-.0-0-81, [17'0-2-a 0-3-01 Ply Waffer_M CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 R48804398 WARREN M 814 DBL. HOWE 3 1 `� Vert(TL) -0.92 14-15 >40.9 240 -,REACTIONS (Ib/size) 2=58/0-5-8 (min. 0-1-8), 11=1541/0-5-8 (min. 0-1-9), 19=2739/0-5-8 (min. 0-2-15) BCLL 0.0 ' + ' +1 WB 0.77 " Job Reference(optional) ....... �, v.�„=. �.. g�oo� • - - r.g4u s dui zo zula mn es mausmes, mc. i ue ua zo 1 ruo:4z zinc) rage 1 ID:6kTnmLXrXDSQAJjJualuPmyTQzKdgkDWIvPKFX6a7hwfK1 ZO18pfVrLMEwSnYSzfbyPnOd i -2-0-0 aS14 7 12-7-3 t 17-3-9 22.0-0 24-04 zs$ 3s2-12 4 6-7 1$-0-0 59.4 2-0-0 Scale = 1:74.8 5x5 = 7 4x6 3x4 = ` 6x8 = 65-6 22 -e -n 24-0-0 2&1$ 34-2-12 da -0-0 4.574 3-4-14 D. 4-1-11 4.57 4$7 T2-0-0 S1$ S7$ - SB -4 0-5-8 Plate Offsets (X.Y): r4:0-3-4,0-2-121. 110:0-2-8.0-3-0t n 1:0-0-10 Edger. H4:0-3-0 0-341 115:0-14-.0-0-81, [17'0-2-a 0-3-01 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.22 14 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.92 14-15 >40.9 240 -,REACTIONS (Ib/size) 2=58/0-5-8 (min. 0-1-8), 11=1541/0-5-8 (min. 0-1-9), 19=2739/0-5-8 (min. 0-2-15) BCLL 0.0 ' Rep Stress Incr YES WB 0.77 , Horz(TL) 0.52 11 n1a n/a BCDL 20.0. , Code IBC2012/TPI2007 (Matrix) Weight: 231 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. , BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 4-1-6 oc bracing. Except: WEBS 2x4 DF Std 'Except' 37-0 oc bracing: 18-19 4-19: 2x6 DF No.2 G, 4-18,15-21,22-23,24-25: 2x4 DF No.2 10-0-0 oc bracing: 17-18, 16-17, 15.16 JOINTS 1 Brace at Jt(s): 17, 18, 16 f MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. -,REACTIONS (Ib/size) 2=58/0-5-8 (min. 0-1-8), 11=1541/0-5-8 (min. 0-1-9), 19=2739/0-5-8 (min. 0-2-15) Max Horz 2=183(LC 7) Max Uplift2=218(LC 18), 11=267(LC 8), 19=293(1_C 8) Max Grav2=78(LC 17), 11=1541(LC 1), 19=2739(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-132/1569, 3-4=105/1556, 4-5=560/135, 5-6=1660/245, 6-7=-1892/254, 7-8=-1843/270, 8-9=2680/287, 9-10=-3721/409, 10-11=4496/469 BOT CHORD 2-20=1484/185, 19-20=2190/220, 18-19=2828/304, 17-18=20/523, 16-17=13/1496, 15-16=7/2403,14-15=-204/3390.13-14=333/4028.11-13=327/4029 WEBS 4-20=-41/819, 5-18=12561162, 5-17=-32/1132, 6-17=-530/62, 6-16=0/345, 7-16=162/1405, 8-16=-11754/153,8-115=75/11789, 9-15=992/196, 9-14=0/500, 10-14=638/1125,10-13=0/313, 4-19=1949/258, 4-18=-274/3181 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=40ft; eave=5ft; Cat. Il; \ Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate COQ�OFESS/p Nq grip DOL=1.33 EOD ,3) All plates are 1.5x4 MT20 unless otherwise indicated. �(`� �Q DS 4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads.Q (� 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 CT Q C 75435 R' fit between the bottom chord and any other members. Lu LUC fit 6) A plate rating reduction of 20% has been applied for the green lumber members. 04 X 7) Bearing at joint(s) 11 considers parallel to grain,value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity * EXP. 03/31/2018 of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=218, 11=267,19=293. V)\\- �Q LOAD CASE(S) Standard October 26,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 rev. 10103110/5 BEFORE USE. Design valid for use only with MITek®eonnectors. This design Is based only upon parameters shown, and is for an Individual building component, not e a truss system. Before use, the building designer must verityco the applicability of design parameters end property Inrporate 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 1151 - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPl1 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 are indicated. 6-4 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 otways required. See BCSI. 1 n 2. Truss bracing must be designed by an engineer. For 0-/1 6 1 2 3 wide truss spacing. Individual lateral braces themselves TOP CHORDS may require bracing, or altemative T, I, or Eliminator bracing should be considered. T cl-2 C2-3 WEBS cs, 3. Never exceed the design loading shown and never a braced trusses. cp O �'> ; �y1 3 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U >p y = designer, erection supervisor, property owner and plates 0 -'Ag' from outside a0 other interested parties. edge of tfU55. a 5. Cut members to bear tightly against each other. �- c7a cd7 cs-c O f - BOTTOM CHORDS 6. Place plates on each face of tans at each This symbol indicates the'g 7 6 5 Cationsand embed fully. Knots and wane at joint required direction of slots in' ocare 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 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 10. Camber is a non structural consideration and is the 4 4 width measured perpendicular 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, 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 Indicates location where bearings I5. 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 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 MCI 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.M isnot sufficient. DSB-89: Design Standard for Bracing, I Te\® 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. Mi ek Engineering Reference Sheet: MII-7473 rev. 10•'08 Job Truss Truss Type Qty Ply arren_M I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase R48804399 Lb WARREN_M B15 DBL. HOWE 1 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) Reference o do al enaeavor nomes, Browne, UA Mbebb 64Ju s Jm zb zuli Mt i ex mauslnes, mc. i us urx zo 1 r:uo:4s zulb rage 1 ID:6kTnmLXrXDSQAJjJualuPmyTQzK-51 IbjCvl5ZfzC H F6D 1 ZomVg_PuBa5hAbOCCXB 1 yPnOc 2-0-0 4-5-14 7-10.12 12-7-3 17-3-9 22-0-0 d-0-0 29-16 34-2-12 40-00 .42 -M i r2-0-0 45-14 3-4-14 46-7 46.7 46-7 2-0-0 + 5-1-6 �' 5-16 I 5-9-4 2-0-0 Scale = 1:74.8 5x5 = 7 4x6 C • , 3x4 = 6x8 = &5�8 4014 3-4-14 0- -0 4-1-11 4- 46-7 2-06 S16 5-16 584 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.22 14 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.92 14-15 >409 240 TOP CHORD 2-3=-132/1569, 3-4=-105/1556, 4-5=-560/135, 5-0=1660/245, 6-7=1892/254, SCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.52 11 n/a n/a BCDL 20.0: • Code IBC20121TP12007 (Matrix) Weight: 239 Ib FT = 20% LUMBER' BRACING TOP CHORD r2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 4-1-6 oc bracing. Except: WEBS_ 2x4 DF Std 'Except' 3-7-0 oc bracing: 18-19 4-19: 2x6 DF No.2 G, 4-18,21-22,23-24,25-26,27-28: 2x4 DF No.2 1 D-0-0 oc bracing: 17-18, 16-17, 15-16 JOINTS 1 Brace at Jt(s): 17, 18, 16, 15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=58/0-5.8 (min. 0-1-8), 11=1541/0-5-8 (min. 0-1-9), 19=2739/0-5-8 (min. 0-2-15) Max Horz 2=183(LC 7) Max Uplift2=-218(LC 18), 11-267(1_C 8), 19-293(1_C 8) . MaxGrav2=78(LC 17), 11=1541(LC 1), 19=2739(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-132/1569, 3-4=-105/1556, 4-5=-560/135, 5-0=1660/245, 6-7=1892/254, 7-8=-1843/270, 8-9=2680/287, 9-10=-3721/409, 10-11=4496/469 BOT CHORD 2-20=1484/185,19-20=2190/220, i8-19=2828/304,17-18=20/523,16-17=1311496, 15-16=7/2403, 14-15=-204/3390, 13-14=333/4028, 11-13=327/4029 WEBS 4-20=-41/819, 5-18=1256/162, 5-17=-32/1132, 6-17=-530/62, 6-16=0/345, 7-16=162/1405, 8-16=1754/153, 8-15=75/1789, 9-15=992/196, 9-14=-0/500, 10-14=638/125,10-13=0/313,4-19=1949/258, 4-18=-274/3181 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=4Dft; eave=5ft; Cat. II; Q �pFESS/p 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 ��� TEOD 3) All plates are,1.5x4 MT20 unless otherwise indicated. �✓� �0 Qs 2C 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. JQ' FLP 2 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 p O C / CJ435 n fit between the bottom chord and any other members. LU W C 6) A plate rating reduction of 20% has been applied for the green lumber members. It' 7) Bearing at joint(s) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity * EXP. 03/31/2018 of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except dt=lb) 2=218, 11=267, 19=293. LOADCASE(S) Standard FQFCAL` October 26,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101=2015 BEFORE USE. 19051 Design valid for use only with MrTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not strusssystem. Before use• the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall buildingdesign. 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 ANSIITPII 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 109 Citrus Helclhts. 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 score) Apply plates to both sides Of I S 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is ahvdys required. See BCSI. i n 0./16 2. Truss bracing Must be designed by an engineer. For tens 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 ci-s cna WEBS 4 3. Never exceed the design loading shown and never o lite stack materials on inadequately braced trusses. O �•� c �y� 3 0 4. Provide copies of this tens design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb property interested plates 0-'46' from Outside Q- �' u U oilother parries. edge Of truss. 5. Cut members to bear tightly against each other. cr Q6 -7p 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 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 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, 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 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 0 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 or 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 rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 i { • r , 1 Job Truss Truss Type Qty Ply 2 -9- 3 0-9-1 33-7-11 40-0-0 59-13 6-4-5 Plate Offsets (X.Y): [2:0-3-4.Edgel, 18:0-3-0.0-3-01. [12:0.3-0.0.3-01. [14:0-3-0.0-3-41 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WARREN_M B16 DBL. HOWE 4 1 [warrert_Nt848804400 in (loc) I/deft �-� PLATES GRIP TCLL 20.0 b Refe e ceo t'o al umcawmm�ca, vuvmc, •.n auooe --= o a is mi i ea mausmes, mc. i ue �a ca r r:w:oa cu io raga i `. ID:6kTnmLXrXDSQAJjJusluPmyTQzK-ZDs xYwgssnggRglnl411jDC3leOq4zlFsx4jUyPnOb -2-0-0 I 4$0 I 7-10.12 14-114 I 22-0-0 I 27-9.13 33.7-11 I 40.0.0 142-0.0 i 2-0.0 480 1 _12 7-0.10 7-0.10 59-13 59.13 Scale c 1:73.5 5x5 = 6 1.5x4 11 4x10 = 5x6 = 3x8 = 5x6 = 1.5x4 II LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 BOT CHORD WEBS 2x4 DF Std -Except - 4 -15:2A. DF No.2 G, 5-15.5-13,6-13.7-13: 2x4 DF No.2 WEBS REACTIONS All bearings 0-5-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=183(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s) except 2=127(LC 8), 15=1166(1_C 8), 12=-199(LC 8), 9=163(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=474(LC 17), 15=1297(LC 17), 12=1832(LC 1), 9=642(LC 18) Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 1 Row at midpt 5-15, 5-13, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-460/28, 4-5=0/268, 5-6=-323/152, 6-7=273/164, 7-8=0/413, 8-9=-595/90 BOT CHORD 2-16=0/446, 15-16=0/446, 14-15=0/699, 13-14=0!699, 12-13=-313/147, 11-12=0/452, 9-11=0/459 '1 WEBS 4-15=309/153, 5-15=-962/80, 5-14=0/443, 5-13=-561/131, 7-13=21/854, 7-12=1261/184, 8-12=-793/140, 8-11=0/431, 3-15=535/38 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate OFESS/ grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. �� T EOQ <C11' 4) 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 ��� �19 QS1 �i fit between the bottom chord and any other members, with BCDL = 20.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. OJ C75435 m 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 Ib uplift at joint 2, 166 Ib uplift at joint 15 � WC: rn , 199 Ib uplift at joint 12 and 163 Ib uplift at joint 9. EXP. 03/31/2018 LOAD CASE(S) Standard * .0• * / OF CAI October 26,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101031201S BEFORE USE. 480 7-10.12 5 0 480 3-4-12 0. -0 1411i'i 6-11 22-0.0 7-Cu10 27-0.0 50.0 2 -9- 3 0-9-1 33-7-11 40-0-0 59-13 6-4-5 Plate Offsets (X.Y): [2:0-3-4.Edgel, 18:0-3-0.0-3-01. [12:0.3-0.0.3-01. [14:0-3-0.0-3-41 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 LOADING (psi) SPACING 2-0-0 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB-89 and BCSI Building Component CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.04 13-14 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.24 13-14 >933 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.04 9 n/a n/a BCDL 20.0 Code IBC2012/TPI2007 (Matrix) Weight: 205 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 BOT CHORD WEBS 2x4 DF Std -Except - 4 -15:2A. DF No.2 G, 5-15.5-13,6-13.7-13: 2x4 DF No.2 WEBS REACTIONS All bearings 0-5-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=183(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s) except 2=127(LC 8), 15=1166(1_C 8), 12=-199(LC 8), 9=163(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=474(LC 17), 15=1297(LC 17), 12=1832(LC 1), 9=642(LC 18) Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 1 Row at midpt 5-15, 5-13, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-460/28, 4-5=0/268, 5-6=-323/152, 6-7=273/164, 7-8=0/413, 8-9=-595/90 BOT CHORD 2-16=0/446, 15-16=0/446, 14-15=0/699, 13-14=0!699, 12-13=-313/147, 11-12=0/452, 9-11=0/459 '1 WEBS 4-15=309/153, 5-15=-962/80, 5-14=0/443, 5-13=-561/131, 7-13=21/854, 7-12=1261/184, 8-12=-793/140, 8-11=0/431, 3-15=535/38 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate OFESS/ grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. �� T EOQ <C11' 4) 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 ��� �19 QS1 �i fit between the bottom chord and any other members, with BCDL = 20.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. OJ C75435 m 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 Ib uplift at joint 2, 166 Ib uplift at joint 15 � WC: rn , 199 Ib uplift at joint 12 and 163 Ib uplift at joint 9. EXP. 03/31/2018 LOAD CASE(S) Standard * .0• * / OF CAI October 26,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101031201S BEFORE USE. Design valid for use only with MrrekS connectors. This design Is based only upon parameters shown, and is for an building component, nota 91Individual 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 ANSIITPIt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available 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 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 trU55 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI. 0.1w 2. Tans bracing must be designed by an engineer. For tans 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 ci-s cza WEBS 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O •� ; I O4. bc-S-6 Provide copies of this truss design to the building For 4 x 2 Orientation, locate U = designer, erection supervisor, property owner and plates 0-146' from outside a. U all other interested parties. edge Of tfU55. 5. Cut members to bear tightly against each other. cr>p r- BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the ,oint g 7 6 5 and embed fully. Knots and wane at joint Cations 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 1. ' Plate location details available In MITek 20/40 sotlware 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 f0 slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, stze, 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 01:6 (supports) occur. Icons vary but m 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or ager 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 se design ing pi 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 r97 PERFORM" ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty 5x5 = 3x8 = I - 22-0.0 5x6 27-9-13 33-7-11 40-0-0 41-0 3-4-12 0.-4 6-111 7-0-10 5.9-13 59.13 6-45 Plate Offsets (X,Y): (2:1-1-4,0-0-121, [2:1-1-4,0-1-6],[4:0-2-12,0-2-0], [8:0-0-15,0-1-4],[9:04-0,0-3-1], [12:D-3-0.0-3-01,[22:0-2-8.0-3-01, [55:0-1-13,0-D•12], [58:0-1-13,0-0-12], [61:0-1-13.0-0-121 [lyarren—MW R4880440 WARREN_M B20 GABLE 1 1 TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.03 11-12 >999 360 MT20 220/195 ob Reference (optional ..... r.vau s u, to qui s ,, ex mausmes, mc. vvea uctzo ua:zs:uu zula rage 1 I D:6kTnmLX rXDSQAJjJualuPmyTQz K-KTOtyC4kleoMvfOE kQ Vs7 Se V FeM4 sAOZI N k LOVyPZyf -2-0.0 , 41-0 7-10-12 14-11.6 22-0.0 27-9-13 33-7-11 40.0-0 , 42-0-0 ' 2-0.0 41-0 3-4-12 ' 7-0.10 7-0.10 I 59-13 5-9-13 6-4-5 2-0-0 � 2 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 6.00 12 8x10 \\ 3x4 i 3x4 ! 5 5x10 %3x4 G 3.00 12 4x10 1\ 3x4 3x4 4 3 5x8 II 3x4 i 3x4 3x4 - / 6 3x4 i Scale = 1:74.6 3x4 4x10 7 3x4 3x4 1 3x4 3x4 II 10x10 3x4 8 3x4 3x4 J 15 0 11 9 n tOj$ 300 = 27 4x10 = 11 5x8 = 5x8 = 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 5x5 = 3x8 = I - 22-0.0 5x6 27-9-13 33-7-11 40-0-0 41-0 3-4-12 0.-4 6-111 7-0-10 5.9-13 59.13 6-45 Plate Offsets (X,Y): (2:1-1-4,0-0-121, [2:1-1-4,0-1-6],[4:0-2-12,0-2-0], [8:0-0-15,0-1-4],[9:04-0,0-3-1], [12:D-3-0.0-3-01,[22:0-2-8.0-3-01, [55:0-1-13,0-D•12], [58:0-1-13,0-0-12], [61:0-1-13.0-0-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.03 11-12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.18 11-12 >885 240 BCLL ' 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.01 9 n/a n/a BCDL 20.0 Code IBC2012/TP12007 (Matrix) Weight: 379 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 6-0-0 oc bracing, Except: WEBS' 2x4 DF Std 'Except 10-0-0 oc bracing: 2-27,26-27,11-12,9-11. 4-26: 2x6 DF No.2 G, 5-26,5-16,6-16,7-16: 2x4 DF No.2 WEBS 1 Row at midpt 5-26, 5-16, 6-16 OTHERS 2x4 DF Std MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS All bearings 19-0-0 except Qt=length) 2=0-38, 9=0-58. ` (lb) - Max Hoa 2=180(LC 7) Max Uplift All uplift 100 lb or less at Joint(s) 22, 12 except 2=129(1_C 8), 26=-146(LC 8), 16=-140(LC 8), 9=-174(LC 8), 13=-174(LC 3) Max Grav All reactions 250 Ib or less atjoint(s) 17, 15, 25, 24, 23, 21, 20, 19, 18, 14 except 2=454(LC 17), 26=760(LC 17), 22=356(LC 17), 16=662(LC 1), 12=1041(LC 18), 9=654(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-401/42, 34=-21/358, 4-5=0/419, 5-6=0/330, 6-7=0/301, 7-8=0/358, 8-9=-621/117 BOT CHORD 2-27=0/350, 26-27=0/350, i5-16=-264/123,114-15=264/123. 1314=264/123, 12-13=-264/123, 11A2=7/478, 9-11=-4/491 WEBS 4-26=-297/152, 522=-301/81, 6-16=552/23, 7-12=409/83, 8-12=-791/143, 8-11=0/409, 326=-617/36 NOTES 1) Unbalanced roof live loads have been considered for this design. ROFESS/O 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=40ft; eave=5ft; Cat. It,. Q N Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate ��i� I EOE 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 CO Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1., C 75, A 35 f 4) All plates are 1.5x4 MT20 unless otherwise indicated. W LLj QJ�F C r 5) Gable studs spaced at 1-4-0 oc. W 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * EXP. 03/31/2018 7) ' 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. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 22, 12 except OF, 1FO Qt=lb) 2=129, 26=146,16=140, 9=174, 13=174. CM - LOAD CASE(S) Standard October 26,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 bracing8 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the -- - - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB.89 and 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 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 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. t n �' hb 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 allemative T. 1, or Eliminator bracing should be considered. t c14 C2-3 W EBS �i, 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O �•> ;y� ; 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U �p y = designer, erection supervisor, property owner and i plates 0 Aa' from outside 3 o- U all other interested parties. edge Of truss. a0 5. Cut members to bear tightly against each other. cr r cs-6 BOTTOM CHORDS 6.. Place plates on each face of truss at each This Symbol indicbtes the'oint 8 7 6 5 and embed fury. 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/TPI 1. ' Plate location details available In MITek 20/20 8. Unless otherwise noted, moisture content of lumber software Or Upon request. 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 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 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 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 MiTekO 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/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. OSB -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. 10-'08 i Job Truss Truss Type Oty Plywanen M (loc) I/dell Ud TCLL 20.0 Plates Increase R48804402 WARREN_M F11 GABLE 1 1 360 TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) Job Reference (optional) cnoeawr Homes, vrowne, i.h sanoa �g1w•�-..- a kT--, .. ray. I D:6kTnm LXrXD SQAJj JualuP myTQzK-ON DF Bc?R R iX_YM I S77B SY_TBCjaAEyDddoOOx7yPnOV 6-0.11 i i - I 20.11-11 I 32-0-0 0.116-0.11 4s1 -o11 4-11-11 4-11-11 ` Scale = 1:53.6 3.00 12 4x5 = 4 d 3x8 = • 3x4 = 5x5 = Y 30 = _ - 5x6 = 3x8 = 1 7-0-10 13-0.3 l 18-11-13 24-11-6 I 32-0-0 7-0-10 511-10 511-10 511-10 7-0.10 LOADING (psf) SPACING 2-0-0 CSI DEFL , in (loc) I/dell Ud TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.32 9-10 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.82 9.10 >462 240 . BCLL, 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.19 7 n/a n/a BCDL 10.0' Code ISC2012/TPI2007 (Matrix) ,PLATES GRIP MT20 . 220/195 Weight: 175 Ib FT = 20% LUMBERBRACING • TOP CHORD 2x4 DF No.2 • TOP CHORD Structural wood sheathing directly applied or 2-4-11 oc purlins. BOT CHORD. 2x4 DF No.2 '+ BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. WEBS' 2x4 DF Std r` MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Std- be installed during truss erection, in accordance with Stabilizer s REACTIONS (Ib/size) :1=1262/0-5-8 (min. 0-1-8), 7=1262/0-5-8 (min. 0-1-8) Max Horz 1=40(LC 7) Max Uplift 1=198(1_C 8), 7=-198(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4112/662, 2-3=3929/633, 34=3046/516, 4-5=3046/516, 5-6=3929/633, 1 6-7=-4112/662 BOT CHORD 1-11=-611/3935, 10.11=481/3245, 9-10-'344/2493, 8-9=481/3245, 7-8=611/3935 WEBS 2-11=-294/118, 3-11=-78/668, 3-10-57(/141, 4 10-881735, 4 9- 88/735, 5-9=-577/147, 5-8=78/668, 6-8=294/118 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=32ft; eave=oft; 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 consuh qualified building designer as per ANSI/TPI 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 rrt 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 at=lb) 1=198, 7=198.± I LOAD CASE(S) Standard 4 r . C'75435 d i EXP. 03/3112018• /* October 26,2016 - ,&WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MrreM connectors. This design is based onlyupon 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 le!is always required for stability and to prevent collapse whit possible personal Injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 r Citrus Heights, CA 95610 Symbols (Numbering System AGeneral Safety (Votes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft4ro-sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to stole) Apply plates t0 bath Sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is atways required. See BCSI. t rr �' h 2. Tans bracing must be designed by an engineer. For truss individual lateral braces themselves 6 1 2 3 wide spacing, TOPCHORDS may require bracing, or alternative T,1, or Eliminator bracing should be considered. T T ci-s csa WEBS 3. Never exceed the design loading shown and never 0 �!� ; � 3 4. Provide copies of this tens design to the building For 4 x 2 orientation, locate U sp 0 designer, erection supervisor, property owner and plates 0 -'Ag' from outside o- U all other interested parties. edge of ifUSs. 01 CL 5. Cut members to bear tightly against each other. r cra c6-7 cs-s 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicdtes the 8 7 6 5 oint and embed fully. Knots and wane at joint Cations required direction of slots in 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 detalls available In MITek 20/20 8. Unless otherwise nosed, moisture content of lumber software or upon request. 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 allplicable 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 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 In 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. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or atter 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. I B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. ConsuB 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 rO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10'08 Job Truss Truss Type Qly Ply R48804403 FjgbRefe, WARRENM F12 GABLE 1 1 ce(optional) �i <u io raga i I D:6kTnm LXrX DS QAJjJ u a I u PmyTQzK-s2ndP y03COfg9 Wtfhj ih5B7Tf765zTens-nSByTayPn 0U 16-0-0 16-0-0 Scale = 11 1:26.4 3x4 — 21 20 19 18 17 16 15 14 13 12 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP. TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) n/a n/a 999 MT20 220/195 •TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 12 n/a p n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 75 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except • BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF Std 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 Stabilizer Installation guide - REACTIONS All bearings 16-0-0. (lb)- Max Horz'1=138(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1, 12, 21, 20, 19, 18, 17, 16, 15, 14, 13 Max Grav All reactions 250 Ib or less at joint(s) 1, 12, 20, 19, 18, 17, 16, 15, 14, 13 except 21=350(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=32ft; eave=2ft; 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrTPI 1. 3) All plates are 1.5x4 MT20 unless otherwise indicated. I 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 r fd between the bottom chord and any other members. 6 Provide mechanical connection (by others) of truss to bearing plate capable of wdhstanding 100 Ib uplift at joint(s) 1, 12, 21, 20, 19, 18, 17, .16, 15,,14, 13. LOAD CASE(S) Standard r t October 26,201 WARNING - Verily design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall y building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I 8 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, OSB -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. 6-4 8 dimensions shown in ti -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to state) 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 ahvoys required. See BCSI. 0-1/1611 2. Truss bracing must be designed by an engineer. For tens individual lateral braces themselves 1 2 3 wide spacing, TOP CHORDS may require bracing, or attemative T. I, or Eliminator bracing should be considered. ci-s C2 -3T WEBS 4 3. Never exceed the design loading shown and never o lite stack materials on inadequately braced trusses. Q O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate V eb = M designer, erection supervisor, property owner and interested plates 0- ns' from outside a all other parties. edge Of truss. 0 CL 5. Cut members to bear tightly against each other. r- c7-8 cd7 cs6 1 0 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 ANSIAPI 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 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 nonstructural 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, 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 IS. 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 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/TPI l : National Design Specification for Metal 19. Review all portions or this design nback. words and pictures) before use. Reviewingg 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." ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 I) Endeavor Homes, 0,oviii.. CA 95960_ - 7.490 s Jui 25 2013 MiTex eK mmt auses, mc. ue Oct 20 17:05:52 2016 rage 1 t - - Y• ID:6kTnmLXrXDSQAJjJualuPmyTQzK-KIL7cHOhzKnhngRrFODwdPYeFXRgiwpw46lVODyPnOT i• .t 1358 .. .1358 Scalety 1:22.2 • ;� •t - • • - • ,� 3.00 r12 r • d 7 �, • . •i, r ' 6 _ .4 •4 ' ^'• 1 f ' Li Li U U Li 1i Li 3.4 —•, ° 17 •- 16 •15 • 14; 13 12 11' • 10 , LOADING (pso SPACING 2-D-0 CSI DEFL ' - in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 1 Plates Increase 1.25 TC 0.14 Vert(LL) . n/a n/a 999 MT20 220/195 .,TCDL 10.0 - Lumber Increase 1.25 BC 0.14 Vert(TL) n/a n/a' 999 x f BCLL , 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 10 n/a - n/a ' BCDL 20.0 Code IBC2012ITP12007 (Matrix) + Weight: 58 Ib FT = 20% LUMBER ; BRACING TOP CHORD 2x4 OF No.2 j TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF N0.2 i4 i end verticals: WEBS 2x4 DF SIA BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. a_ MiTek recommends that Stabilizers and required cross bracing OTHERS .31,.2x4 DF Std r -' r `Y s ' '1 - • t- be installed during truss erection, in accordance with Stabilizer w REACTIONS All bearings 13-5-8. -« au'd+ e ' , (lb) - Max Hori 1=121(LC 7) ." 5 r Max Uplift All uplift 100 lb or less at joint(s) 1, 10, 17,16.'15, 14, 1-3, 12, 11 Max Gra All reactions 250 Ib or less atjoint(s) 1, 10, 16, 15, 14, 1_, 12, 11 except 17=438(LC 1) ,.. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.;- NOTES hown.r'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=2ft; 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 t 2) Truss designed for wind loads in the plane of the truss only. For studs exposed 110 wind (normal to the face), see Standard Industry , Gable End Details as applicable, or consult qualified building designer as per AP-SIrTPI 1. 3) All plates are 1.5x4 MT20 unless otherwise indicated. r. 4) Gable requires continuous bottom chord_ bearing. 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 20.0psf 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 joints) 1, 10, 17 16, 15, 14, ��F ESS/p r 13, 12, 11. .- r a.. SOP TEOp LOAD CASE(S)r Standard i f ', C 75rn 435 E h LU LU ;10EXP. Q3131/2018 , • October 26,2016 14. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MITekS connectors. This design Is based only upon parameters showy and Is for an Individual building component, not ! - POP* a truss system. Before use, the building designer must verify the applicability of design parameters awd property Incorporate this design Into the overallbuilding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord memberonly. Additional temporary and permanent bracingIs 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/11F.D11 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, V, 22314. - - Suite 109 - Citrus Hel his CA 95610 Job Truss Truss Type t Qty Ply wanen M ' R48804404 WARREN -M F13 GABLE • 1 1 Job Reference (optional Endeavor Homes, 0,oviii.. CA 95960_ - 7.490 s Jui 25 2013 MiTex eK mmt auses, mc. ue Oct 20 17:05:52 2016 rage 1 t - - Y• ID:6kTnmLXrXDSQAJjJualuPmyTQzK-KIL7cHOhzKnhngRrFODwdPYeFXRgiwpw46lVODyPnOT i• .t 1358 .. .1358 Scalety 1:22.2 • ;� •t - • • - • ,� 3.00 r12 r • d 7 �, • . •i, r ' 6 _ .4 •4 ' ^'• 1 f ' Li Li U U Li 1i Li 3.4 —•, ° 17 •- 16 •15 • 14; 13 12 11' • 10 , LOADING (pso SPACING 2-D-0 CSI DEFL ' - in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 1 Plates Increase 1.25 TC 0.14 Vert(LL) . n/a n/a 999 MT20 220/195 .,TCDL 10.0 - Lumber Increase 1.25 BC 0.14 Vert(TL) n/a n/a' 999 x f BCLL , 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 10 n/a - n/a ' BCDL 20.0 Code IBC2012ITP12007 (Matrix) + Weight: 58 Ib FT = 20% LUMBER ; BRACING TOP CHORD 2x4 OF No.2 j TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF N0.2 i4 i end verticals: WEBS 2x4 DF SIA BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. a_ MiTek recommends that Stabilizers and required cross bracing OTHERS .31,.2x4 DF Std r -' r `Y s ' '1 - • t- be installed during truss erection, in accordance with Stabilizer w REACTIONS All bearings 13-5-8. -« au'd+ e ' , (lb) - Max Hori 1=121(LC 7) ." 5 r Max Uplift All uplift 100 lb or less at joint(s) 1, 10, 17,16.'15, 14, 1-3, 12, 11 Max Gra All reactions 250 Ib or less atjoint(s) 1, 10, 16, 15, 14, 1_, 12, 11 except 17=438(LC 1) ,.. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.;- NOTES hown.r'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=2ft; 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 t 2) Truss designed for wind loads in the plane of the truss only. For studs exposed 110 wind (normal to the face), see Standard Industry , Gable End Details as applicable, or consult qualified building designer as per AP-SIrTPI 1. 3) All plates are 1.5x4 MT20 unless otherwise indicated. r. 4) Gable requires continuous bottom chord_ bearing. 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 20.0psf 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 joints) 1, 10, 17 16, 15, 14, ��F ESS/p r 13, 12, 11. .- r a.. SOP TEOp LOAD CASE(S)r Standard i f ', C 75rn 435 E h LU LU ;10EXP. Q3131/2018 , • October 26,2016 14. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MITekS connectors. This design Is based only upon parameters showy and Is for an Individual building component, not ! - POP* a truss system. Before use, the building designer must verify the applicability of design parameters awd property Incorporate this design Into the overallbuilding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord memberonly. Additional temporary and permanent bracingIs 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/11F.D11 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, V, 22314. - - Suite 109 - Citrus Hel his CA 95610 ,-C - Symbols '-Numbering 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 ff-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. Truss bracing must be designed by an engineer. For 0.1/,1610 1 2 3 wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or allemotive T,1, or Eliminator should be considered. Ibracing T ci-2 c2a WEBS coo 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O �•� i t 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U sp = property interested plates 0 -'Ad' from outside 0- �' u U all other parties. edge of truss. 0 -.5. Cut members to bear tightly against each other. c7-8 ce•7 CS -6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the -8 7 b 5 Cationsnd embed fully. Knots and wane at joint required direction of slots in locare 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 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 isnot 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 v width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls 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 purlins provided at output. Use T, I or Eliminator bracing. NER-487, NER-561 spacing indicated on design. if IndiCat@d.i 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, T =D or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but C 2006 MiTek® All Riqhts 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 ii 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 oilportions 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 rO PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 I CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD +ProjecttName: Warren Residence Calculation Date/Time: 09:24, Wed, Oct 26, 2016 Calculation Description: Title 24 Analysis Input File Name: Warren Residence.ribdx CFI R -PRF -01 Page 1 of 9 GENERAL INFORMATION ENERGY USE SUMMARY 01 . 01 Project Name Warren Residence y� 02 �?.?T,4'.4;;F�.K�.'e This building incorporates features°that reywre fiel&testiii§ and/or venfication)by Wcertified HERS i�ate6underthe supervision of a CEC-approved HERS provider. 02 Calculation Description Title 24 Analysis .gg'A"""Mpp .,,.yNy" '•�"°`. :T""" 77' -k."7 03 Project Location 855 Ophir Rd 57.30 52.04 5.26 04 City Oroville 05 Standards Version Compliance 2015 06 Zip Code 95965 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.8 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 180 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1600 15 Number of Zones 1 16 Slab Area (ft) 1600 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area`(f .2): NIA 21 Glazing Percentage (%) 12.7% COMPLIANCE RESULTS ENERGY USE SUMMARY 01 . Building Complies with Computer Performance 4, 4 y� 02 �?.?T,4'.4;;F�.K�.'e This building incorporates features°that reywre fiel&testiii§ and/or venfication)by Wcertified HERS i�ate6underthe supervision of a CEC-approved HERS provider. 08 ..ie�`. A K... ,.., k^^�k: to{moi{ .gg'A"""Mpp .,,.yNy" '•�"°`. :T""" 77' -k."7 Percent Improvement Space Heating -04 ENERGY USE SUMMARY 4 05 06 07 08 Energy Use (kTDV/ft2-yr) - Standard Design . Proposed Design Compliance Margin Percent Improvement Space Heating 57.30 52.04 5.26 9.2% Space Cooling 43.04 48.81 -5.77 -13.4% IAQ Ventilation 1.34 1.34 0.00 0.0% Water Heating 40.29 25.72 14.57 36.2% Photovoltaic Offset -- 0.00 0.00 — Compliance Energy Total PERMIT #141.97 16- 7 nis 127'91 14.06 9.9% t3U l I E COUNTY DEVELOPMENT SERVICES BUTTE REVIEWED FOR COUNTY ���(j . CODE*COMPLIANCE ��D DATE LZ: �BY t DEC 07 2016 Registration Number: 216-N0399726A-000000000-0000 Registration Date/Time: 09:3 HERS HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 1 SERVICES Report Generated at: 2016-10-26 09:25:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project -Name: Warren Residence Calculation Date/Time: 09:24, Wed, Oct 26, 2016 Calculation Description: Title 24 Analysis Input File Name: Warren Residence.ribdx ZEQUIRED SPECIAL FEATURES -he following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. JO SPECIAL FEATURES REQUIRED CF1 R -PRF -01 Page 2 of 9 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 • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: -- None -- ENERGY DESIGN RATING componen�PtincOud the Standard Design Building (Energy Budget) and the annual perfoanoe`compliance approachfor This is the sum of the annual TDV energy consumption for -energy use i tithe rm TDV energy consumption for lighting and components notAegulated' by Title 24art as domestic appliances`and consumer eletctronic's)-and accounting for the annual TDV energy offset by an k(such on-site renewable energy system. Reference Energy lJse „ r x ' f Energy besign Rzitip . Margin Percent Improvement V 07 . Total Energy.(kTDV/f2-yr)* r209.86�-° ` "� r 991 88 ' 17.98 8.6% Number of Dwelling Units Number of Bedrooms ' includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03' 04 05 06 07 . Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Warren Residence 1600 1 3 1 0 . 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Whole House Conditioned HVAC System 1600 8 DHW Sys 1 Registration Number: 216-N0399726A-000000000-0000 Registration Date/Time: 2016-10-26 09:39:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-26 09:25:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD ,Project Name: Warren Residence Calculation Date/Time: 09:24, Wed, Oct 26, 2016 Calculation Description: Title 24 Analysis Input File Name: Warren Residence.ribdx CF1R-PRF-01 Page 3 of 9 OPAQUE SURFACES 01 02 03 qy is O5 06 07 08 01 02 03 04 05 06 07- 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft) Tilt (deg) Front Exterior Wall Whole House R-19 Wall1 180 Front 400 100 90 North Exterior Wall Whole House R-19 Wall1 0 Back 400 72 90 East Exterior Wall Whole House R-19 Wall1 90 Right 256 71 90 Garage to House Wall Whole House»_Garage_ R-19 Wall 256 20 Roof Whole House R-38 Roof Attic 1600 South Exterior Wall _Garage_ R-0 Wall 180 Front 176 8 90 West Exterior Wall _Garage_ R-0 Wall 270 Left 256 112 90 North Exterior Wall 2 _Garage_ R-0 Wall 0 Back 176 27 90 Garage to House Wall 2 _Garage.. >>Whole House R-19 Wall 256 20 Roof 2 Garage_ R-0 Roof Attic 704 ATTIC 01 02 03 qy is O5 06 07 08 Name Construction yx � 'T" Reof Rise R1-4 oof Reflectance', ofEmittance Radiant Barrier Cool Roof ,t �a5.,•�fii `rD..A .aa !c Attic _Garage_ Attic Garage Roof Cons " .. Ventilated. 6;: n— 01"' 'n' .-� 0.85 No No s._u Attic Whole House Attic RoofWhole House Ventilated` x "' ' 6' s' '" 01` ' 0.85 Yes No Registration Number: 216-N0399726A-000000000-0000 Registration Date/Time: 2016-10-26 09:39:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards. -2013 Residential Compliance Report Version - CFiR-03112016-433 Report Generated at: 2016-10-26 09:25:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD , ProjecUName: Warren Residence Calculation Date/Time: 09:24, Wed, Oct 26, 2016 Calculation Description: Title 24 Analysis Input File Name: Warren Residence.ribdx CF1 R -PRF -01 Page 4 of 9 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading Master Bed Window Window Front Exterior Wall (Front -180) - - 1 24.0 0.34 0.31 Insect Screen (default) Front Entry Windows Window Front Exterior Wall (Front -180) - - 1 32.0 0.34 0.31 Insect Screen (default) Bed 3 Window Window Front Exterior Wall (Front -180) - - 1 24.0 0.34 0.31 Insect Screen (default) Bed 2 Window Window North Exterior Wall (Back -0) - -- 1 24.0 0.34 0.31 Insect Screen (default) Bath 2 Window Window North Exterior Wall (Back -0) - - 1 3.0 0.34 0.31 Insect Screen (default) Kitchen Window Window North Exterior Wall (Back -0) - - 1 21.0 0.34 0.31 Insect Screen (default) Dinning Rm Window Window North Exterior Wall (Back -0) -- -- 1 24.0 0.34 0.31 Insect Screen (default) Dining Room East Window Window East Exterior Wall (Right -90) -- --- 1 24.0 0.34 0.31 Insect Screen (default) Master Bath Window Window East Exterior Wall (Right -90) -- -- 1 3.0 0.34 0.31 Insect Screen (default) Master Bedroom East Windo Window:•; .. - ' • East Exterior Wall (Right -90) - -- 1 24.0 0.34 0.31 Insect Screen (default) South Garage Window Window wwtx South Exteflor Wall (Front -1.80) *�+, - _ µdr - , 1� 8.0 0.34 0.31 Insect Screen (default) North Garage Window Window orth ExteriorWaJl;2�(Back-0) 'S4id Yai *F.• r1. , _ '.F P£: -'' gra SFxS3 - 4' {R 14 t 8.0 0.34 0.31 Insect Screen (default) a,. DOORS ' « S k.. �'.. F; ,. St ��" C. .,9; �P. Lam. ..•.S '- b""s� 01 02 03 04 Name Side of Building Area.(ft2) U -factor Front Entry Door Front Exterior Wall 20.0 0.50 Covered Porch Door East Exterior Wall 20:0 0.70 Door Garage to House Wall 20.0 0.50 Garage Roll Up Doors West Exterior Wall 112.0 1.00 Garage Man Door North Exterior Wall 2 19.0 0.50 Registration Number: 216-N0399726A-000000000-0000 'Registration Date/Time: 2016-10-26 09:39:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version-.CF1R-03112016-433 Report Generated at: 2016-10-26 09:25:08, CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Warren Residence Calculation Date/Time: 09:24, Wed, Oct 26, 2016 Calculation Description: Title 24 Analysis Input File Name: Warren Residence.ribdx CF1 R -PRF -01 Page 5 of 9 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 . ' Whole House r, .1600 164 None. 0.8 No • Inside Finish: Gypsum Board _Garage_ 704 76 ' None 0 No • Cavity/ Frame: no insul. / 2x4 R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below Inside Finish: Gypsum Board R-0 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 Cavity/ Frame: no insul. /2x4 • Inside Finish: Gypsum Board • 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 • Cavity/ Frame: no insul. / 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 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofWhole House Attie Roofs.` -Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) ' C {, • Inside Finish: Gypsum Board Cavity/ Frame: R -19/2x6 R-19 Wall Exterior Walls, Wood Framed Wall 2x6 @ 16 m0 ` ' R 19 0072 Exterior Finish: 3 Coat Stucco Inside Finish: Gypsum Board Ceilings (below (Y.C. R 38-- 0.025. Cavity/ Frame: R-9.1 /2x4 Over Ceiling Joists: R-28.9 insul. R-38 Roof Atticattic) Wood,Framed Ceilirig,, ;2x4 @ 2#1h. n.�� SLAB FLOORS. 01. 02: 03'. 04 .: 05. " 06 0T . Name Zone 'Area (W) Perimeter (ft) Edge lnsul. Revalue & Depth Carpeted Fraction Heated Slab -on -Grade . ' Whole House r, .1600 164 None. 0.8 No Slab -on -Grade 2 _Garage_ 704 76 ' 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-No399726A-000000000-0000 Registration Date/Time: 2016-10-26 09:39:52 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-26 09.:25:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project {Name: Warren Residence Calculation Date/Time: 09:24, Wed, Oct 26, 2016 Calculation Description: Title 24 Analysis Input File Name: Warren Residence.ribdx CF1 R -PRF -01 Page 6 of 9 WATER HEATING SYSTEMS 01 01 02 03 04 05 06 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 Standby Loss (Fraction) DHW Heater 1 Propane Small Instantaneous 0 0.84 185000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 '..02 03 04 05 06 07 Name Pipe Insulation ,•. Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 -1/1 Cooling Gomponent.l HVAC Fan 1 Air Distribution System .l -- SPACE CONDITIONING SYSTEMS 01 r 02 03 4 U '` g 4 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name". , Distribution Name ^� 'NHVAC $ystem1 i' Other Heating and Cooling System Heating Component 1 Cooling Gomponent.l HVAC Fan 1 Air Distribution System .l HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE Registration Number: 216-N0399726A-000000000-0000 Registration Date/Time: 2016-10-26 09:39:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-26 09:25:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD -Project,Name: Warren Residence Calculation Date/Time: 09:24, Wed, Oct 26, 2016 Calculation Description: Title 24 Analysis Input File Name: Warren Residence.ribdx CF1R-PRF-01 Page 7 of 9 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 12.2 14 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 Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 01 02 03 04 05 06 07 Name -- ' Type ' ' - .Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic .. , Sealed and tested` s6 _ Attic _ w'% .iitzt!' Air Distribution System None 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION " ash' �*Z4 "° 0 i;*wz' 01 02 05 r k . ^'*i06 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 Verification 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-N0399726A-000000000-0000 Registration Date/Time: 2016-10-26 09:39:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-26 09:25:08 CERTIFICATE OF COMPLIANCE RESIDENTIAL PERFORMANCE COMPLIANCE METHOD -Project -Name: Warren Residence Calculation Date/Time: 09:24, Wed, Oct 26, 2016 Calculation Description: Title 24 Analysis Input File Name: Warren Residence.ribdx CF1R-PRF-01 Page 8 of 9 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 Verification SFam IAQVentRpt 46 0.25 Default 0 Required bre ;§ g Registration Number: 216-No399726A-000000000-0000 Registration Date/Time: 2016-10-26 09:39:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version- CF1R-03112016-433 Report Generated at: 2016-10-26 09:25:08 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project -Name: Warren Residence Calculation Date/Time: 09:24, Wed, Oct 26, 2016 Page 9 of 9 Calculation Description: Title 24 Analysis Input File Name: Warren Residence.ribdx DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: XeU5� 04ly Kelly Baugh Company: Signature Date: Feather River Heating & Cooling 2016-10-26 09:39:52 Address: CEA/HERS Certification Identification (If applicable): 237 Lodgeview Dr. City/State/Zip: Phone: Oroville, CA 95966 530-403-7265 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. 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„wiith this. ilding permit application. Responsible Designer Name: f syt Responsible Designer Signature(' lfC 0,49p�� Kelly Baugh rDateSigned Company: 4— a. t Feather River Heating & Cooling 2016-10-26 09: 1 52 .. . Address: -. License: 237 L odgeview Dr.. ;. 906476.: City/State/Zip`.. Phone: Oroville, :CA 95966. 530-403=7.265 . Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0399726A-000000000-0000 Registration Date/Time: 2016-10-26 09:39:52 HERS Provider: CaICERTS inc.. CA Building Energy Efficiency.Standards - 2013 Residential Compliance ReportVersion - CF1R-03112016-433 Report Generated at: 2016'10-26 09:25:08• ,