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HomeMy WebLinkAboutB15-2233 038-070-023..gym• l�mx. ,.{i ah !� t ir,�:i I v+ -�. � i�f��tRi•T'.�� �i..R�........r.�•7T .� IFt * a f L t F ., a ' �,,I i t " r �a4 *4 A} _ fy 4� N • } er 7l'k"f�'% ' 4 4 :9 '. i r,+, i7 •- •kv N I BP# Assessor's Parcel #:.038-070. Enclosed in the 'Y }14 envelope are the following items: ' `--Residential Construction Req. Title 24 Energy Calculations OJ �• Engineered Truss details S Structural calculations�t `—Soils Investigation Report . `—CDF/dal Fire CBC 7A Information Elevation Certificate/ Flood plain Declaration `—Flood Special Inspection Sheet ---BCQMD Rule 207 Form `+ �'1: ' ="Slope Setback atta hmentC4 .. �`7 '��° �•. I • CF"'V d ..,.XII .y' ' p' .. •, , k•i rlt 14� ,X, RECetvE® NOV 13 2015 Architectural Comments: TR -SAND Al. See title sheet (See Site Plan). This project shall comply with the California codes A2. Project data (See Site Plan) (Sheet 1) A3. Project data (See Site Plan) (Sheet 1) A4. Deferred submittals Site Plan. (Sheet 1) A5. See Site Plan parking area propane tank. (Sheet 1) A6. Floor Plan rear porch. (Sheet 2) AT Floor Plan rear porch and garage. (Sheet 2) A8. Exterior wall detail A, also elevation A garage. (Sheet 3) A9. Exterior wall detail A, also front elevation & rear elevation. (Sheet 3) A10. By Golden Sun Designs (Max Ramirez Ph.#:530-321-7242) A11. Floor Plan (Garage). (Sheet 2) Al2. See Window schedule, also master bath shower (Sheet 2, Window E) A13. See Floor Plan (Sheet 2). Note on front porch A14. See Dwelling elevations (Sheet 1 & Sheet 4) A15. See Master Bath Shower (Sheet 2) A16. See Garage at Fire Wall (NOTE: Sheet 2) A17. See Foundation plan Note; Exterior Wall detail A; Interior Wall detail B (Sheet 3) A18. See Note 2 (Sheet 2) A19. See Note 2 Floor Plan (Sheet 2, #5) Green Building Comments: G131. See Attached CALGreen Checklist G132. See Note 7 Floor Plan (Sheet 2, #1) G133. See Note 7 Floor Plan (Sheet 2,#2) G134. See Note 7 Floor Plan (Sheet 2, #3) GB5. See Note 7 Floor Plan (Sheet 2, #4) G136. See Floor Plan Garage 208/240 Volt Branch Circuit (Sheet 2) Energy Comments: BUTTE EN1. See Note 6 (Sheet 2, #1) COUNTY EN2. See Note 6 (Sheet 2, #2) NOV 1 0,2015 EN3. See Note 6 (Sheet 2, #3) DEVELOPMENT EN4. See Note 6 (Sheet 2, #4) SERVICES ENS. See Note 6 (Sheet 2, #5) EN6. See Floor Plan Garage Note 4 (Sheet 2) 47�U,'o�o{7j.J EN7. Whole House Fan living room/hall area deferred submittal (Sheet 2) f f� EN8. See Exterior Wall detail A (Sheet 3) Mech./Elec/Plum. Comments: MEP1. See Electrical Legend (Sheet 2) MEP2. See Note 1, #1 (Sheet 2) MEP3. See Note 1, #2 (Sheet 2) MEP4. See Note 5, #1 (Sheet 2) MEPS. See Note 5 (Sheet 2) MEP6. See Note 5, #3 (Sheet 2) MEP7. See Floor Plan Garage Hot Water Heater (Sheet 2, Note 4, #2) MEPS. See Garage at Hot Water Heater (Sheet 2, Note 4, #3) MEPS. See Floor Plan Hot Water Heater Garage, Note 4, #1 (Sheet 2) MEP10. Garage Hot Water Heater drain pipe Note 4, #4 (Sheet 2) MEP11. See Note 7 (Sheet 2, #5) MEP12. See Note 7 (Sheet 2, #6) MEP13. See Note 7 (Sheet 2, #7) Structural Comments: S1. See Floor Plan, 4* (Sheet 2) S1. See Roof Plan (Sheet 4) 383_R:io Lindo Ave, Chico, CA 95926 p„ (.530.)-592-4407. www.summi'tchico,.com FRECEIVED SEP 16 2015 TRB AND ASSOCIATES �t�°uc;turl Calculations For: Client: Adam and Amanda. Konyn Project:, _ Konyn Residence Address: Hanlon Road, Durham, CA REV1EVJFD FOR CODE COMPLIANCE oFEss�' NOV 17 2015 � o TIS B AND ASSOCIATES `! ir C 7 BUTTE EXP. COUNTY civil. �,�� SEP 14 2015 . gTFOF CAL1F0� � (ti1,1 t� DEVELOPMENT \ SERVICES 3 Note: Summit Structural Design (SSD) is not responsible for on-site .inspection to n� assure coapliance with the standards, sizes, materials, or workmanship specified herein. SSD is. not responsible for any structural element. or system not specifically noted in this set of specifications/calculations unlessauthorized in. writing by�S.SD. Workmanship shall be.. of the -highest quality and 'in all cases shall: follow.acceptect`constniction practice, the v latest edition. of the: C.alifgrnia Building Code, and locals building department standards. v I`( ^ r ` J r' Summit Structural Design PROJECT:Konyn 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 WILLASSUME NO RESPONSIBILITY FOR ANY.ELEMENT ORSYSTEM 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.BROUGHTTOTHE ATTENTION OFTHE.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. G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: EPDXY/MECHANICAL.CONCRETE ANCHORS (IF APPLICABLE) THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE'COMMENSURATE WITH THIS TYPE OF PROJECT. 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 FROSTLIKE. 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 COMPACTEDA 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 C733 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. Z Summit Structural Design PROJECT'Kon In Residence 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 F'ER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4." THICK S.O.G. WITH #3 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. 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 T-0" WHERE SLAB IS UN -REINFORCED. 1) 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 W #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: Y4" J) REINFORCEMENT SHALL BE (-MADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS.6,0 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: %i' 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" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: Y4" 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 PIANS 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 NIANUFACTUftER. 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 D3737. BEAM INSPECTION CERTIFICATES SHALL 13E 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 CZ.) 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 UNO 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;X1 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 (06 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.) BOLTSAND 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 SHAI:L BE:SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS Summit Structural Design PROJECTAonvn Residence ti 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 Yw LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS).. 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. 673 BEAMFRAMING 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.FLOQR 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 E;LOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 64 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 WAIL 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. WHERESPLICE IS INTERRUPTI-D, USE ST6224 STRAP U.N.O. B..) FIRE BLOCKS: FIRE BLOCK STIED WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI 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 THIN 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. Summit Structural. Design PROJE.CT:Konyn Residence 7. STEEL 7.1 STRUCTURAL STEEL A.) STRUCTURAL STEEL: ROLLED�STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992. B.) STRUCTURAL TUBES: 5TRUCFURAL TUBES. SHALL CONFORM TO ASTM A-500 GRADE B. C.) ALLWELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY BY EXPERIENCED, QUALIFIED, WE ELECTRODES,SHALL BE E60 XX FOR METAL DECK AND 00 XX OTHERWISE; UNLESS SPECIFICALLY'NOTED. OTHERWISE. WELDING SHALL CONFORM TO AWS D1.1. D.) UNSPECIFIED WELDS: WELDS NOT.SPECIFIED SHALL BE CONTINUOUS FILLET WELDS: WELD SIZE SHALL BE PER A'ISC SPECIFICATIONS FOR THE THICKER -PART OF THE JOINT. E.) ALL STEEL.SHALL BE.SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTE D.ON THE DRAWINGS. F.) BOLTSAND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N,O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST, 8=1 PREFABRICATED ROOF TRUSSES: A) PREFABRI(ATED.ROOF'TRUSSES: PREFABRICATED RO'.OFTRUSSES 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. C) TRVSS.DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 10 PSF TOTAL LOAD 40 PSF UPLIFT LOAD AS F,EQUIRED BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE.A:i; REQUIRED -AND SPECIFIED BY THETRUSS FABRICATOR, E) TRUSSMANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSESSHALL BE DESIGNED FOR'THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE :LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION.= L/240 8-2 CUT -AND STACKED ROOF FRAMING. A.) CUT'AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CBC 2308.10). PURLINS, BRACES, IN SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND 'LOADSTO THE FOUNDATION, THE FOLLOWING ADDITIONAL LIMITATIONS SHALLAPPLY: 1. RAFTER MAXIMUM SPANS A. •2X6 DF -L #2i 9'-6" B. 2X8 DF -L #2: 13'-0" C.: 2X10 DF -L.0: 16'=6" 2. MINIMUM BRACE SIZE = 2X6. 3. MAXIMUM BRACE SPACING= 4'-0" O:C. 4., PURLIN SIZESHALL MATCH THE SUPPORTED RAFTER SIZE U.N:O. B.) IT'ISITHE RESPONSIBILITY OFTHE CONTRACTOR TO P.ROVIDE.THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH TIES -AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE ENGINEER HAS MADE A CURSORY REVIEW ;OF THE. FRAMING SIZES AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL. CONNECTION DETAILS TO.COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED AS DETAIL REQUIREMENTS FOR ALL CONNECTIONS NECESSARY FOR THE ROOFTO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY .Summit Structural Design PROJECT:Konyn Residence SPECIFIC ELEMENT'OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION. CRITERIA IS REQUIRED, PLEASE CONTACTTHE ENGINEER FOR ADDITIONAL INFORMATION. 9. DESIGN LOADS A) .ALL DESIGN LOADS ARE PER i.BC CHAPTER 16, DIVISIONS I, II,..III, AND IV U.N.O:. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMI( ZONE --P D) WIND_SPEED: 1"10 MPH EXF'•C Surnmit, Structural Design Project.Konyn, Residence [:og ine.er'M Design of Gravity Loads Roof slope= 8 to 12 Roof Dead. Load,:' Ply 2.0 psf Roofing 3.4 psf Framing 6.2. psf Gyp 2.2 psf Insul '1.0 0!;f Misc; 3.5 p:;f Total (sloped) 183 psf Total (hbriz). 20;0 psf Roof Live Lojad, Roof Live Load 20.0 psf Wall Dead Load Siding IM p, -;f (exterior) 3/8 Ply. 1.8 psf 2k Framing: 2.2 psf Gyp• 2.2 psf Ins.ul. 1.3 P!;f Total 18.0. psf W-allbeadload 2A Framing @ 16"' ox. 1.6 'psf (in.terior),. Gyp. 2. sides 4.4 psf ToOl 6.0 p!;f PROJECT.. PAGE: SUMMIT STRUCTURAL_ DESIGN ENGINEER: ivww, summitchico. com DATE: BLIED DESIGNOF r ; r t ..i.• t i"' l ! _ ' .A. �. t f 1 1. t ..._ _ , ".... 3,.........i ." i «.. _ , t i t..... :......:...... ..: _ ti s } i i t t t f ! ' ` t r .M a i.., t. :.' .I ... _...................,._.._.- i i.. ..'.,........ f..... «.. , .t t . .....�..."_._._ 1......_ " ...,.. r- _.....,!-...._.., �.. _._ r. ___ r - , ! ;... ............ i . i_............ '.. ,�..: .. ................. .'_... .._....t ........_. .. i .. .... _ _ ii 2 1 , IJ1 , ' W i t t ..j........ i , 7 _77- Y 4 t � , _ 1 t : 3 : __...� ...... ' y.. _.. :_ ` , F r 1 € , n r_ ,.. ..__... t t t -, "t r t i i i ! t.. t � + n ............ .. # I i .+. L ♦ i i s I + i 0� L, ... ., t 4 ] t t t A`� .b 4(• ..,. .. ............. ..... .. 1 - Su m.,m it Structu ral Design Flroj'ect Kbriyn Residence Engineer: RKB Design Of : Seismi'c Mass and 'Seismic Load Development Roof Trib, Are - a (ft) Weight (Ibs.) :Roof Working Stres 4420: -88470 Roof Snow, POO 2 0 0 A H eight .(ft) Length (ft) Weight (Ibs) Walls(ext) 9 275 22275 Walls(int) 9 175 4725 Total 115.470 Roof Area (ft2 Floor Area. Ultimate Working.Stress, 4420 0 9498 6784 Roof Shear (N) rho Trib, Line Shear (Ibs) W611 Line Area (ft 2 Working Stres LOO 1960 3008 2 2460 3776. A .1.520 2.333 B 19G0 2916 C IGOO 1535 Shear (N) rho Total 1.00 3008 1.00 3776 LOO 233:3 1.:00 2916 1.00 1535- ,0144Vua5. DesignMaps 5ummar.y Report; - . ;Por U��5 Degign Mads Summary Report. ,s w User' -Specified `Input .. ' Budding Code Reference Docunnent 20.12 International Building Code . < ' •r (wliich utili es USGS hazard, dada available in 200i3j Site Coordinates 39.63°N;.121.89W ` Site Soil.Classification Site Class:D�- "Stiff Soil" ` _ Risk•. Cat gory I'/II/III' 21 r �l, st. s q P.+s!. >:rCk i.}7n? x.b.. ✓8�.•5-i •0Fr,0�st 0J 1isr. 1 K i_sa r t s„l�q i "!, ! ! 1s- jj s3}P,, l.,a"�sJ' s, s.r.. . r.s.:t ,:, •rtt t,nc x ,., -'xc F i a aY yr r . Sv��f ,,q,...y.. ,� I"rr�' . 14NI•.}. k.f:io;J }s.t.:4•�vF•fl.r+[��t,:ir<"?I. 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Di 1tc i tc y_ { - 0 rrA! t a EFF ,i i.'itc •' S? t�•.r m: . t VMS l ?p;�,�.`,;••�����r�k�{:;^� 0r11►1apQuesC�: .«.. ; ; -. _ . , � L -r,.§ - � :.rte-• � E.:. ... „, ,.i:,...itiEiY...,!� ,e � - s ".:1.4, rr . ,�. USGS-Prawi,dedOutput ..: S. = 0 6I,'Z`g:• SMs = 0 802 9: S'os = x5.35 .g fa _ r; S1 0 +272'.9 Sht1'= 0 50.5rg S'p� = O'y3;37 ,g+ . 'ForAriformation on`h"ow: the. SS and: S1° values above hd've;:been calculated from, probabilistic (tisk-targeted) and` .:deterministic.ground :rnotions in the direction of.maximum ;'hor'izontal response, please return to'.the -application and' '•' " . ' selectAhe '20.0 NEHRP"�buildin'g code re(O. ence'd6cument. 1�10ER Response Spe.ctrum .h Design Response Spectrum A544 i � D.63 � } � 0.42: �' • v � _+*' � ' •0.45 r' , T 0.30 < Yi 0.2 f. • + ,' � r 0.18- � 7 � .• ' 0:18' 0.12` !OU9 +0.00 1. 0 001 I 0 00 020 0 40' 0 60 0.86 1 00 1 ?t 1.10 1.G0,, 1, 80 2'00 0.00 0 10 '0.40: 0.60 0 80 .1.00 1 P,, 1'. 10 I. G0 1 SO' 2 00 Period, T tse+_) Period, I', (sec) R Although this information rs a product pF?thef U:S, Geological Survey', we provide no:warranty, expressed'or implied .as tq the. accuracy of theldota,:contained''therein'rThls,'tool.is nova substitute for technical subject -matter knowledge: + 7 tittpJ/ehp2,earthgiiakewr usgs gov/designmaps/us/>ummary php?femplate=minimal&latitude=39.63&Iangltude=-121.:8&srheclass= 3&riskcategocy=0&edition Summit Structural Design Project: Konyn. Residence En(gibeer RKB De5ign of Seismic Load I.D,evelbpment (ASCE 7-10) - Seismic Design Category D Ss 0.612 Mapped 02 sec spectral response, Occupancy 2 SI 0.127.2 Mapped Ivsec-:spectral'response 'Site Class Fc, in, accordance with Ch 20. TL 16 -SMS 0.80 M.a.xf.Consiclered, EQ SM1 0,51 Maxt nsidered EQ SPS 0.535 Design Speciral'Response (0:2 Sec) SDI 0.337 3-37 Design-Spectraf Response (1.0 Sec System Light Framed Shear Woll.s45. R 6.5 Omega 3 Cd: 4 Ht Limit 65 Cs 0.'08 -12..8-2 Max Cs 0.50 Min Cs 0.02 (41 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 d. -Io AltSs 0.612 0.082 '*W Height to Roof (h n) = 9*ft V= 9.5 k Vbrt'Dist Exp, (k) 1. Level 'Story Ht. (fty I hi (,ft) wi'(kips) (7;;)TMp7ft) CvX Veq (kips), SVEO(kips) I D1aph-.(FP—S)1 ROOF 9 1 9 .115 1039 1.00 1 9.5 1 9 1 .19 115.5 1039 V'L Sunimit Structural Design Project:: Konyn Resi.dence Engineer: RKB Design of: MRSL-Envelope Procedure (ASCE 7-10, Section 28-6) Conditions: 0 1. Simple Diaphragm 2. Low-rise CASE QV-IiEJ�= 0 3. Enclosed 4. Regular Shaped 5. Not Flexible Go 6. Not Subject to: CASP A 0 a) across wind loading b) T vortex shedding c) instability (gp Ilup/flutter d) than neling: eff ect q) buffeting (upwind obstructions). 7. Approx, Symetrical Cross Section M With Flat, Gable, or Hip Roof :5 45' 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. 28.44, or -ASE A the Torsional Load Cases.do not Control the Design:- CASE (1) story and h530 ft. or (USE' 0=0' - (2) story max and light frarned.of (2) story max and flex, diaphragm L= 65 Long. Bldg. Dim. (ft) 4 2aL= 1.1.2. ft. T= 68 Transv. Bldg. Dim. (ft.) 4 2aT= 11.2 ft. V= '110 Basic Wind Speed (110 or 115 mph) LCF.:= 0.60 Load Combination Factor 1.21 Adjustment Factor Kzt.= 1.00 T . oPographic- Factor Adjustment Factor for 13ldg Height and K=: 14 Mea.n.Roof Height (ft) Exposure, X �(D= 30 Clo est Roof Angle Mean Roof Exposure (5',10",15",20*,25*,or 30*.) Ht --(ft) B C D MWFR.8 Wind .Loads (psf), ps=LCF-*Mzt*ps30 15 1.00 1.21 1.47 Location 1p:s,'O=O ps, 0=30 Min. Net Ovhg- 20 1.00 1*19 1.55 A=110 13.9 T M7- 9.6 2-5 1.00 173-5 1.61 B-110 1O.7 4.8 3-0 1.00 1.40 -1.66 C-110 9.2 12.5 9.6 35 1.05 1.45 1.70 D-11.0 876- 4.8 40 1.09 1.49 1.74 E-110 -16.8 6.0 -5-.5 45 1,12 1.53 -1.78 F-110 -9.5 =9.5 50 1.16 1.56 1.81 G-11707--11.15 --9:71-1--0 5-.2 -6.3 55 1.19 159 1.84 -7.3 -8. 2 - I >-<:�- 60 1.22 1.62 1.87 1-� Summit Structural Design Project: Konyn Residence Engineer: RKB Design of : C+C-Envelope Procedure (ASCE 7-10, Section 30.5) 31--1 2 �, 5 (D y� 0 -a (4 �` HIP ROOF (7"< E)! -r,25- ) HIP ROOF (25'c0 <27') 3 %5�, C� ? 0 ...Q3j( -„ (-) C1 ''� ' FLAT ROOF and GABLE ROOF (7'<A <I.i' } G'AQLE ROOF (0<7'} L:= 69 Long. Bldg, Dim. (ft)20 T= 68 Transv. Bldg. Dim. (ft) a (ft) = 5.6 V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1 Topographic f=actor h= 14 Mean Roof HOight (ft) RAN= 2 Roof Angle Number (1=0°-7°' 2=8°-27° 3=28°-45-) Conditions: 1. Mean Roof Heights 60 ft. 2. Enclosed 3. Regular Shaped 4.. Not Subject to: a) across wind loading b) vortex shedding c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roof <_ 450, or Hip Roof 5 27° Adjustment Factor for Bldg Height and Exposure, A can E=xposure Roof Ht. B C D ft 15 1.00 1.21 1.47 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 1.84 1 60 1.22 1.62 1.87 C+C Wind Loads (psf), pnet=LCF*A*K,t*Pnet30 Loc. Zone(ft) EWA pnet Ovhg. + _ _ Loc. EWA pnet Zone (ft2) + - 02 CO50 10 1 - 4.4 1 4 10 15.8 - 1 4 20 15.1 ---f 6.4 1 50 11.:6 -13.5 4 50 14.2 -15.5 1 100 111:6 =13.1 4 1.00 13.4 -14.8 2 10 11.6 -25.2 -29.5 4 500 11.8 -13.1 20f-.5--23.2 -29.5 5 10 15.8 -2 1.1 -20.5 .5 -7 5 20 15. -19.7 2 8.5 5 5 .2 -17.9 _-29.5 3 10 11.;6 -37.2 -49.6 5 100 13.4 -16.4 3 20 11:6 -34.8 -44.7 r5 500 11.8 -1.3.1 3 50 11 ----3T.6 3 0 6 -2 . -33.5 Summit Structural Design Project: Konyn Residence Engineer:. RKB Design -of:-. Wind Loads A B C 0 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 64 115 135 75 4568 2822 4568 2 42 135 190 217 6341 3917 6341 A 10,4 65 124 73 4503 2851 45.03 B 184 212 4114 ,2784 4.114 ' C .114 1788 1094 1788 Y Summit Structural Design g Project: Kon.yn Residence Engineer: RKB Design of : Lateral Force Summary Wind Seismic Wall Lire Shear'(Ibs) Shear (,lbs): Control -1 4568 3,008 Wind ' • 2 6341 3776 Wind A 4503 2333 Wind B 4114 29.16 Wind C 1788 1535 Wind I Is Summit Structural De.s`ign Project:. Konyn Residence Engineer: RKB Design. of : Shear Walls Panel Thickness Panel Orleritatioh. Nail Type Anchor Bold Diam. Stud Spacing. Spec Grav Of framing Fnd Sill Plate Grade AB in 2X Sill AB in 3X Sill :Sill Plate/Rim-Anchorage Index.#. Nail 1 12d 2 16d 3: 20d 4 30d 5 1/4" SDS 6 A35 7 A34 Short Dirnension:Across Studs i6 in o.c. 0.5 MT -1-7F4 620 lbs 730 lbs Nail gth.(in) Diam. (i 3.25 0.135 3.5 0.148 4 0.17.7 4.5 0182 3:5 '0.25 Embed (in) 1.75 2.00 2.50 3.00 2:00 Shear Wall 165 $W Plate. Fastening Edge Nail (in) Load (lbs) Fastem r# Spacing 6 .26.0- 1 7.6 inches V `356 1 5.7 inches. 4, Nate 1 380 1 5.2 inches. 3; Note 1 490 1 4,0 inches 2; Note 1. .640 1 3.1 inches. 44, Note 1 .760 3 4..1 inches 33, Note 1 980 3 3.2 inches .22, Note 1 1280 .3 2:4 inches 1. Use 3X framing'at.adjacent panel edges and stagger nailing Cd 1.6. 165 1.6 189 1:.6: 261 1.6 272 1.6 544 1.6 695 1.6 515 SW Rim Fastening (No Ply E.N.) AB Spacing (ft) Fastener #Spacing 2X Sill 3X Sill 6 32.1 inches 3.82 4.49 6 23.8 inches 2:83 3.34 6 21.9 `inches 1:31 3.07 6 17.0 Inches 1.01 2.38 6 .13.0 inches NG 1,83. 6 1.1.0 inches NG 1.54 6 8.5 inches NG 1.19 6 6.5 Inches NG 0:91 V ►1 Summit Structural Design Project: Konyn Residence Engineer:. RKB Desigrrof:.Shear Wall Framing, Total Resistive Segment Segment Lateral Wall Overall Resistive Aspect Gravity Of OT Righting Net Wal( toga, Length toad Edge Nail: Length length Ratio Load Height Moment Moment M/D Line (lbs), (ft (If) (in) IN (ff) Factor (Ib/ft) (ft) (ft -Ib) (ft -Ib) (Ib) 1-w 4568 20.00 228 6" 5:00 5.00 1.00 350 9 10277 4:75 1530 1 -eq? 3008 20:00 ISO 61' 5.00 5100 1.00 350 9. 6769 4375 829 2-w 6341 23.50 270 41" •3.00 3.00 1.00 350 9 7285: 1575 2113 2=eq, 3746 23.50 161 6" 3.00' 3.00 0.67 350 9 4338 1575 1131 A -.w 4503 16.00 281 4t" 8.00 8.00 1.00 150 9 20,264 4800 2173 A -eq 2333 16.00 146 6" 8.00 8.00 1.00 ISO 9 '10499 4800 952 B -w 4114 18.00 229 6" 3.00 .3.00 1.00 250 8 5485 17.25 1603 B -eq 2916 18.00 162 6" 3.00 .3.00 0.75 250 8 3888 31.25 1071 C -w 1788 12.00 149 6" 4.00 4.00 1.00 250 8 4767 2000 892 C=eq . 1535 12.00 128 6" •4.00 4.00 1.00 250 8 4093 2000 723 4 Sum m it. Structu ra I Design Project: Konyn 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) (plfi) (ft) (lbs) if applicable 1.w 4568 69.0: 66.,2 13;0 861 A 1 -eq 3911 159.0 56.7 110 7.37 A 2-w 6341 (59.0 91.9 - 9.0 827 A 2 -eq 4909 (59.0 71..1 9.0 64.0 A. A -•w .4503 44.0 102.3 10.0 1023 A A -eq 3.033 44.0 68.9 MG 689 A • B -•w, 4114 6.7.7 60;8 22.:0 1337 A B -eq 3791 (57.7 56.0 22.0 1232 A C -w 1788 (57.7 26.4 21.0 555 A C -eq 1995. (57.7 2.9.5 21.0 619 A Summit Structural Design Project: Kon.yn 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 12 150.0 (1) #4 cont. 15 12 :1875 (2) ##4 cont. 18 12 2250 (3) #4 cont. 24 `12 :3000 (3) #4 cont. 30 12 :3750 (4) #4 cont. Spread Footings: Note: BottoM dfeach footing shall be. at least,12" below finished grade;or as per local requirements. Reinforcing Cap. Label Size Thick.. (in) Each Way Kips F1 114" Sq. 12 (1) #4 1.5 F1.5 1'-6" Sq. 12 (2) #4 3.375 17.2 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 18375 F4 4'-0" Sq. 12 (5) #4 24 F4.5 4'=6." Sq. 12 (6) #4 30:375 -F5 5'4" Sq. 12 (7) #4 37.5 F5.5 5'-6" S.q. 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 dfeach footing shall be. at least,12" below finished grade;or as per local requirements. 1U COMPANY(D.PROJECT summit Structural Design 1�-ood Works® June 23, 2015 07:09 SOPTVARFFOR 1V000, DFS/Gil' Typical Stud Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: .Load Type Distribution Pat- tern Location (ft) StartEnd Magnitude, Start End Unit oa pea Axial UDL Flo' - (Ecc. _ 0 ) S.0 p f Load2 Roof constr. Axial UAL 772 .(Ecc. _. 0,.00!'1 420 plf Load3 Wind CIC Axial. UDL fc/Fc"- (Ecc. _ 0:00") 420' 'plf Load4 tilnd CaC Full Area 4-.21 Com4ined (iiia 32.80 (•16.011'psf .load Self-ti.wefght Dead .Axial UDL Dead Defl'n negligible 13 plf. Lateral Reactibns.(lbs): 8'-7:5" 0' - a'-7 r O 'a Unfactoreav Analsis Value Desion Value AnaP sis/Desi n. Dead. •v 2.1 -Tv-T-- 288 ?v Fv' = 0.07 Wind 189' Flo' - 1288 Roof Live' 0.30 Axial ' 189 Factored: 772 fc/Fc' = 0.20 L=>R 113 '.Fc' - 1062 fc/Fc"- 0.14 Support 6earin 113 Lumber Stud, D.Fir-L, Stud, 2x6 (1.112"x5..112") Support: Lumber Stud Bottom plate, D.Fir-L Stud; Bearing length = stud thickness Spaced at 16.0" dc; Total length: 6'-7.5; Pinned.base Load face = width(b); Ke1 Lb: 1.0 x 0.0 = 0.0 (fl); Ke x.Ld: 1.0 x 8.63 = 8.63.(fll; Lateral support: lop ='Lb, bottom = Lb; Repetitive factor:, applied where_ permitted (refer to online help);. 1,Analysis vs. Allowable Stress.(psi) and Deflection (In) using NDS 2012 , 'Criterion Analsis Value Desion Value AnaP sis/Desi n. Shear •v 2.1 -Tv-T-- 288 ?v Fv' = 0.07 Bending o) fb m 387 Flo' - 1288 fb/Flo' 0.30 Axial ' *fc - 151 Fc' - 772 fc/Fc' = 0.20 Axial Bearing -fc = 151 '.Fc' - 1062 fc/Fc"- 0.14 Support 6earin 8cp = 164 Pcp - 781 fcp/Fcp. _ 4-.21 Com4ined (iiia compression + side .load bending) Eq.3:9=3,= 0.36 Dead Defl'n negligible " Live Defl'.n 0..08 a <L/999 .0:29 = L/360 0.27 Total Defl'n 0:08 =<L/999 0'.43 = L/240'. 0.18, Additional Data: FACTO tj4: F/E(psi)CD CM Ct. CL/CP CF Cfu Cr Cfrt Ci :LCiI Fv' 180 1.60 .1.00 1.0 - - - - 1.00 1 a 4 Fb'+ 700 1'. GO: 1.00 1':00 1.000 1.000 1.00 1.15 1..00 1.00 4 Fc' .850. 1:25 1.00 1.00 0.727 1..000 - 1.00 .1..00 2 Fc 850. 1"60. - - 0.641 - - - - - 5 E ' 1.4 million 1.00 1.00 - - - - 1.00 1..00! 4 Emin0.51 million 1.00 1.0o - - - - 1.00 1.00 4 Fc' 850 1.•25 1.00 1.00 - .1.000 - - 1.00 L.AO 2 Fcpsup 625 - 1..00 1.00 - - - 1..00 1.00 3 CRITICAL LOAD COMBINATIONS: .. Shear. : LC 04 - 6D+.. GW, V - 113, V,design 113 lbs Bending(+): LC 84 - .GD+. 6W, M - 244 lbs -ft De Election: LC •114 - .GDF.42w (live) LC .04. _ .60+.42te It ofal). Axial' LC 1121 - D+Lr, P - 1244 lb: Combined, LC 85 a D+. 614; (1 - 'fc/£CF.) - 0.90 Support LC 83= D+,75(Lr+..6W); R = 1356 lbs, Cap 6445, Lb = 1.50",. Cb = 1.25 C=dead L-live.Susnow W=wiaid Y=impact Lr -roof live Lc=concenti:ated E=earthquake All LC''s are listed in Eho Analysis output Load combinations: ASCE 7-10_/ .IBC 2012 CALCULATIONS: Deflection: EI 29eO6 lib-in2 "LT ve" deflection - Deflection fromall non -dead loads (live,, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works 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 mulli-ply are not rated for fire endurance. COMPANY PROJECT Summii.Structural Design June 23, 2015.07: 1.1 (D-WoodWor-kswIKing-Trimmer for 16' Opening Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: 'Load Type 'Distribution Pat- tern Location (ft) `S'tart End. Magnitude Start .End Unit ' poadl Dead Ax a(ECC..:= -1125 0.00) 35 s- Load2 Roof constr. Axial Tc = 320 (Ecc. = 0.00") .2520 lbs Load3 Wind'ctc Axial Tel (F.cc. .0.00") 2520 lbs Load.4 ' Wind CSC Full., Area bending) .Eq.3.9-3 32.80 (9..00)• psf .Loads Live Axial (F.cc, '= 0.0011) 1800 lbs. Self-wei ht- Dead Axial V_42 Totdl Dotl'n 45 lbs Lateral Reactions•,Qbs): 7'-7.5': 11 a Unfaclpred: Value v Dead. Shear -�fv =. Live 8 fv 1'v = :find- -1125 fb..=- 681 Roof Live 1288 1.125 Factored: _ Tc = 320 1- !R. 675 Pc/Fc.':= 6.32 Axial Bearing dr. =. 32;0 Lumber "n -ply, D.Fir-L, Stud, 2x6; 3 -ply (4-1/2"x5.1/2") Support: Nan-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 x0.0 = 0.0 (111; Ke x L'd: 9.0 x 7 63 = 7.63 Ertl; Lateral support: top Lb, bottom = Lb; Repetitive factor; applied where permitted (refer to online, help); I Analysis vs. Allowable. Stress (osh and Deflecting, fir;1 CrTteridn :Analysis Value Design Value Anal.sis /Design Shear -�fv =. Fv' _. 8 fv 1'v = 014 Bending(+) fb..=- 681 -Fb.' 1288 fb/Fb'' = 0..53- Axial Tc = 320 Fc' _ ':989 Pc/Fc.':= 6.32 Axial Bearing dr. =. 32;0 Tel 1360 fc/Fc! = 0,24 Combined (axid compression + s de load. bending) .Eq.3.9-3 .0:.65' Dead. Defl, n. negligible Live Defl'.n -0.11 - •L/847 0.25 - L/360 V_42 Totdl Dotl'n 0.11 =. L/847 ,0.38 - L/24.0 -0..26 Additional Data: .FACTORS_: F/E(psi)CD. CM ct CL/cP• cF CPL Cr Cfrt Ci LC II r k.v' :100 1.60. 1.00 1;.00 - - - - 1..00 1.00 0 Fb'+ 700 1.60 1.00 1..00 1.000. 1.000 1..00 1.15 1.00 1.00 8 J Fc' 850 1.60 1.00 1:00 0..727 1.000 - - 1.00 1.00 4 Fc':comb 850 d'. 60 - - 0.,727 - - g E'- 1.4 million 1.00 1.00 - - - - 1.00 1.00 8 Emin' .0.51 :aidlion 1...00 1.00 - - - - 1.00 1.00 0: Fc' 850 1,.60 1,00 1.00 - 1.000 - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear : LC NB� =..6D+.6w v = 675, V design = 675 lbs Bending(+): LC .B8 = ..6D+..GW, M - .1287 lbs -ft .Derlection: 44 ;H8 = .6D+. 42W (live) LC 9*8. _ .'6D+_42W' :(total) .Axial LC 114 D+,75(L+Lr+,6ta),- P 7919 lbs Kf - 1.00 Combined, LC 119. - D+-. 6W; (1 - fC/FCE) - 0.87 D=dead L=live S -snow W=wind 1 -impact Lr -root live Lc=coricentrated E=earthquake All LC's are listed -in the Analysis output Load combinations: ASCE .7-30 / I:BC 2612 'CALCULATIONS: Deflection: EI -- 29e06 lb-int/ply ":Live"clefleciiion - Deflection from all non -dead loads (live, wind, snow...) .Total DePle'ction 1.50( Ddad-Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWoiks 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 Iimits'are appropriate for,your application. 3. BUILT-UP COLUMNS: palled or bolted built-up'columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING: Joists, wall studs, :and multi -ply members are not ratOd fad fire endurance: i Summit Structural Design Project: Konyn Residence Engineer: RKB Design of: 4x Timber Column Design Values: (NDS 3.7) 4X DF-L(N) #1 Fc E d 'KcE c Co 1400 160000.0 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 6.49 7951 12494 17037 21580 26123 8 039 5.49 6729 10574 .14418 18263 22108 9 0.3.3 467 5718 8985; 12252 15519 18786 1:0 0.29 399 4888 7682 104.75 13268 16062 1.1 US 344 4209 6614 9020 11425 13830 12 0.21 298 3651 5737 7823 9910 11996 1.3 0.19, 260 3190 5012 6835 8658 10480 1:4 0.16 229 .2806. 4409 6013 7616 9219 1.5 0.14 203 2484. 3904 5324 6,743 8163 1.6 0..13 181 2.213 3477 4742 6007 7271 17 0.12 152 1982 3115 4248 5380 65.13 18 0.10 146 1785 2805 3824. 4844 5864 19 0.09. 1.32 1615 2537 3.460 4382 5305 20 0.09 120 146.7 2305 - 3144 3982 4820 Su m in it Structu ral Design Project: K"onyn Residence Engineer:, RKB Design -of; 6X Timber Column.:Desl;gn Values (NDS 3.7)_ 6X6 DF-L(N) #1 FC E d KCE c CD 1000 1600.000 5.5 0.3 0.3 1.25 Stability _ Reduction Column: Capacity"(Ibs) Ie.(ft) Cp. Fc' (psi) 6X6 6X8 6X10 6X12 5 0:87 87.2 26386 3.5981 45576 55171 6 0:82 823 24895. 33948 430.00 52053 7 037 770 23288: 31756 40224 48692 8 AM 7.15 21625 29488 3735.1 45215 9 0.66 660 19961 27220 34479 41737 10 0.61 606 18344 25014 31685 .38355 ].1. 0:56:556 16806 2291.7 29028 .35.139 1.2 0.51 508 15368, 209..57 26545 32133 13 0.46 464 14043 19150 24256 29363 9.4 0.42 4,24 12833 17500 22167 .26834 15 0:39 388 1173.7 16005 20273 .24541 1.6 0.36 355 10748 14656 18564 22472 3:7 0:33 326 985.7 13442 17027 20.611 18 0.30 299 9058 12352 15645 18939 19 0.28 276 8340 11.372 14405 1743.7 20 0.25 2.54 7694 •10492 13290 16088 Summit Structural Design Project-, Konyn Residence Engineer: RKB Design of: Roof Framing (Conventional) Roof Loads DL= 20 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 gable ends, drags strap lines, blocking, and all supported •edges. Trusses: Spacing = 24" o.c. Loads, T.C. Live Load = 20 psf T.C. Dead Load = 12 psf B:C. Dead Laid = 8 psf Total. Load = 40: psf Roof framing: Cut,-and-stacked..roof systems shall be built to the conventional framing requirements of the 2013 CBC (CBC 2308.10). Purlins, braces, intermetiate supports, and connections shall be provided by the contractor which are capable of transmitting all gravity and wind loads to the foundation. The following -additional limitations shall apply: 1. Rafter Maximum Spans. a. 2X4 DF -L.#,2: 6'-0" b. 2X6 DF -L #2: 12'-011 c. 2X8 DF -L #2`. 13'-0" d'. 2X10 DF -L #2: 16'-9," .2. Minimum Brace Size ,= 2X6 3, Max Brace Spacing,= 414" o.c Typical'Headers.(UXO.) Use 4X12 DFII2 COMPANY PROJECT Summit Structural Design oo d WO r ks June 23,-2015 06:54 sonlvAaeroa WOOD Ounta Beam) Design. Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load Type Distribution Pat- Location [ft1 Magnitude Unit 1.001 1.00• 1.0001 1.00- ..,.---, 2 fv tb' = 0:23 :fern Start End. start tnd Fb' - Loa : Dea - Fu .Area - CL/999 20,..00 (9.00) ^ psf Lo602 Root constr: Pull Area <L/999 0.25 = 2Q. 00 19.0'0).• Ps Self-wei ht Dead Fu11 UDL 0.38 = L/246 7.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) - T-8" Unfactoredi - .Dead Roof .Live Factored - 719 - 719 690 690 Total Bearing: 1469 1409 Length Nin re 'd • �..,..,�........._.:__'---•..__•.:__..__�. 1.001 1.00• 1.0001 1.00- ..,.---, Lumber -soft, D.Fir-L, No.2, 4210. (3-112"x9.114") Supports; All - Timber -soft Beam; D.Fir-L No.2 Total length: 7'-8.0'; Lateral supporl: top= at supports, bottom= at supports; Analysis Vs. Allowable Stress (osil and Deflection finl,.r.... un¢ )nig. Crite rico_- Ana Isis Value Design Value Analsis/Des i n 'Shear fv = 51 Fv' m 2 fv tb' = 0:23 Bending (+) .ttb =635 Fb' - 1327 fb/Fb' = 0.48 Dead Defl'n 0.64 - CL/999 Live Defl'n 0.04 - <L/999 0.25 = L/360 0,14 Total Det.l'n - 0.09 - u/08 0.38 = L/246 0.25 Additional Data: FACTORS: P/E(psi)CD CM Ct CL CF C.fu Cr cfrt ci Cn LCA Fv180 1,25 1.00 1-:00 - - - - 1-,00 1.00 1.00 2 ro'+ 900 , I,.25 1;Do 1.00 0.983 1.200 1.00 1.00, '1.0.0 '1..00 - 2 ' ,Fcp' .625 1:00 1.,00 - - - - 1,.00 1.06 .E' 1..6 m111`1on 1.60 1.00 - - - - 1.00 1.06. - 2 Emin'' 0.58 rolliion 1.00 L.;06 - -• - 1.o0 1.00 - 2 CRITICAL .LOAD COMBINATIONS: Shear LC '92 D+Lr, V. - 13.94,. 'V design 1095 lbs LC k2. D+Lr, M - 2643 16e: t Deflection: LC 92' D+Lr (live) LC 12 = D+Lr (total) Dmdead L=live S -snow w=wind I=impact Vi•roof live Lc=concentrated E. -earthquake Al.l'LC's are. listed 'i'n. the Analysis output .Load combinations: ASCE 1-10 / IBC '2012 CALCULATIONS: Do - flection: EI = 369e06 to -int "Live" dollectlon Deflection from all non -dead loads (live, wind, snow...) Total: Deflection = 1.50(Dead. Load Deflection) + Live' LoadDeflection. Design Notes: .1. woodworks -analysis and design are In accordance w,ilh the, ICC international Building Code, (IB42012), the National Design Specification (NDS 2012); end NDS Design Supplement. 2. Please verify thaf the defaul(defieclion Ilniits are appropriale for your application. 3. sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4AA. 1� Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load ,COMPANY PROJECT WoodWJune.23, Summit Structural Design 201506c58' N.agnitude SOM- ARf, FOR WOOD, Des/c4' Fv_' Beam2 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution pat- .Location (Ptl N.agnitude Unit Fv_' 486 Length tern Start End Start End' E.00,+ Load De a .Eti Area i.Ori- se lin used: 1" for and -supports L/.593 20.00 ( 4.0 �psf E' i..6 miifion 1.0o r,o0 - - L6ad2 Roof constr.. -Ful'1.Area L/642 0.39 - 20.00 (24..0Y psf Self-weioht Dead Full UDL 0.59 - L/240 2.6. if. vu< <.y. n u %­, Maximum Reactions.(Ibs) and Bearing lengths (in) : tr-1t:8° V-7" Unfactored: Debd, Roof Live Factored: 253 233 25 3 253 Total. 466 fv = Bearing,: Fv_' 486 Length 1.006 fb Min req'd. E.00,+ !.UO" Minimum bear en i.Ori- se lin used: 1" for and -supports Lumber -soft; D.Flr-L, No.2, 2x8 (1-112'W-114") 'Supports: All • Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0'c/c; Total length: 11'-11.8"; Pilch: 2.3/12; Lateral suppoil; top=full, .bottom= at supports; Repetitive factor: applied where permitted (refer to online.help); Analysis VS. Allowable Stress (psi) and Deflection (in) usiriq•NDS.2012: Critericn Anal sis Value Design Value Ana'l5sis/Desi n S Bac fv = Ci Cn Fv_' 27. fv Fv, 0.7.6 BendingI.) fb 1276 Fb' = 1552 fb/Fb' = 0.92 - Dead Pet1"i 0.24 = L/.593 - E' i..6 miifion 1.0o r,o0 - - - - 1.00 Live Defl'n' 0.22 - L/642 0.39 - L4360 0.56 Total Defl'n 0.:58 - ' L/244. 0.59 - L/240 0.98 Additional Data: FACTORS: '.F/E(psi)CD CM Ct CL CF C.fu Cr Cfrt Ci Cn LC Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 .1.60 2 Fb'+ 900 1.25 1.60 1.00 1.000 1.200 1.00 .1.15 1.00 1.00 - 2 Fcp' .625 - 1.00 1.00 - - - - '1.06 1.00. - - E' i..6 miifion 1.0o r,o0 - - - - 1.00 1.00 - 2 Emin," 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+Lr, V - 474, V design = 422 lbs Bending(+): LC -82 D+Lr, M = 1398 Ibe:-ft - Deflection: LC 02. D+.Lr (live) PC ,82=.D+.Lr (total) D=dead 'L=live. S=show W=wind I=impact Lr -roof live Lc=concentrated E=earthquake All LC°s are listed in the Analysis output Load combinations:: ASCE. '7-10 /. ;IBC 2012 CALCULATIONS: Deflection: EI 76006 lb-in2 "Live" deflection - Deflection from all non, dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Liv,61oad Deflection. Bearing: Allowable Bearing at an angle F'thet'a calculated 'for,each'suppor.t a's per NDS 3.10.3 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. Savin lumber bending members shall be laterally supported according to the provisions,of NDS Clause 4.4.1, 4rSLOPE6 BEAMS: level bearing is required forall sloped beams. 5, FIRE RATING: Joists, wall studs. and multiply members are.riolrated for lire endurance. r 11 COMPANY PROJECT Summit Structural Design WoodWork + © June 23. 2015 07:00 sori VAARE.iOR W000.W-Slain Beam3 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load Type Distribution Pat- .Location [ft) 'Magnitude Unit FV' _, 7194 Lengib tern Start End Start End 1.Do Loadl - Dea Fu Aree 0.01 <L'/9.99 20.00'17.1.00)• pa, Load2 Roof constr. Full Area - <L/899 O.i7 20.00121.001. psf Sal _W Wit Dead FLll•UDL 0.25 L/240. 9.4 elf .y nivt,i (ft) Maximum Reactions (lbs) and Bearing Lengths (in) 5'-2" Unfact ered: Dead Roof Live Factored: 1109 1085 - X109 1085 Total 219.4. _ Bearing:, FV' _, 7194 Lengib 1.00 1.00 t4 in re 'd 1.Do 1.00 Lumber -soft, D.Fir-L, No.2, 4x12 (3-112"x11-114") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 5'-2.0'; Lateral support: top- at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) usina Nos 2012: Criterion Anal sis•Value Design Value - Mal sis/Uesi2n Shear fv = 51 FV' _, 22S v Fv' Bending I-) fb - 446 Fl,' 1222 fb/Fb' 0.36 Dead Defl'n 0.01 <L'/9.99 - :E' 1.6 mi-l'lion: 1.00 1..00 - - - - 1.00 11vc Defl'n. 0.01 - <L/899 O.i7 L/360. 0.06 Total Defl'n 0.02 <L/999 0.25 L/240. 0..09 Additional Data: FACTORS: F/E(psi)CD cm Ct CL CF Cfu Cr Cfrt 'Ci Cn LCII Fv' 180: 1...25° 1.00 1.00 - - - 1.00 1.00 1:00 2 - Fb'+ 900 1.25' 1..00 1,60, 0.987 1.160 1.00 1,.00 i.00 '1.:00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 .1.00 - - :E' 1.6 mi-l'lion: 1.00 1..00 - - - - 1.00 1.00 - 2 Emin' 0.58 million '1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL 1.066 COMBINATIONS: Shear : LC 92 - D+Lr, v = 2159, v design = 1321 lbs Bending(-): LC 112 - D+Lr, M - 2744 .lbs -ft Defiectlon:.LC 82 - O+Lr (live) LC 82 - D+Lr (total) 6-deadD=dead L=1ive-S=snow M=wind L -impact -Lr-roof live 'LC's Lc -concentrated E -earthquake A1.1 are -listed in the Analysis output Load combinations: ASCE 7-30./ IBC 2012 CALCULATIONS: Deflection: EI•= (ike06_lb-in2 "Live" deflection = Deflection 'from all non -dead loads (live, wind; snoia...l Total Deflection - 1.50.IDead Load Deflection) + Live' Load Deflection. Design Notes: 1..WoodWorks analysts and design are in accordance wilh'Ihe ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 1 Ploese verify that the dofauf(defleciion 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 Summit Structural Design :° June 23, 201507:01Vood10rks Vrn+ Beam4 Design Check., Calculation Sheet Woodworks Sizer 10.1 I Loads: Load. Type 16 tribut"ion Pat- Location (.ft) Magnitude Unit 3000 tern Start' End Start End Length 'ie LoadI Dea Full Area Min t''d 20.00 le.oul` psf '1;oad2 Roof conutr:, "Full Area 0,.'05 -i -20.00.(18.00)" psf §elf -aright Dead Pull UDL Live Defl'n 9.4 Plf Maximum Reactions (lbs) and Bearing Lengths (in) S'-2.7" Unfoctored:' Do ad Roof Live Factored: ISI9 1481 1519 1,481 To tai 3000 3000 Bearing: Fv` = 225 Length 'ie 1.37 1. 37 Min t''d '1.37 - 1 .37 LurnUer-sok, D.Fir•L,"No.2, 4x12 (3.1/2"x11.1/4") Supports: All - Timber -soft Beam, D:Fir-L No.2 Total length: B'-2.7"; Lateral support: top= at supports,.bottom= at supports; I Analysis vs. Allowable Stress (nsil and Deflechnn /inl -in- k �e Criterion Anal sir Value- Design Vnlue Anal sir/Desi n S ear v 85 Fv` = 225 tv Fy.. .38, Bending,(+) fb - 976" Fb' = 3211 fb/Pb' = 0.8.1 Dead Defl''n 0,.'05 -i <L/999 - E,* 1.6 million .1.00 1..00 - - - - 1.00 Live Defl'n 0.05 =-2L/999 £min' 0.50 million 1.00 i-.00 - - '.0..27 = L/360 0:20 Total.Def1'n 0.113= L/7.25 0.41 = :L/240 0..33. Additional Data: FACTORS; F/Efpsi)CD CM ct CL 'CF Cfu Cr. 'Cfrt Ci Cn LC 11 Fv' ,180 1.25 1.00 1..00 - - 1.00 1 .00, 1.00 Fb'+ 2 900 1.25 1.00 1.00 0.978 1.100 1.00 1.'00 1.00 1.00 - 2 Fcp625, - 1.00, 1,.00 - .- - - 1.00 1.Do - - E,* 1.6 million .1.00 1..00 - - - - 1.00 1.00 - 2 £min' 0.50 million 1.00 i-.00 - - - - 1.00 1.06: - 2 CRITICAL LOAD comsINAT(ONS: Shear" : LC N2 ,n D+Lr-, V- 2959;. V design. 2234 lbs Bonding(+),: LC 42 D+Lr, M - 6003, lbs -ft Deflection: LC92D41;r (.live) LC if - D+,Lr. (total') b=dead L=.live §msnow.W=wind. I=impact Lr=roof live LC-Concentrated'E-earthquake All Lr's.are listed. in :the Analysis output Load. combi nations: ASCE 7-10 / IBC '2012 CALCULATIONS: Deflection: EI 664,e06 "lb -int "Live" deflection -:Deflection €rom all ron-deadloads (live, wind, sn_ow.:.) ':Total Deflectibn-1.50(Dead•.Load Deflectlon) a. :Live`. Load Deflection. Design, Notes: 1. Woodworks analysis and design are'ln 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: Sawn lumber bending members shall be' laterally supporied"according to the provisions of NDS Clause 4.4.1. 1� Design Check Calculation Sheet WoodWorks Sizer 10.1 ILoads Analysis. Value COMPANY PROJECT Roof Live Factored: 490 490 Summit Structural Design Load Type Wood Works ®' Pat- June 23, 2015 06:56' Magnitude Unit $0FnVARFF6a IV600 Ddsiri.v fb/Fb' = 0.37 Dead Def1'n 8eam5 Design Check Calculation Sheet WoodWorks Sizer 10.1 ILoads I:Maximum Reactions (Ibs) and Bearing Lengths (In),: 8'-2" Unfactored: Analysis. Value Dead 521 .511 Roof Live Factored: 490 490 Total Bearing: Load Type Distribution Pat- Location [ftj Magnitude Unit 1326 fb/Fb' = 0.37 Dead Def1'n tern Start End Start End Dead Fulllroa20.00'(6.00)` _ <L/999 A.27 = L/360, ps tioaii2 Roof constr. Full -Area 0.40 = L/240 20.00' (6.00)• psf Sclf-'wei It Dead Full UDL 7.1 if I:Maximum Reactions (Ibs) and Bearing Lengths (In),: 8'-2" Unfactored: Analysis. Value Dead 521 .511 Roof Live Factored: 490 490 Total Bearing: '301:1 1011. Length 1.00 -1.00' Mi . n Te `d 1.00+ i.00' 'Minimum bearino lenoth settino used•' 1" fnr ;;&snnn its Lurnber-soft, D.Fir-L, Nol, 4z10 (3-112"z9=114") Supports: All - Timber -soft Beam, D.Fir-L N6.2 Total length: 8'-2.0'; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (osil and Deflection fins „_:..,, unc en+o . Criterion Analysis. Value Desi n. Value Anal sis/Desin S ear fv 37 E'v` 225fv Fv' O. lb' Bending fb 486 Eb` = 1326 fb/Fb' = 0.37 Dead Def1'n 0.03 =-,<L/999 Live Defl''.n 0.03 _ <L/999 A.27 = L/360, 0..12 Total Defi'n 0.08 = <L/.999 0.40 = L/240 -0.20. Additional Data: .FACTORS: `F/E(psi)CD .Ct4 Ct CL CE' Cfu Cr Cfrt Ci Cn LC II Fv' '186 1..25 1.00 1.00 - - - 1..00 1-:00 1.00 2 6.`+ 900 1.25 :1.00 1.00 0.982 1,200 1,00 1:00 1.00 1.00 - 2 Fc�' 625 - 1..00 1.00 - - 1,00 1.'00 - - .E' 1.6, in 1.00 i.. 60 - - - - 1.00 1,,00 - 2 ,Einin' 0...58 mill-ion%1.00 1:0.0 - - - - 1.00 1.00 - 7. CRITICAL'LOAD COMBINATIONS: Shear :LC 112 = D+Lr, V'= 1.001, -V design 800 abs Dending'(+l: LC 82 D+Lr, 'M = 2023 lbs: Ct Deflection: LC 82 = D4 ix (live) 'LC 412 e. D+Lr (total) D -dead L=live S=snow W -wind I=impact Lr=hoof live %c=concentrated E -earthquake All UC`:s are listedhe Analysis outp , in the t Goad combinations: ASCE •7-10 / IBC 2012 CALCULATIONS: Deflection: El. 369e06 .lb -int "Live" deflection Deflection 'from all non -dead. loadsflive,. wind,. snow...( Total Defb coon'= 1.50(6ead Load Deflection) +. Live Load Deflection. Design Notes: I. Woodworks analysis.and design are in accordance Aith the ICC International Building Code (IBC -2012), the National Design Specification (NDS 2012), end NDS 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 provlslons of NDS Clause 4.4.1. C COMPANY PROJECT Summit Structural Design o®d Wo r k s ® June 23; 2015 07:06 sor1wARfi0k w60&DfS1eA' Beam6 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- .Location (ft) .Magnitude Unit Fy_ Length 1.76' tern. Start End Start end Fb' Loa 1 Dea Ful. Al.rea•- 6.38 _- L/504 25.00(14.00), ps. taad2 Roof constr: Full Area L/175 0.54 20.00(14.00)• ps,f Load3 Live Full. Area '0.21 L/240• 4.0.00 (6.00)•.psf .Self -weight Dead Fu11 UDL :All LC"sare listed in .the output; 1e JO 1'f. Maximum Reactions (lbs) and Bearing Length's (in) ; 16'-3.5 Unfactored• Dead Live, Roof Live .2996 2596 1955 1955 2281 2281 Factored: _ Total. 6173 6173 Bearing: Fy_ Length 1.76' Min re 'd 1.7G• 1..76 2402 Fb' LVL n -ply, 2.0E, 3100F6, 1-3/4" z11-7/8 3 -ply (5.1/4"x11-718") Supports: All - Timber -soft Beam, D.Fir-L.No.2 Total leng(h: 16-3.5 Lateral support: tap= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress4Dsil and Deflectinn (ini „moi.,,, urvz.on,d. Criterion Analysis Value IDesion Vblue Anal sis/Desi"n Sheat v 103 Fy_ 285 rvFv. = 0'.36 Bending(i) to =, 2402 Fb' 3858 fb/Fb' = 0.-62 Dead Defl'n 6.38 _- L/504 1.00 - - 3 CRITICA_L.LOAD COMBINATIONS: Live Defl'.n, 0.41 L/175 0.54 L/3G0 0.76 TO Detl'.ii 0.79. = L/244 '0.21 L/240• '0.98 Additional Data: FACTORS: F/E 1psi)'CD CM Ct CL CV Cfu Cr 'Cfrt Ci Cn LCII. Fv' '205 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 3100 1.25 - 1.00 0.956 1.00 - . 1.04 1,.00 - - 3 Fcp' 750 - 1.00. - - - - 1.00 - - - E' 2.Omillion - 1.00 - - - - 1.00 - - 3 Eminy' 1.0;4 million - 1.00 - - - - 1.00 - - 3 CRITICA_L.LOAD COMBINATIONS: Shear : LC '82 =-D+L,' V = 4908, V design - ,4262 lbs Banding(t): LC,03 - D+.75(iL+Lr F, M - 24701 lbs -ft Deflectiop:.0 183; = D!.75(L+Lr1 (live) .LC 113. - D+,75(.L+Lr) (tota.l) D=dead L=live S=snow-W=wind I=impact Lr -roof live Lc -concentrated -Analysis E-Carthquakd :All LC"sare listed in .the output; Load coiabinationsl ASCE 7-10 / 'IBC 2012. CALCULATIONS: .Deflection:. EI = 488e06 lb-int/ply "Li've"1 deflection - Deflection from all:n6n-dead: loads (live, "wind, snow...) - Total Deflection .= 1.00(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..System facloi KH may not apply to Field -assembled mulli-ply beams. 4. SCL•BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer: 5. Size (actors varyfrom one manufacturer lo.anolherfor$CL materials. They can be changed in the database editor. 6: BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied.equally'to all plys. 0. FIRE' BATING: Joists„wall studs; and multi=ply members:ere not rated for firo endurance. ,t COMPANY PROJECT Summit Structural Design © June 23. 2015 06:58 WoodWO � k (1�� ✓ Beam7. SOTVARt.r0R IV001) OrSICN Design Check Calculation Sheet WoodWofks,Sizer 10.1 Load Type DSstribut,lon Pat- Location l.ft) MagPftud6iii it _ '1.24 Longth.'1.00•. tC[n Start End Start E .1:00•. !.00• Loa 1 Oce Fu Acca [b/Fo a 0.20 0. 4..0LoJd2fconst 0.02 m <L/999' r. Full Arw 20.00 (24.OESelf-wet 0.02 ht 'Dead Full UDL 0.13 2.0 t' Maximum Reactions;(Ibs).and.Bearing Lengths (in) 5'-7.2• On factored: Deed Annl�-is-Value R oof Live Fnctotnd: i16 116 108 108- `Total 224 Beating: '1.24 Longth.'1.00•. v F 4 Hinrcq'd .1:00•. !.00• 'Minimum bear nq lorifil sellinq used: !'for and -supports '1..00• Lumbar -soft, D,Fir.-L, No.2, 2x6 (1-112'WA/2") Supports: "All • Timber -soft Boom, O.Fir•L No.2 Roel ldlst spaCed'at 24.0' UC: Total length: F-7.2% Pitch: 2.3112; Lateral support: top- full, bottom- at supports: Repetitive-faclor::eppliod vAlore permitted (refer to online.holp): Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 Criter Yon Annl�-is-Value 0eaiad Value Anal ala)Uca ten enr' Fv' 2'S v F 4 Sonding(+1' '[b •. '467' F7i' 1682 [b/Fo a 0.20 Dead-'Unfl!n 0.02 m <L/999' l.lvo Dofl'n 0.02 • <L/999 0.18 L/360 0.13 TotabDatl'n 0.06 -^<1,'/999. 0.27 L/240 0.22 AdditionalUata: FACTORS:. F/Elpal)CD CH Ct CL Cr Cf. Cr Cftt Ci Cn Wit �Fv' top 1.25.1.00' 3.00- - - - 1.00 1:00 1.00 2. Fb'! 1 900 1.25 .00 7.00: 1.000 1.:300 1.00 1.15 1.00 1.00. - 2 rep' 625 - 1.00 :1.00. - - - - 1'.00 1.00 - - E' 1.6 m11 lion+ 1.Oo '1.00 - - - 1.0,0 1:00 - 2 Eml n' 0.58 million 1.0o 1..00 - - - - 1.00 L.00 - 2 CRITICAL ,LOAD COMBINATIONS: ShOde : LC 02 a D+Lr, v .. 217, V doaign a 177 lbs Banding(+1)LC 02 = Dhtq H c 294: lba-ft Deflection: LC 02 D!Lr (live) LC 02 D+Lr (total)- D-doad L -live 5 -snow 14 -wind !°impact' Lr -roof livo,'Lc-concentrated E=enrthquako All LC's are listed lir Ghe-Ana11•sia output Loud coo)lnatlona: ASCE 1-10 / IBC 2012 CALCULATIONS'. Deflection: EI 33o06'jt;-3n2 •'Live". da flection - Doti cation from all non -dead leads hive, Wind, Orlo-) Total Deflaction - 1:501Dead Load' Defleetlonl + Llve Load Deflection. scar Ing: A110-1,10 beating at -an -angle F'thet'a calculated for each support as per 11 DS 3.10.3 Design .Notes; 1: Woodworks edalysis,and.deslgn aro, In accoidance wilh the ICC International Bullding.Codo (IBC,2012). Iho Nadonai.Design Specification (NOS.2012), and NDS Design Supplement. 2: Please verify that the default donecilonlimits arO:appmprole for.yourapplication, *3, Sawn lumber bending'members shall be laterally supported acro ding to the provisions of NDS Clause 4.4;1.. 4; SLOPED BEAMS: level bearing is required for.all sloped beams. S. FIRE RATING: Joists, wall studs,. and mulll•ply members are not rated for .fire -endurance. �1 Design Check Calculation Sheet Woodworks Slier .10.1 .Loads: Load. Analysis Dead: COMPANY Summit Structural Design PROJECT Q5 980 14 400 WoodWorks@. Type June 23, 2015 08:54 Ii. Magnitude Unit Bearing: '3081 BeamB Design Check Calculation Sheet Woodworks Slier .10.1 .Loads: Load. Analysis Dead: 1489 Live Q5 980 14 400 .Roof Live; Type Distribution Pat- Location (ft) Magnitude Unit Bearing: '3081 ' Length' tern Start End. Start End . 1.00! 1..00' Loa 1 Dea Ful- 2 5.00(14...11)1 psf Lo d2 Roof constr. .Full Area 0,27 m .20.00114, 001`.psY 0.16. lioad3- Li"ve Full Area 0.40 = 90.00 16,00)' psf Self--we'i ht Dead Full UDL 14.7 olU Maximum Reactions (lbs) and Bearing Lengths (in) : .8.-2„ 8.:1„ Unfactoredi Analysis Dead: 1489 Live Q5 980 14 400 .Roof Live; 1143 rartored: 1943 :Total 3081 Bearing: '3081 ' Length' 1.00' Hin ae "'d . 1.00! 1..00' 'Minimum bearin6lenath,sellino 1 .00• used• I",mnend cunnnac Timber -soft; D,FIr-L, No.2, 6x,12 (5-112"x11-114") Supports: All -Timber-soft Beam, D.Pir-L No.2 Total, length: 8'-2.0'; Lateral support: top= at supports, bottom= al supports; Analysis .vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: 'criterion Analysis Val"ue. Design Value Anal sis/Desi n Shear fv = 4 FW. = 170 fv Fv 0.2 Bending M•) fb = $11. Fb' = 870 fb/Pb' - 0.59 Dead 661:1 In 0.04 - <L/,999 Live Det1'n 0.,04 - <L/;99,9 0,27 m 1./36b 0.16. Total Def1'n 0.T1 - L/914 0.40 = L'/240 0.26 Additional Data: FACTORS: F/Elpsi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN Fv' 170 1.00 1,.00 1.00 - - - 1.00 1.00. 1.00 2 E'lY+ 8.7 1.00 3..00 1;.00 0.994" '1..000 1.00 1.00' 7•.00 1.00 - 2 ,-cis 625 - '1.00 1.00 - - - - '1,.00 1.60 - - .E' .1.3 million 1.00 1.00 - - - - 3.00 1.00 - 3 Emin' 0:47 million 1„00 1.00 - - - - 1.00 1..00 - 3 CRITICAL LOAD 30"MBINATIONS`. Sheer : LC 8? - D+L, v - 2444, V'design 1852 lbs 9endingt+): LC 02 = D+L,. M - 4939 lbs -.ft Deflection; LC.0..B. - D+.75(1,+LrI (live) .LC R3 - D+:75 tL'+Lr) 'tto_tal). D=dekko L=live S=snow W=wind I=impact Lr -roof live Lc=concentrated E -earthquake A'll..LC's are listed in the Analysis output 'Load combinations: ASCE 7-1:0 / IBC 2012 Deflection': EI - 848606 lb-.in2 "Live" deflection = .Deflection from all, non -dead 'loads 1li.ve,. wind, snow..:) Total Deflect -Son•= L.5'0(Dead Load Deflection) + Live Load Deflectloh. Design Notes: 1. WoodyVorks analysis and design are in accordance mith.1he'ICC, International Building Code (IBC, 2012), the National Design Specification '{NDS 2012); and Nos Design Supplement. 2: Please verify that the default.daflectlon limits are appropriate for your. application. 3: Sawn lumber bending members shall be lalerallg supported according 16 the provisions of NOS Clause 4:4:1. V RECEIVEa e0V 13 2°5 iTek TR3 AND ASSOCIAT2.1c; MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1507-029 Fax 916/676-1909 Konyn, Adam The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R45650984 thru R45650986 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PERMIT #h BUTTE. COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE C MPLIANCE�^ DATE G 1� Y ( A BUTTE COUNTY FOR C0D-' C Lab, o9ROFESS/04� NOV 10 2015 'P� 2 DEVELOPMENT Ra�. 2 0 � U 76428 z m SERVICES Of Of 0 X * EXP. 12131/2016 * gls oa3& \T9T� CIVI October 14,2015 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. f, 11,6 69N i E01 m A02(01 D A04(7) A03(10) E02D m _ g m E03D D m I Z fZ 3 L4 BO E04D ■ u 3 N S BO1 N m c CO1 N 17 z Z m m n E05 0 BUTTE COUNTY BUILDING DIVISION APPROVE® ROOF TRUSS LAYOUT SCALE: NTS SYSTEM -s Plus LiJ1 BER CO. Konyn, Adam 507.029 hico Job Truss LOADING (psf) Qty Ply Konyn, Adam845650984 TELL 20.0 7Truss,Tye CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 1507-029 E02D ORS 1 1 TC10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.21 I -J >999 180 BCLL L 0.0 ' Job Reference (optional) SYSTEMS CMS PLUS LUMBER GU, ANuER50N, OA 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Oct 14 06:35:08 2015 Page 1 I D:16CkZ90_S3wVPl Mbki?e9Syxt4_-mrn?sNHwgJS?91MFjXT11jTmYM8bT2s2jtYcf8yTYfn 4.2-5 8-1.3 12-0-0 1513 19-9-11 74-0-0 26.0-0 4-2.5 3-10-13 3-10.13 3-10-13 3-10-13 4-25 2-0-0 5x8 = Scale = 1:68.1 05 % 'w ` -0 6-1-12 12.0-0 17-10.4 24-0 1- 8-1-12 510-0 510-0 r;1 LOADING (psf) TELL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow 20.0) Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.07 I -J >999 240 MT20 220/195 TC10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.21 I -J >999 180 BCLL L 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.21 G n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -M ( ) o Weight: 167 Ib FT = 20 /o LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD BOT CHORD 2x6 DF No.2 G BOT CHORD WEBS 2x4 DF Stud/Std G 'Except' D -J: 2x6 DF No.2 G REACTIONS. (Ib/size) A=955/0-5-8, G=1085/0-5-8 Max Horz A=-261 (LC 26) Max UpliftA=-338(LC 30), G=-382(LC 33) Max Grav A=1063(LC 47), G=1182(LC 48) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2634/913, B -C=-2290/647, C -D=-1651/345, D -E=-1679/369, E -F=-2137/521, F -G=24331`746 BOT CHORD A -K=797/2266, J -K=-413/1827, I -J=-266/1660, G -I=-513/1933 WEBS D -J=-94/1567, E -J=-375/248, E -I=-125/307, C -J=-373/242, C -K=-130/319 Structural wood sheathing directly applied or 4-9-1 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-9-11 oc bracing: A -K. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times Flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) A, G considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 Ib uplift at joint A and 382 Ib uplift at joint G. 9) This truss has been designed for a total drag load of 1200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 50.0 plf. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with IvQTek® connectors. This design Is based onlIyy upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicabi�ly 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/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING D SIGN APPH tV LLJ Q�OF ESS/0/V ,°()Wo y��F� coCO �2 2 76428 m 0 X * EXP. 12/31/2016 rn CIVI\- FOF CAI. 0� October 14,2015 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Konyn, Adam 20.7-2 24-0-0 7 FA 34-14 Plate Offsets (X,Y)— [B:0-4-0,0-2-31 [D:0-6-5,Edge] [F:0-4-0 Edge] [H:0-6-5 Edge] [J:0-4:2,0-2-31, 11-:0-3-8.0-7-121, always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the [M:0-3-8 0-7-12] R45650985 1507.029 E03D ATTIC 1 1 Citrus Hei his CA 95610 TCLL 20.0 SPACING- . 2-0-0 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Oct 14 06:35:10 2015 Page 1 ID:16CkZ90—S3wVPl Mbki7e9Syxt4_-JDvIH3JALxijP3WegyVVgBYvJAgTxy7LBA1 jkOyTYfl 13-1.8 2-0.0 3.4.14 2-5-6 S•0.4 -1-8 1-1-8 5.0.4 2-5-6 3-4-14 2.0.0 5x8 = 3x6 = F 'AA _ 1[x14 — 12X14 = Scale = 1:67.4 LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x12 DF No.1 BOT CHORD WEBS 2x4 DF No.1&BV G *Except* C-M,I-L,F-N: 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=1315/0 -3-8,J=1174/0-3-8 Max Hoa B=260(LC 29) Max UpliftB=-784(LC 30), J=-736(LC 33) Max Grav B=2200(LC 49), J=2071 (LC 50) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2923/1044, C -D=-2604/836, D -E=-1553/688, E -F=-116/1217, F -G=-122/1224, G -H=-1549/685, H -I=-2600/832, I -J=-2920/1040 BOT CHORD B -M=-757/2338, L -M=-389/1410, K -L=-388/2046, J -K=-745/2284 WEBS E -N=-2489/2, G -N=-2489/2, D -M=0/1226, H -L=0/1230, C -M=-859/80, I -L=-885/99 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chard and any other members. 6) Ceiling dead load (5.0 psf) on member(s). D -E, G -H, E -N, G -N; Wall dead load (5.Opsf) on member(s).D-M, H -L 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. L -M 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 784 Ib uplift at joint B and 736 Ib uplift at joint J. 10) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 83.3 plf. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for U360 deflection. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE rn [n[Tv Q?,pFESS/O,, 1 N 10 y� PZ Z 76428 z m * EXP. 12/31/2016 CIVIL �FOF CA- flrfnhor 1A 1r11 R ®WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 1010312018 BEFORE USE. 3-0-14 0-4 14 5-1 5-6 18-1-12 12.3-8 Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not .0 truss system. Before use, the building designer must verity the applicability of design parameters and Incorporate this design into the 20.7-2 24-0-0 7 FA 34-14 Plate Offsets (X,Y)— [B:0-4-0,0-2-31 [D:0-6-5,Edge] [F:0-4-0 Edge] [H:0-6-5 Edge] [J:0-4:2,0-2-31, 11-:0-3-8.0-7-121, always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the [M:0-3-8 0-7-12] LOADING (psf) fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. 7777 Greenback Lane Suite 109 Citrus Hei his CA 95610 TCLL 20.0 SPACING- . 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.38 L -M >757 240 MT20 220/195 0.0 10 Lumber DOL 1.15 BC 0.94 Vert(TL) -1.00 L -M >285 180 BCLDL 0 • Rep Stress Incr YES WB 0.24 Horz(TL) 0.03 J n/a n/a Rr:nl inn Code IBC2012/TP12007 (Matrix -M) Attic -0.15 L -M 999 360 Weight: 201 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x12 DF No.1 BOT CHORD WEBS 2x4 DF No.1&BV G *Except* C-M,I-L,F-N: 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=1315/0 -3-8,J=1174/0-3-8 Max Hoa B=260(LC 29) Max UpliftB=-784(LC 30), J=-736(LC 33) Max Grav B=2200(LC 49), J=2071 (LC 50) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2923/1044, C -D=-2604/836, D -E=-1553/688, E -F=-116/1217, F -G=-122/1224, G -H=-1549/685, H -I=-2600/832, I -J=-2920/1040 BOT CHORD B -M=-757/2338, L -M=-389/1410, K -L=-388/2046, J -K=-745/2284 WEBS E -N=-2489/2, G -N=-2489/2, D -M=0/1226, H -L=0/1230, C -M=-859/80, I -L=-885/99 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chard and any other members. 6) Ceiling dead load (5.0 psf) on member(s). D -E, G -H, E -N, G -N; Wall dead load (5.Opsf) on member(s).D-M, H -L 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. L -M 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 784 Ib uplift at joint B and 736 Ib uplift at joint J. 10) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 83.3 plf. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for U360 deflection. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE rn [n[Tv Q?,pFESS/O,, 1 N 10 y� PZ Z 76428 z m * EXP. 12/31/2016 CIVIL �FOF CA- flrfnhor 1A 1r11 R ®WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 1010312018 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not .0 truss system. Before use, the building designer must verity the applicability of design parameters and Incorporate this design into the properly overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is for MiTek" always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. 7777 Greenback Lane Suite 109 Citrus Hei his CA 95610 Job TrussTruss Type Qty Ply Konyn, Adam building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members on any. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For MiTek° general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 7777 Greenback Lane Suite 109 845650986 1507-029 E04D ATTIC 1 1 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Oct 14 06:35:12 2015 Pagge 1 ID:16CkZ90_S3wVPIMbki7e9Syxt4_fcOWIKQtYyReMgOyMXzwZeFu MyPsWeeUWgovyTYfj 13.1-8 r -2 3-4-14 5-10.4 10.10.818-1-12 It 3-0-14 2-56 SO -4 1-1-8 1.1.6 SO -4 2-56 34-14 2.0.0 1 5x8 = 3x6 = F Scale = 1:67.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2909/1034, C -D=-2590/827, D -E=-1546/683, E -F=-113/1211, F -G=-113/1211, G -H=-1547/683, H -I=-2590/827, I -J=-2909/1034 BOT CHORD B -N=-726/2353, M -N=-359/1427, L -M=-353/2053, J -L=-710/2291 WEBS E-0=-2466/0, G -O=-2466/0, D -N=0/1222, H -M=0/1222, C -N=-857179, I -M=-859/81 NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). D -E, G -H, E-0, G-0; Wall dead load (5.Opsf) on member(s).D-N, H -M 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. M -N 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 783 Ib uplift at joint B and 783 Ib uplift at joint J. 10) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 83.3 plf. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for U360 deflection. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. t BUTTB BUILD'j�,. n APPH`ill.� �V �. OQ?,pF,ESS/0,V GO C -D U 76428 z m * EXP. 12/31/20,j6� \F0F firtnhar 1d 7111R ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 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 appOcabi ity of design parameters and property Incorporate this design Into the overall�v building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members on any. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For MiTek° general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 7777 Greenback Lane Suite 109 Citrus Heigh sCA 95610 Symbols I Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. - Dimensions are in ft -in -sixteenths. - Apply plates to both sides of truss and fully embed teeth. I For 4 x 2 orientation, locate plates 0- la' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wdod Trusses. 0 rr O U CL 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 0 rr O U CL JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO Z THE LEFT. O CHORDS AND WEBS ARE IDENTIFIED BY END JOINT Z NUMBERS/LETTERS. 00 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek@ All Rights Reserved MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 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. 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. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. PRODUCT CODE APPROVALS W 0 ICC -ES Reports: Q J ESR -1311, ESR -1352, ESR1988 m ER -3907, ESR -2362, ESR -1397, ESR -3282 m Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek@ All Rights Reserved MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 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. 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. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. c INSPECTION AGENCY ICC ES Report ESR -1311& ESR 1988 'IAS Certified Inspection No. AA -702 Timber Products Inspection,'Iric. Fabrication in compliance with • 105 S.E. 120 Avenue 2013 CBC SECTION 2303.4.2 Vancouver, WA 98684 IBC/IRC 2012 SECTIONS(2303.4/R802. 10roof/R502.1 I floor) y Tel: (360) 449-3138 'Fax: (360) 449-3953 f TRUSS ENGINEERING. ,*This engineering is valid ONLY LAYOUT YES'[ 'NO p r_- --- -- 1- - --7 1_- Standard Truss Detail Title. "_ Detail # = Included "+ Gable End 85 Wind B 1 i IA 'Gable End 110 Wind C 1B Hat Truss over 6/12. 2 ' -Hat Truss under 6/12 2B Web Bracing Details 3 Fill Frames 4 -Valley Open Face. Jacks 5 ' Toe nail 6 Bearing Block 3.5 7 -Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 - HVAC 10 INSPECTION AGENCY ICC ES Report ESR -1311& ESR 1988 'IAS Certified Inspection No. AA -702 Timber Products Inspection,'Iric. Fabrication in compliance with • 105 S.E. 120 Avenue 2013 CBC SECTION 2303.4.2 Vancouver, WA 98684 IBC/IRC 2012 SECTIONS(2303.4/R802. 10roof/R502.1 I floor) y Tel: (360) 449-3138 'Fax: (360) 449-3953 f TRUSS ENGINEERING. ,*This engineering is valid ONLY LAYOUT YES'[ 'NO p r_- --- -- 1- - --7 1_- Standard Truss Detail Title. "_ Detail # = Included "+ Gable End 85 Wind B 1 Gable End 110 Wind B ', IA 'Gable End 110 Wind C 1B Hat Truss over 6/12. 2 ' -Hat Truss under 6/12 2B Web Bracing Details 3 Fill Frames 4 -Valley Open Face. Jacks 5 ' Toe nail 6 Bearing Block 3.5 7 -Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 - HVAC 10 Truss Data 11 Purlin Gable 12 BCSI at . www.sbeindustrv.com BCSI-B1 Summary Sheet at www.sbcindustry.com Systems Plus Job Number 1507-029 n Date 07/17/2015 Revision( Customer Konyn aurrF coL1, I 1YDOWICES WWRON Project Res. 1ni3R'SD nn7G - . Location Chico,CA�-->f-� PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND An NOTE c BACSIS•I-BRACM OF METAL PLY SHEET ATE CONNECE FOR DHANDLING, INSTALLING NOTE o , WOOD TRUSSES SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET, APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-131 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. BUILDING DIVIc'.ai APPROV VAACA 1212009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE 8888 0 00 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE 24"O.C. 48"O.C. 72" O.C. BAY SIZE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE RASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 101-0"1610 1610 1886 (0.131'x2.5') FOR 1x4 BRACES, 2-1 Od (0.131"x 3') FOR 2x3 and 2.4 BRACES, AND 3-10d (0.131-)3-) FOR 2.5 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5-) NAILS FOR 1x4 LATERAL BRACES, 28290. 2.10d (0.131'4' NAILS FOR 2)0 and 2x4 LATERAL BRACES, AND 3.10d (0.131')3') FOR 2x8 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE a ""^i F ' ^3143 3143 4715 12'-0" 1342 1572 1572 2358 4715+ 7074 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. _-Itcindusay.com and w .tphstorg - D - 14'0" 1150 1347 1347 B. TABULATED VALUES ARE BASED ON A DOL. = 1.15 2021 4 2358 2358 3536 16'-0" 1006 1179 1179 1768>' 18'-0" 894 1048 1048 1572 3143 4715 1 20'-0" 943 805 943 1414 1886 1886 2829 Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER' TRUSS BRACING INSTALLATION OIIIDF ANO PRnn11CT CPFOIFIr.ATION This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED" �OOkOF SS/ON�I I O FZ CO G� Z Of C0 * P. 12-31-15 S CIV1\ T�TFOFCAUFO�� GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE RASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SAB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.8d (0.131'x2.5') FOR 1x4 BRACES, 2-1 Od (0.131"x 3') FOR 2x3 and 2.4 BRACES, AND 3-10d (0.131-)3-) FOR 2.5 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5-) NAILS FOR 1x4 LATERAL BRACES, 2.10d (0.131'4' NAILS FOR 2)0 and 2x4 LATERAL BRACES, AND 3.10d (0.131')3') FOR 2x8 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) OSB -89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. _-Itcindusay.com and w .tphstorg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. B. TABULATED VALUES ARE BASED ON A DOL. = 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER' TRUSS BRACING INSTALLATION OIIIDF ANO PRnn11CT CPFOIFIr.ATION This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED" �OOkOF SS/ON�I I O FZ CO G� Z Of C0 * P. 12-31-15 S CIV1\ T�TFOFCAUFO�� RECEIVED ® __ . _ SEP 16 2015 MiTek TRB AND ASSOCIATES MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1507-029 Fax 916/676-1909 Konyn, Adam The truss drawing(s) referenced below have been prepared by MiTek USA, Inc_. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R44941147 thru R44941160 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by. others. O9?0ESS/oV BUTTE COUNTY �OZN10 �F2c BUILDING DIVISION 2 ti Uj � 76428 z m v X * ��y EXP. 12/31/2016 ti sTgr,. C July 16,2015 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. ob Truss Truss Type Qty Ply Konyn, Adam I/defl Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 Plate R44941147 1507-029 A01. GABLE 1 1 MT20 220/195 BCDL 10.0 DOL 1.15 BC 0.18 Vert(TL) -0.01 .lob Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc. Thu Jul 16 06:06:15 2015 Page 1 ID:16CkZ90_S3wVPIMbki?e9Syxt4_ YzmAtMclbOhGZZbaXjN8yOamGxDjJBsGmfaPKOyxWsM -2-M15-0-0 _ I 30.0-0 2-0-0 15-0-0 11 Scale = 1:56.1 3x6 = AU AN AM AL AR AJ At AM Ali AY At AU AL: AB AA L Y x W v U 3x6 = s'Z�' Ij LOADING (pst) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 Plate TC 0.29 Vert(LL) 0.01 A n/r 120 MT20 220/195 BCDL 10.0 DOL 1.15 BC 0.18 Vert(TL) -0.01 A n/r 120 BCLL 0.0 ' Rep Stress lncr YES WB 0.26 Horz(TL) 0.01 AC n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 213 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &BtrG BOT CHORD 2x4 DF No.1&BtrG OTHERS 2x4 DF Stud/Std G BRACING- TOPCHORD BOTCHORD JOINTS REACTIONS. All bearings 30-0-0. (lb) - Max Horz B=167(LC 33) Max Uplift All uplift 100 Ib or less atjoint(s) U, V, W, X, Y, Z, AA, AB, AO, AN, AM, AL, AK, AJ, AH except T=714(LC 39), B=759(1_C 40), AG=-104(LC 39) Max Grav All reactions 250 Ib or less at joints) U, V, W. X, Y. Z, AA, AC, AD, AO, AN, AM, AL, AK, AJ, AH, AF, AE except T=786(LC 34), B=837(LC 51), AB=387(LC 18), AG=378(LC 26) Structural wood sheathing directly applied or 5-3-6 oc purlins Rigid Ceiling directly applied or 6-0-0 oc bracing, Except: 5-11-2 oc bracing: B -AO 1G-0-0 oc bracing: AD -AE 5-11-4 oc bracing: T -U. 1 Brace at Jt(s): AQ 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 B -C=1624/1550, C -D=1337/1291, D -E=1179/1172, E -F=1054/1059, F-13=913/945, G -H=-773/831, H -I=-611/699, I -J=-507/608, J -K=511/394, K -L=-517/394, L -M=-459/565, M -N=576/668, N-0=716/776, O -P=-847/887, P -Q=988/1001, Q -R=1113/1114, R -S=1271/1231, S -T=1571/1491 BOT CHORD B -AO= -1300/1398, AWA0=1092/1167, AM -AN= -965/1051, AL-AM=861/936, AK-AL=746/820, AJ-AK=630!705, AI-AJ=514/589, AH-AI=457/531, AG-AH=399/474, AF-AG=289/360, AB-AC=289/360, AA-AB=391/467, Z-AA=507/582, Y -Z=-622/698, X -Y=-738/814, W -X=853/929, V -W=957/1045, U -V=-1085/1160, T -U=1293/1391 WEBS L-AB=363/96, J-AG=351/120 NOTES- (15) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; 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 ANSIrrPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 17.5 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Vertical gable studs spaced at 1-4-0 oc and horizontal gable studs spaced at 2-0-0 oc. Continued on Daae 2 BUTTE COUNTY BUILDING DIVISION APPROVED O09,OFESS/04� ���P�OT NIO yF`Fti�, 'Q2 2 L 76428 z m v � EXP. 12/31/2016 ^� CIVIC rFoFCA�' July 1B-201 A WARNING - Veft design Parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11-7473 rev. 02/18/2015 BEFORE USE. Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and is for on Individual building component. Applicability of design parameters and proper Incorporation of component B responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity, of the erector. Additional bracing of the overall is the the MiTek' permanent structure responsibility of building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Bugding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Ply Konyn,Adem is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing of the overall structure is the the building MiTek' permanent responsibility of designer. For general guidance regarding ifabrication, quality control. storage, delivery, erection and bracing, consult ANSlfrPll Qua01y Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 844941147 1507-029 A01 GABLE 1 1 .Inh Reference (optional) �••� ��•��•�••��••+ tart mausknas, mc. i nu um ra vo:w:io [u)o rage ID:I6CkZ90 S3wVPIMbki7e9Syxt4_ 09KY4idHMhp7AjAm5QvNVb7xOLZy2e6P_JJztgyxwsL NOTES- (15) 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) U, V, W, X, Y, Z, AA, AB, AO, AN, AM, AL, AK, AJ, AH except (jt=1b) T=714, B=759, AG=104. 93) This truss has been designed for a total drag load of 2600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-0-0 for 86.7 plf. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. _ t BUTTE COUNTY BUILDING DIVISION APP OV,Er l A WARNING - Verily design Paremetera end READ NOTES ON THIS AND INCLUDED WTEX REFERANCE PAGE MII-7479 rev. 0211811015 BEFORE USE Design valid for use only with Mriek connectors. This design b based only upon parameters shown, and is for on Individual building component Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown - is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing of the overall structure is the the building MiTek' permanent responsibility of designer. For general guidance regarding ifabrication, quality control. storage, delivery, erection and bracing, consult ANSlfrPll Qua01y Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty (loc) I/defl L/d Konyn, Adam (Roof Snow --20.0) Plate Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.32 IPly 844941148 1507-029 A02 Common 6 1 0.0 ' ' WB 0.32 Horz(TL) 0.08 F n/a n/a Job Reference (optional) brb i r ib 1•Lub LumbeK cv, ANUhKbUN, CA 7.630 s Jun 23 2015 MiTek Industries, Inc. Thu Jul 16 06:06:17 2015 Page 1 ID:16CkZ90_S3wVPIMbki9e9Syxt4_ ULux12ew77x_oslzf8QclpgOQlpzn4LZDz3WPHyxWsK 7-9-0 15-0-0 22-3-0 30-0-0 2J? -0 7-9-0 73-0 73-0 7-9-0 11 Scale = 1:57.5 4x5 = 4x8 = 3x5 = 3x6 = 3x5 = 4x8 = 10-2-0 1110-0 30-0-0 F )d LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow --20.0) Plate Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.32 G-1 >999 240 MT20 220/195 BCDL 10.0 DOL 1.15 BC 0.57 Vert(TL) -0.61 G-1 >594 180 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.08 F n/a n/a BCDL 10, .0 Code IBC2012/TPI2007 (Matrix -M) ESS I o�,9� fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. Weight: 128 Ib FT = 20% LUMBER- h� Fly BRACING - P�61 'p2 C TOP CHORD 2x4 DF No.1&Btr G Gj C7 . TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 DF No.1&BV G Qf ;0 EXP. 12131/2016- m BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G CIV11. MiTek recommends that Stabilizers and required cross bracing July 16,201 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MII-7473 rev. 02/18/2075 BEFORE USE be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) F=1199/Mechanidal, B=1321/0-5-8 i is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing of the overall Is the the building Inatallafiga guide. Max Horz B=167(LC 9) 7777 Greenback Lane - Suite 109 r.4— He CA 061n Max Uplift F=1 24(LC 11), B=-164(LC 10) ghN FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=1910/211, C -P=1689/219, D -P=1575/243, D -Q=1579/246, E -Q=1693/208, E -F=1914/214 BOTCHORD B /17 I=-2191 , H-1=-30/1078, H -R=-30/1078, R-S=30/1078,.G-S=30/1078, BUTTE -I COUNTY WEBS D -G=-121!731, E -G=-476/254, D-1=118!725, C-1=460/253 BUILDING DIVISION NOTES- A P R Wind ASCE)7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; Cat ll; Exp C; enclosed; MWFRS r+ O @9 E LD (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TC LL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 17.5 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide willF ESS I o�,9� fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. �OQ�� N 10 8) Refer to girder(s) for truss to truss connections. h� Fly 9) Provide P�61 'p2 C mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=1b) F=124, Gj C7 . B=164.76428 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, -v m W U Z M 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Qf ;0 EXP. 12131/2016- m * CIV11. OFC July 16,201 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MII-7473 rev. 02/18/2075 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown i is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing of the overall Is the the building iw iTek' permanent structure responsibility of designer. For general guidance regarding I fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bugling Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane - Suite 109 r.4— He CA 061n ghN Job Truss Truss Type Qty Ply Konyn, Adam 11507-029 Plate Offsets (X.Y)- fH:0-2-6.0-1-81 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 844941149 DEFL. in (loc) I/deft Ud A03 Roof Special 10 1 Vert(LL) -0.25 K -L >999 240 MT20 220/195 TCDL10.0 Lumber DOL 1.15 BC 0.84 Vert(TL) -0.74 K -L >484 180 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Ina Thu Jul 16 08:06:18 2015 Page 1 I D:16CkZ90_S3wVPIMbki?e9Syxt4_-yYSJVOeYuJ3rQOK9CrxraOCGf843WUsISdo3xjyxWsJ 4.6-10 8:-11 12-2.12 15-0-0 19ii-0 24-0-0 30-0-0 ' 4$-10 3-10.1 3-10-1 2.9-0 4E-0 6-0-0 Scale = 1:54.2 H1 I 4x10 5x6 = 3x6 1012-2-1218-1-030.0-0 4.6-10 3-10.1 3-10.1 2-9-0 3-1-0 5-10.10 6 Plate Offsets (X.Y)- fH:0-2-6.0-1-81 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow -20.0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.25 K -L >999 240 MT20 220/195 TCDL10.0 Lumber DOL 1.15 BC 0.84 Vert(TL) -0.74 K -L >484 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.50 H n/a n/a BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) Weight 159 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins. BOT CHORD 2x6 DF No.2 G 'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. H-1: 2x4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud/Std G *Except* be installed during truss erection, in accordance with Stabilizer D -K: 2x6 DF No.2 G, E -K: 2x4 DF No.2 G Installation au6de, REACTIONS. (Ib/size) A=1193/0 -5-8,H=1207/0-5-8 Max Horz A=149(LC 6) Max UpliftA=121(LC 10), 1-1=123(1-C 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-4501/568, B -C=4382/486, C -T=3633/321, D -T=3563/331, D -E=3590/405, E -U=2203/211, F -U=2215/185, F -G=2323/179, G-1-1=2014/201 BOT CHORD A -M=-598/4094, L -M=604/4152, K -L=449/4044, J -K=-50/1815, I -J=-110/1796, H-1=261/1871 BUTTE COUNTY WEBS K 71 D -K=252/121, E -K=-302/2575, E -J=190/474, F -J=-311/153, BUILDING DIVISION G -J=8/355, G - 8/221, NOTES- (10) ���®ee�® 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS �1 (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 1-0-0 wide will ESS/O1/ fit between the bottom chord and any other members. SCF Q / q�F 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) A considers parallel to grain value using ANSIlrPI 1 to formula. Building designer should verify capacity �l.� pT N 10 angle grain of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib A=121, 2 plate uplift atjoint(s) except at --lb) H=123. w VO 76428 Z 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. rmTT tY p ;0 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 12/31/2016 m S� CIVIL �rFOF CA W July 16,201 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERANCE PAGE MII-7473 rev. 02/16x2016 BEFORE USE Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for on individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stobi ity during construction Is the responsibillity, of the erector. Additional bracing of the is the the building Mew permanent overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Cr terlo, DSB-89 and BCSI BuBding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. *Suite 109 Job Truss Truss Type Qty Ply Konyn, Adam Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional bracing of the overall is the the 1 IT®K• MiTek' , 844941150 1507-029 A04 Roof Special 7 1 3x6 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc, Thu Jul 16 08:06:19 2015 Page 1 ID:16CkZ90_S3wVPIMbki?e9Syxt4_ Qk?hjkfAfcChlAvLmZS47EIRPYQIFx6rgHYdT9yxWsl 4.6-10 8-0-11 12-2-12 15-0-0 19-0-0 24-0-0 30.0-0 4.6-10 3-10-1 3-10-1 2-9-4 4-0-0 4-0-0 6-0-0 Scale = 1:56.2 5x8 11 410 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �• Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional bracing of the overall is the the 1 IT®K• MiTek' , IYI 7777 Greenback Lane - . - Suite 109 3x6 5xB = -0-11 1 18.1.6 24-0-0 30-0-0 -1 410 3-10.1 j 12 3.0.1 510.10 510.10 8-0-0 Plate Offsets (X.Y)— fH:0-2-6.0.1-81 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (Io I/defl Ud' PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.25 K -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.84 Vert(TL) -0.74 K -L >484 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.50 H n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight: 177 Ib g FT = 20% LUMBER - TOP CHORD 2x4 DF N0.18BtrG BOT CHORD 2x4 DF N0.1 &BtrG 'Except' A -KI -K: 2x6 DFNo.2 G WEBS 2x4 DF Stud/Std G *Except* D -K: 2x6 DF No.2 G, E -K: 2x4 DF No.2 G REACTIONS. (Ib/size) A=1193/0-5-8, H=1207/0-5-8 Max Horz A=149(LC 6) Max UpliftA=1 21 (LC 10), H=123(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. JOINTS 1 Brace at Jt(s): J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B�4501/568, B -C=-4382/486, C -Y=3633/321, D -Y=3563/331, D -E=-3590/405, E -Z=2203/211, F -Z=2215/185, F -G=2323/179, G -H=2014/201 BOT -CHORD A -M=598/4094, L -M=604/4152, K -L=449/4044, J -K=-50/1815, I -J=110/1796, H-1=261/1871 WEBS C -L=3/251, C -K=713/221, D -K=-252/121, E -K=-302/2575, E -J=190/474, F -J=-311/153, G -J=8/355, G-1=-497/89 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) A considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except at --lb) A=121, H=123. 10) "Semi rdgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVE® oQ�kpFESS/0,j y ���P�pTN10 yF�Fti�, �Z 2 tL 76428 z m of C3 ;V CIViI. 1FOF CAL EN July 16,201 A WARNING - Verily design parameters and READ NOTES ON TNIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 021181101 5 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �• Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional bracing of the overall is the the IT®K• MiTek' permanent structure responsibility of building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IYI 7777 Greenback Lane - Suite 109 Job Truss Truss Type Qty Pty Konyn, Adam PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.45 844941151 1507-029 801 GABLE / i Vert(TL) -0.25 H -AU >622 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference (nnt'nnel) SYST EMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc, Thu Jul 16 08:06:212015 Page t ID:16CkZ90_S3wVPIMbki9e9Syxt4_ N77R7QhQBESPHU3kuzUYCfglDMD8ju388bljY2yxWsG 2-0-0 fi-2-7 12-M 17-9-9 24-0-0 26-0-0 6-2-7 5-0-9 5 9-9 6-2-7 2 0-0 4x6 II r v ry m L n d i 3x4 = vw 5x8 3x4 11 5x6 = 3x5 II Scale = 1:60.6 i 8-1-10 10$-0 15-10E 24-0-0 8-1-10 2-0 6 5-2-0 8-1-10 Plate Offsets (X,Y)— fB:0-2-3.0-2-41.fB:1-1-13.0-1-81,fF:1-1-13.0-1-81 fF:0-1-13 0-3-41 fH:0-1-9 0-1-81 FJ:0-3-0 0-301 fL:0-0-15 0-1-81 fAE:0.2-0 0-0-101 fAM:0-2-0 0-0-101 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) 0.09 H -AU >999 240 MT20 220/195 TCLL 10.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.25 H -AU >622 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 HOrz(TL) -0.02 F n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight 221 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc pudins. Except: BOT CHORD 2x4 DF No. 1&Btr G 4-8-0 oc bracing: E -AV WEBS 2x4 DF Stud/Std G 5-5-0 oc bracing: C -AR OTHERS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. WEBS 1 Row at midpt D -L MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 10-11-8 except at --length) F=0-5-8, 1=0-38. (lb) - Max Horz B=285(1 -C 27) Max Uplift All uplift 100 Ib or less atjoint(s) 0, N, K except B=796(LC 30), BUTTE COUNTY P=200(LC 30), L=206(LC 30), F=903(LC 33) Max Grav All reactions 250 Ib or less atjoint(s) O, N, M, K, I except B=839(LC 27), BUILDING DIVISION P=263(LC 27), L=944(LC 1), F=1237(LC 48), B=264(LC 1) APPROVED FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=1471/1518, C -D=742/879, D -E=1158/944, E -F=1779/1498 BOT CHORD B -P=1503/1490, O -P=892/879, N-0=576/563, M -N=395/382, L -M=743/731, K -L=854/1005, J -K=1012/1192, I -J=1225/1384, I-AW=1225/1384, H -AW= -1225/1384, F -H=1216/1510 WEBS D -H=151/578, E -H=377/233, D -L=707/60, C -L=344/225 NOTES- (15) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct-- 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 0, N, K except (jt=1b) B=796, P=200, L=206, F=903, B=796. 11) This truss has been designed for a total drag load of 2600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-11-8 for 237.3 plf. OO�OFESS/04q oTwo 'Q2 2 76428 m v � * ��y EXP. 1213112016 CIVII- NF r.Ac' tuiv 1R 7M Continued on pace 2 --' —'— A WARNING - VerHy design pammefera and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 ray. 02118'2015 BEFORE USE- Design SEDesign valid for use only with Marek connectors. This design k based only upon parameters shown, and Is for on individual building component. �• i Applicability of design parameters and proper incorporation of component Is responsibilty, of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibil[ity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 APPROVED BUTTE COUNTY BUILDING SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Ina Thu Jul 16 08:06:22 2015 Page 2 ID:16CkZ90_S3wVPIMbki?e9Syxt4_ rJhgLmh2xXaGueewRh?nksNvzmZNSLJINEmH4UyxWsF NOTES- (15) 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design'of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Job Truss Truss Type Qty Pty Konyn, Adam 844941151 1507-029 BO1- GABLE - 1 1 Job Reference (optional) DIVISION WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 02/18r2016 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. �• AppficaWfity, of design parameters and proper Incorporation of component is responsibility of building designer •not truss designer. Bracing shown p p Is for latero) support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilGty, of the bracing �T®K• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �y� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fell Quality Criteria, D58-89 and SCSI eu0ding Component - 7777 Greenback Lane Safety Information available froOf— weighin CA 95610 m Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. - . Suite 109 SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Ina Thu Jul 16 08:06:22 2015 Page 2 ID:16CkZ90_S3wVPIMbki?e9Syxt4_ rJhgLmh2xXaGueewRh?nksNvzmZNSLJINEmH4UyxWsF NOTES- (15) 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design'of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Job Truss Truss Type Qty Pty Konyn, Adam 844941151 1507-029 BO1- GABLE - 1 1 Job Reference (optional) DIVISION WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 02/18r2016 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. �• AppficaWfity, of design parameters and proper Incorporation of component is responsibility of building designer •not truss designer. Bracing shown p p Is for latero) support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilGty, of the bracing �T®K• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �y� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fell Quality Criteria, D58-89 and SCSI eu0ding Component - 7777 Greenback Lane Safety Information available froOf— weighin CA 95610 m Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. - . Suite 109 Job Truss Truss Type Qty 7-8-12 Konyn, Adam Plate Offsets (X,Y)- (B:0-2-7.0-2-11 IF:0-2-7 0-2-11 Applicability of design parameters and proper Incorporation of component is responsiblGty of building designer -not truss designer. gracing shown LOADING (psf) TCLL 20.0 IPly� 844941152 1507-029 B02 Common 5 1 TC 0.29 Vert(LL) -0.13 H -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference o tional .`SFS I EMS FLUS LUMatR W. ANUER50N, CA 7.630 s Jun 23 2015 MiTek Industries, Inc. Thu Jul 16 06:06:22 2015 Page 1 ID:16CkZ90_S3wVPIMbki?e9Syxt4_ rJhgLmh2xXaGueewRh?nksNyPmZUSM21NEmH4UyxwsF -2 0 6-2-7 12-0-0 17-9-9 24-0-0 26.0 0 2-0-0 6-2-7 5-9-9 5-9-9 6-2-7 2-0-0 4x5 11 d Scale = 1:54.2 i 8-1-10 15-10.6 24-0-0 8-1-10 7-8-12 8-1-10 Plate Offsets (X,Y)- (B:0-2-7.0-2-11 IF:0-2-7 0-2-11 Applicability of design parameters and proper Incorporation of component is responsiblGty of building designer -not truss designer. gracing shown LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.13 H -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.26 H -J >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.04 F n/a n/a BCDL 10.0 Code IBC2012/rP12007 (Matrix -M) Weight 114 Ib FT = 20% LUMBER- BRACING- ' TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 577-10 oc purlins. BOT CHORD 2x4 DF No.1 &BV G BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) B=1080/0-5-8, F=1080/0-5-8 Installation au6de. Max Horz B=-223(LC 6) Max UpliftB=-132(LC 8), F=132(1_C 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=1331/137, C -D=-1201/207, D -E=1200/207, E -F=-1331/138 BOT CHORD B -J=-128/1168, I -J=0/764, I -Q=0/764, H -Q=0/764, F -H=13/1134 WEBS D -H=120/591, E-1-1=339/223, D -J=120/592, C -J=339/223 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS BUTTE COUNT�Yy (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 BUILDING DMS i V C 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Flat roof load of 20.0 psf on overhangs ®� �� non -concurrent with other live loads. � " ELD 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt --1b) B=132, SCF ESS/0 F=132. � N N�� 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ��i Q�QI N IO y� 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 2 CO 'Q2 2 L 76428 m v � * EXP. 12/31/2016 ►r► T CIVIC CAL�FO� July 16,201 A WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE M11.7473 rev. 02/1612015 BEFORE USE Design valid for use on with Mtrek connectors. This design b based on upon 9 N 9 N Po parameters shown, and is for an Individual bulking component. i �• Applicability of design parameters and proper Incorporation of component is responsiblGty of building designer -not truss designer. gracing shown Is for lateral support of Individual web members only. Additional temporary tracing to Insure stability during construction is the responsibillity, of the Additional bracing of the is the the building designer. For WOWerector. permanent overall structure responsibility of general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 r.01- Haight, CA 0610 Job Truss Truss Type Qty Ply Konyn, Adam 15-10E 19-0-12 24-0-0 43-0 3-10-0 3-10.8 3-10-0 R44941153 1507-029 804 COMMON GIRDER 1 3 SPACING- 2-0-0 1) 3 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc. Thu Jul 16 08:06:25 2015 Page 1 ID:16CkZ90_S3wVPIMbki?e9Syxt4_ FuNyznkxESyd5MV7pZVMU?ThzUZfehk3C?xhpyxwsC 43-0 8-1-1015-10-6 19$-12 24-0-0 43-0 3-10-0 3-10b 3-10-6 3-10-0 43-4 4x8 II I$ Scale = 1:51.8 L 6x6 i 3x10 II K 8x8 = J 8x8 = I -- H- '- 4x6 = 3x10 II 6x8 �� r 43-0 8-1-10 12-0-0 15-10E 19-0-12 24-0-0 43-0 3-10-0 3-10.8 3-10-0 3-10-0 43-0 Plate Offsets (X•Y)— [A:0-3-5.Ednel. [G:0-3-5.Edoel [J:0-4-0.0-4-81, [KO -4-0.0-6-01 C -J=-3237/492, C -K=-427/3754, B -K=2563/385, B -L=273/2629 AP R Oe �@Jy_E LOADING (psf) TCLL 20.0 SPACING- 2-0-0 1) 3 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.10 I -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 BC 0.78 Vert(TL) -0.29 I -J >990 180 a psf chord nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas 3-6-0 tall by 1-0-0 BCLL 0.0 ' Rep Stress Incr NO w 76428 WB 0.55 HOrz(TL) 0.10 G n/a n/a LU 0 rn BCDL 10.0 Code IBC2012/TP12007 G=1446. (Matrix -M) 9) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Weight: 495 lb FT = 20% LUMBER- pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BRACING - TOP CHORD 2x4 DF No, 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 DF No.2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11-7473 rev. 02/15/2015 BEFORE USE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G 'Except' Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional bracing the is the the MiTek' permanent of overall structure responsibility of building designer. For general guidance regarding , fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component iSafety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. D -J: 2x4 DF No.2 G Suite 109 REACTIONS. (Ib/size) A=7429/0-5-8, G=7512/0-5-8 Max Horz A=191(LC 23) Max UpliftA=1443(LC 29), G=-1446(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-13=11 2456/2517, B -C=10010/1909, C -D=-7583/1299, D -E=-7583/1301, E -F=-9907/1888, • F -G=12451/2503 BOT CHORD A -Q=2211/10348, L -Q=1267/10348, L -R=-1267/10348, K -R=1267/10348, K -S=-946/8182, BUTTE J -S=946/8182, J -T=-873/8188, I -T=873/8188, I -U=1125/10346, H -U=1125/10346, COUNTY H -V=1 125/10346, V -W=-1125/10346, G -W=2070/10346 B�i�••.®�NU WEBS D -J=952/8087, E -J=3246/485, E-1=-411/3698, F-1=2646/388, F -H=272/2696, r�iv�si0�.1 C -J=-3237/492, C -K=-427/3754, B -K=2563/385, B -L=273/2629 AP R Oe �@Jy_E NOTES- (12) Lj 1) 3 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to pry connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ESS/� 3) Wind: ASCE 7-10; Vu1t=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS �QF OQ (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 �� OI N IO �� /y� 5) This truss has been designed for 10.0 bottom live load (v Q� ?i G) a psf chord nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas 3-6-0 tall by 1-0-0 C Z where a rectangle wide will fit between the bottom w 76428 chord and any other members. �, z m 7) A plate rating reduction of 20% has been applied for the green lumber members. LU 0 rn 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt --lb) A=1443, EXP. 12/31/2016 f77 G=1446. * k 9) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 22-0-0 to 24-0-0 for 500.0 plf. 10) "Semi-rigid CIVIL s�q pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. OFC July 16,201 Continued on paqe 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11-7473 rev. 02/15/2015 BEFORE USE Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown �• Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional bracing the is the the MiTek' permanent of overall structure responsibility of building designer. For general guidance regarding , fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component iSafety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss TypeQty Design valid for use any with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ply Kon yn,Adam Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslb110ty of the erector. Additional bracing of the is the p p MiTek' permanent overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. 844941153 1507-029 804 COMMON GIRDER 1 3 Job 8eference o tional -• • --• -•••-• • -•-•--•-•••-•-• • - �•••-�• •� i me mausmes, mc. r nudm NOTES- (12) .o _Zza tui o 'age'd I D:16CkZ90_S3wVPI Mbki?e9Syxt4_-Fu NyznkxESyrl5MV7pZVMU9ThzUZfehk3C7xhpyxWsC 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1179 Ib down and 144 Ib up at 2-0-12, 1179 Ib down and 144 Ib up at 4-0-12,1179 Ib down and 144 Ib up at 6.0-12,1179 Ib down and 144 Ib up at 8-0-12,1179 Ib down and 144 Ib up at 10-0-12,1179 Ib down and 144 Ib up at 12-0-12, 1190 Ib down and 143 Ib up at 14-0-12, 1190 Ib down and 143 Ib up at 16-0-12, 1190 Ib down and 143 Ib up at 18-0-12, and 1190 Ib down and 143 Ib up at 20-0-12, and 1190 Ib down and 143 Ib up at 22-0.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -DSO, D -G=-60, A -G=-20 Concentrated Loads (lb) Vert: K=1179(F) J= -1179(F) 1=1190 L= -1179(F) Q=1179(F) R=1179(F) S=1179(17) T=1190 U=1190 V=1190 W=-1190 r I BUTTE COUNTY BUILDING DIVISION APPROVED A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211012015 BEFORE USE Design valid for use any with Mrrek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �• Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslb110ty of the erector. Additional bracing of the is the p p MiTek' permanent overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. 7777 Greenback lane Suite 109 Job I Truss Truss Type Qty Ply Konyn, Adam I/defi Ud PLATES GRIP (Roof Snow --20.0 0.0 Plate Grip DOL 1.15 844941154 1507-029 C01 GABLE 1 1 MT20 220/195 TCDL10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.00 .lob Reference (optional) ala i cma rt_ua wmo�rt w, nN[Jt bUN, k:rk 7.530 s Jun 23 2015 MiTek Industries, Inc. Thu Jul 16 08:06:27 2015 Page 1 ID:16CkZ90_S3wVPIMbki?e9Syxt4_-BGUjOTIBm4CZ?PWuEEbzRv4p9nJC7gr1 W WU211yxWsA i -2-0-0 6-9-0 13.6-0 15.6-0 2-0.0 6-9-0 6-9-0 2-0-0 Scale = 1:33.3 3x6 = LOADING (psf) TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP (Roof Snow --20.0 0.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.02 M n/r 120 MT20 220/195 TCDL10.0 Lumber DOL 1.15 BC 0.20 Vert(TL) -0.00 M n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 R n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix) Weight: 78 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G OTHERS ' 2x4 DF Stud/Std G REACTIONS. All bearings 13-6-0. (lb) - Max Horz B=139(LC 27) Max Uplift All uplift 100 Ib or less at joint(s) O, P, U, V=175(LC 14) Max Grav All reactions 250 Ib or less at joint(s) R, P BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-7 oc bracing. JOINTS 1 Brace at Jt(s): W MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e T except B=989(LC 30), L=1010(LC 33), N=175(LC 14), 0, P, Q, V, U, T, S except B=1030(LC 43), L=1055(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=1706/1655, C -D=1366/1335, D -E=-1043/1048, E -F=-715!734, F -G=648/611, I G -H=-635/612, H-1=697!724, I -J=977/1010, J -K=-1313/1299, K -L=1651/1610 BOT CHORD B -V=1311/1382, U -V=1062/1125, T -U=806/868, S -T=549/612, R -S=292/355, Q -R=-292/355, P -Q=-549/612, O -P=806/868, N-0=1055/1125, L -N=-1319/1382 NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct-- 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Vertical gable studs spaced at 14-0 oc and horizontal gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 0, P. U, T except (jt=1b) B=989, L=1010, N=175, V=175. 12) This truss has been designed for a total drag load of 2600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-6-0 for 192.6 plf. 13) "SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION. AP.PROVE . OQ�OFESS�ON� � TNIO � �2n 76428 z m * EXP. 12/31/2016 ^� CIVII- IFOF CAL July 16,201 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Ml1-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �• Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional bracing the is the MiTek' permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type pry Pty Konyn, Adam I/defl Lid PLATES GRIP (Roof Snow- -20.0) Plate Plate Grip DOL 1.15 R44941155 1507-029 D01 GABLE 1 1 MT20 220/195 BCDL 10.0 DOL 1.15 BC 0.21 Vert(TL) 0.00 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc. Thu Jul 16 08:06:30 2015 Page 1 ID:16CkZ90_S3wVPIMbki?e9Syxt4_-aArOVo33 a8ssFTvM9g3YiKN_KdKOuTCUiiMlyxWs7 -2-0-0 9-0-0 18-0-0 20-0-0 2-0-0 9-0-0 9-0-0 2-0-0 3x6 = n d Scale = 1:51.7 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow- -20.0) Plate Plate Grip DOL 1.15 TC 0.30 Vert(LL) 0.02 O n/r 120 MT20 220/195 BCDL 10.0 DOL 1.15 BC 0.21 Vert(TL) 0.00 N n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 T n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 111 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&BtrG TOP CHORD BOT CHORD 2x4 DF No.1&BtrG BOT CHORD OTHERS 2x4 DF Stud/Std G WEDGE Left: 2x4 DF Stud/Std -G, Right: 2x4 DF Stud/Std -G REACTIONS. All bearings 18-0-0 (lb) - Max Horz B=219(LC 27) Max Uplift All uplift 100 Ib or less atjoint(s) U, T, Q, R, S, X, W, V except B=1371(LC 22), N=1365(LC 25), P=244(LC 32), Y=245(1_C 31) Max Grav All reactions 250 Ib or less atjoint(s) Q, R, S, X, W, V except B=1479(LC 29), N=1475(LC 42), U=340(LC 47), T=333(LC 48), P=276(LC 25), Y=277(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=2148/1941, C -D=1642/1492, D -E=1348/1232, E -F=1048/965, F -G=772!713, G -H=466/423, H-1=461/427, I -J=746/703, J -K=1042/957, K -L=-1342/1223, L -M=-1636/1484, M -N=-2142/1932 BOT CHORD B -Y=1386/1573, X -Y=1193/1361, W -X=1001/1188, V -W=-808/995, U -V=-615/803, T -U=396/583, S -T=-615/803, R -S=808/995, Q -R=1001/1188, P -Q=-1174/1381, N -P=-1386/1573 WEBS M -P=244/279, C -Y=245/279 Structural wood sheathing directly applied or 4-6-11 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-8-12 oc bracing: B -Y 10-0-0 oc bracing: T -U 5-8-15 oc bracing: N -P. MiTek recommends that Stabilizers and required cross bracing - be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pt --20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) A plate rating reduction of 20% has been applied for the green lumber members. BUTTE COUNTY BUILDING DIVISION AP"PRO <Q OFESS/ONS TNlO hFl<LO 2G� �2 2 76428 z m v � EXP. 12/31/2016 ^� *11 le ,/ CIVIL. TFOF C ALS July 16,201 AL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE Nil -7473 rev. 07118x2015 BEFORE USE Design valid for use only with Mlek connectors. This design a based only upon parameters shown, and is for an individual building component. �• Appllcability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the is the the building WOWerector. permcnent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane A i Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply h:onyn, Adam , 1507-029 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. gracing shown 844941155 D01 GABLE 1 1 , 7777 Greenback Lane ' Suite 109 ' .tnh Reference lnnlinnall ..... �... �..., �....,�. ..,...".., .. io _;: u <u ra raga c ID:16CkZ90_S3wVPIMbki?e9Syxt4_-crArOVo33_a6ssFTvM9g3YiKN_KdKOuTCUiiM l yxWs7 NOTES- (14) 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) U, T, Q, R, S, X, W, V except at --lb) B=1371, N=1365, P=244, ' Y=245. 12) This truss has been designed for a total drag load of 2600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1 B-0-0 for 144.4 plf. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. " BUTTE COUNTY BUILDING DIVISION IrqKr-f:)R0VED A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MII-7473 rev. 02/18/2015 BEFORE USE. Design valid for use any with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. gracing shown Is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibiirity, of the erector. Additional bracing the Is the the building MiT®k• permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult . ANSI/TPII Quality Critedo, DSB-89 and BCSI Building Component , 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ' Job Truss Truss Type Qty Pty Konyn, Adam " Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 R44941156 1507-029 E01 GABLE 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL) 0.00 JoReference (optional 10.00 F12 E D 010 ii_ _ C B A r1 At d ID:16CkZ90_S3wVPIMbki?e9Syxt4_ UdPMssra7D5ZLUYEBCDcEOt?mbhhGoM376gvVoyxWs3 12-0-0 _ 24-0-0 26-0-0 , 12-0-0 12-0-0 2-0-0 5x6 I I J K HItNAM L ' bM AG F N O AG AH 48 II 5.00112 AK AJ AC AD AB ti. AE _ ..5x8 = . . AA - AF Z P Q - 4x10 -- Y R X W S T 6 V U 4x8 II Scale = 1:66.7 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) 0.01 T n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL) 0.00 S n/r 120 BUTTE COUVTY BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 AB n/a n/a AB -AC= -241/343, AA -AB= -396/500, Z-AA=553/656, Y -Z=-709/812, X -Y=-865/969, BCDL 10.0 Code IBC2012rTP12007 (Matrix) WEBS R -U=-290/301, B -AK= -352/368 Suite 109 Weight 175 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1 &BV G BOT CHORD Rigid ceiling directly applied or 5-6-8 oc bracing. OTHERS 2x4 DF Stud/Std G JOINTS 1 Brace at Jt(s): AL SLIDER Left 2x4 DF Stud/Std -G 1-2-10, Right 2x4 DF Stud/Std -G 1-2-10 MiTek recommends that Stabilizers and required cross bracing as applicable, or consult qualified building designer as per ANSIrrPI 1. be installed during truss erection, in accordance with Stabilizer 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct- 1 Installation e REACTIONS. All bearings 24-0-0. W U Z m (lb) - Max Horz A=-264(LC 22) Q p X EXP, 12/31/2016 r►I Max Uplift All uplift 100 Ib or less at joint(s) AC, V, W, X. Y, Z, AJ, Al, AH, AG, AF, AE except A=-1061(LC 22), S=935(LC 33), U=309(LC 32), AK=390(LC 31) Max Grav All reactions 250 Ib or less at joint(s) AC, V, W, X, Y. Z, AA, AB, AJ, At, AH, AG, AF, AE, AD except A=1113(LC 29), S=987(LC 28), U=340(LC 25), AK=415(LC 26) t FORCES. (lb) - Max. Comp./Max. Ten. - All, forces 250 (lb) or less except when shown. fit between the bottom chord and any other members. TOP CHORD Fi0515/1474, 4/- G-HC687/799, 11 BUTTE COUVTY -G=91.l971, H-�2/550I-J373/3, J -K6380/33, K -L= 444/532, l�E L -M=622!741, M -N=795/893, N-0=982/1035, O -P=1185/1192, P -Q=1384/1354, DING DIVISION Q -R=-1606/1562, R -S= -2033/1965p BOT CHORD A-AK=1482/1584, AJ-AK=1337/1431, AI-AJ=1178/1281, AH-AI=1022/1125,j..� - AG-AH=865/969, AF-AG=709/812, AE-AF=552/656, AD-AE=396/499, AC-AD=240/342, Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and Is for an individual building component. of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown AB -AC= -241/343, AA -AB= -396/500, Z-AA=553/656, Y -Z=-709/812, X -Y=-865/969, is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional bracing the is the the W -X=-1022/1126, V -W=-1178/1281, U -V=1337/1425, S -U=-1484/1587 permanent of overall structure responsibility of building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterla, DSB-89 and BCSI BuBding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 71314. WEBS R -U=-290/301, B -AK= -352/368 NOTES- (15) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 DOL=1.33 �OFESS/0 QQ N,9� N 10 plate grip 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 h,� F 2C Gable End Details P�pI �� 'p� as applicable, or consult qualified building designer as per ANSIrrPI 1. C -j G/ t 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct- 1 O r^ 76428 4) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times Flat roof load of 20.0 psf on overhangs W U Z m non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. Q p X EXP, 12/31/2016 r►I 6) Gable requires continuous bottom chord bearing. # 1k 7) Vertical gable studs spaced at 1-4-0 oc and horizontal gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' SN CIVIL 9) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will qTF fit between the bottom chord and any other members. OFC 10) A plate rating reduction of 20% has been applied for the green lumber members. July 16,201 Continued on Daqe 2 A WARNING - verty design paremerers end READ NOTES ON THIS AND INCLUDED N1TEX REFERANCE PAGE NU -7473 rev. 02116/2015 BEFORE USE Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and Is for an individual building component. of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown FApplicability is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional bracing the is the the MiTek permanent of overall structure responsibility of building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterla, DSB-89 and BCSI BuBding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 71314. 7777 Greenback Lane Suite 109 Job • Truss Truss Type Qty Ply Konyn,Adem �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown it R44941156 1507-029 E01 GABLE permanent overall structure responsibility of building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 7777 Greenback lane Suite 109 Job Reference (optional) - • -• -•••- • ----•-^•--^ -- �••��••� mi i eR mausmes, mc. i nu uui ao w:w:oo zu,a rage L NOTES- (15) I D:16CkZ90_33wVPI Mbki?e9Syxl4_-ypzk4CrCuXDQyd7QiwkrrnbPAW71 w?FcCMmQT2EyxWs2 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) AC', V, W, X, Y, Z, AJ, At, AH, AG, AF, AE except Qt=lb) ' A=1061, S=935, U=309, AK=390. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) AC, U, V, W. X, Y, Z, AA, AB, AK, AJ, At, AH, AG, AF, AE, AD. 13) This truss has been designed for a total drag load of 2600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 108.3 plf. i 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. i 15) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. RECEIVED E® , r SEP TRB AND ASSOCIATES . t t i 1 t r - t 1 a r BUTTE COUNTY BUILDING DIVISION MR PIPROVED" WARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE NII.7473 rev. 02110/2015 BEFORE USE Design valid for use only with MfTek connectors. This design's based only upon parameters shown, and is for an Individual building component - �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 "for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilgty of the • erector. Additional bracing of the is the the iwiTek' permanent overall structure responsibility of building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback lane Suite 109 11 Job Truss ' Truss Type Qty PlyKonyn, Adem Y Ud PLATES GRIP (Roof Snow --20.0) Plate Plate Grip DOL 1.15 R44941157 1507-029 E02 Scissor 151 240 MT20 220/195 TCDL 10.0 DOL 1.15 BC 0.32 Vert(TL) -0.21 job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc. Thu Jul 16 08:06:36 2015 Pagel ID:16CkZ90_S3wVPIMbki?e9Syxt4_ R?X6HYsgegLHanicGdG4JpyDfPMPkhbMbQ90agyxWsl 4-25 8-1-3 12-0-0 15-10.13 19-9-11 24-0-0 26-0-0 - 4-25 Tl 0.13 3-10.13 310.13 3-10.13 4-2 5 2-0-0 5x8 = 4x5 ��y Scale = 1:69.1 SPACING- 2-0-0 CSI. DEFL. in Id Y 5x8 = 4x5 ��y Scale = 1:69.1 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in Id I/defl LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow --20.0) Plate Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.07 W >999 240 MT20 220/195 TCDL 10.0 DOL 1.15 BC 0.32 Vert(TL) -0.21 W >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.21 G n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 167 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD BOT CHORD 2x6 DF No.2 G BOT CHORD WEBS 2x4 DF Stud/Std G *Except* D -J: 2x6 DF No.2 G REACTIONS. (Ib/size) A=955/0-58, G=1085/0-5-8 Max Horz A=2611 (LC 6) Max UpliftA=-76(LC 8), G=-120(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A-13=2184/284, B -C=1994/244, C -D=1514/124, D -E=1514/148, E -F=-1957/118, F -G=2137/117 BOT CHORD A -K=307/1912, J -K=118/1669, W=0/1529, G-1=23/1689 WEBS D -J=94/1567, E -J=357/224, E-1=67/307, CJ=355/218, C -K=71/319 Structural wood sheathing directly applied or 5-2-12 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pt --20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing atjoint(s) A, G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except Qt=1b) G=120. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVE® O9?,0FESS101VV �TN10 tiF�Fyc 'Q2 2 L r° 76428 z m * EXR 12/31/2016 CSI OF CAS July 16,201 & WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFIERANCE PAGE MII.7479 rev. 0211612015 BEFORE USE Design valid for use only with Mffek connectors. This design Is based only upon parameters shown, and is loran IndMdual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing �• shown Is for lateral support of Individual web members any. Additional temporary bracing to Insure stability during construction is the responsibilliy, of the erector. Additional bracing of the overall structure is the the building MiTek' permanent responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIteda, DSB-89 and BCSI Building Component Safety Information avollable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 JOb Truss Truss Type Qty Ply Konyn, Adam Plate Offsets (X.Y)- fD:D-6-5.Edael,FRO-4-O.Edgel,fH:0-6-5.Edgel,11-:0-3-8.0-7-121,fM•0.3-8 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 0.7-121 844941158 1507-029 E03 ATTIC 8 1 7777 Greenback Lane Safety Informatlon availoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 .lob Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 S Jun 23 2015 MiTek Industries, Inc Thu Jul 16 08:06:37 2015 Page 1 I D:16CkZ90_S3wVPl Mbki?e9Syxt4_-vC5UUutSP8T8CxHpgKnJrOVMapYsT8UVp4va67yxWsO 13-1-8 2-0-0l 31.14 1 s10-4 10.10.8 12-0.0 1a-1.12 z 17-z 2a -0-o za•0-o 2-0-0 3-0.1a z -S6 5.0.4 1-1-a5.0-0 z-5-6 3-0-1a 5x8 = 3x6 = F 12(14 - --- ---- 6 Scale = 1:68.8 LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x12 DF No.1 WEBS 2x4 DF N0.18Btr G *Except* C-M,I-L,F-N: 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=1315/0 -3-8,J=1174/0-3-8 Max Horz B=260(LC 7) Max Grav B=1587(LC 17), J=1458(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer allato guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2045/0, C-0=1 896/0, D -E=1055/72, E -F=0/1143, F -G=0/1150, G -H=1051/69, 1-1-1=1892/0, I -J=2042/0 BOT -CHORD B -M=0/1703, L -M=0/1103, K -L=0/1649, J -K=0/1649 WEBS E -N=-2489/2, G -N=2489/2, D -M=0/1226, H -L=0/1230, C -M=-835/48, I -L=861/67 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). D -E, G -H, E -N, G -N; Wall dead load (5.Opsf) on member(s).D-M, H -L 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. L -M 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) "Semkrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for U360 deflection. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION O0�OFESS/04� TN10 yF�FZc �Z 2 LU 76428 z m EXP. 12/31/2y6H �FOF CAUFO� July 16,201 WARNING - V.H& design parametere end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/1&2015 BEFORE USE 31-14 5-10-0 31-14 25-0 18-1-12 123-8 Design valid for use only with MITek connectors. This design a based only upon parameters shown, and is for an Individual building component. 12x14 = 20.7-2 24-0-0 25-0 31-14 Plate Offsets (X.Y)- fD:D-6-5.Edael,FRO-4-O.Edgel,fH:0-6-5.Edgel,11-:0-3-8.0-7-121,fM•0.3-8 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 0.7-121 is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilliy, of the Additional bracing the is the the WOWerector. LOADING (psf) 7777 Greenback Lane Safety Informatlon availoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow --20.0) Plate Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.38 L -M >757 240 MT20 220/195 TCDL 10.0 DOL 1.15 BC 0.94 Vert(TL) -1.00 L -M >285 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.03 J n/a n/a BCDL 10.0 Code IBC2012/TP12007e (Matrix -M) Attic 0.15 L -M 999 360 Weight 201 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x12 DF No.1 WEBS 2x4 DF N0.18Btr G *Except* C-M,I-L,F-N: 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=1315/0 -3-8,J=1174/0-3-8 Max Horz B=260(LC 7) Max Grav B=1587(LC 17), J=1458(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer allato guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2045/0, C-0=1 896/0, D -E=1055/72, E -F=0/1143, F -G=0/1150, G -H=1051/69, 1-1-1=1892/0, I -J=2042/0 BOT -CHORD B -M=0/1703, L -M=0/1103, K -L=0/1649, J -K=0/1649 WEBS E -N=-2489/2, G -N=2489/2, D -M=0/1226, H -L=0/1230, C -M=-835/48, I -L=861/67 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). D -E, G -H, E -N, G -N; Wall dead load (5.Opsf) on member(s).D-M, H -L 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. L -M 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) "Semkrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for U360 deflection. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION O0�OFESS/04� TN10 yF�FZc �Z 2 LU 76428 z m EXP. 12/31/2y6H �FOF CAUFO� July 16,201 WARNING - V.H& design parametere end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/1&2015 BEFORE USE Design valid for use only with MITek connectors. This design a based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilliy, of the Additional bracing the is the the WOWerector. permanent of overall structure responsibility of building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informatlon availoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job r Truss Truss Type Qty Pty Konyn, Adam 12x14 = 20.7-2 25.6 24-0-0 3 Plate Offsets (X,Y)- fD:0-6-5.Edae1 [F:0-4-0.0-2-41, fH:D-6-5 Edael fM:0-3-8 0-7-121 [N:0-3-8.0-7-121 844941159 1507-029 E04 ATTIC 9 1 7777 Greenback Lane Suite 109 Job Reference (optional) ATA I CMA PLUS LUMM=K UU, ANUCKAUN, GA 7.630 s Jun 23 2015 MiTek Industries, Inc. Thu Jul 16 08:06:38 2015 Page 1 ID:16CkZ90_S3wVPIMbki?e9Syxt4_ NOftiEu5ASb?p5s?N21YOE1 WOCu6Cbme2ke7eZyxWs? 13-1.8 i •2:00 14 510 4 10.10.8 12� 18.1-12 20.7.2 24-0-0 28.0.0 2-0.0 3.4-14 2 -SB SO -4 1.1-81-1.8' 50-0 2.5.8 3-0-14 2.0.0 5x8 = 3x6 = 3xR = d Scale = 1:68.8 LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x12 DF No.1 WEBS 2x4 DF No.1&Btr G 'Except* C-N,I-M,F-O: 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=1309/0 -3-8,J=1309/0-3-8 Max Horz B=275(LC 7) Max Grav B=1584(LC 17), J=1584(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation au4de. FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=2031/0, C -D=1882/0, D -E=1048/69, E-17=0/11 137, F -G=0/1137, G -H=1048/69, 1-1-1=1882/0, I -J=2031/0 BOT CHORD B -N=0/1719, M -N=0/1120, L -M=0/1657, J -L=0/1657 WEBS E -O=-2466/0, G -O=-2466/0, D -N=0/1222, H -M=0/1222, C -N=-833/47, I -M=835/49 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and tight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 1-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). D -E, G -H, E -O, G -O; Wall dead load (5.0psf) on member(s).D-N, H -M 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. M -N 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) "Semirigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for U360 deflection. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED" QgQFESS/0N �T N 10 h, ��< 76428 j m rn EXP. 12/31/2016 � ill r9T C10 - OF CAL July 16,201 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 11111-7473 rev. 0211&201S BEFORE USE i 3-0-14 5-10-0 34-14 255 18.1-12 12-3-8 12x14 = 20.7-2 25.6 24-0-0 3 Plate Offsets (X,Y)- fD:0-6-5.Edae1 [F:0-4-0.0-2-41, fH:D-6-5 Edael fM:0-3-8 0-7-121 [N:0-3-8.0-7-121 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stobiriN during construction is the responsibillity, of the erector. Additional bracing the B the MiTek LOADING (psf) 7777 Greenback Lane Suite 109 TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.38 M -N >757 240 MT20 220/195 BCDL 10.0 Lumber DOL 1.15 BC 0.94 Vert(TL) -0.99 M -N >286 180 BCLI 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 J n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Attic -0.15 M -N 899 360 Weight: 207 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x12 DF No.1 WEBS 2x4 DF No.1&Btr G 'Except* C-N,I-M,F-O: 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=1309/0 -3-8,J=1309/0-3-8 Max Horz B=275(LC 7) Max Grav B=1584(LC 17), J=1584(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation au4de. FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=2031/0, C -D=1882/0, D -E=1048/69, E-17=0/11 137, F -G=0/1137, G -H=1048/69, 1-1-1=1882/0, I -J=2031/0 BOT CHORD B -N=0/1719, M -N=0/1120, L -M=0/1657, J -L=0/1657 WEBS E -O=-2466/0, G -O=-2466/0, D -N=0/1222, H -M=0/1222, C -N=-833/47, I -M=835/49 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and tight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 1-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). D -E, G -H, E -O, G -O; Wall dead load (5.0psf) on member(s).D-N, H -M 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. M -N 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) "Semirigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for U360 deflection. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUTTE COUNTY BUILDING DIVISION APPROVED" QgQFESS/0N �T N 10 h, ��< 76428 j m rn EXP. 12/31/2016 � ill r9T C10 - OF CAL July 16,201 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 11111-7473 rev. 0211&201S BEFORE USE Design validfor use only with .11ek connectors. This design h based only upon parametersshown, and is loran Individual bulkling component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stobiriN during construction is the responsibillity, of the erector. Additional bracing the B the MiTek permanent of overall structure responsibility of the building designer. For general guidance regarding fobdcotion, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty PlyKonyn, Adam Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsbillity, of the I erector. Additional bracing the is the the MiTek permanent of overall structure responsibility of building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. R44941160 1507-029 E05 COMMON STRUCTURAL GA 1 1 Job Reference (optional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 3 Jun 23 2015 MiTek Industries, Inc. Thu Jul 16 08:06:40 2015 Page 1 ID:16CkZ90 S3wVPIMbki?e9Syxt4--Jmnd7wvLi3d3P00ViKOTf72pOjcgUExV27EiRyxWrz -2.0.0 , 6-0b 12-0-0 17-11-10 24-0-0 26-0-0 2-0-0511-10 511-10 6-0-0 2-0-0 3x4 II 5x6 = 3x5 II 6x6 = _._ 6x6 = " bxd = i d Scale = 1:74.8 3x4 11 3x5 11 8-04 15.11-12 17-10-0 24-0-0 8-04 7-11-0 1-10.4 6-2-0 Plate Offsets (X,Y)- [D:0-1-12,0-1-8], [F:0-0-0,0-0-4], [F:0-11-13,0-1-14], [H:0-2-4,0-1-0], [I:0-2-4,0-1-0], [J:0-2-4,0-1-0], [L:0-3-0,0-1-8], [N:0-1-1,0-1-8], [0:0-2-4,0-1-0], [P:0-3-15 ,0-1-12], [U:0-24,0-1-0], [Y:0-24,0.1-0], [AB:0-2-4,0-1-0], [AD:0-2-6,0-0-8], [AF:0-24,0-1-0], [AH:0-24,0-1-0], [AJ:0-24,0-1-0], [AN:0-2-4,0-1-0], [AR:0-24 ,0-1-01, [AU:0-24,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.02 N >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.30 Vert(TL) -0.04 N >999 180 TCLL 10.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 F n/a n/a BCDL 10.0 BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix -M) Weight 325 Ib FT = 20/o e LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD BOT CHORD 2x12 DF No.1 BOT CHORD WEBS 2x4 DF Stud/Std G WEBS OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 6-5-8 except (jt=length) B=0-5-8, K=0-3-8. (lb) - Max Horz B=279(LC 29) Max Uplift All uplift 100 Ib or less at joints) I except B=-1183(LC 30), H=165(LC 33), J=1644(LC 48), F=890(LC 33), K=745(LC 33) Max Grav All reactions 250 Ib or less atjoint(s) I except B=1643(LC 47), H=250(LC 28), J=492(LC 33), F=1096(LC 48), K=2225(LC 48) Structural wood sheathing directly applied or 5-3-14 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt D -L FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2188/1728, C -D=-1496/1109, D -E=-848/707, E -F=-1546/1322 BOT CHORD B-AZ=1436/1881, WAZ=1299/1757, M -N=1227/1526, M-BA=1227/1526, L -BA= -1227/1526, K -L=1082/1335, J -K=1082/1335, I -J=1082/1335, H -I=-1082/1335, F -H=-1082/1335 WEBS D -L=468/311, E -L=-330/259, D -N=165/632, C -N=332/256 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (14) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct-- 1 4) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times Flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 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 1-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) I except Qt=1b) B=1183, H=165, J=1644, F=890, K=745. 11) This truss has been designed for a total drag load of 2600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 6-5-8 for 402.6 plf. 12) "Semi rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION APPROVED" Q�QFESS/pN �()S oro y��< CO CD �Z Lu CJ 76428 z m * � EXp / 112016 m * � C July 16,201 A WARNING - verly, design paramerere and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11-7473 rev. 0211&2015 BEFORE USE Design valid for use only with MITek connectors. This design Is bosed only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �• Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsbillity, of the I erector. Additional bracing the is the the MiTek permanent of overall structure responsibility of building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback lane Suite 109 Job Truss Truss Type Qty Ply Konyn, Adam Design valid for use only with Mlek connectors. This design b based only upon parameters shown, and is for on Individual building component. Applicability of design parameters and proper incorporation of component Is responsibirity, of building designer- not truss designer. Bracing shown �• is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the - - erector. Additional bracing of the overall structure Is the the building R44941160 1507-029 E05 COMMON STRUCTURAL GA 1 1 Suite 109 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.630 s Jun 23 2015 MiTek Industries, Inc. Thu Jul 16 08:06:4120115 Page 2 NOTES- (14) I D:16CkZ90_S3wVPIMbki9e9Syxt4_-nzK9KFwzTNzagYba3ArFOsfDZQ3rPxU5kitnEuyxVJry 13) This truss has large uplift reaction(s) from gravity load case(s). Proper Connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w 'n BUTTE COUNTY BUILDING DIVISION AP ROVE® t A WARNING - Von& design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. Design valid for use only with Mlek connectors. This design b based only upon parameters shown, and is for on Individual building component. Applicability of design parameters and proper incorporation of component Is responsibirity, of building designer- not truss designer. Bracing shown �• is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the - - erector. Additional bracing of the overall structure Is the the building MiT®k' permanent responsibility of designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and 8CSI BuBding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Symbols i Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 9 3/a Center plate on joint unless x, y offsets are indicated. ; 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) ERI to Follow Could Cause Property Q age or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. r 1 2 3 (,'� �ional stability bracing for truss system, e.g. E nal or X-bracing, is always required. See BCSI. Egi, TOP CHORDS ( "1/16 cr-z cza Q T1�gs bracing must be designed by an engineer. For or0 �'n a truss spacing, individual lateral braces themselves 4 WEB$ Cz, r . o require bracing, or alternative Tor I T O p � bracing should be considered. U U 3 ��1 3 pp Of 0 3. Never exceed the design loading shown and never 0- a U stack materials on inadequately braced trusses. 00 CL 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c» cs z cs s designer, erection supervisor, property owner and plates 0- 'Ag' from outside BOTTOM CHORDS all other interested parties. edge of truss. 1[. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. i7. THE LEFT. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ' Plate location details available In Mrrek 20/20 NUMBERS/LETTERS. software or upon request. 1 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR 1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION i Indicated by symbol shown and/or 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. by text in the bracing section of the 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. f 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING . or less, if no ceiling is installed, unless otherwise noted. Indicates location where1 bearings (supports) occur. Icons vary but © 2012 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 an engineer. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings OCCur.�— Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. Iis � not sufficient. BCSI: BuildingComponent SafetyInformation, MiTe k 20. Design assumes manufacture in accordance with Guideto Good Practice foHandling, '' ANSI/TPI 1 Quality Criteria. Installing 8, Bracing of Metal Plate Connected Woodffrusses. F MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015 k RECEIVED NOV 13 2015 TRS AND ASSOCIATES jo � Summit Structural Design 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com October 16, 2015 RE: Konyn Residence, Hanlon Road, Durham, CA To Whom It May Concern: I have reviewed the truss calculations by Systems Plus dated 10-14-16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 10-13-15. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. EDYe\ C 7 88 EXP. Il BUTTE COUNTY NOV 102015 DEVELOPMENT SERVICES BUTTE COUNTY BUILDING DIVISION APPROVED t� �® ASSOCIATES Job Number: 072315-Konyn BUTTE COUNTY . . Date: SEP 14 2015 7/23/2015 DEVELOPMENT SERVICES, The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. O This program developed by EnergySoft, LLC — www.energysoft.com. EnergyPro 6.6 by EnergySoft User Number 5733 ID: 072315 -Kon n L BUILDING ENERGY ANALYSIS REPORT DECEIVED SEP 16 213 TRB AND ASSOCIATES PROJECT: Konyn Residence 1527 Arbutus Ave Chico, CA ' - PERMIT # BUTTE COUNTY bn/E.!_O"nn R!Y SERVICES REVIEVVED OR Project Designer: CODE cbN4PUANCE RS Drafting DATEBY 790 EI Monte Ave Chico, CA 95928 (530) 864-7734 Report Prepared by: Max Ramirez Golden Sun Designs 22189 Samson Ave Corning, CA 96021 (530) 321-7242 FOR CODE COMPLIANCE '10V 17 2015 TPS A �® ASSOCIATES Job Number: 072315-Konyn BUTTE COUNTY . . Date: SEP 14 2015 7/23/2015 DEVELOPMENT SERVICES, The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. O This program developed by EnergySoft, LLC — www.energysoft.com. EnergyPro 6.6 by EnergySoft User Number 5733 ID: 072315 -Kon n L TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R -PRF -01-E Certificate of Compliance Form RMS -1 Residential Measures Summary Form MF -1 R Mandatory Measures Summary BUTTE COUNTY BUILDING DIVISION APPROVED EnergyPro 6.6 by EnergySoft Job Number: ID: 072315-Konyn User Number: 5733 1 2 3 11 12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 11:09, Thu, Jul 23, 2015 Calculation Description: Title 24 Analysis Input File Name: 072315-Konyn.xml CFI R -PRF -01 Page 1 of 8 P GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Residential Building g� 05 02 Calculation Description Title 24 Analysis th.e supervision of a CEC-approved HERS provider. Energy Use (kTDV/ft2-yr) 03 Project Location 1527 Arbutus Ave !.. Percent Improvement 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 90 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2388 15 Number of Zones 1 16 Slab Area (ft2) 2388 17 Number of Stories 1 18 Addition Cond. Floor erga N/A 19 Natural Gas Available No 20 Addition Slab Arealft2) N/A 21 Glazing Percentage (%) 13.3% COMPLIANCE RESULTS'`"� ENERGY USE SUMMARY 01 Building Complies withCompute Performance g� 05 02 s This building incorpo.r#a.te"seF'etures.'�qazuire_..,.f.:e1C- ..Yestnia4n/o.,, rvfe_—c. tiony aer�teftl.sE' f: teundet` .5 th.e supervision of a CEC-approved HERS provider. Energy Use (kTDV/ft2-yr) Standard Design Proposed Design !.. Percent Improvement ..... ` :i 53.66 BUTTE GGIJNTY BUILDING � WI't'ON' AP P h 1*'.j Registration Number: 215-N0203503A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2015-07-23 11:23:42 Report Version - CF111-07082015-744 HERS Provider: CaICERTS inc. Report Generated at: 2015-07-23 11:10:22 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 53.66 46.53 7.13 13.3% Space Cooling 35.72 40.10 4.38 -12.3% IAQ Ventilation 1.20 1.20 0.00 0.0% Water Heating 31.20 32.80 -1.60 -5.1% Photovoltaic Offset -- 0.00 0.00 -- Compliance Energy Total 121.78 120.63 1.15 0.9% BUTTE GGIJNTY BUILDING � WI't'ON' AP P h 1*'.j Registration Number: 215-N0203503A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2015-07-23 11:23:42 Report Version - CF111-07082015-744 HERS Provider: CaICERTS inc. Report Generated at: 2015-07-23 11:10:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD. - CF1R-PRF-01 Project Name: Residential Building - Calculation'Date/Time: 11+09; Thu, Jul 23, 2015 Page 2 of 8 p y - Input File Name: 072315 Konyn.xml. " Calculation Description: Title 24 Anal sis w REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis_ NO SPECIAL FEATURES REQUIRED, HERS FEATURE SUMMARYThe 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: 4 _ • -IAQ mechanical ventilation Cooling System Verifications: - Minimum Airflow } Verified EER Verified SEER r r , . , • , - a Refrigerant Charge T r �, ri . •. Fan Efficacy Watts/CFM HVAC Distribution System Verificationst; `� s z • _ ' Duct Sealing t Z'. Domestic Hot W y ' . Water System Verifications:- •, a None r z .. ENERGY DESIGN RATING .. •: This is the sum of the annual TDV energy consumption fo energy use componen included i the performance.compliance app ,ach fo h Standard Design Building (Energy Budget) and the annual :. TDV energy consumption for lighting and mponents- of regulated�b Ttle 24 P rt 6 (such as -domestic appliances nd consumer electrorncs)-a accounting for the annual TDV energy offset by'an on-site renewable energy system.° Reference Energy Use ,' "Energy Desi- Ratmg t ` Margin Percent Improvement Total Energy (kTDV/f2-yr)" 176.10II�,x'17495flqpett 1.15 0.7% i * includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING= FEATURES INFORMATION _ w _ • 01'. 07 03 t,- 04 r , .. 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 Residential Building . 2388 1 4 - 1 .... 0 1 .. ZONE.INFORMATIO In.nivISION - - 01 -03 04 05 06 07 - Zone Name. •. Zone Type - ` - HVAC System Name •- Mr Zone Floor Area. L '(ft) —Avg. Ceiling ' Height - Water Heating System 1 Water Heating System 2 Zone 1 - Residence. Conditioned ..- HVAC SystemY : - .^- ,= 2388 _' 11 :_ DHW Sys:1 Registration Number.215-N0203503A-000000000-0000 •.-'Registration Date/Time: 2015-07-23 11:23:42 y •' z `-,ersHERS ProvidCalCERTS inc'= a - Y CA Building Energy Efficiency Standards - 2013 Residential Compliance 7 Report Version = CF111-07082015-744 ` _ • Report Generated at: 2015-07-23 11:10:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 11:09, Thu, Jul 23, 2015 Calculation Description: Title 24 Analysis Input File Name: 072315-Konyn.xml CF1R-PRF-01 Page 3 of 8 OPAQUE SURFACES 01 02 03 MEW 05 01 03 ,03 ; 04 a-' ., 06 %,Up 06 07 08 .:. _ Name Construction 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Front Wall Zone 1 - Residence R-19 Wall 90 Front 414 25.5 90 Left Wall Zone 1 - Residence R-19 Wall 180 Left 621 136.3 90 Rear Wall Zone 1 - Residence R-19 Wall 270 Back 396 45 90 Right Wall Zone 1 - Residence R-19 Wall 0 Right 405 130 90 Interior Surface Common t Zone 1 - Residence»_Garage_ R-19 Wall1 310.5 Roof Zone 1 - Residence R-38 Roof Attic 2388 Front Wall 2 Garage_ R-0 Wall 90 Front 321 192 90 Rear Wall 2 Garage_ R-0 Wall 270 Back 258 90 Right Wall 2Garage_ —.�. R-0 Wall 0 Right 216 90 Roof 2 Garage_.,. R-0 Roof Attic 840 is Affim &so wommWaftdilim fly. ATTIC 3' 01 02 03 MEW 05 01 03 ,03 ; 04 a-' ., 06 %,Up 06 07 08 .:. _ Name Construction Tyupe s RoofiRse Roo Regqectan e` Roof Emittance Radiant Barrier Cool Roof Attic Garage Attic Garage Roof Cons Ventilated 10 0.1 0.85 No No Attic Zone 1 - Residence Attic RoofZone 1 - Residence Ventilated 10 0.1 0.85 No No WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft) U -factor SHGC Exterior Shading Window Window Front Wall (Front -90) -- -- 1 25.5 0.30 0.23 Insect Screen (default) Window 2 Window Left Wall (Left -180) -- -- 1 136.3 0.30 0.23 Insect Screen (default) Window 3 Window Rear Wall (Back -270) -- — 1 45.0 0.30 0.23 Insect Screen (default) Window 4 Win o Right Wall (Right -0) % -- -- 1 110.0 0.30 0.23 Insect Screen (default) Registration Number: 215-No203503A-000000000-0000 Registration Date/Time: 2015-07-23 11:23:42 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-07082015-744 Report Generated at: 2015-07-23 11:10:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Daterrime: 11:09, Thu, Jul 23, 2015 Calculation Description: Title 24 Analysis Input File Name: 072315-Konyn.xml CFI R -PRF -01 Page 4 of 8 - DOORS 01 02 03 01 02 03 04 Name Side of Building Area (ft2) U -factor Door Right Wall 20.0 0.50 Door 2 Front Wall 2 192.0 0.14 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 Zone 1 - Residence 2388 204 None 0.8 No • Inside Finish: Gypsum Board _Garage_ 840 85.2 None 0 No • Cavity/ Frame: no insul. / 2x4 • Exterior Finish: Wood R-0 Wall Exterior Walls.; Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking Ceilings (below` . Inside Finish: Gypsum Board R-0 Roof Attic �attic)J Wooer d_F� ramed Ceiling 2x4 @ 24 in. O.C. none 0.481 Cavity/Frame: no insul. /2x4 Cavity/ Frame: no insul. /2x4 Top Chrd Attic Garage Roof Cons Attic Roofs Framaed Ceil�rag� 2x4 Tor,- ordLof,RoofzTruss1@124 11 ff none, 0:.644 Roof Deck: Wood Siding/sheathing/decking •Roofing: Light Roof (Asphalt Shingle) ►nO.G 1 Frame: insul. / 2x4 Top Chrd � 2> 4 T o`rd R o'of T ss @ 24 Cavity/ no Roof Deck. Wood Siding/sheathing/decking Attic RoofZone 1 -Residence Attie Roofs Wood Frame Ceiliri- dd '[C in..0 C. on'i '"" Os644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity/Frame: R -19/2x6 • Exterior Finish: Wood R-19 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.069 Siding/sheathing/decking • Inside Finish: Gypsum Board Ceilings (below • Cavity/Frame: R-9.1 /2x4 R-38 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 • Over Floor Joists: R-28.9 insul. • Inside Finish: Gypsum Board R-19 Wall, BU `t1/V • Cavity/Frame: R -19/2x6 N a s Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.067 • Other Side Finish: Gypsum Board UUM-Ultmu UIVIOIVIV SLAB FLOORS APPROVED 01 02 03 04 05 06 07 Name Zone Area (ft) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab Zone 1 - Residence 2388 204 None 0.8 No Slab 2 _Garage_ 840 85.2 None 0 No Registration Number: 215-N0203503A-000000000-0000 Registration Date/Time: 2015-07-23 11:23:42 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 HERS Provider: CaICERTS inc. Report Generated at: 2015-07-23 11:10:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 11:09, Thu, Jul 23, 2015 Calculation Description: Title 24 Analysis Input File Name: 072315-Konyn.xml CF1 R -PRF -01 Page 5 of 8 BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage ACH @ 50 Pa Not Required Not Required Not Required — WATER HEATING SYSTEMS 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 02A 03 04 05 06 07 08 Name } Pipe Insulation a Parallel Piping Compact Distribution Point -of Use Recirculation Control Tank Exterior DHW Sys 1 - 1/1 — — — Tank Volume Energy Factor or — Insulation Standby Loss Name Heater ElementJype Tank Type (gal) Efficiency Input Rating R -value (Fraction) DHW Heater 1 �' Propane ' $ma1l.Storage 50 0.575 40000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATIONI . rMir _ 01 ' 02 03" X04 "� 5 06 07 Name } Pipe Insulation a Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 — — — — — — SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC Systeml Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES 01 02 03 Type Efficiency CntrlFurnace - Fuel -fired central furnace 90 AFUE Registration Number: 215-N0203503A-000000000-0000 Registration Date/Time: 2015-07-23 11:23:42 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-23 11:10:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 11:09, Thu, Jul 23, 2015 Calculation Description: Title 24 Analysis Input File Name: 072315-Konyn.xml CFI R -PRF -01 Page 6 of 8 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Cooling Component 1 SplitAirCond 12 16 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge. Cooling Component 1 -hers -cool Required 350 Required Required Required Tt HVAC - DISTRIBUTION SYSTEMS il 01 02 03 04 05 06 07 Name �.• Type ° . puaLeakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 �:�+"' buctsAttic� !.� Sealed, and tested' i 6 Not Required Attic None Air Distribution System 1 -hers dist HVAC DISTRIBUTION -HERS VERIFICATION A :$f .. j , '... F .4 '..... ..... ... maws.. .. s+ms.'x •-.airn 01 V 02 ' 04, 9LI V 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Verified Duct Location 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 - HE S.VC T O I I i o 02 03 Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) AlW%0^1 997-94 HVA -an i5heThW V C: LJ Required 0.58 Registration Number: 215-N0203503A-000000000-0000 Registration Date/Time: 2015-07-23 11:23:42 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 i I HERS Provider: CaICERTS inc. Report Generated at: 2015-07-23 11:10:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD .Project Name: Residential Building , Calculation Date/Time:-11:09, Thu, Jul 23, 2015 Calculation Description: Title 24 Analysis Input File Name: 072315-Konyn.xml CF1 R -PRF -01 Page 7 of 8 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit --"IAQ CFM 2, IAQ Watts/CFM'- IAQ Fan Type -- IAQ Recovery Effectiveness(%) _ : , HERS Verification - SFam IAQVentRpt 61.38 0,25. Default 0 Required CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Daterrime: 11:09, Thu, Jul 23, 2015 Calculation Description: Title 24 Analysis Input File Name: 072315-Konyn.xml CF1 R -PRF -01 Page 8 of 8 . - DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Max Ramirez C%axmlrez Company: Signature Date: Golden Sun Designs 2015-07-23 11:23:42 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 (530) 321-7242 RESPONSIBLE PERSON'S DECLARATION STATEMENT AL I certify the following under penalty of perjury, under the laws of the State of California: a:, «. 1. I am eligible under Division 3 of the Busin6 and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. ft44-A 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 orsystem design features id ne ifiedwon'thisICertificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plan and�specifications..ssubmitted�tto;,the enforceme%ge�ncy�fo® approveal with this buiWing permit application. Responsible Designer Name: Lesponsible :x RDesigner Signatuf c.,A, Max Ramirez - C%�axmirez Company: P Golden Sun Designs D t ;Signed . 2015-07-23 11.2 . Address: License: 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 (530) 321-7242 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. BUTTE COUNTY BUILDING DIVISION APPRtjE® Registration Number: 215-N0203503A-000000000-0000 Registration Date/Time: 2015-07-23 11:23:42 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-23 11:10:22 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Konyn Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 7/23/2015 Project Address 1527 Arbutus Ave Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 2,388 Addition n/a # of Units 1 INSULATION Construction Type Area Cavi(ft) Special Features Status Wall Wood Framed R 19 1,810 New Door Opaque Door no insulation 20 New Roof Wood Framed Attic R38 2,388 New Slab Unheated Slab -on -Grade - no insulation 2,388 Perim = 204' New FENESTRATION Orientation Area(ft2) Total Area: 317 Glazing Percentage: 13.3 % New/Altered Average U -Factor: U -Fac SHGC Overhang Sidefins Exterior Shades 0.30 Status Front (E) 25.5 0.300 0.23 none none Bug Screen New Left (S) 136.3 0.300 0.23 none none Bug Screen New Rear (W) 45.0 0.300 0.23 none none Bug Screen New Right (N) 110.0 0.300 0.23 none none Bug Screen New m- : T -E CzOUNI �J)._P .; NG DMS a, HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 90% AFUE Split Air Conditioner 16.0 SEER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R -Value Status HVAC System Ducted Ducted Attic 6.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Storage Gas 50 0.58 Standard New EnerqyPro 6.6 by EnerqySoft User Number: 5733 RunCode: 2015-07-23711:11:51 ID: 072315 -Kon n Pae 11 of 15 )N 2013 tow -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. Exceptions may apply. Review the respective code section for more information. Building Envelope Measures: § 110.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of § 10-111 (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110.8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the installation of a cool roof is specified on the CF1R. § 110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CF1R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § 150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §I50.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. §150.0(c)- Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § 150.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. § 150.0(g)l: In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air -permeable insulation. § 150.0(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of § 150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8 150.0 § (q)' Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted averse U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150.0(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)1B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. § 150.0(e)IC: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110.0-§110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §I 10.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: antes without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150.0(h)1: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. §150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). §150.00)lA: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall e x e n 90ILDI with insulation havingan installed thermal resistance ofR-12 or eater. G DIVIS § 150.00)1B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, ha M Q� OV insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of th For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. § 150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 tow -Rise Residential Mandatory Measures Summary §150.00)2C: Pipe for cooling system lines shall be insulated as specified in §150.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. § 150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § 150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I § I50.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the §150.0(n)l: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5. § 150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)l: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints § 150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § I50.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § 150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not §150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § 150.0(m)1 l: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow > 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy15 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of >: 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of < 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor i qfY §150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissiblerrlepsra�IprgkI��� Whole BuildingVentilation. rr��ll�� UU ��{�VVll�a §150.0(o)1A: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, i/'GC A 5 ti RO\ Reference Residential Appendix RA3. V Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2-i131ow-Rise Residential Mandatory Measures Summary § 110.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § 110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro- grammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § 150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. §150.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. §150.0(k)1B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with §150.0(k)1C: §130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k)1D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k)IE: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k)1F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). § 150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § 150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer § 150.0(k)2G: according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it § 150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. § 150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § 150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. § 150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. § 150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § I50.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing §150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § 150.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § 150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: N, A ) 2013 Low -Rise Residential Mandatory Measures Summary BUTTE COUNTY BUILDING DIVISION APPROVED a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an FMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § 150.0(k)9B: following requirements: i. Shall comply with §I50.0(k)9A; or ii. Shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. § 150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § I50.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in § 110.9, § 130.0, § 13 0.2, § 130.4, § 140.7 and § 141.0. § 150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in § 110.9, §130.0, § 130.2, § 130.4, § 140.7 and § 141.0. § 150.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to §130.0(c). § 150.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in § 110.9, § 130.0, 130. 1, 130.4, 140.6, and 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § 150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: § 150.0(k)12B: i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a)1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of §110.10 through 110.10(e). §1 10.10(a)2: Low-rise multi -family buildings shall comply with the requirements of § 110.10(b) through §1 10.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §1 10.10(b)l: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. § 110.10(e)l: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric". BUTTE COUNTY BUILDING DIVISION APPROVED RECEIVED SEP 16 2015 TRB AND ASSOCIATES -�-� Summit Structural Design 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com July 22, 2015 RE: Konyn Residence, Hanlon Road, Durham, CA To Whom It May Concern: I have reviewed the truss calculations by Systems Plus dated 7-16-15 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 7-16-15. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. FOR COD�'WE® COMPLIANCE 'PNOV 17 2015 is C m � TRIS ASID qss EXP. L* ASSOCIATES ��\CNII BUTTE COUNTY BUILDING DIVISION APPROVED BUTTE COUNTY SEP 14 2015 DEVELOPMENT SERVICES RESPONSE TO PLAN CHECK Proiect:.K-onyp Residence Ha.nlon Rod Durham', CA TRB+.Plroject Nurnber-645105.4.132,1r RECEIVED 3101,5 Ai,vD.4SG0CA,.,, 'Structural PlanCheckComments-, 1)See attached revised tributary analysis for wind and seismic forces in the numbered gridline direction. AIS07see revised plan.s.and, added',roof detail 8/SD2, cut above added interior garage shear wall. Please coritaftme at (530),592-4407 ext. 102 with,wy additional questions.. Ry[and'Burdette. FIF-vi:7�1UED QROFESSI, FOR CODE COMPLIANCE EDY,&Z C 88 M Nov, 17 2015 1=vp. TRS AND ASSOCIATES !�Opkjl�j BUTTE COUNTY N 0 V 10'2 015 DEVELOPMENT SERVICES PERMIT # 3 UNDEVELOPMENT SERVICES R1,5-dXl BUTTE COUNTY REVIEWED FOR CODE COMPLIANCBY TME DATE It f - 14, n�, —S .r h PROJECT:.- �.��' �• • PAGE ,: MMIT $TRUCTURAILr DESIGN ENGINEER,.,. www.summitchiao.com DATE: DESIGN .OF L Fn:`L I.�`��� ;, ��n�,�(�►S;,tib,�J. , (�r�V� r`1�P P, Imo:'° � s.,. s. a f i 1 i ; i a e . r ., .... i i I f y , At 1 I .::.....:, a.... ' E _ ( E t I ! , e ; �. € yy s h ..._ � .... _ , . . ; , 1 I _ C , t' ,.. L. ..... .:. '.1:. 1. .. .R .. l ' 1 , e f ti , f ! f e I 1. ti ..— .. .... :w . L .__ j ... a .. I ,.._i.. .. t i r 1 1 i^w 1 i a r'%t I J� t i oil t t� L Summit Structural Design Project; K:o.n.yn Residence Engineer; R'KB. 'Design of ; Seismic Mass and .Seis:mi:c Load Development Area (ft) Weight (Ibs) Roof 4420 88470 Roof Snow (20%) 0 0 Height (.ft) Length (ft), Weight (Ibs) Walls(ext) 9 275 22275 Walls(int) .9 175 4725 Total 115470 :Roof Area (ftZj° Floor Area (ft) 'U,Itimate . Working Stress 4420 0 9498 6784 Roof Trib Line Shear (.Ibs.)' Shear (Ibs) Wall Line Area (ftZ) Working Stress rho Total 1 500 767 1.00 767-- 2 13.51 2074 1.00 2074 `3 1907 2927 1:00 2927 4 252 387 1.00 387 5 .410 629 1:00 629 I Summit `Structural Design Project: Konyn"Residence Engineee: RKB. esi;gn of : Wind Loads A. B c D _ End,2o.ne End'Zone Int. Zone Int. Zone Line Min, Net Wall Line Wall_Area 'Roof Area Wall, Area Roof Area Shear. (Ibs) Shear (lbs Control I 30 .72 1244. 634 1244. 2, 32` 41 135 46 3022 2021 3022 3 1:68 171 3563 2434 3563 4 '28 63 889 571 889 5 40 124. 7 18 2201. 1133, 2201 5 . SuMmit. Structural Design Project: Konyn R:esi.dence Engineer: RKB Design of",. -..Lateral Force Summary Wind Seismic Wall,Line. Shear (lbs) Shear (lbs) control 1 1244 767 Wind 2 3022 2074 Wind 3 3563 2927 Wind 4 889 387 Wind 5 2201. 62.9 Wind s Summit Structl `Design ura Project:,Konyn 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) (pif) (in). (ft) (ft) Factor (Ib/ft) (ft) (ft -ib) (ft -Ib) (lb) 1-w 1244 •50.00 124 6" 10:00 10.00 1.00 150 12 14929 7500 1043 1 -eq 767 .10.00 77 6" 10.00 '10.00 1.00 350 12 9210 •7500 471 2-w 3022 :10:00 302 4'` 5.00 5.00 1.00 350 9 13600 4375 2195. 2=eq 2074 10,90, 207 6" 5.00 5:00 1.00 350 9 9332 4375 1341 .3-w 3563 .14.50. 246 6! 100 3.00 1.00 350 .9 6634 '1575 1896 3 -eq 2927 14.50 202' 4•" 3.00 3.00 • 0.67 350 9 5450 '1575 1502 4-w. 889 '8;00 '111 6' 4-.00 4:00 1.00 150:9; 4002 1200 821 4 -'eq 387 8.00 48 6"4.00 4:00. 0.88 150 9 1741 1260 255 S. -Yr 2201 9.00 245, 6" 450 4.50' 1.00 1S0, 9 9906 ,1519 1999. , 5 -eq. 629 9.00 70 6." 4.50 4.50 1.00 150 9 2832 1519 427 Summit. Structural Design Project: Konyn 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 124.4 5.6.0 22.2 40.0 88.9 A 1 -eq 1247 56.0 22.3 40.0 891 A 2-w 3022 70:0 43.2 24.0 1036 A 2=eq 3370 .70:0: 48:1 24:0 115.5 A 3-w 3`563 70..0 50.9 24.0 1222 A - 3; e.q 2927 7.0.0, 41.8 24.0 1004 A A -w, 889 24:0 37.1 10..0 371 A 4 -eq 387' 24.0 16:1 '10'.0 161 A 5-w 2201 24.0 917 6.0 550 A 5 -eq, 629 .24.0 26.2 6.0, 157 A. COMPANY PROJECT & K.O.T.Y. Engineering Stan McDaniel's SFR WoodWorks P.O. Box 4390 1050 Coal Canyon Road saMV,�FfnR Woof) 01' ,« Chico, CA 95927 Oroville, CA 95965 (530) 898-9810 Beam for C3 . Nov. 7, 2015 17:07 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit 3412 Bearing: Fv' = tern Start End Start End fb = Loadl Live Full UDL fb/Fb' = 1.01 Live Defl'n 165.0 plf Load3 Dead Full UDL Supports 3644 198.0 plf Self -weight Dead Full UDL Beam 14.4 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 18'-1" 18' Unfactored: Dead Live Factored: 1920 1492 , 1920 1492 Total 3412 Shear 3412 Bearing: Fv' = 170 fv/Fv' = 0.43 Bending(+) fb = 1581 Fb' = Capacity fb/Fb' = 1.01 Live Defl'n 0.37 = Beam 3412 Digitally signed by Jerry 3412 Supports 3644 ' Kotysan, P.E. Jerry 3644 Anal/Des 1.22 DN: cn=Jerry Kotysan, P.E., Beam 1.00 1.00 Support 0.94 o=K.O.T.Y.Engineering, ou=C 0.94 Load comb #2 Kotysan,48539, #2 Length 0.99ernail.jer.ry@kotyengineering.c 0.99 Min req'd 0.99 .�0'U.S m; 0.99 Cb Cb min 1.00 1.00 Date: 2015.1'1.12 12:38:19 • • 1.00 1.00 -08'00' Cb support 1.07 1.07 Fcp sup 625 625 Timber -soft, D.Fir-L (N), SS, 6x12 (5-1 /2"x11-1 /4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 18'-1.0"; Lateral support: top= at supports, bottom= at supports; This section FAILS the design check WARNING: This section violates the following design criteria: Bending and deflection Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 73 Fv' = 170 fv/Fv' = 0.43 Bending(+) fb = 1581 Fb' = 1561 fb/Fb' = 1.01 Live Defl'n 0.37 = L/578 0.60 = L/360 0.62 Total Defl'n 1.09 = L/197 0.90 = L/240 1.22 Beam for C3 1-1 . F_ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 10.1 Page 2 Additional Data:" FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1600 1.00 1.00 1.00 0.976 1.000 ."1•.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - _ 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC.#2 = D+L, V = 3397, V design = 3027 lbs Bending(+): LC #2 = D+L, M = 15286 lbs -ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact.Lr=roof live Lc=concentrated E=earthquake All-LC's are listed in the Analysis.output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: - Deflection: EI = 1044e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 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. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. r i TRB +Associates Date: November 17, 2015 To: Amanda Konyn Email: konynfamily a)gmail.com (via email) Agency: County of Butte TRB+ Project Number: 15.054.132.2 Final Plan Review Page 1 of 1 Cc: Philo Hunt, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner Email: Phunt(aD-buttecounty.net; nspringer(a)_buttecounty.net; ddebrunner(a)_buttecountv.net; idebrunner(a),buttecountv.net (via email) RE: Plan Review for: Konyn Family — New SFR with Attached Garage Project Address: 0 Hanlon Road, Durham APN: 038-070-023 Agency App. No.: B15-2233 TRB+ Project No.: 15.054.132.2 The following documents were received for review: Plans: (2 sets) Sheets dated 02/18/15: 1 — 5 Sheets dated 10/13/15: SN, SD1, SD2, SD3 Structural Calculations: (2 copies) Ryland Burdette, dated 10/16/15 (2 copies) Ryland Burdette, dated 07/22/15 Truss Calcs: (2 copies) M. Hernandez, dated 10/14/15 (2 copies) M. Hernandez, dated 07/16/15 Energy Calcs: (2 copies) M. Ramirez, dated 7/23/15 Other: (1 copy) CalGreen (1 copy) Structural Response, dated 10/16/15 (1 copy) Architectural Response, county received 11/10/15 Plans have been reviewed for compliance with the Building Department requirements contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. There are no further comments. `Sincerely, TRB + ASSOCIATES, INCL. J Dan McLaughlin c tzl + ICC Certified Plans Examiner BUILDING SOLUTIONS for MUNICIPALITIES ss TRB + Associates, Inc. 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 T 925 866.2633 F 925 790.0011 www.TRBp/us.com Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Facsimile Www-buffecounty.net/dds www•buttegeneralplan net ADMINISTRATION * BUILDING * PLANNING bk =237 MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices) listed below must be in place during the rainy season (October 15 through April 15) and may be required at other times based on weather and site conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside each drain inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc: come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. K:\BUILDING1201 1CApproved formskRes Green Bldg. forms\Erosion & Sediment Control Measures.doc b Droln Inlet Lot 1 Lot t I° Lot 3 c r f U Gravel filled bags or wattles Z House with filter fabric over grate i Waddle Waddles all around lot over night m or slit fence (depending on slope) M _ 0000 Imbed slit fence min 6 Inch below w W_ acoo ground surface b 0000 0000 0000 Rock cleanoff area m " 000 0000 i L C7 _ I � I 0000 000 Storm drain Sidewalk o w GrnveC filled bags • � with filter fabric - Street to be clean and free -0 i any materials from the site the of- f . Y na Porta -Potty minimum 50 ft from storm drain A U Poo 11 ^C, W � E U t t6 ) CL H U a) c Y LL U W 0 W U til Z Q y C J m [L t7 !n O U L � U O w O U (n 6 Z d a BUffE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled until completed report submitted APN: 034e- /�Iv v ''_ Building Permit # 4,f -.Z �✓ Q -3 Owner Name: k �r / Owner Phone: Jobsite Address: Jobsite Contact: Company: Project Type: n Construction -IDemolition T y 00 E U N V N m O C C N (n C C O V N Co c N m 2. m m� m EE 0- 01 —m r2 10 N N L o t to c N m F N CO N m N 2 o c o -- m O N no c o = !Fo o c F m O y C m l0 � 0 u ,Q Submit completed form In person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Jobsite Phone: MATERIAL ReuseDisposal Tonna a Tonna Tonna a Tonna e ACTUAL FACILITIES/SERVICE PROVIDERS USED Inert Material (Concrete, asphalt Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) Percent recycled/reused % Attach copies of weight receipts, gate tags, or other verifying information for all materials that were reused, recycled or disposed. Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): Date: Circle which Final Report returned with comments: Final Report approved: (Building Inspector) (Initial) Date: Date: