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HomeMy WebLinkAbout021-200-034PERMIT# rt>1 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com tructural Calculations For: Client: Steve Buttitta, NorCal Green Building Consulting -3136 Project: Vanessen Addition Address: 87 W. Evans Reimer Road, Gridley, CA BUTTE COUNTY DEVELOPMENT SERVICES C©B CIW PLIANRE DATE -7 1 L BY C M EXP. 0& CIVIL OF �P q OF CAl1F01114/11 i61S 313 �, BUTTE 2OUNTY DEC 2 8 2015 DEVELOPMENT S-RVICES Note: Sumrrtit Structural Design (SSD) is not responsible for o. -)-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not rc?sponsibk,� for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing ;by SSD. Workmanship shall be of the. highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and. local building department.standards. Summit Structural Design PROJECT:Vanessen STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CON FORM 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 13E MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECTTHE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: EPDXY/MECHANICAL CONCRETE ANCHORS 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 TYPEOF 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 014 UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS, H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) 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. K) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN RECOMNIIENDATIONS HAVE 13EEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING; UN -MODIFIED PORTIONS OF THE FOUNDATIONS AND UNDERLYING SOILS. Summit Structural Design PROJECT:'Vanessen 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. 0) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIG 1T. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" D.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGRE(ATE 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 3." OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARSAND SMALLER: 1 %" #6 BARS AND LARGER: 2" CONCRETE WITHOUTSOIL OR WEATHER EXPOSURE: '/<" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE 'OR MORE, 80 BAR DIAMETERS U,N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: I. ROOF SHEATHING: '/:" AF'A 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. F ELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.WO. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: '/<" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U;N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTUREF. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DErAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED JN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 230:3.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI 8( FV = 28S PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AVD 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 ANCHIOR BOLTS ANDS" 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 #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L 412 U.N.O. S. CONCEALED BEAMS SHALL BE DF -L #2 Summit Structural Design PROJECTNanessen 6. EXPOSED BEAMS SHALL BE DF -L#1 APPEARANCE GRADE FREE OF HEART CENTERS (4)(6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O: WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION,_ NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST, BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O. USE A MANUFACTURED 1-1%4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 % LVL RIM AT ALL LOCATION'S WHERE LEDGERS.ARE USED (SUCH AS DECK LEDGERS). 6m2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C,) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE; WHICH COULD CAUSE: SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAM114G A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH I6d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... Cl BLOCKING: PROVIDE SOLID 3LOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMINERS 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 (TRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 1.0'-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 1*0 THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING (JAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL U.NO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. l�Summit Structural Design PROJECT:Vanessen 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 RE HOT DIPPED GALVANIZED. B-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES'SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2:303.4. 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 FABRICATII)N. C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 10.PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 38 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, "FOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER .CBC CHAPTER 16, DIVISIONS I, II, III; AND IV U.N.O. B) ROOF LIVE LOAD.: 20 PSF C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C Summit Structural Design Project: Vanessen Engineer RKB Design of : Gravity Lo*ad:3 Roof Slope= 5 to 12 Roof Dead Load Ply 2.0 psf Roofing 3.4 psf Framing 'i:2 psf Gyp 2.2 psf Insul 1.0 psf Misc. '3.5 psf Total (Moped) 17.3 psf Total (ho.eiz) 1!8.0 psf R6.0f Live Load Roof Ove Load 20.0 psf Wall Dead Load Siding ::,).5. psf (exterior) 3/8 Ply. 1.8 psf 2x Framing 2.2 psf Gyp. .2. 2 psf Insul. 1.3 psf Total 16.0 psf Wall Dead Load 2A Framing @ 16" o.c. JA psf (interior) -Gyp. 2 sides 4.4 psf Total 6.0 psf Floor Dead Load Framing @ 16" o.c. 5.5 PO 3/4" ply, 2.25 psf Gyp. 2.2 psf Flooring 2 psf Misc. 3 psf Total V%O psf Floor Live Load Residential 40.0 psf m W, , ��fLf �L t'\ I I Kv.,& .. .. .... ... . ROOF FRAMING Summit Structural Design Project: Variessen Engineer: R:KB Design of : Seismic Mass and Seismic Load Development Roof Roof:Snow (20%) Height (ft) Walls(ext) 8 Walls(int) 8 Area (ft2) Weight (Ibs) 3032 54475 0 0 Length (ft) Weight (Ibs) 222 14208 160 3840 Total72523 Rodf:Area (ftp) Floor. Area (ft2) Ultimate Working Stress 3032 0 5839 4171 Wall Line lioof Trib Area (fe) Line. Shear (lbs) Working Stress rho Shear (lbs) Total 2. 608 836 1.00 836 3 608 836 1.00 836 B 140.6 1934 1.00 1934 C 760 1045 1.00 1045 tjj4/VM u.esign maps summary Kepon -!�-`-U� SGS Design maps SUITImary Report .:User -Specified Input Building Code, Referente; Dotufiierit 201.2 International Building Code (.which utilizes USGS hazard 'data avallabl& in 2008) Site Coordfinates 39.330N, 1.21.69 -OW - Site SOWI Classification Site Class D - "Stiff Soil" Risk Category I/IIYIII S1 = 0..272 g Sm, = 0.505 g SDI 0.336, g For information on how the SS and S1 values above have been calculated from probabilistic -(risk-targeted)' and d0t, (rnih'is.tic ground motions. in the direction of maximurn ,. horizontal responsepleaseretur 0 in to the apilication.and P select the"200. NEHIRV building codle reference document; M y. M.CER. Resp p rise 'Spiwctrum 0.00 0.20 0.40: O.GOO.-SO 1.00, 1.;!0: •I.id 1.60 1.90 2.00 Period, T(sec) Desi.gn Resporise5pectru 0.54 0. 41? 0;30.. M 0.24- 0; 1-2, 0.09- 6.0.0 0:20 0:40. 6.0 0 :0 1.00 1.20 1.4 0 1:60 1.90 2.0.0 Period, T(sec) Although this information is a product of Fre U.S. Geological Survey, we.provide;no warranty, exprp.'ssed or Implied; a..4 to the accoracy.of the data :contained the"rein. This tool is not a -substitute for .technical'.suPi ect-matterknovyledge. h It 0. *q 1--darthqqake.cr.u.sgs.goG/op-si§nmaps/us.!summary.pho'>templa e=rninimal&1aUtu t de=39.33&lonqitude=nl2,l�.698,siiecfss=3&riskcatOa6rv=0&edition=i 4 1� �►ummit Structural Design Project: Vanessen Engineer: RKB Design of: Seismic Load Development (ASCE 7=10) Seismic Design Category D Ss 0:592 .Mapped 0.2 sec spectral response Occupancy 2 51 0.272 Mapped 1 sec spectral response I 1 Site Class D. ,± In.accordance with Ch 20. TL 16 F....n. SMS 0.79 Max Considered EQ Slvll 0.51 Max. Considered EQ SDS 0:523 Design Spectral Response (0.2 Sec) SD1 0.337 Desifin Spectral Response (1.0 Sec) System Framed Light Shear Walls R 6.5 Omega 3 Cd Cs 0.08 12.8-2 Max Cs 0.54 Ct 0.02 x 0.75 Ta 0.10 Cu 1.4 Max T Use T 0.10 Alt Ss 0.592 V= 0.081 *W Height to Roof (hn) _ V= 5.8 k Vert Dist Exp. (k) 4 Ht Limit 6$ Min Cs 0.02 (.01 outside of SJ) 0.1.3 No limit for dr -ft 8 f 1 Level Story Ht. (ft) I hi (ft) I wi (kips) I (wi*hi) (kip -ft) I Cvx J Veg (kips) S VEQ (kips) 11 Diaph. (kips) ROOF 83 l 73. 580- 1.00 5.8 6 8 i ic:z) 1 Dau Summit Structural Design Project: Vanessen Engineer: RKB Design of: MWFIRS-Envelope Procedure (ASCE 7-10, Section 28.6) CHJ) CASE -13 !(USE 6--0- Conditions: 1. Simple Diaphragm 2. Low-rise 3. Enclosed Y' CASE A 0 (E_a) 4. Regular Shaped S. Not Flexible 6. Not Subject to: across wind loading b) vortex shedding -" / V 0 A QD CASE A CASE 8 (USE 0-_Q�) c) instability (gaIlLp/flutter) d) channeling, effect e) buffeting (upwind obstructions) 7. Approx. Symetrical Cross Skfion With Flat, Gable, or Flip Roof :5 8. Exempt from Torsional Load; Cases Indicated in Note 5 of Fig. 28. 4i 1, or the Torsional Load Cases do not Control the Design: (1) story and h:530 ft. or (2) story max and light framed Or ,(2) story max andflex. diaphragm L= 65 Long. Bldg, Dim. (ft) 2aL= 10.2 ft. T= 51 Transv. Bldg. Dim. (ft) 4 2aT= 10.2 ft. V= 110 Basic Wind, Speed (110 or 115 mph) LCF= 0,60 Load Combination Factor 1.21 Adjustment Factor Kzt= 1.00 Topographic Factor Adjustment Factor -for Bldg Height and h= 14 Mean Roof Height (ft) Exposure, N 0= 25 Close!;t Roof Angle Mean Roof Exposure (5-,10',15',20',250,or 300) Ht. (ft) B C MWFRS-Wind Loads (psf), ps=LCF*X*Kzt*ps30 15 1.00 121 1.47 Location Ps' 0=0 ps, 0=25 Min. Net Ovhg. 20 1.00 129 1155 9.6 25----1.00 1-35 1*'61 4.8_6 >_<Z_ 3-0 1.00 140 1J6 C-110 9.2 2. 9.6 35 ---f-.05, 1.45 130 2.9 4-.8- 40 1.09 149 11174 E-110 -16.8 -7.8 44.4 45 1.12 153 1.18 F-110 9.5 =7.3 40.6 -12.3 50 55 6-0 1.16 1.19 ' 1.22 • 156 1.61 159 1.84 1:62 - _1J8 7 I Summit Structural Design Project: Vanessen Engineer: RKB Design of: C+C-Envelope Procedure (ASCE 7-10, Section 30.5) 2 Qz \ U . U -L5 Q '° n GO HIP ROOF ('7'< e <25' HIP R`O.OF (25'< e <27') �3 �2� t0 -(((�45)5. `or Cad 14_- A `, ,a FLAT ROOF and GABLE ROOF (7'< o <15° GABLE ROOF (001 L= 65 Long. Bldg. Dim. (ft) T= 51 Transv. Bldg. Dim. (ft) a (ft) = 5.1 V= 11.0 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1 Topographic Factor h= 14 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1=0°-7°, 2=8°-270, 3=280-450) (;onditions: 1. Mean Roof Heigt-t 5 60 ft. 2. Enclosed 3. Regular Shaped 4. Not Subject to: a) across wind loadi-ig b) vortex shedding c) instability (gallup/futter) d) channeling effect e) buffeting (upwind obstructions) FlatRoof or Gable Roof <_ 45°; Hip Roofs 27° Adjustment Factor for Bldg Height and Exposure, A can Root Ht. __Jfq E posure B C D 15 1.60 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1,40 1.66 35 1.05 1.45 1.70 40 1.09 -1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 _ C+C Wind Loads (psf), Pnet=LCF*A*K,t*Pnet30 Loc. Zone EWA Pnet Ovhg. ftZ + _ _ Loc. EVVA Zone ft�' Pnet + _ 0 10 -6 -14.4 4 0 ' 5.8 -,17.1 1 1.6 -14.1 4 20 ' S. -i 6.4 1 50 11.6 -13.5 4 50 .4.2 -:15.5 1 100 11.6 -13.1 4 101) - 3.4 -14.8 2 10 11.6 -25.2 -29.5 4 500 ' '1.8 -13.1 2 0 6 -23.2 - 5 ) 15.8 - 1 2 0 6 -20.5 -2 5 3 a. -i 9.7 0 .6 -8.5 -2 5D t,2 -7.9 3 10 11.6 -37.2 -49.6 10i) 1;3.4 -16.4 3 20 11.6 -34.8 -44.7 H -50i ) 11.8 -13.1 50 .6 - -38.3 -- 3 1 100 1 11.6-29.2 -33. Summit Structural Design Project: Vanessen Engineer RKB Design of: Wind Loads A 6 C D End Zone End Zone Int. Zone Int. Zone Line Min. Net Wall Line Wall Area Roof Area Wall Area Roof Area Shear (14s) Shear (lb:.;) Control 2 126 1162 1210 1210 3 60 66 1445 1210 '1445 B 196 164 2952 2669 2952 C 36 124 16 32 1276 1248 1276 1'� M Summit Structural Design Project: Vanessen Engineer- RKB Design of Lateral Force Summary Wind Seismic —Wall Line Shear (Ibs) Shear (Ibs) Control 2 1210 836 Wind 3 1445 836 Wind B 2952 1934 Wind c 1276 1045 Wind c 1127 545 Wind t Surnmit Structural Design PrQject. Vanessen Engineer: RKB Design of, Shear Walls Panel Thickness 3/8 I Tul Panel Orientation Nail Type Anchor Bold Diam. Stud Spacing Soec:GraV Of Framing Fnd Sill Plate Grade .AB in 2X Sill AB in 3XISill ,Sill Pla.te/Rim,Anchorage Index # 'Nail I 12d 2 aisd 3 20d 4 30d 5 1/4" SDS 6 A35 7 A34 Short Dimension Across Studs 1,`� 8d 1/2 :t.' 1E. in o.c.. 0.5 DF -L '620 lbs 730 lbs Nail igth (in) Diam. (I 3.25 0.135 3.5 0.148 4 0.177 4.5 0.192 3.5 0.25 Embed (in) Cd Load 1.75 2.00 2.50 3.00 2.00 Shear Wall Fastener # W Plate Fastening SW Edge Nail (in) Load (Ibs) Fastener # Spacing 23.9 61 260 1 7.6 inches V 350 1 5.7 inches 4, Note 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 31 inches. 22, Note 1 1280 3 2.4 Inches. 1. Use 3X framing at adjacent panel edges and stagger nailing 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.) Fastener # Spacing 6 32.1 inches 6 23.9 inches 6 21.9 inches. 6 17.0 inches 6 13.0 inches 6 '11.0 inches. 6 8.-.5, 'inches 6 6.5 inches AB Spacing (ft.) 2X Sill 8x Sill 3-82 .4.49 2;83 3'.34 1.31 1�07 1.01 2.38 NG 1.83 NG 1.54 NG lag NG 10.91 11 IN N Summit Structural Design Project: Vanessen Engineer: RKB Design of-: Shear Wall Framing Wall Line Lateral Load (lbs) Total Resistive Wall Length (ft) Load (plf) Edge Nail (in) Segment Overall Length (ft) Segment Resistive Length (ft) Aspect Ratio Factor Gravity Load (Ib/ft) OT Height (ft) OT Moment (ft -Ib) Righting Moment ft -Ib) Net MID ; (lb) 2,w 1210 6.00 202 6" 6.00 6.00 1.00 250 8 9677 4500 1163 2 -eq 836 6.00 139 6" 6.06 6.00 1.00 250 8 6691 4500 665 3-w 1445 6.00 241 6" 6.00 6.00 1.00 250 8 11559 4500 1477 3•eq 836 6.00 139 6" 6.00 6.00 1.00 250 8 6691 4500 .665 B=w 7.952 13.:50 219 6" 5.50 5.50 1.00 250 8 9622 9781 1337 B -eq 1934 13.50 143 6" 5.50 5.50 1.00 250 8 6304 3781 734 i C -w 1276 5.00 255 6" 5.00 5.00 1.00 150 12 15312 1875 2837 C -eq 1045 5.00 209 6" 5.00 5.00 0.83 150 12 12545 1875 2284 Summit PrOject: Van-essen Engineer: R.KB Design of Lateral Drags Structural Design Lateral Overall Shear per Length'to Drag Wag Wall Load Length Foot be dragged Load Type Line (lbs) (ft) (plf) (ft) (lbs) if applicable 2-w 12.10 30.0 40.3 20.0 806 A. 2 -eq 1359 30.0 45.3 20.0 906 A 3-w '1445 30.0 48.2 20.0 963 A 3 -eq 1359 30.0 453 20.0 906 A B -w 2952 49.0 60.2 18.0 1084 A B -eq 3143 49.0 64.1 18.0 1155 C -w 1276 35.5 35.9 16.0 575 C -eq 1699 85.5 47.9 16.0 766 i% Summit Structural Design Project: Vanessen Engineer: RKB Design of: Foundations Allowable Soil Bearing: 1500 psf Concrete Compressive Strength: 2500 psi Concrete Stem Wall (Non-R(ataining): 6" wide with (1) #4 continuous at top and bottom of wall and #4 at:18" O.C. Label full height. Provide #4 at 18" o.c. vertical developed by hook into footing, U.N..O. Continuous footings: F1 1'70" Sq. Width (in) Thick. (in) Cap (plf) Reinforcing 12 12 1500 (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 of each footing shall be at least 12" below finished grade or as per local requirerrerits. Reinforcing Cap. Label Size Thick. (in) Each Way Kips F1 1'70" Sq. 12 (1) #4 1.5 F1,5 1'-6" Sq. 12 (2) #4 3.375 F2 2'-0" Sq. 12 (3) #4 6 F2.5 2'-6" Sq. 12 (4) #4 9.375 F3 3'-0" Sq. 12 (4) #4 13.5 Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirerrerits. COMPANY PROJECT Summit Structural Design Wood Works I) Nov. 2, 2015 10:05 SOFTWARE FOR WOOD Dff1CN Typlcal,stud Design Check Calculation Sheet WoodWorks Sizer 10:1 Loads: Load, Type Distribution Pat- tern Location (ft) Magnitude Start End Start End Unit LOa,l Dead Axial UDL Factored: (Ecc. =7.009 1 pl' Load2 Roof constr. Axial UDL Axial (Ecc. m 0.00) 40 plf tioad3' Wind C6C Axial UDL Axial Bearing (Ecc. = 0.00"1 40 plf Load4 Wind.C&C Full Area Support Bearin 26.00 (24.0)• psf Self -weight Dead Axial UDL Combined (axia 12 1P luu LEry n oLn rant Lateral Reactions (lbs): 12' I Unfactored: Dead Desi n Value Analysis/Design Wind 3,12 Fv = Roof Live tv/F-v- _. 312 Factored: fb - 891 Fb' a L=>R 187 187 Lumber Stud, D,Fir-L, Stud, 2x8 (1-1/2"x5-1/2") Support: Lumber. Stud Bottom plate, D.Fir-L Stud; Bearing,length = stud thickness Spaced at 24.0 'dc; Total length: 12'; Pinned base; Load face = width(b); Kex lb: 1.0 x 0.0 = 0.0 (fl); Ke x Ld: 1.0 x 12.0 = 12.0 [ft); Lateral support: top = Lb, bottom = Lb; Repotitivo faaor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion .Analsis Value Desi n Value Analysis/Design Shear v = 34 Fv = 288 tv/F-v- _. 0.12 ,Bending (4) fb - 891 Fb' a 1208. £b/Fb' = 0.69 Axial fc = 52 'Fc" - 515 fc/Fc' - 0.10 Axial Bearing fc = 52 Fc' = 1062 fc/Fc` - 0.05 Support Bearin - fcp.- 54 Fcp - 781 fcp/.Fcp = 0.07 Combined (axia .compression + s de load bending) Eq.3.9-3 = 0..76 Dead. Defl'n negligible Live Defl'n 0.35 = L/411 0.40 - L/360 0.87 Total. Defl'n 1 0..35,E L/411 0.60 = L/240 0.58 Additional Data: FACTORS: F/Eipsi)CD CM Ct CL/CP CF CCU Cr Cfrt Ci LCB .FYI 180 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+. 700. 1.60 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 0.485 1.000 - - 1.00 5.00 2 Fc'comb 850 1.60 - - 0.397- - - - _ - 5 E' 1..4 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 4 Fc' 850 1.25 1.00 1.00 - 1.000 - - 1.00 1.00. 2 �Fcp sup 625 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC 114 - .6D+.6W, V - 107, V design 187 lbs 6ending'I-): LC 114 - .0+,6W, M, - 562 lbs -ft Deflection: LC. 04 - .6D+ -.42W (live) LC 04 = .6D+. 42W (total) Axial LC 82. = D+Lr, P - 432 lbs Combined LC 85. = D+.6W; (1 - fc/Fc8) - 0.92 - Support LC 03 - D+.7.5(Lr+.611); R = 448 lbs, Cap = 6445, Lb R 1.50", Cb = 1.25 D=dead L=construction S=snow W=wind 1 -impact Lt=roof .constr. Lc=.concentrated All LC's are listed in the'Analysis output Load combinations: ASCE 7-1.0 / IDC 2012 CALCULATIONS: Deflection: EI 29106 lb=int- "Live" deflection '= Deflection from all cion -dead loads (livec wind, snow...) Total Deflection - .1.50(Dead :Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with ilia ICC International Building Code (IBC 2012), the National Design Specification ;NDS 2012), and NDS Oesign,Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING -.Joists. wall studs, and multiply memters are not rated for fire endurance. COMPANY PROJECT Summit Structural Dosign lftedlWorks® Nov. 2, 201510:08 SOF71VAREFOR 4'000 IM -SIGN, King -Trimmer for 6' Opening Design Check Calculation Sheet woodworks sizer 10.1 Loads: Load Type Distribution Pat -Location tern (ft) Start End Magnitude Start - End Unit Loadl Dead xxia II Bending(+) Ecc. = 0.00") 528 lbs Load2 Roof constr. racial fc - 44 (Ecc. = 0.00") 160 lbs Load3 Wind C&C Axial Fc` = (Ecc. = 0.001 760 .Lbs Load4 Wind C&C Full Area bending) Eq.3.9-3 = 27.00 (4.00)' psf Self-wei ht Dead Axial 43 lbs Tri utary W t t) Lateral Reactions (lbs): f d 0' Unfactored: Dead Wind 594 Roof Live M Wil Lumber n -ply, D.Fir-L, Stud, 2x6, 2 -ply (3"x5-1/2") Support: Non -wood; Bearing length - column width Total length: 11 ; Pinned base; Load face = widlh(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 [fl); Ke x Ld: 1.0 x 11.0 = 11,0 (fl); Lateral support top Lb, botttim = Lb; Repetitive factor: applied whero permitted (refer to online help) Analysis vs. Allowable Stress (psi) and Deflection (in) „sing NDS 2012 : Criterion Analysis Value Design Value Analysis/Desi n Shear fv = 32 Fv' 288 'v/h a a.11 Bending(+) fb = 778 Fb' = 1120 fb/Fb' - 0.69 Axial fc - 44 Fc' = 585 fc/Fc' - 0,08 Axial Bearing fc - 44 Fc` = 1062 fc/Fc• - 0.04 Combined (axis compression + sale load bending) Eq.3.9-3 = 0.74 Dead Dofl'n negligible CRITICAL LOAD COMBINATIONS: Live. Defl'n 0.26 - L/514 0.37 - L/360 Bending(+): LC N4 - .0+.6W, N - 900 lbs -ft 0.70 Total Defl'n 0.26 = L/514 1 0.55 = L/240 0.47 Additional Data: FACTORS: F/E(psl)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LCII fy180 1.60 1.00 1.00- - - 'Fb'+ - 1.00 1.00 4 700 1.60 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 4 F1' 850 1.25 1.00 .1.00 0.550 1.000 - - 1.00 1.00 2 Fc'comb 850 1..60 - - 0.456 - - - - - 5 E' 1.4 billion 1.00 1.60 - - - - 1.00 1..00 4 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 4 Fc' 650 1.25 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC 64 = .6D+.647, V - 356, V design = 356 lbs Bending(+): LC N4 - .0+.6W, N - 900 lbs -ft Deflection.: LC 84 - .6D -.42W (live) LC N4 - .6D+.42W (total) Axial LC 62 - D+Lr, P - 731 lbs Kf = 1.00 Combined LC 95 - D+. 6W; (1 - Fc/FCZ) = 0.94 D=dead L=construction S=snow W -wind I=im3act Lr -roof constr. Lc -concentrated A11. LC's are listed in the Analysis outplt Load combinations: ASCE 7-30 / IBC 2012 CALCULATIONS: Deflection: E1 29eO6 lb-in2/ply "Live" deflection - Deflection from all :non -dead loads (live, wind, snow...I 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 (NCS 2012), and Nos Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS; nailed or bolted built-up columns shall conform to the provisions of NOS Clause 15.3. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 594 1� Summit Structural Design Project: Vanessen Engineer: RKB Design. of: 4x Timber Column Design Values (NDS 3.7) 4X DF-L(N) #1 Fc E d KCE c CD 1400 1600000 3.5 0.3 0.3 1.25 le (f 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Stability Reduction Cp _ 0.64 0.55. 0.46 0.39 0.33 0.29 0.25 0'.21 0.19 0:16 0.14 '0.13 0.12 0.10 0.09 0:09 Fc' (p: x)01 767 649 .`i49 1167 :199 944 298 260 229 203 :t81 162 146 132 1.20 Column Capacity (lbs) 4X4 4X6 4X8 4X10 11041 17350 23660 29969- 9397 14766 20136 .25505 7951 12494 17037 2158() 6729 10574 14418 18261 5718 8985 12252 .155191 4888 7682 10475 13268 4209 6614 9.020 11425 3651 5737 7823 9910 39.90 5012 6835 8658 2806 4409 6013 7616 2484 3904 5324 6743 2213 3477 4742 6007 1982 3115 4248 5380 1785 2805 3824 4844 1615 2537 3460 4382 1467 2305 3144 3982 4X12 36278 30875 26123, 22108 18786 16062 13830 11996 10480 9219 8163 7271 6513 5864 5305 4820 1' T - Summit Structural Design Project: Vanessen Engineer: RKB Design of: 6X Timber Column Design Values (NDS 3.7) 6X6 DF-L(N) #1 Fc E d KCE c CD 1000 1600000 5.5 0.3 03 1.25 le (ft) Stability Reduction Cp Fc' (psi) 6X6 Column Capacity (lbs) 6X8' 6X10 6X12. 5 :0.87 872 26386 35981 45576 55171. 6 0:82 823 24895 33948 43000 52053 7 .0.77 770 23288 31756 40224 48692 8 0.71 ;15 21625 29488 37351 45215 9 0.66 660 19961 27220 34479 41737 10 0.61 606 18344 25014 31685 38355 11 0.56 !;56 16806 22917 29028 3513() 12 0.51 S08 15368 20957 26545 321331 13 0.46 4.64 14043 19150 24256 29363 14 0.42 4.24 12833 17500 22167 26834• 15 0.39 -;88 11737 16005 20273 2454:1. 16 0.36 2;55 10748 14656 18564 22472 .17 0.33 _;26 9857 13442 17027 20611. 18 0.30 299 9058 12352 15645 18939 19 0.28 276 8340 11372 14405 17.437 20 0.25 254 7694 .1049.2 13290 16088 Surnmit Structural Design Project: Vanessen Engineer: RKB Design of: Roof Framing Roof Loads DL= 18 psf LL= 20 psf Roof plywood:. 1/2" APA rated Exterior plywood or OSB. Apply face grain perpendicular to framing, stagger panels and nail with 8d at 6" o.c. edges and 12" o.c. field. Edge nail at gable imcls, drags strap lines, blocking,.and all supported edges.. Trusses: Spacing = 24" o.c. Loads: T.C..Live Load = 20 psf T;C. Dead Load = 10 psf B;C. Dead Load = 8 psf Total Load = 38 psf Typical Headers (U.N.O.) Llse 6X8 DFN2. 1A COMPANY PROJECT Summit Structural Design WoodlWorks' Nov. 2,2015 1013 v Beaml Design Check Calculation Sheet woodworks sizer 10.1 Loads: Load Desiqn Value ' Dead 549 = 59 Roof Live Type Distribution Pat- I Location (ft] Magnitude' unit Total _ fb/Fb' = 0.40 tern Start End Start End 1150 Loadl Dead Fu Area Min re 'd 10.00(19.00)'1' psf Loa d2 Roof constr. I, Area Total Defl'n 1.0.00(19.00 psf Self -weight Dead Full UDL " 4.6 if .r4bUtary Widthi. (ft) Maximum Reactions (lbs) and Bearing Lengths (in) : T.2" Unfactored: Desiqn Value ' Dead 549 = 59 Roof Live 602 549 549 Factored: fb a 587 Total 1150 fb/Fb' = 0.40 Bearing: 0.01 1150 Length 1.00+ E' 1.6 million .1.00 1..00 - - Min re 'd 1.00• 1.00• 'Minimum bearino lenolh saltine used 1" for and c nr,nde 1.00" Lumber -soft, D.Fir-L, No.2, 4x6 (3.1/2"x5.1/2") Supports: All . Timber -soft Beam, D.Fir•L No.2 Total length: 3'-2.0' Lateral support: top= at supports; bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal sis Value Desiqn Value Anal.sis/Design Shear fv = 59 Fv' = 22 fv Fv' - 0.26 .Bending(+) fb a 587 Flo! - 1462 fb/Fb' = 0.40 Dead DoEl'n 0.01 <L/999 1.00 - - j E' 1.6 million .1.00 1..00 - - Live Defl'n 0.01 = <L/999 0.10 - L/360 0.10 Total Defl'n 0.02 - <L/999 0.15 L/240 0.15 Additional Data: FACTORS: F/E(psl)CD CM Ct CL 'CF CCU Cr Cfrt Ci Cn LC 11 Fv'180 1.25 1.00 1.00 - - - - 1.00 1.00 1:00 2 ' Flb gob 1..25 1.00 1.00 1.000 1.300 1.00 1:00 1.00 1.00 - 2 Fco' 625 - 1.00 1..00 - - - - 1.00 1.00 - - j E' 1.6 million .1.00 1..00 - - - - 1.00 1.00 - 2 .CRITICAL LOAD COMBINATIONS: .Shear LC 92 D+Lr, V 1120, V design 751 lbs Bending(+); LC 112= D+Lr, M = 863 lbs -ft Deflection:'LC N2 D+Lr (live) LC 02 a'D+Lr ('total) D=dead i. -live S=snow 1.1=wind I -impact Lr=roof live LC -concentrated E=earthquake All .LC's are listed in the Analysis 'output Load combinations: ASCE 7-10 i` IBC 2012 CALCULATIONS: Deflection: EI a 78o06 lb -int "Live" deflection= Deflection from all non -dead loads (live,, wind, snow.,.) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 4. Woodworks analysis and design'are in accordance with the ICC International Building Code (IBC 2012), the National Design Spectficallon (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. ': I'S COMPANY PROJECT Summit Structural Design Q)WoodlWorks© Nov. 2, 2015 10:17 SOFMAAREFOR W000 DESIGN BOem3 Design Check Calculation Sheet woodworks Sizer 10.1 Loads: Load Type Distribution Pat -1 Location (ft) Magnitude Unit 1077 _ fv Fv' 0:7.0 terril Start End Start End 1.00• Loa 1 0ea Fu_.I Area r 1.00' len Ih sotlin us- 1" f 1.00 - 18.00(19.00)• ns. Load2 Roof constr. Full Area CRITICAL LOAD COMBINATIONS: 0.19 20:00(19.00)' psf telt-weight Dead Full UDL 0.20 L/240 9.5 plf rib utary WL0t (ft) xiinurn Reactions (lbs) and Bearing Lengths (in) : 5'-8" Unfactored: ' Dead '995 Roof Live 995 1077 Factored: 1077 Total'2072 fv Fv' 0:7.0 Bearing: j 2072 Length 1.00• Min re 'd 1.00 1.00' •Minimum hnarin r 1.00' len Ih sotlin us- 1" f g . g g e arena supports Timber -soft, D.Fir-L, No.2, 6x8 (5-11/2'W-114") -1/4") Supports; All -Timber-soft Beam, D.Fir-L No.2 Total length: 5'-8:0' Lateral support: top= at supports, bottom= at supports; Analysis ms. Allowable Stress (psi) and: Deflection (in) usina NDS 2012: 'CriterionAnal siS Value Desi n Value Anal sis/Desi n. Shear fv =Fv' Ci Cn LCH 212 fv Fv' 0:7.0 Bending(i) fb = 710 Fb' 937 fb/Fb' - 0.76 Dead Defl'.n 0.03=-<L/999 1.00 - - i E' 1.3 million '1.00 1..00 - - - - 1.00 Live Defl.'n 0.04 =cL/999 CRITICAL LOAD COMBINATIONS: 0.19 L/360 0.20 Total Defl'n 0.09 = L/766 0.20 L/240 0.31 Additional Data: j FACTORS: F/E(psi)CD, CM Ct CL CF Cfu Cr Cfrt Ci Cn LCH Fv.' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 I t•'S'+ 750 1.25 1.00 i.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 !.Do - - - - 1.00 1.00 - - i E' 1.3 million '1.00 1..00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC 02 - D+LY, V = 2012, V design - 1570 Its i 'Bending(+): LC 02 - D+Lr, M - 2650 Its -ft Deflection: LC 02 - D+Lr (live) LC 92 = D+Lr (total) D=dead. L=live S=snow W=wind I••impact Lr -roof five Lc -concentrated E=earthquake P11 LC's are listed in the Anitlysis output Load combina t ions: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI m 227e06 lb -int "Live" deflection - Deflection from all non -dead loads (live, wind, snow.:.) 4. 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 Speciricnlion f-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 suFported according to the provisions of NDS Clause 4.4.1. WoodlWorks" Type COMPANY Summit Structural Design Nov. 10, 2015 09:03 PROJECT FOR WI Magnitude Unit Beam4 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Lead. Type Distribut:.on Pat- Location [ft) Magnitude Unit 253 107 Factored: tern Start: End Start End 360 Loa d 1 Dead Area .360 Length 15.00 76,70 ' os Load 2 Live lk-uli Full Area 'Minimum beari0o lenoth 40.00.(16.0)• psf Self-wei ht Dead full DDL 0.47 L/240 2.6 if .,,,ta y width lint Maximum Reactions (lbs) and Bearing Lengths (in) : 91-6" unfactored,:. Analysis Value - V Dead 107 v - Live 253 107 Factored: Bending(+) 253 Total 360 1242 Dearing: Dead Defl'n .360 Length .1.00* E' 1.6 million 1.00 1.-00 - - Min read 1.00• 1.00• 'Minimum beari0o lenoth seltina used, 1" far wnd m im to 1.00- Lumber -soft, D.Fir-L, No;2, W (1.1/2" V-1/4") Supports: All • Timber -soft Beam, D.Fir-L No:2 Floor joist spaced at 16.0" c/c; Total length: 9'-6.0'; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where, permitted (refer to online help); Analysis vs. Allowable Stress (psl) and Deflection ((n) usino NDS 2012: Criterion Analysis Value I Desi n value Analsis/Design Shear v - 43 Fv' _: 480 fVW 0.2.4 Bending(+) fb . 768 Fb 1242 fb/Fb' = 0.62 Dead Defl'n 0,:05-- <L/999 - E' 1.6 million 1.00 1.-00 - - - - .1.00 Live Defl'n 6.12 - L/913 0.31 L/360 0.39 Total De'fl'n 0.20 - L/558 0.47 L/240 0.43 Additional Data: FACTORS: F/Elpsi)CD Cm Ct CL CF Cfu Cr CYrI' Ci Cn LCB Fv' 290 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ .900 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 11.00 - - - - 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 2.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC -02 = D+L, V - 357, V design = 308 lbs Bending!+l: LC 02 - D+L, M = 841. lbs -ft Deflection: LC 02 - D+'L (l ive) Lt 112 - D+L (tol:al) D=dead.L=Live S -snow 11 -wind I=impact Lr -roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis outrut Load combinations: ASCE 7-10.,' IBC 2012 CALCULATIONS: i Deflection: EI 76e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow.,.) Total Deflection - 1.50(Dead load Deflection) + Live Load Deflection. i Design Notes: 1. Wood Works analysis and design are in accordance *Kith the ICG 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 to laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists, wall studs; and multi -ply members are not rated for fire endurance. COMPANY PROJECT Summit Structural. Design coodlWorks° Nov: 10, 201509:17 1 S0E7IYARE FOR WOOD DESIGN Beams Design Check Calculation Sheet Woodworks Sizer 10:1 Loads: Goad Type Distribution Pat- Location (ft) Magnitude Unit ry Fv' 180 1.00 1.00 1.00 - 0.3 tern Star* End Start End Fb' -b' Loaal Dead Full Area 0.02 = <L/999 15..00 (9..33)+ psf L6ad2: Live Full Area <L/999 0.19 -0.25' 40.00 (9.33)' psf S6111 -weight Dead Full UDL 0.28 •0.26 Shear LC X2 = D+L, V - 1449, V design 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : Unfactored: Dead 413 Live 1057 Factored: Total 14.71 Bearing: iLength 1.00, Min reo'd 1.00+ s -a" Lurnber-Aoft, D.Fir-L, No.2, 4x8 (3-112"V-114") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 5'=8.0'; Lateral support: lop= at supports, bottom= at supports: Analvsis vs. Allowable Stress fnsil and DPflArtinn (int ,.,t..... --- criterion Analysis Value Dasign=L/240� i'lDesi n Shear v - ry Fv' 180 1.00 1.00 1.00 - 0.3 -Sending(+) fb - 792 Fb' -b' 1.00 - - 0.68 Dead Defl'n 0.02 = <L/999 E. 1.6 million 1.00 .1.00 - - - - 1.00 Live Defl'n 0.05•= <L/999 0.19 -0.25' 1:00 - 2 Total Defl'n 0.07 = L/920 0.28 •0.26 Shear LC X2 = D+L, V - 1449, V design 1114 lbs 413 1057 1471 ).00- 1.00• 11 Additional Data: FACTORS: F/E(psi)CD CI4 Ct CL CF Cfu Cr Cfrt Ci Cn LCN Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 .1.00 0.99:1 .1.300 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. Emin0.58 million 1.00 1.00 - - - - 1.00 1:00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC X2 = D+L, V - 1449, V design 1114 lbs Bending.(+): LC 02 = D+L, M - 2023 1b:: -.ft Deflection: LC 02 _ DiL (livel LC 62 a D+L (total) D=dead. Lwlivo 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 178e06 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 Specific ition (ND: 2012), and NDS.Qesign 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. COMPANY PROJECT Summit Structural Design Nov: 2, 201510:23 Wood Works"g) so1 7waarsOR Ivo DOWSICA' Beams Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: „.=cy ..au"n tans Maximum Reactions (lbs) and Bearing Lengths (in) 5,-8„ Unfactored: Dead62 Live Factored: Lumber -soft, ' 67 151 151 Total 213 Bea ring : 21i Length Lo'a'd Type DistributIPat- -Minlmtiwa,inn Location Ift) Magnitude Unit 466 lb' - 915 tern Starz End Start End = <L/999 Loa 1 Dead Fu Area Live Defl'n 0.04 15.00 1..0)• psf Lond2 'Self-wei Live Full Area ,0.07 = L/696 40:00 (16.0)• psf ht Dead Full UDL _ 2.0 It „.=cy ..au"n tans Maximum Reactions (lbs) and Bearing Lengths (in) 5,-8„ Unfactored: Dead62 Live Factored: Lumber -soft, ' 67 151 151 Total 213 Bea ring : 21i Length 1.00•. Min to 'd 1.00• 1.00• -Minlmtiwa,inn .00 - lannih eaninn „e=w• �•� r.., e..N ..�...,- 1.00* Lumber -soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" cJc; Total length: 5'-8.0`; Service: wet; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to -online help); Analysis vs. Allowable. Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal sis value lo..ign value Anal s.is/Desi ri Shear tv = 31 Fv 1„ 40 fv Fv' = 0.22 Bending(+) fb 466 lb' - 915 fb/Fb' 0.51 Dead Defl'n 0.02 = <L/999 - - 1.00 0-.95 - Live Defl'n 0.04 <L/999 0.19 - L/360 0.22 Total Defl'n ,0.07 = L/696 0.28 - L/2.40 0.27 Additional Data: FACTORS: F/E.(psi)CD CM Ct CL CF 'Cfu Cr Cfrt Ci Cn LC FV 180 1.00 0.97 1..00 - - - - 1..00 0.80 1.00 Z Fb'? 900 1.000:85 1.00 1.000 1.300 1.00 1.15 1.00 0.80 - 2- Fcp' 625 - 0.67 1.00 - - - - 1.00 1:00 - - 1.6.million 0,90 1.00 - - - - 1.00 0-.95 - Ervin' 0.58 million 0.90 1.00 - - - - 1.00 0.95 - .2 2 CRITICAL LOAD COMBINATIONS: Shear ;. LC 92 m D+L, v 210, V design = 17.3 lbs Bending(+): LC 02 = D4 L, M - 293 lb:: -ft _ Deflection: LC 112 = D+L (live) LC 02 D+L (total) D=dead L=live S=snow w=wind I=,impact Lr -root live Lc -concentrated E -earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: -EI 33e06 lb-in2 "L•iva" deflection Deflection from all non -dead .loads (live, wind-, snow-.) Total Deflection =.2.00(Dead Load Def.lertion) - Live Load Deflection. Design Notes: L 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. Sawn lumber banding members shall bo laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists; wall studs, and multi -ply members are not rated for fire endurance. 1 COMPANY PROJECT Summit Structural Design Who dl, � o r k s ® Nov. 2, 2015 10:27 '` SOMME FOR WOOD DrUGN Beam7 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Analysis Value fv = 31 Unfactored: Bending(+) Dead 301 Live 693 301. Type Dis•itibution Pat. Location (ft1 I Magnitude Unit Length 1.00" Min re 'd tern Start End Start End Loadl Dead Fu La Area 15.00 (4.001, psf Load2 Live Fu1:L Area 40.60 (4.00)• psf Self-iaei ht Dead Full UDL 9.5 Dl . ,.pyy r, 1'u lli ILIJ Maximum Reactions (lbs) and Bearing Lengths (in) : 8'-8" rrV Q Timber -soft, D.Fir-L, No.2, 6x8 (5-1/2'`x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8'-8.0"; Service: wet; Lateral support: top= at supports, bottom= at supports;. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 Criterion Shear Analysis Value fv = 31 Unfactored: Bending(+) Dead 301 Live 693 301. Factored: 693 _ Total 994 Bearing: _ 994 Length 1.00" Min re 'd 1.00" 1.Q0` `Minimum hparinn Ipnnth spwi , icprP r, r,,. -a 1.00* rrV Q Timber -soft, D.Fir-L, No.2, 6x8 (5-1/2'`x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8'-8.0"; Service: wet; Lateral support: top= at supports, bottom= at supports;. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 Criterion Shear Analysis Value fv = 31 C+esign Value Anal sis/Desi n Fv' 136 fv/Fv' v 0.23 Bending(+) fb = 526 Fb' - 600 fb/Fb' - 0.88 Dead Defl'n 0.04 - <L/999 Live Defl'n 0.09 = <L/999 0.29 - L/360 0.32 Total Defl'n 0.17 - L/608 0_43 - L/240 0.39 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu. Cr Cfrt Ci Cn LC11 FV ' 170 1...00 '1.00 1.00 - - - - 1.0.0 0.80 1.00 2' Fb'+ 750 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 - 2 Fco' 625 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMB114ATIONS: Shear : LC 02 = D+L, V = 985, V design 837 lbs Bending'(+): LC 02 = D+L, M - 2113 lbs -ft Deflection: LC 112 - D+L (live) LC 112 - 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 227e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 2.00(Dea'd 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 Speci Design.Supplement. fication (NDS 2012),.and NDS 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. MiTek' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 50559VANESSEN Vanessen Addition The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. ander my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K1577560 thru K1577563 My license renewal date for the state of California is June 30, 2016. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. r LrilVu i # 3 -�— BUTTE COUNTY DE-%ELOPNIENT SERVICES REVIEWED FOR CODE ' MPLI� CSE DATE 6 B 5— VQ OFESS/pN� oP C 60384 m ,*\ EXP.06/30116 /*, Il. December 7,2015 Baxter, David 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 bui ding is the responsibility of the building designer, per ANSI/TPI 1. fY5 —�\ V BUTTE (J COUNTY DEC 2 8 ?n DEVELOPMENT SERVICES Job suss Ttoss Type Qty Ply Vane -sen Addition , CSI. DEFL. in (loc) Udefl LIC PLATES GRIP K1577560 50559VANESSEN A GABLE 1 2 Job Feference (optional) UtJIUN Abbib I ANUt, YAIfHUIJt, UA u HUEM- � - ID:ceIhNAHzakNXlzK?Rxi2MGyQ9fW-gr9Eoh51CItsIha9X8Ze1 8ZOTX0YuJktdHyB yU -1-4-0 6-5-11 12-1-6 17-9-0 23-4-10 29-0-5 35.6-0 36-10.Q rt -0-0 6-5-11 5-7-10 5-7-10 5-7-10 5-7-10 6-5-11 1-0-0 Scale = 1:60.6 5.00 12 3x6 8x8 3 2 'f1 142.5X5 II a 2.5x5 11 4x8 = 2.5x5 II 2.5x5 II 1.8o 12 4x6 5x8 11 3x6 3x6 8x8 8x8 4 6 3x6 8x8 7 12 13 2.5x5 II 8x8 = 2.5x5 II 11 r r 4x6 = 2.5x5 11 2.5x5 11 4x6 = 2.5X5 11 10 B 9 1 2.5x5 II 2.5x5 II 2.5x5 II 4x8 = 2.5x5 II _ 2.5x5 11 4x6 Plate Offsets (X,Y)— [2:0-1-4,0-2-1],[2:D-8-11,0-4-6],[3:0-4-0,0-5-12],[4:0-1-9,0-0-4),[4:0-4-0,0-5-12],[6:0-1-9,0-0-41,[6:0-4-0,0-5-12][7:0-4-0,D-5-121,[8:0-8-11,0-4-61, [8:0-1-4 0-2-11 [17'0-1-120-0-121 f20'0-1-120-0-121 [28:0-1-9 0-0-121, [39:0-1-120-0-121 [42:0.1-12 0-0-121, [48:0-1-9 Y0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl LIC PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) 0.28 12 >999 24C MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.71 12 >591 18C BCLL 0.0 Rep Stress Inor YES WB 0.14 Horz(TL) 0.31 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 558 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF NO.1&Btf G TOP CHORD Structural wood sheatl•ing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No. 1&Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1 &Btr G OTHERS 2x4 DF No. 1&Btr G SLIDER Left 2x4 DF No.1&Btr-G 17-7-13, Right 2x4 DF No.1&Btr-G 17-7-13 REACTIONS. (Ib/size) 2=1530/0-5-8 (min. 0-1-8), 8=1383/0.3-8 (min. 0-1-8),8=1383/0-3-8 (min. 0-1-8) Max Horz 2=128(LC 7) Max Uplift 2=-499(LC 8), 8=457(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5739/1776, 3-4=-4416/1350, 4-5=3109/950, 5-6=-3109/950, 6-7=-4403/1345, 7-8=-5645/1739 BOT CHORD 2-14=-1625/5438,13-14=-1603/5427,12-13=1 1100/4065, 11-12=1095/4052, 10-11=-1571/5343,8-10=-1588/5345 WEBS 5-12=-680/2171, 6-12=1309/474, 6-111=178/522,7-1 1=-1260/449, 4-12=-1322/479, 4-13=-182/523, 313=1331/476 NOTES - 1) N/A 2) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at D-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) 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. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 1-4-0 oc. 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 a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. BUTTE COUNTY BUILDING DIVISION APPROVED OQ�OFESS/CO p�,� �tt,Q� JPO Pil. QST F2G� C 60384 06130116 / * December 7,2015 AWARNING- Ver7tyades/gn,u1a gi.. and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. C D_ esign v4Iiddffo�rause o,Lsty with MTel0 connectors. This design is based only upon parameters shown. and is Foran individual building component, not • �1Hfi Sy9t Sfle�use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Addition ranetsen 50559VANESSEN A GABLE2 b Reference (optional))I Ut31UN A5515I ANGt, PAKAU15t, GA 7.640 sNov 10 2015 MTek Industries, Inc. Mon Dec 07 17:18:55 2015 Page 2 ID:celhNAHzakNX 1 zK?Rxi2MGyCi9f W-gr9Eoh51 C HUEM Itslha9XBBZel ZOTXOYUJktdHyBHyU NOTES - 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 499 Ib uplift at joint 2 and 457 Ib up ift at joint 8. 14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) No notches allowed in overhang and 10400 from left end and 10400 from right end or 12" along rake from scarf, whichever is lager. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION PPR U �/ A WARNING - Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �' Design valid for use only with MTekO connectors. This design is based only upon parameters shown. and o for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type TCLL Ply Vanessen AdditionK1577581 1.15 TCDL 11.0 T.ty 1.25 BCLL 50559VANESSEN Al SCISSORS BCDL 1 Code IBC2012/TPI2007 Weight: 184 Ib FT = 20% BRACING - Job Reference 'o tional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Dec 07 09:23:44 2015 Page 1 ID:celhNAHzakNX 1 zK?Rxi2MGy09f W-Kpiwt?vrmASugy_gH600eDvU WFTWH_Ssd8rBngyB01j 11 0D 6511 12-1-6 17-30 23-4-10 I 230.5 35.5.0 '+&10.0 1.4-0 6511 57-10 67-10 57-10 57-10 6-511 1-4-0 5x8 = 5.00 F12 Scale: 3/16"=1' 48 1.80 F12 4x8 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x6 DF No.1&Btf G WEBS 2x4 OF No.1&Btr G CSI. DEFL. in floc) Udefl L/d PLATES GRIP TC 0.34 Vert(LL) 0.3212-13 >999 240 MT20 220/195 BC 0.48 Vert(TL) -0.83 12-13 >512 180 WB 0.46 Horz(TL) 0.41 8 n/a n/a (Matrix -M) Weight: 184 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD Rigid ceiling directly applied or' -10-1 oc bracing. MiTe k recommends that Stabi izers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Acle. REACTIONS. (Ib/size) 2=1538/0-5-8.8=1538/0-3-8,8=1538/0-3-8 Max Horz 2=-126(LC 6) Max Uplift2=-499(LC 8), 8=499(1_C 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4374/1335, 3-4=3792/1154, 4-5=2893/881, 5-6=-2893/881, 6-7=-3792/1154, 7-8=-4374/1335 BOT CHORD 2-14=-1151/4022,13-14=-1 137/4037,12-13=885/3489,11-12=885/3489, 10-11=1137/4037, 8-10=-1151/4022 WEBS 5-12=-579/1850, 6.12=934/352, 6-1l=137/400,7-11=-594/234,4-12=-934/352, 4-13=-137/400, 3-13=594/234 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 499 Ib uplift at joint 2 and 499 Ib uplift at joint 8. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVED OQEtOFESS/ONq U C 60384 XP..JYV30116 * , OF December 7,2015 WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown. and is for an individual building component. not �e a truss system. Before use, the building designer must verity the applicobility of design parameters and property incorporate this design into the overall ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Typerty DEFL. in (loc) Udefl Lid Vert(LL) 0.33 12-13 >999 240 Vert(TL) -0.82 12-13 >519 180 Horz(TL) 0.40 8 n/a n/a Ply Vanessen Addhi. n BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing direc.ly applied or 3-0-3 oc purlins. K7577562 50559VANESSEN A2 SCISSORS 1 W5:2x8 DF No.2 Gtalled during truss erection, in accordance with Stabilizer Tnal'la tion uide. Job Reference -o tional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 NTek Industries, Inc. Mon Dec 07 09:23:45 2015 Page 1 ID:ceIhNAHzakNX1 zK?Rxi2MGy09f'Vo?G 14LwTXUaIH6YtrgvFAQSfHfokOS20roakJ6yBO1 i r-1-40. 6-511 12-1-8 17-9-0 I 23-4-10 29.0.5 1 356-0 36-10-0, ) 1-4-0 6.511 57-10 57.10 57-10 57-10 6-511 1-40 y Scale: 3/18"=1' i 5x8 = 5.00 F12 48 = 1.80 12 48 = LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.34 BC 0.48 W 0.44 B (Matrix -M) DEFL. in (loc) Udefl Lid Vert(LL) 0.33 12-13 >999 240 Vert(TL) -0.82 12-13 >519 180 Horz(TL) 0.40 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 191 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing direc.ly applied or 3-0-3 oc purlins. BOT CHORD 2x6 DF No. 1&3tr G BOT CHORD Rigid ceiling directly applied or E-10-9 oc bracing. WEBS 2x4 DF No. 1&Btr G *Except* recommends that Stabilizers and required cross bracing W5:2x8 DF No.2 Gtalled during truss erection, in accordance with Stabilizer Tnal'la tion uide. REACTIONS. (Ib/size) 2=1538/0-5-8,8=1538/0-3-8,8=1538/0-3-8 Max Horz 2=126(LC 24) Max Uplift2=-769(LC 25), 8=769(1_C 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4375/2243, 34=3793/1804, 45=2894/1199, 5-6=-2894/1199, 6-7=-3793/1804, 7-8=-4375/2243 BUTTE COUNTY 12 13=1201/3490,11-12=-1201/3490,a11=11697398-1 ? 2/1 1 0=-206/4023 BUILDING DIVISION WEBS 5-12=-580/1851, 6-12=934/359, 6-11=144/399, 7-11=-595/287, 412=-934/359, 413=-144/399, 3-13=595/287 APPROVED NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 769 Ib uplift at joint 2 and 769 Ib uplift at joint 8. 8) 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 35-6-0 for 56.3 ptf. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard December 7,2015 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MTek19 connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing $ Welk'" 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(rPll Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandna. VA 22314. Corona, CA 92880 Job Truss Truss TypeQty 4-4-12 42-0 Ply Vanessen Addl'u.n t Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Plate Offsets (x,Y)— [2:0-3-8,0-1-81, [3:0-1-12,0-1-8], f5:0-2-0,Edoe] f7:0-3-4,0-581 [8:0-3-9,0-6-01 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply K1577563 50559VANESSEN A3 Common Girder 1 2 Y Job Reference 'optional) 1 DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 M7ek Industries, Inc. Mon Dec 07 09:23:47 2015 Page 1 ID:celhNAHzakNX1 zK7Rxi2MGy09fV"-k003V t yj25gTXPiFyFxjFrXwiTNOUFY1J63r0?yBO1 g o - - 1 -12 42-0 42-0 4-2-0 53- 1 1 Scale = 1:45.3 9 ° ` ° 5x13 M18SHS 5x12 MT20HS = 12x12 = 8x8 = ' 4x12 II I$ 4-4-12 8.6-12I 12-8-11 1 17-11-12 4-4-12 42-0 42-0 53.1 Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Plate Offsets (x,Y)— [2:0-3-8,0-1-81, [3:0-1-12,0-1-8], f5:0-2-0,Edoe] f7:0-3-4,0-581 [8:0-3-9,0-6-01 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.11 6-7 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.34 6-7 >628 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.09 5 n/a n/a M18SHS 220/195 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Weight: 270 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Structural wood sheathing direcly applied or 3-10-14 oc purlins, BOT CHORD 2x8 OF No.1&Btr except end verticals. WEBS 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or j0-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-9. REACTIONS. (Ib/size) 5=6683/0-58, 9=6683/0-58 Max Horz 9=-638(LC 17) Max Uplift 5=-1712(LC 26), 9=550(LC 26) Max Gravy=6757(LC 14), 9=6781 (LC 14) BUTTE COUNTY FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BUILDING TOP CHORD 1-2=-948/868,2-3=-4707/2008,34=8891/3054,4-5=-13"7/4025 DIVISIOi\! BOT CHORD 9-12=-1894/4726, 8-12=2033/4772, 7-8=2375/8192, 6-7=2699/12443, 56=-2699/12443 WEBS 2-8=-526/6829, 3-8=5346/471, 3-7=352/5013, 47=4748/447, 4-6=-237/3406, A P P R O : 2-9=-6810/584 7777 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will QROFESS/p�, fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. p q 8) Provide mechanical connection (by others) of truss to bearing 1712 Ib plate capable of withstanding uplift at joint 5 and 550 Ib uplift at 9. r7 OQ F� Z joint 9) This truss has been designed for a total drag load of 3200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag w m C 60384 loads along bottom chord from 0-0-0 to 2-0-0, 15-11-12 to 17-11-12 for 800.0 plf. 10) Girder carries tie-in span(s): 356-0 from D-0-0 to 17-11-12 * P. 06130/16 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard F�FCAI�F rlcr•cmhor 7 7111 F Gonllnuea on page 2 AWARNING - Ved1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown. and is tar on individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/rPll quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Ply Vanessen Additi•.n ry K1577563 50559VANESSEN A3 Common Girder 2 Job Reference '0 clonal Dt-51GN A5515 ANCc, PAKAUI5E, GA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=62, 5-9=697(F=-677) 7.640' Sep 29 2015 :.Tek Industries, Inc. Mon Dec 07 09:23:47 2015 Page 2 ID:celhNAHzakNX 1 zK?Rxi2MGyQ9fW-k003V 1 yj25gTXPiFyFxjFrXwiTNDUFYIJ63r0?yB01 g BUTTE COUNTY 4UILDING DIVISION APPROVED AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid far use only with MTekO connectors. This design Is based only upon parameters shown, and B for on individual building component, not �• a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" B 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Symbols Numbering System General Safety Notes _ PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 indicated. 6-4-8 dimensions shown in ft-in-sixteenths ` (Drawings not to scale) �- FSallure to Follow Could Cause Property amage or Personal Injury offsets are Dimensions are in ft-in-sixteenths.Z co Apply plates to both sides Of truss and fully embed teeth. 1 2 :)3 ! 0 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 0.1/1 1 /16 ' c1-2 c2-3 W Z Truss bracing must be designed by an engineer. For truss individual lateral braces themselves T o WEBS c zo O ,� y p wide spacing, may require bracing, or alternative Tor I bracing should be considered. s. N@ver exceed the design loading shown and never stack materials on inadequately braced trusses. a-4. Provide copies of this truss design to the building c2-8 c�� c5-6 H For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0-169' from outside all other interested parties. edge of truss. 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 I. connector plates. THE LEFT. 7. Design assumes trusses will be suitably ly protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI I. ' Plate location details available in MiTek 20/20 software or Upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 197. 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 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-131 1, ESR-1352, ESR 1988 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 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. m_qp 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: N I 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. e is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 35-06-00 Al Al Al Al Al q1 A3 Al Al Al IA2 Al A 1 3�5=06=0-0 Al 0 0 N N BUTTE COUNTY BUILDING DIVISION APPROVED BIIICDER: s teveButtitta ISSUE DATE: If If ABOVE PLAN PROVIDED FOR TRU9-S— PLACEMENT ONLY. REFER TO TRUSS SSteve CALCULATIONS AND ENGINEERING STRUCTURAL MAVNNGFORALL FDESIGNERIENG NEER OF RECORD RESPONSIBLE FOR ALL NON -TRUSS TO TRUSS CONNECTIONS. BUILDING DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. sl n ss�-1stance MDQ, .� (530) 877 4732 OCC v e. Foy PROJECT TITLE.' `???�r REVISION -1: PLAN: DRAWN BY. [iii] CHECKED BY: REVISION -2: � W5 9VANE-S IS EN SLIVERY LOCATION: SCALE: [??7] All designs are property of MEEK'S LUMBER AND HARDWARE. All designs are null and void if not fabricated by MEEK'S LUMBER AP D HARDWARE. Al Al Al Al Al Al Al Al Al IA2 Al A 1 3�5=06=0-0 A Summit Structural Design 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summiti:hico.com December 10`", 2015 RE: Vanessen Addition, 87 W. Evans Reimer Road, Gridley, CA To Whom It May Concern: I have reviewed the truss calculations by Design Assistance dated 12-07-15 and have found that the trusses appear to be designed in accordance with the general dEsign concept of the structural documents dated 12-04-15. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. C 8 " �Slc� 3/3g BUTTE COUNTY BUILDING DIVISION. APPROVED s BUTTE COfJNT7'V DEC 2 2015 .DE VELOPII IENT SERVICLS