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HomeMy WebLinkAboutB15-1990r --�� Summit Structural Design 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com August 12, 2015 RE: Keesling Residence, Breeze Hollow Lane, Oroville, CA To Whom It May Concern: I have reviewed the truss calculations by Endeavor Homes dated 7-22-15 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 8-12-15. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. C E 7 XP.Ell, BUTTE COUNTY BUILDING DIVISION APPROVED BUTTE COUNT' BUILDING DIViS 0NI APPROVE- DUTTL COUNTY AUG 1 7015 DEVELOPNOr"1T SER V ii. 383 Rio Lin.do Ave, Chico, CA 95926 P. (530) 592-4407 www.summitchico.com Structural Calculations Fo Client: Kyle Keesling Project: Keesling Residence Address: Breeze Hollow Lane, Oroville., CA rC EXP. l( OF PERMIT # BUTTE '%1I-tIIs a ELOPMENT SERVICES /ED FOR 4PLIANCE �_BY--?4-� BUTTE COUNTY AUG 14 2015 VELOPMENT SERVICES Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with. the standards, sizes; materials, or workmanship specified herein. SSD is not responsible for any structural element or system not 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•Keesling 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 TH.E PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITHTHE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR -IS RESPONSIBLETOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION, SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC, D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS.EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER, G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: WELDING OF STRUCTURAL OR REINFORCING STEEL (IF APPLICABLE) 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 i A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED 70 BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HASINOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5%.AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND; SHALL BE COMPACTED A MINIMUM OF9051o. 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. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. Summit Structural Design PROJECT•Keesling! 1 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" 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 WITHSAME 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 7'-0" WHERE SLAB IS UN-REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: I A" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: '/:" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. i 2. FLOOR SHEATHING: %" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS, PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE-LAMS: GLUE-LAMS SHALL BE 24F-V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE-LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704:2. C.) MICRO-LAMS: MICRO-LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV =.285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (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.Wi.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER, 2. ALL POSTS SHALL BE DF-L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF-L #2 U.N.O. 4. 2X JOISTS SHALL BE DF-L. #2 U.N.O. S. CONCEALED BEAMS SHALL BE DF-L #2 6. EXPOSED BEAMS SHALL BE DF-L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST, BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG-TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I i ructural Design PROJECT: I:) ALL METAL FASTENERS IN CONTACTWITH 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 Y4 LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6-2 GENERAL FRAMING i 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 BETAKEN, 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. I 6-3 BEAM FRAMING A.) BUILT UP' BEAMS: ALL BUILT UP,.LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL.TO JOIST SPAN AND UNDER.ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES; WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID. BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT'FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLETOP 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 EACHSPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI 2WI.K-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 ALLOW, ED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -1N BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-1 D. FOR:SILL AND -ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PLANS. AND DETAILS. 6-6 .CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD, C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. S Desi 7..STEEL 7.1 STRUCTURAL STEEL Al 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: STRUCTURAL TUBES SHALL CONFORM TO ASTM A 500 GRADE B. j C.) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND•SHALL BE PERFORMED ONLY BY EXPERIENCED, QUALIFIED WELDERS. ELECTRODES SHALL BE E60 XX FOR METAL DECK AND E70 XX OTHERWISE, UNLESS SPECIFICALLY NOTED OTHERWISE. WELDING SHALL CONFORM70 AWS D1.1. D.) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELD SIZE SHALL BE PER AMSC 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 NOTED ON THE DRAWINGS. c F.) BOLTS AND 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) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS! FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. j 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) 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 BY1HE.2013 CBC 0) TRUSS, BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR: I 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, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) B) C) D) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, 111, AND IV U.N.O. ROOF LIVE LOAD: 20 PSF REDUCIBLE SEISMIC ZONE: D WIND SPEED: 110 MPH EXP C i i I N s Summit Structural Design Project. Keesling i Engin.eer:: RKB Design of : Gravity Loads Gravity Loads: Roof Slope= 6 to 12 Roof Dead Load Ply 2.5 psf; .Roofing 2.5 psf; Framing 5.4 psf' GYP 2.2 psf Insul 1.0 psf. Misc. 3.5 psf? Total (sloped) 17.1 psf; Total.(horiz) 18.0 psf; Roof Live Load Roof Live Load 20.0 psf Wall Dead Load Siding 10.0 psf (exterior) 3/8 Ply.. 1.8 psf 2x Framing 1.7 ,psf Gyp. 2.2 psf Insul. 1.3 psf Total 17.0 psf Wall Dead Load 2x4 Framing @ 16" o.c. 1:6 psf (interior) Gyp. 2ides 4.4..psf Total 6.0 psf Floor Dead load Framing @. 16" o.c. 5.5 psf 3/4" Ply 2:25 psf GYP• 2.2 psf Flooring 2 psf Misc. 3 psf Total 15.0 psf Floor Live Load Residential '40.0 psf summit Design Project: Keesling Engineer: RKB Design. of Wall Line Shear Forces due to Seismic Roof Area ) (ft2Weight (lbs) Roof W8 25717 Floor 0 0 Walls(ekt) 8'0. 14 5526 Walk(int) 9 100 2.700 Total .37937 1st Floor Area Weight (lbs) Roof 0 0 Floor/Deck 1400 20930' Height (ft) Length (ft) Weight (lbs) Walls(ext) 146 26180 Walls(Int) 14 60 5220 Total 52330 Veq(lbs) Veq' (I bs) Roof Area .(ft2) Floor Area (W) Ultimate WS Roof- 1428 '0 3895 2782 1st Floor 0 1400 3419 2442 D H1 ANCH( ALL TRUS! BLOC BETW TRUS u- Ur i' i i 29 4 /—MAN. G.E. TRUSS i N!,", LM)N,- PW�.Wm i n 1 I s' MAN. SCISSOR TRUSS W/FILL 1 I B 3 � i 311'X22' ATTIC ACCESS j j FALSE RMER FALSE OORME t i I MAN: STANDARD, TRUSSES m 24" O.C. i j i :EN Itsi MAN. SCISSOR TRUSSES l ® 24. O.C. MAN S GIRDER TRUSS A - 3 T- I 2X4 LADDER FRAMING 0 24. O.C. -1I MAN. SCISSOR GIRDER TRUSS i 26 MAN: SCISSOR TRUSSES:' O 24. O.C. I t r 4 i i t i i N!,", LM)N,- PW�.Wm i n 1 I s' MAN. SCISSOR TRUSS W/FILL 1 Projkt: Keesling, Engineee,.- RKB Design of Wall Line Sh Wa Roof evel S.econd-Level Summit Structural Design Forces due to Seismic (Cont.) Trib.Area (ft?)- e, Roof Floor Line-.Shear(lbs) W/S rho Line Shear (lbs) W/S 1 714 1391 1 00 1391 2 714 1391 ii:.Oo 1391 A 714. '1391 1:00 1391 B 7.14 1391 1.00 1391 700 1221 V.00 122.1 2 700 1221 V.00 '1221 A 800 1396 1.-Oo 1396 B 600 1047 1;= 1047 Design Maps Surninary.Repblft aDesign maps Summary. Report us User—So.ecified Input j3kj1ldiin.§'Cdde Reif6rence Document 2012 Inte'rnational Building Code (Which Utilizes USGS ha'kard data available.in 2006j Site Coordinates 39.480N, 121.46OW Site Soil Cla'ssificatiori Site Class D- "Stiff Soil., Risk Cateanry 1/1'1/III SS 0.598 g- Si4s = 0.79,0 g Sds = 0.527 g S., Q;.257:g SMI Q.484 g 'SD1 0323. g For Information bh'how the SS and S1 values;abovehave been .calculated' from probabilistit (ris k1tar geted) and deterministic, ground motions inAhe,direttibnof maximum horizontal response, please return to ithe. application and select. the "2009 NEHRP"building codereference document.� 6.22-t MCEA Response. Spectrum Design Resp.onse. Sp'e'ctrum 0.0 0.48: W M 0 :4d -N 0:301 0. N P.IG 0.090.00 t 0. CIO 1 1. 0;00 0.'20, 0.40:0.&0 O.eO I-00 1.40 1..Go].�qo 2� 6. 0.00 0.2.0- 0.40- ',O.'G.O O.qq 1.00. -1,20 Period.. T (sec) PeHod, T -(se( Although thi's infbi'm1' q iqn.is. product of.the U.S. GeologicalSuVeyiweprov"ide,nowarian.,ty,expiessed orinl accuracy 0 the.Opto c ontaIned:therein. This tool -is not asUbstitute f6r t'' 11nit FSW�JpCi7rn6tter'knowledge. ec. i, a http'/lehpl-earthquake;cr.usgs:gov/designmaps/us/sLgimm ary,ohp?tern plate= mi ni rnal& at1tude=39.-48&1onaitude= 121.46&%itarbw;s d, as to the I Summit Structural Design Project: KeeSling Engineer::RKB Design of -. Seismit Load Development (ASCE 7-10 Page: Date: 8/8/2015 Level Story Ht. (ft) Seismic Design Category D Ss 0.598 Mapped.0.2-sec spectral response Occupancy 2 S1 .0:257 Mapped 1 sec.spectral response I 1 Site Class— In accordance with Ch 20. as TL ` ; 16 SMS0.79 Max Considered EQ. 14 52 SMI 0.48 Max Considered EQ 0.47 3.4 7 6 SDS 0.527 Design Spectral Response (0.2 --Sec) 0 0 SDI 0.323 Design Spectral Response (1.O Sec).,__ 0.00 0.0 7.3 System rUghtTramed Shear Walls• _ x R 6.5 Omega 3 Cd 4 Ht Limit 65 Cs. 0.08 12.8-2 Max Cs 0.24 Min Cs 0.02 (.0.1 outside of 5J) Ct 0.02 x 0.75 Ta 0.20 Cu 1.4 Max T 0.28 No limit for drift Use T 0.20 Alt Ss 0.598 Ss may be 1.5 if 5 stories and regular V= 0.081 *W' Height to Roof (hn) = 22 ft V= 7.3 k Vert Dist Exp: (k) 1 Level Story Ht. (ft) hi (ft) wi (kips) (wi*hi). (kip -ft) Cvx Veq (kips) S'VEO (kips) Diaph..(kips) ROOF 8 22 38 835 0.53 3:9 4 4 2nd I4 14 52 733 0.47 3.4 7 6 1st. 0 0 0 0 0.00 0.0 7.3 IA - Summit Structural Design Project:- Keesling. Engineer: RKB Design of : MWFIRS-Envelope Procedure (ASCE 7-10, Section 28.6) Conditions: :V X.QF :,CASE 8 1. Simple Diaphragm 2. Low-rise QFDF) I(USE 0=0, O. 3. Enclosed 4. Regular Shaped S. Not. Flexible 6. Not Subject to: A CASE A Z) a a) across wind loading: b) vortex shedding c) instability (gallup/flultter) d) channeling effect e) buffeting (upwind obstructions) 7. Approx. Symetrical Cross Section With Flat, Gable, or Hip Roof 5 45* 8. Exempt From Torsiohal Load Cases. (C) Indicated in Note 5 of Fig. 28.4-1, or CASE A the Torsional Load Cas 6s do not Control the Design: CASE 8 (> (1) story and h:530 ft. or (jfSE Q, ---Q' (2) story max and light framed or ,(2) story max and flex. diaphragm L= 40, Long. Bldg. Dim. (ft) 4 tat= 6.0 ft. T= 30 Transv. Bldg. Dim. (ft) 4 2a -r= 6.0 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor 1.29 Adjustment Factor Ke 1.00 Topographic Factor Adjustment Factor for Bldg Meight and h= 25 Mean Roof Height (ft) Exposure, X G)= .25 Closest Roof Angle Mean Roof Exposure (50,100,150,20*,25*,or 30*) Ht. (ft) B D MWFRS Wind Loads (psf), ps=LCF*N*Kzt*ps30 .15 1.00 1.21 1.47 Location ps, 0=0 ps, 0=25 Min. Net Ovhg. 20 1.00 1.29 1.55 A-110 14.9 19.7 9.6 25 1.00 1.35 1.61 B-110 3.0 --4.8 30 1.00 1.40 1 1.66 C;-110 9.8 13.5 9-6 35 1.05 1.45. 1.70 D-110 I 3.1 4.8 40 1.09 1.49 1.74 E-110 -17.9 -8.3 -.15.4 45 1.12 1.53 1.78 F-110 -10.1 -12.4 50 1.16 1.56 1.81 G-110 -6.0 -13.2 55 1.19 1.59 1.84 H-11 -7.8- 9.1 6-0 1.22 1.62 i 1.87 Surnmit Structural Design Project: Keesling Engineer: RKB Design of C+C-Envelope Procedure (ASCE 7-10, Section 30.5) j (D .n -O 0 ..p ✓ (l r n 0) / o �� o o. .o HIh r:00F (7-< a <25-) HIR ROOF ( 25'< e <27') v C?� (2� U 45) (D .(SJ <7 J,,,/ C� i o ..� •.,r .. FLAT ROOF and GABLE ROOF f 7'< a <�15') GABLE ROOF (0 <7' L= 40 Long. Bldg. Dim. (ft) T= 30 Transv, Bldg. Dim. (ft) a (ft) = 3.0 V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.29 Adjustment Factor Kzt= 1 Topographic Factor h= 25 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1=0°-7°, 2=8°-27°, 3=28°- 45°) Conditions: 1. Mean Roof Height <_ 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 5 45', or Hip Roof 5 27' Adjustment Factor for:,.Bldg Height and Exposure; X can Exposure Roof Ht. B C(ft D 15 1,00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 1 60 1.227 1.62 1.87 C+C Wind Loads (psf), Pnet=LCF*A*I<zt*Pnet3o Loc. Zone EWA Pnet Ovhg. (ftz) + - _ Loc. EWA Pnet Zone (ft2) + _ 0 1 10 12.4 -15.4 ru 4 10 16.9 -18.3 1 20 12.4 -15.0 4 20 16.1 -17.5 1 50 12.4 -14.4 4 50 15.1 -16.5 1 100 12.4 -14.0-9 4 100 14.3 -15.8 2 10 12.4 -26.9 -31.4 4 500 12.5 -14.0 2 20 12.4 -24.7 -31.4 5 10 16.9 -22.5 2 50 12.4 -21.8 -31.4 5 20 16.1 -21.1 2 100 12.4 -19.7 -31.4 5 50 15.1 -19.0 3 10 12.4 -39.7 -52.9 5 100 14.3 -17.5 3 20 12.4 -37.1 -47.7 5 500 12.5 -14,0 3 50 1 12.4 -33.7 -40.9 3 100 1 12.4 -31.1 -35.7 Summit Structural Design Project: keesl,ing Engineer: RK9 Design of:. Wind Loads A. B 95 A B C D 69 161 3455 2208 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 56 90 1717 1402 1717 2 56 90 '1717 1402 1717 A 16, 60 55 100 1.530 4450 1530 B 16 60 55 100 1530 .1450 1530 1 69 104 2048 1661 .2048 2 69 104 2048 1661 1 2048 A. B 95 161 3940 2458 3940 69 161 3455 2208 3455 1� Summit Structural Design Project: Keesling Engineer: RKB Desien-of : Laterad Force Su.mmary Wall Line Wind Shear (Ibs) Seismic Shear (Ibs) Control 1 1717 1391 Wind 2 1717 1391 Wind A 1530 139.1 Wind B 1530 1391 Wind 1 3.765 2612 Wind 2 3.765 261.2 Wind A 5470 2787 Wind B 4985 2438 Wind Project: Keeslilig Engineer: RKB Design of :. Shear Walls Panel Thickness, Panel Orientation Nail Type Anchor Bold Diam., Stud_ Spacing Spec Grav(f Framing Fnd Sill Plate Grade AB, in 2X Sill AB in 3X Sill Sill Plate/Rim Anchorage Summit Structural Design 3/8 41 Short Dimension Across Studs 440 8d I,z 1/2 16 in ox. 0.5 DF -L - - -- k 620 lbs. 730 lbs 1. Use 3X framing at adjacent.panel edges and stagger nailing AB Spacing (ft) 2X'Sill 3X Sill 3.82 4.49 2.83 3.34 1.31 3.07 1.01 2.38 NG 1.83 NG 1.54 NG 1.19 NG 0.91 9 Nail Embed Index # Nail Length (in) Diam. (in) (in) Cd Load (lbs) 1 12d 3.25 0.135 1.75 1.6 165 2 16d 15 0148 2.00 1:6 189 3 20d 4 0.177 2.50 1.6 261 4 30d 4.5 0.192 3.00 1.6 272 5 1/4" SDS 3.5 0.25 2.00 1,6 544 6 A35 1.6 695 7 A34 1.6 515 Shear Wall SW Plate Fastening SW Rim Fastening (No Ply E.N.) Edge Nail (in) Load (lbs) Fastener # Spacing Fastener # Spacing 6 260 1 7.6 Inches 6 32:1 inches 4° 350 1 5.7 inches 6 23.8 inches 4, Note 1 386 1 5:2 inches 6 21.9 inches 3, Note 1 490 1 4.0 Inches 6 17.0 inches 2, Note 1 640 1 3.1 Inches 6 13.0 inches 44, Note:1 760 3 4:1 inches 6 11.0 inches 33, Note 1 980 3 3.2. Inches 6 8.5 inches. 22, Note 1 :1280 3 2.4 inches 6 6.5 inches 1. Use 3X framing at adjacent.panel edges and stagger nailing AB Spacing (ft) 2X'Sill 3X Sill 3.82 4.49 2.83 3.34 1.31 3.07 1.01 2.38 NG 1.83 NG 1.54 NG 1.19 NG 0.91 9 11 Summit Structural Design Project: Keesling Engineer: RKB Design of: Shear Wall Framirig Total Resistive Segment Segment lateral Wall Edge Overall Resistive Aspect Gravity OT OT Righting Net Wall toad Length Load Nail Le 6th' Length Ratio Load Height Moment Moment M/Q Line (lbs) (ft) (If) (in) 'ft) ft) Factor (Ib/ft) (ft) (ft -Ib (ft -Ib) (lb) 1-w 1717 13.00 132 6" 19.00 13.00 1.00 3008 13735 54150 -987, i -eq 191 13'.00/ 107 6" 19:00 13.00 1.00 300 8 11128 54150 -1124 2-w 1717 .13:0`0/ 132 6" 17.00/ 17.00 1:00 300 8 17961 43350 -473 2 -eq 1391 13.; 107 6" 17.00. 17.00 1.00 300 8 14552 43350 ,674 A -w 1530 13.00 /1 18 6" 17.00/ .13.00 1.00 ISO 8 12239 21675 -45 A -eq 1391 13.00 10.7 6" 17.00. 13.00 1:00 ISO 8 11128 21675 -110 8-w IS30 14.00 109 6" 30.00 14.00 1.00 150 8 12239 67500 -942 B -eq: 1391 14.00 99 6" 30:00 1:00 150 8 11128 67500 -979 1-w 3765 15.00 251 V /)4.00 19.00 15.00 1.00 250, 14 52704 45125 -1349 1 -eq 2612 15.00 174 6" 19.00 15.00 1.00 250 14 36570 45125 Soo 2-w 9765' 13:00 290 4•" 17.00 1.3.00 1.00 250 14 52704 36125 1825 2 -eq 13.00 201 6" 17.00 13.00 1.00 250 14 36570 36125 876 A -w 5470 21.00 260 4"' 17.00,% '13.0Qr 1.00 150 14 47409 21675 2024 A -eq 2787 21.00 133 6" 17.00 • 13.00 1.00 ISO 14 24150 21675 656 B -w 4985 8.00 621 2" 4.00 4.00 1.00 ISO, 12 29912 1200 7.198 B -eq 2438 8.00 305 2" .4.00 4.00 0.57 150 12 14626 1200 3477 Summit Structural Design Project: Keesling Engineer:, RKB Design of: Force Transfer Around Opening. Jn Shear,Wall Location: Wall Line - 1st level Wall Shear 3765 q W I iNP Wali Dead.Load� 250. pif Upper Left Wall Length 17.00 ft OT Force 1825 q Wall Height 14 .ft Lower Left Window length 4.00 ft A B C Window Height 4 ft D E Window X dim 10 ft F G H Window Y dim 3.00 ft Upper Right Element Dimensions Element UN !!-Lftl V horiz If . P horiz p YIMIp& P vert 1#1 A10 .7:00 221 22.14 130 913 —_.. _— ._... --_-----...._..._......_.......__...__..._......_...... B 4 7.00 321 886 183 -1278' C 3 7.00 .221 664. i 130 913_ _.—._ D ..___ _.... _,....... 10 ._.<_ __-_._4.0 _....__......._._. 290 ...y._. 2896 -� i30_ 521 E - I 3 4.00 290 i 869. 130 --� - 521 - F-- I ` 10$.00 1221 i, 2214 130 I 391 G 4 3.00 886. 183 I 548 221 H I 3 3,00 1 .221 i 664 ( 130 Max 290 olf 183 olf Static Tie forces Tie force into D 681 q Upper Left Tie force Into E 204 # Upper Right Tie force From F 681 q Lower Left Tie force from H 204 H Lower Right Element Equilibrium Tie force at top of window into D 56.2 q Upper Left Tie force at top of window into E 168 it Upper Right Tie force atbott•of window into F 421.4 Lower Left Tie force at top of window into H 126 M Cower Right. Max 681 tl Summit Structural Design Project: Keesling Engineer: RKB Design of: Lateral Draw Lateral Overall Shear per Wall Load Length Foot Line (lbs) (ft) (plf) (ft) (Lbs) if applicable 1-W 1717 40.00 10.0 17e.q 1391 40.00 21.0 2-w 1717 40.00 23.0 2 -eq 1391 40:00 13.0 115.2 11.0 34.9 11.0 A -w 1-530 .30.00 A -eq 1391 30.0.0 B -w 1530 30.00 B -eq 139.1 30.00 1-w 2048 40.00 1 -eq 1221 40.00 2-w 2048 40.00 2 -eq 1221 40.00 A -w 3940 30.00 A -eq 1396 30.00 B -w 3455 30.00 8 -eq 1047 30.00 Shear per Length to Drag Drag Foot be dragged Load Type (plf) (ft) (Lbs) if applicable 42.9 21.0 34.8 21.0. 42.9 23.0 34.8 23.0 51.0 13.0 46.4 13..0 '51.0: 10.0 46.4. 10.0 51.2 21.0 30.5 21.0 51.2 23.0 30.5 23.0 131.3 13.0' 46.5 13.0 115.2 11.0 34.9 11.0 0 901 A 0 730 A 0 987 A 0 800 A 0 663 A 0 603- A 0. 510 A 0 464 A 0 1075 A 0 641 A 0 1177 A 0 702 A 0 1707 0 605 A 0 1267 A 0 384 A 'L� Summit Structural Design Project: Keesling En.gineer:.RKB Design of: Foundations Allowable Soil Bearing: 1500 psf ncrete 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, UXO. Continuous footings: Width (in) Thick. (in) �Ca.p (plf) Reinforcing 12 12 1500 (2) #4 cont. 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont. 24 12 3000 (3) #4. cont. 30 12 375.0 (4) #4 cont. Spread Footings: Label Size Thick. (in) Reinforcing Each Way Cap. Kips F1 1'-0" Sq. 12 (1) #4 1.5 F1.5 1'-6" Sq. 12 (2) #4 3.375 F2 2'-0" Sq. 12 (3) 44 6 F2.5 2'-6" Sq. 12 (4).#4 5.375 F3 3'-0" Sq. 12 (4) #4 13.5 F3.5 3'-6" Sq. 12 (5) #4 18.375. F4 4'-0" Sq. 12 (5) #4 24 F4.5 4'-6" Sq. 12 (6) #4. 30,375 F5 5'-0" Sq. 12 (7) #4 37.5 F5.5 5'-6" Sq. 12 (5) #5 45.375 F6 6'-0" Sq. 18 (8) #5 54 F6.5 61-611 Sq. 18 (9) #5 63.375 Note: Bottom of each footing shell be at least 12" below finished grade or as per local requirements. Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load COMPANY PROJECT WoodWorks° Summit Structural Design Aug. 8,2�15;D:OD unit 561--EWARE'FOR'SV000 OESIGN Dead Typical Stud Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- tern Location.'(.ft-) Start End Magnitude Start End unit Lpa 1 Dead Axial U.DL (Ecc. _ .O.UO") '77U pl£ Load2 Live Axial UDL .(Ecc. - 0'.00") 280. plf Load3 Wind C6C Axial UDL (Ecc.. = 0.0011) 340 plf Load4 Roof constr. Axial. UDL (Ecc. = 0.0011) 340 plf L005 Wind CLC FYill Area 0.17 32.80, (1.6..0)' psf Self-wei ht Dead Axial UDL fcp/Fcp - 118 if Lateral Reactions (lbs): 12' ,o' Unfactored: Analsis Value Design Dead Ana'1 sis/Desi n 'Shear fv Live Fv' - 88 fv Fv' Wind 2'62 fb = 262 Roof Live 1288 lb/Fb' = 0.58 Factored: fc - 227 Fc' = L -5R 157 .0.42 . 157 Lumber Stud, D.Fir-L, Stud, 2x6 (1-112"x5-1/2") Support: Lumber Stud Bottom plate, D.Fir-L Stud' Bearing length =stud thickness Spaced at 16:0" etc; Total length: 12% Pinned base; Load,face=.viidlh(b); Ke x Lb: 1.0 x 0.0 = 0.0 (ft); Ke x Ld: 1.0 x 12.0,= 12.0 (1111; Lateral support; lop = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help):' Analysis vs. Allowable Stress (ps.i) and Deflection (in) usino NDS 2012: Criterion Analsis Value Design Value Ana'1 sis/Desi n 'Shear fv .29 Fv' - 88 fv Fv' 0. 10 Bend Ing (+( fb = 749 Fli' - 1288 lb/Fb' = 0.58 Axial. fc - 227 Fc' = .540 fc/Fc' _ .0.42 Axial Bearing fc - 227 -Fc` - 1360 fc/Fc' = 0.17 Support Bearin Pcp - 227 Fcp = 701 fcp/Fcp - 0.29 Combined (axis compression + ado load bending) Eq.3'.9-3'= 0.88; Pend Defl'n negligible Deflection: LC. 98 - .6D+..42w )live) Live Defl'n 0.29 - L/489 0L/3G0 0,79, Total Defl'n 0.29 - L/489 0.60 m .L/240 .0.49 Additional Data: FACTORS: .F/E(psi).CD CM. Ct CL/CP CF :Cfu Cr Cfrt Ci LC If Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 8 Fb'-+ 700 1.60 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 8 Fc' 850 1.60 1.00 1.00 0.397 1.060 - - 1.00 1.00 4 Fc' comb, :850 1.. 60. - - 0.397 - - - - 9 E' 1.A milldon 1.00 :1.00 - - - - 1.00 1.00 8 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 8 Fc; 850 1.60 1.00 1.00 - 1.000 - 1.00 1.00 4 Fcp sup 625 - 1.00 1.00 - - -. - 1..00 1..00 4 CRITICAL LOAD COMBINATIONS: Shear : LC 88 - .6D+.6W, V = 157, V'design 157 lbs Bending(-): LC 08 - .61)}.iiW, M = 472 lbs -ft Deflection: LC. 98 - .6D+..42w )live) LC 88 = .6D+..42W itotal) Axial LC A4 = D+.75(L+Lr+.6W), P -- 1874 lbs Combined LC 99 - D+. 6W; (i - 'fc/FCE)"- 0.74 Support LC It D+.75(L+Lr4.642)1 R R 1874 lbs, Cap = G445, Lb.= 1..50", Cb m 1. 25 Ddead L=live S=snow W-wind.I-impact Lr -roof live Lc=concentrated.,E-earthquake F.e A71 LC',s are listed.in the sou tput Load combinations: ASCE.?-10 / 'IBC 2012 CALCULATIONS: Deflection.: EI 29eD6 lb-.in2 "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. Wood Works analys(s 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 appropriateJoi your application. 3. FIRE RATING; Joists, wall studs, and multi -ply members are.nol rated for fire endurance. bL COMPANY PROJECT Summit Structural Design WoodWorks© Aug. 8, 2015 10:03sooim- v?0on WOOD DE$6N King -Trimmer for 10' Opening Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- tern Location (ftl Start End Magnitude Start End Unit adl Dea Ax_@ Li ve. (Ecc. _ 07) 193 s Load2 Live Axial 1288 (Ecc. - 0.00") 240 lbs Load3 wind CSC Axial Factored: (Ecc. - 0.0011) 240 lbs Load4 Roof.constr.. Axial 850 (Ecc.. = 0..00") 240 lbs LoadS Wind CSC Full Area bending) Eq.3.9-3 = 32..80 16.00)•. psi Self-twei: ht Dead Axial '94 Lbs Tributary Width (ft) Lateral Reactions (lbs): 12• 12' O b Unfactored• Anal sis Value Desi n Value Dead Shear tv = 32 Fv' = Li ve. fv F'v' _ 0.11 Bending(+) Wind` 1181: 1288 1181 Roof Live Axial fc - 69 Fc' - Factored: fc/Fc' 6.14. Axial Bearing L ->R 708 850 708 Lumber n -ply, D.Fir-L, Stud, 2ii6, 4 -pry (6"x5-112") Support -Non -wood; Bearing length = column width Total length: 12% 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 12.0= 12.0 [it), Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS.2012 : Criterion Anal sis Value Desi n Value Analysis/Design Shear tv = 32 Fv' = 288 fv F'v' _ 0.11 Bending(+) fb - 843 Flo' - 1288 fb/Fb' 0.65 Axial fc - 69 Fc' - 48'4 fc/Fc' 6.14. Axial Bearing Ed - 69 Fc" - 850 fc/Fc••m 6.06 Combined (axla. compression + side load bending) Eq.3.9-3 = 0.75' Dead Defl''n negligible Live 00fl1n 0.33 a L/434 0.40'• L/360 0.83 Total De'fl'n 0.33 - L/434 '0.60 - L/240. 0.55 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr. Cfrt Ci LCt1 Fv' 180 1.60 1.00 1.00 - - - 1.00 1.00 8 b'+ 700 1.60 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 8 Fc' 850 1.00 1.00 1.00 0.569 1.000 - - 1.00 1.00 2 Fc'comb 850 1.60 - - 0.397 - - - - - 9 E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 0 Emin' 0.51 million 1.00 1.00 - - - - 1.00. 1.00 8 Fc' 850 1.00 1.00 1:00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC 68 - .6D+.6tS, V - 708, v design = 708 lbs Bending(+l: LC 88 .6D-. 07, M - 2123 lbs -ft Deflection: LC 98 .61)+.42W (live) LC 98 .6D+.4214 (total) Axial LC 02 b+L, P 2264 lbs Kf = 1.00 Combined L•C 179 = D4.. 6W; (1 - fc/FcE) = 0.89 D=dead L=live 5=snow 47=wind 1 -Impact Lr=roof live Lc=concentrated. F. -earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IDC 2012 CALCULATIONS: Deflection: E1 = '29e06 lb-int/ply "Live" deflection = Deflection from all lion -dead loads (live, wind,. snow...) Tonal Deflection = 1,.90(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance wilh.Ihe.ICC International Building Code (IBC'2012), the.Nalional Design Specification (NDS 2012), and NDS Design. Supplement. •2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up dolumns*shall conform to the provisions,of NDS Clause 15.3. 4. FIRE -RATING: Joists;.wall studs, and multi -ply members are not rated for fire endurance. I'S COMPANY PROJECT Summit Structural D esign 19 WoodWorks (9Aug.8;201510:51 wr Garage Post Design Check Calculatlon Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit 28 28 L_ >R tern .Start End Start End Fb Loadl Dead --Axis 6.04 Axial (Ecc. = 0.00) 3375 lbs Load2 Live Axial fc - 4.12 (Ecc. - 0,00") 9000 lbs Load3 Live. Full Area 1 1 5.00.(1.00)" psf Self-wei'ht .Dead Axial 79 lbs *Tributary Width if Lateral Reactions (lbs): d iii a Unfactored: Anal sis Value Desi n Dead Anal sis/Doss n Shear Live Faccoredi 28 28 L_ >R 20 23 Timber -soft, D.Fir-L, No.2, 6x6 (5.1/2"x5.7/2") Support: Nonavood; Bearing length -.column width Total length: 11` Pinned base; Load face width(b); Ke x Lb: 1.0 x 11.0 = 11.0 (fl); Kex Ld: 1.O,x. Y1.0 = 11.0 (Il); Lateral support top = Lb, bottom = Lb; Analysis vs. Allowable Stress (psi) and Deflection (In) using Nos 2012: Criterion Anal sis Value Desi n Value Anal sis/Doss n Shear v =. 1 = 1 .fv Fv ' _ s , 1 Bending(+) fb 33 Fb 750 Tb/Fb' = 6.04 Axial fc - 412 Fc' = 473: fc/Fc'- 0.87 Axial Bearing fc - 4.12 fc" = 700 fc/Fc'= o.:59 Combined (axia compression + side 'load bending) Eq.3.9-.3 0.87 Dead Defl'n negligible 28 lbs Bending(+): LC 02 .. D+L, M - 76 lbs -ft Live Def.l'n 0.02 - cL/999 .0.28 - L/400 0.06 Total Defl'n 0.02 = <L/999 0.55 - L/240 0-.03 Additional Data: FACTORS: F/E(psi)CD CM' Ct CL/CP CF Cfv Cr Cfrt Ci LC0 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fo:+ 750 1.00 i.00 1.00 1.000 1.000 1.00 1.00 1..00 1.00 2 Fc' 700 1.00 1.00 1.00 0.676 1.600 - - 1.00 1.00 2 E. 1.9 million 1.00 1.00 - - - - 1.00 1..00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2. Fc- 700 1.00 ,1.00. 1.00 - 1.000 - - 1..00' 1.00 2 CRITICAL LOAD COMBINATIONS, Shear LC 02 - D+ L, V - 28, V design = 28 lbs Bending(+): LC 02 .. D+L, M - 76 lbs -ft Deflection: LC 02 - D L (live) LC 02 = D+L (total) Axial LC 112 = D+L, P - 124.54 lbs Combined LC 02 = DcL; (1 - 'fc/FcE) - 0..39 D=dead L=1ive S=snow w=wind I-iripact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis outppt Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 99e06 lb -int "Live" deflection - Deflection from all non -dead loads (live, wind, ,snow...) Total Deflection - 1.50(bead Load Doflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International 'Building Codo (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplemunt. 2. Please.verify that the delault deflection limits are appropriate for your application. TA COMPANY PROJECT Summit SlruGural Design Wo dWoorks' Aug. 8.2015 10:54 SOfrIVAREfOR IV000 DES70N. Deck Post Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat= Location. (ft) Magnitude Unit fv Fv'.= tern Start End Start End Bending(+) Loa 1. Dead Ax al (ECC. = .0.0011) 750 s L6ad2 Live Axial (Ecc. - 0.00") 2000 lbs Loa d3 Wind C3C Full Area fc1Fc9 32.80 (0.5.0)1 psf Self -weight Dead . Axial Eq..3..9-3.= 57 lbs ..Ducary r+iatn (rc7 Lateral Reactions (lbs): 17.6" 0 v 12'.6" Unfactored:. Analysis Value Dest n Value Dead Shear fv Fv'.= Live v Fv U.02 Bending(+) 1•li nd Factored: 103 1337 103 L ->R 62 fc - 146 G2 Lumber Post, D.Fir-L, No.2, 4x6 (3-112"x5.1/2") Support: Non -wood; Bearing length = colummwidth Total length: 12'-6.0'; Pinned base; Load face = depth(d); Service: wet: Ke x Lb: 1.0 x 12:5 = 12.5 (ft); Ke x Ld: 1.0 z 12.5 = 12.5 (fl); Lateral support: top = Lb, bottom = Lb: Analysis -vs. Allowable Stress (psi) and Deflection (in) usfno Nos 2012: Criterion Analysis Value Dest n Value Anal sis/Desi n Shear fv Fv'.= 223 v Fv U.02 Bending(+) fb- 205 Fb' - 1337 fb/Fb' - 0.15 Axial fc - 146 Fc' - 179 fc/Fc' - 0.02 Axial searing fc - 146 Fc' - 950 fc1Fc9 52 lbs Combined (axis compression + s de load bending) Eq..3..9-3.= 0.76 Dead Defl'n negligible Axial LC 82 - D+L, P - 2807 lbs Live De.F1'n 0.14 - <L/999 0.63 - L/240 D=d'ead L=live 5 -snow W=wind 1 -impact Lr=roof live 0.23 Total Defi'n 0.14 = <L/999 0.113 = L/180 Load combinations: ASCE 7-10 / IBC 2012 0.11 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP Cr Cfu Cr Cfrt Ci LCI) 11y' 180 1.60 0_.97 1.00 - - - - 1.00 0.80 4 Fby' loo 1.60 0.85 1.00 1.000 1.300. 1.05 1.00 1..00 0.80 4 Fc' 1750 1.00 0.811 1.60 0.188 1.100 - - 1.00 0.80 2 FC Comb1350 1.60 - - 0.120 - - - - - 3 E' 1.6 million 0.90 1.00 - - - - 1.00 0.95 4 Fc.' 1350 1.00 0.80 1.00 - 1..100 - - 1.00 0.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC 04 - .61)+.61.7, V - 62, V design 52 lbs Bending(+): LC i14 - .6D+.614, 1.1 - 192 lbs -ft Deflection: LC (14 - .6D+. 42W (live) LC 84 _ .6D+.4247 (total) Axial LC 82 - D+L, P - 2807 lbs Combined LC (13 - D+.75(L+,667); (1 - fc/FCE) - 0.36 D=d'ead L=live 5 -snow W=wind 1 -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: Ely - 31e06 lb -int "Live" deflection - Deflection Prom all non -dead loads (live, wind, snow...) Total Deflection a 2.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and dosign are in accordance with the ICC International Bullding Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the'defaull deflectionlimits are appropriate for your application. Summit Structural Design Rroj=ect: 'Keesling Engineer RKB Design. of: 4x Timber Column Design Values (NDS 17) 4X DF-L(N) #1 Fc. E cl KCe C Co 1400 1600000 3.5 0..3 0.3 1.25 Stability Reduction Column Capacity (lbs) le (ft). Cp k'.(psi) .4X4 4X6 4X8 4X10 4X12 5 0.64 901 11041 17350., 23660 29969 36278 6 0.55 76.7 9397 14.766 20136 25505 30875 7 0.46 649 7951 12494 17037 215.80 26123. 8, 0.39 549 67.29 10574 14418 18263, 22108 9 0.33 467 5718 8985 -12252 15519 18786 10 0:29 399 4888 7682 '10475 13268 16062 11 0.25 344 4209 6614 9020 11425 13830 12 0:21 298 3651 5737 7823 .9910 11996 13 0:19 260. 3190 .5012 6835 8658 10480 14 0.16 229 2806 4409: 6.013 7616 9219 15 0.14 203 2484 3904 5324. 6743 8163 16 0.13 181 2213 3477 4742 6007 7271 17 0.12 162 1982, 3115 4248 5380 .6513 18 0.10 146 1785 2805. 3824, 4844 5864 19 0:09 132 1615 2537 '3460 .4382 5305 20 0.09 120 1467 2305 3144 3982 4820 Summit Structural Design Project: KeeAn.g Engineer: RKB Design of: 6X Timber Co.lu.mn Design Values (NDS 3.7) 6X6 DF-L(N) 91 Fc 1000 le (ft) 5 6 7 8 9 10 11 12 13 '14 15 16 17 18 19 20 E 1600000 Stability Reduction CO d 5.5 Fc' (psi) KcE 0.3 6X6 C Co 0.3 1.25 Column Capacity (Ibs) 6X8 6X10 0.8.7 872 26386 35981 45576 0.82 823 24895 339.48 43000 0.77 770 23288 3.1756 40224 0.71 715 .21625 29488 37351 0.66 660 19961 27220 34479 0.61 606 18344 25014 31685 0.56 556 16806 22917 29028 0.51 508, 15368 20957 26545 0.46 464 14643 19156 24256 0.42 424 12833 17500 22167 0,39 388 11737 16005 20273 Q.36 355 10748 14656 18564 0:33 326 9857 13442 17027 0.30 299 9058 12352 15645. 0.28 276 8340 11372 14405 0.25 254 7694 10492 1329.0 6X12 55171 52053 48692 45215 41737 38355 35.139 32133 29363 26834 24.541 2.2472 20611 18939 17437 16088' L� -LI Summit Structural Design Project: Keesling Engineer:. RKB Design .of: Roof F of. Loads DL= 18 psf LL= 20 psf plywood: 1%2" CDX APA rated plywood or -OSB equivalent. Apply face:grain perpendicular to framing, stagger panels, and nail with 8d at 6" o.c. edges and 12" o.c. field. Edge Edgetnail at gable end trusses, drag -trusses, eave blocking, and all supp.orted 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.) Use 6x8 DF#2 header H1 ALL �\P-p ` gar TRUSS W/FILL A COMPANY PROJECT Summit Structural Design WoodWorks Aug. 8, 201510:15 SOFrwARrtoR fvoob DEirc.N R1 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat-. Locatlon Ift) Magnitude Unit 500 Total 1134 tern Start End Start End 1.00, Loadl Dead Full Area len th'seltin u Dead Defl'n 17:00 (2..00)• ps Load2 Dead Point Live Dofl'n 3.00 1000 lbs Load 3 Roof constr. Point 0.10 3.08 1000 lbs Self -weigh t et ht Dead Full UDL 9.5 plf Maximum Reactions (lbs) and Bearing lengths (in) : 6'-2" Unfactored• ed• Anal Dead 634 Roof Live 500 634 Factored: 500 Total 1134 Bearing:. ;134 Length 1.00, Min re 'd 1:00+ 1.00- 'Minimum hw ld len th'seltin u g g g s . or an supports Timber -soft, D.Fir-L, No,2, 6x81(5 -1/2'W-1/4") Supports: •AII - Timber -soil Beam,, D.Fir-L No.2 Total length: 6-2.0' Lateral. support: top= at supports, bottom= at supports; Analysis .vs. Allowable Stress (psi) and Deflection (in) uslno NOS 2012: Criterion Anal sis Value I Desi an Value Anal. sts/Desi n S ear fv 42 Fv' 212fv Fti' = 0.20 Bending (+) fb 800 Fb' 937 fb/Fb' - 0.86 Dead Defl'n 0.04 = <L/999 - - 1.00 1..00 - 2 Live Dofl'n 0.04 = <L/699- .0.20 L/360 0.18 Total Defl'n 0.10 L/744 0.30 L/240 0.32 Additional Data: FACTORS: F/Efpsi)CD CM Ct CL CF Cfu Cr. Cfrt C1 Cn Wff Fv' 170 1.25 1.00 1.00 - - - - .1.00 1:00 '1.00 2 F))'+ 750 1.25 1.00 1.00 1.000 1.000 1..00 1.00 .1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1:1 mil.11on 1. 60 1.00 - - - - 1.00 1..00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 112 - D+Lr, V - 1132,. V design - 1.104 lbs Bending(+): LC 92 - D+•LC, M - 3243 lbs -ft Deflection: LC 02 = D+Lr (live) LC 02 - D+I,r. (total) D=dead L -Live S -snow V -wind I=impact Lr -roof live Lc -concentrated F -earthquake. All Lt's are listed in the Analysis output Load combinations: ASCE 7-10 / IEC 2012 CALCULATIONS: Deflection: EI - 227e06 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: 1. \NoodWorks analysis and design aro 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 lolhe.provisions of NDS Clause 4.4.1. S�) COMPANYPROJECT + Summit Structural Design © Aug., 8, 2015 10:1.6 Wood'Works SOlTIVA)? FOR WOOD oF316.N R2. Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Typc Distribution Pat- :Locatior. '[Pt) Magnitude Unit 163 Factored: tern Start End Start End Loadl Dead Full, Area Length 1.00+ 1.00, 18.00 (2.00)+ psf L0802 Roof constr. Full Area ' _ .0.55 Dead Defl'n 20.00 (2.00)" psf Loa,43 Dead Full Area rEbl 17.00 (8.00)'! ps.f Self -weight Dead Full UDL 0..27 L/3600.06 9.5 plf aanucary n Lh lLt1 Maximum Reactions (lbs) and Bearing Lengths (in) : 8,_2„ 8'- Unfactored: Anal sis Dead 741 741 RootLive 163 163 Factored: 1'v = Total 904 904 Bearing.: ' Length 1.00+ 1.00, Min re 'd 1.00• i 00, 'Minimum bearing length setting used: 1" for end supports ' _ .0.55 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'•2.0'!: Lateral.suppon: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal sis Value Desitin Value s/Desi n Shear 1'v = Z3 Fv = 153 ' 0.15 Dending(+) fb - 369 Fb' 675 ' _ .0.55 Dead Defl'n 0,08 - <L/999 rEbl Live Defl'n 0.02 = <L/999 0..27 L/3600.06 Total Defl!n 0.13 =. L/734 0.40m'L/2400.73 Additional Data: FACTORS: •F/Elpsi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC 11 Fv' 170 0:90 '1..00, 1.00 - - - - 1..00 1.00, 1.0.o 1 Fb'+ 75.0 0.90 '1.. 0o '1.00 1.000 1.600 1.00 1.00 ].00 1.00 - 1 Fcp' 625 1:00 1.00 - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: She4r :.LC 111 =-D only, V = 133, V.design 616 lbs Bendingi.t): LC 91 = D only, M - 1482 lbs -ft Deflection: LC 92 - D+Lr (live) LC 62 - D+Lr (total) D=dead.Lnliva S -snow t4=wind I=impact Lr -roof Live Lc=concentrated E=earthquake All LC's are listed'in the Analysis output Coad combinations: ASCE 7-10 / IBC 2012' CALCULATIONS: Deflection: El a 227006 lb -int "Live" deflection = Deflection from al1. non -dead loads (live, wind, snow...I 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 Cbde'(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 10 the provisions of NDS Clause 4,4.1. 5:1/4'X1.1 7/8' PSC'BEIM ATOP LOWER LEVEL Top PIATE'. 3/4' TAG. PLY.. GLUED & NAILED W/ 8d RING STAGGER�JO SHANK O O/INT10 S 2X8 P.T.- OECK JOISTS O 16' O.C. C/may 4X70 P.T. GIRDER 2%8 P.T. RIM JOIST SII HUNG W/HUC410Z BETW POS,fS, 3/4'. T'.94. PLY• I I GLUED &'NAILED I I ,W/ 8d RING .N 2X10 P.T. SNANK O 8 10 I I ( '� LEDGER STAGGER JOINTS I I CC� 3 s, fi co n 3 1 3/4'X11 7/B' LVL RIM J0IST TYP.. -----------------_ 11 SII 1 1 _ I Mit I����■tl 1 I I a 1= 1 1; e �m11 1 VI IAl�i x:11 I I I I I I 1 I 1 I 1 � 1 I I 1. I 1 I, i i CC� 3 s, fi co n 3 1 3/4'X11 7/B' LVL RIM J0IST TYP.. ?�l COMPANY PROJECT Summit Structural Design WoodWorks 0D Aug. 8, 2015 10:18 SOMwARf. FOR WOOD Of'SrC,V S1 Design Check Calculation Sheet WoodWorks'Sizer 10.1 Loads: Load Type Distribution Pat- Cern Location I?tl Start End Magnitude Start End Unit Loa 1 Dea t1. Area 908 708 1 •. 0 .00)' psf Load2 Roof constr. Full Area 1 n0• Min' re'd •A ...,..., w,.., 20.00(1.7. 0.0)' psf Load3 Dead .Full Area Live Defl'n 0.01 17,00(15.00)+ psf Wad4 Dead' Full Area 0.04.=,<L/999 Bending(+): LC 11.2 = D+L, M - 1991 lbs -.ft 1,5.00 (7;00)x+ psf LoadS Live Full Area 40.00 (7..00)1 psf Self -weight Dead. Full UDL Lc=concentrated E -earthquake 9.5 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 4'-2" Unfactored: Analysis Value Dead 1407 14Q7 Live 583 Sea Roof Live Factored:. 908 708 .Total Bearing: 2376 2376 Length 1:00• 1 n0• Min' re'd •A ...,..., w,.., L.00+ 1 . 0n Us e .. suppul,5 Timber -soft, D.FIr-L, No.2, 6x8 (5=1/2"x7-1/4") Supports: All . Timber -soli Beam, D.Fir-L No.2 Total length: 4'-2,0; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) uslna NDS 20'12': Criterion Analysis Value Desi n. Value: Anal sis/Design Shear fv a 0 Fv' 0 fv PV = 0.30 Bending I-) -fb.= 496 Fb' - 750 fb/Fb' 0-.66 Dead Defl'n 0.0.2 - <L/999 - - 1.00 '1.00 - 3 Live Defl'n 0.01 = <L/999 0.14 - L/360 0.09 Total Defl'n 0.04.=,<L/999 Bending(+): LC 11.2 = D+L, M - 1991 lbs -.ft 0.20 = L/2'40 0.20 Additional Data: FACTORS; F/E(psi)CD CM C Cl, CF cfu Cr Cfrt Ci Cn LC8 Fv' 170 1.00 1.00 1.00- - - - 1.00 1.00 1.00 2 Fb " 7.50 1.00 1.00 1..00 1.000 1.000 1.00 1.00 1.00 1.00. - 2 FCp625 - 1.00 1..00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.:00 - - - - 1.00 '1.00 - 3 CRITICAL LOAD COMBINATION$: Shear LC 82 - D+L, V - 1951,, V deaign = 1334 lbs Bending(+): LC 11.2 = D+L, M - 1991 lbs -.ft Deflection: LC 83 D+.75(L+Lr) (live) LC 83 = D+.75(L+Lr) (total) D= dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E -earthquake All Ws are listed in the Analysis output Load combinations: ASCE 7-10 / IOC 20.12 CALCULATIONS: Deflection: EI = 227e06.1b-1n2 "Live" deflection - Deflection from all non -dead -loads (live, wind, snow-.) Total Deflection = 1.50(Dead goad 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 Iimits,are appropriate for your application. 3. Sawn lumbar bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Summit Structural Design WoodWorks` Aug. 8, 201510:21 WS2 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- 'Location tft) Magnitude Unit 4797 4797 Total Bearing: tern Start End Start End 1..92 Load4 Dead FU Area 1 92 „ Deed Dell 'n 15.0.0'(15.00)•• psf Load5 LiveFull Area Live .Def1'n 0.35 = 40.00(15.00)" psf Self -weight Dead Full UDL 0.43 L/446 21.2 pif --y , Maximum Reactions (lbs) and Bearing .Lengths (in) : i5'-11.9'• Unfactored: Anal s1s Value Dead 1967 1967 Live Factored: 4797 4797 Total Bearing: 6764 064 Length 1..92 1.92 Min re'd 1.92 •• 1 92 „ ...„n..."" ".Ver nfu uy We fuquirad W17Ih of the supporting member. / LVL n -ply, 2.0E, 3100b, 1-3/4"x14", 3 -ply (5-1/4"x14") Supports: All -Timber,soft Beam, D.FIr-L No.2 Total length: 15'-11.9"; Lateral suppon:iop= 16.bottomw at supports; [in) Repetitive factor: applied where'permilted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012 Ciit'eriom Anal s1s Value Deal ii 'Value Anal sls/Design Shear v 115 Ev' m - 1.04 1.00 - - fv "r v = 0.40 Bending(4) .fb 1855 Fb' = 3156 fbyFb' - 0.59 Deed Dell 'n 0.14 <L/.999 CRITICAL LOAD COMBINATIONS: Live .Def1'n 0.35 = L/537 0.40 - L/480- o,e9 Total Defl'.n 0.43 L/446 0.79.E L/24& 0.54 Additional Data: FACTORS: F/E(ps I) CD CM Ct CL Cv CSu Cr Cfrt Ci Cn LCD Fv' 2.85 1.00 - 1..00 - - - - '1..00 - 1.00 2 Fb'-• 3i00 1.00 - 1.00 0'.998 0.90 - 1.04 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E. 2.0 million - 1.:00 - - - - 1.00 - - 2 Eminy' 1.0A million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear t LC 112, - D+ L, V n. 6698, V design 5643 .Lbs Sendingi+),: LC 92 = D«.L, M - 2.6507 lbs -ft Deflection: LC 02 = D+L (live) LC 112 - D+L .(total) D=.dead L=live S=snow w'wind 1=impact Lr -roof live Lc=concentrated E=earthquake. .All LC's are listed in the Analysis output Load combinations: ASCE 1-10 / IDC 2012 CALCULATIONS: Deflection: EI = 80de06 lb-in2/pl.y. "Live"deflection - Deflection from all non -dead loads (five, wind, snow...) Tots Deflection - 0..501Dead'Load Deflection) - Live Load Deflection. Design Notes: 1. Wood Works analysis.and design are in accordance uilh the ICC International Building'Code (IBC 2012), the National Design Spodfication (NDS 2012), and NDS Design Supplement. 2. Please verify lhaithe default deflection limits are appropriate for your application. 3. System factor'KH may not apply to field -assembled multi -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 factors vary from one manufacturer to another for SCL materials. They can be;changed In the database editor. B. BUILT-UP SCL-SEAMS:coritect manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. FLOOR SPAN TABLES AND MATERIAL WEIGHTS L/480 Live Load Deflection L/360 Live Load Deflection (Minimum Criteria per Code) De t.yTll 'r%F"401PSF Live l'oad110'PSFtDead Coady 4y;. `t40JPSF LIye;Load9 201PSF#Dead4oadF° sph 1�'a " )2:i�e'C a x 15.'o;C i. t. : 2�ft -230 1�01150111 Not Req. R t✓J1Sic0 C R3 rd1:9�1rbUs14t' ; 14'-2" KTat2"/orc'; 18'-9° 16.r;o9cY t X19.:2' logic, w„24 �0 c°' X12 e0 c 15'-8" 14'-3" 12'-9"- �y r1,10A 16'-1l" .15'-6" 14'-1" 13'-7" 16'-11" - 15'-6" 14'-3" 12'-9" 5i1%�2i111Mwa 02 10' 17'-9" 16'-3" 15'•4" 14'-3" 17'-9'' 16'-3" 15'-4" 14'•0" ,x;2:300 911.04 0' V, ��210,,, 18'-3" 16'-8" 15'•9" 14'-8" 18'-3" .6 15'-9" 14'-8" x1;10 20'-2" 18'-5" 17'-.4" 15'-9°01) 20'-2" 17'4" 16'-1"111 14'-4"11 ?f:c360A %U.40 , 21'-1" 19'-3" 18'-2" , 16' 11" 21' 1" 1�_3' 17'-8" v 5.6.11 .W�230, 21'-8° 19'40" 18'-8" _ 17'-_5" 21'-8" 19'=10" '18'-1- 16'-2'!11 41"1 0 A160YAt� 22'4.1" 20'-11" 19'-8" 18'-4" 22'-11" 20'-11" 19'-8" 17'-10"111 12100' T56 ON 26'-1" _ 23'-8" 22'4° 20'-9" 26'-1" 23'-8" 22'-4" 20'-9"ul 1411 AN -'1j10 k 22'-10" 20'-11" 19'•2" 1T -2"f1) 22'-2" . 19'-2" 17'-6"11) 15' 0"fl) % I 2if0 23'-11" 2]'-10° 20'-8" 18'-10"111 23'-11" 71'=1"_ 19'-2"1)l. 16'-7"111 5fi(5P i 230'? 24'-8" 22' 6" 21'-2" 19'-9"111 24'•8" 22' 2" ' 20-41"1)) I7'-6"uI J,RA. 2;3.60 � 26' 0° 23'-8" 22'-4" 20'-9"111 26'-0" 23'-8" _20'=3"111. IT -10"(11- d �'Zs cs �3:zt1 x5fillii6 29'-6" 26'-10" 25'-4" 23'-6" 29'4" 26'-10" _22'-4"111- 25'-4"11 20'-11"111 r. a,.: 2lOrG 26'-6" 24'-3" 22'4)"111 19'-1111111 26'-0" 22'4"111 20'-7"111 16'4"111 *230 c 27'-3" 24' 10" 23'•6"' 21'4"11 21'_3" 23'-9" 21'-891) - 11'-691) $960,5 28'_9" 1 26'-3" 1 24'-8"i11' 21'-5"111 28'-9" -'31'•8" 26'_3"111 22'4"1� 7-40"0m :r T560 *i 32'=8" 1 29'-8" 1 28'•0" 25'-2°111 19'-B" 26'-3411 20'-11°111 L/360 Live Load Deflection (Minimum Criteria per Code) De t.yTll `ry40bPSF UvelLoadf/101PSF,Deatl load:4U P,SF�live";L�oat1P/,20jPSFsOead loatlsc;" 11 1�'a " )2:i�e'C a x 15.'o;C i. t. : 2�ft -230 1�01150111 Not Req. R t✓J1Sic0 C R3 rd1:9�1rbUs14t' 21'-4" 17'-9" 14'-2" 1110' 18'-9° 17'-2" 15'-8" 14'-0" 18'-1" 15'-8" 14'-3" 12'-9"- 9%�� "It 19'-8" 18' 0" 1T-0" 15'-4"- 19'-8" 17'-2" 15'-8" 14'-0" :?} 02 10' 20'-3" l8`-6" 11'-5" 16'-2" 10'-3" 18'-1° 16'-6" 14'-9" ` 911.04 0' V, ��210,,, 22'-3" 23'-4„ 19'-4" 21'-2" 17'-8" 19'-44" - 15'-9"111 11'-311) _ 20'-5" _IT -8" I 16'-1"(1) 14'-4"111 W 22.'-4" 19'-4° -- - - �l 11%1'230 .' ?f:c360A 24'- 0" 25'4° 21' 11' 23'-2" 20 5" 21.'-10" 18'-3" 20'4-111 23.7" 20'T-5" 13'-2" 18'-2" 21'-10"11) „ 16 7 1j 17'-1091) v 5.6.11 28'=10" 26'-3" 24'-9" 23'-0" _25'-4" .28'-10" 26'-3" 24'-9" 20'-I1"111 5 41"1 0 24'-4° 21'-0" 19'-2" 11'•2"1) 22'-2" 19'-2" 17'-6"(1) 15'-0"(1) 12100' 26'-6" 23'-1° 21'-1" 18'-1011111 24'-4" 21'-1" 19'-211) 16'4411 r; N230.0 27'-3" 24'-4" 22'-2" 19'-10"f1 - 25'-8" _ 22'-2" 20'-311) 1T -6"11l 5: X1360;.4} 28'-9" 26'-3" 24'-9"(1) 21'.5"111 18'-9" 26'-3"(1) 22'_4'(1) 17'-10"(u >?c' 5fi(5P 32'-8" 29'-9" 28'-0" 25'-2"11 32'-8" 29'-9" ?6' 3"1)1 20-41"1)) 28'-6" 24'-8" 22',6"11 '"11) 19-11 26 '-0" 22'.6"fn 20'-1"11 16'.7"(1) �16y 16N4 ;� . ,4,'30 26'.0" 23'-9" 21'-1"(1) - 21'-5" -• - 21'-8"0n ---._. IT -15"(1)360 31'-10" 29'-0" 26-10"fu _21' 5'u� 31'-f0" _23'-9° 26'-10"(1) 22-4-41) 17.10 1i 36'-1" 32` -ll" 31'-0"111 25'5'.2"(ii 36'-1" 31'.6"r"f1) 26'-3"ui -20'-11.0) (1) Web stiffeners are required at intermediate supports of continuous -span joists when the intermediate bearing length is less than 51/" and the span on either side of the intermediate bearing is greater than the following spans: a.Jl ®n DtT* S2F� load ;� 40 FSF llvesl"oad / 20;9P"1 Decatllloa2d�"�Wrd6�? 2.0 psi U+ 12=r�ofc�. onXPSFoUe3�4d 1g 1. o 3.8 psi t. : 2�ft -230 1�01150111 Not Req. Not Reg, 1514" 21'-4" 17'-0" Not Req. Not, Reg. 19'-2" Not Req. 24'-5" 19'-6" 29'-10" 23'-10" Not Req. 16'-0" 12'-9" 21'-4" 17'-9" 14'-2" Not Reg. 19'-11" 11/a" OSB ..:...................... 24'-5" 20'-4" 16'-3" 1.V15 60 29'-10" 24'-10" 19'-10" " Long-term deflection under dead load, whlch includes the effect of creep, has not been considered. Bold italic spans reflect initial dead load deflection exceeding 0.33°. How to Use These Tables 1. Determine the appropriate live load deflection criteria. 2. Identify the live and dead load condition. 3. Select on -center : spacing; 4. Scan down the column until you meet or exceed the span of your application. 5. Select TJI(9 joist and depth. General Notes Material Weights (Include TJIQ) weights in dead load calculations -see Design Properties table on page 3 for joist weights) Floor Panels Southern Pine %z" plywood ....................... psi s/a" plywood ....................... 2.0 psi 1a" plywood .......................2.5 psi 11/s" plywood ....................... 3.8 psi "OSB ..........................1.8 psi s/e" 05B ............................2.2 psi Y4" OSB I ......................... 2.7 psi 7/a" OSB ..........................3.1 psi 11/a" OSB ..:...................... 4.1 psi Based on: Southern pine- 40 pcl for plyirood, 44 pcf for OSB Roofing Asphalt shingles ...................2.5 psi Wood shingles ......................2.0 psi Clay tile .................... 9.0 to 14.0 psi Slate (3/a" thick)...................15.0 psi Roll or Batt Insulation 0" thick): Rock wool ......................... 0.2 psi Glass wool ........................0.1 psi Floor Finishes Hardwood (nominal 1") ..............4.0 psi Sheet vinyl ........................0.5 psi Carpet and pad ....................1.0 psi '/" ceramic or quarry file ............ 10.0 psi Concrete: Regular (11 ......................12.0 psi Lightweight (I") ..............8.0 to 10.0 psi Gypsum concrete ('/<") ............... 6.5 psi Ceilinlrs Acoustical fiber tile .................1.0 psi V gypsum board...................2.2 psi sus" gypsum board ..................2.8 psi Plaster (1" thick) ...................8.0 psi ■ Tables.are based on: - Uniform loads. - More restrictive of simple or continuous span. - Clear distance between supports (13!" minimum end bearing). ■ Assumed composite action with a singlelayer of 24" on -center span -rated, glue - nailed floor panels for deflection only. Spans shall be reduced 6" when floor panels are nailed only. Live7oad deflection ls;not the ohly,factor Spans generated from Weyerhaeuser software may exceed the spans shown in thatfalfects_hov4116&..Will perloim. - these tables because software reflects actual design conditions. �o'more:a`cquraturTI-Ptllct ata performance, For multi -family applications and other loading conditions not shown, refer to use ourTl-Pro"' Rat/ngs. Weyerhaeuser software or to the load table on page 5. Trus Jolst® TJim Joist Specifier's Guide TJ -4000 I June 2012 4 Ln COMPANY PROJECT Summit. Structural Design WoodWorks Aug. 8, 2015 10:27 SOflMARf.!'ON MOOD 0111GN S4 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type, Distribution Pat- tern Location.lft) Start End Magnitude Start - End Unit LoaTi- Dea ft Area Total 1921 _71_87_00__r2 .90) * psi Load2 Roof. constr. (•.1111 Area 1.00• 1.U0• •Minimi,m hoannn 20.00 (2;.00)'• psf 1,oad3 Dead Full Area Live Defi'n 0.63 - 17,00(15.00)• psf I;oed4 Dead Full- Area 0.26 - L/456 ,15.00 (1.00)• psf E,oadS Live Full Area 40.00 (1.00)'' psf Self -wet ht IDead IFull UDL 12.1 plf fr1 utary W1.t (f t1 Maximum Reactions (lbs) and Bearing Lengths (in) : Untactored: lAnalysis Dead 1616 Live •203 1ti16 Roo f'Live 203 203 Factored:: 203 Total 1921 Bearing: 1921. Length 1.00• Min re 'd 1.00• 1.U0• •Minimi,m hoannn InnMh eseln,. , ��a• r... .,..w 1 00• ppol , Timber -soft, D.Fir-L, No.2, 6x10 (5-112"x9-114") Supports: All -.Timber-soft Beam, D.Fir-L No:2 Total length: 10•-2:0' Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion. lAnalysis Value IDesign Value Anal sls/Desi n Shear v 4' Eb'= 0. f.v 'v 0'.2 Sending(-) fb = 696 Fb' = .875 fb/Fb' = 0.60 Dead Defl'n 0.16- L/771 Live Defi'n 0.63 - <L%999 0.34 = L4360 0.09 Total Defl'n 0.26 - L/456 0.50 - L/240 0.53 Additional Data: FACTORS: F/E'(psi)CD CN Ct CL CF Cfu Cr Cfet Ci Cn LCA Fv' 170 1*. -00: .1.00 1.00 - - - - 1.00 1..00 1.00 2 Fo'+ 675 1..00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00. - 2 Fcp' 625 - 1..00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: shear i LC 112 =' D+L, V - 1805, V design - .1514 lbs Bonding(+): LC 82 - D+L, M - 4551 lbs -ft Deflection: 'LC 83 - 'D+.75'(L+Lr) (live) LC 1113 - D+.75(L+Lr) (total.) D -dead. L=live: S -snow tl-wind 1 -impact Lr -roof five Lc --concentrated E=earthquake All. Lt.'s are, listed in the Analysis, output Load Combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 472e06 lb-in2 "Live" deflection - Deflection from -all non -dead loads (live, wind, snow.,.) Total Deflection = 1,.50(DeadLoad Deflection) + Live Load. Deflection. Design Notes: 1. WoodWorks ana"is and design .are 'in acoordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012). and NDS Design Supplement. 2: Please,verify that the defaull'deftection.limits are appropriate for your application. 3. Sawn lumber bending members shall Pe laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Summit Structural Design Aug. 6,, 2015 10:30 WoodWorks' S5 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load TypoDiscributiorc Analysis Pat- Location (ftl Magnitude Unit Wind Factored: 1191 tern Start End Start End 1136 Loa 1 W n CaC tUll Area 1.00' Min re 'd •Min ... I.n 7.00 1.00' Self -weight Dead FLll UDL Bend ing(+) x -x fb - 0 plf Y Width (ft) Maximum Reactions (lbs) and Bearing Lengths (in) : LTra4 7" Unfactored• Analysis Value Dead 103 103 Wind Factored: 1191 1791 Total Hearing: 1136 1136 Length 1.0o• 1.00' Min re 'd •Min ... I.n 7.00 1.00' PSL, 2.0E, 2�E, 5.414"x11-718" Supports: All - Timb soft Beam, D.Fir-L 1 Lateral support; lop= full, bottom= fu ; lique angle: 90.0 deg; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Desi n Value Analysis/Design Shear x -x fv = 0 Fv = 4 fv, Fv, - 0.00 y -y fv - 26 FV' 33 '6 fFv' = v/ 0.08 Bend ing(+) x -x fb - 0 Fb' _. 4645 fb/Fb' = .0.00* y -r fb = 68). Fb' 4484 fb/Fb' - 0.15 Dead Defl'n 0.02 = <L/999 All (.C's are listed in the Analysis output Live Defl,n 0.14 = L/913 0.35.= L/360 0.39 Total Den 0.17 L/756 0.53 = L/240 Total Deflection - 1.50(Dead Load Deflectioni + Live load Deflection. 0.32 Additional Data: FACTORS: F/E(ps 1)CD CM Ct CL CV Cfu Cr Cfrt Ci. Cn LCIl Fvy' 210 1.60 - 1.00 - - - 1.00 - - 2 F'ay' 2800 1.60 - 1.'00 1.000 1.00 - 1.00 1.00 - - 2 Pcp' 750 - - 1.00 - - - - 1.00 - - - Ey' 2.0 million - 1.00. - - - - 1.00 - - 2 Emin' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC $2 = .6D+. 6W, V - 1169, v design = 1063 lbs - Bending C+')-: LC 82 - .6D+.6t4, M -� 3,094 lbs -ft Deflection: LC 82 = .6D+.42W (live) LC 113 - D+.4214 (total) D=dead L=live S=snow 41=wind I=impact• Lr -roof live Lc=concentrated E=earthquaY.e All (.C's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI - 1465e06 lb -in?. EIy 206e06 lb -int "Live" deflection - Deflection from all non -dead loads Ilive, wind, snow...) Total Deflection - 1.50(Dead Load Deflectioni + 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. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. FIRE RATING: LVL, PSL and LSLare not rated for fire endurance. Design Check. Calculation Sheet Wood Works Sizer 10.1 Loads Load COMPANY PROJECT WoodWorks' Summit Structural Design Aug. 8, 2015 10:32 Ttagnitutle SOr rIVARE FOR WOOD OISICM fv = S6 Design Check. Calculation Sheet Wood Works Sizer 10.1 Loads Load Type Distribution Pat- Location .(ft) Ttagnitutle Unit fv = q3. Fv' = tern Start End Start End 'fb.- Loa 1 Dead Fu Area Yb/Fb' 0.80 Dead Defl'n 15.-00' 16.0)+ psft Los& Live Full Area Live Defl'n 0.16 = 40.00 (1,6.0)•' psf Self -weight Dead Flrll UDL 0.29 - L/4.00 2.6 olf Maximum. Reactions (lbs) and Bearing Lengths (in) : Unfactored: Dead 109 Live 258 Factored: Total 367 Bearing: Length 1.001 Min. ieo'd 1.Dn+ 9`•8" supports Lumber -soft, D.Fir-L, No.2, W (1-112"x7-1/4") Supports: All - Timber -soft Beam, O.Fir-L No.2 Floor joist spaced at 16.0" cfc; Total length: 9'-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 Nos 2012: criterion anal sle value Design value Anal sic/Desi n shear fv = q3. Fv' = 140 fv 'v 0, 31 Bending(+) 'fb.- 796 Fb.' 994 Yb/Fb' 0.80 Dead Defl'n 0.07 - <L/999 - - 1.00 0.95 - 2 Live Defl'n 0.16 = L/740 0.32 = L/360 0.49 Total Defl'n 0.29 - L/4.00 0.48 L/240 DAD 109 258 367 1.00" Additional. Data: FACTORS: F/E(ps1)CD CM Ct. CL CF Cfu Cr Cfrt. Ci Cn LCI) Fv' 180 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 F1'. 900 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 0.80 - 2 Fcp' 625 - 0.67 .1.00 - - - - 1.00 1.00 - - F.' 1.6 million 0.90 1..00 - - - - 1.00 0.95 - 2 Emin' 0.58 million 0.90 '1.00. - - - - 1.00 0.95 - 7. CRITICAL LOAO.COMBINATIONS: Shear : LC (f -e - D+L, V = 364, V design = 315 lbs DendIng(+): LC 82 - D+ -L, M - 872 lbs -ft Deflection: LC 42 - D+L (live) LC. q2 - D+L (total) D=dead L=live S=snow t4 -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 76e06 lb-in2- "Live" deflection_= Deflection from all non -dead loads (live, wind, snow.-) Total Deflection = 2.00_(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 DesignSpecification (NDS 2012)• and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate'for your application. 3. Sawn lumber bonding members shall be 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. �Cv COMPANY PROJECT Summit. Structural Design woodWorks / Y V O r k SO Aug. B, 2015 16:34 SOMYAk FOR WOOD DrSIOA' S7 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads Load Type. - Distribution pat- Location Iftl Magnitude Unit 970" 970 'Total tern Start End Start End fb 'Loa i Dead Full. Area fb%F-o' = 0.91 Min re 'd 15.00 t .00 '� ps f Load2 Live Full Airea IA. Defl'n 0•.12 .40.00 (5'.00)'•: psf Self= ht Dead Full UDL 0.22 - L/521 7.7 if ributary t4idth ( t) Maximum Reactions (ibs) and Bearing Lengths (in) : 9-8.3" Unfactored: JAIialYsis Value Dead• 400 400 Live Factored: 970" 970 'Total 1370. v Fv' - 0..37 Bearings fb 1370 Length 1.17 fb%F-o' = 0.91 Min re 'd 1.17 1 17 1. 17 Lumber -soft, D.Fir-L, No.2, 4x10 (3-112"x9-114") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 9'-8.3"; Service: wet; Lateral support: top= 16 bottom= at supports; fin) Analysis vs. -Allowable Stress (psi) and Deflection (in) usino Nos 2012: Criterion JAIialYsis Value IDesion Value Anal si•s/Desi n Shear fv 52 Fv' _ .140 v Fv' - 0..37 Bending(t) fb 783 Fb' - 862 fb%F-o' = 0.91 Dead 1)e fl'n 0.05=�<L/999 E. 1.6 miil'ion 0.90 1.00 - - - - 1.00 0.95 - ' IA. Defl'n 0•.12 L/952.0.32, = L/360 0.38 Total. Defl'n 0.22 - L/521 0.48 = L/240 0.46 Additional Data: .FACTORS: F/E(psi)CD, CMCt CL CF Cfu Cr Cfrt Ci Cn LCN Fv' 180 1,.00 0:.97 1.00 - - - - 1.00. 0.so 1.00 2 Fb't 900 1.00 1.00 1:00 0.998 1.200 1..00 1.00 1.00 0..80. - 2 Fcp' 625 - 0:67 1.00 - - - - 1.00 1-.00 - - E. 1.6 miil'ion 0.90 1.00 - - - - 1.00 0.95 - 2 Ervin' 0.58 f4l-lion 0..90 1.011 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 82 - D+L,. V - 1357, V design - 1125 lbs Sending.(+): LC 112 - D+L, M - 3255 lbs -ft Deflection: LC 112 - D+L (live) LC T2 - D+L (total) D=dead L=live S -snow N=wind 1 -impact Lr=roof live Lc=concentrated E -earthquake - All LC's are.li'sted in the Analysis output Load combinatidnsi ASCE 7-10 / IDC 2012 CALCULATIONS: Deflection: EI 369e06 lb -int "Live" -deflection - Deflection from all non -dead loads. (hive, wind, snow...) Total Deflection = 2.000Oead 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 fol your application. 3. Sawn lumber. bending members shall be laterally supported according to lheprovisions of NDS Clause 4.4:1. COMPANY PROJECT Summit Structural Design Aug. 8, 201510:43 WoodWqrks�@ Deck Top Rail Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Dist ributiori Pat -Location (ft) Magnitude Unit 8 Live 102 tern Start End Start End fb - Load3 Live Point .110 4,75 200. lbs Self -weight Dead Full UDL Length 1.00* 1.7 1f Maximum Reactions (lbs) and Bearing Lengths (in) : 9'-8" a.- Unfactored:, Anal sis Value Desicin Dead B Shear 8 Live 102 116 08 Factored: fb - 791 Fb' = Total .110 Dead Defl'n i06 Bearing: - - :1.00 0.95 - 2 Length 1.00* L/419 0.32 - Min re 'd 1.00` Total Defl'n 1) •Minimum hm rinn Is nn4h neNin.. ,,....d..,n ♦„-.,,..d _..___-._ ..00 00= Lumber -soft, Hem -Fir, No.2, 2x6 (1-112"xS-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total lengih: 9'-8.0'; Service: wet; Lateral support: top= 60 bottom= 60 (in) Analysis vs. Allowable. Stress (psi) and Deflection (int using NDS 20'12 Criterion Anal sis Value Desicin Value Analysis/Design Shear fv 20 F.v,• = 116 fv Fv' - 0.17 Bending(' +) fb - 791 Fb' = 829 fb/Fb' - 0.95 Dead Defl'n 0.01 - <L/999 - - :1.00 0.95 - 2 Live 0efl'n, 0.27 = L/419 0.32 - L/360 0.86 Total Defl'n 0.30 - L1380 0..48 = L/240 0.63 Additional Data: FACTORS: F/E(ps.i).CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCO Fv' 150 1.00 0.97 1.00. - - - - 1.00 .0..80 1.00 2' Fb'+ 850 1.00 1.00 1.00 0.938 1.300 1.06 1.00 1.00 0.80 - 2 Fco' 405 - 6.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0..90 1.00 - - - - :1.00 0.95 - 2 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0..95 - 2 CRITICAL LOAD.COMBINATIONS: Shear LC 112 - D+.L, V - 110, V design 109 lbs Bending(+.): LC 112 - D+L, M = 499 lbs -ft Deflection: LC 112 - D+L (live) LC 02 - D+L (Ental) 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 27ed6 lb-in2' "Live" deflection. - Deflection from all non -dead. loads (live, wind,. snow.:.) Total Deflection - 2:00(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 veiify that the default deflection limits are appropriatefor your application. 3. Sawn lumber bending members shall be laterally supported accordingto the provisions of NDS Clause 4.4.1. MiTek POWER TO PERFORM. JOB: Keesling_K LOCATION: Oroville, Ca. TRUSS ENGINEERING MiTek Industries, Inc. 7777 Greenback Lane Suite -109 Citrus Heights, Ca.95610 Phone: (916)676-1900 Fax:(916)676-1909 ► LUMBER` ► HARDWARE ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS bis'- o 2,-5-67 655 Cal Oak Rd. P.O. Box 1947 Oroville, Ca.95965 Phone:(530)534-0300 Fax:(530)534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. TRUSSES REQUIRE EXTREME CARE IN HANDLING BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTS MAY CONTAIN MOLD SPORES, THE PRESENCE OF WHICH WILL NOT BE CONSIDERED A DEFECT tv�p This Image was created with vF� _ TIMBER PRODUCTS s INSPECTION BUTTE` '"`, 105 S.E. 124th AVE. COUNTY Vancouver, Wa. 98684 ,��.. Phone: (360)449-3840 AUG 14 2015 ® Fax:(360)449-3953 DEVELOPMENT yr/ Ne'G� SERVICES /" y U CL 12G 12 12G m m S D T F11 Al M1 AM! 1G m Lm D W .J 1 Kyle Keesling . Breeze Hallow lane Oroville, Hallow The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R44981984 thru 844981.992 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. 0480E ESS/p��, \ LLQ,, JU 76428 zj got a AOW July 22,2015 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. BLJT-fE GOUt.'4TY�� ® 0,UIL®ING ®IVISI0 11 pp VE MiTe-k MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: Keesling_K Fax 916/676-1909 Keesling The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R44981984 thru 844981.992 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. 0480E ESS/p��, \ LLQ,, JU 76428 zj got a AOW July 22,2015 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. Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ftin-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, Is always required. See BCSI. 0 x/12. 6 Taus bracing must be designed by an engineer. For truss individual lateral braces themselves 1 2 3 wide spacing, T T TOP CHORDS C1-2 C2-3 may require bracing, or alternative T, I, or Eliminator bracing should be considered. 4 3. Never exceed the design loadingshown and never stack materials on inadequately braced trusses. LWEBS O �•� ;� 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U i = designer, erection supervisor, property owner and plates 0 -'AJ' from outside o_ �' u U all other interested parties. edge of truss. 0 p 5. Cut members to bear tightly against each other. C7-8 C&7 BOTTOM CHORDS 6. Place plates on each face of tens at each This symbol indicates theg 7 6 5 oint and embed fully. Knots and wane at joint 1. required direction of slots in locations are regulated by ANSI/TPI connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location detalls available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or pudns provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceifing is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the resporsibirity, of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. ® 18. Use of green or treated lumber may pose unacceptable Iffdenvironmental, health or performance risks. Consult with W1 project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal ' 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. B-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERF"ORft " ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type Qty Ply Keesling Plates Increase 1.25 TC 0.47 TCDL 10.0 844981984 I KEESLING K AIG SCISSORS 2 �} 3 NO WB 0.30 BCOL 10.0 Code IBC2012ITP12007 (Matrix) Job Re e e Le o ti0 a Endeavor Homes, Orovllle, CA 95965 7.430 s Jul 25 2013 MlTek Industries, Inc. Tue Jul 21 16:14:41 2015 Page 1 ID:OgVCzFTt?wvSEdJXEkVFM_zs917-gfgtuuLjNgOJvPRvPDV460VUdSB9J5RGTvm PhNOyvmES 2-0,0 14-2-15 7-9.15 11-5-0 15.0.0 18-7-0 22-2-1 25-&1 I 30.0-0 32-0-0 2.0.0 4-2-15 37-0 37-0 37-0 3-7-0 3-7-0 37-0 4-2-15 2.0.0 Scale = 1:56.8 I 4x4 = . BUTTE COUNTY 1 L,o w, nikit. nIVIRM 4 -2 -IS 7-9-15 11.5-0 15A0 18.7-0 22-2-1 25•&1 30-0-0 4-2-15 37-0 37-0 37-0 37-0 37-0 r 37-0 } 4 LOADING (psf) SPACING 2-0-0CSI TCLL 20.0 Plates Increase 1.25 TC 0.47 TCDL 10.0 Lumber Increase 1.25 BC 0.72 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 BCOL 10.0 Code IBC2012ITP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF No.2 0 22 1a „ j$ 3x8 DEFL in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.24 15 >999 360 MT20 220/195 Vert(TL) -0.71 15 >500 240 Horz(TL) 0.49 10 n/a n/a Weight: 499 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=3978/0-5-8 (min. 0-1-8), 10=3978/0-5-8 (min. 0-1-8) Max Harz 2=153(1-C 6) Max Uplift 2=683([-C 8), 10=683(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11650/1661, 3-0=10213/1476, 4-5=7780/1103, 5-6=-5998/845, 6-7=-5998/845, 7-8=-7780/1103, 8-9=10213/1476, 9-10=11650/1661 BOT CHORD 2-18=1411/10459,17-18=1437/10522, i6-17=1204/9202.15-16=-811/6976, 14-15=811/6976, 13-14=1204/9202, 12-13=1437/10522, 10-12=1411/10459 WEBS 6-15=-672/5086,7-115=1661/311. 7-14=181/1282, 8-14=2273/400,8-13=-75/683, 9.13=1307/218, 5.15=1661/311, 5-16=181/1282,4-16=2273/400, 4-17=-75/683, 3-17=1307/218 NOTES 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 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. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuit=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45111; L=30ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=683, 10=683. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 583 Ib down and 91 Ib up at 1-6-0, and 583 Ib down and 91 Ib up at 28-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of o4RpFESS/p� v 76426 Q Q -Pp .lulu 99 gO15 —_caatS?thsrs r. � - - , --•-- WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with M7ek 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 buildirig 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 ' 8 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPIl Quality Cdteda, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Symbols Numbering System AGenera.1 Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets ore indicated. 1 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenihs. (Drawings not to scale) Apply plates to both sides of truss I. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSL 1 /16 2. Trus bracing must be designed by an engineer. For 1 2 3 wide in= spacing, individual lateral braces themselves T T TOP CHORDS C2-3ci-s may require bracing, or aflemofive T, I, or Eliminator bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never stack materials on inadequately traced trusses. O �• ; �,� 3 O 4. Provide copies of this tens design to the building FOr 4 x 2 orientation, locate U a = designer, erection supervisor, property owner and interested plates 0 -'Ag' from outside v U another parties. edge of truss. 0a0 5. Cut members to bear tightly against each other. cry r BOTTOM CHORDS 6. Place plates on each face of tens at each This symbol indicates the1olnt g 7 6 5 and embed fu . Knots and wane at joint Cations 1. required direction of slots in are regulated by ANSI/TPI connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location detalls available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber Is a non-structural consideration and is the width measured perpendicular 4 x 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal (front, back. words 19. Review all portions of use. Reviewing and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rC7 PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type Oty Ply Keesling R44981984 KEESLING K A1G SCISSORS 2 q J ob Re e e ce o do al ..ecru .nom vrovi e, c,n aaaoa r.nau s-- zu r a —ex mausmes, mc. iue aar zi it; rn:nr zum rage ID:OgVCzFTt?wvSEdJXEkVFM_zs9l7-gfgtuuLj NgOJvPRvPDMOVUdSB9J5RGTvm PhNOyvmES LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-19=-60.19-20=-320(F=-260), 6-20=-60, 6-21=-60, 21-22=320(1`=-260), 11-22=60, 2-15=-20,10-15=-20 Concentrated Loads (lb) Vert: 23=583(8) 24=583(B) 1 }t 1 ) 1 r f I f i I l I 1 Y� BUTTE C®UN`s:" G ENVISION RAVE WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 02/16/2015 BEFORE USE. Design varid for use only with M7ek 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 responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ��IVVV�-1 �G�G�G"' fabrication• quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/; Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 0'12. /16 Truss bracing Must be designed by an engineer. For 1 2 3 wide tnra spacing, individual lateral braces themselves may require bracing, or attemative T, I, or Efiminator T TOP CHORDS bracing should be considered. i i ci-2 cz� WEBS 3. Never exceed the design loading shown and never stack materials on inadequately braced muses. O •> ;y� 0 NC 4. Provide copies of this thus design to the building For 4 x 2 Orientation, locate designer, erection supervisor, property owner and interested plates 0-'na' from outside a U afi ocher parties. edge of truss. all 5. Cut members to bear tightly against each other. r0a BOTTOM CHORDS 6. Place plates on each face of tens at each This symbol indicates the 8 7 b 5 �oint and embed fully. Knots and wane at joint required direction of slots in ocations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In Welk 20/20 software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless a� ressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsib ility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to Slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 H. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the resporsibi7ly of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front back words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 14'08 Job Truss Truss Type Oty Ply Keesling I/defl _ Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 844981985 KEESLING_K A10 GABLE 1 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.04 Job eee ce o fo a cnaeawr Humes, vrovine, s.n nayoa r.asu s u I zo zu1i mi r ex mausmes, mc. i ue jui zi 1b:14:JJ zui a eager ID:OgVCzFTt7wvS EdJ XE kV FM_zs917-v7 BrC9E i GC N SxApMxXN E3p9KZzbB Du213 WTGSsyvm Ea -2.0-0 15-0-0 30.0.0 32-0.0 2-0-o 15.0-0 15.0.0 2.0-0 Scale =1:55.9 3x4 = 6.o0 FiT 12 13 14 -- 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 -- 3x4 = 300 s i$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl _ Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.02 26 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.04 26 n/r 90 BU LD 14y 2 BCLL 0.0 ' Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 25 n/a n/a BCDL 10.0 Code IBC2012rTP12007 (Matrix) Weight: 200 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS '2x4 DF No.2 10-0-0 oc bracing: 2-47,46-47,45-46,44-45,43-44. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with.Stabilizer Installation quide. REACTIONS All bearings 30-0-0. (lb) - Max Horz 2=153(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 13, 38, 36, 47, 46, 45, 44, 43, 31, 30, 29, 28 except 2=-116(LC 8), 25=-124(LC 8) 42, 41, 40, 39, 35, 34, 33, 32,�, n��� ®� �� b i0.�A Max Grav All reactions 250 Ib or less at joint(() 13, 38, 36, 47, 46, 45, 44, 32, 31, 30, 29, 28, 43, 42, 41, 40, 39, 35, 34, 33, ('`°; p /f I I r;r q B ®IVISI 27 except 2=268(LC 17), 25=264(LC 18) BU LD 14y 2 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES P �tl/ 0 / E b 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. gRQFESS/pN 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 13, 38, 36, 47, 46, 4511, 2 44, 43, 42, 41, 40, 39, 35, 34, 33, 32, 31, 30, 29, 28 except (jt=lb) 2=116, 25=124. 76428 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. U Q 0 X LOAD CASE(S) Standard EXR, 12/31/2016 fv.- \TQFCA11, -'' July 22,2015 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERAN CEPAGE 11,1II.7473 TV. 020411201S BEFORE USE. Design valid for use only with FNTek 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 vreb members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 64-8 dimensions shown in ft4ri-sixteenths Damage or Personal Injury Dimensions are in ft4n-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for in= system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. -i2. 0.1 6 2. Trus bracing must be designed by an engineer. For truss Individual lateral braces themselves ) 2 3 wide spacing, T I I TOP CHORDS cr s c2-3 may require bracing, or atiemative T, I, or Eliminator bracing should be considered. WEBS4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O �• ; �,� 3 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U a Oz designer, erection supervisor, property owner and plates 0-'Ag' from outside a- c v all other interested parties. edge of truss. 0� 0 S. Cut members to bear tightly against each other. c BOTTOM CHORDS 6. Place plates on each face of inns at each This symbol indicates theg 7 6 5 taint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes tenses wN be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MfTek 20/20 SOttWaf@ Or span f@qU@it. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treate , or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is o non-structural consideration and is the width measured perpendicular 4 x 4 responsibi lity of truss fabricator. General practice Is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use 1, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 842, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or fess, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and bad vertically unless indicated otherwise. �� ® 1 B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consufl with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review oilportions of this design (front, back, words pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.MiTek ® ffiand Is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER >r97 PERFORAL" ANSI/TPl 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MIl-7473 rev. 10208 Job Truss Truss Type Qty PlyKeesling Plates Increase 1.25 • 10.0 Lumber Increase 1.25 R44981986 KEESLING K A11 SCISSOR 5 1 Code IBC2012/TPI2007 Job Reference (optional) rvor Homes, OrovlBe, CA 95965 7.430 s Jul 25 2013 Mrrek Industiles, Inc. Tue Jul 21 16:14:35 2015 Page 1 ID:OgVCzFTtTNvSEdJXEkVFM_zs917-rVJcdrGyogdABUzl2yPi8EEc5m7Ehj6aXgyN9lyvm EY -2.0.0 SSS 1D -2-1D 'ISO -0 19-9 24$11 30-0-0 32A0 2-0.0 SSS 496 4-96 4-9-6 49� SS5 2-00 Scale = 1:56.8 4x4 = r SS5 10-2-10 15-M 18-96 24.6.11 30-0-0 5S5 498 4-96 49$ 496 115 LOADING (psf) SPACING , 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI DEFL in (loc) I/deft . Lid TC 0.47 Vert(LL) -0.29 12 >999 360 BC 0.70 Vert(TL) -0.7311-12 >483 240 WB 0.34 Horz(TL) 0.55 8 n/a nla (Matrix) REACTIONS (Ib/size) 2=1315/0-5-8 (min. 0-1-8),8=1315/0-5-8 (min. 0-1-8) Max Horz 2=153(LC 7) Max Uplift2=265(LC 8), 8=265(LC 8) PLATES GRIP MT20 220/195 Weight: 134 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Tekcommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer t 'de FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3802/459, 3-4=3282/413, 4-5=2563/306, 5.6=2563/306, 6-7=3282/413, 7-8=-3802/459 BOT CHORD 2-14=320/3383, 13-14=327/3388, 12-13=214/2982, 11-12=214/2982, 10-11=-327/3388, 8-10=320/3383 WEBS 512=164/1940, 6-12=706/174, 6-11=0/303, 7-11=432/108, 4-12=706/174, 4-13=0/303, 3-13=-432/108 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=3DR; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except at=lb) 2=265, 8=265. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIIrPI 1. LOAD CASE(S) Standard t pRQFESS/0l 0?N�Q F G? CID - O !� 76428 , v EXP, 92/31/2016 July 22,2015 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 02/1B/20f5 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for ari 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 ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fatukation, quality control, storage. delivery. erection and bracing, consult ANSI/TPll 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft4n4Weenths Damage or Personal Injury Dimensions are in ft4n-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for taus system, e.g. and fully embed teeth. diagonal or x-bracing, Is always required. See BCSI. 0.1 d Tens bracing must be designed by an engineer. For truss individual lateral braces themselves 2. 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator T r r a-2 c�a bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O�• ; ; ae 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate r{y� U i Oz deslgnew, erection supervisor, property owner and interested plates 0-'ns' from outside a ap other parties. edge Of truss. 0 5. Cut members to bear tightly against each other. cr > BOTTOM CHORDS 6. Place plates on each face of tans at each This symbol indicates the8 7 6 5 Cationst and embed fully. Knots and wane at joint regulated by ANSI/TPI 1. required direction of slots in are connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI i. Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless a� ressty noted, this design is not applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of buss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the spedes and size, and In all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings i5. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior (supports) occur. Icons vary but 0 2006 MTek8 All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. f♦� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review to portions of this design ing pi back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER tr'O PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type City Ply Keesling 1.25 TCDL 10.0 Lumber Increase 1.25 844981987 I KEESLING_K Al2 COMMON 9 1 Code IBC2012/TPI2007 WB 0.40 Horz(TL) 0.09 8 n/a n/a Job Refe e ce o do a Endeavor Homes, Orovllle, CA 95965 7.430 s Jul 25 2013 MITek Industries. Inc. Tue Jul 21 16:14:37 2015 Page 1 ID:OgVCzFTt7wvSEdJXEkVFM_zs917-nuOM2XICKRutQn78ANRADfJ9iauh9cet_BRUEdyvmE W -2.0.0 5-4-5 10.2-3 15.0.0 19-9-13 247-11 30.0-0 32-0-0 2-0.0 5-4-5 49-13 49-13 4-9-13 49.13 54-5 2.0.0 Scale = 1:55.9 4x4 = 5 1.5x4 II 3x4 = 5x8 = 3x4 = 1.5x4 II i 5-4-5 10-2-3 150-0 19-9-13 247-11 30-0-0 545 49.13 49.13 49.13 49-13 54-5 Plate offsets (X.Y): 13:0-2-8.0-3-01, n:0-2-8.0-3-01, [12:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 CSI DEFL in (loc) I/deft . Ud PLATES GRIP TC 0.27 Vert(LL) -0.08 12 >999 360. MT20 220/195 BC 0.38 Vert(TL) -0.2212-13 >999 240 WB 0.40 Horz(TL) 0.09 8 n/a n/a (Matrix) Weight: 154 Ib FT = 20% REACTIONS (Ib/size) 2=1315/45-8 (min. 0-11-8),8=1315/0-5-8 (min. 0-1-8) Max Hoa 2=153(LC 7) Max Uplift 2=265(1_C 8), 8=265(LC 8) BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer allalign e -. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2147/303, 34=1761/305, 45=1359/285, 5-6=1359/285, 6-7=1761/305, 7-8=-2147/303 BOT CHORD 2-14=172/1832, 13-14=174/1829, 12-13=107/1518, l l-12=107/1518, 10-11=-174/1829, 8-10=172/1832 WEBS 5-12=145/861, 6-12=-538/128, 6-11=-2/334, 7-11=367/77, 4-12=-538/128, 4-13=2/334, 3-13=367/77 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 1 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and'any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=265, 8=265. 6) This truss is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard opQFSSI0�,� OTNIQ_y� F 76428 EXE 2/31/2016 OF July 22,2015 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,0I.7473 rev. 02118/2015 BEFORE USE. IF Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component.IYApplicability of design parameters and proper incorporation of component is responsibility of building wndesigner- not truss designer. Bracing shois for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ _ fabrication, quality control, storage, delivery. erection and bracing, consult ANSUTPII 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 64-8 dimensions shown in ftmir-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See SCSI. 0.12. 2. Trus bracing must be designed by an engineer. For truss Individual lateral braces themselves 2 3 wide spacing, TOP CHORDS may require bracing, or aBemative T, I, or Eliminator T bracing should be considered. 7 7 cis C24 WEBS 4 3. Never exceed the design loading shown and never 0 4, stack materials on inadequately braced trusses. O �• ; 3 O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and plates 0-'a6' from outside a +'� v U allother interested parties. edge of truss. O 5. Cut members to bear tightly against each other. c�C6-7_ C44 r BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the$ 7 6 5 Cations and embed fully. Knots and wane at joint required direction of slots in care regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. 'Plate location details available In MITek 20/20 software a upon request. B. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THELEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsib ility of truss fabricator. General practice B to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, sire, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 tt. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior (supports) occur. Icons vary but D 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPi l : National Design Specification for Metal 19. Review all portions of this design ing pi back, words a� pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r0 PERFORM" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MIl-7473 rev. 10208 Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP 1Keesling R44981988 KEESLING_K Al2G COMMON 2 1 BC 0.96 Vert(TL) -0.50 16 >705 240 7) This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Job Rfence (optional Endeavor Homes. Orovllle. CA 95965 7.430 s Jul 25 2013 MITek Industries. Inc. Tue Jul 21 16:14:38 2015 Page 1 ID:OgVCzFTt7wvSEdJXEkVFM_zs917-F4_kGtir510k2xiKj5zPmss5M_40uyK1 DoAll m4yvmEV -2-0-0 4-51 7-116 11.511 150.0 , 18.6.5 22-0-10 2!t,15 30-0-0 32-0.0 2-00 4S1 36.5 36.5 36.5 36.5 36.5 4-51 2.0.0 Scale = 1:58.8 4x5 II 2x4 II 3x4 = 3x5 = 8x8 = 3x5 = 3x4 = 2x4 11 1 1$ 4s1 7-116 11-511 150-05 22A10 25.6-15 30.0.0 4-51 36-5 36-5 36-5 36-5 36.5 36-5 451 Plate Offsets (X,Y): [4:0-1-0.0-2-01.[B:0-1-0.0-2-01.[15:04-0.0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.17 16 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.50 16 >705 240 7) This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0.20 10 n/a n/a ESP, 12l3112096 BCDL 10.0 Code IBC2012rrPI2007 (Matrix) Uniform Loads (plf) Weight: 216 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 8-1 D-5 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sallation ou'de. REACTIONS (Ib/size) 2=3395/0-5-8 (min. 0-3-110), 10=3395/0-5-8 (min. 0-3-10) Max Horz 2=153(LC 7) Max Uplift 2=592(1-C 8), 10=592(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-0611/976, 3-4=5332/832, 4-5=3954/654, 5-6=3004/551, 6-7=3004/551, ��"� BUTTE COUNTY U 7-8=-3954/654, 8-9=5332/832, 9-10=-0611/976 1 BOT CHORD 516=380/3347, 14 15=-380/3347, 575/4458, U LD I N G DIVISION 13-147 12-81378 89 5807,10-125 78� 5807 b I WEBS 6-15=-410/2414.7-15=1337/249,7-14=175/1241, 8-14=1662/292, 8-13=-110/927, 9-13=1554/246, 5-15=1337/249, 5-16=175/1241, 4-16=1662/292, 4-17=-110/927, �� 3-17=1554/246 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will RQE ESSIQ fit between the bottom chord and any other members. 5) A rating reduction of 20% has been for the lumber Q N 10 - \ K plate applied green members.N 6) Provide mechanical connection (by others) of truss to bearing 100 Ib 2=592, plate capable of withstanding uplift at joint(s) except Qt=1b) 10=592. r!j 7) This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. E076428 y > 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 0 LOADCASE(S) Standard ESP, 12l3112096 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-19=-60, 19-20=-320(F=-260), 6-20=-60, 6-21=60, 21-22=320(F=-260), 11-22=60, 2-10=-20 July 22,2015 A& WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 02H8r20/s BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an,nd.mcluol building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shovrl Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibllrity, of the ' e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPll 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 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft4n-, xteenths Damage or Personal Injury Dimensions are in ff-in-s'Ixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. i n �' /16 2. Trus bracing must be designed by an engineer. For truss Individual lateral braces themselves 1 2 3 wide sparing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator T bracing should be considered. T ci z C2-3 WEBS 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O �•� ; � ; 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U i = designer, erection supervisor, property owner and plates 0 -'Ag' from outside o- +' u U a0 other interested parties. edge of truss. a0 5. Cut members to bear tightly against each other. r0 cr C6-7 c"BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates theg 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes treses NAO be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available In MITek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber Is a non-structural consideration and is the width measured perpendicular 4 4 responsibi lity of truss fabricator. General practice Is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and sae, and In all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, ff no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but 0 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with W1 project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review au portions of thisdesign (front, back words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction.MiTek ® is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ' POWER r97 PERFORM." ANSI/TPI 1 Quality CAtedo. Installing & Bracing of Metal Plate Connected Wood Trusses. Mi rek Engineering Reference Sheet: MI -7473 rev. 10208 Job Truss Truss Type Qty Ply Keesling (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 844981989 I KEESLING_K A20 GABLE 1 1 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.03 23 n/r 90 Job Reference o do a cnaeevar Homes, urovme, cA naeoa /.QJU s dui zo ZV IJ Mi i ex mausmes, mC. i ue dm n ioaa:n[ zuio rage i ID: OgVCzFTt?wvSEdJXEkVFM zs917-BsEF5ELL8zWAWZ?5yw1LwiIsJbfrgytc8Q8EveyvmER -2.40 15.00 36110 32-40 2-40 15-0-0 15.40 2.40 ' Scale = 1:56.8 3x4 = 11 12 13 10 14 9 15 . 8 18 7 17 6 18 5 19 3433 32 35 jl✓J3g 3x4 = 37 38 39 40 20 31 21 30 29 28 27 26 25 0 22 23 )$ 3x4 3.0o 12 24 3x4 2 i 15.0-0 340.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.02 23 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.03 23 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 22 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix) Weight: 147 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 DF No.2 6-0-0 oc bracing: 4142,24-25. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS All bearings 30-0-0. (lb) - Max Horz 2=153(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 33, 42, 41, 40, 39, 38, 37, 36, 35, 31, 30, 29, 28, 27, 26, 25, 24 except 2=128(LC 8), 22=128(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) 33, 34, 32, 41, 40, 39, 38, 37, 36, 35, 31, 30, 29, 28, 27, ���®� pp® 26, 25, 24 except 2=292(LC 1), 22=279(LC 1), 42=269(LC 13) �,� 9 p BUTTE U A � NTY FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. U I L®I N G ®I tl�/ I S I ® 0 �! NOTES / 9PT11009 VE® 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-0-0 oc. RQFESS/p� , 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ©p' Q 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 b 2-0-0 wide will � N 4 9 P 9 Y fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 33, 42, 41, 40, 39, 38, !L 37, 36, 35, 31, 30, 29, 28, 27, 26, 25, 24 except (jt=1b) 2=128, 22=128. w 76428 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 33, 34, 32, 42, 41, 40, 39, 38, 37, 36, 35, 31, LU Z M 30, 29, 28, 27, 26, 25, 24. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. Exp, 92/31/2016 LOAD CASE(S) Standard ATFQFCALI: �-'" July 22,2015 WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 02/1 a/20f5 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and Is for an individual building component. e . 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 responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI/TPII Quality Cdtedc, 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 0, Sr.. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft-in•sixfeenths Damage or Personal Injury Dimensions are in ft-in-s'Ixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. lh 6 2. Tans bracing must be designed by an engineer. For truss individual lateral braces themselves T T 1 2 3 TOP CHORDS C1-2 wide spacing, may require bracing, or alternative T. I, or Eliminator bracing should be corssidered. WEBS 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. t O •� ;� JN4 4. Provide copies of this tens design to the building For 4 x 2 orientation, locate UO designer, erection supervisor, property owner and plates 0-'n6' from outside a (� a0 other interested parties. edge of truss. R 0 S. Cut members to bear tightly against each other. cry BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates theg 7 6 5 oint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice ls to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. icons vary but © 2006 MTek@ All Rights Reserved 15. Connections not shown ore the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of on engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with W1Plate project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI i Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. la'08 Job Truss Truss Type Oty Ply Keesling Plate Offsets (X.Y): 14:0-0-8.0-2-81 LOADING (psf) 8 44981990 KEESLING K AM1 MONO SCISSOR 2 1 Plates Increase 1.25 TC 0.22 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Job e e e ce o t o al 'R s1.1 1a1 13- I ex Inaumnes. Inc. 1ue Jul-1--i-a rage1 ID:OgVCzFTt?wvSEdJXEkVFM_zs9l7c2odJaMzvHel8iaHWeYaTwZlu?OgZPRmN4uoRHyvmEO 2.00 180 3 Scale c 1:11.0 NOTES 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24tt; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) -- 2=149. ©4pFESS/pN�,, 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. OT N IQ LOAD CASE(S) Standard rry76.4_28 m BUTTE C®UN I 0 u1 T� p z i BUILDING DIVISION UP, 12/31/20-16 APPROVED July 22,2015 14 WARNING - Verify design paramerens and READ NOTES ON THIS AND INCLUDED M17 -EK REFERANCE PAGE M11.7473 rev. 02HB/2015 BEFORE USE. Design valid for use only vrith 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 shovm Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -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 109 180. 122 Plate Offsets (X.Y): 14:0-0-8.0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 8 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS (Ib/size) 2=271/0-5-8 (min. 0-1-8), 4=44/Mechanical Max Horz 2=51(LC 8) Max Uplift 2=149(LC 8), 4=-44(LC 1) Max Grav2=271(LC 1), 4=59(LC 8) FORCES (lb) -Max. Comp./Max. Ten.'- All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24tt; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) -- 2=149. ©4pFESS/pN�,, 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. OT N IQ LOAD CASE(S) Standard rry76.4_28 m BUTTE C®UN I 0 u1 T� p z i BUILDING DIVISION UP, 12/31/20-16 APPROVED July 22,2015 14 WARNING - Verify design paramerens and READ NOTES ON THIS AND INCLUDED M17 -EK REFERANCE PAGE M11.7473 rev. 02HB/2015 BEFORE USE. Design valid for use only vrith 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 shovm Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ftin-sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. �/j 6 2. Trus bracing must be designed by an engineer. For tens individual lateral braces themselves 1 2 3 TOP CHORDS s cza wide spacing, may require bracing, or oBemative T,1, or Eliminatorcr bracing should be considered. WEBS4 3. Never exceed the design loading shown and never 4, stack materials on inadequately braced trusses. O �• ; ioe 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U a Oz designer, erection supervisor, property owner and plates 0 -'Ad' from outside o_ +' v tJ all other interested parties. edge of truss. 0c 0 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the8 7 6 5 Cationsand embed fully. Knots and wane at joint 1. required direction of slots in locare regulated by ANSI/TPI Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. ' Plate location detalls available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly, noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibi lity of truss fabricator. General practice Is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, she, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but D 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal (front, back, words 19. Review to portions of this Reviewing and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORAOL'• ANSIRPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: W-7473 rev. 10208 Job Truss Truss Type Qty PlyKeesnng in ' I/defl L/d TCLL 20.0 Plates Increase R44981991 KEESLING_K B10 GABLE 4 1 120 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) Job Refee o 'o a 1 1-0-0 I.— sdmmmro mn art mausmes, mc. iue—'. ro:w.rr<uio rage r I D:OgVCzFTt?wvS EdJXEkVFM_zs917-4EMO WwN bgbmum s9U4 Lop?76F I OKI IsgvbkdLJyvmE P 2.0.0 2-0-0 3x4 = 3 1-0-0 Scale = 1:11.7 2x4 = 2x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 4 n/r 120 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.00 5 n/r 90 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS (Ib/size) 2=220/4-0-0 (min. 0-1-8), 4=220/4-0-0 (min. 0-1-8) Max Horz 2=25(LC 7) Max UpIM2=61(LC 8),4=61([_C 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Weight: 15 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e 11 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires Continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 2, 4. c-- 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. RQ� SS/Q LOADCASE(S) Standard S M-N.IQ'' 2 BUTTE C®UN�° w � 76428 BUILDING ®MSI® Ir fY f ®® ` /31/20115. /201 PR!� Wr alive July 22,2015 4 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE, PAGE Ml1.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek 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 responsibillity of the 1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/11`I1 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 Symbols Numbering System AGenera.l Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown in ft4rv-sixteenths Damage or Personal Injury Dimensions are in f 4n -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. x/16 2. Tens bracing Must be designed by an engineer. For braces themselves T T 1 2 3 TOP CHORDS ci-s ca3 wide tnra spacing, individual lateral may require bracing, or alternative T, 1, or Qminator bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never Q �, stack materials on inadequately braced trusses. O ck� • ;� ; W 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U J y 0 designer, erection supervisor, property owner and plates 0 -'ns' from outside CL +' v U al other interested parties. edge Of truss. a0 5. Cut members to bear tightly against each other. cr cdr BOTTOM CHORDS 6. Place plates on each face of tens at each This symbol indicates the 8 7 6 5 oint and embed tufty. Knots and wane at joint �calions by ANSI/TPI 1. required direction of slots in are regulated connector plates. 7. Design assumes innses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 8. Unless otherMse noted, moisture content of lumber shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless e� expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is o non-structural consideration and is the width measured perpendicular 4 4 responsibTty of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are rrdnimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43,96-31,9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ». spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with W1 project engineer before use. Industry Standards: ANSI/TPIi : National Design Specification for Metal , 19. Review all portions of thisdesign (front, back. words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MITe® k SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rC PERFORNIL" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job ��e„w, r,vrrre, s,rov��re, �.. naaoa Truss Truss Type 2�a 2�0 Ply Keesfing844981992 LOADING (psf) SPACING ri-'y CSI DEFL in KEESLING K ell COMMON 1 1.25 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Job Reference(optionall 1.4su s Jul za zusa mi eK mausrmes, mc. i ue Julzl Ib:I4:4b zum Page i ID:OgVCzFTt?wvSEdJXEkVFM zs917-YRvOkGOERuulNOkgd3b2YLfPgoi?lJi3gONvWAyvmEO -1-0-02-0-0 4.0.0 5-60 1-60 2.60 2-60 1�0 4x4 = 3 Scale = 1:11.7 BUTTE COUNT 0. 2x4 = 2x4 = REACTIONS (Ib/size) •2=215/0-5-8 (min. 0-1-8), 4=215/0-5-8 (min. 0-1-8) Max Horz 2=25(LC 6) Max Uplift 2=66(1-C 8),4=66(1-C 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will frt between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard -4gQF SSS/p BUTTE C®UNTY UI�L®ING ®MSION w � 76428 oe p z UP. 12/31/2016 O® P _ V �S `rFOFCAIIF July 22,2015 AWARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 020fV2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shovm, 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 8 erector. Additional permanent bracing of the overall structure is the 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 BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite log 3 Mahl, CA 256111 2�a 2�0 4-60 2-60 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 6 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix) Weight: 16 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.2 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) •2=215/0-5-8 (min. 0-1-8), 4=215/0-5-8 (min. 0-1-8) Max Horz 2=25(LC 6) Max Uplift 2=66(1-C 8),4=66(1-C 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will frt between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard -4gQF SSS/p BUTTE C®UNTY UI�L®ING ®MSION w � 76428 oe p z UP. 12/31/2016 O® P _ V �S `rFOFCAIIF July 22,2015 AWARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 020fV2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shovm, 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 8 erector. Additional permanent bracing of the overall structure is the 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 BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite log 3 Mahl, CA 256111 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. 1 64-8 dimensions shown in fl4n-sixteenths Damage or Personal Injury Dimensions are in ft4n-sixteenth5. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. /16 st be 2 Twiiddebtrruss spacingg, al - 1 2 3 TOP CHORDS ci-z caa laterned Individual braces the Nes may require bracing, or altemative T, I, or Eliminator bracing should be considered. WEBS 4 3. Never exceed the design loading shown and never p 4, stack materials on inadequately braced muses. O�•� ; �y� ; 4. Provide copies of this trios design to the building For 4 x 2 orientation, locate U a, i O= designer, erection supervisor, property owner and interested plates 0 -'Ag' from outside o- +' u U oil other parties. edge of tfUSS. a0 5. Cut members to bear tightly against each other. c� 7 BOTTOM CHORDS 6. Place plates on each face of tens at each This symbol indicates the 8 7 6 5 oint and embed fully. Knots and wane at joint Zatiom required direction of slots in are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes tames will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location detalls avollable In MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design not applicable for use with fire retardant, preservative treated or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsib ility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43,96-31,9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with W1 project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review au portions of thisddesign ltront, back, words ondpictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. M'Te k SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rV PERFORtML" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 PERMIT# • BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE e13112. aI r By C✓ DIVISION A4.6--- TIER 1 AND TI R 2—continued SECTION A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST Effective July 1, 2015 r — VERIFICATIONS -- LEVELS ENFORCING AGENCY TO SPECIFY APPLICANT TO SELECT ELECTIVE IAEASURES VERIFICATION METHOD _ FEATURE OR MEASURE Prerequisites and electives' Enforcing Installor orrA yAgency Designerty Mandato Tier t Ticr 2 All I Mandatory — ...-- — -- -- -- --- --- ll All PLANNING AND DESIGN 16111 A4.103.1 A site which complies with at least one of the following characteristics is selected: ; 1. An infill site is selected. [] . ❑ ❑ 2..A greyfreld site is selected. ❑ p ❑ 3. An EPA-rccn9nired Brownfield site is selected ❑, p " .. ❑ A4.103.2 Facilitate community connectivity by one of the _ -- - following muhods: 1. Locate project within a 1/4 -mile true walk-in(; distance I of at least 4 basic services;❑ 13❑ 2. Locate project within 1/2 -mile true walking distance of at least 7 basic services; ❑ ❑ ❑ 3. Other melhods increasing access to additional resources. ❑ ❑ ❑ A4.104.1 An'individual with o the project has panicipMed in i Promoting cnvironmentif4y frit and has provided training or in; -- crsighl responsibility for - T a educational program i -- idly, design or dtvclopnlcnt ❑ ❑I ❑ ❑ ❑ . L auction to appropriate -!� -�— vr.>aarxcr�... -•-- Q ❑ ❑ L>itR*cl�`Ltlllfla nfLiiO�dlixi6ti Y3i A4.105.2 Existing buildings are disassembles recycling of building materials. 1U proposc4 utilizes at least one of the following material; easily reused: 1. Light fixtures 2- Plumbing fixtures 3. Doors and trim 4. Masonry 5. Electrical devices 6. Appliances 7. Foundations ornnrtinnc of lnnn,tm line Ifor rouse or structure which can be T -- ❑ ❑ Q ❑ ❑ r or a drainage system will manage all surface water flows L7 4.106.2 A plan is developed and hriplemented to manage ® storm wuterdrainapc durin construction. T 4.106.3 Construction plans shell indicate limy site grading or a drainage system will manage all surface water flows L7 to lee water from entcrinR buildings. 4.106.4 Provide capability for electric vehicle cl ,argiug in one- and twodatrlily dwellings and in townhouses with _ attached private garages; and 3 percent of total parking ® ❑ ❑ ❑ ❑ SnRCC5, a3 specified, for tllUlUfAlrlt dwellings. T— ' A4.106.1 Reserved. T - - A4.106.2.1 Soil analysis is performed by a licensed design professional and the findings utilized in the structural ❑ ❑ ❑ ❑ - -- ❑ ❑ ❑ - ❑ design of the building. _ - ❑ B (continued) 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE JULY 1,2015 SUPPLEMENT BLUE file COUNTY AUG 14 2015 DEVELOPMENT SERVICES 85 RESIDENTIAL VOLUNTARY MEASURES SECTION A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST--eoMnued (continued) 2013CAL IFORNIA GREEN BUILDING STANDARDS CODE KIM VERIRCATIONS LEVEI.S ENFORCING AGENCY TO SPECIFY -APPUCANr TO SELECT ELEC7W MEASURES VERWICATION METHOD Proreguleftesamt electives' Enforcing Instalter or Ttdrd FEATURE ORMEASURE A901W Designer Party 13 13 13 Mand aloty Tlor I Tier 2 All All All A4.106= Soil disturbance and erosion are minimized by at least one of the following: 1. Natural drainage patterns am mivated and 0 0 0 0 C3 erosion CGOU018 am implemented to minimize erosion during construction and afterocct4wow. 2. She access Is accomplished by minimizing the amount of au and fill needed to instail access MWS and driveways. 3. Undergiound cousamion actives are 13 cowdinated to utilize the soma trench, minimize the amount of time the disstubod sail is =posed and the —sail Is reiiiaciad using accepted comumlon methods. A41062.3 Topsoil shall be protected or saved for' rem' 0 as specified fit thlssection. 71a I Displaced topsoil shallibo Stockpiled for W_ m rein idesignated am and cwased or protected from ciosion. Tia 2. TU construction was shall be identified and W2 delineated by feacing or Bagging to omit construction activity to the construction area. A4.106.31POstconsinictlookadscapdesigns accompmone ormom afthe fouWft 1. Amu disrupted during consugetion am restored O O (3 to be consistent with native vegetation specks and pattalm . 2. Limit tuffamn 10the greatest extent possible. a.Not more than sopercent formal. 11 b6Not mom than 25percent for Tier 2. O 0 3.UdIh*atLeast 75;, toadveCaillomiaor O 13 O O E3 drought tolerant plant and am specks appropriate for die climate zone n*jozL 4. Hydrozoning irrigation techniques are incolporated Into the landscape dedan. A4.106A Permeable paving is utilized for the parking, walking or patio surfaces In ewnpilance with the following. TW 1. Not less than 20 percent of the tow parking, 02 O C3 -0 walking at patio turfs= shall be puracable, Tier 2. Not ten than 30 percent of the total parking, ftBi a 13 0 walking or patio surfaces sball be permeabit A4.106.5 Roofing materials shall have a minimum 3 -year aged solar reffectance and thermal croluance or a minimum War Reflectance Index (SRI) equal to or greater than the values spocified In Ibbbs A4.106.11(1) and A4.106.11(2) for low-rise residential buildings and 7hbles A4.106S.1(3) and A4.106.5.1(4) for high rise residential building. Low -rift Residential Tier I roof covering shall mod or exoW the veto" contained In 11161c, A4.1065.11(1)� 02 Mar 2 roof oovering shall meet or exceed the values contained in TW* A4.306.5.1(2). M2 Blelt-riso, Residential, Hotels and Motels 71V 1 roof covering AW meet or exceed the values contained In Table A4.106.5.1(3). 02 Tier 2 roof covering shall mea or exceed the values contained In Table A4.106.5.1(4). M2 (continued) 2013CAL IFORNIA GREEN BUILDING STANDARDS CODE KIM 4NMUMSSMSAW 3=9mawls o NKMnG N33HO VMO:InVo SWa (PMU.#"O) penujjuo*—j.SrWg"* NOILVOrld" SMMVdn000 IVUN301SHU ZMVNOU*39 sakinmw AuviNn-ioA ivwra=3u 01 J2A!KFW %=MqPIO IMOI pvpMj(jpyMj tq UN-ev asm lawoom wo dft M. ons oiqv"uv -IE 0 13 13 11 13 Poe !Tl-Sl-KLSHI of pw" n amm (one) on p1m I'midn vmppagz Pus *[ 82wz guwll JDJ am Mag VICUO&D OT ut mzuagnbai mmup. aU * I -PIM didmoaai P211wuc Poe pmfflm eq RM am&& Bnlig8il JOQPMO [ad OTVOItv D O O O O taom pug Wq jai Suppd opor*lq amowl Vjh,C ICOOITV UOP30S jad *Wolpllrq 0 O 0 a 0 (FMW.m Joi lq*gd opf-x .q mol -IM aplaaW -C wIms sed Tu.qwd orgwq uLtOI'MW QPP"d *1 ivamdopmp Mm mug uopuMM Pauw9 9 tau laq Bumalm; %wmmwmm airs awpnq at cap &"&a SUPWJU2 otp.(q pawift go Vowipas eq Xm mmb go.WW aplMq jo iaqwnm 102ft.m om q "&NONA vomww pmn 0 mm jo Atom pmu so sopqm go.ww or -*m opimm 6*90rry O E3 El zo zo UM.ftso voom Mppidpmjo 5930 O S ul ft&W OPW OPPRO 'a Joi AliKedw *Wold VR[Io p XOMWPIM .10i z in Pug I PLL ZI-901-PV wnquim sawmm6lo paw oo"wuwmd uv vulpaim V* qounq IFAVV&m P*Mpp 8 umml 'Sawam aa pv4ww a qnm mo4amm pug soullrimp El tm zo fami-oml pug -M joi z =a pug I im I-9'901*vv ow Vtqsn Aq nam p2And ZVO JO M(WAOW VNW VWv�Vp O 0 O jo momad OS joj WuvM v*qjoonm gwooa L-901-py 91 past --- sox to am ftwnng PI utojbvo av tq Sim p2dmpol pm mwja jocu Joj simmobu tp!m Aldmw Ueqs sj= pcqwpg% vamjooj 0 nit 1° 1ta�uad OS Iwai le ml loot WtegBau► a III 9'90['tiv tro ov Iro ZJOLL X JBIL E3 13 Alred souGina Aouoft p4u Joiclpqmq oup"m -d—1 Gwonp PUB selloplww3unsv3w vo 3vftm S3UnSV3W 3MM3M "WM CM SWAM a WR —NMLV'3UMA A:fMdg QL AON39V amuoma SNOLLVobflvm penujjuo*—j.SrWg"* NOILVOrld" SMMVdn000 IVUN301SHU ZMVNOU*39 sakinmw AuviNn-ioA ivwra=3u RESIDENTIAL VOLUNTARY MEASURES SECTION A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST -continued - LEVELS I VERIFICATIONS APPLICANT TO SELECT ELECTIVE ENFORCING'AGENCY TO SPECIFY --s- - MEASURES. VERIFICATION METHOO FEATURE OR MEASUREI - Preroquisitos and electives' - Enforcing Installer or Third Agency Designer party j Mandatory- TlerI Tler2_ All All Ali iv 'Y�'tlyq-- t y1�� ^ 1, tin A4.108.1 items in this section are necessary to address - --- ---- --- - - - - L novative concepts or local environmental conditions. , ❑ ❑ ❑ ❑ ❑ Item 2 0 0 11 0 0❑ - Item 3 ❑ ❑. ❑ ❑ ❑ - ••` _ . .. x�+- '.fy`yy,,,•f�Lfy,�,Czjittat�-`�,.•--- '6f 4.201.1 Building meaor exceeds liteGrm 3Is of the-©lL— Ca(omia 3tdfdn iccnc Smdnds . ze ❑ ❑.— "itJIJ r A4.203.1.1.1 An Enerm Design Rating for the Propose! Design Building is included in 1110Certificate ofConlpliance m? 02 ❑ ❑ ❑ documentation. A4.203.1.1.2 QII procedures specified in the Building kricigy Efficiency Standards Reference Residential Appendix RA3.5 are completed. 02 22 I ❑ ®2 ®2 ❑ _ 1 ❑ ❑ ❑ ❑ t A4.203.L1.3 All permanenlly installed light7ng is high efficiency and has required controls. A4.203.1.2.1 Tltc Energy Budget is no greater than 85 percent o1' the Title 24, Part 6, Energy Budget for the Proposed Design 22 ❑ ❑ ❑ Building._- --� A4.203.1.2.2 The Energy Budget is no greater than 70 percent of -�- __..._ __• __ the Title 24, Pan 6, Energy Budget for the Proposed Design ®'- ❑ ❑ ❑ Buildin -- 11cK A4.204.1.1.1 All newly installed, permanently installed fighting I is hiEh efficacy and has ret of ircd controls. ! IJ2 ®2-- ❑ ❑- - p y A4.204.1.2.1 When one and only one mechanical system is added or modified, the Energy Budget is no greater than 95 - percent of the Title 24, Part 6, Energy Budget for the Proposed Design Building. When two or more mechanical systems are 02 ❑ ❑ ❑ added or modified, the Energy Budget is no greater than 90 percent of the Title 24, Part 6, Energy Budget for the Proposed j Design Building. A4.204.1.2.2 When one and only one mechanical system is added or modified, the Energy Budget is no greater than 90 — percent of the Title 24, Part 6, Enemy Budget for the Proposed Design Building. When two or more mechanical systems air. 02 ❑ ❑ ❑ added or modified, the Energy Budget is no greater than 85 percent of the Tide 24, Part 6, Energy Budget for the Proposed I (continued) 88 JULY 1.2015 SUPPLEMENT 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE BLUE RESIDENTIAL VOLUNTARY MEASURES SECTION A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST—contintaed 4.304.1 Aulomadc irrigation systems controllers installed LEVELS _ 'APPLICANT TO SELECT_ ELECTIVE MEASURES1 VERIFICATIONS ENFORCING AGENCY TO SPECIFY VERIFICATION METHOD Pierequishos and electives' Enforcing Agency Installer or Third Designer party FEATURE OR MEASURE Tie_r2 ❑ ❑ ❑ ❑ Mandatory Tier 1 All All Alt t 1 4.303.1 Plumbing fixtures (water closets and urinals) and fittings (faucets and showcrheads) installed in residential El D I ❑ ❑ ^ I buildings shall comply with this prescriptive requitviiems of Sections 4.303.1-t through D ❑ D Q A4.304.2 A rainwater capture, storage and re -use system 4.303.2 Plumbing fixtures and fittings required in Section 4.303.1 shall be installed in accordance with Ute ® ❑ t ❑ D Califonria PluurLirrF Cndc, andshall meet the applicable referenced sLandanls.- D D D / ®z ®2 ` A4.303.I Kitchen faucets: Tlie maximum flow rate of j kitchen fauccts shall not exceed 1.5 gallons pcuninum at 60 psi. Kitchen faucets may temporarily increase Ute flow ❑ A4.304.6 For new water service connections, landscaped above the maximum rate; but not to exceed 2.2 gallons per minute at 60 psi, and must defatilt to a nlaxintu ll flow y ❑ ❑ ❑ ❑ rate of 1.5 gallons per minute at 60 psi. D D Q D outdoor potable water use. Note: Where complying faucets are available, aerators or other means may be used to achieve reduction. A4303.2 Altcmak, water source for noopotable applications. Alternate nonpotable water sources arc used for indoor potable water reduction. Alternate nonpotable water sources shall be installed is accordance with the California Plumbing Cude. ❑ ❑ ❑ 07 137, h A4303.3 Appliances. Dishwashers and clothes washers in residential buildings shall comply with tic following: Install at least one qualified ENERGY STAR appliance with maximum water use as follows: 1. Standard Dislnvashers - 4.25 gallons per cycle. 2. Compact Dishwashers - 3.5 gallons per cycle. 3. Clothes 1Vash; rs - water factor of 6 gallons per cubic feet of drum_capacity_ -_-- _ 44.303.4 NonwaLer supplied urinals or waterless toilets ire installed. ❑ ❑ Q ❑ ❑ ❑ ❑ ❑ ❑ ❑ D D D ❑ ❑ ❑-- ❑ ❑ ❑ Q I 4.304.1 Aulomadc irrigation systems controllers installed at the time of final inspection shall be wcatheror soil Q ❑ D ❑ moisture -based. A4.304.1 Install a low-waterconsumption irrigation D I system which minimizes the use of spray type heads. D ❑ D Q A4.304.2 A rainwater capture, storage and re -use system D is designed and installed. D D D D A4.304.3 A water budget shall he developed for ®z ®2 ` Q landscape irritation. _ D ❑ A4.304.6 For new water service connections, landscaped irrigated areas more Ilion 2,500 square feet shall be provided with separate submcters or metering devices for D D Q D outdoor potable water use. (continued) 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE JULY 112016 SUPPLEMENT BLUE 89 RESIDENTIAL VOLUNTARY MEASURES SECTION A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST--coritinued (CUnirrtued) 90 JULY 1. 201S SUPPLEMEtIT 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE BLUE LEVELS APPLICANT TO SELECT ELECTIVE MEASURES - VERIFICATIONS ENFORCING AGENCY TO SPECIFY VERIFICATION METHOD Enforcing 1 Installor or Third FEATURE OR MEASURE Preroqulsltes and olocllves' Agency ' Designer party ❑ ❑ ❑ 4landatory-- ___ Tier 1 — Tier2 All All A4.304.4 Provide water efficient landscape irrigation _ _—_All_ ❑ _ — _ — ❑ ❑ design that reduces the use of potable stater. 'I der I. Dues not exceed 65 percent of 137h times the landscape arca. Tier 2.c Docs not exceed 60 percent of ETri times the laRtISCO arca_ A4.304.5 A landscape design is installed whichdoes mol utilize potable water. _ - -- tXJ2 1 --- ❑ -©2- ❑ - ❑ — j ❑ ❑ A304.6 (nor new water service connections, landscaped irrigatedareas more thart 2-500 square feet shrill 6ct t provided with separate submeters or metering devices ❑ ❑ ❑ ❑ ' ❑ for ouuloor table water use. • "4.305.1 Piping is installed to permit future use ore . graywalcr irrigation system served by the clothes washer or other fixtures. ' ❑ ❑ ❑ ❑ ❑. A4305.2 Recycled water piping is installed. ❑ I ---❑ ! ❑ - - ❑ 0 A4.305.3 Recycled water is used for landscape irrigation. [3❑ ❑ El13 1 0 3W "4306.1 Items in [itis section are necessary to address' innovative cone rs or local environmental conditions. - 1 r — ❑ ❑ E3 1 ❑ ❑ ❑ Item 20 111 - Itcm3 ❑ ❑ _ O ____..J rl A4.403.1 A Frost -Protected Shallow Soundalion (FPSJ is designed and constructed. ---- - — i ---^-'�— ❑ ❑ 11 13 A4A03.2 Cement use in foundation mix design is ❑ ❑ ❑ reduced. I Tiux 1. Not less than a 20 percent reduction in ®= cement use. Tier 2. Not I= than a 25 percent reduction in cement use. l ®2 t. A4.404.1 [teams and headers and trimmers are the minimum size tc a-dcguatcly support the load. - _ � ' _ ❑ ❑ ❑ ❑ A4.404.2 Building dimensions and layouts are designed ❑ ❑ to minimirx waste. ❑ A4.4043 Use premanufactured building systems to eliminate solid sawn lumber whenever possihic. ❑ O -- j D ❑ i ❑ A4.4&1.4 Material lists urc included in the plans which specify matLiial quantity and provide direction for ❑ ❑ ❑ ; Q ❑ Ull-SIIC CUTS. (CUnirrtued) 90 JULY 1. 201S SUPPLEMEtIT 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE BLUE RESIDENTIAL VOLUNTARY MEASURES SECTION A4.602 -RESIDENtIAL OCCUPANCIES APPLICATION CHECKLIST—continued (continued) 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE 91 VERIFICATIONS LEVELS ENFORCING AGENCY TO SPECIFY' APPLICANT TO SELECT ELECTIVE MEASURES VERIFICATIONWETHOD ProrequisItes and electives' Enforcing Installer or Thfrd FEATURE OR MEASURE Agency DesIgnar Party Mandatory Tlorl Tler 2 All All All A4.405.1 One or more of the following building materials, 0 0 0 0 that do not require, additional resources for finishing are used: 1. Exterior trim not requiring paint or stnin 2. Windows not requiring paint or stain 3. Siding or exterior wall coverings which do not utm rr uire aint or stain ' ai, A4.405.2 00, Floors that do notrequire addilionul coverings F�Iuc used in'- are used including but not.limited.to stained, natural or 'ed 13 [3 0 st - stain am,on cr� concrete floors.* 053 Post, A4�A4053Posiconsumecor-preconsumcrrcicycled content 0 0 .1CV) value (RCV) materials are, used on the project. Tier I Not less than'a .10 -percent recycled content ®'- 912value. value. Tlcr 2. Not less than a.15 -percent recycled content 02 value. A4A 05 A Renewable source buildif I roducts are Used. El 0 11 13 0 4.406.1 Annular spaces around pipes, electric cables, 0 0 0 13 conduits or other openings in plaics, at exterior walls shall be protected against the passage, of rodents by closing such, openings with cement mortar, concrete masonry or similar method acceptable to the enforcing agen A4.407.1 Install foundation and landscape drains. 13 13 [3 0 0 1 0 3 A4.407.2 Install gutter and downspout systems to route water at least 5 feet away from the foundation Or conoezt to landscape drains which discharge to a dry well, sump, 0 E3 13 13 0 0- I bioswale. rainwater capture system or other approved on-site location. A4.407.3 Provide nast,ing details an the building plans and comply with accepted industry standards or 0 0 11 0 0 0 0 I manuffidurer's instructions. I fi13 A4.407.4 Protect building materials delivered to the construction site ftont rain and other sources of moisture. 0 1 [3 13 E3 A4AO7-5 in Climate Zone 16 an ice/water barrier is installed at roof valleys, eaves and wall to roof 0 0 0 0 0 0 0 intersections. A4.407.6 Exterior doors to the dwelling are protected to❑ 0 0 0 prevent water intrusion. E] A4.407.7 A permanent overhang or awning at least. 2 feet in depth is provided. D 121 0 13 0 (continued) 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE 91 RESIDENTIAL VOLUNTARY MEASURES SECTION A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST --continued 4.503.1 Any installcd gas fireplace shall be u direct -vent VERIFICATIONS LEVELS ENFORCING AGENCY TO SPECIFY APPUCANT To SELECT ELECTIVE MEASURES VERIFICATION METHOD FEATURE OR MEASURE Prerequisites and eleclivee' EntorcIng Installer or Third llAgency Designer parry stave shall comply with US EPA Phase 11 emission limits i _ Mandato Tier 1 Tier 2 All All 1 �! All �1' lV�� �}� � b't W—aw ❑ shall also cum 1 with a I*Cabl Iocal ordinances. 4.408.1 Recycle and/or salvage for reuse a minimum of 5U* ® ❑ ❑ ❑ t percent of the nonhazardous construction and demolition t ❑ ❑ ❑ 4.504.2.2 Paints. stains and other coatings shall be waste in accordance with one of the following: compliant with VOC limits. ® 1. Comply with a more stringent local construction and ❑ ❑ 4.504.2.3 Aerosol paints and coatings shall be compliant demolldon waste management ordinance; or with product weighted MIR limits for ROC and other toxic 0 for ❑ p 2.-A construction waste management plan; per Station compounds. 4.408.2: or compliant VOC limit finish materials have been L. 3. A waste management company, per Section 4.408.3; or 13 ❑ ❑ 4.The waste stream.reduction a[tentadve, per Section i 4.408.4. A4.408A Construction waste generated at the site is diverted to recycle or salvage in compliance with one of the following: 1.1 ier 1 at least a 65 percent reduction. IM t7 ❑ ❑ 2.71cr 2 at least a 75 percent reduction. ®2 ❑ ❑ ❑ Exception: Equivalent waste reduction methods are developled by working with local a encics. 4.410.1 An operation and maintenance manual shall be provided to the bnitdin occu ant or owner. ® ❑ ❑ ❑ ax A4.411.1 Items in this section are necessary to address innovative conte Ls or focal environmental conditions. Item 1 _ 2 ❑ ❑ ❑ E3❑ ❑ ❑ ❑ ❑ 13Item ❑ ❑ Item 3 ❑ ❑ _ ❑ ❑ ❑ ❑ 4.503.1 Any installcd gas fireplace shall be u direct -vent scaled -combustion type. Any installed woodstove or pellet stave shall comply with US EPA Phase 11 emission limits ED where applicable. Wotx)stoves, pellet stoves and fireplaces ❑ shall also cum 1 with a I*Cabl Iocal ordinances. ❑ 4501.2.1 Adhesives, sealants and caulks shall be compliant with VOC and other toxic compound limits. � t ❑ 4.504.1 Duct openings and other related air distribution � I tom rent o nin s shell be covered Burin construction. ® 1 ❑ ❑ ❑ 4501.2.1 Adhesives, sealants and caulks shall be compliant with VOC and other toxic compound limits. � t ❑ ❑ ❑ 4.504.2.2 Paints. stains and other coatings shall be compliant with VOC limits. ® ❑ ❑ ❑ 4.504.2.3 Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic 0 for ❑ p ❑ compounds. 4.504.2.4 Documentation shall be to verify that compliant VOC limit finish materials have been L. 13 ❑ ❑ (continued) PY_a 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE a RESIDENTIAL, VOLUNTARY MEASURES SECTION.A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST—continued (corrrirrued) 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE JULY [.2015 SUPPLEMENT BLUE 93 LEVELS ENFORCING VERIFICATIONS AGENCY TO SPECIFY FEATURE OR MEASURE' APPLICANT -TO SELECT ELECTIVE MEASURES VERIFICATION METHOD_ Mandatory 0 Prerequisites and electives' --� - Tier Tfcr2 _ Enforcing Agency ❑ -` All ❑ _ Installer or ~- 7lj;rd Designer pend ❑ p All All— ❑ ❑ 4.504-3 Carpet end carpet systems shall be compliant with VOC limits. _ _ 4504.4 80 percent of floor area receiving resilientr— 'shall oorin comply with s ificd VOC criierie. 504.5 Particleboard, rnediwn density fiberboard DF) and hardwood plywood used in intcriorfiuish stems shall Comply with low. foimaldehyde emission [AA4.504.1 at D utdands. Use composite wood products made with J13 either California Air Resources Board approved no -added fonntddchydc (hAJ7 resins or ultra-low Q O, ❑ .. emittin foniialdeh de'(ULLT) resins.•A4.504.2TnslallVOCcompliantresilient:floorins._--- 0. systCr[ls. - -,- tier L'At least 90 percent of the resilient flooring installed shall comply. Tier 2. At least 100 percent of the resilient flooring installed shall ®'- _- A4SO43 Thermal insulation installed in the building ❑ D ❑ shall reel time following requirements: iter I-Ios1s11 thermal insulation in compliance with 02 VOC limits. Tier 2. lnsta)l insulation which contains No -Added Formaldehyde (NAF) and is in compliance with 'lier 1. 1@2 — — - 14.505.2 Vapor retarder and capillary lircall, is installed all slab -on- do foundations. 0 �_ D - D ❑ _ 4.505.3 Moisture content of building matedids used in _ ❑ r I wall and Floor framing is checked before enclosure: W ❑ ❑ l ❑ A4.S06 Return air filters with a value greater than MHRV 6 shall tic installed on NVAC' systems. Pressure v I - I drop across the filter shall not exceed 0.1 incites water I ❑ D D ❑ O column. _ A4.506.2 (ITR] Provide filters on return air openings riled MERV 6 or higher during construction when it is neces.sary to use HVAC equipment. ❑ D D -- D ❑ A4.506.3 Direct -vent appliances shall be used when ^ equipment is located in conditioned space; or the equipment must be installed in an isolated mechanical D ❑ D D room. 1 - —� (corrrirrued) 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE JULY [.2015 SUPPLEMENT BLUE 93 RESIDENTIAL VOLUNTARY MEASURES SECTION A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST—continued 1. tinea ounaing measures listed in this table may 116 mandatory if adopted by a city, county, or city and county as specified in Section 101.7. 2. Required prerequisite for this'ller. 3. These manures are currently required elsewhere in statute or in regulation. 94 JULY 1, 2015 SUPPLEMENT 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE SLUE VERIFICATIONS H `. LEVELS j ENFORCING'AGENCY TO SPECIFY 1APPUCANT TO SELECT ELECTIVE MEASURES_ _ VERIFICATION METHOD Tom_-_� F Prerequisites earl electives' Enforcing -' Installer or Third FEATURE OR MEASURE Agency Designer Party 13 0 O �4(r` rFj I N��.{� 41 NO 4 Mandatory Tier 1 TIer2 All All - 4.507.1 Reserved. t -'_-- V4.507.2. Duct systems are sized, designed, and equipmentW is selected using the following methods: CD `Y ❑ ❑ ❑ 1. Establish heat loss and heat gain values according to ANSI/RCCA 2 Manual 1-2004 orequivalcnt. I 2. Sire duct systems according to ANSI/RCCA 1 Manual D-2009 or equivalent, l u 3. Select heating and cooling equipment according to ANSI/RCCA 3 Manual S-2004 or uivalent: Aovati1 Items this section are necessary to address ninovmiveconcepts or local cnvironmenlal conditions. ]tern 1 — _ — - --- — ` — ❑ ❑ ❑ ❑ ❑ - Tlem 2 _— -- - O❑ j O❑ Item 3 'u --- _ ❑ ❑ ❑ O i �'- 1- 702.1 HVAC system installers are trained and certified in the proper installation ofIiVAC systems. © 0�- ❑ ❑ -- - 702.2 Special inspectors employed by the enforcing _--- agencymust be qualified and able Co demonstrate pp ❑ ❑ comi com tcnce in the disci line the ane.,inspocong. -n - 703.1 Verification of compliance with this code may include construction documents, plans, specifications builder orinstaller certification, inspection repons, or ® other methods acceptable to the enforcing agency which ❑ ❑ ❑ show substantial conformance. 1. tinea ounaing measures listed in this table may 116 mandatory if adopted by a city, county, or city and county as specified in Section 101.7. 2. Required prerequisite for this'ller. 3. These manures are currently required elsewhere in statute or in regulation. 94 JULY 1, 2015 SUPPLEMENT 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE SLUE CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kyle Keeling Calculation Date/Time: 17:48, Thu, Jul 23, 2015 Calculation Description: Input File Name: 15098s Keeling Rubanoff.ribd CFI R -PRF -01 Page 1 of 10 GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Kyle Keeling 04 05 02 Calculation Description 08 Energy Use (kTDV/ff2-yr) 03 Project Location Breeze Hollow Lane Compliance Margin Percent Improvement 04 City Oroviile, Ca 05 Standards Version Compliance 2015 06 Zip Code 95966 07 Compliance Manager Version BEMCmpMgr 2013.4 (744) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4 (744) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 180 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1136 15 Number of Zones 1 16 Slab Area (ft2) 0 17 Number of Storles 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ft2) N/A 21 Glazing Percentage (%) 16.8% COMPLIANCE RESULTS 01 Building Complies With Computer Performs nce 02 This building incorporates features that requlre field tesling and/or verification5by atcertified,HERS rater;undei the supervision of a CECapproved HERS provider. 03 This building Incorporates one or;more Special Features shown below Registration Number: 215-NO225005A-0000000040000 Registration Date/Time: 2015-08-1217:35:13 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE CO PLIANCE DATE..BY_ �_-- HERS Provider: Ca10ERTS Inc. Report Generated at: 2015-07-23 17:49:30 BUTTE COUNTY AUG 14 2015 DEVELOPMENT SERVICES �Wg- (qa) ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ff2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 24.80 23.61 1.19 4.8% Space Cooling 67.05 65.71 1.34 2.0% IAO Ventilation 1.08 1.08 0.00 0.0% Water Heating 20.02 12.31 7.71 38.5% Photovoltaic Offset --- 0.00 0.00 -- Compliance Energy Total 112.95 102.71 10.24 9.1% Registration Number: 215-NO225005A-0000000040000 Registration Date/Time: 2015-08-1217:35:13 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE CO PLIANCE DATE..BY_ �_-- HERS Provider: Ca10ERTS Inc. Report Generated at: 2015-07-23 17:49:30 BUTTE COUNTY AUG 14 2015 DEVELOPMENT SERVICES �Wg- (qa) a CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kyle Keeling Calculation Daterrime: 17:48, Thu, Jul 23, 2015 Calculation Description: Input File Name: 15098s Keeling Rubanoff.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins CFI R -PRF -01 Page 2 of 10 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAO mechanical ventilation Cooling System Verifications: • Minimum Alrflow • Refrigerant Charge • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: • — None — ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance appioach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not.regulated by Title 24 Part 6 (such as -domestic sppliancas:and consumerelactronics)'and accounting for the annual TOV energy offset by an on-site renewable energy system. i' ] } ! '�� �' _ t ��, j 02 ;Reference Energy Use y Energy Design Rating Margin Percent Improvement Total Energy (kTDV/@-yr)* F'176.27-^ * •^' 166:03. 10.24 5.8% • includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Ventilation Number of Zones Cooling Systems Number of Water Heating Systems Kyle Keeling 1136 11 1 1 11 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area Avg. Ceiling (ft2) Height Water Heating System 1 Water Heating System 2 Residence Conditioned 80114 HVAC System 1136 8 CIHW Registration Number: 215-NO225005A-000000000-0000 Registration Date/Time: 2015-08-12 17:35:13 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-07082015-744 Report Generated at: 2015-07-23 17:49:30 BUTTE COUNT'" BUILDING ®IVISI�� APPV CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kyle Keeling Calculation Date/Tlme: 17:48, Thu, Jul 23, 2015 Calculation Description: Input File Name: 15098s Keeling Rubanoff.ribd C F1 R -PRF -01 Page 3 of 10 OPAQUE SURFACES r% r s I'� ;sit Yw e^' tr► 01 02 03- ' ' 04 ' ` O5 06 07 08 Name Construction Type Roof Rise 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) F Wall Residence Wall R19 180 specify - 329 48 90 L Wall Residence Wall R19 270 specify - 263 45.5 90 B Wall Residence Wail R19 0 specify - 272 36.01 90 R Wall Residence Wall R19 90 specify - 368 61.5 90 Ceiling (below attic)1 Residence Ceiling Below Attic R38 1152 Raised Floor Residence Raised Floor R19 1136 Garage L Wall Garage Garage Wall 270 specify - 634 52 90 Garage R Wall Garage Garage Wali 90 specify - 520 48 90 Garage F Wall Garage Garage Wall 180 specify - 390 240 90 Garage B Wall Garage Garage Wall 0 specify - 390 36 90 IGFW1 Garage»Residence Interior Wall R13 34 IGRW1 Garage»Residence Interior Wall R13 114 IGBW1 Garage»Residence,! j j Interior Wall R13 34 20 ATTIC t e ,4 971 r1% e"' r% r s I'� ;sit Yw e^' tr► 01 02 03- ' ' 04 ' ` O5 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Basler Cool Root Attic Metal Roof Ventilated 6 0.1 0.85 Yes No Registration Number: 215-N0225005A-0000000000000 Registration Date/Time: 2015-08.1217:35:13 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-07082015.744 Report Generated at: 2015-07-23 17:49:30 BUTTE COUNT) BUILDING DIVISION APPROVED CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Kyle Keeling Calculation Date/Time: 17:48, Thu, Jul 23, 2015 Page 4 of 10 Calculation Description: Input File Name: 15098s Keeling Rubanoff.ribd WINDOWS 01 02 03 04 Name Side of Building 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 FG1 - 8030 O Window F Wall (- specify --180) 8.0 3.0 1 24.0 0.32 0.25 Insect Screen (default) FG2 - 8030 O Window F Wall (- specify --180) 8.0 3.0 1 24.0 0.32 0.25 Insect Screen (default) LG1 - 8040 O Window L Wall (- specify --270) 8.0 1 4.0 1 1 32.0 0.32 1 0.25 Insect Screen (default) LG2 - 2030 0 Window L Wall (- specify --270) 2.0 3.0 1 6.0 0.32 0.25 Insect Screen (default) LG3 - 2630 O Window L Wall (- specify --270) 2.5 3.0 1 7.5 0.32 0.25 Insect Screen (default) BG1 - 3068 FR Window B Wall (- specify -0) 3.0 6.7 1 20.0 0.32 0.25 Insect Screen (default) BG2 - 4040 0 Window B Wall (- specify -0) 4.0 4.0 1 16.0 0.32 0.25 Insect Screen (default) RG1 - 2050 O Window R Wall (- specify -90) 2.0 5.0 1 10.0 0.32 0.25 Insect Screen (default) RG2 - 2050 O Window R Wall (- specify -90) 2.0 1 5.0 1 10.0 0.32 0.25 Insect Screen (default) RG3 - 4040 O Window R Wall (- specify -90) 4.0 4.0 1 16.0 0.32 0.25 Insect Screen (default) RG4 - 2030 0 Window R Wall (- specify -90) 2.0 3.0 1 6.0 0.32 0.25 Insect Screen (default) RGS - 4030 O Window R Wall (- specify -90) f;; T 4.0 ; r • . 3.0 t 1 12.0 0.32 0.25 Insect Screen (default) RG6 - 2630 O Window r R Well (- specify -90)' j j 2.5 X' 3.0 1; t ; 7.5 0.32 0.25 Insect Screen (default) GI -G1 - 4040 O Window . `Garage L Wall ( specify -270) 16:0 0.32 0.25 Insect Screen (default) GLG2 - 4040 0 Window -'Garage L Wall (- specify -270) ` 116.0 0.32 0.25 Insect Screen (default) GRG1 - 4030 0 Window Garage R Wall g (- specify --90) --- --- 1 12.0 0.32 0.25 Insect Screen (default) GRG2 - 4040 0 Window Garage R Wall (- specify -90) ---- -- 1 16.0 0.32 1 0.25 Insect Screen (default) GBG1 - 4040 O Window Garage B Wall (- specify --0) --- --- 1 16.0 1 0.32 1 0.25 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft) 1.1 -factor GLD1 - 3068 Door Garage L Wall 20.0 1.00 GRD1 - 3068 Door Garage R Wall 20.0 1.00 Garage Door 16070 Garage F Wall 120.0 1.00 Garage Door 16070-2 Garage F Wail 120.0 1.00 GBD1 - 3068 Door Garage B Wall 20.0 1.00 Registration Number: 215-N0225005A-000000000-0000 Registration Date/Time: 2015.08-1217:35:13 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-07082015-744 Report Generated at: 2015-07-23 17:49:30 BUTTE COUNTY BUILDING DIVISION APPROVED CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kyle Keeling Calculation DatefTime: 17:48, Thu, Jul 23, 2015 Calculation Description: Input File Name: 15098s Keeling Rubanoff.ribd CFI R -PRF -01 Page 5 of 10 OVERHANGS AND FINS O1 02 03 04 05 06 07 08 109 10 11 12 1 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DIstL Bot Up Depth Top Up Dist R Bot Up FG1 - 8030 O 1 5.5 16.5 5.5 0 0 0 0 0 0 0 0 0 FG2 - 8030 O 1 5.5 5.5 16.5 0 0 0 0 0 0 0 0 0 LGt - 8040 O 2 0 25.6 8.34 0 0 0 0 0 0 0 0 0 LG2 - 2030 O 2 0 4 34 0 0 0 0 0 0 0 0 0 LG3 - 2630 O 1.5 1.5 1.5 1.5 0 0 0 0 0 0 0 0 0 BG1 - 3068 FR 1 6 18.3 8.63 0 0 0 0 0 0 0 0 0 BG2 - 4040 O 1 5 6 30 0 0 0 0 0 0 0 0 0 RGI - 2050 O 2 0 36 2 0 0 0 0 0 1 0 0 0 0 RG2 - 2050 O 2 0 27.4 10.5 0 0 0 0 0 0 0 0 0 RG3 - 4040 O 2 0 21 15 0 0 0 0 0 0 0 0 0 RG4 - 2030 O 2 0 17.25 20.8 '0 "_ 0 -1 _ 0,, 0 0 0 0 0 0 RGS-40300 2 h 0 3ti 7"I 133 0 t 0�yti 0 0 '% 0 0 0 0 0 RG6-26300 1.5 <.-i, 1.5 ; a1.5'J '( 15 t,0!~ 0_, O: 1 1'0, y 0 0 0 0 0 Registration Number: 215-N0225005A-000000000-0000 Registration Date/Time: 2015-08-12 17:35:13 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-23 17:49:30 BUTTE COUNTY BUILDING DIVISI®J\t APPROVED CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kyle Keeling Calculation Date/Time: 17:48, Thu, Jul 23, 2015 Calculation Description: Input File Name: 15098s Keeling Rubanoff.ribd C F1 R -PRF -01 Page 6 of 10 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Inside Finish: Gypsum Board Cavity/Frame: R -19/2x6 Sheathing/Insulation: Wood Siding/sheathing/decking Exterior Finish: Wood Wall R19 Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.065 Siding/sheathing/decking Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking Raised Floor R19 Exterior Floors Wood Framed Floor 202 @ 16 in. O.C. R 19 0.046 Cavity/Frame: R -19/2x12 Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-29.2/202 Ceiling Below Attic R38 attic) Wood Framed Ceiling 2x12 @ 16 in. O.C. R 38 0.027 Over Floor Joists: R-8.6 insul. Inside Finish: Gypsum Board Garage Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.387 Cavity/ Frame: no insul. /2x4 Inside Finish: Gypsum Board N¢9 1 =t�?a: r�J Cavity / Frame: R- 13 / 2x4 Interior Wall R13 Interior Walls Wood Framed Wall: r4 2x4 @ 16 in O:C. R 13 4 ; .0.092 Other Side Finish: Gypsum Board )+ 14 1 , {i 2z4 Top Chord ;1 '1 Truss @ 24 1� Cavity/ Frame: no insul. /2x4 Top Chrd Roof Deck: Wood Siding/sheathing/decking Metal Roof Attic Roofs Wood Framed Ceiling; 1Z, in. .0.1 . �� none-,* (.0.644 Roofing: Light Roof (Asphalt Shingle) 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 -1/1 DHW Standard Instant Gas 1 - none - Registration Number: 215-NO225005A-000000000-0000 Registration Datei rime: 2015-08-12 17:35:13 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-07082015-744 Report Generated at: 2015-07-23 17:49:30 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kyle Keeling Calculation Daterrime: 17:48, Thu, Jul 23, 2015 Calculation Description: Input File Name: 15098s Keeling Rubanoff.ribd C F1 R -PRF -01 Page 7 of 10 WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) Instant Gas Natural Gas Small Instantaneous 0 0.82 100000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW -1/1 Heating Unit Name -1 Cooling Unit Name Fan Name SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name -1 Cooling Unit Name Fan Name Distribution Name 80114 HVAC System Other Heating.and Cooling N\ System i(} j 80'AFUE -1 i 14 SEER /,12 EER Split Single Speed System Ducts R8 Attic HVAC - HEATING UNIT TYPES F"`t 3 t 1 i i % 'a.# i1 X R .► ll 1" S 01 02 03 Name Type Efficiency 80 AFUE CntrlFurnace - Fuel -fired central furnace 80 AFUE HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Efficiency Multi -speed Name System Type EER SEER Zonally Controlled Compressor HERS Verification 14 SEER / 12 EER Split SplitAirCond 11.7 14 Not Zonal Single Speed 14 SEER / 12 EER Split -hers -cool Registration Number: 215-N0225005A.000000000-0000 Registration Date/Time: 2015-08-1217:35:13 HERS Provider: CeICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015.744 Report Generated at: 2015-07-2317:49:30 BUTTE GUUl'l E BUILDING DARQ11C��� At4,1- CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kyle Keeling Calculation Date/Time: 17:48, Thu, Jul 23, 2015 Calculation Description: Input File Name: 15098s Keeling Rubanoff.ribd CF1R-PRF-01 Page 8 of 10 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Alrflow Verified Refrigerant Airflow Target Verified EER Verified SEER Charge 14 SEER / 12 EER Split -hers -cool Required 350 Not Required Not Required Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Ducts R8 Attic DuctsAttic Sealed and tested 8 Attic None Ducts R8 Attic -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target I%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low4eakage Air Handler Ducts RS Attic -hers -dist Required 6.0 Not Required Not Required Not Required Not Required — HVAC -FAN SYSTEMS 01 02 it I 1 03`. 04 ` Name Type +. f 1�` Fan Power (Watts/CFM) HERS Vertfication Single Speed System Single Speed PSC Furnace Fan 0.58 1 Single Speed System -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) Single Speed System -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Recovery IAQ Watts/CFM IAQ Fan Type Effectiveness(%) HERS Verification SFam IAQVentRpt 26.36 0.25 Default 0 Required Registration Number: 215-N0225005A-000000000-0000 Registration Datelrime: 2015-08-12 17:35:13 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-07082015.744 HERS Provider: CaICERTS Inc. Report Generated at: 2015-07-2317:49:30 BUTTE COON i. BUILDING CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Kyle Keeling Calculation Date/Time: 17:48, Thu, Jul 23, 2015 Calculation Description: Input File Name: 15098s Keeling Rubanoff.ribd CFIR-PRF-01 Page 9 of 10 COOLING VENTILATION 01 02 03 04 05 Name Cooling Vent CFM Cooling Vent Watts/CFM Total Watts Number of Fans Whole House Fan 2272 0.1 227 1 !� t Registration Number: 215-N0225005A-000000000-0000 Registration Date/Time: 2015-08-1217:35:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-07082015-744 Report Generated at: 2015-07-2317:49:30 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Kyle Keeling Calculation Daterrime: 17:48, Thu, Jul 23, 2015 Page 10 of 10 Calculation Description: Input File Name: 15098s Keeling Rubanoff.ribd DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Mervyn Martin Company: Signature Date: Mery Martin 2015-08-12 17:34:28 Address: CEA/HERS Certification Identification (If applicable): 6356 Oak Way City/State/Zip: Phone: Paradise, CA 95969 530-513-1508 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: f`' to 3--= : BARRY RUBANOFF ,,, x �E. . Responsible Designer Signature, --4 j it Company: H E R S P BARRY Date. Signed* N/:35:13 1"' R RUBANOFF 2015-08*' Address: License: PO BOX 1123 N/A City/State/Zip: Phone: Berry Creek, CA 95916 530 589 4102 Digitally signed byCa10ERTS. 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. Registration Number: 215•No225005A-000000000-0000 Registration Date/Time: 2015.08-1217:35:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-07082015.744 Report Generated at: 2015-07-2317:49:30 { t Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive I T: 530.538.7601 Oroville, California 95965 F: 530.538.7785 Name: KEESLING FAMILY TRUST Location: , Assessor's Parcel Number: 079-380-012 Permit Number: B15-1990 1. 3 copies site plan 2. 3 sets building plans =�3.set energy calcs (if applicable) �4. set truss calcs (if applicable) Y< 5. bet structural calcs (if applicable) 6. Intake Packet a. signed permit application ��b. owner builder (if applicable) c. notice to builders d. fee summary e. fire handout f. NPDES form �g. data sheet . PW Notification for 26-12 i. Hazardous Material Form commercial �Accessibility Worksheet (commercial) k. Plan Check Sq Ftg. Verification 7. Flood Certificates (if applicable) 8. 9. 10. Completed by: J Date: I C :\Users\asofer\Downloads\cenip (771).doc buttecounty.net/dds a i i UT Butte County F nty Department of Development Services PERMIT CENTER ; •� y• 7 County Center Drive, Oroville, CA 95965 r �UNMain Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax(530)538-7785 PLAN CHANGE, RECHECK, OR RETURN Owner's Name: Contact Person Name: U\6" Contact email: Contact Phone Number:,�-q90 - Date Submitted: Permit Number: \5 Assessor's Parcel Number: L10 2 iCOMPLETE SET OF PLANS i ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) Please check any that apply: Response to Plan Check Letter? ❑ Response to Building Inspection Correction Notice? -4 Is there additional square footage? 9CS Ws unfinished area being in -filled or completed?lf-5 ❑ Other: 2. 3. 4. 5. LIST OF ITEMS SUBMITTED r e'N FORM NO Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checldng fees are required: ❑ Minimum $127.00 paid ❑ Additional Fee Amount Due: K:`NE :?' Fonw, &1:?ocu r cnta r pf>ro+"moi 2011 Amri,.h t jouie : w <,n t;1`: a' ad 3.�ac> with 1:rtcd e;rs n;> ..... 2' lAn Page 1 of 1 t PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES ?REVIEWED FOR CODE COMPLIANCE r % DATE/y,l-0 / ��Y v DIVISION A4.6 -- VIER I AND TIER 2—continued SECTION A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST Effective July 1, 2015 VERIFICATIONS LEVELS ENFORCING AGENCY TO SPECIFY t APPLICANT TO SELECT ELECTIVE UIEASURES VERIFICATION METHOD j FEATURE OR MEASURE Prerequisites and electives' Enforcing Installor or Third Agency Designer party 13 Mandatory Tlcr 1 Tier 2 All All All PLANNING AND Dr.SIGN A4.103.1 A site which complies witli at least one of the 1 ❑ ❑ ^I - p ❑ following characteristics is selected: ` i An infill site isselected. 1.2 A greyfteld Site is selected. ❑ ❑ ❑ ` b3. F�r- An EPA-recogni-redBrownficld site isselectceL D ❑ ❑` p❑ A4.103.2 Facilitate community connectivity. by otic of the - following methods: 1. Locate project within a 1/4 -mile true walking distance of at least 4 basic services; I ❑ ❑ ❑ ❑ ❑ 2. Locate project within I/2 -mile true walking distance of at ]crit 7 basic services; ❑ ❑ ❑ ❑ ❑ 3. Other methods increasing access to additiouid ❑ 1 ❑ ❑ 0 _ ❑ Y A4.104.1 An'individual with oversight responsibilit; the project has participated in an educational progrn Promoting environmentally friendly design or dal and itas provided training or instruction to appropria for n pmcnt 1 ❑ ❑ - ❑ - p ❑ 1 f FA4.11.,05.2 Existing buildings are disassembled for reuse or cling of building materials. The proposed structure es at least one of the following materials which can be y roust d: Light fixtures plumbing fix(ures 3. Doors and trim 4. Masonry 5_ Electrical devices 6. Appliances 7. Foundations or Portions of foundations 4.106.2 A plan is developed and irry)lemcnted to manngc storm water drainage durinl conswction. 4.106.3 Construction plans shell indicate Iuyv site graduig or a drainage system will manage all surface water flows to kee water from entering buildings. _ 4.106A Provide capability for electric --chiclecharging in one- and two-fnutily dwellings and in townhouses with attached private garages; and 3 percent of total parking spaces, as specified,for multifamily dwellings. A4.106.1 Reserved. A4.106.2.1 Snil analysis is performed by it licensed design M professional :and the findings utiltrcd in the slructunl I ❑ design of Ute building. (con(nrued) 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE JULY 1,2016 SUPPLEMENT BLUE ❑ 1 ❑ ! ❑ ! ❑ ❑ ' ❑ ❑ i L E D DOY ❑ AUG 14 2015 DEVELOPMENT s5 SERVICES . RESIDENTIAL VOLUNTARY MEASURES SECTION A4.4302 RESIDENTIAL OCCUPANCIES APPUCA710H CHECKLIST --continued VERIFICATION 'FEATURE -APPLICANT To LEVELS. SELECT ELECTIVE MEASURES EWORCMG AaENCVT0 SP . WFY VI CATION METHOD PrerequIeftes and electives' Enforcing Installer or TAIrd CRIWASURE Agency Designer Party E3 0 13 Tier 2 Ali All All A4.10&= Soft disturbance and erosion am Waimind by at lean one of tic following: 1. Natural drainage, patterns are evaluated and D El 13 13 C) a0sl0n Controls are implemented to minimize erosion during construction and afteroccupanq. 2. Site access is accomplished by minimizing do D 13 amount of cut and fill noWW to lmwl access milds and driveways. 3. UndcqpwjW construction actMdeg age p D 13 [3 coordinated to utilize the, same trench, Minimize the amount of time am disturbed soil is exposed and the, sail is Mlaced using accepted e22!pMlon methods. 13- E3 A4.106.13 TqMWI *shall be protected or saved 116.i n6ft as specified in this motion. - - 1,1cr I topwo Shill 116 stockpil6d44 W2 02 �Dlq*=d am and covered or protected 'nor ?- 7ft construction area shall be idendiled and &Ilnested by fencing or flagging to limit conaruction activity to the construction area, A4.I06.3pbstwnnnwfmlan&.capcdesign accomplish one ormore offtfollowing: 1. Areas disrupted duringcongtrueden are restored to be consistaitt with native vegetation species and patterns- . 2. I.Amil; turf areas to the greatest eauenL possible. a. Not more than 50 permit for TIM 1. E3 0 0 13 b6 Not more than 25percem for Tier 2. 0 a 0 3-Utillwatleast 75m, moativecallforniaor a D a E3 0 drought tolerant plant and ow species approprials for the cdhnm Zan region. 4. Hydrozoning Irrigation techniques am incorporaWinto the landscape dedgn. A4.106A Panteable paying is utilized for die parking, Walking or patio satfisces in compliance with the following: 71or 1. Not less than 20 percent of the tow parking, 02 (3 0 walking at pal* surfaces shall be permeable0 'ner I Not Less than 30 percent of the total parking, 0 13 walking or patio surfaces shalt be vermeabl& A4106S Roofing materials shall have, a minimum 3 -year aged solar mAectu= and thermal cruluance ora minimum Solar Reflectance Index (SRI) aqua to or greater than the values specified in Ilibbs A4.10&11(1) and A4.106-%1(2) for low -rim residential buildings and Thbles A4.106S.I(3) and A4.106.5.1(4) for high rise msidentW tolhongs. Low-rise Residential Mar I roof covering shall nuca or exostd the values contained in Illible A4.1065.1(1). 02 Tier 2 roof oovering shall meet or exceed the vqh= contained in 7W* A4.106.5.1(2). 02 High -rim Residential, Hotels and Motels Tier I roof co%vA*ng shall meet or exceed the values contained In Ilible A4.106.5.1(3). M2 Tier 2 roof covering Shap meet or exceed the yatues contained in Thble, A4.106.5.1(4). ma (confinwal) 2019 CALIFORNIA GREEN BUILDING STANDARDS CODE RESIDENTIAL VOLUNTARY MEASURES SECTION A4AM . RESIDENTIAL OCCUPANCIES APPLICATION CHECKUST—coni trtued moat a local otdinanoe, wbteWa Is mote Wi09WL Number o bicycle par4irtg Spares may be reducod, as approved by the enforcing agency. due to building site charactakiks. including but not limited to. isolation 60m other deYelopmeaL 1. PIWA& dwrWmo bicycle pad&& per SecUoa A4.1"9.1. 2. PWWde IoWerm bide paddag for muliliamly, buildings. Per SectinA4,106,9.2. 3. ftv4do long-term bicyde parldng for hold and motel banding per Section A4.10&93 A4.1ft10 UM] Outdoor ligbtlrtg systema ahall be degigned and installed to oomply with; I. The Mintmum resp herneuts in the CalVornia nw gy Code for Li&ing Zones I-4; and 2. Beddight. Uplight and Glare (BUG) ratings as defined fo IBS IM -15-11: and 3. Allowable BUG ratings Got exceeding those altown in Table A4.10&I0; or Comply with a lawfully enacted focal ordinance. whichever is O (confih&W) R: J 2019 CALIFORNIA GREEN WILDING STANDARDS CODE My t, 2M mtPytr34t W • ntalE 13 O 13 p O 1 13 13 13 O O O 13 a 13 0 0 D 0 O 13 tiff RESIDENTIAL VOLUNTARY MEASURES SECTION A4.602 - RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST=- ontlnued (conrirtucd) 88 JULY 1,20t5 SUPPLEMENT 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE BLUE LEVELS VERIFICATIONS — APPLICANT TO SELECT ELECTIVE. I ENFORCING AGENCY TO SPECIFY MEASURES -F VERIFICATION METHOD _ I Preroquisitos and electives' _ Enforcing Installer or Third FEATURE OR MEASURE —`� Agency Designer party . i t O ❑ _ 07' 0 7. 1 �c� � �c�`• • x> >c� •a � tr t� m, a..ca Iti3"�44C y ��°`'��•,`-�'-�s<��.vi'� �.�Ki'�' li !S Mandato Tler 1 Tier 2- All � — ..—_. All - All .9� c�,: K �r.Y.<.�s,?'Gtz�>�s'�t..n:t:`•r;:.:rr..'.' A4.108.1 items in This section arc necessary to address innovative concepts 11local environmental conditions. , —Item I -- - - - -- ------ - O — ❑ ❑ ❑ O O — - -- Item 2 —.--- ---- — - ❑ O ❑ ❑ O O ....__ ---- - ]tem 3 ❑ -- Q Q O ❑ 4.201.1 Building meets or exceeds the regnremenis of llie Califontia Buildfn Crferg L icienc Srmtdardr3. ' 2 ` ©�— ® ©2' O J— — ❑ A4.203.1.1.1 An Energy Design Rating for the Proposed Design Building is included in the CLI' ificate of Compliance 02 p'- ❑ ❑ ❑ documentation. t A4.203.1.1.2 QI1 procedures specified in the Building Ucrgy Efficiency Standards Refeiratce Residential Appendix RA3.S are cont leted. a2 212 ❑ 2 2 ® ® ❑ ( O O ❑ I ❑ A4.203.L1.3 All permanently installed lighting is high efficiency and has required controls. A4.203.1.2.1 The Energy Budget is no greater than 85 percent of the Title 24, Part 6, Energy Budget for the Proposed Design 02 O O ❑ Building.-- -- --- -- - --- -- - A4.203.1.2.2 The Energy Budget is no greater than 70 percent of _— the Title 24, Part 6, Energy Budget for the Proposed Design ®'- O O i ❑ Building. , A4.204.1.1.1 All newly installed, permanently installed lighting isIefy h . (J2 2�— 13 ❑ - - O A4.204.1.2.1 When one anti only one mechanical system is added or modified, the Energy Budget is no greater than 95 percent of the Title 24, Part 6, Energy Budget for the, Proposed Design Building. When two or omn: mechanical systems are added or modified, the Energy Budget is n0 greater than 90 percent of the Title 24, Tart 6, Energy Budget for the Proposed lt�t 2 j ❑ ( O ❑ Uesign lIuiIdin,,. A4.204.1,2,2 When one and only one mechanical system is added or modified, the. Energy Budget is no greater Ihat 90 percent of the Title 24, Part 6, Energy Budget for the Proposed Design Building. When two or more mechanical system' air. 02 ❑ ❑ ❑ added or modified, the Energy Budget is no greater than 85 percent of the Title 24. Part 6, Energy Budget for the Proposed Ucsi9n �- A jBuildin _--I — , (conrirtucd) 88 JULY 1,20t5 SUPPLEMENT 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE BLUE RESIDENTIAL VOLUNTARY MEASURES SECTION A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST—continued 4304.1 Automatic irrigation systems controllers installed at the time of final inspection shall be wcatheror soil 0 moisture -based. —� VERIFICATIONS ❑ LEVELS APPLICANT TO SELECT_ ELECTIVE MEASURES1 ENFORCING AGENCY TO SPECIFY -VERIFICATION METHOD Prerequisites and electives' Enforcing Installer or Third FEATURE OR MEASURE ❑ ❑ Agency Designer party O O ❑ ❑ 0 is designed and installed. _ Mandatory Tier 1 Tier 2 All I All All R12 I. ❑ 4.303.1 Plumbing fixtures (water closets and urinals) and . fittings (faucets and showerbeads) installed in ^ ® ❑ ❑ � residential buildings shall comply with tit: prescriptive requirements I of Sections 4.303.1.1 through 4,303.1.4.4. 4.303.2 Plumbing tWures and fittings required in Scction .4.303.1 shall be installed in accordance with die Q p h ❑ 0 Califoniia Plumbing Cade, and shall inert the applicable . referenced standards: A4 303.1 Kitchen faucets. Tlhe maximum flow rate of p A4.304.6 For new water service connections, landscaped 1 kitchen faucets shall not exceed 1.5 gallons per minute at irrigated areas more than 2,500 square feet shHll be I D 60 psi. Kitchen faucets may temporarily increase the flow provided with separate submeters or metering devices for ❑ ❑ about the maximum rate, but not to exceed 2.2 gallons ❑ outdoor potable water use. . , per minute al 60 psi, and must default to a maximum flow ❑ ❑ �' Q ❑ rate of 1.5 gallons per minute at 60 psi. Note: Where complying faucets ate available, aerators or other means may be used to achieve reduction. A4303.2 Altemak water source for noopotable applications. Alternate nonpotable water sources arc used for indoor potable water reduction. Ahematenonpotable 07 0 ❑ ❑ ❑ water sources shall be installed in accordance with the i California Plumbing Cnde. A43033 Appliances. Dishwashers and clothes washers in residential buildings shall comply with the following: Install at least one qualified ENERGY STAR i ; appliance with maximum water use as follows: 1. Standard Dishwashers - 4.25 gallons per cycle. ❑ ❑ ❑ ❑ ❑ 2. Compact Dishwashers - 3.5 gallons per cycle. Clothes Wash; rs - water factor of 6 gallons per O ❑ ❑ ❑ 113. _cubic feet of drain capacity. _ _ __ -�_ _ - ❑ ❑ ❑ ❑ ❑ &4.303.4 Nonwatcr supplied urinals or waterless toilets ire installed. ❑ ❑ Y ❑ ❑ I ❑_�.--•--_.-._�.___ 4304.1 Automatic irrigation systems controllers installed at the time of final inspection shall be wcatheror soil 0 moisture -based. E ❑ ❑ � ❑ A4.304.1 Install a low-watercon;umpiion irrigation system which minimizes dee use of spray type heads. ❑ I ❑ ❑ ❑ ❑ &4.304.2 A rainwater capture, storage and to -use system ❑ O O O is designed and installed. _ ❑ A4.304.3 A water budget shall he developed for ®2 ®y — 13 landscape irritation. ❑ p A4.304.6 For new water service connections, landscaped irrigated areas more than 2,500 square feet shHll be I D provided with separate submeters or metering devices for ❑ ❑ DI ❑ outdoor potable water use. (continticd) 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE JULY 1, 2016 SUPPLEMCUT 719 BLUE RESIDENTIAL VOLUNTARY MEASURES SECTION MX02 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST --continued (continued) 90 JULY 1.2015 SUPPLEMENT 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE oLue VERIFICATIONS LEVELS APPLICANT TO SELECT ELECTIVE I ENFORCING AGENCY TO SPECIFY I MEASURES VERIFICATION METHOD Enforcing I Installer or i Third FEATURE OR MEASURE Prerequisites and eloctives! Agency Designer party ' ❑ ❑ p __.__---- Uandatory Tier 1 Tier 2 All All All A4304.4 Provide waler efficient landscape irrigation ❑ p ❑ design that reduces the use or potable water. "1 ier L Does not exceed 65 percent of E'D) times the ®2 landscape area. I Ticr 2. Does not exceed GO percent of ETri times the landsca area. 'f A4.304.5 A landscape design is installed which does -p2- - --- _ --- ------ - - - -- not utilize potable water. ❑ ❑ ❑ I- ❑ ❑ A304.6 Obr new. water service connections, laudscaped irrigated areas more than 2,500 srjuare feet shall be provided with separate submetcrs or metering devices ❑ ❑ Q ❑ ❑ for ouuloor table water use. A4.305.1 Piping is installed to pennit Future use ora graywater irrigation system served by the clothes ❑ ❑ . ❑ ❑ ; ❑ washer or other fixtures. A4.305.2 Recycled water piping is installed. p -� ❑� ❑ - - Q A4.305.3 Recycled water is used for landscape a. ❑ ❑ ❑ ❑ gntio�❑ — - - -- — A430G.1 Items in this section are necessary to addressr _ 1 _ innovative concepts or local environmental conditions - I Itc1n 1 _ ❑ ❑ ❑ ❑ ❑ ❑ _ lion 3 ❑ ❑ 00 a}• A4.403.1 A Piosl-protcctul Shallow Foundation - (TPSR) is desipnod anJ constructed- _ -- - -- --� - 13 El A4.403.2 Cement use in foundation mix design is _ --� - - ❑ ^ ❑ 0 reduced. f Tier 1. Not less than a 20 percent reduction in cement use. I Tier 2. Not hiss than a 25 percent reduction in ccnhcet use. ®2 II —�' - ---J A4.404.1 [seams and headers and It are the minimum size to aae uau;ly support Ilk load. _ - ❑ � l7 0 � _ A4.404.2 Building dimensions and layouts are designed to minimize waste, _ ❑ ❑ 13 ❑ MA043 Use promanufactured building systems W - i - _--"`--"-----•____ -_, eliminate solid sawn lumber wbc envcr ❑ ❑ ❑ ❑ 1 ❑ MAMA Material lists are included in the plans which specify material quantity and provide direction for ❑ ❑ ❑ [3 ❑ un -sue cuts. (continued) 90 JULY 1.2015 SUPPLEMENT 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE oLue RESIDENTIAL VOLUNTARY MEASURES r SECTION A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST --continued VERIFICATIONS LEVELS ENFORCING AGENCY TO SPECIFY APPLICANT TO SELECT ELECTIVE MEASURES VERIFICATION METHOD FEATURE OR MEASURE Prerequisites and electives' Enforcing Installer or Third A4.405.1 One or more of the fellrnving building materials, 11 ❑ ❑ ❑ that do not require additional resources for finishing are used: 1. Exterior trim not requiring paint or shin 2. Windows not requiring paint or stain 3. Siding or exterior wall coverings which do not renuire nain1 nr rinin A4.405.2 Floors that do not require additional cmerings are used including but not limited to stained, natural or ❑ Agency Designer party Q p stain rd concrctafloors_ ❑ ❑ ❑ Mandatory Tier 1 Tier 2 All All All A4.405.1 One or more of the fellrnving building materials, 11 ❑ ❑ ❑ that do not require additional resources for finishing are used: 1. Exterior trim not requiring paint or shin 2. Windows not requiring paint or stain 3. Siding or exterior wall coverings which do not renuire nain1 nr rinin (continued) 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE 91 A4.405.2 Floors that do not require additional cmerings are used including but not limited to stained, natural or ❑ ❑ ❑ Q p stain rd concrctafloors_ A4.4053 Postconsumer or preconsumer recycled content ': Q ' ❑ value (RCV) materials are used on the project. Tier J. Not less Than a 10•0ercent recycled content l81' - value, Tier 2. Not less than a 15 -percent recycled content Qx Z value. A4A05.4 Renewable source building roducts are used. p ❑ p ❑ ❑ MON 4,406,1 Annular spaces around pipes, electric cables, conduits or other openings in plates at exterior walls shall ® ❑ Q ❑ be protected against the passage of rodcas by closing such openings with cement mortar, concrete masonry or similar method ace table to the enforcing nen A4.407.1 Install foundation and landscape drains. Q ❑ ❑ ^❑ ❑ , A4,407.2 Install gutter and downspout systems to rouse water at least 5 feet away from Ute foundation Or connect to landscape drains which discharge to a dry well, sump, ❑ ❑ ❑ ❑ ❑ . bioswale, rainwater capture system or other approved J on-site location. __ t A4.407.3 Provide flashing details on the building plans and comply with accepted industry standards or ❑ ❑ ❑ ❑ ❑ manufacturer's instructions. A4.407.4 Protect building materials delivered to the site from rain and other sources of moisture. El ❑ 13i ❑ E3construction A4.407S in Climate Zone 16 an ice/water barrier is installed at roof valleys, caves and wall to roof ❑ ❑ ❑ ❑ ❑ intersections. A4.407.6 exterior doors to the dwelling are protected to❑ _ ❑ Tr ❑ 'event water intrusion. ❑ ❑ A4.407.7 A permanent overhang nr awning at least.2 feet ❑ Q in depth is provided. ❑ ❑ ❑ (continued) 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE 91 RESIDENTIAL VOLUNTARY MEASURES SECTION A4,602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST—continued VERIFICATIONS LEVELS ENFORCING AGENCY TO SPECIFY APPLICANT TO SELECT ELECTIVE MEASURES VERIFICATION METHOD _ FEATURE OR MEASURE Prerequisites and electives' Entorcing Installer or Third Agency Designer party Mandatory Tier 1 All Tier 2 All �bp�Wo gj �1 LY 4.408.1 Recycle and/or salvage for reuse a minimum of 50 0211 ❑ ❑ ❑ percent of the nonhazardous construction and demolition waste in accordance with one of the following: I. Comply with a more stringent local construction and demolition waste management ordinance; or 2. A consuuotion waste management plan: per Section 4.408.2; or 3. A waste management company, per Section 4.408.3; or , 4.711c waste stream reduction alternative, per Section t 4.408.4: A4.408.1 Construction wastegenerated otthe site is diverted to recycle or salvage in compliance: with one of ' the following: 1, Tier I at least a 65 percent reduction. 212 ❑ ❑ ❑ 2.11cr 2 at ]cast a 75 percent reduction. ®2 ❑ ❑ ❑ Exccptlon: Equivalent waste reduction methods are develo ed by worlcin with local agencies. - u;3<• 4.410.1 An operation and maintenance manual shall be ® ❑ ❑ provided to Lite bill ding occu ant or owner. ❑ i❑❑13 ry❑ 11 ❑ 77774 ❑ ❑ ❑ El❑ [3 ❑ 130 — — ❑ 4.503.1 Any installed gas fireplace shall be a direct -vent scaled -combustion type. Any installed woodstove or pellet i stove shall comply with US EPA Phase 11 emission limits ® ❑ ❑ ❑ where applicable. Mloodstoves, pellet stoves and Fireplaces shall a1sD corn I with applicable local ordinances. 4.504.1 Duct openings and other related air distribution component o cnin s shall be covered Burin construction. ® ❑ ❑ ❑ 4504.2.1 Adhesives, sealants and caulks shall be erom liant wtith VOC and other toxic compound limits. ❑ (3❑ 4.504,2.2 Paints, stains and other coatings shall be compliant with VOC limits. ® ❑ ❑ ❑ 4.504.2.3 Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic ® ❑ ❑ cont ands. ❑ 4.504.2.4 Documentation shall be provided to verify thincompliant VOC limit finish materials have been used, MI ❑ ❑ ` ❑ 92 (continued) 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE t j RESIDENTIAL. VOLUNTARY MEASURES SECTION A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST --continued 4.505.2 Vapor retarder and capillary break is installed ati 0 slab -on- de foundations. ❑ VERIFICATIONS ❑ ❑ LEVELS ENFORCING AGENCY TO SPECIFY ❑ APPLICANT TO SELECT ELECTIVE MEASURES VERIFICATION METHOD_ Prerequisites and electives' — - — --r.- _ ---- EnforciLinle _ Third FEATURE OR MEASURE ❑ ❑ Agenc party ❑ ❑ equipment is located in Conditioned space; or the ❑ equipment must be installed in an isolated mechanical Mandatory Tier 1 Tfcr 2 -_.-AIL All 4.504.3 Carpet end carpet systems shall be compliantwith - VOC limits. 0❑ ❑ 4SO4.4 RO percent of floor arca receiving resilient— flooring shall com l y with specified VOC criteria. 4.504.5 Particleboard. mcdium density fiberboard - (MDF) and hardwood plywood used in interiorliuish systems shall comply with low. formaldehyde emission El ❑ ❑ ❑ st•mdanls. A41SO4.1 Use composite wood pmducls made with either California Air Resources Hoard approved t7 no -added fonnaldchyde (NAF) resins or ultra-low ❑ Q ❑ ❑ . emittin fonnaldeh cte (ULr-o resins: A41-504.2 In VOC compliant rtsilient;floorin6 ❑ :. p ❑ systems. 'fier 1. At least 90 peicent ofdre resilient flooring ®z installed shall comply. Tier 2. At least 100 percent of the resilient flooring ®'-, insmllcd shall- A4SO4.3 Thermal insulation installed in the building ❑ ❑ ❑ Shall TOWN Ute following requircntcnts: Mer 1. Install themlal insulation in compliance with 11112 VOC limits. Tier 2. Install insulation which contains No -Added 1@2 Formaldehyde (NAI) and is in compliance with 'tier 1. 4.505.2 Vapor retarder and capillary break is installed ati 0 slab -on- de foundations. ❑ ❑ ❑ ❑ _ 4505.3 Moisture content of building materitJs used in x (loot � ❑ ❑ wall anJ framing is checked bcfom cnclosurt : �r�.xcr�s :��•f&ea.�arss�a�oran. z ...- 1 -- __.1.__. r ❑ A4.506.1 Return air fill,-- with a vahte greater than MRRV 6 shall be installed on HVAC systems. Pressure ❑ drop across the filter shall not excced 0.1 incites water ❑ ❑ - ❑ column._ q- A4.506.2 111R) Provide filters on return air openings - — _^ - - raled MCRV 6 or higher during construction when it is ❑ ❑ ❑ ❑❑ necessary to use HVAC equipment- quipmentA4.506.3 A4.506.3Direct -vent appliances shall be used when -- equipment is located in Conditioned space; or the ❑ equipment must be installed in an isolated mechanical ❑ 0 ❑ ❑ ❑ room. — - (continued) 2013 CALIFORNIA GREEN BUILDING STANDARDS CODE JULY 1.2015 SUPPLEMENT 93 BLUE RESIDENTIAL VOLUNTARY MEASURES SECTION A4.602 RESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST --continued ' - --_--—••_—_— VERIFICATIONS —•� LEVELS ENFORCING 'AGENCY TO SPECIFY APPLICANT TO SELECT ELECTIVE MEASURES _ VERIFICATION METHOD FEATURE OR MEASURE Proroqulsites and electives' Enforcing Installer or Third ---- Agency Designer Pon ❑ ❑ Cl i•-��•�=,iS'�;r, ., r`...E �.a,.. y.i'.".�. ' �^•tKt ys...a.- t 4.507.1 Reserved. Mandatory Tier 1 Tier 2 All All All 4.507.2. Duct systems arc sited, designed, and equipment is selected using die following melhods: ® ❑ ❑ ❑ 1. Establish heat loss and heal gain values according to 2 ANSI/RCCA Manual 1-2004 or equivalent. t 2. Sirs duct systems according to ANSI/ACCA 1 Manual D-2009 or equivalent 3. Select heating and cooling equipment according to ANSUACCA 3 Manual S-2004 or uivalenl -� A4S09.1 Items in this section ire'weessary to addirss innovative concepts or local environmental conditions. Item 1 — ❑ ❑ D ❑ ❑ _ ❑ ❑ I G ❑ ❑ Item 3 ❑ ❑ ❑ ❑i`- O - t J the p HVAC system insfaticrs are trained and certified in the proper install0tion of MVAC systems. I ❑ I ❑ 702,2 Special inspectors employed by dic enforcing ' --❑ — agency must be qualified and able to demonstrate core ewnce in die disci line the are ins ting. pp ❑ ❑ ❑ 703.1 Verification of compliance with this code may include construction documents, plans, specifications builder or installer certification, inspection re-pons,or other nwhods acceptable to the enforcing agency which -- --� ® - ❑ ❑ ❑ show substantial conformance. -- _ _- �— ` 1. urcen building me-asures listed in this table may be mandatary if adopted by a city county, or city and county as specified in Section 101.7. 2. Required prerequisite for this'ller. 3. These measures are currently required elsewhere in statute or in n grdation. 94 JULY 1, 2015 SUPPLEMENT 2013 CALIFORNIAGREEN BUILDING STANDARDS CODE BLUE BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES rr BUILDING PERMIT APPLICATION' Phone:' (530) 538-7601 Fax (530) 538-7785 6 - o Website: t,NAw.butt ecounty.net'dds ol'Faes iegi*,-Yed at Time C'`%�:iJ%'::i?i`'v�i PLEASE PRINT CLEARLY °PROP—ERWY50IVNER'INFORMtAT10N�; Name Last Name VFirst m Mailing Addr LN City]'. VI � State Zi R t IlU Phone Q r( Fax Email Cell PIf:r, 'WCONT,RACTURx Name Mailing Address City State Zip Phone Fax Email Cell License No. Class P. - Name Firs t,N;3me 1P/� eMailing v {DINGYAGENCIf �'c . Mailing AddreJs Mailing Address, n ; v City State Zi Phone ' `j\0 " LAL Fax Email Cell n CA State License Nt 6 4C89 '5,—ADPL^ICANT i3 {x, `a Last Name Firs t,N;3me 1P/� eMailing Addras {DINGYAGENCIf �'c . City 1` Mailing Address, State Zi Phone Is this a Manufactured/MobileHome (circle one) Yes / No Fax E ail wBrva�uanoN (Feryatue rr,c+�ar►� Ns Cell dLU.Ur7 _ c . cilci��.0t I°�e \ w PE Ij N� ^ FORM NO DBP -1 �_ BIN NO: �s �r�a�PROJECTLOGATIQN `�r ,tib#+ APN Property Address City Locationust not be in the city limits of Chico, Gridley,.Oroville or Paradise. htto:vv,:,vr.b6ttecountv.netidds!PIannino ParceILookuoiool asox ?cti-sYUORKER S COMPENSATION;,�.��_ Policy Number Carrier If hiring other than a licensed contractor, a certificate of workers compensation must be shown at the time of permit issuance 'D {DINGYAGENCIf �'c . Name Mailing Address, City State Zip FW,' UESCRIR-TIO.N OR.SCOPE}OF WORK A. — . - . D Mobile Home permits (other than installation, foundation, utilities & non-attached 'D structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: Is this a Manufactured/MobileHome (circle one) Yes / No wBrva�uanoN (Feryatue rr,c+�ar►� Ns k� non-eonuacoed �p�s�nateriats f�a��)r�� :.,�,� $ Living Area. Garage: Z O n CiV Open Alea:� Covered Area: TOTAL SO: Structure Built without permits r Proposed Change of Occupancy/Use - Note previoustcurrent use below: f•=r rkFt_`OR?OFF_..IGE,USE:;O_NLyY¢� Zoning: Flood Zone: V _ SRA: . --J!g�Q INOU NPDES NO O ✓� Code Ent: YES LJ NO O Legal Lot: YES O NO N Occupancy Type Construction Permit Tech: PC C . Date: I �� `When filed, this application and alt-s'dpporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic aqpess. Page 1 of 1 v Department of Development Services 7 County Center Drive T: 530.538.7601 Oroville, California 95965 F: 530.538.7785 KEESLING FAMILY TRUST RE: 079-380-012 i t Tim Snellings, Director Pete Calarco, Assistant Director buttecounty.net/dds Permit No: B15-1990 To meet the requirements of Butte County Code Section 26-12 (available on line at f ' http://municipalcodes:lexisnexis.com/codes/butteco ), one or more of the following may be required before a building permit can be issued for the above referenced project. The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public roads, and drainage facilities; Dedication of any necessary rights of way; and For commercial or industrial uses or for multiple living uses having three (3) or more living units per parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable materials for collection. Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, 7 County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26-12. If construction plans and/or engineering analysis are required, submit information in duplicate in accordance with County Improvement Standards (available on line at http://www.buttecounty.net/publicworks/divisions/landdevelopment/impstd.html ) with a minimum plan checking deposit of $690.40. Important Note: If improvements in compliance with County Code Section 26 12 are required, any construction plans and/or engineering analysis must be reviewed and approved by the Land Development Division of the Public Works Department prior to construction of the improvements and the required improvements must be constructed, bonded, or guaranteed with a deposit of an in lieu fee prior to issuance of this building permit. The process can require significant time and must be completed prior to issuance of the building permit. If you have any questions, please contact the Land Development Division at (530) 538 7266, Monday through Friday, 8:00 a.. m. to 4:00 p.m. I I have read and understand the above requirements: Signature: Date: Butte County Fire Department Fire Prevention Bureau Residential Building Requirements 176 Nelson Ave, Oroville, CA 95965 530.538.7888, 530.538.2105 Fax 530.538.6226 Inspection Line Permit Number: B15-1990 Date: 8/14/2015 Location: By: AAS Parcel Number: 079-380-012 Sub Type: SFD-CUSTOM/MODEL Owner Name: KEESLING FAMILY TRUST Phone: Description: NSF (1200) GARAGE (1200) DECK (200) j To meet the requirements of Government Code section 51182, Butte County Fire department requires a pre - construction inspection to provide the below building and site requirements to the property owner. Your property is located within the Butte County Fire Departments response area and must meet the below requirements: ❑ Public Resources Code 4290 (emergency access, sign ing/addressing, fuel modification standards) ❑ Public Resources Code 4291 (defensible space) ❑ California Fire Code LPG tank protection ❑ Butte County Improvement Standards i Requirements prior to scheduling the pre inspection: { Full plan submittal to Butte County Development Services Building Division i To request an inspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection line; you will need the information at the top of this page. Inspection request that come through any other phone numbers will cause a delay in processing your permit. For the pre inspections, the property owner or authorized agent (contractor) is required to meet the inspector at the construction site. ` I have read and understand the above pre inspection requirements. Signatures I - &4a� Date: a Department of Development Services 7 County Center DriveI T: 530.538.7601 Oroville, California 95965 F: 530.538.7785 NOTICE TO BUILDERS** Tim Snellings, Director Pete Calarco, Assistant Director buttecounty.riet/dds Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: s - Make sure your application is complete. - Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte County. Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. I t Fee/refund information can be read on-line at hqp://municipalcodes.lekisnexis.com/codesibutteco/ "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application Is subject to public inspection and will be posted on the County's website for electronic access. Permit Number: B15-1990 Date: Parcel Number: 079-380-012 Location: , Owner Name: KEESLING FAMILY TRUST Phone: 5309905711 Description: NSF (1200) GARAGE (1200) DECK (200) Signature of Applicant: \ Date: �/— � kX6 Department of Development Services 7 County Center Drive I T: 530.538.7601 Oroville, California 95965 F: 530.538.7785 Tim Snellings, Director Pete Calarco, Assistant Director buttecounty.net/dds PERMIT APPLICATION DATA SHEET Reference Number: B15-1990 Date: 4 Location: By: AAS Parcel Number: 079-380-012 Sub Type: SFD- Owner Name: KEESLING FAMILY TRUST Phone: 5309905711 Description: The above permit application has the following Clearances required prior to permit issuance. Please, contact each department indicated below regarding specific requirements pertaining to your permit application. Yes SEWER DISTRICTS F—I Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 F-1 LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-2000 F-71 City of Chico, PO Box 3420, 411 Main Street; Chico CA 95927 - (530) 879-6700 PARKS & RECREATION DISTRICTS (form will be available after plans have been reviewed by building department) F-1 Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 F—I Durham Park & Recreation District, 9447 Midway, Durham CA 95938 (530) 345-1921 . Feather River Recreaction & Park District, 1875 Feather River Blvd, Oroville CA 95965 - (530) 533-2011 i F-1 Paradise Parks & Recreation, 6626 Skyway Road, Paradise CA 95969 - (530) 872-6393 SCHOOL DISTRICTS (form will be available after plans have been reviewed by building department) F—I Biggs Unified School District, 300 B Street, Biggs CA 95917 - (530) 868-1281 I --I Chico Unified School District, 1163 East 7th Street, Chico CA 95926 - (530) 891-3006 F7Durham Unified School District, 4920 Putney Drive, Durham CA 95938 - (530) 895-4675 F-1Gridley School District, 429 Magnolia, Gridley CA 95948 - (530) 846-4723 i F—I Marysville School District, 1919 B Street, Marysville CA 95901 - (530) 741-6000 F-1 Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 - (530) 532-3000 i Oroville Union High, 2211 Washington Ave, Oroville CA 95966 - (530) 538-2300 8xt:105 n Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 - (530) 872-6400 OTHER Recorded copy of Agricultural Acknowledgment Statement- See Attached Instructions n City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 n FEMA Flood Elevation Certificate (required within 48 hours or permit will be placed on hold until received) F7 Other: ""When filed, this application and all supporting material becomes subject to the California Public Records Act. All public Information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Signature of Applicant: -UC-.) 'a FILE Date: Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7' County Center Drive Oroville, CA 95965 (530) 538 7266 Telephone (530) 538 7171 Fax National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B15-1990 Date: 8/14/2015 Location: By: AAS Parcel Number: 079-380-012 Sub Type: SFD-CUSTOM/MODEL Owner Name: KEESLING FAMILY TRUST Phone: 5309905711 Description: NSF (1200) GARAGE (1200) DECK (200) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Board. r Signed: Date: 8/14/2015 Title: ��� Description:'NSF (1200) GARAGE (1200) DECK (200) Type: RESIDENTIAL Subtype: SFD-CUSTOM/MODEL Status: UNDER REVIEW Applied: 8/14/2015 AAS Approved: Parcel No: 079-380-012 Site Address: ,CA Subdivision: Block: Lot: Issued: Lot Scl Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $169,004.00 Occupancy Type: Construction Type: V -N Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 1 Details: 1 BEDROOM Printed: Friday, August 14, 2015 9:51:51 AM 1 of 4 CRWsrshMs A• • • CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY SF CRIMINAL JUSTICE 12 0010-4402300-422000- 0 $6.00 $0.00 2% ADMIN 101001 SF CRIMINAL JUSTICE 12 5205-52050000-462000- 0 $294.00 $0.00 98% 101001 SF FIRE 12 2% ADMIN 0010-4402300-422000- 0 $13.60 $0.00 101001 SF FIRE 12 98% 5223-52230000-462000- 0 $666.40 $0.00 101001 SF GNRL GOVT CW 12 0010-4402300-422000- 0 $11.60 $0.00 2% ADMIN 101001 SF GNRL GOVT CW 12 5201-52010000-462000- 0 $568.40 $0.00 98% 101001 SF GNRL GOVT UA 12 0010-4402300-422000- 0 $10.80 $0.00 2% ADMIN 101001 SF GNRL GOVT UA 12 5206-52060000-462000- 0 $529.20 $0.00 98% 101001 SF HEALTH &AMP; SS 12 0010-4402300-422000- 0 $2.20 $0.00 2% ADMIN 101001 Printed: Friday, August 14, 2015 9:51:51 AM 1 of 4 CRWsrshMs Printed: Friday, August 14, 2015 9:51:51 AM 2 of 4 CRWSrsTEMS CLTD DESCRIPTION ACCOUNT CITY AMOUNT - PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY SF HEALTH &AMP; SS 12 5207-52070000-462000- 0 $107.80 $0.00 98% 101001 SF JAIL FACILITY 5202-52020000-462000- 0 $455.89 $0.00 101001 SF LIBRARY 12 2% 0010-4402300-422000- 0 $4.60 $0.00 ADMIN 101001 SF LIBRARY 12 98% 5212-52120000-462000- 0 $225.40 $0.00 101001 SF SHERIFF 12 2% 0010-4402300-422000- 0 $20.00 $0.00 ADMIN 101001 SF SHERIFF 12 98% 5222-52220000-462000- 0 $980.00 $0.00 101001 SF TRNSPRTTN 12 2% 0010-4402300-422000- 0 $21.40 $0.00 ADMIN 101001 SF TRNSPRTTN 12 98% 5215-52150000-462000- 0 $1,048.60 $0.00 101001 Total Paid for CFIFR SINGLE FAMILY 12: $4,965.89 $0.00 DB CA 581473 0010-4402300-422000- 0 $7.00 $7.00 8/14/15 8013788 2424 CHECK KYLE K. KEESLING AAS 101001 Total Paid for DB CA SB1473: $7.00 $7.00 DBF R3 DWLNG 0010-4402400-422000- 0 $228.00 $228.00 8/14/15 B013790 2424 CHECK KYLE KEESLING AAS CSTM/MDL INSP FEE 101001 DBF R3 DWLNG 0010-4402400-422000- 0 $1,431.60 $0.00 CSTM/MDL INSP FEE 101001 DBF R3 DWLNG 0010-4402100-422000- CSTM/MDL PLAN CHK 0 $1,106.40 $1,106.40 8/14/15 8013788 2424 CHECK KYLE K. KEESLING AAS 101001 FEE Total Paid for DB R3 DWELLING -CUSTOM, MODEL 09: $2,766.00 $1,334.40 Printed: Friday, August 14, 2015 9:51:51 AM 2 of 4 CRWSrsTEMS Printed: Friday, August 14, 2015 9:51:51 AM 3 of 4 rMSYS7EMS CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY DB SMTP RESIDENTIAL 0010-4402100-422000- 0 $21.97 $21.97 8/14/15 8013788 2424 CHECK KYLE K. KEESLING - AAS. 101001 Total Paid for DB SMIP RESIDENTIAL: $21.97 $21.97 DBEH BUILDING 0021-5400000-461199- 0 $105.00 $105.00 8/14/15 B013788 2424 CHECK KYLE K. KEESLING AAS REVIEW FEE 101001 Total Paid for DBEH BUILDING REVIEW FEE: $105.00 $105.00 DBFIRE FIRE FINAL 0010-1401000-461901- 0 $0.00 $0.00 INSPECTION RES 09 101001 Total Paid for DBFIRE FIRE FINAL INSPECTION RES 09: $0.00 $0.00 DBMSC FIRE SAFE 0010-4402300-422000- 0 $127.00 $127.00 8/14/15 B013788 2424 CHECK KYLE K. KEESLING AAS STANDARDS REVIEW 09 101001 Total Paid for DBMSC FIRE SAFE STANDARDS REVIEW 09: $127.00 $127.00 DBMSC GEN'L PLAN 0010-4401200-461901- 1 0 $124.47 $124.47 8/14/15 B013788 2424 CHECK KYLE K. KEESLING AAS MAINT FEE R OCC 09 101001 Total Paid for DBMSC GEN'L PLAN MAINT FEE R OCC 09: $124.47 $124.47 DBMSC SCANNING FEE 1 0010-4402300-422000- 1 0 $64.00 $64.00 8/14/15 B013788 2424 CHECK KYLE K. KEESLING AAS 09 101001 Total Paid for DBMSC SCANNING FEE 09: $64.00 $64.00 DBMSC TECH INVST FEE 0010-4403100-422000- 0 $27.66 $27.66 8/14/15 8013788 2424 CHECK KYLE K. KEESLING AAS R OCC 09 101001 Total Paid for DBMSC TECH INVST FEE R OCC 09: $27.66 $27.66 DP PLANNING 0010 -4401300 -461901 - CLEARANCE FOR 0 $81.50 $81.50 8/14/15 8013788 2424 CHECK KYLE K. KEESLING AAS 101001 PERMITS 09 Total Paid for DP PLANNING CLEARANCE FOR PERMITS 09: $81.50 $81.50 TOTALS:$8,290.49 $1,893.00 Printed: Friday, August 14, 2015 9:51:51 AM 3 of 4 rMSYS7EMS At the -time of permit application, I was advised the above.fees are required prior to issuance of the permit. These fees may change during the plan checking process. Signature-�, Date: 8/14/2015 ❑ I would like to defer the required impact fees as noted within this fee summary until prior to Final Inspection. I further understand that I am required to pay the requested deferred impact fees as noted within this fee summary, before I am allowed to schedule a Final Inspection. I will not be allowed to occupy the permitted structure until a final inspection has been performed and approved after all fees have been paid. Signature: Date: 8/14/2015 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). Printed: Friday, August 14, 2015 9:51:51 AM 4 of 4 CRWsrs>fn+s Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7.County Center Drive . I T: 530.538.7601 I buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B15-1990 Owner's Name: KEESLING FAMILY TRUST Assessor's Parcel Number: 079-380-012 Date of Application: Square Footage Verification No Change: NOTES: Verified By: Date: 8/14/2015 t (Plan Check Signature) Confirmed TRAKiT Updated by: Date: 8/14/2015 (Permit Tech Initials) At Application: Chan Living Area 1200 Garage Area 1200 Covered Area 0 Oen Area 200 Other 0 No Change: NOTES: Verified By: Date: 8/14/2015 t (Plan Check Signature) Confirmed TRAKiT Updated by: Date: 8/14/2015 (Permit Tech Initials) Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone (530) 538-7601 Fax -(530) 538-7785 \4'ww. but'tecountv .netid d s IMPORTANT! NOTICES TO PROPERTY OWNER Dear Property Owner: An application for a building permit has been submitted in your name listing. yourself as the builder of the property improvements specified at We are providing you with an Owner -Builder Acknowledgment and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your name as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed,,and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWLEDGMENTAND VERIFICATION OF INFORMATION DIRECTIONS: Read and initial each statement below to signify that you understand or verify this information. �. I understand a frequent, practice of unlicensed persons is to have the property owner obtain an "Owner -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. I,V,2. 1 understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed Contractor to assume this responsibility. al,3. I understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of my own. �4 1 understand Contractors are required by law to be licensed and bonded in California and t6 list their license numbers on permits and contracts. �\\ � . I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" understate and federal law. ��._ . I understand if I am considered an "employer" understate and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. I \- T 1 understand under California Contractors' State License Law, an Owner -Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building Contractor. ��II BUTTE I understand as an Owner -Builder if I sell the property for which this permit is issued, I CO1W7'1, may be held liable for any financial or personal injuries sustained by any subsequent owner(h that result from any latent construction defects in the workmanship or materials. G 14 ?015 K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DBP\IM_k"6S 43_Owner_Builder_Notice_to_Property_Owner 8.9.11_REV'D_8.13.14_AKM.doc CES Page 1 of 2 N6—J. I understand I may obtain more information regarding my obligations as an "employers from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800- 321-CSLB (2752) or www.csib.ca.gov for more information about licensed contractors. a10. 1 am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: 0-71 - Z&Q –(�) 9 11. I agree that, as the party legally and financially responsible for this proposed con Truction activity, I will abide by all applicable laws and requirements that govern Owner - Builders as well as employers. 1Z. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy of the property owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature. Signature of property owner Note: The following Authorization Form is required to be completed by the property owner only when designating an agent of the property owner to apply for a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): Project Location or Address: Name of Authorized Agent: Tel No Address of Authorized Agent: I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature. Property Owner's Signature: Date: K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DBP\DBP- 43_Owner_Builder_Notice_to_Property_Owner 8.9.11_REV'D_8.13.14_AKM.doc Page 2 of 2