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HomeMy WebLinkAboutB15-2628383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Mat Amaro, Mathew Amaro Designs Project: Potkin Garage Address: Stanley Avenue, Chico, CA BUTTE NEDy COUNTY OCT -21 2015 C 8 A DEVELOPMENT EXP'` SERVICES q CIVILO���P PERMIT # �' S" �6),� OF CALIF /Ib BUTTE COUNTY DEVELOPMENT SERVICES COPE RD MPLIANCE DATE BY 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:Potkin Gairage STRUCTURAL NOTES 1. GENERAL A) ALL WORK.SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE.FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITH 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 15 RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO. PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLYSHOWN 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 BROUGHTTO 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 STEEL THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT, 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B') BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR.EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO. THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL.FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES,.AND SHALL BE COMPACTED A MINIMUM OF 90%. I)_ USE 4' DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN.TO DAYLIGHT. J) .FOR FOOTINGS PLACED ON OR ADJACENTTO 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 ASTKA 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•Potkin Garage 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 WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3 CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 %" #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 LAPTOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE,.80 BAR DIAMETERS U.N.O. IC) #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 61 MATERIALS: A.) SHEATHING: I. 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. 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 BERATED 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.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L If1 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.C. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS Summit Structural Design PROJECT:Potkin Garage ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N:O; USE.A MANUFACTURED 1-1/4" RIM BOARD (SUCH.AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBCTABLE 2304.5.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. G.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE.ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X.JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B:) DOUBLE.JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS. RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES; WOOD BURNING`STOVE, ETC. , C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A.) _ SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B:) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. -6-s WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12)'-16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.)• FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS,10'-0".. C.) MIS -PLACED ANCHOR BOLTS` WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT, D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS.ARE NOT ALLOWED.. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE, E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME, STEEL.STRAPS WHICH DO NOT REQUIRE 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 BETIGHTENED 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. a 1 Summit Structural Design PROJECT:Potkin Garage 7. STEEL ' 7,1. STRUCTURAL STEEL A.) STRUCTURAL STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992. -B.) STRUCTURAL TUBES: STRUCTURAL TUBES.SHALL CONFORM TO ASTM A7S00 GRADE•B. C.) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL:BE'PERF.ORMED ONLY BY EXPERIENCED, QUALIFIED .WELDERS. ELECTRODES SHALL BE E60 XX FOR METAL DECK AND E70 XX. OTH ERWISE,UNLESS SPECIFICALLY NOTED OTHERWISE. WELDING SHALL CONFORM TO AWS D1.1. D.) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELD SIZE:SHALL BE PER, AISC SPECIFICATIONS FOR THE THICKER PART OF THE JOINT. E.J. ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE; GROUTED MASONRY, OR SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. 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 CRC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO;TRUSS.FABRICATION. C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CFIORD DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 38 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC 'D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E} TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED..IN GOVERNING CONSTRUCTION. F} TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS - A) ALL DESIGN LOADS ARE PER CBC CHAPTER.'16, DIVISIONS -11, 11, 111; AND 1V U.N.O. B) ROOF LIVE LOAD: 20PSF C) SEISMIC ZONE: -D D) WIND SPEED: 110 MPH EXP C r • Summit Structural Design Project: Potkin Garage Engineer:: RKB Design of : Gravity Loads Gravity loads: Roof Slope= 4 to 12 Roof;Dead Load, ply _ 1;5 psf Roofing 3.4 psf Framing 6.0 psf Gyp 2.2 psf Insul 1.0 psf Misc. 3.5 psf Total (sloped) 17.6. psf Total (horiz), 18.0 ,psf Roof Live.Load Roof Live Load 20:0 psf - `Wall.Dead Load Siding 11Q psf (exterior) 3/8 Ply. 1:8 psf 2x.Framing 1.7 psf. Gyp. 2:2 .psf Insul. 1.3 psf, Total 1&0 psf Wall,bead'Load 2x4 Framing @ 16" o.c, 1:6 psf (fMer'ior) Gyp. 2 sides 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 Deck.Dead Load Framing @16"'o.c. 5.5 psf 3/4" ply 2.25 psf Gyp. 2.2 psf Flooring 31.25 psf Misc. 3 psf Total 44:2 psf Floor,Live,Loa.d, Residential 40.0 psf • Summit Structural Design Project: Potkin .Garage Engineer: RKB Design of: Wall Line Shear Forces due to Seismic Roof • Area (ft) Weight (lbs) Roof logo 19470 Walls(ext) 8 115 8280 Walls(Int) .8 50 1200 / Total 28950 1st Floor Area (ft") Weight (lbs) Roof 220 :3966 Floor 745 11138 Deck 52 :2298 Height (ft) Length (ff). Weighv(lbs) Walls(ext) 10134 20340 Walls(int) 10 60 3000 Total' 407.42 Veq(Ibs) Veq(lbs) Roof Area (ft) Floor Area (ft2) Deck:Area (ft2) Ultimate WS Roof 1080 3229 2307 1st Floor 220 745 52 2525 1803. 4 w .PROJECT:i; _ p r`u PAGE: SUMMIT STRUCTU.RA:L DESIGN - tk ry jl�pi�`5 E'W 9. 'ENGINEER: wwwaummitchico, om 04TF: O- ON OF _ T y ) 1 i ` K... 6 . .,. .... a .. s !;� r � i i t , i ' f i i _ i } .5,._ . :_..... ....... r ft f- / � \ i y , is T_^ r i t %' j v.,. /,l it . • f,l. t • ` . ,,:. �'•�' ^, , f a ' 1 � f r 3 .y[ .. . , 4� j i :.._.., ......� %, ' i ' t _..... 3 i ; r� r � ; t. r , 1 i ' , I. Summit Structural Design - Project: Potkin Garage Engineer: RKB Design of: Wall Line Shear Forces due to Seismic (.cont.) Trib A.rea.1ft') Line.Shear (lbs) Wall Line Roof Floor Deck rho W/8 Roof Level _ 1 540 1.00 1153 2 540 1.00 1153 B 540 '1.00 1,153 C 540 1.00 1153 Second.level 1 33 329' 52 1.Q0 810 2 1$7 416, " 1.00 99.4 A 120 1.00 224 B 100 416 1.00 831 C 329 52 1.00 748 .su F, ,C'Y'` .. :�t�,�i,s earth ;' �.l�il i ,"v'a�y�,�kl,,S�rt i. ;kb.Et�u� ,e astir`:.: n:._y�Jn .<h �uF:�e�fli+rv�!]Lu'Li:A'� wt4�JY•SY'«��. ��nifi3l;Ya1���$L�dil.+{:dtl!�1�'.L.•:.:7.H�{'a.C.�IJ� feed' - 1000 me"ters�° X500 -� .. ie i 'fit{t`l,11+A(1'a � - • 'i� � � � y ( � � • , �,, !�, 'Sa a ;tet �. � ` �; �. • .. w • ti111J1u1b Design Maps Summary Report USES Design (Maps Summary Report 10 .,User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.710N, 121.84°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III � 4 F `,+' bf a -r t +. t, 10111'}{+ 5 M ,r i r• Ywi Kms, e�'Hit ,e1 a ..+ I•�yCt P t +tt ± s ro `� _... �.x'f{✓i I"+iy.u".'L '3+w I 3 x v.r p. '• A r`' {j (y ,y ,,p - Y y ' i €fid.:.� y � � y' F f'•+r11 ' St- - , . # � 7 . 1'i' r � { i 1' wa Y " r A �`. }' : •t9!,rT� . . r } � � + t r .x S - I `i..: �'- 4 i r.c , Ys "�e. � iti{�" ! f. - i #rt,�„`4'1 y.•'Sf �h . Etta wr to -s� � 1 .'S d ..ali.. � i+' � + � I rn W1� i til•a� rilcl ISu8x��a s .ah + u r kr st sMts r -,9t qrr 4 02Q15 69 ► uest Some dalta {�i2015'O (�e3 a a7, n.� Q• y .a.+ . G' Ma{iQues USGS-Provided Output S SS = 0.616 g SMS = 0.80597 SoS = 0.537 g S1 = 0.274 g SM1 = 0:507 g Sol '0.338 g For information on how the SS and S1 values -above have been calculated from probabilistic (risk -targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. IACER.Response Spectrum Design Response Spectrum 0.96-: 6. s1 0.54-- 0.72-- 0.49-- 0.63.. 0.42-- 0.54 M 0.45 0.30 0.36 V7 0.24 0.27 ~1,, 0.19 0.19. 0.12-- 0.09 0" 06 0.00 i 000 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1. GO 1.90 2.00 0.00 0.20 0.40 O. GO 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Period, T (sec) Although this Information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the -� accuracy of the data contained therein. This tool -is not a substitute for technical subject-rnatter knowledge. http://ehp36arthquake.wr.usgs.gov/designm aps/usisurn mary.php7tem plate= mi nimal&latitude=39.71 &1ongitude=-121.Msitecl ass= 3&riskeateoory=0&edi ti on=... 1/1 Summit Structural Design Project: Potkin Garage Page: Engineer: RKB Date' 7/1,4/2015 De:sfgn of.: Seismic Load Development (ASCE7-10) ROOF 8 18 29 521 0:56 3.2 Seismic Design Category 0 Ss 0.616 Mapped 0.2 sec spectral response Occupancy 2 S1 0.274 Mapped 1 sec spectral response I 1 Site:,Class i D o::: In accordance with Ch 20. TL t 16' 0. 0.00 0.0 5-.8 SMS 0.81 Max Considered EO. - SM1 0.51. Max Considered EQ SDS 0.537 Design Spectral Response (0.2 -Sec) 5D1 0.338 Design Spectral Response (1.0 Sec) System Light Framed Shear Walls; ;:: R 6.5 Omega 3, Cd: 4 Ht Limit 65 C$ 0,.08 12.8-2 Max Cs 0.30 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 x 0.75 Ta 0.1.7 Cu 1.4 Max T 0.24 No limit for drift Use T 0.17 Alt Ss 0.616 Ss may be 1.51f 5stories~and regular V= 0.083 *W Height to RooQhn)= 18 ft V= 5:8 k Vert Dist Exp. (k) 1 Level Story Ht. (!g hi (ft) wi (kips),(wi*hi) (kip -ft) . Cvx Veq (kips) 5 VE,Q (kips) Oiaph. (kips) ROOF 8 18 29 521 0:56 3.2 3.2 3.1 2nd 10 10 41 407 0.44 2.5 5.9 4.4 ls.t 0 0 0 0. 0.00 0.0 5-.8 J 11, t x. Summit Structural Design Project: Potkin Garage Engin ' eer. R.KB Design of : MMRS-Envelope Procedure (ASCE 7-10, Section- 28.6) e Conditions: r 1. Simple Diaphragm. F) cASE 0 X (USF 0=0 X. 2.'Low=rise 3. Enclosed 4. Regular Shaped 5. Not Flexible 6. Not Subject ,to: ��QASE A i a) across wind loading b) vortex shedding c) instability (gall up/f lutter) d) channeling effect e) buffeting (Upwind obstructions)' 7. Approx. Symetrical Cross Section With Flat,.Gable, or Hip. Roof,:5.451* 8. Exempt CD ( 1 w S CASE A From Torsional Load. Cases Indicated in Note 5 of Fig. -28.4-1, or the 'Torsional Load Cases do not Control the Design: CASE. 13 (1) story and h:530 ft. or (2) story. max and light framed or L.(�4 =�tax and flex. diaphragm 36 Long. Bldg, Dim. (ft) -4 2aL= 6.2 ft. T= 31 Transv. Bldg. Dim. (ft) 4 2aT= 6.2' ft. -V.= 110 Basic Wind Speed (110 or 115 mph) LCF=. 0.60 Load Combination Factor 1.29 Adjustment Factor Kzt= 1.00 Topographic Factor Adjustment Factor for Bldg Height.and h= 21 Mean Roof .H ' eight (ft) Exposure, X O= 20 Closest Roof Angle Mean'Roof Exposure. (50,10*,150,200,.250,or 30*) Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*N*Kzt*ps30 15 1.00 1.21 1:47 LoOtion ps, 0=0 ps, 0=20 0 Min. Net Ovhg. 20 1.00 1.29 1.55 A. _10 1-4.9 -20.6--9.6 25 -1-00. -7-35- 1_61 IT- - 1. 0.0 4.8 -30 1.,00 1.40 . 1.66 jL:41.0 9.8 7TT_ 9.6, 35 1.05 1.45 1.70 D-110 'E-110 0.0 40 1.09 1.49 1._74 -.17.9 -4.8 -.9 -17 -25.0- 45 1.12 1.53 F410 -10.1 -12.4 >< 0 50 -.'1.78 1.16 1.56 1.81 G-116-- -12.4 -1.2. 4 19.6 55 ...... ------ 1.19. :1.59 1;84 650 1.22 .1.62 1.871� 11� Summit Structural Design Project: Potkin Garage Engineer: RKB Design of : C+C-Envelope Procedure (ASCE 7-10, Section 30.5) C D _ 0 C> i �✓ i SIR.. ROOF (T< e <25-) HIP ROOF (25'< o <27`) CD�i) ��. ` C, 00 Chi o `�, \ \ " �� �.� o FLAT ROOF and GABLE 8001' (7'- a <J.a:) GABLE ROOF (o<� L= 36 Long, Bldg. Dim. (ft) T= 31 Transv. Bldg. Dim. (ft) a (ft) = 3.1 V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor X= 1..29 Adjustment Factor KZt= 1 Topographic Factor h= 21 Mean Roof Height (ft) RAN= 2 Roof.Angle Number (1=0°.-7°, 2=8°-27°, 3=28°- 45') Conditions: 1. Mean Roof Height 5 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, h can Roof Ht. Exposure B C D 15 1.00 1 1.21 1:47 20 1.00 1.29 1.55 25 1.00 1.35 1.61. 30` 1.00 1.40 1.66 35 1.05 1.45 1:70 40 1.09 1.49 1.74 45 1.12 1,53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1 1.22 1.62 1.87 C+C Wind Loads (psf), pfet=LCF*X*K:t*Pnet30 Loc. Zone EWA (ft') Pnet Ovhg. + - _ Loc. EWA Zone (ft). Pnet + - 0 1 10 12.4 -15.4 4 10 16.9 -181- 1 20 12.4_ _-15.0 4 20 16.1 -17.5 1 50 12.4 -14.11 4 50 15.1 -16.5 1 100 12,4 -14.0 4 100 14.3 -15.8 .2 10 12.4 -26.9 4 500 12.5 -14.0 2 20 12.4 -24.1 -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 3 50 12.4 -33.7 -40.9 3 100 12.4 -31.1. 1 -35.7 1� Summit St:.ructural Design Project: Potkin Garage Engineer: RKB Design of: Wind Loads 'Wall Line A End.Zone Wall Area B End Zone Roof Area C Int. Zone Wall Area D Int. Zone Roof Area Line Shear (lbs) Min. Net Shear (lbs) Control 1 22 42 32 47 891 946 946 2. 22 42 32 47 891 946 946 B 38 56 1115 902 1115 C 38 56 1115 502 1115: 1 62 90 250.9 1459. 2509 2 62 90 2509 1459. 2509 A. 30 446: 288 446 B• 6 143 149.5 1430 1495, C.. 62 63 1541 1200 1541 r � - IS Summit structural Design- esignProject: Project:Potkin Garage Engineer:. RKB Design of: Lateral Force Summary Wind Seismic Wall: Line Shear (Ibs) Shear (Ibs) Control. 1 946 1153 Seismic 1153 Seismic c7 B 11115 1153 ti,3� Seismic C 1115 1153 Seismic 1 - 3455 1963 ��' Wind ,2 3455 2141 Wind ` C A, 446 224 Wind B 2610 1985 �� Wind C 2656 1901 Wind r � - IS 1� Summit Structural Design Project::.Potkin Garage Engineer:.RKB Design of: Shear Walls Panel Thickness 3/8 ova _ Panel Orientation Short Dimension Across Studs iwr Nall Type 8d '--- Anchor Bold Diam. 1/2 wY ,Stud:Spacing 16 in ox. Spec Gfav Of Framing 0.5 Fnd Sill Plate Grade I DIF -L _t3 AB:l-n 2X'sJll 620 lbs AB.in:3X'Sill 730 lbs Sill Plate/Rim Anchorage Nail Embed Index # Nail Length (in) Diam. (in) (in) Cd Load (lbs) 1 12d 125 0.135 1.75 1.6. 165 2 16d, 3.5 0.148 2.00 1.6 189 3 20d 4 0.177 2.50 1.6 261 4 30d 4.5 0.192 3.00 1.6 272 5 1/4" SDS 3.5 0.25 2,00 1.6 544 6 A35 1:6 J695 7 A34 1.6 515 Shear Wall SW Plate Fastening, SW Rim Fastening (No Ply'E.N.) AB Spacing (ft) Edge.Nail.(in). load (lbs) Fastener #- Spacing. Fastener# :Spacing 2X'Sill 3X Sill 6 260 1 7.6 inches 6 32.1 inches 3.82 • 4:49` 4:" 350 1 5.7 inches .6 23.8 inches ?2.83 3.34- 4; Note 1 380 1 5.2 inches 6 21.9 inches 1:31 3:07 3; Note 1 490 1 4.0 inches 6 17.0 inches 1.01 2.38 2;.Note 1 640 1 3.1 inches 6 13.0 inches NG 1.83 44,.Note 1 760 3 4.1 inches 6 11.0 inches NG 1.54 B3 Aote 1 980 3 3.2 inches 6 8.5 inches NG 1.19. 22,,Note 1 1280 3 .2.4 inches 6 6.5 inches NG 0:91 1. Use -3X framing,at adjacent panel edges and stagger nailing 11 Summit Structural. Design Project: Potkin Garage Engirieer. RKB Design of;: Shear Wall Framing Total Resistive Segment Segment Lateral Wall Edge Overall Resistive Aspect .Gravity OT OT Righting Net Wa.lf Load Length Load Nail Length Length Ratio Load: Height Moment Moment M/D Line (lbs) (ft) (If) (in) (ft) (ft) Factor (ib/ft) (ft) (ft -Ib) (ft -lb) (Ib) 1-w 946 10.00 95 V 10.00 10.00 1.00 150 8 7565 7500 306 1;e'q' 1153 10.00 115 6" 10.00 10.00 . 1.00 1.50 8°. 9226 7500 473 2'-w 946 14.50 65 6" 14.50 14.50 1.00 150 8 7565 157,69. -133 2 -eq •1153 14.50 80 6" 14.50 14.50 1.00 150 8. 9226 35.769 -16- 'BSw 1155 11.50 .97 6" 11.50 11.50 1.00. 256 8 8921 16531 787 B -eq, 1153 I1.SO 100 6" 11.50 11.50 1..00 250 8 9226 16531 =60 t -w '1115 10.25 109 6" 12.25 16.25, 1.00 250 8 8921 18758 -190 C=eq 1153 10.25 11-3 6" 12.25 10.25 I= 250 8 9226 18758 466 1-w 3455 16.00 216 6" 16:00 16.00 1.00 ISO 10 34551 19200 1439 1-eg• 1963 16.06 -123 6" 16.00 16.00 5.00 150 SO 19629. 19200 507 3-w 3455 24,50 141 6" 1.4.50 14:50 1.00 150 YO 30448 15769, 758 2 -eq 2147 24.50 88 6" 34.50 14.50. 1.00 150 10 32708 15769 224 A -w 446 8.00 56 6" 8.00 •8.00 1.00 200 8: 3567 6400 -34 A -eq 224 8.0.0 28 6!" 8.00 8:00 1.00 200 8 1793 6400 -25.6 B -w 2610 9.75 268 4•" 9.75 9.75 1:00 250 10 26100 11883: 1946 B -eq 1985 9.75 204 6" 9:75 9.75 1:00 250 10 19846 11883 1304 C -w 2656 7.75 343 4"' 2.50 2.50 1.00 300 10 8567 438 3202 C -eq 1901 7.75 245 3"' 2.50 2.50 0.63 300 10 6133. 938 2228 Summit Structural Design Project:.Potkin Garage P vert # Engineer: RKB- I 4 { — -- -- Design of: Force Transfer Around Opening in Shear Wall Location:, Wall Line C - 2nd level I— Wall Shear 1153 # X21:. Wall Dead Load 250 plf 3 (- Wall Length .12.25 ft OT Force -166 # Wail Height 8 ft 28 Window.Length 2 ft A B. C Window H66ht 2 ft D E Window X slim 4 ft F G H Window Y dim S.00 ft 21 Element Dimensions !...._._....._113 --......- Element P -1—M H (ftl y I iz 1plfl P horrz p V vert If P vert # A -- — I 4 { — -- -- 1.00 94 — ---_.. I— Tie force.From F X21:. B. 3 (- 100 94 -377_.......�_........_-wz_1...._.1:.. 188 28 28• C 6.25 i� 100 94 588 �__ -21 21 —. ............._...,_....._....__-.._.. ----, —' — i 4 1--.....Z_..Q._, !...._._....._113 --......- _ 45.: ....=21. _...__..I _ 41 -- E. 6.25 ( 2.00 113 703 t -21 1 -41 _ ..----- ---------------------' F - — 4 5.00 -- 94 377 _-._ 21 ._.. __.. 103 G 2 i 5.00 94 188 28 I 138 H 6.25 5.00 94 5.88 -21 -103 Max 113 Of -21 plf Static Tie Forces• Tle force:into D 73 # Upper Leh Tie force into E 115 # Upper Right Tie force.From F 73 # Lower Left. Tie force,from H 115 # Lower Right Element Ecluillbrlum Tie force at top of window into D -22 # Upper Left Tie -force at top of window into E -34 # Upper Right Tie force atbott of window Into F -54 :# Lower Left Tie force at top of window into'H -84 # Lower Right Max 115 # N M Summit Structural Design Project: Potkin Garage Engineer:.kkB Design of : Lateral Drags Lateral Overall Shear per Length to Drag Drag. Wall Load Length Foot be dragged Load Type Line, (lbs)(ft} (plf) (ft) (lbs) if applicable ' 1-w 946 26.00 36.4 1,2.0.0 436 A 1 -eq 1554 26:00 59.8 12.00 717 A 2-w 946 2.6.00 .36.4 9.0.0 327 A 2=eq 1554. 26.00 59.8 9:00 5.38 A B -w 1115 30.70 36.3 19.00 690 A B=eq 1554 30.70 50.6 19.00 962 A C -w 1115 30.70 36.3. 19.0.0 690 A. C -eq 1554 30.70 50.6 19.0.0 '9.62 A 1-w 2509 26.00 96.5 6:00 579 A 1.-eq40.9 26.00 15.7 6.,0.0 94 A .2=w 2509 36.00 69.7 16.00 1115 A 2 -eq 594 36.00 16.5 16.00 264, A A=w 446 18.00 24.8 10.00 248 A A -eq 544 18.00. 30.2 10.00 302 A B=W 1495 30.70 48.7 1.2.00 584- A :.B -'eq 927 30.70 30.2 12.00 362 A C -w 1541 30.70 50.2 5.00., 151 A C -eq 823 30.70 26.8 5.00. 134 A 1. 1 Summit Structural Design Project: Potkin Garage . Engineer: RKB p:esign of: Foundations Note;; Bottom of each footing shall be at least 12" below finished.grade oras per local requirements Allowable Soil Bearing: 1500 psf Concrete Compressive Strength: 25.00 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. vertica.l developed by hook into footing, O.N-.O. Continuous footings; Width (in) Thick. (in) Cap (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 3750 (4) #4 cont. Spread Footings: Reinforcing cap. Label Size Thick. (in) Each Way Kips f1 1'-0" Sq. 12 (1) #4 1.5 F1.5 1'-6" Sq. 12 (2) #4 3.375. F2 2'-0" Sq. 12 (3) #4 6 F25 2'-6" Sq. '12 (4) #4 9.375 F3 3'-0" Sq. 12 (4) #4 13:5 F3,5 3'-6" Sq. 12 (5) #4 18.375 F4 4'=0" Sq. 12 (5) #4 24 F4.5 4'-6" Sq. 12 (6) #4 30.375 F5 5'=0" Sq. 12 (7) #4 37.5 F5.5 5'-6" Sq. 12 (5) #5 45.375. F6 6-W Sq. 18 (8) #5 54 F6.5 6'-6" Sq. 18 (9) #5 63.375 Note;; Bottom of each footing shall be at least 12" below finished.grade oras per local requirements 1� Design Check Calculation Sheet WoodWortcs Sizer 10.1 Loads: Load Type COMPANY PROJECT WSummit o® d /� o �� k s Q Magnitude Start- End Structural Design June 12, 2015 09:05 .Loa Oead sornreReros WOOD oesren' 0.07 -(-E -cc-. _ T.OU") Typical 9' Stud Design Check Calculation Sheet WoodWortcs Sizer 10.1 Loads: Load Type Distribution Pat- tern Location fft) Start End Magnitude Start- End Unit .Loa Oead Axial UDL 0.07 -(-E -cc-. _ T.OU") 600 p f Load2 Live Axial UDL Ax Sal (Ecc. - 0.00") 326 plf f.oad3 Wind CaC Axial UDL L ->R MCC. - 0'.00") 21,0 plf [:oad.4 Roof-constr. Axial UDL 113 (Ecc. - 0.00") ?.30 plf. Loads Wind:C&C Full Area bending) - 32.80 (16.0)'' psf Self -Wei ht Dead Axial UDL 1:1.3 lbs 13 if r -r utary W dth ( n) I Reactions (lbs): 8'-7.5" B'-7 5" Unfactored: Anal sls Value Dei? Design V,ilue Dead She f4 1 LCII Live v Fv' 0.07 Bending(#) tIind 189 1288 fb/Fb' - Roof Live Ax Sal Cc - 151 189 Factored: fc/Fc' - 0.22 Axial Bearing L ->R 113 850 fc/Fc• - 0.10 Support, Bear in fcp- .179 113 Lumber Stud, D.Fir-L, Stud, 2x6 (1.112" x5-112:') Support: Lumber Stud Bottom plate, D.Fir-L:Stud; Bearing length = stud thickness Spaced at 16.0" c/c; Total length: 8'-7.5"; Pinned base; toad face = width(b); Ke x Lb: 1.0 x 0,0 = 0.0 [to; Ke x Ld: 1.0 x 8.63 = 8.63 []ll; Lateral support: lop = 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 sls Value Dei? Design V,ilue Anal sisYDesi n She f4 1 LCII 288 v Fv' 0.07 Bending(#) f6 - 387 Fb' - 1288 fb/Fb' - 0.30 Ax Sal Cc - 151 'Fc' - 673 fc/Fc' - 0.22 Axial Bearing fc = 151 Fc� _ 850 fc/Fc• - 0.10 Support, Bear in fcp- .179 Fep - 781. fcp/Pco - 0.23 Combined'(axia compression .r 6 de load bending) Eq.3.9-3 - 6.35 Dead:, Defl'n negligible Shear ' : GC 48 - ,6D+.Gw, v = 113, V design a 1:1.3 lbs .Live, Defl'n 0.08 - <L/999 0.29 - L/360 - 0:27 .Total Defl'n 0.08 - <L/999 1 0.43 - L/,240 0:18 Additional Data: FACTORS: F7EJpsi)CD CM. Ct CL/CP CF Cfu Cr Cfrt Ci LCII Fv:' 180 1.60 1:00 `1.00 - - - - 1.00 1.00 8 17i'.+ 700 1.60 1.00 1.00 1.000 1.000 1..00 1.15 1.00 1.00 6 Fa' _ 850 1.00 1.06 1.00 0.792 1.000 - - 1.00 1.00 2 Fc'comb '850 1..60 - - 0.64.1 - - - -. - 9 E' 1.4 million 1.00 1.00 - - - - - 1.00 1.00 8 Etai'n' 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 'Fcp sup 625 - 1.00 1.00 - - - - 1.00 .1.00 4 CRITICAL.LOAO COMBINATIONS: Shear ' : GC 48 - ,6D+.Gw, v = 113, V design a 1:1.3 lbs Bending(+),: LC lift = .6D+.6W, M - 244 lbs -ft - Deflection: LC 88 - .6D+,42t; (live) LC 48 = .6D+.42W (total) Axial. :. LC 82. = D«L, P - 1244 lbs .Combined i LC: 09 - D+.6W; 0 - fc/FcE) - 0.90 Support :, LC 94 - D+,75(L+.Lr+,GW); R - 1473 lbs; Cap - 6445, Lb = 1.50", Cb- 1.2.5 . D-dead'L-li've.S=snow,W-wind i=impact Lr -roof live Lc=concentrated E -earthquake All We are listed in the+Analysis output - Lord combinations: ASCE 7-1'0 / 19C 2012 CALCULATIONS: Deflection: EI = 29e06 lb--in2 ".Ll've"deflection.= Deflection from all non -dead loads (Live, wind, .snow:..) • Total. Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. •Wood Works analysis and design -are in accordance with the ICC International Building Code (IBC 2012), the National. Design Specification (NDS 2012), and NDS Design, Supplement. 2. Please verify. ]hat the default deflection limits are appropriate. for your application. 3. FIRE RATING: Joists, wall studs,.and multi -ply members are not rated for fire endurance. it COMPANY PROJECT ks Summit Structural Design Wood , /�YAAYR/E or® June 12,'201509;12 SOOMFOR IVor O� MSICA' Typicat.118' Stud Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load' Type. Distribution Pat- tern 'Location (ft) start End Magnitude Start End Unit. Shear tioadl Dea Ax a UDL (Ecc. = 0.o0" 'v Fv' plf 'IbadZ Live Axial UDL (Ecc. = 0.00") 60 plf iss -Ldad3 Wind ,CSC Axial UDL (Ecc. - 0.0011) 60 -plf _ Load4-. Roof constr.. Axial UDL (Ecc. = 0.00"1 60 pif 0,02 Load5 Wind CSC Full Area Fcp = 26.40 (8.0)' psi 0.05 Self_wei ht. -Dead 'compression + s Axial UDL bending) 52 plf Dead Defl'n LReactions.(Ibs): 01 IT -7 5" Unfactored: Analysis Value - Dead Anal sis/Design Shear v = Live Fv' = 288 'v Fv' Wind 155. fb = 651. Root Live 2153. - iss Factored:. fc,- 38 Fc' _ L=>R 93 _ 99 Lumber Stud, D.Fir-Li No.2, 2x6 (1-..1/2'W-112") Support: Lumber Stud Bottom plate, D.Fir-L No.2: Searing length = stud thickness .Spaced'at 8.0" dc; Total length: 1T-7.5•; Pinned base; Load face = width(b); Ke x Lb:* 1.0 x 0.0 = 0.0 [fry; Kex Ld: 1.0 x 17.63 = 17.63 [fl); Lateral'support: top = Lb,.bottom = Lb; Repetitive factory applied where permit ad (refer to online help); Analysis vs.:Allowable Stress (psi) and Deflection (in) us)na Nos 2012 i -Criterion Analysis Value Design value Anal sis/Design Shear v = Fv' = 288 'v Fv' 0.06 bending(+)'. fb = 651. Fb' =: 2153. fb!Fb:' = 0.30 ;Axial fc,- 38 Fc' _ 313 fc/.,I'c' _ 0..12 Axial 8e6ring fc . 38 Fc' - 2376 fc/Fc• = 0,02 Support.'Dearin fcp - 38 Fcp = 781 fcp/Tcp = 0.05 Combined (axis 'compression + s de load bending) Eq --.3.'9-3 0.34 Dead Defl'n negligible - .Live Defl'.n 0.48 L/438 0.59 - L/360 0.82 Total Deil''n 0.48 = L/438 1 0.88 = L/240 0.55 Additional Data: FACTORS:. F/E(psO CD CM' Ct CL/CP Cr Cru Cr Cfrt Ci LCH Fv' 180 1.60 1.00 1.00 - - - - 1.00. 1.00 8 i'U'+ 900 '1. 6U' 1:00 1.00' 1.000 1.300 1.00 1.15 1..00 1.00 8 :Fc_' -1350 1.60 1.00 '1.00 0..132 1.100 - -� 1.00 1.00 4 Fc'com¢ .1350 1.60 - - 0:132 - - - - - 9 1:6 million 1.00 1..00 - - - - 1.00 1.00 8 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 8 `Fcp 1350 1.60 1.00 1.00 - 1.100 - - -1..00 1..00 4. - Fcp :sup 625 - 1..00 1.00 - - - 1.00 1.0o .4 CRITICAL LOA(YCOMBINATIONS: Shear ; LC 98 = .6Dr.6:1, V - 93, V design .93 lbs Bending;(+).: lLC HB :6D+. 6W, M - 410 lbs -ft Defleet.Lon: LC H8 .6D+..42W (live)' - LC 118 = .6D+ -:42W (total) Axial LC 04 D+.75(L+.Lr+.6e)), P - 313 lbs Combined LC, 119 D+. 01; 0 - fc/FcE) 0..90 Support LC H4 == D+,75,(L+Le+.6W); R - 313 lb's, Cap =.6445, Lb = 1.,50", Cb = 1.25 D=dead D=live-Sgsnow W=wind I -impact Lr. -roof live Lc=concentrated E -earthquake X11 LC'.s are listed in the Analysis output Load combinations: ASCE 7-10 / 113C 2012 CALCULATIONS: Deflection: EY - 33e66 lb -int "Li-ve"k':deflection - Deflection from all non -dead loads flive, wird, snow...) 'total Deflection-11.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1'..WoodWorks analysis and design are in accordance with the ICC International' Building Code (IBC 2012), the National Design Specification (NDS 2012); and Nos Design'Supplement. 2. Please veroy that the default deflection limits are appropriate for your application. 3. FIRE RATING:: Joists, wall studs, and multi -ply members are not rated for fire endurance. ti's COMPANY PROJECT Summit Structural Design Wood Works' o r k s' June 12, 2075 09a6 :SOFFIVARe FOR woos U[i1GA, King -Trimmer for 9' Opening Design Check Calculation Sheet woodworksSizer 10.1 Load Type Distribution Pat- tern Location (ftl Start. End Magnitude- Start, End Unit Loadi Dead Axial Bending(.+) (ECO. = (TDO") 3300 Ibs .Load2 Live Axial e 30.9 (Ecc. = 0..00") 1760 lbs Load3 -Load4 Wind CaC Axial L-iR (Ecc. - 0.001!) 1155 lbs Combined (axia: � Roof ;constr. Axial bending) (Ecc,. 0. 00") 1155 lbs .LoacIS Wind CiC Full Area 31,70 (5.50,):• psf Se-iu i-feS!24t Dead Axial 0.54 Total Defi'n. 34 lbs rib utary W to (ft) I Reactions (lbs): d m 8'-7.5:' 1. - - ___1 Ll 01 In R'-7 5" U:ifactored: Anal sis Value " Mal si's/Design Dead fv '= ql F4 = 288 Live Bending(.+) fb'_ 772 Wind 752 fb/Fb' _ '0.69 RoofLive e 30.9 Fc.' = 752. Factored: 0;46 - 'fc = 309 L-iR 451 fC/.FCI = 454 Lumber n -ply, D.Fir-L, Stud, 2x6, 2 -ply (3"x5-1/2")' Support: Non -wood; Bearing length =column width Total length: 8'-7.5'; Pinned base.; Load face = widlh(b);'Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 (ft); Ke x Ld: 1.0 x 8.63= 8.63 (ft): Lateral' support:' lop = Lb, bottom = Lb; Repetitive`feclort applied whero permitted (refer to online help); Analysis vs. A..Ilowable Stress (psi) -and Deflection (in) usina NDS.2012: Criterion Anal sis Value Desi n Value Mal si's/Design ti ear fv '= ql F4 = 288 fv FV. Bending(.+) fb'_ 772 Fb'' 1i-20 fb/Fb' _ '0.69 Kx 1aI, e 30.9 Fc.' = 673 fc/Fc' _ 0;46 Axial Bear'ing 'fc = 309 Fc` = 850 fC/.FCI = 0.36 Combined (axia: � compression + s de load bending) Eq.3.9=3 - 0.95 -Dead. Defl'-n "riegl'igible .Live Defl'nr 0.16.= L/660 0.29 - L/360 0.54 Total Defi'n. 1 0.16 = L/660 0.43 - L/240 0.36 Additional Data: :FACTORS: F/E(psf)CD CM' C CL/CP CF Cfu Cr Cfct Ci LCA _ 180 1..60 1.00 1.00 - - - - 1.00 1.00 :e ,Fb'+ 706 '1.60 1.00 -1.00 1.000 1.000 1.00 1.00 .1.00 1.00 8:% - ..Fc' BSo 1.00 1.00 1.00 0.792 1.000 - - 1.00 1.00 2 Fc'comb 850 1'.60 - 0.641 - - - - - .9 E. 1.4,million. 1.00 1.00 - - - - 1.00 1.00 .8 Emin' 0.51 million 1.00 1.00 - - - - 1':00 1.00 B Fc, 850 -1.00 1.00 i'.0o 1.000 - - 1,00 1.00 2. C R ITI CAL LOAD' COMB I NATI ONS: .Shear: LC 98 - .6D+.GW, v - 451, V design 451,1bs Bending"(+)'.: LC -A8 = .6D+.6W, d4 = 973' lbs -ft - Defl'ect'ionf `LC 118 - .6D+.4247 (live) LC. Ae. - .6D+.42W (total) , -Axial' :. LC f1Z D+L, P - 5094 lbs - Kf = 1.00 Combl ncd. LC 09 - D+. 6W; (1 - fc/FcE) - 0.79 .D=dead, li=.live. S=snow W=wind I -impact Lr=roof live.Le-cuncoricrated E=earthquake 41.1:LC'"s:.are listed in the Analysis output Load combinations: ASCE 7-1.0 / IOC 2012 CALCULATIONS: "Deflection: E? - 29e06 lb-int/ply '!Live.' deflection zn Deflection -from +a l'1 "non -dead loads (live; wind; snow...) Total De.fiection 1.56(Dead- Load' Deflection) + Live Load Deflection. esign Notes: 1. Woodworks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the. National Design.Specifigation (NDS 2012), and. NDS Design Supplement, 2. Please verify that tho defouli'deflection limits are appropriate for,your application. 3.:BUILT71JP COLUMNS: nailed or bolted built-up columns shall conform to.lhe provisions. of NDS Clause 15.3. 4..fIRE RATING: Joists, 4vall studs; and multi -ply membors'are not rated for fire endurance. IA Unf�ctoied: COMPANY SummitStructural PROJECT O ®® Works Deslgn Julia 12, 2015 16:27 �fv = SOn1YA6£IDR wood WSIO ' 24 Garage Column Design Check Calculation Sheet Wood Works Sizer 10,1 Loads: Load Type Distribution Pat- Location (ft)� Ma.gnitude Unit tern Start End Stazt End -DT-8d- Loa Ax a IECC. � 0.00') 1 0 lbs. soad2 Live Axial (Ecc. _. 0.00") 7000 lbs I:oad3Roof. live Axial lEcc. = 0.00") 4300 lbs Load4 Live. Full Area 5.00 (1.00)• pst Self-wciht Dead Axial Trl, utary wr. th (ft) Lateral Reactions (lbs): .AxfalBearing � c •o 0' 1000 fc/Fc• 0.63 Combined (axla' compression .+ sde. Load.bendinq).Ey.3.9-3 = 0'.79 Dead De�fl'�n negllgibie , �68• lb's 0.72 = t,/300 Timber -soft, O.F(r•L, No.1, W (5=112"x5-112") Support: Non -wood; Bearing;length ='column width Total length: 9'-6.(Y': Pinned baso; Load face = widlh(b); Ke x Lb 1.0 x 9.5 = 9:51(1): Ke x Ld::1.0 x 9:5 = 9.5 (111; Lateral support:,top = Lb, bottom = Lb; Analysis vs. Allowable Stress (psi) and Deflection (Iii) using NDS 2012: `Additional Data: 'FACTORS: P/E(ps1)CD CM Ct CL/CP CF Cfu Cr. Cfrt Ci LCII Fv! 1.70• 1.00 1.00 1.00 - - - - 1..00 '1.00 2 ' Fb'+. 1200 1.00 '1.00 1,.00 1.000 1.000 1.00 1.0o 1.00 1.00 2 •+Fc' 1000 1.00 1.00 1.00 0.726 1.000 - - 1.00 1.00 3 1:' 1,6, million 1.00 1.00 - - - - 1..00 1.00 2 Emin' 0:98 million 1.00 1.00 - - - - 1.00 1.00 2 F'c• 1000 1.00 1.00 1..00 - 1.000 - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC 82 D+L, V = 24, V design = 24 lbs Bending (+)': LC tl2 D+L, M = 56' lbs -ft Deflec,t4on:_ LC 92 = D+L (live) LC 82 D+L (total) . Axial .LC 43. D+.75(L+Lr), P =19643 lbs Combined LC 113 = D+,75(1,+Lr); 11 - fc/FeE) = -0:43 D=dead L -live S=snow W=wind 1 -impact Lr=roof live Lc-con'c.entrated F.=earthquake ' A11�+6C'.s are,li'sted 1n the Analysis output Wpd c6mbir.•ation.s: ASCE 7-10 / IDC 2012 CALCULATIONS: Deflection: EI = 122e06 lb -int "Live" deflection Deflection from all non -dead loads (Sive, wind, snow-.) 'Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection, Design Notes: 1: Wood Works analysis and design are in accordance with the ICC' International Building Code (IBC: 2012), the Nalional Design Specification (NDS 2012). and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Unf�ctoied: Anal sis value - Dead Shear �fv = Live; 24 fvlF'v' 'Live Roo'fLiva Beriding.l+) 24 Factored: 1200 Eb/Fti' •• �L->R 24 fc 4 630 Fc' = 72b 24 0.07 .AxfalBearing fc = G30 Fc- 1000 fc/Fc• 0.63 Combined (axla' compression .+ sde. Load.bendinq).Ey.3.9-3 = 0'.79 Dead De�fl'�n negllgibie , �68• lb's Unf�ctoied: Anal sis value - Dead Shear �fv = Live; 24 fvlF'v' 'Live Roo'fLiva Beriding.l+) 24 Factored: 1200 Eb/Fti' •• �L->R 24 fc 4 630 Fc' = 72b 24 Criterion Anal sis value Design valve Anal.L�aik/DesS n Shear �fv = Fv' = 1 fvlF'v' 0. 03 Beriding.l+) fb = 24 �! _ 1200 Eb/Fti' •• 0.08 Axial. fc 4 630 Fc' = 72b fc/Fc' = 0.07 .AxfalBearing fc = G30 Fc- 1000 fc/Fc• 0.63 Combined (axla' compression .+ sde. Load.bendinq).Ey.3.9-3 = 0'.79 Dead De�fl'�n negllgibie , Livo OeEI'ri 0.01 = <L/999 0.72 = t,/300 ,0.02 Total .De P�I.'.n 0.01 = <L/999 0:-07 = L%240 O.U2 ' SOW Summit StructuralWo® o��k�June 12, 207516:30 TVARREE. FOR WOOD.DFSJCM Garage Wall Post Design Check Calculation Sheet Wood Works Sizer 10.1 ri�rlc Load Type Distribution Pat- Cern Location (ft) Start End. Magnitude Start End Unit Loads Dea Axial ' cc. =0.0) E 0" 700 lbs Loa d2 Live Axial "fc - 476 (Ecc. - 0.00") 4400 lbs l:oad3 Roof live Axial FC' '= (Ecc. =0.00") 2700 ;Lbs Load -0 Live Full Area bending) Eq.3.9-3 - ,5.00 (1..-33)' osf Self-wei ht Dead Axial 52 lbs iteral Reactions (lbs): 8'-7.5" to m o 'o Unfact0red: - Design Value Anal'sis/Desi n Dead. :fv 2 FV' - 100 Live 29 ' .fb = 50 Roof lave 1365 fb/Fb' = 29 Factored_: "fc - 476 _ 529 .L=>R 29 - - fc a 44.6 FC' '= 1575 fc/Fr-° = J9 Lumber Post, D.Fir-L, No.1,,4x8 (3.112"x7.1/4'`) Support; Non -wood; Bearing length = column width Total length: 8'-7:5' ; Pinned base: Load, face = depth(d); Ko x Lb. 1.0x 8.63 = 8.63 (pl; Ke.x Ldi 1.0 x 0.0:= 0.0 (fl); Lateral support: top = Lb, botloin = Lb: AnaNsisys. Allowable Stress (osi) and Deflection fin) , -i.,,, mnc on+, . Criterion -ea Anal sis Value Design Value Anal'sis/Desi n S7 r - - :fv 2 FV' - 100 v Fy' = 0.01 Bending'(+.) .fb = 50 Fb' = 1365 fb/Fb' = 0.04 Axial "fc - 476 Fc' - 529 fc/Fc' - 0.90 Axial Bearing fc a 44.6 FC' '= 1575 fc/Fr-° = 0:30- Combinedraxia compression + s de load bending) Eq.3.9-3 - 9.96 Dead Do fl'n negligible Live Defl'.n 0.02 a <L/999 0.29 - L/360 .0.01 Total Dofl'n 0:02 - <L/999 0.43 - L/240 0:04 -Additional Data: FACTORS: T1E(ps 1) CD Cm Ct CL/CP' CF Cfu Cr CfrL Ci LCB Fly' 180 1:00 1.00 1:0,0 - - - - 1.00 1..00 2 - eny.'' 1000 1.00 1.00 1.00 1.000 1.300 1.05 1.00 1.00 1.00 2 Fc' 1500 1.00 1.00 1.00 0.336 .1.050 - 1.00 1.00, ,3 - .E' 1.1 million 1.00 1.00 - - - - 1.00 1.0.0 .2 Fc. - 1,500 1.00 1.00 1.00 - 1.050 - - 1.00 1.00 3- CRITICAL:LOAD COMBINATIONS: 'shea'r LC '02 - D+L,, V = 29, V design 29 lbs Bending(+): LC 82 = D+L, 14 - 12 lbs -ft 'Deflection: LC ,k2 - D+L (live) LC :02 - D+L (total) - Axial `LC 03. a D+.75(L+Lr), P - 12071lbs co.'nbined LC 93 = D+.75(L+Li); fl - fc/FcE) = 0.18 -D=doed L=live S=snow w=wind :I -impact Lr -roof. live Lc -concentrated E=earthquake. All LC' -s are listed in the.Analysis output toad combinations: ASCE 7-10 / .IBC 2012 - CALCULATIONS: 'Doflccii'on; EIy - 44e06 lb -int "Live" deflection. Deflection 'from all ron-dead loads Hive, wind, snow._) Total Deflection= 1.50(Dead Load Deflection) + Live Load Deflection. Design, Notes: -1; WoodWorks.analysis and design are in accordance with the ICC International Building Code (IBC 2012); the Nalional,Design Specification (NDS 2012), and NDS Design Supplement. 2: Please verify that the default deflection limits are appropriate for your application. 1J Summit Structural Design Project: Potkin Garage 'Engineer: RKB Design of: 4x Timber Column Design Values (NDS 3.7) 4X:DF-L(N) #1 Fc E d KcE C CD 1400 1600000 3.5 0.3 0.3 1.25 Stability Reduction Column.Capacity, (lbs) le (ft) Cp Fc' (psi) 4X4 4X6 4X8 4X10 4X12 y5 0.64 901 1:1041` 17350 23660 .29969. 36278 6. 0.55 767 9397 14766 20136 25505 30875. .7 0.46 649 7951 12494 17037 21580 26123 .8 0.39 549 6729 10574 14418 18.263 22108 9 0:33 467 5718 8985 12252, 15519 18786 10 0.29 399 4888 7682 10475 .13268 16062 11 0.25 344 4209 6.614 9020 11425 13830 12 0.21 298 3651 5737 7823 9910 11996 13 0.19 260 3190 5012 6835 8658 10480 14 0.16 229 2806 4409' 6013 7616 9219 15 0.14 203 2484 3904, 5324 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 t Summit Structural Design Project: Potkin Garage Engineer: RKB Design of: 6X Timber Column Design. Values (NDS 17) 6X6 D.F=L(N). #1 c 'CD .;Fc E d 1000 1600000 5.5 Column Stability _6X6 Reduction 6X10 le (ft) Cp Fc' (p; 5 0.87 872 Ei 0.82 823 7 0.77 770 8 0.71 715 9 0.'66 660 10. 0.61 606 11 0.56 556 12 0.51 508 13 0.46 464 14 0.42 424 15 0..39 388 16 0.36 355 17 0.33 326 18 0.30 299 19 0.28 276 20 0.25 254 KCe c 'CD 0.3 0.3 1.25 Column Capacity (IBS) _6X6 6X8 6X10 6X12 26386 35981 45576. 55171 24895 33.948 43000 52053 23288. 31756, 40.224 48692 21.625 29488 3735.1 45215 19961 27220 34479 41737 113344 25014: '31685 '38355 1E806 22917 29028 35139 15368 20957 26545 '32133 111043 19.150 24256 29363 12833 17500 22167 '26834 1173.7 16005 20273 24541 10748. 14656 18564 22472 9857 13442 17027 20611 9058 12352 15645 18939 8340 11372 14405 17437 7694 10492 13290 16088 Summit Structural Design Project: Potkin Garage Erigineer: RKB Design,of: Roof Framing Roof Loads DL= 18 psf LL= 20 psf Roof plywood: 1/2" CDX APA rated plywood or OSB equivalent.. Apply face grain,:perpendicularto framing, stagger panels, and nail with 8d at 6" o.c, edges and 12" o.c. field.. Edge Edge nail at gable end trusses, drag trusses, eave blocking,.and all supported edges. Trusses: Spacing = 24" o.c. Loads: T.C. Live Load = 20 psf T.C. Dead Load = 10 :psf B.C. Dead Load = 8 psf Total Load = 38 psf .Typical Headers (U.N.O.) Use 6x8 DF#2 header T) COMPANY PROJECT Summit Structural Design. Wood orks © July 14, 2015 09:57 sorrrvARr FOR WOOD'MIGN Beam 1 Design Check. Calculation Sheet Woodworks. Sizer 10.1 Loads: Load - Type D.istr.i.bution Pat- .tern Location Iftl Start End Magnitude UniIt Start ..End Loa 1 Dead _'FU =Area Root Live 138,4 18.00(1,,.00)• ps I.oad2 Roof live Full Area Toeal 4612 20:00(15.00)• psf Load3. Dead Full Area 'Length 1.34 18..00(.1.1.00)+.psf -Load4 Dead Full Area .0.21 Total befl'n 15.00 (6.50)' psf Load S, Live Full Ards 0.42 40.00 (.G:.50)+. psf, Self -Nei ht Demi Full ODL 14.7 151f Maximum Reactions (lbs) and Bearing Lengths (in); 9'-2:7" 9,A 3" U factored( Anal sis Value - Dead 2675 v= Live 1199 2675 Root Live 138,4 � 1199 Factored': Fb'= 1,394 Toeal 4612 .0 .09 13e a ring; _- 1.00 1.00 - _ 4 612 'Length 1.34 .0.06 Min read 1.34 1.34 .0.21 Total befl'n 1.34 Timber -soft, D.Fir-L, No. 1,,6x12 (5-1/2"x11.114") Supports: All - Timber -soft Beam, D.FIr.-L No:2 Total length: 91-2.7";, Lateral support: top= at supports, bottom=. at supports; Analysis vs. Allowable $tress (psi) and Deflection (in) using Nos 2012: 'Criterion Anal sis Value Design Value Anal�` sis/Desicn Shear v= 8 Fv 1' 0 fv%FV' d 0. 1 .Bending(+_. fb a 1074 Fb'= 1]38 fb/F'b! 0.80 Dead Dofd'n .0 .09 - <L/999 _- 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Live -0ef1'n .0.06 1_ <L/999 0.-30 - li/3G0 .0.21 Total befl'n 0.19 = L/570 0.46 = L/240 0.42 Additional Data: FACTORS: 'V191psi)CD CM Ct CL CF 'C fu Cr Cfrt Ci Cn LC ' FV.170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 3 - FD'+ 1'350 1..00 1.00 i.00 0.991 1..000 1.00 1.00 1.00 1.,00 - 3. Fdp' ,25 1.00' 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1..00 1.00 - 3 Emi n' 0.58 million 1..00 1.00 - - - _- 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 93 - D+.75(L+Lr), 'v = 4557, V design = 3563 .lbs Bendingq+).: LC 113 - D+..75(L+Lr), M-= 10381 lbs -ft Deflection: LC 03 - D+.75(L+Lr) (live). - - LC 03 - D+.-75(L+Lr) (total) D -dead L -five S=snow M=wind I=impact Lr -roof live Lc -concentrated E=earthquake A11. LC's arelisted in the Analysis output: ❑gad combinations: ASCE 7-.10 / IBC 2012 CALCULATIONS: Deflection: E1 - 1044e06 lb -int "Live" de€).ect$on - Deflection from all non -dead .loads (live., wind, snow...1 Total Deflection - .1.50(Dead.Load Deflection) + Live Load Deflection. Design Notes: •1. wood Works analysis.and design are In accordance with the ICC International Building Code (IBC 7.012); the National Design Specification (NDS,2012)', and NDS Design Supplement: 2. Pleaseyerify that the default deflection limits are appropriate for your application. _1 Sawn.lumberbending memberashall be lalerally.suppoirWd according to the provisions of NDS Clause 4.4.1. (- COMPANY' PROJECT Summit . ctural uly:14; 2015 10'Desgn o oWork*§ � J:00 so+-nvAdr om WOOD eeircn• Beam2 Design Check Calculation Sheet woodWorks Sizer.10.1 Loadsr Load' Type Distribution Pat- Lccat'ion (Itl Magnitude Unit 925 Total 1897 - - te:.n Star[F.nd Start End fb 'Load); 1.00' 1.00r 'MmImum banrinn lAnMh rnr .,..A �,,.......,.. -- - 1 . UO' Dead. D6fl'n 10.00(15-.00)• ps Load2 Roo Roof 'live :Live 'bef:V n 20:00{15:001' psf Lo60 Dead =11.,,' �] = L/695 18.00 12:00)' psf .Self-weiht head 9.5 -k.f Maximum Reactions (lbs) and Bearing Lengths (in) Unfactored: Anal Dead972 - Roof Live 925. 472 Factored: 925 Total 1897 - - Bearing';' - 1897 Len4th.i.o0' fb t"in:re !d* d 1.00' 1.00r 'MmImum banrinn lAnMh rnr .,..A �,,.......,.. -- - 1 . UO' Timber -soft, D.Fir-L, N6.2r 6x8 (5,1/2"x7.114") Suoports: All - Timber -soil Beam, D.Fir-L No:2 Totallength: 6'-2.0 ;' Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable. Stress fosi) and oeflPctlnn (int Crdterion Anal sis VWlua Desi n Value Analysis/Design Shear fv a S" Fv' -3 170. v Fv' - 0.213 Bending(*] fb = 709 Fb' 750' ft,/Fb' = 0.95 Dead. D6fl'n 0;0,4 = <L/999 :Live 'bef:V n 6.64 - <L/999 0.20 = L/.360 0.20 �.Totel.. Defl'n 0.10 = L/695 0.30 - L/240 OA4 Additlonal Data: . FAC TORS:F/E(psi)CD CN Ct CL CF Cfu Cr Cfrt. CS Cn LCN Fv' 170 1.:00 1.00 1..00 - - - - 1:00 1.00 1.00'..2- . + 750 1.00 1.00 i.00 1.000 1.000 1.00 1.00 1...00 1.00 - •2 Fcp-' 625 - 1.00 1.00 - - - - 1.00 ].00 - - E' 1.3 million 1.00 1.00 - - - - .1.00 1.06 21 CRITICAL LOAD COMBINATIONS: Shea: : LC 112 - D+Lr, V - 1872, V design - 1475 .lbs Bending'(+):, LC112n D+Lr, )4 = 2847 lbs -ft Defl;.ction` LC 02 - D+Lr (.live) LC A2 a Di Lr ttotai) W'dead L -live S=snow.w=wind L-inpact Lr -roof live Lc-concentrated:.E=earthquake; All LC's are listed in the Analysis output Load combinations: ASCE 7-10;/ 3BC.2012 ;CALCULATIONS: Deflection; E3 - 227006 lb -int - "Live'` deflection Deflection from all non -dead Toads (Live,wind, snow...) Total. Deflection 1..50(Uead" Load Deflection) + Live Load Deflection. D,esign'.Notes: 1. WoodWorks.anelysis,and design are in accordance.%i,ith the. ICC International Building Code (IBC 2012). the National Design Specification (NDS'. NDS 2012), and NDS Design' Supplement. 2. Please Yeiify that the default deflection limits are appropriate for your -application. 1•Sawn kyTber bending members shall be lat.eralty,supported according to the provisions of NDS Clause 4Aa. �z COMPANY PROJECT Summll Struci ural'Design July 14; 2015 10:27 (a)-WoodW,orks&BaarOR WOOD, DrSlr.V Design Check Calculation Sheet Wood Works.Slzer 109' Loads: Load Type - DSsCrlbution Pat- Location (ft] Ccrn Stn rC P.nd Magnitude Urlt Start F.n<I Loa Uea Partial At.. 0.0 (;'00 • psi Load2 Lima Partial Area 0.09 5,59 13' 40.00 .751 •po f Loed3, Dcad tlrl ).A tca -Minimum caring 18.00 (2.001' pof Loll Us.d Partial Aro. 5.59 9.09 .18.00 10.001• p.0 Lend$ Deed Partial Area .59 9'.09 '15.00 (6.501• Paf tioad9 Live Paltial Are. 5.59 9.09 40.00 (6.501• P.f Ladd 10 Dead Partial Area S.59 9.09, I8.00(15.D01• pa[ Londll Roof .Live Partial Aro. 5.59 9.09 '0.00(15.001• ps11 Lood9 Dead Point 5.59 410 lbs, Loadl'2. Root live Point 5.59 421 lba Load13: Dead Point 5.59 23236 lbs Load14 Li vo Point 5.59 893 lbs Loaa1S Roof live Poi r.c 5:5. 720 lb. self-wol •hew N•Dead-, dill UDL 19.0 if Maximum Reactions (lbs) and Bearing Lengths (in) : 9'-2.7" Unfac[aicd t.' Anal Dead 2316 Live 1104 3622 Roof Lima 1,57 1524 Factored: _ 1534 -Total 3636 Boaridgl 5916 Length 1.03 'ML r. re 'd 1..03•• -Minimum caring IengUt govometl by the reou red Jdth or me1c.mnnTZ.-,nn;-.. .6G•• LVL n -ply, 2.0E, 3100Fb, 1.314"x11-7/8':, 3 -ply (5.1/4"01.7/8") Supports: All - Tlmbei-soft Basin, D.FIr•L No:2 Total length: 9'.-2.7`• Lateral suppoai lop= m supports, bottom= at supports: Repetitive factor applied whoro. permitted (refer to online help): Analysis vs. Allowable Stress (psi) and Deflection (in) using Nus 2012 .critetton Anal at. Y.P. Ds.l n Value Annl ais/Dealan oar (v l A 1.04 1.00 • - tv G'v " .42 Bending(+) fD 1465 fU' - 1178 fb/Fb' 0.46 Dead Defl'n 0:06 - 46/9 99 CRITICAL LOAD.COMBINATIONS: Live Defvr, O.Os " a/999 0.15 " L/726 0,33 Total Defl'n 0.17 = L/6211 0.23 = L/400 0.76 Additional Data: FACTORS. P/EtpsiiCO CH Ct CL ;Cv M, Cr Cfrc C1 Cn LC0 Fv285 1.00 - L.Oo - - - - .1.00 - 1'. OD 3 fb,"+ 3100 1.00 1.00 0..985 1.00 - 1.04 1.00 • - 3 Fcp` 750 - 1.023 - - _ .. 1.00 _ _ _ 2.0 pillion - 1.00 - - - - 1.00 - - 3 Eda Y• 1.04 million - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD.COMBINATIONS: Sheat:, LC 03 v D+.751 L+Lc1, V 5914, Vdesign - 4976 lbs '6ondi`ng(+Y: LC 93 D+.751L+Lr.I., M " 15064 !ba -ft Deflection LC 03 - D+.751L+Lrl Rival L, .0D+. 751 ULr) (tbtal) ' D -quad L"'11 va 9"s nov W - Lied I"impact Li -roof live Le-coneentrated.E•earthquake -AL1 L"are listed 1n the Malysln output Load coabin4ii.r- ASCE 7-10./'I11C 2012 CALCULATIONS: Deflection:. Er - 480.06 lb-Int/ply " Live'cloflectlon a 9.floetion.Crom all non -dead load. (11w, wind, anow...l Totsi.:Dofleet l' on " 1.50(bead Load Deflection) + Live Load Deflection. Design. Notes: 1. W006WOAS anglysis,ano design aro In accordance with the ICC Intomalional Building Cade (IBC 2012)• the National Dosign Specification (No$2012)• and.NOS Design Supplement. 2. Please verify that the default deneylon limits -are appropriate lot application. 3. System factor KN may not apply to field assembled mu11i-ply beams. 4. SCL-BEAMS (Slruclural Composite Lumber): the attached SCL selection is for preliminary design only, For final momber design contact your local SCL manufacturer. 5. Size factors vary,from one manufacturer to another for SCL materials. They can bo chango0 In the database editor. - BUILT-UP SCL-BEAMS: contact manufacturer (or wnneclion details when loads'oro not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and multi -ply members are not raled for fire enduranco. 3A_ COMPANY PROJECT Summit Structural Design WoodlWorlks' July 14, 201510:36 SOMWnaEFOR WGDn offlc:V Beam4 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- tern Location (ft) Start End Magnitude Start. End Unit Load/ De' Penta 'Asea - 1.00 1.00 0.16 6.1.6 15.00(10.00)' ps 40ad2 Live. Partial Area 1.93''+ 2.39- 0.16 8.16 40.00(10.00)+ paf Load3 Dead Partial'Area Shear : LC 02 - D+L, V - 5770, V design - 8.16 12.9.1 15.00(13.00)' psf L6ad4 Live Partial Area 9,.16 12.91 40.00(13.00)' psf LoagS Dead Point E=earthquake. 8.16 1692 lbs Load6 five Point 8.16 014 lbs Load? Roof constr.Pgint 8..16 630 lbs Self- •el v ar.• w,a. Dead r �, Full. UDL 12.0 -1f Maximum Reactions (lbs) and Bearing Lengths (in) i .1T-1.3" Unfactored: Dead 1711. Live 2968 2263 Roof, live 236 3516 Factored: .Total 394 - 1.00 1.00 4679 Bearing; 5778 Length 1.93 Min ce 'd 1.93''+ 2.39- "Minimum blaring lenl3th governed by the required wide, nr �n= s,:nn„n, 2.39•' LVL n -ply, 2.OE, 310OFb, 1-314"x1'1-7/8", 2 -ply (3.1/2"x11.7/8") Supports: All - Timber -soft Beam, D.Fir-L No. -2 Total length: 13'-1.3"; Lateral support: top= full, bottom= 16 (in) Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2012: 'Criterion Anal sis Value Desi n Value Analysis/Design - 1.00 1.00 Sear - fv = 183 Fv = 285 fv Fv'= 0.64 -. - 2 Bending(+) fb - 2891 Fb' - 3103 fb/Fb. . 0.93 Shear : LC 02 - D+L, V - 5770, V design - DeadDofl'n 0.24 - L/656 Deflection: LC 92 - D+L (live) Live De�fl'n 0.34 - L/455 0.43 = L/360 0.19 E=earthquake. Total Defl'n 0.58 - L/269 0.65 a L/240 0.89 Additional Data: FACTORS: F/E(psi.)CD CM CE CL CV cru Cr Cfrt Ci Cn LCII FV' 285 1;00 - 1.00 - 1.00 - 1.00. 2', Fb'+ 3.100 1.00 - 1.00 1.000 1.00 - 1.00 1.00 - - '2 rcp' 750 - 1..00 - - - - .1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 -. - 2 Eminy' 1.04 million - 1.00 - - - 1.00 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - D+L, V - 5770, V design - 5066 Los Bending(+I: LC 02 =- D+ L, M - 19815 Los -ft Deflection: LC 92 - D+L (live) LC 92 - D+L (total) D=dead L=ll.ve S=snow N=wind 1=inpact Lr=roof live Lc -concentrated E=earthquake. ALI LC's are listed. in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CC tion: El m 488e06 lb-int/ply e deflectida - Deflection from all non -dead loads (live, wind, snow..,) 1 Deflection = 1.00(Dead load Deflection) + Live Load Deflection. Design Notes: l':,WobdWorks analysis and design are In accordance with the ICC International Building Codo (IBC 2012), the National Design Speci(ication'(NDS2012), and NDS Design Supplement. 2 -Please verify that the default d60eclion limits are appropriate for your application. 3:;SCL-6EAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design cbnlact 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. BUILT-UP'SCL-BEAMS: contacl.man*lecturer for connection details when loads aro not applied'equally to all plys. 6: FIRE, RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT - em ILA" Summit Structural Design Al ^ July 14, 2015.10:24 �o VVU1KS SdFTWAa[sOR WOOD UBsrc.V Beams' Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load Type Distribution P__T Location (ft) Magnitude' Unit •v 26 Roo! Live 47.1 - rt End start "End .Loa DeadFul .Area Total 039. - - 18. 5.00)'. ps Load2 _ Roof constr. Full Area :r Length 20:00 (5..00)•, psf Se1f-wei ht Dead Trth„t W , Full UDL .1..00`' - 9.5 if MaxiMum Reactions (lbs) and Bearing Lengths (in)' 8'�5" Unfactored•. _ Desi value Dead 410 •v 26 Roo! Live 47.1 - 41.8 , Factored: - A2L Total 039. - - Bearing: Live Defl'n 839 Length 1.00• Total.-Def1'n Min re 'd .1..00`' 1..00, 'Minimum bearing leno(h sellino used: 1" for and aunnnrk l.00 Timber -soft, D.Fir-L,.Nol, 6x8 (5 -1/2"x7 -114'+j Supports:. All - Timber -soft Beam; DAA -L No.2 Total length: 8'-5.0' Latoral support: top= at supports, bottom= at supports, Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysisfinal sis Vale. Desi value S leer •v 26 n E'v 212 Analysis/D_, es.ign fv/r_V Bending)+;? fb o 431 Fb' - 937 0.12 fb/Fb' _ 0.46 Dead Defl'n 0.05 <L/999 ' Live Defl'n 0'.05 <L/999 0.28 = 6/360 0,17 - Total.-Def1'n 0.12 L/839 0..42.= L/240 0.2.9 Additional Data: FACTORS,: 'F/E(psi)CD. CN Ct CL CF Cfu Cr* Cfrt Ci Cn LCH. Fv' '_70 1.25 1.00 .1.00 - - - 1.00 1..00 '1.100 '.2' P"t 750 1„25 1.0o 1.00 1.000. 1.000 1.00 1.00 1.00 1.00 2. Fcp' 625 - 1.00 1.00 - - - - 1.00 1..60 - - - E' ;-3 million 1.00 1.00 - - - - .1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+Lr, V - 831, v design = 702 Its Bending C+1 LC 112 - D+Lr, 11 - 1732 lbs -*ft Deflection: LC ".142 =.D+Lr (live) LC 112 = D+Lr (total) D=.dead L-iive S=snow tr=wind I®impact hr=.roof- live Lc -concentrated E=earthquake' ,All .-LC's are listed in the Analysis output -Load combinations:. ASCE 7-10 / TBC '2012 CALCULATIONS: 'Deflection: Si 227e06 lb -int "Viva" deflection Deflection Prom all non -dead loads (live, "a-ind, snow:_) Total Deflection ='1.50(Uead Load Deflection) +- Live Load Deflection. Design Notes: 1. Woodworks analysis and design are in accordance with the ICC International Building Code (18Q'201.2), the.Nalional Design Specification (NDS 20,12), and NDS Design Supplement. 2. please verify.that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall bo. laterally supported according to the provisions of NDS Clause 4A.1. COMPANY PROJECT Summit Structural Design o o dl -Wo lye k s� July 14, 2015 10:32 sovnvnerroa 5v000 nrsrcv Beam6 Design Check Calculation Sheet WoodWorks Sizer 10,1 Loads: Load Type Di.stribution Pat- Location [ft] Magnitude Unit V/vr 0,.33 [sive 338 tern Start End Start End 0.08 - <L/999 LoadI Dead Full Area 475 0.31 - 1,/480 15.00 psf. Load2 Live Full Area Length 1.00`` 40.00 psf. Self -weight Dead Full .UDL 1.00{ _ . 00 W 'Minimum bearing 1.6 if Maximum Reactions (lbs): 12'-8" 12'-7" Unfactored. Analysis Value Design Value Anal sis/Desi n Dead 137 V.r 1420 V/vr 0,.33 [sive 338 Mr = 3265 137 Factored: 0.08 - <L/999 2 3_,8 Totaa 475 0.31 - 1,/480 0,66 Bearing: 0.33 L/454 0.63 = L/240 4?5 Length 1.00`` LC '12 - D+ L_ (total) Mih re '�d settinnaced• r� f�. p,Ti 1.00{ _ . 00 W 'Minimum bearing length Pf` 1 -Joist, APA PRI, PRI -20, 1 -112"x11 -7l8" Supports: All - Timber -soft Beam, D,Fir-L No.2 Floor joist spaced at 16" o/c; Total length: 12'-8.0' Analysis vs. Allowable Stress (psi). and. Deflection (inl .sin,, Nns 9n19 Criterion Analysis Value Design Value Anal sis/Desi n Shear' V = 472 V.r 1420 V/vr 0,.33 Bending(.+) N, - 1483 Mr = 3265 M/N,'r 0...45 Dead Defl'n 0.08 - <L/999 2 CRITICAL LOAD COMBINATIONS: Live Defl'n 0.21 = L/730 0.31 - 1,/480 0,66 Total Defl'n 0.33 L/454 0.63 = L/240 0.53 Additional Data: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCB Vi 1420 1.00 - - - - - - 1.00 - - 2 Mr'+ 3265 1.00 - - - - - 1.00 1.00 - - 2 E1 225.0 million - - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC 9.2 - D+L, V. - 472 lbs .Bending(-): LC #2 - D+L, M = 1433 lbs -ft Defle-ct on: LC 02 - D+L (live) LC '12 - D+ L_ (total) D=dead L --live S=snow w=wind I=impact Lr -=roof lve;Lc=concentrated E -earthquake All LC's are listed in the Analysis; output 'Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI d 225e06 lb-ih2 K- 1.39e06 lbs "hive" deflection = Deflection from all non -dead loads (Live, 'mind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection:. Design. Notes: 1. WoodWorks analysis and design are In accordance with the ICC International Building Code..(IBC'2012), the National Design Specification (NOS 2012), and NDS, Design'Suppfement. 2. Please verify that the default deflectiori limits are appropriate for your application. 3. WoodWorl(s Sizer provides preliminary estlmates for I -joist design, Each wood I -joist producer develops its own proprietarydesign values.. Please:'contact the manufacturer -for a custom I -joist version of Sizer or other I -joist design software. 4. FIRE RATING: Joists, wall studs, and multi -ply members are riot rated for fire endurance.. '�)s • w e Loads: COMPANY PROJECT lWot c Summii Structural_Deslgn oodr lk+J July 14, 2015 10:33 SOFrtvARE FOR IVOOO DESIC.V Beam? Design Check Calculation. Sheet Wood Works Slzer W.I. toad Type Distribution Pat- Locat ion. l.f l'1 Magnitude' Unit Sheaf fv = tern Start End Stall End fv,FW Load] Dead Fu 1 Area 412 Fo' 45.00 (1 .0).` psi Load2 Live' Full Area <L/999 - - 1.00 40.00 (16.0), Pal! Self -wel rit -Tr hu wrv�w,rl Dead E1r11 UOL -r nr <L/999 -- 2.6 if Maximum. Reactions (lbs) and Bearing Lengths (in) : J. Dead 777 Live 15.1 1?9 Factor.ed'-, '151 Total $2B Bearing: Length 1.00'] V, in. re 'd 1.00' 1.00• Lumber -soft; D.Fir-L, No.2i 2x8 (J.'1/2',W-1/4") Supports: All - Timber -soft Beam, D.Fir-L N6.2 Floor joist spaced a6160' dc; Total length: 5%8.9`, Lateral support: top= full, bottorn= at supports; Repetitive tactor' applied where:permitted (refer to online fielp); Analysis vs. Allowable Stress rnsil anri naflortinn 1;rtl Criterion Analysis Value ID.Alai Value 1Ana'_ sis/Desi n Sheaf fv = 4Fv' a 18U fv,FW Dendlnq (+'I' 'fb m 412 Fo' 1'242 fb/Fb' 0.33 Dead Defl'n 0.02 = <L/999 - - 1.00 1.00 - 2 'Live Defl'n 0.02 <L/999 0.19 L/.360 0.06 Total .Def l'n . 0.04 <t/999 0.28 1,/7.40 *0. 15 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF 'Fv' Cfu Cr Cfrt Ci Cn• I,CH 180 1.-00 1.'00 1.00 - - - - 1.00 1.00 1.00 2 Eb!t 900 1. Do 1..o0 1..00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 .1.00 - - - - 1.00 1.00 - - E. 1.6 miiLion 1.00 1.00 - - - - - 1.00 1.00 - 2 Emin'- 0.58 million 1..00 1.00 - - .- 1.00 1.00 -2 CRITICAL LOAD COM610ATIONS: Shear : LC 112 - D+L, V = 324, V design =• 249 lbs Bending;(+): LC 02 - D+L, M - 452 16s. -ft Deflectioh: LC 02 - DrL (live) LC V2 - D+L (total). Dmdead:L=Live S=snow 11=wind 1=impact Lr=roo.f live Lc -concentrated E=earthquake All LC'.s ;are listed in. the Analysis output Load 'combin'atioria: ASCE 7-10 / ISC 2012 CALCULATIONS; Deflection.: Er = 76e0.6 Lb-in2 "Live" deflectior. Deflection from all non -dead loads (ld ve, wind, snow Total Deflection = 1.50(Dead Load Deflect:i.on) - Live Load Deflection. ...I ' Desigri.Notes: 1'..WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 20,12), lho'Nallonal Design Specification (NDS 2012), and NDSAesignSupplement: 2. Please verify that the defaull'dellection limits are appropriate for yourappkalion. :3,86wn lumber bending members shall be laterally supported according to the provisions of NDS.Clause.4.4..1. .4: FIRE RATING:. Joists, wall studs,.and multi -ply in are not rated for fire endurance. t: Design Check Calculation Sheet woodworks Sizer 10.1 Loads: Load Type COMPANY PROJECT 10 WoodlWorks Magrlittide Summit Structural Dasign July 1i' 2015 10:36 13ad4 so mvnetrox trp0nnEMA, TOTI Area tern Beam6 Design Check Calculation Sheet woodworks Sizer 10.1 Loads: Load Type Distribution Pat- (.oceCl.on {fty Magrlittide Unit 13ad4 DOW- TOTI Area tern Start End Start End 4753 LoadS 'Live' Full Area 4,753 Length . 1500{73.00)! .40.00{13.001' ps ps:C Self -weight •Tr' utary w Dead r , Full UDL ^'Minimum bearing length governed by the required width of the supporting member. 12.0 olt Maximum; Reactions (lbs) and Bearing Lengths (in) : 13'-0.9" Unfactored: lAnalysis 1 "1.'-11" Dead 1352 Anal sis/Uesl n Live 3400 1352 Factored: 2 5 3103 3100 .Total 4753 <L/999 )Beer - �- 1.00 - - 4,753 Length 1.46 --- Mtn 're ''d 1.96'' L96 ^'Minimum bearing length governed by the required width of the supporting member. L/291 LVL n -ply, 2.OE, 3100Fb, 1-3/4"x11-7/8"; 2 -ply (3-i&'x11-7/8")' Supports: All - Timbor-soft Beam. D.Fir-L No:2 Total length: 13'•0:9' Lateral support: lop= full. bottom= 16 (in) Analysis vs. Allowable Stress I'Mil anti nPflar,tln, tin% Criterion lAnalysis Value I Desi n Value Anal sis/Uesl n Shear Bending(+j, fv fb t4 2211 FV' Fb' 2 5 3103 fv/Fv' - 0.50 fb/F'b' = 0.71 Dead DeflIn 0.13 <L/999 E'- 2.0 million - ,1.00 - - - �- 1.00 - - '7 Live Defl'n 0.33 L/465 0.43 - L/360 0,77 Total. Defl'n 0..53 L/291 6.65 = L/240 0.82 Additional Data: FACTORS;: F/E(psi.)CD CMC CL CV Cfu Cr Cfrt Ci Cn LCII Fv' 205 1.00 - 1.00 - - - - 1.00 - 1.00 Z Fb'+ X3106 1..00 - i.00 1.000 1.00 - 1.00 1.00 - .gcp' 750 - - 1.00 -- - - -1.00. - - - E'- 2.0 million - ,1.00 - - - �- 1.00 - - '7 Eminy" 4:.04.'miliion - .i.00 - - - 1.00 - - 2 C RITICAL. LOAD'COMBI NATIONS: Shear : LC 92 D+L, V 4694, V design 391.5 lbs Bending(}'): LC #2 = D+L,-M _ 15154 lbs-ft beflectiori: 1C. .42 = DlL (live.) LC 92 D+L (total) D? -dead L-1.tve S=Snow W=wind I=imcaCt Lr=_oof live Lc=concentrated E=earthquake All La's @re listed in the Analysis output Load combinations; ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection:' E1 468e06 lb-in2/ply "Live" deflection = Deflectionfrom all nor. -dead loads (live, wind, snow.:) Total Deflection " 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: A. Woot:!W r 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 contactyour local SCL manufacturer. A4 , size factors vary from one manufacturer to another for SCL materials. They can be.chariged in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. '6. FIRE RATING: Joists; wall studs, and multi -ply mamba-rs are not rated for fire endurance. _1k COMPANY PROJECT' Summit Structural Design: (@'Wo1o.d1W6irk-'�' July 14.201540:18,. Bestial? ` SOfTIVARF PAR 17'000 DPS/Gal Design Check Calculation Sheet • Woolaworis sizer4o.1 Loads: Lged Anal ala Value Ddsiou Vnlue Anal sis/Ocsinn Type Distrlbu,,.n vae- Locution ILtI tgngnitudc unit Loa Dca< FL cern start end ::;:act End Fb'. 0,35 Lbad2 Data Area Point 7.16 b.90 (11.09). 7215 lbs Load3. DeadPoint '0.13 o L/766 7. q1 1215 a Load4- Roof 3'1 vc Point 1.L6 ? 350 . lb-be Load5 Roof live Point 7,41 1350 lbn Imad6 - Dead LoodT Gond' full Arca Full Arca 15.00 14.001' pat 1,cad0 'Ci.- Ful Area 45.0,0 (3.001^ p sf self=xal ht Dead -11 11.132.0 40.00 I7, 001' paL 1 lE Maximum'Reactions'(lbs) and Bearing Lengths (in) Deade 2716 L. ve1200 Root..Liva - 1350 F iletored: LVL n -ply, 2.OE, 3100Fb, D 1-�/4"x11.7/8",_2-ply (3-1/2"x71.7/8") Supports: All - TLmbcr•soil Benin. .FIr-L No.2 Total length: 8'•8:8'; Lateral support: top- full. bottom=,al supports: Analysis vs.•Allowable Stress (psO and Deflection (in) using NDS 2012: C[itari'om Anal ala Value Ddsiou Vnlue Anal sis/Ocsinn 8 eer aend16g1 s) 1v •. Eb " 4 1074 F'v' • Fa' " 28 '..265 1v 1'.v Fv O. SO Rood Dafl'ir 0.06 10/999 Fb'. 0,35 Live Ilofl Sn 0.04 •-<L/99,9 0.14 = L/720 Tata) befl'.r. '0.13 o L/766 (1.21.= L/490 0,63 Additional Data: FACTORS: F/ElpsilCD. CM ct Cl, CV Cfu Cr Cfrt cl d+ 144FV' 28S b.00 - 1.00 1..00 - i.00 Fb'+ 3100 1:00. 1.00 1.000 1.00 - 1.00 1.0 ..3 Pep' 75c, - 1.00 - - _ _ 1'. Of, - - E. 2. C• far Ilion- 1.00 - - - I.00 -• - 3. Eminy' 1.04 'trillion - 3.00 - - - - 1.00 - '3 CRITICAL LOAD, COMBINATIONS: Shea, r IC p3 • 0+.751L+LL), v. 4586, v design 390 G. lbs Banding(.).:LC 03 =. D/. 15.1L!Lr), M v 7364 lba-ft Defiectlon: LC 43v. D+. 7511,41,x.1 I1!vvl LG M3 a D+. 7511,4W (totall -D•daad L=live s"snow t•1•w!nd Ieimpact Lr=roof .Live Ie concont-ted Eves cchqunl:e Ali Ws aro listed in the Analysis output - -0aad Combinations; ASCE 7-10 / LUC 2.012 CALCULATIONS: De floccioni_ . E1 - 460e06 lb-int/ply "Live!' dofleet ion = Deflection' from all non -dead lands (live, wind, n w•,.J Total' Dofloetl'on • 1.50'ilload� Load Deflection) + Liv o Lnad Deflecrlun. o , Design.Notes: 1. WoociWorke analysis and design are to accordance with the ICC International Bulldinp Codo.gBC 2012),3ho National Design speci0callon,(Nos 2012), and. NDS Design Supplement. 2. Please'verily that the default deflection limits are 11000P,1010 fo6your applic2ti0n. - - 3. SCLAEAMS (SIAICluml Composlta Lumber): the etlechetl SCL selection Is for preliminarydesiononly. For final member design contact your local SCL manufactumr. 4..Si[e laciors vary from one,manufacturor to (mother (or SCL materials. They can be changed In the database editor. 5. BUILT-UP-SCL-BEAMS: contact monufaclurer for eonnectlon dclalls when loads are not appfled equally i0 all plys. B::FiRE RATING; olsts, wall studs, and muhl.ply members are not rated for Iira'endurance: 2718 1200 1'350 4630 1.9'7 S-� OW COMPANY PROJECT Summit Structural Design wood[Workso July ;4:20,$,0:2, somyaerroe uc)on nfsrcn• Beam10 Design Check Calculation Sheet WoodWorks Sizer10.1 Loads: Maximum:Rea.Ctions (lbs) and Bearing Lengths (in) L I 12'-8" Unfactored: 12'7^ Dead 1692 Live 814 2306 Roof Live '630 893 Factored:, 720 TOtaI ?.775 0e6iing: 3516 Length 1.00- Min .00• Min -re 'd 1.0]+ 1.00 'Minimum oeahng length setting used: 1" for end supports. Do< "Minimum bearing length governed by the required width of the supporting member. LVL n-ply,.2.0E, 3100Fb, 1-3/4"x11-7/8" , 3 -ply (5-114"x11-7/8") Supports: All - Timber -soft Beam; D.Fir-L No.2 Total length: IT -8.0"; Lateral support -top= full, bottom= at supports: Repetitive factor: applied where permitted (Werto'online help):. Analysis vs,.Ailowable Stress (psi) and Deflectlon lin) .,tet une 1- Criteci.o.1 Load Type . Cfrt Ci, Cn Shear An sis Value Desion Value Anal sis/Desi n Fcp' 750 - - 1.00 - - - - E' 2.0 million - 1..00 - Bending(+.) fv = 2 tb - 1473 Distr!but•ion Pat- Location (ft) Magnitude Unit 3 $heal LC A2 - D+L, V = 3197, V design 2997 lbs Loads Dead Full Area tern Start End. .Start End Total Defl'n 0:28 - L/547 0.31 = L/480 Load2- Live Full, Area F -earthquake 15.00 O1* A o.00 11.00)+ ps . pst CALCULATIONS: Load3 Load4 Dead Partial Asea 6.5o '12'.50 10.06 (13.00)` psf Total Deflection = 1.00(Dead Load. Deflection) + Live Load Deflection. Load5 Dead Live Point Point 6.75 2718 lbs LoadG• Roof constr. Point 6.75 6.75 1200 1350 lbs lbs Self-wei ht. *Tributary w drn Dead �r Full UDL 18.0 if Maximum:Rea.Ctions (lbs) and Bearing Lengths (in) L I 12'-8" Unfactored: 12'7^ Dead 1692 Live 814 2306 Roof Live '630 893 Factored:, 720 TOtaI ?.775 0e6iing: 3516 Length 1.00- Min .00• Min -re 'd 1.0]+ 1.00 'Minimum oeahng length setting used: 1" for end supports. Do< "Minimum bearing length governed by the required width of the supporting member. LVL n-ply,.2.0E, 3100Fb, 1-3/4"x11-7/8" , 3 -ply (5-114"x11-7/8") Supports: All - Timber -soft Beam; D.Fir-L No.2 Total length: IT -8.0"; Lateral support -top= full, bottom= at supports: Repetitive factor: applied where permitted (Werto'online help):. Analysis vs,.Ailowable Stress (psi) and Deflectlon lin) .,tet une 1- Criteci.o.1 - . Cfrt Ci, Cn Shear An sis Value Desion Value Anal sis/Desi n Fcp' 750 - - 1.00 - - - - E' 2.0 million - 1..00 - Bending(+.) fv = 2 tb - 1473 Fv' 285 Fb' 32.27 fv Fv 0.2 fb/Fb' m 0.46 Dead_ Defi'n. 0.17 a L/080 3 $heal LC A2 - D+L, V = 3197, V design 2997 lbs Live De f.l'n .'0.10 - <L/99,9 0:21 - L/720 0.50. Deflection: IC 113 - D+.75(L+Lr) (live) Total Defl'n 0:28 - L/547 0.31 = L/480 0.88 Additional Data: - FACTORS':, F/E(psi).CD CM CC CL Cv Cfu Cr Fv' 285 Cfrt Ci, Cn LCN 1.00 - 1.001.00 Fb'+' 3100 1.00 - 1.00 1.000 1.00 - 1.04 - 1..o0 1.00 2 .2 Fcp' 750 - - 1.00 - - - - E' 2.0 million - 1..00 - 1.00 - : - - - FMiny' 1.04 million - 1.00 - - - - 1.00 1.00 - CRITICAL LOAD COMBINATIONS: - 3 $heal LC A2 - D+L, V = 3197, V design 2997 lbs Bending(.*) : LC 112 - D+.L, M - 15144 lbs -ft Deflection: IC 113 - D+.75(L+Lr) (live) LC 113 - D+.75(1,,Lr) (total) D=.dead.,L=live. S=snow w=wind I=impact Lr -roof live Lc=concentrated .All LC''s Sre- listed in the Analysis output F -earthquake Load combinations: ASCE- 7-1.0 / IOC 2012 CALCULATIONS: Deflection; EI =. 488e06 ;b-1n2/ply e" deflection - Deflect.ior) from all non -dead loads (live, wind, snow_.) Total Deflection = 1.00(Dead Load. Deflection) + Live Load Deflection. Design Notes: 1: WoodWorks analysis and design are In accordance with the ICC International Building Code.(IBC 2012), the National Design Specification (NDS'2012); and NDS Design Supplement 2; Please verify that the default deflection limits are appropriate for your application. i System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS-(Sirbetural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design conlact,your local SOL manufacturer. 5:.Sze factors very from one manufacturer to another for SCL materials. They can be changed in the database editor, 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT Summit SUuclural Design -Wlo ®dI Y V o I� I� r(R) © July 1 A; 2015 10:38 [\ SDF7n'A8£FOR WDDD oEitc^' Beam11 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Maximum, Reactions (lbs) and Bearing Lengths (in) tioaG. .Type Distribut:.on Pat- Location I'll Magnitude Unit Deai n Loa Dead - Fu tern Start End Start End. v fb = e 843 . Goad2 Live .Area Full Area ?5.00 (6. )• Ts - <L/999 9'- •3' ead 'Full Area Uead 40.006.50)+' psf <L/999 0.30 = Load9 Dead Full Area 1198 18.00' 18.0.01•' pif L/49S 0.46 - Loads Roof constr. Full Area 18.00:(15.:00).• psf- ,set ' ored: Slfght .Dead. Full UDL. 1382 20.00(15.00)• psf.. Total 4357 TI,r Utaq;!UI t rfrl 14.7 TY Maximum, Reactions (lbs) and Bearing Lengths (in) Value 5-2.5" I Deai n Value Anal. sis/Drsi n Bending(i) v fb = e 843 Ev' = Fb' = 170 869 fv Fv' 0.'40 Uri factored: 0.16 = <L/999 9'- •3' .fb/Fb' = o.97 Uead 2423 0.08 - <L/999 0.30 = L/360 Live 1198 - 24.23. L/49S 0.46 - Roof .Live 1352 1198 ,set ' ored: 1382 Total 4357 . Bearing: 435'i Length 1.27 Min -re 'd- 1.27 1.2.7 .1.2-1 Timber -soft, D.Fir-L, No.2,.6x12 (6-1/2"X11.1/4'!) Supports: All - Timber -soft Beam, D.F.ir-L No.2. Total length: 9'-2.5' Lateral support:.lop= at supports, bottom=,et supports; Analysis vs. Allowable Stress (psi) and Deflection finl Criterion- Value 5ver - ,An sis Deai n Value Anal. sis/Drsi n Bending(i) v fb = e 843 Ev' = Fb' = 170 869 fv Fv' 0.'40 Dead Dofl'n 'Defl'n 0.16 = <L/999 .fb/Fb' = o.97 Live 0.08 - <L/999 0.30 = L/360 0,29 Total Defl'n 0.22 = L/49S 0.46 - L/240 0.;48 .Additional Data: -FACTORS: F/E(Ps 0 CD 01 Ct CL. CF Cfu Cr Cfrc Ci Cn LCU FW! 170 1.00 .1.00 1.00 - 1.00 1.00 .1.00 2 Fb"+. U75 1,00 1,00 '1.00 0.993 1.0.00 1.00 1.00 .1.00 1.00 - 2' Fcp'. 4325 - 1.60 1.00 - - - - 1.00 ?.00- E'. 1:3 million 1..00 1.60 - - - 1..00 1.00 - 3 'Ervin' 0,47 million 1.00 1:00 - - - - 1.00 1.•00 - CRITICAL LOAD COMBINATIONS: 3 Shear LC .112 = D+L, v _- 357.9; v design 2801 lbs Bend'ing.(+):: LC 112 = D+ L, N, - 8149 lbs -ft Deflection: LC 113 - D+.7S(L+Lr) (.live) LC 113 = D+,75(L+Lr) (total) D=dead L=live. S --now W-wind.laimpact Lr -roof live Lc -concentrated E=earthquaY,e All LC's are listed in the Analysis output Load. combica t ions: ASCE. '7-10 / IBC 2012 CALCULATIONS: Deflection" El = 840e06 1.b-in2 Live"' deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = .1.50(Dead Load Deflection) + Live Load -Deflection. Design Notes: !. WoodWorks analysis and design are. in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012)„and NDS Design Supplement. 2. Please, verify lhaLlhe default deflection limits are appropriate for your application. 3. Sawn.lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4..1. 0A, �-1-4Summit Structural Design 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 , W -'-§J p. (530) 592-4407 www.summitchico.com September 2, 2015 RE: Potkin Garage, Stanley Avenue, Chico, CA To Whom It May Concern: I have reviewed the truss calculations by Design Assistance dated 8-17-15 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 8-10-15 provided the following criteria is met. 1.) The "B" series trusses are changed from a gable roof to a shed roof to match the plans. 2.) The "A2" trusses at the covered porch are updated to bear on the exterior wall. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. FESS NEDY 'Y aG°moi BUTTE BUTTE COUNTY a OCT -212015 DEVELOPMENT EXP. 16 SERVICES CNVL WIE M&Ty OF C BU DiUII-nING DIVISION DROVED CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Potkin Second Unit Calculation Date/Timw 12:48, Wed, Sep 02, 2015 Page 1 of 7 Calculation Description: Title 24 Analysis Input File Name: 14341.xml GENERAL INFORMATION t IRIE� 01 Project Name Potkin Second Unit 02 CODE/,1C PLIANCE 02 Calculation Description Title 24 Analysis 08 T V` BY 03 Project Location 1392 Stanley Avenue Compliance Margin Percent Improvement 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 BUTTE 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 COUNTY 14 Total Cond. Floor Area (ft) 700 15 Number of Zones 1 16 Slab Area (ft) 0 17 Number of Stories 2 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab AreaSEKV ;(ftZ): N/A 21 Glazing Percentage (%) 16.4% ICES— COMPLIANCE RESULTS 01 Building Complies wiffi•Computer'Performance �� �i ;� .Msaw 02 ` ara ss 4.141-M-4,~3 A 1~ �v This building incorporates featurestthat require field testing andloryverlficatioraby awcertifiedfHERS eater;.underthe supervision of a CEC-approved HERS provider. est ri kms. �:tt r__ „. 03 This building incorporates one or more Special Feat�utesrshow�n below 08 !. t 77 3 g-, V , 1 $_:F mom, VA. Registration Number: 215-N6312697A-000000000-0000 Registration Date/Time: 2015-09-02 15:57:37 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-02 12:48:31 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 22.49 19.45 3.04 13.5% Space Cooling 76.19 77.60 -1.41 -1.9% IAQ Ventilation 1.46 1.46 0.00 0.0% Water Heating 29.41 23.50 5.91 20.1% Photovoltaic Offset -- 0.00 0.00 -- Compliance Energy Total 129.55 122.01 7.54 5.8% Registration Number: 215-N6312697A-000000000-0000 Registration Date/Time: 2015-09-02 15:57:37 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-02 12:48:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R -PRF -01 Project Name: Potkin Second Unit Calculation Date/Time! 12:48, Wed, Sep 02, 2015 Page 2 of 7. Calculation Description: Title 24 Analysis Input File Name: 14341.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Insulation above roof deck HERS FEATURE SUMMARY ' includes calculated Appliances and Miscellaneous Energy Use (AMEU) 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: 03 • IAQ mechanical ventilation System Verifications: BUTTE COUNTY Cooling • Minimum Airflow DIVISION • Refrigerant Charge • Fan Efficacy Watts/CFM/� BUILDING � p ROV ED HVAC Distribution System Verifications: - A • Duct Sealing Number of Zones 1 Domestic Hot Water System Verifications: Number of Water Heating Systems 1 • --None—:; ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components".* * -luded in'Jthe pe'�for'g5-flce compliance approach for the Standard Design Building (Energy Budget) and the annual v_,: r� �a lows q TDV energy consumption for lighting and components not regulated. by Title 24,Partt6,(such dwdomW "festic appliances4a. d consumer,eleRronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. ReferenceaEnergy Use 3 zyw f €Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)' X213.17` t :" ? -sx ,, 205 63w ,ra Y 7.54 3.5% ' includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 02 03 04 05 06 07 01 Project Name Potkin Second Unit Conditioned Floor Area (ft2) 700 Number of Dwelling Units 1 Number of Bedrooms 1 Number of Zones 1 Number of Ventilation Cooling Systems 0 Number of Water Heating Systems 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone Name 2nd Floor Zone Conditioned Res HVAC1 700 9 DHW Sys 1 Registration Number: 215-N6312697A-000000000-0000 Registration Date/Time: 2015-09-02 15:57:37 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2015-09-02 12:48:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Potkin Second Unit Calculation Date/Timec 12:48, Wed, Sep 02, 2015 Calculation Description: Title 24 Analysis Input File Name: 14341.xmi CF1 R -PRF -01 Page 3 of 7 OPAQUE SURFACES 01 01 F s -;'02'; +w= *" 03 04 05 06 07 08 Name Construction .; '` Type RoofRiskeYRoof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic 2nd Floor Zone Attic Roof2nd Floor Zone Ventilated `+ 11 P4 4x84831 0.1 ,% 0.85 No No �xf .«m �v iii 07 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft) Tilt (deg) North Wall 2nd Floor Zone R-13 Wall 0 Front 124 46 90 East Wall 2nd Floor Zone R-13 Wall 90 Left 104 32 90 South Wall 2nd Floor Zone R-13 Wall 180 Back 248 30.6 90 West Wall 2nd Floor Zone R-13 Wall 270 Right 208 6.3 90 North Wall 2 2nd Floor Zone R-13 Wall 0 Front 124 90 East Wall 2 2nd Floor Zone R-13 Wall 90 Left 104 90 R-30 Roof 2nd Floor Zone R-30 Roof Attic 700 Raised Floor 2nd Floor Zone R-19 Floor No Crawlspace 700 ATTIC 01 01 F s -;'02'; +w= *" 03 04 05 06 07 08 Name Construction .; '` Type RoofRiskeYRoof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic 2nd Floor Zone Attic Roof2nd Floor Zone Ventilated `+ 11 P4 4x84831 0.1 ,% 0.85 No No �xf .«m �v iii WINDOWSj 01 02 X03 a �� � "L U4�` V 015 1- _ 06= 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading North Windows Window North Wall (Front -0) — - -- 1 46.0 0.35 0.30 Insect Screen (default) East Windows Window East Wall (Left -90) -- -- 1 1 32.0 0.35 0.30 Insect Screen (default) South Windows Window South Wall (Back -180) -- -- 1 30.6 0.35 0.30 Insect Screen (default) West Windows Window West Wall (Right -270) -- - — 1 6.3 0.35 0.30 Insect Screen (default) UTTE COUNTY BIL BUILDING ®IV S ON i-� M®� E® Registration Number: 215-N6312697A-000000000-0000 Registration Date/Time: 2015-09-02 15:57:37 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2015-09-02 12:48:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Potkin Second Unit Calculation Date/Time: 12:48, Wed, Sep 02, 2015 Calculation Description: Title 24 Analysis Input File Name: 14341.xml CFI R -PRF -01 Page 4 of 7 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Name 1 Tank Type Total Cavity Winter Design Input Rating Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers 40000-Btu/hr 0 0 • Cavity / Frame: no insul. 12x4 Top Chrd • Roof Deck: Wood Siding/sheathing/decking 2x4 Top Chord of Roof Truss @ 24 Above Deck Insulation: R2 Sheathing Attic Roof2nd Floor Zone Attic Roofs Wood Framed Ceiling in. O.C. none 0.277 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity/Frame: R -13/2x4 R-13 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.069 Exterior Finish: R4 Synthetic Stucco • Inside Finish: Gypsum Board Ceilings (below Cavity/ Frame: R-9.1 /2x4 R-30 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 30 0.032 Over Floor Joists: R-20.9 insul. -{ Floor Surface: Carpeted • Floor Deck: Wood Siding/sheathing/decking- R-19 Floor No Crawlspace Exterior Floor's K` - Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.050 Cavity/Frame: R-19 12x6 Rt IT I In UUUIV IT BUILDING ENVELOPE - HERS VERIFICATION -!, .� t ,# _ _� BUILDING ®IVIS ION 01 �a Quality Insulation Installation (QII) ' Quality#Irisfaliatid 4f Spraq!F&&Insulati`on By�Iding EnvelopebAiciLeakage 6FM50 Not Required H Eot`Required V t bt R�equiredd WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 •0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Natural Gas Small Storage 30 0.7 40000-Btu/hr 0 0 Registration Number: 215-N6312697A-000000000-0000 Registration Date/Time: 2015-09-02 15:57:37 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-08252015-744 Report Generated at: 2015-09-02 12:48:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Potkin Second Unit Calculation Date/Time: 12:48, Wed, Sep 02, 2015 Calculation Description: Title 24 Analysis Input File Name: 14341.xml CF1 R -PRF -01 Page 5 of 7 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 — — —" -- — 11.2 SPACE CONDITIONING SYSTEMS 01 - 02 03 04 05 06 SC Sys Nance System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Res HVAC1 Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES n 01 BUTTE COUNTY 01 02 BUILDING ®IVIMN Name T Type c c ComponY . F4deurnace l�. tralf 2 EHeating zi HVAC - COOLING UNIT TYPES 01 ... ,ma0b. a.1 s Y 5: ^4 4.3 06 0701 Name Verified Airflow $ Efficiency ° t Multi -speed Verified Refrigerant Charge Name System Type EER SEER Zonally Controlled Compressor HERS Verification CoolingComponent 1 P S IitAirCond P 11.2 13 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 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 Air Distribution System 1 Y DuctsAttic Sealed and tested 6 Attic None Air Distribution System 1 -hers -dist Registration Number: 215-N6312697A-000000000-0000 Registration Date/Time: 2015-09-02 15:57:37 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-02 12:48:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Potkin Second Unit Calculation Date/Time: 12:48, Wed, Sep 0?-, 2015 Calculation Description: Title 24 Analysis Input File Name: 14341.xml CF1 R -PRF -01 Page 6 of 7 HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required -- HVAC-FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS- HERS VERIFICATION x •r =, �, 01 >i 02 03 k: Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 hers fan 1 : - ,.. ,., ,.. Required 0.58 _,;;� . ,�, ;;� "DUi us:r IL rc:A'Ax IAQ (Indoor Air Quality) FANS x •r =, �, .�-_ c,e eve nr r.; � m ..x .,.. 01 z ' ' ' 02 j 3r tk-034 .V' Xtu' 04 td� O S O6 3 Rl y is k F _ nom.. IAQ Recovery Effectiveness(%) HERS Verification Dwelling Unit IAQ CFM IAQ Watts/CFM IAd Fan Type SFam IAQVentRpt 22 0.25 Default 0 Required BUTTE COUNTY BUILDING DIVISION APPROVED Registration Number: 215-N6312697A-000000000-0000 Registration Date/Time: 2015-09-02 15:57:37 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-02 12:48:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Potkin Second Unit Calculation Date/Time' 12:48, Wed, Sep 02, 2015 Calculation Description: Title 24 Analysis Input File Name: 14341.xml CFI R -PRF -01 Page 7 of 7 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: ^ �� C�,J/ Atousa Yazdanfar Company: Signature Date: Energy Compliance Services 2015-09-02 13:24:35 Address: CEA/HERS Certification Identification (If applicable): 5702 Hersholt Avenue City/State/Zip: Phone: Lakewood, CA 90712 562 461-3749 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. this Certificate Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of 2. 1 certify that the energy features and performance specifications identified on of Regulations. y,_:. , ;,. u 3. The building design features or.system design features identified7on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans'arid specifications submitted tome enforcement agency.ffoora� ri vayl wit.,ths ;building permit application. Responsible Designer Name: t ` •` La LY0 (Responsible Dessigner Sig -atu e Mathew Amaro ., ,M r . Company: r' �, g Date Signed: r Mathew Amaro Designs 2015-09-02 15.57.37 Address: License: 453 N. Murdock Ave. na City/State/Zip: Phone: Willows, CA 95988 530-592-9912 BUTTE COUNTY BUILDING DIVISION APPRu" V E LD Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 215-N6312697A-000000000-0000 Registration Date/Time: 2015-09-02 15:57:37 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2015-09-02 12:48:31 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the ____.--- e..-_.] C .. .......:.......«_ .....J.. A.,.,l.,.., dA r vne 1A)D -do c Yinn tnr mnro inthrmnlion w... I uu....0 YP,vu�.. uo.:.... ..+...... �...�..., ...» » ..-.._.. ..._.__ __...________--_. _ Building Envelope Measures: § 110.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain § l 10.6(a)5: Coefficient SHGC , and infiltration that meets the requirements of § 10-111 (a), § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. §1 10.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the § 110.8(i): installation of a cool roof is specified on the CFIR. § 110.86): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFIR. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § I50.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. Minimum R -.l 3 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - § 150.0(c): factor). § I50.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. In Climate Zones 14 and 16 a Class 11 vapor retarder shall be installed on the conditioned space side of all insulation in all exterior § I50.0(g)l: walls, vented attics and unvented attics with air -permeable insulation. In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II § 150.0(g)2: vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class U vapor retarder shall be placed over the earth floor of § I50.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; § 150.0(1): have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of §110.8( ). Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U - 150.0 (q)' factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § I50.0(e)] A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is §I50.0(e)1B: equippedwith a readily accessible, operable, and tight -fitting damper or a combustion -air control device. § 150.0(e)1C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside - §I50.0(e)2: of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: § 110.0-§l 10.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation § 1 10.3(c)5: valve, and recirculation loop connection requirements of § 110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli-- §110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. Heating and/or cooling loads are calculated in acca4NT8ttwJ,VVF�SJ<1ACNA or ACCA using design conditions specified § 150.0(h)1: in 17150.0(h)2. Installed air conditioner and heat pump outdoor con i i I���� clearance of at least five feet from the outlet of any § 150.0(h)3A: dryer vent. § 150.0(i): Heating systems are equipped with thermostats that meet t e e ac ents of § 110.2(c). Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped § 150.06)1 A: with insolation having an installed thermal resistance of R-12 or greater. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external §150.0(j)1B: insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.0(j)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve 150.06)2B: that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary §150.00)2C: Pipe for cooling system lines shall be insulated as specified in §150.06)2A. Piping insulation for steani and hydropic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. § 150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § 150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I §I50:0013B: or Class 11 vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class 1 or Class I1 vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or TV vent, or a Type B vent with straight pipe between the outside termination and the § 150.0(n)1: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § I50.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5. § 150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar .Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §I50.0(m)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 18 IA, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than '/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints § 1.50.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § 150.U(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. §150.0(R)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § 150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not § 150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §I50.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § 150.0(m) 11: sealed and duct leakage tested, as confirmed through Geld verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § I50.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of § 150.0 m 12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow> 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy:5 0.58 W/CFM as confirmed by Geld verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, § 150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of:S 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. BUTTE §I50.0(o)lA: Whole Building Ventilation airflow shall be contirme� t� LJI V I VIV tMd fhtjf6IV diagnostic testing, in accordance with �u Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: AHPHUVED Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency §I10.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary § 11.0.4(b)l: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built -tip connections for future solar heating. § I I0.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. 110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro - rammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § 150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 1.10.9. § I50.0(k)I A: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with § I50.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. §150.0(k)'IB: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with § 150.0(k)1C: § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k)ID: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § I50.0(k)I E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with §130.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k) I F: Lighting integral to exhaust fazes (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). § I50.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § I50.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § I50.0(k). § I50.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (FMCS) may be used to comply with dimmer requirements if: it functions as a dimmer §150.0(k)2G: according to §110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of §130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § I50.0(k) if: it § 150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. § 150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to §110.9. and complies with all other applicable requirements in §150.0(k)2. § I50.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only , § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated § 150.0(k)4: cabinet. § I50.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. § I50.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high eflicacy luminaires and controlled by vacancy sensors. § 150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § I50.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with §150.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or maybe low efficacy if it meets all of th,§J'19t�n 1pir�� Vab1tlT i. Controlled by a manual ON and OFF switch that does not override t ff u t �i of Items ii or iii below; and § 150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass swIlrev 7����mRI sNnsor, or controlled by a motion sensor having a temporary override switch which temporarily �-pMs_ he.motion sense g 'unction and automatically t reactivates the motion sensor within 6 hours; and !T 5� :m; iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary BUTTE COUNTY BUILDING DIVISION APPR®VFD a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § 150.0(k)9B: following requirements: i. Shall comply with § 150.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. § 150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and 141.0. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply § 150.0(k)9D: with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. Internally illuminated address signs shall comply with § 140.8; or shall consume no more than 5 watts of power as determined § 150.0(k)] 0: according to § 130.0(c). Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for § 150.0,(k)1 l: nonresidential garages in § 110.9, § 130.0, § 130. 1, § 130.4, § 140.6, and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § 150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: i. Comply with the applicable requirements in § 110.9, § 130.0, §130. 1, § 140.6 and § 141.0; and § 150.0(k)12B: ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of tuning the light fully On and Off' from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 1 10.10(a)1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of §110.10(b) through §110.10(e). § 110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of § 110.10(b) through §110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for § 110.10(b)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be § 110.10(b)3A: located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 1 10.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly § 110.10(b)4: indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit ' from the solar zone to the point of interconnection with the electrical service (for single family residences the point of § 110.10(c): interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. A copy of the construction documents or a comparable document indicating the information from § l 10.10(b) through § 110.10(c) § 110.10(d): shall be provided to the occupant. § 1 10.1.0(e)1: The main electrical service panel shall have a minimum bulbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: fixture solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric". BUTTE COUNTY BUILDING DIVISION APPR®VFD • V g ln r Truss Take -off Design &Sales sistance . Monte Call - 193 Camellia Dr - Paradise, CA 95969 (530) 811-4132 Office (530) 811-4132 FAX TRUSS ENGINEERING Potkin Garage / Guest house 9/30/2015 MiTek Industries BUTTE COUNTY OCT -21 2015 DEVELOPMENT (800) 772 5351 SERVICES PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES IRLIANC E ECOfJ hh DATE__( B�/r PRJEW" g -�sf PCALCULATIONS AND ENGIN ERINONLY. REFER TO GS ! S1 gn REVISION -1: House STRUCTURAL DRAWING FOR ALL FURTHER LDING DESIGNER/ENGINEER IOF RECORD RESPONSIBLE FOR ALL NON -TRUSS PLAN: RAWN BY: REVISION -2: [???] PHECKED BY: TO TRUSS CONNECTIONS. BUILDING DELIVERY LOCATION: SCALE., : DESIGNER/ENGINEER OF RECORD TO M C. ►?�?], Chico 0454POTKI N REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION.�� 877 4732 OF}'ua�;& All designs are property of MEEK'S LUMBER AND HARDWARE. All designs are null and void if not fabricated by MEEK'S LUMBER AND HARDWARE. MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 50454POTKIN Potkin Garage / Guest House The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K1394412 thru K1394416 My license renewal date for the state of California is June 30, 2016. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. BUTTE COUNTY oQROFEss/pNq� BUILDING DIVISION CO U C 60384 M APPROVED *\ EXP. 06/30/16 /* // September 9,2015 Baxter, David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. b Truss russ Type Qty Ply Potrdn Garage I Guest House rSD LOADING(ps0 K1394412 454POTKIN Ai GABLE 2 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.02 21 n/r 120 Job Reference o 'ono ut Jbl I AJ lb I mur. YAIWUIJt, UA 7.WU s Jul 28 201 b MITex Industries, Inc. WedoB 1d:70:362015 Pa e1 ID:pdwlYwt HVKpp2bcVNV706uyr1wJp GISbBoBiilTutO5J7gL318NG_yHEgDwuzV5LznyfiLA 26-0-0 28-0-0 2. 13 0 13-M 2-01 Scale= 1:49.3 3x6 = 10 11 12 13 3x6 — 38 37 36 35 34 33' 32 31 30 29 .. 28 27 26 25 24 23 22 3x6 — 3x6 = n 1 �sA 6 REACTIONS. All bearings 26-0-0. (lb) - Max Horz 2=54(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 20, 37, 36, 35, 34, 33, 31, 28, 27, 26, 25, 24, 23 except 2=-102(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 30, 29, 38, 37, 36, 35, 34, 33, 31, 28, 27, 26, 25, 24, 23, 22 except 2=277(LC 1), 20=287(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=2R; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL --1.60 plate grip DOL=1.60 3) 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 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 37, 36, 35, 34, 33, 31, 28, 27, 26, 25, 24, 23 except (jt --Ib) 2=102. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NOrEK REFERANCE PAGE W7473 rev. 02/1&2015 BEFORE USE. Design valid far use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Appiooblity of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for loteral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the resporuibillity, of the erector. Additional permanent bracing of the overan structure Is the respolldblity, of the building designer. For general guidance regarding fobrication, quality control .storage_ delivery, erection and brocir , consult- ^ ANEf/TPII Qua0ly CrIteda, DSA -a? and BCA SuBdfig Componerd BUTTE COUNTY BUILDING DIVISION APPROVED Q�yOFESSlpN\ C 60384 �� A -r,XP-0,6130116 September 9,2015 WOW 250 Klug Circle 26-0.0 Plate Offsets (X,Y)-- [11:0-3-0,Edge] LOADING(ps0 SPACING- 2-0-0 CSI. DEFL. in' (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.02 21 n/r 120 MT20 220/195 TODL 11.0 Lumber DOL 1.25 BC 0.04 Vert(TL) , -0.04 21 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 HOrz(TL) 0.00 20 n/a Ma BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 131 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 DF No. 1&BIT G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-0-0. (lb) - Max Horz 2=54(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 20, 37, 36, 35, 34, 33, 31, 28, 27, 26, 25, 24, 23 except 2=-102(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 30, 29, 38, 37, 36, 35, 34, 33, 31, 28, 27, 26, 25, 24, 23, 22 except 2=277(LC 1), 20=287(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=2R; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL --1.60 plate grip DOL=1.60 3) 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 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 37, 36, 35, 34, 33, 31, 28, 27, 26, 25, 24, 23 except (jt --Ib) 2=102. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NOrEK REFERANCE PAGE W7473 rev. 02/1&2015 BEFORE USE. Design valid far use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Appiooblity of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for loteral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the resporuibillity, of the erector. Additional permanent bracing of the overan structure Is the respolldblity, of the building designer. For general guidance regarding fobrication, quality control .storage_ delivery, erection and brocir , consult- ^ ANEf/TPII Qua0ly CrIteda, DSA -a? and BCA SuBdfig Componerd BUTTE COUNTY BUILDING DIVISION APPROVED Q�yOFESSlpN\ C 60384 �� A -r,XP-0,6130116 September 9,2015 WOW 250 Klug Circle Job, Truss toss Type Qty y Potidn Garage l Guest House 1.15 TCDL 11.0 Lumber DOL 1' K1394413504S4POTKIN 0.0 ' A2 Common 11 1 Code IBC2012/rP12007 Weight: 104 Ib FT = 20% BRACING - Job Reference o ions DES" ASSISTANCE, ANNE, PARADISE, C: i.6 -jus iii 2a zwo Weir Industries, ine. Wea Sep ue le:2u:w zwo gel ID pdMVwl HVKpp2bcVNV706uymuJp•kVezO8CKSLbIVAgWhXttaMvPHMMZeNlC9ruVEyfIL9 1 -2-0-0 I tilt -1 - 13.0.0 I 19.0.15 26-M 28-0-0 2111 611-1 fr0.15 6.0.15 6.11-1 2-0-0 Scale = 1:49.3 06 = 4 3x6 = 3x6 = - 3x6 = 3x6 = 3x6 = LOADING (pso SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/rP12007 LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF No.1 &Btr G In 6 CSL • DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.32 Vert(LL) 0.22 8-10 >999 240 MT20 220/195 BC 0.48 Vert(TL) -0.53 8-10 >585 180 WB 0.14 Horz(TL) 0.09 6 n/a n/a (Matrix -M) Weight: 104 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. BOT CHORD - Rigid ceiling directly applied or 8-5.15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1190/0-5.8, 6=1190/0-5-8 Max Horz 2=-54(LC 6) Max Uplift2=-398(LC 8), 6=-398(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.., TOP CHORD 2-3=-2401!742, 3-4=21661126, 4-5--2166!726, 5-6=-2401942 BOT CHORD 2-10=-6262223, 9-10=-368/1494, 8-9=-368/1494, 6-8=-626/2223 WEBS 4-8=-263/717, 5-8=-404/130, 4-10=-253/717, 3-10=-404/130 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=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt --1b) 2=398, 6=398. 7) "Semi-rigid p'Itchbreaks including heels' Member end 6ity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ® WARNING - Vary design parameters end READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGE M-74 rev. O2H11/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of irxlividuol web members only. Additional temporary bracing to insure stability during construction Is the respondbillity, of the erecta. 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- ANSIfMI Qualify Criteria, OSS -89 and aCSI Building Component BU_rTE COUNTY BUILDING DIVISION APPROVE® Q�p : ESS/ q C 60384 m -KXP.,46/30/16 OF� September 9,2015 E MiTek' 250 Klug Cirde DESIGN ASSISTANCE, PARADISE, CA . . - 7.630 s Jul 28 2015 MITek Industries, Inc. Wed Sep 09 18:20:37 2015 Pagel ID:pduyYwlHVKpp2bcVNV706uymuJp•ChCLcUDyDejb7JFiEFOX7ZSLJmsb13DBQpaS1gyflL8 6.11-1 1 13-0-0 I 19-0.15 I - 264-0 I 2840 I . 20.0 - 6-11-1 h 6.0.15 •,• ' -1 • 60-15 , - 6.11-1 Scale= 149.3 - • f ' - t e ' 4x6 4 , 4.00F12 T « . 3 - " 1.5x4•3x6 a . 3 d1 2. 10. , ey 7 'r 5x8 = ';". - �1, - 3x6 = ' 1.5x4 \\ ' - 3x6 = , • - 3X6— a , _`' �x FY F• r •- r - ,I . 86.0 ' - - 1743-0 - - 19.9.4 26-0.0 ,• 8-6-0 - .9.0.0 - 2-34 0-2-42 Plate Offsets (X,Y)-- [10:0-4-0,0-3-0] LOADING (psf) ' SPACING. " • 2-" CSI. DEFL. ' in (loc) - Vdefl Ud PLATES GRIP ` TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) - 0.13 9-10 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25. BC ' 0.43 Vert(TL) -0.35 9-10` >691 180 _ BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 8 n/a n/a' , BCDL 10.0 Code IBC2012/rP12007 (Matrix -M) f . ' 4 Weight: 107 Ib FT = 20% LUMBER- t : BRACING. TOP CHORD 2x4 DF No. 1&Btr G . TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins: BOT CHORD 2x4 DF No. 1&Btr G r, ; ;:. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No. 18Btr G MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection, in accordance with Stabilizer - ' + 3•, Installation guide. REACTIONS: (Ib Size) 2=90116-5-8, 6=197/0-5-8, 8=1282/0-5-8 r Max Horz 2=-54(LC 6) Max Uplift2=-31 O(LC 8), 6=-96(LC 8), 8=-390(LC 8) Max Grav2=901(LC 1), 6=267(LC 18), 8=1282(LC 1) ,r FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown: TOP CHORD 2-3=-1541/480, 3-4=1300/463, 4-5=-346/172, 5-6=-277/655 BOT CHORD 2-10=-379/1411, 9-10=-111/647, 6 -8= -558/330 - WEBS 4-0=-533/122, 5-9=-173/615, 4-10=-2631741, 3.10=-017/135, 5.8=-1282/387 • } NOTES- 1) Unbalanced roof live loads have been considered for this design. r BUTTE COUNTY" r 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6 Opsf; BCDL=6.Dpsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat 1 ' Exp C; enclosed; MWFRS (directional); cantilever left and right exposed , end vertical left and right exposed; porch left and right �UIL�DING D1V�SIQIV t exposed; Lumber DOL=1.60, plate grip DOL=1.60 l� r 3) .This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: . ' . A `] 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3�r0 tall by 2-0-0 wide II PINI - `� �® z a fit between the bottom chord and any other members. - - . • . 5) A plate rating reduction of 20% has been applied for the green lumber members. _ - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib upliftat joint(s) 6 except (jt=1b) 2=310 , .8--390. " 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss , QROFESS/pN LOAD CASE(S) Standard 9! � C 60384 M j 0.06130/16 September 9,2015 ® WARNING - V.W design paremetefs and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 410.7473 rev. 02/162015 BEFORE USE. t Design valid far use only with MiTek correctors. This design is based only upon parameters shown, and is for an individual building component. s Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown • 1►A is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the ByBIT®k• ` erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guldonce regarding fabrication, gyality control, storage, delivery, erection aril bracing, consult 'ANSI/TPII duality CrBeda, DSB-89 and SCSI 8u9cft component - ' , .� e _ recti_ , n 250 Klug Circle . Job Truss rtdss Type { ._ jQty Ply Prnan Garage/ Guest House K1394414 50454POTKIN ~ A2As � •?T Common 4 t - , _Jab Reference (optional) - u Wren naaiarwvV c. YXI(XurJC, VA +i I.Wu 6,An LB luno MI1 eK Inausmes, inc. wea bep mi lo:Lu:m Luno rage 1 C + ID:pdwjVwl HVKpp2bcVNV706uynwJp-gblpgDayrSkTquoyvmfn7nD91ylasKffK7a6y8L7 ' J 2.0.0 s. • - 9-10-8 9.10.8 - L• s Scale= 1:222 f Tr r A r 7. 8 9 10 • ' r .. A 1 •fit r, i ,� � . { • � c � • " - y ' - . , 1. i .•.7J'. 4.00 •12 - 8, - - - - .. . '•11 - ,• ]6 , 15 14" 1.13 - 12 ° 11 2.5x5 ' . ,:� • * r + ' i -�. ',., w f .. ,,� • .. * ..r ' 3X6 — • LOADING (psf) SPACING- 2.0-0 CSL' r DEFL. - � � in '(loci Vdefl L/d PLATES GRIP ti TCLL 20.0 Plate Grip DOL' 1.15 'TC 0.16 r Vert(LL) • . 0.00 1 n/r . 120 • MT20 220/195 4� TCOL 11.0 Lumber DOL 1.25 ' - BC 0.04 Vert(TL) -0.02 1 n/r , 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 r 1 Horz(TL) -0.00 10 n/a n/a ' BCDL 10.0 Code IBC2012frP12007 (Matrix) . Weight: 50 Ib FT = 20% 1 .LUMBER- ' - - - i• �_.+ BRACING- TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD' Structural wood sheathing directly applied or 6-0-0 oc purlins, except `. BOT CHORD 2x4 OF No. 1&Btr G c. ' end verticals. WEBS 2x4 OF No. 1&Btr G BOT CHORD ' : Rigid ceiling directly applied or 10.0-0 oc bracing. f ,OTHERS 2x4 OF No.1&Btr G r 1 [�Installaticm Tek recommends that Stabilizers and required cross bracing , • �" ' installed during truss erection, in accordance with Stabil¢er uide. REACTIONS. All bearings 9-10-8. r . (lb) - Max Horz 2=127(LC 5) ; ' Max Uplift All uplift 100 Ib or less at joint(s) 10, 11, 2, 15, 14, 13, 12 Max Grav All reactions 250 Ib or less at joint(s)-10, 11, 16, 15, 14, 13, 12 except 2=277(LC 1) s FORCES. (lb) - Max: Comp./Max. Ten. - All forces 250 (Ib) or less except when shown • . NOTES- 1) OTES 1) Wind: ASCE 7-10; Vult=110mph (3•secdnd gust) Vasd=87mph; TCDL=6.Opsf; BCDL�.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft Cat. 11; ' Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and fight exposed; porch left and right ' exposed; Lumber DOL=1.60 plate grip DOL=1.60 ; 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry " Gable End Details as applicable, or consult qualified building designer as per ANSlfrP1 1. r ,. 3) All plates are 1.5x4 MT20 unless otherwise indicated. r t 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. ° r 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other five loads. r ` 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. 1" •9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 11, 2, 15, 14, 13, , 12. i { , 10 "Semi-rigid Itchbreaks including heels" Member end fixity model was used inPthe anal s and design of this truss. ` ?,OF P 8 itY Ysi lg COQ N� LOADCASE(S) Standard r . c `• ` {`Q �Q M• Ba, F,L x 'f � C 60384 M XP. 06130/16 - * , F0 CA1 IF September 9,2015 ® WARNING - Vedf, dwIgn paramew. arid READ NOTES on THIS AND tmcLua D wrEK REFERANCE PAGE MD•7474 rev, 6211MOIS BEFORE USE. Design valid for use any with MTek connectors. This design is based only upon parameters shown, and Is for on individuol building component. r �• , Applicability of design parameters and proper Incorporation of component is responsibility, of building designer -not truss designer. Bracing shown r t.•` is for lateral support of inoividuol web members only. Additional temporary bracing to insure stability during construction is the responsibility of the �iT®k• , .. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardings ` fabrication, quality aorliro6 storage_ delivery, erection and bracing, consult_ ANSI/TPn Qualify Cdteda, DSB a9 and BCSI SuBding Compurlerd ^•_ 250 Klug Circe Truss,•- _ ` russType Qty Piy - PotldnGarage IGucs House • `4. r ,1 • K1394415 SD454POTKIN . ' M1 �� • _ GABLE - -'- i 2 ' Job Reference o 'ona 1 u Wren naaiarwvV c. YXI(XurJC, VA +i I.Wu 6,An LB luno MI1 eK Inausmes, inc. wea bep mi lo:Lu:m Luno rage 1 C + ID:pdwjVwl HVKpp2bcVNV706uynwJp-gblpgDayrSkTquoyvmfn7nD91ylasKffK7a6y8L7 ' J 2.0.0 s. • - 9-10-8 9.10.8 - L• s Scale= 1:222 f Tr r A r 7. 8 9 10 • ' r .. A 1 •fit r, i ,� � . { • � c � • " - y ' - . , 1. i .•.7J'. 4.00 •12 - 8, - - - - .. . '•11 - ,• ]6 , 15 14" 1.13 - 12 ° 11 2.5x5 ' . ,:� • * r + ' i -�. ',., w f .. ,,� • .. * ..r ' 3X6 — • LOADING (psf) SPACING- 2.0-0 CSL' r DEFL. - � � in '(loci Vdefl L/d PLATES GRIP ti TCLL 20.0 Plate Grip DOL' 1.15 'TC 0.16 r Vert(LL) • . 0.00 1 n/r . 120 • MT20 220/195 4� TCOL 11.0 Lumber DOL 1.25 ' - BC 0.04 Vert(TL) -0.02 1 n/r , 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 r 1 Horz(TL) -0.00 10 n/a n/a ' BCDL 10.0 Code IBC2012frP12007 (Matrix) . Weight: 50 Ib FT = 20% 1 .LUMBER- ' - - - i• �_.+ BRACING- TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD' Structural wood sheathing directly applied or 6-0-0 oc purlins, except `. BOT CHORD 2x4 OF No. 1&Btr G c. ' end verticals. WEBS 2x4 OF No. 1&Btr G BOT CHORD ' : Rigid ceiling directly applied or 10.0-0 oc bracing. f ,OTHERS 2x4 OF No.1&Btr G r 1 [�Installaticm Tek recommends that Stabilizers and required cross bracing , • �" ' installed during truss erection, in accordance with Stabil¢er uide. REACTIONS. All bearings 9-10-8. r . (lb) - Max Horz 2=127(LC 5) ; ' Max Uplift All uplift 100 Ib or less at joint(s) 10, 11, 2, 15, 14, 13, 12 Max Grav All reactions 250 Ib or less at joint(s)-10, 11, 16, 15, 14, 13, 12 except 2=277(LC 1) s FORCES. (lb) - Max: Comp./Max. Ten. - All forces 250 (Ib) or less except when shown • . NOTES- 1) OTES 1) Wind: ASCE 7-10; Vult=110mph (3•secdnd gust) Vasd=87mph; TCDL=6.Opsf; BCDL�.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft Cat. 11; ' Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and fight exposed; porch left and right ' exposed; Lumber DOL=1.60 plate grip DOL=1.60 ; 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry " Gable End Details as applicable, or consult qualified building designer as per ANSlfrP1 1. r ,. 3) All plates are 1.5x4 MT20 unless otherwise indicated. r t 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. ° r 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other five loads. r ` 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. 1" •9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 11, 2, 15, 14, 13, , 12. i { , 10 "Semi-rigid Itchbreaks including heels" Member end fixity model was used inPthe anal s and design of this truss. ` ?,OF P 8 itY Ysi lg COQ N� LOADCASE(S) Standard r . c `• ` {`Q �Q M• Ba, F,L x 'f � C 60384 M XP. 06130/16 - * , F0 CA1 IF September 9,2015 ® WARNING - Vedf, dwIgn paramew. arid READ NOTES on THIS AND tmcLua D wrEK REFERANCE PAGE MD•7474 rev, 6211MOIS BEFORE USE. Design valid for use any with MTek connectors. This design is based only upon parameters shown, and Is for on individuol building component. r �• , Applicability of design parameters and proper Incorporation of component is responsibility, of building designer -not truss designer. Bracing shown r t.•` is for lateral support of inoividuol web members only. Additional temporary bracing to insure stability during construction is the responsibility of the �iT®k• , .. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardings ` fabrication, quality aorliro6 storage_ delivery, erection and bracing, consult_ ANSI/TPn Qualify Cdteda, DSB a9 and BCSI SuBding Compurlerd ^•_ 250 Klug Circe DESIGN ASSISTANCE, PARADISE, CA - - * [ - 7.630 S Jul 28 2015 MiTek Industries, Ine. Wed Sep 09 16:20:38 2015 Page 1 ID:pdwJYwIHVKpp2bcVNV706uymWp 83K60ACCIGzJMdP4MgQ?C_XyzZcgm?bTu73Y6YyflL6 5-M - 9.10.8' 7 _ 536 .. [ 4-7-3 ` ' SceJe = 1:22.6 • :7 •- - , • - 1 ' '. 4 4.00 12 i • , _ • ; . . 3 . 2 . q y y 2.5x5 = - i. _i'= • 1.5x4 -.I 7 6 .i r f s �� .. - .+• ; 3x6- ' r' ..5-35 . .. I 310.8 .. . .5-3-5 `- 4-7-3 ' LOADING (psf) SPACING- 2-0-0 ' CSI. • DEFL. in , (loc) Vdefi Ud : PLATES GRIP ? r TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.02 8-11 >999 240 MT20 _ 220/195 TCDL ' 11.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.04 8-11 >999 ' 180 BCLL 0.0 ' Rep Stress Incr YES WB' 0.17 Horz(TL) 0.01 7 _ n/a , `n/a 1 BCDL . 10.0 Code IBC2012rrP12007 (Matrix -M): ' Weight: 43 Ib FT = 20% *.,,• LUMBER- t •BRACING- + TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except - BOT CHORD 2x4 DF No.1&BtrG _ end verticals. e * WEBS 2x4 OF No.1&Btr G , ' , + BOT CHORD _ Rigid ceiling directly applied or 10-0-0 cc bracing. • 1, �, Fbe ek recommends that Stabilizers and required cross bracing r nstalled during truss erection, in accordance with Stabilizer allation i a. „ REACTIONS. (Ib/size) 2=542!0-5-8, 7=383/Mechanical: Max Horz 2=126(LC 7). _ : Y Max Uplift2=-193(LC 8), 7=-119(LC 8) y Y FORCES. (lb) - Maxi Comp./Max. Ten. - All forces 250 (lb) or less except when shown. _ TOPCHORD 2-3=-826/163 {, - BUTTE COUNTY BOT CHORD 2-8=-203!558, 7-8=-161/558 � � t" r � ; e.. WEBS 3-7=-579/202 _ BUILDING DIVISION NOTES f. - f P P R O' ,4t' E D • 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.OpsF; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; cave=oft; Cat. II; - Exp C; enclosed; MWFRS (directional); cantilever left and right ex ( )posed ;end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 t ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) • 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. - •'r » 11 r 4) A plate rating reduction of 20% has been applied for the green lumber members. ` 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at♦joint(.) except (jt=1b) 2=193, 1 7=119. ..••k. _ . 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ LOAD CASE(S) Standard ;' L �, C� > QR�FESS/CO pN ' a� ` ' Lu C 60384 } r 4 r + ♦r -* P.06/30/16 ' ' � ;1. `, .. •, + T •� '�- 1 1'.r rw` _, t. •. f ` , 'r OFCAUF� . r,. r a r �, r _I •. " F September 9,2015 A. ® WARNING • Verfy deslgn parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE AID -7477 rev. 0211&2015 BEFORE USE. , Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an i divtdval building component. Applicability of design parameters and proper incorporation of component Is respormbllity of building designer -not truss designer. Bracing shown I„ WOW _ ' t is for lateral support of individual web members only. Additional temporary bracing to Insure, stability during construction Is the responsibility of the - ,y'IT®k' erector..Additiorwl permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fabdcotion, quality control, storage, delvery, erection and bracing, consult, ANSI/TPII GuolBy CrBerla, DSB•89 mW SCSI BukUng Componerd - - • _.,_ _. ,. _ ,- 250 Mug Circle � Job ITruss,, , ruse Type Qty Ply Potldn Garage I Guest House • K1394416 50454POTKIN 3 M2 „ r v , , •� . MwropRdr ♦ - - a r _ 1 ' _ - Job Reference o 'ona DESIGN ASSISTANCE, PARADISE, CA - - * [ - 7.630 S Jul 28 2015 MiTek Industries, Ine. Wed Sep 09 16:20:38 2015 Page 1 ID:pdwJYwIHVKpp2bcVNV706uymWp 83K60ACCIGzJMdP4MgQ?C_XyzZcgm?bTu73Y6YyflL6 5-M - 9.10.8' 7 _ 536 .. [ 4-7-3 ` ' SceJe = 1:22.6 • :7 •- - , • - 1 ' '. 4 4.00 12 i • , _ • ; . . 3 . 2 . q y y 2.5x5 = - i. _i'= • 1.5x4 -.I 7 6 .i r f s �� .. - .+• ; 3x6- ' r' ..5-35 . .. I 310.8 .. . .5-3-5 `- 4-7-3 ' LOADING (psf) SPACING- 2-0-0 ' CSI. • DEFL. in , (loc) Vdefi Ud : PLATES GRIP ? r TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.02 8-11 >999 240 MT20 _ 220/195 TCDL ' 11.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.04 8-11 >999 ' 180 BCLL 0.0 ' Rep Stress Incr YES WB' 0.17 Horz(TL) 0.01 7 _ n/a , `n/a 1 BCDL . 10.0 Code IBC2012rrP12007 (Matrix -M): ' Weight: 43 Ib FT = 20% *.,,• LUMBER- t •BRACING- + TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except - BOT CHORD 2x4 DF No.1&BtrG _ end verticals. e * WEBS 2x4 OF No.1&Btr G , ' , + BOT CHORD _ Rigid ceiling directly applied or 10-0-0 cc bracing. • 1, �, Fbe ek recommends that Stabilizers and required cross bracing r nstalled during truss erection, in accordance with Stabilizer allation i a. „ REACTIONS. (Ib/size) 2=542!0-5-8, 7=383/Mechanical: Max Horz 2=126(LC 7). _ : Y Max Uplift2=-193(LC 8), 7=-119(LC 8) y Y FORCES. (lb) - Maxi Comp./Max. Ten. - All forces 250 (lb) or less except when shown. _ TOPCHORD 2-3=-826/163 {, - BUTTE COUNTY BOT CHORD 2-8=-203!558, 7-8=-161/558 � � t" r � ; e.. WEBS 3-7=-579/202 _ BUILDING DIVISION NOTES f. - f P P R O' ,4t' E D • 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.OpsF; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; cave=oft; Cat. II; - Exp C; enclosed; MWFRS (directional); cantilever left and right ex ( )posed ;end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 t ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) • 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. - •'r » 11 r 4) A plate rating reduction of 20% has been applied for the green lumber members. ` 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at♦joint(.) except (jt=1b) 2=193, 1 7=119. ..••k. _ . 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ LOAD CASE(S) Standard ;' L �, C� > QR�FESS/CO pN ' a� ` ' Lu C 60384 } r 4 r + ♦r -* P.06/30/16 ' ' � ;1. `, .. •, + T •� '�- 1 1'.r rw` _, t. •. f ` , 'r OFCAUF� . r,. r a r �, r _I •. " F September 9,2015 A. ® WARNING • Verfy deslgn parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE AID -7477 rev. 0211&2015 BEFORE USE. , Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an i divtdval building component. Applicability of design parameters and proper incorporation of component Is respormbllity of building designer -not truss designer. Bracing shown I„ WOW _ ' t is for lateral support of individual web members only. Additional temporary bracing to Insure, stability during construction Is the responsibility of the - ,y'IT®k' erector..Additiorwl permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fabdcotion, quality control, storage, delvery, erection and bracing, consult, ANSI/TPII GuolBy CrBerla, DSB•89 mW SCSI BukUng Componerd - - • _.,_ _. ,. _ ,- 250 Mug Circle � Job ITruss,, , ruse Type Qty Ply Potldn Garage I Guest House • K1394416 50454POTKIN 3 M2 „ r v , , •� . MwropRdr ♦ - - a r _ 1 ' _ - Job Reference Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -1!16' For 4 x 2 orientation, locate plates 0-'n6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but 4e� reaction section indicates joint F E91 number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft4n-sodeenths (Drawings not to scale) 2 3 TOP CHORDS C1 -2 c2a WEBS 2U N,4 3 riJ G$ C67 C56 BOTTOM CHORDS 8 7 6 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR 1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 A. General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury Z i. Additional stability bracing for truss system e.g. O ■ q ■ diagonal or X -bracing, Is always required. See 1�5I.> 2. Truss bracing must be designed by an engineer- r - wide truss spacing, individual lateral braces theapives may require bracing, or alternative Tor 1 0 ppv- p bracing should be considered. W Z LA_ O 3. Never exceed the design loading shown and n 0 CL Ustack materials on inadequately braced trussesCL 0J 4. Provide copies of this truss design To the building designer, erection supervisor, property owner and all other interested parties. 5 5. Cut members to bear tightly against each other. 6. Place plates on eachfaceof truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative heated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 It spacing, or less, it no cefiing Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. © 2012 MiTek® All Rights Reserved t•� M!Tek e MiTek Engineering Reference Sheet: MII-7473 rev. 01 /29/2013 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Charles E. Harris, Jr. LAND SURVEYOR 908 Sixth Street Orland, CA 95963-1631 530-865-5567 a October 14, 2015l� 0 Mathew Amaro 453 N. Murdock Ave. Willows, CA 95988 Re:. Flood Zone Butte County A.P.N. 039-390-048 Dear Mathew: An examination of the Flood Insurance Rate Map (Butte County map number 06007CO505E revised on January 6, 2011) indicates the following: A portion of the land referenced above lies in Flood Zone AE. The balance lies in Zone X as shown on the attached plat. The source of the flooding in the Flood Zone AE is Comanche Creek (aka Edgar Slough). The limits of the flooding are shown on the referenced FIRM map and were determined from the Flood Insurance Study Number 06007CV000A, revised January 6, 2011. If you have any questions, please do not hesitate to contact me at your earliest convenience. Sincerely, E. BUTTE. COUNTY .� OCT. 212015 Charles E. Harris, Jr. NO. 49M DEVELOPMENT SERVICES Enclosures �F & S -aQ 6 93 STANLEY AVENUE _ EAST - 116.0' I I � I BUTTE COUNTY OCT 21 2015 DEVELOPMENT 4 SERVICES Q/s-aGaS A. P.N. 039 - 390 - 048 PROPERTY PLAT OCTOBER 2015 FOR SCALE 1" = 100' MARK POTKIN LAND 1392 STANLEY AVENUE, CHICO, CALIF. E N S�� BEING A PORTION OF LOT 81, STANLEY PARK SUBDIVISION SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA c- � PREPARE BY: N0. 4990 * �� CHARLES E. HARRIS, JR. OF CPY LAND SURVEYOR 908 SIXTH STREET, ORLAND, CA. 95963 w r (� N O p O A v H � O I 0 Z I PROPOSED HOUSE 43.0 09 42.0' 17 I BUTTE COUNTY OCT 21 2015 DEVELOPMENT 4 SERVICES Q/s-aGaS A. P.N. 039 - 390 - 048 PROPERTY PLAT OCTOBER 2015 FOR SCALE 1" = 100' MARK POTKIN LAND 1392 STANLEY AVENUE, CHICO, CALIF. E N S�� BEING A PORTION OF LOT 81, STANLEY PARK SUBDIVISION SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA c- � PREPARE BY: N0. 4990 * �� CHARLES E. HARRIS, JR. OF CPY LAND SURVEYOR 908 SIXTH STREET, ORLAND, CA. 95963 CD 'CD I } .j v 1 4. Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Facsimile www.buttecou nty. net/dds www.butteaeneralplan.net ADMINISTRATION "BUILDING * PLANNING MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices) listed below must be in place during the rainy season (October 15 through April 15) and may be required at other times based on weather and site conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long .x 15' wide by 6" deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside each drain inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. K:TBUILDINGT2011TApproved forms\Res Green Bldg. formsTErosion & Sediment Control Measures.doc t y � N Q. tF 'Ory Ir cr • I a+ A co03 _ N to 0 ! 3 Q cr l a ro 0000000000 t _ (3 c 3 -b n p 0000000000 0000000000 I • O 000 000000 (JI 3 3 r h h P � 3 • C tn 3 . �O '� A n S = £ f -GI 7 b I O • 3 fl O N JC' 3 C P N Q P O - P 3 C M p l �' .A•F I �3 p Q 3 3 m o Q �0 ¢ w • 1I fl _ CL a:) P 3 3 tp C n O O 3 Q < Z o- n a0i- °D M h s O co p !I 3 - IA r M M O p y K:\BUILDING\201 RApproved forms\Res Green Bldg. formsTrosion & Sediment Control Measures.doc 'Y. $a 3 1 a 0 I3 Butte County Building Department California Green Building Standards Code Residential VOC Checklist VOC COMPLIANCE CERTIFICATION ADHESIVE (NONE O) - —MANUFACTURER CALGreen LIMB" ACTUAL VOCs SEALANT (NONE 0) MANUFACTURER CALGreen ACTUAL VOCs ARCHITECTURAL COATINGS (NONE O) MANUFACTURER CALGreen ACTUAL VOCs FORMALDEHYDE COMPLIANCE CERTIFICATION PRODUCT (NONE 0) MANUFACTURER CURRENT LIMIT ACTUAL Hardwood plywood veneer core 0.05 Hardwood plywood composite core 0.08 Particleboard 0.09 Medium density fiberboard 0.11 Thin medium density fiberboard 0.21 All Carpet installed in the building interior meets the testing and product requirements of the following (check one) O Carpet and Rug Institute's Green Label 0 California Department of Public Health Standard Practice for the testing of VOCs - 0 NSF/ANSI140 at the Gold Level 0 Scientific Certifications Systems Indoor Advantage,. Gold O No carpet installed on this project I certify that the information provided on this form is accurate and that the materials used on this project comply with Section 4.504 (Residential) or 5.504 (Non -Residential) of the 2010 California Green Building Standards Code. Prim name Signature Date See other side o! page for VOC limits SITE PLAN Assess c. . -- { �' Assess C o- oxo y-� 1 - -- { �' ►- �. 0 0 w L �I Q Z G WI vj OC U. C1 0 0 W Uv oda0°.w 1 Z Z "D U- 4. rNN= 0 vaku OCOJ �0Z JQ �O N Jry, NJQ �NoZ� N WO a.Y 7- zU.0.U1 51 o74 O�OCNG ��a� V(W1��°W� aco LLv�v�' 'Xw �y C m 10 <::) Z 0-Z�-mw tiw C o- oxo 0 z <W N: M (D c P4 t! �{ o o rC .. W C ; m C- 0 o R . 0 0 �.J 0 a pww CL _D 0 Owner Name: valr�- P IG i h Site Location: 5-t-a1'1kf—y Ve , Contact Name: oLric- Phone Flood Zone: (iVN - SNa dCd Scale: Butte County Department of Developmental Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.558.7785 www.buttecounty.net/dds s �3d) s -Z L - 112 .1 = 4oI ber:00R]—DDD—DDD Scope of Work: zCjQ �0 wN� Permit # zz_ Q/ WCL UL Z 1- V, d <W IL Oz / X0 lsi�vUL LU ��-w-�K- 112 �z0t�} IU F- IL IL -1 (L N to Q J � V, i lu wi tS O p tS X w !z pww CL _D pwO�w w2 �� O�� O�zr} 'Xw �y C m 10 <::) Z 0-Z�-mw tiw Scope of Work: zCjQ �0 wN� Permit # zz_ Q/ WCL UL Z 1- V, d <W IL Oz / X0 lsi�vUL LU ��-w-�K- 112 �z0t�} IU F- IL IL -1 (L N to Q J Scope of Work: zCjQ �0 wN� Permit # zz_ Q/ WCL UL Z U w :3u2 Q Sw� z wnW z� � V, LU LU ZX Z UL w lu wi U-Ar�er-s iS w uz �W zOL XL L-A LU m� d W Z F- LU wK c��ec1 �1-J�ve_ IL-nnar ATn U w pr Q BOLL D zv2 z}C'SQ � I- y tS O p tS X w xQQO x lu0 w1LTIL w U-Ar�er-s iS w uz �W zOL XL L-A LU m� d W Z F- LU wK c��ec1 �1-J�ve_ IL-nnar ATn a. q V'o ,I VI 1 eve 2)G o y O I �y C m N � ° � r ° m a. q V'o ,I VI 1 eve 2)G