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HomeMy WebLinkAboutB17-2484 000-000-000 (3)BUTTE COUNTY OCT 17 2017 DEVELOPMENT SERVICES ,B»-atle6q RECEIVED OCT 242011 TRB AND ASSOCIATES 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4.407 www.summitchico.com Structural Calculations For: Client: Steve Buttitta - NorCal GBC Project: Leigh & Cassy Langerwerf Residence Address: 1203 Durham Dayton Highway, Durham, CA 95938 OQRpF ESS/pN C. Jj, �F LU �� 18 oy . PERMIT# 0-4EXP. 06/30/20 b� BUTTE COUNTY DEVELOP ENT SERVICES S'T CIV11. REVIEWED REVIEWED FOR OFC FOR CODE COMPLIANCE CSO NIPLI E to %2/%l DEC 07 2017 DAT BY TRB AND ASSOCIATES 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. F) COFY (31 STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2016 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL: CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN. AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE: C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED. STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING,.SCAFFOLDING, ETCETERA. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY COND(fIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE. BROUGHT TO THE:ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK/ FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING =1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE ATA 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%. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN T.0 DAYLIGHT. 1) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2016 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2016 CBC. 4. CONCRETE/ REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE 11 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 29S. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL.BE PER THE CONTRACTOR, SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING ASA SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH 113 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 AT 1S" 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. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: 115 BARS AND SMALLER: 1 116 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: VV' 1) 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. K) H5 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. BUTTE COUNTY BUI-UINC DIVISION A PuVED 2 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING Ya" APA RATED 32/16 EXPOSUREA, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 80 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: I%" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO, FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" D.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. WALLSHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737..BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICROAAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV.= 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSUS (PARALLEL STRAND LUMBER) SHALL HAVE FB = 3100. 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 Y-0" MAXIMUM AND (7) BOLT DIAMETERS MINIMUM FROM EACH END OF EACH PIECE. THE EDGE OF THE SILL PLATE WASHER SHALL BE LOCATED %" MAXIMUM FROM FACE OF WALLSHEATHING. 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 DFA N1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L 112 U.N.O. 4. 2X JOISTS SHALL BE DF -L 92 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L $12 6. EXPOSED BEAMS SHALL BE DF -L ttl APPEARANCE GRADE FREE OF.HEART CENTERS (06 AND'LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. 1.) 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 11% 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 2016 CBC TABLE 2304.9.1. B.)LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL -TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS.AND BEAMS SHALL BE NAjb T, j [� I I V ISI®N NAILS AT 6" O.C., T&B U.N.O: , B.) DOUBLEJOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SAPPROVED LOCATIONS WHERE TUBS MAY BE LOCATED.ADEQUATE SUPPORTSHALL BE PROVIDED FOR ALLOTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT 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" 3 6.4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME' POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR ATTHE 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 11 OF SAME DIAMETER WITH EMBEDMENT IMCONCRETE 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 -1N BRACES: LET IN BRACES SHALL NOT BE USEDTOR 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 LINO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16- OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT 'COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN,,INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8.1 PREFABRICATED. ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. C) MINIMUM TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSFAEDUCIBLE TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD,DEAD LOAD 8.PSF. BOTTOM CHORD LIVE' LOAD 1005F (NON -CONCURRENT WITH TOP CHORD LIVE'LOAD) TOTAL LOAD 38 PSF UPLIFT LOAD AS REQUIRED BY THE 2016 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 8-2 CUT AND STACKED ROOF FRAMING. A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE, CONVENTIONAL FRAMING REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CBC 2308.10). PURLINS, BRACES, INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT ARE CAPABLE OF: TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. THE FOLLOWING ADDITIONAL LIMITATIONS SHALLAPPLY: 1. RAFTER MAXIMUM SPANS @ COUNTY 1 ' a �/ A. 2X6 DF -L 112:V -G" BUTTE C®UN 1 T B. 2X8DFF-L#2:16- BUILDING DIVISION C. 2X10 DF -L #2:'16'-6" 2. MINIMUM BRACE -SIZE =. 2X6 APPROVED 3. MAXIMUM BRACE SPACING = 4'-0" O.C. 4. PURLIN SIZE SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O. B.) ITIS THE RESPONSIBILITY OF THE CONTRACTOR:TO PROVIDE THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES . AND.SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER.THE MAJORITY OF CONDITIONS,, BUT HAS NOT PROVIDED.ENGINEERING DETAIL.REQUIREMENTS FOR ALL CONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE. WITH THE LOADING CRITERIA. IF ANY SPECIFIC.ELEMENTOF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED.CONNECTION CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. 9. DESIGN LOADS A) ALL DESIGN. LOADS ARE PER:CBC CHAPTER 16, DIVISIONS 1, 11, III;AND IV'U.N.O. B) ROOF LIVE LOAD ZO PSF REDUCIBLE C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C PROJECT: —,1 " / `�'�� E) SUMMIT STRUCTURAL DESIGN ENGINEER: www.summifchico.com DESIGN OF PAGE FD DATE: U 1 ... ........ ,..__..._.__Q.<�...._ _. ....... ,._.......f-0 .<-' 12 1 _.........._._.._.._, - f _... ............. __. _ _..._..._..._ i#i _..... _. _._....._.�._._..... ........ ; ... i _ ........... ' _G8V„�,, _ _..... I I - - --- - - . .._--- I! . .. j i f4. i a --- ?� . _...............-��.-_............_...__.......: M _.I... ?21S...Q..il_ �� t -.. _ _ I_.. _f ! k{ i ... .. _ . ! I .._..._._... ..... _ ......... .._. .... . ..... ......... .._........ _ _._...._ ........ ....,_-._.�_.._,_.._._._..,__r_ � _...._ ___...__., _.._475 l= —Jy, I _ -ll MAr ------------ �H - a14- �iL[ - . 01 , I 1 i � 1 I 1 PRoJECT.r l - 2 J PAGE: tt SUMMIT STRUCTURAL DESIGN ENGINEER: W ' www.suinmitchico.com DATE: 1 DESIGNOF--c-�G•r t v i �----- ----- ._._ i 1 ._........ _... _ -..:_ .� r 1 SP' _ ........ --_.... .. ._...a _ ... _ I __ ......... _...;........ . ! l J r-{- - 1 _� All --€' -BUTTE COUNTY.. Li APPROVED Summit Structural Design Project: Page:. Engineer: Date. npsinn nf- MWFRS-Envelone Procedure (ASCE 7-10. Section 28.6) n INTY (ISION rED Conditions: 1. Simple Diaphragm - / QQFF)( i, I CASE a 2. Low-rise I (USE 0=0•) 3. Enclosed 4. Regular Shaped .5.Not_Flexible. AC SE. A 6. Not Subject to: a) across wind loading I b) vortex shedding c instabilityallu /flutter (9 p 1 i d) channeling effect. e) buffeting (upwind obstructions) 7. Approx. Symetrical .Cross Section With Flat, Gable, or Hip Roof d 450 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. 28.4-1, or the Torsional Load I' Casesdo not Control the Design: n r"- . r. O CASE A \ o;� (1) story and hd30 ft. or (: ASE iii (2) story max and light framed or �cE (2) story max and, flex. diaphragm L= 65 Long.. Bldg. Dim. (ft): -j 2aE= 13 ft. T= 77 Transv. Bldg, Dim. (fit) 2a"r= 1:3 - ft. V= 11.0 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor X= 1.29 Adjustment Factor KZt= 1 Topographic Factor Adjustment Factor for Bldg Height and. h= 17 Mean Roof Height (ft) Exposure, X o= 30.. Closest Roof Angle Mean Roof Exposure 5°,10°,15°,20°,25°,or 30° Ht. (ft) B C. D MWFRS'Wind Loads (psf), ps=LCF*X4Kzt*.ps3.0 15 1 1:21 1.47 Location ps, 0=0 ps, 0=30 Min. Net Ovhg. 20 1 1.29 1.55 A-110. 14.86 16.72 9.60 25 1 1.35 1.61 B-11`0 11.46 4.80 30 1 1--.Nni C-110 9.83 13.31 9.60 35 1.05 D-110 9.13 4.80 40 1.09 U Wig L L W7, E-110 -17.88 .6.42 -5:88 45 1.12 1.• 3 _.7 N F-110 -10.14 -10.14 50 1.16 A* III$ G=110 -12.38 5.57 -6.73 55 1 1.19 1.591.84 H- '_`110 -7.8 -8.75 60 1 1.22 1.62 _.1..87 n INTY (ISION rED 1 � PROJECT. - ? s"s;�1- Wv:;Ji: SUMMIT STRUCTURAL DESIGN PAGE:y ENGINEER: ��` www.summitchico.com DATE:DESIGNOFOF ��-�-e Y-� j� Q �-I (rev c,I o v�2.✓� -�- : 4- : 2� e I '2 . ! __2�. i ._.... �. ► C4....._._ ...... s....... ........ - --- 2 i ! 13} �2,2) i ._------ .._.........._.___..__......_...___............__._ .__......_. _..,..�_._� .__.., ..._. __. _...i.___._ C)co } -1 20: : — , I 2E : . ........... .... E E _. .... ...._.. _. _ _......_._I_ i...... BUTTE '- ' COUNTY I[�lU VISION _ iClv, , w E ...I ........ PROJECT: SUMMIT STRUCTURAL DESIGN ENGINEER: www.summitchico.com DESIGN OF L- PAGE: -J DATE: 10 1/ ` —1 l 4Lt _A X_. +, r- t I '-I _ 1 t) ., c -1 ) ------.77' 1 v - %_f •. � i.._......._-.._.........._..___.� ..._.. .._ �:..... i + ..__ .... 1 ..... .... .. I .......... .. i ! ! ! ! 1 ! j I _ _ L_E] •4 _+ ..... .... 1.._� ......................... ...._- _............. 4 1 GCD�1 �3 1 i i -- 1b -I C_ , ' , Li i f ( , t: , �IZ1 �i1 _ , : 'l Y ' 1 C • it i- t v I 2 G��i _.._....... _ _--- _._ i i I __j.. .. _ _ � -�� �" ! �g�_..y�� , 1 -�y e/ I DVI VE -1). IL . l 4Lt _A X_. +, r- t I '-I _ 1 t) ., c -1 ) ------.77' 1 v - %_f •. � 1013/2.017' r Design Maps Summary Report (JS'GS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.646480N, 121.74715°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III +:g -„>Ls ,e8y,y{Fr it w� "Ai o i `xy•�i x. �X ,� �ssr � �M�s�,{��r1�,Y=' 'NE ,C � `r. d ° Yr, l'µ�f©� z dv n� tr 3d a x yq y Y �.., r F t. �•�,�, a jar 1 �. t rt n 9' + �� + USGS—Provided Output. Ss = 0.611 g SMS. = 0.801 g Soy = 0.534 g St. = 0.269 g SM1 = 0.501 g Sol = 0.334 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. ruga �vit::� 2sJortC J�;ecksurn n a6t a4a 0.4'2 � a.sa cn ua: u:au u.0 aur: Osie t)e$dspansdSpecleurn Rerlod,T (see+) MR Altiiotigh this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the raccur.:dcy of the data contained H,,erein. This tool Is not a substitute for technical subject -matter knowledge. BUTTE COUNTY BUILDING DIVISION APPROVED https://earthquake.usgs.gov/cn2/desighmaps/us/summa,y.php?template=minimal&latitude=39.64648410580253&longitude=-121.74714892649213&sit... 1/1 Summit Structural Design Project: Pager Engineer: Dater 10/3/2017 Design of: Seismic Load, Development (ASCE 7-10) .......ROOF ..............:...............0.................i:........ Seismic Design Category D Ss 0.611 Mapped 0.2 sec spectral response Occupancy 2 S1_ 0.269 Mapped 1 sec spectral response 1 1 _ Site Class D' ;"FA In accordance with Ch 20. TL 16 SMS 0.80 Max Considered EQ 0.00 SM1 0.50 Max Considered EQ 6.18 i SDS 0.534. Design Spectral Resporise {0.2 Sec) 1 0 1 SD1 0.334 Design Spectral Response, 3.0 Sec 0.00 System Light Framed Shear Walls �► i 0.00 i R .6;5 Omega 3 Cd, 4 Ht Limit 65 ' Cs 0.08 12.8-2 . Max Cs 0.31 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 x 0.75 i 0.00 -Ta 0.17 Cu 1.4 Max T 0.23 No limit for drift ............:.r..............,...................................... Use T 0.17 Alt Ss 0:611 Ss may be 1.5 if 5 stories and regular ..............:..................................... 0.00 i 1...,..........,..........,...............................................,..:....:............1......,.......................i...........».........................i.................................. V= 0.082 `W Height to Roof (hn) = 1.7 ft :........0.00........:..............6.98.............1............0.00........... V_ 17.5 k Vert Dist Exp, (k) 1 2nd .......ROOF ..............:...............0.................i:........ 1 8 ? 17 1 47.75 811.67 0 35 6.18 6:18 ........ l i 1. 7th :..:...:............:.:............:.:.......................: 9 I 0 00 i a .....:.:........,..:..,... ... 0.00 i 0 00 ....: ..•.....s............5 0 00 6 18 i .::..... ......... .........d.............................. 0,00 6th ' 0 i 9 i 0.00 •. 0.00 0 00' 0.00 ;. 6.18 i 0..00 .....................................................................................,........l........................;......,..................................l..:.......:......:.......l........:..........:..:..:....t......:.:.....................:....:.:.:....:..................:... 5th 1 0 1 9 1 0:00 0.00 0.00 i 0.00 i p 6.18 a 0.00 ........................................................................................................................i......,...........:........•.............,..........................................................,......... 4th i 0 i 9 ( 0.00 0.00 0.00 i 0.00 _.......................... .. 6.18 0.00 ............:.r..............,...................................... _........................................................................................., 9 ..............:..................................... 0.00 i 1...,..........,..........,...............................................,..:....:............1......,.......................i...........».........................i.................................. 0.00 .. 0.00 :........0.00........:..............6.98.............1............0.00........... 2nd i 0 i 9...........i .........................„................... 0.00 i 0.00 € 0.00 i 0.00 s 6.18 i 0.00 1st 9 9 t 165.0{....1 1485.05 i.........0.65........:.............................;:.................................... 19.30 , ................................. 17.48 a 17...9 BUTTE COUNTY BUILDING DIVISION APP R®V D PROJECT: I 1 5 PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: A www.sLimmitchico.com DATE: DESIGN OF — - — - -------- . ........ ... . .... . ... .......... ..ff.. . ...... -1 Tj . ........... . . ........ B (5di ......... ..... . ............. cl .. ...... . ... .... .... . .... . ... ........ .. ...... . ... ..... ..... ... . ........ ....... .... ... ........ .. ........ . la (lvil .... ..... .... . . . . . . . . . . bl 55!4 Z-1 360 .. ... . . .... ....... . ------ ----- .4 Licl ...... j --I---!.__...11.-. . . ............. ...... -7 .. ........ ...... Tq....40 'OU Y� 'NT D1. Pi 3. ED`-- fA PROJECT.1 i - 2 5! PAGE. r' \3 -'-� SUMMIT STRUCTURAL DESIGN ENGINEER: AJ www.summitchico.com DATE: I C DESIGN OF I -n4 c ( c, I Lc) G ) De --/(f,1 O\ovv\ , ` j 1 121( _i. ..1 _ 5'bi-716 JR -1 I. I 4 1 r I) - : I I _.. ..... ........_ ` ; ..f. . •' ? 2��7 L 1 ....._._.1 ...._._._._.._._ _..... ........... ..........I....._....... ...... ._...._..: ..._._... ... _ ._._. ._._..'.._---._}l._ ......... ..._ -.. ..... ...... __ _.., ._ ...._. .. .... ............ i... __........ ___...: _._ .__..... _ .._. 114 -- �- - • - �-- i ........ , 1 ! I i k ' I I 1 • 1 i I _• i ' . ; I � I { jj Eul n i •___..{..__......_........._... ._..._.:--� __...... ..__. _...__�...._...._ 1 ..__.._..t_...._:�_._._...�_.._._......_._ j '__._ __...__.. .._....._...... _ .....ryl -_... ._. t f� i I 1 I Lj ,.� , , .... i Summit Structural Design Shear Wall Design Program Project: Location: Panel Thickness 3/0 Nail Length Panel Orientation Short Dimenslon Across oss Studs 671.el Embed Nail T* Type 8d Value Anchor l3q)d Diam. 1/2 3 Stud Spacing 16 In o.c. 1.50 Spec Grav Of Framing 0.5 100 Spec Grav Of Framing =C -DC -C, AF&PA NDS ................................"0.148........1.75....,......0.99......:. 3.25 ! Fnd Sill Plate Grade I DF -L 3.73 AB In 2X Sill 620 ..........4.........t ............. AB in 3X Sill 730 ....................... ............ 1 0 16-Innp . 11-11FIFLOR Date: 10/3/17 Units.(UNO): lbs, in Reduced Index # Nail Nail Length r-asiener Diam, Embed Cd NDSValue Value 1 10d 3 6 ................. . 0.148 1.50 0.84 118 1 100 ....................... .......... ......... ...... ..................................... ................................"0.148........1.75....,......0.99......:. 3.25 ! ......... 11 ........................11.8....... 3.73 . -.......11.6 : ,.... ..........4.........t ............. ............ 3.5 ............ ............ ....................... ............ 1 0 .............. 0.162 .......................1.;.00....,. ............................. ........................... 141 141 ................... 20d .............. .................................... 4 .......................... 2 . 4.9 . .. ....... 60 ....... T76 ......... .......... . ........ 0 30d4.5 . ....................... 2: 2.56 ....................... 0.207 ....... 5-66 ...... ........ i ... 66 ....... . ........................ ... 186 .......................... 186 6 0 1/4" Screw ....... ....... 11.0 ............ I ......... -, .0 ............... I ....... 0.25 ....................... ................ 2.00 1.00 ... ................ 220 1 .......................... 220 ........ I .......... I..... ....... 7 13/8" Screw! ....................... .......... ... .......................... ........................ o....... .......... .00 ...... .................... . .............. ......... ........................ 1.00 ............ ....................... 400 400.........8:..,.....400.:....... .................... 8 A�g I ... ................... NG . ....................... 1.52 N,o"t-e- 1 ...... !NG ........................ 766***--:'--' ............ ........................... ................ ................................i......................:.'.450 .... 9 ............. A34365 ...................... .... 1 ........... ............ ...... ............. ..... ! ....... ........... ....... ......... 91,74-wifill Edge Nail Alowable SW Joint Fastening SW Joint Fastening AB Spacing (ft) 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with same edge nailing BUTTE COUNTY BUILDING DIVISION A P P R 0"" V E 0 Loaa- r-asiener t;onO A Iona tj t-astener Gond A. Cond 8 2X Sill 3X Sill 6 ................. . 260 ................... I ........................ 2 7.1 ..................... 0 8 1 20.8 0 3.17 3.73 4* ........................ 350 .......................... .................... 2 5.3 .............. ....................... ............ 1 0 I ............................... 8 11, ..... 15.4 . . I ........................ 0 ....................... . ....................... 2.77 4, Note 1 ............. 380 ..................... .......................... 2 . 4.9 0 .................... , 8 1 14.2 0 ............... 1.09 * . ....................... 2: 2.56 Note 1 ..... .............. 490 ... 2 .... .................... ........................ 0 ...... ......... 8 .......... ....... ....... 11.0 ............ I ......... -, .0 ....................... 0.84 ............. I ......... 1.98 2, Note..1.i .............. '44 .... 646"* ­**'4 ... 2.9 '5**6** 0 ........... ........ !"I'll, 8 ..................... ........... 8.4 ...................... ... .0 ... ................... NG . ....................... 1.52 N,o"t-e- 1 ...... !NG ........................ 766***--:'--' ............ ........................... ........... ............................ 8........;:.......7.1 ...... .... 1 ...... ............. ................. 1.28 33, Note 1 i ....................... .............. -9130 4 ... ... ..... F Kole 2****I*­­­*�­'­ F ....... ........ ;99 .22, Note 1 i 1266---!*---- 4 . .... Zit ........ .....Note -- 2** ............... 90.76 ........ ....... 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with same edge nailing BUTTE COUNTY BUILDING DIVISION A P P R 0"" V E 0 �s Summit Structural Design Project: Engineer: Design of: Shear Wall. Framing Light Framed Sheathed Shear Walls Resistive Aa5 'Sill rho= Lalbral W3H Attachment Attachmen Shear Wal Load Load LM91h L=± Length. Load Modfic.a0to EdgeNail Wall ftm 2wAi 4i[L) A,2 Wind 3545 Moo 1 i.*Ob : -11.00 322 1 1.00 1- 4" ............................... . .... ................ ............. I ................. ............................... 1 �Seismic 2207 ................... .............................. . ............................ ..................................... 201 1.00 . ....... ....... ........... 6" A,1 Wind 7418 17.25 i 17.25 11725 430 0.67 2, 4/4 ......................... ....... ....................... ............................... ............................................................... I ............................ ........................ ...... .................................... ...................... Seismic 5231 303 0.67 311 13, 1 nd Wind 4525 9.75 9.75 1 9.75 464 0.67 4/4 ............ I .................. ............................... ............................... ............................... ......................................... i Seismic 1946 ..................... ...................... . ....... ... i 200 . ............................... 0.67 ....................... 4" C,2 Wind 3173. 11.50 11,50 11.5.0 ................ 276 1.00 1 411 ................ ........... .............. ............... ............................... Seismic 2207 . ....................... ....... .................................................. . .................. i ........... .................................... -92 1.00 ............................... 611 C,1 i Wind i 9609 :i 17.25 17.25 17.25 1: .557 1 1.00 2#0 .................... ............. Seismic ; .......... ...... 4364 . ............................... ........................ ......................... ...... ­ ...... ! ................ ........... i 253, ................ 1.00 . ....... 6" D Wind 4010- 12.00 12.00 12.00 334 1.00 i 4" .................. ............ ..... .................... ............................... . ..... ............ ........... .................... Seismic 944 .......... * ......... ..................... 79 ............ 1.00 . ............................... 61' Wind i 1981 11.25 11.25 11.25 176 1 1.00 6" ..................... .......... I .................... Seismic 1 1284 ................. 114 ................ ....... . ..................... 1.00 611 2,1 Wind 3577 10.00 10.00 1 10.00 ! .358 1.00 4" .............. A .................. 40 .......... ............... Seismic 1 ............................... .................... t ......... ...... ........... ....... ........... ................ ....... ....... I.- .............. 1584 158 1 1.00 6" 3,2 Wind 2190 :1 16.00 16-.00 1: 16.00 1 137 1.00 .................. .. 6" ............... I .......... . .................... I .......... ............... ; .......... ............................................................... ............. I ................ . .... ............ 1, ............ ..................................... 1 3 ............................... Seismic 2207 138 1 1.00 611 3,1 1 Wind 81 99 15.25 15.25 I 1 15.25 1 538 1 - 1.00 2" ........................... . ............................... .................... ................. I ............ ............ .............. . ....... :.............I........... . 1.3 .............................. ...... .......... ............. Seismic 4112 270 1.00 4" 4,1 Wind - 3017 15.00 15.00 201 1.00 6" ............................... ................... I ........... ...................... Seismic . ....... 1066 ................ ........... ................. I ............. .............................. 71 1 1.00 ... . ............................... 6" 5,2 Wind 1 843 . 1 19.50 19.50 19.50 95 1.00 61- ...................... ........ . ............................... ......................... Seismic 2207 ............................... ............ ...; ............... . ..................... I ................................... ....................... 113 I ............ 1.-00 . ............................... 6" 1 & 6,1 i Wind 2635 16.50 16.50 16.50 160 61f ...................... ................... ............................... Seismic 4440 . ....................... ......................... ................................ ..................... . ............ ........ 269 0.67 311 BUTTE COUNTY BUILDING DIVISION APPROVED +. ; � 4 ••:..n 1' y ', 4, y. T.esr. "�'.h.y�KU • n .. .�A. + I - - a •. - +`== uplift) Overall,', Resistiv Gravit . b- QI • x h M • t• l*endth, `Length: Load y r 1 Moment Moment WaLl ine' Case ` A2 Wind 16 00 1 00 i 200 8 28360 Summit Struc#ural Desian_4 �.,,.. 263 A,1 Wind ! 3 00 3 00 225 i 9 11611 1013 365,8 ... ... ......: ........ Projectf i ,Seismic Engineer ,, 101.3Al . Desi q n of Shear Walf Stabilit 12531 727 _ s ... ..... ... ....: :..: _ ....... ... ...... ' :Sos= ;:0.534 Overturning ' +`== uplift) Overall,', Resistiv Gravit . b- QI • $ gh� Nei • Load. l*endth, `Length: Load Height` Moment Moment WaLl ine' Case ` A2 Wind 16 00 1 00 i 200 8 28360 ! 25600 ....... ...... .... .i. ....... .Seismic ' 17656• ; 25600• �.,,.. 263 A,1 Wind ! 3 00 3 00 225 i 9 11611 1013 365,8 ... ... ......: ........ , i ,Seismic $188 - 101.3Al '52 - 6,1 Wind 3 00 3 00 500 ! 4 9 12531 2250 727 _ s ... ..... ... ....: :..: _ ....... ... ...... , ... ...... y Seismic; ! . 5389 2250 #402 G,2 i Wind 11 50 11 50 200} 8 ; 25384> ; 13225 7517 :.: ......... ....... .... ...: :...:.. ....., . ... Seismic' ..... 17656 ... , 13225 1 a C,1 ' ! Wind 11 50 _ 11 50 225 i 9 i 57654 14878 4�237 .............................. ....w:. ....... ,.... _. ,: ' Seismic; , 26184 ; 14878 t 1,5g�7 € D,1 i Wind 6 00 6 00 20Q 9 18045 ; 3600 2647$ ...... .. ....... ..... ....... • ....... , ,.... _... ...... , Seismic ! 4248 3600 393 1,1 Wind 11 25 11 25 i 300 ...... ...... _ ....... _k ,,..:. w.,.. 9 .... 17820 18984 wt i ' 572 Seismic; ; ] 1556.,! 1'8984 2,1 Wind-. 10 00 10 00 300 i 9 ' 32193 15000'2319 .. , Seismic; ; • i. 14256 1:50Q0.: a w 63<6ft 3 2 Wind 16 00 1`6 00 275 ` . 8' 17520 35200225w E ...... ............... ....... w... [ ..... ..................... • .'Seismic , :... . 17656_ 35200 w , 3,1 Wind 7`50 7 50 450 9 3629fi 12656 8n26Q .......................r :.:... .... ...... .. ...... ... E Seismic _ .. i 18201..... ..i , ; 12656' , 4,1 `Wind 15 00 = 15 00 i 30.0 9 27153 33750 �j60 ............................ ..... ... ..:... .. .:.... a.... r r .......................................7c Seismic- t , i .9594 .. 33750. _5;4? � 5,2 Wind 14.00 9.00 275 ! ... ...... ...... ..................................................... 8 6805. ! 269508 9 Seismic ! 8149 26950• 4 ; '5,1 & 6,1 Wind ; 3.0,0'. 3 00 300 :...... 9 4312 1350 ....... ................................................................_...................................... .....AM . ...... Seismic ; ; i • ..... .. 7265 1350 21I8,5�! PROJECT: ENGINEER: Al DESIGN OF SUMMIT STRUCTURAL DESIGN www.stimmitchico.com Dr G cr �L- PAGE: \ —I DATE: I Q/ k j i �n ........... ..... .. . ......... . .. _...L. 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PROJECT., _ S ENGINEER: f "V DESIGN OF SUMMIT STRUCTURAL DESIGN www„sLimmitchico.com TD,(” -(--:k Z. i C PAGE: � b DATE: c)/I j 1 Ira C, I . ... _. f � / 1. e {�t , 44 ice'@I l ��"" 1tUI^� � 1 ••�1}/�', �. ,. . ......... . ..... ... ... . ..... . .... ��- ....... . ... ........... ........... . .. .......... . .. ' I G : 1 � fJ.r �.__1�. ► _ice t ! i I i _....._. EE __... . a— _.... . .... _.... ___....: f I i 1 f ! ....- ......... _..... ....... b . �.. - - _ ....... _. . .. { ...................._........._._..... ......... ... ...n._._ ( : 1 _ ._.. - ........ I _.. I . —1_.__3 I ., _.. ._... _ f — — --- UVF I k_,__. _ ._-- --...._._ r , PROJECT � � — 2-5S RAL DESIGN PAGE: � ! SUMMIT STRUCTURAL /t- .r 1 O 1 ENGINEER: �` ti www.summitchico.com DATE: DESIGN OF �-y f C, G 1t I t i ( i I I , ...................... .-. ........... Jj ... I ` ..._. .. I t , . ......... - .. ... ......... t = I -- - , t i I - _. �.�" I b�------+�, - _ - _ -_ •, fir,_._ , v , ..,: _ n"_- g .. �\ ROOF FRAMING , PAt i i _....4..... �,__ :-- , 1 f.. -- T % -COUNTY t __ ...�.......I.._.. 1...___: __._._._l._._....... _._._._ a. I.... ... ..... .... . ..,.. ... _.. _...__...-.__:.._.......... ............ l .......... --.; :......_...i ................; .._.i ........ .._ __.._t I I i I I t � - i PROJECT. zloll PAGE: -40 -A Q�-J SUMMIT STRUCTURAL DESIGN ENGINEER: AJ www.summitchico.com DATE: 10/k DESIGN OF t�ap ............ ...... .. . .. I r -- ----- - --- SEF FLOOR FRAMING .......... .. ...... .. B ........... ...... .. . .. I r B ........... PROJECT. -7 - 2 SS PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: AT www.sumrhitchico.com DATE: DESIGN OF l,r &P01, F UNDATION LAN 01, .- P . ............ _.......e._.... i 1. PROJECT. w 2 j"7 r PAGE' -~ SUMMIT STRUCTURAL DESIGN ENGINEER: www.summitchico.com DATE: 10 ) 13 DESIGN OF &-nyk-4 V S 1 • I i _ I t.... t_ . i I , , I D.I f _ ( ! .. . ? �l� i , - - U TF eeNTY f i t 1_®®N �3 VISION i I ^� i { f 1 ! ! I i E i - __ ..... . PROJECT: I y SUMMIT STRUCTURAL DESIGN ENGINEER: AvJ wWw.summitchico.com DESIGN 4Frl w1 < 1 PAGE: DATE: C� _..._... ..._._.. f -----------_... _............. . 9L __h.,...17. ,t p ... __..... _. J j -2 �6 1 _I it : f-_.__........_..___......_._. ___._.. 2 , _ ! L.. .... .... ....... _..1 ---._..._..._ _.,._.__ _ _..__.. ,o� - 3 Ps i 31 IY�Qs o� 1 , ........ .. . ......... ...... _ s I ... f wi _....., ..._ ....._............. 1 _.. ............... , cl IUNTY tt1. ��_ i i , , ...... ...................... ... 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PROJECT. • � —� � � � � � �,� 'SUMMIT STRUCTURAL DESIGN PAGE' 2 � ENGINEER: ���1 www.summitchico.com DATE: DESIGN OFavv, s� , • f I ii 11 Ii , <cA..T.� i.. _ � r.. Ll __ ... , _•f i ' ...._..�._ I _� � !� - - _I i ({. �� t , d. E i i I . .... _ 20Ps _V ;. -._I. I , t : ' I ........... . t • , - _7 f j I i !.. ' _ ' T.�...1.1N1 IVIS Its ..... _i._.....� ......... t I _.......' f I ._...._._ G� f S � COO t 1, I✓ `I ►.._,.. ,� i f .....__..__�._._........._.__._... ... ....... ._........... ..... __._ L,.. ,..____ _._._�..---f— --� ! 1 d PROJECT.- 2 PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: www,summitchic.o.com DATE: DESIGN OF Cnrck\/4,1 ------ YO ... -- • - - - - - 0 . . ......... ........... .......... . .. ..... . ............ Ll L L .......... r .... . ..... ...... . .. . .... . .... ..... . .. .. j t blbOl . ......... . ..... . ... ... ... .......... rl .......... ...... ... ... .. .... 21 12. F), .......... . . ........ War ...... . . . ...... .. . . ... . ..... . ........... T ...... ........... ............ 2 Ll 2+( . ........... ....... ...... t. .... ......... 77— bl j ., _. .. -���._ ...-. �... -.., .. ....... ..... .... ... . .......... . ........ .. ... ... .... . .. . ... .. ..... . ...... . .. UN TY - . ....... .. ...... ........ ..... .. ....... .... ............ ........ ........ WILE .... . ..... P PR' VED" . .... ... .. ................ . ........ .... .. ..... .. . ........ ... ................ PROJECT: I 2 S 5 � PAGE-: � V /� (' SUMMIT STRUCTURAL DESIGN —7 ENGINEER: Ay www,summitchico.com DATE: 1 DESIGN OF G r ct v; e.0 YN- S. t (- d C� i i I i j �__.:._ _._ _.. _.._....... _.. _ n. I I I � TT j , t ' � -'- ._... . i r I 2 0- n (Y�,l0. i > : t i................... _.... __.............._...._�....._«..._...-...._.._._._................_._..'...._._......_... y - _ �._ . I I -.... _i ...._.J..._..._ ......_ _............. ...... ..... I ; 1 ` ...�..........�...,.....'..... .._.__.-__f-----_.___....I... .......... 1_.._.••-1—._ I ! t , ._..• , .. t .. _. ..... _ ._....._._._ _..__. _.._.. ......_'.- I . 1 • � 1 ..._... 1...... ._.�.__._.....;_._._.._......-'-"'-'--'---_E_.-_._..«_•__.._.......... ........ __.___�.....-`-• _... tj _ e 00, TIE QQUNW I .. 1 ( t III ! I I �y ! i t i , t: i I . _ t 3 , i , , I i rt - COMPANY PROJECT WoodWorkso sorny,04romw000 owc,14 061.4,201713:36 17-255 Bt Design Check Calculation Sheet WoodWork6 Sizer 10.1 ILoads: Load Type Distribution Pat- Location (ft7 Magnitude Unit 30.34 Bearing: tern Start End Start ..End Roo Dea 'Fu Area Beam 3034 tl .00 +-.pS Roof LL Hoof constr. .Full Area 7241 'Anal/Des 20.00115.00)x' sf Maximum Reactions (lbs), Bearing Capacities,(lbs) and Bearing Lengths (in) z9 10'$.9" Unfaciored: Dead Roof Live 1437 1597 _ 1437 1597 Factordd: Total 3034 30.34 Bearing: Fv .. - . Capacity .Fb' - 1.681 fb/'Fb' a 0.72 Beam 3034 3034 Supports 3241 7241 'Anal/Des 0.65 Beam 1.00 1.00 Support 0.94 0.94 Load Comb ¢2 42. Length 0:88 0.80 •Min, req'd. 0.88: 0.08 Cb 1.00 , 1..00 Cb min 1.00 1.00 Cb support 1.07 - 1..07 Fcjs.cu - 6251 1 625 Timber -soft, D.Fir-L, No. 1, 6x10.(6-1/2" X9-1/4") Supports: AII- Timber -soft Beam. D.FiWNo.2° .--- Total length: f0'-7.8'; Lateral support: top= 24 bottom= at supports; [in) Analvsls vs. Allowable Stress (psi) and Deflection (in) usirin NOS 2012: _..Criterion Analysis Value _Desi n Value Ana lsla%DesO"7n Shear" Fv Bending(-) fb; = 11219 .Fb' - 1.681 fb/'Fb' a 0.72 Live Defl'n .0.15 = L/872 0.3.5 - L/360 0..41 Total Dcfl'n. 0.34 = L/371 0..53 - L/240 0.65 Additional Data: M6TORS: F/Eipai)CD 'CH Ct _CL CF Cfu CrOf rb-_•<:.Ci Cn Lc FV.' 170 1.25 1.00 1.00 - - - - 1:00 1.00' 1.00 2 Fb'+ 1350 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.1.00 1.-00 - - - 1..00 1.00 - E' 1.6 mi.11.ion: 1.00 1..00 - - - - 1.00 1..00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 92 - D+Lr, V - 3013, V design 2553 lbs: Bending(+): LC 02' a D+Lr, M = 7966 lbs -ft Deflection: LC. 12 = D+Lr (live) LC 02 - D+Lr (total) D=dead L=live S=snow W=wind 'I=impact Lr -roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 /-IBC 2012. CALCULATIONS: Deflectlon: El = 580e06 .lb -int ^Live° deflection = Deflection from all non -dead loads (live, wind, snow.:.t Total Deflection = 1.501Dead Load Deflection) + live Load 'Deflection. Design Notes: 1. WcodWorks analysis and design Oro in accordance with the ICC' International Building Code (IBC 2012), the National Design Specification (NDS 2012); and NDS Design Supplamenl. 2. Please verify that the dofauli deflection limits are appropriate for your application. 3. Sam lumbdr bending members shall be laterally supported according to the provisions of NDS:Clause 4:4.1. COMPANY PROJECT Woodworks. s0mvA9e roe 1v0o0 V*StGJv Oct 4, 2017 13:43 17-255 B2 Design Check Calculation Sheet Woodworks sizer 10.1 Loads: Load - Type' Di-atribution Pat- Location (ftl Magnitude jjp- Unit Factored: Total2417. ' tern. Start End Siert End Root DL as - - Fu Area ..00 (. 0-.. 1 ps Roof LL Roof Constr. Fu11..Area 1110 .20.00(10.501' �sf. Maximum Reactions, (lbs), Bearing Capacities (lbs) and Bearing. Lengths (in): r 121;1.411: SO 12'-0.7., Unfactored: Dead Roof '.Lt.vo 1145 1272 Value 1145 1272 Factored: Total2417. Anal4sis/Desi ri(. - 2417 Bearing.: Fv* CVIF.V,, u. Capacity fb - 1110 Fol = Beam 2417 Live .Defl'n 2417 supports 2582 L/3 Go 2582 Anal/Dos -0 . _40 a. L/357 0.60 = Deam 1.00 - 1.00 Support 0.94 Design. Notes: 1. Wood Works analysis and design are In accordance a41h the ICC Inlemalional Building Code (IBC 2012), the National 0.94 Load comb 82 3. Sawn lumber bonding members shall be laterally supported according to the provisions of NDS Clause 4.41. 82 `Length 0.70 0.70 .Min req'd 0.76 0.70 Cb 1.00 % 1.00 .Cb min 1.00 '1.00 Cb support 1.07 1.07 Fcp sup -625 625 Timber -soft; D.Fir-L, No. t, 6x10 (5-1/2"x9,-114") Supports; All - Timber -soft Beam, D.Fir-L No:2 Totsl length; 17=1.4'; Lateral support: lop= 24 bottom=.at supports;. [In) Analvsis vs. Allowable Stress (DSII and Deflection (in) uslna Nos 2012.: Criterion Anal ais Value Desi h .Value Anal4sis/Desi ri(. Shear fv Z Fv* CVIF.V,, u. Bending I,j fb - 1110 Fol = 1.687 tb/y,Fb' 0.66 Live .Defl'n 0.17- L/040 0.40-= L/3 Go 1 P. i3 Total Defl'n -0 . _40 a. L/357 0.60 = L/240 0,67 Additional Data: N FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC9 rv' 170 1.25 .1.00 1.00 - - - - 1.00 1.00 1.00 2 Flo 2350 1'.25 1.00, 1.00 1.000 1.000 1.00 1.00 1.00 1..00 - 2 Fcp' 625 - 1.60 1.00.' - - - - 1.00 1.00 - - E' 1.6 million 1.00 1:00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear :-LC 92 D -Lr,. V.P. 2406, V design " 2086 .lbs aending(r): LC I12 a DLLr,:M - .7252 .lbs -ft deflection: LC N2 = D+Lr (live) 6C 82 = D+Lr (total) D=deadL=live S=snow W=wind 1=impact Lr -roof live Lc -concentrated E=earthquake. All LC's.are listed in the+Analysis output .Load combinations: ASCE 7-10 % '15C 2012 CALCULATIONS: OLCULAlon: EI m 5e0e0G.lb-Ln2 �s e��� ���� �I "Live" deft tion Deflection fromtal.l non -dead Loads_ (live, wind, &now.-) Total Deflection 1.50(Dead Load Deflection) 4- Live Load Deflection.EV g 1 111 DING N �y wi Sinm Design. Notes: 1. Wood Works analysis and design are In accordance a41h the ICC Inlemalional Building Code (IBC 2012), the National ,,pp�yy, Design Specification (ND 2012 , an NMDe&i'7t pt roenl 2. Please verify that the default deflection limits aro appropriate for your application. ��� 3. Sawn lumber bonding members shall be laterally supported according to the provisions of NDS Clause 4.41. ' COMPANY PROJECT WoodWor'ks' Oct. 4,.201713:55 17.255 63 • SOf71VARF rf)R WOOD OCS/CN Design Check Calculation Sheet , Wood Works Sizer /0.i ILoads: Load Typo Distribution Total Sainting, Hn9nitudo 'Stott Snd Unit 0=0 UL D.�d lull San. 4553 P. Ranf LL Roof conati. lv1'S lire.'20.00(17.501• In Tctnl Ou 11!n paL ee11 OL Deed Full Arai.20.00 Support (2.001• poC PL DL Dood Point .Length 906 lbs' PL Lt. Roof const- Point CA 1007 lb. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing_Lengths (in)': unfactored• 'Daied2259 .Root: Llve Factoicdi - 1298 2095 2112 Total Sainting, 4553 9200 Fu' 170 1.25 1.00 1.00 - - 1:0(1. I, y Fv Sanding i4l San. 4553 4208 Suppoiis 4563 4495 Mal/Deo Tctnl Ou 11!n i. Beam1.00 - ' 1.00 Support 0.99 0.09 Load comb e2 .Length .1.32 1.32 Hlh ieq'd. - 1..32 a.2 7.2- CA 1.00 1.00 Cb ml'n 1.00 . 1.00 Cb auppart 1.07 -b25 1. U7 Pc ai 625 Tlmber-soft D Fir L No. Suppoddc.All Ttmber so9 Beam -D:F.Ii-L N0.2' Total length 0•-85 Lateral support; top- at supports bottom= at supports: Analysis vs. Allowable Stress (psl):end Deflection (in) using NOS 2012: - Criterion - lAnnlysts .Value ' Deelrn Value Anel ate/Dans ri'+ 7 oer ' Fu' 170 1.25 1.00 1.00 - - 1:0(1. I, y Fv Sanding i4l tb a 1270 PD• LG67 !b/rb• L1Vo DoEl'n 0.09 <L/999 0.32_. L/360 0.29 Tctnl Ou 11!n 0.23 = L//99 �O.4a = L/240 0:'4e Additional Data: s FACTORS, F/Elpoi)CD CH Ct CL CF cf. Cr Cf" Cl. Cn LCA ' Fu' 170 1.25 1.00 1.00 - - 1:0(1. I, 1':00 2 Fb'4 1350 .1.25 .1.00 1.00 0-9118 ):.000 1.00 IAD 1.00 1-.00 - .2 yip' 62500 1.00 - - - - 1.00 1.00 - - E' "r, mint.. 1.00 1.00 - - - - 1.00 1.00 - 2 E.tn• 0.50 .1111on 1,.00 1.00 '- - - - 1.00 1.00 - 2 ' CRITICAL LOAD COMBINATIONS: Shear I LC 12 = D1Li, V - 4514, V d-19. 3014 lbe 8endln9(4): LC 02 = D4Lr, H - 12320"lbs-Lt D0fle tlonr.LC 02 geLr '(11va) - LC 02 1i41t .(total) i D�dood 4=11.vo ry+vind Teimpact;Lr=.roof. levo La Concentrntod yroartliquato All LC's era lteted,.ln tho Analysis output Land coMlnnclannr AGC,. 7-10 / IaC '2012 CALCULATIONS{ Dtflac tf0nr El '= 3094e06 lb -int /� 'Li.ya' dalloctfon a pall nc[lan. Crom ell non-dmd ioade Vivo, wind, enoi�l 1 v ���`�� COUNTY ��� Total DeElnctton = .1.50IDoad load Dofloction) 4 Llvo .Load Doflaction. ' A A.I1 A ®Ar�A A Notes: u f d V tlftanalysis EDesl,n and design aro In aceordanco Win the ICC Irnomatlonal aullding Code (IBC 2012), the National Design Specincalion (NOS 2012), and Nos Deslgn Supplemen a.`SvSrl".hat the default do(leollon 11nills areappropriate:for your opp0eallon. bonding mombois shall be lotoiolty supportod atrnrding.to the lWns NDS Clause 4.4.1.Ar y11NbAymBor pib- of 'f1A...`�Q9� COMPANY PROJECT Woodworks® sOMVARE FOR WOOD Df1t6N Oct:4,201713:59 17-25584 Design Check Calculation Sheet Wood Works Sizer 10.1. I Loads: Wad ,Type Distribution Pa N .tern Location (ft) Start End Magnitude Start - End Unit Roor uL - Dea Partial rea Fv' 170 1.25 1.00 1..00 - -- - 0.04 6.54 18:00 T.0)^ ps, Roof 2 DL Dead Partial Area 1836 6.54 14.04 '1.0.00 (6.00)' paf Roof 2 LL Roof constr. Partial Area Beam 6.54 14.04 20.00 (6.00)+ psf Roof 1 LL Roof constr. Partial Area 0.94 0.04 6.54 20.00 (3.00)'i par PLDLDead Length Point 6.54 341 Its PL LL Roof. constr. Point 1..00 6.54 379 lbs , s aouway Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in): 5" �2 Unfactored: Dead Roof Live Factored: 669 744 Value 673 925 Total. Bearing: 1.413 Shear I750 Capacity Fv, m Fv' 170 1.25 1.00 1..00 - -- - tv -v = 9.22 Beam 1719 1042 1758 Supports 1836 Live DCrl'n 1878 Anal/Das 0.47 -. L/360 0.44 Beam 0.02 1.00 1.00 Support' 0.77 CRITICAL LOAD COMBINATIONS: 0.94 ' Load comb 02 fl2 Length 0.50• 0.51 Min roq'd 0.50' 0.51 Cb 1..00 1'00 Cb min 1.00 LC 02 = D+Lr (total) 1...00 Cb support 1.07- .1.07 FcP sup 625 ����� ���� 6?5 Timber -soft, D.FIr-L, No. 1, 6x10 (6.1/2"x9.1/4") Supports: All - Timber-sofl:Beam, D.Flr-L N0.2 Total length: 14.-1.0' ; Lateral support: top-- 24 bottom= at supports; [in) Analvsis vs. Allowable Stress fosO and Deflection (In) uulnm tinssni7 Criterion Mal ais Value Desir, Value Anal ais/Desi n Shear tv LCI Fv, m Fv' 170 1.25 1.00 1..00 - -- - tv -v = 9.22 Sending(+) fb = 1042 Fla 1687 fb/Fb' -- 0-.62 Live DCrl'n 0.21 a L/82,0 0.47 -. L/360 0.44 Total Dofi'n . 0.40 -.L/349 1.00 0.70 - L/240 0.69 Additional Data: FACTORS: F/E(psi)CD CH Ct CL CF Cfu Cr Cfrt CS Cn LCI Fv' 170 1.25 1.00 1..00 - -- - 1.00 1.00: 1.00 2 Fb 1350 1.25 "1.00 1:00 L.000 1.000 1.00 1.06 1.00 -.1.00 - 2 Fcp' G25 - .1.00 1.110 - - - - .1.00 '1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear: LC 02 O+Lr, V = 1750, V�dealgn = .1504 Its Bending(+1: Lc 02 D+Lr, H " 6008 lbd-ft Deflection: LC 02 D+Lr (love) LC 02 = D+Lr (total) D=dead live S=snow W=wind I=impact Lr -roof live Lc -concentrated E=earthquake ����� ���� ,L All are listed in the Analysis output Loa d,comcom binatlono: ASCE'7-10 /,IOC 2012 \�/! ��` ,��� CALCULATIONS: ����®I�� T1,iv CE ion: E1 = effect ib -int "t.i vc" drfloction =- Deflection ti on from all non -dead roads (live, wind, snow..) Total Deflection = .1.50( Dead Load Deflection) + Live Load Deflection. ri �� Design Notes: 1. Wood Works analysis and design are In accordance with the.ICC International Building Code (IBC 2012), the NationalDesign Specification (NDS 2012); and NDS Design Supplement. 2. Please verify Thal the default deflection limits are appropriate for your application, 3. Sewn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT � OCU -4.2011-14:05 ;7.255 a5 WoodWorkSi sotTtvAar rou iv000 nesirm Design Check Calculation Sheet Woodworks Sitar 101 I Loads: Load Type' " -- Distribution Vat- ca rn Location Itti SE -1, end N"",tude Start Grd Unit Door DL Don "'11Area B.OUi l.. U)• p4 Roe!' LL Root' conatr. Pull Area 7422 "20.00)19.00)! pat Floor Li Ll vo Pull Area .Ueam 1.00 10.00 15.00)+ psf Nell OL Ueod. !till Ateo a.s7 Load comb 20.00 (1..00)• -pot PL DL D.W. Paine 13.50 2229 1bo PL LL. Roof, conntr. P. 3. o0 13.50 2477" 11,48 Maximum Reactions (lbs), gearing Capacities (ibs) and Bearing Lengths (In) r 16'1J3' 33 Untactoredr Dead Li Vo poo[ LLve Factored. 3316 1637 .7534 4020 1647 5174 ToteL Beating: 7224 - 9994 Capacity -7226 'Oram 7994 Supporca. 7422 10245 Aaa1/Deo . .Ueam 1.00 .1.00 Support' 0.97 a.s7 Load comb 23 44- Length2.02 2 N ln coq'd 2.02 210 Co 3. o0 F.00 Cbmin 1.00 I.. 00 Cb oupport 1.07 1.07 'Fe 625 625 Glulam-Unbal., Waist Species, 24F -V4 DF, 57112"x13-1/2" 9 lamination, 5-1/2' maximum width, ' Supports: All - Tlmhor-sen Room, D.Fif-L No.2 Total length: 16'4.8., . Lateral support: lope al;supports, bottom- 61 wpports: Analysis vs. Allowable Stress (psl),and Deflection(In) using Nos 2012 Criterion '. And! nia Value Deoi n-- Value Ann! oro/Dec{ s oar' v.= v. tv ev 9. .aentl3.ng(+1 fh 7309 Pb' + 2082 fb/ W'.+ U.aO Live .11-110.40 m L/4B1 0.54 = L/360 0:74 T.thl nafl.'n 0.30 L/3]9 0.01.+ 0240 p,72 Additional Data: FACTO RSI F/C(p.i)CU CN Ct CL CV Cfu "Cc Ctct net.. C..Cvr .LCB r„' z65 1.25 1:00.,1:00' - - - L.00 .00 '1.00 / 13r'+ 2400 1.25 1.00 1100 0.961 1.000 1..00 1.00 1.001.00 3 Fcp' 450 - 1.00 1.00 - - - - 1,;00 ` C' t.d million 1.00. 11:00 - - - - 1.00 - - \ 1. Rainy' 0.05 million 1.90 L 00 - - - - 3.00 - - 7. CRITICAL LOAD COMBINATION-: Shoar I LC 14' D.L1, V 9907, V dp.Lgn 0900 Lha 0..dLng.(+)r LC 03 - D*.75i LrLc)., N'+ 32349 1154 -ft 11 floctlonr LC. 93, D+.75f Lf Lrl ill-) 'k 03: Di.75.(1iLr) (total) U -dead IPIivo 5+snow "wind laimpaet.Lee r+roof livu Lconeant rated K -earthquake. All LC's n2' .ladted 1n the Anniy48l3'output. Load cool Luntiono: ADCC 1-10 V'I.DC 2012. CALCULATIONS: DetleetLon: CI + 2030.06 lb -1n2 "Live" dotlection - Deflection .fcem .1.1 non-doad Load. (lay., uInd.. ����� �® I� Total nefloction- t tj 0.5aillead-Load Defl.ection+ Live Load Detlotilon.- tl Design Notes: _ I I. Wood Works analysts and design arc In accordance wilh MG ICC International Building Gado eSC 2012), the:Notional Design Specification (NDS 2012). and Nos De3J2n-upplomLnL 2. GLULplonsWaxyed Iha! Uo darauldlWx 'clan limits mra-app1op11olIt 7- your and m nasi _ - 3. Glulam daslan veiues are formalorfals conforming'lo ANSI 117.2010 endmonufOUurad In aaoldonce wllh AN -I A1B0.1,2007 1. GLIAAM: Dxd =-equal Ittaatlih x o4uel de A: 5. Gfulam Beams shall be laterally oupported according to the provisions of NO$ Clause 3.3.3. AP 6. OLULAM: boxing length basod on smaller of Fc000nslon), Fcp(coml'n). E COMPANY PROJECT - WoodWorks' Oct. 4, 201714:14 17-2.55136 ROFl1VARP AOR N'OOD DffIGN Design Check.Calcula,tlon Street' woodwarks sizer 10.1 trt4re rM Load Typo Distribution pnt-- tarn Locnti.on 11t) Nagnituda .stmt End Start End Unit 00 oo rull A... Capacity 0.0 9: )- po Roof LL Roof conn ir. Full. Area, support$ 20,00(19.a01' psf Floot LL LA- Bu11.Acea eon. 40.00`(S.eOI: pof wa11 DL Dead Full. ,}ran 'Load coob 20.00 11-.00). paf PL DL Dead Polrit Min aeq'd 2.65 2229 1ba PL. LL Roof conscr. Point c"1.00 2.65 2477 Lb, Maximum Reactions (lbs),. Bearing Capacities (lbs) and Bearing Lengths (in)': .B° �4 Onfa cto ced, Dead3022 Ll -028 Roof L,va 3266 � 2190 024 2351 Factored, Total 6289 _ 4500. 2[v Fv• Bonding l+l Capacity Pb'• 1670 W/!b' 0:01 Benin. 6209. 4560- support$ 6717 4692 na A1/Dan 0i0 11.00 - eon. 1.00 i.00 'support 0.94 0.94 'Load coob 14 N3 Length 1.83 1.33 Min aeq'd 1.03 - 1.37 Cie 1.00 1.00 c"1.00 1.00 - 1.00 Cb aupport l.07 1.07 Pe *up 625 625 Timber -soft, D.FIr•L, No, t, 8x12 (6.112"x11.114" ) Supports: All - Tlmbor-so I Boom, D:HrL Not Total length: S'.1r: ' Lateral support: top='et suppoAeCbollom=.at supports: Analvsls'vs. Allowable StressUsi) and Deflection.(in) usino"NDS 2012: Ccitorion TA lyaia'Value 10aaiqn value Anal oio/Goal n s oar' v • 2[v Fv• Bonding l+l tb 1"406 Pb'• 1670 W/!b' 0:01 LL Pan, 0.07 " <L/999 0.21 - L/300 0".27 Total. Defl.'.n 0.10 ". 'L/553. 0.41 • W24 0i0 Additional Data: �FACToA.7: F/¢ipal)CD CM Ct CL Cr Clu C[ Cf,, CS Cn LCN 'Fv' .170 1.25 1.00, 1.00 - - - 1-.00 1':00 :1.00 4 Fb'+ .1350 1.39 1.00 1.00 0.99D 1.000 1.00 1.00 1.00 11.00 - 4 Fc p' 625 - 1.00 1.00 - - - - - 1..00 .1':00- - ¢' 1.6 mll.l.l.n .1.00 1.00 - - - - 1.00 31.00 - 4 train' 0.58 mLlli.n 1.00 "1.00 1.00 1.00 e CRITICAL LOAD COMBINATIONS: She., , Lc 84 D+Lr, v:• 6232, v daaign -- 5462 lb. Oandingf+)t IC 14 D+Lr, M 13503 lla -ft 4 Oef.1aati on, LC Y4 - 04Cr illyo) LC 14 w• D+I.r -total] q��n e� Ail ad L?ll vn Le -roof 11Vd L'cuconcentiatad ¢nen cthquake 116.AB Q`,A_ BUTTE i1\,dA lated in the A11 LC'a era llatad In the Anolyala. output - ' toad aorrblnatlo- ASC¢ 7-10 /'I5C'2012 CALCULATIONS: �yp•�p BUILDING ��yp p�yq aLCULA Lanl ¢I - 1014006 tib-.lnl NNIS -LLvo' dofleeiion Dofl.action�trom all non -dead loads (live, wind, Total Dofleer.Lon a 1.500ead Load Deflection) + Live Load Deflection./j [�® Design Notes: I I_ , n n� 1. Woodworks analysts and design are In eccortlonce wUh the ICC 1nlamallonnl Building Cada (ISC 2012). the National Design Spoclfleollon (NOS 2012). and NDS Design Supplement. 2. Ploose verify Owl the default'daneolon 11mils are appropriate for your application. - 3. Savor lumber bonding members shall be laterally supported according to the prwislons:of Nos Clause 4.4.1. COMPANY PROJECT Q)WoodWork I sosOrF%VAaf roa WOOD DES A Oct. 4;.201714;16 1)•255 D7 Design Check Calculation Sheet WaodWorks�Slzer 10.1 I Loads Load - Type Dfatribution Pat- Locatlon(Ptl Magnitude Unit Factored: Total Dearing: 441 tezn Start End Start. End 401 F. oor'ut, Dea 1 Area- u ps �- Floor LL Live. Ful.1 Aron 20.00 sf Maximum Reactions (lbs): 1 Unfactored: Dead Live 241 241 Design Valu eAnal 24). X241 Factored: Total Dearing: 441 Vr .e. 1 1u 401 Capacity M - 21.60 .. M/Mr o 0.51 Supports 090 0.45'n L/-00.0 890 Mal/Des '0.50 - L/430 0'.90 L/240 0..56 Support 0.54 All Lt's are listsd In listed the alysie output Ap 0,54 Load comb 02 CALCULATIONS: Ddflectian: EI 952606 lb -int K� 1,64e06 lbs 02 Length0.50' Total Do lection 1.50(Dead Goad Deflection) +.Live Load. Deflection. 0.50• Min re q'd 0.50 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the Notlonal Oesign Specincallon (NDS 2.012). and NDS Design Supplement, 0.50' Cb support 1..1'5 Please contact the manufacturer for o custom I•joist 1.15 Fc sup 025 625 I -Joist, APA.PRI, PRI -40, 2=112"x14" Supports: All - Timber -son Boom; D.Fir-L N0:2 Floor Joist spaced at 16" cic; Total length: Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion Anal sis Value Design Valu eAnal sis/Desi n 'Shear Rm 0 Vr .e. 1 1u V Vr = 0. u Bendingli) M - 21.60 Hr 4&70 M/Mr o 0.51 Live Defl'h 0.20 =<L/999 0.45'n L/-00.0 0:.45 Total Defl'n '0.50 - L/430 0'.90 L/240 0..56 Additional Data: .FACTORS: F/E CD CH Ct CL CF Cfu Cr Cfrt Ci Cn 11C Vr 1730 1.00 - - - - - - 1.00 - - 1. Mr+ 4270 1.00 - - - - - 1..00 1.00 - - 2 El 459.0 million - - - - - - 1.00 - - 2 CRITICAL. LOAD COMBINATIONS: Shear: EC 02 - D+L,. V - 980 lbs. Bending(+); LC 02 m D+:L, M - 2.160 lbs -ft Ooflect_ion: LC '02 - D+1. (live) LC 02 - D+:L (total) D=dead L -live wind I=impact Lcr;oof. lava LCLconcentruted-E-earthquake All Lt's are listsd In listed the alysie output Ap TY Load combinations: ASCE 7-10 / IBC 2017 ����� ���� CALCULATIONS: Ddflectian: EI 952606 lb -int K� 1,64e06 lbs ��I����A �����p®� 9Gsi: 9 "Live" deflectIon � Deflection from all non -dead loads (11vo, wind, snow-): Total Do lection 1.50(Dead Goad Deflection) +.Live Load. Deflection. AMM ®cy,� q Cmp Design Notes: r%F F I 1 0 y L, 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the Notlonal Oesign Specincallon (NDS 2.012). and NDS Design Supplement, 2. Please verify (hot the default doflecllon limits aro oppropr(ato for your application. 3. Wood Works Sizer provides preliminary estimates for I -joist design. Each wood I -joist producer develops its own proprietary design values. Please contact the manufacturer for o custom I•joist version Of Sizer or Other 1-j0181 design software. 4. FIRE RATING: Jolsts, wall studs, and multi -ply members are not rated for'nre endurance. COMPANY. PROJECT WoodWorks ®Oa. d. 2017 14:20 1T-255 Bit wi Design Check Calculation Sheet WoodWolks Slur 10.1 Loads: Load Type Dlatributlon Fac- Location Iftl Magnitude �11 torn Start Psr Startoar LOe12121 1'pFloor LL Live Pull Asaa C0.00114.Oo1• 'T' .tory Width It"I Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Longths'(In) : M 3 unf.octo -di Dead Live 1225 2451 Supports: All - Thnber-soft Beam, O.FD•L-No.2 1225 2454. Factored: -r" 3676 - 3676 Ycacingr Cepaclty _ Criterl.n Analysis Value Leel n Value Anal ala/Deoidnl atom .3905 3905 Ouppocta 3116 3676 Anal/Dos 0.53 atom 0.92 0.92 Support. 1.00 FACTORS: F/E1pn11CO CM Ct CL CV Cfu Cr Cfrt C1 ca .LCI 1.00 Load c.- tl2 lb" 3100 3.00 - 1:00 1.000 h OA - 1.00 31:00 - - 2 62 Long tb 1.52 1. ¢' 2.0 ml titan - 00 - - -- 1c00 - - 2 1.92 Mi. rog'd '1.52•' CRITICAL LOAD COMBINATIONS; 1.52•• Cb 1.00 pending'[-)- I,C 02 - D+L, N - 7014 Ilia -ft 1..00 Cb m!n 1,00 �� 1.01) CL auppatc 1.11 ������®� 1.12 Fc aup 625. 625 .LVL n -ply, 2.OE, 310OFb,1-3/4"x9.1/4" , 2•ply.(3-1/2"X9.114") Supports: All - Thnber-soft Beam, O.FD•L-No.2 Total length: 5'4,0"; Lateral8uppod: (op= full; Wtom- at supports: Repalldve factor.. applied whero.parmllled (rotor to onitne, help); Analysis vs. Allowable Stress (psi) and Deflection (in) ..big NDP 2012: Criterl.n Analysis Value Leel n Value Anal ala/Deoidnl 5n ear v'• Fv v tV 0.4 Mending Hl !b - 1879 Fb' • 3212. .fb/Fb' • 0:58 l:ivo 0o ll'n 0.15 - L/604 - L/360 0.53 .0:29 Total Dof1'n 0.26 • L X0.43 a L/2/a 0..61 Additional Data: FACTORS: F/E1pn11CO CM Ct CL CV Cfu Cr Cfrt C1 ca .LCI 1. 205 1.00 - 1.00 - - - - 1.00 - 100 2 lb" 3100 3.00 - 1:00 1.000 h OA - 1.00 31:00 - - 2 F.P. 750 -- - 1:00- - - - 1.00 - 1. ¢' 2.0 ml titan - 00 - - -- 1c00 - - 2 ¢miny' 1.04 milllon - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS; sheer : LC 02 n Dr L, V • 3623, V design • 2923 !ba pending'[-)- I,C 02 - D+L, N - 7014 Ilia -ft On(lectlonr LC 42 = D4L Intal tS 'Y2 • a�L ttotall ���� COUNTY �� p•doad L•llvc �S•ano" tf. tact,) •impact f.r�roof live Le•eancnnt ca ted ¢•m rthquake PB Load eoablnn r.i-ona. ASCE 7-10 / iNC'2012 All LC'n are In the Ann Lysis output BUILDING ������®� CALCULATIONS: Oe.P l.ec tion: El' = 231.06 lb-i.2/ply 'Live" deflection Deflection from all non-duad loads hive, vltd, anow...l Total Deflection - 1.5010cad Load Defi.octlon) 1 Live Load Dofloction. ( ,g �(/] Design Notes: 1. Woodworks analysis and design pro In accordance with Ilia ICC International S illding Code (IBC 2012), the-Nellonal Design Specification (NDS 2012), and NOS Daslon Supplement. 2. Please verify inns Ilia default dolloctlon-limits aro,apprepnato for yaw application. 3. System factor KH may not apply to riofd•assombled.mulli•ply. booms. 4. SCL•BEAMS (Slnictural compositor Lumbar): Iho,allached SCL selection Is for proliminorydesign only. For final member duslpn contact your local SCL manufacturer. S. Size factors vary from one manufactutor 10 anothor (Of SCL mmartois. They Can bo changed In the. database editor: 0. BUILT-UP SCL-BEAMS: contact manufacturer for connection details wban loads aro not. applied equallyto all plys. 7. FIRE RATING; Joists, wag studs, and mmunitionllFplymunition aro not rated for ilia'andumnco. ILoads • COMPANY PROJECT Q).WoodWorks' Ocs. 4.2017 14;23 17-25580 SOrnVARF FOR WOOD OISICN . Design Check Calculation Sheet Woodworks Si2or 10.1 Load Typo Distribution . Pat- tern Location itcl Magnitude start End start - End unit loo v roe Oeoc .d 1 ps roof LL Root const[. Pull M. Anal/0ae 20:00(16.001• paE Wall. 04 Dead Full Acon auppocc 211.00 18:001•. pet Flo*, DL Dead Full Area .i W 2001 .00 18:001' p.t Floor LL Li- 1. 1'.Area t:ti 40',00 (11,00).:.t.. �11�'(]rgl) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) t(r-11.2• 37 udr atwod: Dead ;ta vo Roof Live Fnct0reds 5149 2710 2?!0 5149 2710 2710 Total. OrZ:ing: 9211 92.14 pacity v _ Oeoc 10319 - 10319 Supp.[[. 9214 9224 Anal/0ae Total.Detl'n 0.81. L/210 D.am 0.09 0.89 auppocc 1.00 1.00 Lee! comb 13 03 .i W CALCULATIONS: 2:62 Min ceLengthq'd 2.62'• G.•• t:ti 12. �11�'(]rgl) Cb min I:'00' 7.06 Cb'aupp. [t 1.07 1.07 L.A. a G25 G25 LVL�Jn•ply, 2.012, 9100Fb, 1.214"x12 -U2", 3 -ply (6-114"x12.112"), Supports; AII- Timber.=R Scam, D.FIr•L No:2 Total length: l6'-11.2% Lateral support: top- rug. WOW- at wpponr.'Repetilive factor. applied_w1laro permitted ((afcr to online Imp); Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2012 t Criterion IAaLysiss Value 106sion Vol uo Anal el'a/Deal n 5 e 1 Je v BpnAin1(41 to .e-2846 Ib' • 3205 tb/Fb' • 0.89 Live DO C1'n 0.49 L/406 0.56 L/3E0 0.09 Total.Detl'n 0.81. L/210 0.81 • 4/210 0.96 Additional Data: FACTORS; F/E(po1ICO CN Ct C1, Cv CIO Ct ctrt ci cn LCs Is'. 205 ' 1.001.00 - 1;00 - 1.00 a Fb'♦ 3100 1.40 - 1.00 1.000 0.99 - 1.04 1.00 - 2 750 - k.00 - - - - 1.00 jF E' 2.0 million - 1.00 -- - - '1..00 - - '3 eminy' 1.04 million - 1.00, - - - - 1.00 - - 3 ' L LO CRITICAL COMBINATIONS: Shoat r LC 12 Df L, V 7757, V do.lgn " 6609.1,ba eaflectiont LC A2 D�LD#,. N • 724Ilive)-2t ®CN Do Lloct ions LC A3' • Df .75(L1L[) Iliv.l' At„JEI BUTTE COUNTY O 4C A.3 De.751L.L,1 Itot1li�a qt 0•doad•1Plly. Seanou a"wind 7•lmpaet Lt.toot llvu L-ancentraced E•veethquake All IA:'. ate Listed In [tie 'Anyol-utput e p ' BUILDING 'd DIVISION � g�� Loatl.ca Llnutlane: ASCE 7.1ol 0 / InC 2012 .i W CALCULATIONS: 0. El.eti.n: Ef 570.06 lb-.in2/ply "L1 ve" da tlueeion - Do Lloccion from all. non -dada load. LLSve,. wind, .n..:.) Total deflection • 0:501Dond Lead Defloctionl f Liv. Load Oa Eloctlon. �11�'(]rgl) Design Notes: 1. W000Walks analysis and design two in accordance WRh the ICC International Building Colo (IBC 201?), the NatlonafDesign SpoeiQealinn (NDS. 2012), and NDS Design Supplement, 2. Please verify that the default deflection limits are appiapdate for your appilcalion; 3. Syslom factor KN may not apply to 11010-as:amblod mu01-ply uooms. 4. SCL-BEAMS-(Structural Composite Lumbar): the attached SCL aolaction Is for preliminary daslgd only. For fine f momhor ddsign CONod.youi load SCL manufacturer; 5. site factors Very from am manufacturer to another for SCL materials. They can bo..chanood In the daleboso editor. o. BUILT-UP SCL-BEAMS: contact: nldnuladiuref for connection details when leads aro not appiladdquaoy to all plys. 7. FIRE RATING: Johns, well studs, andmulli•ply members aro nor rated for Oro endurance. .. -..J .. may..}��. ..... WoodWor'k ® Oc1.-;"1?1.2o 17.251010 .!0F?%VARf r0R WOAD DUMN Design Ctisck,Calculatlon Sheaf WOodYlok. Lha 10.1 Maximum Roaations (lbs): a.ar 0!\•J Live F -n1 Liv Vf 1V1d' I - - 1.00 '• GO •u 10 f1. Gi ,.J- OnaclnOE Lf 197.0 sl 1'l ion - - -� -� - I.On - 9 ���ISI®N CRITICAL LOAD COMDII/ATIOIL. BUILDING LI k [ p L Y yb 11 V-1.01-11 IA Ib D L IC LI 1 UG Ikn•I[ 0 1 L^ DL I/ 1 IU f ���gmmaww,p /��pmD p `11 1Vfl : LL b 111 > £IO•y!a[tn' Mal/Dx•C LC [ 1 11 'J Jti'L 11 'c+[ M 1 Iry t L .f.11v.'ir.•c.:l ✓•�il.�tY•J Lie. r'tivl�+i:u qll Lf.'a e, xa Jn the Msl f'iio xu[lis � ' ��p 890 �i9 I...vl :vnnln.r. i+.n•n 0..xC,G 1'-10 / II^: :r'I: CµLULATIOND; U.fLl • .5!v0:. i' -,j1 9. I.O.vOb ILJ Ir4r..a ll^:ticnr •I.n•� Ivt•• lip:i • oc 17 v.t1:M. : r:nNcaD 1•+:vi (liver '.rtri,lr a -+�) 4JeJ «m+ rtl: 'Toll 0nf 11lo[.1e0 - 1.9U IUu. J 1401 1.'ot la:ticnl I.I:+o 1,••,I IVfl.�: tf<n. ..U• 14 "In Y.0'd 7. v1....,.r1•ny l!o a.L„Jl a.rl[amn ala. w.W I'tw. roJvw aOfwt.11Rit 0:00• wv 7. Waw7Hmte 5hn'poAOn n.e,wW7 ll.in brl#[idMbn..Eun woa011711! F. W &4*.91—pr.WA ya0vkj-PI. .A awmlou-10.-Nn d o Frn r. �. RATQIO! . W.8 014.:YnA-* nmbme Analysis vs. Allowable Stress (psi) and. Deflection (in) "nq N007012. Additional Data: o rALTnca: vi r.co e! tt el, Cr rr :1 n, es La IAJ Vf 1V1d' I - - 1.00 '• ����� �OUNTY rlr' 'J:7U 1.00 _. •. 1.1!A I.r.•i - 6' Lf 197.0 sl 1'l ion - - -� -� - I.On - 9 ���ISI®N CRITICAL LOAD COMDII/ATIOIL. BUILDING LI k [ p L Y yb 11 V-1.01-11 IA Ib D L IC LI 1 UG Ikn•I[ 0 1 L^ DL I/ 1 IU f ���gmmaww,p /��pmD p `11 1Vfl : LL b 111 > ytvly(r Lj LC [ 1 11 'J Jti'L 11 'c+[ M 1 Iry t L .f.11v.'ir.•c.:l ✓•�il.�tY•J Lie. r'tivl�+i:u qll Lf.'a e, xa Jn the Msl f'iio xu[lis � ' ��p V•.J Pei.t„rn01le^%U/$. Y.•I.rD ��r L'i L[.. :� 'Catt.rn I.a'1fr.'I.LIn CC In I...vl :vnnln.r. i+.n•n 0..xC,G 1'-10 / II^: :r'I: CµLULATIOND; U.fLl • .5!v0:. i' -,j1 9. I.O.vOb ILJ Ir4r..a ll^:ticnr •I.n•� Ivt•• lip:i • oc 17 v.t1:M. : r:nNcaD 1•+:vi (liver '.rtri,lr a -+�) 'Toll 0nf 11lo[.1e0 - 1.9U IUu. J 1401 1.'ot la:ticnl I.I:+o 1,••,I IVfl.�: tf<n. Design Notes: I. WoaARav: wry. ea awDrl.r. N ecwWK. wC11 uw ICC lnlwrwib:wl eWJ4ry Lel,. o0C 701?1• IL. nuw:w! O.Mpn OWUh. IRDD TDIYI• MW r 02 D -r a'r Mnwm. 7. v1....,.r1•ny l!o a.L„Jl a.rl[amn ala. w.W I'tw. roJvw aOfwt.11Rit wv 7. Waw7Hmte 5hn'poAOn n.e,wW7 ll.in brl#[idMbn..Eun woa011711! F. W &4*.91—pr.WA ya0vkj-PI. .A awmlou-10.-Nn d o slm aeMl•WN d.1g..ufawFIRE �. RATQIO! . W.8 014.:YnA-* nmbme COMPANY PROJECT WoodWorks SOFr%VARF FOR wOOO 0151CN. Oct; 4, 2017 14:33 17-255 811 Design Check Calculation Sheet WoedWorks Slzer 10.1 I Loads: Load Type DistributionPat- 361 722 Location (ftj Magnitude .Unit 1003 tecri Start End Start End Joist .F oar UL Uoa F1 1. Arco .1312 Supports 20:00 ( .D, pat Floor LL Livo FV11 Area 2394 fb/Fb' " 0.2.1 -40.00 124.0}! paf Maximum Reactioris.(Ibs), Bearing Capacities (lbs) and Bearing Lengths.((n) 1 Unfactored: Dead Live Factored: 361 722 361. 722 Total 1003 1003 Bea rinq: Capacity tv a Joist 1712 .1312 Supports 1211 1211 Anal/Des 2394 fb/Fb' " 0.2.1 Joist 0.02 0.02 support' 0.09 0.09 Load comb 42 fi 2 Length L/240 0.50' Win req'd 0..50' 0.50" Cb 1.00 1..00 Cb min 1.00 1.00 Cb support' 1.11 1.11 Fc su 625 625 I LVL n -ply. 2.0E, 3100Fb, 14/41")04", 2 ply(3-1/2"x14") Supports; All. Timber -soft Beam, D.Fir L No.2 Floor joist spaced a124.0'i cf i Total length 48';0.5": Lateral support top= at supports, boltdm- a[ supports; Repetitive factor. applied. where permitted (refer to online help): Analysis vs. Allowable. Stress (psi) and Deflection (in) uslno NDS 2012: Criterion Anal si3 Value DeV Value AnalEIs=esin Shear tv a = 6 v IV To Ben ding, j+l fb = 510 Fb' a 2394 fb/Fb' " 0.2.1 Live Defl'n 0.12 = <L/999 0.60 - L/360 0.20 Total Defl'n 0.21 = <L/999 0.90.- L/240 0.23 Additional Data: FACTORS: F/E(psl)CD CM Ct CL CV Cru Cr Cfrt Ci Cn LC0 Fv' 205 1.00 - 1.00 - - - -. 11.00 - 1.00 2 Fb'+ 3100 1.00 - 1.00 0.743 0.98 - 1.04 1.00 -- - 2 Fcp' 'I50 - - .1.00 - - - - 1,.00' - - - E' 2.0 million - 1.00 - - - - 3,.00 < - .2 Eminy' 1.04 million - .1:00 - -- 1.00 .2 CRITICAL LOAD COMBINATIONS: COUNTY Shear LC 92 4 D+L, V :1000, V dosi'gn 938 lbs BUTTE Bending(+j: LC 112 = D+L, M - '4060 lbs -ft Deflection:. LC 02 = Ott, (loyal B IL®I�G DIViS10' LC 02 U+ = L (total) o•� D"dead L=live W=wind I=impact Lr -roof live Lc -concentrated F.=earthquake. p 9 S=tood All LC's are listed .in the Analysts output. p`�!7 Load combinations: ASCE 1-10 / IBC 2012 CALCULATIONS: Def.loction: E1 = 000006 :Lb-in2/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total. Deflection = 1,SO(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis ond,design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specificallon (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection* limits are appfopriate:for your application. 3. System factor KH may not eppty4o field -assembled multi -ply beams. 4. FIRE RATING: Joists, wall studs, and multi -ply members.aro not rated for fire endurance. 40 Wrfeccored: Dead Ltve COMPANY PROJECT Factored: Total Q)�'WoodWorks' 622 Capacity .V� - l Oct, 4; 2017 14:41 17-255B12 622 Design Check Calculation; Sheet M WoodWorks Sizer 10.1 Support Loads: . 1.00 Load - Typo- Oiet.rlbutlon Pat= tocstlon Ift.) magnitude 'Unit N2 tern •. St'ar't.. grid '5tarC End Length E oar DG Dca � u'. Area 20: O psf 0.53 Floor LL Liva Fula Aron Maximum Reactions' (lbs): sP 1.25 1,25 F su 625 625 "Minimum bearing longth governed y the required width of the supporting member. -Jolst, APA PRI,. PRI-30,1-1W'x14-7/8" Supports: All - Timber -sof 'Seam, D Fir -L No.2 Floor Joist spaced at 16" e/o; Total length; 15'-6,5"; Analysis vs. Allowable Stress (psi) and Deflection (in) Using,NDS 2012.: Additional Data: FACTORS: F/E CD' CH Ct CL CF Cfu Cr Cfr.t Cl Cn LCN Vr 1420 1..D0. - - - - - - :1.00 - - 2 -Hr+ 4170 1.00 - - - - 1.00 1.00 - - 2 EI 271:0 million - - r - - - .1:00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC R2 _ D+L, V = 620 lbs 6andinq.(+): LC 92 �. Di L, M 2.a03 lba-ft Deflection: LC 'R2 D+'L (1'ivel ����� D=dead L-Llve S=.now W-wdnd..T=impact. Lr -roof live L.C-concontrated E=earthquake ����� Al.l LC'r. .ed thu An/ output inatilist SC toad combinations: ASCE. 7-.1:0 / IBC 1012 ISC d`.A. V 0!� BUILDIN^ DIf, IS101M CALCULATIONS: Deflection: ctI = lb -int k'* eflvct non-de6.1ba "Live" deflection Deflection from all non- foods (lava, wind, anew...) .Load � P o� Total Deflection 1.50(Dead-Load De fl'ectfon) + Live 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 verity that the default deflection limits aro appropriate for your application. 3• Wood Warks Sizer provides preliminary e&Iimales for Igoisl design. Each wood 1 -foist producer develops its own propiiatary design values. Please contact the manufacturer for a custom 1-joi6t vorelon or Sizer or other 1 -Joist design 'software., 4. FIRE RATING: Joists, wall studs, and multi -ply members aro not mtod for fico endurance: Wrfeccored: Dead Ltve 207 915 - ZOT .415 Factored: Total 622 622 Capacity .V� - l Supports 622 622 Anal/Des M 2403 Support 1.00, . 1.00 Cosd comb N2 N2 Length 0.53 0.53 Hillreq'J .40.00 sP Wrfeccored: Dead Ltve 207 915 - ZOT .415 Factored: Total 622 622 Capacity .V� - l Supports 622 622 Anal/Des M 2403 Support 1.00, . 1.00 Cosd comb N2 N2 Length 0.53 0.53 Hillreq'J 0.57'• U.S9" cb support 1.25 1,25 F su 625 625 Criterion Anal. sis Value Desi ri Value, Rn a'1 sis/bestnn Stiear .V� - l r � '10 'V' Vr _ ` 0'. Bending(+1 M 2403 Hr 4170 M/Hz 0..59 Clve Dof.l'n 0..37 a L/507 0.39 m 'L/480 0.95 Total Dafl'n 0..69 L/290 .0.70 = L/240: .0'.83...,.. COMPANY PROJECT WoodWo rks® SOMVARFfOR WOOD DESIGN Oct. 4, 2017 14:48 17-255813 Design.Check Calculation Sheet Wood Works Sizer 10.1 I Loads: Load Type Uistr.ibution Pat- Location (r.t) Magnitude Uirlk 2098 tern Stark. End Start End. Floor .Des 'u rea Beam 2096 0. 1 - per Floor LL� Live Full Aran 2322 2322 40.00:111.50)* 'af Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) llnfactored: Dead Li va Factored: 699 1398 699 1390 Total Bearing.: 2098 , 2090 Capacity v 9 Beam 2096 2090 Supporta 2322 2322 Anil/Dos 1.290 �Yb/Fb' Or94 scam1-.00 0.07- 1.00 Support 0.90 0,9U Load comb 62 02 Longth 0.96 O..DG Min req'd 6.96 0.96 Cb f1..00 1.00 Cb .min 1.00 1.00 Cis support 1.11 l.il. Pc . su 625 6^5 Lumber -soft, D,Fir-L, No.1, 4x8,(3=1f2"x7-1/4") Supports: All Timber -soft Beam, D.Fir-L No.2 Total length: 6'A Y'; Lateral support: top- is bottom= at supports; (in) Analysis vs. Allowable Stress (asi) and Deflection (in) using NDS 2012: Criterion Analysis Value Desi n Value Anal. ais/.Desl n Shear: v 9 Fa a. 1 v V = 3 .Bend.ing(+) lb. 12.15 -fb' = 1.290 �Yb/Fb' Or94 .Live Dol'1'n 0.07- c.L/499 0.20 - L'/360 0;35 Total Dotl'n 0.12 - 0579 0.30 = L/240 0.41 Additional Data: FACTORS: F/E(psi) CD CM Ct CL Cr Cfu Cr Cfrt Cl Cn. LC II Fv' 100 1.00 1.00 1.00 - -- 1.. 00 1.00 1..60, 2 F'b'+ 1000 1.00 1...00 1:00 0.998 1.300 .1.00 1..00 1.00. 1.00 - .2 Fcp625 - .1.00 1.,00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - -- - - 1.00 1.00 - 2 Emin' 0.62 million 1.00 1.00 - �- - - 1.00 1.00 - 2 fV-' IidE BUTTE ^ ®s p�TY CRITICAL LOAD COMBINATIONS: Shear : LC 112 = D+L, V = 2070, V design. = .1626 lbs Q� I DIVISION Bending(+): LC 02 - D+L, .M - 3105 lbs -ft � U ICU PIG ® Ddeacflon: LC 112 = Ott, (live) LC 82 a D+L (total) j D=dead L=live 9=snow W=wind 1=tmpncE Lr=.roof live Lc=concentrated E=earthquaY.e. �� All LC's are listed in the Anal.yals output Load combinations: ASCE 7-10 / 16C 2012- CALCULATIONS: Deflection: Ei 1:89o06 lb -int "Live" deflection Dofloction from all non -dead 'loads (livo, wind, snow...)' Total De flu etion = 1.50IDead Load Deflection) + Ltba Load Deflection. Design Notes: 1. WeoMorks analysis and design are In accordance with the ICC International Building Codo.(IBC 2012), the Notional Dosign Spocirication (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriale for your application. 3. Sewn lumber bending members shall be lolorally supported according to the provisions of NDS Clause 4,4:1. _ 42 summit structural Design Timber Column Design Values per NOS 3.7 4X DF-L(N) #1 Fc Emin d KcE c 1000 5.80000 3.5 0.822 0..8 Stability Reduction �oJSlml7apacity (lbsl le'(ft) Cp Fc' (psi) 4X4 4X6 4X8 4X1Q 4X12 5 0.83: 828 10138 15932 21.725. 2751'8` 33312 6 0.73 731 8949 14063 191.76' 24290 29404 7 0.62 622 7625 11,982 16340 20697 25054. 8 0.52 521 6378 10022 1.3666 17311 20955 9 0.43 434 5318 8357 11395 14434 17473 10 0.36 364 4458 7006 9553 12101 14648 11 0:3.1 308 3771 5925 8080 10235 12389 12 0:26 263 3220 '5061 690.1 8741 10582 1-3 0.23 227 2777 43,64 5951 7538 9124 14 0.20 197 2416 3797 5177 6558. 7939 15 0.17 1.73 2119 3331 4542 5753 6964 16 0.15 153 1873 2943 4014 .5084 6155 17 0.14 136 1667 2619 3571 4524 5476 18, 0.12 122 1492 2345 3197 4050 4902 19 0:11 110 1343 2111 2878 3646 441.3 20 0.10 99 1215 1.910 2604 3299 3993 21 0-.09 90 1105. 1,736 2367 2998 3630 22 0.08. 82 1.008 15.85 2161 2737 3313 23 0:08 75 924 1452 1980 .2508 3036 24 0607 69 850 1336 1821 2307 2792 25 0.06 64 784 1232 1.680 2129 2577 .26 0.06 59 726 1141. 1555 1970 2385 27 0.05 55 674 -1.059 1444 1829 2214 28 0.05 51 627 985 1343 1702 2060 29 -0.05 48 585 919 1253 1588 1922 30 0.04 45 547 859 1172 1485 1797 a 4? Summit Structural Design Timber Column. Design Values per NDS 3.7 6X 'DF-L(N.) #1 Fc Emn d, KCE c 1.000 58.0000 5-5 0.822 •0:8 $SakjftyJ3edudi0n �91umt1S�pacity flbsY le (ft) Cp Fc' (psi) 6X6 6X8 6X10 6X12 5' 0.94 94.2 28498 38,860 49223 59586 6 0:91 911 27565 37588 .47612 57635 7 0.87 871. 26340 35918 45496 55075 8 0.82 820 24795 .33812 42828 51845 9 0.76 759- 22955 31303 39650 47997 10 0.69 692 '2Q91 a 2.8525 36131. 43738 11 0.62 622' 18829, 25676 32523 393.70_ 1>2 0:56 ;556; 16823. 2.2,941 29058. .35176 13 0.50 495 1,4985. 20434 25883 31.332 14 0.44 441 13349 18203: 23057 27911 1.5 0.39 394 11916 16249 20582 24915 16 0.35 353' 10671 14552 18432 22313 17 0.32 317 9592 13080 16568 20057 18 0:29 286 8657 11804 14952 18100 19 0.26 259 7843 10695 13547 16399 20 0.24 23.6 7134 9728 12322 1.4916 21 .0.22 21.5 6513 8881 11249 13617 22 0.20 197 5966 8136 10306. 12475. 23 0.18 181 5484 7478 9473 11467 24 0:17 167 5057 6896 8734 10573 25 0.15 155 4676 6377 8077 .9778 26 0.14 143 4337 5913' 7490 9067 27 0.13 133 4032 5498 6964 8430 28 0.12 124 3758 5124 6491 7857 29 0.12 116 351.0 4787 6063 7340 30 0.11 109 3286 4481 5676 6871 BUTTE COUNTY 13UILDING DTVI ICIv APPRuv Project:. rage: Engineer Date: Design of Roof Framing Roof Loads: DL 1'8psf LL=. 20 psf Roof plywood: 1/2" CDX APA rated (32/16) plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger panels and nail .with 8d..@ 6" O:C:._ edge and 12" Q.C. field. Edge nail at gable end trusses,. drag trusses, frieze 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= 8psf Total Load = 38 psf In a 2x6 wall provide a stud directly under each truss reaction greater than 2250. In a 2x4 wall provide a stud directly under each,1russ. reaction greater than 1350#. Typical Headers (uno): Use 6X10 DF#2; use (2) trimmers min.;.at all openings larger than 4'-0 BUTTEtl0 COUN BUILDING DMSION AmrOV Summit Structural Design Project: Engineer:: esian of Floor Framing. Floor Loads DL= 20 psf LL= 40 psf Page:. Date: Floor plywood: 3/4" T&G APA rated plywood. or QSB•equivalent. Apply.face grain perpendicular to. framing, stagger panels and nail with 8d'@ -.Q" O.C. edge and 10" O:C. field. Edge nail at boundaries, drag members and at blocking over and under:interior,shear: walls. Floor Joists: t,aQistE Use manufactured "I" joists (such as Truss Joists), and install per manufacturers recommendations using U480 deflection criteria. Use manufactured rim board such as. Tim berStand with.all "I" joists. Use. a double rim board at all locations where ledgers are installed at the: rim (such as deck ledgers). Sawn Joists:Joists: Sawn lumber joists shall be sized per "CBC Table 2308:8(2) using E < 1.6 UNO. , � r 4S i r ur I Desi n SUMM t St uct_ a g Project: Page: Engineer: Date: Design of: Foundations Soil Bearing: 1506 psf Concrete stem wall (Non -retaining): (fc'=2500 psi) 8" wide with.:(1) #4: continuous at top of wall and #4 at 18" O.G. full height.. Provide #4; at 1'8" Q:C, vertical developed by hook into footing, U.N.O. Masonry stem wall (Non -retaining): 8" solid grouted (f'm = 1_50,0,p sWwIth #4 at24" O.G. each way. Continuous footings: (fc' = 2500 psl) Width Ihickn.ess :Cap_(plf), 1�ain Ddng 12 12 1500 (2): #4 cont. 15 12 1875 (2) #4 cont, 1.8 12 2250. (3) #4 cont. 24 12. 3000 (3) #4 cont. 30 12 3750 (4) #4 cont. Spread Footings:(fc'=2500 psi) Re,infoxcing Qap. Gonnn,ectgr Label Size Ihlckn.ess. Ea_Way Kips Simpson F1 V 0" Sq. 12_ (1) #4 1.5 PB: F1.5 1'-6" Sq. 12 (2) #4 3:375 PB F2 2'-0" Sq. '12 (3)'#4 6 PB F2.5 2:'-6" Sq. 12 (4) #4 9.375 PB BUTTE COUNTY F3 F3.5 T-0`' Sq. 12 3'-6" Sq. 12 (4) #4 (5)-#4 13.5 18.375 CB CB �1 BUILDING DIVISION F4 F4.5 4'-0" Sq. 1.2 4'-6" Sq. 12 (5) #4 (6) #4 24 30.375 CB CB_Areti F5 5'-0" Sq, 12 (7),#4 37.5 CB F5.5 .5'-6" Sq.. 12 (5) #5 45.375 CB F6 6'-0" Sq. 18 (8) #5 54 CB F6.5 6'-6" Sq. 18 (9) #5 63.375 CB . Note: Bottom of each footing shall be at least 12" below- inlshedgrade oras per local requJrements.