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HomeMy WebLinkAboutB16-1774 000-000-000AUG 15 2016 DV&WPMMT SERVICES 8►& -117 383 Rio Undo Ave, Chico, CA 95926 P. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Brandon Carstensen, BC Builders P_ roject; Hunzecker Kitchen Remodel Address: 9642 McAnarlin Avenue, Durham, CA C% 88 M A EXP. 011 * PERMITOCNII. BUTTECOUNTYDEVEL PO MENTSE� RVIC` ES` 9�CFCAlIFOlryIlt REVIEWED FOR COD OMPLIANCE PgTR tS L. Note: Summit Structural Design (SSD) is not responsible or o—n-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 I LE CDFY Summit Structural Desitin PROJECT: Hunzeker 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 AGR EEM ENT 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 PROTECTTHE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION, SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULA'T'IONS, 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: EPDXY/MECHANICAL CONCRETE ANCHORS (IF APPLICABLE) THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL BE ICBG 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 MADI: A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHTTO THE ATTENTION OF THE ENGINEER, C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTI4ER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF TiHE 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 DAY' IGH F. 1) FOR FOOTINGS PLACED ON OR ADJACENTTO SLOPES,.A GEOTECHNICAL ENGINEER MUST APPROVE F001-ING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. K) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UNMODIFIED PORTIONS OF THE FOUNDATIONS AND UNDERLYING SOILS. Summit Structural Design PROJECT: Hunzeker 2, 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. EI 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 1.5" O.C. EACH WAY ABOVE INID-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 Y." OF SLAB FOR CRACK CONTROLAT 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: IM" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE BY." AND LARGER: 2" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U,N.O. .AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A•) SHEATHING: 1. ROOF SHEATHING: %" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER, 2, FLOOR SHEATHING: Y," APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANE:I.S 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 FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITWITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737, BEAM INSPECTION CERTIFICATES $ H CBC 1704.13 HALL 6E SUBMITTED TO THE C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 P51 & FV = 285 PSI MIN., AND 2. 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 #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 7.X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L 02 Summit Structural Design PROJECT: Hunzeker 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 S8" 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 L) 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. 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBCTABLE 23049.1. 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 01' 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. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD, TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C•) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT it OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDAI"IONS 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 6-10. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PIANS 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. Summit 5tructu_ ra( Design PROJECT Hunzeker E•1 FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8.2 CUT AND STACKED ROOF FRAMING. A,) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING REQUIREMENTS OF FIJI, 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 SHALL APPLY: 1. RAFTER MAXIMUM SPANS A, 2X6 DF -L #2: 9'-6" B. 2X8 DF -L N2: 13'-0" C. 2X10 DF -L J12:16'-6" 2. MINIMUM BRACE SIZE = 2X6 3. MAXIMUM BRACE SPACING = 4'-0" O.C. 4. PURL.IN SIZE SHALL MATCH THE SUPPORTED RAFTER S1ZE U.N.O. B.) IT 15 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 SPECIFIC ELEMENT OFTHE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRCONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF A:NY IT REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. ERIA IS 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, 11, III, AND IV U.N.O. 8) ROOF LIVE LOAD : 20 PSF C) SEISMIC ZONE:D D) WIND SPEED: 110 MPH EXP C ui LLI 5 Summit Structural Design Project: Hunzeker Kitchen Remodel Engineer: RKB gn of : Gravity Loads Roof Slope= 4.5 to 12 Roof Dead Load ply 1.5 psf Roofing 3.4 psf Framing 5.9 psf Gyp 2.2 psf Insul 1.0 psf Mist. 3.S psf Totai (sloped) 17.5 psf Total (horiz) 18.0 psf Roof Live Load Roof Live Load 20.0 psf 1 Go,,. ,gf e earth fee' .�.�®..®600 meters "®mom' mm wllvl"200 `� = I I O APN, C, r; (_ I Summit Structural Design Project: Hunzeker Kitchen Remodel Engineer: RKB Desion of: C+(-FnvPlnna Pr^,• r,,,, /AOf11- � nn C7, Conditions: 1. Mean Roof Height s 60 ft. A _ (i) { ; (D 45) 2. Enclosed --- Cf) _. ! C�) 3. Regular Shaped 1, / 4. Not Subject to: ? a) across wind loading - HIPGOOF (7'< a <251 HIP ROOF (25'< 0!-27-) b) vortex shedding c) instability (gallup/flutter) _ is Did te2 d) channeling effect . e) bulletin - g (upw(nd obstructions) Cj A� 5. Flat Roof or Gable Roofs 45°, or Hip Roof <_ 27° Qf) (/)ter'• Adjustment Factor for Bldg dg Height and Exposure, A Roof HI. Exposure --- AT R())F and OARLE ROOF (7'<o c�5'� CAPI.e Roc°` F e ft B C � L= 93 Long. Bldg. Dim. (ft) 15 1.00 1.21 20 1.00 1.29 _ 1.447 a (ft) = 4.8 T= 76 Transv. Bldg. Dim. (ft) 25 1.00 1.35 1_.55 161 V= 110 Basic Wind Speed (110 or 115 mph) 30 1.00 LCF= 0.6 Load Combination Factor 1.40 35 1._66 A= 1.21 Adjustment Factor 1.05 1.45 1.70 ----40 Kzt= 1 Topographic Factor 1.09 1.49 174 45 1.12 1.53 1.78 h= 12 Mean Roof Height (ft) 50 1.16 1.56 1.81 RAN= 2 Roof Angle Number (1=0°-7° 2=80-27° 55 1.19 1.59 3=28°-450) 60 1.22 1.62 _1.84 C+C Wind Loads (psf), poet=LCF*A*Kzt*Pnet3o EWA Anel Ovhg. Loc, Zone ft _ EWA poet ---- �- + Loc. Zone 2 ft + - 1 1 1 0 1�G -14. 4 - 15. -(i�j _ 1 50 11.6 -13.5 4 5.1 4 50 14.2 T�:4 1 100 11.6 -13.1 2 4 100 1.,; -115.5 14,8 10 11.6 -25.2_ -29.5 ° 2 2 4 500 11.8 13.1 0 .6 3. IY 2 50 .6 -2 - 5 0 .. 0 . 6 _ -f86 -2 .5 0 0 -T7.9' 3 10 11.6 -37.2 -49.6 3 20 11.6 -34.8 -44.7 .2 5 100 13.4 -11 4 50 1 5 500 11.8 '131 �_- 3 0_ 1 .6 2 3..3 r) Summit Structural Design Project: Hunzeker Kitchen Remodel Engineer: RK8 of: Foundations Allowable Soil Fearing: 1500 psf Concrete Compressive Strength: 2500 psi Concrete Stem Wall (Non -Retaining): 6" wide with (1) #4 continuous at top and bottom of wall and #4 at 18" o.c, full height. Provide #4 at 18" o.c, vertical developed by hook into footing, U.N.O. Continuous footings: _Size Thick. (in) Width (in) Thick. (in) Cap (plf) Reinforcing 12 12 1500 (1) #4 cont. 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont. 24 12 3000 (3) #4 cont. 30 12 3750 (4) #4 cont. Spread Footings: Label _Size Thick. (in) Reinforcing Each Way Cap. Kips F1 1'-0" Sq. 12 (1) #4 1.5 F1.5 1'-6" Sq. 12 (2) #4 3.375 F2 2'-0" Sq. 12 (3) #4 6 F2.5 2'-6" Sq. 12 (4) #4 9.375 F3 3'-0" Sq. 12 (4) #4 13.5 F3.5 3'-6" Sq. 12 (5) #4 18.375 F4 4'-0" Sq. 12 (5) #4 24 F4.5 4'-6" Sq. 12 (6) #4 30.375 F5 5'-0" Sq. 12 (7) #4 37.5 F5.5 5'-6" Sq. 12 (5) #5 45.375 F6 6'-0" Sq. 18 (8) #5 54 F6.5 6'-6" Sq. 18 (9) #5 63.375 Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. Summit Structural Design Project: Hunzeker Kitchen Remodel Engineer: RKB asign of: 4x Timber Column Design Values (NDS 3.7) 4X DF-L(N) p1 Fc E d 1400 1600000 3.5 03 Stability Reduction Column Capacity le (ft) Cp Fc' (p, 5 0.64 901 6 0.55 767 7 0.46 649 8 0.39 549 9 0.33 467 10 0.29 399 11 0.25 344 12 0.21 298 13 0.19 260 14 0.16 229 15 0.14 203 16 0.13 181 17 0.12 162 18 0.10 146 19 0.09 132 20 0.09 120 KCE c Co 0.3 03 1.25 Column Capacity (lbs) 4X4 4X6 4X8 4X10 4X12 11041 17350 23660 29969 36278 9397 14766 20136 25505 30875 7951 12494 17037 21580 26123 6729 10574 14418 18263 22108 5718 8985 12252 15519 18786 4888 7682 10475 13268 16062 4209 6614 9020 11425 13830 3651 5737 7823 9910 11996 3190 5012 6835 8658 10480 2806 4409 6013 7616 9219 2484 3904 5324 6743 8163 2213 3477 4742 6007 7271 1982 3115 4248 5380 6513 1785 2805 3824 4844 5864 1615 2537 3460 4382 5305 1467 2305 3144 3982 4820 id Summit Structural Design Project: Hunzeker Kitchen Remodel Engineer: RKB Design of: 6X Timber Column Design Values (NDS 3.7) 6X6 DF-L(N) N1 Fc E d KCE c Ca 1000 1600000 5.5 0.3 0.3 US Stability Reduction Column Capacity (lbs) le (ft) CP Fc' (psi) 6X6 6X8 6X10 6X12_ 5 0.87 872 26386 35981 45576 55171 6 0.82 823 24895 33948 43000 52053 7 0.77 770 23288 31756 40224 48692 8 0.71 715 21625 29488 37351 45215 9 0.66 660 19961 27220 34479 41737 10 0.61 606 18344 25014 31685 38355 it 0.56 556 16806 22917 29028 35139 12 0.51 508 15368 20957 26545 32133 13 0.46 464 14043 19150 24256 29363 14 0.42 424 12833 17500 22167 26834 15 0.39 388 11737 16005 20273 24541 16 0.36 355 10748 14656 18564 22472 17 0.33 326 9857 13442 17027 20611 18 0.30 299 9058 12352 15645 18939 19 0.28 276 8340 11372 14405 17437 20 0.25 254 7694 10492 13290 16088 11. COMPANY PROJECT WoodSummit Structural Design Jne 16,201611:27 0"Works s0rrwnxu0x woon nracv Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Lead 'type Distribution Pat- Location (ftj Magni tutle Iinit '0801 Dead full Area tern Scarf End Start End 1+I tib �- Load2 Roof constr. Fu11 Area fb/Pb' - 0.84 D' Dead 20.00 Psf L/661 "Trik;=.lta[v width Iinl Live rt: 'd (16.0)* L/330 .0.64 . Maximum Reactions (lbs) and Bearing Lengths (in) : 12'-11.6" Lumber -soft, D.Fir-L, No.t, 2x6 (1.1/2"x5.1/2") Supports: All - Timber -soft Beam, D.Fir-L Ni Roof Jolst spaced at 18.0" cic; Total length: 12'.11.611; Lateral support: top= 84 bottom= full; [in] Repetitive factor: applied where permitted (refer to online help), Analysis Vs. Allowable Stress Instil nn 4 nerle,+I__ /L.t _ _ --- Cn.LeI:OpAna!Ygi4 12'-10.6" DP.Sl.p "'neaO B6 Shear oof Lt vci 173„orad:otal ib' 25 [Min ed..eg 1+I tib �- 131] 250ring; 1565 fb/Pb' - 0.84 D' Dead pett'r. 0.23 - L/661 ngth 1.00' Live rt: 'd 1.00' L/330 .0.64 . 'Minimum bearing length setting used: 1" for end supports hefl'n Lumber -soft, D.Fir-L, No.t, 2x6 (1.1/2"x5.1/2") Supports: All - Timber -soft Beam, D.Fir-L Ni Roof Jolst spaced at 18.0" cic; Total length: 12'.11.611; Lateral support: top= 84 bottom= full; [in] Repetitive factor: applied where permitted (refer to online help), Analysis Vs. Allowable Stress Instil nn 4 nerle,+I__ /L.t _ _ --- Cn.LeI:OpAna!Ygi4 Value LUE DP.Sl.p _ .. _ Vd1Ue ,...r ...,y ...� w. Anal els/Desi II Shear fv 43 ib' 25 fv . ed..eg 1+I tib �- 131] Fb' 1565 fb/Pb' - 0.84 D' Dead pett'r. 0.23 - L/661 G=1rt• 0.52 :ni11ion 1.00 1.00 _ _ - Live Def 1'n 0.47 - L/330 .0.64 . L/240 0.73 Tota! hefl'n 0.02 - L/ifl8 0.86 . L/180 0.95 Additional Data: FACfoi?S: F/Elpsi)CD CM Ct CL CF Cfu Cr Cfrt CS Cn I'v' ;80 1.25 1,00 1.00 - 'k000 1.00 LC Ir 2 Fb'. 1.25 1,00 1.00 0. 93p 1.300 L 00 1,15 1.00 1.00 2 Fcp' G:?S - 1.00 1.00 - �_ - - 1.00 1.00 - - 1 i�ri/lion 1.00 1.00 _ - 1.00 1.00 - 2 G=1rt• 0.52 :ni11ion 1.00 1.00 _ _ - CRITICAL LOAD COMBINATIONS: - 1.00 3.00 - 2 Shea' : LC 02 - D+Lr, V - 258, V design 238 lbs DIT ding;»i: IX dp, O+l.r, M - 830 lbs -ft Dellecticn: LC h2 D+LI(live) I..(" A2 D.Lr (total) D=dead L-11ve. $-snow Wawind Imiri Lr -roof live Lc --concentrated E -earthquake A1! ..C's are listed in the Analysis output Loan Cor..l'inations; ASCE 7-30 / IBC 2012 CALCULATIONS: Deflection: Cl - 35e06 lb -1n2 "Live" tletleCticn - Deflection from all hon -dead loads (live, wind, snow_) Total Deflection - 1,50(Dead Load Deflection) + Live Load Deflection. Design Notes: --- i. WoodWorks analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012}, and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3, Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists, wall shlds, and multiply members are not rated for fire endurance. COMPANY PROISOT a Summit Structural Design ®® Works® dune 17,201611:59 t sdm.earlea typed dEACN 82 Design Check Calculation Sheet Woodworks Size, 10.1 Loads: Lead ?p+e pisCrlbution Pao Location (ft) Magnitude Unit .141 Roof Live PaT 1669 [ern Start End 5eart End '<709 Lrani Dead Fu res fb/M' • 0.15 Dead tW'.'n .0 1 01' ps Lca tl2 Roof constr. 1111 Area r!".req•tl 1.19 20.00 [6.501' Is t Lnsd9 peatl Point 0.63 6.90 972 lbs Loa d4 aool' ronstr. Point 6 90 1215 lbs Maximum Reactions (Ibs) and Bearing Lengths (in) : 14'-10.9" Jrlf'CtorNd: Anal sis Value lDesiqn Dead ;010 :in e:r .141 Roof Live PaT 1669 i Iv v 2 ?oraera1 l '<709 1002 taw' • Heai:n9: fb/M' • 0.15 Dead tW'.'n •.. Le ny th 1.19 _����_ r!".req•tl 1.19 L/576 0.99 • Giviam-Unleal., West Species, 24F -V4 DF, 3-1/2"x12" a/ 8laminations. 3-112" maximum width, Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 14'-10.9 Lateral support: top= at supports, bottom- at supports; Analysis vs. Allowable Stress (psl) and Deflection (in) is ons Nos 2012, L,r tar :un Anal sis Value lDesiqn Value 1AralV3isJDrsiaa :in e:r - - {,00 1.00 1.00 9Pv• t"n'• 24,0 !.1S 1.00 3.00 0.040 1.000 i Iv v 2 Bendim3!•:- fb 1002 taw' • 252: fb/M' • 0.15 Dead tW'.'n 0.20 Wall CRITICAL LOAD COMBINATIONS: Ll%pef;'n 0.31 • L/576 0.99 • L/360 0,62 _! tc!L n 0.63 L/293 0.74 L/240 0 a2 Additional Data: tWCTURS: F/F.("W CD CN Cr CL CV cf. cr efrt Notes cr'cvr LCN ev' '65 1.25 1.00 1.00 - - - - {,00 1.00 1.00 1 t"n'• 24,0 !.1S 1.00 3.00 0.040 1.000 1.00 1.co 1.00 L00 - 2 Fcp' d5C' 1.00 1.00 - '!11!.n 1.00 1.00 - - - - 1,00 - - 2 Ei"iry' 0.05 million 1.00 1.00 - - - - 3.00 - - 2 CRITICAL LOAD COMBINATIONS: she4r1 LC t2 - awls, V • 2694, V design 2409 It, 6endleg V): LC 42 • p+Lr, N • 13119 lbs -ft e.flnctirei LC 42 - D.Lr fl/vel LC 92 D+Lr (total) D=deaf :,• -lis. ve 9 -snow Wwind r•lmpact Lr•roof live Le -concentrated E•earthquake AtI LCs a.listed In the Analysis output Load combtnati.ns: ASCE 7-10 / JUC 2012 CALCULATIONS Da flectign: If 907.06 lb-in2 deflectiou '+ Deflection from all nml-dead loads [live, wind, er0wr) Load Defleceionl - Live Iniad Deflection. Design Notes: I . Wood Wads analysis and design are in accordance with the ICC International Building Code DBC 2012). the National Cosign Specification (NDS 2012). and NDS Design Sipplemenl 2. Please verily that the defaull deflection limits are appropriate for your application. 3. G uiam design values are for materials conforming to ANSI 117.2010 and manufactured In accordance with ANSI A190.1-2007 4. GLULAMbid : actual breadth x equal depth, 5. Gtulam Beams shall be taterafty supported accdrdtrp to the provisions of NDS Clause 3.3.3. 6. GLULAM baiting length basad on smaller of Fcp(tenslon), Fcp(comp'n). N r COMPANY PROJECT mh Summit Slmctural Design W® ® OrD! Clli June 17, 201614:23 "fna' e3 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load TypePian Wutlon Pat- t im Location iftl start and Magnitude 'Unit Start End war Jeai F'a LC a Area F'v = 0. .00 1 ,0 1 .o 01' I 4 Lo a,17 one Full Area 162 2822 10.40 11.00)• psf L0ad3 Deatl Full ATea 2,C6 10.00(20.00)• Pa.'i.0ed4 M;n ""d wind CCC Full =a I 1.°p L/360 20.00120.00)• pat Loa dS ROOF constr. Fall Aroa 0.92 = L/220 16.'/0120.001• psf L. de pearl Paint 5.17 901 Its Maximum Reactions (ibs) and Bearing Lengths (in) : iB-7" - Analysis Value IDesion Dead 3311` Nand F'v = 331 Ev Fv .30 RoLt�� m 3104 ora 162 2822 Eb/Fb' 0.58 Dead .%e tl'n C.31 ny th 2,C6 l.Vp M;n ""d $.p6 W631 1.°p Glulam-Unbal„ West Species, 24F -V4 OF, 6-1/2"x15•' 10 laminations. 5.112" maximum width, Support: All -nmber-soli Beam, D, FIrL No.2 Total length: 1W-7. Cr'. Lateral support: top= at supports, bottom= at supporta, Analysis vs. Allowable Stress (psi) and Deflection (in) ,In, NOS 2012: C, tl•r In, Analysis Value IDesion ValueMal ais/>I on o. F'v = 331 Ev Fv .30 9e.ndinq l•i fb 1644 Fb' 2822 Eb/Fb' 0.58 Dead .%e tl'n C.31 4)ve De1'!'n 0.35 W631 0.61 L/360 0.51 'torsi Cefl'n 0-a2 • L/210 0.92 = L/220 0.09 Additional Data: FAC'i OR3i F/Egtsi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn•Cvr LCA 165 1.25 1..00 1,04 - 1.00 1.00 1,00 2 Fl_" 2406 1.25 1.00 I 0 0.941 P.9tl4 1,00 1.00 1.00 1.00 2 F.,' 650 - 1.00 1.00 - - _ 1.00 - E' !.6 milI!on 1.00 1.00 - - - - 1.00 vny' 4.65 mill!on 1.00 1.00 - _ _ 1. C0 - - 3 Only :Jr- tees.. of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS', tine:+: - D -L[, V • 6410, 'J design = 5550 to. 9ecdi m -.r 1.,: 42 - L. Li, M - 28249 lbs -ft i'e Y:met:oa: LC V - D-.751Lia,42N) diva) Lt' 43 M.15(Lr-,42w) !total) 9=d:rad I-: vs S•a note N=wtnd I•impact Lr -roof live Ln..•cuneent[ated E•earthgcake !.C's are listed In the Analysis output Leaf Caw live. loon ASCE 7-10 / IOC 2012 1 e:: n on: EI - 2111 lb -int ve. deflect inn u Deflection from all non -dead loads (live, wind, snow-) fatal 6eflectlon = 1,501Dead Load Deflection) 4 Live load Deflection. Design Notes: 1. Wood Works analysis and design are in acccrdenee with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NOS Cesign Supplement. 2. Please verify that the default Deflection limas are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI At 90.1.2OU7 a. 01 -111 -AM'. b,,d • ecluel breadth x a07uat depth. 5. Glulam Beams shall be laterally supported according to Ore provisions of Nos Clause 3.3.3. 6. GLULAM bearing length based can smaller of Fop(tension), Fcp(comp'n). I i' GONRU DOTES 1. THESE GENERAL NOTES AND THE PROJECT SPECIFICATIONS SHALL APPLY NOT ONLY TO THE GENERAL CONTRACTOR, BUT TO ALL SUBCONTRACTORS AND VENDORS ON THIS PROJECT. THE WORD "CONTRACTOR" SHALL HEREAFTER APPLY EQUALLY AND WITHOUT EXCEPTION TO ALL SUBCONTRACTORS AND VENDORS. ALL CONTRACTORS ARE RESPONSIBLE FOR FAMILIARIZING THEMSELVES WITH THESE NOTES, THE PROJECT SPECIFICATIONS, AND THE DRAWINGS. 2. ALL WORK LISTED, SHOWN, OR IMPLIED ON THESE CONSTRUCTION DOCUMENTS SHALL BE SUPPLIED AND INSTALLED BY THE CONTRACTOR EXCEPT WHERE NOTED OTHERWISE. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR EXECUTION OF WORK IN ACCORDANCE WITH CONSTRUCTION DOCUMENTS AND ALL LOCAL AND STATE BUILDING CODES. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE SUBCONTRACTOR'S WORK. THE CONTRACTOR SHALL CLOSELY COORDINATE WORK WITH THAT OF SUBCONTRACTORS TO ASSURE THAT ALL SCHEDULES ARE MET AND THAT ALL WORK IS DONE IN CONFORMANCE WITH PLANS & SPECS. 3. CONTRACTOR SHALL ADHERE TO ALL RULES GOVERNING CONSTRUCTION, SAFETY, BUILDING ACCESS AND THE USE OF THE FACILITIES AS SET BY LOCAL & STATE AUTHORITIES AND THE LANDLORD. 4. ALL CONSTRUCTION SHALL COMPLY WITH ENERGY STANDARDS IN TITLE 24 OF THE CALIFORNIA STATE BUILDING CODE AS OUTLINED IN THE ENERGY CERTIFICATES PROVIDED BY THE ENERGY CONSULTANT. 5. ALL MECHANICAL, ELECTRICAL, LIGHTING, PLUMBING, FIRE - PROTECTION ENGINEERING TO BE "DESIGN BUILD" BY OTHERS. OTHERS ARE RESPONSIBLE FOR ENGINEERING, PERMITS, FEES, CALCULATIONS, REPORTS, DRAWINGS, ETC. REQUIRED BY LOCAL AND ALL OTHER GOVERNING AGENCIES. SUCH DESIGN SHALL BE FULLY COORDINATED WITH ALL INFORMATION PROVIDED IN THIS DRAWING SET. 6. EXAMINATIONS OF THE SITE AND PORTIONS THEREOF WHICH WILL AFFECT THIS WORK SHALL BE MADE BY THE GENERAL CONTRACTOR AND SUBCONTRACTORS, WHO SHALL COMPARE IT WITH THE DRAWINGS AND SATISFY THEMSELVES AS TO CONDITIONS UNDER WHICH WORK IS TO BE PERFORMED. THEY SHALL, ASCERTAIN AND CHECK LOCATIONS OF THE EXISTING STRUCTURES AND EQUIPMENT, AND ALL CONDITIONS DURING CONSTRUCTION WHICH MAY AFFECT THEIR WORK. ANY CONFLICTS OR OMISSIONS, ETC. SHALL BE REPORTED TO THE OWNER BEFORE BIDDING OR PROCEEDING WITH ANY WORK. 7. DRAWINGS SHALL NOT BE SCALED. ALL DIMENSIONS ON DRAWINGS TAKE PRECEDENCE OVER SCALE. DETAILS SHALL TAKE PRECEDENCE OVER GENERAL FLOOR PLANS. STATE AND LOCAL CODES TAKE PRECEDENCE OVER PLAN DRAWINGS. 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEETING THE PROJECT SCHEDULE. PRIOR TO START OF PROJECT, THE GENERAL CONTRACTOR SHALL VERIFY LEAD TIMES OF FINISH MATERIALS AND SPECIAL ITEMS TO ASSURE AVAILABILITY AS SCHEDULE REQUIRES. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR MONITORING THE PROGRESS OF THE WORK AND INFORMING THE OWNER AND TENANTS IMMEDIATELY OF ANY POTENTIAL DELAYS. 9. CERTAIN MATERIALS ARE SPECIFIED BY THEIR BRAND NAMES TO ESTABLISH STANDARDS OF QUALITY AND PERFORMANCE. ALL REQUESTS FOR SUBSTITUTIONS OF ITEMS SPECIFIED SHALL BE SUBMITTED TO THE OWNER IN WRITING AT LEAST TWO WEEKS PRIOR TO ORDERING OR INSTALLATION. REQUESTS WILL BE CONSIDERED ONLY IF A BETTER PRODUCT, A MORE ADVANTAGEOUS DELIVERY DATE OR A LOWER PRICE WITH CREDIT TO THE TENANT WILL BE PROVIDED WITHOUT SACRIFICING QUALITY, APPEARANCE AND FUNCTION. UNDER NO CIRCUMSTANCES WILL THE OWNER BE REQUIRED TO PROVE THAT A PRODUCT PROPOSED FOR SUBSTITUTION IS NOT EQUAL QUALITY TO THE PRODUCT SPECIFIED. SUBSTITUTE MATERIALS SHALL NOT BE PURCHASED OR INSTALLED WITHOUT THE OWNER'S WRITTEN APPROVAL. 10. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AS REQUESTED FOR FABRICATION ITEMS, CUT SHEETS OF ALL FIXTURES AND EQUIPMENT, AND SAMPLES OF ALL FINISHES TO OWNER FOR APPROVAL PRIOR TO INSTALLATION. BY APPROVING AND SUBMITTING SHOP DRAWINGS AND SAMPLES, CONTRACTOR REPRESENTS THAT HE DETERMINED AND VERIFIED FIELD MEASUREMENTS, FIELD CONSTRUCTION CRITERIA, MATERIALS, CATALOG NUMBERS, AND SIMILAR DATA AND THAT EACH SUBMITTAL HAS BEEN CHECKED AND COORDINATED WITH CONTRACT REQUIREMENTS. CONTRACTOR IS RESPONSIBLE FOR ACCURACY OF SHOP DRAWINGS, PROPER FITTINGS, COORDINATION OF WORK, CONSTRUCTION TECHNIQUES, MATERIALS, AND WORK REQUIRED BY CONTRACT DOCUMENTS. SUBMITTALS WILL BE REQUIRED FOR: ALL FINISH MATERIALS 11. NO WORK DEFECTIVE IN CONSTRUCTION OR QUALITY OR DEFICIENT IN ANY REQUIREMENTS OF DRAWINGS AND SPECIFICATIONS WILL BE ACCEPTABLE IN CONSEQUENCE OF OWNER'S FAILURE TO DISCOVER OR TO POINT OUT DEFECTS OR DEFICIENCIES DURING CONSTRUCTION; NOR WILL PRESENCE OF INSPECTORS ON WORK RELIEVE CONTRACTOR FROM RESPONSIBILITY FOR SECURING QUALITY AND PROGRESS OF WORK, AS REQUIRED BY CONTRACT. DEFECTIVE WORK SHALL BE REPLACED BY WORK CONFORMING WITH INTENT OF CONTRACT. NO PAYMENT, WHETHER PARTIAL OR FINAL, SHALL BE CONSTRUED AS AN ACCEPTANCE OF DEFECTIVE WORK OR IMPROPER MATERIALS. 12. CONTRACTOR SHALL PROTECT WORK AREA AND NEW OR EXISTING MATERIALS AND FINISHES FROM DAMAGE WHICH MAY OCCUR FROM CONSTRUCTION, DEMOLITION, DUST, WATER, ETC.. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO PROPERTY OR CONSTRUCTION RESULTING FROM WORK OF CONTRACTOR AND/ OR SUBCONTRACTORS, AND SHALL REPAIR ALL SUCH DAMAGE TO ORIGINAL CONDITION AT NO ADDITIONAL COST. 13. CONTRACTOR SHALL SECURE AND PAY FOR ALL PERMITS AND INSPECTIONS. 14. THE CONTRACTOR SHALL REMOVE ALL RUBBISH AND WASTE MATERIALS ON A REGULAR BASIS, AND SHALL EXERCISE STRICT CONTROL OVER JOB CLEANING TO PREVENT ANY DIRT, DEBRIS, OR MATERIALS OUTSIDE THE JOB SITE. 15. THE GENERAL CONTRACTOR SHALL MAINTAIN A CURRENT AND COMPLETE SET OF CONSTRUCTION DOCUMENTS ON THE JOB SITE DURING ALL PHASES OF CONSTRUCTION FOR USE OF ALL TRADES AND SHALL- PROVIDE ALL SUBCONTRACTORS WITH CURRENT CONSTRLJCTION DOCUMENTS AS REQUIRED. 16. CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING LOCATION OF ALL UTILITIES PRIOR TO EXCAVATION AND/ OR DEMOLITION. 17. CONTRACTOR SHALL PROVIDE ALL CEILING OR WALL ACCESS PANELS (OR ACCESS DOORS) AS REQUIRED BY THE AIR CONDITIONING, PLUMBING, AND ELECTRICAL SYSTEM. PROVIDE APPROVED ASSEMBLIES WITH SELF CLOSING DEVICES IN RATED CONSTRUCTION. 18. ALL DIMENSIONS ARE TO FACE OF STUD, UNLESS OTHERWISE INDICATED. 19. ALL DIMENSIONS NOTED "CLEAR" OR "CLR" ARE FOR MINIMUM CLEARANCES AND MUST BE FIELD VERIFIED AND STRICTLY MAINTAINED. . 20. ALL DIMENSIONS NOTED "VERIFY" OR "VIF" ARE TO BE CHECKED BY CONTRACTOR PRIOR TO CONSTRUCTION. ANY VARIANCES SHOULD BE REPORTED TO THE OWNER IMMEDIATELY FOR RESOLUTIONS. 21. ALL WORK SHALL BE SCRIBED TIGHT AND BE FREE OF MARKS AND BLEMISHES. 22. ABBREVIATIONS USED ARE THOSE IN COMMON USE, DRAFTER WILL DEFINE INTENT OF ANY QUESTIONS. 23. ALL PENETRATIONS OF FIRE RESISTIVE CONSTRUCTION SHALL BE PROTECTED WITH APPROVED FIRE ASSEMBLIES. 24. ALL SYSTEMS ARE MEANT TO BE COMPLETE AND OPERATIVE THOUGH NOT FULLY DESCRIBED 25. THE CONTRACTOR SHALL PROVIDE ANY AND ALL CONSTRUCTION FACILITIES TO ACCOMPLISH THE WORK. THESE FACILITIES SHALL BE- REMOVED AS WORK PROGRESSES OR UPON COMPLETION. THESE INCLUDE, BUT ARE NOT LIMITED TO, TEMPORARY FACILITIES, BRACING, BARRIERS, ETC. 26. CONTRACTOR TO f'ALLOW MANUFACTURER'S RECOMMENDED SPECIFICATIONS AND INSULATION PROCEDURES. IF THESE DIFFER FROM THE CONTRACT DOCUMENTS, CONTRACTOR SHALL NOTIFY DESIGNER OR ENGINEER IN WRITING, IMMEDIATELY, TO RESOLVE DISCREPANCIES BEFORE PROCEEDING WITH THE AFFECTELT WORK. IF CLARIFICATION IS NOT REQUESTED PRIOR TO COMPLETION OF BIDDING PROCESS, MOST STRINGENT CONDITIONS SHALL BE CONSIDERED INCLUDED IN THE CONTRACT PRICE. 27. MAKE ALL NECESSARY PROVISIONS FOR ITEMS TO BE FURNISHED OR INSIALLED BY OWNER. 28. EXERCISE EXTREME CARE AND PRECAUTION DURING CONSTRUCTION Or THE WORK TO MINIMIZE DISTURBANCES TO ADJACENT STRUCTURES AND THEIR OCCUPANTS, PROPERTY, PUBLIC THOROUGHFARES, ETC. CONTRACTOR SHALL TAKE PRECAUTIONS ANE) BE RESPONSIBLE FOR THE SAFETY OF ALL BUILDING OCCUPANTS FROM CONSTRUCTION PROCEDURES. 29. D. CITY/ COUNTY ORDINANCES 30. E. AMERICAN NATIONAL STANDARD INSTITUTE (ANSI) 31. F. STATE OF CALIFORNIA ENERGY REGULATIONS 32. G. NATIONAL FIRE PROTECTION ASSOCIATION 33. ABBREVIATIONS USED IN REFERRING TO STANDARDS THAT APPLY TO THE WORK INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING: A. AMERICAN SOCIETY OF TESTING MATERIALS (ASTM) B. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) C. AMERICAN WELDING SOCIETY (AWS) D. AMERICAN CONCRETE INSTITUTE (ACI) E. AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) F. ARCHITECTURAL ALUMINUM MANUFACTURER'S ASSOCIATION (AAMA) G. ALUMINUM ASSOCIATION (AA) H. CONCRETE REINFORCING STEEL INSTITUTE (CRSI) 1. NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACIURERS (NAAMM) J. NATIONAL FIRE PROTECTION ASSOCIATION (NFPA) K. NATIONAL WOODWORK MANUFACTURERS ASSOCIATION (NWMA) L. WOODWORK INSTITUTE OF CALIFORNIA (WIC) 34. CONTRACTOR SHALL WAIVE " COMMON PRACTICE" AND "COMMON USAGE'' AS CONSTRUCTION CRITERIA WHEREVER DETAILS AND CONTRACT DOCUMENTS OR GOVERNING CODES, ORDINANCES, ETC•, REQUIRED GREATER QUANTITY OR BETTER QUALITY THAN COMMON PRACTICE OR COMMON USE WOULD REQUIRE. 35. IF AT ANY TIME BEFORE COMMENCEMENT OF WORK, OR DURING PROGRESS THEREOF, CONTRACTOR'S METHODS, EQUIPMENT, OR APPLIANCES ARE INEFFICIENT OR INAPPROPRIATE FOR SECURING QUALITY OF WORK OR RATE OF PROGRESS INTENDED BY CONTRACT DOCUMENTS, OWNER MAY ORDER CONTRACTOR TO IMPROVE THEIR QUALITY OR INCREASE THEIR EFFICIENCY. THIS WILL NOT RELIEVE CONTRACTOR OR HIS SURETIES FROM THEIR OBLIGATION TO SECURE QUALITY OF WORK AND RATE OF PROGRESS AS SPECIFIED IN CONTRACT. 36. OCCASIONAL REFERENCE TO ONE OR MORE SPECIFIC NOTES WITHIN THE PLAN, r)ETAILS OR SHEET NOTES SHALL NOT IN ANY WAY DIMINISH OR ELIMINATE THE FULL FORCE AND EFFECT OF ALL OTHER NOTES, IN RELATION TO ONE ANOTHER OR NOT SPECIFICALLY REFERENCED. l jjy{�I Ie I - all BUTTE 41(TtyNTY AUG G 16 2016 DEVELOPMW RN 6- 177Li ALL WORK SHALL COMPLY WITH APPLICABLE CODES, A.P.N.: 039-520-006 AMENDMENTS, RULES, ORDINANCE, LAWS, ORDERS, APPROVALS, ZONING: VLDR ETC.., THAT ARE REQUIRED BY PUBLIC AUTHORITIES. IN THE EVENT KITCHEN ADJ............... OF CONFLICT, THE MOST STRINGENT REQUIREMENTS SHALL SITE AREA: 2.431044 ACRES GOVERN. REQUIREMENTS INCLUDE, BUT ARE NOT LIMITED TO THE BLDG USE: R CURRENT APPLICABLE EDITIONS OR PUBLICATIONS OF THE A.F.F.............. ABOVE FINISH FLOOR FOLLOWING (OR AS OTHERWISE NOTED): OCC. GROUP: R-3 FACE OF STUD CONST. TYPE: V -B Governing Building Standards to be the "International Building CLIMATE ZONE: 11 Code", 2012 Edition, as adopted and modified by the State of F.O.W..... FACE OF WALL California in reference to the 2013 California Building Code. BLDG. CODE: CRC -2013 ARCHITECTURAL FIRE SPRINKLERS: NA Governing Residential Standards to be the "International FIRE PROTECTION LANDSC.... Residential Code", 2012 Edition, as adopted and modified by ARCH'T......... ARCHITECT the State of California in reference to the 2013 California Site Data: FXPNL...... R 'd f IC d LT ................. LIGHT es I en la o e. SITE COVERAGE: Governing Electrical Standards to be the "International Electrical LOT SIZE: 1.0 acres Code", 2011 Edition, as adopted and modified by the State of TOTAL BUILDING COVERAGE: 3313 SQ.FT. California in reference to the 2013 California Electrical Code. COVERAGE %: Governing Mechanical Standards to be the "International Buildinq Data Mechanical Code", 2012 Edition, as adopted and modified by HOME: the State of California in reference to the 2013 California (E) HOUSE Mechanical Code. Governing Plumbing Standards to be the "International Plumbing Code", 2012 Edition, as adopted and modified by the State of California in reference to the 2013 California Plumbing Code. Governing Fire Regulation Standards to be the "International Fire Code", 2012 Edition, as adopted and modified by the State of California in reference to the 2013 California Fire Code. Governing Energy Standards to be the "California Energy Standards", 2010 Edition. Governing Green Building Standards to be the "California Green Building Standards" 2013 Edition, as adopted and modified by the State of California in reference to the 2013 California Green Building Standards Code. F-1- 041-1 ACOUS......... ACOUSTIC DET ............. DETAIL F.O.C...... FACE OF CONCRETE KIT ................ KITCHEN ADJ............... ADJACENT D.F............. DOUGLAS FIR F.O.F....... FACE OF FINISH SEP.......... SEPARATION A.F.F.............. ABOVE FINISH FLOOR DIA .............. DIAMETER F.O.S....... FACE OF STUD LAM............ LAMINATE APPROX....... APPROXIMATE DIM ............. DIMENSION F.O.W..... FACE OF WALL LAV ............. LAVATORY ARCH ............ ARCHITECTURAL DISP............ DISPENSER F.P . .......... FIRE PROTECTION LANDSC.... LANDSCAPE ARCH'T......... ARCHITECT D.O........... DOOR OPENING FXPNL...... FIXED PANEL LT ................. LIGHT ASPH............. ASPHALT DN .............. DOWN FT............. FOOT, FEET R ............. RISER SPEC...... SPECIFICATION DR.(S)......... DOOR ISI FTG.......... FOOTING MATL......... MATERIAL BALC ...... BALCONY DWGS... ..... DRAWINGS FURR....... FURRING MAX........... MAXIMUM BD ............. BOARD DS.............. DOWNSPOUT W/0........ WITHOUT M.C........... MEDICINE CABINET BED .............. BEDROOM DSSB......... DS to SPLASH BLOCK GA........... GAUGE MECH..... MECHANICAL BLDG......... BUILDING DSSD......... DS to STORM DRAIN GALV...... GALVANIZED MEMO........ MEMBRANE BM ................ BEAM DSPT........... DS through PT G.B......... GRAB BAR MFR............ MANUFACTURER B.O............. BOTTOMOF... DSRB......... DS to ROOF BELOW G.D......... GARBAGE DISPOSAL MIN.......... MINIMUM BOT .............. BOTTOM DSDK......... DS through DECK GL............ GLASS MIR ........... MIRROR BTWN.......... BETWEEN D.W........... DISHWASHER GM.......... GAS METER MISC........ MISCELLANEOUS B.U.R............ BUILT UP ROOFING DWR... ....... DRAWER GND...... GROUND M.T............ METAL THRESHOLD 0 ............. DIAMETER RWD....... REDWOOD GR.......... GRADE MTD........... MOUNTED CAB .............. CABINET FA ............... EACH GSM....... GALVANIZED SHEET METAL MTL............. METAL CEM ............. CEMENT ELEC.......... ELECTRICAL GYP. BD.. GYPSUMBOARD MUL........... MULLION CB ...............:. CEILING BREAK ELEV.......... ELEVATION TRD......... TREAD CL .................. CENTER LINE ENCL......... ENCLOSURE H.B.- ... ... HOSE BIB N.I.0 . ......... NOT IN CONTRACT CLG.............. CEILING EQ .............. EQUAL HDPE....... HIGH DENSITY POLYETHYLENE NO .............. NUMBER CLOS............ CLOSET EQMT......... EQUIPMENT HDWD.... HARDWOOD NOM.......... NOMINAL CUR ............... CLEAR ETC ............. ErCEFERA H.M......... HOLLOW METAL NR ............... NOT RATED CTR ................ CENTER EM.............. EXTERIOR HORIZ..... HORIZONTAL N.T.S.......... NOT TO SCALE COL ............... COLUMN SCHED... SCHEDULE H.C......... HOLLOW CORE GOND.......... CONDITION F.D............. FLOOR DRAIN HR............ HOUR OBS............. OBSCURE CONN.......... CONNECTION F.E.C......... FIRE EXTINGUISHER HGT.......... HEIGHT O.C........... ON CENTER CONST.......... CONSTRUCTION FIN ............... FINISH O.D........... OUTSIDE DIAMETER CONT........... CONTINUOUS FF ................. FINISH FLOOR INFO........ INFORMATION OPNG........ OPENING CONTR......... CONTRACTOR FLASH......... FLASHING INSUL....... INSULATION OPP............ OPPOSITE C.S................. CARPET STRIP FLOUR........ FLOURESCENT INT............ INTERIOR O/............. OVER FUR .............. FLOOR DBL ................ BOUBLE F.O............ FACE OF JT............. JOINT P .................. PANTRY DEPT .............. DEPARTMENT F.O.B......... FACE OF BEAM P & S.......... POLE AND SHELF 3,313 SQ.FT. SCOPE OF WORK Mcan PT............ POST -TENSIONED S.D......... SOAP DISPENSER V.B........... VAPOR BARRIER P.T . ......... PRESSURE TREATED SECT...... SECTION VERT........ VERTICAL P.T.D.F... P.T. DOUGLAS FIR SEP.......... SEPARATION VEST......... VESTIBULE PERF....... PERFORATED SH ......... SHELF V.F.C...... VINYL FLOOR COVERING PR........... PAIR SHWR...... SHOWER VIF........ VERIFY in FIELD PROJ...... PROJECT SHT.......... SHEET V.W.C.... VIYL WALL COVERING U' a SHTG....... SHEATHING V.G.D.F.. VERT. GRAIN DOUGLAS FIR Q.T......... QUARRY TILE SIM......... SIMILAR 01.C SL ........... SLIDING W .... .... .... WIDTH R ............. RISER SPEC...... SPECIFICATION W/........... WITH R A......... RETURN AIR SQ.......... SQUARE W.C........ WATER CLOSET RAD........ RADIUS STD.......... STANDARD WD......... WOOD RCGP..... RAIN CHAIN to GRAVEL PIT STL........... STEEL W/0........ WITHOUT REC......... RECOMMENDATION STOR....... STORAGE W.O........ WALL OPENING REF.......... REFERENCE STRUC.... STRUNTURAL W.R ........ WATER RESISTANT REFR....... REFRIGERATOR ST STL.... STAINLESS STEEL W P ........ WATERPROOF REINF...... REINFORCING SYM....... SYMMETRICAL WT........... WEIGHT REQ.('d). REQUIRE(d) W W.F..... WELDED WIRE FABRIC RESIL....... RESILLENT T&B.......... TOP &BOTTOM REV......... REVERSE T.B . ......... TOWEL BAR &............... AND RM........... ROOM T.C......... TIME CLOCK @............... AT R.O.......... ROUGH OPENING TEL........... TELEPHONE C ............... CENTERLINE RS............ ROUGHSAWN TEMP....... TEMPERED 0 ............. DIAMETER RWD....... REDWOOD T & G...... TONGUE and GROOVE P ................ PROPERTY LINE RWL........ RAINWATER LEADER T.O......... TOP OF... R.T.S....... RUBBER TOP SET T.O.C..... TOP of CONCRETE T.P.H....... TOILET PAPER HOLDER S.CJJ..... SEE CIVIL DRAWINGS TRD......... TREAD S.F.P.D... SEE FIRE PROTECTION DWG'S TS ............. TUBE STEEL S.E.D...... SEE ELECTRICAL DRAWINGS T.V.......... TELEVISION S.S.D...... SEE STRUCTURAL DRAWINGS T.O.W..... TOP OF WALL S.M.D.... SEE MECHANICAL DRAWINGS TYR-:..... TYPICAL S.L.D...... SEE LANDSCAPE DRAWINGS S.P.D...... SEE PLUMBING DRAWINGS U.O.N.... UNLESS OTHERWISE NOTED S.C......... SOLID CORE SCHED... SCHEDULE V.T.......... VINYL TILE A1.01- TITLE SHEET / GENERAL INFO A2.01 SITE PLAN A3.01 FLOOR PLAN A3.02 STRUCTURAL PLAN SN STRUCTURAL NOTES SD1 STRUCTURAL DETAILS PERMIT# V114 - BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COD COMPEL CE DAT& lle BY 'COMPANY,INFO WI AV (D00 Iiii ff 1111111L Z OM1O LnU. '~"I 01 0�� .a fnu M A+ W,Q _ 0 c 1 r QD1(D Z Q �a J r_U �' � N N m 00 E Z W N W 2 q W Ln oM N Do U' a <•t 0 z �DISGLAIMER � ; COPYRIGHT NorCal GBC 2014 Do not reprodue these drawings and specifications withoutthe express written permission of the drafter. The drawings and specifications are instruments of service and should remain the property of the drafter whether the project for whicP they are made is executed or not. These drawings and specifications shall not be used for additions to this project by others except by the express written permission of the drafter. 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J t Y s -j , a � > ,4 `'�• ice. r ER •i < MT PMENSERVOE ;. t •E 0 NTYDE'VE 0 I S . eurr c u - K •, 1 �f 4 r i \ . ,t `• r FF {{71St �O c r Y r i': S •t F r' i s r - J i a ,1 1• }• 1 Ir Y, '<r w • i.: Y• f• Ji• �� r 'r i r. 1: ,1 1 k 1:' .1•. ,. 1. '�A7 1. '•4 r> ;, CQMPANYJNFO`; UI fb E Z 0) o J � U. U .O Qk Q ao s N V io u 0 = c Z o J e -f N N O M Cal J J OO Z W N W 200 W Ln N m Lr) 00 1 (D t -I a r »r rn Q d N (S z NorCal GBC 20 COPYRIGHT 14 reproduce9 Do not ' these drawings and specifications witBaut the express written permission of the 9 drafter. The drawings and specifications are instruments of service and should remain the property roof the drafter whether thero'ect for which they the are made is executed P 1 drawings and specifications shall or not. These dray, 9 P not be used for add project Y tions to this ro'ect b others except ss written permission of the e b Y the e aP r drafter. IF THE ABOVE D IMENSION DOES NOT MEASURE ONE INCH(V) t) WING WILL HAVE BEEN ENLARGED EACTLV THIS DRP OR REDUCED B F A FELTING ALL LABELED SCALES. BY REVISIO NS DATE Date: 117/2016 Scale: AS NOTED Drawn: Job: Sheet J W co Z Q J 0 - LU E M a O W Go m M U_ x o: O F- LU LUa LU w N 0 I�L��J1 �G—'r'SII�IGI TQ'131� 11 i v r. EXISTING FLOOR PLAN SCALE: 11W = 1,-n" PERMIT# ✓j ("�" — t BUTTE COUNTY DEVELOPMEN SERVICES CODE COMPLI ®CE DATE Z �� BY COMPANY INFO ': T -1 _ --- - I�111I1 l l I ,. III 11 I - _ - )UNDATION PLAN STRUCTURAL NOTES: SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEET SD I FOR ADDITIONAL INFORMATION. PROVIDE ANCHOR BOLT SIZE AND SPACING PER SHEAR WALL SCHEDULE AND TYPICAL DETAILS. RECOMMENDED MINIMUM SLAB SECTION: A- 4" CONCRETE SLAB WITH #3 AT 15" O.C. SECURELY LOCATED AT MID -DEPTH OF SLAB. B- 2" SAND (DELETE AT EXTERIOR SLABS) -SEE SOILS REPORT IF APPLICABLE. C- WATERPROOF MEMBRANE (DELETE AT EXTERIOR SLABS) -SEE SOILS REPORT IF APPLICABLE. D- 4" FREE DRAINING MATERIAL -SEE SOILS REPORT IF APPLICABLE. E- PROPERLY PREPARED SUBGRADE-SEE SOILS REPORT IF APPLICABLE. F- CONTRACTOR TO PROVIDE CONTROL JOINTS AT 10'-0" O.C. EA. WAY MAX. TYPICAL FLOOR JOISTAT GROUND LEVEL SHALL BE 2X6 DF#2 AT 16" O.C. FLOOR FRAMING HAS BEEN DESIGNED FORA MAXIMUM DEAD LOAD OF 10 PSF (INCLUDING FRAMING). CONTACT SUMMIT STRUCTURAL DESIGN, PRIOR TO CONSTRUCTION, IF FLOOR BUILD-UP WILL EXCEED 10 PSF. TYPICAL FLOOR SHEATHBQG (UNO): 3/4" THICK, APA RATED SHEATHING OR RATED STURD-I-FLOOR, SPAN RATING 48/24 (24 FOR STURD-I-FLOOR), EXPOSURE 1 STRUCTURAL PANELS, APPLIED WITH LONG DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS STAGGERED WITH 4' ENDS OFFSET 4'. GLUE PANELS TO ALL FRAMING, EDGE NAIL WITH I Od COMMON RING SHANK NAILS OR EQUIV. (0.148" DIA X 3") AT 6" O.C. AT ALL PANEL EDGES, BOUNDARIES, BLOCKING AND WHERE INDICATED ON PLAN. FIELD NAIL AT 10" O.C. PROVIDE 1/8" GAPS ATALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. PLUMBING, SPRINKLER, AND MECHANICAL SUBCONTRACTORS SHALL COORDINATE ALL FLOOR AND WALL PENETRATIONS WITH FRAMING SUBCONTRACTOR. PRIOR TO CONSTRUCTION, CONTRACTOR SHALL REVIEW EXISTING ROOF, FLOOR, AND WALL FRAMING TO DETERMINE ALL LOCATIONS OF EXISTING STRUCTURAL SUPPORT. THE REMOVAL OR MODIFICATION OF ALL EXISTING STRUCTURAL SUPPORT MEMBERS TO ACCOMMODATE THE PROPOSED CONSTRUCTION SHALL BE COORDINATED DIRECTLY WITH THE ENGINEER OF RECORD. DO NOT REMOVE OR MODIFYANY EXISTING SUPPORT MEMBERS OR HARDWARE FOR EXISTING FRAMING WITHOUT THE EXPRESS WRITTEN CONSENT OF THE ENGINEER OF RECORD. ANY DISCREPANCIES BETWEEN FOUNDATIONS OR FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. I ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRITTEN GUIDELINES. PROVIDE METAL HANGERS PER 9/SDI AS REQUIRED, UNLESS NOTED OTHERWISE. ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE. [LING PLAN STRUCTURAL NOTES: SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEET SDI FOR ADDITIONAL INFORMATION. PROVIDE 4X6 POST MIN. AT ALL BEAM BEARING POINTS AND CONTINUE IN WALL TO FOUNDATION. PROVIDE POS. ATTACHMENT OF ALL POST TO BEAM, BEAM TO BEAM, BEAM TO POST, AND POST TO POST CONN'S WITH (2) ST22 STRAPS MIN. AND A35 CLIPS, U.N.O. PER PLAN AND DETAILS. PRIOR TO CONSTRUCTION, CONTRACTOR SHALL REVIEW EXISTING ROOF, FLOOR, AND WALL FRAMING TO DETERMINE ALL LOCATIONS OF EXISTING STRUCTURAL SUPPORT. THE REMOVAL OR MODIFICATION OF ALL EXISTING STRUCTURAL SUPPORT MEMBERS TO ACCOMMODATE THE PROPOSED CONSTRUCTION SHALL BE COORDINATED DIRECTLY WITH THE ENGINEER OF RECORD, DO NOT REMOVE OR MODIFY ANY EXISTING SUPPORT MEMBERS OR HARDWARE FOR EXISTING FRAMING WITHOUT THE EXPRESS WRITTEN CONSENT OF THE ENGINEER OF RECORD. ANY DISCREPANCIES BETWEEN FOUNDATIONS OR FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDING TO MEWS WRITTEN GUIDELINES. PROVIDE METAL HANGERS PER 12/SDI AS REQUIRED, UNLESS NOTED OTHERWISE. ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE. PERMIT#_L✓;)—�.�13 4 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE LMPLIA CE DAT BY ' C:OIM ANY`INFO' AV a z0)o Y 001 U N U 0 Q c (I',, DI Us 0 Zo _J Q N co 0M J06Z W N UJ 200 W Ln 0 r-4 Ln V' � ri. COPYRIGHT NorCal GBC 2014 Do not reproduce these drawings and specifications without the express written permission of the drafter. The drawings and specifications are instruments of service and should remain the property of the drafter whether the project for whim they are made Is executed or not These drawings and specifications shall not be used for additions to this project by others except by the express written permission of the drafter. T A/E SEAL .., W to W Z W a w�UF J Waa? LU W = v w a QROFES SIpt- Z W-- a NED 6 :5u -mg J y~ o �N Y C 8 m a x>z� Lu EXP. it E A�A1 Wj 0 E'> M uQ , N'N s ''40 N = a IF THE ABOVE DIMENSION DOES NOT MEASURE ONE .INCH (1' EXACTLY, THIS DRAWING WILL HAVE BEEN ENLARGED OR REDUCED, AFFECTING ALL LABELED SCALES. BY I REVISIONS I DATE R Z J Date: 7113/2016 CL Scale: AS NOTED J Drawn: Q Job: ry Sheet U Awn c~n GENERAL STRUCTURAL NOTES 1. GENERAL 3. CONCRETE / REINFORCING CONTINUED 6. FRAMING / LUMBER CONTINUED 9. DESIGN LOADS A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: 6-4 POSTS/TRIMMERS: A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, ICC REPORT. DIVISIONS 1,11,111, AND IV U.N.O.: B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF 7HE BUILDING CODE ABBREVIATIONS CONCRETE WITH SOIL OR WEATHER EXPOSURE: EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B) SEISMIC: INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS #5 BARS AND SMALLER 1 Yz" NA REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN #6 BARS AND LARGER 2" B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE AB ANCHOR BOLT K IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR F.) CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. C) WIND: ANGLE OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN A J ADJACENT LLH WIND SPEED: 110 MPH DOCUMENTS WITHOUTTHE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60) 6-5 WALL FRAMING: VE LONG LEG VERT.. WIND EXPOSURE: C WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. ARCHITECTURAL BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR LONGITUDINAL G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. BLDG BUILDING LSL MORE, (80) BAR DIAMETERS U.N.O. A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING D) LIVE LOADS: C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS LAMINATED VENEER LUMBER H. ) WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD BM ROOF 20 PSF (REDUCIBLE) MAX SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF (ONSTRUCTION. THE K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE BOTTOM FLOOR 40 PSF MACHINE BOLTS CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL BTF SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. MECH MECHANICAL 6-6 CONNECTIONS: MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND MFR MANUFACTURER STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, CARRIAGE BOLTS ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-011. A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. CG BRACING, SCAFFOLDING, ETCETERA. MISC. MISCELLANEOUS CIP CAST -IN-PLACE CONCRETE MTL METAL B.) C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, CJ CONSTRUCTION JOINT D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY TOE 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 WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BYTHE STRUCTURAL DRAWINGS UNDER ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVII=W OF SHOP DRAWINGS BY THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANYWAY THE THE SHOP DRAWINGS ARE CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTU6AL DRAWINGS. H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE FINISHES. 1) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: EPDXY/MECHANICAL CONCRETE ANCHORS (IF APPLICABLE) THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL- ENGINEER AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SFIALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING= 1500 PSF PER CBC TABLE 180()•2 (NO SOILS REPORT PROVIDED). 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 (12" TO 24" AS PER LOCAL REQUIREMENTS). 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. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. K.) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLkMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUA(Y OF THE EXISTING, UN -MODIFIED PORTIONS OF THE FOUNDATIONS. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IE TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIhE 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 THE ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 411 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 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NCIT TO EXCEED 10'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED T -O" WHERE SLAB IS UN -REINFORCED. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: SEE PLANS 2. FLOOR SHEATHING: SEE PLANS 3. WALL SHEATHING: SEE PLANS 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. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATORS 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 AND FV = 285 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" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS WHERE REQUIRED. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2. 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE 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. 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. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL HANGERS, CONNECTORS, AND 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 THE WOOD AND/OR METALS. 6-2 GENERAL FRAMING: A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS 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 SHALLTAKE ALL MEASURES NECESSARYTO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. 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, ETCETERA. C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS PERMIT# (_NLI�- IIIb BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO0 E2MPLIMCE DATE— - �BY FESS/0/q K. B �F � � Z "--No. 75688' m * 6 0/18 �T9TFOF CALIF 7/12/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 14=1 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com V) a cU W JG LL Q 0 mm Oc D LU 0 LU Q LU Z L.L� U � Q YZ 1 w w U Ya N z z< Z U tD V / � REVISIONS: DATE: 7/12/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-229 SHEET: SN USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). ABBREVIATIONS E.) 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. AB ANCHOR BOLT K KIPS F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY AD ADDITIONAL L ANGLE WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN A J ADJACENT LLH LONG LEG R ACCEPTABLE ALTERNATIVE. ALLTT ALTERNATE LLV VE LONG LEG VERT.. ARCH ARCHITECTURAL LONG LONGITUDINAL G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. BLDG BUILDING LSL LONG SLOTTED HOLE BM BLOCKING LVL LAMINATED VENEER LUMBER H. ) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. BM BEAM MAX MAXIMUM PER PLANS AND DETAILS. BOTT (B) BOTTOM MB MACHINE BOLTS BTF BEAT TO FIT MECH MECHANICAL 6-6 CONNECTIONS: BTWN BETWEEN MFR MANUFACTURER CB CARRIAGE BOLTS MIN MINIMUM A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. CG CONTROLJOINT MISC. MISCELLANEOUS CIP CAST -IN-PLACE CONCRETE MTL METAL B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CJ CONSTRUCTION JOINT (N) NEW WASHERS WHERE BEARING AGAINST WOOD. CLR CLEAR NS NEAR SIDE CMU CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED COL COLUMN NTS NOT TO SCALE BEFORE CLOSING IN OR AT COMPLETION OF JOB. CONC CONCRETE OC ON CENTER CONN CONNECTION OD OUTSIDE DIAMETER D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. CONSTR CONSTRUCTION OH OPPOSITE HAND CONT CONTINUOUS OPNG OPENING CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE 8. ROOF FRAMING CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER CTR CENTER PERP PERPENDICULAR 8-1 CUT AND STACKED ROOF FRAMING: CTSK COUNTERSINK PL PLATE DBL DOUBLE PLWD PLYWOOD A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING DF DOUGLAS FIR PLCS PLACES REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES, DF -L DOUGLAS FIR - LARCH PP PARTIAL PENETRATION INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT DIA DIAMETER PT PRESSURE TREATED ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. DJ DOUBLE JOIST P/C PRECAST CONCRETE EA EACH P/T POST -TENSIONED THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY: EF EACH FACE REINF REINFORCEMENT EL ELEVATION (DATUM) REQ'D REQUIRED 1. RAFTER MAXIMUM SPANS ELEV ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL A. 2X6 DF -L #2: V-0" EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF B. 2X8 DF -L #2: 12'-0" EQ EQUAL RECORD C. 2X10 DF -L#2: 16'-6" ES EACH SIDE SHTG SHEATHING (E) EXISTING SIM SIMILAR 2. MINIMUM BRACE SIZE = 2X6 EXP EXPANSION SOG SLAB -ON -GRADE EXT EXTERIOR STD STANDARD 3. MAXIMUM BRACE SPACING = 4'-0" O.C. EW EACH WAY STIFF STIFFENER FF FINISH FLOOR S STEEL 4. PURLIN SIZE SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O. FIN FINISH SQ SQUARE FJ FLOOR JOIST SS STAINLESS STEEL B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED FLR FLOOR SWS SHEAR WALL SCHEDULE ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE FNDN FOUNDATION SYM SYMMETRICAL ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, FOHC FREE OF HEART CENTER T&B TOP & BOTTOM AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, FOS FACE OF STUD TO(P) TOP OF (PLYWOOD) BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS FS FAR SIDE TOC TOP -OF -CONCRETE NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY FTG FOOTING TOF TOP -OF -FOOTING SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION GA GAUGE TOS TOP -OF -STEEL CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. GALV GALVANIZED TOW TOP -OF -WALL GLB GLUE -LAM BEAM TN TOE NAIL HDG HOT DIPPED GALVANIZED TYP TYPICAL HDR HEADER LINO UNLESS NOTED OTHERWISE HGR HANGER (SIMPSON) VERT VERTICAL HORIZ HORIZONTAL WP WORKPOINT ID INSIDE DIAMETER WWF WELDED WIRE FABRIC INT INTERIOR W/ WITH JST JOIST W/O WITHOUT JT JOINT PERMIT# (_NLI�- IIIb BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO0 E2MPLIMCE DATE— - �BY FESS/0/q K. B �F � � Z "--No. 75688' m * 6 0/18 �T9TFOF CALIF 7/12/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 14=1 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com V) a cU W JG LL Q 0 mm Oc D LU 0 LU Q LU Z L.L� U � Q YZ 1 w w U Ya N z z< Z U tD V / � REVISIONS: DATE: 7/12/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-229 SHEET: SN FASTENING SCHEDULE (TABLE 2304.9.1) CONNECTION FASTENING"' LOCATION 1. JOIST TO SILL OR GIRDER 3 - fid COMMON (2 1/2 X 0.131) TOE NAIL 2X4/2X6/2X8/ 2X10///DD2X12 LUS24/LUS26/LUS28/ LUS210AUS210DBL 3 - 3" X 0.131" NAILS 10d DBL 2X1O/DBL BL 4X12 7F� HUS210-2TF,F//HUS212-2y 3 - 3' 14 GA. STAPLES 2 - fid COMMON (2 1/2" X 0.131") 16d 2. BRIDGING TO JOIST HU48TF/HU4107/HU412TF 16d 2 - 3" X 0.131' NAILS TOE NAIL EACH END HU687/HU61OTF/HU612TF 16d 2 - 3' 14 GA. STAPLES 2 - 8d COMMON (2 1/2" X 0.131') 3 - Ed COMMON (2 1/2' X 0.131') 2 - 16d COMMON (3 1/2" X 0.162') 16d (3 1/2" X 0.135') AT 16' 0•0• FACE NAIL FACE NAIL BLIND AND FACE NAIL 3. 1" X 6' SUBFLOOR OR LESS TO EACH JOIST 4. WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST 5. 2' SUBFLOOR TO JOIST OR GIRDER 6. SOLE PLATE TO JOIST OR BLOCKING HGLTV 16d 3' X 0.131' NAILS AT 8' O.C. TYPICAL FACE NAIL HGLTV 16d 3' 14 GA. STAPLES AT 12" O.C. SOLE PLATE TO JOIST OR BLOCKING AT 3 - 16d (3 1/2' X 0.135') AT 16" O.C. 4 - 3" X 0.131" NAILS AT 16" AC - BRACED WALL PANELS BRACED WALL PANEL 4 - 3' 14 GA. STAPLES PER 16" 2 - 16d COMMON (3 1/2" X 0.162") 7. TOP PLATE TO STUD 3 - 3' X 0.131' NAILS END NAIL - 3 - 3' 14 GA. STAPLES 4 - 8d COMMON (2 1/2 X 0.1,31-) B. SND TO SOLE PLATE 4 - 3' X 0.131' NAILS AT 8" 0•C. TOE NAIL 3 - 3' 14 GA. STAPLES AT 12" O.C- 2 - 16d COMMON (3 1/2" X 0.162) END NAIL 3 - 3' X 0.131' NAILS 3 - 3" 14 GA. STAPLES 16d (3 1/2' X 0.135') AT 24" O•c- 9. DOUBLE STUDS 3' X 0.131' NAIL AT 8" O.C. FACE NAIL 3' 14 GA. STAPLE AT 8' O.C. 16d (3 1/2' X 0.135') AT 16' O -C- 10. DOUBLE TOP PLATES 3' X 0.131' NAIL AT 12' O.C. TYPICAL FACE NAIL 3" 14 GA. STAPLE AT 12' O.C. DOUBLE TOP PLATES 8 - 16d COMMON (3 1/2" X 0.162") LAP SPLICE 12 - 3' X 0.131" NAILS 12 - 3" 14 GA. STAPLES 3 - fid COMMON (2 1/2' X 0.131') 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3-3"X 0.131' NAILS TOE NAIL 3 - 3' 14 GA. STAPLES 8d (2 1/2' X 0.131') AT 6' D.C. 12. RIM JOIST TO TOP PLATE 3' X 0.131' NAIL AT 6" O.C. TOE NAIL 3' 14 GA. STAPLE AT 6" O.C. 2 - 16d COMMON (3 1/2" X 0.162) 13. TOP PLATES. LAPS AND INTERSECTIONS 3-3'X0.131"NAILS FACE NAIL 3 - 3' 14 GA. STAPLES 16d COMMON (3 1/2" X 0.162') 3 - 8d COMMON (2 1/2 X 0.151') 16" O.C. ALONG EDGE 14. CONTINUOUS HEADER, TWO PIECES 15. CEILING JOISTS TO PLATE 5 - 3' X 0.131' NAILS TOE NAIL 5 - 3' 14 GA. STAPLES 4 - 8d COMMON (2 1/2' X 0.131') 3 - 16d COMMON (3 1/2" X 0.162") MIN, TOE NAIL 16. CONTINUOUS HEADER TO STUD 17. CEILING JOISTS, LAPS OVER PARTITIONS TABLE 2308.10.4.1 FACE NAIL 4-3" X0.131"NAILS 4 - 3' 14 GA. STAPLES 3 - 16d COMMON (3 1/2" X 0.162') MIN, 18. CEIUNG JOISTS TO PARALLEL RAFTERS TA13LE 2308.10.4.1 FACE NAIL 4-3'X 0.131' NAILS 4 - 3' 14 GA. STAPLES 3 - 8d COMMON (2 1/2" X 0.131") 19. RAFTER TO PLATE 5 - 3' X 0.131' NAILS TOE NAIL 5 - 3' 14 GA. STAPLES 2 - 8d COMMON (2 1/2" X 0.131') 20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE 2 - 3' X 0.131' NAILS FACE NAIL 3 - 3' 14 GA. STAPLES 3 - 8d COMMON (2 1/2" X 0.131') 3 - Sd COMMON (2 1/2' X 0.131') 16d COMMON (3 1/2" X 0.162') FACE NAIL FACE NAIL 24" O.C. 21. 1' X 8' SHEATHING TO EACH BEARING 22. WIDER THAN 1' X 8' SHEATHING TO EACH BEARING 23. BUILT-UP CORNER STUDS 3' X 0.131' NAILS 16" O.C. 3' 14 GA. STAPLES 20d COMMON (4" X 0.192') AT 32" O.C. 16" O.C. FACE NAIL AT TOP AND 24. BUILT-UP GIRDER AND BEAMS 3' X 0.131' NAILS AT 24" O.C. BOTTOMSTAGGERED ON 3' 14 GA. STAPLES AT 24" D.C. OPPOSITE ENDS 2 - 20d COMMON (4" X 0.192") FACE NAIL AT ENDS AND 3 - 3' X 0.131" NAILS AT EACH SPLICE 3 - 3' 14 GA. STAPLES 16d COMMON (3 1/2' X 0.162') 3 - 10d COMMON (3" X 0.148') AT EACH BEARING 25. 2" PLANKS 26. COLLAR TIE TO RAFTER 4 - 3" X 0.131' NAILS FACE NAIL 4 - 3' 14 GA. STAPLES 3 - 1Dd COMMON (3" X 0.148") 27. JACK RAFTER TO HIP 4 - 3' X 0.131" NAILS TOE NAIL 4 - 3' 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162) FACE NAIL 3-3'X0.131"NAILS 3 - 3" 14 GA. STAPLES 2 - 16d COMMON (3 1/2' X 0.162") 28. ROOF RAFTER TO 2X RIDGE BEAM 3-3'X0.131"NAILS TOE NAIL 3 - 3' 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162) FACE NAIL 3 - 3' X 0.131" NAILS 3 - 3" 14 GA. STAPLES -3 -- 16d COMMON (3 1/2" X 0.162) - - .. 29.. JOIST TO BAND JOIST ... _. __ .. 4 - 3' X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 3 - 16d COMMON (3 1/2" X 0.162") 30. LEDGER STRIP 4 - 3' X 0.131' NAILS FACE NAIL 4 - 3' 14 GA. STAPLES 1/2" AND LESS 6d" 31. WOOD STRUCTURAL PANELS AND PARTICLE BOARD! SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 2 3/8" X 0.113' NAIL 19/32' TO 3/4" 8d OR 6d" 23/8' X 0.113' NNL' 7/8' TO 1" 8d• SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT 1 1/8' TO 1 1/4' 10d'OR 8d' TO FRAMING 3/4" AND LESS 6d' 1 1/8' TO 11/4' 10cf OR 8d` 1//8' AND LESS fid 32. PANEL SIDING (TO FRAMING) 1/2' No. it GAGE ROOFING NAIL' 33. FIBERBOARD SHEATHING' 6d COMMON NAIL (2" X 0.113") No. 16 GAGE STAPLE' 25/32" No. 11 GAGE ROOFING NAIL' fid COMMON NAIL (2 1/2" X 0.131') No. 16 GAGE STAPLE' 1/4' 4dr 34. INTERIOR PANELING 3/8' 6d' a. Common or box nals are permitted to be used except where otherwise stated. b. Nails spaced at 6 inches on center at edges, 12 Inches at Intermediate supports except 6 Inches at supports where spans are 46 Inches or more. For nailing of wood structural panel and particleboard diaphragms and shear 1010113, refer to Section 2305. Nons Tor wait eneaanmg are Permnma to v" curnnmrr, u ar siny c. Common or deformed shank (6d - 2' x 0.113'; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") d. Common (Ed -2'x0.113"; 8d -21/2"x0.131'; 10d -3"x0.148') e. Deformed shank (6d - 2' x 0.113"; Bid - 2 1/2" x 0.131"; 10d - 3" x 0.148') C Corrosion -resistant siding (6d - 1 7/8" x 0.106'; 8d - 2 3/8' x 0.128') or casing (6d - 2' x .099"; fid - 2 1/2' x 0.113') nal g. Fasteners spaced 3 Inches an center at exterior ridges and 6 Inches on center at Intem,edi0le supports, when used as structural sheathing. Spacing shall be 6 Inches on center on the edges and 12 Inches on Center at intermediate supports for nonstructural applications. h. Corrosion -resistant roofing nals with 7/16 Inch diameter head and 1 1/8 Inch length for 1/2 Inch sheathing and 1 3/4 Inch length for 25/32 sheathing. 1. Coroslon-resistant staples with nominal 7/16 Inch crown and 1 1/8 Inch length for 1/2 Inch sheathing and 1 1/2 Inch length for 25/32 sheathing. Panel supports at 16 Inches (20 inches If strength axis in the long directidn of the panel, unless otherwise marked). I Casing (1 1/2" x 0.080") or finish (1 1/2" x 0.072) nails spaced 6 Inches on panel edges, 1) Inches at intermediate supports. k. Panel supports of 24 Inches. Casing or finish nals spaced 6 Inches on panel edges, 12 InchOs at Intermediate supports. I. For roof sheathing applications• fid pals (2 1/2' x 0.113') are the minimum required for wood structural panels. m. Staples shall haw a minimum crown width of 7/16 Inch. n. For roof sheathing applications, fasteners spaced 4 Inches on center at edges, 8 inches at intermediate supports. a. Fasteners spaced 4 Inches on center at edges, 8 Inches at Intermediate supports for subfioor and wall sheathing and 3 Inches on center at edges. 6 Inches at Intermediate supports of roof sheathing. p. Fasteners spaced 4 Inches on center at edges, 8 inches at Intermediate supports. TYPICAL FASTENING SCHEDULE 10 NO SCALE SD1 TYPICAL HANGER SCHEDULE MEMBER SIZE SIMPSON HANGER TYPE FASTENER TYPE AT SUPPORTING AT SUPPORTED MEMBER MEMBER 2X4/2X6/2X8/ 2X10///DD2X12 LUS24/LUS26/LUS28/ LUS210AUS210DBL 10d 10d DBL 2X1O/DBL BL 4X12 7F� HUS210-2TF,F//HUS212-2y 16d 16d 4X8/4X10/4X12 HU48TF/HU4107/HU412TF 16d 10d 6X8/6X10/6X12 HU687/HU61OTF/HU612TF 16d 16d TJI/BCI ITS 10d NOT REQ'D LVL/PSL HGLTV 16d 16d GLU-LAM HGLTV 16d 16d NOTES: 1. PROVIDE SKEWED AND SLOPED HANGER WHERE REQUIRED. 2. PROVIDE HANGER WITH ONE OR BOTH FLANGES CONCEALED WHERE REQUIRED. WALL CONTINUES WHERE r 'OCCURS PER PLAN (5) 16d-;++ i + 4 + + PARTIAL PLAN AT TOP PLATE CORNER AND TEE DBL 2X TOP PLATE PER DETAIL BELOW- -MST126 STRAP, U.N.O., CENTERED ON DISCONTINUITY STUD DIRECTLY UNDER SPLICE, TYP. TYPICAL TOP PLATE DISCONTINUITY (5) 16d AT CORNER OR INTERSECTING WALL d SINKERS AT 16" O.C. .4'-0" MIN. LAP LENGTH. TYP� ,. 16d 1 MIN. BETWEEN SPLICES 16d SINKERS AT 16" O.C. (12) (12) MIN. BETWEEN SPLICES MIN. BETWEEN PTDF TIE TO NEW FO PER CONTRACT (E) SLAB ON GRADE, :R PLAN )ENAILS 3. SEE PLANS AND DETAILS FOR HANGER AT SPECIAL CONDITION. }J- }J- -1J- jj,�}J- J�I_ 1J -IJ- `REINF. PER FTG SCHED. 4. PROVIDE APPROPRIATE FASTENER AT ALL FASTENER HOLES U.N.O. STUD DIRECTLY1 DBL 2X 5. FASTENER SIZES: 16d=0.162" DIA. X 3 1/2" LENGTH UNDER SPLICE, T(P. TOP PLATE NOTES: 10d=0.148" DIA. X 3" LENGTH, I 1.) ANY DISCREPANCIES BETWEEN EXISTING FOUNDATIONS SHOWN AND FIELD CONDITION SHALL INTERSECTING WALL OR CORNER WHERE OCCURS I BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD. 10d X 1 1/2"=0.148" DIA. X 1 1/2" LENGTH 6. PROVIDE HANGERS AND FASTENERS WITH CORROSION PROTECTION TYPICAL TOP PLATE SPLICE 2.) FLOOR FRAMING NOT SHOWN FOR CLARITY. APPROPRIATE FOR CONNECTION APPLICATION AND ENVIRONMENT. TYPICAL SIMPSON HANGER SCHEDULE 9 TYPICAL TOP PLATE SPLICE DETAIL 6 TYPICAL POST FOOTING DETAIL 3 NO SCALE SD1 NO SCALE Sb1 NO SCALE SD1 THICKNESS BM PER PLAN 3" CUR : 3" CL 6" Q.C., TYP MSTA24 STRAP 3" CLR 4X6 DF#1 POST REINFORCE WITH #4 FTG TYPE PER PLAN AT 6" O.C. E.W. A34 CLIP AT RIDGE SUPPORT POST A (N) BEAM PER PLAN A LSTA18 E.S., UNO. TOP PLATE PER 6/SD1 (N) CJ PER PLAN N WALL FRAMING 13 POST PER PLAN--L_PER .PLAN �HGR PER SCHED., 7YP NOTES: 1. ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITION SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD. 2. BRACE FRAMING AS REQUIRED DURING CONSTRUCTION. TYPICAL FLUSH BEAM DETAIL s BEAM DETAIL TYPICAL SPREAD FOOTING SCHEDULE 2 NO SCALE SD1 NO SCALE Eq NO SCALE SD1 PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR - CODE COMPLI CE I ��(E) BRACE AS OCCURS, TYP DATE BY I 1 t WALL FRAMING PER PLAN, WHERE OCCURS 16d AT 8 - (N) BEAM PER PLAN (E) DBL TOP PLATE \� ., I I " O.C. '� (E) CJ FLOOR SHEATHING ELEV. E.N. PER PLAN " a a� Enz z N J BEAM TO POST DETAIL NO SCALE CUP E.S. DBL TOP PLATE BEAM PER PLAN (E) CEILING BEAM (N) 1/4 DIA. SDS SCREW, WITH 2 1/2" PER EMBED IN (N) BEAM, AT 16" O.C. rjhARCH 2X BLOCK FLOOR JOIST AS REQ'D FOR FLOOR �A35 CLIP AT 4'-0" O.C. ELEV. PER ARCH. (N) BEAM PER PLAN 2X6 DF#2 AT 16" HU HGR ". at. O.C. MIN. E) CONCRETE DO NOT EXTEND SEAT SLAB -ON -GRADE CUT BEYOND HANGER SEAT-0b-00��0'Oa,CO°oO9O��O O OooO QOO�d0 Oo0 0 O�o� O�o� O� o o �O 0o O.QO O 0.Yo SCS O Q)60 �o OO �o O NOTES: _ y 2X4 PTDF SILL AT 6'-0" O.C. MAX SPREAD FOOTING PER /�` - - - (AND AT FJ ENDS) WITH 1/2" DIA. 1. ANY DISCREPANCIES BETWEEN EXISTING FRAMING SHOWN AND FIELD CONDITION SHALL PLAN WHERE OCCURS/ X 2 3/4" EMBED SIMPSON TITEN BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD. HD BOLTS AT 3'-0" O.C. 2. BRACE FRAMING AS REQUIRED DURING CONSTRUCTION. 3. DO NOT DISTURB EXISTING FRAMING AND CONNECTIONS. ', NOTE: MOISTURE BARRIER/MOLD PREVENTION BY OTHERS. 7 BEAM DETAIL 4 TYPICAL WOOD FLOOR DETAIL 1 SD1 NO SCALE Sb1 NO SCALE SDI - -71 - i l l - _l' r -- - - -- - -i f EIFI I _ ' '� f „ Iii illi 11 I, 1. oQROFESSIpNq� ANO. 75688x" E . 6/ 0/18 J� CIVIL gTFOF CALIF 0� 7/12/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Undo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com F- a W U Wa LLJ LL! LzLJ Z U > U �a Yz rile ii L LU z N Z U z .J L r44. V U REVISIONS: DATE: 7/12/16 SCALE: NTS DRAWN BY: RKB JOS NUMBER: 16-229 SHEET: SD1 FOOTING SCHEDULE FOOTING TYPE DIMENSION A DIMENSION B. U.N.O. THICKNESS, U.N.O. F1.5 1'-6" 1'-6" 12" F2 2'-0" 2'-0" 12" F2.5 2'-6" 2'-6" 12" F3 3'-0" 3'-0" 12" TYPICAL FLUSH BEAM DETAIL s BEAM DETAIL TYPICAL SPREAD FOOTING SCHEDULE 2 NO SCALE SD1 NO SCALE Eq NO SCALE SD1 PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR - CODE COMPLI CE I ��(E) BRACE AS OCCURS, TYP DATE BY I 1 t WALL FRAMING PER PLAN, WHERE OCCURS 16d AT 8 - (N) BEAM PER PLAN (E) DBL TOP PLATE \� ., I I " O.C. '� (E) CJ FLOOR SHEATHING ELEV. E.N. PER PLAN " a a� Enz z N J BEAM TO POST DETAIL NO SCALE CUP E.S. DBL TOP PLATE BEAM PER PLAN (E) CEILING BEAM (N) 1/4 DIA. SDS SCREW, WITH 2 1/2" PER EMBED IN (N) BEAM, AT 16" O.C. rjhARCH 2X BLOCK FLOOR JOIST AS REQ'D FOR FLOOR �A35 CLIP AT 4'-0" O.C. ELEV. PER ARCH. (N) BEAM PER PLAN 2X6 DF#2 AT 16" HU HGR ". at. O.C. MIN. E) CONCRETE DO NOT EXTEND SEAT SLAB -ON -GRADE CUT BEYOND HANGER SEAT-0b-00��0'Oa,CO°oO9O��O O OooO QOO�d0 Oo0 0 O�o� O�o� O� o o �O 0o O.QO O 0.Yo SCS O Q)60 �o OO �o O NOTES: _ y 2X4 PTDF SILL AT 6'-0" O.C. MAX SPREAD FOOTING PER /�` - - - (AND AT FJ ENDS) WITH 1/2" DIA. 1. ANY DISCREPANCIES BETWEEN EXISTING FRAMING SHOWN AND FIELD CONDITION SHALL PLAN WHERE OCCURS/ X 2 3/4" EMBED SIMPSON TITEN BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD. HD BOLTS AT 3'-0" O.C. 2. BRACE FRAMING AS REQUIRED DURING CONSTRUCTION. 3. DO NOT DISTURB EXISTING FRAMING AND CONNECTIONS. ', NOTE: MOISTURE BARRIER/MOLD PREVENTION BY OTHERS. 7 BEAM DETAIL 4 TYPICAL WOOD FLOOR DETAIL 1 SD1 NO SCALE Sb1 NO SCALE SDI - -71 - i l l - _l' r -- - - -- - -i f EIFI I _ ' '� f „ Iii illi 11 I, 1. oQROFESSIpNq� ANO. 75688x" E . 6/ 0/18 J� CIVIL gTFOF CALIF 0� 7/12/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Undo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com F- a W U Wa LLJ LL! LzLJ Z U > U �a Yz rile ii L LU z N Z U z .J L r44. V U REVISIONS: DATE: 7/12/16 SCALE: NTS DRAWN BY: RKB JOS NUMBER: 16-229 SHEET: SD1 i' GENEIML, NOTOS 1. THESE GENERAL NOTES AND THE PROJECT SPECIFICATIONS SHALL APPLY NOT ONLY TO THE GENERAL CONTRACTOR, BUT TO ALL SUBCONTRACTORS AND VENDORS ON THIS PROJECT. THE WORD "CONTRACTOR" SHALL HEREAFTER APPLY EQUALLY AND WITHOUT EXCEPTION TO ALL SUBCONTRACTORS AND VENDORS. ALL CONTRACTORS ARE RESPONSIBLE FOR FAMILIARIZING THEMSELVES WITH THESE NOTES, THE PROJECT SPECIFICATIONS, AND THE DRAWINGS. 2. ALL WORK LISTED, SHOWN, OR IMPLIED ON THESE CONSTRUCTION DOCUMENTS SHALL BE SUPPLIED AND INSTALLED BY THE CONTRACTOR EXCEPT WHERE NOTED OTHERWISE. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR EXECUTION OF WORK IN ACCORDANCE WITH CONSTRUCTION DOCUMENTS AND ALL LOCAL AND STATE BUILDING CODES. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE SUBCONTRACTOR'S WORK. THE CONTRACTOR SHALL CLOSELY COORDINATE WORK WITH THAT OF SUBCONTRACTORS TO ASSURE THAT ALL SCHEDULES ARE MET AND THAT ALL WORK IS DONE IN CONFORMANCE WITH PLANS & SPECS. 3. CONTRACTOR SHALL ADHERE TO ALL RULES GOVERNING CONSTRUCTION, SAFETY, BUILDING ACCESS AND THE USE OF THE FACILITIES AS SET BY LOCAL & STATE AUTHORITIES AND THE LANDLORD. 4. ALL CONSTRUCTION SHALL COMPLY WITH ENERGY STANDARDS IN TITLE 24 OF THE CALIFORNIA STATE BUILDING CODE AS OUTLINED IN THE ENERGY CERTIFICATES PROVIDED BY THE ENERGY CONSULTANT. 5. ALL MECHANICAL, ELECTRICAL, LIGHTING, PLUMBING, FIRE - PROTECTION ENGINEERING TO BE "DESIGN BUILD" BY OTHERS. OTHERS ARE RESPONSIBLE FOR ENGINEERING, PERMITS, FEES, CALCULATIONS, REPORTS, DRAWINGS, ETC. REQUIRED BY LOCAL AND ALL OTHER GOVERNING AGENCIES. SUCH DESIGN SHALL BE FULLY COORDINATED WITH ALL INFORMATION PROVIDED IN THIS DRAWING SET. 6. EXAMINATIONS OF THE SITE AND PORTIONS THEREOF WHICH WILL AFFECT THIS WORK SHALL BE MADE BY THE GENERAL CONTRACTOR AND SUBCONTRACTORS, WHO SHALL COMPARE IT WITH THE DRAWINGS AND SATISFY THEMSELVES AS TO CONDITIONS UNDER WHICH WORK IS TO BE PERFORMED. THEY SHALL, ASCERTAIN AND CHECK LOCATIONS OF THE EXISTING STRUCTURES AND EQUIPMENT, AND ALL CONDITIONS DURING CONSTRUCTION WHICH MAY AFFECT THEIR WORK. ANY CONFLICTS OR OMISSIONS, ETC. SHALL BE REPORTED TO THE OWNER BEFORE BIDDING OR PROCEEDING WITH ANY WORK. 7. DRAWINGS SHALL NOT BE SCALED. ALL DIMENSIONS ON DRAWINGS TAKE PRECEDENCE OVER SCALE. DETAILS SHALL TAKE PRECEDENCE OVER GENERAL FLOOR PLANS. STATE AND LOCAL CODES TAKE PRECEDENCE OVER PLAN DRAWINGS. B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEETING THE PROJECT SCHEDULE. PRIOR TO START OF PROJECT, THE GENERAL CONTRACTOR SHALL VERIFY LEAD TIMES OF FINISH MATERIALS AND SPECIAL ITEMS TO ASSURE AVAILABILITY AS SCHEDULE REQUIRES. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR MONITORING THE PROGRESS OF THE WORK AND INFORMING THE OWNER AND TENANTS IMMEDIATELY OF ANY POTENTIAL DELAYS. 9. CERTAIN MATERIALS ARE SPECIFIED BY THEIR BRAND NAMES TO ESTABLISH STANDARDS OF QUALITY AND PERFORMANCE. ALL REQUESTS FOR SUBSTITUTIONS OF ITEMS SPECIFIED SHALL BE SUBMITTED TO THE OWNER IN WRITING AT LEAST TWO WEEKS PRIOR TO ORDERING OR INSTALLATION. REQUESTS WILL BE CONSIDERED ONLY IF A BETTER PRODUCT, A MORE ADVANTAGEOUS DELIVERY DATE OR A LOWER PRICE WITH CREDIT TO THE TENANT WILL BE PROVIDED WITHOUT SACRIFICING QUALITY, APPEARANCE AND FUNCTION. UNDER NO CIRCUMSTANCES WILL THE OWNER BE REQUIRED TO PROVE THAT A PRODUCT PROPOSED FOR SUBSTITUTION IS NOT EQUAL QUALITY TO THE PRODUCT SPECIFIED. SUBSTITUTE MATERIALS SHALL NOT BE PURCHASED OR INSTALLED WITHOUT THE OWNER'S WRITTEN APPROVAL. 10. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AS REQUESTED FOR FABRICATION ITEMS, CUT SHEETS OF ALL FIXTURES AND EQUIPMENT, AND SAMPLES OF ALL FINISHES TO OWNER FOR APPROVAL PRIOR TO INSTALLATION. BY APPROVING AND SUBMITTING SHOP DRAWINGS AND SAMPLES, CONTRACTOR REPRESENTS THAT HE DETERMINED AND VERIFIED FIELD MEASUREMENTS, FIELD CONSTRUCTION CRITERIA, MATERIALS, CATALOG NUMBERS, AND SIMILAR DATA AND THAT EACH SUBMITTAL HAS BEEN CHECKED AND COORDINATED WITH CONTRACT REQUIREMENTS. CONTRACTOR IS RESPONSIBLE FOR ACCURACY OF SHOP DRAWINGS, PROPER FITTINGS, COORDINATION OF WORK, CONSTRUCTION TECHNIQUES, MATERIALS, AND WORK REQUIRED BY CONTRACT DOCUMENTS. SUBMITTALS WILL BE REQUIRED FOR: ALL FINISH MATERIALS 11. NO WORK DEFECTIVE IN CONSTRUCTION OR QUALITY OR DEFICIENT IN ANY REQUIREMENTS OF DRAWINGS AND SPECIFICATIONS WILL BE ACCEPTABLE IN CONSEQUENCE OF OWNER'S FAILURE TO DISCOVER OR TO POINT OUT DEFECTS OR DEFICIENCIES DURING CONSTRUCTION; NOR WILL PRESENCE OF INSPECTORS ON WORK RELIEVE CONTRACTOR FROM RESPONSIBILITY FOR SECURING QUALITY AND PROGRESS OF WORK, AS REQUIRED BY CONTRACT. DEFECTIVE WORK SHALL BE REPLACED BY WORK CONFORMING WITH INTENT OF CONTRACT. NO PAYMENT, WHETHER PARTIAL OR FINAL, SHALL BE CONSTRUED AS AN ACCEPTANCE OF DEFECTIVE WORK OR IMPROPER MATERIALS. 12. CONTRACTOR SHALL PROTECT WORK AREA AND NEW OR EXISTING MATERIALS AND FINISHES FROM DAMAGE WHICH MAY OCCUR FROM CONSTRUCTION, DEMOLITION, DUST, WATER, ETC.. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO PROPERTY OR CONSTRUCTION RESULTING FROM WORK OF CONTRACTOR AND/ OR SUBCONTRACTORS, AND SHALL REPAIR ALL SUCH DAMAGE TO ORIGINAL CONDITION AT NO ADDITIONAL COST. 13. CONTRACTOR SHALL SECURE AND PAY FOR ALL PERMITS AND INSPECTIONS. 14. THE CONTRACTOR SHALL REMOVE ALL RUBBISH AND WASTE MATERIALS ON A REGULAR BASIS, AND SHALL EXERCISE STRICT CONTROL OVER JOB CLEANING TO PREVENT ANY DIRT, DEBRIS, OR MATERIALS OUTSIDE THE JOB SITE. 15. THE GENERAL CONTRACTOR SHALL MAINTAIN A CURRENT AND COMPLETE SCT OF CONSTRUCTION DOCUMENTS ON THE JOB SITE DURING ALL PHASES OF CONSTRUCTION FOR USE OF ALL TRADES AND SHALL PROVIDE ALL SUBCONTRACTORS WITH CURRENT CONSTRUCTION DOCUMENTS AS REQUIRED. 16. CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING LOCATION OF ALL UTILITIES PRIOR TO EXCAVATION AND/ OR DEMOLITION. 17. CONTRACTOR SHALL PROVIDE ALL CEILING OR WALL ACCESS PANELS (OR ACCESS DOORS) AS REQUIRED BY THE AIR CONDITIONING, Pj UMBING, AND ELECTRICAL SYSTEM. PROVIDE APPROVED ASSEMBLIES WITH SELF CLOSING DEVICES IN RATED CONSTRUCTION. 18. ALL DIMENSIONS ARE TO FACE OF STUD, UNLESS OTHERWISE INDICATED. 19. ALL DIMENSIONS NOTED "CLEAR" OR "CLR" ARE FOR MINIMUM CLEARANCES AND MUST BE FIELD VERIFIED AND STRICTLY MAINTAINED. 20. ALL DIMENSIONS NOTED "VERIFY" OR "VIE" ARE TO BE CHECKED BY CONTRACTOR PRIOR TO CONSTRUCTION. ANY VARIANCES SHOULD BE REPORTED TO THE OWNER IMMEDIATELY FOR RESOLUTIONS. 21. ALL WORK SHALL BE SCRIBED TIGHT AND BE FREE OF MARKS AND BLEMISHES. 22. ABBREVIATIONS USED ARE THOSE IN COMMON USE. DRAFTER WILL DEFINE INTENI OF ANY QUESTIONS. 23. ALL PENETRATIONS OF FIRE RESISTIVE CONSTRUCTION SHALL BE PROTECTED WITH APPROVED FIRE ASSEMBLIES. 24. ALL SYSTEMS ARE MEANT TO BE COMPLETE AND OPERATIVE THOUGH NOT FULLY DESCRIBED 25. THE CONTRACTOR SHALL PROVIDE ANY AND ALL CONSTRUCTION FACILITIES TO ACCOMPLISH THE WORK. THESE FACILITIES SHALL BF REMOVED AS WORK PROGRESSES OR UPON COMPLETION. THESE INCLUDE, BUT ARE NOT LIMITED TO, TEMPORARY FACILITIES, BRACING, BARRIERS, ETC. 26. CONTRACTOR TO FALLOW MANUFACTURER'S RECOMMENDED SPECIFICATIONS AND INSULATION PROCEDURES. IF THESE DIFFER FROM THE CONTRACT DOCUMENTS, CONTRACTOR SHALL NOTIFY DESIGNER OR ENGINEER IN WRITING, IMMEDIATELY, TO 9ESOLVE DISCREPANCIES BEFORE PROCEEDING WITH THE AFFECTED WORK. IF CLARIFICATION IS NOT REQUESTED PRIOR TO COMPLETION OF BIDDING PROCESS, MOST STRINGENT CONDITIONS SHALL BE CONSIDERED INCLUDED IN THE CONTRACT PRICE. 27. MAKE ALL NECESSARY PROVISIONS FOR ITEMS TO BE FURNISHED OR INSTALLED BY OWNER. 28. EXERCISE EXTREME CARE AND PRECAUTION DURING CONSTRUCTION OF THE WORK TO MINIMIZE DISTURBANCES TO ADJACENT STRUCTURES AND THEIR OCCUPANTS, PROPERTY, PUBLIC THOROUGFIFARES, ETC. CONTRACTOR SHALL TAKE PRECAUTIONS AN[) BE RESPONSIBLE FOR THE SAFETY OF ALL BUILDING OCCUPANTS FROM CONSTRUCTION PROCEDURES. 29. D. CITY/ COUNTY ORDINANCES 30. E. AMERICAN NATIONAL STANDARD INSTITUTE (ANSI) 31. F. STATE OF CALIFORNIA ENERGY REGULATIONS 32. G. NATIONAL FIRE PROTECTION ASSOCIATION 33. ABBREVIATIONS USED IN REFERRING TO STANDARDS THAT APPLY TO THE WOFK INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING: A. AMERICAN SOCIETY OF TESTING MATERIALS (ASTM) B. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) C. AMERICAN WELDING SOCIETY (AWS) D. AMERICAN CONCRETE INSTITUTE (ACI) E. AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) F. ARCHITECTURAL ALUMINUM MANUFACTURER'S ASSOCIATION (AAMA) G. ALUMINUM ASSOCIATION (AA) H. CONCRETE REINFORCING STEEL INSTITUTE (CRSI) I. NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS (NAAMM) J. NATIONAL FIRE PROTECTION ASSOCIATION (NFPA) K. NATIONAL WOODWORK MANUFACTURERS ASSOCIATION (NWMA) L. WOODWORK INSTITUTE OF CALIFORNIA (WIC) 34. CONTRACTOR SHALL WAIVE "COMMON PRACTICE" AND "COMMON USAGE" AS CONSTRUCTION CRITERIA WHEREVER DETAILS AND CONTRACT DOCUMENTS OR GOVERNING CODES, ORDINANCES, ETC:, REQUIRED GREATER QUANTITY OR BETTER QUALITY THAN COMMON PRACTICE OR COMMON USE WOULD REQUIRE. 35. IF AT ANY TIME BEFORE COMMENCEMENT OF WORK, OR DURING PROGRESS THEREOF, CONTRACTOR'S METHODS, EQUIPMENT, OR APPLIANCES ARE INEFFICIENT OR INAPPROPRIATE FOR SECURING QUALITY OF WORK OR RATE OF PROGRESS INTENDED BY CONTRACT DOCUMENTS, OWNER MAY ORDER CONTRACTOR TO IMPROVE THEIR QUALITY OR INCREASE THEIR EFFICIENCY. THIS WILL NOT RELIEVE CONTRACTOR OR HIS SURETIES FROM THEIR OBLIGATION TO SECURE QUALITY OF WORK AND RATE OF PROGRESS AS SPECIFIED IN CONTRACT. 36. OCCASIONAL REFERENCE TO ONE OR MORE SPECIFIC NOTES WITHIN THE PLAN, L)ETAILS OR SHEET NOTES SHALL NOT IN ANY WAY DIMINISH OR ELIMINATE THE FULL FORCE AND EFFECT OF ALL OTHER NOTES, IN RELATION TO ONE ANOTHER OR NOT SPECIFICALLY REFERENCED. 11 I r • .•� • I_-.1 BUTTE AOUD COUNTY AUG 15 2015 DramaIRIOUNT sm $16-117Q L ` `' L • '1 ALL WORK SHALL COMPLY WITH APPLICABLE CODES, A.P.N.: 039-520-006 AMENDMENTS, RULES, ORDINANCE, LAWS, ORDERS, APPROVALS, ZONING: VLDR ETC.., THAT ARE REQUIRED BY PUBLIC AUTHORITIES. IN THE EVENT KITCHEN ADJ............... OF CONFLICT, THE MOST STRINGENT REQUIREMENTS SHALL SITE AREA: 2.431044 ACRES GOVERN. REQUIREMENTS INCLUDE, BUT ARE NOT LIMITED TO THE BLDG USE: R CURRENT APPLICABLE EDITIONS OR PUBLICATIONS OF THE A.F.F.-........... ABOVE FINISH FLOOR FOLLOWING (OR AS OTHERWISE NOTED): OCC. GROUP: R-3 FACE OF STUD CONST. TYPE: V -B Governing Building Standards to be the "International Building CLIMATE ZONE: 11 Code", 2012 Edition, as adopted and modified by the State of F.O.W..... FACE OF WALL California in reference to the 2013 California Building Code. BLDG. CODE: CRC -2013 ARCHITECTURAL FIRE SPRINKLERS: NA Governing Residential Standards to be the "International FIRE PROTECTION LANDSC.... Residential Code", 2012 Edition, as adopted and modified by ARCHT......... ARCHITECT the State of California in reference to the 2013 California Site Data: FXPNL...... Residential Code LT ................. LIGHT SITE COVERAGE: Governing Electrical Standards to be the "International Electrical LOT SIZE: 1.0 acres Code", 2011 Edition, as adopted and modified by the State of TOTAL BUILDING COVERAGE: 3313 SQ.FT. California in reference to the 2013 California Electrical Code. COVERAGE %: Governing Mechanical Standards to be the "International BUildina Data Mechanical Code", 2012 Edition, as adopted and modified by HOME: the State of California in reference to the 2013 California (E) HOUSE 3,313 SQ.FT. Mechanical Code. Governing Plumbing Standards to be the "International Plumbing Code", 2012 Edition, as adopted and modified by the State of California in reference to the 2013 California Plumbing Code. Governing Fire Regulation Standards to be the "International Fire Code", 2012 Edition, as adopted and modified by the State of California in reference to the 2013 California Fire Code. Governing Energy Standards to be the "California Energy Standards", 2010 Edition. Governing Green Building Standards to be the "California Green Building Standards" 2013 Edition, as adopted and modified by the State of California in reference to the 2013 California Green Building Standards Code, �r ACOUS......... ACOUSTIC DET ............. DETAIL F.O.C...... FACE OF CONCRETE KIT................ KITCHEN ADJ............... ADJACENT D.F............. DOUGLAS FIR F.O.F....... FACE OF FINISH SH............ SHELF A.F.F.-........... ABOVE FINISH FLOOR DIA .............. DIAMETER F.O.S....... FACE OF STUD LAM............ LAMINATE APPROX....... APPROXIMATE DIM ............. DIMENSION F.O.W..... FACE OF WALL LAV ............. LAVATORY ARCH ............ ARCHITECTURAL DISP.......... - DISPENSER F.P........... FIRE PROTECTION LANDSC.... LANDSCAPE ARCHT......... ARCHITECT D.O........... DOOR OPENING FXPNL...... FIXED PANEL LT ................. LIGHT ASPH............. ASPHALT DN .............. DOWN FT............. FOOT, FEET STOR...... STORAGE REF.......... REFERENCE DR.(S)......... DOOR (S) FTG.......... FOOTING MATL......... MATERIAL BALC ............ BALCONY DWGS........ DRAWINGS FURR....... FURRING MAX........... MAXIMUM BD ................. BOARD IDS ............... DOWNSPOUT REV......... REVERSE MC ........ MEDICINE CABINET BED.......... BEDROOM DSSB........... DS to SPLASH BLOCK GA........... GAUGE MECH....... MECHANICAL BLDG........... BUILDING DSSD.......... DS to STORM DRAIN GALV...... GALVANIZED MEMB........ MEMBRANE BM ................ BEAM DSPT........... DS through PT G.B......... GRAB BAR MFR............ MANUFACTURER B.O............... BOTTOM OF... DSRB.......... DS to ROOF BELOW G.D......... GARBAGE DISPOSAL MIN......... MINIMUM BOT .............. BOTTOM DSDK......... DS through DECK GL............ GLASS MIR .......... MIRROR BTWN......... BETWEEN D.W........... DISHWASHER GM.......... GAS METER MISC.......... MISCELLANEOUS B.U.R............ BUILT UP ROOFING DWR........... DRAWER GND....... GROUND M.T............ METAL THRESHOLD S.C......... SOLID CORE r GR........... GRADE MTD........... MOUNTED CAB ............. CABINET EA ............... EACH GSM........ GALVANIZED SHEET METAL MTL............ METAL CEM ............. CEMENT ELEC.......... ELECTRICAL GYP. BD,. GYPSUM BOARD MUL............ MULLION CB ................. CEILING BREAK ELEV.......... ELEVATION CL .................. CENTER LINE ENCL......... ENCLOSURE H.B.......... HOSE BIB N.I.0 . ......... NOT IN CONTRACT CLG.............. CEILING EQ .............. EQUAL HDPE....... HIGH DENSITY POLYETHYLENE NO .............. NUMBER CLOS............ CLOSET EQMT......... EQUIPMENT HDWD.... HARDWOOD NOM.......... NOMINAL CUR ............... CLEAR ETC ....... ..... ETCETERA H.M......... HOLLOW METAL NR ............... NOT RATED CTR ................ CENTER EXT.............. EXTERIOR HORIZ..... HORIZONTAL N.T.S.......... NOT TO SCALE COL ............... COLUMN H.C......... HOLLOW CORE COND.......... CONDITION F.D............. FLOOR DRAIN HR............ HOUR OBS............. OBSCURE CONN.......... CONNECTION F.E.0 . ........ FIRE EXTINGUISHER HOT.......... HEIGHT O.0 . .......... ON CENTER CONST.......... CONSTRUCTION FIN ............... FINISH O.D........... OUTSIDE DIAMETER CONT........... CONTINUOUS FF ................. FINISH FLOOR INFO........ INFORMATION OPNG........ OPENING CONTR......... CONTRACTOR FLASH......... FLASHING INSUL....... INSULATION OPP............ OPPOSITE C.S................. CARPET STRIP FLOUR........ FLOURESCENT INT............ INTERIOR O/............. OVER FUR .............. FLOOR DEL ................ BOUBLE F.O............ FACE OF JT............. JOINT P .................. PANTRY DEPT .............. DEPARTMENT F.O.B......... FACE OF BEAM P&S.......... POLE AND SHELF REMODEL EXISTING KITCHEN. DESIGNER: NorCal GREEN BUILDING CONSULTING 1825 MELLO WAY DURHAM, CA 95938 AAXCINIVI�Y0 PT............ POST -TENSIONED S.D.......... SOAP DISPENSER P.T . ......... PRESSURE TREATED SECT ... _... SECTION P.T.D.F... P.T. DOUGLAS FIR SEP.......... SEPARATION PERF....... PERFORATED SH............ SHELF PR........... PAIR SHWR...... SHOWER PROD..... PROJECT SHT.......... SHEET Z w N LL 2 O0 WALL OPENING SHTG....... SHEATHING Q.T......... QUARRY TILE SIM......... SIMILAR W.W'.F..... WELDED WIRE FABRIC SL ............. SLIDING R .............. RISER SPEC....... SPECIFICATION R.A......... RETURN AIR SO ........... SQUARE RAD........ RADIUS STD......... STANDARD RCGP..... RAIN CHAIN to GRAVEL PIT STL... ........ STEEL REC......... RECOMMENDATION STOR...... STORAGE REF.......... REFERENCE STRUC.... STRUNTURAL REFR....... REFRIGERATOR ST. STL.... STAINLESS STEEL REINE...... REINFORCING SYM........ SYMMETRICAL REQ.rd). REQUIRE(d) RESIL....... RESILLENT T&B......... TOP & BOTTOM REV......... REVERSE T.B.......... TOWEL BAR RM........... ROOM T.C......... TIMECLOCK R.O.......... ROUGH OPENING TEL........... TELEPHONE RS............ ROUGHSAWN TEMP....... TEMPERED RWD....... REDWOOD T&G...... TONGUE and GROOVE RWL........ RAINWATER LEADER T.O......... TOP OF... R.T.S....... RUBBER TOP SET T.O.C..... TOP of CONCRETE T.P.H....... TOILET PAPER HOLDER S.C.D..... SEE CIVIL DRAWINGS TRD......... TREAD S.F.P,D... SEE FIRE PROTECTION DWG'S TS ............. TUBE STEEL S.E.D...... SEE ELECTRICAL DRAWINGS T.V . ......... TELEVISION S.S.D...... SEE STRUCTURAL DRAWINGS T.O.W..... TOP OF WALL S.M.D.... SEE MECHANICAL DRAWINGS TYR...... .., TYPICAL S.L.D...... SEE LANDSCAPE DRAWINGS S.P.D...... SEE PLUMBING DRAWINGS U.O.N. ... UNLESS OTHERWISE NOTED S.C......... SOLID CORE r SCHED... SCHEDULE V.T._....... VINYL TILE OFFICE PHONE: 530.828.3221 OFFICE FAX: 530.899.7789 CONTACT: STEVE BUTTITTA STRUCTURAL ENGINEER: SUMMIT STRUCTURAL DESIGN 383 RIO LINDO AVE #200 CHICO, CA 95926 ' -COMPANY INFO ;'. AV AV IRL X00E zoo `' J rn ad u Q -0 N VINYL FLOOR COVERING Utic VERIFY in FIELD U z � VIYL WALL COVERING O 0 VERT. GRAIN DOUGLAS FIR 2 WIDTH Z o WITH Q � N WATER CLOSET Om O J OO WITHOUT Z w N LL 2 O0 WALL OPENING N L1J Ln oMLn C7 00 Ln Q of O 4 DISCLAIMER COPYRIGHT NorCal GBC 2014 Do not reproduce these drawings and specifications without the express written permission of the drafter. The drawings and specifications are instruments of service and should remain the property of the drafter whether the project for which they are made is executed or not. These drawings and specifications shall not be used for additions to this project by others except by the exprdss written permission of the drafter. A/E SEAL - V.B...... .... . VAPOR BARRIER OFFICE PHONE: 530.592.4407 VERTICAL VEST....... VESTIBULE V.F.C...... VINYL FLOOR COVERING V.I.F........ VERIFY in FIELD CONTACT: RYLAND BURDETTE, PE VIYL WALL COVERING V.G.D.F.. VERT. GRAIN DOUGLAS FIR W WIDTH W/ • . ...... WITH TITLE 24 ENGINEER: WATER CLOSET WD......... O W/0........ WITHOUT W 0....... WALL OPENING W R. •.•••.•• WATER RESISTANT W P. .•.•.. . WATERPROOF WT............ WEIGHT W.W'.F..... WELDED WIRE FABRIC &............... NA @............... AT E�>00 CENTERLINE O-........... DIAMETER P ................ PROPERTY LINE M FIRE PROTECTION: Q Q. NA0. �' C ✓& II drvN,r,e Ya CIA. ` I� O U }�Q 0 Y N t � �� r N PUTwnU scrn�tmrm� ° " :i V.B...... .... . VAPOR BARRIER VERT......... VERTICAL VEST....... VESTIBULE V.F.C...... VINYL FLOOR COVERING V.I.F........ VERIFY in FIELD V.W C... VIYL WALL COVERING V.G.D.F.. VERT. GRAIN DOUGLAS FIR W WIDTH W/ • . ...... WITH W.C........ WATER CLOSET WD......... WOOD W/0........ WITHOUT W 0....... WALL OPENING W R. •.•••.•• WATER RESISTANT W P. .•.•.. . WATERPROOF WT............ WEIGHT W.W'.F..... WELDED WIRE FABRIC &............... AND @............... AT C ............... CENTERLINE O-........... DIAMETER P ................ PROPERTY LINE steer iw%r SDI STRUCTURAL DETAILS T ,T, _ 1 -. 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The drawin s and permission of the g s eLtifications are instruments of service and P should remain the property of the drafter whether the project for which they are made is executed fins and s ecifications s or not. These draLt 9 P hall not be used for additions to this project by others except by the express written permission of the drafter. E L;: 1 S A 1. O U_ Gl O E 0 ix 0 50 0 A, 0 E / M 0 0a W W) C 0% r. L 00Q z U u a u L ` 0^ i N L d' 3 0 .0 0 N 0, ^C Irl/ I IF THE ABOVE DiIME�NS�IO DOES NE INCH 1 NOT MEASURE P (E EXACTLY, THIS DRAWfiNG WILL HAVE BEEN ENLARGED OR REDUCED, AFFECTING ALL LABELED SCALES. BY REVISIONS DATE J Q W Date: V71016 Scale: AS NOTED Drawn: Job: Z Q ^^I 1..L W v Sheet f v *CEILING TO BE A RAISED TO 8' ENTRY LIVING ROOM HUNZEKER RESIDENCE KITCHEN REMODEL- FLOOR PLAN SCALE: 1/4"= V-0" Do:NTRY 1/2 JCl) U NQ � U 0 U O BATH MUDRC E U� SEN Z o G�Qo. p � —J N 0M gra -1J Co Z W N O �pQ ) °' r B U 0 UQ .. E KITCHEN REMOD - 7.00 30.00 54.00 ;. o N NOOK 8 L 39.00 C, )0 64.00 0 7E. --0 D DINING TAMI FAULKNEIR DESIGN 530 534 0458 *VERIFY ALL MEASUREMENTS) ON SITE PROPOSED FLOOR PLAN EXISTING FLOOR PLAN SCALE Ime = 1,-n^ 1 11 _ _ I'llll .. I l l l 11 1111 II COMP NNY.INFO Z Oo "0 JCl) U NQ � U 0 U 0=0 E U� „ Z o G�Qo. p � —J N 0M gra -1J Co Z W N W moo W Lr) m N °�° Ln �pQ C7 d. COPYRIGHT NorCal GBC 2014 Do not reproduce these drawings and specifications witpout the express written permission of the drafter. The drawings and specifications are instruments of service and should remain the property of the drafter whether the project for which they are made is executed or not. These drawings and specifications shall not be used for additions to this project by others except by the express written permission of the drafter. A/F SEAL I IF THE ABOVE DIMENSION DOES NOT MEASURE ONE INCH (t") EXACTLY, THIS DRAWING WILL HAVE BEEN ENLARGED OR REDUCED, AFFECTING ALL LABELED SCALES. BY IREVISIONS DATE Date: 7/7/2016 Scale: AS NOTED Drawn: Job: Sheet r a W U) z Q J rV O O LL 0 E >M G�Qo. gra �pQ °' r c U 0 UQ .. SUE IN i N a C, 2 IF THE ABOVE DIMENSION DOES NOT MEASURE ONE INCH (t") EXACTLY, THIS DRAWING WILL HAVE BEEN ENLARGED OR REDUCED, AFFECTING ALL LABELED SCALES. BY IREVISIONS DATE Date: 7/7/2016 Scale: AS NOTED Drawn: Job: Sheet r a W U) z Q J rV O O LL J z 0 O W Do O M m U S 0 0 i' C S — - — - - oD FOUNDATION PLAN STRUCTURAL NOTES: (N) !a I I I 1 I - — v 1 J SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL - — - — - — - — - — ?. .... SHEET SDI FOR ADDITIONAL INFORMATION. a I— - — - — - — - — - — - — r- L s (N) 4%Cf' {�F'#1 IZ11;7G1�'r0 t a x nnn r r x_ �4M G/� - C _ ___ _ — _ —_ s - � SHEAR WALL SCHEDULE AND TYPICAL DETAILS .S i&i .u_4 3.) RECOMMENDED MINIMUM SLAB SECTION: SDI 2.) PROVIDE ANCHOR BOLT SIZE AND SPACING PER Ce) 6X-& rzIt7 A- 4" CONCRETE SLAB WITH #3 AT 15" O.C. L L 7 _ :'. s I - I I I I SECURELY LOCATED AT MID -DEPTH OF SLAB. z ~ - — - — - - — - — - — ' B- 2„ SAND (DELETE AT EXTERIOR SLABS) -SEE ,. SOILS REPORT IF APPLICABLE. --- --- f. •, C L r��" z r _ r. .� �T � L :J '� � r .,, /„ f . I .. `I _ z l ' ._ s_:' i . I I � (I C- WATERPROOF MEMBRANE (DELETE AT EXTERIOR SLABS) -SEE SOILS REPORT IF APPLICABLE. r .D v D- 4 FREE DRAINING MATERIAL -SEE SOILS REPORT M APPLICABLE. 1 S :`:.:_It ri , ,r:.1:.- ....:. T : ! ' ': 7.4 E REPORTLIF APPLICABLE. _V SOILS 7r -J-_ : �/J / /,, C7 :C.. - I- - _ js - - V L.'� ,. F- CONTRACTOR TO PROVIDE CONTROL JOINTS AT 100 OCEAWAYMAX L. 1L..� .—i.�;L 4.) TYPICAL FLOOR JOIST AT GROUND LEVEL SHALL BE 2X6 DF#2 AT 16" O.C. Ta$I.E CEILING /� I I 5.) FLOOR FRAMING HAS BEEN DESIGNED FOR A MAXIMUM 1-11 FRAMING PLAN DEAD LOAD OF 10 PSF (INCLUDING FRAMING). CONTACT R SUMMIT STRUCTURAL DESIGN, PRIOR TO CONSTRUCTION, C^. IF FLOOR BUILD-UP WILL EXCEED 10 PSF. 6.) TYPICAL FLOOR SHEATHING (UNO): 3/4" THICK, APA RATED SHEATHING OR RATED STURD-I-FLOOR, SPAN RATING 48/24 (24 FOR STURD-I-FLOOR), EXPOSURE ® ® ® ® I STRUCTURAL PANELS, APPLIED WITH LONG �A I NOTE: DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS STAGGERED WITH 4' ENDS OFFSET 4'. GLUE PANELS PRIOR TO CONSTRUCTION CONTRACTOR SHALL FIELD VERIFY TO ALL FRAMING, EDGE NAIL WITH IOd COMMON RING THAT (E) ROOF FRAMING IS NOT SUPPORTED BY (E) 6X16 RIDGE SHANK NAILS OR EQUIV. (0.148" DIA X 3") AT 6" O.C. AT VAULTED LIVING ROOM CEILING. AT ALL PANEL EDGES, BOUNDARIES, BLOCKING AND z WHERE INDICATED ON PLAN. FIELD NAIL AT 10" O.C. CONTACT SUMMIT STRUCTURAL DESIGN WITH ANY DISCREPENCIES. PROVIDE 1/8" GAPS ATALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 7.) PLUMBING, SPRINKLER, AND MECHANICAL SUBCONTRACTORS SHALL COORDINATE ALL FLOOR AND WALL PENETRATIONS WITH FRAMING SUBR. 8.) PRIOR TO CONSTRUCTION, CONTRACTOR SHALL REVIEW w EXISTING ROOF, FLOOR, AND WALL FRAMING TO DETERMINE ALL LOCATIONS OF EXISTING STRUCTURAL SUPPORT. THE REMOVAL OR MODIFICATION OF ALL EXISTING STRUCTURAL SUPPORT MEMBERS TO ACCOMMODATE THE PROPOSED CONSTRUCTION SHALL BE COORDINATED DIRECTLY WITH THE ENGINEER OF RECORD DO NOT REMOVE OR MODIFYANY EXISTING SUPPORT �. ...:. _ <: ,:_•, , , "' + " MEMBERS OR HARDWARE FOR EXISTING FRAMING n ...ro. - — - — - — ' — - — - — - — - — - — — - WITHOUT THE EXPRESS WRITTEN CONSENT OF THE 4 T a ENGINEER OF RECORD. - — - — — - L — L _ _ 9.) ANY DISCREPANCIES BETWEEN FOUNDATIONS OR — — - — - — - — - — - — - — - - FRAMING SHOWN AND FIELD CONDITIONS SHALL BE c> IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. - — - — - — - — - — - — - — - — - — - — - — - 10.) ALL EXPOSED FRAMING SHALL BE PRESSURE _ — _ — _ — _ — _ TREATED WITH TREATMENT PROCESS AND APPLICATION ,� APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S " ---- —-------------- --- WRITTEN GUIDELINES. — - — - — - — - — - — - — - — - u 11.) PROVIDE METAL HANGERS PER 9/SDI AS REQUIRED, UNLESS NOTED OTHERWISE. — _ — - — - — - — - — - — - — - — - — e w 12.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, Ll - — - — - - — - — - — - — - — - TABLE 2304.9.1, UNLESS NOTED OTHERWISE. 91 /�1 /-7I-'_:_'_ 7 1 [ — — — — — — — — — — — — — — _ — _ _ _ _ — — — _ — _ — — — _ CEILING PLAN STRUCTURAL NOTES: — — — - — - — - — - - — - bXb I I OU (\V LaS 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEET SDI FOR ADDITIONAL INFORMATION. _-- x.. ,.:.. .. :: .. ,. ,. ...: a....., ;e...,.. ,. ., , :.. .. ...,:.. .. :.-:,._ .... .... it,. !i pi., ,:., , . ,.; . , :: :: s.. ,,,... :, ,_ .._ - - - - - - - - - - - - - - - - � � - - - ?; .z.�, � : 2:) PROVIDE 4X6 POST MIN. ATALL BEAM BEARING POINTS L H - J O AND CONTINUE IN WALL TO FOUNDATION. (e) l_LS lz 4I� I ;+ \ 3.) PROVIDE POS. ATTACHMENT OF ALL POST TO BEAM, G�rat }l7 Tdt� O�G1 I O Ut�7 BEAM TO BEAM, BEAM TO POST, AND POST TO POST ESI I I SLS L EVr t Las 1�� "t t7 I I " CONN'S WITH (2) ST22 STRAPS MIN. AND A35 CLIPS, U.N.O. P D DETAILS. PER PLAN AN 4.) PRIOR TO CONSTRUCTION, CONTRACTOR SHALL REVIEW v I I EXISTING ROOF, FLOOR, AND WALL FRAMING TO # I I DETERMINE ALL LOCATIONS OF EXISTING STRUCTURAL _. .. SUPPORT. T14E- EXISTING STRU CTURAL MTURAL SUP ORT MEMBERS TO ALL .00M: ,,,;alrtil�Y }2doM 1�iNiN� ACCOMMODATE THE PROPOSED CONSTRUCTION SHALL BE COORDINATED DIRECTLY WITH THE ENGINEER OF RECORD. DO NOT REMOVE OR MODIFYANY EXISTING SUPPORT MEMBERS OR HARDWARE FOR EXISTING FRAMING WITHOUT THE EXPRESS WRITTEN CONSENT OF THE ENGINEER OF RECORD. t G�oT L'I�j2+dGl� ` I I 5.) ANY DISCREPANCIES BETWEEN FOUNDATIONS OR FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THEE ER OF RECORD. r . ENGINEER CORD 6.) ALL EXPOSED FRAMING SHALL BE PRESSURE - - - - - - x TREATED WITH TREATMENT PROCESS AND APPLICATION - APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S i \ WRITTEN GUIDELINES. 7.) PROVIDE METAL HANGERS PER 12/SD 1 AS REQUIRED, UNLESS NOTED OTHERWISE. 8.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN I COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, i TABLE 2304.9.1, UNLESS NOTED OTHERWISE. Y- - - - - - - - - fr,' - - - - - - - - - - w - - - - - - f•: - - --------------------- FOUNDATION ------------ ----- FOUNDATION PLAN BSCALE: 1/4" = 1'-0„ COMPANY INFO Ar Do zoo JLn y 41 U to 0 = C Z _J ci N m OJM J W Z W N W Wc G W u1 � N C7 °rl° a rr COPYRIGHT NorCal GBC 2014 Do not reproduce these drawings and spec cations without the express written permission of the drafter. The drawings and specifications are instruments of service and should remain the property of the drafter whether the project for which they are made is executed or not. These drawings and specifications shall not be used for additions to this project by others except by the express written permission of the drafter. W 2 w o wgzp: J W ales FILOFESSt�gt _ Q >;a: ¢ voNtiEDrBG�YIFyc y to or h to : aor=a5 C7 88 So w-� N>� EXPIt = z Of 0 CNIL ICRUF- -'�IlIIb W 0 AAl1 W M W M 04o. Wra A' 6 W � Q rcU } vvIQ'' i E 0 N '6 A11 3 N I IF THE ABOVE CIMENSION DOES NOT MEASURE ONE INCH (1") EXACTLY, THIS DRAWING WILL HAVE BEEN ENLARGED OR REDUCED, AFFECTING ALL LA@ELED SCALES. BY I REVISIONS I DATE J Date: 7/13/2016 CL Scale: AS NOTED J Drawn: Q Job: Sheet U F- V) or GENERAL STRUCTURAL NOTES oQROFESS/pN9l 3. CONCRETE / REINFORCING CONTINUED 1. GENERAL 6. FRAMING /LUMBER CONTINUED 9. DESIGN LOADS F� y THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, � �No. 75688" A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LAOCAL CODES. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: 6-4 POSTS/TRIMMERS: ) * 6/ 0/18 DIVISIONS I, II, III, AND IV U.N.O.: B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH JT Cl 1 ��P SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE CONCRETE WITH SOIL OR WEATHER EXPOSURE: EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B) SEISMIC: 9T 6'0 CAL\FO� NA INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS #5 BARS AND SMALLER 1 %z' REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN #6 BARS AND LARGER 2" B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE 7/12/16 IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. C) WIND: OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE WIND SPEED: 110 MPH THESE PLANS HAVE BEEN REVIEWED DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60) 6-5 WALL FRAMING: WIND EXPOSURE: C FOR COMPLIANCE ONLY WITH rhe WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR ATrncHeo sTRucruaAL CALCULATIONS 80 MORE, () BA R DIAMETERS U N O A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING D) LIVE LOADS: AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD ROOF 20 PSF (REDUCIBLE) PSF C) THE DRAWINGS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF (ONSTRUCTION. THE K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE FLOOR 40 CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. BRACING, SCAFFOLDING, ETCETERA.�© C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN 6. FRAMING/LUMBER USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN D) IF A PARTICULAR THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. 6-1 MATERIALS: ICC REPORT. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND A.) SHEATHING: D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT 1. ROOF SHEATHING: SEE PLANS HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. 2. FLOOR SHEATHING: SEE PLANS A 6 B R E V I AT I O N S 383 Rio Lindo Ave. 3. WALL SHEATHING: SEE PLANS E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE Suite 200 F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. Chico, CA 95926 RESPONSIBILITY OF THE CONTRACTOR OR OWNER. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. AB ANCHOR BOLT K KIPS P. 2.4407 GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY ADD'L ADDITIONAL L ANGLE SummitCmitChico.com G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ADJ ADJACENT LLH LONG LEG HORIZ. ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1, AND ASTM D 3737. BEAM INSPECTION ACCEPTABLE ALTERNATIVE. ALT ALTERNATE LLV LONG LEG VERT. FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME ARCH ARCHITECTURAL LONG LONGITUDINAL THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE INSPECTION IN ACCORDANCE WITH CBC 1704.2. G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. BLDG BUILDING LSL LONG SLOTTED HOLE CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. BLKG BLOCKING LVL LAMINATED VENEER LUMBER C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. BM BEAM MAX MAXIMUM H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. PER PLANS AND DETAILS. BOTT (B) BOTTOM MB MACHINE BOLTS METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT BTF BEAT TO FIT MECH MECHANICAL CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER 6-6 CONNECTIONS: BTWN BETWEEN MFR MANUFACTURER FINISHES. ANCHOR BOLTS AND 3" X 3" X.229" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH CB CARRIAGE BOLTS MIN MINIMUM ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. CCJ CONTROL JOINT MISC. MISCELLANEOUS I) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF TFIE CBC SHALL BE PROVIDED WHERE REQUIRED. CIP CAST -IN-PLACE CONCRETE MTL METAL FOR THE FOLLOWING TYPES OF CONSTRUCTION: B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE CJ CONSTRUCTION JOINT (N) NEW E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE WASHERS WHERE BEARING AGAINST WOOD. CUR CLEAR NS NEAR SIDE EPDXY/MECHANICAL CONCRETE ANCHORS (IF APPLICABLE) W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. CMU CONCRETE MASONRY UNITS NSA NELSON STUD ANCHOR C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED COL COLUMN NTS NOT TO SCALE THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL- ENGINEER AND BUILDING 1. STUDS SHALL BE STUD GRADE OR BETTER. BEFORE CLOSING IN OR AT COMPLETION OF JOB. CONN CONCRETE OC ON CENTER DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE 2. ALL POSTS SHALL BE DF -L #1 U.N.O. CONN CONNECTION OD OUTSIDE DIAMETER WITH THIS TYPE OF PROJECT. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. CONSTR CONSTRUCTION OH OPPOSITE HAND Q 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. CONT CONTINUOUS OPNG OPENING V 5. CONCEALED BEAMS SHALL BE DF -L #2. CONTR CONTRACTOR OVS OVERSIZE ROUND HOLE 2. SITE WORK / FOUNDATIONS 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). 8. ROOF FRAMING CP COMPLETE PENETRATION PDF POWDER DRIVEN FASTENER Uj 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. CTR CENTER PERP PERPENDICULAR A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT 8-1 CUT AND STACKED ROOF FRAMING: CTSK COUNTERSINK PL PLATE j Q PROVIDED). F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" DBL DOUBLE PLWD PLYWOOD OF FOUNDATION, NAILS SHALL BE GALVANIZED. A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING DF DOUGLAS FIR PLCS PLACES O B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES, THE CONTRACTOR THAT DF -L DOUGLAS FIR - LARCH PP PARTIAL PENETRATION PRESSURE TREATED D HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY DIA DIAMETER PT G MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. PROVIDED NEW AND WITHOUT EXCESSIVE RUST. ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. DJ DOUBLE JOIST P/C PRECAST CONCRETE W EA EACH P/T POST -TENSIONED W C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY: EF EACH FACE REINF REINFORCEMENT Z D ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED EL ELEVATION (DATUM) REQ'D REQUIRED W Z THE CONSTRUCTION OF THE FOUNDATIONS. WITH RECOMMENDED FASTENERS. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON 1. RAFTER MAXIMUM SPANS ELEV ELEVATION (VIEW) OR ELEVATOR SC SLIP CRITICAL W HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL A. 2X6 DF -L #2: 9'-0" EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL B. 2X8 DF -L #2: 12'-0" EQ EQUAL RECORD F- Q AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION C. 2X10 DF -L #2: 16'-6" ES EACH SIDE SHTG SHEATHING FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS). CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. (E) EXISTING SIM SIMILAR Y Z 2. MINIMUM BRACE SIZE = 2X6 EXP EXPANSION SOG SLAB -ON -GRADE � J E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. 6-2 GENERAL FRAMING: EXT EXTERIOR STD STANDARD W re 3. MAXIMUM BRACE SPACING = 4'-0" O.C. EW EACH WAY STIFF STIFFENER Y Q F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. FF FINISH FLOOR STL STEEL U W z FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL 4. PURLIN SIZE SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O. FIN FINISH SQ SQUARE IV Q B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE FJ FLOOR JOIST SS STAINLESS STEEL Z V G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE FLR FLOOR SWS SHEAR WALL SCHEDULE FNDN FOUNDATION SYM SYMMETRICAL _ H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, FOHC FREE OF HEART CENTER T&B TOP & BOTTOM fV CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, FOS FACE OF STUD TO(P) TOP OF (PLYWOOD) WIT USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS FS FAR SIDE TOC TOP -OF -CONCRETE 0) 1) FRAMING FROM THE EFFECTS OF SHRINKAGE. NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY FTG FOOTING TOF TOP -OF -FOOTING V / TO DRAIN TO DAYLIGHT. SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION GA GAUGE TOS TOP -OF -STEEL J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED CRITERIA IS REQUIRED, PLEASE CONTACTTHE ENGINEER FOR ADDITIONAL INFORMATION. GALV GALVANIZED TOW TOP -OF -WALL APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. GLB GLUE -LAM BEAM TN TOE NAIL ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO HOG HOT DIPPED GALVANIZED TYP TYPICAL SECTION 1808 OF THE 2013 CBC. 6-3 BEAM FRAMING: HDR HEADER LINO UNLESS NOTED OTHERWISE HGR HANGER (SIMPSON) VERT VERTICAL K.) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS HORIZ HORIZONTAL WP WORKPOINT NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. ID INSIDE DIAMETER WWF WELDED WIRE FABRIC FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE SEEN ADDED BY A SECOND INT INTERIOR W/ WITH STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BL- ADVISED THAT EXISTING B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL JST JOIST W/O WITHOUT FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE 1T JOINT OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING UN -MODIFIED PORTIONS OF THE FOUNDATIONS. STOVE, ETCETERA. C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS 3. CONCRETE / REINFORCING REVISIONS: A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 P51 U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH 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. DATE: 7/12/16 SCALE: NTS E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE DRAWN BY: RKB LATEST EDITION OF THE ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUfTURAL DESIGN RECOMMENDS 229 THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. JOB NUMBER: - 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 SHEET: MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. SIN G) SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. _ ii , 1 11 ._ 7_ TYPICAL HANGER SCHEDULE FASTENING SCHEDULE (TABLE 2304.9.1) SIMPSON HANGER TYPE FASTENER TYPE AT SUPPORTING AT SUPPORTED MEMBER MEMBER CONNECTION FASTENING" LOCATION 1. JOIST TO SILL OR GIRDER 3 - 8d COMMON (2 1/2' X 0.131') 16d 16d 4X8/4X10/4X12 3 - 3' X 0.131" NAILS TOE NAIL 10d 6X8/6X10/6X12 3 - 3" 14 GA. STAPLES 16d 2. BRIDGING TO JOIST 2 - 8d COMMON (2 1/2' X 0.131') 10d NOT REQ'D LVL/PSL 2 - 3' X 0.131' NAILS TOE NAIL EACH END 16d GLU-LAM 2 - 3' 14 GA STAPLES 16d 3. 1' X 6' SUBFLOOR OR LESS TO EACH JOIST 2 - 8d COMMON (2 1/2" X 0.131') FACE NAIL 4. WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST 3 - 8d COMMON (2 1/2' X 0.131') FACE NAIL 5. 2" SUBFLOOR TO JOIST OR GIRDER 2 - 16d COMMON (3 1/2' X 0,162') BUND AND FACE NAIL 6. SOLE PLATE TO JOIST OR BLOCKING 16d (3 1/2' X 0.135') AT 16' O.C. �- 3" X 0.131' NAILS AT B" O.C. TYPICAL FACE NAIL 3' 14 GA. STAPLES AT W O.C- SOLE PLATE TO JOIST OR BLOCKING AT 3 - 16d (3 1/2" X 0.135') AT 16' O.C. 4 - 3" X 0.131' NAILS AT 16' O.C- BRACED WALL PANELS BRACED WALL PANEL 4 - 3' 14 GA. STAPLES PER 16" `\ 7. TOP PLATE TO STUD 2 - 16d COMMON (3 1/2" X 0,162) �Wrf I I 16d AT 8" O.C. (N) BEAM PER PLAN 3 - 3" X 0.131' NAILS END NAIL (E) CJ 3 - 3" 14 GA. STAPLES I I B. STUD TO SOLE PLATE 4 - 8d COMMON (2 1/2" X 0.131) 4 - 3' X 0.131' NAILS AT 8' AC. TOE NAIL 3 - 3' 14 GA. STAPLES AT 12' O.C- 2 - 16d COMMON (3 1/2" X 0.162") END NAIL E.N. 3 - 3' X 0.131' NAILS MST27�, 3 - 3' 14 GA. STAPLES 9. DOUBLE STUDS 16d (3 1/2' X 0.135') AT 24" O.C. 1/2" PER I I 3' X 0.131' NAIL AT 8' O.C. FACE NAIL 3' 14 GA. STAPLE AT 8' O.C. 10. DOUBLE TOP PLATES 16d (3 1/2' X 0.135') AT 16' O.C. ARS 3' X 0.131' NAIL AT 12" O.C. TYPICAL FACE NAIL 3" 14 GA. STAPLE AT 12" O.C. DOUBLE TOP PLATES 8 - 16d COMMON (3 1/2" X 0.162") 12 - 3" X 0.131' NAILS LAP SPLICE FLOOR JOIST AS 12 - 3" 14 GA. STAPLES 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3 - Bd COMMON (2 1/2' X 0.131') 3 - 3' X 0.131" NAILS TOE NAIL FOR FLOOR 3 - 3" 14 GA. STAPLES 12. RIM JOIST TO TOP PLATE 8d (2 1/2' X 0.131') AT 6" O.P- 3' X 0.131' NAIL AT 6' O.C. TOE NAIL 3' 14 GA. STAPLE AT 6' O.C. 13. TOP PLATES, LAPS AND INTERSECTIONS 2 - 16d COMMON (3 1/2" X 0.162') 3 - 3' X 0.131' NAILS FACE NAIL 3 - 3' 14 GA. STAPLES 14. CONTINUOUS HEADER, TWO PIECES 16d COMMON (3 1/2" X 0.162') 16" O.C. ALONG EDGE 15. CEILING JOISTS TO PLATE 3 - 8d COMMON (2 1/2" X 0.131) 5 - 3" X 0.131' NAILS TOE NAIL 5 - 3' 14 GA. STAPLES 16. CONTINUOUS HEADER TO STUD 4 - 8d COMMON (2 1/2' X 0.131') TOE NAIL 17. COUNG JOISTS, LAPS OVER PARTITIONS 3 - 16d COMMON (3 1/2' X 0.162') MIN, TABLE 2308.10.4.1 FACE NAIL 4-3"X0.131"NAILS 4 - 3' 14 GA. STAPLES 1& CEILING JOISTS TO PARALLEL RAFTERS 3 - 16d COMMON (3 1/2' X 0.162') MIN, TABLE 2308.10.4.1 4-3"X0.131"NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 19. RAFTER TO PLATE 3 - 8d COMMON (2 1/2' X 0.131) 5 - 3' X 0.131' NAILS TOE NAIL 5 - 3" 14 GA. STAPLES 20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE 2 - 8d COMMON (2 1/2' X 0.131) 2 - 3" X 0.131' NAILS FACE NAIL 3 - 3' 14 GA. STAPLES 3 - 8d COMMON (2 1/2' X 0.131') 3 - 8d COMMON (2 1/2' X 0.131') 16d COMMON (3 1/2' X 0.162') FACE NAIL FACE NAIL 24" O.C. 21. 1" X 8" SHEATHING TO EACH BEARING 22. WIDER THAN 1' X 8" SHEATHING TO EACH BEARING 23. BUILT-UP CORNER STUDS 3' X 0.131' NAILS 16' O.C. 3" 14 GA. STAPLES 20d COMMON (4' X 0.192') AT 32" O.C. 16' O.C. FACE NAIL AT TOP AND 24. BUILT-UP GIRDER AND BEAMS " 3" X 0.131' NAILS AT 24" O.C. BOTTOMSTAGGERED ON 3" 14 GA. STAPLES AT 24' O.C- OPPOSITE ENDS 2 - 20d COMMON (4' X 0.192') FACE NAIL AT ENDS AND 3 - 3" X 0.131' NAILS AT EACH SPLICE 3 - 3" 14 GA. STAPLES 16d COMMON (3 1/2" X 0.162') 3 - 10d COMMON (3' X 0.148') AT EACH BEARING 25. 2' PLANKS 26. COLLAR TIE TO RAFTER 4 - 3' X 0.131' NAILS FACE NAIL 4 - 3' 14 GA. STAPLES 3 - 10d COMMON (3' X 0.148') 27. JACK RAFTER TO HIP 4 - 3' X 0.131' NAILS TOE NAIL 4 - 3' 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162') FACE NAIL 3-3'X0.131"NAILS 3 - 3' 14 GA. STAPLES 2 - 16d COMMON (3 1/2' X 0.162') 28. ROOF RAFTER TO 2X RIDGE BEAM 3 - 3" X 0.131' NAILS TOE NAIL 3 - 3" 14 GA STAPLES 2 - 16d COMMON (3 1/2' X 0.1627 FACE NAIL 3-3"X 0.131* NAILS 3 - 3' 14 GA. STAPLES 3 - 16d COMMON (3 1/2" X 0.162') - - -- - 29. JOIST TO BAND JOIST -- -- . _.. ....... 4 - 3" X 0.131' NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 3 - 16d COMMON (3 1/2" X 0.162") 30. LEDGER STRIP 4 - 3" X 0.131' NAILS FACE NAIL 4 - 3' 14 GA. STAPLES 1/2" AND LESS 6d" 31. WOOD STRUCTURAL PANELS AND PARTICLE BOARD' SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 2 3/8" X 0.113' NAIL 19/32' TO 3/4' 8d OR 6d' 2 3/8' X 0.113' NAIL• SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT 7 jTOT0 /8 1 1/4' Od OR Sd' TO FRAMING) 3/4" AND LESS 6& 7/8' TO 1" BC 1 1/8' TO 1 1/4" 10d'OR 8& 1/2' AND LESS 6d 32. PANEL SIDING (TO FRAMING) 5/8' 8d 1/2' No. 11 GAGE ROOFING NAIL' 33. FIBERBOARD SHEATHING' 6d COMMON NAIL (2' X 0.113') No. 16 GAGE STAPLE' 25/32' No. 11 GAGE ROOFING NAIL' 8d COMMON NAIL (2 1/2' X 0.131') No. 16 GAGE STAPLE 1/4' 4d1 34. INTERIOR PANELING 3/8' 6d' TYPICAL HANGER SCHEDULE MEMBER SIZE SIMPSON HANGER TYPE FASTENER TYPE AT SUPPORTING AT SUPPORTED MEMBER MEMBER 2X4/2X6/2X8/ 2X10/2X12 LUS24/LUS26/LUS28/ LUS210/LUS210 10d 10d DBL 2X6/DBL 2X8/ DBL 2X10/DBL 2X12 HUS26-2TF/HUS28-2TF HUS210-2TF/HUS212-2 16d 16d 4X8/4X10/4X12 HU48TF/HU41OTF/HU412TF 16d 10d 6X8/6X10/6X12 HU68TF/HU61OTF/HU612TF 16d 16d TJI/BCI ITS 10d NOT REQ'D LVL/PSL HGLTV 16d 16d GLU-LAM HGLTV 16d 16d NOTES: 1. PROVIDE SKEWED AND SLOPED HANGER WHERE REQUIRED. 2. PROVIDE HANGER WITH ONE OR BOTH FLANGES CONCEALED WHERE REQUIRED. 3. SEE PLANS AND DETAILS FOR HANGER AT SPECIAL CONDITION. 4. PROVIDE APPROPRIATE FASTENER AT ALL FASTENER HOLES U.N.O. 5. FASTENER SIZES: 16d=0.162" DIA. X 3 1/2" LENGTH 10d=0.148" DIA. X 3" LENGTH, 10d X 1 1/2"=0.148" DIA. X 1 1/2" LENGTH 6. PROVIDE HANGERS AND FASTENERS WITH CORROSION PROTECTION APPROPRIATE FOR CONNECTION APPLICATION AND ENVIRONMENT. TYPICAL SIMPSON HANGER SCHEDULE NO SCALE BM PEF JG WALL CONTINUES WHERE D i CCURS PER PLAN (5) 16d +++, + + + + PARTIAL PLAN AT TOP PLATE CORNER AND TEE DBL 2X TOP PLATE ST126 STRAP, U.N.O., PTDF SILL PER 1/SD1POST PER PLAN PER DETAIL BELOW CENTERED ON DISCONTINUITY TiE TO NEW FOOTING PER CONTRACTOR, TYP (8) 12d TOENAILS T-1 (E) SLAB ON GRADE, TYP r, STUD DIRECTLY UNDER SPLICE, TYP. TYPICAL TOP PLATE DISCONTINUITY (5) 16d AT CORNER OR INTERSECTING WALL O o 16d SINKERS AT 16" O.C. 4'-0" MIN. LAP LENGTH TYP 16d SINKERS AT 16" O.C,tCLR O. . (12) MIN. BETWEEN SPLICES 16d SINKERS AT 16" O.C. (12) MIN. BETWEEN SPUC�g(12) MIN. BETWEEN SPLICES 3. PER PLAN REINF. PER FTG SCHED. STUD DIRECTLYDBL 2X UNDER SPLICE, TYP. I TOP PLATE NOTES: I 1.) ANY DISCREPANCIES BETWEEN EXISTING FOUNDATIONS SHOWN AND FIELD CONDITION SHALL INTERSECTING WALL OR CORNER WHERE OCCURS --I BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD. TYPICAL TOP PLATE SPLICE 2.) FLOOR FRAMING NOT SHOWN FOR CLARITY. 9 TYPICAL TOP PLATE SPLICE DETAIL 6 TYPICAL POST FOOTING DETAIL 3 SD J1 NO SCALE SD1 NO SCALE SD1 A34 CLIP AT RIDGE SUPPORT POST DF#1 POST BEAM PER PLAN T_(N) CJ PER PLAN %GR PER SCHED., TYIP NOTES: V 1. ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FiELD CONDITION SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD. 2. BRACE FRAMING AS REQUIRED DURING CONSTRUCTION. 3- 3' 3" FTG TYPE PER THICKNESS CLR�• • • • IIIIX- �� WITH #4 E.W. TYPICAL FLUSH BEAM DETAIL FOOTING SCHEDULE DETAIL FOOTING TYPE DIMENSION A DIMENSION B, U.N.O. THICKNESS, U.N.O. F1.5 V-6" V-6" 12" F2 2'-0" 2'-0" 12" F2.5 2'-6" 2'-6" 12" F3 3'-0" 3'-0" 12" TYPICAL FLUSH BEAM DETAIL g BEAM DETAIL s TYPICAL SPREAD FOOTING SCHEDULE 2 NO SCALE SD1 NO SCALE `�(E) Sb1 NO SCALE SD1 DBL TOP PLATE } /(E) BRACE AS OCCURS, TYP t O.C. MIN. ;., c. Common or deformed shank (6d - 2" x 0.113'; Bd - 2 1/2" x 0.131'; 10d - 3' x 0.148') a HU HGR .. •' •• . • - d. Common (6d - 2" x 0.113'; 8d - 2 1/2' x 0.131'; 1Dd - 3' x 0.148") IY°.°' E CONCRETE ) e. Deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131'; 10d - 3' z 0.148') f. Corrosion-resiatont siding (6d - 1 7/8" z 0.106'; 8d - 2 3/8' z 0.128') or casing (6d - 2 x .099'; Bd - 2 1/2' x 0.113') VIZ i :., - DO NOT EXTEND SEAT SLAB -ON -GRADE < : ., "' o oho ooO o� 00 O�o� o 0;0,6900 o� 000 �0:� O. OO. o• O. O. d00 nail g. Fasteners spaced 3 inches a, center at exterior ridges and 6 Inches on center at Intermediate supports, when used as a� at Intermediate supports for w CUT BEYOND HANGER SEAT (N) BEAM PER PLAN�O.Q structural sheathing. Spacing shall be 6 Inches on center on the edges and 12 Inches on center nonstructural applications.O 14 h thi d 31ch FRAMING PER PLAN, O O.O o o. O o n_ o O NO)ho O o O'o0 O OOPOOO 00 00 0-00 0000 00 �- /WALL WHERE OCCURS `\ ` �Wrf I I 16d AT 8" O.C. (N) BEAM PER PLAN (E) DBL TOP PLATE (E) CJ I I FLOOR SHEATHING E.N. PER PLAN MST27�, (E) CEILING BEAMtREQ (N) 1/4" DIA. SDS SCREW, WITH 2 1/2" PER I I EMBED IN (N) BEAM, AT 16 O.C. ARS A34 CUP E.S. 2X BLOCK FLOOR JOIST AS 'D , p FOR FLOOR a. Common or box nails are permitted to be used except where otherwise stated. b. Nolls spaced at 6 Inches an center at edges, 12 Inches at Intermediate supports except 6 Inches at supports where spans ore h. Corrosion -resistant roofing naris with 7/16 Inch diameter head and 1 1/8 Inch length for 1/2 Inc ahea ng an 1 L I (N) BEAM PER PLAN CLIP AT 4 -0 O.C. ELEV. PER ARCH. " 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nabs `�(E) 2X6 DF#2 AT 16 for wall sheathing are permitted to be common, box or casing. a '.. DBL TOP PLATE O.C. MIN. ;., c. Common or deformed shank (6d - 2" x 0.113'; Bd - 2 1/2" x 0.131'; 10d - 3' x 0.148') a HU HGR .. •' •• . • - d. Common (6d - 2" x 0.113'; 8d - 2 1/2' x 0.131'; 1Dd - 3' x 0.148") IY°.°' E CONCRETE ) e. Deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131'; 10d - 3' z 0.148') f. Corrosion-resiatont siding (6d - 1 7/8" z 0.106'; 8d - 2 3/8' z 0.128') or casing (6d - 2 x .099'; Bd - 2 1/2' x 0.113') VIZ :., - DO NOT EXTEND SEAT SLAB -ON -GRADE < : ., "' o oho ooO o� 00 O�o� o 0;0,6900 o� 000 �0:� O. OO. o• O. O. d00 nail g. Fasteners spaced 3 inches a, center at exterior ridges and 6 Inches on center at Intermediate supports, when used as a� at Intermediate supports for w CUT BEYOND HANGER SEAT (N) BEAM PER PLAN�O.Q structural sheathing. Spacing shall be 6 Inches on center on the edges and 12 Inches on center nonstructural applications.O 14 h thi d 31ch O O.O o o. O o n_ o O NO)ho O o O'o0 O OOPOOO 00 00 0-00 0000 00 n length for 25/32 sheathing. I. Corrosion -resistant staples with nominal 7/16 Inch crown and 1 1/8 inch length for 1/2 inch sheathing and 1 1/2 Inch length for 25/32 sheathing. Panel supports of 16 inches (20 Inches If strength axis in the long direction of the panel, unless otherwise marked). I Casing (1 1/2' x 0.080') or finish (1 1/2" x 0.072') nails spaced 6 Inches on panel edges, 12 Inches at intermediate supports. k. Panel supports at 24 Inches. Casing or finish nalls spaced 6 Inches on panel edges, 12 InchAs at Intermediate supports. I. For roof sheathing applications, 8d nalls.(2 1/2" x 0.113") are the minimum required for wood structural panels. m. Staples shall haw a minimum crown width of 7/16 Inch. n. For roof sheathing applications, fasteners spaced 4 Inches an center at edges, 8 Inches at intermediate supports. o. Fasteners spaced 4 Inches an center at edges, 8 inches at Intermediate supports for subfloof and wall sheathing and 3 Inches on center at edges, 6 inches at Intermediate supports of roof sheathing. p. Fasteners spaced 4 inches on center at edges, 8 Inches at Intermediate supports. TYPICAL FASTENING SCHEDULE 10 BEAM TO POST DETAIL NO SCALE SD1 NO SCALE NOTES: 1. ANY DISCREPANCIES BETWEEN EXISTING FRAMING SHOWN AND FIELD CONDITION SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD. 2. BRACE FRAMING AS REQUIRED DURING CONSTRUCTION. 3. DO NOT DISTURB EXISTING FRAMING AND CONNECTIONS. _ 2X4 PTDF SILL AT 6'-0" O.C. MAX SPREAD FOOTING PER - - -- - - (AND AT FJ ENDS) WITH 1/2" DIA. PLAN WHERE OCCURS X 2 3/4" EMBED SIMPSON TiTEN HD BOLTS AT 3'-0" O.C. NOTE: MOISTURE BARRIER/MOLD PREVENTION BY OTHERS. btAIVI Ut I AIL 14 TYPICAL WOOD FLOOR DETAIL 1 LD 1j NO SCALE Sb1 NO SCALE SD1 QWESS/ONq K. P F c a� Z W ANO. 75688 70 * 6/ 0/18 JT CIVIL �P gTFOF CAO 7/12/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS I 383 Rio Undo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com I� MENOMONEE 5 < . w rU J Lu Q , Q rC w o LU LU Z U� U �a Y Z A� J rya' LU LU Uj Q N Z V) = U G N RtU 1 REVISIONS: DATE: 7/12/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-229 SHEET: SD1 WL I.:.__ _..�.:...__._1-.J..J.L J.-..�_�. _ �I O i i �0 CQ