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Home My WebLink AboutB17-0137 040-360-017Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 wNNwbuttecou nty. n et/dds FORM NO DBP -06 PLAN CHANGE, RECHECK, OR RETURN Owner's Name: rC i nyl A Contact Person Name: �� ✓� , C [2A'Z Contact email: �C1e �Q i' f-:4 LLIJ 5, 4 -rt,, /1 �'( 1 % I � 2- 91)-iA, C Contact Phone Number: �� dn�Z� �� Date Submitted: (tj h Permit Number: '�� Assessor's Parcel Number: 4,COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) C, � o t- , s-, f-0 Please check any that apply: 131mr, Response to Plan Check Letter? coUNTY Response to Building Inspection Correction Notice? 5 Z07 ❑ Is there additional square footage? �ApR ❑ Is unfinished area being in -filled or completed? DEVSLOPIVFN1 ❑ Other: sEVICEs LIST OF ITEMS UBMITTED 1. J -f C � S 2. 3. 4. 0 Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ❑ Minimum $127.00 paid ❑ Additional Fee Amount Due: Revised 7.20.2015 Page l of l W GARY HAWKI N S A R G 1----1 1 —I— E C T (530) 892-2700 3045 Ceres Avenue, Suite 135 Fax (530) 893-0532 Chico, CA 95973 info@ghachico.com April 3, 2017 Butte County Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 RE: Lobosky 38 Fairway Dr. Chico, CA. 95928 GENERAL COMMENTS: The plans show 132sf. Plan check number: B17-0137 AP#: 040-360-017 NON-STRUCTURAL COMMENTS: There is no area in the attic with a clear height over 30", an access is not required. See sheet 1 for added note to the site plan for ground immediately adjacent to the foundation to slope away from buildings. See roof framing plan on sheet 3 for revised attic ventilation calculations. The attic vents are noted on the roof framing and the roof plans. The foundation access was added to the foundation plan on sheet 2. The calculation for the crawl space area has been added to the foundation plan on sheet 2. The entire floor has spaced decking. The Green Building code requirements has been added to the plans on sheet 1. I have attached the Construction Waste Management Plan, I hope that the form from your web site is adequate. I called and left a message, but nobody from the County returned my call to verify that this form would be OK. The County web site form is dated for the 2013 code, the 2016 Green Building Code web site form is dated 2010 code. Storm Water management notes have been revised on the site plan on sheet 1. Ir See electrical note 6 on sheet 1 for lighting fixtures to meet 2016 Energy Code. See electrical note 6 on sheet 1 for lighting fixtures to be "Suitable for Damp Location". If you have any questions, please feel free top ' ntact my office. Sincerely, Gary Hawkins Architect �i f Job number >> 16-092 Structural Calculations for Lobosky Residence 38 Fairway Drive Chico, Caa. Gary Hawkins Architect 3095 Ceres Ave. Ste 135 Chico, Ca. 95973 (530) 892-2700 (530) 893-0532 Fax DATE 12/19/16 BUTTE COUNTY JAN 2 4 2017 DEVCLOPM= FNT V I�r S S :_1;, I F. c- t�- �pY r L By T F. c- t�- �pY CALCDATA 11/13/97 ----------------------------------------------------------------------- Rev 9-20-99 Calculation data ------------------------------------------------------------------------ Description >> » ------------------------------------------------------------------------ Jurisdiction Butte County Code referenced 2013 CRC Wind loading Basic wind speed 110 MPH Exposure B Seismic loading Site Class D Site Design Catagory D Gravity loading Roof live load 20 PSF Floor live load 90 PSF Balcony live load: n/a PSF Soil data Allowable bearing: 1500 PSF LOADS 9:24 PM .1 ----------------------------------------------------------------------- REV 8-13-92 LOAD SUMMARY MODULE 12/19/16 ------------------------------------------------------------------------ DESCRIPTION >> ------------------------------------------------------------------------ ASSEMBLY >roof SLOPE > 6.00IN 12 > 26.57 DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 12 Comp shingles 3.00 3.00 22 15/32" PLYWOOD 1.50 1.50 39 2 X 6 - 29" 1.10 1.10 38 2 X 6 - 16" 1.70 1.70 69 MISC. 2.00 2.00 21 3/8" PLYWOOD 1.10 1.10 ------------------------------------------------------------------------ DL 10.90 USE: 11.00 PSF ------------------------------------------------------------------------ LL 20.00 PSF TL 31.00 PSF ASSEMBLY >floor SLOPE > IN 12 > DEGREES NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 29 2" DECKING 9.30 9.30 38 2 X 6 - 16" 1.70 1.70 69 MISC. 2.00 2.00 69 MISC. 2.00 2.00 ------------------------------------------------------------------------ DL 10.00 USE: 10.00 PSF LL 90.00 PSF ------------------------------------------------------------------------ TL 50.00 PSF COMET 3-0236- 100 SHEETS - 5 SQUARES 3-0237 - 200 SHEETS - 5 SQUARES 3-0137- 200 SHEETS - FILLER C �T /- ilr N Project: Location: RFT1 Roof Rafter [2013 California Building Code(2012 NDS)] 1.5 INx5.5INx7.OFT(6+1)@24 O.C. #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 291.0% Controlling Factor: Moment DEFLECTIONS Center j3= Live Load 0.04 IN U1837 0.00 IN 2U9186 Dead Load 0.02 in 0.00 in Total Load 0.06 IN U1296 0.00 IN 2L/Infinity Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 60 plf 120 Ib Upper Dead Load @ A 26 plf 52 Ib Upper Total Load @ A 86 plf 172 Ib Lower Live Load @ B 82 pif 163 Ib Lower Dead Load @ B 37 plf 73 Ib Lower Total Load @ B 118 plf 236 Ib RAFTER SUPPORT DATA A D Bearing Length 0.18 in 0.25 in RAFTER DATA Interior Eave Span Length 6 ft 1 ft Rafter Pitch 6 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 1.25 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1588 psi Cd --1.25 CF=1.30 Cr -1.15 Shear Stress: Fv = 180 psi FV = 225 psi Cd=1.25 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc -1' = 625 psi Controlling Moment: 256 ft -Ib 2.996 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -160 Ib 6.261 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Section Modulus: 1.93 in3 7.56 in3 Area (Shear): 1.06 in2 8.25 in2 Moment of Inertia (deflection): 2.89 in4 20.8 in4 Moment: 256 ft -Ib 1001 ft -Ib Shear: -160 lb 1238 lb Arrp�"-_page Gary Hawkins ° Gary Hawkins Architect 3045 Ceres Ave, Suite 135 StruCalc Version 9.0.2.5 12/19/2016 4:34:38 PM Uniform Roof Loading Roof Live Load: LL = 20 psf Roof Dead Load: DL= 8 psf Non -Snow Roof Loaded Area: RLA = 0 sf Slope Adjusted Spans And Loads Interior Span: L-adj = 6.71 ft Eave Span: L-Save-adj = 1.12 ft Rafter Live Load: wL-adj = 32 plf Eave Live Load: wL-Eave-adj = 32 plf Rafter Dead Load: wD-adj = 14 plf Rafter Total Load: WT-adj = 46 plf Eave Total Load: WT-Eave-adj = 46 plf U) U) i LU Uj : cc Cc :< <a: ;» =) 10 0w , I U) CO —1 I Lo Lo U- I I I �2 cO 0 Lu co U) co 0 0 0 O o N " Cl) CO 0 CIA CJ 99 C7 t7 M ui 0 1.1 w Project: Location: rb-1 Multi -Loaded Multi -Span Beam [2013 California Building Code(2012 NDS)] 5.5 INx7.5INx12.OFT #1 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 73.6% Controlling Factor: Moment 6j�►/ page --�^� Gary Hawkins 1 Gary Hawkins Architect / L 3045 Ceres Ave, Suite 135Ir or StruCalc Version 9.0.2.5 12/19/2016 4:41:00 PM DEFLECTIONS Center LOADING DIAGRAM Provided Live Load 0.15 IN U986 29.7 in3 51.56 in3 Dead Load 0.09 in 6.69 in2 41.25 int Total Load 0.24 IN U601 77.22 in4 193.36 in4 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 2970 ft -Ib 5156 ft -Ib REACTIONS 6 J1 758 lb 4675 Ib Live Load 455 Ib 455 Ib 140 plf Right Dead Load Dead Load 303 Ib 303 Ib 77 pif 77 pif Total Load 758 Ib 758 Ib 6.5 ft 5.5 ft Bearing Length 0.22 in 0.22 in moo 12 ft BEAM DATA Center a - Span Length 12 ft 1 ft 5.5 ft Unbraced Length -Top 0 ft 72R Unbraced Length -Bottom 12 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 pif #1 - Douglas -Fir -Larch (North) Uniform Dead Load 0 pif Base Values Adiusted Beam Self Weight 9 pif Bending Stress: Fb = 1200 psi Fb' = 1200 psi Total Uniform Load 9 plf Go= 1.00 CF= 1.00 Shear Stress: Fv = 170 psi FV = 170 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc --L = 625 psi Fc --L= 625 psi Controlling Moment: 2970 ft -Ib 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 758 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 29.7 in3 51.56 in3 Area (Shear): 6.69 in2 41.25 int Moment of Inertia (deflection): 77.22 in4 193.36 in4 Moment: 2970 ft -Ib 5156 ft -Ib Shear: 758 lb 4675 Ib TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Three Left Live Load 140 plf 140 pif 0 pif Left Dead Load 77 plf 77 plf 0 pif Right Live Load 0 plf 140 plf 140 plf Right Dead Load 0 plf 77 pif 77 pif Load Start 6.5 ft 5.5 ft 0 ft Load End 12 ft 6.5 ft 5.5 ft Load Length 5.5 ft 1 ft 5.5 ft 12/19/2016 Design Maps Summary Report Design Maps Summary Report User -Specified Input Report Title Lobosky Tue December 20, 2016 00:30:57 UTC Building Code Reference Document 2009 NEHRP Recommended Seismic Provisions (which utilizes USGS hazard data available in 2008) Site Coordinates 39.72840N, 121.8374°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III .Mea ATIAMI " � �,� `" ° s Ag .. ,47rpnd ( F �E9R,x �,.✓+. �, + '"t t, .., ,_. `�„ i .� F ier+ti+ S,: i'� ^�� + �"r e"...,� Ir iliiY �l�t r PI.-ff V l w► Y ' Flki w _ ir4 pts �L t i,e, $` + $Yp V*a n � .. ..1 �,� •.,� �r, � ': .� �,4, ax '�, �� y,,�itis0erorlL'�� ec, T t O Z4, t / USGS-Provided Output SS = 0.616 g SMS = 0.805 g Sos = 0.537 g SI = 0.274 g SM1 = 0.507 g Sol = 0.338 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please view the detailed report. 0.90 0.91 0.72 0.63 0.54 C1 W 0.36 0.27 0.12 0.09 MCEIt Spectrum 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) 0.54 0.48 0.42 G1 0.30 0 0.24 Design Response Spectrum O.1Z 0.06 0.00- 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.130 2.00 Period. T (sec) For PGAM, TL, CRs, and CRI values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 9 httpl/earthquake.usgs.gov/designmaps/us/Summary.php?tem plate=m inimal&latitude=39.7284&longitude=-121.8374&siteclass=3&riskcategory=0&editi on= nehr... 1/1 File >SHEARW 9:28 PM 12/19/16 ------------------------------------------------------------------------------------------ REV. 6-17-99 Shearwall schedule ------------------------------------------------------------------------------------------ Description >> Common nails >> (Box nails) ------------------------------------------------------------------------------------------ Seismic Wind Mark Description HF DF HF DF 1 3/8" cdx plywood with 8d nails .213 .260 .299 .365 at 61, 12" o.c. (.173) (.211) (.292) (.296) 2 3/8" cdx plywood with 8d nails .312 .380 .936 .532 at 9", 12" o.c. (.253) (.308) (.353) (.931) 3 3/8".cdx plywood with 8d nails .902 .990 .562 .685 at 3", 12" o.c. (.326) (.397) (.955) (.559) 9 15/32" cdx plywood with 10d nails .259 .310 .357 .935 at 61, 12" o.c. (.206) (.251) (.289) (.352) 5 15/32" cdx plywood with 10d nails .377 .960 .529 .695 at 91, 12" o.c. (.305) (.373) (.928) (.522) 6 15/32" cdx plywood with 10d nails .992 .600 .689 .89 at 3", 12" o.c. (.399) (.986) (.558) (.680) 7 1/2" gyp bd with 5d nails wind .082 .100 at 7" o.c. edge & field Unblocked seismic .091 .050 8 5/8" gyp bd with 6d nails wind .099 .115 at 7" o.c. edge & field Unblocked seismic .097 .058 9 7/8" cement plaster over expanded metal .198 .180 or woven wire lath with no. 16 gage staples, (7/8" leg) at 6" o.c. 10 3/8" plywood siding with 8d nails .131 .160 .189 .225 at 6", 12" o.c. 0 Ltj Wlt--O }cLot;) S, mIN. � l � � �,.�� Cts► f�Xwze, lap Ll r. T111)14- ytm =I 170t --� 17, 4,0 �mv 122 U �jt, I F -r- ' kok trt�- got t�U r Ilk r,r� . it. 00:04 _, T, .. * , 7i m V Q vi as_ 0 m V 0 c ..Y s n^ w 0 rn M 0 M a� V) M X v N as 3 w V) N 01 0 kD N 0 0 c 0:o .0 C: :o N M 0 t 0 rN Q V 0 Q 0 Q i N TABLE 2304.9.1 FAS1ENIN6 SCHEDULE CONNECTION FASTENING" LOCATION I. Joist to sill or girder 3 - bd common (2 1/2' x 0.131') (see Section 2308.10.4.1, Table 2308.10.4.1) 3 - 3' x 0.131' nails toenail 33. Fiberboard sheathing' 3 - 3' 14 gage staples face nail 2. Bridging to foist 3 - 6d common on (2 1/2' x 0.1311) 19. Rafter to plate 3 - 3' x 0.131' nails toenail each and (see Section 2308.10.1, Table 2308.10.1) 3 - 3' 14 gage staples toenail 3. IN x 6' subtloor or less to each Joist 3 - 6d common (2 1/2' x 0.131") two nail 4. Wider than IN x 6' subfloor to each Joist 3 - bd common (2 1/2' x 0.1311) face nail 5. 2' sabfloor to Joist or girder 2 - Ibd common (31/2' x 0.162') blind and face nail 6. Sole plate to foist or blocking 16d 031/2' x 0.135') at 16' oc. 21. IN x 6' sheathing to each bear 3' x 0.131' nails at 6' oc. tg lcol face nail 22. hider than 1' x 8' sheathing to each beer 3' 14 gage staples of 12' oc. face nail Sole Plato to foist or blocking at braced 3' - l6d (3 1/2' x 0.135") at 16' 24' o c. wo Pa"a 4 - 3' x 0.131' nails at 16, braced wall panels 4 - 3' 14 gap staples per 16' 16' oc. T Top plate to stud 2 - l6d common 0 1/2' x 0.162) O 3 - 3' x 0.131' nails end mall 3 - 3' 14 qaqe staples on opposite sides 8. stud to sole plate 4 - 6d common 03 1/2' x 0.1627 4 - 3' x 0J31' nails toenail 3 - 3' 14 gage staples 25. 2' picks 2 - I6d common 0 I/2' x 0.162') at each boaring 26. Collor tie to rafter 3 - 3' x 0.131• nails end nail 3 - 3' 14 gage staples face nail 9. Double studs 16d 031/2' x 0.135') of 24' oc. 27. Jack rafter to hip 3' x 0.131' mail of 6' of- face nail 3' 14 gage staple of 6' oz. toenail 10. Double top plates I6d (3 1/2' x 0.1357 at 16' oc. 3" x 0.131' nail at 12' oc. t9pkal face mail 3' 14 gage staple at 12' oc. face nail Double top plates 6-16d common (31/2' x 0.1627 28. Roof rafter to 2-bg ridge beam 12 - 3' x 0.131' nails lap slice 12 - 3' 14 gap staples toenail 11. Blocking between joists or rafters to top plate 3 - 6d carman (2 1/2' x 0.1318) <` 3 - 3' x 0.131' nails toenail 1 3 - 3' 14 gage stoples face nail 12. Rim foist to top plate bd (2 1/2' x 0.1317 at 6' oc. 29. Joist to bard joist 3' x 0.131' nail at 6' oz. toenail 3' 14 gap staple at 6' of - face nail 13. Top plates, laps and Intersections 2 - Ibd common (31/2' x 0.1627 30. Ledger strip 3 - 3' x 0.131' nails face nail 3-3'14 staples face nail 14. Continuous header, two pieces I6d common (31/2' x 0.162) 16' oc. along edge 15. Gelling joists to plate 3 - bd common (21/2' x 0.1311 LU subfloor, roof and wall sheathing (to framing) 5 - 3' x 0.131' nails toenail JU 5-3'14 gage staples < Ib. Gonthuous header to stud 4 - 6d common (21/2' x 0.131') toenail li. Ceiling Joists, laps over partitions 3 -16d common 0 I/2' x 0.1627 minknum, (see Section 2308.10.4.1, Table 2308.10.4.1) Table 2306.10.4.1 4 - 3' x 0.131' nails face nail 4 - 3' 14 gar staples � CONNECTION FASTENING" LOCATION I8. Ceiling joists to parallel rafters 3 - I6d common (31/2' x 0.1620) minimum, (see Section 2308.10.4.1, Table 2308.10.4.1) Table 2308.10.4.1 ��9TF 33. Fiberboard sheathing' 4 - 3' x 0.131' nails face nail 4-3'14 gage staples 19. Rafter to plate 3 - 8d common (2 I/2' x 0.131") (see Section 2308.10.1, Table 2308.10.1) 3 - 3' x 0.1310 nails toenail 3 - 3' 14 staples 20. IN diagonal trace to each stud and plate 2 - 6d common (2 1/2' x 0.131') O 34. Interior powlkng 2 - 3' x 0.131' halls face mail r_ 3 - 5414 gage staples 21. IN x 6' sheathing to each bear 3 - bd cowman (2 1/2' x 0.55) face nail 22. hider than 1' x 8' sheathing to each beer 3 - bd common (2 1/2' x 0.131') face nail 23. Built-up corner studs I6d common (31/2' x 0.1620) 24' o c. 3' x 0.131" nails 16' oc. 3' 14 gage staples 16' oc. 24. Built-up girder and beams 20d common (4' x 0.1927 32' oc. O 3' x 0.131' nail at 24' oc. face nail at top and bottom staggered 3' 14 gage staple at 24' oc. on opposite sides 2 - 20d common (4' x 0.1927 3 - 3' x 0.131' nails face nail at ends and at each spike 3-3'14 gar staples 25. 2' picks I6d common (31/2' x 0.162') at each boaring 26. Collor tie to rafter 3 - l0d common 0' x 0.1481) 4 - 3' x 0.131' nails face nail 4 - 3' 14 gage staples 27. Jack rafter to hip 3 - IOd common ON x 0.140 ui 4 - 3' x 0.131' nails toenail 4 - 3' 14 gage staples 2 - I6d common (31/2' x 0.1627 3 - 3' x 0.131' nails face nail p staples 3 - 3' 14 gm 28. Roof rafter to 2-bg ridge beam 2 -16d common 031/2' x 0.1627 3 - 3' x 0.131' nails toenail 3 - 3' 14 gage staples <` 2 - I6d common 01/2' x 0.162') 1 3 - 3' x 0.131' nails face nail 3 - 3' 14 gage staples 29. Joist to bard joist 3 - Ibd common 01/2' x 0.1627 0 4 - 3' x 0.131' nails face nail V 4-3' 14 gagestoples 30. Ledger strip 3 - I6d common (3 1/2' x 0.1627 4 - 3' x 0.131' nails face nail 4 - 3' 14 gage staples 31. Wood structural panels and particleboard" 1/2' and loss 6d" LU subfloor, roof and wall sheathing (to framing) 2 3/6' x 0.113' nail' JU 15/41 16 gage' < 19/32' to 3/4' 6d' or bd' nKn, 2 3/6' x 0.113' nolle ILM'p 2" Ib gage 71/6' to is Bd` I I/8' to 11/4' IOd' or M' � Singlo Floor (combh�atlon subfloor-underiafnent to frcmin� 3/4' and less 6d• "1/6' to IN Sd' 11/6' to 11/41 IOd' or 8d' CONNECTION FASTENING" LOCATION 32. Panel siding (to framing) 1/2' or loss 6d' * C 18693 REN 5/6' 6d' ��9TF 33. Fiberboard sheathing' 1/2' No. If gage roofing nail" 6d common nail (2' x 0.1131 No. 16 gage staple' O 25132' fb. II gage rooftn1 Hall" 8d carman nail (2 I/�' x 01317 No. lb gage staple' O 34. Interior powlkng I/4' 10 r_ 3/6' 6d" For 51: 1 Inch = 25.4 mn. a. Common or box nails are permitted to be used except where otherwise stated. b. Nails spaced at 6 inches on center of edges, 12 Inches at Intermediate supports except 6 Inches at supports where spans are 46 Inches or more. For nailing of wood structural poral and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. c. Common or deformed shank (6d - 2' x 0.113'; bd - 2 I/2' x 0.131'; IOd - 3' x 0.148"). d.comman(bd -2'x0.113',.0-21/2'x 0.131';I0d-3'x0.1482). e. Deformed shank (bd - 2' x 0.1137; 6d - 2 1/2' x 0.131", IOd - 3' x 0.148'). f. corrosion -resistant siding (6d -1 1/8' x 0.106'; 8d - 2 3/6' x 0.1287 or casing (6d - 2" x OD99'; 6d - 2 1/2' x 0.113') nail. g. Fasteners spaced 3 Inches on center at exterior edges and 6 Inches on canter at Intermediate 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. In. corrosion -resistant roofing nails with ?/Ib-Inch-cilaneter head and I 1/2 -inch length for 1/2 -Inch sheathing and 13/4 -inch length for 25/32 -Inch sheathing. 1. corroslon-resistant staples with nominal ?/Ib -Inch crown and I Winch longth for 1/2 -inch sheathing and I I/2 -Inch length for 25/32 -inch sheathing. Panel supports at 16 Inches (20 Inches If strength axis In the king direction of the pool, unless otherwise marked). Casing 0 1/2' x 0.0807 or finish 0 1/2' x 00127 nails spaced 6 Inches on pawl edges, 12 Inches at Intermediate supports. Panel supports at 24 Inches. Casing or finish nails spaced 6 Inches on pawl edges, 12 inches at Intermediate supports. I. For roof sheathing applications, 8d nails (2 1/2' x 0.1139 are the mintnan reciured for wood structural panels. m. Staples shall have a mlnhmum crown width of T/Ib inh. n. For roof sheathing applications, fasteners spaced 4 Inches on center of edges, 6 Inches of Intermediate supports. o. Fasteners spaced 4 Inches on center at edges, 6 inches at Intermediate supports for subfloor and wall sheathing and 3 Inches on center at edges, 6 Inches at Intermediate supports for roof sheathing. p. Fasteners spaced 4 Inches on center at edges, 6 inches at intermediate supports. GENERAL NOTES I. All work on this project shall conform to the 2016 editions of the GRG, CFC, and 2016 Green Building Code and/or city codes and ordinances. 2. The contractor shall verify site conditions and their correlations with the drawings. 3. Finish grade and finish floor elevations to be field set. Drainage around all structures is to be away from buildings at 5% slope for minimum 10'. Swale as required. FLA5HIN6 1. All flashing shall be 26 ga. gals. iron unless otherwise noted. Prime 1 paint to match adjacent construction. 2. Flash and counter -flash at all roof/wall connections. ELECTRICAL NOTE5 I. A ground fault circuit interrupter (GFGI) is required for all 120 volt receptacles installed in bathrooms, garages, accessory buildings, outdoors, in unfinished basements, under -floor areas, laundry, utility and kitchen countertops and within 6' of a bar sink. 2. Electrical contractor to verify all fixture and device locations with Owner. 3. Tamper-resistant receptacles: All 125 volt, single phase, 15 and 20 ampere receptacles shall be listed tamper resistant receptacles. 4. Fixtures, lamp holders and receptacle outlets shall be securely supported. A fixture that weighs more than 6 pounds or exceeds 16" in any direction shall not be supported by the screw shell of the lamp holder. Outlet boxes shall not be used as the sole support for ceiling (paddle) fans. e e ale in Iled 1n t or d to atio mus b li ther=r sta t e. 6. All lighting fixtures and ceiling fans in covered porches/patio areas will be listed for "suitable for damp locations". All lighting fixtures must meet the 2016 GAL. ENERGY CODE Hit ht7 e- a General: I. High efficiency luminary fixtures must not contain a medium based screw type incandescent socket. 2. A manual -on occupant sensor must not have on always on feature. 3. All sensors (indoor and outdoor) are to let the luminaries they control run for no longer than 30 minutes. 4. All recessed luminaries in ceilings must be approved for zero -clearance insulation cover, electronic ballast, and air -tight. Outdoor: I. All permanent outdoor luminaries attached to the building must be high efficiency and controlled by a motion sensor and photocell. VENTILATION I. Provide attic ventilation at areas with attic. Venting to be at a ratio of 1:300. For ventilation calculations refer to the roof framing plan. Cover vents with 1/4" corrosion resistant wire mesh. 2. Provide galvanized vents at areas with crawl space, see foundation plan for vent size and location. Venting to be at a ratio of 1:150. Locate vents close to corners and on at least two opposite sides to provide cross ventilation. Cover vents with 1/4" corrosion resistant wire mesh. DE516N LOADS Seismic Site Glass "D" Wind 110 mph exposure "B" Floor live load 40psf Roof live load 20 psf CONCRETE NOTES I. Concrete shall have a minimum compressive strength at 28 days and a maximum slump of: Strength... 2500 psi Slump... 4" 2. Construction joints shall be prepared to expose clean, solidly embedded aggregate over the entire joint interface. 3. Placement of pipes, conduits, or other embedded items in the concrete shall be in accordance with these drawings. 4. Contraction joints in slabs, shall be so placed that the maximum dimension and area of any section do not exceed 30 feet and 600 square feet, respectively. 5. Structural steel shapes, tubes and pipes embedded in concrete shall have a minimum of 3" concrete cover. 6. Bottoms of all footings shall rest on firm, undisturbed soil. 1. A concrete mix design Is provided which addresses bleeding, shrinkage and curling. REINFORCING STEEL 1. Reinforcing steel at foundation footings to conform to A5TM A615 and be intermediate grade deformed bars- type N, grade 40. Reinforcing steel at retaining walls to conform to ASTM A615, including supplement. All bars shall be new stock deformed bars, grade 40 for #4 bars and smaller, and grade 60 for #5 and larger bars, typical unless otherwise noted. Bars to be welded shall conform to A5TM 106. 2. Unless noted, reinforcement bars to be lapped minimum 40 bar diameters. 3. Bends in reinforcement shall be in accordance with AGI 315-05. 4. All dimensions shown for locations of reinforcing steel are to face of bar and denote clear coverage. Unless specifically noted otherwise, concrete coverage shall be, 3" where concrete is placed directly against earth, and 2" where concrete is exposed to earth but is against forms. Slabs on grade shall have reinforcing at mid -depth unless otherwise noted. 5. Splices in continuous reinforcing shall have a lap of 40 bar diameters minimum in concrete construction except where shown otherwise. Horizontal laps In adjacent bars shall be staggered 5'-0" minimum. Vertical bars shall be one piece full height. ROUGH CARPENTRY I. In addition to framing operotlons normal to the fabrication and erection indicated on the Drawings, install wood blocking and backing required for the work of other trades. 2. Structural framing shall be Douglas Fir of the grades indicated or better (NWA grading rules): 2x joists and rafters NO.2 Posts and beams NO. I Studs NO. 2 Sills and plates NO. 2 HF Sills on concrete PTHF Mise. framing not noted NO. 2 3. Wood sills bearing on concrete shall be attached as noted on the Foundation Plan, anchors shall be within 12" of the end of each piece, and 12" oc max. Each sill shall receive at least two (2) anchors. This information will govern unless more stringent criteria is indicated on the plans. 4. Boit holes in wood or steel shall be 1/16" larger than bolts. 5. All nuts shall be tightened when placed and re -tightened prior to application of finish or at completion of job. 6. Framing hardware shall be Simpson 5TRONG-TIE or approved equal, with connectors as specified in the catalog NO.0-2011. 1. Wall top -plates shall have joints at a stud center line. PLYWOOD NOTES General Provisions I. Identification requirements - Each panel shall be identified with the appropriate trademark of the American Plywood Association, and shall meet the requirements of the latest edition of U.S. product standards P5-1 or one of APA's performance 2. Panel thickness, grade and group number or span rating shall be at least equal to that shown on the drawings. Application shall be in accordance with recommendations of the American Plywood Association. 3. Nails at plywood panels shall have 3/8" edge distance and nail heads shall butt at center line of single supporting member with edge mailing from each panel into that member. 4. Plywood panels shall butt at center line of single supporting member with edge nailing from each panel into that member. 5. No piece of plywood, floor, or wall sheeting shall be less than 12" in least dimension. Roof Sheeting 1. Panel roof sheathing shall be APA RATED 5HEATHIN6 EXP 1, size and nailing as per drawings. Install with the long dimension of the panel across supports, except where noted and with panel continuous over two or more spans. Allow I/8" spacing at panel ends and 1/4" spacing at panel edges. 5heorwalis 1. Panel wall sheathing shall be APA RATED SHEATHING EXP I, size and nailing per drawings. Allow 1/8" spacing at all panel end and -edge joints. RE515DENTIAL MANDATORY MEASURES ``6EENERAL PROJECT REQUIRED TO MEET DIVISIONS 4.1-45. 4.106 SURFACE DRAINAGE TO BE DIRECTED AWAY FROM STRUCTURES SEE SITE P 4.106.4 INSTALL A NOMINAL IN IN51DE DIAMETER LISTED RACEWAY TO AGGOMMOD TE A DEDICATED 208/240 VOLT BRANCH CIRCUIT. THE RACEWAY SHALL ORI619ATE IN THE MAIN OR SUB PANEL, AND WILL TERMINATE INTO A LISTED BOX AT THE OSED 51TE OF THE EV CHARGER. 4.201.1 W-R15E RESIDENTIAL BUILDIN65 SHALL MEET OR EXCEED THE MINIM M TANDARD5 DE516N REQUIRED BY THE CEG. 4.303.1 I1�bOOR WATER USA6E REDUCED BY AT LEAST 20% BY INDIVIDUAL FIXTURE AND FITTING REDUCTION SEE TABLE AND NOTES IN DRAWIN65. 4.303.3 PLUIN6 FIXTURES TO MEET REQUIREMENTS OF TABLE 4.303.3,SEE NOTE ABOVE:, 4.304.1 AUTOMATIC IRRIGATION SYSTEM CONTROLLER5 INSTALLED ATHE TIME OF FINAL IASPECTION SHALL BE WEATHER OR SOIL -MOISTURE BASED. 4.406.1 ANNULARSPAGES AROUND PIPES, ELECTRIC GABLES, CONDUITS OR OTHER OPENINGS\N PLATES AT EXTERIOR WALLS SHALL BE PROTECTED A6AIN5T THE PA55A6E RODENTS BY 01-051N6 SUCH OPENINC75 WITH GEMENT MORTAR, CONCRETE MASONRY OR 51MILAR METHOD AGGEPTABLE TO THE ENFORGIN6 AGENCY. S >>`' 4.405.1 A MINIMUM OF O%'OF THE CONSTRUCTION WA5TE GENERATED AT THE 517E 15 DIVERTED TO PtC, CLE OR SALVAGE. 4.4062 IF THE LOCAL JURISDICTION DOES NOT HAVE A CAISTRUCTION AND DEMOLITION WASTE MANA6Ematr ORDINANCE, A CONSTRUCTION WASTE MANAGEMENT PLAN SHALL BE SUBMITTE f6R APPROVAL TO THE ITIFORCIN6 A6ENCY THAT COMPLIES WITH 5ECTIo 4;4062. a: 4.410.1 AN OPERATIONAL AND MAINTENANCE MANUAL SHALL BE PROVIDED TO THE BUILDING OCCUPANT OR OWNE&, 4503.1 ANY INSTALLED 6A5 FIREPLACE5 5HALLE DIRECT -VENT SEALED -COMBUSTION TYPE. ANY INSTALLED WOOD'mvE OR PELLET STOVE SHALL COMPLY WITH US EPA PHASE II EM15SION LIMITS%RE,APPLICABLE. WOOD STOVES, PELLET STOVES AND FIREPLACE5 5HAI_btW COMPLY WITH APPLICABLE LOCAL ORDINANCES. 4.504.1 DUCT OPENING, AND OTHER RELATED AIR DISTRIBUTION COMPONENT OPENIN65 SHALL BE COVERED DURING CONSTRUCTION. 4.5042.1 ADHE51VE5, 5EALANT5 AND CAULKS SFI'ALL, BE COMPLIANT WITH VOG AND OTHER TOXIC, COMPOUNDS LIMITS. 450422 PAiNT5, 5TAIN5 AND OTHER GOATIN65 SH "BE COMPLIANT WITH VOG LIMITS. 4.5042.3 AER050L PAINT'S AND COATIN65 SHALL BE'COMPLIANT WITH PRODUCT WEIGHTED MIR LIMITS FOR ROC, AND OTHER T'Oft COMPOUNDS. 4.5042.4 DOCUMENTATION SHALL 13E'PROVIDED TO VERIFY" THAT COMPLIANT VOC LIMIT FIN15H MATERIALS HAVE SEEN USED. 4504.3 CARPET AND CARPET 515TEM5 SHALL BE GOMPLtANT WITH VOG LIMITS. 4504.4 50% OF FLOOR AREAS rRECEIVIN6 PZ51LIEW FLOORIN6 SHALL COMPLY WITH VOD -EMISSION LIMITS DEFINED IN THE COLLABORATIVE "FOR HIGH PERFORMANCE 5CHOOL5 (CHPS) LOW -EMITTING MATERIALS L15T OR BE CERTIFIED UNDER R SILIENT FLOOR COVERING IN5TITUfE NFCI) FLOORSCORE PROGRAM. 45045 PARTICLE BOARD'MEDIUM DENSITY FIBERBOARD (MDF) A HARDWOOD PLYWOOD USED JN INTERIOR OR EXTERIOR FIN15H 5Y5TEM5''�00THE BUILDING SHALL C.OMPLfjwAITH LOW FORMALDEHYDE EM155ION 5TANDJJW5. 45052 VAPOR RETARDER AND CAPILLARY BREAK 15 INSTALLED ATON GRADE FomAnowl 4.505.3 MOISTURE CC*MT5 OF BUILDIN6 MATERIALS USED IN WALL5 Z14LOOR FRAMING 15%,HECKED 'BEFORE ENCLOSURE. DO NOT ENCLOSE WALL OR FLOOR FRAMING 4 EN M015TURE CONTENT EXCEEDS Iq%. It \ 4506.1 ENERGY *AR COMPLIANT EXHAUST FANS WHICH TERMINATE omiA THE BUILDINeARE PROVIDED IN EVERY BATHROOM. 4.507.1 WHOLE POU5E EXHAUST FANS SHALL HAVE INSULATED LOUVERS OR WHICH LOSE WHEN FAN 15 OFF. COVERS OR LOUVERS SHALL HAVE A NNIMUM IN5ULA ON VALUE OF 'R-42. 4.5072 DUG; SY5TEM5 ARE SIZED, DE516NED, AND EQUIPMENT 15 SELECTED U51N6 TFC FOLrDKIN6 METH005: I. ESTABL15H HEAT L055 AND HEAT GAIN VALUES ACCORDING TO AGC, MANUAL J OR EQUIVALENT. 2. 51ZE DUCT SYSTEMS ACCORDING TO ALGA 24-0 (MANUAL D) OR EQUIVALENT. SELECT HEATING AND COOLING EQUIPMENT ACCORDIN6 TO ALGA 36-5 (MANUAL 5) OR EQUIVALENT. BUTTS COUNTY 'APR 0 5 2017 DEVELOPMENT SERVICES 01 ro MINIMUM ER051 ON AND SEDIMENT GONTROL5 FOR PROJEGT5 D 15TURS 1 NC LE55 THAN ONE AGRE Go,1r),v THE BMP'S (BEST MANAGEMENT PRACTICES) LISTED BELOW MUST BE IN PLACE DURING TW `-- ROU6H-APRIL-{5�K 'I iME5- BASED-4N-WEATHE--R N5-;HROU6H-:4IE-YEAiZ, THE BMP'S LISTED ARE MINIMUM REQUIREMENTS AND ADDITIONAL BMP'S COULD BE REQUIRED BASED ON SITE CONDITIONS. o ALL SOILS TRACKED ONTO PAVED ROADWAY5 MUST BE GLEANED UP ON A DAILY BASIS. WHEN STREETS ARE WET OR DURING A RAIN EVENT THERE SHALL BE NO TRACKIN6 OF 501LS ONTO THE STREET. U ROCK BAC -6 (MINIMUM 2 PER SIDE) AT ALL DRAIN INLET LOCATIONS WITHIN 150' OF THE PROJECT SITE. o INTERNAL FILTERS PLACED IN51DE EACH DRAIN INLET. o TRASH BARS ACROSS THE BACK OF ALL DRAIN INLETS. o ALL PAINT, FUEL, CONSTRUCTION PRODUCTS ETC. SHALL BE STORED IN A COVERED LOCATION WAY FROM SIDEWALKS AND STORM DRAIN INLETS. o PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE SITE MUST BE KEPT OFF OF STREETS AND 51DEWALK5 AND AT LEAST 50' FROM THE NEAREST STORM DRAIN INLET. o ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL MUD BOXES, PAINT BUCKETS, GLEANING MATERIAL CONTAINERS ETC. COME IN CONTACT WITH ANY RAINFALL OR STORM WATER RUNOFF. o PROVIDE A DE516NATED AREA FOR CONCRETE WASHOUT. HAY BALES LINED WITH VI5QUEEN MAY BE USED FOR THI5 APPLICATION. ROLLAWAY BINS MAY AL50 BE USED. ALL CONCRETE WASHOUT SYSTEMS SHALL BE PLACED OFF OF THE PAVED STREETS. o AFTER INSTALLATION OF THE ABOVE ITEM5 15 COMPLETE A MAINTENANCE PR06RAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMP '5.® 1 7- 7 SERVICES PERMIT #DEVELOPMENT DunE GREVIENN r -OR CODE COMPLIANO QY Com!" _ DATE - 20' DRAINAGE --------- EASEMENT 1 I 1 1 I 1 1 I 1 1 I COVERED LE IPATIO r- (E) GONG. 1 U IIAPPROX LOGATI NO ({ 1 I(E) SEPTIC SYS i (E) CONC. WALK 1 ,(E) L.5. A NORTH 5HT. # CONTENT5 I 517E PLAN 2 A5-BUILT/DEMO PLAN, FLOOR PLAN FOUNDATION PLAN 3 ROOF AND ROOF FRAMING PLAN ELEVATIONS AND SECTION PROJECT 5C. -OPE EXPAND THE EXISTING DECK WITH A NEW ROOF GORE ANALYSIS CODE 2016 - CRO, CEG, OFC, GREEN BLD'6. CODE. OCCUPANCY R-3 ACCESSORY STRUCTURE USE RESIDENCE CONST. V -B NON-5PRINKLERED STORIES (E) L.S. AREA FAIRWAY DRIVE SITE PLAN SCALE: I" - 10'-0" NOTE: DRAINAGE AROUND ALL STRUCTURES 15 TO BE AWAY FROM BUILDIN65 AT 5% SLOPE FOR A MINIMUM OF 10'. 5WALE AS REQUIRED 51TE 15 COMPLETELY LANDSCAPED SHOULD NOT HAVE ISSUES WITH SURFACE WATER, CON5TRUCTIN6 AN EXTERIOR COVERED DECK SYSTEM. I r. 1 1 I 1 1 I 1 1 I 1 1 I 1 i I 1 i REY1510N5 DATE I 1 3/30/2011 00 N o N 0 a O oQ �� Q c v�! ME in M Ld • 0) N 0) tiU U 0 (Q .q U �Ja:O U Date: 3/30/2011 Drawn: K.G.H. Job No.: 16-092 Sheet: of: ��SED ARCy/ H W/r� lFC'l * C 18693 REN ��9TF o�� OF CAI-\' O O O r_ O 1 0 m O ui L <` nn.. 1 0 O V C V • Ck LU JU < < nKn, ILM'p � � m Date: 3/30/2011 Drawn: K.G.H. Job No.: 16-092 Sheet: of: REVISIONS DATE 3/30/2017 Date: 3/30/2011 Drawn: K.G.H. Job No.: I6-092 Sheet: of: 0 v No N� 0 0) (O LO'R Q ,c ul M� LO c� �i r a Ld r Q LO N 0) �U Q U0 LO U U Date: 3/30/2011 Drawn: K.G.H. Job No.: I6-092 Sheet: of: PLYSAWj SOFFIT (N) COVERED PATIO <—(N) RAILING 0 (%u 2x DECKING o (Fa DECKING 2xb PTDF AT I b" O.G. ....... �.................................................................................. 2xb PTDF WALL AT 16" O.G. FRAMING NOTE: EEN BETWPOSTS ALL FRAMING BELOW DECK �+ .� .•� i .-. i I I I I WILL BE P.T. SCALE: 1/4"=1'-0" ROOF SHEA 2 X BLOCK 4� NOTE: REFER TO PLANS FOR PLYWOOD EDGE NAILING. RW AT 48" O.G. U.O.N. - SEE PLAN REAR ELEVATION 56ALE:1/4" = 1'-0" LEFT SIDE ELEVATION (E) DECK 1/2" (E) RE51DENCE BEYOND LL I. ATTIC VENTILATION AT MA5TER-BATR-Ai3DfVONt COel I 128F1300 = .04215F/2 = .02135F HIGH VENT: DORMER VENT ON ROOF 12x12 VENT .02 S.F. > .143 5F OW VENT: FACE VENT5 .0213517/.335F = .04 N I VENT MIN. PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE ! r BY gFz REVISIONS DATE I 3/30/2011 00 o 0 ism No - , ml� I'VE c v�! rm LL I. ATTIC VENTILATION AT MA5TER-BATR-Ai3DfVONt COel I 128F1300 = .04215F/2 = .02135F HIGH VENT: DORMER VENT ON ROOF 12x12 VENT .02 S.F. > .143 5F OW VENT: FACE VENT5 .0213517/.335F = .04 N I VENT MIN. PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE ! r BY gFz REVISIONS DATE I 3/30/2011 Date: 5/30/2011 Drawn: K.G.H. Job No.: 16-0a2 Sheet: of: 00 o 0 00 0 oa�0 a c v�! Y W w d � U O U (Q \1 cU ARCy��F G�-USED �lp 93 R Lp�9TF OF CA1.�F��\� Date: 5/30/2011 Drawn: K.G.H. Job No.: 16-0a2 Sheet: of: ------------ ISI _ .__�._. _ ,� �..„. r L... ' • .. .. .. _ .__.