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Home My WebLink AboutB17-1956 000-000-000SEQU®1A E N G I N E E R I N G SIMON' Structural Calculations Client: William Payne Job#: 17-033 Project: Payne Deck Rebuild Address: 768 Hillgrove Ct., Chico, CA 95928 Calculation Index _ Page # Load Development 1 • Seismic Analysis 2-3 • Knee Brace Analysis 4 • Beam Analysis 5-6 _ • Column Analysis 7 • Footing Analysis 8 • Handrail Post Attachment Analysis 9 Revisions • Initial Issue Sept 05_2017 • Plan Check Sept 14, 2017 PERMIT #. BUTTE COUNTY (DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE p �OQaOFES3/p 0 '7 9 " /� � BY M. RAT t°y (DATE NO: 64399 OF 1F Sept :14, 2017 This calculation package is only valid for the project location as listed above and may not be used for another site without the authorization of Sequoia Engineering. Sequoia Engineering claims no responsibility for any structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by the governing building department. Cyr 467 East 2"d Ave-, Chico, CA 95926 (530) 591-7258 Chad@sequoiacivil.com Pg. 1 Gravity Load Development Project: Payne.Deck Date: 9/14/2017 Comments: 17-033 Units: lbs & feet (UNO) Gravity Loads: ' Deck Dead Load Framing @ 16" o.c. 1.5 psf Decking 4 psf Misc. 1.5 psf Total 7.0 psf 1 M MUSGS. Design Maps Summary Report User—Specified Input - Report Title Payne Deck Mon September 4, 2017 20:54:05 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.727820N, 121.87157°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III - x , . A� d S �;,y"v, ,r µ J�. '�l - Z Sys �1Rt1'�`�{.,+^ ,.,�'-a,.'"`$' •"�� X47 VI „y+ F kr -��,'- tlk is �� 5+�' ,+ • fj��`+ gyp'} x` rk '`y.,.....=� rYy •^ 8 lili �? - „k'� •%,�tt ,^e. h�� .. `ai+kil J Rte^.^+."-" f . *« •. 3 yy ✓ a,i{9 Y qa Y ' • "j�g'ttt ,otiNO am� Gt h, a.rt .. USGS—Provided Output SS = 0.6189 S„S = 0.807 g SDS = 0.538 g S, = 0.276 g SM, = 0.510 g So, = 0.340 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. J ?AC n3�e� •x-i-3�tS iso i'ntdri �1u�itXi �> to;iii Sptct'urn azv aei Q72 ass Q.!14 'rn ' v w ass a27 ' ata and a.00 0 a5/ Q48 a4> a:sc: �-- a x v u, a=-4 CL id a i.2, 0-W aac PenocL T (See) For PGA., TL, Cas, and CR, values, please view the detailed report. Period, T (:gee) 23 Pg. 3 Equivalent Lateral Force Procedure ASCE 7-10 Seismic Loads Project: Payne Deck Date: 9/14/2017 Comments: Units: kips & feet (UNO) Description Symbol Value Units Source Trib Area (11^2) Line Shear Line Shear fl^2 Zip Code kis Wall Line Roof Floor Deck ULT (kips) Longitude Roof 39.72782 Deg Google Earth Latitude 121.87157 Deg Google Earth Occupancy 0 2 Table 1-1 Site Class D 0.00 Chapter 20 Seismic Deisgn Category 0.00 D Table 11.6-1 Mapped 0.2 sec spectral response Ss 0.618 %g USGS website Mapped'I sec spectral response S, 2276 %g USGS website Response Modification R 1.5 0 Cantilever Columns -Table 12.2-1 Importance Factor I I "fable 11.5-1 Strutural Height h„ 12 R Sum (kips) Peroid Parameter Ct 0.02 English Table 12.8-2 Peroid Parameter x 0.75 English Table 12.8-2 Long Period Tt, 1(: sec Figure 22-16 Aprx. Fundamental Period Ta 0.1289 sec Section 12.8.2.1 Site Coefficient Fa 1.3060 Table 11.4-1 Site Coefficient Fv 1.8480 Table 11.4-2 • MCE Spectral Response Sms 0.8071 Eq. 11.4-1 MCE Spectral Response Sint 0.5100 Eq. 11.4-2 - Design Spectral Response (0.2 Sec) SDs 0.538 %g Eq. 11.4-3 Design Spectral Response (1.0 Sec) SDI 0.340 %g Eq. 11.4-4 t Coefficient for Upper Limit Cu 1.400 Table 12.8-1 Deflection Amplification Factor Cd 1.5 Table 12.2-1 Overstrength Factor Wo 1.5 Table 12.2-1 Max Seismic Response Coeff Cs max 1.758 Eq. 12.8-3 MinSeismic Response Coeff Cs min 0.024 Eq. 12.8-5 . Seismic Response Coefficient Cs 0.359 Section 12.8.1.1 Vertical Dist Exp k 1I ISection 12.8.3 Vertical Distribution oJSeismic Forces LEVEL STORY HT hi wi wi*hi^k Cvx VEQ £ VEQ Diaphragm Dia h Max Dia h Min Roof Ili 10 2.65 27 1.00 095 0.95 0.57 0.57 0.29 0 0 0.00 0 0.00 0.00 0.95 0.00 0.00 0.00 0 0 fj.0 0 0.00 0.00 0.95 0 0.00 0.00 0 0 0 0 0.00 0.00 0.95 0 0,00 O.UO Deck only Story Shear (kips) 1.0 i Area Weight Mass Trib Area (11^2) Line Shear Line Shear fl^2 psf kis Wall Line Roof Floor Deck ULT (kips) W/S (kips) Roof 0 0.00 1 379 0.95 0.67 Roof Snow 0 0.00 0.00 0.00 Floor 0 0.00 0.00 0.00 Deck 379 7 2.65 0.00 0.00 Exterior Wall 0 0.00 Ledger Connection: Interior Wall 0 0.00 Sum (kips) 2.65 Lateral Seismic Load = 670 lbs. Have 1/4" dia x 4-1/2" Simpson SDS Screws Capactiy = 350lb/screw Therefore need (3) screws - connection per detail I & 2/S I OKI i Timber Frames Fastener Design Capacity Simpson SDS25600: 350 lb 16d Common 118 lbs (Single Shear Wood-toWood) Co: 1.6 CD: 1.6 Capcity: 560 lb Capcity: 189 lb Grid Line: Stairs Type: Knee SDS Screws Loads Design Height to Brace Diminsions Braces Per Comp in Horz Vert Comp SDS Connection (kips) Load (lb) Beam ft Height (ft) Length (ft) line brace lbs . Comp (lb) (lb) Screws Cap. (lbs) Seismic 0.67 Wind 10 2.00 2.00 2 1.658 1173 1173 3 1680 Wind 670 0.000 t cQ A S E Q U p 1 A Payne Deck Payne Pg. 5 '/ ® Seam1 WOOdWOrkS E N G I N E E R I N G Sep.5,2017 09:15 -SO(M'ARr FOR WOOD DESIGN w P, Design Check Calculation Sheet Wood Works Sizer 10.4 Loads Load Type Distribution Pat- Location (ftl Magnitude Unit 311 .. psi Factored: tern Start End Start End 373 - Deck DL Dead Full Area 5.50 Length 6.00(16.0") psf Deck LL Live Full Area 0.78 - - 1.00 40.00116.0) P. Self-wei ht Dead Full UDL Shear : LC 02 = D+L, V = 367, V design = 2.6 if Maximum Reactions (lbs) and Bearing Lengths (in) : 12' Unfactored: Analysis Value 69 Dead 61 329 Live 311 .. psi Factored: - 393 Total 373 - fb/Fb' = 0.97 Bearing: 0.32 = L/430 5.50 Length 1.50 0.78 Min re 'd 0.79 in Deck Joist Lumber -soft, D.Fir-L, No.2, 2x8 (1-1/2'W-1/4") Supports: 1 - Hanger; 2 - Timber -soft Beam, D.Fir-L No.2; Floor joist spaced at 16.0" dc; Total length: 12'; volume = 0.9 cu.ft.; Service: wet; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analvsis vs. Allowable Stress and Deflection usina Nos 20112: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 45 Fv' = 140 psi tv/Fv = 0.32 Bending(+) fb = 962 Fb' = 994 psi fb/Fb' = 0.97 Live Defl'n 0.32 = L/430 0.38 = L/360 in 0.84 Total Defl'n 0.45 = L/308 0.57 = L/240 in 0.78 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCII Fv' 180 1.00 C.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 0.80 - 2 Fcp' 625C.67 1.00 - - - - 1.00 1.00 - - E' 1.6 million 0.90 1.00 - --, - 1.00 0.95 - -2 Emin' 0.58 million C.90 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+L, V = 367, V design = 326 lbs Bending(+): LC 112 = D+L, M = 1053 lbs -ft , Deflection: LC 02 = D+L (live) LC H2 = D+L (total) D=deadL=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 76.2eO6 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 2.00oDead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate 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 studs, and multi -ply members are not rated for fire endurance. SEQUOIA Payne Deck '= 17-033 Pg.6 Beam2 Woodworks® ENGINE RING Sep.5,201709:15 -s017a1nr rox WOOD or"ce Design Check Calculation Sheet Wood Works Sizer 10.4 Load Type Distribution Pat- Location [ft] Magnitude Unit Live 1225 tern Start End Start End 1499 Deck DL Dead Full Area fv Fv' = Bearing: 7.00(6.00') psf Deck LL Live Full Area 0.81 Min re 'd 40.0016.00') psf Self -Wei ht Dead Full UDL CL/999 0.33 = 12.1 if Maximum Reactions (Ibs) and Bearing Lengths (in) : 10'-2.5" Unfactored: - 274 Dead 274 1225 Live 1225 shear Factored: 36 1499 Total 1499 fv Fv' = Bearing: Bendng(+) 2.75 Length 2.75 0.81 Min re 'd 0.81 0.50 Deck Beam Timber -soft, D.Fir-L, No. 1, 6x10 (5-112"x9-114") Supports: All -Timber-soft Column, D.Fir-L No.2 Total length: 10'-2.5'; volume = 3.6 cu.ft.; Beam and stringer; Service: wet; Lateral support: top= at supports, bottom= at supports; Analvsis vs. Allowable Stress and Deflection usinq Nos 2012: . Criterion Analysis Value Design Value Unit Analysis Desi n shear fv = 36 Fv' = 136 psi fv Fv' = 0.26 Bendng(+) fb = 542 Fb' = 1080 psi fb/Fb' = 0.50 Live Defl'n 0.09 = CL/999 0.33 = L/360 in 0.28 Total Defl'n 0.13 = L/892 0.49 = L/240 in 0.27 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# FV' _ 170 1.00 ' 1.00 1.00 - - - - 1.00 0.80 1.00 2 - Fb'+1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 - 2 Fcp' 625 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+L, V = 1444, V design = 1207 lbs Bending(+): LC H2 = D+L, M = 3543 lbs -ft r , Deflection: LC H2 = D+L (live) LC 02 = D+L (total) D=deadL=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 _ CALCULATIONS: Deflection: EI 580e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection 2.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National 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. 6 r Elmira Baptist Church SEQUOIA 17-030 WoodworksColuml E N G I N E E R I N G Sep. 5n 2017 09:51 sorrwMF FOR WOOD DalcY 191118 BIN Design Check Calculation Sheet Wood Works Sizer 10.4 - I nadc- Load Type Distribution Pat- Location [ft) Magnitude 23 - Fv' = 153 Factored: tern Start End Start End 23 Loadl Dead Axial (ECC. = 0.92) 550 init bs Load2 Dead Axial (Ecc. = 0.92") 2450 bs Self-wei ht Dead Axial Fc` = 819 72 bs Lateral Reactions (lbs): m d 0' to Pg. 7 10' Unfactored: Analysis Value Design Value _ `3 Dead 23 - Fv' = 153 Factored: fv Fv' = 0.01 _ 23 R ->L psi fb/Fb' = 0.09 41 Load comb Fc' = 619 psi fc/Fc' = 0.16 L- >R 23 Deck Post Timber -soft, D.Fir-L, No.1, 6x6 (5-112"x5-1/2") Support: Non -wood Total length: 10'; volume = 2.1 cu.ft.; Post and timber; Pinned base; Load face = width(b); Service: wet; Ke x Lb: 1.0 x 10.0 = 10.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [fl); Analvsis vs_ Allowable Stress and Deflection using Nos 2012: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 1 Fv' = 153 psi fv Fv' = 0.01 Bending(+) fb = 99 Fb' = 1080 psi fb/Fb' = 0.09 Axial fc = 102 Fc' = 619 psi fc/Fc' = 0.16 Combined fax al + eccentric moment) Eq.15.4-3 = 0.13 Axial Bearing fc = 102 Fc` = 819 psi fc/Fc' = 0.12 Live Defl'n negligible Total Defl'n 0.04 = <L/999 0.67 = L/180 in 0.06 Additional Data: FACTORS: F/E(psi)CD CM C CL/CP CF Cfu Cr Cfrt Ci LCk 'T 170 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 1200 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 1 Fc' 1000 0.90 0.91 1.00 0.756 1.000 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 1 Fc' 1000 0.90 0.91 1.00 - 1.000 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC N1 = D only, V = 23, V design = 23 lbs Bending(+); LC N1 = D only, M = 230 lbs -ft Deflection: LC 01 = D only (total) AxialLC 01 = D only, P = 3072 lbs Eq.15.4-3 LC 01 = D only Fb'= 1080 FCE=1002 Pxe/S=fc(6xe/d)= 99 D --dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 122eO6 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow.:.) Total Deflection = 2.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. E i Pg. 8 Foundation Deisgn CBC 2016 Project: Payne Deck Date: 9/5/2017 Comments: Units: kips R feet (UNO) Soil Bearing: 1500 psf Concrete Strength: 2500 -psi Temp and Shrickage Ratio 0.0018 _ Concrete stem wall (Non -retaining): (fe' = 2500 psi) 6" wide with (1) 44 continuous at top 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: (fe' = 2500 psi) Width Thickness Cap (olf) Reinforcint= 12 12 1500 (2) #4 cont. 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont. 24 12 3000 (3) #4 cont. 30 12 3750 (4) #4 cont. Spread Footings:(fc'=2500 psi) Reinforcing Reinf. Reo'd Cat). Connnector Label Size Thickness Bar Size Ea Way Kips Simpson Fl F-0" Sq. 12 4 2. 1.5 PB F1.5 " 1'-6" Sq. 12 4 2 3.375 PB F2 2'4" Sq. 12 4 3 6 PB F2.5 2'-6" Sq. 12 4 4 - 9.375 PB F3 3'-0" Sq. 12 4 4 13.5 CB F3.5 3'-6" Sq. 12 4 5 18.375 CB F4 4'-0" Sq. 12 4 6 24 CB F4.5 4'-6" Sq. 12 4 6 30.375 CB F5 5'-0" Sq. 18 4 10 •_ 37.5 CB F5.5 5'-6" Sq. 18 4 11 45.375 CB F6 6'-0" Sq. 18 4 12 54' CB F6.5 6'-6" Sq. 18 4 , 13 63.375 CB Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. (Note: all loads are in kips) Footing ID DL FLL RLL SL Wind EQ Total Footing Size FTG1 0.55 2.45 3.00 F1.5 Gov'n E n EQ 16-16 DL+FLL Beam B2 x 2 FTG2 0.275 1.225 1.50 F1.5 Gov'n E n EQ 16-16 DL+FLL FTG3 0.00 F1 Gov'n E n EQ 16-16 DL FTG4 0.00 F1 Gov'n E n EQ 16-16 ' DL - F 2016 NDS Bolt Yield Limit Analysis For Double Shear Wood -to -Wood Connections Connection ID: Guard Rail post 200# load at to of handrail Loadings Dead = 0 lbs. Bolt Diameter = 0.500 inches Live = 1,350 lbs. Fyb = 45 ksi (for A307 bolt) Snow = 0, lbs. tm = 3.50 inches (main member) Const. = 0 lbs. width, m =' 3.50 inches (main member) Seismic = 0 - lbs., Om = 90 degrees Wind = 0 lbs. Em = 1,600 ksi (main member) Fern (parallel) = 5,600 psi (parallel) Fern (perpendicular) = 3,158 psi (main member) SGm = 0.50 DF -L Main Member Specific Gravity, EWP, DF -L, HF, SP or SPF Femo = 3,158 psi (main member) is = 1.50 inches (side member) width, s = 7.25 inches (side member) Os= 0 degrees , Es = 1,600 ksi (side member) Fes (parallel) = 5,600 psi (parallel) Fes (perpendicular) = 3,158 psi (side member) SGs = 0.50 DF -L Side Member Specific Gravity, EWP, DF -L, HF, SP or SPF Feso = 5,600 psi (side member) ` Re = 0.5638 _ Ko = 1.2500 Q = 1.8729 CM = 0.70 Wet Service Factor C, = 1.00 Temperature Factor . Co - 1.00 Geometry Factor . Cg= 1.00 Group Action Factor Rea = 0.563218 Member Stiffness Ratio m = 0.867303 u = 1.010151 - n = 2 number of fasteners in a row S = 4 inches, Bolt Spacing (In a row) nrm = 1 total number of rows n101e, = 2 total number of fasteners N.D.S. 8.3.1 Eq.'s t Eq 8.3-1 Z = 1,105 Ib. Mode Im Eq 8.3-2 Z = 1,680 Ib. Mode 1, Eq 8.3-3 Z = 865 Ib. Mode III, Eq 8.3-4 Z = 973 Ib. Mode IV Z'= Z(CD;CM*Ct*CgCa) Conn 2013 CBC & ASCE 7-10 Load Combinations: Design Loads Capacity DL RLL FLL Snow Wind EQ (lbs) Cd T(Ibs) EQ 16-8 1 0 0.9 1087 EQ 16-9 1 I 1350 1.25 1509 EQ 16-10 I I 0 1.' 1208 EQ 16-10. 1 I . 0 1.25 1509 EQ 16-11 1 0.75 0.75 1012.5 1.25 1509 EQ 16-11 1 0.75. 0.75 1012.5 1.15 1389 EQ 16-12 1 1 0 1.6 1932 EQ 16-12 1 - -1 0 1.6 1932 EQ 16-12 1 0.7 0 1.6 1932 EQ 16-12 1 -0.7 0 1.6 1932 EQ 16-13 1 0.75. - 0.75 0.75 1012.5 1.6 1932 EQ 16-13 1 0.75 0.75 -0.75 1012.5 1.6 1932 EQ 16-13 1 0.75 0.525 0 1.6 1932 EQ 16-13 1 0.75 1 -0.525 0 1.6 1932 EQ 16-14 0.6 I 0 1.6 1932 ' EQ 16-14 0.6 -I 0 1.6 1932 EQ 16-15 0.6 0.7 0 1.6 1932 EQ 16-15 0.6 -0.7 0 1.6 1932 PERMIT # ��, 27-60 �pFESS/Qv,, BUTTE COUNTY DEVELOPMENT SERVICES. RA REVIEWED FOR SEPT 14, 2017 CODE COMPLIANCE y DATE)p , a� U 064399 l l rt — -1/7 BY lav EXP. 6-30-19 �a/0-Aon . ��s �� %S'%Fi/ �(,o��..�O•�/aL %��,�� 5�,� PS vn� D—IT 1:� . 2,3 L-oks t �r soy 1 ►� DTf1.� - �DTf1 IrK*A IVA - c C -�uSZ6 I 1w Lo( Top Fi,A-Ih OFUCT Gc-2t�4 CLQ corn c �q (ocv N 2 ,� EA LC -c ,11Q� �o�sT /e Cert' \'� 2X8 PTDF LEDGER W/ I C - X SDS SCREW DIA 4-1/2" AT 8" O.G. STAGGERED PER 0 / y DETAILS 1 AND 2/S1 GY10 rn-Ts 0 o LL Ns ---Thr--------�._: _.- - — ------ - ----------- � — � _ - �- � -_ -�uSZ6 I 1w Lo( Top Fi,A-Ih OFUCT Gc-2t�4 CLQ corn c �q (ocv N 2 ,� EA LC -c ,11Q� �o�sT /e Cert' 3 SEPTI 14, 2017 �2 U 0 3 mA AP. %-� P. 6- 9 • "PERMIT # (/ BUTTE COUNTY DEVELOPMENT SERVICES ivi REVIEWED FOR CODE COMPLIANCE / - DATE l l7 BY AOC) ATIActkMgf TJ EA 0 LN PTD F C�Q�Io G�Qcol� G�Q� Xl% KNG� Fcr W I ,L3) ,f4 o Sl)5 Q M' NX (o Lh —14P FLZS k7 y �r,� 5.0,x, • i Ni Abu to to _ - - l�� dig'" F��i • , - , � y'. • • • i - • • _ �.. • • ' ' by -7 , I ;PERMIT#_i� ` /�� - ` Butte County Department of Development Services BUTTE COUNTY DEVELOPMENT SERVICES" ` -PERMIT CENTER -•REVIEWED FOR CODE COMPLIANCE 7 County Center Drive, Oroville, CA ,95965 ' ' Main Phone 530.538.7601 Fax 530.538.7785 DATE—��—rBY a r w`vw.buttecountv.net/dds . a Number.: 0� �� = a a a _ a ci a Permit �#- ' SITE PLAN Assessor's Parc I . • • ". FORM No t} DBP -3. i 'i - .i i i i i i i , i } } -s i ....«.i.»....L..-..i..«..i•....•.a.-....i.......i_.....i.......__i.......i.....«i.._«.i._......i......•-.....i.I••�,.....5.......i.......1...-..i.1.-...1.......e.-....i...«..i...:...i..:...1....:..i-..».i_...i..:....1.._..d...»_.i«..«.i.._...1.... .... i..-.-i.......L _.i -.....a....... i.... -.L .s..«...L....... i. .a..:....a _.a ... a. ..i«. a.....3....,_i.......i...««i..._..i.......d....... i.......i......« I• .. , y ', Y - ' 4� - a ` - , • t/• • , • 1 • • 1. • I 'fb .� OYVNER: � WILLIAM PAYNE APPRE55: ? •765 HILLGROVE CT., GHIGO,,GA APN: , - , 045-610-012 PROJECT SCOPE: '� REPLACE EXISTING DECK BUILDING AREA: - r DECK = -57150-.. FT. JURISDICTION: BUTTE COUNTY GOVERNING CODES: _ 2016 GBG (STRUCTURAL ONLY), 2016 CR?, 2016 GALGREEN ;>.: • - L 's/�/aia.•�A�'�AL�SiS p# ,4� 4`r t � � a . ;TEY. p •• p " , °� •i •n"L.•. OCCUPANCY t GROUP R-5, U _ MDR USE: t% ` • 1 U -.064399 'n- YY CONSTRUCTION' TYPE: • CONSTRUCTION ' VB STORIES _ ` 2' - FORM No t} DBP -3. i 'i - .i i i i i i i , i } } -s i ....«.i.»....L..-..i..«..i•....•.a.-....i.......i_.....i.......__i.......i.....«i.._«.i._......i......•-.....i.I••�,.....5.......i.......1...-..i.1.-...1.......e.-....i...«..i...:...i..:...1....:..i-..».i_...i..:....1.._..d...»_.i«..«.i.._...1.... .... i..-.-i.......L _.i -.....a....... i.... -.L .s..«...L....... i. .a..:....a _.a ... a. ..i«. a.....3....,_i.......i...««i..._..i.......d....... i.......i......« I• .. , y ', Y - ' 4� - a ` - , • t/• • , • 1 • • 1. • I 'fb .� OYVNER: � WILLIAM PAYNE APPRE55: ? •765 HILLGROVE CT., GHIGO,,GA APN: , - , 045-610-012 PROJECT SCOPE: '� REPLACE EXISTING DECK BUILDING AREA: - r DECK = -57150-.. FT. JURISDICTION: BUTTE COUNTY GOVERNING CODES: _ 2016 GBG (STRUCTURAL ONLY), 2016 CR?, 2016 GALGREEN ;>.: • - L 's/�/aia.•�A�'�AL�SiS p# ,4� 4`r t � � a . ;TEY. p •• p " , °� •i •n"L.•. OCCUPANCY t GROUP R-5, U • , � ZONING-' MDR USE: t% t RESIDENTIAL DECK - ECK- U -.064399 'n- CONSTRUCTION' TYPE: • CONSTRUCTION ' VB STORIES _ ` 2' - FIRE SPRINKLERS: .t NO i SEPT 14, 201 FLOOD'ZONE: X,+ ES.SIpi, , RA • • !'` -. ' U -.064399 'n- • EXP. 6 -30 -19 - IV • y; •,.. ' i SEPT 14, 201 � , • � .4 _ t .III ' + .. , CONSTRUCTION NOTES: - Owner Name: Site Location: -i6 Contact name: Flood Zone: Revised 7.20:2015 Scope of Work: Re�o�Gce 4 extsiw.5 Nor -A..0 Phone: 153 6'- 517 = 9135- .Scale l"= ; T i• - J . oenws„c,a SERVICES IL It Page 1 of 1 _ "Aiv • • !'` -. ' • � , �� s» • • y; •,.. ' • ♦ - � , • � .4 _ t .III ' + .. , CONSTRUCTION NOTES: - , , r ��" 3 : - ' i - :1 ' ' +� " l• ' ' N.t I. 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