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HomeMy WebLinkAboutB15-0645X. APPENDICES: ................................... .............................................................. _ 1'WIND LOAD CALCULATIONS: ................................................................. Wl-3' 2. ANALYSIS (Sr*Ao.PR0)INPUT FILE: .................. �%........................... S101_05 _ 3. ANALYSIS (3rxAoJRO)OUTPUT FoLE:,-.-`--' ........................ S0Ul-24' 4. METAL SHEATHING SPECIFICATIONS: _--'�-'.�--------.���l.� . `. , ` / . . BUTTE COUNTY BUILDING [}[VISION APPROVED PROJECT: MIKE HANSON � ^ PROJEcr NO.: 201-15-0181 SHEET A&A ENGINEERING 2/7 CLIENT: LOCATION: CIVIL - STRUCTURAL INTERSTATE CARPORTS OROVILLE, CA CODE ' CALCULATED BY: CFIECKED BY: APPROWD BY: SCALE: SINC�'1996 DccopANcx............................................................................................... `'3 IL LOAD : 3 5911 Renaissance Place, Suite B Tel: (419) 292-1983 DEAD LOAD (D): ....... .................. ......................... .......................................... DATE: DATE: DATE: Toledo, Ohio 43623 Fax: (419) 292-0955 07/01/2015 1 - - '07/01/2015 3 � 4. X. APPENDICES: ................................... .............................................................. _ 1'WIND LOAD CALCULATIONS: ................................................................. Wl-3' 2. ANALYSIS (Sr*Ao.PR0)INPUT FILE: .................. �%........................... S101_05 _ 3. ANALYSIS (3rxAoJRO)OUTPUT FoLE:,-.-`--' ........................ S0Ul-24' 4. METAL SHEATHING SPECIFICATIONS: _--'�-'.�--------.���l.� . `. , ` / . . BUTTE COUNTY BUILDING [}[VISION APPROVED INDEX TO CONTENTS � ^ SUMMARY: .............................................................................................................. 3 ' l. BUILDING SIZE: ............... ............... ........................ ........... ............................ 3 2. LOADS: ---------------��`-----_-----��----.-'�-3 ' I. CODE ' ` 3 � l. CODE: .............................................................................................................. 3 2. DccopANcx............................................................................................... `'3 IL LOAD : 3 l. DEAD LOAD (D): ....... .................. ......................... .......................................... 3 ' l BooF LIVE LOAD (L=): .................................... ................................................ 3 �. l Smmw LoAo(S):............................................................................................... 3 � 4. WIND LOAD (W):............................................................................................. 3 5. BwRrnVoAKE LOAD (E):-------------,-------------.3 1111. ^ � LOAD : � 3 � ' IV. ` MATERIAL PROPERTIES: ...................................................................... . � 4 LSTEEL: ............................................................................................................. 4 V. SECTION PROPERTIES: .......................................................................... 4 V%. MAXIMUMDEFLECTIONS: .................................................................... 4 VIL CONNECTION CALCULATIONS: ` 4 l. � FRAME COLUMN - BASE CONNECTION: --. -----------------.4 2. KNEE BRACE CONNECTION: ............................................................................ 5 l PEAK BRACE CONNECTION: .............. .............................................................. 5 � VIII FOUNDATION CALCULATIONS: ^ 6 L REACTIONS ANCHORS: .................................................................................... 6 2. ANCHOR Ceaco............................................................................................. 0 3. CONCRETE TURN DOWN FOOTING: .................................................................... 7 X. APPENDICES: ................................... .............................................................. _ 1'WIND LOAD CALCULATIONS: ................................................................. Wl-3' 2. ANALYSIS (Sr*Ao.PR0)INPUT FILE: .................. �%........................... S101_05 _ 3. ANALYSIS (3rxAoJRO)OUTPUT FoLE:,-.-`--' ........................ S0Ul-24' 4. METAL SHEATHING SPECIFICATIONS: _--'�-'.�--------.���l.� . `. , ` / . . BUTTE COUNTY BUILDING [}[VISION APPROVED Summary: PROJECT: MIKE HANSON 1. PROJECT NO.: 201-15-0181 SHL -"L -T NO.: ' A&A ENGINEERING - CIVIL • STRUCTURAL 3/7 CLIENT: INTERSTATE CARPORTS LOCATION: OROVILLE, CA CALCULATED BY; CHECKED BY: APPROVED BY: SCALE: SINCE 1996 - LAK O.A. 2. Loads: 5911 Renaissance Place, Suite B Tel: (419) 2921983 Adjusted spectral response acceleration: DATE: DATE: DATE: , Toledo, Ohio 43623 Fax: (419) 292-0955 07/01/2015 07/01/2015 r Wind speed: . - Summary: CS = 1.00 1. Buildinq Size. �pI=0.7x1.00x1.00x0.80x0=0.00 psf Sloped roof load: Length: 31 ft '"Roof live load controls Width: 66 ft Eave height: 12 ft - Roof pitch: 3/12 2. Loads: Fa = 1.371 Adjusted spectral response acceleration: Roof live load: 20 psf Ground snow load: 0 psf ->SDS =(2/3)x0.736 =0.491%g Wind speed: . 105 mph R = 2.0 Seismic SS spectral response accel.: 0.537 Weight of structure: Seismic category: D I. • Code Information: R/I 1. Code * this is a light weight structure so wind load controls. III. Load Combinations: _ CBC 2013 (IBC 2012) 1. D + (L, or S) 2. Occupancy: °FESS/ ' P� O�l 3. D + 0.75 (L, or S) + 0.75 (0.6W or 0.7 E) Use Group: U Risk Category: I II. Load Calculations: 1. Dead Load (D): ABU-YASEIN Dead load (super imposed). D = 2 psf 2. Roof Live Load (1-1 C73389 Q BUTTE COUNTY Roof live load (specified): L, = 20 psf 3. Snow Load(S): Peak ground snow load: pg = 0 psf ` Exposure factor: Ce = 1.00 Thermal .factor: C, =1.00 Importance factor: Is = 0.80 Slope factor: CS = 1.00 Flat roof load:. pI = 0.7 Ce C, IS pg (> 20 psf) �pI=0.7x1.00x1.00x0.80x0=0.00 psf Sloped roof load: PS = Cs Pe ' cps=1.00x0.00=0.00 psf =.S , '"Roof live load controls 4. Wind Load (W): *Please see Appendix W1 -W3 for wind load calculations 5. Earthquake Load (E): - Site Class: D Spectral response acceleration at short periods: Ss = 0.537 g Site Coeffecient: Fa = 1.371 Adjusted spectral response acceleration: SMs = Fa Ss -+ SMs = 1..371 x0.537 = 0.736 % g' Design spectral response acceleration: SDS = 2/3 SMS ->SDS =(2/3)x0.736 =0.491%g Response modification factor: R = 2.0 Occupancy importance factor:. I = 1.00 Weight of structure: W = 14400.00 lbs Seismic response coeffecient:• Cs = SDS R/I -SCS=0.491/(2.0/1.00)=0.245 * this is a light weight structure so wind load controls. III. Load Combinations: _ 1. D + (L, or S) , 2. D + (0'6W or 0.7 E) °FESS/ ' P� O�l 3. D + 0.75 (L, or S) + 0.75 (0.6W or 0.7 E) 4. 0.6 D + (0.6W or 0.7 E) �� CIVIL �c OMAR A. m ABU-YASEIN C73389 Q BUTTE COUNTY OF Ca��°�� BUILDING •DIVISION JULY 01 2015 APPROVED .IV. Material Properties: 1. Steel: ASTM A572 Grade 50 Fy = 50 ksi F„ = 65 ksi E = 29,000 ksi y = 4901bs/ft3 V. Section Properties: Section PROJL'C1': I,, PROJECT NO.: SHEET TS2222120A MIKE HANSON 0.715 201-15-0181 NO.: ' A&A ENGINEERING CML • STRUCTURAL • 4/7 CLIENT: INTERSTATE CARPORTS LOCATION: OROVILLE, CA CALCULATED BY: CHECKED BY: APPROVED BY: ' SCALE: SINCE 190 12 LAK O.A. ,.. . ;.,• '^ 5911 Renaissance Place, Suite B Tel: (419) 292-1983 DATE: DATE: DATE: Toledo, Ohio 43623 1Fax: (419) 292-0955 07/01/2015 07/01/2015 P = 1.07 Kips Max. Shear force .IV. Material Properties: 1. Steel: ASTM A572 Grade 50 Fy = 50 ksi F„ = 65 ksi E = 29,000 ksi y = 4901bs/ft3 V. Section Properties: Section A I,, h, Gauge TS2222120A 0.933 0.715 0.715 12 CS252514GA 0.608 0.694 0.409 14 TS222212GAD12GA 1.867 1.43 3.793 12 VI. Maximum Deflections: Xmax 1 X Ymax l x Zmax l y 180 180 180 0.30. 0.950K 0.59 1.200K 0.89' 0.9501K VII. Connection Calculations:, Note: See ESR2196 for Hilti Kwik Pro (equivalent to ITW BuildexTEKS screws) specifications QOOFESS/0k9 1. Frame Column — Base Connection: CIVIL Z OMAR A. m 13-YASEIN X kP C73389 Q �rFOF CA��O� JULY 01 2015 e. Weld: Weld size: BUTTE COUNTY t,,, = 0.1.25 in BUILDING DIVISION APPROVE® COLUMN— OLUMN SLEEVE--, SLEEVE ._ .. ,. - .. .. 3 FASTENERS:i BASE. RAIL --L ,.. . ;.,• '^ A. Forces: ' Uplift force in column: P = 1.07 Kips Max. Shear force V= 0.65 Kips B. Dimensions & Properties: , a. Column: Tube side: s., = 2.25 in . Tube thickness: tc = 0.109 in b. Base rail: ' Tube side: Sb = 2.25 in Tube thickness: tb = 0.109 in c. Connector Sleeve: Tube side: ss = 2 in Tube thickness: is = 0.109 in Length: % = 12 in ' d. . Fasteners: Fastener type: HILTI Kwik Pro Nominal diameter: #12 , Min. number of fasteners: of =4 e. Weld: Weld size: BUTTE COUNTY t,,, = 0.1.25 in BUILDING DIVISION APPROVE® Weld tensile strength: Fpµ, = 60 ksi C. Component checks: , a. Weld: Total length of weld: lw = 4 ss ->lw=4x2=8in Nominal shear strength: P„w = t,' 1, F,,,V (AISI E2.4-3) >P,,,=0.125x8x60=60 Kips Allowable shear strength: Paw = P„w / n --. Paw = 60 / 2.35 = 25.53 Kips > 0.65 Kips OK b. Fasteners: Allowable shear strength: Vaf = 0.63 Kips (ESR -2196) - Total allowable shear strength: Vagi = of Vaf Vaf, = 4 x 0.63 = 2.52 Kips > 1.07 Kips OK 2. Knee Brace Connection: ,TOP MEMBER ROFESS/� PN KNEE BRACE CIVIL OMAR A. m BU-YASEIN ST C73389 Q COLUMN FOF CAS-f0�� JULY 01 2015 A. Forces: Max. force in knee brace: P = 0.80 Kips B. Dimensions & Properties: a. Knee brace: Channel flanges: s, = 2.5 in Channel wall thickness: t, = 0.083 in b. Top member: Tube side: Sb = 2.25 in .Tube thickness:, tb = 0.109 in c. Fasteners: 'Fastener type: HILTI Kwik Pro r Nominal diameter: 1/4 Min. number of fasteners on each Iside: of =I C. Component checks: a. Fasteners in shear: Allowable shear strength: Vg = 0.63 Kips (ESR -2196) Total allowable shear strength: Vae = 2 of Vaf —>Vaf,=2x 1. x0.63=1.26 Kips >0.80OK 3. Peak Brace Connection: TOP MEMBER\ - ' P PEAK BRACE A. Forces: Max. force in peak brace: P = 0.34 Kips B. Dimensions & Properties: a. Peak brace: - Tube side: s,, = 2.50 in Channel wall thickness: t� = 0.083 in b. Top member: Tube side: sb = 2.25 in Tube thickness: tb = 0.109 in BUTTE COUNTY BUILDING DIVISION APPROVED PROJECT: MIKE HANSON PROJECT NO.: 201-15-0181 SHEET NO.: ' A&A ENGINEERING CIVIL • STRUCTURAL 5/7 CLIENT: INTERSTATE CARPORTS LOCATION: OROVILLE, CA CALCULATED BY: CHECKED BY:- • APPROVED BY: SCALE: SINCE 1996 LAK O.A. 5911 Renaissance Place, Suite B Tel: (419) 292-1983 DATE;. DATE: DATE: Toledo, Ohio 43623 Fax: (419) 292-0955 07/01/2015 07/01/2015 - Weld tensile strength: Fpµ, = 60 ksi C. Component checks: , a. Weld: Total length of weld: lw = 4 ss ->lw=4x2=8in Nominal shear strength: P„w = t,' 1, F,,,V (AISI E2.4-3) >P,,,=0.125x8x60=60 Kips Allowable shear strength: Paw = P„w / n --. Paw = 60 / 2.35 = 25.53 Kips > 0.65 Kips OK b. Fasteners: Allowable shear strength: Vaf = 0.63 Kips (ESR -2196) - Total allowable shear strength: Vagi = of Vaf Vaf, = 4 x 0.63 = 2.52 Kips > 1.07 Kips OK 2. Knee Brace Connection: ,TOP MEMBER ROFESS/� PN KNEE BRACE CIVIL OMAR A. m BU-YASEIN ST C73389 Q COLUMN FOF CAS-f0�� JULY 01 2015 A. Forces: Max. force in knee brace: P = 0.80 Kips B. Dimensions & Properties: a. Knee brace: Channel flanges: s, = 2.5 in Channel wall thickness: t, = 0.083 in b. Top member: Tube side: Sb = 2.25 in .Tube thickness:, tb = 0.109 in c. Fasteners: 'Fastener type: HILTI Kwik Pro r Nominal diameter: 1/4 Min. number of fasteners on each Iside: of =I C. Component checks: a. Fasteners in shear: Allowable shear strength: Vg = 0.63 Kips (ESR -2196) Total allowable shear strength: Vae = 2 of Vaf —>Vaf,=2x 1. x0.63=1.26 Kips >0.80OK 3. Peak Brace Connection: TOP MEMBER\ - ' P PEAK BRACE A. Forces: Max. force in peak brace: P = 0.34 Kips B. Dimensions & Properties: a. Peak brace: - Tube side: s,, = 2.50 in Channel wall thickness: t� = 0.083 in b. Top member: Tube side: sb = 2.25 in Tube thickness: tb = 0.109 in BUTTE COUNTY BUILDING DIVISION APPROVED c. Fasteners: Fastener type: ` Nominal diameter: ' Min. number of fasteners on each ]side HILTI Kwik Pro 1/4 of =2 C. Component checks: a. Fasteners in shear: Allowable shear strength: Vg = 0.63 Kips (ESR -2196) Total allowable shear strength: Vag = 2 of Vaf >Vaft=2x 1 x0.63=1.26 Kips >0.34OK VIII. Foundation Calculations: PROJECt': MIKE HANSON 1. Reactions Anchors: PROJECT NO.: 201-15-0181 SHEET NO.: ' A&A ENGINEERING CIVIL • STRUCTURAL 6/7 CLIENT: INTERSTATE CARPORTS LOCATION: OROVILLE, CA CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: �iNcr im>r, Anchor type: POWERS WEDGE -BOLT+ SCREW ANCHOR LAK O.A. Anchor diameter: (p = 5/8 in 5911 Renaissance Place, Suite B Tel: (419) 292-1983 hef = 4 in DATE: DATE: DATE: Toledo, Ohio 43623 - Fax: (419) 292-0955 07/01/2015 07/01/2015 c. Fasteners: Fastener type: ` Nominal diameter: ' Min. number of fasteners on each ]side HILTI Kwik Pro 1/4 of =2 C. Component checks: a. Fasteners in shear: Allowable shear strength: Vg = 0.63 Kips (ESR -2196) Total allowable shear strength: Vag = 2 of Vaf >Vaft=2x 1 x0.63=1.26 Kips >0.34OK VIII. Foundation Calculations: 1. Reactions Anchors: Max uplift reaction: FaP = 1.07 Kips Max downwards reaction: Fd,, = 2.30 Kips Max. lateral reaction:. F1, = 0.65 Kips Max. overturning moment: Mo, = 0.00 Kips -in 2. Anchor Check: Anchor type: POWERS WEDGE -BOLT+ SCREW ANCHOR (See ESR -2196 For specifications) Anchor diameter: (p = 5/8 in Effective embedment: hef = 4 in Min. edge distance: c = 4 in Nominal concrete strength: f, = 2500 psi A. Uplift Resistance: a. Steel strength in tension: WNsa = (0.65) (24900) -> (pNsa = 16.19 Kips Concrete break out strength in tension: Ncb _ ANc Ted,NWc,NWcp,NNb A Nco A �OQROF ESS/O;A�< (CIVIL OM AR A. � ,ABU-YASEIN STT C73389 9TF OF CA��O� JULY 01 2015 where Atvco = 9 he f'- = 9 x4 2 144 int AN, = (c + 1.5 hef) 2 = (4 + 1.5,x 4) 2 =100 int Wd,N=0.7+0.3c/(1.5hef)=0.7+0.3x4/(1.Sx4) ` Wed,N = 0.90 1.0 Y Wcp. N = Min (1.5 hef / cac, 1.0) • , . �.Wcp,N=Min(1.5x4./4=1.5,1.0)=1.0 .,. kc=17 Nb,=ke 'hef =174 2500 X4'-'=6800lbs -> (PNcb = 0.65 x 100 / 1.44 x 0.9 x 1.0 x 1.0.x 6.8 (pNcb = 2.76 Kips b. Concrete pull out strength in tension: WNp,cr = (0.65) (4520) -� (pNp,cr = 2.94 Kips c. Controlling resistance in tension: (p N„ = min I^., (pNcb, gNp,crl (pN„ = 2.76 Kips d.. Adjust for ASD: Controlling combination: 0.9D + 1.6W Adjustment factor a = 0.9 (0%) + 1.6(1.00%) -• a = 1.60 Allowable tension: TASD= N N„ / 1.6 -� TASD = 2. 76 / 1.6 = 1.73 Kips > F, OK . B. Shear Resistance: a. Steel strength in shear: cpV,a = (0.60) (11990) (pV,a = 7.19 Kips T �Z b. Concrete break out strength in shear: Vcb = A Vc Wed,V Wc,V Vb M A vco where Avco = 4.5 c2 = 4.5 x 42 = 72.00 in'- BUTTE COUNTY BUILDING DIVISION APPROVED Av,=1.5c(c+1..5c)= 3.75 x 4 2 = 60.00 in 2 Wed,v=0.7+0.3c/(1.5c)=0.7+0.3 x4/(1.5 x4) -> Wed.v ='0.90 Wc.V = 1.0 le = 3.102 d,, = 0.625 0.2 Vb =7rdle J � d0 f,,cLs Y 0 .1020.2 -> Vb = 7 x (�0.625-) 0.625 2500 x 4.00Is -> Vb = 3049.65 lbs -> (PV,b = (0.65) 60 / 72 x 0.90 x 1..00 x 3.05 = 1.49 Kips c. Concrete pry out strength in shear: VP = kip Ncb . -> (pV'pr = 0.65 x 2.0 x 4.43 = 5.76 Kips d.. Controlling resistance in shear: (p Vc = min I(PVsa, (I)Vcb, (PVcpl -(pNtt = 1.49 Kips > Ft, OK 3. Concrete turn down footing: Width of footing: bf = 12.00 in Depth of footing: df = 12.00 in A. Bearing Resistance: Length of bearing on top of concrete: lb = 6.75 in Approx. bearing area under post: Ab = b f (2d f + Ib) -> Ab = 12.00 x (2 x 12.00 + 6.75) = 369.00 int Assumed soil bearing capacity: Sb = 1500 psf Bearing capacity: Fb = Sb Ab --> Fb = 369.00 / 122 x 1.500 / 1000 = 3.84 Kips > Fd„ OK B. Uplift Resistance: Unit weight of concrete: ye, = 150 pcf Length of slab: 15 = 31.00 ft' Width of slab: `" bs = 66.00 ft ' Total area of slab: AS =1s bs -> Astb = 2046.00 ft2 Thickness of slab: is = 4.00 in ` Volume of concrete in slab: Vs =As is V, = 2046.00 (4.00 / 12) = 682.00 ft3 Area of turn down footing: Ar = As - (Is - br) (bs - br) -> Af = 2046.00 - (31.00 - 12.00 / 1.2) (66.00- 12.00 / 12) _ 96.00ft2 Volume of concrete in footing: V f = A f (df - ts) - > V f = 96.00 * (12.00 - 4.00) / 12 = 64.00ft3 Total volume of concrete: V, = VS + V f -> V, = 682.00 + 64.00 = 746.00 ft3 Total weight of foundation: WC = y� V, -+ W, = 150 x 746.00 / 1000 = 111.90 Kips Moment arm resisting uplift: Mn = W, bs / 2 Mt = 111.90 x 66.00 / 2 = 3692.70 Kips -ft Safety factor: SF = 2.00 Allowable resisting moment: Ma = Mn / SF > Ma = 3692.70 / 2 = 1846.35 Kips -ft Total uplift in column line: F„ p,t = 5.35 Kips Moment arm causing uplift: M. = n, F„p,t bs -> M,, = 5.35 x 66.00 = 353.23 Kips -ft < Ma OK �OQ�kOFESS/OA. CIVIL Ey OMAR A. m BU-YASEIN X S+T C73389 BUTTE COUNTY OF cBUILDING DIVISION JULY 01 2015 APPROVED PROJECT: MIKE HANSON PROJECT NO.: 201-15-0181 SHEET NO.: ' A&A ENGINEERING CIVIL • STRUCTURAL 7/7 CLIENT: INTERSTATE CARPORTS LOCATION: OROVILLE, CA CALCULATED BY: CHECKED BY: APPROVED BY:. SCALE: sinC.r tmlr, LAK O.A. 5911 Renaissance Place, Suite B. Tel: (419) 292-1983 DATE: DATE: DATE: Toledo, Ohio 43623 Fax: (419) 292-0955 07/01/2015 07/01/2015 Av,=1.5c(c+1..5c)= 3.75 x 4 2 = 60.00 in 2 Wed,v=0.7+0.3c/(1.5c)=0.7+0.3 x4/(1.5 x4) -> Wed.v ='0.90 Wc.V = 1.0 le = 3.102 d,, = 0.625 0.2 Vb =7rdle J � d0 f,,cLs Y 0 .1020.2 -> Vb = 7 x (�0.625-) 0.625 2500 x 4.00Is -> Vb = 3049.65 lbs -> (PV,b = (0.65) 60 / 72 x 0.90 x 1..00 x 3.05 = 1.49 Kips c. Concrete pry out strength in shear: VP = kip Ncb . -> (pV'pr = 0.65 x 2.0 x 4.43 = 5.76 Kips d.. Controlling resistance in shear: (p Vc = min I(PVsa, (I)Vcb, (PVcpl -(pNtt = 1.49 Kips > Ft, OK 3. Concrete turn down footing: Width of footing: bf = 12.00 in Depth of footing: df = 12.00 in A. Bearing Resistance: Length of bearing on top of concrete: lb = 6.75 in Approx. bearing area under post: Ab = b f (2d f + Ib) -> Ab = 12.00 x (2 x 12.00 + 6.75) = 369.00 int Assumed soil bearing capacity: Sb = 1500 psf Bearing capacity: Fb = Sb Ab --> Fb = 369.00 / 122 x 1.500 / 1000 = 3.84 Kips > Fd„ OK B. Uplift Resistance: Unit weight of concrete: ye, = 150 pcf Length of slab: 15 = 31.00 ft' Width of slab: `" bs = 66.00 ft ' Total area of slab: AS =1s bs -> Astb = 2046.00 ft2 Thickness of slab: is = 4.00 in ` Volume of concrete in slab: Vs =As is V, = 2046.00 (4.00 / 12) = 682.00 ft3 Area of turn down footing: Ar = As - (Is - br) (bs - br) -> Af = 2046.00 - (31.00 - 12.00 / 1.2) (66.00- 12.00 / 12) _ 96.00ft2 Volume of concrete in footing: V f = A f (df - ts) - > V f = 96.00 * (12.00 - 4.00) / 12 = 64.00ft3 Total volume of concrete: V, = VS + V f -> V, = 682.00 + 64.00 = 746.00 ft3 Total weight of foundation: WC = y� V, -+ W, = 150 x 746.00 / 1000 = 111.90 Kips Moment arm resisting uplift: Mn = W, bs / 2 Mt = 111.90 x 66.00 / 2 = 3692.70 Kips -ft Safety factor: SF = 2.00 Allowable resisting moment: Ma = Mn / SF > Ma = 3692.70 / 2 = 1846.35 Kips -ft Total uplift in column line: F„ p,t = 5.35 Kips Moment arm causing uplift: M. = n, F„p,t bs -> M,, = 5.35 x 66.00 = 353.23 Kips -ft < Ma OK �OQ�kOFESS/OA. CIVIL Ey OMAR A. m BU-YASEIN X S+T C73389 BUTTE COUNTY OF cBUILDING DIVISION JULY 01 2015 APPROVED t BUTTE COUNTY BUILDING DIVISION APPROVED PROJECT: PROJ ECT NO.: SHEET NO.: A&A ]MGllqFeG CLIENT: LOCATION: CP L • STRUCTURAL. CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: SINM 1996 3911 Ruane Pbum, SWW B Teb (419) X92195.3 Tobxl% Ohio 4M3 Fm (419) 2924955 DATE: DATE: DATE: W t BUTTE COUNTY BUILDING DIVISION APPROVED Project Name: Mike Hanson Location: Oroville, CA By: LAK Start Date: 03/03/2015 Comments: ..\SPREADSHEETS\windloads_22ft_OP.wls Mike Hanson March 3, 2015 ASCE?-10 Local Information r- And Dir. Exposure 1 C - 2 C 3 C 4 C Basic Wind Speed: 105 mph Topography: None Optional Factors This project uses load combinations from ASCE 7. . . F QFtOFESS/0� CIVIL G; OMAR A. ABU-YASEIN C73389 T�TFOF CA��O��P BUTTE COUNTY WLS4--[1.8] Copyright©2020SDG, Inc. BUILDING DIVISION Paget of 11 ULY 01 2015 APPROVED .Mike Hanson March 3, 2015 Mike Hanson March 3, 2015 ASCE7-10 , ( •• ASCE7-10 Section- Main Section Section - Right Lean Enclosure Classification: Enclosed Enclosure Classification: Enclosed Wall Length(ft) Overhang(ft) Connected to: Main Section 1 31.0 0.0 Connected to wall: W3 s 2 18.0 0.0 T° Position on W3: 0 ft T° 3 31.0 0.0 W2 W2 4 18.0 0.0 Wall Length(ft) Overhang(ft) . { 1 31.0 0.0 W, A B W3 2 12.0 0.0 W1 A W3 Eave Height: " 12 ft Parapet Height: 0 ft 3 31.0 0.0 Parapet Enclosure: Solid W" 4 12.0 0.0 W^• Roof Shape: Gabled Ff0"' p'ah` Fro"` Rrant Eave Height: 9.5 ft Roof Slope(:12) • A______B Parapet Height: 0 ft __ _ • • A&B 3.0W, W, W3` wa w3 w2 Parapet Enclosure: Solid w, wa ws W4 w3 W2 r ' Roof Shape: Monoslope • Roof Slope(:12) A 1.5 WLS4 -- [1.8] Copyright © 2020 SDG, Inc.. OFESS/O�` CIVIL OMAR A. m ABU-YASEIN , S� C73389 Q 9TF OF CA��O� JULY 012015 BUTTE COUNTY Page2of11 WLS4--[1.8] Copyright©2020 SDG, Inc. BUILDING DIVISION Page 3of11 APPROVED Mike Hanson March 3, 2015 ASCE?-10 Section - Left Lean Enclosure Classification: Enclosed Connected to: Main Section Connected to wall: W1 Position on W1: 0 ft To W2 Wall Length (ft) Overhang (ft) 1 31.0 0.0 W1 A 3 2 12.0 0.0 3 31.0 0.0 4 12.0 0.0 W4 Front Right Eave Height: 9.5 ft Parapet Height: 0 ft Parapet Enclosure: Solid W1 w4 W3 w4 w3 W2 • Roof Shape: Monoslope Roof Slope(:12) A 1.5 Q�OFESSIO CIVIL G, F w OMAR A. m ABU-YASEIN tPj C73389 Mike Hanson March 3, 2015 ASCE7-10 Section - Right Lean 2 Enclosure Classification: Enclosed Connected to: Right Lean Connected to wall: W3 Position on W3: 0 ft W2 Wall Length(ft) Overhang(ft) 1 31.0 0.0 W1 - A W3 2 12.0 0.0 3 31.0 0.0 4 12.0 0.0 W4 Front - Right Eave Height: 8 ft Parapet Height: 0 ft Parapet Enclosure: Solid W1 W4 3 w4 w3 wz Roof Shape: Monoslope Roof Slope(A2). A 1.5 OF CAS JULY 01 2015 BUTTE COUNTY WLS4--[1.8] Copyright©2020SDG, Inc. Page4of11 WLS4--[1.8] Copyright©2020 SDG, Inc. BUILDING DIVISION Page 5of11 APPROVED Mike Hanson March 3, 2015 Mike. Hanson March 3, 2015 ASCE7-10 ASCE7-10 Section - Left Lean 2 Composite Drawing Enclosure Classification: Enclosed _ w Connected to: Left Lean.. Connected to wall: W1 Position on W 1: 0 ft W2 To ' Wall Length (ft) Overhang (ft) 1 31.0 0.0 W1 A. W3 2 12.0 0.0 3 31.0 0.0 4 12.0 0.0- W4 Front Righl Eave Height: 8 ft D Parapet Height: 0 ft _ 1 Parapet Enclosure: Solid W1 W4 w3 W4 W3 - Wz Roof Shape: Monoslope Roof Slope(:12) A • 1.5 Q�kOFESS/o CIVIL G, OMAR A. m ABU-YASEIN - s Sj C73389 Q 9TFOF CA\ -\FOS JULY 01 2015 0 BUTTE COUNTY WLS4--[1.8] Copyright ©2020SDG, Inc. Page 6of11 WLS4--[1.8] Copyright ©2020SDG, Inc. BUILDING DIVISION Page 7of11 APPROVED Mike Hanson MWFRS. Net Pressures' This data was calculated using the building of all heights method. 'r Wind Direction 1 March 3, 2015 Mike Hanson March 3, 2015 ASCE7-10 ASCE7-10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 1 # Surface z (ft) q (psf) G I Cp GCpi I Ext Pres (psf)l Net w/ +GCpi (psf)j Net w/ -GCpi (psf) 1 Side Wall 13.1 20.4 0.90 -0.70 0.18 -12.9 -16.5 -9.2 2 E Roof 0 to 6.6' 13.1 20.4 -0.70 -12.9 -16.5 -9.2 3 Windward Wall 0.0 20.4 0.90 0.80 0.18 14.7 11.0 18.4 -7.0 0.4 8.0 20.4 0.80 14.7 11.0 18.4 4 Side Wall 13.1 20.4 0.90 -0.70 0.18 -12.9 -16.5 -9.2 5 Side Wall 13.1 20.4 0.90 -0.70 0.18 -12.9 -16.5 -9.2 6 . Side Wall 13.1 20.4 0.90 -0.70 0.18 -12.9 -16.5 -9.2 7 Side Wall 13.1 20.4 0.90 -0.70 0.18 -12.9 -16.5 -9.2 8 Side Wall ' 13.1 20.4 0.90 -0.70 0.18 -12.9 - -16.5 -9.2 9 Leeward Wall 13.1 20.4 0.90 -0.29 0.18 -5.3 -9.0 -1.7 10 Side Wall 13.1 20.4 0.90 -0.760.18. -12.9 -16.5 -9.2 11 Side Wall 13.1 20.4 0.90 -0.70 0.18 -12.9 -16.5 -9.2 # Isurface I z (h) q(psf) G" jCp GCpi Ext Pres (psf) Net w/+GCpi (psf) Net w/-GCpi (psf) 6.6 to 12.0 20.4 -0.70 -12.9 -16.5 -9.2 0 t'o 12.0' 20.4 -0.18 -3.3 -7.0 0.4 E Roof 0 to 6.6' 20.4 0.90 -1.17 0.18 -21.5 -25.2 -17.8 6.6 to 12.0' 20.4 -0.70 -12.9 -16.5 -9.2 0 to 12.0 ' 20.4 -0.18 -3.3 -7.0 0.4 F Roof 0 to 6.6 ' 20.4 0.90 -1.17 0.18 -21.5 -25.2 -17.8 6.6 to 12.0' 20.4 -0.70 -12.9 -16.5 -9.2 0 to 12.0' 20.4 -0.18 -3.3 -7.0 0.4 This is load case 1 in ASCE 7-05 Figure 27.4-8. See Figure 27.4-8 for other cases. Distance from windward edge. 12 Side Wall 13.1 20.4 0.90 -0.70 0.18 -12.9 -16.5 -9.2 QROFES$/O A Windward Roof 13.1 13.1 20.4 20.4 0.90 -0.18 0.18 -3.3 -0.87 -16.0' -7.0 -19.6 0.4 -12.3 CIVIL C -j Z B Leeward Roof 13.1 20.4 0.90 -0.55 0.18 -10.1 -13.8 -6.4 , w OMAR A. m ABU-YASEIN C Roof 0 to 6.6 ' 20.4 0.90 -1.17 0.18 -21.5 -25.2 -17.6 6.6 to 12.0 ' 20.4 -0.70 -12.9 -16.5 -9.2 C73389 Q 0 to 12.0 20.4 -0.18 -3.3 7.0 0.4 OF CA��O� D Roof- 0 to 6.6 ' 20.4 0.90 -1.17 0.18 -21.5 -25.2 -17.8 WLS4 -- [1.8] Copyright © 2020 SDG, Inc. JULY 01 2015 BUTTE COON I y h' Page8of11 WLS4-[1.8] Copyright ©2020 SDG, Inc. BUILDING DIVISION Page9of11 APPROVED ROVED Mike Hanson March 3, 2015 ASCE7-10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2 # Surface z (ft) q (psf) I G jCp GCpi Ext Pres (psf) Net w/ +GCpi (psi) Net w/ -G( 1 Leeward Wall 13.1 20.4 0.89 -0.50 0.18 -9.1 -12.8 -12.7 2 13.1 20.4 -0.50 -9.1 -12.8 .-5.4 -5.4 3 Side Wall 13.1 20.4 0.89 -0.70 0.18 -12.7 -16.4 -9.0 4 Windward Wall 0.0 20.4 0.89 0.80 0.18 14.5 10.9 18.2 9.5 20.4 0.80 14.5 10.9 ° 18.2 5 Windward Wall 0.0 20.4 0.89 0.80 0.18 14.5 10.9 18.2 ' 11.0 20.4 0.80 14.5 10.9 18.2 6 Windward Wall 0.0 20.4 0.89 0.80 0.18 14.5 10.9 18.2 14.3 20.4 0.80. 14.5 10.9 18.2 7 Windward Wall 0.0 20.4 0.89 0.80 0.18 14.5 10.9 18.2 11.0 20.4. 0.80 14.5 10.9 18.2 8 Windward Wall 0.0 20.4 0.89 0.80 0.18 14.5 10.9 18.2 9.5 20.4 0.80 14.5 10.9 18.2 9 Side Wall 13.1 20.4 0.89 -0.70 0.18 -12.7 -16.4 -9.0 10 Leeward Wall 13.1 20.4 0.89 -0.50 0.18 -9.1 -12.8 -5.4 11 Leeward Wall 13.1 20.4 0.89 -0.50 0.18 -9.1 -12.8 -5.4 12 Leeward Wall 13.1 20.4 0.89 -0.50 0.18 -9.1 -12.8 -5.4 A&B Roof 0 to 6.6 20.4 0.89 -0.90 0.18 -16.3 -20.0 -12.7 6.6 to 13.1 ' 20.4 -0.90 -16.3 -20.0 -12.7 13.1 to 26.3' 20.4 -0.50 -9.1 -12.8 -5.4 26.3 to 31.0' 20.4 -0.30 -5.4 -9.1 -1.8 0 to 31.0 ' 20.4 -0.18 -3.3 -6.9 0.4 W LS4 -- [1.8[ Copyright© 2020 SDG, Inc. Page 10 of 11 Mike Hanson. March 3, 2015 ASCE?-10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2` t # ISurface z (ft) ' q (psi) IG. jCp, GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi. (psf) C Roof 0 to 6.6 ' 20.4 0.89 -0.90 0.18 -16.3 -20.0 . -12.7 6.6 to 13.1 ' 20.4 -0.90 -16.3 ,. -20.0 -12.7 13.1 to 26.3' 20.4 -0.50 -9.1 -12.8 -5.4 ' 26.3 to 31.0 ' 20.4 -0.30 -5.4- -9.1. -1.8 0 to 31.0' 20.4 -0.18 -3.3 •6.9 0.4 _ 4 D Roof 0 to 6.6 ' 20.4 0.89 -0.90 0.18 -16.3 -20.0 -12.7 6.6 to 13.1 ' 20.4 -0.90 -16.3 -20.0 -12.7 13.1 to 26.3' 20.4 -0.50 -9.1 -12.8 -5.4 26.3 to 31.0' 20.4 -0.30 -5.4 -9.1 -1.8 0 to 31.0 ' 20.4 -0.18 -3.3 -6.9 0.4 E Roof 0 to 6.6' 20.4 0.89 -0.90 0.18, -16.3 -20.0 -12.7 6.6 to 13.1 ' 20.4 -0.90 -16.3 -20.0 -12.7 13.1to 26.3' 20.4 -0.50 -9.1 -12.8 -5.4 26.3 to 31.0' 20.4 -0.30 -5.4 -9.1 -1.8 0 to 31.0 ' 20.4 -0.18 -3.3 -6.9 0.4 F Roof 0 to 6.6 ' 20.4 0.89 -0.90 0.18 -16.3 -20.0 -12.7 6.6 to 13.1 ' 20.4 -0.90 -16.3 -20.0 -12.7 13.1 to 26.3' 20.4 -0.50 -9.1 -12.8 -5.4 - 26.3 to 31.0' 20.4 -0.30 -5.4 -9.1 -1.8 0 to 31.0 ' 20.4 -0.18 -3.3 -6.9 0.4 This is load case 1 in ASCE 7-05 Figure 27.4-8. See Figure 27.4-8 for other cases. Distance from windward edge. 9FLQF ESS/o CIVIL w OMAR A. m fr ABU-YASEIN x WLS4 -- [1.8[ Copyright © 2020 SDG, Inc. fid C73389 Q- 9�FOF Coo BUTTE COUNTY JULY 01 2015 BUILDING - APPROVED Page 11 of 11 STAAD SPACE START JOB INFORMATION ENGINEER DATE 07/01/2015 JOB NAME Mike Hanson JOB CLIENT Interstate Carports JOB NO 201-15-0181 ENGINEER NAME LAK ' CHECKER NAME OA CHECKER DATE 07/01/2015 END JOB INFORMATION ' INPUT WIDTH 79 , UNIT FEET KIP JOINS COORDINATES 1 0 0 0; 2 0 8 0; 3 12 0 0; 4 12 9.5 0; 5 24 0 0; 6 24 11 0; 7 24 12 0; 8 33 14.25 0; 9 66 0 0; 10 66 8 0; 11 54 0 0; 12 54 9.5 0; 13 42 0 0; 14 42 11 0; 15 42 12 0; 16 0 0 5; 17 0 8 5; 18 12 0 5; 19 12 9.5 5; 21 24 11 5; 22 24 12 5; 23 33,14.25 5; 24 66 0 5; 25 66 8 5; 26 54 0 5; 27 54 9.5 5; 29 42 11 5; 30 42 12 5; 31 0 0 10; 32 0 8 10; 33 12 0 10; 34 12 9.5 10; 35 24 0 10; 36 24 11 10; 37 24 12 10; 38 33 14.25 10; 39 66 0 10; 40 66 8 10; MEMBER INCIDENCES _ 1 1 3688; 2 2 213; 3 3 2272; 4 5 3216; 5 4 599; 6 6 7; 7 7 954; 8 9 3929; 9 10 1888; 10 11 2573; 11 13 3198; 12 12 1504; 13 14 15; 14 15 1234; 15 1 3690; 16 3 18; 17 5 4158; 18 9 3931; 19 11 26; 20 16 3721; 21 17 265; 22 18 4593; 23 19 647; 24 21 22; 25 22 994; 26 24 3962; 27 25 1947; 28 26 4597; 29 27 1564; 30 29 30; 31 30 1277; 32 16 3729; 33 4158 35; 34 24 3970; 35 31 3760; 36 32 328; 37 33 2354; 38 35 169; 39 34 706; 40 36 37; 41 37 1042; 42 39 4001; ELEMENTINCIDENCES SHELL 1800 4 192 193 194; 1801 192 195 196 193; 1802 195 197 198 196; 1803 197 199 200 198; 1804 199 201 202 200; 1805 201 203 204 202; 1806 203 205 206 204; 1807 205 207 208 206; 1808 207 209210 208; 1809 209 211 212 210; 1810 211 213 214 212; 1811 213 2 215 214; 1812 194 193 216 217; 1813 193 196 218 216; 1814 196 198 219 218; 1815 198 200 220 219; 1816 200 202 221 220; 1817 202 204 222 221; ELEMENT PROPERTY , 1800 TO 5458 THICKNESS 0.00125 DEFINE MATERIAL START ISOTROP IC STEEL E 4.176e+006 - - POISSON 0.3 DENSITY 0.489024 ALPHA 6e-006 DAMP 0.03 , TYPE STEEL STRENGTH FY 5184 FU 8352 RY 1.5 AT 1.2 END DEFINE MATERIAL CONSTANTS BETA 270 MEMB 1250 TO 1284 MATERIAL STEEL ALL SUPPORTS 1 35 9 11 13 16 18 24 26 31 33 35 39 41 43 46 48 54 56 61 63 65 69 71 73 - 76 78 84 86 91 93 95 99 101 103 112 TO 114 118 TO 121 3230 3233 3252 3255 - 4158 4165 4166 4208 4244 4366 4370 4377 TO 4379 4412 TO 4415 PINNED ' START USER TABLE - TABLE 1 UNIT INCHES KIP TUBE TS252512GA 1.04248 2.5 2.5 0.109 0.995349 0..995349 1.48993 0.545 0.545 TS252514GA 0.802444 2.5 2.5 0.083 0.782219 0.782219 1.17195 0.415 0.415 TS222212GA 0.933476 2.25 2.25 0.109 0.715006 0.715006 1.06974 0.4905 0.4905 TS2222I4GA 0.719444 2.25 2.25 0.083 0.563898 0.563898 0.844607 0.3735 0.3735 TS2525I 2GAD12 2.08496 5 2.5 0.109 5.24844 1.9907 2 1.09 1.09 TS252514GAD 14 1.60489 5 2.5 0.083 3.59562 1.56447 2 0.83 0.83 TS2222 I2GAD12 1.86695 4.5 2.25 0.109 3.79287 1.43001 1.06974 0.933476 0.933476 TS222214GAD14 1.43889 4.5 2.25 0.083 1.47444 1.1278 1 0.719444 0.719444 TS222212GAD14 1.65292 4.25 2.25 0.083 3.3358 1.279 1.06974 0.82646 0.82646 TS252514GAI14 1.366 2.5 2.5 0.166 1.501 1.501 2.33454 0.683 0.683 TS252514GAI12 1.715 2.5 2.5 0.192 1.715 1.715 2.33454 0.857 0.857 TS252512GAI14 1.606 2.5 2.5 0.192 1.714 1.714 2.33454 0.803 0.803 Page: 1 Q�OF ESS/' CIVIL OMAR A. 1BN=YASEIN C73389 Q 1 T OF C),a_fo � ULY 01 2015 TS252512GAI12 1.97596 2.5 2.5 0.218 1.71036 1.71036 2.55967 1.0355 1.0355 TS303014GA 0.968445 3 3 0.0831.37451 1.37451 2.0601 0.498 0.498 ' TS202014GA 0.636444 2 2 0.083 0.390541 0.390541 0.584715 0.332 0.332 DUMMY 0.019796 0.2 0.1 0.049 6.64898e-005 1.66666e-005 2.87719e-005 0.0196 0.0098 TS222212GAI12 - 1.758 2.25 2.25 0.218 1.28 1.28 1.82906 0.981 0.981 , 22512IN2514 1.73438 2.5 2.5 0.1875 1.55597 1.55597 2.31871 0.9375 0.9375 TABLE 2 UNIT INCHES KIP _ CHANNEL _ CS252514GA _ 0.608722 2.5 0.083 2.5 0.083 0.694277 0.409143 0.00139783 0.865402 - - 0.2075 0.276667 CS252518GA _ 0.381675 2.5 0.0516 2.5 0.0516 0.445919 0.259691 0.000338744 0.85332 - 0.129 0.172 - PROFILE_POINTS - . -1 0.0435 -1 -0.0435 1 -0.0435 1 0.0435 STRESS_LOCATIONS -1 0.0435 -1 -0.0435 1 -0.0435 1 0.0435 TABLE 3 GENERAL CH501014GA 0.4353 1.0747 0.0747 5 0.0747 0.0706801 0.92233 0.00765685 0.113423 - 0.368931 0.108825 0.326475 0.559575 0.160151 0.0174336 0 PROFILE_POINTS -2.5-0.5484 -2.5 -0.6231 -1.9845 -0.6231 -0.9845 0.3769 0.9846 0.3769 1.9846 -0.6231 2.5 -0.6231 2.5 -0.5484 2. 0155 -0.5484 1.0155 0.4516 -1.0154 0.4516 -2.0154 -0.5484 STRESS_LOCATIONS -2.5 -0.6231 2.5 -0.6231 1.0155 0.4516 -1.0154 0.4516 CH501014GAD 0.87073 1.6494 0.083 5 0.083 2.66206 1.84467 1 1.1451 0.737868 0.43515 - 0.43515 0 0 0 0 PROFILE POINTS -2.50001 2.32465 -2.50001 2.24995 -2.01541 2.24995 -1.01541 1.24996 -7e-006 1.24996 -7e-006 -1.25004 -1.01541 -1 .25004 -2.01541 -2.25005 -2.50001 -2.25005 -2.50001 -2.32475 -1.98451 -2.32475 -0.984507 -1.32475 0.984593 -1.324 751.98459 -2.32475 2.49999 -2.32475 2.49999 -2.25005 2.01549 -2.25005 1.01549 -1.25004 -7e-006 -1.25004 9.3e-005 1.24996 1.01549 1.24996 2.01549 2.24995 2.49999 2.24995 2.49999 2.32465 1.98459 2.32465 0.984593 1.32465 -0.9845 07 1.32465 -1.98451 2.32465 STRESS_LOCATIONS -2.50001 2.32465 -2.50001 -2.32475 2.49999 -2.32475 2.49999 2.32465 , C401014GA 0.593849 4 0.087 1 0.087 1.40526 0.122165 0.00141953 0.702629 0.106602 - 0.138396 0.301615 0.829011 0.22851 0.319817 0 C351514GA - 0.319991 1.5 0.087 3.5 0.087 0.116858 0.316509 0.000253754 0.146933 - 0.18086 0.116754 0.0799434 0.294492 0.178795 0.053675 1.5 PROFILE_POINTS -1.75 -0.795309 -0.950005 -0.795309 -0.950005 0.654692 0.949996 0.654692 0.949996 -0.795309 1.75 -0.795309 1.75 -0.745309 0.999996 -0.745309 0.999996 0.704691 -1 0.704691'-1 -0.745309 -1.75 -0.745309 -1.75 -0.795309 C401014GAD 1.1876 1.834 0.083 4 0.083 1.92899 4.09819 2 2.10359 2.04909 1.1876 - 1.1876 4.90669 3.36169 4 1.834 PROFILE POINTS ' 0 -5.5374 0 -5.6204 0.7183 -5.6204 0.9683 -6.5374 3.0317 -6.5374 3.2817 -5.6204 4 -5.6204 4 -5.4473 3.2817 -5.44 73 3.0317-4.5303 0.9683 -4.5303 0.7183 -5.4473 0 -5.4473 0 -5.5303 0.7817 -5.5303 1.0317 -4.6133 2.9683 -4.6133 3.2183 -5.5303 3.2183 -5.5374 2.9683 -6.4544 1.0317 -6.4544 0.7817 -5.5374 END UNIT FEET KIP - MEMBER PROPERTY AMERICAN - 1 TO 1144 1350 1351 1353 1355 1356 1358 TO 1360 1362 1364 1365 1367 TO 1369 - 1371 1373 1374 1376 TO 1378 1380 1382 1383 1385 TO 1387 1389 1391 1392 1394 - 1395 TO 1396 1398 1400 1401 1403 TO 1451 1477 1479 1481 1483 1485 1487 1489 -_ 14911493 1495 1497 1499 1501 1503 1505 1507 1509 1511 1513 1515 1517 1519 - 1521 1523 TO 1548 1550 1552 1554 1556 1558 1560 1562 1564 1566 1568 1570 - 1572 1574 1576 1578 1580 1582 1584 1586 1588 1590 1592 1594 1596 TO 1619 - 5459 TO 5494 5496 TO 5537 UPTABLE 1 TS222212GA 1250 TO 1284 UPTABLE 2 CS 252514GA 1352 1354 1357 1361 1363 1366 1370 1372 1375 1379 1381 1384 1388 1390 1393 - 1397 1399 1402 1452 TO1476 1478 1480 1482 1484 1486 1488 1490 1492 1494 - 1496 1498 1500 1502 1504 1506 1508 1510 1512 1514 1516 1518 1520 1522 1549 - 1551 1553 1555 1557 1559 1561 1563 1565 1567 1569 1571 1573 1575 1577 1579 - 1581 1583 1585 1587 1589 1591 1593 1595 PRIS YD 0.042 2D 0.042 UNIT FEET POUND MEMBER PROPERTY AMERICAN Page: 2 BUTTE COUNTY BUILDING DIVISION APPROVED 855 TO 926 1355 1364 1373 1382 1391 1400 1596'TO 1619 LWALLI FLOAD -16.4 GX ' _BWALL 1 TO 14 111 TO 120 126 TO 128 132 TO 139 146 152 TO 162 229 TO 236 - RWALL FLOAD 16.4 G% 300 TO 306 343 TO 349 392 TO 399 464 TO 474 542 TO 622 723 TO 774 - _RWALLI FLOAD 16.4 G% - - - ,' 783 TO 788 855 TO 860 1037 TO 1060 1105'1106 1108 TO 1115 1121 TO 1128 1142 _LROOF FLOAD 14.83 GY INCLINED _FWALL 97 TO 110 121 TO 125 130 131 140 TO 145 218 TO 228 292 TO 299 390 391 - - _LROOFI FLOAD 15.16:GY INCLINED - 455 TO 463 530 TO 540 623 TO 642 647 TO 704 721 722 775 TO 778 848 TO 854 - - _RROOF FLOAD 14.83 GY INCLINED ". 920 TO 926 960 TO 1036 1061 TO 1104 1107 1134 TO 1141 1175 TO 1206 _RROOFI FLOAD 15.16 GY INCLINED RROOF 14 31 47 62 78 93 110.139 343 TO 391 642 654 TO 658 1354 1358 1363 - _ _LROOF FLOAD -3.71 GX INCLINED - - - 1367 1372 1376 1381.1385 1390'1394 1399 1403 1476 1478 1480 1482 1484 1486 - LROOFI FLOAD -1.9 GX INCLINED - - - - 1488 1490 1492 1494 1496 1498 1500.1502 1504 1506 1508 1510 1512 1514 1516 - - - _ RROOF FLOAD 3.71 G% INCLINED - 1518 1520.1522 1524 TO 1547 - _RROOFI FLOAD 1.9 GX INCLINED - - - "- _RROOFI 9 12 27 29 43 45 5860"74 76 89 91 105 108 136 TO 138.143 144 392 - LOAD 6 LOADTYPE Wind TITLE WINDZN - - - 393 TO 540 1355 TO 1357 1364 TO 1366 1373 TO 1375 1382 TO 1384 1391 TO 1393 - FLOOR LOAD 1400 TO 1402 1548 TO 1619 BWALL FLOAD 18.2 G2 _LROOF 7 25 41 56 72 87 103 135 300 TO 342'641 643 TO 653 1353 1354 1362 1363 - _FWALL FLOAD 5.4 GZ 1371 1372 1380 1381 1389 1390 1398 1399 1976 TO 1523. _ LWALL FLOAD -9 GX - - _LROOFI 2 5 21 23 36 39 52 54 67 70 83 85 98 101 132 TO 134 140'TO 142 152 - _LWALLI FLOAD -9 GX. - 153 TO 299 1350 TO 1352 1359 TO .1361 1368 TO 1370 1377 TO 1379 1386 TO 1388 - _RWALL FLOAD 9 GX - '_ "- - - 1395 TO 1397 1404 TO 1475. - - - _RWALLI FLOAD 9 GX - _RWALLI.13 30 46 61 77 92 109 1357 1358 1366.1367 1375 1376.1384 1385 1393 - -. _LROOF FLOAD 7.7 GY INCLINED ,._ - 1394 1402 1403 1524 TO 1547 1549.1551 1553'1555 1557 1559 1561 1563 1565 - _ LROOFI FLOAD 7.88 GY INCLINED. - - 1567 1569 1571 1573 1575 1577 1579 1581 1583 1585 1587 1589 1591 1593 1595 _PROOF FLOAD 7.7 GY INCLINED _LWALLI 6 24 40 55'71 86 102 1352 1353 1361 1362 1370 1371 1379 1380 1388 - _RROOFI FLOAD 7.88 GY INCLINED -. 1389 1397 1398 1452 TO 1475 1477 1479 1481 1483 1485 1487 1489 1491 1493 - LROOF FLOAD -1.93 GX INCLINED - 1495 1497 1499 1501 1503 1505 1507 1509 1511 1513 1515 1517 1519 1521 1523 LROOFI FLOAD -0.98 G% INCLINED END GROUP DEFINITION- - _PROOF FLOAD 1..93 GX INCLINED - - - - UNIT FEET KIP - _RROOFI FLOAD 0.98 GX INCLINED - " MEMBER RELEASE - _ LOAD COMB 7 D+LR - _ 1250 TO 1284 START MX MY MZ-, - 1 1-.0 2 1.0 ., " 1250 TO 1284 END MX MY MZ - LOAD COMB 8.D+0.6WXP ". UNIT FEET POUND 1 1.0 3 0.6 - - ` _ _ LOAD 1;LOADTYPE Dead TITLE -DEAD, ". - .. _ LOAD COMB 9 D+0.6WXN .. " FLOOR LOAD - - .1 1.0 4 0.6 -" _LROOF FLOAD -1.94 GY INCLINED - - LOAD COMB 10D+0.6WZP - LROOFI FLOAD -1.98 GY INCLINED - 1 1.0 5 0.6 _RROOF FLOAD -1.94 GY.INCLINED ,LOAD COMB 11 D+0.6WZN _RROOFI FLOAD -1.98 GY INCLINED 1 1.0 6 0.6 ". - - LOAD 2 LOADTYPE Roof Live TITLE ROOFLIVE - LOAD COMB.12 D+0.75LR+0.45WXP - FLOOR LOAD 1 1.0 2 0.75 3 0.45 - -LROOF FLOAD -19.4 GY INCLINED - _ LOAD COMB'13 D+0.75LR+0.45WXN _LROOFI FLOAD -19.85 GY INCLINED - _ 1 1.0 2 0.75 4 0.95" - _RROOF FLOAD -19.4 GY ,INCLINED - LOAD COMB 14 D+0.75LR+0.45WZP _ - - _RROOFI FLOAD -19.85 GY INCLINED 1 1.0 2 0.75 5 0.45 - LOAD 3 LOADTYPE�Wind TITLE WINDXP LOAD COMB 15 D+0.75LR+0.45WZN FLOOR LOAD -- 1 1.0 2 0.75 6 0.45 - " _LWALL FLOAD 11 GX LOAD COMB 16 0.6D40.6WXP FLOAD'll GX 1 0.6 3 0.6 _ _LWALLI '_RWALL FLOAD 9 GX - _ _ LOAD COMB 170.6D+0.6WXN- ' _RWALLI FLOAD 9 GX - 1 0.6 4 0.6 _FWALL FLOAD 16.5 GZ LOAD COMB 18 0.6D+0.6WZP _BWALL FLOAD -16.5 GZ - 1`0.6 5 0.6 _LROOF FLOAD 19.01 GY INCLINED LOAD COMB 19 0.6D+0.6WZN - - _LROOFI FLOAD 21.13 GY INCLINED - 1 0.6 6 0.6 - LROOF FLOAD -4.75 GX INCLINED - PERFORM ANALYSIS - LROOFI FLOAD -2.64 GX INCLINED - - DEFINE ENVELOPE. _RROOF FLOAD 13.39 GY INCLINED - - - 7 TO 19 ENVELOPE 1 TYPE STRENGTH _RROOFI FLOAD 21.13 GY INCLINED END DEFINE ENVELOPE - _RROOF FLOAD 3.35 G% INCLINED LOAD LIST 7 TO 19 _RROOFI FLOAD 2.64 GX INCLINED - UNIT INCHES KIP - - LOAD 4 LOADTYPE Wind TITLE WINDXN - - PARAMETER 1 ' FLOOR LOAD - - CODE AISC UNIFIED 2005 .� - - _LWALL FLOAD 18.4 GX METHOD ASD FLOAD 18.4 GX - FU 65 ALL. - _LWALLI _RWALL FLOAD 1.7 GX - - FLOAD 1..7 GX - FESS �Q FY LD 50 ALL UNT 8 ALL _RWALL! _FWALL FLOAD 9.2 GZ - _ P�O !'Q �� UNB 8 ALL - _BWALL FLOAD -9.2 GZ. _LROOF FLOAD 11.93 GY INCLINED - - V CIV�L .LX.B ALL - _ LY 8 ALL - - - FLOAD. 13.82 GY INCLINED - LZ 8 ALL _LROOFI _LROOF FLOAD -2.98 GX INCLINED U! Z CHECK CODE ALL - _LROOFI FLOAD -1.73 GX INCLINED L! OMAR A. m _ FINISH - ' - _RROOFIFFLOAD613.82YGYN INCLINED - c. ABU-YASEIN �" - _PROOF FLOAD 1.55 G% INCLINED - _RROOFI FLOAD 1.73 GX INCLINED" FLLOORS LOADDTYPE Wind TITLE WINDZP S C73389 Q- �q , " _BWALL FLOAD 10.9 GZ' _FWALL FLOAD 12.8 GZOF ^^���� c LWALL FLOAD -16..4 GX - JULY 01 2015 Page: BUTTE COUNTY Page: 3 4 APPROVED R. 201-15-0181 1 S01/22 Soih are IlmrtsM b ASA ENI -ft - - d bnne Mike Hanson Ref ey LAK ome07/01/2015 CM OA Oil- Interstate Carports Flla Mike Hanson.std I Da1Or m 01 -Jul -2015 09:46 Job Information Engineer Checked Approved Name: LAK Combination 015 07/0OA Date: 07/01121/2015 D+LR Structure Type I SPACE FRAME 8 Number of Nodes 3853 Highest Node 4600 9 Number of Elements 1559 Highest Beam 5537 10 Number of Plates 3659 Highest Plate 5458 Number of Basic Load Cases 6 D+0.6WZN Number of Combination Load Cases 13 12 Included in this dntout are data lar: Combination Nodes 1 to 50000 D+0.75LR+0.45WXN Beams 1 to 5000 by 3 14 Type UC Name Combination 7 D+LR Combination 8 D+0.6WXP Combination 9 D+0.6WXN Combination 10 D+0.6WZP Combination 11 D+0.6WZN Combination 12 D+0.75LR+0.45WXP Combination 13 D+0.75LR+0.45WXN Combination 14 D+0.75LR+0.45WZP Combination 15 D+0.75LR+0.45WZN Combination 16 0.6D+0.6WXP Combination 17 0.6D+0.6WXN Combination 18 0.6D+O.6WZP Combination 19 0.6D+0.6WZN Materials Mat Name E v Density a Ia J Material . (kiplin (ne) (kipin) (/•F) 1 STEEL 29E+3 0.300 0.000 6E-6 2 STAINLESSSTEEL 28E+3 0.300 0.000 120E-6 3 ALUMINUM t0E+3 0.330 0.000 13E-6 4 CONCRETE 3.15E+3 0.170 0.000 5E-6 CIVIL OMAR A. ABU- SE C73389 JULY 01 2015 .lm nue Mike Hanson Interstate . No Sheet NoRev 201-15-0181 S02/22 / 22 Rel By LAK DW07/01/2015 c""IDA ma Mike Hanson.std Da'a'n"'° 01-Ju1-2015 09:46 Section Properties Combination UC Name Primary Primary UC Name Prop Section Area lyy Ia J Material . (in) (ne) (in) (In') 2 TS222212GA 0.933 0.715 0.715 1.070 STEEL 3 CS252514GA 0.609 0.409 0.694 0.001 STEEL 4 Rect 0.50x0.50 0.254 0.005 0.005 0.009 STEEL 5 TS222212GAD12 1.867 1.430 3.793 1.070 STEEL Plate Thickness 1.00 Prop Node A Node B Node C Node D Material 10 (in) (in) (in) (in) DEAD 1.00 1 0.015 0.015 0.015 0.015 STEEL 5 Primary Load Cases 0.60 11 D+0.6WZN Number Name Type 1 DEAD 1.00 Dead 2 ROOFLIVE WINDZN Root Live 12 3 WINDXP 1 Wind 1.00 4 WINDXN Wind ROOFLIVE 5 WINDZP Wind 3 6 WINDZN 0.45 Wind D+0.75LR+0.45WXN Combination Load Cases DEAD 1.00 Comb. Combination UC Name Primary Primary UC Name Factor 7 D+LR 1 DEAD 1.00 2 ROOFLIVE 1.00 8 D+0.6WXP 1 DEAD 1.00 3 WINDXP 0.60 9 D+0.6WXN 1 DEAD 1.00 4 WINDXN 0.60 10 D+0.6WZP 1 DEAD 1.00 5 WINDZP 0.60 11 D+0.6WZN 1 DEAD 1.00 6 WINDZN 0.60 12 D+0.75LR+0.45WXP 1 DEAD 1.00 2 ROOFLIVE 0.75 3 WINDXP 0.45 13 D+0.75LR+0.45WXN 1 DEAD 1.00 2 ROOFLIVE 0.75 4 WINDXN 0.45 14 D+0.75LR+0.45WZP 1 DEAD 1.00 2 ROOFLIVE 0.75 5 . W INDZP 0.45 BUTTE COUNTY 6oM.ara IIcewM b Rbe EnBlrieeAnp .mrw Mike Hanson C7Hm' Interstate Carports Combination Load Cases Cont... JOE No Sheet No Rev 201-15-0181 S03/22 Pen fiel " By LAK Dat'07/01/2015 eltl CA Re Mike Hanson.std D°'0rn"i0 O1Ju1-201511:26 Comb. Combination L/C Name Primary Primary L/C Name Factor 15 D+0.75LR+0.45WZN 1 DEAD 1.00 Maxx 4036 2 ROOFLIVE 0.75 -0.000 0.298 6 WINDZN 0.45 16 O.6D+0.6WXP 1 DEAD 0.60 -0.000 0.299 3 WINDXP 0.60 17 0.6D+0.6WXN 1 DEAD 0.60 0.000 0.388 4 WINDXN 0.60 18 0.6D+0.6WZP 1 DEAD 0.60 0.000 0.598 5 WINDZP 0.60 19 0.6134.6WZN 1 DEAD - 0.60 0.890 0.890 6 WINDZN 0.60 w O a: B - qTF OF JULY IVIL AR A. YASm �IN bE No Shael No Rev 201-15-0181 SO4/22 6olwoie lleenx4b R6R ErgineeAnn Peri dm nue Mike Hanson Rel • _ By LAK D-1%7/01/2015 CW CA Cilml Interstate Carports Re Mike Hanson.sttl 001Or - 01 -Jul -2015 11:26 Node Displacement Summary BUTTE COUNTY BUILDING DIVISin APPROVED Node UC X (in) Y (in) Z (in) Resultant (in) rX (rad) rY (rad) rZ (rad) Maxx 4036 7:D+LR 0.298 -0.001 -0.000 0.298 '-0.000 0.000 0.002 Min X 3795 7:D+LR -0.299 .0.001 -0.000 0.299 -0.000 -0.000 -0.002 Maxx 387 16:0.6D+0.6W: -0.048 0.385 0.000 0.388 0.000 -0.000 ,0.001 Min V 386 7:D+LR 0.073 -0.593 0.000 0.598 0.000 .0.000 0.002 Max Z 2961 19:0.60+0.6W: 0.000 -0.000 0.890 0.890 -0.001 -0.000 -0.000 Min 2961 8:D+0.6WXP 0.000 0.001 -0.792 0.792 0.001 -0.000 -0.000 Max rX 3207 19:0.6D+0.6W: -0.000 -0.000 0.194 0.194 0.016 -0.000 0.000 Min rX 3207 B:D+0.6WXP 0.000 0.000 -0.173 '0.173 -0.014 -0.000 -0.000 Mex rY 3009 16:0.6D+0.6W: 0.000 0.0012-0281 0.281 -0.000 0.018 -0.000 Min rV 3009 11:D+0.6WZN 0.000 0.00019 0.319 0.001 -0.020 -0.000 xr2 55 7:D+LR 0.001 -0.00100 0.002 -0.000 0.000 0.012 Min rZ 47 7:D+LR -0.001 -0.00100 0.002 -0.000 -0.000 -0.012 Max Rat 2961 19:0.6D+0.6W: 0.000 -0.00090 . 0.890 -0.001 -0.000 -0.000 BUTTE COUNTY BUILDING DIVISin APPROVED 6°nware Ikensetl ro A6A Enpinee4np /O �9 m �P 201 d°enue Mike Hanson J°e N. SM1e N° Rev 201-15-0181 S07/22 SetMare pcanee0 b AAA Errpineeaeq P8R aon nu° Mike Hanson q°� By LAK 0-1W/01/2015 c OA D8u07/Ol/2015 Gi° OA chem Interstate Carports nD Mike Hanson.sttl D8t6 n- 01-1uI-2015 09:46 Carports Reaction Envelope Cont... Horizontal Vertical Horizontal Moment rCABU-YA,$E1N OF CA1-�O� JULY 01 �O Mike Hanson.std D°1°'0°10 O1 Ju1-2015 09:46 Reaction Envelope Cont... Horizontel Vertical Node Env FX FY FZ M% MY MZ (kip) (kip) (kip) (klp'In) (kip in) (kip'in) 16 -ve Wad: 17 Load: 16 Load: 19 18 +ve 0.032 0.951 0.005 0.000 0.000 0.000 Node Env FX FV FZ M% MV (kip) (kip) (kip) (kip'in) (kIp'In) 18 +ve Loatl:7 Load: 15 Load:B s4 +Ne o.ozl 0.653 0.017 0.000 o.Dao 18 -ve -0.018 -0.507 -0.007 0.000 0.000 0.000 54 +ve Wad: 17 Load:7 Wad: 12 18 -ve Load: 16 Load: 16 Wad: 19 54 -ve -0.782 -0.447 -0.248 0.000 0.000 za +ve 0.019 0.507 0.061 0.000 0.000 0.000 54 -ve Load: 14 Load: t6 Wad: 19 24 +ve Load: 17 Loatl:7 Load: 12 56 +ve 0.019 1.437 0.000 0.000 0.000 24 -ve -0.175 -0.320 -0.243 O.ODO 0.000 0.000 56 +ve Load: t6 Load:7 24 -ve Wad: 74 Load: 16 Wad: 19 56 -ve -0.032 -0.752 -0.001 0.000 0.000 26 +ve 0.021 0.998 0.005 0.000 0.000 0.000 56 -ve Load: Load: 16 Load: 10 26 +ve Load: 16 Load: 15 Wad:B 61 +ve 0.187 0.632 0.000 0.000 0.000 26 -ve -0.032 -0.496 -0.007 0.000 0.000 0.000 Si +ve Wad: la Load:? 26 -ve Load: 7 Load: 16 Load: 19 67 -ve -0.236 -0.336 -0.241 0.000 0.000 31 +ve 0.186 0.632 0.014 0.000 0.000 0.000 61 -ve Load: 17 Load: 18 Wad: 10 31 +ve Load: 14 Load: Wad: 12 63 +ve 0.037 1.479 0.000 0.000 0.000 31 -ve -0.234 -0.328 -0.241 0.000 0.000 0.000 63 +ve Load:7 Load:7 31 We Wad: 17 Load: 16 Wad: 19 s3 -�e -0.ols -0.77s -o.Do1 o.00D o.DDo 33 +ve 0.036 1.419 0.000 0.000 0.000 0.000 63 -ve Load: 18 Load: 16 Wad: 10 33 +ve Load: Load:? Load: ss +ve o.00a 1.11z o.000 o.000 o.aoo 33 -ve -0.017 -0.775 -0.001 0.000 0.000 o.Doo 65 +ve Wad: 18 Loatl:7 Load: 16 33 -ve Wad: 18 Load: 16 Wad: 78 65 -ve -0.008 -0.580 -0.007 0.000 0.000 35 +ve 0.004 7.115 0.000 0.000 0.000 0.000 65 -ve Watl:7 Load: 16 Load: 11 35 +ve Load: 18 Load:? Load: 69 +ve 0.024 0.635 0.000 0.000 0.000 35 -ve -0.008 -0.580 -0.001 0.000 0.000 0.000 69 +ve Load: 17 Load:7 35 we Load: Load: 16 Wad: 18 69 -ve -0.187 -0.425 -0.249 0.000 0.000 39 +ve 0.023 0.633 0.045 0.000 0.000 0.000 69 -ve Load: 14 load: l6 Load: 70 39 +ve Load: 17 Load:7 Wad:B 71 +ve 0.022 1.478 0.000 0.000 0.000 39 -ve -0.786 -0.429 -0.253 0.000 0.000 0.000 71 +ve Load: 16 Load: 7. Wad: 17 39 -ve Wad: 14 Load: 16 Wad: 19 71 -ve -0.037 -0.747 -0.001 0.000 0.000 41 +ve 0.021 1.418 0.000 0.000 0.000 0.000 71 -ve Watl:7 Load: i6 Wad: 10 41 +ve Wad: 16 Load:7 load:7 73 +ve 0.014 2.293 0.001 0.000 0.000 41 -ve -0.036 -0.745 -0.001 0.000 0.000 0.000 73 +ve Watl:7 Load:? Loatl:7 41 -ve Load:7 Load: 16 Load: 18 73 -ve -0.011 -0.913 -0.005 0.000 0.000 43 +ve 0.015 2.299 0.000 0.000 0.000 0.000 73 -ve Wad: 76 Load: 16 Load: 18 43 +ve Load:7 Load:7 Load: 76 +ve 0.168 0.504 0.000 0.000 0.000 43 -ve -0.073 -0.978 -0.004 0.000 0.000 0.000 76 +ve Wad: 1a Load:7 - a3 -ve Load: 16 load: 18 Load: 18 76 -ve -0.217 -0.309 -0.190 0.000 0.000 46 +ve 0.182 0.651 0.003 0.000 0.000 0.000 76 -ve Load: 17 Load: 18 Load: 10 46 +ve Load: 14 Load:7 Load: 78 +ve 0.030 0.805 0.000 0.000 0.000 46 -ve -0.231 -0.339 -0.235 0.000 0.000 0.000 78 +ve Load: 7 Load: ? 46 -ve Wad: 17 Load: 16 Wad: 19 - 78 -ve -0.009 - 0.869 -0.008 O.00D 0.000 48 +ve 0.032 1.429 0.000 0.000 0.000 0.000 78 -ve Wad: 16 Load: 78 Wad:B 48 +ve Load:7 Loatl:7 84 +ve 0.014 0.518 0.000 0.000 0.000 48 -ve -0.015 -0.781 -0.001 0.000 0.000 0.000 B4 +ve Wad: t7 Load:7 48 -ve Load: 78 Load: 16 Load- 84 -ve -0.177 -0.304 -0.195 0.000 D.00D 41 0.000 84 -ve Wad: 14 Load, 16 Wed: 10 - BUTTE COUNTY B6 +ve 0.015 0.808 0.000 0.000 0.000 0.000 BUILDING DIVISION 6°nware Ikensetl ro A6A Enpinee4np J°E No Sheet N° qev 201-15-0161 S08/22 Pwt d°enue Mike Hanson Ref �' LAK D8u07/Ol/2015 Gi° OA aioni Interstate Carports �O Mike Hanson.std D°1°'0°10 O1 Ju1-2015 09:46 Reaction Envelope Cont... Horizontel Vertical Horizontal Moment Node Env FX FV FZ M% MV (kip) (kip) (kip) (kip'in) (kIp'In) M2 (kip in) s4 +Ne o.ozl 0.653 0.017 0.000 o.Dao o.000 54 +ve Wad: 17 Load:7 Wad: 12 54 -ve -0.782 -0.447 -0.248 0.000 0.000 0.000 54 -ve Load: 14 Load: t6 Wad: 19 56 +ve 0.019 1.437 0.000 0.000 0.000 0.000 56 +ve Load: t6 Load:7 56 -ve -0.032 -0.752 -0.001 0.000 0.000 0.000 56 -ve Load: Load: 16 Load: 10 61 +ve 0.187 0.632 0.000 0.000 0.000 0.000 Si +ve Wad: la Load:? 67 -ve -0.236 -0.336 -0.241 0.000 0.000 O.00D 61 -ve Load: 17 Load: 18 Wad: 10 63 +ve 0.037 1.479 0.000 0.000 0.000 O.00D 63 +ve Load:7 Load:7 s3 -�e -0.ols -0.77s -o.Do1 o.00D o.DDo o.000 63 -ve Load: 18 Load: 16 Wad: 10 ss +ve o.00a 1.11z o.000 o.000 o.aoo o.000 65 +ve Wad: 18 Loatl:7 Load: 16 65 -ve -0.008 -0.580 -0.007 0.000 0.000 0.000 65 -ve Watl:7 Load: 16 Load: 11 69 +ve 0.024 0.635 0.000 0.000 0.000 0.000 69 +ve Load: 17 Load:7 69 -ve -0.187 -0.425 -0.249 0.000 0.000 0.000 69 -ve Load: 14 load: l6 Load: 70 71 +ve 0.022 1.478 0.000 0.000 0.000 0.000 71 +ve Load: 16 Load: 7. Wad: 17 71 -ve -0.037 -0.747 -0.001 0.000 0.000 0.000 71 -ve Watl:7 Load: i6 Wad: 10 73 +ve 0.014 2.293 0.001 0.000 0.000 0.000 73 +ve Watl:7 Load:? Loatl:7 73 -ve -0.011 -0.913 -0.005 0.000 0.000 0.000 73 -ve Wad: 76 Load: 16 Load: 18 76 +ve 0.168 0.504 0.000 0.000 0.000 0.000 76 +ve Wad: 1a Load:7 - 76 -ve -0.217 -0.309 -0.190 0.000 0.000 0.000 76 -ve Load: 17 Load: 18 Load: 10 78 +ve 0.030 0.805 0.000 0.000 0.000 0.000 78 +ve Load: 7 Load: ? 78 -ve -0.009 - 0.869 -0.008 O.00D 0.000 0.000 78 -ve Wad: 16 Load: 78 Wad:B 84 +ve 0.014 0.518 0.000 0.000 0.000 0.000 B4 +ve Wad: t7 Load:7 84 -ve -0.177 -0.304 -0.195 0.000 D.00D 41 0.000 84 -ve Wad: 14 Load, 16 Wed: 10 - B6 +ve 0.015 0.808 0.000 0.000 0.000 0.000 10 6°nware Ikensetl ro A6A Enpinee4np J°E No Sheet N° qev 201-15-0161 S08/22 Pwt d°enue Mike Hanson Ref �' LAK D8u07/Ol/2015 Gi° OA aioni Interstate Carports �O Mike Hanson.std D°1°'0°10 O1 Ju1-2015 09:46 Reaction Envelope Cont... Horizontel Vertical Horizontal Moment Node Env FX FV FZ M% MV (kip) (kip) (kip) (kip'in) (kIp'In) M2 (kip in) s4 +Ne o.ozl 0.653 0.017 0.000 o.Dao o.000 54 +ve Wad: 17 Load:7 Wad: 12 54 -ve -0.782 -0.447 -0.248 0.000 0.000 0.000 54 -ve Load: 14 Load: t6 Wad: 19 56 +ve 0.019 1.437 0.000 0.000 0.000 0.000 56 +ve Load: t6 Load:7 56 -ve -0.032 -0.752 -0.001 0.000 0.000 0.000 56 -ve Load: Load: 16 Load: 10 61 +ve 0.187 0.632 0.000 0.000 0.000 0.000 Si +ve Wad: la Load:? 67 -ve -0.236 -0.336 -0.241 0.000 0.000 O.00D 61 -ve Load: 17 Load: 18 Wad: 10 63 +ve 0.037 1.479 0.000 0.000 0.000 O.00D 63 +ve Load:7 Load:7 s3 -�e -0.ols -0.77s -o.Do1 o.00D o.DDo o.000 63 -ve Load: 18 Load: 16 Wad: 10 ss +ve o.00a 1.11z o.000 o.000 o.aoo o.000 65 +ve Wad: 18 Loatl:7 Load: 16 65 -ve -0.008 -0.580 -0.007 0.000 0.000 0.000 65 -ve Watl:7 Load: 16 Load: 11 69 +ve 0.024 0.635 0.000 0.000 0.000 0.000 69 +ve Load: 17 Load:7 69 -ve -0.187 -0.425 -0.249 0.000 0.000 0.000 69 -ve Load: 14 load: l6 Load: 70 71 +ve 0.022 1.478 0.000 0.000 0.000 0.000 71 +ve Load: 16 Load: 7. Wad: 17 71 -ve -0.037 -0.747 -0.001 0.000 0.000 0.000 71 -ve Watl:7 Load: i6 Wad: 10 73 +ve 0.014 2.293 0.001 0.000 0.000 0.000 73 +ve Watl:7 Load:? Loatl:7 73 -ve -0.011 -0.913 -0.005 0.000 0.000 0.000 73 -ve Wad: 76 Load: 16 Load: 18 76 +ve 0.168 0.504 0.000 0.000 0.000 0.000 76 +ve Wad: 1a Load:7 - 76 -ve -0.217 -0.309 -0.190 0.000 0.000 0.000 76 -ve Load: 17 Load: 18 Load: 10 78 +ve 0.030 0.805 0.000 0.000 0.000 0.000 78 +ve Load: 7 Load: ? 78 -ve -0.009 - 0.869 -0.008 O.00D 0.000 0.000 78 -ve Wad: 16 Load: 78 Wad:B 84 +ve 0.014 0.518 0.000 0.000 0.000 0.000 B4 +ve Wad: t7 Load:7 84 -ve -0.177 -0.304 -0.195 0.000 D.00D 41 0.000 84 -ve Wad: 14 Load, 16 Wed: 10 - B6 +ve 0.015 0.808 0.000 0.000 0.000 0.000 -0 m 48R Enpixe4rp • S/O� A. SEIN 9 201 m P , .me nue Mike Hanson J°C N° Shea, Ab Ft - 201 -15-0181 S09/22 balMara prenseb m A4A Erglnee4rg PBn D8iW7/Ot/2015 °nO OA .merge Mike Hanson R., By LAK D0a07/01@015 am OA cgaal Interstate Carports Fga Mike Hanson.std °81°a"1001Jui-201509:46 Foo Mike Hanson.sttl °atar°"1B 01 -Jut -2015 09:46 Reaction Envelope Cont... Horizontal Vertical Horizontal Moment OQ�OFE CIVI OMAR ABU -Y LPA C733 q F C JULY 01 Horizontal Moment Node Env FX FV FZ MX MY MZ (kip) (kip) (kip) (kip'in) (kip'in) (kip'in) 86 +ve Load: 16 Loatl:7 MZ (kip'in) 86 -ve -0.030 -0.922 -0.009 0.000 0.000 0.000 O.00D 86 -ve Load: 7 Load: 18 Load: B 120 +ve 0.000 0.706 0.009 0.000 0.000 91 +ve 0.114 0.976 0.095 0.000 0.000 0.000 120 +ve Load:7 Load:7 91 +ve Load: 18 Load: 14 Load: 17 120 -ve -0.051 -0.281 •0.477 0.000 0.000 91 -ve -0.051 -0.288 -0.348 0.000 0.000 0.000 120 -ve Load: 14 Load: t6 Load: 16 91 -ve Load: 13 Load: 17 Load: 14 121 +ve 0.000 0.108 0.014 0.000 0.000 93 +ve 0.179 0.679 0.134 0.000 0.000 0.000 121 +ve Load: 7 Load: ? 93 +ve Load: 10 Load:7 Load: 16 121 -ve -0.095 -0.496 -0.392 0.000 0.000 93 -ve -0.054 -0.237 -0.413 0.000 0.000 0.000 721 -ve Load: 14 Load: l6 Load: 16 93 -ve Load: 77 Load: 16 Load: 75 3230 +ve 0.034 0.380 0.205 0.000 0.000 95 +ve 0.132 1.108 0.389 0.000 0.000 0.000 3230 +ve Load: 19 Load:7 Load: 16 95 +ve Load: 14 Load:7 Load: 16 3230 -ve -0.158 -0.233 -0.220 0.000 0.000 95 -ve -0.036 -0.300 -0.371 0.000 0.000 0.000 3230 -ve Load: 12 Load: t6 Load: 11 95 -ve Load: 17 Load: 16 Load: 15 3233 +ve 0.020 0.484 0.208 0.000 0.000 99 +ve 0.002 1.095 0.106 0.000 0.000 0.000 3233 +ve Load: t9 Load:7 Laad:B 99 +ve Load:7 Load: 14 Load: 16 3233 -ve -0.134 -0.327 -0.229 0.000 0.000 99 -ve -0.124 0.000 -0.327 0.000 0.000 0.000 3233 -ve Load: 12 Load: i6 Load: 19 99 -ve Load: 18 Load: 15 3252 +ve 0.122 0.455 0.207 0.000 0.000 101 +ve 0.000 0.828 0.233 0.000 0.000 0.000 3252 +ve Loatl:7 Load:? Load: 16 101 +ve Load: 15 Load: 16 3252 -ve -0.064 -0.238 •0.229 0.000 0.000 101 -ve -0.145 -0.228 -0.398 0.000 0.000 0.000 3252 -ve Load: 17 Load: 16 Load: 11 101 -ve Load: 10 Load: 16 Load: 15 3255 +ve 0.120 0.364 0.204 0.000 0.000 103 +ve 0.000 1.003 0.199 0.000 0.000 0.000 3255 +ve Loatl:7 Loatl:7 Load: 16 103 +ve Load:7 Load: 16 3255 -ve -0.064 -0.204 -0.220 0.000 0.000 103 -ve -0.225 -0.196 -0.049 0.000 0.000 0.000 3255 -ve Load: 17 Load: 16 Load: 11 103 -ve Load: 14 Load: 16 Load:7 4158 +ve 0.002 0.743 0.007 0.000 0.000 112 +ve 0.021 0.466 0.286 0.000 0.000 o.000 4158 +ve Load: 16 Load: 15 Loatl:B 112 +ve Load: 14 Load: 7 Load: B 4758 -ve -0.005 -0.296 -0.009 0.000 0.000 112 -ve -0.048 -0.273 -0.317 0.000 0.000 0.000 4158 -ve Loatl:7 Load: 16 Load: 19 112 -ve Load: 17 Lead: 16 Load: 19 - 4165 +ve 0.004 1.190 0.000 0.000 0.000 113 +ve 0.009 0.456 0.337 0.000 0.000 0.000 4165 +ve Load: 18 Load:? 113 +ve Load: 19 Load: 7 Load: B 4165 -ve -0.008 -0.625 •0.001 0.000 0.000 113 -ve -0.063 -0.305 -0.372 0.000 0.000 0.000 4165 -ve Load:7 Load: 16 Load: 10 113 -ve Load: B Load: 16 Load: 19 4166 +ve 0.002 0.312 0.000 0.000 0.000 114 +ve 0.022 0.488 0.285 0.000 0.000 0.00D 4166 +ve Load: 18 Load:7 114 +ve Load: 19 Load:7 Load:B 416fi -ve -0.004 -0.815 -0.010 0.000 0.000 0.000 114 -ve -0.084 -0.363 -0.318 0.000 0.000 0.000 114 -ve Load: 12 Load: 16 Load: 19 O.00D 11e +ve 0.099 0.630 0.000 0.000 0.000 0.000 718 +ve Load: 18 Loatl:7 118 -ve -0.016 -0.381 -0.511 0.000 0.000 0.000 118 -ve Load: 13 Load: Load: 7 Load:7 Load:B -0.106 APPROVED 6°tlwore Ilcens°0 m 48R Enpixe4rp • J°D N° Sliest N° Rev 201-15-0161 S010/22 Pan .me nue Mike Hanson Ral aY LAK D8iW7/Ot/2015 °nO OA w0"t Interstate Carports Foo Mike Hanson.sttl °atar°"1B 01 -Jut -2015 09:46 Reaction Envelope Cont... Horizontal Vertical Horizontal Moment Node Env FX FV FZ MX MY (kip) (kip) (kip) (klp-in) (kip'in) MZ (kip'in) 119 -ve -0.216 -0.695 -0.517 0.000 0.000 O.00D 119 -ve Load: 10 Load: i6 Load:B 120 +ve 0.000 0.706 0.009 0.000 0.000 0.000 120 +ve Load:7 Load:7 - 120 -ve -0.051 -0.281 •0.477 0.000 0.000 0.000 120 -ve Load: 14 Load: t6 Load: 16 121 +ve 0.000 0.108 0.014 0.000 0.000 0.000 121 +ve Load: 7 Load: ? 121 -ve -0.095 -0.496 -0.392 0.000 0.000 0.000 721 -ve Load: 14 Load: l6 Load: 16 3230 +ve 0.034 0.380 0.205 0.000 0.000 0.000 3230 +ve Load: 19 Load:7 Load: 16 3230 -ve -0.158 -0.233 -0.220 0.000 0.000 0.000 3230 -ve Load: 12 Load: t6 Load: 11 3233 +ve 0.020 0.484 0.208 0.000 0.000 0.000 3233 +ve Load: t9 Load:7 Laad:B 3233 -ve -0.134 -0.327 -0.229 0.000 0.000 0.000 3233 -ve Load: 12 Load: i6 Load: 19 3252 +ve 0.122 0.455 0.207 0.000 0.000 0.000 3252 +ve Loatl:7 Load:? Load: 16 3252 -ve -0.064 -0.238 •0.229 0.000 0.000 0.000 3252 -ve Load: 17 Load: 16 Load: 11 3255 +ve 0.120 0.364 0.204 0.000 0.000 0.000 3255 +ve Loatl:7 Loatl:7 Load: 16 3255 -ve -0.064 -0.204 -0.220 0.000 0.000 0.000 3255 -ve Load: 17 Load: 16 Load: 11 4158 +ve 0.002 0.743 0.007 0.000 0.000 O.00D 4158 +ve Load: 16 Load: 15 Loatl:B 4758 -ve -0.005 -0.296 -0.009 0.000 0.000 0.000 4158 -ve Loatl:7 Load: 16 Load: 19 4165 +ve 0.004 1.190 0.000 0.000 0.000 0.000 4165 +ve Load: 18 Load:? 4165 -ve -0.008 -0.625 •0.001 0.000 0.000 0.000 4165 -ve Load:7 Load: 16 Load: 10 4166 +ve 0.002 0.312 0.000 0.000 0.000 0.000 4166 +ve Load: 18 Load:7 416fi -ve -0.004 -0.815 -0.010 0.000 0.000 0.000 at66 -ve Load:7 Loed: 18 Load:B 4208 +ve 0.180 0.225 0.153 0-000 0.000 O.00D 4208 +ve Load:7 Load:7 Load: 16 -0.169-0.1481380.0000.0000.000 Load:17Load:18Load:11 0.7430.3000.1050.0000.0000.000 E+ve Load: 7 Load:7 Load:B -0.106 18 Load: B 119 +ve 0.000 0.685 0.000 0.000 0.000 0.000 119 +ve Load:7 6°tlwore Ilcens°0 m 48R Enpixe4rp • J°D N° Sliest N° Rev 201-15-0161 S010/22 Pan .me nue Mike Hanson Ral aY LAK D8iW7/Ot/2015 °nO OA w0"t Interstate Carports Foo Mike Hanson.sttl °atar°"1B 01 -Jut -2015 09:46 Reaction Envelope Cont... Horizontal Vertical Horizontal Moment Node Env FX FV FZ MX MY (kip) (kip) (kip) (klp-in) (kip'in) MZ (kip'in) 119 -ve -0.216 -0.695 -0.517 0.000 0.000 O.00D 119 -ve Load: 10 Load: i6 Load:B 120 +ve 0.000 0.706 0.009 0.000 0.000 0.000 120 +ve Load:7 Load:7 - 120 -ve -0.051 -0.281 •0.477 0.000 0.000 0.000 120 -ve Load: 14 Load: t6 Load: 16 121 +ve 0.000 0.108 0.014 0.000 0.000 0.000 121 +ve Load: 7 Load: ? 121 -ve -0.095 -0.496 -0.392 0.000 0.000 0.000 721 -ve Load: 14 Load: l6 Load: 16 3230 +ve 0.034 0.380 0.205 0.000 0.000 0.000 3230 +ve Load: 19 Load:7 Load: 16 3230 -ve -0.158 -0.233 -0.220 0.000 0.000 0.000 3230 -ve Load: 12 Load: t6 Load: 11 3233 +ve 0.020 0.484 0.208 0.000 0.000 0.000 3233 +ve Load: t9 Load:7 Laad:B 3233 -ve -0.134 -0.327 -0.229 0.000 0.000 0.000 3233 -ve Load: 12 Load: i6 Load: 19 3252 +ve 0.122 0.455 0.207 0.000 0.000 0.000 3252 +ve Loatl:7 Load:? Load: 16 3252 -ve -0.064 -0.238 •0.229 0.000 0.000 0.000 3252 -ve Load: 17 Load: 16 Load: 11 3255 +ve 0.120 0.364 0.204 0.000 0.000 0.000 3255 +ve Loatl:7 Loatl:7 Load: 16 3255 -ve -0.064 -0.204 -0.220 0.000 0.000 0.000 3255 -ve Load: 17 Load: 16 Load: 11 4158 +ve 0.002 0.743 0.007 0.000 0.000 O.00D 4158 +ve Load: 16 Load: 15 Loatl:B 4758 -ve -0.005 -0.296 -0.009 0.000 0.000 0.000 4158 -ve Loatl:7 Load: 16 Load: 19 4165 +ve 0.004 1.190 0.000 0.000 0.000 0.000 4165 +ve Load: 18 Load:? 4165 -ve -0.008 -0.625 •0.001 0.000 0.000 0.000 4165 -ve Load:7 Load: 16 Load: 10 4166 +ve 0.002 0.312 0.000 0.000 0.000 0.000 4166 +ve Load: 18 Load:7 416fi -ve -0.004 -0.815 -0.010 0.000 0.000 0.000 at66 -ve Load:7 Loed: 18 Load:B 4208 +ve 0.180 0.225 0.153 0-000 0.000 O.00D 4208 +ve Load:7 Load:7 Load: 16 -0.169-0.1481380.0000.0000.000 Load:17Load:18Load:11 0.7430.3000.1050.0000.0000.000 E+ve Load: 7 Load:7 Load:B -0.106 BUILDING DIVISION F -. m JULY 01 2015 A BUTTE COUNTY , BUILDING DIVISION APPROVED . - - Jo0 No aArol No Nev _ 201-15-0181 S011/22 , &O ,eIlcem 0A4A Engl... dn Joe nw Mike Hanson , f R<l By LAK r D"1%7/01/2015 Gi° OA - 01- Interstate Carports RlO Mike Hanson.std D° f-- OWul-2015 09:46 Reaction Envelope Cont... Horizontal Vertical Horizontal Moment Node Env FX FYFZ , MX MY MZ , (kip) ' (kip) (kip) (kip'ln) (kip1n) (kip'ln) 4244 -ve Load: 17 Load: 16 Load: 19 , 4366 +ve 0.012 . 0.224 0.127 0.000 0.000 0.000 ` 4366 +ve Load: 19 Load:7 Load: 16 - 4366 -ve -0.206 -0.146 -0.138 0.000 0.000 0.000 4366 -ve Load: 12 Load: 18 Load: 11 4370 +ve - 0.055 0.301 0.111 0.000 1 0.000 0.000 4370 +ve Load: 19 Load:7 Load:8 4370 -ve- -0.182 -0.147 -0.130 0.000 0.000 0.000 4370 -ve Load: 12 Load: 16 Load: 19 • 4377 -a 0.276 0.321 0.000 0.000 0.000 0.000 w , 4377 +ve Load: 14 Load:7 4377 -ve -0.087 -0.172 -0.177 0.000 0.000 0.000 • - 4377 -ve Load: 17 Load: 16 Load:8 4378 -a 0.193 0.634 0.000 0.000 0.000 0.000 4378 +ve Load: 14 . Load: 14 4378 -ve -0.064 -0.237 -0.141 0.000 0.000 0.000 _ 4378 -ve Wad: 17 Load: 17 Load:8 4379 +ve 0.157 0.186 0.080 0.000 0.000 0.000 4379 +ve Load: 14 Load: 17 Load:7 4379 -ve -0.147 -0.276 -0.175 0.000 0.000 0.000 ' 4379 -ve Load: 17 Load: 14 Wad: 16 4412 +ve 0.087 0.107 0.016 0.000 0.000 0.000 4412 +ve Wad: 14 Load:? Load:7 11,. 4412 -ve '-0.026 .0.438 2.376 0.000 0.000 0.000 ' 4412 -ve Load: 17 Load: 18 Wad: 16 ' 4413 -8 0.049 0.666 0.009 0.000 0.000 0.000 4413 -a Wad: 14 Load:7 Load:7 4413 -ve -0.016 -0.306 .0.537 0.000 0.000 0.000 4413 -ve Load: 17 Load: 16 Load: 16 4414 +ve 0.000 0.756 0.000 0.000 0.000 0.000 4414 +ve Load: 14• , 4414 -ve -0.128 0.000 .0.300 0.000 0.000 0.000 ' 4414 -ve Load: 14 - Load:8 44151!2 0.001 0.000 0.068 -0.000 0.000 ..0.000 4415 +ve Loatl: 17 - . Load:7 OFES$� 4415 4415 -ve -ve -0.178 Load: 14 -0.422 Load: 10 .0.288 Load: 16 0.000 0.000 0.000 �OQ� w CIVIL Failed Members -co - OMAR A. There is no data o7 this type. - . w ABU-YASEIN ST C73389 F -. m JULY 01 2015 A BUTTE COUNTY , BUILDING DIVISION APPROVED . SaM a Ike -J NASA ENIMIdN • Job N° Sheal 201-15-0181 Part No S013/22 Reva - J°bnue Mike Hanson J°bn1le Mike Hanson Ral By LAK R°1 9y LAK . Date07/01/2015 - om CA Dlinnl Interstate G1pm Interstate Carports - F0a Mike Hanson.std DH'0M- 01,1.1-2015 09:46 °°10rR"1p 01 -Jul -2015 09:46 Utilization Ratio Cont... Beam Analysis Property Design Property Beam Analysis Property Design Property Actual Ratio Allowabl Ratio Ratio ActJAllow.) ly (in') Clause UC Ax (in') Uly (in') • (in') Ix (in') 0.257 139 TS222212G, TS222212G, 0.038 1.000 0.038 Eq. HI -lb 7 0.933 0.715 0.715 1.070 Eq. 142 TS222212G, TS222212G, 0.032 1.000 0.032 Eq. 1-13-1 16 0.933 - 0.715 0.715 1.070 H1 -1b 145 TS222212G, TS222212G, 0.043 .1.000 0.043 Eq. H1 -1b 18 0.933 0.715 0.715 1.070 7 148 TS222212G, TS222212G, 0.374 1.000 0.374 Eq. Ht -lb 7 0.933 0.715 0.715 1.070 0.933 151 TS222212G, TS222212G, 0.321 1.000 0.321 Eq. H1 -lb 7 0.933 0.715 0.715 1.050- 0.715 154 TS222212G, TS222212G, 0.006 1.000 0.006 Eq. H3-1 19 0.933 0.715 0.715 1.070 0.715 157 TS222212G, TS222212G, 0.005 1.000 1 0.005 Sec. G1 11 1 0.933 0.715 0.715 1.070 0.715 - 160 TS222212G, TS222212G, 0.006 1.000 0.006 Eq. Hl -ib 7 0.933 0.715 0.715 1.070 1.070 163 TS222212G, TS222212G, 0.678 1.000 0.678 Eq. Hl -ib " 7 0.933 0.715 0.715 1.070 307 166 TS222212G, TS222212G, 0.218 1.000 0.218 Eq. H1 -1b 7 0.933 0.715 - 0.715 1.070 TS222212G, 169 TS222212GI TS222212G, 0.343 1.000 _ 0.343 Eq. H1 -lb • 7 0.933 0.715 0.715 1.070 TS222212G, 172 TS222212G, TS222212G, 0.119 1.000 0.119 Eq. Ht -1b 7 0.933 0.715 0.715 1.070 0.092 175 TS222212G, TS222212G, 0.437 1.000 0.437 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 1.000 178 TS222212G, TS222212G, 0.323 1.000 0.323 Eq. H1 -1b 7 ' 0.933 0.715 0.715 1.070 0.426 1 Eq. Ht -1b 181 1 TS222212G.1 TS222212G, 0.357 1.000 0.357 1 Eq. H1 -lb 7 0.933 0.715 0.715 1 1.070 7 • 184 TS222212G, TS222212G, 0.101 1.000 0.101 Eq. Hl -lb 18 0.933 0.715 0.715 1.070 0.933 187 TS222212G, TS222212G, 0.171 1.000 0.171 Eq. H7 -1b 7 0.933 0.715 0.715 1.070 - - 0.715 190 TS222212G, TS222212G, 0.373 1 1.000 0.373 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 0.715 193 TS222212G, TS222212G, 0.293 1.000 0.293 Eq. H1 -ib 7 0.933 0.715 0.715 1.070 1.070 196 TS222212G, TS222212G, 0.730 1.000 0.730 Eq. HI -lb • 7 0.933 0.715 0.715 1.070 343 199 TS222212G, TS222212G, 0.219 1.000 0.219 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 TS2222120, 202 TS222212G, TS222212G, 0.372 1.000 0.372 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 TS222212G, 205 TS222212G, TS222212G, 0.156 1.000 0.156 Eq. Ht -1b 7 0.933 0.715 0.715 1.070 0.090 208 1 TS2222120. I TS222212G, 0.399 1.000 0.399 Eq. Hi -1b 7 0.933 0.715 1 0.715 1.070 1.000 211 TS222212G.1 TS222212G, 0.310 1.000 0.310 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 0.423 214 TS222212G, TS222212G, 0.317 1.000 0.317 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 7 217 TS222212G, TS222212G, 0.126 1 1.000 0.126 Eq. H1 -lb 7 0.933 0.715 0.715 1.070 0.715 220 TS222212G, TS222212G, 0.036 1.000 0.036 Eq. H3-1 i6 0.933 0.715 0.715 1.070 1.070 223 TS222212G, TS222212G, 0.005 1.000 0.005 Eq. H1 -ib 18 0.933 0.715 0.715 1.070 373 226 TS2M12G, TS222212G, 0.017 1.000 0.017 Eq. 1,13-1 8 0.933 0.715 0.715 1.070 TS222212G, 229 TS222212G, TS222212G, 0.063 1.000 0.063 Eq. 1-13-1 19 0.933. 0.715 0.715 1.070 TS222212G, 232 TS222212G, TS22221243, 0.011 1.000 0.011 1 Eq. H1 -lb 15 . 0.933 1 0.715 0.715 1.070 0.305 235 TS222212G. TS222212G, 0.054 1.000 0.054 Eq. 1-13-1 11 0.933 0.715 0.715 1.070 1.000 238 TS222212G, I TS222212G, 0.245 1.000 0.245 Eq. HI -lb 7 0.933 0.715 0.715 1.070 0.051 241 TS222212G, TS222212G, 0.319 1.000 0.319 Eq. Hl -lb 7 0.933 0.715 0.715 1.070 Eq. 244 TS222212G, TS222212G, 0.252 1 1.000 0.252 Eq. Ht -lb 7 0.933 0.715 0.715 1.070 Hl -lb 247 TS222212G, TS222212G, 0.302 1.000 0.302 Eq. HI -lb 7 0.933 0.715 • 0.715 1.070 Eq. 250 TS222212G, TS222212G, 0.168 1.000 0.168 Eq. H1 -1b 7 0.933 0.715 0.715 1 1.070 1-11-tb 253 TS222212G, TS222212G, 0.333 1.000 0.333 Eq. HI -lb 7 0.933 0.715 0.715 1.070 7 256 TS222212G, TS222212G, 0.133 1.000 0.133 Eq. H1 -ib 7 0.933 0.715 0.715 1.070 0.933 259 TS222212G, TS222212G, 0.462 1.000 0.462 Eq. H1 -ib 7 0.933 0.715 0.715 1.070 0.7151 262 TS222212G, TS222212G, 0.283 1.000 0.283 Eq. HI -ib 7 0.933 0.715 0.715 1.070 0.715 265TS222212G, TS222212G, 0.324 1.000 0.324 Eq. H1 -1b 7 0.933 0.715 0.715 1.07 268 TS222212G, TS222212G, 0.302 1.000 0.302 Eq. Ht -lb 7 0.933 0.715 0.715 1 271 TS2M12G, TS222212G,l 0.228 1 1.000 0.228 Eq. HI -Ib 7 1 0.933 1 0.715 0.715 274 TS222212G, TS222212G, 1 0.330 1 1.000 0.330 Eq. H1 -1b 7 1 0.933 1 0.715 0.715 r QROFESS/O CIVIL w OMAR A. ABU-YASEIN S� C73389 �P SOF CA0O� 6oxwara lleanse4roA4A Eripinea4n4 • No shoat No - 201-15-0181 S014/22 Pan - Rev J°bnue Mike Hanson Ral By LAK D-07/01/2015 - - cn4OA Dlinnl Interstate Carports - Pea Mike Hanson.sto DH'0M- 01,1.1-2015 09:46 Utilization Ratio Cont... Beam Analysis Property Design Property Actual Allowabl Ratio Ratio Ratio Act./Allow.) Clause L/C Ax (in) Iz (in') ly (in') Ix (in') 277 TS222212G, TS222212G, 0.257 1.000 0.257 Eq. HI -Ib 7 0.933 0.715 • 0.715 1.070 280 TS222212G, TS222212G, 0.304 1.000 0.304 Eq. 1-11-tb 7 0.933 0.715 0.715 1.070 283 TS222212G, TS222212G, 0.151 1.000 0.151 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 286 TS222212G, TS222212G, 0.324 1.000 0.324 Eq. Hl -ib 7 0.933 0.715 0.715 1.070 289 TS222212G, TS222212G, 0.131 1.000 0.131 Eq. H1-tb. 7 0.933 0.715 0.715 1.070 292 TS222212G, TS222212G, 0.166 1.000 0.186 Eq. 1,13-1 8 0.933 0.715 0.715 1.070 - 295 1 TS222212G. I TS222212G, 0.040 1.000 0.0401 Eq. H3-1 8 0.933 0.715 0.715 1.070 298 TS222212G, TS222212G, 0.032 1.000 0.032 Eq. 1,13-1 ' 16 0.933 0.715 0.715 - 1.070 301 TS222212G, TS222212G, 0.056 1.000 0.056 Eq. Sec. D2 _ 7 0.933 0.715 0.715 1.070 304 TS222212G, TS222212G, 0.139 1.000 0.139 Eq. 1-13-1 19 0.933 0.715 0.715 1.070 307 TS222212G, TS222212G, 0.081 1.000 0.081 Eq. H1 -lb 7 0.933 0.715 0.715 1.070 310 TS222212G, TS222212G, 0.101 1.000 0.101 Eq. Ht -lb 7 0.933 0.715 0.715 1.070 313 TS222212G, TS222212G, 0.138 1.000 0.138 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 316 TS222212G, TS222212G, 0.092 1.000 _ 0.092 Eq. H1.1b 7 0.933 0.715 0.715 1.070 319 TS222212G, TS222212G, 0.134 1.000 0.134 Eq. Ht -1b 7 0.933 0.715 0.715 1.070 322 1 TS222212G, I TS222212G, 0.426 1.000 0.426 1 Eq. Ht -1b 7 1 0.933 0.715 0.715 1.070 325 TS222212G, TS222212G, 0.134 1.000 0.134 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 328 TS222212G. TS222212G, 0.081 1.000 0.081 Eq. H7 -1b 7 0.933 0.715 0.715 Iwo 331 TS222212G, TS222212G, 0.103 1.000 0.103 Eq. H7 -1b 7 0.933 - - 0.715 0.715 1.070 334 TS222212G, TS222212G, 0.138 1.000 0.138 Eq. H7 -lb 7 0.933 0.715 0.715 1.070 337 TS222212G, TS222212G, 0.210 1.000 0.210 Eq. Ht -1b 7 0.933 0.715 0.715 1.070 340 TS222212G, TS222212G, 0.083 1.000 0.083 Eq. Hl -lb 7 0.933 0.715 0.715 1.070 343 TS222212G, TS222212G, 0.137 1.000 0.137 Eq. H3-1 " 19 0.933 0.715 0.715 1.070 346 TS2222120, TS222212G, 0.042 1.000 0.042 Eq. Sec. D2 7 0.933 0.715 0.715 1.070 349 TS222212G, TS222212G, 0.423 1.000 0.4231 Eq. H1 -1b 11 0.933 0.715 0.715 1.070 352 TS222212G, I TS222212G, 0.090 1.000 0.090 Eq. H1 -1b. 7 ..0.933 0.715 0.715 1.070 355 TS222212G, TS2222120, 0.057 1.000 0.057 Eq. Hl -1b 7 0.933 1 0.715 0.715 1.070 358 TS222212G, TS222212G, 0.423 1.000 0.423 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 361 TS222212G, TS222212G, 0.135 1.000 0.135 Eq. Ht -1b 7 0.933 0.715 0.715 1.070 364 TS222212G, TS222212G, 0.092 1.000 0.092 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 367 TS222212G, TS222212G, 0.221 1.000 0.221 Eq. Hl -1b 7 0.933 0.715 0.715 1.070 370 TS222212G, TS222212G, 0.149 1.000 0.149 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 373 TS222212G, TS222212G, 0.108 1.000 0.108 Eq. Hi -lb 7 0.933 0.715 0.715 1.070 376 TS222212G, TS222212G, 0.085 1.000 0.085 1 Eq. HI -lb 7 1 0.933 0.715 0.715 1.070 379 TS222212G, TS222212G, 0.123 1'0000.123 Eq. Hl -lb 7 0.933 0.715 0.715 1.070 382 TS222212G, TS222212G, 0.305 -.1.000 0.305 Eq. H1 -1b 7 0.933 1 0.715 0.715 1.070 385 TS222212G, TS222212G, 0.107 1.000 0.107 Eq. HI -lb 7 0.933 0.715 0.715 1.070 388 TS222212G. TS222212G, 0.051 -1.000 0.051 Eq. H7 -1b 7 0.933 0.715 0.715 1.070 391. TS222212G. TS222212G, 0.127 1.000 0.127 Eq. H3.1 8 0.933 0.715 0.715 1.070 394 TS222212G, TS222212G, 0.011 1.000 0.011 Eq. Hl -lb 7 0.933 0.715 0.715 1.070 397 TS222212G, TS222212G, 0.070 1.000 0.070 Eq. 1-13-1 19 0.933 0.715 0.715 1.070 400 - TS222212G, TS222212G, 0.306 1.000 0.306 Eq. 1-11-tb 7 0.933 0.715 0.715 1.070 403 TS222212G. TS222212G, 0.249 1.000 0.249 Eq. F:11 -ib 7 0.933 0.715 0.715 1.070 408 TS222212G, TS222212G, 0.316 1.000 0.316 Eq. H1 -1b 7 0.933 0.715 1 0.715 1.070 9 TS222212G, I TS222212G, 1 0.241 1.0001 0.241 1 Eq. H1 -ib 7 0.933 0.7151 0.715 1.070 TS222212G,j TS222212G,l 0.299 1 1.000 1 0.299 1 Eq. H1 -1b 1 71 0.933 1 0.7151 0.715 1.070 JULY 01 2015 oU 1'1 C VUU1M I i BUILDING DIVISIC APPROVED JULY 01 2015 r "MI .� JULY 01 2015 ' l < JULY 01 2015 ' _ ' q Analysts Design Prope Actual Allowabl Ratio Clause ,- i ., ' C*) ST JULY Ax Iz - bD No sDeel Nn aev - 201-15-0181 S021/22 Svtw aGoenso4 bAAA Eryrinee4ry • - Pan - Job No a $beet No ,• Rel' 201-15-0181SO 22/22, SO- llc°n°eJ WR SA ENI -AN - Port Job We Mike Hanson - a°1 By LAK 041'07/01/2015 M GA . bnue Mike Hanson - a°I - '- r - or LAK " ' • 1-07/01/2015 Gid GA cne^' Interstate Carports F°B Mike Hanson.sttl DBtON1°1° 01 -Jul -2015 09:46 - Gil- Interstate CarportsFoe Mike Hansonsttl D8f0r11nio 01 -Jul -2015 09:46 Utilization Ratio Cont... Utilization Ratio Cont... , = i Beam Analysts Deslgn Actual Allowabl Ratio Clause UC Ax Iz ly Ix Property Property Ratio Ratio AcIJAllow.) (in') (in') (in') (in') 7384 Rec10.50x0. N/A 0.254 0.005 0.005 0.009 1387 TS222212G, TS222272G, 0.085 1.000 0.065 Eq. H1 -lb 7 0.933 0.715 0.715 1.070 1390 Reel 0.50x0. NIA 0.254 0.005 0.005 0.009 F 1393 Reel 0.50x0. N/A _ 0.254 0.005 0.005 0.009 1396 TS222272G TS222272G, 0.097 1.000 0.097 Eq. Hi -lb 7 0.933 0.715 0.715 1.070 1399 Reel 0.50x0. N/A -- 0.254 0.005 0.005 0.009 1402 Reel 0.50x0. N/A 0.254 0.005 0.005 0.009 7405 TS222272G, TS222272G, 0.086 1.000 0.086 Eq. H3-1 7 0.933 0.775 0.715 1.070 1408 TS222272G, TS222272G, 0.050 7.000 0.050 Eq. H7 -lb 7 0.933 0.715 0.715 1.070 1417 TS222272G, TS222272G, 0.086 7.000 0.086 Eq. H3-1 7 0.933 0.715 0.715 1.070 1414 TS222272G, TS222272G, 0.049 1.000 0.049 Eq. Hl -lb 7 0.933 - 0.715 0.715 7.070 1417 TS222212G, TS222272G, 0.039 1.000 0.039 Eq. H3-1 7 0.933 0.775 0.715 1.070 1420 TS222212G, TS222212Gr 0.044 7.000 0.044 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 1423 TS222212G, TS222272G, 0.005 1.000 0.005 Eq. H3-1 7 0.933 0.715 0.715 7.070 1426 TS222212G, TS222272G, 0.088 1.000 0.088 Eq. Hl -lb 7 0.933 0.715 0.715 1.070 1429 TS222272G, TS222272G, 0.005 1.000 0.005 Eq. H3-1 7 0.933 0.715 0.715 1.070 ' 1432 TS222212G, TS222212G, 0.044 1.000 0.044 Eq. Hl -lb 7 0.933 .0.715 0.715 7.070 1435 TS222212G, TS222212Gr 0.008 1.000 0.008 Eq. H7 -lb 18 0.933 0.715 0.715 1.070 1438 TS222272G, TS222212G, 0.049 1.000 0.049 Eq. H7 -1b 7 0.933 0.715 0.715 7.070 7441 TS222272G, TS2222120, 0.039 1.000 0.039 Eq. H3-1 7 0.933 0.715 0.715 1.070 7444 TS222272G, TS222212G, 0.050 1.000 0.050 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 1447 T5222212G, TS222272G 0.086 1.000 0.086 Eq. H3 -t 7 0.933 0.715 0.715 1.070 7450 TS222212G, TS222212G, 0.704 1.000 0.104 Eq. Hl -lb 16 0.933 0.715 0.715 7.070 1453 Reel 0.50x0. NIA 0.254 0.005 0.005 0.009 1456 Reel 0.50x0. N/A 0.254 0.005 0.005 0.009 1459 Reel 0.50x0. N/A 0.254 0.005 0.005 0.009 1462 Reel D.SOxO. N/A 0.254 0.005 0.005 0.009 1465 Reel 0.50x0. N/A 0.254 0.005 0.005 0.009 1468 Reel 0.50x0. N/A 0.254 0.005 0.005 0.009 1471 Reel 0.50x0. N/A 0.254 0.005 0.005 0.009 1474 Reel 0.50x0. N/A - 0.254 0.005 0.005 0.009 • 1477 TS222272G, TS222272G. 0.020 1.000 0.020 Eq. H3-1 7 0.933 0.715 0.715 1.070 7480 Reel 0.50x0. N/A 0.254 0.005 0.005 0.009 1483 TS222212G, TS222212G, 0.070 1.000 0.070 Eq. H1 -1b 7 0.933 0.715 0.715 1.070 QFtOF ESS/O� CIVIL , *' r OMAR A. BU-YASEIN C73389 Q ° TF OF CAS y 7486 Reel 0.50x0. N/A 0.254 0.005 0.005 0.009 1489 TS222272G, TS222272G, 0.039 7.000 0.039 Eq. Sec. D2 7 0.933 0.715 - 0.715 1.070 1492 Reel 0.50x0. WA .0.254 0.005 0.005 0.009 1495 TS222272G, TS222272G, 0.045 1.000 0.045 Eq. Sec. D2 7 0.933 0.715 0.715 1.070 1498 Reel 0.50x0. N/A - 0.254 0.005 .. 0.005 0.009 1507 TS222212G, TS222272G, 0.047 1.000 0.047 Eq. Sec. 02 7 0.933 0.715 0.715 1.070 1504 Reel 0.50x0. N/A 0.254 0.005 0.005 0.009 1507 TS222272G, TS222272G, 0.044 1.000 0.044 Eq. Sec. D2 7 0.933 0.715 0.715 7.070 1570 Reel 0.50x0. N/A - 0.254 0.005 0.005 0.009 1573 TS2222720. TS222272G, 0.034 7.000 0.034 Eq. Sec. 02 7 0.933 0.715 0.715 1.070 1516 Reel 0.50x0. N/A 0.254 0.005 0.005 0.009 1519 TS222272G, TS222212G, 01 2015 - BUTTE COUNTY _ BUILDING DIVISION APPROVED Beam Analysts Design Prope Actual Allowabl Ratio Clause ,- UC Ax Iz - ly - Ix 0.021 7.000 0.021 Eq. H3-1 7 0.933 0.715 0.715 1.070 Beam Analysts Design Prope Actual Allowabl Ratio Clause ,- UC Ax Iz - ly - Ix N l Y� v +• ti r "moi + - • •''�'. _ - - .- .. .. ���~ •� Uzi' l T. •%.� ' 1 _ _ �V�O . — • +T... T 1a See attach.,d-'Minimum erosion control and j •�. ..« — sediment controls, for projects disturbing less m U) << yny y - 9` 0 � Z U C [� p than one acre .. a oLn LL .+ r �a 0.`4, a s z� O �` d Fa�3° DQ. p — i O V N - = Lu J _ - - .r - _ - - •w N O - . o %_ F y wm� aD O aNZ 000�z N. +v'J U W Lu b fl w>waWaN oo •fM a - , �` _ 4 "r .. 7�TTt Z4 �FOFLLae Q U ,'i r .1 - I �. •� ;b", , a - •A its' ON DVllriOzaz�aJ 0 rI-KE 11A . s' COUNTY' < g z o� m Ln o Ow ,. JUL 0: 9 2015 Nowo Ln � o 2092 TABLE MOUNTAI-11. BLVD m � N . DEVELOPMENT W =F< J _ m z � a O ISO V I L L E CA 959,G5 SERVICES Z= w o o 6 5 p 6 wNQZ�o� 9 i�l`J—� wz6w" WN z >4; h N z� Q A 42'. X 3 .I X 12' ICED DARN / _ Z3.:: W - _. (2) 12 X 3 1 X ^9 - 6 /8 LEAN TO r w W. CoZ _0� °Z z W > > W t �m w > W ,o Q Q F- ` 4 O l4- o 0 0 DESIGN NOTES DESIGN CRITERIA - ` t DRAWING INDEX - - a G '� ALL CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE' WITH (IB ; PREVAILING CODE: • -CBC 2013 C 201 2) 1 ........ COVER SHEET < �Q3o IBC 201 2 ASCE 7-10, OSHA, AI5C 360, AWSD 1. 1 CODES AND USE GROUP: U (CARPORTS, BARNS) �' Q� `" RISK CATEGORY: I-" 2 ....:... ELEVATIONS ' � °N` M ALL APPLICABLE LOCAL REQUIREMENTS. M °o N Q U 00 2. BASE CONNECTIONS SHALL BE PROVIDED AS SHOWN ON I . DEAD LOAD (D) D = 2.0 P5 3 ........FOUNDATION DETAILS > o N t - 2. ROOF LIVE/5NOW LOAD (Lr) Lr = 20 P5F s r q - o0 FOUNDATION DETAILS SHEET. _ 3. SNOW LOAD (5) 4 ........ FLOOR PLAN * ANCHORS c7' w 0000 r 3. ALL MATERIALS IDENTIFIED BY MANUFACTURER NAME MAYBE - GROUND SNOW LOAD - IMPORTANCE FACTOR Pg =_O PSF a Is.= 0.80' - - 5 ........ FRAME SECTION DETAILS ®Q ~ o C/) SUBSTITUTED WITH MATERIAL EQUAL OR EXCEEDING ORIGINAL.` 4. WIND LOAD (W) N 4. ALL SHOP CONNECTIONS SHALL BE WELDED CONNECTIONS: DE51GN WIND SPEED Vult =. 105 MPH f + GA ...... SIDE WALL FRAMING t DETAILS' EXPOSURE C , ,. 5. ALL FIELD CONNECTIONS SHALL BE TEK5 # 12 (1/4"X 1"). 5. SEISMIC LOAD (E) ;_ �' GB...... 51DE WALL DETAILS` SEAL: G. STEEL SHEATHING SHALL BE 29GA. CORRUGATED GALV. OR SDs/SD 1 4 0.49 1 /0.28 I t ' PAINTED STEEL - MAIN RIB HT. 3/4" (FY=80K51) OR EQ AND SPAN DESIGN CATEGORY D '` 7A ....... END WALL FRAMING .. '` - ESS/O IMPORTANCE FACTOR — le P I :00 • ' _ �'F ACROSS AT LEAST THREE BAYS. a ....... s '-" END WALL DET S 7B AIL 7.; ALL STRUCTURAL LIGHT GAUGE TUBING AND CHANNELS SHALL LOAD COMBINATIONS: r ,VIL CABU-YASEIN I . D + (Lr OR S) v; _ SPECIAL INSPE R A. rn {BE GRADE 50 STEEL. 2. D +.(O.GW OR ±0.7E) ', . ' m STRUCTURAL TUBE T52 1/2"X2 1/2" -' 14GA. IS EQUIVALENT TO 3. D + 0.75 (O.GW OR -F0.7E) +,0.75 (Lr OR' 5)' I 4. O.GD + OR ±0.7E) M �� 1. PERIODICINSPECTIONS ARE REQUIRED FOR ALL POST -INSTALLED ANCHORS IN " • a "X ONE MAY BE USED IN LIEU OF (O.GW PERMIT# �d(o d, C73389 2 1/4 2 174" - 1 2GA AND EITHER BUTTE COUNTY DEVELOPMENT SERVICES i CONCRETE AS PER ACI 3 18. J ��TFOF - .:,THE OTHER. .. REVIEWED FOR , CAO�- _ CODE COMPLIANCE DATE --:Z& EXPIRES: 12/31/2016 - FILE. COf r z 1,0.175.0 DATE SIGNED: JULY 012015 J,' T; ' TOP OF CONC. 121-011 .. , 1 2'-0" J t TOP OF I - y YS = 1 2 x —�3^ Ir N FRONT END WALL ELEVATION SCALE: 1/5".: 1' ? •h� "o.12. .. �' 4 co Ln 0 30'-0" Ln RIGff SIDE WALL ELEVATION " . .. » ♦ ;.y. ��� r SCALE: 1/8" • I' U-- -12, X O O Ov N W 3 �' • t I p0[ z _ m t o p W O z ui ' n 0 O U W -r" ♦ r f! t t K• 11-1 ' .. o, s Ln `, O ,�i 4t y '•i o g O ,. 12 --11.5 Q W 1 - .Lu Z ' y . r-- LuW ' i , = W l > Q . > Q L11 f- } _ Q .. _ " ` • ° f _ fir- O . y 1 2'-0" 1 2'-0" 1I 18'-O" i 121-011 1 2'-0" v/i °O - rn t _ BACK -END WALL ELEVATION ,. PERM IT# -0-424 00 i z SCALE: 1/5": I ' BUTTE COUNTY DEVELOPMENT SERVICES - j o �. REVIEWED FOR Y N CODE COMPLIANCE 00 DATE -1 23 20 IS B y . Ir 00 �� > TOP OF CON`C. 30'-0" 10, • • - ` • �" �'-[ l LEFT 51 DE WALL ELEVATION SCALE: 1 /8" . 1' SEAL ,OQ�OFESS/O�` CIVIL OMAR A. m ABU-YASEIN C73389 �S OF CAL�O� . EXPIRES: 12/31/2016 ., _" DATE SIGNED: JULY 01 2015 x TOP OF CONC. 30'-0" RIGff SIDE WALL ELEVATION " . .. » ♦ ;.y. ��� r SCALE: 1/8" • I' �� > TOP OF CON`C. 30'-0" 10, • • - ` • �" �'-[ l LEFT 51 DE WALL ELEVATION SCALE: 1 /8" . 1' SEAL ,OQ�OFESS/O�` CIVIL OMAR A. m ABU-YASEIN C73389 �S OF CAL�O� . EXPIRES: 12/31/2016 ., _" DATE SIGNED: JULY 01 2015 FOUNDATION NOTES: I . MIN. SLAB SIZE SHALL BE.GG'-5 1/2" X 30'-5 1/2" 2. CONTROL JOINTS SHALL BE PLACED 50. A5 TO LIMIT MAX. SLAB SPANS TO.20' IN EACH DIRECTION. 3. CONCRETE ANCHORS SHALL BE LOCATED AS SHOWN ON THE FLOOR PLAN (SEE SHEET 3). 2. MIN. EMBEDMENT DEPTH OF ANCHORS TO BE 4". 3. ANCHORS TO BE SPACED NO MORE THAN 6" FROM POSTS. 4. ALL ANCHORS TO BE A307 EQUIVALENT OR BETTER. 5. DEPTH OF SLAB TURN DOWN FOOTING SHALL BE GREATER THAN FROST DEPTH SPECIFIED PER LOCAL CODE. MAX. G" COLUMN POST ANCHOR BASE RAIL v -a d 4 8 ° o U N 0z 51DE ELEVATION w � ILw mmmmD e o ® eMM BASE RAIL 2 1/4" 5Q. X 1 2GA TUBE COLUMN POST 2 I/4" SQ. X I2GATUBE A A A A ANCHOR W 5/8"0 X 7" EXPANSION / WEDGE BOLTS q 0MIN. 4" I Ll MIN. 4" Q U I EDGE DISTANCE G. ASSUMED SOIL BEARING GAPAGITY IS TO BE A MIN. OF 1500 I -A COLUMN P05T EDGE DI5TANGE 7. CONCRETE STRENGTH TO BE A MIN OF 2500 P51 @ 28 DAYS. 1- 1/2" x I -1/2" CONCRETE SLABANCHOR NOTCH MIN. 4" THICK i 1 I BASE RAIL — 1 GRADE I'. o a e II. ! •' GRADE GXG - W2.0 X W2.0 WWF (3) #4.REBAR CONT. z AS PER LOCAL 1 2" w w 1211 CODE MIN. 12" 0 ALT. NOTCHED DETAIL Q U FOUNDATION DETAIL I SCALE: 3/4" : I' A A A A A A A A A A A A A A A A A A A A A ED Ln Lq O Q z� 3 L O OU JE W ( 4.c) NO m JJ A A A A A > (_j CONTROL JOINT N O W O m' 0 C W z p O N Z U A I A O W A d1 A A j A I A I A I A I A A A A A A A A A A A A A o 0 I'- LL GG' -5 2' FOUNDATION PLAN SCALE: 1/8" : I' N51DE P05T5 FOUNDATION DETAIL 2 SCALE: 3/4" : 1' PERMIT # ;215 - Vlol� BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE Z SEAL: o ED Ln Lq O Q z� L O OU JE W ( 4.c) NO m JJ JQ ED > (_j N O W O m' 0 C W z p O N Z U W Z O W -Wi Y U W w ,, / Q 1� z oUCLC)U) �z v O O u- U o 0 I'- LL ED N 2 m z O z Q =w LLJ o Z } ~ Z m z o _ w o 0 Q �00 rn � U 00 e >as o _ F N 00 N U 00 w 00 r-, oc/) 00 C9 OFESS/0, Q` CIVIL F2 OMAR A. m BU-YASEIN S� C73389 �Q \F OF CA\Y- � EXPIRES: 12/31/2016 DATE SIGNED: JULY 012015 11 o 0 o co in U Q N v GG' -0" FLOOR PLAN SCALE: 3/1 G" : P o CORNER O^ 4'-011 4'-0" 4'=0" 4'-0" 4'-0" 4'-0" 4'-G" 2 SPACES @ 54" = 9'-O" 4'-G" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" ' - co Lei z DOOR POST . .COLUMN P05T Eur s QZ Ln P05T w Z O � ANCHOR Ln ANCHOR ANCHOR Ln Ln o< o " BASE RAIL 0 BA5E RAIL ANCHOR DETAIL ANCHOR DETAIL ANCHOR DETAIL I 2 3 SCALE: 1/2": I SCALE: 1/2" : I ' SCALE. 1/2": I z 0 NO O Z CO 0 U Z z )W Y F Of ` O 7-_ W Z 0 U to " U Q_ O O O -j O O O O II J m II 11 N-/ O Q m 0 N 2 0- - w �' dU aU aUi Q w - w W. T) Q Q Q .(L IL 17 m _ i 2 '- 4 O p p w O O Ln Ln 5 I 4 Ln `n 4 4 3 rjl 1111 rzl n'l 21_x"11 gl_GII 1_GII - (al_nll 1- all �I_nll 12I_nll OI_n,, I_/•II 91_OII '_G" 2'-0" 8'-0" - 21-011,n GG' -0" FLOOR PLAN SCALE: 3/1 G" : P DOOR/ lit COLUMN P05T ANCHOR BASE RAIL . ANCHOR DETAIL 4 5CALE: 1 /2 : I ' o CORNER O^ DOUBLE COLUMN T) ' - co Lei z DOOR POST . .COLUMN P05T Ln QZ Ln P05T w Z O � ANCHOR ANCHOR ANCHOR O o< o " BASE RAIL BASE RAIL BA5E RAIL ANCHOR DETAIL ANCHOR DETAIL ANCHOR DETAIL I 2 3 SCALE: 1/2": I SCALE: 1/2" : I ' SCALE. 1/2": I DOOR/ lit COLUMN P05T ANCHOR BASE RAIL . ANCHOR DETAIL 4 5CALE: 1 /2 : I ' NOTE: SEE 511EET 3 FOR ANCHOR TYPE # MEMBER PROPERTIES PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE SEAL: DATE �l123 ��Is y CORNER COLUMN �OQ�OFESg/O�,` P05T Q- CIVIL �` 10R BASE RAIL —v ANCHOR DETAIL 5 SCALE: 1/2": I ' S' �� 2O OMAR A. m ABU-YASEIN X s� C71189 S gTFOF CAL\FOe� M. Cn kn kn _p C,4 r,- 0 0� r- ed � M U 00 > o `O 00 N U 00 cis 00 � r; 0 00 N EXPIRES: 12/31/2016 DATE SIGNED: JULY 012015 o — O^ J T) - co Lei z O Q Ln QZ Ln w Z O � H w w LL O O o< o :E w Z v J J U CD z 0 NO O Z CO 0 U Z z )W Y F Of Q 7-_ W Z 0 U to " U Q_ LL UO p -j O O O J m Lr) N-/ O Q m N 2 m. NOTE: SEE 511EET 3 FOR ANCHOR TYPE # MEMBER PROPERTIES PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE SEAL: DATE �l123 ��Is y CORNER COLUMN �OQ�OFESg/O�,` P05T Q- CIVIL �` 10R BASE RAIL —v ANCHOR DETAIL 5 SCALE: 1/2": I ' S' �� 2O OMAR A. m ABU-YASEIN X s� C71189 S gTFOF CAL\FOe� M. Cn kn kn _p C,4 r,- 0 0� r- ed � M U 00 > o `O 00 N U 00 cis 00 � r; 0 00 N EXPIRES: 12/31/2016 DATE SIGNED: JULY 012015 O^ T) - z Q w w w Z O � H w w <=n NOTE: SEE 511EET 3 FOR ANCHOR TYPE # MEMBER PROPERTIES PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE SEAL: DATE �l123 ��Is y CORNER COLUMN �OQ�OFESg/O�,` P05T Q- CIVIL �` 10R BASE RAIL —v ANCHOR DETAIL 5 SCALE: 1/2": I ' S' �� 2O OMAR A. m ABU-YASEIN X s� C71189 S gTFOF CAL\FOe� M. Cn kn kn _p C,4 r,- 0 0� r- ed � M U 00 > o `O 00 N U 00 cis 00 � r; 0 00 N EXPIRES: 12/31/2016 DATE SIGNED: JULY 012015 W/ NEOPRENE/STEEL WAST ROOF SHEATHING - SE SCHEDULE FOI FA5TENE1 REQUIREMENT: G" LG. COLUMN SLEEVE -FIELD BOLT E.S. W/ (E) # 12 X I" TEK5 SCREWS AS SHOWN 51DE WALT SHEATHING SEE 5CHEDULI FOR FASTENEF REQUIREMENT_` 1 k , k 12' 12' 17-9 Y' 12' FRAME SECTION SCALE: 1/4" : 1' TYP. FRAME DETAI LO SCALE: 3/4" : I ' SIDE WALL SHEATHING - SEE SCHEDULE FOR FASTENER REQUIREMENTS G" LG. COLUMN SLEEVE - FIELD BOLT W/ (G) # 12 X I " TEK5 SCREWS AS SHOWN BASE RAIL — COLUMN PO5T 12' SIDE WALL SHEATHING - TO OVERLAP LEAN-TO ROOF SHEATHING / COLUMN PERMIT# P S O(o45 POST BUTTE COUNTY DEVELOPMENT SERVICES LEAN-TO REVIEWED FOR BASEDETAIL 2 SCALE: 3/4" : I' RED BARN LEAN-TO ROOF BEAM ROOF MEMBER , � C PEAK BRACE - ;ATTACH W/ (2) # 12 XEK5 SCREW E.5. (AL 4 EACH END). MTAIN MIN. I" EDGE DISTANCE AND SPACING PEAK BRACE DETAIL 3 O SCALE: 3/4": P ROOF BEAM CODE COMPLIANCE DATE " G"LG. CONNECTOR SLEEVE SHOP WELDED TO TOP AND FIELD BOLTED TO VERT. SAME NUM. OF SCREWS AS BOTTOM LEAN TO CONNECTION 4 SCALE: 3/4": P SEAL 12" LG. CONNECTOR SLEEVE - FIELD BOLT TO BOTH TUBES W/ o - COLUMN P05T 2 1/4" SQ. X I2GATUBE ROOF MEMBER 2 1/4" SQ. X 1 2GA TUBE BASE RAIL 2 1/4" SQ. X 1 2GA TUBE PEAK BRACE 2 1/2" X 14GA CHANNEL KNEE BRACE 2 1/2" X 14GA CHANNEL CONNECTOR SLEEVE Q 2" SQ. X 1 2GA TUBE QLn - P LOCATIONCORNER PANEL SIDE LAPS EDGE LAPS ELSEWHERE SPACING G" CC MIN. 1 4" CC 8" CC FASTENER TYPE: TEK5 # 12x I " SELF -DRILL SCREWS W/ NEOPRENE/STEEL WAST ROOF SHEATHING - SE SCHEDULE FOI FA5TENE1 REQUIREMENT: G" LG. COLUMN SLEEVE -FIELD BOLT E.S. W/ (E) # 12 X I" TEK5 SCREWS AS SHOWN 51DE WALT SHEATHING SEE 5CHEDULI FOR FASTENEF REQUIREMENT_` 1 k , k 12' 12' 17-9 Y' 12' FRAME SECTION SCALE: 1/4" : 1' TYP. FRAME DETAI LO SCALE: 3/4" : I ' SIDE WALL SHEATHING - SEE SCHEDULE FOR FASTENER REQUIREMENTS G" LG. COLUMN SLEEVE - FIELD BOLT W/ (G) # 12 X I " TEK5 SCREWS AS SHOWN BASE RAIL — COLUMN PO5T 12' SIDE WALL SHEATHING - TO OVERLAP LEAN-TO ROOF SHEATHING / COLUMN PERMIT# P S O(o45 POST BUTTE COUNTY DEVELOPMENT SERVICES LEAN-TO REVIEWED FOR BASEDETAIL 2 SCALE: 3/4" : I' RED BARN LEAN-TO ROOF BEAM ROOF MEMBER , � C PEAK BRACE - ;ATTACH W/ (2) # 12 XEK5 SCREW E.5. (AL 4 EACH END). MTAIN MIN. I" EDGE DISTANCE AND SPACING PEAK BRACE DETAIL 3 O SCALE: 3/4": P ROOF BEAM CODE COMPLIANCE DATE " G"LG. CONNECTOR SLEEVE SHOP WELDED TO TOP AND FIELD BOLTED TO VERT. SAME NUM. OF SCREWS AS BOTTOM LEAN TO CONNECTION 4 SCALE: 3/4": P SEAL 12" LG. CONNECTOR SLEEVE - FIELD BOLT TO BOTH TUBES W/ o — O m inv 1 O z Q QLn z Q w J O z O OU W cQ 'f' LW z J QW Lu O m> vi NO 0) z O Z m N O U W Z Y W SU 0 W z W U) O o- W 0 0 m ,n o • W g CD N � m O Z } c� m Z z � Of Q 0 0 0 (1 2) FASTENERS Q�OFESS/O 1 ADD'L LEAN-TO �O �9� — / ROOF BEAM�,� CIVIL G" LG. CONNECTOR, SLEEVE' -FIELD BOLT W/ (G) FASTENERS E.S. I MIN -7e, COLUMN P05T LEAN TO CONNECTION 5 SCALE: 3/4": I' Q •� M c/)� �n c1l' Q M ti W o 00 a w00 0 o 00 00 N V% OMAR A. m w. ABU-YASEIN X s� C73389 S ATF OF CAvf EXPIRES: 12/31/2016 DATE SIGNED: JULY 012015 z O z Q w w J w w z Lu O vi O Z } c� m Z z � Of Q 0 0 0 (1 2) FASTENERS Q�OFESS/O 1 ADD'L LEAN-TO �O �9� — / ROOF BEAM�,� CIVIL G" LG. CONNECTOR, SLEEVE' -FIELD BOLT W/ (G) FASTENERS E.S. I MIN -7e, COLUMN P05T LEAN TO CONNECTION 5 SCALE: 3/4": I' Q •� M c/)� �n c1l' Q M ti W o 00 a w00 0 o 00 00 N V% OMAR A. m w. ABU-YASEIN X s� C73389 S ATF OF CAvf EXPIRES: 12/31/2016 DATE SIGNED: JULY 012015 TS 24" X 12GA DIAPHRAGM BOUNDARY CHORD - TYP. ' " 4 SPACES GO" — — 20' O" 5' O" COLUM POST COLUMN— POSTS BA5E RAIL T5 24' X 1 2GA DIAPHRAGM 1 BOUNDARY CHORD - TYP. \ COLLIN PO51 �—V "T ✓I nIJL✓ �,C7V - LV -V ✓-V Ilk 2 1/4" 5Q. X 12GATU13E CONNECTOR SLEEVE 2" 5Q...X 1 2GA TUBE DOOR 1-05T 2 1/4" 5Q. X 1 2GA TUBE DOUBLE HEADER (2) 2 1/4`5Q. X 1 2GA TUBE v \ — O, 2 u S � L GB Ln LL z� — O GBI 0 0- O 5 i BASE RAIL N �.. \ N — GB' O \ O m> p 5 / `4 BASE RAIL GB' \ I GB `GB, NO o m p COLUMN— POSTS BA5E RAIL T5 24' X 1 2GA DIAPHRAGM 1 BOUNDARY CHORD - TYP. \ COLLIN PO51 LEFT 51DE WALL FRAMING. -MAIN BUILDING T524'x 12GADIAPHRAGM SCALE: 3/1 G" : P BOUNDARY CHORD - TYP.. ACES O" — 20' O" " �—V "T ✓I nIJL✓ �,C7V - LV -V ✓-V Ilk 2 1/4" 5Q. X 12GATU13E CONNECTOR SLEEVE 2" 5Q...X 1 2GA TUBE DOOR 1-05T 2 1/4" 5Q. X 1 2GA TUBE DOUBLE HEADER (2) 2 1/4`5Q. X 1 2GA TUBE m L — O, 2 u L GB Ln LL z� — O 0 oU O 5 i BASE RAIL • �.. \ N — GB' O GES O m> p -.2 ni nl,I, LEFT 51DE WALL FRAMING. -MAIN BUILDING T524'x 12GADIAPHRAGM SCALE: 3/1 G" : P BOUNDARY CHORD - TYP.. ACES O" — 20' O" " 4 - 4 - 4 RIGhT 51DE WALL FRAMING -MAIN BUILDING SCALE: 3/1 G" : I' } TS E COLUN PO51 TYP. DARN LEAN TO FRAMING SCALE: 3/1 G" : P PERMIT # P�(5 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 23 205 B TYP. ADD'L LEAN TO FRAMING ` SCALE: 3/1 G" : P o COLUMN POST 2 1/4" 5Q. X 12GATU13E Ilk 2 1/4" 5Q. X 12GATU13E CONNECTOR SLEEVE 2" 5Q...X 1 2GA TUBE DOOR 1-05T 2 1/4" 5Q. X 1 2GA TUBE DOUBLE HEADER (2) 2 1/4`5Q. X 1 2GA TUBE m L — O, 2 u L GB Ln LL z� — O 0 oU O O Q O 5 ` W N — O O O m> p I GB NO o m p Z p N- (� W 9' O" 9' O" ) U 4 - 4 - 4 RIGhT 51DE WALL FRAMING -MAIN BUILDING SCALE: 3/1 G" : I' } TS E COLUN PO51 TYP. DARN LEAN TO FRAMING SCALE: 3/1 G" : P PERMIT # P�(5 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 23 205 B TYP. ADD'L LEAN TO FRAMING ` SCALE: 3/1 G" : P o COLUMN POST 2 1/4" 5Q. X 12GATU13E BASE RAIL 2 1/4" 5Q. X 12GATU13E TS E COLUN PO51 TYP. DARN LEAN TO FRAMING SCALE: 3/1 G" : P PERMIT # P�(5 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 23 205 B TYP. ADD'L LEAN TO FRAMING ` SCALE: 3/1 G" : P SEAL: OFESS/ON` CIVIL t<`Z 0 A. m w. BU-YASEIN X C73389 S �rF OF CALF EXPIRES: 12/31/2016 DATE SIGNED: JULY 01 2015 o COLUMN POST 2 1/4" 5Q. X 12GATU13E BASE RAIL 2 1/4" 5Q. X 12GATU13E CONNECTOR SLEEVE 2" 5Q...X 1 2GA TUBE DOOR 1-05T 2 1/4" 5Q. X 1 2GA TUBE DOUBLE HEADER (2) 2 1/4`5Q. X 1 2GA TUBE SEAL: OFESS/ON` CIVIL t<`Z 0 A. m w. BU-YASEIN X C73389 S �rF OF CALF EXPIRES: 12/31/2016 DATE SIGNED: JULY 01 2015 o — J m L — O, u L Ln LL z� — O oU z Q 5 ` W W J m> NO o m p Z p N- (� W .O ) U w Q p W W Z d U U 0- < U C) p O Y . � t` u m - Ln o C) g N 2 m z O un z Q LU w Z } I— Z coZ z w z F - w Q 0� Q 'H c/)o 0 0 Q � M c/)� lir- cd Q M U 00 0.;2 N Y cdo N U 00 ::jas 00 � O ' 00 N SEAL: OFESS/ON` CIVIL t<`Z 0 A. m w. BU-YASEIN X C73389 S �rF OF CALF EXPIRES: 12/31/2016 DATE SIGNED: JULY 01 2015 C • t COLUMN POST 2 X 2 X 2„ X 18GA CLIP .. _ ANGLE 5.5. SECURE TO POST AND HEADER W/ > 03 DOUBLE HEADER (4) # 12 TEKS SDS AS m Ln O COLUMN POST : SHOWN z m `� t\ BASE RAIL �n m ? O DOOR POST > y; Q O V z O N m i �” 1 /8" FILLET - 1 112" LG. �- G" SLEEVE WELDED TO ° °� O� = @ 8" C.C. STITCH � BASE RAIL AND K"> (� G�.SLEEVE WELDED TO WELD BOTH SIDES m > 00 ATTACHED TO COLUMNCL HE DER AND ATTACHED � J STAGGERED•- TYP. 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SECURE TO ROOFEKS SECURE TO POAE..RMIT# MEMBER AND POST W/(4) _ AND BASE RAIL W/ BUTTE COUNTY DEVELOPMENT SERVICES # 12 TEKS SDS AS SHOWN END WALL POST END WALL BASE (4) # 12 TEKS SDS REVIEWED FOR RAIL AS SHOWN CODE COMPLIANCE ROOF MEMBER DETAIL CORNER DETAIL DATE 3Z� Z0IS B I SCALE: 3/4": P SCALE: 3/4": I' OF ESS/ON` CIVIL 8`,y G, OMAR A. m ABU-YASEIN s� C73389 �S 9TF OF CAL\�O� EXPIRES: 12/31/2016 DATE SIGNED: JULY 012015 r • SEAL: , s. , END WALL POST END WALL POST J ABOVE HEADER 2" X 2" X 2" X 18GA - CIVIL t�`y DOOR POST • O CLIP ANGLE E.S. 2" X 2" X 2" X 18GA Ln /� LL SECURE TO POST CLIP ANGLE. SECURE \� — 4" X 4. X 18GA FLAT _ I/8" FILLET - I 1/2" o AND DOOR HEADER TO POST AND BASE RAIL W/ (4) # 12 TEKS EXPIRES: 12/31/2016 En CLIP E.S. SECURE TO LG. @ 8" C.G. STITCH o W/ (4) # 12 TEKS +' SDS AS SHOWN o ° POST AND BASE RAIL • WELD BOTH SIDES SDS AS SHOWN oo° W/ (7) # 12 TEKS SDS STAGGERED - TYP. 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SECURE TO POST COLUMN -BASE DETAI AND BASE RAIL W/ END WALL BASE (4) # 12 TEKS SDS" SCALE: 3/4" : I' 4 RAIL AS SHOWN CORNER DETAIL 5 ' SCALE: 3/4" : I ' PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANC7BY DATE �7 S o SEAL: - J �OQ�LOFESS/o CIVIL t�`y u< O Ln /� LL C73389 Z \� — O o W o EXPIRES: 12/31/2016 En DATE SIGNED: JULY 012015 w m> Z NO p m O o 0 U Y Z ^/ L� U W d U U) O 0 It0 0 mLn Q g O W ED N � m z O z Q z w z z ui w ¢¢ 1— O (n 0 0 0 Q ' � M C/) 00 t c r - cd¢ m � U 0o - > •o �o N c 00 4J U 00 «t 00 � O 00 N SEAL: �OQ�LOFESS/o CIVIL t�`y OMAR A. m w BU-YASEIN X C73389 CAL\FOS EXPIRES: 12/31/2016 DATE SIGNED: JULY 012015 E ]Butte County.DepartJnen.t dDevelopment Se vices PRMIT CELL ER 7 County Center Drive; Orovlle, CA 9596.5 Main Phone (530)538-7601 i'crmiti Center.Rhonc (530)538 G861 Tax (530)538>7?85: `.."m(T`T1=•DI AKno- Owner Owner '. tame:. � 1� � • A ��. � _ b.3 t� � So i � 5caie a = Address /Phone. 2 �cz 2.. 7��Site Location: S A �, �� Phone. l���rt.>�'-t C���'}. �(��'a„`� �c:;..�i'.'t: - — Contact Name: __ .. iivais-lu�idiwrs "oldon IN:S v phlit�.l J .nc i._i'TE COUNTY DEVELOPMENT SERVICES t>ngc t of i REVIEWED FOR _BODE COMPLIANCE F F UJf t PAT�_ i ���,LW �� BY ►.r u t? 1 County, Pill 1111 r• � PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE ZD I S Y b r rnm/