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B14-1385 038-210-019
M its 'i : I�t' r _ 1 1 Y ' 711 i T a STRUCTURAL CALCULATIONS RCE Job #2013.043 Calculation Index: • Carport Lateral Analysis • Carport Caisson Design BUTTE COUNTY AUG 12014 DEVELOPMENT SERVICES re - Revision Summary: Rev. 0 Rev. 1 PERMIT #�3 3 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR '-'1 DE.COMPLIANCE . .�- DATE BY for Bianchi Carport 7560 Gala Lane Durham, CA 6/16/14 7/17/14 CIVIL - � ENGIN SIiRVE Al -Al 8 A19 -A20 Initial Issue Separated from main house calculations at building department request. — STRUCTURAL EERIING YIN G 3060 Thorntree Dr. Suite #10 -Chico, CA 95973 Phone: (530) 894-8833 —Fax: (530) 894-8882 fax ciPr-c-e.com - http://www.r-c-e.com Structural Calculations Criteria Project: Bianchi Carport Location: Durham, CA Date: June 16, 2014 Code: California Building Code, 2013 Edition. Loads: Seismic Design: Seismic Design Catagory: D Risk Category II Site Class: D Ss: 0.606 g Si: 0.268 g Wind Design: Wind Speed: 85 mph (ASD) Exposure: C RCE Job Number: 2013.043 - Notes: Roberts consulting engineering does not represent that these calculations or any specifications in connection therewith are suitable whether or not modified, for any other site than the one for which they were specifically prepared. Roberts consulting engineering disclaims responsibility for these pans and specifications if they are used whole or in part at any other site. Plans are not valid until reviewed and approved by appropriate governmental agencies. CIVIL - STRU C ENGINEERING SURVEYING 3060 Thorntree Dr. Suite #10 - Chico, CA 95973 Phone: (530) 894-8833 — Fax: (530) 894-8882 fax ciOr-c-e.com - http://www.r-c-e.com TUR.AL BIANGHI CARPORT JOB #2014.00�T p . Al Page I IST BEAM, SHEAR WALL & FOUNDATION LAYOUT '1.�;:111.L1.i 5/9/2014 -Lateral Analysis - Bianchi- Carport R.C.E. Job 2014.009 Gravity Loads: Roof Dead Load Slope = 4 to 12 At = 25.0 sf Roof Live Load Wall Dead Load (exterior) 1 /2 ifPly Metal Roofing Framing 5/8" Gyp. Insul. Misc. 1.7 psf 1.3 psf 5.0 psf 2.8 psf 1.2 psf 2.2 psf 111-otalps i otai (nortz) 5.0 psf tai (axia T ps Wood Siding 5.0 psf 2x6 Framing @ 16" o.c. 1.7 psf 1/211 Gyp. 2.2 psf Insul. 1.0 psf Misc. 2.1 psf dA l�1L'11 h it7 :11D;111 14i �..1I iii 1 J:1:JLI.I_11 t-L_j;: .41.x.111 __ ... 5/9/2014 -Lateral Analysis - Bianchi Carport - R.C.E. Job 2014.009 2013 CBC Wind Loads -- Alternate All -Heights Method p= 0.00256eV2eKzeCneteKzt Wind Speed: 110 mph, Ultimate (LRFD) 1✓ 85 mph, ASD Exposure: C Cnet = 0.43 (IWW) Inward @Windward Wall where: Cnet = 0.51 (OLW) Outward @Leeward Wall Kzt = t .00 Figure 6-4 Cnet = -0.05 (IWR) Inward @Windward Roof CC = 9.5 Cnet = 0.66 (OLR) Outward @Leeward Roof zg = 900 ft Cnet = 1.28 (1 WW) Inward @Windward Parapet Wal( Roof Slope = 4 Rise to 12 Horiz. Cnet = 0.85 (OLW) Outward @Leeward Parapet Wall Wind Loading Tributary Normal Resultant Horizontal @ Roof- Lines9 - 10 Area Pressure Force 12.00 feet @ 7.8 psf = 94 lbs. (IWW) Mean Roof Height = 29.0 feet 12.00 feet @ 9.2 psf = 1 1 1 lbs. (OLW) Kz = 0.98 1.50 feet @ -0.9 psf = -1 lbs. (IWR) 1.50 feet @ 12.0 psf = 18 lbs. (OLR) 0.00 feet @ 23.2 psf = 0 lbs. (IWP) 0.00 feet @ 15.4 psf = 0 lbs. (OLP) Fp = ZZ I plf- onz. Wind Loading Tributary Normal Resultant Horizontal @ Roof - Lines H to K Area Pressure Force 0.00 feet @ 7.8 psf = 0 lbs. (IWW) Mean Roof Height = 29.0 feet 0.00 feet @ 9.2 psf = 0 lbs. (OLW) ' Kz = 0.98 7.00 feet @ -0.9 psf = -6 lbs. (IWR) feet @ 12.0 psf = 84 lbs. (OLR) feet @ 23.2 psf = 0 lbs. (IWP) feet @ 15.4 psf = 0 lbs. (OLP) FP = 77 p - horiz. y Normal Resultant Horizontal Pressure Force feet @ 7.8 psf = 35 lbs. (IWW) feet @ 9.2 psf = 42 lbs. (OLW) feet @ -0.9 psf = -6 lbs. (IWR) feet @ 12.0 psf = 84 lbs. (OLR) feet @ 23.2 psf = 0 lbs. (IWP) feet @ 15.4 psf = 0 lbs. (OLP) Fp = 154 plf - horiz. r Ow 5/9/2014 - Lateral Analysis - Bianchi Carport - 2013 CBC Seismic Loads - Equivalent Lateral Force Procedure (Using ASCE 7-10 Eq. q 8t Tables) R.C.E. Job 2014.009 where: Seismic Design Category = D Table 11.6-2 Site Class = D Table 20.3-1 Ss = 0.606 g I = 1.00 SI = 0.268 g Fa = 1.32 Table 11.4-1 R _ 29 F„ = 1.86 Table 11.4-2 R — 6.5 Ct = 0.020 SMs = 0.797 g SMI = 0.500 g x 0.75 _ Sys = 0.531 g Ta — 0.25 T� = 16.0 SDI = 0.333 g Importance Factor, Table 1.5-2 feet Plywood Shear Walls, Table 12.2-1 Table 12.8-2 Table 12.8-3 sec, Appr. Period, Eqn 12.8-7 sec, Figure 22-12 Cs = (SDS)/(R/le) = 0.082 (Eqn 12.8-2) V = Cs*W = 0.082 *W Cs(MAX) _ (SD 1)/Ta/ R/le — ( ) = 0.2 05 For Ta —TL (Eqn 12.8-3) CS(MIN) = 0.044•SDS•le = 0.023 For S1 <0.6g (Eqn 12.8-5) Use 0% of Snow Load in the Seismic design. Seismic Roof Loading Wall Lines K - L V= Copyright 2001 - Spyder Software r� ' r r L Itst I � Yl .l' .d �d it .�.y �° . jS� Tributary Weights = 32.00 feet of Roof @ 9.00 feet of Ext. Wali @ 0.00 feet of Int. Wall @ 0.00 feet of Floor @ 0.00 feet of Deck @ 15.0 psf 12.0 psf 8.0 psf 15.5 psf 9.5 psf 5/9/2014 - LateraI Analysis - Bianchi Carport - 2013 CBC Seismic Loads - Equivalent Lateral Force Procedure (Using ASCE 7-10 Eq. 81 Tables) R.C.E. Job 2014.009 where: Seismic Design Category = D Table 11.6-2 Site Class = D Table 20.3-1 Ss = 0.606 g le = 1.00 S, = 0.268 g hn = 29 Fa = 1.32 Table 11.4-1 R = 2.5 F„ = 1.86 Table 11.4-2 Ct = 0.020 SMs = 0.797 g x = 0.75 SMI = 0.500 g Ta = 0.25 SDs = 0.531 g TL = 16.0 SDS = 0.333 g Cs = V = Cs * W = 0.213 *W CS(MAX) _ Cs(MIN) = Use 0% of Snow Load in the Seismic design. Seismic Roof Loading Wall Lines 9 - 10 V= LINN ..MMM' Seismic Roof Loading Wall Lines H - K V= a • Importance Factor, Table 1.5-2 feet Steel Special Cantilever Column, Table 12.2-1 Table 12.8-2 Table 12.8-3 sec, Appr. Period, Eqn 12.8-7 sec, Figure 22-12 (SDS)/(R/Ie) = 0.213 (Eqn 12.8-2) (SD1)/Ta/(R/le) = 0.533 For Ta < =TL (Eqn 12.8-3) 0.044• SDS• le = 0.023 For S1 <0.6g (Eqn 12.8-5) Tributary Weights = 82.50 feet of Roof @ 15.0 psf 9.00 feet of Ext. Wall @ 12.0 psf 0.00 feet of Int. Wall @ 8.0 psf 0.00 feet of Floor @ 15.5 psf 0.00 feet of Deck @ 9.5 psf Tributary Weights = 32.00 feet of Roof @ 15.0 psf 0.00 feet of Ext. Wall @ 12.0 psf 0.00 feet of Int. Wall @ 8.0 psf 0.00 feet of Floor @ 15.5 psf 0.00 feet of Deck @ 9.5 psf $� :HU' ll,ILlMIU i U I L' L L, 1 L i I 1,���1�1 5/9/2014 - Lateral Analysis - Bianchi Carport - R.C.E. Job 2014.009 Lateral Load Summary First Floor Loadings Wali Line ID Tributary Length Unit Loads Seismic Wind Wall Loads Seismic Wind Controlling Load Case (ft•) (p.[.f.) (p.l.f.) (kips) (kips) 9 13.00 200 221 2.60 2.87 Wind Controls 10 13.00 200 221 2.60 2.87 Wind Controls H 7.13 71 77 0.51 0.55 -- Wind Controls I - North 7.13 71 77 0.51 0.55 Wind Controls 1 - South 6.75 71 77 0.48 0.52 Wind Controls J - North 6.75 71 77 0.48 0.52 Wind Controls J - South 4.75 71 77 0.34 0.37 Wind Controls K - South 22.00 71 154 1.57 3.39 Wind Controls L 22.00 34 154 0.74 3.39 Wind Controls M Sill Plate Shear Anchorage for above wall line Bolt Dia. (in.) Capacity (kips) Spacing 0.500 1.037 1 42 in, o.c. Shear Wall ID 1 L 1 st Level 1 st Level East-West Direction 9.00 9.00 Story Shear Wall Line Lateral Wall Wall ID * Load Height Length See Note (kips) (feet) (feet) K 1.57 e� 9.00 5.75 1st Seismic 0.500 1.037 1 42 in. o.c. I Level 9.00 5.00 9.00 5.00 inn 5/9/2014 - Lateral Analysis - Bianchi 3.39 9.00 5.75 Wind 9.00 5.00 9.00 5.00 Horizontal Diaphragm Lengths u Stresses East Side West Side (feet) � (plf) (feet) I (olf) Sill Plate Shear Anchorage for above wall line Bolt Dia. (in.) Capacity (kips) Spacing 0.500 1.037 1 42 in, o.c. Shear Wall ID 1 L 1 st Level 0.74 Seismic 9.00 9.00 9.00 9.00 1.30 1.30 53 53 4.32 0.090 1.92 4.32 0.090 1.92 15.25 0.090 2.19 15.25 0.090 2.19 Sill Plate Shear Anchorage for above wall line Bolt Dia. (in.) Capacity (kips) Spacing 0.267 0.267 HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. 3.39 9.00 9.00 9.00 9.00 188 188 1.452 HDU2 w/ DBL 2x POST T 8z SSTB 16 A.B. 1.452 HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. Shear Wall ID 1 e� Lengths 8z Stresses West Side (feet) pl 0.500 1.037 1 42 in. o.c. I inn 5/9/2014 - Lateral Analysis - Bianchi Carport - R.C.E. Job 2014.009 4.62 kips Wall Applied OTM Forces Applied Forces Resisting OTM Resistive Net Uplift Comment F. PI Stress Uniform (plo (klf) Point OTM Uniform Point OTM Force Used 100% of Tabulated Values _ (kips) (foot -kips) (kif) (kips) (foot -kips) (kips) Simpson Product 1.30 129 6.70 0.090 0.78 1.029 HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. 1.30 129 5.82 0.090 0.59 1.046 HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. r 1.30 129 5.82 0.090 0.59 1.046 HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. 215 11.14 0.090 0.89 1.782 HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. 2159.68 0.090 0.68 1.802 HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. 215 9.68 0.090 0.68 1.802 HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. Sill Plate Shear Anchorage for above wall line Bolt Dia. (in.) Capacity (kips) Spacing 0.500 1.037 1 42 in, o.c. Shear Wall ID 1 Copyright 2001 - Spyder Software J L 1 st Level 0.74 Seismic 9.00 9.00 9.00 9.00 1.30 1.30 53 53 4.32 0.090 1.92 4.32 0.090 1.92 15.25 0.090 2.19 15.25 0.090 2.19 Sill Plate Shear Anchorage for above wall line Bolt Dia. (in.) Capacity (kips) Spacing 0.267 0.267 HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. 3.39 9.00 9.00 9.00 9.00 188 188 1.452 HDU2 w/ DBL 2x POST T 8z SSTB 16 A.B. 1.452 HDU2 w/ DBL 2x POST 8z SSTB 16 A.B. Shear Wall ID 1 Horizontal Diaphragm East Side (feet) (plf) Lengths 8z Stresses West Side (feet) pl 0.500 1.037 1 42 in. o.c. I Copyright 2001 - Spyder Software J "III W--..Or*,k SOFTWARE FOR W100f) D,,51,GIV COMPANY RCE 3060 Thorntree Drive, Ste. 10 Chico, CA 95973 (530) 864-8833 Apr. 30, 2014 18:37 Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- Location [ft] 301.0 plf tern Start End TrussA03.D Dead Full UDL fb = 1036 TrussA03.L Roof live Full UDL Live Defl'n 0.13 = Self -weight Dead Full UDL 0.29 Total Defl'n Maximum Reactions (lbs) and Bearing Lengths (in) 13'611 PROJECT Bianchi Carport 75060 Gala Lane Durham, CA R.C.E. 2014.009 Beam 1.wwb Magnitude Unit Start End Design Value 301.0 plf 301.0 plf 17.3 plf 1:1' 4=1 -11/1 All Timber -soft, D.Fir-L, No. 1, 6x14 (5-1/2"x13-1/4") f Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 13' 6"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) usina NDS 2012 Criterion Analysis Value Design Value Shear fv = 71 Fv' = -Analysis/Design 170 fv/Fv' = 0.42 Bending(+) fb = 1036 Fb' = 1327 fb/Fb' = 0.78 Live Defl'n 0.13 = <L/999 0.45 = L/360 0.29 Total Defl'n 0.26 = L/610 0.67 = L/240 0.39 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ._...1ii A'� COMPANY PROJECT ® RCE Bianchi Carport 3060 Thorntree Drive, Ste. 10 75060 Gala Lane d k Chico, CA 95973 Durham, CA svf-rwhkE FO WOODv�slG�r 530 864-8833 R.C.E. 2014.009 Apr. 30, 2014 18:37 Beam2.wwb Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- Location [ft] fv = 59 Fv' = 265 Magnitude Unit TrussJ03.D TrussJ03.L Self-wei ht Dead Roof live Dead Full UDL Full UDL Full UDL tern Start End Start End 0.44 137.0 137.0 19.5 plf plf if Criterion Maximum Reactions (lbs) and Bearing Lengths (in) 2516" Design Value Analysis/Design Shear fv = 59 Fv' = 265 fv/Fv' = 0.22 Bending(+) fb = 1222 Fb' = 2281 fb/Fb' = 0.54 25' -7/8" 0.37 = L/819 Unfactored: 0.44 Total Defl'n 0.80 = L/382 1.27 = L/240 Dead 1988 Roof Live 1740 1988 Factored: 1740 Total 3728 Bearing: 3728 Length 1.12 Min req'd 1.12 1.12 1.12 Glulam-Unbal., West Species, 24F -V4 DF, 5-1/8"x16-1/2" 11 laminations, 5-1/8" maximum width, Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 25' 6"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 59 Fv' = 265 fv/Fv' = 0.22 Bending(+) fb = 1222 Fb' = 2281 fb/Fb' = 0.54 Live Defl'n 0.37 = L/819 0.85 = L/360 0.44 Total Defl'n 0.80 = L/382 1.27 = L/240 0.63 nternational Building Code (IBC 2012), the National Design Specification our application. X10 and manufactured in accordance with ANSI A190.1-2007 ions of NDS Clause 3.3.3. )m p'n ). COMPANY PROJECT ® RCE Bianchi Carport o)dW rk ..S. 3060 Thorntree Drive, Ste. 10 75060 Gala Lane Chico, CA 95973 Durham, CA soFrWA)rFToR woov (530) 864-8833 R.C.E. 2014.009 Apr. 30, 2014 17:49 Beam3.wwb Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- Location [ft] magnitude Unit nit tern Start End Start ' End Roof.D Dead Full Area * p00) s Roof.L Roof live Full Area 20.00(16. f Self -weight Dead Full UDL 20.00(16.00)* psf *Tributary Width (ft) 7.6 plf Maximum Reactions (lbs) and Bearing Lengths(in): g 10' 3-1/4" 0 Unfactored: 10' -5/8" Dead 1660 Roof Live 1622 1660 Factored: 1622 Total 3281 Bearing: 3281 Length 1.62 Min req' d 1. 62 1.62 1.62 Glulam-Unbal., West Species, 24F -V4 DF, 3-1/8"x10-1/2" 7 laminations, 3-1/8" maximum width, Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 10'3-1/419 ; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflectionin ( ) using NDS 2012 FCriterion Analysis Value Design Value Analysis/Design Shear fv = 122 Fv' = 2 65 Bfv/Fv' = 0.46 ending(+) fb = 1737 Fb' = 2400 fb/Fb' = 0.72 Live Defl'n 0.14 = L/868 0.34 = L/360 0.41 Total Defl'n 0.28 = L/429 1 0.51 = L/240 0.56 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International BuildingCode (NDS 2012), and NDS Design Supplement. ( IBC 2012), the National Design Specification 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with 4. GLULAM: bxd = actual breadth x actual depth. ANSI A190.1-2007 5-. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according g to NDS 4.3.9 c epo,.A11 • V COMPANY PROJECT . d* ® RCE Bianchi Carport 3060 Thorntree Drive, Ste. 10 75060 Gala Lane Chico, CA 95973 Durham, CA SOFTWARE FOR wQvfl a�slc?� (530 ) 864-8833 R.C.E. 2014.009 Apr. 30, 2014 17:49 Beam4.wwb Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- Location [ft] psf 20.00(16.00)* psf tern Start End Roof.D Dead Full Area 7'1-1'/16 Roof.L Roof live Full Area Self -weight Dead Full UDL Roof Live 1134 1167 Magnitude Unit Start End 20.00 (16.00) * psf 20.00(16.00)* psf 9.4 plf ri u ary Width (f t ) Maximum Reactions (lbs) and Bearing Lengths (in) 7'2-1/8" 7'1-1'/16 Unfactored: Dead 1167 Roof Live 1134 1167 Factored: 1134 Total 2301 Bearing: 2301 Length 1.05 Min req'd 1.05 1.05 1.05 Lumber -soft, D. Fir -L, No.1, 4x12 (3-112"x11-114") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 7'2-1/8"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 63 Fv' = 180 fv/Fv' = 0.35 Bending(+) fb = 663 Fb' = 1100 fb/Fb' = 0.60 Live Defl'n 0.03 = <L/999 0.24 = L/360 0.11 Total Defl'n 0.05 = <L/999 1 0.35 = L/240 0.15 Design Notes: 1. WoodWorks analysis (NDS 2012), and and design NDS Design Supplement. are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. Beam is in a system of 3 or more members spaced 24" or less apart. System factors applied according to NDS 4.3.9 ,1_JcLILU�l.......:L� oot2000 v2.2.8, Copyright © 1999-2010 Spyder Software 5/9/2014 8:15:11 PM Company Info I Project Info R. C. E. (Project: 3060 Thorntree; Suite 10 (Location: Chico, CA, 95973 ( Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@spydersoftware.com (Footing Id: FL Wall Line L FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,500 HardRock 3.00 2.00 40 Section: 2 21500 HardRock 3.00 2.00 40 Section: 3 21500 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on computed effective stiffness, Ie) Length, ft. Width, ft. Depth, inches Section: 1 1.00 3.00 12.00 Section: 2 24.00 1.00 12.00 Section: 3 1.00 3.00 12.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column : 3 Other 0.25 6.00 6.00 n/a n/a n/a Column : 4 Other 8.75 6.00 6.00 n/a n/a n/a _ Column : 5 Other 17.25 6.00 6.00 n/a n/a n/a Column : 6 Other 25.75 6.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall : 1 Stud 4.50 9.00 12.00 8.00 24 No Wall : 2 Stud 21.50 9.00 12.00 8.00 24 No _ Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 285 / 11500 591 / 11995 372 / 11995 Section: 2 285 / 11500 526 / 1, 995 353 / 1r995 Section: 3 285 / 1,500 591 / 11995 372 / 1,995 Beam Shear Stresses: Section: 1 ........................... 7.38 psi Stirrups not required Section: 2 ........................... 22.04 psi Stirrups not required Section: 3 ........................... 19.49 psi Stirrups not required Punching Shear Wall 1 Stresses: ........................... 0.00 psi Wall 2 ........................... 0.00 psi Column 3 ..........0..0.0.........0. 5.10 psi Column 4 ........................... 0.00 psi Column 5 ........................... 0.00 psi Column 6 . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.10 p s i I I U M'�` '���1 I {qft"I"i I aI Foot2000 v2.2.8, Required for Copyright © 1999-2008 Spyder Software 5/9/2014 8:15:11 PM Footing Id: FL Page: 2 Reinforcing Standards per ASTM -A615 Steel Required for Strength.. T&S = Steel Recommended Reinforcing Requirements per ACI Ultimate Strength Methods: 1.4DL Footing Top Steel Bottom Steel Transverse 1.2DL Stirrups Sections: int, Design int, Design int/ft, Spacing 1.2DL + 1.OLL-+ int, Spacing 1.2DL + 1.OLL - 1.6WL 1.2DL + Section: 1 + 1.OEQ 1.2DL + 1.OLL - 1.OEQ 0.9DL Strength:.. 0.04 1-#4 0.07 1-#4 0.03 #4 @ 88.1in. - Not Reqd... T&S:.. Longitudinal: 0.86 5-#4 0.29 #4 @ 8.3in. 0.9DL - Section: 2 Strength:.. 0.24 244 0.35 2-#4 0.00 -....N/A.... Not Reqd... T&S:.. Longitudinal: 0.29 244 0.29 #4 @ 8.3in. Section: 3 1.ODL 1.ODL + 1.OLL Strength:.. 0.04 1-#4 0.07 1-#4 0.03 #4 @ 88.1in. + Not Reqd... T&S:.. Longitudinal: 0.86 5-#4 0.29 #4 @ 8.3in. - 1.OWL Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL-+ 1.6WL 1.2DL + 1.OLL - 1.6WL 1.2DL + 1.OLL + 1.OEQ 1.2DL + 1.OLL - 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL 1.ODL + 1.OLL 1.ODL + LOLL + l.OSL 1.ODL + 1.OLL + 1.OWL 1.ODL + 1.OLL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.ODL + 1.OLL - 1.OEQ 0.6DL + 1.OWL 0.6DL - 1.OWL 0.6DL + 0.7EQ 0.6DL - 0.7EQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 r Column:3 0.00 0.00 0.00 0.00 1.70 0.00 0.48 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 0.00 -1.70 0.00 -0.48 0.00 0.00 0.00 Column:5 0.00 0.00 0.00 0.00 1.70 0.00 0.48 0.00 0.00 0.00 Column:6 0.00 0.00 0.00 0.00 -1.70 0.00 -0.48 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 7.956 kips 1.ODL + 1.OLL = 7.956 kips 1.ODL + 1.OLL + 1.OSL = 7.956 kips 1.ODL + 1.OLL + 1.OWL = 7.956 kips 1.ODL + 1.OLL - 1.OWL = 7.956 kips 1.ODL + 1.OLL + 1.OEQ = 7.956 kips 1.ODL + 1.OLL - 1.OEQ = 7.956 kips 0.6DL + 1.OWL = 7.956 kips 0.6DL - 1.OWL = 7.956 kips 0.6DL + 0.7EQ = 7.956 kips 0.6DL - 0.7EQ = 7.956 kips Envelope Case = 7.956 kips LL Foot2000 v2.2.8, Copyright @ 1999-2008 Spyder Software 5/9/2014 8:15:11 PM Footing Id: FL Page: 3 0 0 00 0 0 1 0 0-ft.I FS, #1 FS #2 1 F #3 V, kips N 2.4 kips 26 -ft. 8.9 ft -kips -2.4 kips 591 psf 0.13111 -8"2 Col#4 -k;" Col#6 J a, 7Pi '•4i<-4L►/-4i4L4444i•LbL46L44t•44L4444PL4t•4444i40F6444L8444hL44114644«4444 :4L 444 446L4Fhi046444Fr4tr81•F44L1444Li•44h4iii44L34444:•v«4Lr••t-4ii4F4L464Ai•: :4v: :•L:-: "•4L•44444484h44FPLF44L14L4446«4L444L4848b444.•44641iF44i44F44vLL:•t•4LL4 Y48 -444 446«L41Y41i•F44v444►:•«4v4LY4:•Lt•Lt•444Y444L444444644L44441LLi444444v: :4. t,;.; Lb LL46:•4F«LLL4:-4LY:-44Y1-:•4Lt•:44«Y444t•4LLhL4«44L1444t•LLL4'r<-Lt•: -LY: 14.1 :ftt'. 1. 4iiv 4F:' - 4 4 "4 + 44t448<-64• i4&i- 4.4. 4. 4. 4. + + + -444 444444444444444448►4L4441F414444L4444►4:•t•144i44444Y4t•4Lhi44444446:--Lhi -44<-4F44L4«4444444P4L4:•4L4464464i•344(•413.6L44844LY:•L444L4416LL4442.4Fi4 4L4 + 4. ,*. 4. 4,4. 4� 4. 4. 4. 4. 466 4.6:44446 ht t t t 4,+ 1- 1, 1. 1, 1, 4-L :•8L LOLL 4LGF4" -.4-LL44 t-LLL446iL8L44L4444444t4•4L4i4L444444L44448LL4ih4t4•4644441:•-L4.L-«FiG4si4444444Y4i'•444444Y4L444«4«14444L<•6.-4t•4««44L4t•4L4b4i•t4•8LLL44L41< :-4444 4 4. (•48414F 4- 4. #M.trv4z"6+4- C -d- +"4-+1-++- 4. 4& ";., & , 4. 4. 4. i. '. i. L 4 E '. + + + 0 0 00 0 0 1 0 0-ft.I FS, #1 FS #2 1 F #3 V, kips N 2.4 kips 26 -ft. 8.9 ft -kips -2.4 kips 591 psf 0.13111 10 ° Anchor Designer TM Software Version 2.0.4896.5 KI 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-08 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hcf (inch): 6.000 Code report: ICC -ES ESR -2508 Anchor category: - Anchor ductility: Yes hmin (inch): 9.13 cac (inch): 11.30 Cmin (inch): 1.75 Smin (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section Load combination: not set Seismic design: No Anchors subjected to sustained Apply entire shear load at front i Anchors only resisting wind and, <Figure 1> 9.2 Company: RCE Date: 4/30/2014 Engineer: J KP Page: 1/4 Project: Address: 3060 Thorntree Drive, Ste. #10 Chico, CA 95973 Phone: (530) 894-8833 E-mail: cj@r-c-e.com Z Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f c (psi): 2500 4)c,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range: 1 Ignore Edo requirement: Not applicable Build-up grout pad: Yes Base Plate Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpso; strong-` le Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com . r iii_. .1diL .sL.i _ _ �. .11,L_i_1 L._ �.�L.Ly1. • Anchor Designer TM M <Figure 2> Software Version 2.0.4896.5 Company: RCE Date: 4/30/2014 Engineer: JKP Page: 2/4 Project: Address: 0060 Thorntree Drive, Ste. #10 Chico, CA 95973 Phone: 530) 894-8833 E-mail: 6j@r-c-e.com Recommended Anchor Anchor Name: SET -XP®- SET -XP w/5/8"0 F1554 Gr. 36 Approval No: ICC -ES ESR -2508 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson StrOr;v- ie {.Ompainy lric;. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ES�IM:ps- :. •dr 11. Interaction of Tensile and Shear Forces (Sec. D.7) F, It A I El Company: RCE Date: 4/30/2014 Engineer: JKP Page: 4/4 Project: Address: 3060 Thorntree Drive, Ste. #10 Chico, CA 95973 Phone: (530) 894-8833 E-mail: cj@r-c-e.com Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status Steel 1452 9833 0.15 Pass Concrete breakout 1452 3254 0.45 Pass (Governs) Adhesive 1452 3319 0.44 Pass SET -XP w/ 5/8"0 F1554 Gr. 36 meets the selected design criteria. 12. Warnings - Concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET -XP adhesive anchor is limit to 2,500 psi per ICC -ES ESR -2508 Section 5.3. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. ;ting circumstances, the standards and guidelines must be checked for plausibility. canton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com #Eli: �':I1�:►i3' .11ilLLLi fl il�.l. it :Lr'.1111::1:�� 11;.. i1,U1 J_L li Caisson Design Aid For Lateral Bearing S(psf) _ b(ft) _ h, Length (ft) _ P(lbs) 1= l 00 ,,(Class 4 Soil) 9.0 970 1 A= 2.61 S1= 218 S3= 453 Constrained Condition Required Depth 4.5 3 ft Nonconstrained Required Depth 6.53 ft Seismic and Wind are USD, other input ASD. Constrained Case Allowable Bearing Capacity Gravity Only 2,853 psf Seismic 31795 psf Wind 3,795 psf Maximum Bearing Pressures Gravity Only 627 psf, < Seismicc 594 psf, < Wind 552 psf, < Bianchi Carport Maximum Lateral Force on Column = 0.97 (Note: Force units are in kips) l 0.02 Fx Fy Fz Dead Load 0.000 4.121 0.000 Live Load 0.000 3.757 0.000 action Load 0.000 0.000 0.000 Snow Load 0.000 0.000 0.000 Seismic Load 1.238 0.000 0.000 Wind Load 1.594 0.000 0.000 Seismic and Wind are USD, other input ASD. Constrained Case Allowable Bearing Capacity Gravity Only 2,853 psf Seismic 31795 psf Wind 3,795 psf Maximum Bearing Pressures Gravity Only 627 psf, < Seismicc 594 psf, < Wind 552 psf, < Bianchi Carport Maximum Lateral Force on Column = 0.97 Load Case l 0.02 Load Case 2 0.04 Load Case 3 0.02 Load Case 4 0.03 Load Case 5 0.88 Load Case 6 0.97 Load Case 7 0.67 Load Case 8 0.74 Load Case 9 0.96 Load Case 10 0.87 Non -Constrained Case Allowable Bearing Capacity Gravity Only 4,109 psf Seismicc 5,465 psf Wind 5,465 psf Maximum Bearing Pressures Allowable -OKI Gravity Only 627 psf, Allowable -OKI Seismicc 594 psf, Allowable -OK! Wind 552 psf, < Allowable -OKI < Allowable -OKI < Allowable -OKI NOTE: Isolated poles for the uses such as flagpoles or signs and poles used to support buildings that are not adversely affected by a 1/2" motion at ground surface due to short-term lateral loads may g be designed using lateral bearing values equal to two times the tabulated values. 19- zo Steel Code Check for Cantilevered HSS Structural TubingBianchi Ca - rport Per 2010 ASIC ASD Code 14th ed. Properties _Loads ki s Structural Type: HSS Nominal Dimensions: 6 x 6 x 1/2 Fx FY Fz Member Length, L = 9 ft Dead - 0.00 4.12 0.00Live = 0.00 3.76 0.00 K = Yield Stress, Fy = 2.1 46.0 ksi Constr = 0.00 0.00 0.00 Ult. Stress, Fu = 60.0 ksi Snow = 0.00 Seismic = 1.24 0.00 0.00 0.00 0.00 Modulus of Elasticity, E = 29000 ksi Wind = 1.59 0.00 0.00 Radius of Gyration, rx = 2.23 in Max Axial < P-Ei en BucklingOK g g' Radius of Gyration, ry = 2.23 in P-Eigen Buckling = 237.40 -kips Area, A = 9.74 int Section Modulus, Sx = 16.1 in Section Modulus, Sy = 16.1 in' AISC 341 Table D 1.1 Ductility Limitations Moment of Inertia, Ix = 48.2 in4 b/t = 9.90 Moment of Inertia, Iy = 48.2 1n4 Table D1.1 X = nd 13.81 Cm = 0.85 Section H 1 Table D 1. l �md = 16.07 SDS = 1.21 Highly Ductle per AISC 341 Table D 1.1 Compression AISC 360 E3 Section ok for Com res i p son Max Axial Load Pr = 7.88 Kips KI/rx = 101.70 Table B4.1 a ?,r = 35.2 KI/ry = 101.70 b/t = 9.9 KI/rmax = 101.70 Section is Non -Slender Fe = 2 7.6 7 ksi Fcr = 24.27 ksi Pn = 236.36 Kips Pa = Pn/S2c = 141.53 Kips Bending AISC 360 F7 Section ok for Bending x-axis -axis Max Moment, Mr = 2.85 107.38 b/t = 9.90 9.90 Flange Table B4.1 b X, = 28.1 Local Buckling of Flange: Compact Compact Flange Table g B4.1 b ?, = r 35.2 h/t = . 9.90 9.90 Web Table _ B4.1 b a,p = 60.8 Local Buckling of Web: Compact Compact Web Table B4.1 b ?,r = 143.1 Z = 19.8 19.8 Mp = 911 in -k 911 in -k Mn = 911 in -k 911 in -k Ma = Mn/Qb = 545 in -k 545 in -k Shear AISC 360 G2 Section ok for Shear x-axis -axis Max Shear, Vr = 0.97 0.03 h/t, b/t = 9.90 9.90 Cv = 1.00 1.00 kv = 5 Vn = 134.4 Kips 134.4 Kips Va = Vn/S2v = 80.5 Kips 80.5 Kips Combined Bend 8T Comp. AIS 360 Pr/Pc = HI 0.06 Section ok for Combined Ea ns. Use Eq HI -lb = Deflection Seismic Deflection, sx = Allowable Seismic Deflection, Aa = Wind Deflection = Allowable Wind Deflection = 0.23 0.86 2.70 0.376 0.54 Section in. in. in. in. ok for Deflection In I III pill millf INIM44plillpl "in IMMINMRAEl�1 i • I I U • I � Y • F �c B�f COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING Submit completed form in person or by CONSTRUCTION DEBRIS RECOVERY FINAL REPORT mairto: Butte County Development Services - Final inspection will not be scheduled until completed report submitted - Butteing �L� L l,�` ,. �� G _ 7 County Center Drive APN. Building Permit # -i-- Oroville CA . 95965 Owner Name: , Owner Phone: ( ) Jobsite Address. Project Type: 0 Construction 0 Demolition Jobsite Contact Company: Jobsite Phone: ( ) MATERIAL R•`m • °fie ACTUAL FACIUTIESISERVICE PROVIDERS To • Tonna • Tonca • USED Inert Material (cona'ete, sspt*V Lumber Plant/Tree Debris Dry Walt Metal Cardboard Other. Other: Total tons of material disposed of -(not recycled or reused) Total tons of material not disposed (either recycled of reused) Percent recycled1mused _..__. % . Please sign Wicating that the above information is true and c offecd to the best of your knowledge: Applicant: Mwne Co • I or trtractor). Date: Cirde which Final Report returned i*dth comments: (in k Dom: Attach copies of weight receipts, gate tags, or Other verifying information for all materials that were reused, recycled.or disposed. Final Report approved:`.(8 0ding Inspector) Date: K-.%UILDING12011\A ed fonmsUters Greta Bldg. formsWaste Diversion -Recycling fon s.doc Construction & Demolition (C&D) Recycling and Salvage Information General waste Services: • Rm6logy Butte Cohna Counties 538.58689 342-2222 • waste Management 893-4777 • Northern Recycling & waste Services 876-3340 Material Recovery Faeilities: • R ecology Butte Cohrsa Counties 2720 S3* Ave, Oroville 533-5868 Inert RSOTNEZ fadIities: • Neal Road Recycling & Waste Facility 1023 Neal Road • Knife River Construction Co, 1764 Skyway, Chico, 891-6555 • Granite Construction Co. 4714 Pacific Heights Rd, OrOvilley 538-7616 Fi=tures and bnildina�ri„: • Ro-Store (Habitat for Humanity) 220 Meyers, Chico, 895-1271 Ibis partial lig is for onal purposes only and not an en&hment of any prWucts or e r Scrag Metal: • Aldred 1 Mill Recyclers 786 Oro -Chico Hwy, Durham, 342-4930 • Chico Scrap Metal 766 Oro -Chico Hwy, Durham, 3454476 • Norcal Recyclers 1855 Kusel Rd, Oroville, 532-0262 XArd/'Wood wastes: • North Valley Organic recycling 4441 Cohasset Rd., Chico, 624-3529 • Recoolgy Butte Colusa Counties Recycling Center 2720 S.56 Ave., Oroville, 533-5868 • Earthworm Soil Factory Neal Road off Hwy 99, 895-9676 • Town of Paradise Vegetative Waste Facility Clark Rd. & American way, Paradise 877-0824 • Old Durham Wood Co. 342-7381 • Neal Road Recycling & Waste Facility 1023 Neal Road Cardboard: • Chico Scrap Metal 878 E 20" St, Chico, 343-7166 • Chico Transfer & Recycling 2569 Scott Ave, Chico, 893-0333 • Work Training Center 2300 Fair St, Chico, 343-8641 • Nor. -Call Rccyclers 1855 Kusel Rd, Oroville Other RMurces: • Green Building Information www.epa.gov/Woswer/non- hw/debris-newrindex.htm • Butte County Public Works Dept Solid Waste & Recycling Division 879-2352 • www.RecycleButte.net x _4 Oil laMN(DID)IMIL(N M)FOEUMD10 lf(n)m u ym 12BH((3 T MlEmw EXISTING GARAGE VICINITY MAP PROJECT DATA APPLICABLE CODES: 2013 CALIFORNIA BUILDING CODE (GBG) 2013 CALIFORNIA RESIDENTIAL CODE (CRC) 2013 CALIFORNIA MECHANICAL CODE (GMC) 2013 CALIFORNIA PLUMBING CODE (CPC) 2013 CALIFORNIA ELECTRICAL CODE (CEC) 2010 CALIFORNIA ENERGY CODE 2013 CALIFORNIA FIRE CODE 2013 CALIFORNIA GREEN BUILDING CODE PROPOSED GARAGE REMODEL 4 CARPORT FIROJECT DATA PROJECT DESCRIPTION: THE PROJECT CONSISTS REMODELING AN EXISTING 3 CAR GARAGE AND ADDING SMALL WINDOW POPOUTS, A NEW CARPORT WILL BE ADDED. PROJECT ADDRESS: SYSTEMS PLUS LUMBER CO. 7560 GALA LANE BUILDING AREAS: DURHAM, CA 95938 EXISTING UNCONDITIONED GARAGE: 1,144 Sq. A.P. NUMBER: NEW UNCONDITIONED GARAGE: 32 Sq, Ft. 038-210-019-000 DESIGN CONSULTANTS: NEW COVERED CARPORT: 924 Sq. Ft, JURISDICTION: BUTTE COUNTY ENGINEERING LOADS: CHICO, CA 85913 ROOF LOAD DL: 24 P.S.F. ZONING: WIND: 85 MPH AG -160 EXPOSURE C ARCHITECT: SOIL: 1,500 P.S.F, OCCUPANCY TYPE: R-3 SEISMIC: SITE CLASS D CONSTRUCTION TYP: V -B DESIGN CATEGROY D FLOOD ZONE: X SETBACKS: PERMIT COUNTY DEVELOPMENT SERVICES REVIEWED FOR FRONT: 20' CODE COMPLIANCE INTERIOR SIDE: 25' (OR 59. OF LOT WIDTH BUT >5') STREET: 20' REAR: 25' IDE81GN CONSULTANTS DESIGNER: TRUSS DESIGNER: LENN GOLDMANN DESIGN + PLANNING SYSTEMS PLUS LUMBER CO. 343 WEST FOURTH STREET 1800 SOUTH BARNEY ROAD CHICO, CA 95928 ANDERSON, CA 96001 PHONE: (530) 345-1161 PHONE: (530) 318-6800 EMAIL: lenngoldmannregmai I.com DESIGN CONSULTANTS: RCE 3060 THORNTREE DRIVE, SUITE 10 CHICO, CA 85913 PHONE: (530) 894-8833 EMAIL: jpecha-wr-c-e.com ARCHITECT: HYLAND FISHER 411 NORMAL CHICO, CA 95928 (530) 263-8666 PERMIT COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DAA Cpnplefa oonebuetion Post Debris Recovery final report and V.O.C. documentation and cubmtt tc Building Division prior TA final building Inspection SHEET INDEX 1 TITLE SHEET 2 SITE PLAN 3 GARAGE / CARPORT EUTTE 53.2 CARPORT DETAILS COUNTY AUG 12014 DEVELOPMENT SERVICES '31 I�-ice--- Sec- ✓d 1d.�s - l ID, A DpZI� Dmf Do � 3 N� w o �E�ytr n- -w IL F W tc 3 O W 3 6 p E C $ PT 6 3 3 O- $ W 0 p rt IT W 6 0 w m O 6 3im :Qi W 3 63 »sn Q S3 �3 0 N �_O p o < C 0 3 c 30 W o b 3A �C7 P— b b @ m W O b b d ce W �- P o a-5 (p 0. o 5 � _ i 0 � E� •« � 3 .. 3 6 Q p 6 0 0< 0 0-19 lb SE S 0 ^ 0 tc 13 3 9 O. b �C - W S tC Q ? t 7 P P W Q p_ W 6 fl f0 WW G X 9 W � b P D mm 3 � w w c�D3 0 s6 LENN GOLDMANN DESIGN + PLANNING THE BIANCHI RESIDENCE 343 WEST FOURTH STREET, CHICO,`CALIFORNIA 95928 7560 GALA LANE, DURHAM, CALIFORNIA 95938 PHONE 530.345.1161 LEN NGOLDMANN@GMAIL.COM Y' APN: ` 038-210-019-000 (n M Am Z W PLAN LEGEND Xi- 0ETAILN NLW OR N[V15ED E%TENIO WALL ._XN---'SHEETN � ENiSTINGUNEAOD�FIEOEXiEN1ON WAIL - - - - - - - - - - - - - - - - - - - -!- - - - - - - -'-I I I, (El rurvoaN ' (E)MNoori ' (E1 DooN I I � Existing Garage Plan Scale: 1/4"=V-0" E-0" I 1 (E) WINDOWS TO - - - - - I _ IF _ REMAIN I I I I I I I I A sss 6+6+ I I I ---I- I (E) DOOR TO REMAIN I' I I _ I I� 0/4" GRAVEL TYP. I --- -.�--T I I ---------------------- - --fl;f I I I I II I I L I I I I II I I I I I I m I I I I I I II II II II II II II SII II II II II II II I I I I I tib l I I I I I L I I +'I 6 83.2 I I I I I c gl l 9 I I I I 1 I I I I II II ROOF O.H. TYP. II II I I � I 1 II NEW GRAVEL DRIVE FOR I L ------- `r I I <> II I I I I I I GARAGE I I SLAB I rc x (EXISTING) >I \, /\ / A / � I sfi I BEAM ABOVE TYP, O - o / \ ISTING.- EXISTING �, \X/ \ / I I I $ GARAGE TO REMAIN" (2) 6x6 POSTS ONGONG. \ / v✓' % _ s Iw I I I I I I I y _ L------- I �- I - I I I I I I I ^ I I I I I I 12. I I I I I I I (E) O.H. DOORS TO I o I I I I I q 1 W BE REMOVED TYP. I I I I I I W I I I I I I I I I I I ° I I L------- I I I I , o/ o,C,`/ I L- - - - - - - - - - - - - - - - - - - - - - - - -.... a P Existing Garage Plan Scale: 1/4"=V-0" E-0" 1 GARAGE ATTIC VENTING CALCULATION FLOOR AREA . 1,989B.F. 1/150TH OF 1,989 S.F.. 13.26 S.F. OF VENTILATION REQUIRED 13.26 S.F. X 144 SQUARE INCHES . 1,909.44 SQUARE INCHES OF VENTILATION REQUIRED RIDGE VENT . IB SQUARE INCHES OF VENTILATION / FOOT x 16'. 1,368 SQUARE INCHES OF RIDGE VENTING EAVE VENT . 4" x 16" EAVE VENT (28' NFA ea.) x 38 BAYS. 1,064 SQUARE INCHES OF EAVE VENTILATION 2,432 SQUARE INCHES OF ATTIC VENTILATION PROVIDED tdl /rr,% //O/ % 777 /�77 %i/i,ai NEW YEN GABLE E (E) DOOF NEW METAL ROOF � � I I I T F" F -12x6 D.F, BEAM W/ - 6x8 CORBELS TYP. #3x20'-0" HAIRPIN, TYP. TYP. GARAGE APRO 30"x30" x 24" TALL CONC.— COLUMN w/ MIN. 3" SURROUNDING 6x6 T.S. POSTS TYP. 6x6 T.S. EMBEDDED INTO SQ. x 12" DP. FOOTING o/ -7 36" DIA. x 48" DP CAISSON, SEE DETAIL 1/S3.2 EDGE OF CONC. 6x6 POST FOR DOOR H EADEI TYP. GARAGE NO A.B. @ OC 12"W x 12"DF TOP & BOT. R -VERIFY EXISII NEW VENTING 1 r- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - = _ IF ss s I I I I I I I I A sss 6+6+ I I I II II II II W II II II II � �\Q �Gss n n n n Q n II I _ 6++6+ 0/4" GRAVEL TYP. I --- -.�--T 6 I I I ---------------------- - --fl;f I I I I II I I L I I I I II I I I I I I m I I I I I I II II II II II II II SII II II II II II II I I I I I tib I — — — — — — — — — — ti 6s+6`I I L TtG SHEATING o/ 2x TRUSSES a 24" O.C, +'I 6 83.2 II II II II QII II I I II (NEW) 2 CAR CARPORT II 1 I I I II II ROOF O.H. TYP. II II I I � I 1 II NEW GRAVEL DRIVE FOR II I I I `r I II GARAGE t CARPORT II I )OF, —NEW CONC. GARAGE I I ly II SLAB rc x >I \, /\ / A / � I sfi I BEAM ABOVE TYP, O - o / \ ISTING.- EXISTING �, \X/ \ / ) ROOF FRMING OVER (EA GARAGE TO REMAIN" (2) 6x6 POSTS ONGONG. \ / v✓' % _ r__j m X, COLUMN TYP. wLw CARPORT ROOF TO �- - - I I I MATCH SEAMLESS WITH ^ I I 1 1 (E) GARAGE ROOF (EIWxDOW (E7WNObx I (E)DOOle I I I I I I I I I I I I I I q I I I N l o I o I I I I f f I I I I I I I I I I I I I I I II I I ° I I I I , o/ o,C,`/ I 'III I I NEW 2x WALLS FOR �I WINDOW POPOUTS o ~ I - - - - -IL- - -_ NEW 4.12 HEADER - - - - v 1 ITCH i A GARAGE E TO BE MODIFIED a I I T I I I I I I 4 I 8 Il I I I GARAGE FLOOR TO I REMAIN UNCHANGED I I I MOVED O.H. GARAGE _ I I DOOR TYP. I I - - - - I - - -_j NEW 2x WALLS FOR I 0„ WINDOW POPOUTS 4 oya (E) GARAGE WALLS TYP. �I _.. JeOy� J,F se 4 � I + oz oz I r� o - r L- - - -n"I 5ruyl 1-1 53.2 Garage & Carport Plan Scale: E_OIE 1/4"=V-0" 1 GARAGE ATTIC VENTING CALCULATION FLOOR AREA . 1,989B.F. 1/150TH OF 1,989 S.F.. 13.26 S.F. OF VENTILATION REQUIRED 13.26 S.F. X 144 SQUARE INCHES . 1,909.44 SQUARE INCHES OF VENTILATION REQUIRED RIDGE VENT . IB SQUARE INCHES OF VENTILATION / FOOT x 16'. 1,368 SQUARE INCHES OF RIDGE VENTING EAVE VENT . 4" x 16" EAVE VENT (28' NFA ea.) x 38 BAYS. 1,064 SQUARE INCHES OF EAVE VENTILATION 2,432 SQUARE INCHES OF ATTIC VENTILATION PROVIDED tdl /rr,% //O/ % 777 /�77 %i/i,ai NEW YEN GABLE E (E) DOOF NEW METAL ROOF � � I I I T F" F -12x6 D.F, BEAM W/ - 6x8 CORBELS TYP. #3x20'-0" HAIRPIN, TYP. TYP. GARAGE APRO 30"x30" x 24" TALL CONC.— COLUMN w/ MIN. 3" SURROUNDING 6x6 T.S. POSTS TYP. 6x6 T.S. EMBEDDED INTO SQ. x 12" DP. FOOTING o/ -7 36" DIA. x 48" DP CAISSON, SEE DETAIL 1/S3.2 EDGE OF CONC. 6x6 POST FOR DOOR H EADEI TYP. GARAGE NO A.B. @ OC 12"W x 12"DF TOP & BOT. R -VERIFY EXISII NEW VENTING 1 a ELl = _ IF I I I I I I I I I I I I A u n n n n n n II n II n � yA" n u u I u n u n II nay°. I I I II II II II W II II II II � �\Q �Gss n n n n Q n II 4" CONC. SLAB W/ #4's @ 18" O.C.- .C. _F F 0/4" GRAVEL TYP. I- I 12'] pr I I <14"'12" SLOPE I I I I I I I L ONTROL JOINT TYP. I I l xII all r II SII II II —F� I L------- — — — — — — — — — — ------- 'OST FOR RWAY HEADER TYP. .B. @ DOORWAY TYP. SLAB & FOOTING 'OPOUT TYP. Garage & Carport Foundation Plan Scale: 1/4EE=1E-0EE NOTE: -TRUSS DESIGN BY OTHER: HAND FRAMED CUPOLA o GARAGE ROOF w/ VENTS -CUT (E) ROOF SHEATHING ALLOW (E) ROOF TO VENT THROUGH CUPOLA CUSTOM BUCKETS o THE T OF 6x6 T.S. POSTS FOR E -SEE DETAIL 5/53.2 TIE IN NEW ROOF OVER C, PORT WITH (E) GARAGE R ROOFING, OVERHANG, ANI FASCIA TO BE GONTINUOUI HANG CAR PORT BEAM w HUC66 ON GARAGE WALL 2x8 STEPPED SQUARE— CUT FASCIA TO MATCH HOUSE TYP, SISTER RAFTERS TO (E) Tt CHORDS TO EXTEND OVERHANG TO 3' TYP. (E) GABLE SERVES AS G. SECTION FOR DUTCH HIP NEW LOWER SECTION OF C HIP TO TIE INTO EXISTING ROOF AT HIP I I II I I i I II - II Ii r DROPPED TOP CHORD GABLE TRUSS a UPPER ROOF OUTLOOKERS o UPPER ROOF TYP. !1 Y -TYPI' 1 F ---COMMON JACK TRUSSES e LOWER ROOF DUTCH GABLE WALL BTWN, UPPER 4LOWER ROOFS -MATCH OTHER SIDE OF ROOF 3- b H. TYP' Garage & Carport Roof Framing Plan scale: 1/4EE=1E-oEE PER MR JBU7T/L�nAENI ti(RVICES I���� REVIEWED FOR ti CODE C ANCE - DATE I GABLE END VENT NEW DUTCH NIP ROOF . � Garage & Carport 5outh Elevation 2'-6" SQ. CONC, COLUMNS TYPScale: 1/4"=1E-0" Garage & Carport blest Elevation scale: 1/4"=1'-O" -paaapuaj /gejoq sl suoljelnoleo AON ul passalappe DI31^�aUS jou ssw� I jo uoiuK;O ON I -rr ti°SAL j EI? S1101�n111oj-� =10H LII p"-?ssaippe Allrow nc Ijo swell sU�nelnoleo -) pimp e i d .A u 1n onj r s� K I. 1 E. 10 I 1 �..>„ I LI I II I � LL_m__ � I`G uJ �. I��'�III ELJF��7�, - I��L���L_� -F71 - - - Garage & Carport East Elevation Scale: 1/4"=V-0" E-oEE Garage & Carport North Elevation Scale: 1/4"=V-0" E-oEE a ELl = I u n n n n n n II n II n � yA" n u u I u n u n II nay°. II II II II W II II II II � �\Q �Gss n n n n Q n II n II GIRDES TRUSS I I MATCH EXISTIN ATGH EXISTING I I oll SII a LILL- xII all II SII II II METAL ROOFING o/ SINGLE LAYER GRACE ICE J WATER SHIELD HT o/ 1/2" ` 6 TtG SHEATING o/ 2x TRUSSES a 24" O.C, b3. 6 83.2 II II II II QII II 011 0X11 w a (� ES, SIDE I I MATCH EXISTIN iiIMATCH EXISTING `4 TO II II JP AM I I 22"x30" ATTIC ACCESS I )OF, -�� a E rc x >I \, /\ / A / � v.,� /, / O - o / \ ISTING.- EXISTING �, \X/ \ / ) ROOF FRMING OVER (EA GARAGE TO REMAIN" \ / v✓' % _ m X, wLw p >. x, �x /./ �z 7 ✓' -��/ EXIS INC /,. XISTING ' }' V / - O �X -" NEW METAL ROOFING o/ SINGLE LAYER",,,- �` / GRACE ICE t WATER SHIELD HT o/ (E) �I >. %V SHEATING (E) 2x TRUSSES ® 24" ` , o/ o,C,`/ Lu `NEW 4.12 HEADERk\ / u\ ~ - - - - -IL- - -_ NEW 4.12 HEADER - - - - v 1 ITCH 119 11 11 11 11_ A 3- b H. TYP' Garage & Carport Roof Framing Plan scale: 1/4EE=1E-oEE PER MR JBU7T/L�nAENI ti(RVICES I���� REVIEWED FOR ti CODE C ANCE - DATE I GABLE END VENT NEW DUTCH NIP ROOF . � Garage & Carport 5outh Elevation 2'-6" SQ. CONC, COLUMNS TYPScale: 1/4"=1E-0" Garage & Carport blest Elevation scale: 1/4"=1'-O" -paaapuaj /gejoq sl suoljelnoleo AON ul passalappe DI31^�aUS jou ssw� I jo uoiuK;O ON I -rr ti°SAL j EI? S1101�n111oj-� =10H LII p"-?ssaippe Allrow nc Ijo swell sU�nelnoleo -) pimp e i d .A u 1n onj r s� K I. 1 E. 10 I 1 �..>„ I LI I II I � LL_m__ � I`G uJ �. I��'�III ELJF��7�, - I��L���L_� -F71 - - - Garage & Carport East Elevation Scale: 1/4"=V-0" E-oEE Garage & Carport North Elevation Scale: 1/4"=V-0" E-oEE N O T- x O x x 0 LENN GOLDMANN is CIVIL -STRUCTURAL DESIGN &PLANNING 0 * "�' ENGINEERING SURVEYING 343 WEST FOURTH STREET L+ CHICO, CA 95928 " ` N a 1(530) 354-1161 � o A A * 3060 Thorntree Dr. Suite #10 - Chico, CA 95973 Phone: (530) 894-8833 - Fax: (530) 894-8882 cj@r-c-e.com - h"p://www.r-c-e.com BIANCHI RESIDENCE JIM BIANCHI 75060 DURHAM,CA _ 1 5-0" DEEP rl� -v 2b" _ rnN z 3" MIN GLR M m TYP. O �Otn Z�W D z �- 12" TYP. d m zA ° 1 M A -A z- z� ° RI r z m � � o O U vN D m r l70 rl� -v 2b" _ rnN z M m D D D �Otn Z�W x ,Icl > m zA ° 1 m A -A z- z� ° RI r z m � ° O U A 7- NAm 1 # Nrx ovo O O w Oz O Ap m A- i D D >m A uzi m rn o r- rn z m N r \ z m mpmN m x rnN z M m D D D m (\ -01 ,Icl Ux U zA zA Oti zo A -A z� z� ° RI m � ° O U vN D m r l70 ON N m rnix 1x r O Da` Da F x 2' TOP O DOVER A A O 1 N z z �a-0O0N+��0R0Dz �ODaIIArnA rncrnuWrnOZZ <16.-mduPrnvzrn�-; d U11:3zT� rn�Drn �rnNO-Dt9AmOr1 m 'NyNrnu ON �rE=me=�D x943 rn A OF(P-M> bC �3NN fMil D (` Zrnm 0MrU>2 dOmrnyzr Nrn�n� r�D rn�gmi yr tr_Oz WZ nzrn P CARPORT DETAILS IT T' MIN I I I m EMBED m a A r01 r �O z -0 Nj O T v m tlz N N D O® r z 1(E N 3DN AZZN rnx m 1 p D ROBERTS CONSULTING ENGINEERING DOES NOT REPRESEWT14AT THESE PLANS OR ANY SPECIFICATIONS IN CONNECTION THEREWITH ARE SUITABLE WHETHER OR NOT MODIFIED, FOR ANY OTHER SITE THAN THE ONE FOR WHICH THEY WERE SPECIFICALLY PREPARED. ROBERTS CONSULTING ENGINEERING DISCLAIMS RESPONSIBILITY FOR THESE PLANS AND SPECIFICATIONS IF THEY ARE USED WHOLE OR IN PART AT ANY OTHER SITE. PLANS ARE NOT VALID UNTIL REVIEWED AND APPROVED BY APPROPRIATE GOVERNMENTAL AGENCIES m x N 1 A ,Icl v O m N Dr i r OD zz ° RI m � ° O ."1{am 3 i� z m z ��Nz p -re m=z� rnj =rn CIo3D 6..A rn MIN. 3 r O r 1 D Z =z 2' TOP A v z rn DOVER Nib U43 o,- AAM r= AU z z �a-0O0N+��0R0Dz �ODaIIArnA rncrnuWrnOZZ <16.-mduPrnvzrn�-; d U11:3zT� rn�Drn �rnNO-Dt9AmOr1 m 'NyNrnu ON �rE=me=�D x943 rn A OF(P-M> bC �3NN fMil D (` Zrnm 0MrU>2 dOmrnyzr Nrn�n� r�D rn�gmi yr tr_Oz WZ nzrn P CARPORT DETAILS IT T' MIN I I I m EMBED m a A r01 r �O z -0 Nj O T v m tlz N N D O® r z 1(E N 3DN AZZN rnx m 1 p D ROBERTS CONSULTING ENGINEERING DOES NOT REPRESEWT14AT THESE PLANS OR ANY SPECIFICATIONS IN CONNECTION THEREWITH ARE SUITABLE WHETHER OR NOT MODIFIED, FOR ANY OTHER SITE THAN THE ONE FOR WHICH THEY WERE SPECIFICALLY PREPARED. ROBERTS CONSULTING ENGINEERING DISCLAIMS RESPONSIBILITY FOR THESE PLANS AND SPECIFICATIONS IF THEY ARE USED WHOLE OR IN PART AT ANY OTHER SITE. PLANS ARE NOT VALID UNTIL REVIEWED AND APPROVED BY APPROPRIATE GOVERNMENTAL AGENCIES