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Home My WebLink AboutB16-2903 024-130-033DANIEL J. DOBBIE Professional Engineer Page: 1 /\" P.O. Box 2156 Job No: 16044 15925 Renee Way Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation O Q?'0FESS/o4, q! D F _CO� " C 42028 X EXP. 03131118 sr clv%%. q OFCA��F� PROJECT SCOPE: PROVIDE STRUCTURAL FOUNDATION ENGINEERING FOR A NEW 80'x 120 METAL BUILDING. USE THE COLUMN REACTIONS PROVIDED BY THE METAL BUILDING SUPPLIER FOR DESIGN OF THE COLUMN FOOTINGS. UTILIZE AVAILABLE SLAB DEAD LOAD TRIBUTARY TO THE COLUMN FOOTINGS TO RESIST UPLIFT FORCES. CHECK SOIL BEARING PRESSURE FOR DEAD PLUS LIVE LOADING. WHERE NO SLAB IS AVAILABLE DESIGN FOOTING TO RESIST UPLIFT AND OVERTURNING FORCES AS ISOLATED FOOTINGS WITH A PEDESTAL TO SUPPORT THE COLUMN BASE. DESIGN THE COLUMN ANCHORAGE PER AC1318 APPENDIX D. DESIGN DATA: CALIFORNIA BUILDING CODE 2013 EDITION CONCRETE COMPRESSIVE STRENGTH (f c) y3000 PSI CBC TABLE 1808.8.1 FOR SEISMIC DESIGN CATEGORY D CONCRETE DESIGN STRENGTH (fc) 3000 PSI PER CBC SECTION 1705.3 EXCEPTION 1. FOR ISOLATED FOOTINGS < 3 STORIES & EXCEPTION 3, FOR NONSTRUCTURAL CONCRETE SLABS ON GRADE NO SPECIAL INSPECTION OF CONCRETE IS REQUIRED REINFORCING STEEL STRENGTH (Fy) 60 KSI ANCHOR BOLTS F1.554 GRD 36 ALLOWABLE SOIL BEARING PRESSURE 1500 PSF BUM COUNTY DEC 2.9 2016 DEVELOPMENT SERVICES PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODEPLOANC _ DATE Z �aZ� I I BY—p— , DANIEL J. DOBBIE Professional Engineer Page: 2 Q Q P.O. Box 2156 Job No: 16044 Flournoy, Renee Wayoy, CA 96029 Date: December 2016 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation 6" SLAB RESITING UPLIFT FIND: TRIBUTARY WIDTH OF 6" SLAB CAPABLE RESISTING UPLIFT TRIBUTARY WIDTH IS BASED ON MOMENT CAPACITY OF SLAB BENDING FAILURE FORMS A HINGE POINT AT DISTANCE Wr FROM EDGE TRIBUTARY WIDTH OF SLAB RESISTING UPLIFT IS Wr USE CONSERVATIVE VALUE TO PREVENT HINGE FROM FORMING DESIGN DATA: CONCRETE STRENGTH (f c) 3000 PSI REINFORCING STRENGTH (Fy) 60 KSI WIDTH OF SECTION (b) 12 IN THICKNESS OF SLAB (t) ' . 6 IN DEPTH OF REINFORCING (d) (t/2) 3 IN WEIGHT OF CONCRETE 0.15 KCF BENDING STRENTH REDUCTION FACTOR (phi) ' 0.9 LOAD FACTOR FOR WIND 1.8 AREA OF REINFORCING STEEL (As) (#3 @ 18" o.c.) 0.073 IN^2 REINFORCING RATIO (p) = As /(b * d) 0.002028 MOMENT CAUSED BY WEIGHT OF SLAB (Mw): HOW MUCH OF ITS OWN WEIGHT CAN THE SLAB CARRY? REQUIRED WIDTH OF SLAB TO CAUSE FAILURE (Wr) r MOMENT CAUSED BY WEIGHT OF SLAB (Mw) .009375*Wr^2 Mw=.15*6/12*Wr^2/8 { MOMENT CAPACITY OF SLAB (Mc): NOMINAL MOMENT CAPACITY OF SLAB (Mn) 12.83 KIP IN Mn=p*b*d*Fy*(d-.5*p*d/.85*Fy/fc) FIND REQUIRED WIDTH OF SLAB (Wr): EQUATE MOMENT CAUSED BY WEIGHT AND"MOMENT CAPACITY (INCL FACTORS) Mn*phi = 1.6*Mw Mn * 0.9 = 1.6 * .00,9375 * Wr^2 Wr^2 = 60 * Mn Wr = (60 * Mn)^.5 8.01 FT ALLOWABLE TRIBUTARY WIDTH OF SLAB AVAILABLE TO RESIST UPLIFT' ALLOWABLE TRIBUTARY WIDTH (Wr) 8.01 FT USE CONSERVATIVE ALLOWABLE WIDTH 7.00 FT DANIEL J. DOBBIE 4 Professional Engineer Page: 3 Q\rza P.O. Box 2156 Job No: 16044 15925 Renee Way Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation RIGID FRAME COLUMN FOOTING' LINE (283) AT (1) MAXIMUM COLUMN REACTIONS: DESIGN FOR LINE 3-1 VERTICAL DOWNLOAD (Rvd) (DL + COLL + LL)=3.4+3.0+10.3' 16.7 KIPS HORIZONTAL OUTWARD (Rho) (DL + COLL + LL)=1.6+1.6+5.6 8.8 KIPS VERT UPLIFT (Rw)(.6(DL+COLL)+.6*(WL1))=.6*(3.4+3.0)-.6*(18.3) -7.1 KIPS HORIZ IN FORCE. (Rhi) (.6(DL+COLL)+.6*(WL1))=:6*(1.6+1.6)-.6*(12.2) -5.4 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOLING PLUS 7'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls • ( L. I EDGE OF SLA. I I Vd a • FOOTING J SLAB PIr.N • FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 2,17 FT .THICKNESS OF FOOTING BELOW SLAB (Tf) 1.50 FT WIDTH OF SLAB (Ws) = Wf + 7 9.17 FT THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (ZO: (0.6*(D+C) + .6*(WL1)) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) Rvu -7.14-KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) _ =.15 * Wf * T'1* Lf r LENGTH OF SLAB (Ls) = Lfr + 14 WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * Ws * (Lfr + 14) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) 1.93 FT USE: FOOTING LENGTH (Lf) 6.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.283 KSF BENDING MOMENT IN FOOTING (M) 12.53 KIP FT CONCRETE COMPRESSIVE STRENGTH (f c) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 4 -,3.5 18.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 18.8 KIP FT REINFORCING STEEL RATIO (p) 0.000471 < pmin USE: REINFORCING STEEL RATIO (p') 0.000628 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.303 IN^2 USE 2'- #5 As = 0.31 IN^2 RIGID FRAME FOOTING 2'- 2" WIDE x V- 6" THICK x 6' - 0" LONG LINE (283) AT (I ): W12 - #5 CONT AT BOT -T. & 6" SLAB OVER DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 4 Job No: 16044 Date: December 2016 Pekeema Brothers Metal Building Foundation ENDWALL COLUMN FOOTINGS LINE (4) AT (G&E) AND (1) AT (H,F&D) MAXIMUM COLUMN REACTIONS: DESIGN FOR LINE 4-G VERTICAL DOWNLOAD (Rvd) (DL + COLL + LL)=2.0+1.6+6.9 10.5 KIPS HORIZONTAL OUTWARD (Rho) (DL + COLL + LL) =0+0+0 0.0 KIPS VERT UPLIFT (Rvu)(.6(DL+COLL)+.6*(LWL1))=.6*(2+1.6)-.6*(12.7) -5.5 KIPS HORIZ IN FORCE (Rhi) (.6(DL+COLL)+.6*(LWL1))=.6*(0+0)-.6*(0) 0.0 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS T- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls - I I EDGE OF SL4 LCOL a.Ql :w I s FOOT ING/ SLAB PLAN FOOTING & SLAB DATA: . WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 2.17 FT THICKNESS OF FOOTING BELOW SLAB (Tf) 1.50 FT WIDTH OF SLAB (Ws) = Wf+ 7 9.17 FT THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (Zt): (0.6*(D+C) + .6*(LWL1)) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -5.46 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) _ =15 * Wf * Tf - Lf r LENGTH OF SLAB (Ls) = Lfr + 14 WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * Ws * (Lfr + 14) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) -0.45 FT USE: FOOTING LENGTH (Lf) 4.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.210 KSF BENDING MOMENT IN FOOTING (M) 5.25 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 18.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 7.9 KIP FT REINFORCING STEEL RATIO (p) 0.000197 < penin USE: REINFORCING STEEL RATIO (p') 0.000262 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.126 IN^2 USE: 2 - #5 As = 0.31 IN^2 ENDWALL COLUMN FOOTINGS 2'- 2" WIDE x 1' - 6" THICK x 4'- 0" LONG LINE (4)AT(G&E)&(1)AT(H.F&D) W/ 2 -#5 CONT ATBOTT. & 6" SLAB OVER DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy; CA 96029 Phone (530) 833-5423 Page: 5 Job No: 16044 Date: December 2016 Pekeema Brothers Metal Building Foundation BUILDING FRAME COLUMN FOOTINGS LINES (2) AT (F) AND (3) AT (H&F) INCLUDE WEIGHT OF SLAB IN ALL 4 DIRECTION DESIGN FOR LINE 3-F MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL + COLL + LL)=6.6+6.1+20.8 33.5 KIPS HOR1Z OUTWARD THRUST (Rho) (DL + COLL + LL) =0+0+0 0.0 KIPS VERT UP (Rvu) (.6(DL+COLL)+.6(WL1))=.6*(6.6+6.1)-.6*(25.9) -7.9 KIPS HORIZ IN FORCE (Rhi) (.6(DL+COLL)+.6(WL1))=.6*(0+0)-.6*(3.9) -2.3 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 7'- 0" OF 6" SLAB " BEYOND EDGES OF FOOTING FOOTING & SLAB DATA: ` WEIGHT OF CONCRETE 0.15 KCF FIND: LENGTH OF FOOTING (Lf) THICKNESS OF FOOTING BELOW SLAB (Tf) 1.50 FT . LENGTH OF SLAB (Ls) = Lf + 7 + 7 THICKNESS OF SLAB (Ts) 6.00 IN • DEAD LOAD RESISTANCE TO UPLIFT (ZO: REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -7.9 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lf) WEIGHT OF FOOTING (Zf) =.15 * Tf * Lf^2 0.225 Lf^2 LENGTH OF SLAB (Ls) = Lf + 14 .WEIGHT OF SLAB (Zs) _ .15 * 6112 * (Lf + 14)^2 = 0.075*Lf^2 + 2.1 *Lf + 14.7 TOTAL RESISTANCE (Zt) (Zf + Zs)*0.6 = Zt = Rvu (FACTOR DEAD LOAD 0.6) THEREFORE: ((0.15*Tf+.075)*Lf^2 + 2.1 *Lf + 14.7)*0.6 = 7.9 OR (0.09*Tf+.045)*Lf^2 + 1.26*Lf -.92 = 0 FROM THE QUADRATIC EQUATION: FACTOR (a) 0.18 FACTOR (b) 1.26 FACTOR (c) -0.92 REQUIRED LENGTH OF FOOTING (Lf) 0.67 FT USE: FOOTING LENGTH (Lf) 5.00 FT BENDING IN FOOTING: " SOIL PRESSURE (q) (D + L) 1.340 KSF ALLOWABLE SOIL BEARING PRESSURE (gallow) 1.500 KSF BENDING MOMENT IN FOOTING (M) 20.94 KIP FT CONCRETE COMPRESSIVE STRENGTH (f c) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 18.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 31.4 KIP FT REINFORCING STEEL RATIO (p) 0.000341 < pmin USE: REINFORCING STEEL RATIO (p') r 0.000455 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.505 IN^2 USE: 4 - #5 As = 1.24 IN^2 COLUMN FOOTINGS 5'- 0" SQUARE x V- 6",THICK (BELOW SLAB) LINES (2)AT(F)AND(3)AT(H&F) W/ 4 - #5 EA. WAY AT1 OTT. & 6" SLAB OVER DANIEL J. DOBBIE A \Dn Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 6 Job No: 16044 Date: December 2016 Pekeema Brothers Metal Building Foundation CORNER COLUMN FOOTINGS LINES (1) AT ( I ) AND (4) AT ( I ) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL+COLL+LL)=1.1+.8+3.5 5.4 KIPS HORIZONTAL OUTWARD THRUST (Rho) (DL+COLL+LL)=.2+.2+.7 1.1 KIPS VERTICAL UPLIFT (Rvu) (.6(DL+COLL) + .6(WL1)=.6*(1.1+.8)-.6*(8.3) -3.8 KIPS HORIZ IN FORCE (Rhi) (.6(DL+COLL) + .6*(WL1)=.6*(.2+.2)-.6*(5.4) -3.0 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE, WEIGHT OF FOOTING PLUS T- 0" OF 6" SLAB BEYOND EDGES OF FOOTING EDGE OF SLAB =DOTING / SLAB P1r.N FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF SQUARE FOOTING (Wf) 2.00 FT THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (Zt): (0.6*DEAD + WIND) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -3.8 KIPS FIND: REQUIRED THICKNESS OF FOOTING (Tf) WEIGHT OF FOOTING (Zf) =.15 * WfA2 *Tf WIDTH OF SQUARE SLAB (Ws) = Wf + 7 WEIGHT OF SLAB (Zs) =.15 * 6/12 * (Wf + 7)A2 TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED THICKNESS OF FOOTING (Tf) 0,54 FT USE: FOOTING THICKNESS (Tf) 1.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.350 KSF BENDING MOMENT IN FOOTING (M) 1.35 KIP FT CONCRETE COMPRESSIVE STRENGTH (f c) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 5 - 3.5 14.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 2.0 KIP FT REINFORCING STEEL RATIO (p) 0.000089 < pmin USE: REINFORCING STEEL RATIO (p') 0.000119 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.041 IN^2 USE: 2 - #4 As = .4 IN^2 CORNER COLUMN FOOTING 2'- 0" SQUARE x 1' 0'' THICK LINES (1)AT( I ) AND (4)AT( I) W/ 2 - #4 EACWW_ AY AT BOTTOM & 6" SLAB OVER oo ' h. •L �Y DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 7 Job No: 16044 Date: December 2016 Pekeema Brothers Metal Building Foundation COLUMN FOOTINGS LINES (2 & 3) AT (A) COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL + COLL + LL)=3.6+3.4+11.5 18.5 KIPS HORIZ OUTWARD THRUST (Rho) (DL + COLL + LL)=1.6+1.6+5.6 8.8 KIPS FOOTING DATA: FOOTING THICKNESS (Tf) 1.50 FT FOOTING WIDTH (Wf) 5.00 FT FOOTING LENGTH (Lf) 11.00 FT FOOTING WEIGHT (Vf) 12.38 KIPS DISTANCE FROM EDGE OF FOOTING TO CL COLUMN (D1) 7.25 FT KEY WIDTH (Wk) 1.00 FT KEY DEPTH (Tk) 1.33 FT KEY WEIGHT (Nk) 1.00 KIPS DISTANCE FROM EDGE OF FOOTING TO CL KEY (Dk) 2.50 FT WEIGHT OF PEDESTAL RESISTING UPLIFT (Wc) 0.15 KIPS DISTANCE FROM EDGE OF FOOTING TO CL CURB (D2) 7.25 FT DEPTH AT TOP OF FOOTING BELOW NATURAL GRADE (Dn) 0.00 FT DISTANCE ABOVE BOTTOM OF FTG Rh APPLIED (D3) =Tf + i 2.50 F I FOOTIN D2 D1 i Rvd , ho VWf 'ADE B D3 - i Dk FOOTING PLAN Lf FOOTING ELEVATION OVERTURNING ON FOOTING ASSEMBLY: OVERTURNING MOMENT (Mot) = Rho*D3 22.00 KIP FT RESISTING MOMENT (Mr) = Rvd*D1+Vf*Lf/2+Wc*D2 OK 224.93 KIP FT SOIL BEARING PRESSURE: SUM OF VERTICAL LOADS (Fv) = Rvd+Vf+Vk+Wc 32.02 KIPS DISTANCE OF RESULTANT FROM EDGE (Lr) 6.34 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) YES ECCENTRICITY (e) e = Lf/2 - Lr _0.84 FT MAXIMUM SOIL PRESSURE (qmax) qmax = Fv/(Wf*Lf)*(1+6*e/Lf) OK 0.316 KSF MINIMUM SOIL PRESSURE (qmin) qmin = Fv/(W*L)*(1.6*e/L) 0.848 KSF RESISTANCE TO SLIDING: ALLOWABLE LATERAL SLIDING RESISTANCE (r) 0.130 KSF ALLOWABLE LATERAL BEARING PRESSURE (b) 0.100 KSF "2 LOAD DURATION FACTOR (Cd) 1.00 NORMAL HORIZONTAL SLIDING FORCE (Fs) 8.80 KIPS LATERAL SLIDING RESISTANCE (Rr) 7.15 KIPS LATERAL SOIL RESISTANCE (Rs) 2.00 KIPS TOTAL RESISTANCE TO SLIDING (Rt) OK 9.15 KIPS DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 8 Job No: 16044 Date: December 2016 Pekeema Brothers Metal Building Foundation E COLUMN FOOTINGS LINES (2 & 3) AT (A) (CONT.) FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH (f c) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf`12 - 3.25 14.75 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR = 1.2D + 1.6L 1.5 LIVE LONGITUDINAL BENDING: (FULL FTG WIDTH)' MOMENT FOR RESULTANT INSIDE KERN (Mmax) 7.2.27 KIP FT IS TOTAL SOIL REACTION FROM UNDER COLUMN? NO MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) 0.00 KIP FT ULTIMATE MOMENT (Mu) 108.41 KIP FT REINFORCING STEEL RATIO (p) 0.001896 < USE: REINFORCING STEEL RATIO (p') pmin 0.002528 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 2.237 INA2 d USE: 8 - #5 As = 2.48 IN^2 TRANSVERSE BENDING: (1'- 0" LENGTH) TRANSVERSE BENDING MOMENT (Mmax) 1.53 KIP FT ULTIMATE MOMENT (Mu) 2.30 KIP FT REINFORCING STEEL RATIO (p) 0.000196 < pmin USE: REINFORCING STEEL RATIO (p') = p t 1.33 0.000261 AREA OF•REINFORCING STEEL REQUIRED (Asreq'd) 0.046 IN„2 TRY: REINFORCING BAR SIZE (#) 5 AREA OF REINFORCING BAR (A) 0.31 SQ.IN. REIFORCING SPACING (Sp) 18 IN. O.C. AREA OF STEEL PROVIDED (As) A`12/Sp= . 0.207 IN^2 USE: #5 @ 18” o.c. (8 - #5 OVER FTG LENGTH) KEY DESIGN: , REINFORCING DEPTH (d) d = Wk -12/2 6.00 IN MOMENT IN KEY (Mk) (OVER FTG WIDTH) 1.92 KIP FT ULTIMATE_MOMENT IN KEY (Muk)2;gg j(jp FT REINFORCING STEEL RATIO (p) 0.000297 USE: REINFORCING STEEL RATIO (p') = p 1.33 0.000396 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.143 IN^2 USE: 1 - #5 @ 18"o.c. As = 0.207 IN^2 FOOTINGS: t5'- 0"WIDE z 1 0"LONG x 1'-6" THICK W/,8 - #5 LONG. 8� #5,@ 18" TRANS. @ BOTTOM #5@18"oc.EAWAY @ "TO P W/ 1' 0"WIDE z 1' e4" DEEP KEY W/ 1 -#5 @ 18"o.c.CNTRD / CENTER KEY 2'- 6" FROM FTGjEDGE'� � V CENTER,COLUMN 3'- 9" FROOPPOSITE-EDGE DANIEL J. DOBBIE Professional Engineer Page: 9 Q ,L P.O. Box 2156 Job No: 16044 15925 Renee Way Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation COLUMN FOOTINGS LINES (2 & 3) AT (A) COLUMN REACTIONS: . VERT UPLIFT (Rvu) (.6(DL+COLL)+.6(WL3)=.6*(3.6+3.4)-.6*(20.2) -7.9 KIPS HORIZ IN FORCE (Rhi) .6(DL+LOLL)+,6(WL3)=.6*(1.5+1.6)-.6*(12.6) -5.7 KIPS FOOTING DATA: Ri i � 1 I FOOTING THICKNESS (Tf) 1.50 FT FOOTING WIDTH (Wf) 5.00 FT FOOTING LENGTH (Lf) 11.00 FT FOOTING WEIGHT (Vf) 12.38 KIPS LOCATION OF BALANCED OVERTURNING MOMENT (D1') 3.70 FT DISTANCE FROM EDGE OF FOOTING TO CL COLUMN (D1) 3.75 FT KEY WIDTH (Wk) 1.00 FT KEY DEPTH (Tk) 1.33 FT KEY WEIGHT (Vk) 1.00 KIPS DISTANCE FROM EDGE OF FOOTING TO CL KEY (Dk) 8.00 FT WEIGHT OF PEDESTAL RESISTING UPLIFT (Wc) 0.15 KIPS DISTANCE FROM EDGE OF FOOTING TO CL PEDESTAL (D2) 3.75 FT DEPTH AT TOP OF FOOTING BELOW NATURAL GRADE (Dn) 0.00 FT WEIGHT OF SOIL OVER FOOTING (Ws) (RESISTING UPLIFT) 0.00 KIPS DISTANCE ABOVE BOTTOM OF FTG Rh APPLIED (D3) = Tf+1 2.50 FT FOOTING_" I . n Oc i GRADE BEA&t� .. � Ri i � 1 I Ll N FOOTING PLAN ! LE I FOOTING ELEVA110114 OVERTURNING ON FOOTING ASSEMBLY: (COMBINATION: 0.6*DEAD + WIND) OVERTURNING MOMENT (Mot) = Rhi-D3+(-Rvu)`D1 43.95 KIP FT RESISTING MOMENT (Mr) = (Wf Lf/2+Vk'Dk+Wc'D2)-0.6 OK 45.96 KIP FT SOIL BEARING PRESSURE: SUM OF VERTICAL LOADS (Fv) = Rvu+Vf+Vk+Wc+Ws 5.60 KIPS DISTANCE OF RESULTANT FROM EDGE (Lr) 0.36 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) NO ECCENTRICITY (e) e = Lf/2 - Lr 5.14 FT MAAMUM SOIL PRESSURE (qmax) gmax = 2'Fv/(WI 3'Lr) NUT APPL 2.079 KSF MINIMUM SOIL PRESSURE (qmin) RESISTANCE TO SLIDING: ALLOWABLE LATERAL SLIDING RESISTANCE ( r) ALLOWABLE LATERAL BEARING PRESSURE (b) ;LOAD DURATION FACTOR (Cd) (SEC 1605.3.1.1) HORIZONTAL SLIDING FORCE (Fs) LATERAL SLIDING RESISTANCE (Rr) LATERAL SOIL RESISTANCE (Rs) TOTAL RESISTANCE TO SLIDING (Rt) OK 0.000 KSF 0.130 K3 0.100 KSF^2 1.00 NORMAL -5.70 KIPS 7.15 KIPS 2.00 KIPS 9.15 KIPS DANIEL J. DOBBIE Professional Engineer' Page: 10 Q Q P.O. Box 2156 Job No: 16044 15925 Renee Way : Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423' Pekeema.Brothers Metal Building Foundation COLUMN FOOTINGS LINES (2 & 3) AT (A) (CONT.) FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf*12 - 3.25 14.75 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR (ACI 9.2) (1.2Df1.6W) 1.6 WIND LONGITUDINAL BENDING: (FULL FTG WIDTH) MOMENT FOR RESULTANT INSIDE•KERN (Mmax) 0.00 KIP FT IS TOTAL SOIL REACTION FROM UNDER COLUMN? YES ' MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) . -11.67 KIP FT ULTIMATE MOMENT (Mu) -18.67 KIP FT REINFORCING STEEL RATIO (p) -0.000316 < pmin USE: REINFORCING STEEL RATIO (p') = p * 1.33 -0.000422 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) -0.373 IN^2 USE: 5 - #5 As = 1.55 IN^2 _ TRANSVERSE BENDING: (1' - 0" LENGTH) TRANSVERSE BENDING MOMENT (Mmax) 6.50 KIP FT ULTIMATE MOMENT (Mu) 10.40 KIP FT REINFORCING STEEL RATIO (p) 0.000896 USE: REINFORCING STEEL RATIO (p') = p * 1.33 0.000896 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.159 INA2 TRY: REINFORCING BAR SIZE (#) 4 .AREA OF REINFORCING BAR (A) 0.2 SQ.IN. REIFORCING SPACING (Sp) 18 IN. O.C. AREA OF STEEL PROVIDED (As) A*12/Sp= 0.133 IN^2 USE: #5 @ 18" o.c. (6 - #5 OVER FTG LENGTH) KEY DESIGN: '(NO KEY) REINFORCING DEPTH (d) d = Wk -12/2 6.00 IN MOMENT IN KEY (Mk) (OVER FTG WIDTH) 1.92 KIP FT ULTIMATE MOMENT IN KEY (Muk) 3.07 KIP FT REINFORCING STEEL RATIO (p) 0.000317 USE: REINFORCING STEEL RATIO (p') = p * 1.33 0.000423 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.152 IN^2 USE: 1 - #5 @ 18"o.c. As --'0.207 IN^2 FOOTINGS: 5'- 0" WIDE x 11'- 0" LONG x V - 6" THICK W/ 8 - #5 LONG.-& #5 @ 18" TRANS. @ BOTTOM #5 @ 18" c: -EA WAY @ TOP W/ V- 0" WIDE x V- 4" DEEP KEY W/ 1 - #5 @a18"o.c.CNTRD CENTER KEY 2'- 6" FROM FTG EDGE CENTER COLUMN 3'- 9" FROM OPPOSITE EDGE DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423. Page: 11 Job No: 16044 Date: December 2016 Pekeema Brothers Metal Building Foundation COLUMN FOOTINGS LINES (1 & 4) AT (A) 2.75 KIP FT COLUMN REACTIONS: 85.49 KIP FT VERTICAL DOWNLOAD (Rvd) (DL + COLL + LL)=1.0+.8+3.4 5.2 KIPS HORIZ OUTWARD THRUST (Rho) (DL + COLL + LL)=.2+.2+:7 1.1 KIPS FOOTING DATA: { 6.29 FT FOOTING THICKNESS (Tf) 1.50 FT FOOTING WIDTH (Wf) 4.00 FT FOOTING LENGTH (Lf) 8.67 FT FOOTING WEIGHT (Vf) 7.80 KIPS DISTANCE FROM EDGE OF FOOTING TO CL COLUMN (D1) 6.50 FT KEY WIDTH (Wk) 0.00 FT KEY DEPTH (Tk) 0.00 FT KEY WEIGHT (Vk) 0.00 KIPS DISTANCE FROM EDGE OF FOOTING TO CL KEY (Dk) 0.00 FT WEIGHT OF PEDESTAL RESISTING UPLIFT (WC) 0.15 KIPS DISTANCE FROM EDGE OF FOOTING TO CL CURB (D2) 6.50 FT DEPTH AT TOP OF FOOTING BELOW NATURAL GRADE (Dn) 0.00 FT DISTANCE ABOVE BOTTOM OF FTG Rh APPLIED (D3) =Tf + 1 2.50 FT FOOTING PLAN D2 Di vho Wf RADE BE Rvd D3 Tf � Dk L` FOOTING ELEVATION OVERTURNING ON FOOTING ASSEMBLY: OVERTURNING MOMENT (Mot) = Rho*D3 2.75 KIP FT RESISTING MOMENT (Mr) = Rvd*D1+Vf*Lf/2+Wc*D2 OK 85.49 KIP FT SOIL BEARING PRESSURE: SUM OF VERTICAL LOADS (Fv) = Rvd+Vf+Vk+Wc 13.15 KIPS DISTANCE OF RESULTANT FROM EDGE (Lr) 6.29 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) YES ECCENTRICITY (e) e = Lf/2 - Lr -1.96 FT MAXIMUM SOIL PRESSURE (qmax) gmax = Fv/(Wf*Lf)*(1+6*e/Lf) OK -0.134 KSF MINIMUM SOIL PRESSURE (gmin) qmin = Fv/(W*L)*(1-6*e/L) 0.893 KSF RESISTANCE TO SLIDING: ALLOWABLE LATERAL SLIDING RESISTANCE (r) 0.130 KSF ALLOWABLE LATERAL BEARING PRESSURE (b) 0.100 KSF ^2 LOAD DURATION FACTOR (Cd) 1.00 NORMAL HORIZONTAL SLIDING FORCE (Fs) 1.10 KIPS LATERAL SLIDING RESISTANCE (Rr) 4.51 KIPS LATERAL SOIL RESISTANCE (Rs) 0.45 KIPS TOTAL RESISTANCE TO SLIDING (Rt) OK 4.96 KIPS DANIEL J. DOBBIE . Professional Engineer Page: 12 Q ,Q P.O. Box 2156 Job No: 16044 15925 Renee Way Flournoy, CA 96029 Date: December 2016 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation COLUMN FOOTINGS LINES (1 & 4) AT (A) (CONT.) FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf*12 - 3.25 ,14.75 1N ' STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR = 1.2D + 1.61- 1.5 LIVE LONGITUDINAL BENDING: (FULL FTG WIDTH) MOMENT FOR RESULTANT INSIDE KERN (Mmax) • 32.03,KIP FT IS TOTAL SOIL REACTION FROM UNDER COLUMN? . NO MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) - 0.00 KIP FT ULTIMATE MOMENT (Mu) 48.05 KIP FT REINFORCING STEEL RATIO (p) 0.001038 < pmin USE: REINFORCING STEEL RATIO (p') 0.001383 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.979 INA2 + USE: 4 - #5 As = 1.24 IN"2 TRANSVERSE BENDING: (1' - 0" LENGTH) TRANSVERSE BENDING MOMENT (Mmax) 0.71 KIP FT ULTIMATE MOMENT (Mu) 1.06 KIP FT REINFORCING STEEL RATIO (p) 0.000090 < pmin. USE: REINFORCING STEEL RATIO (p') = p * 1.33 0.000120 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.021 IN"2 TRY: REINFORCING BAR SIZE (#) 5 AREA OF REINFORCING BAR (A) 0.31 SQ.IN. REIFORCING SPACING (Sp) 18 IN. O.C. AREA OF STEEL PROVIDED (As) A*12/Sp= 0.207 IN"2 USE: #5 @ 18" o.c. (7 - #5 OVER FTG LENGTH) KEY DESIGN: REINFORCING DEPTH (d) d = Wk -1212 0.00 IN MOMENT IN KEY (Mk) (OVER FTG WIDTH) 0.00 KIP FT ULTIMATE MOMENT IN KEY (Muk) 0.00 KIP FT REINFORCING STEEL RATIO (p) #DIV/01 USE: REINFORCING STEEL RATIO (p`) = p * 1.33 #DIV/0! AREA OF REINFORCING STEEL REQUIRED (Asreq'd) #DIV/0! IN^2 ' USE: 1 - #5 @ 18"o.c. As = 0.207 IN^2 FOOTINGS: 47_= 0'=•WIDE x 8'- 8" LONG x V- 6" THICK W/ 4 - #5 LONG. & #5 @ 18" TRANS. @ BOTTOM #5 @ 18" o.c. EA WAY @ TOP W/ 0'- 0" WIDE x 0'- 0" DEEP KEY W/ 0 - #5 @ 18"o.c.CNTRO NO KEY 0" FROM FTG EDGE CENTtWCOLUMN 6'_,V FROM SAME EDGE DANIEL J. DOBBIE' Professional Engineer D Page: 13 Q P.O. Box 2156 Job No: 16044 . 15925 Renee Way Date: December 20.16 Flournoy; CA 96029 . Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation COLUMN FOOTINGS LINES (1 & 4) AT (A) COLUMN REACTIONS: VERT UPLIFT (Rvu) (.6(DL+COLL)+.6(LWL2)=.6*(.8+.5)-.6*(9.1) -4.7 KIPS HORIZ IN FORCE (Rhi) .6(DL+COLL)+.6(LWL2) =.6*(.1+.1)-.6*(6.9) -4.0 KIPS FOOTING DATA: FOOTING THICKNESS (To 1.50 FT FOOTING WIDTH (Wf) 4.00 FT FOOTING LENGTH (Lf) 8.67 FT FOOTING WEIGHT (Vf) 7.80 KIPS LOCATION OF BALANCED OVERTURNING MOMENT (D1') '2.19 FT DISTANCE FROM EDGE OF FOOTING TO CL COLUMN (D1) 2.17 FT KEY WIDTH (Wk) O.00 FT KEY DEPTH (Tk) 0.00 FT KEY WEIGHT (Vk) . ' 0.00 KIPS DISTANCE FROM EDGE OF FOOTING TO CL KEY (Dk) 0.00 FT WEIGHT OF PEDESTAL RESISTING UPLIFT (WC) 0.15 KIPS DISTANCE FROM EDGE OF FOOTING TO CL PEDESTAL (D2) 2.17 FT DEPTH AT TOP OF FOOTING BELOW NATURAL GRADE (Dn) 0.00 FT WEIGHT OF SOIL OVER FOOTING (Ws) (RESISTING UPLIFT) 0.00 KIPS DISTANCE ABOVE BOTTOM OF FTG Rh APPLIED (D3) = Tf+1' 2.50 FT vRj i .i ef. S `DOTING PLAN Lf i ;1 . FOOTING ELEVATION OVERTURNING ON FOOTING ASSEMBLY: (COMBINATION: 0.6*DEAD + .6*WIND) OVERTURNING MOMENT (Mot) = Rhi*D3+(-Rvu)*D1 20.21 KIP FT RESISTING MOMENT (Mr) = (Wf*Lf/2+Vk*Dk+Wc*D2)*0.6 OK 20.49 KIP FT SOIL BEARING PRESSURE: SUM OF VERTICAL LOADS (Fv) = Rvu+Vf+Vk+Wc+Ws 3.27 KIPS DISTANCE OF RESULTANT FROM EDGE (Lr) 0.09 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) NO ECCENTRICITY (e) e = Lf/2 - Lr 4.25 FT MAXIMUM SOIL PRESSURE (qmax) ` gmax = 2*Fv/(Wf*3*Lr) NOT APPL 6.258 KSF MINIMUM SOIL PRESSURE (groin) RESISTANCE TO SLIDING: ALLOWABLE LATERAL SLIDING RESISTANCE (r) ALLOWABLE LATERAL BEARING PRESSURE (b) LOAD DURATION FACTOR (Cd) (SEC 1605.3:1.1) HORIZONTAL SLIDING FORCE (Fs) LATERAL SLIDING RESISTANCE (Rr) LATERAL SOIL RESISTANCE (Rs) TOTAL RESISTANCE TO SLIDING (Rt) 0.000 KSF 0.130 KSF 0.100 KSFA2 1.00 NORMAL -4.02 KIPS 4.51 KIPS 0.45 KIPS OK 4.96 KIPS DANIEL J. DOBBIE ' r aD Professional Engineer Page: 14 _ P.O. Box 2156 Job No: 16044 1'5925 Renee Way Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation COLUMN FOOTINGS LINES (1 & 4) AT (A) (CONT.) FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH (f c) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf*12 -,3.25 14.75 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR (ACI 9.2) (1.2D+1.6W) 1.6 WIND LONGITUDINAL BENDING: (FULL FTG WIDTH) MOMENT FOR RESULTANT INSIDE KERN (Mmax) 0.00 KIP FT IS TOTAL SOIL REACTION FROM UNDER COLUMN? YES MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) -104.08 KIP FT ULTIMATE MOMENT (Mu) -166.53 KIP FT REINFORCING STEEL RATIO (p) -0.003382 < pmin USE: REINFORCING STEEL RATIO'(p') = p * 1.33 -0.004509 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) -3.192 IN^2 USE: 5 -#5 As = 1.55 IN^2 TRANSVERSE BENDING: (1' - 0" LENGTH) TRANSVERSE BENDING MOMENT (Mmax) 12.52 KIP FT ULTIMATE MOMENT (Mu) 20.03 KIP FT REINFORCING STEEL RATIO (p) 0.001748 USE: REINFORCING STEEL RATIO (p') = p * 1.33 0.001748 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.309 IN^2 TRY: REINFORCING BAR SIZE (#) 4 AREA OF REINFORCING BAR (A) 0.2 SQ.IN. REIFORCING SPACING (Sp) 18 IN. O.C'. AREA OF STEEL PROVIDED (As) A*12/Sp= 0.133 INA2 USE: #5 @ 18" o.c. (6 - #5 OVER FTG LENGTH) KEY DESIGN: (NO KEY) REINFORCING DEPTH (d) d = Wk -12/2 0.00 IN MOMENT IN KEY (Mk) (OVER FTG WIDTH) 0.00 KIP FT ULTIMATE MOMENT IN KEY (Muk) 0.00 KIP FT REINFORCING STEEL RATIO (p) #DIV/0' USE: REINFORCING STEEL RATIO (p') = p * 1.33 #DIV/0� AREA OF REINFORCING STEEL REQUIRED (Asreq'd) #DIV/0'. IN ^2 (CONC SHEAR TAKES LOAD, NO REINF) USE: 1 - #5 @ 18"o.c. As = 0.207 IN^2 FOOTINGS: 4',TWIDE x 8'- 8" LONG x V- 6" THICK W/'4 - #5 LONG. & #5 @ 18" TRANS. @ BOTTOM #5 @ 18" o.c. EA WAY @ TOP W/ 0'- 0" WIDE x 0'- 0" DEEP KEY W/ 0 - #5 @ 18"o.c.CNTRD NO KEY 0" FROM FTG EDGE CENTER COLUMN 6'-,V FROM SAME EDGE DANIEL J. DOBBIE aD Professional Engineer Page: 15 P.O. Box 2156 Job No: 16044 15925 Renee Way Date: December 2016 ti Flournoy, CA 96029 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation COLUMN FOOTINGS LINES (1 ) AT (B) AND (4) AT ( C ) COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL + COLL + LL)=2.1+1.7+7.1 10.9 KIPS HORIZ OUTWARD THRUST (Rho) (DL + COLL + LL) =0+0+0 0.0 KIPS FOOTING DATA: ' 'FOOTING THICKNESS (Tf) 1.50 FT FOOTING WIDTH (Wf) 4.00 FT FOOTING LENGTH (Lf) 8.67 FT FOOTING WEIGHT (Vf) , 7.80 PS KIPS DISTANCE FROM EDGE OF FOOTING TO CL COLUMN (D1) 6.00 FT KEY WIDTH (Wk) 0.00 FT KEY DEPTH (Tk) 0.00 FT KEY WEIGHT ) 0.00 S DISTANCE FROM EDGE OF FOOTING TO CL KEY (Dk)• 0.00 FT WEIGHT OF PEDESTAL RESISTING UPLIFT (Wc) 0.15 KIPS DISTANCE FROM EDGE OF FOOTING TO CL CURB (D2) 6.00 FT DEPTH AT TOP OF FOOTING BELOW NATURAL GRADE (Dn) 0.00 FT DISTANCE ABOVE BOTTOM OF FTG Rh APPLIED (D3) =Tf + 1 2.50 FT FOOTING PLAN D2 D1 Rvd v Rho Wf RADE BEA, �— _ 'O \ Tf Dk Lf FQQ T ING =L�VATIO�! OVERTURNING ON FOOTING ASSEMBLY: OVERTURNING MOMENT (Mot) = Rho*D3 RESISTING MOMENT (Mr) = Rvd*D1+Vf*Lf/2+Wc*D2 SOIL BEARING PRESSURE: SUM OF VERTICAL LOADS (Fv) = Rvd+Vf+Vk+Wc DISTANCE OF RESULTANT FROM EDGE (Lr) RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) ECCENTRICITY (e) e = Lf/2 - Lr MAXIMUM SOIL PRESSURE (qmax) gmax = Fv/(Wf*Lf)*(1+6*e/Lf) OK MINIMUM SOIL PRESSURE (gmin) gmin = Fv/(W*L)*(1-6*e/L) RESISTANCE TO SLIDING: ALLOWABLE LATERAL SLIDING RESISTANCE (r) ALLOWABLE LATERAL BEARING PRESSURE (b) LOAD DURATION FACTOR (Cd) HORIZONTAL SLIDING FORCE (Fs) LATERAL SLIDING RESISTANCE (Rr) LATERAL SOIL RESISTANCE (Rs) TOTAL RESISTANCE TO SLIDING (Rt) 0.00 KIP FT OK 13.12 KIP FT 18.85 KIPS 6.00 FT YES -1.67 FT -0.083 KSF i-170 KSF OK 10 0.130 KSF 0.100 KSF ^2 1.00 NORMAL 0.00 KIPS 4.51 KI PS 0.45 KIPS 4.96 KIPS N DANIEL J. DOBBIE �D Professional Engineer Page: 16 P.O. Box 2156 Job No: 16044 15925 Renee Way Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation COLUMN FOOTINGS LINES (1 ) AT (B) AND (4) AT (C) (CONT.) FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf-12 - 3.25 14.75 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR = 1.2D + 1.6L 1.5 LIVE LONGITUDINAL BENDING: (FULL FTG WIDTH) MOMENT FOR RESULTANT INSIDE KERN (Mmax) 35.66 KIP FT IS TOTAL SOIL REACTION FROM UNDER COLUMN? NO MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) 0.00 KIP FT ULTIMATE MOMENT (Mu) 53.48 KIP FT REINFORCING STEEL RATIO (p) 0.001157 < pmin USE: REINFORCING STEEL RATIO (p') -0.001542 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 1.092 IN^2 USE: 4 - #5 As = 1.24 IN^2 TRANSVERSE BENDING: (1'- 0" LENGTH) TRANSVERSE BENDING MOMENT (Mmax) 1.35 KIP FT ULTIMATE MOMENT (Mu) 2.03 KIP FT REINFORCING STEEL RATIO (p) 0.000173 < pmin USE: REINFORCING STEEL RATIO (p') = p * 1.33 0.000231 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.041 IN^2 TRY: REINFORCING BAR SIZE (#) 5 AREA OF REINFORCING BAR (A) 0.31 SQ.IN. REIFORCING SPACING (Sp) 18 IN. O.C. AREA OF STEEL PROVIDED (As) A*12/Sp= 0.207 INA2 USE: #5 @ 18" o.c. (6 - #5 OVER FTG LENGTH) KEY DESIGN: REINFORCING DEPTH (d) d = Wk -12/2 0.00 IN MOMENT IN KEY (Mk) (OVER FTG WIDTH) 0.00 KIP FT ULTIMATE MOMENT IN KEY (Muk) 0.00 KIP FT REINFORCING STEEL RATIO (p) #DIV/0•. USE: REINFORCING STEEL RATIO (p') = p ` 1.33 #DIV/0! AREA OF REINFORCING STEEL REQUIRED (Asreq'd) #DIV/0! INA 2 USE: 0 - #5 @ 18"o.c. As = 0.0 IN^2 FOOTINGS: 4'- 0" WIDE x 8'- 8" LONG x V- 6" THICK W/ 4= #5 LONG. & #5 @ 18" TRANS. @ BOTTOM .#5 @ 18" o.c. EA WAY @ TOP W/ 0'- 0" WIDE x 0'- 0" DEEP KEY W/ 0 - #5 @ 18"o.c.CNTRD NO KEY 0" FROM FTG EDGE CENTER COLUMN 6'-0" FROM SAME EDGE S DANIEL J. DOBBIE. aD Professional Engineer Page: 17 P.O. Box 2156 - Job No: 16044 15925 Renee Vlay Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation COLUMN FOOTINGS LINES (1) AT (B) AND (4) AT (C) COLUMN REACTIONS: VERT UPLIFT (Rvu) (.6(DL+COLL)+.6(LWL2)=.6*(1.4+1.1)-.6*(10.1) -4.6 KIPS HORIZ IN FORCE (Rhi) .6(DL+COLL)+.6(LWL2)=.6*(0+0)-.6*(5.2) -3.1 KIPS FOOTING DATA: FOOTING THICKNESS (Tf) 1.50 FT FOOTING WIDTH (Wf) 4.00 FT FOOTING LENGTH (Lf) 8.67 FT FOOTING WEIGHT (Vf) 7.80 KIPS LOCATION OF BALANCED OVERTURNING MOMENT (D1') 2.62 FT DISTANCE FROM EDGE OF FOOTING TO CL COLUMN (D1) 2.67 FT KEY WIDTH (Wk) 0.00 FT KEY DEPTH (Tk) 0.00 FT KEY WEIGHT (Vk) 0.00 KIPS DISTANCE FROM EDGE OF FOOTING TO CL KEY (Dk) 0.00 FT WEIGHT OF PEDESTAL RESISTING UPLIFT (Wc) 0.15 KIPS DISTANCE FROM EDGE OF FOOTING TO CL PEDESTAL (D2) 2.67 FT DEPTH AT TOP OF FOOTING BELOW NATURAL GRADE (Dn) 0.00 FT - WEIGHT OF SOIL OVER FOOTING (Ws) (RESISTING UPLIFT) 0.00 KIPS DISTANCE ABOVE BOTTOM OF FTG Rh APPLIED (D3) = TfT1 2.50 FT FOOTING �s F GRADE $EAI - =00 TING PUkN I U i FO0TNG ELEVA T IGN . OVERTURNING ON FOOTING ASSEMBLY: (COMBINATION: 0.6*DEAD + .6*WIND) OVERTURNING MOMENT (Mot) = Rhi*D3+(-Rvu)*D1 19.98 KIP FT RESISTING MOMENT (Mr) = (Wf*Lf/2+Vk*Dk+Wc*D2)*0.6 OK 20.54 KIP FT SOIL BEARING PRESSURE: SUM OF VERTICAL LOADS Tv) = Rvu+Vf+Vk+Wc+Ws 3.39 KIPS DISTANCE OF RESULTANT FROM EDGE (Lr) 0.17 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) NO ECCENTRICITY (e) e = Lf/2 - Lr 4.17 FT MAXIMUM SOIL PRESSURE (qmax) gmax = 2*Fv/(Wf*3*Lr) NOT APPL 3.422 KSF MINIMUM SOIL PRESSURE (qmin) 0.000 KSF RESISTANCE TO SLIDING: ALLOWABLE LATERAL SLIDING RESISTANCE (r.) 0.130 KSF ALLOWABLE LATERAL BEARING PRESSURE (b) 0.100 KSF,,2 LOAD DURATION FACTOR (Cd) (SEC 1605.3.1.1) 1.00 NORMAL HORIZONTAL SLIDING FORCE (Fs) -3.12 KIPS LATERAL SLIDING RESISTANCE (Rr) 4.51 KIPS LATERAL SOIL RESISTANCE (Rs) 0.45 KIPS TOTAL,RESISTANCE TO SLIDING (Rt) OK 4.96 KIPS DANIEL J. DOBBIE Professional Engineer Page: 18 Q Q P.O. Box 2156 Job No: 16044 15925 Renee Way Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423. Pekeema Brothers Metal Building Foundation COLUMN FOOTINGS LINES (1) AT (B) AND (4) AT (C) (CONT.) FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf*12 - 3.25 14.75 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR (ACI 9.2) (1.2D+1.6W) 1.6 WIND LONGITUDINAL BENDING: (FULL FTG WIDTH) MOMENT FOR RESULTANT INSIDE KERN (Mmax) 0.00 KIP FT IS TOTAL SOIL REACTION FROM UNDER COLUMN? YES MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) -38.80 KIP FT ULTIMATE MOMENT (Mu) -62.08 KIP FT REINFORCING STEEL RATIO (p) -0.001297 < pmin USE: REINFORCING STEEL RATIO (p') = p * 1.33. -0.001729 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 1 -1.224 IN"2 USE: 4 - #5 As = 1.24 IN"2 TRANSVERSE BENDING: (1' - 0" LENGTH) TRANSVERSE BENDING MOMENT (Mmax) 6.84 KIP FT ULTIMATE MOMENT (Mu) 10.95 KIP FT REINFORCING STEEL RATIO (p) 0.000945 USE: REINFORCING STEEL RATIO (p') = p * 1.33 0.000945 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.167 IN"2 TRY: REINFORCING BAR SIZE (#) 4 AREA OF REINFORCING BAR (A) 0.2 SQ.IN. REIFORCING SPACING (Sp) 18 IN. O.C. AREA OF STEEL PROVIDED (As) A*12/Sp= 0.133 IN^2 USE: #5 @ 18" o.c. (6 - #5 OVER FTG LENGTH) KEY DESIGN: (NO KEY) REINFORCING DEPTH (d) d = Wk -12/2 0.001N MOMENT IN KEY (Mk) (OVER FTG WIDTH) 0.00 KIP FT ULTIMATE MOMENT IN KEY (Muk) 0.00 KIP FT REINFORCING STEEL RATIO (p) #DIV/0! USE: REINFORCING STEEL RATIO (p') = p * 1.33 #DIV/0' AREA OF REINFORCING STEEL REQUIRED (Asreq'd) #DIV/01 IN"2 USE: 0 - #5 @ 18"O.C. As = 0.0 IN^2 FOOTINGS:. 4'- 0" WIDE x 8'- 8" LONG x 1' = 6" THICK W/ 4 - #5 LONG. & #5 @ 18" TRANS. @ BOTTOM #5 @ 18" o.c. EA WAY @ TOP W/ 0'- 0" WIDE- 0' = d" DEEP KEY W/ 0 - #5 @ 18"o.c.CNTRD NO KEY 0" FROM FTG EDGE CENTER COLUMN 6'- 0" FROM SAME EDGE DANIEL J. DOBBIE Professional Engineer . - Page: 19 P.O. Box 2156 Job No: 16044 15925 Renee Way Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423 Pekeema. Brothers Metal Building Foundation CLEVIS ROD BRACE ANCHOR FOOTING LINE (1.1) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL + COLL + LL) =0 0.0 KIPS HORIZONTAL OUTWARD (Rho) (DL + COLL + LL) =0 0.0 KIPS VERT UPLIFT (Rvu)(.6(DL+COLL)+.6*(WL1))=.6*(0)-.6*(7.6) -4.6 KIPS HORIZ IN FORCE (Rhi)(.6(DL+COLL)+.6*(WL1))=.6*(Oj-.6*(8.0) -4.8 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS T - 0" OF 6" SLAB BEYOND EDGES OF FOOTING I ,5 I i _DG_ o= F00 -11\G / SLA5 =LAN' FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 2.00 FT THICKNESS OF FOOTING -BELOW SLAB (Tf) ( 1.00 FT WIDTH OF SLAB (Ws) = Wf + 7 9.00 FT THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (ZO: (0.6*(D+C) + .6*(WL1)) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu x.56 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) _ .15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr + 14 WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * Ws * (Lfr + 14) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) -1.90 FT USE: FOOTING LENGTH (Lf) - 2.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) - 0.000 KSF BENDING MOMENT IN FOOTING (M) 0.00 KIP FT CONCRETE COMPRESSIVE STRENGTH (fc) . 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 12.5 IN STRENGTH REDUCTION FACTOR (phi) r 0.9 DEAD + LIVE LOAD FACTOR (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) , 0.0 KIP FT REINFORCING STEEL RATIO (p) 0.000000 < orcin USE: REINFORCING STEEL RATIO (p') 0.000000 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.000 IN"2 USE: 2 - #4 As = 0.40 IN^2 CLEVIS ROD BRACE ANCHOR' 2'� -O, WIDE x 1'- 0" THICK x 2'- 0" LONG . ' FOOTING LINE (1.1): W/ - #4 EA. WAY AT BOTT. & 6" SLAB OVER DANIEL J. DOBBIE Professional Engineer Page: 20 P.O. Box 2156 Job No: 16044 15925 Renee Way. Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation TYPICAL HAIRPIN TIE DESIGN AT RIGID FRAME ANCHOR ASSEMBLIES DESIGN DATA: WHERE SLAB OCCURS MAX HOR. THRUST TO BOLTS (Fh) (DL+COLL+LL) AT (3-1) 8.8 KIPS NUMBER OF HAIRPIN TIES (N) 1 REINFORCING BAR SIZE (S) #5 AREA OF REINFORCING (Ab) 0.31 IN^2 CONCRETE STRENGTH ft) 3000 PSI MAXIMUM ANGLE OF TIE LEGS FROM DIRECTION OF THRUST (w) 30 DEGREES 'STRESS CHECK: (ALLOWABLE STRESS DESIGN) HORIZONTAL THRUST TO BOLT PAIR @ ONE TIE (Fh') 8.8 KIPS STRENGTH OF REINFORCING STEEL (Fy) 60 KSI ALLOWABLE TENSILE STRESS FACTOR (F) 0.6 LOAD DURATION FACTOR (Cd) 1.00 NORMAL ALLOWABLE TENSILE STRESS TO STEEL (Ft) 36.0 KSI ACTUAL TENSILE STRESS TO TIE STEEL (ft) 16.4 KSI OK TENSION REINFORCING DEVELOPMENT DATA: REINFORCING BAR SIZE (#) # 5 NOMINAL BAR DIAMETER (db), 0.625 IN CLEAR SPACING OF BARS 12.00 IN CLEAR COVER OF BARS 1.00 IN MINIMUM SPACING OR COVERING (c) 1.00 IN IS 12" OF CONCRETE BELOW REINFORCING? NO EPDXY-COATED BARS?. NO LIGHTWEIGHT CONCRETE? NO DESIGN DATA: REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCEMENT LOCATION FACTOR (alpha) 1.00 COATING FACTOR (beta) 1.00 REINFORCEMENT SIZE FACTOR (omni) 0.80 LIGHTWEIGHT AGGREGATE CONCRETE FACTOR (lamda) 1.00 TRANSVERSE REINFORCEMENT INDEX (Ktr) 0.00 DEVELOPMENT LENGTH (Id): CHOOSE GOVERNING EQUATION PER ACI 12.2.2: 1 Id = fy * alpha * beta * lamda ` db / (25* (fc)10.5) 27.39 IN Id = fy * alpha * beta * lamda . db / (20* (fc)^0.5) Id = 3 * fy * alpha * beta * lamda * db / (50 * (fc)^0.5) Id = 3 * fy * alpha * beta * lamda * db / (40 * (fc)^0.5) CHECK MINIMUM Id PER ACI 12.2.3: IS (c + Ktr) / db > 2.5? NO Id = 3/40*fy/(fc)^0.5*alpha*beta*omni*famda*db/(((c+Ktr)/db)o2.5) 25.67 IN CHECK MINIMUM Id PER ACI 12.2.1: 12.00 IN MINIMUM BASIC DEVELOPMENT LENGTH (Id) 27.39 IN TYP. HAIRPIN TIES 1 - #5 HAIRPIN TIES W/ 4'- 9" MIN. LEGS AT RIGID FRAME 30 DEGREE MAXIMUM ANGLE FROM FRAME LINE ANCHORS: 1" MINIMUM CONCRETE COVER AT SLAB DANIEL J. DOBBIE s aD Professional Engineer, Page: 21 P.O. Box 2156 Job No: 16044 15925 Renee Way Date: December 2016 Flournoy, CA 96029 Pekeema Brothers Metal Building Foundation Phone (530) 833-5423 TYPICAL COLUMN ANCHOR RODS ANCHOR ROD DESIGN (STRENGTH METHOD) FOR COMBINED SHEAR AND TENSION AT LINES (3) AT (1) (.6(DL+COLL)+.6*(WL1)) 20.13 CBC SEC 1909.1 STRENGTH DESIGN FOR ANCHORAGE TO CONCRETE & ACI 318-11 APPENDIX D SOURCE OF SHEAR LOAD? (D+L, WIND, OR SEISMIC) WIND DESIGN WIND TENSION LOAD TO ROD GROUP (Tw) - 7.1 KIPS DESIGN WIND SHEAR LOAD TO ROD GROUP (Vw) 5.4 KIPS SEISMIC TENSION LOAD TO ROD GROUP (Ts) 0.00 KIPS SEISMIC SHEAR TO ROD GROUP (Vs) 0.00 KIPS WIND ULTIMATE LOAD FACTOR (Fw) = 1.0/0.6 1.67 SEISMIC ULTIMATE LOAD FACTOR (Fs) = 1.0/0.7 1.43 DESIGN FACTORED WIND TENSION LOAD (Tw') = Fw*Tw 11.8 KIPS DESIGN FACTORED WIND SHEAR LOAD (Vw') = Fw*Vw 9.0 KIPS FACTORED SEISMIC TENSION LOAD (Ts') = Fs*Ts 0.0 KIPS ' FACTORED SEISMIC SHEAR LOAD (Vs') = Fs*Vs 0.0 KIPS 'DESIGN FACTORED TENSION LOAD (Nua) = Tw' = 11.8 KIPS DESIGN FACTORED SHEAR LOAD (Vua) = Vw'.=, 9.0 KIPS NOMINAL ROD TENSILE = IP(phi*Nn) = (phi*Nsa) = 96.7 KIPS >Nua OK NOMINAL CONCRETE TENSILE=. (phi*Nn) = (phi*Ncbg) = 45.5 KIPS >Nua OK NOMINAL ROD SHEAR = (phi*Vn) = (phi*Vsa) _ 54.4 KIPS >Vua OK NOMINAL CONCRETE SHEAR =(phi*Vn) _ (phi*Ncbg) = 214.3 KIPS >Vua OK D.4.3 COMBINED TENSILE AND SHEAR LOADS D.7 INTERACTION OF TENSILE AND SHEAR LOADS D.7.3 SHEAR -TENSION INTERACTION ON ROD .. BOLT Nua/(phi*Nsa)+Vua/(phi*Vsa) = 0.29 <1.2 OK ' D.7.3 SHEAR -TENSION INTERACTION ON CONCRETE CONCRETE Nua/(phi*Ncbg)+Vua/(phi*Vcbg) 0.30 <1.2 OK DESIGNED ANCHORAGE:, 4,=-3/4"71554 (GRD 36) HEADED ANCHOR RODS J12" MIN. EMBED, 2 314" SQ.x.3125" PLATE WASHERS ADEQUATE -FOR -COMBINED SHEAR & TENSION MINIMUM EDGE DISTANCE = 10 3/4" D.4.4 STRENGTH REDUCTION FACTORS ({phi) a) DESIGN FOR DUCTILE STEEL ELEMENT i) TENSION LOADS 0.80 -ii) SHEAR LOADS 0.75 c) DESIGN FOR CONCRETE FAILURE MODES CONDITION A (ADDD'L REINF) CONDITION B (NO REINF) i) SHEAR LOADS r 0.85 0.75 ii) TENSION LOADS 0.85 0.75 D.5.2.2 ARE ANCHORS CAST -IN OR POST INSTALLED? (CAST OR POST) CAST DANIEL J. DOBBIE aD Professional Engineer Page: 22 P.O. Box 2156 Job No: 16044 15925 Renee Way Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation ANCHOR ROD DESIGN (STRENGTH METHOD) (CONT.) D.5.1.1 NOMINAL STRENGTH OF SINGLE OR GROUP OF ANCHOR IN TENSION (Nsa) D.5.1.2 Nsa = n*Ase*luta 120.9 KIPS NUMBER OF ANCHORS IN THE GROUP (n) 4 YIELD STRENGTH OF ANCHOR (fya) (F1554 GRADE 36) 36 KSI TENSILE• STRENGTH OF ANCHOR (futa) 68 KSI luta = 1.9*fya OR 125 KSI WHICHEVER IS SMALLER ANCHOR ROD DIAMETER (do) 0.75 IN AREA OF ANCHOR ROD (Ase) 0.442 IN^2 D.5.2 CONCRETE BREAKOUT STRENGTH IN TENSION D.5.2.1 NOMINAL CONCRETE BREAKOUT STRENGTH FOR GROUP OF ANCHORS (Ncbg) Ncbg = Anc/Anco*Yec,N*Yed,N*Yc,N*Ycp,N*Nb 60.7 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Anc) Anc = (ca1+s1+1.5*hef)*(ca2+s2+1.5+hef) 1310 IN^2 EFFECTIVE EMBEDMENT DEPTH (hef) 12 IN BOLT SPACING X AXIS (s1) 4 IN BOLT SPACING Y AXIS (s2) 4 IN DISTANCE BOLTS TO EDGE OF CONCRETE X AXIS (cal) 10.75 IN DISTANCE BOLTS TO EDGE OF CONCRETE Y AXIS (ca2) 34 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Anco) Anco = 9*hef^2 1296 IN^2 D.5.2.2 BASIC CONCRETE BREAKOUT STRENGTH (Nb) Nb = kc*(fc)^.5*(hef)^1.5 54.6 KIPS COEFFICIENT FOR CAST-IN ANCHORS (kc) 24 COMPRESSIVE STRENGTH OF CONCRETE (fc) 3000 PSI D.5.2.3 ANCHORS LOCATED < 1.5*hef AT 3 OR MORE SIDES? CHECK: NO USE: EFFECTIVE EMBEDMENT DEPTH (hef) 12.00 IN D.5.2.4 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,N) 1.0 D.5.2.5. MODIFICATION FACTOR FOR EDGE EFFECTS (Yed,N) 0.88 Y AXIS Yed,N = .7+.3*ca1/(1.5*hef) 1.27 X AXIS D.5.2.6 MODIFICATION FACTOR FOR CRACK ZONE (Yc,N) 1.25 D.5.2.7 MODIFICATION FACTOR CAST-IN ANCHORS. UNCRACKED (Ycp,N) 1.0 D.5.3 PULLOUT STRENGTH OF STEEL ANCHORS IN TENSION D.5.3.1 NOMINAL PULLOUT STRENGTH OF ANCHORS (Npn) Npn = Yc,P*Np 239.2 KIPS D.5.3.5 PULLOUT STRENGTH OF SINGLE HEADED BOLT (Np) Np = 8*Abrg*fc 170.9 KIPS BEARING AREA OF HEADED BOLT (2 3/4" SQ. - Ase) 7.12 IN D.5.3.6 MODIFICATION FACTOR FOR UNCRACKED ZONES (Yc,P) 1.4 D.6.1 STEEL STRENGTH OF ANCHORS IN SHEAR D.6.1.2 NOMINAL STRENGTH OF GROUP OF ANCHORS IN SHEAR (Vsa) Vsa = n*.6*Ase*futa 72.5 KIPS BUILT-UP GROUT PAD? YES, FACTOR 0.8 1.0 D.6.2 CONCRETE BREAKOUT STRENGTH IN SHEAR D.6.2.1 NOMINAL CONRETE BREAKOUT STRENGTH (Vcbg) Vcbg = Avc/Avco*Yec,V*Yed,V*Yc,V*Vb 285.7 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Avc) Avc = (2*(1.5*cal)+s1)*ha 870 IN"2 MEMBER FOOTING THICKNESS (ha) 24 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Avco) Avco = 4.5*ca1^2 520 INA2 BASIC CONCRETE BREAKOUT STRENGTH (Vb) Vb = 8*(le/do)^.2*do^.5*fc^.5*cal^1.5 20.3 KIPS CHECK ALTERNATE CONCRETE BREAKOUT STRENGTH (Vb') Vb'= 9*fc^.5*cal^1.5 17.4 KIPS WHICH IS LESS, Vb OR Vb'? VB' IS LESS USE Vb• LOAD BEARING LENGTH OF ANCHOR (le) = hef < 8*do 6.0 IN D.6.2.5 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,V) 1.0 D.6.2.6 MODIFICATION FACTOR FOR EDGE EFFECT (Yed,V) Yed,V = .7+.3*cat/(1.5*cal) 1.0 D.6.2.7 MODIFICATION FACTOR FOR CRACK ZONE (Yc,V) 1.4 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 23 Job No: 16044 Date: December 2016 Pekeema Brothers Metal Building Foundation TYPICAL CONCRETE PEDESTAL AS COLUMN COLUMN DATA: LINES (2 & 3) AT (A) BAR DIAMETER (dbt) WIDTH OFCOLUMN (W) 12 IN LENGTH OF COLUMN (L) 15 IN HEIGHT OF COLUMN (H) 1.00 FT VERTICAL LOAD ON TOP OF COLUMN (P) 18.5 KIPS HORIZONTAL LOAD AT TOP OF COLUMN (Fh) 8.8 KIPS SOURCE OF HORIZONTAL LOAD" DL+COLL+LL REINFORCING IN COLUMN: CHAP 25 (b2) = 48*(dbt) GROSS CROSS SECTIONAL AREA (Ag) 180 IN^2 MINIMUM AREA VERTICAL REINFORCING (As) (ACI SECS 10.6.1.1) As= 0.01 * Ag 1.80 IN^2 QUANTITY & SIZE OF REINFORCING 6 #5 BAR DIAMETER (dbl) 0.625 IN^2 AREA OF REINFORCING PROVIDED (Ast) 1.86 IN^2 AXIAL LOADS ON COLUMN: CONCRETE STRENGTH ft) 3000 PSI REINFORCING YIELD STRENGTH (Fy) 60000 PSI STRENGTH REDUCTION FACTOR (phi) 0.65 STRENGTH METHOD LOAD FACTOR (1.2D + 1.6L) 1.50 ULTIMATE AXIAL LOAD (Pu) 27.8 KIPS ULTIMATE COLUMN STRENGTH (phiPn) 370.9 KIPS phiPn = phi * (0.85 * f * Ag + Fy * Ast) SLENDERNESS EFFECTS: IS COLUMN BRACED AGAINST SIDESWAY7 NO EFFECTIVE LENGTH FACTOR (k) 1.0 UNSUPPORTED LENGTH OF MEMBER (lu) = H * 12 12 IN RADIUS OF GYRATION (r) = 0.3 * L 3.6 IN SLENDERNESS RATIO (k*lu/r) 3 < 22 OK FLEXURAL LOADS ON COLUMN: LOAD FACTOR (F) 1.0 WIND OVERTURNING MOMENT (Mot) = Fh * H 8.80 KIP FT RESISTING MOMENT (Mr) = P * U1212 9.25 KIP FT ULTIMATE MOMENT (Mu) _ (Mot - Mr) * F -0.45 KIP FT REINFORCING DEPTH (d) d = L - 1.75 10.25 IN STRENGTH REDUCTION FACTOR (phi) 0.9 REINFORCING STEEL RATIO (p) -0.000079 < pmin REINFORCING STEEL RATIO (p') (USE p'= 1.33 ` p) -0.000106 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) -0.013 IN^2 SHEAR LOADS TO COLUMN: OK W2 < AsV2 OK ULTIMATE SHEAR (Vu) = Fh * F 8.80 KIPS STRENGTH REDUCTION FACTOR (phi) 0.75 ALLOWABLE SHEAR FOR CONCRETE (phiVc/2) 5.73 KIPS phiVc/2 = phi * 2 * fC^0.5 * L * d * 0.5 SHEAR REINFORCING REQ'D COLUMN TIES: SIZE OF COLUMN TIE USED #3 BAR DIAMETER (dbt) 0.325 IN AREA OF SHEAR REINFORCING (Av) 0.22 IN^2 SHEAR ON HORIZONTAL REINFORCING (vs) = vu - vc 0.037 KSI TIE SPACING (s) 376.92 IN o.c. CHAP 10 (a) TIE SPACING (sa) = Av*fyV(.75*fC^.5*L) 21.42 IN CHAP 10 (b) TIE SPACING (sb) = Av*fyt/(50*L) 17.60 IN CHAP 25 (b1) = 16*(dbl) 10.00 IN CHAP 25 (b2) = 48*(dbt) 15.60 IN CHAP 18 (bz) = W/2 6.00 IN GOVERNS CHAP 18 (bx) = 12" 12.00 IN USE: 6"o.c. MAX. DANIEL J. DOBBIE OVERTURNING MOMENT (Mot) = (Rhi)*D3 Professional Engineer Page: 24 Q Q P.O. Box 2156 - Job No: 16044 15925 Renee Way Date: December 2016 Flournoy, CA 96029 6.01 KIPS Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation BRACING LOAD TRANSVERSE TO FOOTING YES COLUMN FOOTING AT LINE 2-A .6*(DL+COLL)-.6*(RBUPLW) 0.83 FT COLUMN REACTIONS: VERTICAL UPLIFT (Rvu)=.6*(3.4+3)-.6*(5.9) 0.3 KIPS HORIZONTAL INWARD FORCE (Rhi)=.6*(1.3+1.2)-.6*(10.1) , 4.6 KIPS FOOTING DATA: 0.000 KSF FOOTING THICKNESS (Tf) 1.50 FT FOOTING WIDTH (Wf) 5.00 FT FOOTING LENGTH (Lf) 5.00 FT FOOTING WEIGHT (Vf) 5.63 KIPS LOCATION OF BALANCED OVERTURNING MOMENT (Dl')' 32.90 FT DISTANCE FROM EDGE OF FOOTING TO CL COLUMN (D1) 2.50 FT KEY WIDTH (Wk) 0.00 FT KEY DEPTH (Tk) 0.00 FT KEY WEIGHT (Vk) 0.00 KIPS DISTANCE FROM EDGE OF FOOTING TO CL KEY (Dk) 0.00 FT WEIGHT OF PEDESTAL RESISTING UPLIFT (Wc) 0.08 KIPS DISTANCE FROM EDGE OF FOOTING TO CL PEDESTAL (D2) 2.50 FT DEPTH AT TOP OF FOOTING BELOW NATURAL GRADE (Dn) 0.00 FT WEIGHT OF SOIL OVER FOOTING (Ws) (RESISTING UPLIFT) 0.00 KIPS DISTANCE ABOVE BOTTOM OF FTG Rh APPLIED (D3) = Tk+.5 2.00 FT OVERTURNING ON FOOTING ASSEMBLY: OVERTURNING MOMENT (Mot) = (Rhi)*D3 9.1 KIP FT RESISTING MOMENT (Mr) OK 19.1 KIP FT (Mr)=((Rvu*D1)+(Wf*Lf/2+Vk*Dk+Wc*D2+6.75*5/2))*0.6 SOIL BEARING PRESSURE: SUM OF VERTICAL LOADS (Fv) = Rvu+Vf+Vk+Wc+Ws 6.01 KIPS DISTANCE OF RESULTANT FROM EDGE (Lr) 1.67 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) YES ECCENTRICITY (e) e = Lf/2 - Lr 0.83 FT MAXIMUM SOIL PRESSURE (qmax) gmax = Fv/(Wf*Lf)*(1+6" OK 0.480 KSF MINIMUM SOIL PRESSURE (gmin) gmin = Fv/(W*L)*(1-6*e/L) 0.000 KSF RESISTANCE TO SLIDING: ALLOWABLE LATERAL SLIDING RESISTANCE (r) 0.130 KSF ALLOWABLE LATERAL BEARING PRESSURE (b) 0.100 KSF ^2 LOAD DURATION FACTOR (Cd) (SEC 1605.3.1.1) 1.33 SETS HORIZONTAL SLIDING FORCE (Fs) 4.56 KIPS LATERAL SLIDING RESISTANCE (Rr) (INCLUDE CROSS FOOTING) 10.55 KIPS LATERAL SOIL RESISTANCE (Rs) 0.75 KIPS TOTAL RESISTANCE TO SLIDING (Rt) OK 11.30 KIPS DANIEL J. DOBBIE Professional Engineer _ Page: 25 Q D P.O. Box 2156 Job No: 16044 F.. y 15925 Renee Way Date: December 2016 s Flournoy; CA 96029 z Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation BRACING LOAD TRANSVERSE TO FOOTING COLUMN FOOTING AT LINE 2-A .6*(DL+COLL)-.6*(RBUPLW) (CONT) FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH (f c) REINFORCING STEEL YIELD STRENGTH (fy) REINFORCING DEPTH (d) d = Tf*12 - 3.25 STRENGTH REDUCTION FACTOR (phi) STRENGTH METHOD LOAD FACTOR (ACI 9.2) (1.2D+1.6W) LONGITUDINAL BENDING: (FULL FTG WIDTH) MOMENT FOR RESULTANT INSIDE KERN (Mmax) IS TOTAL SOIL REACTION FROM UNDER COLUMN? MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) ULTIMATE MOMENT (Mu) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') = p * 1.33 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) USE: #5 @ 12"o.c. As = 0.31 TRANSVERSE BENDING: (1' - 0" LENGTH) TRANSVERSE BENDING MOMENT (Mmax) ULTIMATE MOMENT (Mu) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') = p * 1.33 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) TRY: REINFORCING BAR SIZE (#) AREA OF REINFORCING BAR (A) REIFORCING SPACING (Sp) AREA OF STEEL PROVIDED (As) A*12/Sp= USE: #5 @ 18" o.c. KEY DESIGN: (NO KEY) REINFORCING DEPTH (d) d = Wk -1212 MOMENT IN KEY (Mk) (OVER FTG WIDTH) ULTIMATE MOMENT IN KEY (Muk) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') = p * 1.33 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) (CONC SHEAR TAKES LOAD, NO REINF) USE: 0 - #0 As = 0 IN112 3000 PSI 60000 PSI 14.75 IN 0.9 1.6 WIND 7.00 KIP FT NO 0.00 KIP FT 11.21 KIP FT 0.000191 < pmin 0.000255 0.226 INA2 IN^2 1.50 KIP FT 2.40 KIP FT 0.000205 < pmin 0.000273 0.048 IN^2 5 0.31 SQ.IN. 18 IN. O.C. 0.207 1N^2 0.00 IN 0.00 KIP FT 0.00 KIP FT #DIV/0! #DIV/0! #DIV/0! INA 2 FOOTINGS: 5'- 0" WIDE x 5'- 0" LONG x 1'-6" THICK CW/.8 - #5 LONG. = #5 @ 12" @ BOTTOM (IN LIEU OF 18"o.c.) #5 @ 18" o.c. EA WAY @ TOP OVERLAP RIGID FRAME FOOTING CROSSWISE CENTER COLUMN 2'-6" FROM OPPOSITE EDGE USE FOOTING AT LINES (2&3) AT (A) WITH ONLY CHANGE BEING #5@ 12"o.c. TANSVERSE AT BOTTOM OVER 5'-0" AT END OF FOOTING SUPORTING COLUMN aIL DANIEL DOBBIE Professional l Engineer Page: 26 Q P.O. Box 2156 Job No: 16044 �. 15925 Renee Way Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation BRACING LOAD TRANSVERSE TO FOOTING COLUMN FOOTING AT LINE 1-A .6*(DL+COLL)-.6*(RBUPLW) 17.4 KIP FT COLUMN REACTIONS: 19.6 KIP FT VERTICAL UPLIFT (Rvu)=.6*(.8+.5)-.6*(5.9) -2.8 KIPS HORIZONTAL INWARD FORCE (Rhi)=.6*(.1+.1)-.6*(10.1) 5.9 KIPS FOOTING DATA: 3.92 KIPS FOOTING THICKNESS (Tf) 1.50 FT FOOTING WIDTH (Wf) 4.00 FT FOOTING LENGTH (Lf) 7.33 FT FOOTING WEIGHT (Vf) 6.60 KIPS LOCATION OF BALANCED OVERTURNING MOMENT (D1') -0.64 FT DISTANCE FROM EDGE OF FOOTING TO CL COLUMN (D1) 2.00 FT KEY WIDTH (Wk) 0.00 FT KEY DEPTH (Tk) 0.00 FT KEY WEIGHT (Vk) 0.00 KIPS DISTANCE FROM EDGE OF FOOTING TO CL KEY (Dk) 0.00 FT WEIGHT OF PEDESTAL RESISTING UPLIFT (Wc) 0.08 KIPS DISTANCE FROM EDGE OF FOOTING TO CL PEDESTAL (D2) 2.00 FT DEPTH AT TOP OF FOOTING BELOW NATURAL GRADE (Dn) 0.00 FT WEIGHT OF SOIL OVER FOOTING (Ws) (RESISTING UPLIFT) 0.00 KIPS DISTANCE ABOVE BOTTOM OF FTG Rh APPLIED (D3) = Tk+.5 2.00 FT OVERTURNING ON FOOTING ASSEMBLY: OVERTURNING MOMENT (Mot) = (Rhi)*D3+(-Rvu)*D1 17.4 KIP FT RESISTING MOMENT (Mr) OK 19.6 KIP FT (Mr)=(Wf*Lf/2+Vk*Dk+Wc*D2+4.203*4/2)*0.6 SOIL BEARING PRESSURE: SUM OF VERTICAL LOADS (Fv) = Rvu+Vf+Vk+Wc+Ws 3.92 KIPS DISTANCE OF RESULTANT FROM EDGE (Lr) 0.57 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) NO ECCENTRICITY (e) e = Lf/2 - Lr 3.09 FT MAXIMUM SOIL PRESSURE (gmax) gmax = 2*Fv/(Wf*3*Lr) OK 1.138 KSF MINIMUM SOIL PRESSURE (gmin) 0.000 KSF RESISTANCE TO SLIDING: ALLOWABLE LATERAL SLIDING RESISTANCE (r) 0.130 KSF ALLOWABLE LATERAL BEARING PRESSURE (b) 0.100 KSF A2 LOAD DURATION FACTOR (Cd) (SEC 1605.3.1:1) 1.33 SEIS HORIZONTAL SLIDING FORCE (Fs) 5.94 KIPS LATERAL SLIDING RESISTANCE (Rr) (INCLUDE CROSS FOOTING) 11.29 KIPS LATERAL SOIL RESISTANCE (Rs) 0.60 KIPS TOTAL RESISTANCE TO SLIDING (Rt) OK 11.89 KIPS f DANIEL J. DOBBIE Professional Engineer Page: 27 Q\Dn P.O. Box 2156 Job No: 16044 15925 Renee Way Date: December 2016 Flournoy, CA 96029 Phone (530) 833-5423 Pekeema Brothers Metal Building Foundation BRACING LOAD TRANSVERSE TO FOOTING COLUMN FOOTING AT LINE 2-A .6*(DL+COLL)-.6*(RBUPLW) (CONT) FOOTING DESIGN: , CONCRETE COMPRESSIVE STRENGTH ft) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf*12 - 3.25 14.75 IN _STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR (ACI 9.2) (1.2D+1.6W) 1.6 WIND LONGITUDINAL BENDING: (FULL FTG WIDTH) MOMENT FOR RESULTANT INSIDE KERN (Mmax) ` 0.00 KIP FT IS TOTAL SOIL REACTION FROM UNDER COLUMN? YES MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) 5.58 KIP FT ULTIMATE MOMENT (Mu) 8.92 KIP FT REINFORCING STEEL RATIO (p) 0:000190 < pmin USE: REINFORCING STEEL RATIO (p') = p ' 1.33 0.000254 AREA OF REINFORCING STEEL REQUIRED (Asreq'd)0.180 IN ^2 USE: 4- #5 @ As = 0.1.24 IN^2 TRANSVERSE BENDING: (1' - 0" LENGTH) TRANSVERSE BENDING MOMENT (Mmax) 2.28 KIP FT ULTIMATE MOMENT (Mu) 3.64 KIP FT REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') = * 1.33 0.000311 < pmin 0.000415 p AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.073 IN^2 TRY: REINFORCING BAR SIZE (#) 5 AREA OF REINFORCING BAR (A) ' 0.31 SQ.IN. REIFORCING SPACING (Sp) ; 18 IN. O.C. AREA OF STEEL PROVIDED (As) A*12/Sp= 0.207 INA2 - USE: #5 @ 18" o.c. KEY DESIGN: (NO KEY) REINFORCING DEPTH (d) d = Wk*12/2 0.00 IN MOMENT IN KEY (Mk) (OVER FTG WIDTH) 0.00 KIP FT ULTIMATE MOMENT IN KEY (Muk) 0.00 KIP FT REINFORCING STEEL RATIO (p) #DIV/01 , USE: REINFORCING STEEL RATIO (p') = p * 1.33 #DIV/01 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) #DIV/01 IN^2 (CONC SHEAR TAKES LOAD, NO REINF) USE: 0• - #0 As = 0 IN^2 ' FOOTINGS: 4'-'0" WIDE x 7'- 4" LONG x 1'-6" THICK s W14 - #5 LONG. = #5 @ 18" @ BOTTOM #5 @ 18" o.c. EA WAY @ TOP OVERLAP RIGID FRAME FOOTING CROSSWISE CENTER COLUMN 2'-0" FROM OPPOSITE EDGE b ' f I U.S. DEPARTMENT OF HOMELAND SECURITY/,r Federal Emergency Management�genoy OMB No..1660-0008 National Flood Insurance Program r r Expiration Date: November 30, 2018 ` ELEVATION CERTIFICATE i, Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certficat; and all attadiments for (1) comm_ unity official, (2) insurance agent1company, and (3) building owner. /1i SECTION A, PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owners Name Policy Number. Jon Weston a A2. Building Street Address (including AP-., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. • _ -- - Company NAIC Number. 905 Alexander Avenue City State • - ZIP Code Gridley ' California 95948 A3. Property Description (Lot and Block Numtjers, Tax Parcel Number, Legal Description, etc.) APN. 024130-033. r+. A4. Building Use (e.g., Residential, Nor f�dential, Addition, Accessory, eta) -.'Accessory Structure A5. Latitude/Longitude: Lat. 39N 2,WILL` Long. 121 W 38'11" Horizontal Datum: E] NAD 1927 ❑x NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. 4 A7. Building Diagram Number'y IB - A8. B`A8. For a building with a crawlspace or endosure(s): a). Square footage of crawlspace or end %sure(s) s ft b) Numbet of permanent flood openings i%the crawlspace or endosure(s) within 1.0 foot above adjacent grade C) Total net area of flood openings inA8b ; sq in d) Engineered flood openings? ❑Yes l PERMIT No BUTTE COUNTY DEVELOPMENT SERVICES A9. For a building with an attached garage- REVIEWED FO R ` a){Square footage of attached garage � sq ft CODE COMPLIANCE f r-- DATE ZJ �_�7 BY > b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade c) Total net area of flood openings in A9.b ----; • sq in d) Engineered Roodopenings? • ❑ Yes ❑ O SECTION B — FLOOD 1 ySURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number 1 • `' B2. Butte County 060017 County Name N. 63. State y« �^ Butte -. Califomia B4. Map/Panel- B5. Suffix B6. FIRM Index Bi FIRM Pinel B8. Flood Zone(s) B9eBese Flood Elevation(s) Number , . Date •'effective/ (Zone AO, use Base 06007C1125 E01/06/2011 01/0vvised Date Flood Depth) 011 A t 97.3 B_10. Indicate the source of the Base Flood Elevation (BFE) data or .ice flood depth entered in Item B9: ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑x Ot*/iource: FIRM Map, Quad Map & Topographic Field Survey B11. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 � ❑x NAVD 1988 ❑other/source: • - B12. Is the building located in a Coastal Barrier Resources System (CBRS)��- trea or Otherwise Protected Area (OPA)? ❑ Yes ❑x No Designation Date: ❑ CBRS ❑ OPA: FEMA Form 08"."3 (7/15) Replaces all previous Form Page'1 of i ELEVATION CERTIFICATE OMB .No.' 1660w=0 Expiration Date: Noverriber•30.2018 IMPORTANT: In these spaces, copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number. 905 Alexander Avenue City State ZIP Code Company NAIC Number Gridley ' balifomia 95948 SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑x Construction Drawings' ❑ Building Under Construction* ❑Finished Construction 'A new Elevation Certificate will be required when construction of the building -is complete. C2. Elevations - Zones A1- A30, AE, AH, A (with BFE), VE, VIIV30, V (with BFE), AR, ARIA, ARAE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a- h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: Butte County BM# 462 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ❑x NAVD 1988 ❑ Omer/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 97)) 30 ❑x feet ❑ meters b) Top of the next higher floor (J A- x❑ feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N❑x feet ❑ meters d) Attached garage (top of slab) 4❑x feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 96 62 Q feet ❑meters g) Highest adjacent (finished) grade next to building (HAG) 97 1 0 feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including feet ❑ meters structural support SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation. information. ' I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any fa/se statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor' Yes ❑ No ❑ Check here if attachments. Certifier's Name License Number Lauren J. McSwain 8754 N `tn Title Professional Land Surveyor V tJ# IN Company Name Feeney Engineering & Surveying, Inc, t - 754 9�. Address PMB 301, 236 W. fast Avenue, Suite A •- P FCFCA`�FO City State ZIP Code Chico California 95926 Signatur Date Telephone (530) 570-7174 ` Copy abggas btAgw0evation Certifi d all attachments for (1) community official, (2) insurance agenVoompany, and (3) building owner. Comments.(including type of equipment and location, per C2(e), if applicable) The vertical benchmark was converted from NGVD 1929 to NAVD 1988 by using the National Geodetic Website online height• conversion calculator. FEMA Form 666" (7/15) Replaces all previous editions. Form Page 2 of 6 1� l Butte. Count Fire Department - Y p Fire Prevention Bureau 176 Nelson Avenue Oroville, CA 95965 CAI i p O R N to Office (530) 538-7888 Fax (530) 538-2105 www.buttecounty.net/fire STATEMENT OF INTENDED USE Various process and situations in commercial and industrial establishments can create fire and life safety hazards. In order to provide a reasonable degree of safety to life and property, specific requirements have been established in the Fire, Building, and Life Safety Codes. To help us determine what particular laws apply to your business, please provide the following information: PART I — Building Information Business Name: 9e,�Kwa ► atJA LLC Business Address: u6 Pp—)(b N ev- kie— . CA \ 14 9 77 A� Number of Buildings: 1 Type of Construction: V Square footage: r PART II — Questionnaire Yes No 1. Will you store or handle an aggregate quantity aerosol products in excess of 500 lbs.? [ ] 2. Will you install or operate a stationary lead -acid battery system more than 100 gallons? 3. Will you produce dust or loose combustible fibers in excess of 100 cubic feet? 4. Will you be storing more than 2500 cubic feet of combustible materials (boxes, rubber)? 5. Will you store, handle or use compressed gases? (Table 105.6.8) 6. Will you produce, store or handle cryogens? (Table 105.6.10) [ ] 7. Will you engage in the business of dry cleaning? [ ] 8. Will you conduct an operation which produces combustible dusts (i.e. flour, magnesium) 9. Will you have any explosives or blasting agents? 10. Will you store, handle, use or dispense flammable or combustible liquids? 11. Will you store, transport on site, dispense, use or handle hazardous materials? (Table 105.6.20) 12. Will you have over 500 square feet of high -piled combustible storage? (>12 feet) [ ] 13. Will you store, handle or use liquefied petroleum gases? (LPG) 14. Will you melt, cast, heat treat or grind more than 10 lbs. of magnesium? 15. Will you have a motor vehicle fuel -dispensing station? [ ] YES 16. Will you manufacture more than 1 gallon of organic coating per day? [ ] 17. Will you operate an industrial baking or drying oven? [ ] 18. Will you operate a place of assembly (Drinking, Dining, Gathering) for more than 50 people? [ ] 19. Will you store or handle radioactive materials? 20. Will you have a refrigeration system with >220 lbs. Group Al or >30 pounds of any other refrigerant? [ ] 21. Will you operate a repair garage for servicing or repairing automobiles? [ ] 22. Will you be conducting hot work? (welding, cutting or use flame producing devices or torches) �] 23. Will you apply flammable or combustible liquids? (Spray booth, Dip tank, Powder Coating, Rolling) [ ] 24. Will you store over 1000 cubic feet of tires in an outside area? 25. Will you store, lumber, wood chips, hogged material or plywood in excess of 200 cubic feet? [ ] 26. Is your building equipped with automatic fire sprinklers? If YES then: [ ] a) Calculated sprinkler system GPM/SgFt Design Area (i.e. .3/3000) (Density and certification information can usually be found labels on the main sprinkler system riser for each system) b) Pipe Schedule (non -calculated) sprinkler system, Date system installed c) Early Suppression Fast -Response (ESFR) sprinkler system PSI d) Other type Sprinkler System — list type and location: e) Date of last sprinkler system 5 year certification (Title 19 CCR): f) Fire sprinkler alarm monitoring company: 27. Is your building equipped with automatic fire detection? (smoke detector, heat detector, manual pull) [ ] a) Date of last alarm system certification: b) Alarm monitoring company: 28. Number of employees: 29. Hours of operations: 6 A M To 3:30 PM 30. What is the proposed use of this structure? e-u� M,.PJ Sloe ar P a MA('N k_tjw e ,2 of 3 00 . . PART III — Fire Extinguisher Requirements [ J Light Hazard occupancy (office, classrooms, medical offices, etc.) Provide a minimum of (1) 2A10BC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 6000 square feet and the travel distance to a fire extinguisher shall not exceed 75 feet from any point. 11 Kj Ordinary Hazard occupancy (mercantile storage, dining areas, and display, warehouses, light manufacturing) Provide a minimum of (1) 2A20BC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 3000 square feet and the travel distance to a fire extinguisher shall not exceed 75 feet from any point. [ ] Extra Hazard Occupancy (Hazardous Materials, flammable liquid, vehicle repair, cooking areas, woodworking uses) Provide a minimum of (1) 2A40BC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 2000 square feet and the travel distance to a fire extinguisher shall not exceed 50 feet from any point. [ ] Kitchen Hood System — One 40B fire extinguisher (no "A or C' rating shall be mounted near kitchen hood system) (ABC multi-purpose fire extinguishers may compromise the liquid in fixed kitchen hood systems) NOTE: These are typical minimum requirements. More fire extinguishers may be required due to special operations or processes being used. For example: spray booths, special electrical hazards, exotic metals, and other situations will require increased protection. PART IV — High Piled Combustible Storage In Chapter 32 of the California Fire Code, high piled combustible storage is defined as: Storage of combustible materials [product and/or packaging] in closely packed piles (floor storage) or combustible materials on pallets, in racks, or on shelves where the top of storage is greater than 12 feet in height. High piled combustible storage also includes certain high hazard commodities, such as rubber tires, group A plastics, flammable liquids, idle pallets, and similar commodities, where the top of the storage is greater than 6 feet in height. It is very important to contact the Fire Department prior to consideration of storing high -piled combustible storage. Many of the permit requirements must be built into your building. If your building is not approved for high -piled combustible storage it may be cost prohibitive. For example if you have a pipe schedule sprinkler system — no high piled storage is permitted until the system is calculated. Securing a design professional is recommended to assist you with the code requirements [�] THIS BUILDING WILL NOT BE USED FOR HIGH -PILED COMBUSTIBLE STORAGE. THIS BUILDING WILL BE USED FOR HIGH -PILED COMBUSTIBLE STORAGE. [ ] THIS BUILDING IS A SPECULATION BUILDING WITHOUT A TENANT AT THIS TIME *TO OBTAIN FIRE DEPARTMENT APPROVAL YOU MUST SUBMIT THIS COMPLETED FORM WITH THE BUILDING PERMIT APPLICATION Name: SQd Signature: 3of3 4 i Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 530.538.7601 Office 530.538.7785 Fax www.buttecounty.net www.butte-generalplan.net March 6, 2017 JONATHAN WESTON 18401 PEPPER ST. CASTRO VALLEY, CA 94546 A-0 Assessor Parcel Number: 024-130-033, Building Permit Number: B16-2903 Description: Agricultuiral Building in the Flood Zone Occupancy Classification Construction Type: Stories: Fire Sprinklers: Building Total Area: Covered Area: Flood Zone: F-1 IIB No 2,500-sf (Enclosed) 7,100-sf (Open Covered) A V_. 0 UA 7 .�X �y / ,V VA Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond in writing to each comment. Complete and clear responses will expedite the re -check and approval of this project. Please provide two revised plan sets with your response. Responses to each item will be written in blue. Revisions to Site Map will be drawn/written in blue. It is the intension of the responses on the following pages to act as a revised "Cover Sheet" for the project, and to either answer the comments or to reference the other materials (Site Map, Electrical Plan, etc.) where satisfactory revisions can. be found. GENERAL COMMENTS: Please reference on the plans the 2013 California Building Code (CBC), 2013 California Mechanical Code (CMC), 2013 California Plumbing Code (CPC), 2013 California Electrical Code (CEC), 2013 California Fire Code (CFC), 2013 California Energy Code and 2013 California Green Building Standards Code (CGBSC) All design, construction, and materials to be used in this project to comply with the 2013 California Building Code (CBC), 2013 California Mechanical Code (CMC), 2013 California Plumbing Code (CPC), 2013 California Electrical Code (CEC), 2013 California Fire Code (CFC), 2013 California Energy Code and 2013 California Green Building Standards Code (CGBSC). Also referenced on Revised Site Map. Please provide a Code Analysis for this building on the cover sheet of the plans. Include the Occupancy Group and the Construction Type. Provide a statement as to the proposed use of the enclosed workshop. Refer to 2013 CBC Section 302 & 602. Refer to the Butte County Fire Department's "Statement of Intended Use" that specifies the uses and assign an Occupancy Group that most nearly resembles the proposed use. (I.e. S-1?) "Ordinary" Hazard as defined by Butte County Fire Department's Statement of I Intended Use or Type l/Moderate Hazard occupancy as defined by CBC Section 306.2. Group F as defined by Section 306.2 of 2013 CBC (using aircraft/auto repair as closest similar use). Occupancy Classification: F-1 .-Maximum quantity of hazardous materials used NOT to exceed those defined in Table 307.1. Construction Type IIB, Non -Combustible Steel Construction as defined in CBC Section 602 Proposed workshop to be used for minor repair of agricultural equipment (i.e. repairing hoses, belts, electronic malfunctions, mechanical failures, etc. when outdoor/field repair not feasible) and storage of tools and spare parts. Small "shop restroom" also proposed. Allowable area calculations (Chapter 5, IBC 20 15) shows a one-story F-1, type.IIB. structure has a basic allowable area of 15,500 sq ft and a height limit of 55 ft. Our proposed structure is 9,600 sq ft and 24.5' in height, both well under area and height limitations. Please provide a plan that is implemented to manage storm water drainage during construction. 2013 CalGreen Section 5.106.1. (Show on the Site plan the proposed design.) Construction site nearly flat with surrounding area (zero possibility of erosion). Storm water soaks in evenly across entire parcel. Additionally, construction site will be raised with gravel (in preparation for the foundation) above the elevation of surrounding orchards and sloped into surrounding orchards, providing excellent drainage of storm water during construction. Best Management Practices will be°followed by all contractors during construction, including off-site washing and refueling of vehicles, proper collection and disposal of materials and worksite debris (as .defined in Construction Debris Recovery Plan) within designated staging area, and use of existing, onsite washout station. See revised Site Map for location of staging area, washout station, and worksite drainage/grading 4. Due to the nature and extent of the various comments noted in this plan review, it is possible that future responses to the above noted comments and/or new information supplied with future submittals for this project may generate additional plan review comments. NON-STRUCTURAL COMMENTS: Please provide section cuts thru and framing details for the proposed restroom that shows construction methods and materials. Include ceiling. heights, insulation sizes, framing size and spacing,'wall coverings, door, etc. A revised bathroom detail illustration and description will be submitted with all other materials. See "RESTROOM PLAN" If the ceiling deck above the bathroom will be intended for storage you must provide structural faming and load calculations. (I.e. Light Storage @ 125-psf or Heavy@ 250-psf per 2013 CBC Table 1607.1) Ceiling deck will NOT be used for storage. Please provide and show any associated electrical and lighting for the building. (I.e. Electrical Plan required) A separate and complete electrical plan (including lighting) will be submitted at the same time as other re -check plans r 8. Any proposed lighting must be shown and comply with the 2013 California Energy Code. (I.e. Indoor & outdoor lighting) All lighting will be shown in electrical plan and will comply with 2013 California Energy Code (occupant sensors, fluorescent bulbs, etc.). Provide and show a Bathroom exhaust fan. Each bathroom containing a bathtub, shower or tub/shower combination shall be mechanically ventilated for purposes of humidity control in accordance with the California Mechanical Code, Chapter 4; and the California Green Building Standards Code, Chapter 4, Division 4.5. Note: Window operation is not a permissible method of providing bathroom exhaust for humidity control. Bathroom exhaust fan will be shown in bathroom detail and electrical plan ll plumbing fixtures shall comply with 2013 CGBSC Section 5.303.2 and 2013 CPC Section 403. Proposed toilet to use 1.28 gallons per flush. Proposed shower head to use no more than 2.0 gallons per minute at 80 PSI. Proposed sink faucet to use no more than 0.5 gallons per minute at 60 PSI. XPlease identify the water heater location on the plans. Water heater location to be shown on -electrical plan as a hookup and on bathroorn detail drawing. Please specify the ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than 6 -inches within the first 10 -feet (5% slope). 2013 CBC Section 1804.3 Description of proper 5% (or greater) slope is now noted and illustrated on revised Site Map Please submit a (2013 CalGreen Code) Non -Residential Mandatory Measures Check list. Please identify mandatory compliance. Checklist will be submitted with all other revised plans and forms. We adhere to and follow our mandatory compliance to the 2013 Cal Green.Non-Residential Mandatory Measures Check List. . Please provide a Construction Waste Management form. 2013 CalGreen Section 4.408. Construction waste management form will be completed and provided at time.of re -submittal of other forms STRUCTURAL COMMENTS: Please provide the name of the special inspector that will be employed to provide Special Inspections for the high strength bolts as required in accordance with 2013 CBC and indicted on sheet 1 of the plans. The Special Inspector must be employed by the owner and approved by the Butte County Building Division. Special inspectors not already approved by the Butte County Building Division must submit a Statement of Qualifications and verification of current ICC (or equivalent) certification for the particular item they will be inspecting. Company name: Applied Testing Consultants, Chico, CA. Special Inspector name: Darren DeMuth FLOOD ZONE COMMENTS: Please reference the flood elevation certificate on the plans and show all requirements including floor elevations, elevations of any machinery or equipment on the plans. "Elevation Certificate" details written out at -length on revised Site Plan, including required final floor elevation. No specific machinery or equipment will be permanently installed within proposed structure. Please indicate in a prominent location on the plans that a building under construction flood elevation certificate is required prior to the frame inspection and a finished construction flood elevation certificate is required prior to final approval of the structure. (Butte County Code Chapter 26, Ordinance # 4041) These items are now noted on the revised Site Map Structural comments above can be added to the plans by Butte County Building Division staff with written permission from the Registered Design Professional. . The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you wish to discuss these plan check comments, please call during our business hours or contact us by e-mail at the address below. Permit status can be tracked.by logging on to http://www.buttecounty.net/dds and clicking Building Permits Status. Rick Mauldin Philo Hunt, P.E. Plans Examiner Plan Check Engineer• 530.538.2875 530.538.2130 rmauldin @buttecounty.net phunt@buttecounty.net } NMI :Butte -County " Department of Development Services .PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 :- Main Phone 530.538.7601, Fax 530.538.7785 4. www.butiecou.nty.net/dds f• :,PLEASE PRINT CLEARLY r €R )t �PF20PERTTY OWNER INFORMATt10_NWM" t Last Name r ee KeMq �aN� �L C First Name _ Mailing Address 1 CiryState U/e �� Zip �SN� Phone- Fax Email '--ori�-We5 Fong - 'AAC1.. Cell - o� �% �' 0 �J� J �' �COT�RrACTOR ' Name Mailing Address,_ ,k City, State Zip ,. Phone ; Fax _ ....'.. Email . Cell License No. Class " AP,aP,tLICANT FORM NO 'J Last Name ", First Name �1 an �oNQ'1 I A Mailing Address - - I8401 Pe eta CityState Castro Vt(e ; : L� Zip gy54C Phone, Fax Email �OA) 'fang l' Goi,, Cell 51 co l AP, PLIC4NTSIG TURE}ANDDATIE Date* la- awl 1G Print a e' 5onr �oN PERMITNO: FORM NO 'J 1 6- a DBP -1 strictures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click BIN NO: I APN I�h Property Address lU/ 165 Avg City Location usI not be in the qty limits of Chico, Gridley, Oroville or Paradise, http://gismar)s.bu county.net/flexviewer/bcdatasearch/index.htmI WORKEf2mSCO,MPENSaATI,O.N ° Policy Number. - Carrier i F If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance strictures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click ��- �, LENDING,�AGEITNC�Y d Name Mailing Address i_ , Ciry State Zip DESCF .IPATION ORISCO 'E OF WORK ;. , ` ' D Mobile Home permits (other than installation, foundation, utilities & non-attached 'U strictures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: - - I http://www.hcd.ca.gov/codes/mhp/HCD , Phone: (9 16) 255-2501 - Is this a Manufactured/Mobile Home (circle one) Yes'/ No ,i iV i DOW, �/ALUATION:- (Entervalueotlab ro ! cuding $ nononfractedt Plus,,,tmateNa 1 ys charge) DCD Living Area: Garage: i, Open,Area: I y Covered Area: l - TOTAL SQ; r Structure Built without permits- • ii r Proposed Change of Occupancy/Use - Note previous/current use below: .. FOR ,OFFIC f,, 8,•,_ ,,ON1Y IZoningf _ Flood one: JSRA ' YES U1 I NO '' NPDES YES U NO ❑ JCode Ef:: YES U NO ❑ Legal Lot: YES ❑ NO ❑ Occupancy '- Type Construction r4 r it. Tech: Date: rP i I la a I "'When' filed, this application and, all supporting material bec m s subject to the California Public Records Act. All public information gelated to this application is subject to public inspection:an I ill be posted.on.the County's website for electronic access. Revised 12:19.2016 , 61 Page lol h , . f Y . t I Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 PEEKEMA RANCH LIP { RE: 024-130-033 Permit No: B16-2903 i To meet the requirements of Butte County Code Section 26-12 (available on line at http://municipalcodes.lexisnexis.com/codes/butteco ), one or more of the following may be required before a building permit can be issued for the above referenced project. The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public roads, and drainage facilities; Dedication of any necessary rights of way; and For commercial or industrial uses or for multiple living uses having three (3) or more living units per parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable materials for collection. Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, 7 County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26 -12. If construction plans and/or engineering analysis are required, submit information in duplicate in accordance with County Improvement Standards (available on line at http://www.buttecounty.net/publicworks/divisions/landdevelopment/impstd.html ) with a minimum plan checking deposit of $690.40. Important Note: If improvements in compliance with County Code Section 26 12 are required; any construction plans and/or engineering analysis must be reviewed and approved by the Land Development Division of the Public Works Department prior to construction of the improvements and the required improvements must be constructed, bonded, or guaranteed with a deposit of an in lieu fee prior to issuance of this building permit. The process can require significant time and must be completed prior to issuance of the building permit. If you have any questions, please contact the Land Development Division at (530) 538 7266, Monday through Friday, 8:00 a.m. to 4:00 p.m. have read and understand the above requirements:' Signatu Date: 12/29/2016 DEVELOPMENT SERVICES Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounly.net/dds Oroville, California 95965 F: 530.538.7785 PERMIT APPLICATION DATA SHEET Reference Number: B16-2903 Date: 12/29/2016 Location: 905 ALEXANDER AVE By: JMD Parcel Number: 024-130-033 Sub Type: AGRICULTURAL BLDGS Owner Name: PEEKEMA RANCH LP Phone: Description: AG BUILDING (2500) COV (7100) The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. YES SEWER DISTRICTS ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 — 530.533.0740 ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 — 530.533.2000 ❑ City of Chico, PO Box 3420, 411 Main Street, Chico CA 95927 — 530.879.6700 PARKS & RECREATION DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 — 530.895.4711 ❑ Durham Park & Recreation District, 9447 Midway, Durham CA 95938 — 530.345.1921 ❑ Feather River Recreaction & Park District, 1875 Feather River Blvd, Oroville CA 95965 — 530.533.2011 ❑ Paradise Parks & Recreation, 6626 Skyway Road, Paradise CA 95969 — 530.872.6393 SCHOOL DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Biggs Unified School District, 300 B Street, Biggs CA 95917 — 530.868.1281 ❑ Chico Unified School District, 1163 East 7th Street, Chico CA 95926 — 530.891.3006 ❑, Durham Unified School District, 4920 Putney Drive, Durham CA 95938 — 530.895.4675 Gridley School District, 429 Magnolia, Gridley CA 95948 — 530.846.4723 ❑ Marysville School District, 1919 B Street, Marysville CA 95901 — 530.741.6000 ❑ Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 — 530.532.3000 ❑ Oroville Union High, 2211 Washington Ave, Oroville CA 95966 — 530.538.2300 Ext: 105 ❑ 'Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 — 530.872.6400 OTHER ❑ Recorded copy of Agricultural Acknowledgment Statement - See Attached Instructions ❑ City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 — 530.868.5447 ❑ FEMA Flood Elevation Certificate (required within 48 hours or permit will be placed on hold until received) ❑ Other: "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Signature of Applicant: Date: _12/29/2016_ Butte County Department of Public Works DENNIS SCHMIDT, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538 7266 Telephone m (530) 538 7171 Fax PUBLIC WORKS National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN I ACRE] Reference Number: B16-2903 Date: 12/29/2016 Location: 905 ALEXANDER AVE By: JMD Parcel Number: 024-130-033 Sub Type: AGRICULTURAL BLDGS Owner Name: PEEKEMA RANCH LP Phone: Description: AG BUILDING (2500) COV (7100) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to.apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Board. Signed"Date 12/29/2016 TitleZ.44, elN i A r i Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California. 95965 F: 530.538.7785 NOTICE TO BUILDERS** Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals.. There are some things you can do to expedite your permit: Make sure your application is complete. Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. . Fee/refund information can be read on-line at http://municipalcodes.lexisnexis.com/codes/butteco/ "When•filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Permit Number: B16-2903 Date: 12/29/2016 Parcel Number: 024-130-033 Location: 905 ALEXANDER AVE, GRIDLEY- IPhone: Owner. Name: PEEKEMA RANCH LP Description: AG BUILDING (2500) COV (7100) Signature of Applic2 Date: 12/29/2016 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR l PETE CALARCO, ASSISTANT. DIRECTOR 7 County Center Drive Oroville, -CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile www.buttecounty.net/dds FORM NO. www.butte-generalplan.net DBP -47 Letter of Authorization Corporations Pe_ Ke,mA �RUn i�hC � _aa3 ss5y Full Legal Name of Business Corporation Corporation. Entity Number `105 �1l�xanc�er Ave; GriA,LA 1510. Address, City, State, Zip Contractor License No., if applicable- (C14 pplicable:.(C14 in r_ GMaI.I ccl'-N Phone Number NE nail I, Iv b��-' Vel �1" W�S 6� have legal authorization.to appoint on Full Legal Name - Printed behalf of the above -listed corporation,an agent to conduct_ business with Butte County Department of . Development Services as noted by the checkmarks below: Make application and sign for building permits, View documents on file/obtain copies of building files related to the Corporation Cancel Permits C ( Apply for refunds when payee is the Corporation. Name of appointed agent: : , or( 0,t kqn- e, �0 A— (Note: Identification required to be shown) This authorization shall expire on: /0\. or (If a date is entered, authorization shall expire on that date) upon written revocation of this authorization by the Corporation. Authorized Corporai Signature —Full Legal name Date :of person whose na is printed above as legally authorized to sign on behalf of the Corporation 6utle GraLint3r Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 ta,ww.buttea:,un tv.uet'cids IMPORTANT! NOTICE TO PROPERTY OWNER FORM NO f, DBP' -43 . ?'-v I Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified at q 5 Ae_X a N FeA( A fe, r AL9 , (,A 159 `ig-, ji We are providing you with an Owner -Builder Acknowledgment and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your name as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed, -and returned this, form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION ,ti \1t DMEC770NS. Read and initial each statement below to signify that you understand or verify this information. I understand a frequent practice of unlicensed persons is to have the property owner o an "Owner -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. 2. I understand building permits are not required to be signed by property owners unless ey are responsible for the construction and are not hiring a licensed Contractor to assume this responsibility. 3. I understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may. protect myself from=potential financial risk �byliring a licensed Contractor and having the permit filed in his or her name mstead of my own. 4. I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. 5. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. % 6. I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. 7. I understand under California Contractors' State License Law, an Owner -Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building Contractor. Page 1 of 2 t! Revised 7.20.2015 8. I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the workmanship or materials. W— 9. 1 understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800- 321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. a—) 10. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: 905 AlexctoaerAve-, t'ia le (iA4 151`i9 Wr`F' 11. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner - Builders as well as employers. YO -12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial. loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contrac'td s 1 may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you willbe responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a building permit can be issued this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy-• /'art, o the property owner's driver's license form notarization or other verification acce table to �� .f P P ty , IP the agency is required to be presented when the permit is issued to verify the property owner's signatures U Signature of property owner: ate: 2 Z i2_0 l0 Note: The following Authorization Form is 4ired to be completed by the prop rty owner only s when designating an agent of the property owner to apply for a construction permit for the s: Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit.for my project. Scope of Construction Project (or Description of Work): Project Location or Address: JOS 4Kane✓' ke (,,,(A el , CA `� 5 � q� Name of Authorized Agent: -Toto6am We.5 Tel No: t o) 9 0152 Address of Authorized Agent: I `5N0( Pepper St. .r a Sfro Vali eq , L.4 I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's Signature. Property Owner's Signature&"I� Date: �- 6 Revised 7.20.2015 Page 2of2 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville; California 95965 F: 530.538.7785 Building Permit Checklist Name: PEEKEMA RANCH LP Location: 905 ALEXANDER AVE, GRIDLEY Assessor's Parcel Number: 024-130-033 Permit Number: B16-2903 1. 3 copies site plan x 2. 3 sets building plans 3. 1 set energy calcs (if applicable) 4. 1 set truss calcs.(if applicable) . x' 5. 1 set structural calcs (if applicable) 6. Intake Packet a. signed permit application b. owner builder (if applicable) c. notice to builders d. fee summary e. fire handout �c f. NPDES form C g. data sheet o h. PW Notification for 26-12 - "' i. Hazardous Material Form (commercial) j. Accessibility Worksheet (commercial) _mak. Plan Check Sq Ftg Verification )C 7. Flood Certificates (if applicable) }� 8. 9. 3 10. Completed by: Date: Butte County Fire Department Fire Prevention Bureau 176 Nelson Avenue a- Oroville, CA 95965 Office (530) 538-7888 Fax (530) 538-2105 www.buftecounty,net/fire -STATEMENT OF INTENDED USE Various process and situations in commercial and industrial establishments can create fire and life safety hazards. In order to provide a reasonable degree of safety to life and property, specific requirements have been established in the Fire, Building, and Life Safety Codes. To help us determine what particular laws apply to your business, please provide the following information: PART I —.Building Information j Business Name: Pe,,P fps? M4, Gm A LLC_ Business Address: -1 A iatuU? t- Agee V V t U I�� i C,1A I S I q Number,of Buildings: _Type of Construction: J' Square footage: 1,60o PART II — Questionnaire Yes No 1. Will your store or handle an aggregate quantity aerosol products in excess of 500 lbs.? 2. Will you install or operate a stationary lead -acid battery system more than 100 gallons? 3. Will you produce dust or loose combustible fibers in excess of 100 cubic feet? [ J [}c] 4. Will you be storing more than 2500 cubic feet of combustible materials (boxes, rubber)? [ J [>4 5. Will you store, handle or use compressed -gases? (Table 105.6.8) [ ] 6. Will you produce, store or handle cryo -gens? (Table 105.6.10) 7. Will you engage in the business of dry cleaning? [ ] [X] 8. Will you conduct an operation which'produces combustible dusts (i.e. flour, magnesium) 9. Will you have any explosives or blasting agents? [ ] 10. Will you store, handle, use or dispense flammable or combustible liquids? Jx] [ ] 11. Will you store, transport on site, dispense, use or handle hazardous materials? (Table 105.6.20) Ix [ ] 12. Will you have over 500 square feet of high -piled combustible storage? (>12 feet) 13. Will you store, handle or use liquefied petroleum gases? (LPG) 14. Will you melt, cast, heat treat or grind more than 10 lbs. of magnesium? 15. Will you have a motor vehicle fuel -dispensing station? 1 of 3 YES NO 16. Will you manufacture more than 1 gallon of organic coating per day? ( ] P< 17. Will you operate an industrial baking or drying oven? [ ] (N .i 18. Will you operate a place of assembly (Drinking, Dining, Gathering) for more than 50, people? [ ] [ 19. Will you store or handle radioactive materials? [ ] 20. Will you have a refrigeration system with >220 lbs. Group Al or >30 pounds of any other refrigerant? [ ]] 21.. Will you operate a repair garage for servicing or repairing automobiles? 22. Will you be conducting hot work? (welding, cutting or use flame producing devices or torches) [K] [ ] 23. Will you apply flammable or combustible liquids? (Spray booth, Dip tank, Powder Coating, Rolling) [xJ [ ] 24. Will you store over 1000 cubic feet of tires in an outside area? [ ] Gsd 25. Will you store, lumber, wood chips, hogged material or plywood in excess of 200 cubic feet? 26. Is your building equipped with automatic fire sprinklers? If YES then: [ ] a) Calculated sprinkler system GPM/SgFt Design Area (i.e. .3/3000) (Density and certification information can usually be found labels on the main sprinlder system riser for each system) b) Pipe Schedule (non -calculated) sprinkler system, Date system installed c) Early Suppression Fast -Response (ESFR) sprinkler system PSI d) Other type Sprinkler System — list type and location: e) Date of last sprinkler system 5 year certification (Title 19 CCR): f) Fire sprinkler alarm monitoring company: 27. Is your building equipped with automatic fire detection? (smoke detector, heat detector, manual pull) [ ] [ ] a) Date of last alarm system certification: b) Alarm monitoring company: 28. Number of employees: 29. Hours of operations: 5Q25 -0M0-1 6---7 /+-M To 7' 30 30. In a few brief sentences describe how the building will be used and what processes or operations will take place inside (i.e. Storage of chemicals with some filling of containers for use, moderate to heavy welding with assembling and 2 of 3 ..,PART III — Fire Extinguisher Requirements [ ] Light Hazard occupancy (office, classrooms,- medical offices,. etc.) Provide,a..minimum of (1) 2A1 OBC rated fire -extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 6000 square feet and the travel distance to a fire extinguisher shall not exceed 75 feet from any point. [ ] Ordinary Hazard occupancy (mercantile storage, dining areas, and display, warehouses, light manufacturing) Provide a minimum of (1) 2A20BC rated•fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 3000 square feet and the travel. distance. to a fire extinguisher shall not exceed 75 feet from any point. . Extra Hazard 'Occupancy (Hazardous Materials, flammable liquid, vehicle repair, cooking areas, woodworking uses) Provide a minimum of (1) 2A40BC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 2000 square feet and the travel'distance to,a fire extinguisher shall not exceed 50 feet from any. point. [ ] Kitchen Hood System — One 40B fire extinguisher (no "A or C" rating shall be mounted near kitchen hood system) (ABC multi-purpose fire extinguishers may compromise the pewdaYi fixed kitchen hood systems) L; T - NOTE: These are typical minimum requirements. More fire extinguishers may be required due to special operations or processes being used. For example: spray booths, special electrical hazards, exotic metals, and other situations will require increased protection. PART IV — High Piled Combustible Storage In Chapter 32 of the California Fire Code, high piled combustible storage is defined as: Storage of combustible materials .[product and/or packaging] in closely packed piles (floor storage) -or combustible materials on pallets, in racks, or on shelves where the top of storage is greater than 12 feet in height. High piled combustible storage also includes certain high hazard commodities, such as rubber tires, group A plastics, flammable liquids, idle pallets, and similar commodities, where the top of the storage is greater than 6 feet in height. It very important to contact the Fire Department prior to consideration of storing high -piled combustible storage. Many of the permit requirements must be built into your building. If your building is not approved for high -piled combustible storage it may be cost prohibitive. For example if you have a pipe schedule sprinkler system — no high piled storage is permitted until the system is calculated. Securing a design professional is recommended to assist you with the code requirements THIS BUILDING WILL NOT BE USED FOR HIGH -PILED COMBUSTIBLE STORAGE. [ ] THIS BUILDING WILL BE USED FOR HIGH -PILED COMBUSTIBLE STORAGE. [ ] THIS BUILDING IS A SPECULATION BUILDING WITHOUT ATENANT AT THIS TIME. *TO OBTAIN FIRE DEPARTMENT APPROVAL YOU MUST SUBMIT THIS COMPLETED FORM WITH THE BUILDING PERMIT APPLICATION Name: T-1( C1.AZk1ZA U Yr Signatu 3 of 3 PER tia BUTTE COUNTY PUBLIC HEALTH PHYLLIS L. MURDOCK, DIRECTOR MARK A. LUNDBERG, M.D., M.P.H., HEALTH OFFICER WWW.BUTTECOUNTY. NET/PUBLICHEALTH ENVIRONMENTAL HEALTH DIVISION HAZARDOUS MATERIALS AND EMISSIONS QUESTIONNAIRE (A BUILDING PERMIT CANNOT BE APPROVED WITHOUT THIS COMPLETED FORM) PROJECT ADDRESS I O Jt-� Y�S�IP �"V 2 �1-V i� I �� (-! ' A P # FIRM NAME APPLICANTS ADDRESS _I 4 0( t�� P Dom+` S -f - CITY, STATE, ZIP Ca5� I CACES V � A 11 L� NATURE OF BUSINI CONTACT PERSON TRAKIT NUMBER Does your business or that of your tenants handle, store, or transport hazardous materials? NO ( ) YES (X) NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and safety or to the environment if released into the workplace or the environment. "HAZ- ARDOUS MATERIALS" include, but are not limited to: hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to be injurious to the health and.safety of persons or harmful to the environment if released. . 2. Do you or will your future tenants handle, store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard temperature or pressure), of formulation containing hazardous materials? NO >e4 YES ( ) or Do you or will your prospective tenants plan to handle hazardous chemicals classified as Regulated Substances above threshold quantities identified in California Code of Regulations, Title 19, Ch. 4.5, sec. 2770.5, Tables 1-3? If you answer YES to 1 or 2, contact Butte County Division of Environmental Health at (530) 538-7281 for a review of the project. 3. Is the business/facility/operation to be located within 1,000 feet of the outer boundary of a school ora school site? NO (-A YES ( ) IF YES, name'of school: Does the business/facility/operation have the potential to emit any air pollutants: e.g. dust, soot, odors, fumes, vapors, or other volatile compounds? NO YA YES ( ) IF YES, contact the Butte County Air Quality Management distn t at (530) 891-2882 for permit requirements. Owner or Authorized Company Representative �Date Z Za u () BCEHD BCAQMD Signatu „ BCEHD Signature _ BCAQMD Signature The applicant has 25534 of the Heal Quality Managem The above :ting the applicable requirements of Section 25505, 25533 and code and the requirements for a permit from the Butte County Air NOT apply to this facility. Date �� f Date WHITE — Building Dept YELLOW — Environmental Health PINK — BCAOMD GOLDENROD - Fire Dept 05/09 TEL- 530.538.7281 202 MIRA LOMA DRIVE FAx- 530.538.5339 OROVILLE, CA 95965 OUR MISSION IS TO PROTECT THE PUBLIC THROUGH PROMOTING INDIVIDUAL, COMMUNITY AND ENVIRONMENTAL HEALTH 9 BUTTE COUNTY' PHYLLIS L. MURDOCK, DIRECTOR �y MR MARK A. LUNDBERG, M.D., M.P.H., HEALTH OFFICER 1 a WWW.BUTTECOUNTY.NET/PUBLICHEALTH ENVIRONMENTAL HEALTH D[VISIO#N PUBLIC HEALTH HAZARDOUS -MATERIALS AND EMISSIONS QUESTIONNAIRE (A BUILDING PERMIT CANNOT BE APPROVED WITHOUT THIS COMPLETED FORM) PROJECT ADDRESS O 7 7k1 �Q X;C�it-�lJ9(r Ave- U -t% tot le 4 C/ t A.P.# Z 7 f 30 3 FIRM NAME ?Q- C t, LC 1 r APPLICANTS ADDRESS S y C�( �� D DR C CITY, STATE, ZIP CG�Y6 V AvA�, NATURE OF BUSINESS �(- f C f r e CONTACT PERSON (�U11 /W�] %y R�Sio N PHONE NUMBERU�s� TWIT NUMBER �✓ ll/ • 19 "/ 2 for official use only) 1. Does your business or that of your tenants handle, store', or transport hazardous materials? NO ( ) YES (X) NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and safety or to the environment if released into the workplace or the environment. "HAZ- ARDOUS MATERIALS" include, but are not limited to: hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material whictr a handlerAor the, administering agency has a reasonable basis for believing to be injurious to the health'and safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle, store, or transport 55 gallons, 500 pounds, or 200 cubic.fe t (at standard temperature or pressure), of formulation containing hazardous materials? NO (C) YES ( ) or Do you or will your prospective tenants plan to handle hazardous chemicals classified as Regulated Substances above threshold quantities identified in California Code of Regulations, Title 19, Ch. 4.5, sec. 2770.5, Tables 1-3? If you answer YES to 1 or. 2, contact Butte County Division of Environmental Health at (530) 538-7281 for a review of the project. 3. Is the business/facility/operation to be located within 1,000 feet of the outer boundary of a school or a school site? NO (A YES ( ) IF YES,. name of school: 4. Does the business/facility/operation have the potential to emit any air pollutants: e.g..dust, soot, odors, fumes, vapors, or other volatile compounds? NO ( YES ( ) IF YES, contact the Butte County Air Quality Management district at (530) 891-2882 for permit requirements. ,- 1, . "'` , Owner or Authorized Company Representative W Date I (SignaturU) BCEHD BCAQMD FRI BCEHD Signature _ BCAQMD Signature The applicant has ml 25534 of the Health Quality Management n� l The above regulation is meeting the applicable requirements of Section 25505, 25533 and Safety code and the requirements for a permit from the Butte County Air NOT apply to this facility. Date Date WHITE — Building Dept YELLOW — Environmental Health PINK — BCAQMD GOLDENROD -Fire Dept 05/09, TEL- 530.538.7281 1202 MIRA LOMA DRIVE FAX- 530.538.5339 OROVILLE, CA 95965 OUR MISSION IS TO PROTECT THE PUBLIC THROUGH PROMOTING INDIVIDUAL, COMMUNITY AND ENVIRONMENTAL HEALTH. I BUTTE C'OUN'TY PHYLLIS L. MURDOCK, DIRECTOR MARK A. LUNDBERG, M.D., M.P.H., HEALTH OFFICER WWW.BUTTECOUNTY.NET/PUBLICHEALTH ENVIRONMENTAL HEALTH DIVISION PUBLIC HEALTH HAZARDOUS MATERIALS AND EMISSIONS QUESTIONNAIRE (A BUILDING PERMIT CANNOT -BE APPROVED WITHOUT THIS COMPLETED FORM) PROJECT ADDRESS -90 '7 AI t? Ac;' i'1`hy A P (1 +f tC� le C( A.P. #.(i" 17('f � FIRM NAME ?Q x1�G' I ZC^ ''N, C- t\ L LC r ` APPLICANTS A0.DDRESS i �J C� c-�l ��' D� �� CITY, STATE, ZIP -540 (G(4 CA .Cj 6,(6 NATURE OF BUSINESS Acnt r f cL-k ('4(,4'( P -�^� t CONTACT PERSON J U)N W� i�U N PHONE NUMBER 1 tIy� 0-q,5- TRAKIT NUMBER ✓� tt ... 1 t/ . (for official use only) 1. Does your business or that of your tenants handle, store, or transport hazardous materials? NO ( ) YES (X) NOTE: Hazardous materials are defined as any, material that, because.of.its quantity, concentration, or physical oir chemical characteristics, poses a significant present or potential hazard to human health and safety or to the environment If released into the workplace or the environment. "HAZ- ARDOUS MATERIALS" include, but are not limited to: hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, oases, and any material which a handler. & the administering agency has a reasonable basis for believing to be injurious to the health and safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle, store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard temperature or pressure), of formulation containing hazardous materials? NO (yC) YES ( ) or Do you or will your prospective tenants plan to handle hazardous chemicals classified as Regulated Substances above threshold quantities identified in California Code of Regulations, Title 19, Ch. 4.5, sec. 2770.5, Tables 1-3? If you answer YES to 1 or 2, contact Butte County Division of Environmental Health at (530) 538-7281 for a review of the project. 3. Is the- business/facility/operation to be located within 1,000 feet of the outer boundary of a school or a school site? NO ( YES ( ) IF YES, name of school: 4. Does the business/facility/operation have the potential to emit any air pollutants: e.g. dust, soot, odors, fumes, vapors, or other volatile compounds? NO YES ( ) IRYES, contact the Butte County Air Quality.Management district at (530) 891-2882 for permit requirements. r Owner or Authorized Company Representative[ V�.��(�� Date (7 ! J 1 fJ (Signature) BCEHD BCAQMD F]❑ The applicant has met or is meeting the applicable requirements of Section 25505, 25533 and 25534 of the Health and Safety code and the requirements for a permit from the Butte County Air Quality Management District. ❑� The above regulations DO NOT apply to this facility. BCEHD Signature Date BCAQMD Signature ) Date WHITE — Building Dept YELLOW — Environmental Health PINK — BCAQMD GOLDENROD - Fire Dept 05/09 TEL- 530.538.7281 1 202 MIRA LOMA DRIVE FAX- 530.538.5339 OROVILLE, CA 95965 OUR MISSION IS TO PROTECT THE PUBLIC THROUGH PROMOTING INDIVIDUAL, COMMUNITY AND ENVIRONMENTAL HEALTH 1, BUTTE COU PHYLLIS L. 'MURDOCK, DIRECTOR MARK A. LUNDBERG, M.D., M.P.H., HEALTH OFFICER WWW.BUTTECOUNTY.NET/PUBLICHEALTH ENVIRONMENTAL HEALTH DIVISION PUBLIC HEALTH HAZARDOUS MATERIALS. AND. EMISSIONS QUESTIONNAIRE (A BUILDING PERMIT�GANNOT BE APPROVED WITHOUT THIS COMPLETED FORM) PROJECT ADDRESS A 0 � 1� 1 o K!k k' (;Iii . '1 P f s t sr �) Lj (° A.P. # (, zj FIRM NAME f�'.f+'.' .9 ��" = tV\ � �,f� yx < `. APPLICANrs,ADDRESS I P+ tt .�j �� f ►' f �� '(" CITY,,STATE, ZIP (16-"`a16 16 Y" ( Gt" * P NATURE OF BUSINESS �'nt Iy' �(- i -t f C"' e CONTACT PERSON >J C-1'\ r PHONE NUMBER TRAKIT NUMBER a' d t` . ,- (for official use only) r 1. Does your business or that of your tenants handle, store, or transport hazardous materials? NO ( ) YES (: ) NOTE: Hazardous materials are defined as any. material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and safety or to the environment if released into the workplace or the environment. "HAZ- ARDOUS MATERIALS" include, but are not limited to: 'hazardous chemicals, hazardous waste, 1" paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler.,or the administering agency has a reasonable basis for believing to be injurious to the health and safety of persons or harmful to the environment if released. 2: Do you or, will your future tenants handle, store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard temperature or pressure), of formulation containing hazardous materials? NO () YES ( ) or Do you or will your prospective tenants plan to handle hazardous chemicals classified as Regulated Substances above .threshold quantities identified'in California Code of Regulations, Title 19, Ch. 4.5, sec. 2770.5, Tables 1-3? If you answer YES to 1 or 2, contact Butte County Division of Environmental Health at (530) 538-7281 for a review of the project. 3.. Is the business/facility/operation to be located within 1,000 feet of the outer boundary of a school or a school site? NO I(>4 YES ( ) IF YES, name of school: 4. Does the business/facility/operation have the potential to emit any air pollutants: e.g. dust, soot, odors, fumes, vapors, or other volatile compounds? NO (5<), YES ( ) IF YES, contact the Butte County Air Quality Management district at (530) 891-2882 for permit requirements. r # Owner or Authorized Company Representative { ' Lt 't�i1��-' 1'��i � M1 Date ) 0 4'' C� (Signature); BCEHD BCAQMD=,. F BCEHD Signature A .r BCAQMD Signature The applicant has met or is meeting the applicable requirements of Section 25505, 25533 and 25534 of the Health and.Safety code and the requirements for a permit from the Butte County Air Quality Management District. The above regulations DO NOT apply to this facility. I Date° -f Date WHITE — Building Dept YELLOW— Environmental Health, PINK — BCAQMD GOLDENROD -Fire Dept 05/09 TEL- 530.538.7281 202 MIRA LOMA DRIVE FAX- 530.538.5339 OROVILLE, CA 95965 OUR MISSION IS TO PROTECT THE PUBLIC THROUGH PROMOTING INDIVIDUAL, COMMUNITY AND ENVIRONMENTAL HEALTH 0 �uTr Butte County Department of Development Services FORM NO PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 DBP -06 Main Phone (530) 538-7601 Fax (530) 538-7785 www.buttecountv.net/dds PLAN CHANGE(RECHECX RETURN Owner's Name: PM KeMA Gfuc k t' LC Contact Person Name: -:Sm �)g, 6 Contact email: . p l\J l� [Oee MQ i Lbtr'` Contact Phone Number: f5i Ol `l b O� Date Submitted: Permit Number: �j��'� b� Assessor's Parcel Number: 0 ❑ COMPLETE SET OF PLANS 4i PARTIAL SET OR PAGES OF PLANS \ (LIST PAGES BELOW) Please check any that apply: Response to Plan Check Letter? ❑ Response to Building Inspection Correction Notice? ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? ],Other: wij— re->Ao7 x [ CAL�ree,j MeahureS LLe_d(/i5� LIST OF ITEMS SUBMITTED l . ��a�e.m�;ts� o� In��►��e,� �Se �Bt�e. fQ��k4 �; r� lk-Pw�r�enl� 2. L' nnStrvGti or.1 ) �eWvkV'j RAtJ P e ` (on151Y'y c t1 ot) 3. Sefi5e5itQ. /A,, (IVm Cop�eSi 5. Propo5el �e-StCwM PLaN5 Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ❑ Minimum $127.00 paid ❑ Additional Fee Amount Due: K:\NEW_WEBSITE\Building\Building Forms & Documeni 202 N iFor%• 06_Plan_ Change_ Form REV'D Page 1 of 1 j _ ; RC2 -.. 0 GarcoBuilding ® Systems A Division of Robertson-Ceco II Corporation s q` DESIGN PACKAG ACCREDITED AC472 BUTTE COUNTY 'SEC DEVLL'oplWEN T S&Z VICk,S - Z°l.o' PERMIT # , BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C®® COMPLIAIVC r -T 6z;�q LJ GarcoBuilding AZAS- . m Systems ACCREDITED AC472 Division of Rbhe►tson-Ceco LI Corporation Office: (800)-777-9378 (509)244-5611 2714 S. Garfield Road Fax: (509) 244-2850 Airway Heights, WA 99001-9595 http:/AmmAi.garcobuildings.com November 11, 2016 J G STEEL ERECTORS 11720 DORI CT MARYSVILLE, CA 95901-9593 15-B-56231 JON WESTON / • GRIDLEY, CA ✓/ 120'0" x 8010" x 1418" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached • Engineering Design Criteria Sheet.; Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed'by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the'_.components as furnished, will meet • the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Garco Building Systems: The attached design criteria information is to.remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Garco' Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either'Garco.Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. G Cordially, Garco Building Systems Materials for Metal Buildings An NCI Company • Q�pfESSION� gOpETtFyc Neil Bennett Mangold, P.E. Engineer Grade III 0 CO m C 24 5 A OFC ALlf�a\ November 14, 2016 .15-B-56231 Page 1 of 3 " Mailing Address: Office: (800)-777-9378 GarCoo Building Systems Fax: (509) 244-5611 2714 S. Garfield Road ( ) 244-2850 Airway Heights, WA 99001 GamoBuilding 1 i /iff� . Systems ACCREDITED . AC472 Oivision of Robertson-Cato 1.1 Corporation Office: (800)-777-9378 (509) 244-5611 2714 S. Garfield Road Fax: (509) 244-2850 Airway Heights, WA 99001-9595 http://www.garcobuildings.com ...Building Code ....... .... .... 2013 CALIFORNIA Building Risk Category ............ Normal•(Risk Category II) Roof Dead Load . Superimposed ................. 2.50 psf Collateral ................... 3.50 psf (0.00 psf Ceiling 3.50 psf Other) Roof Live Load .................... 20.00 psf reduction allowed Wind Ultimate Wind Speed (Vult) ... 110.00 mph Nominal Wind Speed (Vasd) .... 85 mph (IBC'section 1609.3.1) Serviceability Wind Speed -72 mph Wind Exposure Category .... C Internal Pressure Coef.(GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas (within 7.20' of corner) 25.08 psf pressure -33.44 psf suction Other Areas 25.08 psf pressure-27.17.psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) .1.00 Seismic Design Category ...... D Soil Site Class .............. D Stiff Soil Ss ............................ 0.580 g Sds .... .0.517 g S1 ........................... 0.267 g. Shc ..... 0.332 g Analysis Procedure ............ Equivalent Lateral Force • Column Line 1-4 SWA & SWC- Basic Force Resisting System C4 B3 Response Modification Coefficient (R) 3.50 3.25 Seismic Response Coefficient (Cs) 0.148 0.159 Design Base Shear in kips (V). 11.54. 12.46 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 15-B-56231 Page 2 of 3 Mailing Address: Office: (800)-777-9378 Garcos Building Systems (509) 244-5611 2714 S. Garfield Road Fax: (509) 244-2850 Airway Heights, WA 99001 LJ Building IAS - 100 � , s' ® Systems ACCREDITED AC472 omsion of ko6ertson-Ceco 1.1 Corporation Office: (800)-777-9378 (509) 244-5611 2714 S. Garfield Road Fax: (509) 244-2850 Airway Heights, WA 99001-9595 http://www.garcobuildings.com The material supplied by the manufacturer has been designed with :the following minimum deflection criteria. The actual deflection. may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS...: BLDG—A Roof Limits Rafters Purlins Panels Live L/ 180 150 60 Snow L/ 180 180 60 Serviceability Wind L/ 180 180 60. Total Gravity L/ 120 120 60 Total.Uplift L/ N/A N/A 60 Frame Limits Sidesway, Portal Frame Sidesway • Live.H/ 6.0 Snow H/ 60 Serviceability Wind H/ 60 Seismic Drift H/ 40 40 Service -Level Crane H/. 100 Portal Service Wind H/ N/A 60 Total Gravity H/ 60 Service Seismic H/ 40 40 Wall Limits Limit Total Wind Panels L/ 60 Total Wind Girts L/ 90 Total Wind EW Columns L/ .120 The Service Seismic limit as shown here is at service level loads. 15-B-56231 Page 3 of 3 Mailing Address: Office: (800)-777-9378 Garcos Building Systems (509) 244-5611 2714 S. Garfield Road Fax: (509) 244-2850 Airway Heights, WA 99001 •E3ua1d1nq Sy th DESIGN PACKAGE BUILDER: J G STEEL ERECTORS • CUSTOMER: JON WESTON JOB NUMBER: 15-B-56231 TABLE OF CONTENTS Original Design Completed thru Change Order # 0 .Revision Histor • • Update Date Rev # Reactions Reason for Revision Pages Revised Eng. Revised Project Engineer: _ Subhi Okdeh (Spokane) Checking Engineer: Jeff Conrad Signing Engineer: Neil Mangold Page Design Criteria ' 1-3 Notes on Drawings 4-5 Deflection Criteria 6 Project Layout NA Building A 7-28 Building B Building C Special Details 29 Original Design Completed thru Change Order # 0 .Revision Histor • • Update Date Rev # Reactions Reason for Revision Pages Revised Eng. Revised Project Engineer: _ Subhi Okdeh (Spokane) Checking Engineer: Jeff Conrad Signing Engineer: Neil Mangold 0 Job Number ........................ 15-B-56231 Builder` ........................... J G STEEL ERECTORS Jobsite Location .................. JON WESTON,GRIDLEY,California . Building Code ..................... 2013 CALIFORNIA Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed .................. 2.50 psf Collateral ................... 3.50 psf. (0.00 psf 'Ceiling 3.50 psf Other) Roof Live Load .................... 20.00 psf reduction allowed Wind Ultimate Wind Speed (Vult) ... 110.00 mph / Nominal Wind Speed (Vasd) .... 85 mph (IBC section 1609.3.1) p� Serviceability Wind Speed .... 72 mph Wind Exposure Category ....... C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas (within 7.20' of corner) 25.08 psf pressure -33.44 psf suction Other Areas 25.08 psf pressure -27.17 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 • Seismic Design Category ..... D Soil Site Class .............. D Stiff Soil Ss ........................... 0.580 g Sds ..... 0.517 g S1 ........................... 0.267 g Shc ..... 0.332 g Analysis Procedure ........... Equivalent Lateral Force Column Line 1-4 SWA & SWC Basic Force Resisting System C4 B3 Response Modification Coefficient (R) 3.50 3.25 Seismic Response Coefficient (Cs) 0.148 0.159 Design Base Shear in kips (V) 11.54 12.46 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 0 0 Page 1 11/11/2016 . Design Maps Summary Report �• ' MUM Design Maps Summary Report User -Specified Input Report Title Job -B-56231 '.. 1 Fri November 4, 2016 20:03:09 UTC Building Code Reference Document 2012/2015 International Building Code ' (which utilizes USGS hazard data available in 2008) 'Site Coordinates 39.342470N, 121.63407°W Site Soil Classification • Site Class D - "Stiff Soil" V ''7, J 7 .1% ....r Palermo � / ' Q Gntley' 14 I a a 1 Li re Pa 03 USGS-Provided Output ° .. Ss = 0.580 g SMS = 0.775 g ' Sol = 0.517 g Sl = 0.267 g,. SM, = 0.498 g Sol = 0.332 g , -For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. - MCER Response Spectrum.'. Design Response Spectrum ; 0.90 0.54-- 0.72-- 0.48 0.64 0.42 • 0.56 t .-. 0.36 i x .: < 0.49 0.30 y 0.40 L40' 0.24 0.32 0:16 - 0.12 0.08 - . 0.06 0.00 1 0.00-1, 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 t0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period. T (sec)' % Period. T (sec) Elu - Page 2 L 11/11/2016 • http://ehpI-earthquake.cr.usgs.gov/designmdps/us/summary.php?template=minimal&latitu... 11/4/2016 - Design Maps Summary Report Page 2 of 2 • Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. • • • • • • • • e Page 3 • 11/11/2016 http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/surhmary.php?template=minimal&latitu... 11/4/2016 A BOLT TIGHTENING - Bolted joints with A325 Type 1 bolts greater than 1/2" diameter are specified as pretensioned joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, December 31, 2009. Pre -Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist off type tension control bolts or direct tension indicator as acceptable to the • Inspecting Agency and Building Official. Installation Inspection requirements for Pre -Tensioned joints (Specification for Structural Joints Section 9.2) using turn -of -nut method is suggested. The connections on this project are not slip critical. Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold -formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 41 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. Using 71IX711 eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 30' feet with the first downspout from both ends of the gutter run within 112" feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 3.3 in/hr rainfall intensity. X -Bracing is to be installed to a taut condition with all slack removed. Do not tighten beyond this state. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using concentrated loads and may require separate support members within the roof system. This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc.) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind Page 4 11/11/2016 0 41 0 0 LJ velocity is reached. The rigid frame at building A sides Grid 1 and Grid 4'are•designed as a non -expandable rigid frame. - I . Corresponding frame reactions are calculated based upon • actual tributary. area. r Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings. The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. ' Building has not been designed for sheeting open walls in the .future.. If walls are sheeted in the future a licensed professional engineer - y must review design to assure structural integrity. T • • • t The Service Seismic limit as shown here is at service level loads. Page 6 11/11/2016 0 0 is 0 Job Number ........................ 15-B-56231 Builder ........................... J G STEEL ERECTORS Jobsite Location .................. JON WESTON, GRIDLEY, California The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection • may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS...: BLDG -A Roof Limits Rafters Purlins Panels Live L/ 180 150 60 Snow L/ 180 180 60 Serviceability Wind L/ 180 180 60 Total Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway Live H/ 60 Snow H/ 60 . Serviceability Wind H/ 60 Seismic Drift H/ 40 40 Service -Level Crane H/ 100 Portal Service Wind H/ N/A 60 Total Gravity H/ 60 Service Seismic H/ 40 40 Wall Limits Limit Total Wind Panels L/ 60 Total Wind Girts L/ 90 Total Wind EW Columns L/ 120 The Service Seismic limit as shown here is at service level loads. Page 6 11/11/2016 0 0 is 0 N O b. N .. - - O .� rn� -� ravroen•a i' OLA key Struts x=double Z, Builder 1 xx=triple Z, '.. SMS �-lVl13(IIS J G STEEL ERECTORS ' o=plpe*M) .. .. .. Z xa ,... . .. O M.O eP•n Job Noi 56231A run01 ro .o- 000-1 y Vers I oni ver01-SAOkdeh .. cu 0,08 e m O Mon Nov 07 16, 49, 52 2016 Z O 0192 0 ,Sz 0 10E 14 ry m (Orf Z L'i - N. ... o- a. r mw o+�.m m - O A N +. .0 '3 3 n) CU 8 x 10E 23'11 -NO W 1812-1/4 12' 4 -ux .. , m ro N: N O N .. - - O .� -� ravroen•a i' OLA 0 r• ioo••al '.. ' .. .'. .. ._ .. .. .. Z xa ,... . .. O M.O eP•n 1 ro .o- 000-1 y .. cu e m O Z O - 3 Fa - Z (Orf Z L'i - N. ... o- a. r mw r - O A N +. • m n) CU -NO W ..t. -ux .. , m ro ..- N .. N .. .. O .� o- 0 '.. .. .'. .. ._ .. .. .. Z xa ,... . .. O M.O . . 3 W.. .o- 000-1 .. cu r.N O - 3 Fa (Orf Z L'i - N. ... o- O O N 0 GARCO Building Systems, Airway Heights, WA Design Summary Program User: SAOkdeh Job Number: 56231A Design Summary Report Version: 6.06.0 run01 Date: 11/07/16 Start Time: 04:49:41 R:\..\15-B-56231\ver01-SAOkdeh\Bldg-A\run01\56231A_bldg_A_0l.cds ------------------------------------------------------------------------------- B U I L D I N G- A- DES IGN SUMMARY REPORT BUY AMERICAN ACT COMPLIANT REQUIRED All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA A R:\Jobs\Active\ENG\15-B-56231\ver01-SAOkdeh\Bldg-A\run01\AroofRPA 0l.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Purlins .................. 55.0 ksi Yield Strength Eave Struts .............. 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 2@2.8156 9@4111 4110 4'11 413 4111 1.2022 Bay Length Member Size Brace L Lap R Lap # --------------------------------------------------------------------- (ft) Identification Locations Exten Exten . 1 25.000 8X2.5Z14 None S 0.000 1.479 C 2 25.000 8X2.5214 2 points C 1.479 3.146 C 3 30.000 , 8X2.5Z12 None C 3.146 '0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10,11,12,13,14,15,1 6 @ Supports: 1,2,3,4 . Purlin Stiffened Clips @ Level 2,9,16 @ Supports: 1,2,3,4 Purlin Backup Plate @ Level 2,9,16 @ Supports: 1,2,3 40 0 0 Page 8 11/11/2016 • Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. Page 9 11/11/2016 GARCO Building Systems, Airway Heights, WA Design Summary Program User: SAOkdeh Job Number: 56231A Design Summary Report Version: 6.06.0 run01 Date: 11/07/16 Start Time: 04:49:42 R:\..\15-B-56231\ver01-SAOkdeh\Bldg-A\run01\56231A_bldg_A_Ol.cds ------------------------------------------------------------------------------- ROOF PLANE ------- RPC R:\Jobs\Active\ENG\15-B-56231\verOl-SAOkdeh\Bldg-A\runOl\AroofRPC_Ol.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Purlins .................. 55.0 ksi Yield Strength Eave Struts .............. 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 2@2.6489 564-11 4110 4111 413 4111 1.2022 Bay Length Member Size Brace L Lap R Lap # (ft) Identification. Loca-ions Exten Exten --------------------------------------------------------------------- 1 30.000 8X2.5Z12 None S 0.000 3.146 C 2 1 25.000 8X2.5214 2 points C 3.146 1.479 C 3 25.000 8X2.5Z14 None C 1.479 0.000 S Purlin Clip Use 2.A325 Bolts @ Level 2,3;4,5,6,7,8,9,10,11,12 @ Supports: 4 ,3,2,1 Purlin Stiffened Clips @ Level 2,7,12 @ Supports: 4,3,2,1 Purlin Backup Plate @ Level 2,7,12 @ Supports: 3,2,1 RPC Purlin Strut @ 25.000 (ft) :8X2.5Z12 Bays 3 RPC Purlin Strut @ 25.000 (ft) :8X2.5Z14 Bays 2 RPC Purlin Strut @ 25.000 (ft) :8X2.5Z12 Bays 1 RPC Purlin Strut @ 50.000 (ft) :8X2.5Z14 Bays 3 RPC Purlin Strut @ 50.000 (ft) :8X2.5Z14 Bays 2 RPC Purlin Strut @ 50.000 (ft) :8X2.5Z12 Bays 1 RPA Purlin Strut @ 73.333 (ft) :8X2.5Z12 Bays 1 RPA Purlin Strut @ 73.333 (ft) :8X2.5214 Bays 2 RPA Purlin Strut @ 73.333 (ft) :8X2.5Z12 Bays 3 RPA Purlin Strut @ 96.667 (ft) :8X2.5212 Bays 1 RPA Purlin Strut @ 96.667 (ft) :8X2.5Z14 Bays 2 RPA Purlin Strut @ 96.667 (ft) :8X2.5Z12 Bays 3 SWC Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 3 SWC Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 2 SWC Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 1 SWA Eave Strut @ 14.667 (ft) :8X3.5E14 Bays 1 SWA Eave Strut @ 14.667 (ft) :8X3.5E14 Bays 2 SWA Eave Strut @ 14.667 (ft) :8X3.5E14 Bays 3 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. Page 9 11/11/2016 2)All purlin strut rows use the same lap lengths as the main purlin design. Eave strut interior connection at SWA uses.(4)-1/2" A325 bolts w/SC-18 plate. Eave strut interior connection at SWC uses (4)-1/211 A325 bolts w/SC-18 plate. Eave strut connection at end -frame uses (4)-1/2" A325 bolts. s M Page 10 11/11/2016 GARCO Building Systems, Airway,Heights, WP_ Design Summary Program User: SAOkdeh Job Number: 56231A Design Summary Report Version: 6.06.0 run01 Date: 11/07/16 Start Time: 04:49:42 R:\..\15-B-56231\ver01-SAOkdeh\Bldg-A\run01\56231A_bldg_A_Ol.cds ------------------------------------------------------------------------------- BRACING ---- Roof: 1 bays Rod Plane SWA 1 bays Rod: Hillside Washers Plane SWC 1 bays Rod: Clevises SEPARATE FOOTING FOR THE DEAD MAN BASE PLATE SEE ATTACHED SPECIAL DETAIL. `1 Plane EWB :End Frame Plane EWD :End Frame •r r M r GARCO Building Systems, Airway Heights, WA Design Summary Program User: SAOkdeh Job Number: 56231A Design Summary Report Version: 6.06.0 run01 Date: 11/07/16 Start Time: 04:49:42 R:\..\15-B-56231\ver01-SAOkdeh\Bldg-A\run01\56231A_bldg_A_Ol.cds ------------------------------------------------------------------------------- SIDEWALL, PLANE SWA -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\15-B-56231\ver01-SAOkdeh\Bldg-A\run01\AWal1SWA 01.edf Panel .................... NONE Panel Width .............. Panel Gage ............... N Note to Drafting: provide G90 Galvanized Secondary. GIRTS SPACINGS Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- OPEN AREAS: Size Wall Distance 8010 x 1418 SWA 010 Page 12 11/11/2016 n n u Ll , Page 13 11/11/2016 GARCO Building Systems, Airway Heights,.WA Design Summary Program- - 1.User:.SAOkdeh Job Number: 56231A Design Summary Report ' ..Version: 6.06.0 runOl Date: 11/07/16 Start Time: 04:49:42 R:\..\15-B-56231\verOl-SAOkdeh\Bldg-A\run01\56231A_bldg_A_Ol.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) 'R:\Jobs\Active\ENG\15-B-56231\ver0l-SAOkdeh\Bldg-A\runOl\AWallSWC Ol.edf Panel ..... ......' ..... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Girts ................... 55.0 ksi Yield Strength . Note to Drafting: provide G90 Galvanized Secondary.'' GIRTS SPACINGS 7'6 4'10 4'2 Bay Elev. ' Length Member Size Brace L Lap R Lap # (ft -in) --------------------------------------------------------------------- (ft) Identification, Locations Exten Exten 2 716 25.000 8X2.5Z16 None S 0.000 0.000 S " 3 716 25.000 8X2.5212 None S 0.000 0.000 S 2 1214 25.000 8X2.5216 None S 0.000 0.000 S 3 1214 25.000 + 8X2.5Z12 None S 0.000 0.000 S 2 16'6 25.000 (2)8X2.5212 None S 0.000 0.000 S 3 1616 25.000 8X2.5Z12 None S 0.000 0.000 S Note Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 1610 1610 N/A 8X2.5C12 -8X2.501.6 2 116 OPEN AREAS: Size Wall Distance 3010 x 1810 SWC 010 GIRTS SPACINGS PARTITION WALL ON LINE F 7'6 4'10 412 4'2 3'4 2'4 ® Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten ------------------------------------ 2 716 25.000 --------------------------------- 8X2.5212 None S 0.000 0.000 S 3 716 25.000 8X2.5212 None S 0.000 0.000 S 2 1214 25.000 8X2.5Z12 None S 0.000 0.000 S 3 1214 25.000 8X2.5212 None S 0.000 0.000 S 2. 1616 25.000 8X2.5212 None S 0.000 0.000 S *� 3 1616 25.000• 8X2.5Z12 None S 0.000 0.000 S , Page 13 11/11/2016 2 2018 25.000 8X2.5Z12 None S 0.000 0.000 S 3 2018 25.000 8X2.5Z12 None S 0.000 0.000 S 2 2410 25.000 SX2.5Z12 None S 0.000 0.000 S 3 2410 25.000 8X2.5Z12 None S 0.000 0.000 S 2 2614 25.000 8X3.5E14 None S 0.000 0.000 S (SAVE) 3 2614 25.000 SX3.5E14 None S 0.000 0.000 S (EAVE) 40 ' Page 15 11/11/2016 GARCO Building Systems, Airway Heights, WA Design Summary Program User: SAOkdeh Job Number: 56231A Design Summary Report Version: 6.06.0 run01 Date: 11/07/16 Start Time: 04:49:42 R:\..\15-B-56231\ver01-SAOkdeh\Bldg-A\run01\56231A_bldg_A_Ol.cds ---------------------------•---------------------------------------------------- Endwall Plane EWB Design ........ RIGID BEARING FRAME R;\Jobs\Active\ENG\15-B-56231\ver01-SAOkdeh\Bldg-A\run01\AwallEWB Ol.edf Panel .................... PBR Panel Width .............. 36 in ,. Panel Gage ............... 26 ga Girts ..................... 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings 7'6 4'10 5110-1/4 518-3/4 • Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) --------------------------------------------------------------------- Identification Locations Exten Exten 1 716 24.312 8X2.5Z12 2 points S 0.000 0.000 S 2 716 25.000 8X2.5Z12 3 points S 0.000 0.000 S 1 1214 24.312 8X2.5Z12 2 points S 0.000 0.000 S 2 1214 25.000 8X2.5Z14 3 points S 0.000 0.000 S 1 1812-1/4 19.820 8X2.5Z14 2 points S 0.000 0.000 S 2 1812-1/4 25.000 8X2.5Z12- 3 points S 0.000 0.000 S 2 23111 10.445 8X2.5Z14 3 points S 0.000 0.000 S Note Maximum distance to extend girt from 'adjacent bay is 36.00 inches. OPEN AREAS: Size Wall Distance 7010 x 2614 EWB 5010 40 ' Page 15 11/11/2016 r� u PARTITION WALL AT FRAME LINE 3 Girts Spacings Bay- # ---------------------------------------------------------- 1 Elev. (ft -in) 716 716 4110 5110-1/4 518-3/4 Length Member Size Brace (ft) Identification Locations 24.312 8X2.5Z12 2 points L Lap R Lap Exten Exten ---------- S 0.000 .0.000 S 2 716 25.000 8X2.5Z12 3 points S 0.000 0.000 S 1 1214 24.312 8X2.5Z12 2 points S 0.000 0.000 S . 2 1214 25.000 8X2.5Z14 3 points S 0.000 0.000 S 1 18-2-1/4 19.820 8X2.5Z14 2 points S 0.000 0.000.5 2 1812-1/4 25.000 8X2.5Z12 3 points S 0.000 0.000 S 2 23111 10.445 8X2.5Z14 3 points S 0.000 0.000 S ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: aT '1-('- AT?rrU7T?T7NT DTTDT.TTTC TTCTWTn TVT)P '1 (r)NMT IAI -1 /711 111 (41-3/4" .., / 1 1) Ann n 8X2.5C12 BRIDGE CHANNEL G' n u i C • Page 16 11/11/2016 • r GARCO Building Systems, -Airway Heights, WP_' Design Summary Program User: SAOkdeh Job Number: 56231A -Design Summary Report .Version: 6.06.0 run01 Date: 11/07/16 • Start Time: 04:49:42 R:\..\15-B-56231\ver01-SAOkdeh\Bldg-A\run01\56231A_bldg_k,01.cds ------------------------------------------------------------------------------- r COLUMNS ----- ( 8.250" Bypass columns ) USE FRAME LINE 1 COLUMNS SEE FRAME LINE 1 CROSS SECTION • 1 n iENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: 4 STRUT -TO -COLUMN CLIP1 COL. NO. ENDWALL PLANE 1 PLANE SWC:*' 1-D BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL . 1-B BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N, CF Brdg Channel (0.375011) (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000" LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL. PLANE SWA: .; r ' k ' GARCO Building Systems, Airway Heights, WA Design Summary Program User: SAOkdeh Job Number: 56231A Design Summary Report Version: 6.06.0 run01 Date: 11/07/16 Start Time: 04:49:42 R:\..\15-B-56231\ver01-SAOkdeh\Bldg-A\run01\56231A_bldg_A_Ol.cds ------------------------------------------------------------------L------------ Endwall Plane EWD Design ........ RIGID BEARING FRAME R:\Jobs\Active\ENG\15-B-56231\ver01-SAOkdeh\Bldg-A\run01\AWallEWD Ol.edf Panel .................... NONE Panel Width Panel Gage ............... N/A • Note to Drafting: provide G90 Galvanized Secondary — Girts Spacings + Bay Elev. Length Member Size Brace L Lap R Lap -#---(ft_in)----(ft) Identification Locations---Exten--Exten -------------------------------- -- OPEN AREAS: Size Wall Distance 12010 x 2614 EWD 010 J • • • r Page 18 11/11/2016 • r t GARCO Building Systems, Airway Heights, WA Design Summary Program User: SAOkdeh Job Number: 56231A Design Summary Report Version: 6.06.0. run01 Date: 11/07/16 ' Stara Timer 04:49:42 R:\..\15-B-56231\ver01-SAOkdeh\Bldg-A\run01\56231A_bldg_A_0l.cds ----------=-------------------------------------------------------------------- COLUMNS - ( 8.250" Bypass columns ) USE FRAME COLUMNS AT FRAME LINE 4 SEE PROFILE FOR FRAME LINE 4 4 Note: Use square anchor rod layout. .:. {, ' " • N r _ f - e a F Page 19 Eds2Xds User: saokdeh Job Number: 15-B-56231 Spokane Date: 11 /11/2016 09:49:30 AM Relative path: \\SPKFILEO 1\TS\jobs\Active\Eng\15-B-56231 --------------------------------------------------------------------------------------------------------------------------- Building: Bldg -A CDS file name: 15-B-56231_Bldg-A Eds2Xds.cds PlanPs Name IFille Left File _ Right Frame SWA \ver01-SAOkdeh\Bld -A\run01\AwallSWA 01.edf EWD \ver01-SAOkdeh\Bld -A\run01\AwallEWD 01.edf SWC \ver01-SAOkdeh\Bld -A\run01\AwallSWC 01.edf EWB \ver01-SAOkdeh\Bld -A\run01\AwallEWB 01.edf RPA \ver01-SAO kdeh\Bld -A\run01\AroofRPA 01.edf RPC Wer01-SAO kdeh\Bld -A\run01\ArOOfRPC 01.edf FramPc Frame Line Left Frame Left File _ Right Frame Right File 1 E \ver01-SAOkdeh\Bld -A\DRFTG\x03L F \ver01-SAOkdeh\Bld-A\DRFTG\x03R 2 A \ver01-SAOkdeh\Bld -A\DRFTG\x01L B \ver01-SAOkdeh\Bld-A\DRFTG\x01R 3. C \ver01-SAOkdeh\Bld -A\DRFTG\x02L D \ver01-SAOkdeh\Bld-A\DRFTG\x02R 4 G \ver01-SAOkdeh\Bld -A\DRFTG\x04L H \ver01-SAOkdeh\Bld-A\DRFTG\x04R Portal Frames Plane Bay Frame File Name .• • r i • Garco Building Systems FRAME ID #3 USER NAME:SAOkdeh DATE:11/ 9/16 TIME:17:49:51 PAGE: 3 -1 4 ms4 120./18./13.083 20./110./0. JOB NAME:56231A - FILE:frame_gl.fra LOCATION: Gridlines 1' - (1) All sectional dimensions are in inches. DETAIL FILE: 15-B-56231\verO1-SAOkdeh\Bldg-A\Drftg\xO3L 13 (2) All Flange lengths are measured along outer:flange. BOLTS:A325 FULLY TIGHT WEIGHT: 4527 lbs 10.0 12.4089 14.0 PURLINS(horz. from eave) :8"-Z 2@217 13/16",504111",4'10",4'11",4'3",4'11"- 11.5 11.5 11.5 GIRTS vert. from floor): 8"-Z 7'6" 4'10" 4'2" 8.25" 11.5 20.9189 Rotate all Interior columns 90 degree m C0NNR('rT0N DRTATT.R - GRTDT.TNRB * = 7 Location 1* -I 2 3 4 5 6 7 S 9 10 11 12•-H 13 4* -F 15 Web Dep. 10.0 12.4089 14.0 N/A 11.5 11.5 11.5 11.5 11.5 11.5 20.9189 8.0 8.0 10.0 10.0 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE SPLICE 2E/2E SPLICE BASE CAP/STF BASE CAP/STF Plate(DN) .. 6.OXO.5 - N/A 2.75x0.25 6.0x0.25 8.0x0.75 N/A N/A N/A N/A 6.0x0.375 N/A 6.0x0.5 6.0X0.375 6.0x0.5 6.0x0.375 Plate(UP) N/A N/A N/A N/A 6.OXO. 75 N/A N/A N/A N/A 6.0X0.375 N/A N/A 2.75X0.375 N/A 2.75X0.375 Bolts (4)-3/4 N/A N/A „ N/A (8)-3/4 N/A N/A N/A N/A (0)-3/4 N/A (4)-3/4 (4) -1f -a (4)-3/4 (4)-}.73 3/4 63Eee Building Systeme FRAME ID #3 USER NAME:SAOkdeh DATE:11/ 9/16 TIME:17:49:51 PAGE: 3 -2 ms4 120./18./13.083 20./110./0. JOB NAME:56231A FILE:frame_gl.fra LOCATION: Gridlines 1 (1) All sectional dimensions are in inches. DETAIL FILE: 15-B-56231\ver01-SAOkdeh\Bldg-A\Drftg\x03R (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 4527 lbs PURLINS(horz. from eave) :8"-Z 2@219 13/16",9@4111",4'10",4'11",4'3",4'11" GIRTS vert. from floor): 8"-Z 8.25" Rotate all Interior columns 90 degree 23'4" 23'4" ' E. H. z N 3/4 5 75 Location 1 -A 2 3 4 23'.4" r 7 B 9 10 CONNECPION DERAILS GRIDLINES • =1- 14 15 •-D 16 17•-F 18 Web Dep. 10.0 13.0139 14.0 N/A. 11.5 11.5 11.5 11.5 11.5 11.5 11.5 20.9189 J 8.0 8.0 8.0 10.0 s V7 � fD Type BASE SPLICE HORZ STF N N 2E/2E SPLICE SPLICE SPLICE O_ N SPLICE 2E/2E SPLICE BASE CO BASE CAP/STP BASE CAP/STF Plate (DN) 6.0x0.5 N/A ].75x0.25 6.0x0.25 Rotate all Interior columns 90 degree 23'4" 23'4" ' E. H. z N 3/4 5 75 Location 1 -A 2 3 4 5 6 7 B 9 10 . 11 12 13 — 14 15 •-D 16 17•-F 18 Web Dep. 10.0 13.0139 14.0 N/A. 11.5 11.5 11.5 11.5 11.5 11.5 11.5 20.9189 0.0 8.0 8.0 8.0 10.0 10.0 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE 2E/2E SPLICE 2E/2E SPLICE BASE CAP/STP BASE CAP/STP BASE CAP/STF Plate (DN) 6.0x0.5 N/A ].75x0.25 6.0x0.25 6.0%0.75 N/A N/A N/A 6.0X0.]75 N/A 6.0x0.)75 N/A 6.0x0.5 6.0x0.]75 6.0x0.5 6:0x0.375 6.0x0.5 6.0x0.37 Plate (UP) N/A N/A N/A N/A 6.0x0.75 N/A N/A N/A 6.0x0.375 N/A 6.0x0.]75 N/A N/A 2.75x0.]75 N/A 2.75x0.375 N/A 2.7Sx0.3 BO1C8 (4)-3 /9 N/A N/A 'N/A (8)-3/4 N/A N/A N/A (8)-3/4 N/A (8)-3/4 N/A (4)-3/4 (4) (4)-3/4 (4)–!,'a (4)-3/4 (4) Garco Building Systems FRAME ID #1 - USER NAME:SAOkdeh DATE:11/ 9/16 TIME:09:24:47 PAGE:'1 -1 4 msl 120:/18./24.417 - 20./110./0. JOB NAME:56231A FILE:fiame_g2.fra LOCATION: Gridlines 2 + tlt N (1) All sectional dimensions are in inches. DETAIL FILE: 15-B-56231\ver01-SAOkdeh\Bldg-A\Drftg\xOIL N '(2) All Flange lengths are.measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 5042 lbs 31.0 N/A 26.0 PURLINS(horz, from eave) :8"-Z 2@217 13/16",5;4111",4'10",4'11",4'3",4'11" 26.0 w u GIRTS vert. from floor): 8"-Z 7!611,411011,4121-(8.25--) w I 8.0 Location 1* -I 18' 12 0. WEA - WEA E. H. 4 M 6 7 8 + tlt N � N O _ N 0 N N 10.0 23.4475 31.0 N/A 26.0 0 0 26.0 w u z w I 8.0 H a SPLICE HORZ STF o 3E/3E SPLICE SPLICE SPLICE SPLICE w ao BASE CAP/STF Plate(DN) w w 2.75X0.3125 6.0X0.25 6.0X0. 5 3 S N/A N/A 6.0X0.5 N/A 8.0X0.5 CONNECT Location 1* -I I 2 3 4 5 6 7 8 9 10 11 12* -F 13 Web Dep. 10.0 23.4475 31.0 N/A 26.0 26.0 26.0 26.0 26.0 26.0 35.027 8.0 8.0 Type BASE SPLICE HORZ STF CAP (EXT) 3E/3E SPLICE SPLICE SPLICE SPLICE 3E/3E SPLICE BASE CAP/STF Plate(DN) 6.0X0.5 - N/A 2.75X0.3125 6.0X0.25 6.0X0. 5 N/A N/A N/A N/A 6.0X0.5 N/A 8.0X0.5 8.0X0.375 Plate(UP) N/A N/A N/A N/A 6.OX .75 N/A N/A N/A N/A 6.OXO. 5 N/A N/A 2.75Xo.375 Bolts (4)-3/4 N/A N/A N/A �&) 3/4 N/A N/A N/A N/A (12)-3/4 N/A (4)-3/4 Garco Building Systems FRAME ID #1' USER NAME:SAOkdeh DATE:11/ 9/16 TIME:09:24:47 PAGE: 1 -2 msl 120./18./24.417 20./110./0. JOB NAME:56231A FILE:frame_g2.fra LOCATION: Gridlines 2 (1) All sectional dimensions are in inches. DETAIL FILE: 15-B-56231\ver01-SAOkdeh\Bldg-A\Drftg\xO1R (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 5042 lbd PURLINS(horz. from eave) :811-Z 2@219 13/16",9@4'11",4'10",4'11",413",4'11" GIRTS vert. from floor): 8"-Z 8.25" 2.0 12 CONNECTION DETAILS : GRIDLINES* =2 14'8" E.H. Location 1* -A 2 3 4 5 6 7 8 9 0 11 12 13 4* -F 15 Web Dep. 10.0 31.0470 36.0 N/A 26.0 26:0 26.0 26.0 26.0 26.0 26.0 26.0 35.027 8.0 8.0 Type BASE SPLICE HORZ STF CAP (EXT) 3E/3E SPLICE 3E/3E SPLICE SPLICE SPLICE SPLICE 2E/2E SPLICE BASE CAP/STF Plate(DN) 6.0X0.5 N/A 2.75X0.25 6.0X0.25 6.0X0. N/A 6.0x0.5 N/A N/A N/A N/A 6.0X0.5 N/A 8.0X0.5 8.0X0.375 Plate(UP) N/A N/A N/A N/A 6. .75 N/A 6.0x0.5 N/A N/A N/A N/A 6.0x0.5 N/A N/A 2:75X0.375 Bolts (4)-3/4 N/A N/A N/A -3/4 N/A (12)-3/4 N/A N/A N/A N/A (8)-3/4 N/A (4)-3/4 (4) x{1 3/4 Garco Building Systems FRAME ID #2 USER NAME:SAOkdeh DATE:11/10/16 'TIME:10:01:20 PAGE: 2 -1 5 ms2 120./18./26.917 20./110./0. JOB NAME -56231A' FILE:frame_g3.fra ' LOCATION: Gridlines 3 it (1) All sectional dimensions are in inches. DETAIL FILE: 15-B-56231\ver01-SAOkdeh\Bldg-A\Drftg\x02L Web Dep. (2) All Flange lengths are measured along outer_flange. ,. BOLTS:A325 FULLY TIGHT WEIGHT: 5414 lbs N/A 24.0 24.0 24.0 PURLINS(horz, from eave) :8"-Z 2@217 13/1611,5@4111",4'10",4'11",413",4'11" 24.0 24.0 33.081 7.9300 GIRTS (vert. from floor): 811-Z 71611,411011,41211(8.25-1) 7.9300 7.9300 Type BASE O L 25' r CONNF.CTTON DF.TATT.R a rRTDT,TNF.R * = 7 25' 12 Location 1+-I 2 3 4 5 6 7 8 9 10 it 12* -H 13 14* -F 15 Web Dep. 10.0 20.1831 26.0 N/A 24.0 24.0 24.0 24.0 24.0 24.0 33.081 7.9300 7.9300 7.9300 7.9300 Type BASE SPLICE HORZ STF CAP (EXT) 3E/3E SPLICE SPLICE SPLICE SPLICE 4E/2E SPLICE BASE CAP/STF BASE CAP/STF Plate(DN) 8.0x0.5 N/A 3.75x0.3125 8.0x0.25 8.0x0 5 N/A - N/A N/A N/A 6.0x0.5 N/A 8.0x0.5 8.0x0.375 8.0x0.5 8.0x0.375 Plate(UP) N/A N/A N/A N/A 0.75 N/A N/A N/A N/A 6.0x0.5 N/A N/A 2.75x0.375 N/A 2.75x0.375 Bolts (4)-3/4 N/A N/A N/A -3/4 N/A N/A N/A _ N/A (12)-3/4 N/A (4)-3/4 (4)-144 (4)-3/4 (4)-3-f3 3/4 Garco Building Systems FRAME ID #2 USER NAME:SAOkdeh DATE:11/10/16 TIME:10:01:20 PAGE: 2 -2 ms2 120./18./26.917 20./110./0. JOB NAME:56231A FILE:frame_g3.fra LOCATION: Gridlines 3 (1) All sectional dimensions are in inches. DETAIL FILE: 15-B-56231\ver01-SAOkdeh\Bldg-A\Drftg\x02R (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 5414 lbs PURLINS(horz. from eave) :8"-Z 2@219 13/1611,9@411111,411011,4111,,,413",41111- GIRTS (vert. from floor): 8"-Z (8.2511) � fO � N N N O 0) CONNECTION DETAILS : CRIDLINES * =3 Location 1* -A 2 3 4 5 6 7 8 9 10 11 12 13 14 +-F 15 Web Dep. 10.0 28.4273 33.0 N/A 24.0 24.0 24.0000 24.0000 23.9999 23.9999 23.9999 23.9999 33.081 7.9300 7.9300 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE 2E/4E SPLICE SPLICE SPLICE 4E/2E SPLICE BASE CAP/STF Plate(DN) 6.0X0.5 N/A 2.75X0.3125 6.0x0.25 6.0x0.75 N/A N/A 6.0x0.5 N/A N/A N/A 6.0x0.5 N/A 8.0x0.5 8.0x0.375 Plate(UP) N/A N/A N/A N/A 6.0X0.75 N/A N/A 6.0x0.5 N/A N/A N/A 6.0X0.5 N/A N/A 2.75x0.375 Bolts (4)-3/4 N/A N/A N/A (8)-3/4 N/A N/A (12)-3/4 N/A N/A N/A (12)-3/4 N/A (4)-3/4 (4)-3-/4 3/4 0 0 0 0 0 0 0 0 0 0 0 Garco Building Systems FRAME ID #4 USER NAME:SAOkdeh DATE:11/10/16 TIME:13:43:46 PAGE: 4 -1 ms3 120./18./15.583 20./110./0.- JOB NAME:56231A FILE:frame_g4.fra LOCATION: Gridlines 4 (1) All sectional dimensions are in inches. DETAIL FILE: 15-B-56231\ver01-SAOkdeh\Bldg-A\Drftg\x04L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 4116 lbs 14.0 N/A 13.5 PURLINS(horz. from eave) :8"-Z 2@217 13/16",5@4'11",4'10",4'11",4'3",4'11" 13.5 13.5 13.5 GIRTS vert. from floor): 8"-Z 8.25" 8.0 8.0 Type f0 � N N N O -4 rn Rotate all Interior columns 90 degree 18' E.H. I 30' I 20' CONNECTION DETAILS : GRIDLINES * =4 T Location 1* -I 2 3 4 5 6 7 8 9 10 11 *-G 12 Web Dep. 8.0 11.6505 14.0 N/A 13.5 13.5 13.5 13.5 13.5 13.5 8.0 8.0 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE 2E/2E SPLICE SPLICE 2E/2E BASE CAP/STF Plate(DN) 6.0x0.5 N/A 2.75x0.25 6.0x0.25 6.0x0.75 N/A 6.OXO. 375 N/A N/A 6.0x0.375 6.0x0.5 6.OXO. 375 Plate (UP) N/A N/A N/A N/A 6.0x0.75 N/A 6.0X0.375 N/A N/A 6.0x0.375 N/A 2.25x0.3125 Bolts (4)-3/4 N/A N/A N/A (8)-3/4 N/A (B)-3/4 N/A N/A (8)-3/4 (4)-3/4 (4)-4-{4 Garco Building Systems FRAME ID #4 USER NAME:SAOkdeh DATE:11/10/16 TIME:13:43:46 PAGE: 4 -2 ms3 120./18./15.583 20./110./0. JOB NAME:56231A FILE:frame_g4.fra LOCATION: Gridlines 4 (1) All sectional dimensions are in inches. DETAIL FILE: 15-B-56231\verOl-SAOkdeh\Bldg-A\Drftg\xO4R (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 4116 lbs PURLINS(horz. from eave) :B" -Z 2@219 13/16",9@4'111',4'10",4111'1,4'3",4'11" 3IRTS (vert. from floor): 8"-Z (8.2511) Rotate all Interior columns 90 degree r � s t0 � 0) N co O co m 10' �_ 30' I 30' CONNECTION DETAILS : GRIDLINES - =4 Location 1 •-A 2 I 3 4 5 6 7 B 1112 13 •-C 1415 •-E 16Web Dep. 8.0 14.0926 16.0 N/A 13.5 13.5 13.5 13.5 13.5 13.5 8.0 8.0 8.0 8.0 Type BASE SPLICE HORZ STP CAP (EXT) 2E/2E SPLICE SPLICE 2E/2E MN/AN/A SPLICE 2E/2E BASE CAP/STF BASE CAP/STP Plate(DN) 6.0x0.5 N/A 2.75x0.25 6.OXO.25 6.0X0.75 N/A N/A 6.OXO.375 N/A 6.0x0.375 6.0X0.5 6.0x0.375 6.0X0.5 6.0X0.375 Plate(UP) N/A N/A N/A N/A 6.0X0.75 N/A N/A 6.OXO. 375 N/A 6.OXO.375 N/A 2.75x0.375 N/A 2.75XO.375 Bolts (4)-3/4 N/A N/A N/A (8)-3/4 N/A N/A (8)-3/4 N/A (8)-3/4 (4)-3/4 (4)-4-4 (4)-3/4 (4)-443 9 0 0 0 0 0 0 • • • • �i I �I� 3" 2 �� 3'� 2" 4"GA. 2„ GUI Input Steel Line G Input " fight" Dim. from Left Column +In —Right" Dim. from Right Column "O and 8"0 Clevis Rod Brace Anchor "0 Clevis Rod Brace USE THTR (Single or Double) DET Clevis Rod Brace Anchor CL333 Connection Bolt J"0 x 2" at Single Rod J"0 x 2j" at Double Rod 1"0 Anchor Rods Hex Nut GUI Input "0" Up" Dim. at Finh Flat Washer + — "+Up" Dim. Above F. 3j" "-Up" Dim. Below F.i i _3'44" 24. 3" GUI Input Steel Line GUI Input +Right" Dim. from Left Column +In Dim. "-Right" Dim. from Right Column 4"0 Clevis Rod Brace Anchor !(. Clevis Rod Brace Anchor Page 15-25 . 38 Date Se '12 00 4"0 or J"0 Clevis Rod Brace (Single or Double) Clevis Rod Br Anchor CL332 Connectio Bolt J"0x2" Single & Double Rods 1"0 Anchor Rods Hex Nut GU nput Up" Dim. at Finish Floor Flat Washer + — "+Up" Dim. Above F.F. 3"—Up" Dim. Below F.F. �i I �I� 3" 2 �� 3'� 2" 4"GA. 2„ GUI Input Steel Line G Input " fight" Dim. from Left Column +In —Right" Dim. from Right Column "O and 8"0 Clevis Rod Brace Anchor "0 Clevis Rod Brace USE THTR (Single or Double) DET Clevis Rod Brace Anchor CL333 Connection Bolt J"0 x 2" at Single Rod J"0 x 2j" at Double Rod 1"0 Anchor Rods Hex Nut GUI Input "0" Up" Dim. at Finh Flat Washer + — "+Up" Dim. Above F. 3j" "-Up" Dim. Below F.i i _3'44" 24. 3" GUI Input Steel Line GUI Input +Right" Dim. from Left Column +In Dim. "-Right" Dim. from Right Column 4"0 Clevis Rod Brace Anchor !(. Go rc ii C5 Building Systems REACTIONS BUILDER: J G STEEL ERECTORS CUSTOMER: JON WESTON JOB NUMBER: 15-B-56231 Notes 0 • 0 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout (unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings 0 (a) Left and Right columns are determined as if viewing the left side of the building, as shown on the anchor rod drawing, from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. • - (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise on the anchor rod layout drawing. , f) X -Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. .(2) For IBC and UBC based building codes, when x -bracing is present in the sidewall, individual longitudinal seismic loads (RBUPEQ and RBDWEQ). do not include the amplification factor, no. (3) For IBC and UBC based building codes, when x -bracing is present in the endwall, individual transverse seismic loads (EQ) do not include the amplification factor, no. • 3) Reactions are provided as un -factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. a) For projects using ultimate design wind speeds such as 2012 IBC or 2014 Florida building code, the wind load reactions are at a strep th value with a load factor of 1.0. The manufacturer does not provide "maximum" load combination reactions. However, the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for. his/her design procedures and allow for an economical foundation design. 4P Rev G 7/01/13 0 FRAME ID #3 USER NAMEi SAOkdeh DATEi 11/ 9/16 PAGES 3-3 ms4 120. /18. /13. 083 20,/110 JOB NAME1 56231A FILE, frame-gl. fra SUPPORT REACTIONS FOR EACH LOAD GROUP ■LOCATIONi Grldllnesi 1 NOTES1(1) All reactions are In klpps and klp-ft. TIMEo17 49 51 (2) The seismic overstrength factor COmega) Is not Included In the 'RBDWEQ' and 'RBUPEQ' Load Group reactions, Seismic 'BASE -ONLY' combination reactions Include an overstrength factor of, 2.000 0 REACTION NOTATIONS • 0 0 0 V HL �If�HI L H2 If�H3 I L HR IVL Ivl IV2. IV3 IVR F -I F- -'H- I F- -LF- 1 --D E-A LOAD GROUP RFACTTITN TAAI F GRT➢I TNFS s = 1 COLUMN LOAD GROUP DL ■-I r -A Roof Collateral Load ■-H PLL1 Pattern Live Load CPLLxx] ■-F PLL2 ■-D LOAD GROUP HL VL LNL HR VR LNR HI V1 LN1 H2 V2 LN2 H3 V3 LN3 DL 0. 1 0. 9 0. 0 -0, 1 0.8 0. 0 0. 0 1.6 0, 0 0.0 1.8 0. 0 0. 0 1, 5 0. 0 C❑LL 0. 1 0,6 0. 0 -0. 1 0.5 0. 0 -0. 0 1. 1 0. 0 0. 0 1. 1 0. 0 0. 0 1, 0 0. 0 PLL1 0.3 3.0 0. 0 -0.3 0. 3 0. 0 -010 3. 3 0. 0 -0. 0 -0.7 0. 0 0. 0 0, 3 0. 0 PLL2 -0. 1 -0. 4 0, 0 0. 1 -0. 1 0. 0 0. 0 3.2 0. 0 010 3.6 0. 0 -0. 0 -0. 7 010 PLL3 0. 0 0. 1 0. 0 -010 0, 1 0, 0 0. 0 -0.5 0, 0 0. 0 3.2 0. 0 -0, 0 3. 0 0. 0 PLL4 -0. 1 -01 1 0. 0 0. 1 -0.4 0. 0 -0. 0 0.2 0. 0 -0. 0 -0.5 0, 0 0. 0 3, 1 0.0 PLL5 0. 2 0. 2 0. 0 -0. 2 2.7 0.0 0. 0 -0. 3 0. 0 0. 0 0. 1 0, 0 -0, 0 -0, 5 0. 0 LL 0. 4 2.9 0. 0 -0.4 2.7 0.0 0. 0 5.8 0, 0 0. 0 5.8 0, 0 -0. 0 5. 2 0. 0 EQ -0. 8 -0. 8 0, 0 -1. 4 1. 3 0.0- -0. 0 1.0 0. 0 -0. 0 -0. 4 0. 0 0. 0 0. 41 0. 0 RBUPEQ 0. 1 -4. 5 -6. 3 -0. 1 -3.6 -6. 2 -0. 0 -0.0 0. 0 -0. 0 -010 0. 0 0, 0 0. 01 0. 0 WL 1 -5, 4 -8. 3 0. 0 -7. 0 2.7 0. D -0. 0 -5.8 0. 0 -7. 0 -7.9 0. 0 0. 0 -3. 2 0. 0 WL2 -5. 9 -6. 5 0. 0 -6. 4 4. 1 0. D -0. 0 -3.2 0. 0 -7. 0 -5.8 0. 0 0. 0 -0. 8 0. 0 WL3 4. 1 -0.2 0.0 6.9 -9. 1 0.0 0.0 -9.4 0.0 7.0 -2.8 0.0 -0.0 -8. 1 0.0 WL4 3, 6 1. 5 0. 0 7, 4 -7.7 0. 0 0. 0 -6.8 0. 0 7. 0 -0.7 0. 0 -0. 0 -5, 6 0. 0 LWL1 1.5 -4. 6 0. 0 0. 4 -4.0 0.0- 0, 2 -10.6 -6. 7 0. 3 -4.8 -7. 3 0. 1 -5, 0 -6. 0 RBUPLW 0, 1 -7, 8 -10, 9 -0. 1 -5.9 -10. 1 -0, 0 -0.0 0.0 -0, 0 -0.0 0. 0 0. 0 0. 0 0. 0 LWL2 0.7 -3. 7 0. 0 -1. 2 -4.2 0.0 0. 2 -5.0 -6. 7 0. 3 -3.9 -7. 3 0. 1 -6, 2 -6. 0 LWL3 0, 4 -3. 41 0. 0 -0. 0 -1.7 0.0 -0, 2 -7. 31 6. 7 -0, 3 -2.9 7. 3 -0. 1 -2. 31 6. 0 LWL4 -0.4 -2. 51 0.0 -1.6 -1.9 0.0 -0.2 -1.61 6.7 -0.3 -2. 1 7.3 -0. 1 -3. 51 6.0 0 Page 1 LOAD GROUP DL DESCRIPTION Roof Dead Load COLL Roof Collateral Load PLL1 Pattern Live Load CPLLxx] PLL2 Pattern Live Load CPLLxx] PLL3 Pattern Live Load CPLLxx]• PLL4 Pattern Live Load CPLLxx] PLL5 Pattern Live Load CPLLxx] LL Roof Live Load EQ Lateral Seismic Load (parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longlt, Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load • LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longltud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load 0 Page 1 FRAME ID #3 USER NAMES SAOkdeh DATEi 11/ 9/16 PAGE1 3-4 ms4 120. /18. /13. 083 20./110 JOB NAME1 56231A FILET frame-gl. fra SUPPORT REACTIONS FOR EACH LOAD GROUP ■LOCATION] Gridllnesi 1 NOTES, ( 1) A l l react I ons are I n k I pps and k I p -ft, TIMEt 17, 49, 51 (2) The seismic overstrength factor (Omega) is not Included In the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic 'BASE -ONLY' combination reactions Include an overstrength factor ofi 2.000 REACTION NOTATIONS HL � Hl If �H2 L�H3 IVL IV1 IV2 IV3 *-I F ---H1 F ---FI ■-D LOAD GROUP REACTION TABLE GRIDLINES = 1 l\19L_ z HR I VR -A COLUMN 111-I *-A X -H *-F ■-D LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 H3 V3 LN3 RBDWLW -0.0 7.9 0.0 0.0 5.9 0.0 -0.0 -0. 1 0.0 -0.0 0.0 0.0 0.0 0.01 0.0 RBDWEQ -0.0 4. 61 0.0 0.01 3.6 0.0 -0.0 -0. 01 0.0 -0.01 0.0 0.0 0.0 0.01 0.0 LOAD GROUP DESCRIPTION RBDWLW Downward Acting Rod Brace Load from Longlt. Wind a RBDWEQ Downward Acting Rod Brace Load from Long. Seismic 0 0 • 0 0 A 0 0 0 0 Page 2 0 0 FRAME ID #3 USER NAMES SAOkdeh DATEi 11/ 9/16 PAGED 3-5 ms4 120. /18.. /13. 083 20._/110 JOB NAMES 56231A FILET frame-gl. fra SUPPORT REACTIONS FOR EACH LOAD GROUP ■LOCATION, Grldllnesi 1 NOTESi ( 1) All reactions are In k Ipps and k l p -ft. TIMET 171 49t 51 (2) The seismic overstrength factor (Omegga) Is not Included In the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic 'BASE -ONLY' combination reactions Include an overstrength factor of 2.000 REACTION NOTATIONS LIN LOAD GROUP REACTION TABLE GRIDLINES * = 1 COLUMN C❑LL ■-B LOAD GROUP H4 V4 LN4 DL 0.0 1.4 0.0 COLL -0.0 1. 1 0.0 PLL1 0.0 -0, 4 0.0 PLL2 -0.0 0.3 0.0 PLL3 0.0 -0.5 0.0 PLL4 0.0 3. 1 0. 0 PLL5 -0.0 3. 11 0.0 LL -0.0 5. 6 0.0 EQ 0.0 -1.4 0.0 RBUPEQ 0.0 -0.0 0.0 WL1 0.0 -11. 7 0. 0 WL2 0.0 -9.0 0.0 WL3 -0.0 -4.5 0.0 WL4 -0.0 -1.8 0.0 LWL1 0. 1 -4. 1 -5.2 RBUPLW 0.0 -0. 01 0.0 LWL2 0. 1 -10. 1 -5.2 LWL3 -0. 1 -2.3 5.2 LWL4 -0. 1 -8.4 5.2 LOAD GROUP DESCRIPTION DL I Roof Dead Load C❑LL Roof Collateral Load PLL1 Pattern Live Load EPLLxx] PLL2 Pattern Live Load EPLLxx} PLL3 Pattern Live, Load EPLLxx] PLL4 Pattern Live Load EPLLxx] PLL5 Pattern Live Load EPLLxx] LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longlt, Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load • LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longltud, Wind LWL2 Longitudlnal'Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load S Page 3 FRAME ID #3 USER NAMEi SAOkdeh DATE, 11/ 9/16 PAGE1 3-6 ms4 120./18./13.083 20./110 JOB NAME1 56231A FILET frame-gl. fra SUPPORT REACTIONS FOR EACH LOAD GROUP ■LOCATIONi Grldllnes, 1 NOTES1 (1) Ali reactions are In k I PPs and kip -ft. TIMET 17, 49, 51 (2) The seismic overstrength factor (Omega) Is not Included In the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic 'BASE -ONLY' combination reactions Include an overstrength factor ofi 2,000 REACTION NOTATIONS LOAD GROUP REACTION TABLE GRIDLINES r = 1 COLUMN ■-B LOAD GROUP H4 V4 LN4 RBDWLW 0.0 -0.0 0.0 RBDWEQ 0.0 -0.0 0.0 RBDWLW Dow ward Acting RBDWEQ Dow ward Act I n '_► H4 V4 ELB )d Brace Load from Longlt. Wind a )d Brace Load from Long. Seismic 0 E 0 L 0 E • L r� u 9 Page 4 . 0 FRAME ID #1 USER NAMES SAOkdeh DATEi 11/ 9/16 PAGE, 1-3 msl 120. /18. /24. 417 20./110 JOB NAMES 56231A FILET frame -g2. fra SUPPORT REACTIONS FOR EACH LOAD GROUP ■LOCATIONi Gridlinesi 2 NOTES1 (1) All reactions are In k Ipps and k I p -ft. TIMET 091 241 47 (2) The seismic overstrength factor [Omega) Is not Included In the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic 'BASE -ONLY' combination reactions Include an overstrength factor of, 2.000 w REACTION NOTATIONS 0 LJ COLUMN LOAD GROUP DESCRIPTION DL ■-I f HL-•/ �H1 HR IVL IV1 VR F--■-I --F FM -LA_ LOAD GROUP REACTION TABLE GRIDLINES = 2 LNL 0 LJ COLUMN LOAD GROUP DESCRIPTION DL ■-I *-A Roof Collateral Load ■-F PLL1 LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 DL 1. 3 2. 5 0. 0 -1. 3 3. 4 0. 0 0. 0 6. 0 0. 0 COLL 1.2 2.2 0.0 -1.2 3.0 0.0 0.0 5. 1 0.0 PLL1 1.8 7.8 0.0 -1.8 0.2 0.0 -0.0 6.6 0.0 PLL2 2.5 -0.4 0.0 -2.5 10. 1 0.0 0.0 10.8 0.0 LL 4.2 7. 4 0.0 -4.2- 10. 3 0.0 0. 0 17.4 - 0. 0 EQ -1.3 -0. 51 0.0 -2.2 0.6. 0.0 -0.0 -0.2 0.0 RBUPEQ 0. 1 -4.5 -6.3 -0. 1 -3.6 -6.2 0.0 -0.0 0.0 WL 1 -11. 1 -14.5 0.0 -2.7 -9.9 0.0 -7. 1 -22. 1 0.0 WL2 -9.5 -8.8 0.0 -4.4 -2.3 0.0 -7. 1 -11.0 0.0 WL3 -0.5 -7. 7 0.0 12.6 -19, 0 010 7. 1 -19.8. 0. 0 WL4 1. 1 -1.9 0.0 11.0 -11.4 0.0 7. 1 -8.71 0.0 LWL1 -2.7 -13.5 0.0 4. 1 -12.2 0.0 -0.0 -19.4 0.0 RBUPLW 0. 1 -7.8 -10.9 -0. 1 -5.9 -10. 1 0.0 -0. 1 0.0 LWL2 -4.0 -9. 2 0.0 2.8 -17, 2 0. 0 -0. 0 -18.7 0.0 LWL3 -1. 1 -7. 8 010 2.5 -4. 6 Q 0 0. 0 -8.4 0. 0 LWL4 -2.4 -3.5 0.0 1.2 -9. 61 0.0 -0.0 -7.6 0.0 RBDWLW 0.0 7.9 0.0 -0.0 6. 01 0.0 -0.0 -0. 1 0.0 RBDWEQ 0.0 4.6 0.0 -0.01 3. 61 G.0 -0.0 -0. 11 0.0 • Page 5 LOAD GROUP DESCRIPTION DL Roof Dead Load C❑LL Roof Collateral Load PLL1 Pattern Live Load [PLLxx] PLL2 Pattern Live Load [PLLxx] LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longltud. Wind LWL2 Longitudinal Primary Wind toad LWL3 Longitudinal Primary Wind Load • LWL4 Longitudinal Primary Wind Load RBDWLW Downward Acting Rod Brace Load from Longit. Wind a RBDWEQ Downward Acting Rod Brace Load from Long, Seismic • Page 5 FRAME ID #2 USER NAMEiSAOkdeh DATEi11/10/16 PAGE12-3 ms2 120. /1B. /26. 917 20.1110 JOB NAMEo 56231A FILE, frame -g3, fra SUPPORT REACTIONS FOR EACH LOAD GROUP ■LOCATIONi Grldllnes, 3 NOTEi Ali reactions are in kips and kip -ft. TIMET 10, 011 20 REACTION NOTATIONS HL -•I If HI If �H2 IVL IVI iV2 i --I ■-H I -1-F l IIAD GRIllIP RFACT TrIN TART F GR I DL I NES = 3 '- HR 1 VR ■-A COLUMN DESCRIPTION Roof Dead Load 1111-I C❑LL *-A ■-H Pattern Live Load [PLLxx] is -F I Pattern Live Load [PLLxx] LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 DL 1.6 3. 4 0.0 -116 3.6 010 0. 0 -016 0. 0 0.0 6.6 0. 0 COLL 1.6 3.0 0.0 -1.6 3.4 0.0 0.0 -1. 1 0.0 0.0 6. 1 0.0 PLL1 0.4 4.2 0.0 -0.4 0.2 0.0 -0.0 4.5 0.0 -0.0 -0.8 0.0 PLL2 -0.2 -0. 7 0. 0 0, 2 -0.2 0.0 0. 0 4. 9 0. 0 0. 0 4.0 0. 0 PLL3 5. 4 6. 8 0. 0 -5. 4 11.5 0. 0 0. 0 -13.3- 0. 0 0. 0 17.6 0. 0 LL 5.6 10, 3 0. 0 -5. 6 11.5 0. 0 0. 0 -3.8 010 0. 0 20.8 0. 0 EQ -2. 1 -2. 1 0. 0 -1. 7 016 0. 0 -0. 0 2.8 0.0 -0. 0 -1. 3 0. 0 WL1 -12. 2 -18. 3 0. 0 0.8 -12. 1 0. 0 -0. 0 5. 1 0.0 -3. 9 -25, 9 0. 0 WL2 -9. 8 -10. 3 0. 0 -1. 7 -3.6 0. 0 -0, 0 2.0 0.0 -3. 9 -12, 4 0. 0 LWL1 -2. 2 -13, 3 0. 0 4. 6 -13, 6 0. 0 0. 5 -2.7 -6.9 0. 3 -20, 2 -4. 2 LWL2 -6. 4 -15. 9 0. 0 5. 9 -19. 5 0. 0 0, 5 10.6 -6. 9 0. 3 -25, 0 -4. 2 LWL3 -0. 7 -6. 2 0. 0 1.5 -4.8 0. 0 -0. 5 -4.5 6. 9 -0. 3 -7. 4 4. 2 LWL4 -4.8 -8, 8 0. 0 2. 7 -10, 6 0. 0 -0. 51 8.8 6.9 -0. 3 -12. 2 4. 2 WL3 -3, 1 -11. 8 0. 0 12. 6 -20. 2 0. 0 -0, 01 5. 1 0.0 3. 9 -24, 4 0. 0 WL4 -0. 6 -3, 8 0. 0 10. 1 -11.6 0. 0 -0, 0 2, 0 0.01 3. 9 -10, 9 0. 0 LOAD GROUP DL DESCRIPTION Roof Dead Load C❑LL Roof Collateral Load PLL1 Pattern Live Load [PLLxx] PLL2 I Pattern Live Load [PLLxx] PLL3 i Pattern Live Load [PLLxx] LL I Roof Live Load EQ I Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load 40 • 0 9 0 40 0 9 0 0 Page 6 0 0 a 0 0 r • 0 w 0 0 FRAME ID #4 USER NAMEoSAOkdeh DATEi11/10/16 PAGE14-3 ms3 120. /18. /15. 583 20./110 JOB NAMEo 56231A FILEt frame -g4. fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATIONP Grldllnes, 4 NOTEi ALI reactions are in kips and kip -ft. TIMET 131 431 46 REACTION NOTATIONS HL --I If �H1 L H2 [!�..H3 L HR 1 VL I VI I V2 1 V3 1 VR Ir -I -G --E ,-C I --A LOAD GROUP REACTION TABLE GRIDLINES * = 4 COLUMN DESCRIPTION Roof Dead Load ■-I C❑LL Roof Collateral Load *-A PLL1 Pattern Live Load [PLLxx] ■-G PLL2 Pattern Live Load [PLLxx] ■-E PLL3 Pattern Live Load [PLLxx] X-C PLL4 LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 H3 V3 LN3 DL 0.2 1. 1 0.0 -0.2 1.0 0.0 0. 0 2.0 0. 0 010 2.2 0. 0 0. 0 2. 1 0. 0 C❑LL 0.2 0. 8 0.0 -0.2 0.8 010 -0. 0 1.6 0. 0 0.0 1.6 0. 0 -0. 0 1. 7 0. 0 PLL 1 0.5 3. 6 0.0 -0.5 0. 3 0.0 0. 0 3.8 0. 0 0.0 -0.6 0. 0 0. 0 -0. 2 0. 0 PLL2 -0. 1 -0. 4 0.0 0. 1 0. 1 010 -0. 0 3.8 0. 0 -0.0 4.0 0. 0 -0. 0 -0. 6 010 PLL3 -0. 1 0, 0 0.0 0, 1 -0.4 0.0 0. 0 -0.4. 0. 0 010. 3.9 0. 0 0. 0 3. 9 010 PLL4 0.4 0, 3 0.0 -0, 4 3.4 0.0 -0. 0 -0.2 0. 0 -0.0 -0.6 0. 0 -0. 0 4. 01 0,0 LL 0.7 3. 5 0.0 -0.7 3. 4 0.0 -0, 0 6.9 0. 0 -010 6.6 0. 0 -0. 0 7. 11 0. 0 EQ -0.8 -0. 6 0.0 -1.5 1. 1 0.0 0, 0 0.7 0. 0 0.0 -010 0. 0 0. 0 -1. 2 010 WL1 -3.7 -7, 6 0.0 -2.7 -3.0 0.0 0, 0 -12.5 0. 0 0.0 -7. 4 0. 0 0. 0 -10. 2 0.01 WL2 -4.2 -5. 2 0.0 -2.2 -0.9 010. 0. 0 -8.9 0. 0 0.0 -4.2 0. 0 0. 0 -5. 9 0.0 LWL1 0.6 -7, 6 0.0 -0. 3 -4. 6 0.0 -0. 0 -12.7 -7. 5 -0.0 -6.4 -8. 1 -0. 0 -8. 1 -6.3 LWL2 -0.2 -5. 8 0.0 -2. 3 -5.6 0.0 -0, 0 -5.9 -7. 5 -0.0 -6.4 -8. 1 -0. 0 -15. 6 -6. 3 LWL3 0.8 -4. 6 0.0 1.6 -3.5 010 0, 0 -9.8 7. 5 0. 0 -3, 2 8. 1 0. 0 -2. 7 6. 3 LWL4 -0.0 -2. 7 0.0 -0. 4 -4, 6 0.0 0. 0 -3. 1 7. 5 0. 0 -3. 1 8, 1 0. 0 -10. 2 6. 3 WL3 1. 3 -4. 6 0.0 3. 4 -7.3 0. 0 -0, 0 -8.0 0. 0 -0. 0 -7. 3 0. 0 -0. 0 -13. 51 0, 0 WL4 0.8 -2.2 0.0 3.9 -5.2 0.0 -0.0 -4.5 0.0 -0.0 -4. 11 0.0 -0.0 -9. 21 0.0 LOAD GROUP DL DESCRIPTION Roof Dead Load C❑LL Roof Collateral Load PLL1 Pattern Live Load [PLLxx] PLL2 Pattern Live Load [PLLxx] PLL3 Pattern Live Load [PLLxx] PLL4 Pattern Live Load [PLLxx] LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load 0 Page 7 JOB 15-B-56231 DATEi11/ 10/16 SUPPORT REACTIONS MAXIMUM REACTI❑N AT CLEVIS ROD BRACE ANCHOR N❑TES,AII reactions are in kips and kip -ft. Y CO �\ \v f HR=O. 0 KIPS X Z Z � VR= — 7, 6 KIPS GRID I. 1 RESTROOM PLANS 905 Alexander Ave, Gridley, CA 95948 Owner: Peekema Ranch LLC Contact Name: Jon Weston Phone: (510) 461-0752 APN: 024-130-033 Permit #: B16-2903 SCOPE OF WORK: Construction of a restroom within the "workshop" portion of proposed metal building. All design, construction, and materials to be used in this project to comply with the 2013 California Building Code (CBC), 2013 California Mechanical Code (CMC), 2013 California Plumbing Code (CPC), 2013 California Electrical Code (CEC), 2013 California Fire Code (CFC), 2013 California Energy Code and 2013 California Green Building Standards Code (CGBSC). Ge;1,NJ deck in.y tv�l� �1n �0� ow &t 66,-o9e CONSTRUCTION DETAILS: 32" x 80" door, 8' ceilings, 8'x 10' room 2x4 wood studs 16" aparton center 2x16 ceiling joists, 24" apart at center, blocking every 4' i . �Q03 2c 2 2x6 header - 2 2x4 top plate Pressure treated 2x4 bottom plate r RC " 5/8 drywall, using greenboard in shower area - 6 & 12 Nailing/Screw pattern used on all sheets PEX plumbing system materials to be used. All plumbing fixtures to comply with 2013 CGBSC Section 5.303.2 and 2013 CPC Section 403: Proposed toilet to use 1.28 gallons per flush. Proposed shower head to use no more than 2.0 gallons per minute at 80 PSI. Proposed sink faucet to use no more than 0.5 gallons per minute at 60 PSI. Foam insulation (mildew resistant).C°' C® 1,e01 36 x 36 shower stall "kit", fiberglass and plastic pan, walls, tempered glass 36" vanity and sink combination. Qj®®`�VV Toilet 18" on center from south wall with 12" rough -in distance from finished wall Clearance over 30 width and 24 in front of toilet, exceeds minimum spacing as per CPC Sec.407.5 Shower walls shall be provided with a nonabsorbent surface to a height of not less than 6 ft above the floor. (CRC Sec.R307.2). Shower stalls shall be a minimum finished interior of 1,024 square inches, be capable of encompassing a 30 inch diameter circle. Any doors shall swing out of the enclosure have a clear opening of 22 inches minimum. (CPC 408.5, 408.6) Showers and faucet shall be provided with pressure -balance, thermostatic, or combination pressure balance/thermostaticmixing valve controls per CPC Section 418.0. Fixture temperatures set to not exceed 120 degrees. ELECTRICAL PLAN: As shown on electrical plan of main building. Combination light/vent with separate switches 20amp, tamper resistant GFCI outlet within 3' of outside edge of basin Lighting shall be high efficiency Vent 90CFM or greater, scaled for size of room Manual occupant sensor must be turned on manually with a switch and must turn off automatically when no one is present PLUMBING REQUIREMENTS: All pipe, fittings, traps, fixtures, materials and devices used in a plumbing system shall be listed or labeled (third -party certified) by a listing.agency and shall be free of defects. Drains and vents: Only approved pipe and fittings shall be installed. Piping shall be sized according to their Drainage Fixture Count loads and comply with the following: Drain and vent materials shall be cast iron, galvanized steel, galvanized wrought iron, copper, brass, Stainless Steel 304 or 316L, Schedule 40 ABS or PVC DWV plastic pipe, or extra strength vitrified clay pipe. No galvanized wrought -iron or steel pipe shall be used under ground and shall be kept at least six (6) inches above ground. ABS and PVC DWV piping shall be installed in accordance with Installation Standard S & 9. Vitrified clay pipe and fittings shall not be used aboveground and shall be kept at least twelve (12) inches below ground.. Copper tube shall have a weight of not less than copper drainage tube type DWV.Stainless steel 304 pipe and fittings shall not be installed underground and shall be kept at least six (6) inches above ground. Drainage piping systems shall be sized in accordance with CPC Section 703.0. Vent piping systems shall be sized in accordance with CPC Section 904.0. Water closets require min. 3" trap & drain & a 2" vent. Bathtubs require min. 1 %" trap and drain and 1 %2" vent. Showers require min. 2" trap and drain and 1 %" vent. Lavatories require min. 1 V trap (1 %" if set of two) and drain and 1 %:" vent. Vent pipes shall extend through its flashing at the roof not less than six (6) inches above the roof and twelve (12) inches from a vertical wall, not less than ten (1) feet from or three (3) feet above any openable window, door, opening, air intake, or vent shaft, nor less than three (3) feet from a property line. Piping shall be installed with a minimum slope V per foot. Cleanouts must be accessible, located at the upper terminal of each branch or run of piping, and sized per CPC Table 7-6 (CPC 707.0). Cleanouts may be omitted on a horizontal drain less than five (5) feet in length. Cleanouts are not required on piping that is above the floor level of the lowest floor. Cleanouts in piping two (2) inches or less shall be installed with a clearance of not less than twelve (12) inches in front of the cleanout. The piping of the plumbing, drainage and venting systems shall be tested with water or air (except plastic shall only be by water). Water test shall be done with a ten (10) foot head ofwater. Air shall be done with five (5) pounds per square inch. The water or air must be held in the system for a minimum of fifteen (15) minutes prior to inspection. INSPECTIONS: The number of inspections required depends on the type of shower receptor installed and the overall scope of the work. A rough plumbing and electrical inspection should be scheduled for any work installed in the framing. A shower pan test shall be scheduled, prior to installation of any wallboard. Additional inspections may be needed based on extent of the project. Review with your inspector during the first inspection the requirements for your project. The final inspection should be scheduled after all the work is completed. WALL CONSTRUCTION TABLE R602.3(1) FASTENER SCHEDULE FOR STRUCTURAL MEMBERS ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERD• �` SPACING OF FASTENERS Roof 1 Blocking between joists or rafters to top plate, toe nail 3-8d (2'/2" x 0.113') - 2 Ceiling joists to plate, toe nail 3-8d (2'/2" x 0.113') - 3 Ceiling joists not attached to parallel rafter, laps over parti- tions, face nail 3-10d - 4 Collar tie to rafter, face nail or 1'/4" x 20 gage ridge strap 3-10d (3"x 0.128') - 5 Rafter or roof truss to plate, toe nail 3-16d box nails (3'/2" x 0.135') or 3-10d common nails (3" x 0.148') 2 toe nails on one side and 1 toe nail on opposite side of each rafter or truss' 6 Roof rafters to ridge, valley or hip rafters: toe nail face nail 4-16d (3i/2" x 0.135') 3-16d (3/, " x 0.135') - Wall 7 Built-up studs -face nail IOd (3" x 0.128') 24" o.c. 8 Abutting studs at intersecting wall corners, face nail 16d (3 'h" x 0.135") 12" o.c. 9 Built-up header, two pieces with '/2" spacer 16d (3'/2" x 0.135') 16" o.c: along each edge 10 Continued header, two pieces 16d (3'/2" z 0.135') 16" o.c. along each edge 11 Continuous header to stud, toe nail 4-8d (2'/2" x 0.113') - 12 Double studs, face nail 1 Od (3" x 0.128') 24" o.c. 13 Double top plates, face nail 1 O (3" x 0:128') 24" o.c. 14 Double top plates, minimum 24 -inch offset of end joints, face nail in lapped area 8-16d (3'/2" x 0.135') - 15 Sole plate to joist or blocking, face nail 16d (3'/2"'x'0. 135') 16" o.c. 16 Sole plate to joist or blocking at braced wall panels 3-16d (3'/2" x 0.135') 16" o.c. 17 Stud to sole plate, toe nail 3-8d (2'/2" x 0.113') or 2-16d (3'/2".x 0.135') - - 18 Top or sole plate to stud, end nail 2-16d (3'/2" x 0.135') - 19 Top plates, laps at comers and intersections, face nail 2-l0d (3" x 0.128') - 20 1:' brace to each stud and plate, face nail 2-8d (2'/2" x 0.113') 2 staples I,/,," - - 21 1 " x 6" sheathing to each bearing, face nail 2-8d (2'/2" x 0.113') 2 staples 1,4" - - 22 1 " x 8" sheathing to each bearing, face nail 2-83 (2'/2" x 0.113' 3 staples 13/ 4 - - 23 Wider than 1 " x 8" sheathing to each bearing, face nail 3-84 (2'/2" x 0.113' 4 staples 1 3/," - - Floor 24 Joist to sill or girder, toe nail 3-8d (2'/2" x 0.113') - 25 Rim joist to top plate, toe nail (roof applications also) 8d (2'/2" x 0.113') 6" o.c. 26 Rim joist or blocking to sill plate, toe nail 8d (2'/2" x 0.113') 6" o.c. 27 1" x 6" subfloor or less to each joist, face nail 2-8d (2'/2" x 0.113') 2 staples V/4" - - 28 2" subfloor to joist or girder, blind and face nail 2-16d (3'/2" x 0.135') - 29 2" planks (plank & beam - floor & roof) 2-16d (3'/2" x 0.135') at each bearing 30 Built-up girders and beams, 2 -inch lumber layers 10d (3" x 0.128') Nail each layer as follows: 32" o.c. at top and bottom and staggered. Two nails at ends and at each splice. 31 Ledger strip supporting joists or rafters 3-16d (3'/2" x 0.135') At each joist or rafter (continued) 2013 CALIFORNIA RESIDENTIAL CODE 199 WALL CONSTRUCTION - TABLE -R602.3(-1 --continued -• - - - FASTENER SCHEDULE FOR STRUCTURAL MEMBERS ITEM DESCRIPTION OF BUILDING MATERIALS DESCRIPTION OF FASTENER ° ` ° SPACING OF FASTENERS Edges (inches)' Intermediate supports`° (inches) Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing 32 ,/ „ _ ,/ „ a 2 6d common (2" x 0.113') nail (subfloor, wally 9 8d common (2'/2" x 0.131') nail (roof)f 6 12 33 19/32" 8d common nail (2'/2" x 0.131') 6 129 34 1'/s" - 1'/4" l0d common (Y)0.148') nail or 6 12 8d (2'/," x 0.131') deformed nail Other wall sheathing° 35 '/2" structural cellulosic fiberboard sheathing 1'/2" galvanized roofing nail,'/16" crown or 1 " crown staple 16 ga., 1'/,'.' long 3 6 36 25/32" structural cellulosic fiberboard sheathing 13/," galvanized roofing nail,'/16" crown or 1 " crown staple 16 ga., 1'/2" long 3 6 37 '/2" gypsum sheathings 11/2" galvanized roofing nail; staple galvanized, 1 /2" long; 1 /, screws, Type W or S 7 7 38 51," gypsum sheathings 13/,"/sgalvanized roofing nail; staple galvanized, 1% " long; 15/, " screws, Type W or S 7 Wood structural pnnels; combination subfloor underlayment to framing ' --39- 3/°` and less 6d deformed.(2" x 0.120') nail or 8d common (2'/2"x 0.131') nail 6 12 40 s 8d common (21/2" x 0.131') nail or 8d deformed (2'/2" x 0.120') nail 6 12 41 1'/s" - 1'/," 10d common (3"x 0.148') nail or 8d deformed (2 /2" x 0.120') nail 6 12 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 Ksi = 6.895 MPa. a. All nails are smooth -common; box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0.142 inch or less. b. Staples are 16 gage wire and have a minimum'/16 inch on diameter crown width. c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. d. Four -foot by. 8 -foot or 4 -foot by 9 -foot panels shall be applied vertically. e. Spacing of fasteners not included in this table shall be based on Table R602.3(2). f. For regions having basic wind speed of 110 mph or greater, 8d deformed (2'/2" x 0.120) nails shall be used for attaching plywood and wood structural panel roof sheathing to'framing within minimum 48 -inch distance from gable end walls, if mean roof height is more than 25 feet, up to 35 feet maximum. g. For regions having basic wind speed of 100 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced 6 inches on center. When basic wind speed is greater than 100 mph, nails for attaching panel roof sheathing to intermediate supports shall be spaced 6 inches on center for minimum 48 -inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing. h. Gypsum sheathing shall conform to ASTM.0 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall conform to ASTM C 208. i. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at all floor perimeters only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need 'not be provided except as required by other provisions of this code. Floor. perimeter shall be supported by framing members or solid blocking. j. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe nails on one side of the rafter and toe nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side of the rafter shall not be required. 200 2013 CALIFORNIA RESIDENTIAL CODE f Ltght fl-kture & `vent Combo,..'` 18" '< 18„ 36 • , } 36" * _ •_ - �� =�' �= ---`mow------',�man IP •- .� .•••�' -Water Heater- -.-. ,•.: _,•..•, ' .. , _ r.. t• r .. . ' W ter'' t; �. �. BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building permit will not be issued until completed plan submitted APN: 01a � — (")l7 - 0 Building Permit # Owner Name: Pee MQ ma � U Nk,� L C Owner Mailing Address: IOS AJe:)wiNXe%r Ave-, Gr(A�g , cA �S�-I U Submit completed foam in pil erson or by mail or fax to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Phone: (530)538-7601 Fax: (530)538-2140 Owner Phone: (510 ) q0 - 0252 2 Jobsite Address: IDS AIeXa sl r Ave F L0 1:?q 0 16 Iqg Project Sq. Ft.: Project Type.9 Construction ❑ Demolition Jobsite Contact: ton, Oe 6i(i Company: lonrt4'%u,d w•eS6" "Ii N'4 Jobsite Phone: (SID) L14/ -075 Brief description of project: k M 'fYv c. -4v r -e- . " By signing below, I acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31•, Article VII) related to recovery of construction and demolition debris and the lack of compliance may result in delays in issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: RJ , I (Owner / Contractor) Signature: 1/� (Circle) (2) MATERIAL 1 Y Reuse Recycle Dispose FACILITIES/SERVICE PROVIDERS TO BE USED 3 Inert Material (Concrete, asphalt) will U`V- Mot for h'lley- ' rGMa,Je✓' 6 AJenl GJ Lumber i( �`� AAo �,• 0�vV prm ` e,,A) I Lrt'l 5Mal( gc,raPS Plant/Tree Debris X C j 5oY\Ae bVr-N Dry Wall 0% Metal Cardboard T%✓ e wor%f Mc1GSo c,)e r.j( ljvr�tJ Other: Other: Recovery Plan approved: Date: (Building Division) Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleButte.net. RC2 utte Count Residential Mandatory, California GreenBuilding Code Measures Based on the -2013 California kL ti Green Building Standards Code Checklist' Effective July 1, 2015. r , VERIFICATIONS LEVELS ENFORCING AGENCY TO SPECIFY ' APPLICANT TO SELECT ELECTIVE MEASURES VERIFICATION METHOD Prerequisites and electives' Entorcin Installer or Third FEATURE OR MEASURE " g Agency Designer party ❑ ❑ Mandatory - Tier 1 Tier 2 All All All PLANNING AND DESIGN Site'Develo,invent • " k,•-. Vii'- 4.106.2 A plan is developed and implemented to manage storm water drainage duringconstruction. ' 4.106.3 Construction plans shall indicate how site grading or a drainage system will manage all surface ❑x 1 water flows to keepwater from enteringbuildings: . 4.106.4 Provide capability for electric vehicle charging in one- and two-family dwellings and in townhouses . ❑ ❑ with attached private garages; and 3 percent of total arkin spaces, asspecified, for multifamilydwellings. r CENER:GY,.KFTI 4NE C\ Y4 ,. " .. - - .. . General ti •',4 t . 4.201.1 Building meets or exceeds the requirements ofthe Cal fornia Building &ergy Efficiency StandardS3. �V''ATERfEFGIEn'GY AND`CONS.ERVATION �....'-° _ "_ - `. • , _ Indoor Wker,Use _ _ ( 4.303.1 Plumbing fixtures (water closets and urinals) andel ❑ I ❑ ❑ fittings (faucets and showerheads) installed in residential ! I buildings shall comply with the prescriptive requirements of Sections 4.303.1.1 through 4.303.1.4.4. j 4.303.2 Plumbing fixtures and fittings required in Section 0 ❑ D ❑ 4.303.1 shall be installed in accordance with the California Phrmbing Code, and shall meet the 4 - applicable applicable referenced standards. Outdoor. Water Use, T i E' 4.304.1 Automatic irrigation systems controllers I installed at the time of final inspection shall be weather � _ ❑ i • ❑ ❑ orsoilmoisture-based. r . 777-7, Enhanced Durability and. Reduced Maintenance' 4.406.1 Annular spaces around pipes, electric cables, t ` ® +' * ❑ ❑ ❑ conduits or other openings in plates at exterior walls shall , be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or y similar method acceptable to the enforcing agency. ----- Construction WasteWduction; Disposal _ ) - ---—._ ................._............-----........ ....... ..............._................ and Recvcthng T ; . 4.408.1 Recycle and/or salvage for reuse a minimum of ' ❑x I ❑ ❑ D 50 percent of the nonhazardous construction and demolition waste in accordance with one of the following: ' r 1. Comply with a more stringent local construction and demolition waste management ordinance; or ' .2. A construction waste management plan, per Section 4.408.2; or " 3: A waste management company, per Section 4.408.3; or r 4.The'waste stream reduction alternative, per Section I 4.408.4. Ruildin Maintenance and O e _atiom F - 4.504.3 Carpet and carpet systems shall be compliant 4.410.1 An operation and maintenance manual shall ❑ ! ❑ ❑ be provided to the building occupant or owner. with VOC limits. ENVIRONMENTAL'OUA7iTY g Fhrep laces r _ 4.503.1 Any installed gas fireplace shall be a direct -vent i sealed -combustion type. Any installed woodstove or 4.504.5 Particleboard, medium density fiberboard (MDF) pellet stove shall comply with US EPA Phase 11 emission ( ❑ . ❑ ❑ limits where applicable. Woodstoves, pellet stoves and j fireplaces shall also comply with applicable local ❑ shall comply with low formaldehyde emission standards. 4.504.1 Duct openings and other related air distribution Intit iisture Control ❑ ❑ ❑ component openings shall be covered during x D ❑ ❑ slab -on -grade foundations. 4.504.2.1 Adhesives, sealants and caulks shall be ❑ ❑ ❑ compliant with VOC and other toxic compound ❑ ❑ ❑ wall and floor framing is checked before enclosure. 4.504.2.2 Paints, stains and other coatings shall Air Exhaust �,� T< '- ❑ ❑ be compliant with VOC limits. ❑ 4.504.2.3 Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other 0 ❑ ❑ ❑ j toxic compounds. I 4.504.2.4 Documentation shall be provided to verify ❑ ❑ ❑ that comnliant VOC limit finish materials have been x 4.504.3 Carpet and carpet systems shall be compliant x ❑ ❑ ❑ with VOC limits. 4.504.4 80 percent of floor area receiving resilient _ flooring shall comply with specified VOC criteria. 4.504.5 Particleboard, medium density fiberboard (MDF) and hardwood plywood used in interior finish systems 0 ❑ ❑ shall comply with low formaldehyde emission standards. Intit iisture Control 4.505.2 Vapor retarder and capillary break is installed at D ❑ ❑ slab -on -grade foundations. 4.505.3 Moisture content of building materials used in ❑ ❑ ❑ wall and floor framing is checked before enclosure. Air Exhaust �,� T< '- ,Indoor Quality and c t , ec En�iron 9wort, 4.507.1 Reserved. 4.507.2. is selected using the following methods: Qx ❑ ❑ ❑ I. Establish heat loss and heat gain values accordingto ANSI/ACCA 2 Manual J-2004 or equivalent. 2. Size duct systems according to ANSI/ACCA 1 i Manual D-2009 or equivalent. 3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual 5-2004 orequivalent. InstallQr and, S` ecial Ins ectoi• Qualificatwns,4. ��" � _ . � , Qualifications.:, c, l,s >�f= 702.1 HVAC system installers are trained and certified in ClEl ❑ the proper installation of 1-IVAC systems. j 702.2 Special inspectors employed by the enforcing agency must be qualified and able to demonstrate ( ® ! D D D com etence in the discipline they are inspecting. Verifications,- �......... _............ ........ ........... -- - -...... -..................... -..----.......... ,............ _................................... ----._.._.... 703.1 Verification of compliance with this code may include construction documents; plans, specifications s builder or installer certification, inspection reports, or 0 I ❑ ❑ ❑ other methods acceptable to the enforcing agency which I , show substantial conformance. ! --.!_..................... — ............. . -----........ ..... _..... - — --....................................... - ... ..---................... _.............. -._..... -i Butte County Department . of Diwelopment Services M 00 CONS Vu(, bf\j PERMIT CENTER S 5,r+ 4(�vA I k,,t� h+ q, 7 County Center Drive, Oroville, CA 95965 Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax (530)538-7785 FORM NO DBP -3. SITE PLAN A.ssessor's'Parcel Number: 01 -F'11 E9— 111 151 Fc-il. ff] E -- 0 Permit #: 51� - a�o3 A z a I M a 4 _T__ z z z z a t ------ ------- 3 I ... . . .... -A E (e-va Et'o rAL Ce, �_c A �bez; L4M� COUNTY U q -S, ,A, 5urveyeA ON Irliff"t I 'j - B LD DIVISION 71 cze-hA-ei Dy urm .1 �h _J 16 dKd J. AU S�,jat�d eb- Yu� n5 05uSe PR ED rVe �j /Ac A f;aikK 0oRKSOP Per TOP OL5 r, (-V C1 t1NC 700 -Al 7--i 10 5 IND [t tA a ,060.0 EEO ao &k'7b Trb�06'1e& boa 0, C�kq &er D6, 0 rJ'Ao tj ce- r77 storage. L tis4-rucfiibAJI' Anila a F X'"Riv l;tP i� T L 0 pvAt J, nwrA e_tewck ,&tj 0)) 1DriVewcjk 1 exiS M -Frame, Ccj5p i0fJ CLA-A )50 `11, Cw �eac,� Fi!;. A"\ tr r -",L actor 1) /,/,a( 0, pro -q 1 0 +4-e etYvu+V/"e) 58 5t01 "t-1 ..... .. ... tI Seven 2.`1 ir-, COAfrAaiv 000',, PARCEL- Ares, to /PG'E- e �eo Besf_ �,Iaetit NOW OVF-R)ff EV tor. PAC B3�c �ke5 a3'_JeA'�vea tz cvL; o r a v --e, bo -Soutv, V 5" 1 J 5�' : COpe- Gor�54iUG+iort. ()f lao' 1- 80' 5+or-Ale- 4,+rudore P00 Gfe_v&�\ go. Kaz�',��7 prop, See . nodes 3 tnClAzw zW0r1<S1--,0P0"AA VX81 6 Guth 71 I "dO r -Q 0 ft*�,,O f\ 6 50'x 50 Y, $I- + conGre_�P_ r, . ers 0 r, fvke/v�. b9- �ey_&dl W \/\/ALALJ KM L.JA-t 0 Va a P cow P sloe A (;,t lterCoNs DRA4 o P\uAARD � U I nl)tlof HpDA ffoc?J z - one "A" A re 0, 4r-'Ae_w FRUIT rotf,) 11AV 5,urroolvk b6boeeri- 0.nL6,Wbf_1ow 5FE. F6V'^ALv&(o&* TftEs W4 thiur, COA S �rU Ctj'0AL-J CK A e-55 4JA obwp_ UE P�" -os�or\: pc,��a. �o�2;N� rAaG br �17�t ' .Er PA, c,,rP er-po5e� bu;(& S&te ove-C 600, �r6m Gana tv. b�e_ ejef-tricAL ... . .. -Sotj Welifw over- 5-01,, GkoK z S - - - - - - t. 1,0 Owner Nam'e: Pemke^a KoLrlc�z U C 60 " Address Phone: q0r_) Ave- b ("i At e --\l Scale 1 A �S�qg 00. D Site Location: 905 A1e_oa\aQF Ave-, r, A t e,4 A SI -9 S Ell. 4- -So r, - Oes�orl__ -) . . . -07S a . , C Contact'Narne: Phone: tui N 0 A1. ke, i9ry (,o i\ Sf rVL -h'M, CQ �o be- USek (r\) j 'i5'?r0'e'c, W(ge:if15-CAi4r �,i 5 v i I � i,�q Cod e, Es I-) 'aDl3 Cakgro�r- Mec/6A4L& I (Ace. (CM 6) Ca I i ilk U k ('ah4roo, Gteuir�4-d UP- (�66) \ 2�DO C.Alz�rwfj\ re czLe" &,nj 1,7 - I i ((-, ') , I - A� C"4e /<�61 I-, /I C'n