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040-400-050
Date: 1/19/09 BlueScope Water Job: MAAD09001 111 West Ocean Boulevard, Suite 1370 Long Beach, CA 90802 Phone (562) 628-0110 DESIGN OF ANCHORED 11,700 GALLON WELDED STEEL AMMONIA DIFFUSION TANK OWNER: THE DANIELSON COMPANY LOCATION: 435 SOUTHGATE COURT, CHICO, CA 95928 SUPPLIER: B.H. TANK WORKS., INC. MANUFACTURER: B.H. TANK WORKS, INC. I. MATERIALS STEEL - SHELL, ROOF AND BOTTOM SHEETS PER ASTM A 36 BOLTS - ASTM A307 ZINCED PER ASTM A384 or A385 WELDING - E70xx ELECTRODES PER AWS A5.1 II. CRITERIA IN CONFORMANCE WITH THE 2007 CBC REFERENCE TO ASCE 7-05 SECTION 15.7.7 DESIGN IS PER AWWA D100-05'WELDED STEEL WATER TANKS' USING SEISMIC USE GROUP I, THUS IMPORTANCE FACTOR IE = 1.00 AND THE FOLLOWING: 100 MPH WIND LOAD 15 PSF DECK LOAD 0 PSF SNOW LAOD IN LIEU OF GEOTECHNICAL REPORT THE PRESUMPTIVE ALLOWABLE SOIL BEARING PRESSURE IS 1,500 PSF AND CLASS SITE D. TANK IS ALSO DESIGNED IN ACCORDANCE WITH THE 1997 UNIFORM MECHANICAL CODE, SEC 1119. III. TANK DIMENSIONS - 13'-11" DIAMETER x 15'-0" HIGH W/ 6 INCHES OF FREEBOARD D:= 10.0 Ht := 20.0 FREEBOARD := 0.5 H:= Ht - FREEBOARD H = 19.5 FT IV. DESIGN OF 10 GA FULL HEIGHT SHELL is := .1382 INCHES Fy := 36000 PSI SPECIFIC GRAVITY G:= 1.00 SPECIFIED CORROSION ALLOWANCE CA:= 0 JOINT EFFICIENCY (TO PRECLUDE RADIOGRAPHY) E:= 0.70 STATIC HEAD: P1 := .433•H P1 = 8.44 PSI REQUIRED THICKNESS: 2.6•D•(H)•G + CA t = 0.03 < is = 0.138 INCHES OK! E•21000 Page 1 of 14 SO i --O 22 4- *'�''OU' u" A' ie1 1 � bFESS/OPV C/./0 � Ul No. C354 0 m Exp. �'�44 71 L- 6- 643100'r P , 1 Date: 1/19/09 BlueScope Water Job: MAAD09001 V. FREE STANDING ROOF DESIGN LOAD CASE IS GREATER OF: LD CASE 1 - LL + DL 15 + 5.78 pl := 144 LD CASE 2 - SNOW + DL pl = 0.14 PSI p2 0+ 7.66 p2 = 0.05 PSI 144 MERIDIONAL MEMBRANE STRESS FROM "FORMULAS FOR STRESS AND STRAIN" BY ROARK TABLE XIII -- CASE 3: r:= D•.5.12 r=60 IN FOR 10 GA SHEET WITH 1/8 INCH FILLET WELD TO SHELL: t := .1382 12 FOR ROOF SLOPE 3:12 a := atanl —J a = 1.3258 RADIAN 3 p2•r sl :_ 2•t-cos(a) HOOP MEMBRANE STRESS: s2--- p2•r sl = 48 PSI < .4 x 36,000 = 14,400 PSI t•cos(a) s2 = 95 VI. SEISMIC FORCES IMPORTANCE FACTOR Ie := 1.00 PSI < .4 x 36,000 = 14,400 PSI IMPULSIVE RESPONSE MODIFCATION FACTORS FOR TANK SUPPORTED ON LEGS; UNANCHORED TANK Ri := 2.5 ANCHORED TANK Ri := 3.0 CONVECTIVE RESPONSE MODIFCATION FACTORS FOR TANK SUPPORTED ON LEGS; UNANCHORED TANK Rc := 1.5 ANCHORED TANK Rc := 1.5 MAPPED ACCELERATION PARAMETERS Page 2 of 14 Date: 1/19/09 BlueScope Water Job: MAADO9OO1 FROM ASCE 7-05 AT: LADITUDE 36.69945555N LONGITUDE -121.78070833W FOR 5% DAMPED, AT 0.2 SEC PERIOD FOR SITE CLASS B Ss:= 0.590 SHORT -PERIOD SITE COEFFICIENT (TABLE 26) Fa:= 1.328 FOR SITE CLASS D FOR 5% DAMPED, AT 1.0 SEC PERIOD FOR SITE CLASS B S1:= 0.225 LONG -PERIOD SITE COEFFICIENT (TABLE 26) Fv:= 1.95 FOR SITE CLASS D MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL RESPONSE ACCELERATION AS A MULTIUPLE OF GRAVITY SMS := Fa.Ss SMS = 0.784 SMI := Fv•SI SMI = 0.439 SCALING FACTOR FROM MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL RESPONSE ACCELERATION TO DESIGN EARTHQUAKE SPECTRAL RESPONSE ACCELERATION 2 U:= — 3 DESIGN REPONSE SPECTRA SDS := U• SMS SDS = 0.522 SDI := U•SM1 SDI = 0.292 NATURAL PERIOD OF STRUCTURE (VERY SMALL) BECAUSE GROUND SUPPORTED Ti:= 0 THERFORE, THE DESIGN SPECTRAL RESPONSE ACCELERATION FOR IMPULSIVE COMPONENT Sai := SDS Sai = 0.52�� REGION -DEPENDENT �ANSITION.PERIOD FOR LONGER PERIOD GROUND MOTION TL:= 16 SEC PER MAPPED ASCE 7 (SHOWN IN FIGURE 19 IN AWWA D100-05) SLOSHING PERIOD COEFFICIENT Ks:= 0.578 Ks= 0.58 j 1 (3.68.1) tanh D NATURAL PERIOD OF SHELL -FLUID SYSTEM Tc := Ks•,[D- Tc = 1.83 SEC CONVECTIVE (SLOSHING) PERIOD DAMPING SCALING FACTOR K:= 1.5 Tc = 1.83 < TL = 16 SEC THEREFORE, DESIGN SPECTRAL RESPONSE ACCELERATION FOR THE CONVECTIVE COMPONENT Page 3 of 14 Date: 1119109 BlueScope Water Job: MAAD09001 K• SD 1 Sac := Sac = 0.24 < = SDS = 0.52 Tc IMPULSIVE DESIGN ACCELERATION OF g Sai•Ie 0.36 -SI -le Ai := Ai = 0.12 >= = 0.03 1.4•Ri Ri CONVECTIVE DESIGN ACCELERATION OF g Sac•Ie Ac := Ac = 0.114 1.4 -Re 4� 0,6 7,0 9 WEIGHT OF TANK CONTENTS SPECIFIC GRAVITY G:= 1.0 2 WT := 62.4•G•H it -D WT = 95567 LBS 4 WEIGHT OF DECK RDL := 5.78 PSF Wr:= RDL•n•(D)2 .25 WEIGHT OF SHELL TOP COURSE (NO GA) FOURTH COURSE (NO GA) THIRD COURSE (10 GA) SECOND COURSE (10 GA) BOTTOM COURSE (10 GA) APPURTENANCES TOTAL SHELL WEIGHT Wr = 454 LBS Ws5 := 6.0•n•D•0 Ws5 = 0 LBS Ws4 := 5.0•7r•D•5.78 Ws4 = 908 LBS Ws3 := 5.0•n•D•5.78 Ws3 = 908 LBS Ws2 := 5.0•7E.D•5.78 Ws2 = 908 . LBS Wsl := 5.0•n•D•5.78 Wsl = 908 LBS Wsa := 300 Ws := Wsa + Wsl + Ws2 + Ws3 + Ws4 + Ws5 Ws = 3932 LBS WEIGHT OF TANK BOTTOM (10 GA) D 2 Wf := 71• . 5.78 Wf = 454 LBS 4 Page 4 of 14 1 . 1 Date: 1/19/09 BlueScope Water Job: MAAD09001 EFFECTIVE IMPULSIVE WEIGHT OF TANK CONTENTS D TANK ASPECT RATIO — = 0.513 H FOR D/H > 1.333 tanh( 0.866• D) Wi := ` H WT Wi = 89743 LBS D 0.866•— H FOR D/H < 1.333 EXISTING CASE Wi := 1.0 — 0.218•DJ-WT Wi = 84883 LBS H EFFECTIVE CONVECTIVE WEIGHT OF TANK CONTENTS FOR ANY VALUE OF D/H We:= 0.230• H•tanhl 3.67-H) . 7 HJ•WT We = 11272 LBS CENTROIDAL HEIGHTS OF LATERAL FORCES APPLIED TO EFFECTIVE WEIGHTS FOR D/H.> 1.333 THE HEIGHT FOR IMPULSIVE FORCE Xi := 0.375•H Xi = 7.31 FT FOR D/H < 1.333 rTHE HEIGHT FOR IMPULSIVE FORCE EXISTING CASE Xi := 10.5 — 0.094• D) • H Xi = 8.81 FT H FOR ALL PRPORTIONS OF D/H THE HEIGHT FOR CONVECTIVE FORCE ((cosh3.6D7•H) —1)Xc:= 1.0— JJ H Xc = 16.78 FT C3.67•H r3.67•Hll •sinh JI/I D D SHELL CENTROID Xs := Ht -.5 Xs= 10 FT VII. DESIGN FORCES DESIGN BASE SHEAR Vf := 4[Ai•(Ws + Wr + Wf + Wi)]2 + (Ac•Wc)2 Vf = 11233 LBS Page 5 of 14 Date: 1/19/09 BIUeSCope Water Job: MAAD09001 DESIGN OVERTURNING MOMENT FOR RINGWALL FOUNDATION, WHEN USED Ms := [Ai•(Ws•Xs + Wr•Ht + Wi•Xi)]2 + (Ac•Wc•Xc)2 Ms = 101357 FT – LBS DESIGN OVERTURNING MOMENT FOR PAD FOUNDATION EXISTING CASE D — = 0.51 H FOR D/H > 1.333 0.866• D Ximf := 0.375• 1.0+ 1.333• ( H 1 – 1.0 •H Ximf = 7.95 FT tanhl 0.866• H) FOR D/H < 1.333 Ximf := 10.50 + 0.06•D) -H Ximf = 10.35 FT H FOR ALL PROPORTIONS OF D/H THE HEIGHT FOR THE CONVECTIVE FORCE Ccoshr 3.7 H) – 1.937) Xcmf .= 1.0 – •H Xcmf = 16.78 FT FD167-H. r3.67•Hllsinh JJ D DESIGN OVERTURNING MOMENT AT TOP OF PAD FOUNDATION EXISTING CASE: Mmf := 4[Ai•(Ws•Xs + Wr•Ht + Wi•Ximf)]2 + (Ac•Wc•Xcmf)2 Mmf = 117292 FT – LBS VIII. CHECK OF WIND OVERTURNING WIND FORCE = Ce * Cq " qs * I \11 11 C6c' P:= 1.2•.8.23.1 P = 22.08 PSF TANK HEIGHT = Hw := H + 2 OTM := D. H •P OTM = 41980 FT -LBS < 2 Mmf =117292 FT–LBS SEISMIC GOVERNS Page 6 of 14 Date: 1/19/09 BlueScope Water Job: MAAD09001 IX. COUNTERACTING FORCES THICKNESS OF TANK BOTTOM tb := .1875 INCHES PORTION OF TANK CONTENTS RESISTING OVERTURNING FOR TANK TO BE LESSER OF: wL := 7.9•tb4Fy H•G wL = 1241 LBS/FOOT OF SHELL CIRCUMFERENCE wL := 1.28•H -G -D wL = 250 LBS/FOOT OF SHELL CIRCUMFERENCE WEIGHT OF TANK SHELL AND PORTION OF ROOF ROOF FACTOR (n=1.0 FOR FREE STANDING, n=0.5 WITH CENTERPOLE) n:= 1.0 Ws + n•Wr wt:= wt=140 LBS/FOOT OF SHELL CIRCUMFERENCE ir•D X. SEISMIC OVERTURNING RATIO VERTICAL DESIGN ACCELERATION Ms J:= D2•[wt•(1 — 0.4•Av) + wL] J = 2.63 Av := 0.14 -SDS Av = 0.07 WHEN: J < 0.785 THERE IS NO SHELL UPLIFT 0.785 < J < 1.54 THERE IS SHELL UPLIFT, BUT TANK IS STABLE CHECK SHELL COMPRESSION J > 1.54 ANCHOR TANK or THICKEN BOTTOM ANNULUS XI. HYDRODYNAMIC SEISMIC HOOP TENSILE STRESS AT BOTTOM OF SHELL IMPULSIVE HOOP TENSILE FORCE D D = 0.51 Y:= H Y = 19.5 FT .75•1) = 7.5 FT H FOR D/H > 1.333 2 Ni := 4.5•Ai•G•D•H H — 0.5•I HJ •tanhl 0.866• HJ Ni = 22.76 PSI Page 7 of 14 1 Date: 1119109 BlueScope Water Job: MAAD09001 FOR D/H < 1.333 and Y<0.75D Ni := 2.77•Ai•G•D2 Y — 0.5 Y 2 0.75.1) 0.751) Ni = —26.87 PSI FOR D/H < 1.333 and Y>0.75D APPLICABLE CONDITION Ni := 1.39•Ai•G•D2 Ni = 17.29 PSI CONVECTIVE HOOP TENSILEFORCEFOR ALL PROPORTIONS OF D/H: 0.98•Ai•G•D2•LcoshF r3.68•(H IL)]] Nc := L D Nc = 0.02 PSI /I(cosh3.68•H) D HYDROSTATIC HOOP TENSILE FORCE Nh := 2.6•G•Y•D Nh = 507 PSI Ni2 + Nc2 + (Nh•Av)2 as := 6s = 296 PSI is 6 := Nh a = 3669 PSI is TOTAL STRESS 6t := 6 + 6s 6t = 3965 PSI ALLOWABLE COMPRESSION STRESS as := 4 ..4•Fy 6a = 19200 > 6t = 3965 PSI OK! 3 XII. LONGITUDINAL SHELL COMPRESSION FROM SEISMIC FOR ANCHORED TANK PRESSURE STABLIZING BUCKLING COEFFICIENT P:= PI P = 8.44 PSI E:= 29000000 PSI R:= D•6 INCHES FOR E 2 •CR1 = 0.05 is = 0.1382 INCHES > 0,064 THEREFORE Page 8 of 14 Date: 1119109 BlueScope Water 2 OCc := 0.045.1 E •IRI + 0.0018 + 0.194 ts OCc = 0.06 BUT NO MORE THAN 0.22 CRITICAL BUCKLING STRESS � Dacr :_Cc•E•ts Aacr = 4331 PSI R SEISMIC ALLOWABLE LONGITUDINAL SHELL COMPRESSION STRESS ae := 1.333•6) ae = 25594 PSI Job: MAAD09001 MAXIMUM LONGITUDINAL SHELL COMPRESSION STRESS a1.273•Msc(wt)•(1 + 0.4•Av) + 1 ac = 865 PSI < ae = 25594 PSI OK! D2 12•ts XIII. CHECK SLIDING FROM SEISMIC COEFFICIENT OF FRICTION �:= 30• Vallow:= tang n ).(Ws + Wr + Wi + Wc)(1 — 0.4•Av) 180 Vallow= 56349 > Vf = 11233 LBS THEREFORE TANK DOES NOT SLIDE XIV. SLOSHING WAVE HEIGHT FROM SEISMIC Tc = 1.83 < 4 SEC THEREFORE: K• SD 1 • Ie Af := Af = 0.24 Tc FOR SEISMIC USE GROUP I WITH SDS)= 0.33g THERE IS NO FREEBOARD REQUIREMENT. XV. UPLIFT FROM SEISMIC OTM 1.273•Mmf UPLIFT:_ — wt D2 UPLIFT = 1354 Page 9 of 14 PLF Date: 1/19/09 BlueScope Water XVI. ANCHOR BOLTS DESIGN PER ESR -2322 & ACI 318 APPENDIX D Design of Post Installed Hilti. HIT -RE 500- SD adhesive w/ continuously threaded ASTM A 193 Grade B7 rod and ASTM A563 Grade DH nuts into a hammer drilled hole. Periodic Special Inspection Required. Steel Strength: For ductile ASTM A193 B7 7/8" dia threaded rod: Rod diameter d:= .875 IN Minimum specified ultimate strength futa:= 125000 PSI Effective cross section Ase:= 0.4617 SQIN Nominal steel strength Nsa:= futa•Ase Nsa = 57713 LBS Strength reduction factor for tension � := 0.75 � Nsa = 43284 LBS {ACI 318 D5 . 1 . 21 Concrete Breakout Strength: Compresive strength of concrete fc:= 2500 PSI .Depth of pad (member thickness) h:= 12 IN Depth of embedment hef := 8 IN Drill hole diameter do:= 1.0 IN Minimum member thickness hef + 2 -do = 10 IN < h = 12 OK! Ef fectivenss factor for cracked concrete kcuncr:= 17 IN - LB Anchor spacing s:= 47 IN Minumin anchor spacing smin:= 5 IN < s=47 IN Therefore - y:= 1 Actual edge distance cal := 16 Min edge distance cmin:= 5 IN < cal = 16 Reduction for edge distance if cal = 16 < 1.5-hef = 12 Then Anc := (cal + 1.5•hef)•(2.1.5hef) Anc = 672 SQIN Anco := 9-hef 2 Anco = 576 SQIN Modification factor for edge effect of single anchor when cal<1.5hef yedN := 0.7 + 0.3• cal yedN = 1.1 I ( 1.5-hef Modification factor for uncracked concrete at service loads yrcN := 1.4 Page 10 of 14 Q9 Job: MAAD09001 Date: 1/19/09 BlueScope Water Modification factor for torqued or displacement type anchors. Not appilcable to epoxied anchors, therefore use: y cpN := 1.0 Basic Concrete Breakout Strength Nb := kcuncr4if-c•hef 1.5 Nb = 19233 LBS Adjusted Concrete Breakout Strength Ncb := Anc •yfedN•yicN•ycpN•Nb Ncb = 34556 LBS Anco Strength reduction factor for tension := 0.65 Ncb = 22461 LBS Pullout Strength in Tension: Characterisitc bond strength in uncracked concrete Adjustment for short-term. loading ast:= 1.4 Adjustment for Seismic Design Category D anseis:= 0.65 Tkuncr := 1945•ast•anseis Tkuncr = 1770 PSI Critical edge distance Scrna := 20 dTkuncr Scrna = 19.33 IN 1450 Ccrna := Scrna Ccrna = 9.67 IN 2 Anoa := Scrna2 Anoa = 373.8 SQIN Ano := (2Ccrna)•(Ccrna + cal) Ano = 496.3 SQIN Nao := Tkuncr•n•d•hef Nao = 38923 LBS Cac := 2.5•hef Cac = 20 IN Ccrna yrpna := ypna = 0.48 Cac Ano Na := •ypna•Nao Na = 24976 LBS Anoa Strength reduction factor for bond strength fid:= 0.45 Page 11 of 14 Job: MAAD09001 Date: 1/19/09 BlueScope Water �d•Na = 11239 LBS Convert bond strength to ASD by dividing by strength design factor �d Na = 10218 LBS BOND STRENGTH GOVERNS THE DESIGN 1.1 Allowable := �d•Na Allowable= 10218 LBS 1.1 Number of epoxied threaded rods needed: UPLIFT• � • D N := N = 4.16 USE N:= 10 THREADED RODS Allowable XVII. PAD DESIGN width := 13.0 FT depth := 1 FT AREA :_ (.25.3.14• width 2) AREA= 132.66 SQFT width Sx := Sx = 366.17 FT" 3 6 DEAD LOAD RESISTING UPLIFT: WEIGHT OF PAD Wpad := 150•(AREA•depth) DL := Wf + Ws + WT + Wpad DL = 119853 LBS RIGHTING MOMENT DUE TO TANK, WATER, AND PAD: RM:= (DL)•(widthl RM = 779042 FT -LBS 2 JJ OTM @ BOTTOM OF CONCRETE PAD: OTM := Mmf + depth•Vf + depth Ai•Wpad 2 FACTOR OF SAFETY FROM OVERTURNING: FS := RM FS = 6 > 1.5 OK! OTM Wpad = 19900 LBS Page 12 of 14 OTM = 129763 FT -LBS Job: MAAD09001 V Date: 1/19/09 BlueScope Water SOIL BEARING PRESSURE FROM LATERAL FORCE: ALLOWABLE SOILS BEARING PRESSURE Fc:= 1500 PSF fcl := DL + OTM fcl = 1258 PSF < FcADJ := Fc - 1.333 AREA Sx FcADJ = 2000 PSF OK! fc2 :_ DL — OTMfc2 = 549 AREA Sx DESIGN FOR MIN STEEL IN PAD: As := pmin• 12•(depth• 12 — 3.5) USE #5 @ 10" 0. C. EA WAY XVIII. ANCHOR BOLT CHAIRS DESIGN OF ANCHOR CHAIR: PSF < FcADJ = 2000 PSF OK! pmin := .003 As = 0.31 SQIN As =.31 SQIN UPLIFT• 7c•D T := T = 4252 LBS PER CHAIR N CAPACITY OF 1/4" FILLET ALONG EACH 1/4" SIDE GUSSET PLATE PER AISC TABLE XIX al = 2.5" 1 = 12.5" a = .20 P=CC1D1 P:= 1.39.1.0.4.12.5 P = 69.5 KIPS > T = 4.25 KIPS 1000 SHEAR PUNCH OUT ON 3/4" BEARING PLATE t:= .75 INCHES A:= 1.5.3.1.25•.75•t A= 3.16 SQ IN fv:= T fv=1344 << 1.33*.4*36000 = 19,152 PSI OK! A BENDING STRESS ON 3/4" BEARING PL b:= 5 — 1.25 L:= 5 — 2•.25 2 Sx := bb—t Sx = 0.35 IN 6 M:= T—L M = 4784 IN — LB 4 Page 13 of 14 Job: MAAD09001 Date: 1/19/09 BlueSCope Water Job: MAADO9OO1 fb := M fb = 13607 PSI < Fb := 1.33•.66•Fy Fb = 31601 PSI Sx XIX. LIFTING LUG FACTOR OF SAFETY FOR DYNAMIC LOAD FS:= 4 NUMBER OF LUGS (ACTUAL 4, BUT ASSUME 3 FOR UNEVEN LOAD DISTRIBUTION) N:= 3 WEIGHT OF EMPTY TANK W:= Ws + Wr + Wf W = 4840 LBS DESIGN LOAD P:= FS - W P = 6453 LBS N CHECK OF TENSION ON 3/4" DIA ASTM A307, GR A n. A:= .75 2 :=752 A = 0.442 SQIN 4 ft := P ft = 14606 PSI < Ft := .4.60000 Ft= 24000 PSI A CHECK OF FLARE BEVEL GROVE WELD - BAR TO CHEEK PLATE WELD CAPACITY Pallow := 0.4.4.5•(.5•.75)•.707.21000 Pallow = 44541 > P = 6453 LBS CHECK OF FILLET WELD OF CHEEK PLATE TO TANK SHELL WELD CAPACITY Pallow:= (6 + 6)•.25•.707.21000 Pallow = 44541 > P = 6453 LBS Page 14 of 14 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-75 PERMIT NO. JRev.12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 040-040-050- ZONING BUILDING PERMIT OWNER DANIELSON FOODS 891- TELEPHONE 533 SO. FT. OCC. BUILDING VALUATION . OWNER'S MAILING ADDRESS 435 sOUTHGATE LANE CHICO CA 95928 CONTRACTOR'S NAME MODERN BUILDINGS 891- TELEPHONE 533 CONTRACTORS MAILING ADDRESS 3083 SOUTHGATE LME CHICO CA 95928 CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ 44 000.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 375.50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 244.01 BUILDING ADDRESS 3SM QK Energy Plan Checking Fee $ PERMIT FEE $639.51 LOT NO. SUBDNISIONSNAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: WAREHOUSE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service 200A OR LFSS 23.00 Main Service zooA TO tOooA 46.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in I force and effect. ©� F'-� License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation 'nsurance carrier and policy number are: Carrier tJ !J P Policy Number t J ! (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' com nsation laws of California, and agree that if I should become subject to the s' o pensati n pr • ions of s 3700 of the Labor Code, I shall c ply ovisi X Date i Q SiofApplicant ❑ Owner Xontractor ❑ Agent Jature An OSHA permit is required for excavations over 5' " d p and demoliti constructi of structures over 3 stories in hei t. ReceiptNo. 11 7� WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT NEW CONST. DWELLING OCCUP. SO OR ADDNS. ( 8 ACC. BLD S. 3.5¢FT. NOµR SIOT' MULTI.OUTLET @7,50 OW PSTN �PARAT 8 SINGLE OUTLET C US 20 @ 1.00 EX. OCCU OUTLET OR FIXTURES GAL @ .SO Ex. Occup. OUTLETSFIXED APPRESIDLNS. . OR EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.0 PERMIT FEE s MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TAL FEE $ /639A Z. FD. FE IMP o11 This permit is hereby issued n r the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. B D to Y PERMIT EXPIRES ON pe l v �,��. ..t.. ..�'-.-T, -r... _ _. .J..�.... ----.r ,.• -- �• �. ,, -.., ... n.,r..-r.,.i�"_ ,fµ.tyi^�:�r�w!`. ,-Y�Ji.' ^- COUNTY OF BUTTE -DEPARTMENT O'SDEVCLOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 5965 hone (530)538-7541 Fax (530)538-2140 PERMIT APPLIC010N DATA SHEET OWNER: rl�A���LS �'✓ OP'0 c �1 ASSESSOR PARCEL NUMBER / o Proposed Building Use: Counter Technician: Date: 6 Items required in order to apply for a permit. All boxes MUST be checked6k marked NA in order to apply. 1 ❑ 1.. Plot plans, 3 or 4 sets, signedty the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor'Plan, (D) Tie down or foundation plans, all in duplicate. I 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation,,views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The.permit will be indexed and returned to the plan review line-up when required items are received. Date Received By 0/8. lood Elevation Certificate, wet -stamped and signed, in duplicate ................................ lot plan and business license approval from the City of Biggs .................................... etter of intent for non-residential buildings......................................................:.. Detached Accessory Building Form filled out by the owner ..................................... . Hazardous Material Form .......................................... :.......................... ....... :.... Other h - 2At 4aZ. e aining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) es as shown on the attached Schedule of Fees Due Sheet ....................................... V A-11 VU 15 Sta ment of Intent for Non -heated and A/C Buildings ............................................. 16 tation and plot plan approval from the Environmental Health Department in CM/L j Ur 17. City o Chium co Plumbing permit.......................................................................: %18.lifornia Department of Forestry plan approval ❑ paid. Sent by: ...................... / - ' •Gnning approval for (A) Use: 44- (B)Parking: O(� (C) Parcel Check:Al ot 0 3 ntact Land Development about ❑ Improvements,LP7Drainage ............................... ❑ 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occ pancy). ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) .................:.... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ 26. Letter of Signature authorization.................................................................... ❑ 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... e -en❑ GrantDeed .H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D.Other: f1rf 16c, �-ssued Telephone S and hold for pickup. r_ ��l I have been informed Owner hAs ehoew[ M be b t s a d>ee?I a is for obtaining a building ermrt. 1ST f Off' p,11 .. /- Ig,anp Applicant: Date < tJ 1. Index permit application for the above items numbered ( V Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised cf the above da one, ❑ ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by: I Date: Structural reviewe Date: Structural approved by: Date: I 07 Note transfer by: Date: r Yellow: guirding'10NVision a TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance JAN 6 , 20C4 E.H. USE ONLY Piot Plea Attached Floor Plan Attached S Sent to B.D. ! a: { Owner Locati AP# _ Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for Wig. Other ;2S X ZO " / r / Hold final for: Final clearance O.K. for: NOTE: Environme lth Specialist Date j� 8/96 43 3o d� COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 795965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES OWNER �/�} n12i�I SOn� �oOcQ1 A.P. # O` qO - PR PROSED BUILDING USE InJi�1c'/¢/JIoJS� DATE //4110 3 CEIPT # DATE REC. 1. BUILDING PERMIT FEES --- Balance Due ..................... $ --- Additional Fees Due........... $ �� L S' Z �� --- Revised Plan Checking Fee.... $ 2. SCHOOL DISTRICT FEES paid at School District Office) (form available after Plan Check) RIFF FEES (paid at Building Division) Residential............ X $360.00 =$ Units Commercial (sq. ftg.)..... L �o� X $0.03 = $ 60 — 3J Sq.Ftg. URBAN AREA FEES Cy (paid at Building Division) Residential (per unit)..... X = $ #Units Am � 1- 25`z� �tJ Q —► y� 1 �? Commercial (Sq. Ftg.).... oD'� X '-�–"– _ $` � �J Sq. Ftg. Amt. 5. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK FEE $89.00 (paid at Building Division) 8. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 9. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X = $ Zone # Units Amt. Commercial (sq. ftg.) ......... X = $ Sq. Ftg. Amt. 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan chec g process. APPLICANT DATE7//Z,/ Pursuant to Government Code ction 66020, ou are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 2/2003) A CDF FIRE SAFE REQUIREMENTS C(o --L�o AP# PERMIT # NAME Under authority of PRC 4290, the following checked items are required by the Butte County Fire Department and are made a part of this permit. These requirements are minimums and will be superseded by Butte County local regulations which equal or exceed these standards. Field inspections will be made by the Butte County Building Department for compliance. [X] 1272.00 Maintenance of Defensible Space. To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued availability, access and utilization of the defensible space provide for in these standards, annual maintenance must be provided for by the land owner. - Driveway Standards [X] 1273.02 Surface. All driveway surfaces and structures (bridges, culverts and other appurtenant structures which supplement the roadway bed or shoulders) shall provide unobstructed access to conventional drive vehicles. Including sedans and fire apparatus weighing up to 40,000 pounds. [X] 1273.03 Grade. Not to exceed 16 percent unless paved. 1273.04 Driveway Radius IN 1. No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional surface width of feet shall be added to curves of 50-100 feet radius; 2 feet to those from 100- 200 feet. IN 2. The length of vertical curves in roadways exclusive of gutters, ditches and drainage structures designed. to, hold or divert water shall be not less than 100 feet. [X] 1273.05 Turnarounds. If required, will have a minimum turning radius of 40 feet from the center of the road. [X] 1273.06 Turnouts. Shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. [X] 1273.10 Width. All driveways shall provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. Page 1 of 3 V AP# PERMIT# NAME [X] 1273.10 Turnouts. Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where a driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. [X] 1273.10 Turnaround. A turnaround shall be provided at all building sites on driveways over 300 feet in length and shall be within 50 feet of the building. 1273.11 Gates IN 1. Gate entrances shall be at least two feet wider than the roadway it serves. IN 2. The gates must be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on that roadway. [X] 3. Where a one-way road with a single traffic lane provides entrance, a 50 foot turning radius shall be used. Fuel Modification 1276.01 Setback for Structure Defensible Space 1. All parcels 1 acre and larger shall provide a minimum 30 foot setback for buildings and accessory buildings from all property lines and/or the center of the road. [ ] 2. For parcels less than 1 acre, local jurisdiction shall provide for the same practical effect. See other requirements on page 3. 1276.02 Disposal of Vegetation and Fuels. Disposal, including chipping, burying, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction and fuel modification shall be completed prior to completion of road construction or final inspection of a building permit. Page 2 of 3 AP# 13,11(x: PERMIT # Other Requirements [ ] If Building Setback is 15 to 30 Feet: - Class A or B roof and Enclosed Eaves L-S,j 4& s NAME [ ] If Building Setback is Less Than 15 Feet- Class A or B Roof with Enclosed Eaves and: Choose any 2 of the following: - Metal or no doors on the. side toward property line with insufficient setback - Interior automatic fire sprinkler system per NFPA 13D - Glass area not to exceed 10 % of wall area toward property line with insufficient setback - Siding from the following list: Stucco — 3 coat Hardi- Board or Plank Masonry Masonry veneer Metal Other Butte County Fire Department approved materials Date Signature Page 3 of 3 November 5, 2003 Danielson Foods 435 Southgate Ln Chico, CA 95928 Department of.Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 040-040-050 Building Permit Number: 03-1845 Thank you for resubmitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. } . Plans are Approved as marked. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. 4� Keith Long, Architect Plans Examiner Consultant lofl Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Non -Residential Buildings Energy Conservation Standards Statement of Intent for Non -Heated and/or Non -Air Conditioned Buildings Please print clear and legible! Owner's Name: 001 A; r_ /S e -,A Date: Io Assessor Parcel Number: L10 1/0 -os —a Building Permit Number: Occupancy of Building: I hereby certify that I do not intend to heat or cool this building in such a manner as to be subject to other than the mandatory sections of the State Energy Requirements. I understand that if I do heat or cool this building in the future, that I will be subject to the energy requirements in effect at that time. I understand that if I change the use or occupancy of this building in the futu t that I will be subject to the energy requirements in effect at that time for that specific occupancy. I also understand that if I become subject to the energy requirements in the future, it may be necessary to redesign and/or alter any of the following: 1. The building envelope. 2. The insulation requirements of the heating, ventilation, and air conditioning systems. 3. Theheating, ventilating, and air conditioning equipment. 4. The water heating system. 5. The lighting of the building to comply with the regulations. I understand that any of the above changes will require me to obtain the necessary permits, inspections, and approvals from the Butte County Building Division. Signature of the Building Owner: Mailing Address: L( 3S IL._)h I �I Telephone Number: 5.� 0 F '3 1 SO W National Pollutant Discharge Elimination System (NPDES) Phase II & SWPPP Non -Certification for Project # W -W - eso for Butte County Storm Water Permit Compliance By signing below, I, the project architect/engineer of record, indicate that I am aware that a construction project that disturbs more than I acre of land requires a Construction Storm Water Permit from the State Water Resources�Control Board. I, additionally, understand that it is the project owner's/owner's agent's responsibility to submit a Notice of Intent (N.O.I.), a Storm Water Pollution Prevention Plan (SWPPP) and a fee of $700.00 to the State Water Resources Control Board to obtain such a permit. I, further, certify that this project will not disturb more than I acre of land. I have also reviewed the Best Management Practices Handbooks, California Storm Water Quality Task Force, Sacramento, CA. I certify that appropriate BMPs will be implemented to effectively minimize the negative impacts of this project's construction activities on storm water quality. I acknowledge that it is my obligation to make the project owner and contractor aware that the selected BMPs must be installed, monitored, and maintained to ensure their effectiveness. If, at any time, site conditions and/or observations by a County official warrant reevaluation and revisions of the chosen BMPs, the appropriate changes will be made without unnecessary delay. I am aware that failure to properly implement and maintain the BMPs necessary to prevent the discharge of pollutants from this project during construction could result in significant penalties and/or delays. Signed: Title: Date: 7/I y�m3 By signing below, I, the project owner/owner's agent, certify that I am aware that a construction project that disturbs more than I acre of land requires a Construction Storm Water Permit from the State Water Resources Control Board and that it is my responsibility to submit a Notice of Intent (N.O.I.), a Storm Water Pollution Prevention Plan (SWPPP) and a check for $700.00 made payable to the State Water Resources Control Board to obtain such a permit, if my project disturbs more than 1 acre of land. I, further, certify that this project will not disturb more than I acre of land. This document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified individuals properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons directly responsible for gathering the information, I certify, to the best of my knowledge and belief, that the information submitted is true, accurate, and complete. Signed: 4 Title: `o.w Date: / 1-1 ta 3 NPDES & SWPPP Non -Compliance Certification Draft Butte County Stormwater Plan BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND'EMMISSIONS QUESTIONNAIRE, (A Building Permit cannot be approved -without this completed form.) BUILDING PERMIT NUMBER APN qD' L10-0yd Firm Name D!2 H Fe, 1 gok Address �3S Nature of Business %a 0yof�Se ify,-c e- ' §'per c, %f+ //-s/S Contact Person c�� w1 -DA-14 i r JSO-h Phone # 747- 1. Does your business or that of your tennants handle, store, or transport hazardous materials? ;&-N0 ❑ 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 evironment if released into the the workplace or the environment. "Hazardous 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 personsor 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 4 pressure), or formulation containing hazardous material? ,WNO ❑ YES If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (916-538-7281) for a review of the project. 3. Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or 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? VNO ❑ YES IF YES, contact the Butte County Air Pollution Control District (916-891-2882) for permit requirements. Owner or Authorized Company Representativ t(iS�ignature) (Date BCEHD BCAPCD The applicant has metmeeting the applicable requirements of Section 25505, 0 25533, and 25534 of the Health and Safety Code and the requirements for a permit from the Butte County Air Pollution Control District. The Above Regulations Do Not Apply To This Facility. BCEHD Signature Date BCAPCD Signature Date WHITE- Building Dept 0 YELLOW- Env. Health 0 PINK - APCD 0 GOLDENROD- Fire Dept. Feb 01 02 08:13a r � P- 1 . COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DI SION 7 County Center Drive • Oroville, California 95965 • Telephone 30) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER �O wO . Q zONINO � BUILDING PERM y ' ► �% 'tr IT -OWNC•RpAN S j L50.,jS HONE " ----� — SQ OCC. BUILDING VALUATION OWNER'S MAN KESS �� Q COMRAC DR'S NAME no 51Z . coJJJA.!OA%i 1N0 `--•�-/ LENDER'S MAILING ADDRESS OR ENGINEER'S MAILING !'7L8 �--- o o o C4ft4Z CA- -1replacee Total Valuation LICENSE NO. p0� g ti Filing Fee Permit Fee LOT NO, I SUBDNISD]NM9q _99O6n -) ij-- fy A PARCEL MAP USEOFS UCTURE �7 (J �J SF ❑ Duplex ❑ Mobilehome ❑ Other UAFAII&v3 <__ SPECIFY TYPE OF WORK NewX Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: L • © 6 00'�j casl 0C "PERAUT FEE PAXb SQA SHERIFF OTM AMOVW RECEMb i $ O $ Go " TO im Fvr =NTD cowv 'ER ReceiplNo._ ioI WHIT -D.O.S.• $ yy oov $ :: 20.00 Energy Plan Checking Fee PERMIT FEE PERMIT FEE PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater ant 15.001 Gas piping s stem - 5 outlets 15.00 Building sewev 15.00 Mobile Hoos' I s 1 (31 w @20.00 Ex. Occup. PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service eooA oR tEss 2aoA DR LESS 23.00 Main Service 200A TO I000A 46.00 NEW CONS. OR ADONS. DWELLING OCCUP. & ACC. RMS Ex. Occup. OUTLET FD(TVRES 20 ® 1'00 SAL 9 .50 Ex. OCcu F D APPLNS. OR ESID.) EA 5.00 �Temorar rvice 23.00obile H e Facilities 20.00 Misc. W ing 23.00 PERMIT FEE MECHANICAL PERMIT Fling Fee 20.00 Heating 6.50 PERMIT FEE I S Mobile Home Installation Fee $ Energy Inspection Fee $ occ coNST. Tri TOT L FEE $ NAZ• D. FEES P R 0 CDF EL �p� Hp I ISSVE -• This permit is hereby issued under the applicable ptovW(5n's'" " of the Butte County Code and/or Resolutions to do work Indicated above for which fees have been -paid. —" By Date PERMIT EXPIRES ON A Nj /// e,:._ r 8 July 31, 2003 Daneilson Foods 435 Southgate Ln Chico, CA 95928 Department of Development Services Building Division • 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 040-040-050 Building Permit Number: 03-1845 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: 1. Specify CBC occupancy. We are assuming S-2. 2. The Site Plan is labeled as Sheet 2 of 11. Please revise to Sheet 1 of 3 or other appropriate reference to this application. 3. Please confirm: there is NO electrical work in this project (none showed). STRUCTURAL COMMENTS: Please detail the 30° hairpin on the prints per the calcs. If you wish to discuss any of these requirements, please call (530) 872-2646 between the hours of 1:00 p.m. and 4:00 p.m., Tuesday through Thursday. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Keith Long, Architect Plans Examiner Consultant 1 of 1 PLANREVISION Please complete the following information in order to process your submittal. If this form is not complete, corse and legible. it may cause a delay in processing. Owner's Name. ` -�11 .�� � RC1 S Received By: Date: l �' �) 5 A.P. R: Permit 9• 63' I`S Time: 9 • C�a .� ContactPhoneNumber: Purpose of submittal: ❑ Permit Application Data Item ❑ Engineering ❑ Plan Revision ❑ Requested by Building Inspector or CorrectionNotice - Inspector's Name: ByPlan's Examiner- Examiner'sName: ❑ Other: if you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for play review. If engineering is involved in this revision, the engineer must put his requirements on these .drawings an( stamp and sign the drawings. Include two (2) sets of wet signed engineering. Revisd drawings must clearly When Approved, Process as Follows: ❑ Mail to Owner at this address: ❑ Mail to Contractor at this address: Call' 3 "1 � �� and hold for pickup at the' ❑ Chico Office OrovWe Office ❑ Deliver with nest inspection. Revised Plan Check Fee: ❑ S46.00 Receipt f: ❑ Additional Fees Not Require( •'tial Additional fees may be due based upon complexity and time involved to process this sub Additional Fees: 'Receipt #: NorthStar ENGINEERING Civil Engineers • Surveyors October 9, 2003 Butte County Building Dept. 7 County Center Drive Oroville, CA 95965 Attn: Keith Long RE: Permit No. 03-1845 (Daneilson Foods) Plan check dated: Jul 31,2003 North!kar Job No.: 8292 Dear Mr. Long, We are responding to your plan check as follows: NON-STRUCTURAL COMMENTS: C*;�. CBC occupancy is .an S-1. evised by others �- By others STRUCTURAL COMMENTS: The hairpin shown on detail 2 of S-2 is okay if the "4' min. " is removed. Please cross this note off on the original submittal. If you have any questions, please call me at (530).893-1600 ext. 2.10.. Sincerely, l Jeff Richelieu, P.E. NorthStar Engineering 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX -893-2113 %c: N(420% AT TIDE OF DEVELOPMENT OF EACH PARCEL, A 10,00-0 GAL, STORAGE TANK WITH A DRAFTING CONNECTION tS TO BE INSTALLED. PIPING TO BE M,,tN,.' OF 4T.' AND THE PUMPER CONNECTION To, BE - 4" INLET X 4 1/ 2 "' NATIONAL HOSE THREAD MALE WITH PROTECTION CAH ALL TO 8-29 STANDARD PROVIDE DOMESTIC WATER LINE TO STORAOE TANK TO MAINTAIN LEVEL OF WATER IN STORAGE TANK 3. PROVIDE ALL WEATHER.ACCESS TO DRAFTING CONNECTION.. 4, GRANT OF EASEMENT RECORDED MAY19 1980 IN BOOK 25131 0. R. A T PA G E 4 69 5. NO WELI-S MAY BE PLACED WITHIN lOOFEET OF THE DRAINAGE TRENCHES USED FOR STORM DRAINAGE PA Cl C nr- AO C- A E) / A-1 3 sE N 20°42'51"E S 47029'IE 12.00 042* 51 E 46.86 `T\ SEE D E TA L "A /12.00' Fes° \ �Q` � I � i 3 Kr. ' -3 1 co # j , 11 ,., 5 4 (PETERSON) 0 43' LA 0 0 43ro E rF) I 0 ll� PCL. 2 -j;= 0 (.0 Ml s.s 4 ,O 0 R/W_ DE TAIL "A NO SCALE (R 5) S 8 51 -0 9 16,10 S. 50, B L.F.S. OD CK 0 M E N T OK 9 D,\ 1p, lb 0 ob DL D, Ck D, 1�o A C, LE, L 0 646 cl) BRAZI \ ` L F.S. A • QJF> �� �� P� ��O 525' I �\ SK. 9 \\0 c vo, \cb ck. c, Vo x 0- Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX DETACHED ACCESSORY BUILDING OWNER'S STATEMENT OF USE Plan review will not be started until this form is completed, signed by the property owner, and returned to the Butte County Building Division. Attached Accessory Buildings and Additions will be checked for residential use. Exception: Garages and Carports. Owner: [N h (sem Phone: S-3 0 S- 3 7 Mailing Address cl 3 Sot, t4 �g j e, L a j,.4 Site Address: to f or L s h Assessor's Parcel Number: L/0 - `161 - OS -0 Zone: R - Z Please answer questions 1-16, and explain any yes answers for questions 2-14 in the space provided on page 2 of this form. GENERAL INFORMATION: 1. Is there a primary dwelling on the property? Yes ❑ No ❑ 2. Is the structure already built, under construction, or under notice of code violation? Yes ❑ No 3. Will items produced in this building be offered for sale? Yes ❑ No 4. Will the public have access to this building? Yes ❑ No ❑ 5. Will any advertising, on or off site, be associated with the use of this building? Yes ❑ No ❑ SITE CONDITIONS: 6. Is the structure foundation within 5' of septic tank or 10' of leach lines? Yes ❑ No ❑ 7. Is any portion of the structure located closer than 20' to your front property line? Yes ❑ No ❑ S. Do you plan to add a driveway or modify existing access to a county maintained road? Yes ❑ No ❑ 9. Will the proposed structure encroach within any recorded easement? Yes [I No ❑ CONSTRUCTION FEATURES: 10. Will this building have insulated floor, walls, or ceiling? Yes ❑ No ❑ 11. Will this building be heated or cooled? Yes ❑ No ❑ 12. Will this building have a water closet/toilet? Yes ❑ No ❑ 13. Will this building have a sink? Yes ❑ No ❑ 14. Will this building have a water heater? Yes ❑ No ❑ 15. What type of floor covering «ill the building have? 16. What type of «-all covering will the building have? OVER 1 of 2 PROPOSED USE: (check only one box) 1. ❑ Residential Storage Shed — I will be storing - in this building and it will not be used for any other purpose (no bathroom and no heating or cooling). 2. ❑ Private Garage - "A building or a portion of a building not more that 1,000 square feet (3,000 by exception) in area in which only motor vehicles used by tenants of the building or buildings on the premises are stored or kept." A garage door is required. 3. ❑ Residential Carport — A covered structure intended for parking of vehicles. Two or more sides must be entirelyopen. 4. ❑ Residential Occupancy — Structures meant to be occupied, as opposed to a storage shed, garage, or carport If you checked #4, please check the uses below which best fit this building. ❑ GuestHouse ❑ Pool House ❑ Studio Apartment ❑ In-law quarters ❑ Recreation Room ❑ Game Room ❑ Study ❑ Library ❑ Bonus Room ❑ Playroom ❑ Den ❑ Studio ❑ Artist Studio ❑ Hobby Room ❑ Craft Room ❑ Sewing Room ❑ Canning Kitchen ❑ Music Room ❑ Family Room ❑ Sun Room ❑ Private Office ❑ Workshop 1 ❑ Home Occupancy Z ❑ Other — Use = I. Describe type crworWtop 2. Must be approved by the Butte Couny Planning Division Explanations: This area is for explanation of any "yes" answers on questions 2-14. Please indicate the question number before the explanation. Additional Information: Plan review will not be started until this form is completed and received. A Plans Examiner will contact the owner with specific requirements per the use indicated. I hearby affirm under penalty of perjury that the above information is true and correct. I understand that any changes to the use, or character of use, of this building will require permits from the permitting authority. I understand that Real Estate Disclosure laws require disclosure of this information if or when the property is offered for sale. Owner's Name: F Owner's Signator 2 of 2 7-/ I- v 3 TH • FOOD SERVICE SPECIALISTS 435 SOUTHGATE COURT CHICO, CALIFORNIA 95928-7435 (530) 895-3187 • FAX (530) 895-3987 July 14, 2003 County of Butte Department of Development Service Building Division 7 County Center Drive Oroville, CA 95965 RE: A.P. #: 40-40-050 To Whom It May Concern: -1 have applied to the County of Butte for a building permit. This permit will be for a metal building measuring 25'x80.' This building will be used to store dry goods and equipment. No hazardous_ material will be stored in this structure. Sincerely, times C. Danielsen Owner JCD/mlt COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS A 7 C,,I),UNTY CENTER DRIVE OROVILLE, CALIFORNIA - 138-7541 CERTIFICATE OF OCCUPANCY This building has been constructed and completed in accordance with the requirements of the Uniform Building Code under ,permit number 1370-91 for the following: Use Classification Warehouse & Retail (Sales l Address or Location 435 Southgate Ct.. Chico, CA 959 ; Group B-2 occupancy; Type IIN/VN construction. It is hereby certified for the occupancy described above and may be occupied. Director of Public Works Date 1-31-92 by // POST IN A CONSPICUQ6S PLACE (Over) NOTICE A new Certificate of Occupancy. is required if the use or occupancy of this building changes. This Certificate of Occupancy shall be posted in a conspicuous place and is not to be removed by other than the Building Inspector. z, CO MERCIAL MASONRY WALLS N E S 1st Lift 2nd Lift' 3rd Lift. 4th Lift 5th Lift 6th Lift FIRE WALLS 0 cupancy, Area Propert Gypsum Board 1st Layer 2nd Layer Walls -Ceilings, —197 ,�:� I (TX r, 40-40-50 1370-91B,P,E',M DANIELSEN CO 435 Southgate Ct, Chico Cont: Modern Building (addition to warehouse) S � P1,1 sip � &Jeo, e 4o Id pe eda, �71-25-1 9 l ilia( 1 P-5 1 , , l� r 2 lb 9Is,�ik aK see — �x R)f /thl1w - a< K , (12, 192 s � - +�-j 6r,�ALv -qa JOB FINALE Signature CERTIFICA7 Signature. t COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 1469 Humboldt Road, Chico, CA - (916) 891-2751 ' 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE - OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work is omp ted. If you have any questions pertaining to this matter, or need additional explanation, ?4 plecas contact this office immediately. ' is / ♦ / •.� •O WN ` r Me I Date 12-A 1/9I Inspector REV 11/81 t rA MEMO TU FIELD INSPECTOR Permit# `370- Date A.P.No.- To : Field Inspector: From: J.R. Henry, Plan Checker Subject: AiAJIFLSEN GD 7 , TSE-�-��o �-�-�Iso���� wEZ D cQ Gl l ��p 7p C—L/MIA,14 72�— -4ll� W,4Z- L a kEPO RT ZS 1992-,01-2'1 11 : 38 1 916 3421396 J. J. JANUARY, ARCH. /ENGINEER 004 P02 metallic building company Mr. J. J. January 10293 Cohasset Chico, California 95926 Ref: proectfor cb jDanielsen Co. October 18, 1991 Dear Mr. January: todayrlr regarding This letter is to confirm our conversation ofonathe aboverefeenced� the removal of the diagonal aidewall bracingproject. of sidewall bracing is designed to or8astetaloof112a5nkips Per al Each bay force of 6.25 kips per yt spandrel seismic bracing anels to the sp sidewall. xf the attachment ��stis sufficientpto resistor his beams and other framing the diagonal bracing may be r longitudinal farce, but if you I hope that this letter is sufficient for your purposes, have any further questions, please call. Sincerely,. Eric E. Masterson, ineerinq Vice President, g # /3zo - 9/ gU1TEE COUNTY BUILDING DEPARTMENT APPr% R01iED: } corporate offices: 7301 FAIRVIEW • HOUSTON. TEXAS 77041 • (713) 466-7788 (800) 711-9378 melling odd/ass: P.O. BOX 40338 • IJOUSTON, TEXAS 77240.0338 • FAX (713) 466-3194 VERTICAL JOINT TYF. 1 1/2 . i-0 IFL \`... OF P RETAINER E 3/8"X3"X4 1/2" 'r X24" O.G. < 5TAGG. T+D. > r W/5PAGEK 1/4"X3" 5Q. + HILTI 1/2'04 1/2" C5 0 KWIK DOLT < IGDO # 2156 > -TOP ul VE ' 3�� X21 O N L`( 5PANDREL REAM < DY DLOG. MANUF. > TILT -UP GONG. WALL REFER TO PANEL OWE75 FOR KEINF. QRpFESS/pN c�2-4 5 a 2337 IiZ-3i SPANDREL DEAM CONN. 1 1/2 ° 1 -U rvVN aN vttE i FWlr 6,S TILT -UP 4 4 WALL PANEL5 i • BUTTE COUNTY • . 5PANOREL BEAM BUILDING DEPARTMENT APPROVED L 3X3XU4XO' - 8 1/2" DOTH 510E5 W/2 2 1/2'$ M.D. TO DM + 4-HILTI 1/2"� w e V=OK O' = Not OIQ - = Not Applicable = Not Ready Date UN; Plans 3. Hold Downs -Bolts -Straps -Embedment -Hair Pins 4. Concrete -PSI -Cert -SP. insp.-Loc. 5. Stemwalls, Main; Steel -Bloc kouts-Wrapped 6. Reinf. Steel -Grade -Placement 7. Slab; Steel -Wrapped -Wire Mesh 8. ot Piers -Steel . 41111 V D.W.V.; Fall -Fitting -Test -2 Way C/O -Se r T 10. Gas Pipe; Size -Anchors 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground, Underslab COMMERCIAL t IDate FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Masonry -Rebar -Lifts Date 2hlql Card B-1 SK Date Card B-1 Date I Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 16. Water Htr.; Vent -Access -Combustion Air -Baffle 17. Water Pipe; Test & Anchor -Nail Protection 18. D.W.V.; Test -Fittings & Anchor -Nail Protection 19. Sinks -Floor -Grease Trap 20. Hand icap-W/C-Backing 21. Gas Pipe; Size & Anchors - Firewall Penetrations Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 22. Fixture & Transformer Clearance -Ins. Protection 23. Single Phase -Three Phase -Equip. Bond 24. Size Boxes & No. of Conductors -Stapled 25. Romex Installed Close to Edge of Studs & C.J. 26. Equip. Ground made up w/Mech. Fastners-Bond Gas & Water 27. Wiring -90° -Protected -Color Coded 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or Al 29. Fire Resistive-Fixture-Conduit-G.F.I.-Susp. Ceiling 30. Service -Riser Conductors & Ground -Main Disconnect 31. Equip. Clearances Panels-Motors-Mech. Equip. 32. Fire Wall Penetrations Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 33. A.C. Ducts Insulation & Support 34. Vent Fan; Exhaust above insulation _ 35. Condensate Drain & Overflow; Size & Grade 36. Furnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet 37. Attic Access & Platform if Furnance in Attic 38. hI.V.A.C.-Ventilation-Roof Access 39. Smoke & Fire Dampers Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except #'s 40. Sils, Proper Material & Anchors -Hold Downs 41. Walls Studs -Nailing, Spacing & Bracing -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops; Furred Ceilings -Stairs -Chases 45. Headers & Beam -Size & BearinQ-SUDDort Fix. (NOTE: An entry must be made each t 47. Roof Shthing-Nailing-Diap.Chord Splice 48. Firewall- Doo rs-Area-Occp.-Prop. 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Glu -Lam cert: Placement -Support 51. Steel Buildings-Purlin-Girders 52. Property Line Firewall & Openings 53. Ext. Doors -Handicap Access 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic -Fire Port. 59. Shear Walls -Plywood-Nailing-Conn to Roof 60. Insulation -Walls -Ceilings 61. Inf iltration-Walls-Windows 62. Corridors -Openings -Fire Protection -Framing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FI Plans) OK except #'s . Ext. Steps -Door & Sidelight Protection -Landings Exits -Size -Number -Placement 6-F4MNE-e; Venfg-Clearance-Comb. Air -Connector- . In Garage; Above Floor-Ducts-Mech. Protection e6e-9pTIM11ZiTe"Ia`c'e rant -Test ed Ceiling-Seismic-Wires-Elec-Light & Mech. (6 ec. Subpanel; Breaker Sizes & Labels Handicap -Door Levers -Fin. Floor anel; Int. & Ext. rance-Comb. Air-Connector-P.R.V. Above Floor-Mech. Protection . Pjb., Elec. & Mech. Equip. Listed for Location 7�n ulation-Foam-Looked in Attic 0 Yes Guard Rails & Deck Construction -Post Caps Fdn. Ve is C awl Hole Door -Drains e & Wood -Earth Clearc�under Floor Yes v 44-4kwco_Bux n_EIA.Ish.._ eel -Electrical, Plumbing Ve is Above Roof; Plbg. Appliance -Fireplace. -Clearance to penings .)Nater Well; Disconnect, Electrical, Plumbing Exterior Elec. Trim; G.F.I. Receptacle -Underground 'Site -Parking -Handicap lass Protection 4. Corrections from Previous Inspections 81S! eters Tagged; Gas -Electric 861"Water & Sewer Connected -C/O to Grade -HD Approval 89-Pner2r-Gompliance Certificate -Other Certificates fig.' Roofing Certificate -Fire Rating Date J Card B-1 2Date Card B-1 Date S Card B-1 Date Card B-1 Date Card B-1 /@ Date Card B-1 Comments a Final: Certificate of Occupancy �1 ime you visit the job site) i ___* COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, CMifornia 95965 - Telephone: 916/538-7541 APPLICATIOPLAND PERMIT PERMIT NO. 1370-91 ASSESSOR PARCEL NUMBER RKNININUMN 40-40-50 ZONING' K2 BUILDING PERMIT OWNER Danielsen TELEPHONE SO. FT. OCC. BUILDING VALUATION 1 ,500 363,000 OWNER'S MAILING ADDRESS 435 Southgate Ct, CONTRACTOR'SN E Modern Building91-4533 TELEPHONE CONTRACTOR'S MAILING ADDRESS P 0 Box 772 Chico 95927 Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation is Filing Fee $ 10,00 LENDER'S MAILIVG ADDRESS Permit Fee $ ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ 545-25 Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS 435 South ate Ct Chico Permit fee $ 1-649-79 PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 2.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping - 5.00 5.00 Each qas water heater or vent 5.00 USE OF STRUCTURE SF ❑ Duplex❑ Mobilehome❑ Other P-" s -- --- Wa ho SP CI FY Gas piping system 1 - 5 outlets 5.00 Building sewer 5.00 Mobile Home S I G W 10.00 ea TYPE OF WORK New ❑ Addition [✓( Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe work: warehouse _ Permit Fee $ 17.00 Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service 100V OR LESS 600 AMP OR LESS 10.00 Main service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. ���� Classification. fj ❑ I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST. I DWELLING OCCUP.&I OR ADDNS. ACC. BLDGS. y:¢sgft NEW CONSTR U TI.OUTLET NON.RESID BRANCH CIRC ITS 3 2,50 ea 75.00 /POWER APPARATUS e1 SINGLE OUTLET CIR• I Occup(OUTLETS OR FIXTURES Ex. Occu0 50t 20 O30 200030 FIXED APPLNS. OR Ex. OCCUp. OUTLETS L SID.) EA.1 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 Permit Fee $ 85.00 Contractor WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. Eg I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. MECHANICAL PERMIT Filing Fee 10.00 Heating ' Cooling Hood 3.00 3.00 Ventilation' permit Fee $ 13.00 Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. t I also agree to save, indemnify and keep harmless the County of Butte against'H all liabilities, judgments, costs, and expenses which may in any way accrue against said County in consequence of the granting of this permit. X �,�G �Lw17i>f' �MD�ERId &LAA Date Signature of Applicant - Owner ElContractorLJ Agent ❑ An OSHA permit is required For excavations over 5' dee and demolition or construct- ion of structures over 3 stories in height. L� �< Mobile Home Installation Fee $ Energy Inspection Fee $ c ooN T PE �1 VN TO L FEE '$ 1'./60y75 PARK SCH F D CDF P I HD ISSUE, This permit is hereby issued unoer the applicable provi- sions of the Butte County. Code and/or resolutions to do work indicated above for which fees have been paid. P,�R E OR OF UBLIC WORKS By Date PERMIT EXPIRE Date �t/bA(�!, Receipt No.8 - 6� ^ I S� WHITE-O.P.W., YELLOW-ASSE250R, NK -INSPECTOR. GOLDENROD -APPLICANT l F COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS -BUILDING DIVISION {/ 7 COUNTY CENTER DRIVE - ORO.VIrI�LxE, PALMA 95965 - TELEPHONE: 916/538-7541 PERMIT APPLICATION DATA SHEET l/d A �rr( So/� C)� Permit No. ��`0'`1)6'e O OWNER A. P. No. 7 l i Proposed Building UsedAQeh4UBuilding Inspector � � Date-5- At ate 5 -At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED APPROVED 1. All items have been submitted . .................................... 2. Plot plans in duplicate/triplicate, signed by preparer of plans ........ 3. Complete plans in duplicate/triplicate, signed by preparer. of plans . . \4./Complete engineered plans and calcs, with wet signature on plans .. : 6azardous Material Form .......................................... . Energy Design Compliance and supporting documentation . t,L Statement of Intent for Non -Heated and AC Buildings .............. 8. Engineered truss details and layout in duplicate (required prior to plan check) 9. Mobilehome installation data including manufacturer's installation instructions ./. f ...C'�r. 6 ..................................... ,f . t� o. Fees of $ w�` �- 1 Chico Urban Area fees paid . 61.770-10.-.7. J6.J.0 °� ............ - 12. Park fees paid 13. C-bi�a CCS School District fees paid ............. . Sanitation approval from (111"60 Health Department - 7-_ °C1 15. City of Chico plumbing permit ..................................... 16. Plot plan and business license approval from City of (see City for other requirements i4 Planning approval for (A) Use: (B) Parking: 18. Improvements may be required. Contact Land Development ection DPW ;S -Z6 -w/ 19. Driveway permit (construction approval required prior to occupancy) 20. Pre -Inspection for required...Pre-Inspec. request to Building Inspector (Date) 21. Contractor's license information (No., Name Style, Classifications ... _ Vf Certificate of Workmans Compensation Insurance .................. - i. 23. Owner -Builder Verification (Given to owner ❑, Mail to owner ❑) ..... C_ 24. Recorded copy of Agricultural Acknowledgment Statement .........13 9,25. Le er of signature authorization ................................... ZM— A � 4TI 6. -FL111V CIMZ'r, 27. When you issue the permit, process as follows: Mail to owner. Mail to contractor. Telephone 69 t `yam and hold for pickup at 06Z Q office. Deliver w/inspector. Other _ _ vic OW6 Co Applicant ,�1�UzG�e��u�?� Date .5- Copy of Haz-Mat form sent ✓ Healthep . Fire Dept. _tf!:�-Air Pollution to a Copy of plans sent Health Dept. j� Fire ept: Other Date By -01 The following data must be submitte pr' r to ermit ' Vuac i le ew it m not checked above). 1. Index permit for above items No. i 2. Additional items required: Contractor, design` r, owner, was advised of above required data by_phoneikril nter by_"nate-5_12 Contractor, designer, owner, was advised of above required data by—phone —mal l—counter by date B Plans checked by Date Plans approved by J� Date o �f Sets of plans on hold in File cabinet AP folder Copy—DPW �tirnr cf` -n TO Buildina Department FROM: Environmental Health SUBJECT: Sanitation Clearance a���Yvj Owner LocationQ AP# Plan Approved for: Sewaqe Disposal �. Water Supply ld final for: 1-000, ater Supply Final clearance O.R. for: Water Supply Clearance for bedroom mobile home. Other NOTE * * * Sa tarian DhLte COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, Oalifornia 95965 - Telephone: 916/538-7541 APPLICATIO,y AND. PERMIT PERMIT NO. o� ASSESSOR PARCEL NUMBER "- 0qQ _ �d._0S ZONING BUILDING PERMIT OWNER AIJ I TEL HONE 1'Y/ SO. FT. OCC. BUILDING VALUATION ©QC' OWNER'S MAILING ADDRESS 43S Soy i C CONTRACTOR'S NAME E TELEPHONE CONTRACTOI +ING ADDRESS '22 Azo 95227 Jg Fireplace CONSTRUCTION LENDKRUNKNOWN Total Valuation Is Filing Fee $ 10,00 LENDER'S MAILING ADDRESS Permit Fee ; ARCHITECT OR ENGINEER 60-S D72 Anm LICENSE NO. Plan Checking FeenA4 Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING A5J6RESS f 02 0 Penalty $ BUILDING ADCRESS Rzg Permit fee $ L , 5— __. 'PLUMBING PERMIT Filing Fee 10.00 35 S6U h G4T�' ` Each Trap 2.00 24 9 5CU8 Solar or heat pump water heater 20.00 LOT NO. =NAME PARCEL MAP Water piping , 5.00 Each qas water heater or vent 5.00 USE OF STRUCTURE SF ❑ Duplex❑ Mobilehome❑ OtherC00 42a444-4' &J40,6goC& SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 5.00 Mobile Home S I G I W 10.00 ea TYPE OF WORK New ❑ Addition)9 Remodel ❑ Utilities ❑ Installation❑ Other ❑ Describe work: (Ail tll-�0 use- Describe Permit Fee $ LIT - Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service 600V OR LESS 100 AMP OR LESS 10.00 Main service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): ❑ 1 am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification. ❑ I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST. DWELLING OCCUP.N) OR ADDNS. ACC. BLDGS. / yzQsgft NEW CONSTS MULTI -OUTLET NON-RESID BRANCH CIRC ITS F� 2,50 ea V /POWER APPARATUS e\ %SINGLE OUTLET CIR. Ex. OCCup(OUTLETS OR FIXTURES 20 0< eALO 30 FIXED PR Ex. Occup. OU LETS (RESID )EA./ 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 Permit Fee $ �QC7 Contractor WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ Ishall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. MECHANICAL PERMIT Filing Fee _10.00 Heating Cooling Hood 3.00 3,d Ventilation Permit Fee $ �.(`�f7 Contractor 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. 1 also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said County in consequence of the granting of this permit. X Date Signature of Applicant — Owner ❑ Contractor ❑ Agent ❑ An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST TYPE TOTAL FEE $ HAL CUA-1PARK I SCHL I FLD I CDF I PAR PD i HD. ISSUE, This permit is hereby issued under the applicable provi- sions of the Butte County. Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By Date PERMIT EXPIRES Date Receipt No. �LL WHITE-O.P.W.. YELLOW -ASSESSOR. PINK -INSPECTOR, GOLOENROO-APPLICANT COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Dr,ve, Oroville, CA 95965 PHONE: 916-538-7541 DATE JUNE 19, 1991 James J. January 10293 Cohasset Rd. RE: Building Addition Chico, CA 95926 A. P. YP 40-40-50 With reference to the above subject: / / Attached is: Application for permit Mobilehome Utilities Installation Sheet Building Plans Mobilehome Installation Information Sheet Engr. Calcs Typical Plan Sheet Owner -Builder Verification Form List of Codes Enforced OTHER /xxJ We need the following information: Permit application signed and completed where indicated with all copies returned. XXX Fees of $ 1175.50 payable to Butte County Treasurer. XXX Certificate of Workmen's Compensation Insurance or check exemption statement. Contractor's License Law information or check exemption statement. Complete plans in including plot plans. Plot plans in Structural details in Complete plans and calcs in by registered engineer or architect. XXX Energy design :iii OR STATEMENT OF NON -HEAT Street and drainage improvement plan approval from Land Development Section (DPW). sets of plans in accordance with the changes marked in red. X Sanitation approval from Butte County Health Department at: XXX 196 Memorial Way, Chico 7 County Center Dr., Oroville Skyway & Elliott Rd., Paradise Planning approval from Butte County Planning Department, 7 County Center Drive, Oroville, for Completed Owner -Builder Verification form. Recorded copy of deed showing Recorded copy of agricultural acknowledgement statement. / V OTHER SEE ATTACHED LIST ALSO NEEDED: 1) Chico Urban Area Fees 2) Hazardous Material Form (mailed to owner 5/7/91) Should you have any questions concerning the above, please contact JOHN HENRY of this office. between 3pm & 5pm Yours very truly, JFG/aj William Cheff Director of Public Works J.F. Glander Chief Building Inspector d' a PROVIDE INFORMATION AND/OR MAKE REVISIONS AS FOLLOWS: NV�ep 05 The proposed parking lot occupies a record easement for access and public utilities, which is not allowed. Revise site plan accordingly. Q� The parcel lies within FEMA Flood Zone A. Provide (monetary) appraisal showing that the addition does not exceed 50% of the value of the existing building. Otherwise the engineer must establish 100 year flood elevation and show that existing building and addition are elevated above the flood n 11q� level. b Provide design calculations and details of anchorage and reinforcing of tilt -up walls for erection loads per Uniform Building Code Sec. 2616(b). Calculations and details to be stamped and signed by a California Registered Engineer. No -r STrf-M P6-0 . Q� Address Uniform Building Code Sec. 3802(b) regarding wall openings and Ca p sprinkler system requirements. Evaluate the existing building as it relates to this code section and the obstruction of exterior walls by the new addition. / The steel building calculations indicate a wind design speed of 70 m.p.h. Butte County requires 75 m.p.h. wind speed design. Revise design accordingly. XSheet one of engineer's calculations indicate, "Use 15 PSF max. Butte County Policy," for wind load design. Butte County has no such policy which limits maximum design pressure. Butte County uses U.B.C. wind design criteria. p� Provide notes on plans which addresses U.B.C. Sec. 302(c). e( -S� Calculations indicate 2000 PSF allowable bearing pressure. Butte County allows 1500 PSF without soils report, with appropriate increases for width and death. OK Provide number of employees to occupy building and demonstrate compliance with X. Appendix C of Uniform Plumbing Code and U.B.C. Sec.705 regarding restroom facilities. A X Provide design and details for canopy structure. X. Provide verification that existing concrete wall between building B and D �� complies with thickness required for 4 hour rating. NOTE PAPAPET THICKNESS ON PLAN. 6&+VC A- CVAlC rlM q�l The permit application was made for a "c use if heating or cooling is required. foam plastic insulation is to be used, provide evidence of compliance with U.B.C. Sec. lVo-r 4(-5e-,0_ Provide minimum reinforcing per U.B.C. Sec. 2625(f) for tilt -up walls subjected to seismic induced shear. Coordinate grid lines on building plans with steel plans. � v 1 Provide coordination between tilt -up plans and steel building plans. / Coordinate connections at sidewall and endwall conditions. Coordinate eave heights with both plans and with panel heights. 05( Strength design method used in canopy support requires factored loads to / be consistant. h MULTIPLE FAMILY.AND COMMERCIAL PLAN CHECKING GUIDE Bldg, Permit # /3 ?O 7/ A. P. # -P�O -JtO -- $O OWNER ��tilE� SDi✓ Com/ ' A. GENERAL 5/89 s�zB��J Zoning requirements (sideyards, parking, special conditions, Planning approval). _,2. Valuation. X,50D K 2 z "�3G3, 0a0 Signature by R.C.E., Architect or Building Designer. Vis! Improvements and drainage -- Land Dev., DPW; City of Chico; City of Biggs. Complete plot plan with dimensions, easements, other buildings, and other per- tinent data. ,6! See previous permits and plans in file for expired permits, change of use, violations, etc. Flood hazard. SONE A P(,,9-nJ sfGa�v 5 PfI2K/�V� GOT o�J EA-s'E7vl E�/T /t/CrT' , fG /_,9 avFD D 00B B. OCCUPANCY REQUIREMENTS �� 93 - i00 �ivf //7- 17/. 1. Building use �2' � �®uS� 1� 2- S,4LES 2. Occupancy Class - 2 Type of Construction - T73 7 (/ti 3. Building floor area sq. ft. Occupant,Load 4. Total allowable floor area sq. fy.- CC Basic allowable floor area sq. ft. gCE C��NfJLYSIS Basis for increase QAJ P(,+A) Compliance with occupancy group requirements (Chapters 6-12). Occupancy separations (Sec. 503). Area separations (Sec,.505). Firewalls due to location on property (Sec. 504). Maximum height requirements (Sec. 507). Attic separations (Sec. 3205). 5F/Z//1KY ,Y Ventilation and special hazards req�ae�- Chapter 6=12).� Fire extinguishing systems, 20 s /50 linear ft (Chapter 38). Fire alarm systems (09 Sections of C12). Mechanical code requirements. (Grease hood w/fire sprinkler system - Chap. 20). Health Dept. Plan Review - (1) Restaurant Act; (b) Commercial Pool. Smoke detection system. 7. Fire Dept. Plan Review and/or Fire Marshal Plan Approval. Electrical Code Requirements (Pools or hazardous occ.) (Art. 680 & 500's). _,3A:' Physically handicapped requirements (State Law). C. TYPE OF CONSTRUCTION REQUIREMENTS �! Fire retardant roof coverings (Seca 3202). Parapet walls (Sec. 1709). Toilet room floors and walls (Sec. 510). Physically handicapped (per State Law). i Guardrails (Sec. 1711). __61 Detailed types of construction requirements (Chapters 17-22). Proper roof pitch for roof covering (Chapter 32). ,8! Attic access and ventilation (Sec: 3205). Roof drainage (Sec. 3207). Sk37.ights (Chapters 34 & 52). l! Stages and platforms (Chapter 39). �. Interior wall and ceiling finish (Chapter 42). Fire resistive requirements (Chapter 43). MULTIPLE FAMILY AND.COMMERCIAL PLAN CHECKING GUIDE (CONT'D) 5/89 C. TYPE OF CONSTRUCTION REQUIREMENTS (CONT'D)- Wall'and ceiling coverings (Chapter 47). Glass and glazing (.Chapter 54). Human Impact (Sec. 5406). Foam plastics (Sec. 1712). D. STAIRS, EXITS, AND OCCUPANT LOADS General Exit Requirements (Sec. 3301 .& 02) (Post occ. load, etc.). /2' Number of exits, width and locations (Sec, 3303). ,3! Doors (Sec. 3304). ,Ar-. Corridors and exterior exit balconies (Sec. 3305). �,5! Stairways, rise and run, width, winders, and construction (Sec. 3306). ,,6^ Horizontal exit (Sec. 3308). , Exit and smokeproof enclosures (Sec. 3309). Exit signs and illumination (Sec. 3313 & 14). ,--3' Aisles and seating (Sec. 3315 & 16). Exits for occupancy groups A-E (Sec. 3317 - 3321). E. ENGINEERING REGULATIONS, DESIGN, QUALITY, MATERIALS, AND DETAILED REQUIREMENTS Complete plans sufficient to show how building is proposed to be constructed and to verify conformance with Chapters 23-29. Plans must include plot plan, floor plan, foundation plan, elevations, and complete structural details. Energy design, calcs, and necessary details (State Law) & compliance statement on plans. �! Veneer (Chapter 30). / Chimneys and fireplaces (Chapter 37). Plastics (Chapter 52). ,6-:' Excavation and grading (Chapter 70). ,j�7' Continuous or Special Inspection (Sec. 306). ,_8'. Factory or other certification. ,3' Soils or compaction data. Noise regulations. �r Footing reinf. Min. Two #4 bars (cont.). Engineering Calc(s) should include: / (a) Roof - Ceiling. (b) Floor - Ceiling. (c) Foundation. (d) Walls -- Large openings? (consider lateral). (e) Lateral: (1) Roof Diaphram. (2) Shear Walls. (3) Anchorage & Tie -Downs. (4) Connections thru-out. (f) Retaining Walls. Complete building material specifications. X7'11-r-d,P �/GGS �cS ��T�o�c% S7l�sE r A10 FO K_ Ste/. "Al -75 ' 6776M . XI Tin/' — /50 x 8O _ 12 000 SP (G✓��E�/O�SE J . J /2a�o 500 = 2� �o •DQE- EX/T /zt- 1 P)eo UIOev a,C 75 G o ¢5oa SF (/ZET�I C sit E5 _ O S o .: 7wo EX/ TS 96& D -rGvo f',Qova�-o a,� 491 4,crkq�- C71Z .s Fa ,e- BUTTE COUNTY SCHOOLS DEVELOPMENT,FEE CERTIFICATION FORM (One Form per Building) A.P. Number 0q0" 1 d0- OSd Building Department No. School Districtc&c ® City D County Jurisdiction Property Owner vy :5e CO Project Location/Address i`�5"' 56a4h9Ade C -f' 61t* 0 CA - Subdivision Lot Number Residential Development: a aD Sq. Footage # of Living MHI Addition (Group R) Units Commercial/Industrial: Sq. Footage (O��D New Addition (Including Exterior Roofed Areas) Building Dep ment Representative Date (Floor Plans reviewed by School District Personnel) District Id No. + KiwnL: School District certifies that 1 (Applicant Name) (Phone Number) (Street Address) City ate has complied with the requirements of Resolution No. i by the payment of $/ representing s School District Representative PAID BY CHECK N0. REMARKS: Zip Code) uare feet': ,, /-7)9/ Dake' 1 BANK NO PAID BY CASH J I` white -applicant, yellow -building department, pink -school district i SCHOOL.FEE (8/88) i BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER ��'L APN Firm Name The Danielsen Company Inc. Address 435 Southgate Court Chico, CA. 95928 Nature of Business Food Distributor Contact Person Jim Danielsen Phone # 916-895-3187 1. Does your business or that of your tennants handle, store, or transport hazardous materials? gNO ❑ 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 evironment if released into the the workplace or the environment. "Hazardous 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 4 pressure), or formulation containing hazardous material? P( NO 0 YES If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (916-538-7281) for a review of the project. 3. Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or school site? 6a NO OYES 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? A NO 0 YES IF YES, contact the Butte County Air Pollution Control District (916-891-2882) for permit requirements. Owner or Authorized Company Representative/ tel BCEHD BCAPCD The applicant has me is meeting the applicable requirements of Section 25505, El25533, and 25534 of the Health and Safety Code and the requirements for a permit from the Butte County Air Pollution Control District. 0 The Above Regulations Do Not Apply To This Facility. BCEHD Signature Date BCAPCD Signature Date WHITE- Building Dept ❑ YELLOW- Env. Health ❑ PINK - APCD ❑ GOLDENROD -Fire Dept. h N&A10 TO F/Lr : Z{0 - 40 - 50 1"6/1 N1/7T * /37O - 67/ L h`7�: 7 3ol ql f6 -le- ag C Sur,,leS Th"/f /W 6c-IWa TO SO lr/idE ff�/D J�E: �'�/l//Z�5 ®J�E"iV/�/GS O•fJ 7-'GtJO S/DEQ 012_. Jg/ZC X�7aWl" C 9RTrE Zbotlr� �ir�E �EPr 14110 RJED 4 Fkzewc Fleo*�, T�%s /F O wlt/cic-& J, /C. xle4� .. � ���d e � • -1 . a , r � 1^. � � '� ti . e o �� � � � ��2 � �� 1 r .. •1. . ., . ,i. • � o � a � � �' f . .. o _ .. . .•.. v. � .... ��1 ���' d � _ . ..� .� � ' 1. 'a � , n ? l . 1661=fir 30 1'1 Ott 1 616 3421.66 J..J JANUARY, -ARCH. /ENGINEER 00'PU2'"\ m C.G � � Cyd �.4L4- rtii V. 1 r j LEACH FREE t 5ET5AGK LINE ` �N? q- - 75 xoo X24 MON- '9b i000�,.5 I TANK fit. FLOOR <N> IGID + 100' OrTRAF / 5Y0. 2' LEAGFi LINE NEA. x VA 1.4 UNIMPROVED AKF-A51-M UF I . T. PAVING — - A.i✓. aN . � �N> 3- (,I-A55.D. L.A55 GOMPAGYED ' 6 GLA55 2 A.D. TO 90% M. DENSITY ON ; 15 LINE 2' COMPACTED 5U(56RADE TO t 90%• FOC,; 5EAL A G. 15' CyAT� 1� 06HIC�I-�� 4IN LINK t"ErtdL� f W/3 .5TRAN05\ 0F, BAR �D WIRtr r . <TO• �f; •REL-DC,A7�r?> � ` `i. RELOGAT ED , CHAIN LINK AL ;' @ ^ FOR ' --- MODERN BUILDIN1.3 1--:0. DANIELSEN CO. � ` ^ � ' � JOB NO. 5-73197 � 0 ` "A" "B" CLEAR SPAN CLEAR SPAN 24'-0" 24'-0" 1.0:12 1.0:12 150'-0" ' WEI8HT OF L- ING ONLY _~� 1�'0 Pq��- FR4MFq �.'�� ,OOF C PER UBC 1988 = JOB NO. JOB TITLE MDOERN QUOTE NO. :SCRIPTION BLOC�`�`� GS SOX«x24 G��D�� G�JCDOX�SXZQ'� DESIGNED BYR�P CHK'DBY4 -2 -vLotl i2 20 �� MPS XP.'G� UP�G as 5�15M1G 3 25 6AY52Z-qI DATE 2" SHEET NO. 6 F LIT — : 71 -! -.71010 -- -'- -- -'- - - N : c. jD IL - -- - - -- . - --- - - 4 V JOB TITLE M oDmm E)Losi . W. - r *ESCRIPTION JOB NO. g7 U. QUOTE NO. DESIGNED BY @�p CHK'D BY DATE SHEET NO. 5T-RUGTUF . gg. 7, .A4P- -�oNE . et 11�4-60 m P, PAF- PuI`Z.L Qeb C�= -1.1 .. p� 1�,q�1.1)=-1Q�.Sq Psi sUc�T�ory - — , - WAL� t-L.EM6t4rA (SPAND2leL 5MD (:;$ r- +1,2 4 -1,1 - - - - -0F AREA ! ?ilANe>veet7s _ 5�15M I G 2G�5_'. R MA►r� `u -RAM �__(,80-wioe) gLD6 ----, -_. W� = S.o 10.0 ✓ -- - - W-t-itTWALt. = C12�'5 �t 5,� ��25�(2 �2� = 2v� (025 ' i f I �TTI/1 _='.�375{'Zr7,fo25� = �,b4k 1:•'Dc' SW_ lltte Ount '" t� .. t f y aryl r r' �� f • BUILDINGrDIVISION�j DEPARTMENT OF DEVELOPMENT SERVICES • 7 COUNTY CENTER DRIVE . OROv(LLB. CAUFcWwA 96986-3397 TELEPHONE: (916) 639.7541 . FAX (918) 5392140 Building Division Fax Cover Sheet Date Time // D To Individual ���� d4ane Phone 9 Fax From Phone Fax # of pages being sent (including this cover sheet) Message 6 PAGE 59 OF JOB. NO Gl BY: ---AJ— DATE: 1 b/c'l I PROJECT PM' E-L5LM A9�5 N Jaynes Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 19161342-1386 T RP,N S F EIw. 1;2=F- S+AFAF2 -tO ; 1 t�)E WAL LS T(WU `ZS-A^N r9.Ev 6EAr-4 S A-1Tpc o To P'xw Et.S , W 3�� x 3 I f2 E'TAi N E L W/ I/2'' � x C .i/21 { I I LI I �'OJ I r- 6Ot-T AT'rpc+4 T,�3 5 PAN nr - r3 MS�i2' 0 F 3/ FI LL E i K&-uL� EA. 51 n E a F f2ETai N Ef, , F• - See G F -A, bA-T j CE' EA. SIDE ro.2sK D ISTKI1:3uTE 51 NG LE 62/5•cF-0 15A -f 54+EA4 OVETz 3 BATS TOTAL. ` I B�/4CEI�� 2 UIJ k3 Eta, ';�5A:. (2ETA I N E)2 VIER `f 5 M ALL WEL0iN G EvC-2l -OTREe PST'AI NE-� j 2 x . I C� -, c= 'Id�x ' HMI kWIK I3oLT 2,f= e,LT- BUTTE COUNTY , BUILDING DEPARTM@NT APPROVED, -� . 333 04 V =2.13 v-/ ,-,LT (INJTegw 300o psi) >,553 0I-' x 3 x 1, 33 = I . I �- > c,0'4C,1S'Me COX Ti�� 7- 41,,o Gt�A L.L . 7ff<C�5 /�/ f�L.�r✓�"- �Sf//Z eno F SH -EA -P- TiFANSFeR tj+2U 5p^NpgEL gL-TA I N EYZ WEA -0 EV E�t2.'( OT+i G:P- SETA! N Ell I;Je G' J-S"q c (WE-1.12 P-C-TttiWe?- it-' 1j AW44z ONLY) I&C-ArM FiLLl`T' PAGE OF JOB. NO. 2 BY: --J ' DATE: 10 141 PROJECT: L ->,NN I &UElN APQ N 04 James MM Joseph. January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORMA 95926 (9161 3424386 SHE7P42. VvALL ANALY5 I S S VyA LL G 112EN-T ICAL P,AN FELS) �CYJr L�ANE<,,UO.11; @ 5InE VVA(" LS 56sml c� V ` .1315 w PAF- 54-tA . ( 2 5epcEv 5Pq S) \/1 - 2 x C.. ?-S = 12.5I` 251 25' 255.1 251 2S1 rz51 saK I 19 k M = 2X 2S t S.�ix 2�Z � 123.151` Vn X3,1 Is A-1 LOWAe-LIG PANEL_ WE,Grt-r C oNt- S EL) "tP = , 0&1 x 251-=- x-3.1 K Sestrtt c. LcAip yJS = ,12v75x 43.1 = S.�►" PSN EL .=�NE;g. WALL C LIN E . 2 OT" el i N S 09Ee- i 0AJR^NL--L: 01 M ENS1104S . ANP SlfiEAP-S SAME /VS TI�E� F'vRE A-�� U P�'fE yrs �'�1< Wi4tl. WI T40 UT. sl��rK- (zl= tnli T-(P.IcAL PANT=L @ LINE .I .A. ;TNN A W ITWIL/T 546Al2 f:V-EINF. _ ..... WALL , OANELS DUNE 2 I&jWN . G �J A DEQt ATr-- AC. &WA4 I,,WL L VVI`-00il 5H ivlvaF, I 19 k M = 2X 2S t S.�ix 2�Z � 123.151` Vn A-1 LOWAe-LIG 12 x ZS 100X1.4 x.a;K + % 4� 25)< 1-2- 25 r126,25PZ +,2 12r2s�sF,,S x,4�x12x2S = I` WALL C LIN E . 2 OT" el i N S 09Ee- i 0AJR^NL--L: 01 M ENS1104S . ANP SlfiEAP-S SAME /VS TI�E� F'vRE A-�� U P�'fE yrs �'�1< Wi4tl. WI T40 UT. sl��rK- (zl= tnli T-(P.IcAL PANT=L @ LINE .I .A. ;TNN A W ITWIL/T 546Al2 f:V-EINF. _ ..... WALL , OANELS DUNE 2 I&jWN . G �J A DEQt ATr-- AC. &WA4 I,,WL L VVI`-00il 5H ivlvaF, James Joseph PAG EO JanUary JOB. NO a ARCHITECT By:� DATE: I CACTI ENGINEER 10293 COHASSET ROAD i CHICO, CALIFORNIA 95926 PROJECT: PAN I e .X70 A PON 19161 3424386 Ll�w� SNE�lz___VyAILL A -N^- L` S. IS CO SICC- WALLS �coNf� \NAuL LI N S e>TN N , A 106 LA N .2 25 . 20 3 2 2 12 I� Vu / I ie ` 131 S x 3 0,1 W12`,�13c wis .-- 41.5" V12 1315 = .131sx41.s = s.�K I N �� a � 41• ,� 43-I � 41 A `� �- &Y . eANEL, elGIn1TIM � - 20" Sj'RI P i �,$ I Z:65 23 201 20 3 2 25 . 20 3 2 2 12 I� Vu / I ie ` 131 S x 3 0,1 W12`,�13c wis .-- 41.5" V12 1315 = .131sx41.s = s.�K / J X14 Y 1¢ bISTR1�v�E (�ooF 5tWAP• &Y . eANEL, elGIn1TIM MC -7. I( 11 ScLl7 I•�3, - 20" Sj'RI P i S v �-. = I. 1211 �II _ 4.34 1 asrel� � o, is Alr A PAN e- 14- 1?- =1.43 PANEL 16 P1ss�,n = 1,4-3 4s.6" �C ,02 James Joseph PAGES OF January ARCHITECT JOB. NO. 4�o- BY:__,J_d-- DATE: I a/4 I ENGINEER 10293 COHASSET ROAD PROJECT: QAN II_�Crl �On N CHICO, CALIFORNIA 95926 [9161 342-1366 WA-LL,. AW&L`1S'IS lCorJl,� IvTW\n1 G WA` i L Cv U N E SA j / T r I II I 12 13 (� 12 12 1.43 . 12. 02! 2v - R«OF 41SI,3, 4 �5IL PAN TPS �2 LOA b to ONE ISI E2 2,�6vn_ M� = 2.a� Is =Z 5or No 0,T. G,S�i2��.2S�at;.2x�.sxr2x5� 14 X15350` x`✓SX.P�xCo.sxl2=2�0.2p��%(a,5 _ 'PANT=iS .12 1 157 V to Fr71-tI�S Pref�J bj INSP&C-TIUP4 o10EQU^T'6 kvlTNuuT' S f eOnrF. i�R-S� � v _ x•32 � .4 � I � � I�-- . , . } U� r 3.3 ri S.s x 2-0 Q?(- -}- 4-x lox I2 , a--,—'�- . . �K) V e PAGE 1 OF JOB. NQ. BY: d _ DATE: I b�ql PROJECT: ��""t�`"S� fi""" IS44 FP42 �l/Yl �N /�`L^f•S S C: S 1N� L S VUPel.L @LIN E rj OTN N 19- Nj h , (o J J Ja ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORMA 95926 (9161342-13869 (CCNT) ASO K > 3�-,'Lk NG SHFI�- �►�!F ��Il� L Pe(NI 01-'ra UTE `l -T o PI Els Pv� Ili 154- �/�� , of � •°I °I Xo� /c. a� 3000 � (1�12C1,2S"k 3a�o•"I'�•2XIIxl2xs,s S.Sx.bxIxl2=�1•a�' Cf - jsx17 N c'._SI�i� eo�F. \V^t L S L INC S "N. LINES A C:Y ALL WAI-L PAJYLD-S AOEOVAAM f�S SffeArt VVAL" byITHWIT SNC--�►iz � � HF. James Joseph PAGE 4 OF January JOB. NO. 2 ARCHITECT BY: DATE: I CAI ENGINEER 10293 COHASSET ROAD �AN i �L SEN re/Ac)N CHICO, CALIFORNIA 95926 PROJECT [9161 3424386 S464r(z WALL NALY� � J_. c2 510E i\Jr LL,( CCGNT, j 1A JP►LL. 6 LINE S eTwN , G � J z3 -?5 90o F 5H E 2 6.5 12 r..S 2 60N E bv-ACEX2 TipN,GL StiEAw-S 2 _ W25 - 3.1 M` V23 S .1am-SX w24 I ST21 e>vTc- . 'Roo F 50EArl- PP" E L- P—[ 61 til T1 E-4 pauEZs 23 Z2S. 23 2s. .+ z3 26 - '1 5.9 '36,5k -?5 90o F 5H E 2 6.5 12 r..S 2 60N E bv-ACEX2 TipN,GL StiEAw-S 2 _ W25 - 3.1 M` V23 S .1am-SX w24 I ST21 e>vTc- . 'Roo F 50EArl- PP" E L- P—[ 61 til T1 E-4 pauEZs 23 Z2S. 23 2s. .+ z3 26 - '1 .�145cko� 24 Ar3 55 I.4 3 ,his 12 VQODF+VPnx 9.5 PAGE 3 OF JOB. NO. 4G"-- BY: G2By: DATE: I Mall PROJECT: I�IE4�t�JIN James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 (9161 342.1388 S 4G,MZ WALL�n,�L'r51S C 5I►'C- WAL LS (CcrlT.) ..._.__�. PAN 23.E V 2s �lT?>T n Co VGA 2 K 5o > tq, �� �� No Sw^e— re(t4e (Fa `y t2^N EZ- 24 TI�Kt /2 Lc)p C 1-a ONE �IE2 3.0 = ak do M ,T. + � � 12x8 — �•SNI2 � 2 F -3t4E^R- WALLS GZ LINE 6TKJN u NES L/,- '-,j At -L. WALL- PAtJeLS A -S 51�1�. I� I r•, �. A Dr:;-4U^TE W 1140LIT PAGE 6',C-1 OF JOB. NO. 4( 2 BY: --X J. DATE: 2 - 0 PROJECT: •�W4/ SE.-/ '4W.-1. /98:9; 700 SP C .4 Ho - Wk t,C 2Ec�i� Q�pt ESS/0/k c -V wj N0. 3379 VI1. F CA1.���� fik,C- HP0M, 730 75 , AAF -00 iA!5;0 15 350 sr 000 oug 5 -5N lVe J4=lo1 /370- f/ BUILDING DEPAFITMLr 0 ice✓/L I� /�t/G Jaynes 0-4 Joseph JanuaLry �/LD/NCv ARCHITECT R✓ - Z ENGINEER U 10293 COHASSET ROAD CHICO, CAUFORNIA 95926 19161 3424386 Q�pt ESS/0/k c -V wj N0. 3379 VI1. F CA1.���� fik,C- HP0M, 730 75 , AAF -00 iA!5;0 15 350 sr 000 oug 5 -5N lVe J4=lo1 /370- f/ BUILDING DEPAFITMLr 0 ice✓/L I� /�t/G 14 : 0-4 fh'EE Zed �/LD/NCv {� R✓ - Z GU��'EIi/OG1E E �-N ,B(//LO/ti/G 17 G - 2 !�/ff.P�fi/OUScc E �-N PAGE Ce - Z OF JOB. NO. 46 BY:— DATE: PROJECT 1,c.1,,4G rsi s c.-�77, G �x�-T1oN ©W James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 [9161 3424386 ,4 -Z/S ' A14�7r� : 41790 AACW 4i5,A? Ali46 /fEq„a, BTw•v. NPc 227 -Al 7ll-�v 9,9x 75-�- 5-5X /7D = /53 So `� % �✓' �l /OTE : ¢ 14,r ARS 5Ei°' w.4e-6 STa/.v. 7711' M7 -N yit/l�gLC. A?,C-A 7hz,47 Gl/E .W1U- 43'//LD/iVG, ';07 " %OT•4G Af44 = / 5,--350 ,1 720= 1&(:2 74 ALGOGU, 2 f/R. A.t� 5E-� Gvi9�G �PE�PD, BTGvN. 7%'E' Jltil S=TN U }? G Gam. �9/t'�f� -- 8. �� .: � ✓ � a�/ , f, ,� / F /- 43) H77. 24 1•�.� /A1 1 --lb, BO.�IPD PG�sTic Go.4TED �cx/T.4/N�pS �G�4SS� ccrn�a�,f�. T�0G,E B/,105 .- �!/TOrlil•4T/G �/,f�E 5/'�iE? SY.ST.E+�Lil NOT�EI�� - yivloKr DETEGTio�c! sYsiEti'/ �s �EQL> NO, E�9, �4• !�E . 45' ,4 -Z/S ' A14�7r� : 41790 AACW 4i5,A? Ali46 /fEq„a, BTw•v. NPc 227 -Al 7ll-�v 9,9x 75-�- 5-5X /7D = /53 So `� % �✓' �l /OTE : ¢ 14,r ARS 5Ei°' w.4e-6 STa/.v. 7711' M7 -N yit/l�gLC. A?,C-A 7hz,47 Gl/E .W1U- 43'//LD/iVG, ';07 " %OT•4G Af44 = / 5,--350 ,1 720= 1&(:2 74 ALGOGU, 2 f/R. A.t� 5E-� Gvi9�G �PE�PD, BTGvN. 7%'E' Jltil S=TN U }? G Gam. �9/t'�f� -- 8. �� .: � ✓ � a�/ , f, ,� / F /- 43) H77. 24 1•�.� /A1 1 --lb, BO.�IPD PG�sTic Go.4TED �cx/T.4/N�pS �G�4SS� ccrn�a�,f�. T�0G,E B/,105 .- �!/TOrlil•4T/G �/,f�E 5/'�iE? SY.ST.E+�Lil NOT�EI�� - yivloKr DETEGTio�c! sYsiEti'/ �s �EQL> PAGE �-G'- =3 OF JOB. NO. BY: /✓✓ DATE: 2 - 22 `!/ PROJECT. 44A-11Z4-:SKti/ 14DVA-11 774,aL,d-: 84 /07 James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 [916] 342-1386 odav topTf>i =-- Y�7��P�,4 ro yGoap /giP�✓9 �',¢Tio . _ / ; 75. — if/%�X. Si�AG/NCS OF ►SENT c,�ti/TE�S = /�,�� /!%lf4X, p/S7�4�t/GE Fit�OM Gv,4GC. Oe G!/.f'7i4/ti! BD, iD K,45N7 = -5 Na�E REa�r�r�EMEs PAGE OF JOB. NO. 2 BY: --5W DATE: PROJECT, �FNIE-+`-c.�Erl AuvITI�N James MM Joseph HIM January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CAUFORMA 95926 [9161342-1386 cALC, ULAT IQ SI-1LC--TI NOE x PE51 Gtil TTP. EN0I,IALL FTG•ExIsT�FT6,cf4Cc- 1-- T'fP 51pEYvALL F-76. `COLUMN NG E�,t<L7G. FPErAM E 10N S CcaLU M N FTG . CH �-cl_ i ANc Hq2 6oLT ASSEMOr f 4^1 2 F;:) N TIES IN SLP. T ILT- U!" P/^"E.L I)E'51GN L.0^tOS TILT- UP PANEL DE -516N 6ccN4rc'uTE!2. CALCS), TTP. 510EWALL PANEL. (MIO NEIG0{T) TIP. 51t)EV,^LL PHNEL (PA(ZAP�T T'f P. ENO WALL DANE!. S ��`�, 1! 1 O `TYP E:NO WALL PANE=LS 1�20,Z.1, 22 Trp. J�� C I ZI t0!2 PANELS ► I j I� JAM!C 121 Ow- PANEL. 10 JAM6 @ 112' OPNC, PANEL 23 SHEP*9- VQALL ANALYSIS ENDW^LL UNE G SEISMIC-ChFE-Ck ENDVVALL Foo1'!N6 LANE G S E I S M IC CHEKt- t= -7N 0VJ^LL F00*INC, LINE J (_EoGew- (=cNN, 'i--I"ANPeC-L 15M, :fOK N, NENv Pte' PET ICU12UN /NcH::b42S SP/40jL-)eEL IvM, c T4N, TD WAL Li p^NLL DVJLS, �N[7wALL- CH<* -0 'LE06ei2 SPLICE STS � L DG°• (,c/�'S' /n/Cofz/ZE�7G� �E3/�NE1, 70 �IPf/ . Coy , Fav r11 v� WOZe- �o-F n"f-w RNG E I 2 Z 4 S G-6 1,10 11,IIL 13)14- 15) 3,141S) IG 11/16 Iq, 2.0 21.)212 23, Z,+ 12 3A, 24A 2S, 2GXAI)2�0%A 21, 28 29, Vj A,12`)13 30 31 32 3 ?, �4 3S PAGE OF JOB. NO. A& 2 BY.--'dd DATE: PROJECT: DANIELSEN AL2 0N. James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CAUFORNIA 95926 (9161 3421386 I%I GN Q^TR U FG c�pE . - I q av Edl'rloN UPz ��E 1,9 8g IE-Uf TI ON AILOWAIe.LV ScN L J?- IN (y, PP-EsSU9E DL o N L'f 15cx=:' N Z F DLt LL 2.0 PS,F Ca N c 9 E 7 E= S'.(. F -E -N (:�;T µ jr F N O. � 5 LA6 T 1, = 2500 1's l / . \Np-t-LS T1, = 30'�'c PSI �EINF'efe,--I N(�, 5TEEL. ASTM A -(�,- I S ST12UG; Uri- 5rEE: L� M(5C. SrU- L L -o LT GRAPE Go v AS 1` rte} A'3 (�, A'STy-1 A ,al , A32S iMETA�L, t3LI>6. PZEFEW2 T'o Mt-TAL E!�L06, MANUFil,'-TUKEP- Noct, p IA ISG )eNIIAE" S0145 APLIW � Qw3f ESS/p 1. JAN,. V Wm w N0. 23319 ►�l 0 VI1. 5E -15r\ I I c, Z_oN E.i VVI NrJ ExPcLSU12E� R-C)o F L -DA L7 S 60APE 2 IPOU& Fizz 5P- aFrrE? Za N I= 3 C (--15 Lr -c— 15 PS MAx U1TE G6. PdLI C T tion gu776- �®crc y De^v Lo^Lv FU*Ll N'S 51-I T �G 3 P5 F Fg,*." E 2 Ps F- L L_ = s ps LI U t✓ Ln ^-o L L = 2D Ps F '� �,wu�LE P�r� Ue✓� Tnr,L1. 23� . PAGE OF JOB. NO. 4C- Z BY: d4 DATE: PROJECT: �PN• ELAN �N' James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 [916] 342-1386 PPty E L FST I N G= ( TYP E N. b WA L L FST I NG s) (� OUIL�E C,VNTINUOVS 5W:-= P -r UNOEQ PANES L1 S E� '2c=7 1 PAN E L-- P YV N EA t76S P .IE- FmF TfZIt3, AIzEA = 2n',� 2. S c I2 LL= I4�, I'=F '65L-::�i%E r I2� U-TVL S 5, s'' PANEL Ujf, = . I SKS x s 2 b.3'= .`145 2I FTG. I,LJ, wr, jr- LF PIC F L 2. TYP E N L--) WALL. FTG, -2' o ' w ,� 12"TH K, C61N 1. PiL- �f�KuVln - = �; x 1 = 3S I2 v% UNtpee- GaP-5,f 0T� r=L6E b1570 -IN G of: Ex Isl'G PEEL- ON GeAnE I RT1UN. e>Lc�,S, D C—KIS7 i, 5 x 1 x 141 FT6. 6,PE0VATE Fe�) IE� VEY2T IGFL_ LOAv AL LOvJ ✓o t L l;RG -7 TL'.�60,tnn) W PT Eby = 2. I ti �.H ►c; ExISI^y S� X� FTG,. bTyuQ 01Z E> P^p FTI. Loc. @ P^NE`JTs, 12�F Lk'�vL = . x. 25I = , 1 G.S� PAUEL TP = .15,. G%2 h 26.e ' = (.L 2.11 b 11LF NEW -, 0" PAF^PF T- (AT" = ,15 x -1 5/11 2 x 3 �/l 2 �L Pew E,—Poi N T Lc,)^e rto Frc, = 2.531 N 2 0 FTS. �F = ,15x 5x�x I jr- LF PIC F L 2. TYP E N L--) WALL. FTG, -2' o ' w ,� 12"TH K, C61N 1. PiL- �f�KuVln - = �; x 1 = 3S I2 v% UNtpee- GaP-5,f 0T� r=L6E b1570 -IN G of: Ex Isl'G PEEL- ON GeAnE I RT1UN. e>Lc�,S, D C—KIS7 i, 5 x 1 x 141 FT6. 6,PE0VATE Fe�) IE� VEY2T IGFL_ LOAv PAGE OF JOB. NO. `+C-2 By.- DATE: } PROJECT: C)A N I E L,S 5-N SI OEWAL L P^N EL F TI NCS f��F` D L S x S12 = 5s'NANEL ' ccTr=,OSx 57�'�-1 X 24.3' _ 1.2s fTG, U -TF = 16 >e �i It7i�i R�� = I•°`'�/•S .� I,25' � x,25 James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 [9161 3424386 .01 K-LF- Tf r' _ Foc T 1 r., � : c bC Dy_ -FRA Ir -A E CELS METALLaG �ILDIN(� L.D, FAME �EfK?IONS b-fILL) ING CI:/LZ A IN lAdEL-uIC �ALcS) OL -+ L_L (z„ = I FP ,q I` (zµ= cl, 2V- DL4 WINCE c%AJPST 6PLIFT) DLI SEIjMIC- ("OW6T -EASE-) f2H ¢v ZT'I 51 x 5 I , 12 FT C. FTC. _ c� eT 2.5 �UL1 'N; G $I.BS = 2 °021 F�Ur"I ja -t-IP, SI PENALL P^NEL. F TI r.1y FI I - 3" x 12cav T-. FTG, � u .35; I IE,,ik 1./ . z777 J A 2 aoe) p5F 14- USE OL_ x cvt`F, FDIC... USc: C.oEF. FiZictloN - ,25 FRes�tT ' .2S x Zq = ^j .ZS �' meq, z At tro -1'oF Pa,iei FTU. EA SInE of . Ca L Fo�TI N G - �RcblSj = 4-I X 2,O�K 1c.,2s =. �Z.O ,L T� FToT k Wv 5 -#SEA. wA-T Tagpl'-, n.+WL, 110 gtr4-.1 L jP IDIN. -t'c�.TiL'j"WAL1.j CK) (]saN I E L SEN /6*OO V Fore. ; JOB N0. JOB TITL> e)bDb, Com. 13Lp� A�d � `5p QUOTE NO. DESIGNED BY 9-P CNK'D BY 05SCPIPTION eI.00� �E r0 D }: 4 Z4- % 1 251 DATE - ZrL-I SHEET NO,-I--jEL MP Y,?. , C IT pC-AC 4- U V VeAD 4- VAN, 9 IAy-1 q� �K 'k 2 a- 17�AC7 o, 4-" Tagpl'-, n.+WL, 110 gtr4-.1 L jP IDIN. -t'c�.TiL'j"WAL1.j PAGE 5 OF JOB. NO. A& 2 BY: ALI DATE: PROJECT. pp" iELSEN APVN James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 19161 342-1386 P' _ 1=c�Ti N G G� . &-LL �A�^'lE LS �carv1 ,) I C N EcK UPL!F T .°I 5Z-klF `t- F?bH WAIL E59/aGlNU (P(I. PJILVAlLlc BALLS) A-zumE N E`nlSIO fel 0I`JLT Uwt-1 F1 C CoL ef--'�C E v Fur = 0,21 x7m 47,(- ,A PtV 7,(-AVtV DL l o Col. f Ne'i .CbS'�25k�/Z -1,SS = -2,551` UPLIFT f'f%tPAlL-L — 13, II` P, E -T = I o,Ss v-- Nd UPLIFT 4:�Y- I Ave -Hole- &-IJLT I IIE F'26vl t7E e-Hoie Pzll-T ASSEMt 5L r VJ/*}!RUST UPLlf=r Arv&LES IDE-E-AGN t 1 E I�E12 GALL, PGS, �7,� v DLi LL CON01 T WN V F�20 M c LIAR -7 d N 4C.- }}AIRPIN TIE g,2 I e X1 2 3' -T'rP Foc)T'I N 6 @ �4-196. FP -10,M E wt_ AteF'6rU^t I- YjF+c-4E VOP,L L P>r I N 6 Oct U �S /%Nc.N012 Exc2LT A-SSGAAa (' 2- I!� A3ol ANcµcJQ t�aL-F tiv�Tl+Rus r � UPLI �T �NC�LES ,4G HA112p1N 'T!r VQ/ 3 5 011 SQ. AgtA VV/ Co k (fag W I, 4/W 1.4 W. W F, J tJ G" G0N c. SLA 6 James Joseph ��7 A /q I January I ARCHITECTURAL ENGINEER, R.C.E. BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 ��-7�/✓/1L .LJ CpEr� O� /`—r�/CT/ON �Q� 'SCA �-� r �GQ X Gt/ /�/ c7 Co�vc�ETc� I 1 � � I I 160 •Pcsrsr/.v6 I i4-v&wx awa ra Ar- all r G�/i5/E.PE al = /,vr. ori suPa Wt. =GUT Ori GGi�T/NG � /,�/D/CITES 190,PT/O1v Sh/F 4iP . /N CONC . = 89�. L O.�SC. f3 -B f/A/•P.q'rV �(/ = G'O�F. QF F,P/GT/OrV FOrP SO/C. T, .ion.. Ivo, 4&2 4. I JQ ARCHITECTURAL ENGINEER, R.C.E. BOX STAGE 99 CHIICO,.CALOIFORNIIA 95926 19161342-138KA� 6 �s4sriv6 •2 / 7s� t- , 2 ,� 2.��f . 2Yt.o�q�2oa�)�t 6'rz' a9%= 2� 2 NOTE : �/T -/- l/c-, C'/-ViVNOT a,=- T/fG W, W,, ,� =, . .BETyvEEA! SYS . 02 9 �20�> 25 = /45G2v# 7- vsE = X985 �iPES/S T/�vG = 45 -� 2 -_'' SO -Q f . 2 Y ;4.ssv�nT�o/vs /. NO TENS/Qti/ l/.4�1/E O� GOiVG�ETE /S AGLOwEp 2, �/o COrvc�PETG CO�vsr.��r/tet/ ✓oi�vTs f39�'�9GLEL //VST E/7,�7� /.S l't/O!/G1� hS1�YE 70 F�/L ,�t�j�OrPE G�TF�y¢ L Pf��45 !/.�C ' li/oULl� .U�vEL ate, -- ...•Pi9G.E 84F 462 Al James Rl. l.� Joseph . A ph Me Jan ry ARCHITECTURAL N. �,• F. ------ •ALJ �O/ �-./�i �(� �� BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 vt PAGE I OF JOB. NO. 4�(e 2- BY.- BY:- A -A_ DATE: 7-/°I 1 PROJECT: P-NNIELL&N AOoN -TIL.T - Ufl:�' frNG, VIJALL. 19ESI6NJ ISM I C. LDAP S Fe_ 2�TGPvi I= In _ ,3xI.ox,-lTY. cf-i-G,rIS FP= ,225 VJr IN IQ L'�) l_.oAI�:> S = I.3x1,2x15x I,o r- 22,4 P5F James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CAUFORMA 95926 19161 3424386 PAfa�PE"T-S 20NE3 FP N0. �S- bUTe Co. fou US15 P:F Md .iS E SEISMIC LOAD ON W/,LLS 51/z'l Co NC. Fe = ?2S x IS x S�Z = .dI S KSF SEISMIC 6,.::ve9NS PAF LOtAO S -"o PANE LC - PANELS I -Go, I I - I �, I "j -114, q -2-3-Z5 ALL sli9E'vvALL PANELS) No ��F �PVING �VERTIcA�L� P^w ELS 8l (clf,U N"CEe I�,ALANCEU e ) . Lug = ,mssx 2S = .125 Ic F Al e Ij✓ LL = I psF 20 2� 22 Ce SI�2�PArvFLS �" ) � ��2.5 F DL ATT = 12 ' 2 LL = 16 ►'S F. U,r",_ -- .0.1 (, x 200 r -L PAGE _ 12OF JOB. NO. 462 - BY: -1jd DATE: PROJECT: C)AN I ELSE N Awr1 James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CAUFORNIA 95926 [9161 3424386 LLT- U P LONG. VJALL DES16N C6,NT.� PAt,, E t<S 12,E I S I "Iyv I y, I OPNC� C US E 21 J1 M 1 Mo OL oe- LL POOF LrJ^0S P^" EL- V'fr7L = .15 xs'�2 x 2k 2 k Int bl(,rLF ISrn�L c.�s = ,015 x z x �2 = 01125 KGF Fc)Q 1 ^, FT R Wr. L Poo" NEts II 'I IG W/ 12 1-1 141 GPN(=,. CUSt 21 J%W)rS) Mo bL a LL RooF Lu^ps LA.-rnL _' .►Sx 5'�2x 2 xyZklb SC 1 S I L (),J"S = b 15 X �2 k�� Fv2 FT. APcI�Jt QC , PANEL. I C� 121 _1 GPN b (L° 2 ' J^06) U—Tk — K F 400 1C 1 �2 K �2 I Z oo PANE I. L-FPUL_ KGF �SxS'IZxIZx�2�11,25 SEis" ►L l.crs s .<515><!2 x 2 = b�}SI�I_F Foie EA. FT. Ae6✓E VIK- PAN E L 2 Vy 12 I x �) I O PN G. OUSE 3 I JAN 6 NO LDL o e LL f?vv F Lc-,P40� Pfw EL L 2 x x l "1 = 2.33a F Fr. A ZA p/>,t.IEL 10, 1 2',< 1 4' 6PN G, CGS' 21-6, 1, �M13, 9F U�JI2L _ .125 kl +3 x %2.s - ASII V -LF F (.LfL� . ``� X C 2t 3� x = 14`1 D Ie -'L F Pnrrl E UJPOL 15 s K 11, 2S = 2-16 4= SEism IL uj = .0 Is 3)x I2S = dS4 Iter ~' �, �i��� �HlS ������ �m —'`"~� Title :��'����� Mowewr l MIL? 4E16tt-r Scope : Number:^L��. Misc : �� Dsngr : �J�\ Date:�-A/ RL....................................................................... TILT -UP CONCRETE WALL PANEL STRIP DESIGN Page /| - ------------------------------------------------------------------------ DESCRIPTION >> TYPICAL SIDEWALL PANELS >> ------------ WALL DATA ----------- ---------- DESIGN DATA ---------- CLEAR WALL HT. = 20.56 ft f'c : CONCRETE = 3,000 psi PARAPET HEIGHT = 3.44 ft Fy : REINF. = 60,000 psi WALL THICKNESS = 5.5 in PHI : 0.90 REBAR SIZE # 4 SEISMIC ZONE = 3.00 REBAR SPACING = 16 in WALL : ZICp = 0.23 DEPTH TO STEEL = 2.75 in PARAPET : ZICp = 0.23 CONCRETE WEIGHT = 145.00 pcf COMBINE LL & ST ? Y y/n MAX DEFL. RATIO = 150.00 INCLUDE PARAPET ? Y y/n Ht / Thk Ratio = 44.9 MIN VERT STEEL = 0.0020 % MIN HORIZ STEEL = 0.0012 % Max. Vert. Spacing = 16.50 in % FIXITY @ BASE ---> % Max. Horiz.Spacing = 16.50 in (Always internally set to 0% when UBC method is used!!) --------- LATERAL LOADS ---------- -------- VERTICAL LOADS ---------- WIND LOAD = 15 psf ROOF/FLOOR LOADS: POINT LATERAL LOAD = # .....DEAD LOAD = plf ...HEIGHT FROM BASE = ft .....LIVE LOAD = plf ...1:Seismic,2:Wind ? w/s .....LOAD ECC. = in UNIFORM LATERAL LOAD = plf ADDL. DEAD LOAD = plf ...HT TO TOP OF LOAD = ft " LIVE LOAD = plf ...HT TO BOTTOM " " = ft ...1:Seismic,2:Wind ? w/s ----------------------- CHOICE OF DESIGN METHOD ----------------`----- 1988 UBC 2614(i) "Slender Wall'' Enter --> 1 --------- ACI Method #1: Eq. 9-7 and iterate deflections --> 2 >> 1 << " " #2: Eq. 9-7 w/ deflection @ Mn --> 3 --------- Empirical Method #1: Use Icr and iterate --> 4 " " #2: Use Icr and defl. @ Mn --> 5 |--------- DESIGN SUMMARY ----------------- Seismic --------- Wind ----| | | | Moment Capacity: ^/ �� | Applied Moments: �� | Mu @ Top of Wall = 1,490 l,QQM ^ '| | Actual Axial Stress = 14 psi 14 psi| | Allow. Axial Stress = 0.04 f'c = 120 " 120 " } | Max. As %: 0.6 * RhoBal = 0.01 : vs. 0.0045 % 0.0045 % | | | | Maximum Service Deflection = 0.108 in 0.109 in | < Heighthervice Deflection Ratio = 2,274 2,267 � |---------------------------------_------------------------------------| ------ FACTORED LOAD ANALYSIS ------ -- Seismic -- --- Wind --- Basic Deflection w/o P -Delta = 0.11 in 0.14 in Basic Moment w/o P -Delta = 12,566 in-# 11,455 in-# Excess over Cracking Moment = in-# in-# ' Maximum Deflection w/Factored Loads = 0.15 in 0.14 in Mu : Maximum Moment @ Convergence = 12,639 in-# 11,522 in-# ....Governing ACI Equation : 9-2 9-2 ------ SERVICE LOAD ANALYSIS ------ -- Seismic -- --- Wind --- ,^ Title : DAT, L�E�� Scope : Number:Qnq, ` Misc : Dsngr b Date: ��������������������������������������������������������������������-- � T'7 �ILT-UP CONCRETE WALL PANEL STRIP DESIGN ----------------- Page|� ------------------------------------------------------- Basic Deflection w/o P-Delta = 0.11 in 0,11 in Basic Moment w/o P-Delta = 8j957 ' in-# 8 985 ' in-# Excess over Cracking Moment = is, in-# Maximum Deflection w/Service Loads = 0.11 in 0.11 in Maximum Moment @ C nvergence 9,006 in-# 9,034 in-:R- ---------------------------- LOAD SUMMARY ------------------------------- All factored load analysis is carried out twice for each ACI EQuation; Eq. 9-2: 1.05D+1.275L+1.275W Eq. 9-3« 0.9D + 1.3W 1. 05D+1 . 275L+1 . 403E ' 0.9D + 1.43E Wall Weight = 66.5 psf W1:Wall Wt * ZICp = 15.0 psf W2:Parapet Wt * ZICp = 15.0 Vertical Loads: Seismic Wind P-Axial = plf Pu-Axial- = plf P-Wall � = 912 " Pu-Wall = 957 957 " - Total Service ------- = 912 plf Total Fact. ------- = 957 ------- 957plf -----------------------��-- ANALYSIS VALUES ---------------------------- E :57,000*(f'c^.5)= 3.1E+06 psi S-gross = 60.5 in^3 n : 29,000/Ec = 9.29 Mcr = S * Fr = 16,569 in-# ' Fr: 5 * (f'c^.5) = 273.9 psi Rho balanced = 0.02 , As(eff) = [ Pu:tot + (As*Fy) ]' / Fy 'a' = (As*Fy + Pu) /(.85*f'c*12) 'c'= 'a' / .85 !-gross I -cracked I -effective (ACI) Phi : Capacity Reduction Factor Mn = As(eff) * Fy * ( d - a/2 ) -- Seismic -- �0.166 in^2/ft = 0.325 in = 0.383 in = 166.4 in^4 = 8.9 " = " = 0.90 = 25,763 in-# --- Wind -7- 0.166 in^2 0.325 in 0.383 in 166.4 in^4 8.9 " " 0.90 ` 25,763 in-# C.OYLt }-Vj Fj?� Ie L: N 15}tOtf'IS ..I..1 t ..l e MSX, Ma�t�rv-t �� P.��,�►��-r Scope Number. 461- Ae, AL���,., Misc P; Dsngr e Date: 3/41 ----------------------------------------------------------------------- TILT•-UP 1:ONCRET•E WALL PANEL STRIP DESIGN Page 13 ------------------------------------------------------------------------- DESC:RIPT•ION >> -TYPICAL SIDE.WAL_L PANELS ------------ WALL DATA ----------- --•------------ DESIGN DATA ---------.._. CLEAR WALL HT. _ 20.56 ft f4 c o CONI.=RETE _ 3o000 psi PARAPET HEIGHT 3.44 ft Fy o REINF. 60,000 psi WALL THICK:NE'SS 5.5 in PHI 0.0'') REBAR SIZE #N 4 SEISMIC ZONE 3.00 REBAR SPACING - 16 .in WALL - ZIC , - 0.23 • DEPTH O STEEL . rin ,F :I a �;.) CONCRETE WEIGHT - 145.00 0 p ff COMBINE LL & `ST Y 'y/ n MAX DEFL. RATIO _ 150.00 INCLUDE PARAPET - Y Y -n Ht / Thk: Ratio - .44.9 MIN VERT STEEL = 0.0020 X MIN HORIZ STEEL = 0.0012 X Max. Vert. ;_;_;acing = 16.50 :in % FIXITY C BASE % Max. I.ri_.Sp ac i n : 16.50 ii (Always internally set to ;. when UBC method is t_csed ! ! ) --------- LATERAL LOADS --------------. - .-------- VERTICAL LOADS ..------- WIND LOAD - 15 psf ROOF/F1._OOR LOADS:: POINT L_A•TERAL. LOAD # . . . . . DEAD LOAD pl f —HEIGHT FROM BASE = ft ..... LIVE LOAD - plf ... :!. z Se:i.smi c, 2g Wind - w/ S ..... LOAD ECC. in UNIFORM LATERAL LOAD p l f ADDL . DEAD LOAD p l f ... !-•IT TO TOP OF LOAD :_ ft " LIVE LOAD ... HT T TO BOTTO1•''I ._ ft ... 1 o Seismi c::, - o Wind - w/ s ---•-----_.-------------- CHOICE OF DESIGN METHOD -•-•-------.._._.._._._.__..__--_.--- 1933 UBC 261.4(i) "Slender Wall" Enter --; 1 _--_..._.._--- ACI Method #1: Eq. 9-7 and .iterate deflections - -. .._ >> 1 tj 11 #2: Eq. 9--7 w/ deflection @ Mn :. 3 _..._._._._......._.._._ Empirical Method #I t Use I t_'r :and iterate -• . -4 1i H *12: Use I c r and deft. @ Mn ..... 5 •-•------------ DESIGN SUMMARY ----------------- Se=ismic --------- Wind -..---1 Moment C.apacityi Mn * Phi. _ 23,186 in•• -d# 23,IS6 in.-I.J., 1 Applied Moments.,MI_c @ Mid-Heig!-It - 11,454 in--# 1 Actual Axial Strebiu = 14 psi :14 psi: i Allow.lAllow.AxialAxialS Stress - 0,04 f9 C - 1.20 120 i Maximum Service Deflection 0.096 in 0.109 in 1 1 Height/Service Deflection Ratio = 2,:5S3 2,267 1 1 --------------------------------------------- ------------------------- ------ FACTORED LOAD ANALYSIS -•---••--•- Seismic -•- --- Wind --- Basic Deflection w/o P -Delta - 0.1.1 :in 0.14 .in Basic Moments w/o P -Delta = 11,390 in--# 11,455 in -# Excess over Cracking Moment- = in -#h in-# Maximum Deflection w/Factored Loads 0.13 in 0.14 in Mu a Maximum Moment @ Convergence - 11,454 in-# 11,522 in-# .... Governing ACI Equation a 9-:2 9-' ------ SE(;',,;IC'E LOAD ANALYSIS -----•-- - Seismic -- --- Wind -•-- Title Scope --------------------------- LOAD SUMMARY --------------------- -._-.------- All factored lead analysis is carried out twice for each AGI Equation. Eq. 9.._2: 1.0 )-j+1.27 L 5W _q. 9-3: c_t.9. ..i.. 1.3W 1.05D+1.275L+1.403E 1 0.9D ..i.. 1..43E Wall. Weight - . 66.5 psf Number: ZICP - 15.0 psf Wye Parapet Wt Misc 39.9 Vertical I_o.-dsz Seismic Dsngr . P -Axial = Date. PH Pu -Axial TILT -UP CONCRE=TE WALL PANEL STRIP DE;_i.T.C3N Page 14 ------------------------------------------------------------------------ Basic Deflection w/o P -Delta - 0.10 in 0.11 in Basic Moment w/o P -Delta - 8,118 in -#F 8,985 in--# Excess over Cracking Moment - E :5, x_1(-0*( fi.. i' c. 5J) = .in -#t psi in-# Maximum Deflection w/Serv:ice Leads in^3 0.10 in 0.11 in Maximum Moment @ Conver=gence = 8,162 in--# 9,034 in-# --------------------------- LOAD SUMMARY --------------------- -._-.------- All factored lead analysis is carried out twice for each AGI Equation. Eq. 9.._2: 1.0 )-j+1.27 L 5W _q. 9-3: c_t.9. ..i.. 1.3W 1.05D+1.275L+1.403E 1 0.9D ..i.. 1..43E Wall. Weight - . 66.5 psf WI a Wall Wt * ZICP - 15.0 psf Wye Parapet Wt :' ZICp _ 39.9 Vertical I_o.-dsz Seismic Wind - P -Axial = PH Pu -Axial = PH P -Wal 1 - 912 Pu -Wall _ 957 957 Total Service _ 912 plf Total Fact. 957 957 plf --------------------------- ANALYSIS VALUES ------------------------------ _. E :5, x_1(-0*( fi.. i' c. 5J) = 3.!E+06 psi S -gross .._ 60.5 in^3 -I „ 29, 000/Ec = 9.29 Mcr = S * Er 16,569 in.. -#F �..I' . ( I (_ ..J ) == Fr . � ' �=' ,. 273.9 p s i Rho balanced .._ 0.02 -- Seismic ----- Wind •-.-- As_.(eff) = I Pu: tot + (As*Fy) 3 / Fy = 0.166 i n"2 /ft 0.166 in"2 ' a' = (As*i=y + Pu) / (. 85*f' c*1 2) = 0.325 in 0.325 in Y l.' _ 'a' / .35 -- 0.383 ..38:3 .i n 0.383 i n I --gross - 166.4 icl"4 166.4 in"4 1 -cracked 8.9 8 !-effective(ACI) - Phi e Capacity Reduction Factor- 0.90 0.90 Mn As(eff) * F='y * ( d - a/2 25,763 i.n--#. 25,763 .in-# -----'---•-•----------•---------•--•- LOAD SUMMARY-------------------------------- All ----•--•----•----•---•-.---._._._.._---._._.- ---•- All factored load analysis .is carried out twice for each ACI Equation., =q. 9-2N 1.r_?:_ILS+1.' r.`_'11._+1.!'. 5W Eq. + 0.9D + 1..3W 1. 15D+1. '7"_IL+1..40aE 1 0.9D + 1.43E Wall Weight = 66.5 Psf W10Wal1 Wt * ZICP 15.0 psf W : Parapet Wt * :i:ICI_I == Vertical Loads: Title . Vj��viELyf: a Wind P -Axial = Scope . 641 641 plf P --Wa 1 1 = Number: ¢!02 PU -Wa 1 l 942 942 II Misc . Total Fact. 1,553 1,583 plf Dsngr J . Ad VALUES ._..._:...-_._-_.__.....---_--•-------•---.-......_._._...- Date. 31,11 -------------------------------------------------------------------- •5i 000* . P c^. J.1= 3. +06 psi )` II S 7.5 TILT-'UP CONCRETE WALL PANEL STRIP DESIGN Page 16 Basic Deflection w/o P --Delta - 0.34 in 0.35 :in Basic Moment w/o P -Delta = 16,351 .in -i# 16,403 in -it 'Excess over Cracking Moment = 201. in -i# 291 in-# Maximum Deflection w/Service Loads = .0.44 in 0.49 in Maximum Moment r Convergence = 16,770 in -i# 16,860 :in -i# -----'---•-•----------•---------•--•- LOAD SUMMARY-------------------------------- All ----•--•----•----•---•-.---._._._.._---._._.- ---•- All factored load analysis .is carried out twice for each ACI Equation., =q. 9-2N 1.r_?:_ILS+1.' r.`_'11._+1.!'. 5W Eq. + 0.9D + 1..3W 1. 15D+1. '7"_IL+1..40aE 1 0.9D + 1.43E Wall Weight = 66.5 Psf W10Wal1 Wt * ZICP 15.0 psf W : Parapet Wt * :i:ICI_I == Vertical Loads: Seismic Wind P -Axial = 525 plf Pu -Axial 641 641 plf P --Wa 1 1 = 897 " PU -Wa 1 l 942 942 II Total _-service - 1142plf Total Fact. 1,553 1,583 plf ----------------........_....----...-..._.---• ANALYSIS VALUES ._..._:...-_._-_.__.....---_--•-------•---.-......_._._...- •5i 000* . P c^. J.1= 3. +06 psi )` II S 7.5 in -3, n r 29,000/Ec _ 9.29 I"Icr = r * Fr - 16,569 :i.n•-1# F•r•s 5 •N: l f' c• �. 51 = 273.9 psi Rho balanced - 0.0210D -- Sei<u.:('itic -- .--- Wind ._...--- As(!•=ff ) = C Pu:tot + (As*Fy) ) / Fy _ 0.259 in"._/•ft 0.259 in" 'a* _ !. As *Fy + Pu) / !.. 85* f ' c * 1 2) -' 0.508 in 0.508 in ' c' _ 'a' / .85 .= 0.597 i_ n 0.597 in I -gross = 1.66.4 :i.n•:'.4 ISS.,::; in -4 -cracked = 12.0 II 12.0 11 - _ f :. � fective !.ACI. !-effective - iI 11 Phi e Capacity Reduction Factor - 0.9 0.9 Mn = As!:eff i * Fy .* ( d - a/2 38,774 in.. -#L 38,774 :in -#t "^ Title : °^�� wlune.1 Scope : ' , Number:��� . Misc : J� Dsngr :��~/ Date: 3/11 21 ---------------------------------------------------------- 1 ----------- TILT -UP CONCRETE WALL PANEL STRIP DESIGN ------------------------------------------------------------------------ Page| -7 .` DESCRIPTION >> TYPICAL ENDWALL PANELS (PANELS 7,20,21,& >> 22) ------------ WALL DATA ----------- ---------- DESIGN DATA ---------- CLEAR WALL HT. = 26.5 ft f'c : CONCRETE = 3,000 psi PARAPET HEIGHT ft Fy : REINF. = 60,000 psi WALL THICKNESS = 5.5 in PHI : 0.90 REBAR SIZE # 5 SEISMIC ZONE = 3 REBAR SPACING = 16 in WALL : ZlCp = 0.225 DEPTH TO STEEL = 2.75 in PARAPET : ZICp = CONCRETE WEIGHT = 145 pcf COMBINE LL & ST ? Y y/n MAX DEFL. RATIO = 150 INCLUDE PARAPET ? Y y/n Ht / Thk Ratio = .57.8 MIN VERT STEEL = 0.0020 % MIN HORIZ STEEL = 0.0012 % Max. Vert. Spacing = 16.50 in % FIXITY @ BASE ---> % Max. Horiz.Spacing = 16.50 in (Always internally set to 0% when UBC method is used!!) --------- LATERAL LOADS ---------- -------- VERTICAL LOADS ---------- WIND LOAD = 15 psf ROOF/FLOOR LOADS: POINT LATERAL LOAD = # .....DEAD LOAD = 63 plf ...HEIGHT FROM BASE = ft .....LIVE LOAD = 200 plf ...1:Seismic,2:Wind ? w/s .....LOAD ECC. = 4 in UNIFORM LATERAL LOAD = plf ADDL. DEAD LOAD = plf ...HT TO TOP OF LOAD = ft " LIVE LOAD = plf ...HT TO BOTTOM " " = ft ...1:8eismic,2:Wind ? w/s ----------------------- CHOICE OF DESIGN METHOD --------------------- 1988 UBC 2614(i) "Slender Wall" Enter --> 1 --------- ACI Method #1: Eq. 9-7 and iterate deflections --> 2 >> 1 << " " #2: Eq. 9-7 w/ deflection @ Mn -^> 3 --------- Empirical Method #1: Use Icr and iterate --> 4 " " #2: Use Icr and defl. @ Mn --> 5 |--------- DESIGN SUMMARY ----------------- Seismic --------- Wind -7--| | | Moment Capacity: Mn * Phi = 34,214 in-# 34,214 | in#| / | Applied Moments: Mu @ Mid -Height = 27,063 in-# 23,891 " �' | | Mu @ Top of Wall = 1,285 1,285 " | | Actual Axial Stress = 17 psi 17 psi| | AIlow. Axial Stress = 0.04 f'c = 120 " 120 " | | Max. As %: 0.6 * RhoBal = 0.012 : vs. 0.0070 % 0.0070 % | | | | Maximum Service Deflection = 0.337 in 0.338 in | | Height/Service Deflection Ratio = 944 941 1 ------- | | |-------------------------------------------------------------- � ------ FACTORED LOAD ANALYSIS ------ -- Seismic -- --- Wind --- Basic Deflection w/o P -Delta = 0.46 in 0.42 in Basic Moment w/o P -Delta = 22,741 in-# 20,788 in-# Excess over Cracking Moment = 10,495 in-# 7,322 in-# Maximum Deflection w/Factored Loads = 5.54 in 3.98 in ' Mu : Maximum Moment @ Convergence = 27,063 in-# 23,891 in-# ....Governing ACI Equation : 9-2 9-2 ------ SERVICE LOAD ANALYSIS ------ -- Seismic -- --- Wind --- -7-----------W------------- LOAD SUMMARY ------------------------------- All factored load analysis is carried out twice for each ACI Equation: Eq. 9-2: 1.05D+1.275L+1.275W Eq. 9-3: 0.9D + 1.3W 1.05D+1.275L+1.403E ' 0.9D + 1.43E Wall Weight = .66.5 psf W1:Wall Wt * ZICp = 15.0 psf W2:Parapet Wt * ZICp = Vertical Loads: Title ' Seismic Wind . Scope : Pu -Axial = 321 321 plf -_ Number: A,&z ' 925 ------- " ! Misc : Total Fact. = 1,246 1,046 ` --------------------------- Dsngr VALUES ---------------------------- Date: A- -------- -------------------------------------------------------------- 3.1E+06 psi S -gross = 60.5 in^3 TILT-UP CONCRETE ------------------------------------------------------------------------ WALL PANEL STRIP DESIGN Page (�L \[] Basic Deflection w/o P -Delta = 0.33 in 0.33 in Basic Moment w/o P -Delta = 16,277 in-# 16,327 in7# Excess over Cracking Moment = As(eff) = [ Pu:tot in-# Fy = 0.253 in-# Maximum Deflection w/Service Loads = 0.34 in 0.34 in Maximum Moment @ Convergence = � 16,514 in-# 16,564 in-# -7-----------W------------- LOAD SUMMARY ------------------------------- All factored load analysis is carried out twice for each ACI Equation: Eq. 9-2: 1.05D+1.275L+1.275W Eq. 9-3: 0.9D + 1.3W 1.05D+1.275L+1.403E ' 0.9D + 1.43E Wall Weight = .66.5 psf W1:Wall Wt * ZICp = 15.0 psf W2:Parapet Wt * ZICp = Vertical Loads: ' Seismic Wind P -Axial = 263 plf� Pu -Axial = 321 321 plf P -Wall = 881 " ------- Pu -Wall = 925 ------- 925 ------- " Total Service = 1,144 plf Total Fact. = 1,246 1,046 plf --------------------------- ANALYSIS VALUES ---------------------------- E :57,000*(f1c^.5)= 3.1E+06 psi S -gross = 60.5 in^3 n : 29,000/Ec = 9.29 Mcr = S * Fr = 16,569 in-# Fr: 5 * (f'c^.5) = 273.9 psi ^ Rho balanced = 0.02138 -- Seismic -- --- Wind`--- As(eff) = [ Pu:tot + (As*Fy) ] / Fy = 0.253 in^2/ft 0.253 in^2 'a' = (As*Fy + Pu) /(.85*f'c*12) = 0.497 in 0.497 in 'c'= 'a' / .85 = 0.584 in 0.584 in 1 -gross = 166.4 in^4 166.4 in^4 I -cracked = 11.8 " 11.8 " I -effective (ACI) = It " Phi : Capacity Reduction Factor = 0.9 0.9 Mn = As(eff) * Fy * ( d - a/2 ) = 38,015 in-# 38,015 in-# - ' Title Scope : Number:�62 Misc : Dsngr : ~J"4 Date: 3A| fj---------------------------------------------------------------------- TILT-UP CONCRETE WALL PANEL STRIP DESIGN Page // |�� ------------------------------------------------------------------------ DESCRIPTION >> PANELS 12,15, & 17 >> JAMB @ 3' DOOR ' ------------ WALL DATA ----------- ---------- DESIGN.DATA ---------- CLEAR WALL HT. = 20.56 ft f'c : CONCRETE = 37000 psi PARAPET HEIGHT 3.44 ft Fy : REINF. = 60,000 psi WALL THICKNESS = 5.5 in PHI : 0.90 REBAR SIZE # 5 SEISMIC ZONE = 3 REBAR SPACING = 12 in WALL : ZICp = 0.225 DEPTH TO STEEL = 2.75 in PARAPET : ZICp = 0.225 CONCRETE WEIGHT = 145 pcf COMBINE LL & ST ? Y y/n MAX DEFL. RATIO = 150 INCLUDE PARAPET ? Y y/n Ht / Thk Ratio = .44.9 MIN VERT STEEL = 0.0020 % MIN HORIZ STEEL = 0.0012 % Max. Vert. Spacing = 16.50 in % FIXITY @ BASE ---> % Max. Horiz.Spacing = 16.50 in (Always internally set to 0% when UBC method is used!!) --------- LATERAL LOADS ---------- -------- VERTICAL LOADS ---------- WIND LOAD = 15 psf ROOF/FLOOR LOADS: POINT LATERAL LOAD = # .....DEAD LOAD = plf ...HEIGHT FROM BASE = ft .....LIVE LOAD = plf ...1:Seismic,2:Wind ? w/s .....LOAD ECC. = in UNIFORM LATERAL LOAD = 11.25 plf ADDL. DEAD LOAD = 876 plf ...HT TO TOP OF LOAD = 24 ft " LIVE LOAD = plf ...HT TO BOTTOM " " = 7 ft ...1:Seismic,2:Wind ? 1 w/s ----------------------- CHOICE OF DESIGN METHOD --------------------- 1988 UBC 2614(i) "Slender Wall" Enter --> 1 --------- ACI Method #1: Eq. 9-7 and iterate deflections --> 2 >> 1 << " " #2: Eq. 9-7 w/ deflection @ Mn --> 3 --------- Empirical Method #1: Use Icr and iterate --> 4 " " #2: Use Icr and defl. @ Mn --> 5 |--------- DESIGN SUMMARY ----------------- Seismic --------- Wind ----| | | Moment Capacity: Mn * Phi = 44,515 in-# 44,515 | in#� | Applied Moments: Mu @ Mid -Height = 21,420 in-# 11,651 " | | Mu @ Top of Wall = 2,610 1,358 " � | Actual Axial Stress = 27 psi 27 psi| | Allow. Axial Stress = 0.04 f'c = 120 " 120 " ; | Max. As %: 0.6 * RhoBal = 0.012 : vs. 0.0094 % 0.0094 % � � | | Maximum Service Deflection = 0.169 in 0.110 in | | Height/Service Deflection Ratio �-----------------------------------------_----------------------------| = 1,456 2,243 | ------ FACTORED LOAD ANALYSIS ------ -- Seismic -- --- Wind --- Basic Deflection w/o P -Delta = 0.23 in 0.14 in Basic Moment w/o P -Delta = 19,688 in-# 11,455 in-# Excess over Cracking Moment = 4,851 in -# in-# Maximum Deflection w/Factored Loads = 1.25 in 0.14 in ' Mu : Maximum Moment @ Convergence = 21,420 in-# 11,651 in-# ....Governing ACI Equation : 9-2 9-2 ------ SERVICE LOAD ANALYSIS ------ -- Seismic -- --- Wind --- ---------------..---•--•---••----•---- LOAD SUMMARY ------------------------------- All -•--•-----._.._._.._.__..._...--- -•-•-•-•---•-•--•----- All factored load analysis is ca'r'ried out 'twice for each ACI Equation. Wall Weight _ Title it1e u VANIbbbI`d L ICP = 15.0 psf Scope . ZICp _:. 15.0 Vertical Loads-. Number. +62 Seismic Wind ,. Misc 876 plf Pu -Axial = 920 920 plf Dsngr o J� Pu -Wall Date: 3/4I 957 Pin ------------------------------------------------------------------------ Iiital Service - 1,738 plf Total Fact. - 1,S77 1,877 TILT -UP CONCRETE WALL PANEL STRIP DESION Page 20 ------------------------------------------------------------------------ Basic Deflection w/o P --Delta = 0.17 in 0.11 .in Basic Moment w/o P --Delta 60.5 - 14,033 :in--# 8,985 in -it Excess over Cracking Moments v 569 _ in--# 273.9 p s i in_..:I# Maximum Deflection w/Service Loads 0.02138 0.17 .in 0.11 in Maximum Moment @ Convergence Wind = 14,25S .in-# 9,131 .Ln -# ---------------..---•--•---••----•---- LOAD SUMMARY ------------------------------- All -•--•-----._.._._.._.__..._...--- -•-•-•-•---•-•--•----- All factored load analysis is ca'r'ried out 'twice for each ACI Equation. Wall Weight _ . 66.5 f_,s f W1 ° Wal 1 Wt ->+:- L ICP = 15.0 psf W2: Parapet Wt ZICp _:. 15.0 Vertical Loads-. Seismic Wind P -:Axial - 876 plf Pu -Axial = 920 920 plf P -Wal.]. - 912 11 Pu -Wall 957 957 11 Iiital Service - 1,738 plf Total Fact. - 1,S77 1,877 plf --------------------------- ANALYSIS VALUES ----_......---•-••-•----•----------•---------•-•--•- E e57y000*(f'c'-'.5)- 3.!E+()6 psi S•' -gross - 60.5 in.:..3 v 569 in -:R Y' i" o J * 1• I ' c ^ ..J 1 .._ 273.9 p s i Rho balanced - 0.02138 . —Seismic ---- ---- Wind - - As(eff) = C Pu:tot + (As-r=Fy) I / i=y - 0.341 in"2/ft 0.341 in'•-' 'a' = (As*Fy + PI_() / (e 85 f 9 c*1 ) - 0.669 in 0.669 :in ' c' = 'a' / .85 - 0.787 in 0.787 in I -gross = 166.4 in"4 166.4 in^4 I --cracked 14.2 14.2 .I I -effective (ACI7 = I II Phi. e Capacity Reduction Factor 0.13 0.9 Mn = As ( e f f ) * Fy .!(. (: d ••- a/2 :; _ 4931461 :i n -..# 49,461 i n -## U ' ^ Title : An/+LsEN Scope : ' , Number. �-^ � Misc : Dsngr Date: M------------------------------ __------------------------------------- TI LT -UP CONCRETE WALL PANEL STRIP DESIGN Page �� i -- . ------------------------------------------------------------------------ DESCRIPTION >> PANELS 11 & 16 JAMB @ 12' DOOR �- \ |��m\�\ ['� ~ J >> ------------ WALL DATA ----------- ---------- DESIGN DATA ---------- CLEAR WALL HT. = 20.56 ft f'c : CONCRETE = 3,000 psi PARAPET HEIGHT = � 3.44 ft Fy : REINF. = 60,000 psi WALL THICKNESS = 5.5 in PHI : 0.90 REBAR SIZE # 5 SEISMIC ZONE = 3 REBAR SPACING = 12 in WALL : ZICp = 0.225 DEPTH TO STEEL = 2.75 in PARAPET : ZICp = 0.225 CONCRETE WEIGHT = 145 pcf COMBINE LL & ST ? Y y/n MAX DEFL. RATIO = 150 INCLUDE PARAPET ? Y y/n Ht / Thk Ratio = .44.9 MIN VERT STEEL = 0.0020 % MIN HORlZ STEEL = 0.0012 % Max. Vert. Spacing = 16.50 in % FIXITY @ BASE ---> % Max. Horiz.Spacing = 16.50 in (Always internally set to 0% when UBC method is used!!) --------- LATERAL LOADS ---------- -------- VERTICAL LOADS ---------- WIND LOAD = 15 psf ROOF/FLOOR LOADS: POINT LATERAL LOAD = # .....DEAD LOAD = plf ...HEIGHT FROM BASE = ft .....LIVE LOAD = plf ...1:Seismic,2:Wind ? w/s .....LOAD ECC. = in UNIFORM LATERAL LOAD = 45 plf ADDL. DEAD LOAD = 2062.5 plf ...HT TO TOP OF LOAD = 24 ft " LIVE LOAD = plf ...HT TO BOTTOM " " = 14 ft ...1:Seismic,2:Wind ? 1 w/s ----------------------- CHOICE OF DESIGN METHOD --------------------- 1988 UBC 2614(i) "Slender Wall" Enter --> 1 --------- ACI Method #1: Eq. 9-7 and iterate deflections --> 2 >> 1 << " It #2: Eq. 9-7 w/ deflection @ Mn --> 3 --------- Empirical Method #1: Use Icr and iterate --> 4 It " #2: Use Icr and defl. @ Mn --> 5 17 -------- DESIGN SUMMARY ----------------- Seismic --------- Wind ----| | | Moment Capacity: Mn * Phi = 46,825 in-# 46,825 | ~/ in#) ° | Applied Moments: Mu @ Mid -Height = 22,555 in-# 11,831 | Mu @ Top of Wall = 5,972 1,358 | Actual Axial Stress = 45 psi 45 psi| � Allow. Axial Stress = 0.04 f'c = 120 " 120 ' . | | Max. As %: 0.6 * RhoBal = 0.012 : vs. 0.0094 % 0.0094 % | | | |` Maximum Service Deflection = 0.169 in 0.112 in � | Height/Service Deflection Ratio = 1,461 2,211 | |------------------------------------------------------------_---------� ------ FACTORED LOAD ANALYSIS ------ -- Seismic -- --- Wind --- Basic Deflection w/o P -Delta = 0.23 in 0.14 in Basic Moment w/o P -Delta = 18,968 in-# 11,455 in-# Excess over Cracking Moment = 5,986 in-# in-# Maximum Deflection w/Factored Loads = 1.41 in 0.14 in Mu : Maximum Moment @ Convergence = 22,555 in-# 11,831 in-# ....Governing ACI Equation : 9-2 9-2 ------ SERVICE LOAD ANALYSIS ------ -- Seismic -- --- Wind --- ^` Title Scope : _ . Number:���Z .- � Misc : �� Dsngr : ��./ Date: ,'~\ P�- ------------------------------------------------------------------------ TILT -UP CONCRETE WALL PANEL STRIP ------------------------------------------------------------------------ DESIGN Page'�'� __ Basic Deflection w/o P -Delta = 0.16 in 0.11 in Basic Moment w/o P -Delta = 13,519 in-# 8,985 in-# Excess over Cracking Moment = in -# in -# Maximum Deflection w/Service Loads = 0.17 in 0.11 in Maximum Moment @ Convergence = 13,927 in-# 9,265 in-# --------------------------- LOAD SUMMARY ------------------ = ------------ All factored load analysis is carried out twice for each ACI Equation: Eq. 9-2: 1.05D+1.275L+1.275W Eq. 9-3: 0.9D + 1.3W . 1.05D+1.275L+1.403E ' 0.91 + 1.43E Wall Weight = .66.5 psf W1:Wall Wt * ZICp = 15.0 psf W2:Parapet Wt * ZICp = 15.0 Vertical Loads: Seismic Wind P -Axial = 2,063 plf Pu -Axial = 2,166 2066 plf P -Wall = 912 " Pu -Wall = 957 957 " ------- Total Service = 2,974 plf Total Fact. ------- = 3,123 ------- 3,123 plf --------------------------- ANALYSIS VALUES ----L----------------------- E :57,000*(f'c^.5)= 3.1E+06 psi S -gross = 60.5 in^3 n : 29,000/Ec = 9.29 Mcr = S * Fr = 16,569 in-# Fr: 5 * {f'c^.5) = 273.9 psi Rho balanced = 0.02138 -- Seismic -- --- Wind --- As(eff) = [ Pu:tot + (As*Fy) ] / Fy = 0.362 in^2/ft 0.362 in^2 'a' = (As*Fy + Pu) /(.85*f'c*12) = 0.710 ih- 0.710 in ' 'c'= 'a' / .85 = 0.835 in 0.835 in I -gross = 166.4 in^4 166.4 in^4 1 -cracked = 14.7 " 14.7 " I -effective (ACI) Phi : Capacity Reduction Factor = 0.9 0.9 Mn = As(eff) * Fy * ( d - a/2 ) = 52,028 in-# 52,028 in-# Title : PlANtC-LSEN Scope : ' Number: .(0 2 Misc . Dsngr ::yk Date: /q TILT -UP CONCRETE WALL PANEL STRIP DESIGN ------------------------------------------------------------------------ Page � DESCRIPTION >> PANEL 10 JAMB @ 121 DOOR (2 1 JAMB) -------•------- WALL DATA -----•-------- ---------- DESIGN DATA ------•--•-- CLI=AR WALT_ HT. _ 24.17 ft f' c : CONCRETE = 3,000 psi PARAPET HEIGHT - ft Fy : RE I NF . = 60,000 psi. WALL THICKNESS = 5.5 in PHI 0.0) REIjAR SIZE # 5 SEISMIC ZONE _ 3 RI:BAR SPACING = 8 in WALL : ZICp = 0.22 I.)EPTH TO STEEL - 4 in PARAPET : Z1Cp - CONCRETE WEIGHT = 145 pcf COMBINE LL & ST -' Y y/n MAX DEFL. RATIO - 150 INCLUDE PARAPET - Y y/n Ht / Thk: Ratio _ '52.7 MIN VERT STEEL = 0.0020 MIN HORIZ STEEL -= 0.001' Max. Vert. Spacing 16.50 .in % FIXITY C BASF_ --• -. Max. Hori.d. Spacing - 16.50 in (Always internally set to 0% when ULC method is used ! ! 7 -- - - -- -- LATERAL LOADS ------••----• -------•- VERTICAL_ LOADS ----------•- WIND LOAD = 15 psf ROOD=/FLOOR LOADS: POINT LATERAL LOAD = # .....DEAD LOAD _ 375 plf ... HEIGHT FROM BASE = ft ..... LIVE LOAD = 1200 p 1 f ... 1.:Seismic,:.=: Wind - w/s ..... LOAD ECC. = in UNIFORM LATERAL LOAD = 45 plf ADDL. DEAD LOAD _ 2320 plf ...HT TO TOP OF LOAD = 24.17 ft LIVE LOAD = plf ...HT TO BOTTOM " " = 14 ft ...1:Seismic,':Wind - I w/s -------------•----------- CHOICE OF DESIGN METHOD --•---•------•-•-----•---••---- 1988 ULC 2614(i) "Slender Wall" Enter --> 1 -- - -- ACI Method #1: Eq. 9-7 and iterate deflections --. 2 .. L ifIf#: Eq. 9-7 w/ deflection @ Mn - Empirical Method #1: Use Icr and iterate --. 4 " " #2: Use Icr and def 1 . @ Mn --. 5 --------- DESIGN SUMMARY ------•---•--••------ Seismic ---- ---- Wind ----; ; Moment Capacity: Mn * Phi - 103,056 in-# 103,056 in --l#; ; Applied Moments: Mu C Mid -Height 55, 5 5 in-# 18, 8:27 ; Mu C Top of Wall " Actual Axial Stress 71 psi 71. psi: ; Allow. Axial Stress = 0.04 f' c 120 If 120 " ; ; Max. As %: 0.6 * RhoBal = 0.012 . v=.. 0.0097 % see0x 97 % ; ; Maximum Service Deflection = 1.796 in 0. 239 in ; ; Height/Service Deflection Ratio .-.---------.------__-------------------•-----_--_---------•-----------------•----•; 161 1,214 ------ FACTORED LOAD ANALYSIS --•--------- -- Seismic -- --- Wind --- Basic Deflection w/o P -Delta = 0.66 in 0.23 in Basic Moment w/o P -Delta = 41,245 in-# 16,759 in -1# Excess over Cracking Moment 38,957 in-# �:,�5'3 in-# Maximum Deflection w/Factored Loads 3.16 in 0,44 in Mu : Maximum Moment @ Convergence - 55, 525 in-# 18,827 in-# .... Governing ACI Equation 9-:2 9•-2 ------ SERVICE LOAD ANALYSIS ------ - Seismic -- --- Wind --- ------•-------------------.-- LOAD SUMMARY ----------•-------•------------•--- Al..l factored load analysis .is carried out twice for each ACT Equation: Eq. 9-2: 1 .05D+1 . 275L+1 . 275W Eq. 9-3g 0.9D + 1.3W 1.05D+1.275L+1.403E 0.9D + 1.43E Wall Weight = 66.5 psf W1:Wall. Wt * ZICp - 15.0 psf Wim:Parapet Wt * ZICp = Vertical Leads: Title : I/ANIELSEN Seismic Wind Scope •pe . Pu -Axial = 4,360 4,360 plf Number: 803 " Pu -Wall = 843 843 " Misc . Total Fact. = 5,203 5,203 plf Dsngr :�� VALUES ---------•----••---------_.--•----.- Date: A/9 I TILT -UP CONCRETE ------------------------------------------------------------------------ WALL PANEL STRIP DESIGN Page 24- Basic Deflection w/o P -Delta = 0.47 in 0.22 in Basic Moment w/o P -Delta in --#i, 29,398 in-# 13,144 in -:I# Excess over Cracking'Moment = 20,004 in-# -- Seismic in-# Maximum Deflection w/Service Loads 1.80 in 0.24 in Maximum Moment C Convergence - 36,653 in-# 14,170 in -i# ------•-------------------.-- LOAD SUMMARY ----------•-------•------------•--- Al..l factored load analysis .is carried out twice for each ACT Equation: Eq. 9-2: 1 .05D+1 . 275L+1 . 275W Eq. 9-3g 0.9D + 1.3W 1.05D+1.275L+1.403E 0.9D + 1.43E Wall Weight = 66.5 psf W1:Wall. Wt * ZICp - 15.0 psf Wim:Parapet Wt * ZICp = Vertical Leads: Seismic Wind P -Axial = 3,895 plf Pu -Axial = 4,360 4,360 plf P -'Wall = 803 " Pu -Wall = 843 843 " Total Service _ 4,698 plf Total Fact. = 5,203 5,203 plf ---------------------------- ANALYSIS VALUES ---------•----••---------_.--•----.- E : 57, (I(I0*(f' c.:... 5 )= S. lE+06 psi S -grass = 60.5 in"3 n . 29, 000/Ec - 9.29 Mcr = S * Fr = 16,569 in --#i, Fr: 5 * (f4 c".5) _ 273.9 psi Rho balanced = 0,02138 -- Seismic -- --- Wind --- As(eff) = E Pu: tot + (As*Fy) 7 / Fy - 0.552 in^2/ft 0.552 in'' ao = (As*Fy + Pu) /(.85#f' c*1 ) 1.082 in 1.082 in P c' _ ° a9 / .85 1.273 in 1.273 in I -gross = 166.4 in^4 166.4 in^4 I -cracked = 46.4 46.4 ' I -effective (ACI)_ " " Phi : Capacity Reduction Factor - 0.9 0.9 Mn = As(eff) * Fy * C ,d -. a/2 114,507 in-# 114,5:17 in -fl: Title UPN1Cl.SCN Scope Number- 4-&2 Misc ---- -- -------------------------------•- -- Dsngr { -c ----�------------------- Date. --- ----- TILT -UP CONCRETE WALL ------------------------------------------------------------------ PANEL STRIP DESIGN Page 2?,A DESCRIPTION >> PANEL 1.0 JAMB @ 124 DOOR (21-6" JAMB) ------------- WALL DATA ----------•- ---------- DESIGN DATA -----------•-- CLEAR WALL HT. _ 24.17 ft f' c : CONCRETE _ 3,000 psi PARAPET HEIGHT =_ ft Fy : REI.NF. = 60,000 psi WALL THICKNESS = 5.5 in PHI , 0.90 REBAR SIZE # C SEISMIC ZONE - S REBAR SPACING = 6.75 in WALT_ : 'ZICp - 0.225 DEPTH TO STEED.. _ 4.5 in PARAPET : ZICp CONCRETE WEIGHT - 1.45 pcf COMBINE LL & ST ? Y y/n MAX DEFL. RATIO - 150 INCLUDE PARAPET - Y y/n Ht / Thk Ratio _ .52.7 MIN VERT STEEL = 0.0020 0 X MIN HORIZ STEEL = 0.0012 X Max. Vert. Spacing = 16.50 in X FIXITY C BASE --- > so % Max. Hori .Spacing = 16.50 in (Always :internally set: to 0 when UBC method is used!!) ---•------ LATERAL LOADS ----------- ---------- VERTICAL LOADS -i--•------ WIND LOAD = 15 psf ROOF/FLOOR LOADS: POINT LATERAL LOAD =_ # ..... DEAD LOAD 450 plf ... HEIGHT FROM BASE = ft ..... LIVE LOAD = 1 440 p 1 f ...1:Seismic,2:Wind - w/s .....LOAD ECC. - in UNIFORM LATERAL LOAD = 54 plf ADDL. DEAD LOAD _ 2784 plf ... HT TO TOP OF LOAD 24.17 ft LIVE LOAD - plf ... HT TO BOTTOM " " = 12.5 ft ...1:Seismic,2:Wind 1.w/s, ---•----------------------- CHOICE OF DESIGN METHOD --------7 ------------ 1988 UBC 2614(i) "Slender Wall" Enter --> 1 ACI Method #1: Eq. 9-7 and iterate deflections -. a._ >> 1 << #2: Eq. 9-7 w/ deflection @ Mn Empirical Method #1: Use Icr and iterate --• . .} " #2: Use I c: r and def 1. G Mn --> 5 ----------- DESIGN SUMMARY ------------------ Seismic --------- Wind ---- Moment Capacity: Mn * Phi - 135,993 in -ttt 185,993 in#: Applied Moments: Mu @ Mid -Height - 68,946 in-# 18,944 ; Mu @ Top of Wall. ; Actual. Axial. Stress - 83 psi 83 t.si. Allow. A i.a.l Stress = 0.04 f4 c - 120 It 120 " ; ; Max. As %: 0.6 * RhoBal = 0.012 vs„ 0.0102 Z 0. 0102 X ; Maximum Service Deflection = 1.868 in 0.242 in ; ; Height/Service Deflection Ratio 155 1,197 ; ------------------------------------------------------------------------------------' ------ FACTORED LOAD ANALYSIS •------ -- Seismic -- --- Wind Basic Deflection w/o P -Delta - 0.84 in 0.28 in Basic Moment w/o P -Delta = 52,958 in-# 16,759 in-# Fxcess over Cracking Moment 52 = ^ J�_y X77 :in-��I�k - 2,376 in--# Maximum Deflection w/Factored Leads _ 2.94 in 0.39 in Mu : Maximum Moment @ Convergence - 68,946 in-# 18,944 in-# .... Governing ACI Equation 9-2 9-2 ------ SERVICE LOAD ANALYSIS -------- -- Seismic -- --- Wind --- ------------------------.--:- LOAD SUMMARY----------•--------------------..---.....--- Al.l factored load analysis is carried out twice for each ACI Equation„ Eq. 9 1 . 05D+1 ° . 75L+1 . 275W Eq. 9-3: 0.9D , 1.3W 1 ° 05D+1 ° 275L+1 ° 403E 0.91) + 1.43E Wall Weight = .66. 5 psf W1 e Wal 1 Wt * ZICP 15.0 p sf W2:Parapet Wt * 72Cp Vertical Loads: Title e OAuit��Er� Seismic Wand Scope P -Axial = 4,674 p1f Pu -Axial Number 4�2 pif P -Wall = 803 Misc Pu -Wall 84 843 ° Dsngro 5,477 Date. I '`ilk------------------------------------------------------------------------ Total Fact. TILT -UP CONCRETE WALL PANEL STRIP DESIGN Page Basic Deflection w/o P -Delta = 0.60 in 0.22 in Basic Moment w/o P -Delta = 37,746 in•-# 13,144 in••-# Excess over Cracking Moment - 30,73 in -:Ili 9.29 in-# Maximum Deflection w/Service Loads = .1.87 in 0.24 in Maximum Moment C Convergence = 46,842 in••-# 14,374 in-# ------------------------.--:- LOAD SUMMARY----------•--------------------..---.....--- Al.l factored load analysis is carried out twice for each ACI Equation„ Eq. 9 1 . 05D+1 ° . 75L+1 . 275W Eq. 9-3: 0.9D , 1.3W 1 ° 05D+1 ° 275L+1 ° 403E 0.91) + 1.43E Wall Weight = .66. 5 psf W1 e Wal 1 Wt * ZICP 15.0 p sf W2:Parapet Wt * 72Cp Vertical Loads: Seismic Wand P -Axial = 4,674 p1f Pu -Axial 5,232 5y23V pif P -Wall = 803 Pu -Wall 84 843 Total Service = 5,477 plf Total Fact. - 6,075 6,075.plf --------•------------------- ANALYSIS VALUES -.---•----------------•------------- E e57 000*(f' c'•'°5) = S° 1E+06 psi S - gross 60.5 n : , 9,, 000/Ec - 9.29 Mcr = S * Fr = 16,569 in-# Fr: 5 * (f' c^°5) 273.9 psi Rho balanced = 0°02138 -- Seismic -- As(eff) = C Pu: tot + (As*Fy) ] / Fy = 0.652 i n"2/ft 'a' r (As*Fy + Pu) / (° 85#f' c*12) = 1.279 in ' c' _ 'a' / .85 - 1.505 l n I -gra='ss = 166.4 in"4 I -cracked = 68.0 I -effective (ACI) - Phi a Capacity Reduction Fatter = 0.19 Mn = As(eff) * Fy * is d - a/2 151,104 in-# --- Wind --- 0.652 in"2 1.279 i n 1°505 in 166.4 i n"4 68.0 0. ID 151,104 in-# ~ , Title : 0**ALIK4 Scope : Number:c���� - , Misc : J Dsngr :^Jx1 Date:��x�| �f------------_-----------------------_____________________________ TILT -UP CONCRETE WALL PANEL STRIP DESIGN Page -25 ------------------------------------------------------------------------ DESCRIPTION >> PANEL Re JAMB @ 12' OPENING >> ^----------- WALL DATA ----------- ---------- DESIGN DATA ---------- CLEAR WALL HT. = 20.56 ft f' c : CONCRETE = 3,000 psi, PARAPET HEIGHT 3.44 ft Fy : REINF. = 60,000 psi WALL THICKNESS = 5.5 in PHI : 0.90 REBAR SIZE # 5 SEISMIC ZONE = 3 REBAR SPACING = 12 in WALL : ZICp = 0.225 DEPTH TO STEEL = 4 in PARAPET : ZICp = 0.225 CONCRETE WEIGHT = 145 pcf COMBINE LL & ST ? Y y/n MAX DEFL. RATIO = 150 INCLUDE PARAPET ? Y y/n Ht / Thk Ratio = 44.9 MIN VERT STEEL = 0.0020 % MIN HORIZ STEEL = 0.0012 % Max. Vert. Spacing = 16.50 in % FIXITY @ BASE ---> % Max. Horiz.Spacing = 16.50 in (Always internally set to 0% when UBC method is used!!) --------- LATERAL LOADS ---------- -------- VERTICAL LOADS ---------- WIND LOAD = 15 psf ROOF/FLOOR LOADS: POINT LATERAL LOAD = # .....DEAD LOAD = plf ...HEIGHT FROM BASE = ft .....LIVE LOAD = plf ...1:Seismic,2:Wind ? w/s .....LOAD ECC. = in UNIFORM LATERAL LOAD = 30 plf ADDL. DEAD LOAD = 2338 plf ...HT TO TOP OF LOAD = 24 ft " LIVE LOAD = plf ...HT TO BOTTOM " " = 7 ft ... 1:Seismic,2:Wind ? 1 w/s ----------------------- CHOICE OF DESIGN METHOD --------------------- 1988 UBC 2614(i) "Slender Wall" Enter --> 1 --------- ACI Method #1: Eq. 9-7 and iterate deflections --> 2 >> 1 << #2: Eq. 9-7 w/ deflection @ Mn --> 3 --------- Empirical Method #1: Use Icr and iterate --> 4 � " if #2: Use Icr and defl. @ Mn --> 5 |--------- DESIGN SUMMARY ----------------- Seismic --------- Wind ---- | | | Moment Capacity: Mn * Phi = 72,119 in-# 72,119 | in#|`// | Applied Moments: Mu @ Mid -Height = 36,498 in-# 11,874 " | | Mu @ Top of Wall = 4,478 1,358 " | | Actual Axial Stress = 49 psi 49 psi| | Allow. Axial Stress = 0.04 f'c = 120 " 120 " | | Max. As %: 0.6 * RhoBal = 0.012 : vs. 0.0065 % 0.0065 % | | | Maximum Service Deflection = 0.812 in 0.112 | in | | Height/Service Deflection Ratio |-----------------------_-----------------------------_----------------| = 304 2,203 | ------ FACTORED LOAD ANALYSIS ------ -- Seismic -- --- Wind --- Basic Deflection w/o P -Delta = 0.37 in 0.14 in Basic Moment w/o P -Delta = 31,657 in-# 11,455 in-# Excess over Cracking Moment = 19j930 in-# in-# _ Maximum Deflection w/Factored Loads = 1.66 in 0.14 in Mu : Maximum Moment @ Convergence = 36,498 in-# 11,874 in-# ....Governing ACI Equation : 9-2 1 9-2 ------ SERVICE LOAD ANALYSIS ------ -- Seismic -- --- Wind --- ^ Scope : , Number: 4G-2 f' Misc � J ~J Dsngr : "/ Date: ----------------------------------------- --------------------------- TILT-UP ------------------------------------------------------------------------ CONCRETE WALL PANEL STRIP DESIGN Page.2(� Basic Deflection w/o P -Delta 0.26 in 0.11 in Basic Moment w/o P -Delta = 22,564 in-# 8,985 in-# Excess over Cracking -Moment = 8,253 in-# in-# Maximum Deflection w/Service Loads 0.81 in 0.11 in Maximum Moment @ Conveygence = 24,822 in-# 9,297 in-# --------------------------- LOAD SUMMARY ------------------------------- All factored load analysis is carried out twice for each ACI Equation: Eq. 9-2: 1.05D+1.275L+1.275W Eq. 9-3: 0.9D + 1.3W � 1.05D+1.275L+1.403E ' 0.9D + 1.43E Wall Weight = 46.5 psf W1:Wall Wt * ZICp = 15.6 psf W2:Parapet Wt * ZICp = 15.0 Vertical Loads: Seismic Wind P -Axial = 2,338 plf Pu -Axial = 2,455 2,455 plf P -Wall ------- 1 912 " Pu -Wall = 957 ------- 957 ------- " Total Service = 3,250 plf Total Fact. = 3,412 3,412 plf --------------------------- ANALYSIS VALUES ---------------------------- E :57,000*(f'c^.5)= 3.1E+06 psi S -gross = 60.5 in^3 n : 29,000/Ec = 9.29 Mcr = S * Fr = 16,569 in-# Fr: 5 * (f'c^.5) = 273.9 psi Rho balanced = 0.02138 -- Seismic -- --- Wind --- As(eff) = [ Pu:tot + (As*Fy) ] / Fy = 0.367 in^2/ft 0.367 in^2 'a' = (As*Fy + Pu) /(.85*f'c*12) = 0.719 in 0.719 in 'c'= 'a' / .85 = 0.846 in 0.846 in I -gross = 166.4 in^4 166.4 1n^4 l -cracked = 36.3 " 36.3 " !-effective (ACI) = It _ " Phi : Capacity Reduction Factor = 0.9 0.9 Mn = As(eff) * Fy * ( d - a/2 ) = 80,132 in-# 80,132 in -IH: ` • Titlep�,jIL-L,&,, Scope Number: +02 Misc Dsngr Date: 410t, TILT -UP CONCRETE WALL PANEL STRIP DESIGN Page 25A ----------------------�--------------- --�-�--- -.--- ------ DESCRIPTION >> PANEL +,5- JAMB @ 121 OPENING (S 9 JAMB) .:• INCLUDE CANOPY LOAD ------------ WALL DATA -------------- -••--------- DESIGN DATA ----------- ._---..----..-CLEAR CLEARWALL HT. _ 20.56 ft' 'f 1 c : CONCRETE 3,000 psi PARAPET HEIGHT - 3.44 ft Fy : RF I;'.ir . = 60,000 psi WALL THICKNESS = 5.5 in PHI . 0.90 REBAR SIZE # 5 SEISMIC ZONE _ REBAR SPACING = 12 .in WALL_ : ZICp _ 0.225 DEPTH TO STEEL = 4 in PARAPET : ZICp - 0.225 CONCRETE WEIGHT - 145 pcf COMBINE LL & ST ? N y/n MAX DEFL. RATIO 150 INCLUDE PARAPET - Y y/n Ht / Thk: Ratio _ .44.9 MIN VERT STEEL = 0.0020 0 X MIN HORIZ STEEL = 0.0012 Max. Vert. Spacing = 16.50 in % FIXITY @ BASE --•-. Max. Hori.z . Spaci.ng _= 16.50 in (Always internally set to 0 when UBC method is used ! ' ) --------- LATERAL LOADS ------•----- --•------ VERTICAL LOADS --•-•---•---•- WIND LOAD = psf ROOF=/FLOOR LOADS: POINT LATERAL LOAD = # .....DEAD LOAD - 48 plf ...HEIGHT FROM BASE = ft .....LIVE LOAD = 320 plf ...1:Seismic,2:Wind - w/S .„...LOAD ECC. _ 36 in UNIFORM LATE=RAL LOAD = p 1 f ADDL . DEAD LOAD 2333 p 1 f ...HT TO TOP OF LOAD = ft- LIVE LOAD - plf ...HT TO BOTTOM ” " ;= ft ...1:Seismic,2:Wind w/s •----------------------- CHOICE OF DESIGN METHOD ---- ------.--.-----.---- 1'388 UBC 2614(i) "Slender Wall" Enter --> 1 ---------- ACI Method #1: Eq. 9-7 and iterate= deflections --. 2 >> 1 .. 11 . 11 #2N Eq. 9-7 w/ deflection @ Mn ::: 3 ----.._----.- Empirical Method #1: Use Icr and iterate _- 4 " 02: Use Icr and def 1.. @ Mn --. 5 --------•--- DESIGN SUMMARY ----------------- Seismic •-----•----- Wind ---- Moment Capacity: Mn # Phi 72,267 in•-# 72,267 in#! ✓ ; Applied Moments: Mu C Mid-Hmight - 13,974 in-# Mu. C Top of Wall - 3,304 " ' Actual Axial Stress - 50<si p _ 50 � psi! ' ; Allow. Axial Stress = 0.04 f ° c = 120 120 " ; ; Max. As X: 0.6 * RhoBal = 0.012 „ vs,. 0.0065 X 0.0065 ' Maximum Service Deflection = 0.125 in ; in ; ; Height/Service Deflection Ratio = 1,975 '---------------------------- ------ FACTORED LOAD ANALYSIS ---••-••--- -- Seismic •--- -•-- Wind --__ Basic Deflection w/o P -Delta = 0.16 in -in Basic Moment w/o P -Delta = 13,465 in -# in-# Excess over Cracking Moment = in-# in-•# Maximum Deflection w/Factored Loads = 0.17 in in Mu : Maximum Moment @ Convergence = 13,974 :in -#4 in-# .... Governing ACI Equation . 9--.2 9--' ------ SERVICE LOAD ANALYSIS ----- -- - Seismic -- --- Wind --- --------------------------- LOAD SUMMARY ------------------------ ------- All factored load analysis is cz;ried out twice for each ACI Equation: Eq. 9-2: 1.05D+1.275L+1.275W Eq. 9-3: 0.9D + 1.3W 1.05D+1.275L+1.403E ' 0.9D + 1.43E Wall Weight = Title : D�w/tLI-EN ZICp = 15.0 Scope : W2:Parapet Wt Number: 15.0 Vertical Loads: Misc : Seismic -------------------------------------------------------------_-_--�----- ,Dsngr P -Axial = Date:��� //c1| TILT-UP CONCRETE -_---------------------------------------------------------------------- WALL PANEL STRIP DESIGN Page�3.�� Basic Deflection w/o P -Delta = 0.12 in in Basic Moment w/o P -Delta = 9,814 in-# in-# Excess over Cracking Moment = in`-# in -# Maximum Deflection w/Service Loads = D.12 in in Maximum Moment @ Convergence = 10,169 in-# in-# --------------------------- LOAD SUMMARY ------------------------ ------- All factored load analysis is cz;ried out twice for each ACI Equation: Eq. 9-2: 1.05D+1.275L+1.275W Eq. 9-3: 0.9D + 1.3W 1.05D+1.275L+1.403E ' 0.9D + 1.43E Wall Weight = 66.5 psf W1:Wall Wt * ZICp = 15.0 psf W2:Parapet Wt * ZICp = 15.0 Vertical Loads: Seismic Wind P -Axial = 2,386 plf Pu -Axial = 2;505 2,505 plf P -Wall = ------- 912 " Pu -Wall = 957 957 " Total Service = 3,298 plf Total Fact. ------- = 3,463 --_---- 3,463 plf --------------------------- ANALYSIS VALUES ---------------------------- E :57,000*(f'c^.5)= 3.1E+06 psi S -gross = 60.5 in^3 n : 29,000/Ec = 9.29 Mcr = S * Fr = 16,569 in-# Fr: 5 * (f1c^.5) = 273.9 psi Rho balanced = 0.02138 -- Seismic -- --- Wind --- As(eff) = [ Pu:tot + (As*Fy) ] / Fy = 0.368 in^2/ft 0.368 in^2 'a' = (As*Fy + Pu) /(.85*f'c*12) = 0.721 in 0.721 in 'c'= 'a' / .85 = 0.848 in 0.848 in I -gross = 166.4 in^4 166.4 in^4 I -cracked = 36.4 " 36.4 " I -effective (ACI) = " " Phi : Capacity Reduction Factor = 0.9 0.9 Mn = As(eff) * Fy * ( d - a/2 ) = 80,297 in-# 80,297 in-# ` PAGE 21 OF JOB. NO. BY:- 4M_ DATE: PROJECT C)ArI' EL,...1 Auc,)N James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 19161 3421386 IEf�i� WALL ANACr%S I:, @ SENO\/�/AULS Wj'� I /-\ L� L �T vJ N PG 7 n �— 125K`F ,w,t S!/2 THr- Cowc. !�Trzl= . PA t jzw: j2Gb F LUA'r7S r t l=.I2S K`F n N 9UN 2 _ L 2� 12' 2.5131 7o' �F V ,00sx�/pyx 3S K�- 1/s=o&irZs/2" 2 5 K25x.1?�S = �5�` oI �Ir ;) q6, 9 x 2 o x 2 S S 2� 12' 2.5131 7o' �F V ,00sx�/pyx SI�F1vaLL 1/s=o&irZs/2" 2 5 K25x.1?�S = �5�` q6, 9 x 2 o x 2 S S 10TnL SNE�e Vt=.613,s+ 3.2+ 5,2+5.1.44.9 PIST12Ie=UTE TO Piv`1S L, EL*T 9161 I�iT IE PrNNeLs of 9 . g5,9 = ,G9 aa 10ANtL 10 9050UV7 .Ud &= 1.4 -l -'r PI etie PI E�-Mf" -KPIr� ter - , 336 = 3'.0 4 SCRIP Z RY(21PL P!"r 2 = ,oZzs ,t�-x{4.4 AP—EL Io = 1.4S- .21 + F,3 +444 = S0.1 ,', P-10 - .02 22.6" PAGE �� OF JOB. NO. 2 BY. �_ DATE: PROJECT Pp r4IELSEN James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 (9161 3424386 v +I E_%V`�.• �JA L L BTW N P__--� L06.S DISTK!aU7� Lr V = 224 4, 1" pANe-L- Inc) D15re!t�,uTL tc-3 PIE -12S I � r IO S Iz •� O 2 . G� . (n`I � S � I51`LF I,ICoKiF� N OT I SEE zJ A�,u , F .4 1. C, LL F I log I� I KI I� I. k. 2.14 v kJ eT bT - 21 �}-� I - 2 I - 1 S UAL I� Nory NoNL- r-,j0W I- pANe-L- Inc) D15re!t�,uTL tc-3 PIE -12S I � r -PIEgJT ALL_6v\J^'e-A It Co PIER 175 PA'"eFf- 10 Yu 2,b x 2.`I - Q52Ks� Pf —IL7 '> (/` n - `I'UGi b5 � 5,S-c.a x 3n 4xIZX�,S X500 _ 29ooj,("XI _ 3c 41 x5-5X.$x50 2 Vic 3,2 4,LL 1E-NEAe I-/aNELS PIEie$ � LINE G A degUATE AS, S -ti EA-�L wAILL s EACEPT R IER= st+ E�2 fZErNF, � P � E� IIL o34 + (T tfs = .U23W_ TP--f I C.C. (TYP, RFIN$:,� SP�NG.=- '2K�bx.Sx3o > > 5,5x12 I--,IE2-M- aQCr Vil 9 0' 'STD. EEN 0 � EA. EN tD ,034 1 , ,052 SI+EArz �E�rvF, (�E�'r� 1 -IL roll , 1 I v I51`LF I,ICoKiF� N OT I VELI; I ( {voNE j �1c7NE I -PIEgJT ALL_6v\J^'e-A It Co PIER 175 PA'"eFf- 10 Yu 2,b x 2.`I - Q52Ks� Pf —IL7 '> (/` n - `I'UGi b5 � 5,S-c.a x 3n 4xIZX�,S X500 _ 29ooj,("XI _ 3c 41 x5-5X.$x50 2 Vic 3,2 4,LL 1E-NEAe I-/aNELS PIEie$ � LINE G A degUATE AS, S -ti EA-�L wAILL s EACEPT R IER= st+ E�2 fZErNF, � P � E� IIL o34 + (T tfs = .U23W_ TP--f I C.C. (TYP, RFIN$:,� SP�NG.=- '2K�bx.Sx3o > > 5,5x12 I--,IE2-M- aQCr Vil 9 0' 'STD. EEN 0 � EA. EN tD ,034 1 , ,052 SI+EArz �E�rvF, (�E�'r� PAGE 21 OF JOB. NO. `-dc, 2- BY.- � BY:_!�3-4 DATE: 3/�I PROJECT: OFrn1l E LSE1v James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 [9161 3424386 .)N L -NI✓ wAI L FcL)TI N&," WALL. It6Iv, 6 L_I>GS L -D = S R s,l = 2 S, S,4k 1.9 r- 12.3 0 25.214- 15.3g'ZS.-2L 15,3L 24,,L 12.9' LI MlE L p ,� — - 13' 1 12' 1- 11 12ol 11 261 Loeb r 3= 12.31- �� 2 4° r. e �' G R¢ RIS = 12•q wFTG -.Isr2><I.�x ao = sok x,25 = �'>.q �' le, =5,4x8o4 .1xiixro5-+2s,2xloo+40,sx4c)+3l,'x2o+ 3ox4-o = ca+q Fy=16, Pr--WLTnN-' G = I(c,•S 38..G FgJM L.tr T A x 4 to x 46-ga-)l 2x� � I•��kSF C I.�O x1,3' �k� NSYVEr2 HsSUMES FT&, INFIN1Ta2Y STIFF NSEQUATIVE1 CEI EC i~ '. M oM ENTS 5 H ESS LJ iJ Pr=y-. PAN I= L 10 (w/1"GJ1 N(> } J IND; AUT E SOIL 12EAC-110N For- FTC, UNOE? F�A'n/EL Id O/JLf -T-^K-E- A-VF12n6E OF- sGi L 2EACT'IVN Va.LUES VJ1C0N&&V-V^t-VE V^LUES M c 5,4r2v t- + 12,3k5 + 1,S k to 3•/ xi,z.s S•¢" 1,9� 12,3r AV -10/E �FY=2�1� �C-Sv L'T .10, t2) .Fp-cr M ENV r 2 -►. I -TT2. x 20 v01 PEr--c.7-1GN F -*O2 CGWII:2UILzr�, ?•312 CALc ca F CrtNC, SEAM �- z z = I .zzr. �- SSE C�'M I -v L)7 E2 Fd*?- l2e-�SULTJ UNL?Et2. SOL1 0 p^NE LS A P'E-(P )A- E F61e S EI. S rA I c, ALL cONFINU'OvS FCUTlrvvs Yn1H -F= 12'012 OppNIN6j 4CC-UK P2Ov 10 E - 5 AN T, W/ 3 TIES - LAr� Coi-a'1 6E`rONl'V opNGS � Title PAN /VV -S, N Scope : ^' Number: 4&2 Misc : Dsngr JJ Date: n~�qj ---------------------------- CONCRE|E RECTANGULAR -------------------------------------------- & TEE BEAM DESIGN Page 211 AA\ ------------------------------------------------------------------------ DESCRIPTION >> DANIELSEN ADDITION >> FOOTING @ PANEL 10 ---------- BEAM DATA ---------- ------------ DESIGN DATA ----------- SPAN = 20 ft f'c 2,500 psi BEAM DEPTH = 15 in Fy = 60,000 psi BEAM WIDTH = 24 in SEISMIC ZONE (0=wind) = 3 'T' FLANGE THICK. = in COMBINE LL & ST ? N y/n FLANGE BOTH SIDES ? N y/n CONCRETE WEIGHT = 145 pcf WEB SPACING = 2.00 ft INCLUDE BM. WT. ? Y y/n ---------- END CONDITIONS ---------- STIRRUP AREA = 0.22 in^2 Fix = 2 ... LEFT >> 2 << Eff. Slab Width = 24 in Pin = 1 ... RIGHT >> 2 << --- REINFORCING --------- CENTER --------- LEFT --------- RIGHT -------- BOTTOM TOP TOP BOTTOM TOP BOTTOM LAYER #1... COUNT: 3 3 3 3 3 3 SIZE: 5 5 5 5 5 5 'd' : 2.5 11.5 2.5 11.5 2.5 11.5 in LAYER #2... COUNT: SIZE: 'd' : in ---------------------------- APPLIED LOADS ---------- ------------------ Dead Live Short Location TRAPEZOIDAL: ------- ------- ------- Start End 41: Load @ Left = -1.911 klf 20 " @ Right= -1.226 #2: Load @ Left = " @ Right= ' DISTRIBUTED: #1 = #2 = klf ft " #3 = " POINT: #1 = 5.4 kips ft #2 = 1.9 3 #3 = 12.3 15 #4 = #5 = MOMENTS: #1 = V2 = 4.5 ft -k 20 " ft |------- SUMMARY ---------------------------- 9-1 --- 9-2 --- 9-3 ----\ | Mn*Phi : Center = 48 Mu : Center= 8 38 45 ft -k| | ' " Left = 56 " Left = " | | " Right = 56 " Right = " | | | | Vn*Phi: Left = 23.5 Vu : Left = 4.4 -016 1.6 k | | " : Right = 23.5 " Right = 4.4 -0.4 0.7 k | | | | ..Reactions(k).. ......... Deflections (in) ...... | | Left Right Up @ X -Dist Down @ X -Dist | | DL+LL+[Bm Wt] = 3.63 3.63 -0.014 10.00 ft | 1 DL+LL+ST+[Bm Wt]= -9.72 -0.20 0.022 8.40 ft | �E_Em MC)t?ELEO As POINT \OA-Vj |T 1S UW L|IZ-EL1r TH�, T M SHE�Ll yVV\ VQ(LL E*'SHE�� NE CAN 16NOr-�& tWE- Title : O^m'&L���� Scope : Number: ` Misc : Dsngr Date: ------------------------------------------------------------------------ CONCRETE RECTANGULAR ------------------------------------------------------------------------ & TEE BEAM DESIGN Page �2q6, | | Stirrup Requirements: | | | Dist. -> 2.5 5.0 7.5 10.0 15.0 17.5 ft | 1 Spacing ->***************6691.37 2212.3257.00 4440.62 in � | ....... Using Max. V @ 100th |---_-----------------------------------------------------------7------K points frMCI factoring o | ------------------------ ADDITIONAL DEFLECTION DATA -------------------- Optional Location = ft .........Using Service Loads Only ....(enter 0.0 for maximums) Mcr: Cratking = 28.1 ft -l.:: Neutral Axis = 2.63 in Ms:Max DL+LL = 12.1 " Gross = 6,758 in^4 R1 = (Ms:DL+LL)/Mcr = 2.328 I : Cracked = 890 in^4 Ms:Max DL+LL+ST = 26.9 ft -k. E : Elastic Mod. =2.9E+06 psi R2 = (Ms:DL+LL+ST)/Mcr= 1.047 Fr : 7.5*(fc)^.5 = 375.0 psi I:eff... Ms(DL+LL) = 6,750 in^4 Z:Cracking = 166.0 ksi I:eff... Ms(DL+LL+ST) = 6,750 " ---------------------- STATIC SECTION ANALYSIS ---------------- --------- For Evaluation of 'Mn' Moment Capacity: Center Left Right X : Neutral Axis = ' 1.89 2.28 2.28 in a = beta * x = 1.61 1.94 1.94 " Compression in Concrete = 81.927 98.9463 98.9463 kips Sum [Steel comp. forces] = " Tension in Reinforcing = -81.91 -98.957 -98.957 " To Determine Mn, Use... SectiPns w/Tension Steel Only ---->> Mn = T * (d -a/2) With Tension & Compression -->> Mn = Cc * (d-02) +.Sum(Cs*(d-d') For Evaluation of Max. As For Ductile Failure: X -Balanced = 6.81 7.40 7.40 in Xmax = x * Max % = 5.10 5.55 5.55 " a -max = beta*Xmax = 5.79 6.29 6.29 " Compression in Concrete = 221.3 240.5 240.5 kips Sum [Steel comp. forces] = 39.3 27.9 27.9 " Total Compressive Force = 260.6 268.4 268.4 " As Max.= Tot Force / fy = 4.34 4.47 4.47 in^2 �E_Em MC)t?ELEO As POINT \OA-Vj |T 1S UW L|IZ-EL1r TH�, T M SHE�Ll yVV\ VQ(LL E*'SHE�� NE CAN 16NOr-�& tWE- James Joseph PAGE 3cf) OF January JOB. NO 461Z ARCHITECT BY:4P DATE: "t1 ENGINEER 10293 COHASSET ROAD PROJECT DA N � E L' F t� A L)0 � CHICO, CALIFORNIA 95926 j9161 342-1386 tit I C o N E -7N 0 WALL Fav /T I N (, waLL- cf. bLL�>G-:,. ` PANNI S 26) 21, ci 27_) �2o[b F uR = oOS k 25/2 x 5 IDS x✓n �� ; Y S = 3, 5 r. I/2 = � . i� �` �tJE�S ,wI20�22 - 1wI j R -3 V 5, 2o,2Z = V = 4,°) k wzl = , 06 11 x 2.o x 26.z = 3G. 21` V�1= TOTAL S H-Fiw2 -L 11,1' p Is r'26UTry EVENLY To P1 c-'zT �T 4 (/PANEL 10j GIL AS S'1E aN F��. I N �. , 2 I d111N X 1 21: T �� FTU Yk/ F'TU - I"iotx2.5,j-+ 4.9 x25. a/Zx2+5.oxZi-V, + 24-1w Me= ,C6-3 0�2 t 3S.00x[/5otlo,+ 34.2x-�,o+ I�x'�o C*3xfo0 +2x3S,co 310,2 t l`b = 1261,?� ENO 12.2 1 NsiD f�A1V 1/3 X I 2 X Co 0 7`(PILA,L I`NCiWAIL �=ooTING 2I�OIIw x 1'21 1114 IL- Av�c� tJnt� E: F�'12 �ISMtc� Fo�GES James Joseph PAGE 3 OF January JOB. NO. 4c, 2 ARCHITECT BY: -1--i DATE: ;E!-/-1 I ENGINEER 10293 COHASSET ROAD PROJECT: I2^ -N 1 ELFN AVD/N CHICO, CALIFORNIA 95926 [9161 3424386 Le i>,, E2 CG N, rtp r=nI0WALL_ PANEL �bA L — .02 j x eS j2 = 31'.� KGF (lf 2&�2 = .00o� rLF k� (�,t ` N ILTI 1�2"fix J-�%.1 Kw1k �T <!�1 Mw �+^��t1D� �c.� 21 s�� �� �/ I�'T = 3000 �� I > VA`'"',�� — I ' N o I NS PE�Tt'iN Te -L--1 = ,7� k/�T LUat2 USE Svi L ,:S,2 P012-12. Lc)A-u (su1SMic SHEai oa S x 2512. >,, 13-1S = , 001r. - h 1.33 I 7 SP^WOf2EL &E^M c cN N, To CJIVE►tiP,-LL P^" CSEISrnl(- POL.LOUT� i I k;F �-7NO'AJALL• AN-r-F4r-)t-S 41 LTI 112-"+ x 55/11 KWI K. 6OLTs Chi`-6flclC-- 5NSM1` T = .oC�`►�24/Y-X n.ZZS sp= = 4.� PPt�'t�E 2�} v. c. SPv�IN6 5-T,A66F=z OVEe UNoFl2 �JP�N�iLEt ��Afl �^ ETf`INEit DLII" USE 5"wr-r#4 X 4 21 LOWS, TMPD - Lj F) Pew-1NLA 21/4'I I l r- $- �j I ZX 14 tu5E SQANO0?-eL Rlt - I 2 x 1.3> ' Sel\N I? I? E L Ca To 51 OE w^t-L x-41 LT- I f/2' 3�/4 Kv�I K 5OLTS G2410.c, (6TF66. "r,1 La, f 4? 3/�1>,3'', 41/I'PE7-,-�1rvEu C L.110 W / ft 1/4 x 5�+ sit S f2P,— TTP, k w FL 1� tv CLIP PAGE 3 2 OF JOB. NO 4c, -,- BY_ BYDATE: PROJECT: N BUD N James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 (916] 3424386 G3 x 3 x V+ x 61- G'i2" G LI p IN/ 2- H I L T-1 1/2'�x 53/41 K wi k To PANEL M,1✓. rta h�2LIN CSA M E. Yv1, B' 5 FE C Go N ti. To L E-v6e 2 I II 1 -1� PPHN EL (4 1-1121 MALL 'bT►-vr..J. Lail P6 S c D Va = z 1 �� Yj cf = 2.0 YN = Hyl k 2 X�r' Ti tiv -itl�itil.iL Vols - .�� x,72 11 X12 X 1,5 P E I r,)F, OWL, I Q N I LT I I }I EAI FE51 N 9-,A L�E n --� I/Z I N 2--001Z! CG NL , = 5.625 K /Gl-/L. �1C-Y10 4-401c-,) �P12At�ET aN ExtSj v �ANFI S VEW T- 12 EI NF Ce WEL 1E�NOV-.jj-,L-L PUP -LIN ANLNok G.1.IPS �N MILT 114EA' I?E�IrJ W/ TIE —1 I/21 E:M e,E17M &Q -r �E�UtUE ��i�nlEl- SE sr�1l� C0^ry e70P OF P^rjE- = 2z S , 2.12 L r- -? 2w p I j �3x�� GLIB: W/-2-112", ISI✓. T -o PUK`L!NS lz 2 - %z�3c V = 9 60 %2- eoLT To �ANEL -i ' REvu�Ev �aLLuw "" ,���6o�T ��C(p 215c�� i �i .. __ -- -- _- �'YZrj l>ACIN�/t0---__....-.._.r % p� ,} , I ��� � > I �0% � ' ��{'� G�,�x3 CLIA IN tJENu�N V �--1� i USES L = (:::j/zll L6rwr LTS f PLAN 2°�S I` �I PEI ! N CGS h�LEtiGE Ij.. it i (ANN, It I FU4Wj ANctldk—' —,--LIF G3 x 3 x V+ x 61- G'i2" G LI p IN/ 2- H I L T-1 1/2'�x 53/41 K wi k To PANEL M,1✓. rta h�2LIN CSA M E. Yv1, B' 5 FE C Go N ti. To L E-v6e 2 PAGE 3 OF JOB. Ng. BY: DATE: 4 PROJECT D/�N!�L.SE�� A►�0N James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORMA 95926 . [916. 342-1386 SP^Nt�;PE:L< eEAr A H t0 WALL @GNU GF EIE^_1 I P = ,ZIQJ(P6,31) 7 dD Qr- I?FNO 2-I/2�c�k�s%" �WIK �ct1 -To PANEL BEAn t�l . v 2 y I .°I( 1, 33 kVQI K ALTS Vo I.q ��L:cIT 1 IG D 2I 5Co) V.LWvw = k- i PA N c-% - -ra 5UAE�> k -LF < I�s�NEt 1 0 PL^t\j VIFw 2.I SPANvi1E"L VM. ATjA�N. To WA L.L. () N t2 of G�x3y l/4 x cam'-�r2'I V,j2 - I/2� fel, S. To 6M. 2- N 1 2 tI z !, ti I IL ALTS To PANEL -Te T: 4 4- I? El N F. U W L I N Pott r� STK W/ 5TP• +moi`. I N T O PAN FL USE;. SN EeW— Ful ALTS Ur,L 1-rc l L 2& F Foie I/Z" 4 VAmL., — 2000 +/0,L.T �vvL. _ !t.a x 1,33 - (o, (o MIN Spc Nc� - , 4-oo USE', 24"a-. Ce�. !rs (— PANEL PANEL PK/LS. -ro 24 -r o poUfe S1gi►�' PAGE OF JOB. NO. 4 60 '2- BY BYDATE: PROJECT bAr�IE� k+� At�7nl James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 [916] 3424386 P pe! IjeA6 l ctfore'L2S EN0Wf-,ALLS Cc1vS1 �� c-�NPOUou; LFL�eE IE- AS c--.ke-V M1=mI✓-;,L-lZ GNE�K coNNs, 6SVL.IrES (P^NEL JM) M ElP L L I c.. cHoV 0 M G�M ek-F' : <-- X1/2 X 6A «iGL�v FC�PG.E (SU6- P 1,1 INIt-1H ZS 6 Sri, I (� _ .� a� x 2 5 t ,sing x ZS 2 x .225 = Z z K`F G = T = a ,, •25 @ Mib F�'b!r, RIpGF L!rvE 114 il 4- N I LTI 1/.el31A k WI IL t?:,,-jITA- S I l)F 0E- SPLIGE c.. -HK C�) C- EM eE44 x.1,5Ej A= I .IrLI'2 US C)' Fy = 30t��� TMS. _, 6v x 3 0 x 1, 12 x 1, = 2�. b > J� TIp" �I q t X J .(px 30 x 1,1 k 1. ,2 _ �.�k 1, 3 G_1L 7-57 P (26, ON 1�10LTS 5 k. o -15 k 1, 3 3 S N E r -Nr! aN FELT S TrKLwv-j = +- x I q (g, X I.3 3=1Jr Y- 6- Ue 6Ue k(_1 N v ("Cu nn NG:e 6S I t1N, 2 12 ' � r = T� c •ool$/s ODS$ _T- Fk itS �X�c — 1 SIfz = 11, 5 I` -s I Cil APH , e5 kin. C✓ ENP hJM LS L6P6E-V- M P,4 e,6=P- g G 31�zx I�GP kJ/SPLIcE i I/�'Ix IIx o1- II'' W/ 4ILTI I/z'+x3�° ICK-wIK- rcLTS(EA•ENG)) rtwu LEP&v� Sf'L.ICE k To P&NEL eto .t �v PAGE 3 5 OF JOB. NO. `I 2- BY:- j -1— DATE: 4%I I PROJECT: DfaNIEL-St N %'-/Jolri ,o WINCOY,j C^wcIv-- V �P^NEL -Z4 cANTILFVC- iZ. C,=I SPAN 1(p &E/ -\M (FINn i -N O MoM ENT) 02 X 1 104 kLF C WALL ENL2 I ATTAcl-+ . to WALL bVIoe x I' --Z` eFP CaBJx?.o = I,I°IK,' T= A A = =I x 1,Iixa. 3,3x Ii gxl,l°Iq. = 3.3x 12 o = — 5.3 SSa 4- 111.61 - 39, G .��41 " , T- A K James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 [916] 3424386 TAY; 4- - S/t,'4 THvu t3r,,rs TA 6.1%�; C EA. eoLT T. 3.bsjZcK- c,N r-, CGMN✓INE(� I,Y� j + 21 EN►� PL -PTE lex. 9. _ 21 = �1 Krl USt , WA•SilE1_S cN SINE :VF F2ANeZ- 3/g'' x 3' S�, C ANc� p' f E -N0 �E�r1 ANcNo12-S �N L-DFl /- x� I l x I' - Z W12U 60LTS O(�l I�PtN�L �Rc'KSIC�E C= E C= A SUB,59101A Y OF AMM-sysi-Em ati/to cou No D� p p W?o PROJECT LOCATION Hca CA ENGINEERING SUBJECT JIL - CONTRACTOR qxcoc� JOB NUMBER SAC- /,5 3 -:S,4c ADDENDUM TO GENERAL NOTES All reinforcing steel shown or noted in these details shall be used in conjunction with the reinforcing steel shown or noted in the contract drawings dated 2�,? (o - 91 LEGEND FOR STEEL CALL -OUTS: ADD ERECTION REINFORCING = "Add reinforcing steel as noted" -- reinforcing steel required for erection stresses which is in addition to the structural reinforcing steel shown in the contract drawings. EXIST ERECTION REINFORCING = " Place existing structural reinforcing steel as noted" -- structural reinforcing steel required for erection stresses that is already shown in the contract drawings, but requires clarification to ensure proper placement (clearance, location, length, etc. ). REQD ERECTION REINFORCING = " Place existing structural reinforcing and/or add to provide the the minimum reinforcing steel as noted" -- the minimum total reinforcing steel required to resist the erection stresses. It is not necessary to add steel unless the existing structural steel does not equal this minimum requirement. "Details" refers to panel detail sheets produced by the Burke Company. "Contract Drawings" refers to doc- uments supplied to the Burke Company by the customer for the purpose of detailing for erection the tilt -up wall panels. Unless noted or shown otherwise on the details, the "CLEAR" dimension indicated in the re- inforcing steel callout refers to the clearance between the main reinforcing steel and the face of the deepest reveal, texture or recessed area that the reinforcing steel crosses. See example section detail below. When Ties are shown, the clearance to the tie will be the clearance to the main rebar minus the Tie diameter. Cd Texture or Aggregate Clearance at texture = a + 3/4" REOD ERECTION REINFORCING # 6 0 X 14'-6" LONG GRADE 60 ( 5 ') 3/4" CLEAR BOTTOM FACE 3 1 1/2" CLEAR TOP FACE U Number in () references the number of reinforcing bars required at face indicated. U M Clearance here = b + 3/4" 13. PL GENERAL NOTES TILT -UP PANELS , Burke and the Professional Engineer (David L. Kelly, Calif. C.E. 16872) warrant that the details attached are accurate and appropriate for the use for which they are inpded, which is limited to the lifting and bracing of the tilt -up panels described therein. The information upon which said details are based was furnished to Burke by (customer) and Burke has relied upon the accuracy of that information. Burke and the Professional Engineer accept no responsibility for any deviations from said details, any errors in such information provided to them by cus- tomer, workmanship in the field, field conditions, or for non -Burke supplied items used by customer. All panels are detailed Wnside ❑ outside face up. No openings shall be placed in the panels except for those shown on these drawings. All panel dimensions shown on these drawings are for purposes of calcu- lation only and should be checked and confirmed by the contractor before using them for construction pur- poses. The contractor must review plans and specifications in the General Engineering Notes and draw- ings to ensure that the panel dimensions are correct before casting any panel(s). All reinforcing steel and/or strongbacks shown on these drawings shall be installed as indicated and used in conjunction with the reinforcing steel shown or noted in the contract drawings to resist erection stresses. It has been assumed that sufficient reinforcing has been provided by the customer to prevent shrinkage cracks.�Unss otherwise noted on the details, all reinforcing shall be ASTM, A615 Intermediate Grade C; 60[F = , s 30000 psi] ❑ 40 [Fs = 24,000 psi] (for erection stresses only --short term). All rein- forcing shall be placed with a minimum concrete cover of 3/4" unless otherwise noted on details. .._atress-analysistror_erecuuii-icquuw-ewu �F,-IjauaL%, 1-0.x. THE CONCRETE MUST ATTAIN A MINIMUM COMPRESSIVE STRENGTH ANDA MINI- LMUM MODULUS OF RUPTURE PRIOR TO THE PANELS BEING_LIFT_ED.---J The embedment strength of the lifting anchors is primarily related to the concrete compressive strength and the ability of the concrete to resist cracking during panel rotation is related to the modulus of rupture strength. ATTAINING THE REQUIRED COMPRESSIVE STRENGTH DOES NOT NECESSARILY ENSURE THAT THE REQUIRED MODUL`US`OF RUPTURE HAS BEEN ATTAINED OR THAT THE CONCRETE TILT -UP PANELS CAN BE LIFTED WITHOUT CRACKING. The minimum required modulus of rupturC strength must also be attained prior to lifting any panel. Char- acteristics of the concrete such as coarse aggregate, particle shape, surface texture, the mineralogical com- position of the coarse aggregate, the ratio of coarse aggregate to fine aggregate, etc. will have a more pro- nounced effect upon the modulus of rupture than the compressive strength of the concrete. The modulus of rupture beam and compressive strength cylinder test specimens shall remain in the field with the 1anels and receive the same curing treatment. If past field test data is available which correlates the modulus of rupture and the compressive strength of the specific concrete mix, the compressive strength test data may be used as a guide to predict the modulus of rupture of the concrete. Past correlation tests shall not be used as a substitute for the required strength tests. If the modulus of rupture strength cannot be attained by the the time you wish to lift the panels, advise your Burke representative of the actual modulus of rupture that will likely be attained at the time you wish to lift, but contact him before you cast the inserts. a. Required minimum modulus of rupture psi prior to erection as determined by ASTM C78 standard beam test for flexural strength. b. Required minimum compressive strength = o`?JrG0 psi prior to erection as determined by ASTM C39 standard cylinder test for compressive strength. Panel thickness: a. Gross thickness is indicated by:b. Exposed aggregate r T 0 5 exture: c. Structural!a SEE REVERSE FOR FURTHER o INFORMATION. v A SUBSIDIARY of ALUMS! -SYSTEMS 010191. Sheet GNI 6. The Burke Company shall immediately be notified of any deviation from its engineering specifications, panel dimensions or details, or any other requirements contained in the General Notes or drawings. NO CHANGES SHALL BE MADE IN ANY ENGINEERING SPECIFICATION, STANDARD OR REQUIREMENT WITHOUT THE WRITTEN PERMISSION OF BURKE. 7. The contractor shall obtain a professional engineer's plan as required to comply with all applicable building codes and construction safety orders. 8. The contractor shall install the -bracing as shown on the attached bracing chart. Burke braces and bracing hardware shall not be used if bent or damaged. Burke and the Professional Engineer accept no responsibil- ity for failure of the contractor to install the bracing as shown on the attached bracing chart. 9. This layout assumes and is used with the understanding that there is a bond no greater than 33% of the panel weight between the panel and casting surfaces, no shrinkage cracks, and -no impact during erection. Any cracks in tilt -up panels are to be considered as an indication of a possible structural defect. Burke shall be notified if such cracks exist in any panel(s) for an evaluation before any attempt is made to erect those panel(s). 10. Do not weld or apply heat to any product provided by Burke. 11. Do not modify in any manner any product provided by Burke. 12. DO NOT SUBSTITUTE ANY ITEM DESCRIBED IN THE GENERAL ENGINEERING NOTES OR DRAWINGS WITHOUT PRIOR WRITTEN PERMISSION FROM BURKE'S ENGINEERING DEPARTMENT. 13. Do not use any type of drill -in expansion type inserts or any other type of lifting insert(s) other than those specified by Burke to lift tilt -up panels without written permission from Burke's Engineering Department. 14. Rigging details enclosed are recommended to ensure proper loading of the lift inserts. The erection contrac- tor should not make any changes in rigging details which alter the load on the lifting inserts. Burke and the Professional Engineer accept no responsibility for any changes in the rigging details which are made with- out their prior approval. 15. The size and type of crane and the experience and competency of the crane operator shall be determined by others for site conditions. The crane operator shall maintain the crane load line directly over the panel's center of lift. The crane shall be of adequate load capacity and shall have sufficient boom length to erect the panels without sliding or jerking. Burke assumes no responsibility for the crane selection or operation. 3/4" Single Coil Insert w/ Coil Rod. Strong Plate and Nut 11/4" Double Coil Insert B-2-125 As Specified See Panel Details O 0 O t� 11/4" Double Lift ° Plate w/2 -1 1/4" Coil Stron Plat E 3/4" Coil Rods and Nuts • • 1 X 4 Scab Nail-Typ. Rod Double Strongbacl " Sinde See Panel Details Double_ Coil Insert 8-751 Tilt -up Panel ool-Strongback w Shore • See Panel Detail 1 0 c O O Oho o 0 Strongback Details 0ml0�n 0 A SUBSIDIARY OF ALUX4-SYSTEM 010191 Sheet GN2 -RACE INSTALLATION DIMENSIONS T) co �o o_ TYPE OF BURKE BRACF ° > SUPERW00111 TLE "G' STANDARD 'G' B C D SUPER BIG 'G' p =< V V X L V X L V X L V X L V X 17.00 8.0 1L 8.00 11.00 .14.50 8.00 12.00 00 9.0 9.00 10.00 14.50 9.00 11.33 NH 17.00 10.0 10.00 9.0 14.50 10.00 10.5 17.00 11.00 11.00 7.8 i4.50 11.00 9.45 17.00 12.00 12.00 13.5 11.69 6.7 14.50 12.00 8.14 13 1.00 13.00 11.00 13-501.11.69 6.71 114.50 12.561 7.25 1 14 09 14,0019.67 13.5q 11.69 6.74 1114.5 17 On 14-7q 13.501 11.69 6 * 751 LLL50 12.56 7.251 16 ILM 14.75 8.5o 13.59 11.69 6. 74 22.50 16. Oq 15.82 114.50 12.56 7.25 22.00 16.00 15.10 17 13.50 11.69 6.1 22.50.17.0 14.74 14,50 12.56 7.25 22.00 17.00 13.96 124.00 17.00'16.94 18 17.00114.75 8.50 4 SO 12.561 7.25122.00 18.00 12.65 24. 15-97 19 17.00 14.75 6.50 J4.4 12.50 7.22 22.50 19.M 12.051114-50 12.561 7.2S 22.00 19.00 11.09 24.001 19.00! 14.66 20 17.00 14.75 8.50 15.16113.13 7.5E 22.50.19.4E 11.25 15.16 13.131 7.58 22.00119.05 11.00 24.00 20.00 13.27 21 17.00 14.75 8,50 15-84 13.75 7.94 22.50 19.48 11.25 15.88 13.75 7.94 22.00119.05-111 .00 24.00 20.,PI 121.00122 17.00 14.75 8.50 16.6 14.38 8. 31 22.50 19.48 11.25 16.60 14.381 8.30122.00119. 05 1 11 . 00 24.00 20.76i12.0 23 17.00 14.751 8.50 17.34 15.00 8.6 22.50 19.48 11.25 17.32 15.00. 8.66 122.00 19.05 11.00 124.00 20.78 112-0424 18-04 15.63 9.0j 22.50 19.48 11.25 18.04 15.63 _9.02 22.0 '19.05 11.00 24.0 20.78 12-00125 1 18.74 16.25 9-38 22.50L 9.481 11.25 18.76 16.251 9.38 22.00119.05 11 . 00 d 2,:. 001 20.78112.0 26 19A0 16.881 9.7 22.50 19.48 11.25 19.49 16.88 9.74 22.0 -19.05111.00 24.0 20.78112.0 21 20.21 17.50 10.1 22.50 19.4 - 11-25120.21 17.501 10.10 22.0 19.05 11.00;24.0" 20.78112.0 28 22.501 19.48 11.25 20.93 18.13110.46 22.0q]9.05 11.00iJ24.0 20.781 12. OCq q 29 29 22.501 19.48 11.25 .,.50 20.351 11.7519. 05 1 .00 4. 22.50 19.48 11.25 23.50 20.35 11.75 32.Q 27.71 16.00 24. 020.781 12.00131 23.09 20.00 11.55'23.50 20.35 11.751 32.0 27.71 16.00 124.020.78112.0 3 23.82 20.63 11.91 23.82 20.63 11.91 32.062-7.71116.00-12-4.0120.78 12 - 03 33 24.54 21.25 2.27 24.54 21.251 12.271 32.od 27.71 16.00 124.54 21.251 12.2 34 12.63 32.0027.71 16.00 25.261 21.861 12.6 35 25-98122 25-9d 22.50 12.991-36 26.70 23.1 23.13 13.3 Q 26.7 23.13 13.3 37 27.42 23.7 23.75 13.71 W14.0728. 32.0 27.71 16.00 27.42 23.751 13.71138 28.15 24.3 24.38 14.07 32.0 27.71 16.00 28.1 24. I .0 3928.87 25. 25.00 14.4 32.0 27.71 16.00 28.87 25.00 14.4 40 6 4 7 32.0 27.71 16.00 29.59 25.63 14.7 41 27.71 16.00 30.31 26.25 15.1 42 32.0 32.0 27.71 16.00 31.7 27.50 15.8 44 3/4" -Single Spider (B-75) 32.4 28.13 16.2 45 33.2 28.75 16.6C146 H 33-92129.38 16.9 NOTE 34.6 30.00 17.3 48 L Braces are designed for use with Burke 35.3 30.63 17.6 49 V Super Bolt or with cast -in-place B-75, 36.0 31.2 18.0 50 BI -75, BG -75, and BGM-75 inserts only. 36.81 31.8 18.4 51 Spacings in the brace chart are based on a 37.5 32.5 18.7152 5" thick concrete floor slab with a minimum 38.2 33.1 19.1 53 compressive strength of 2000 psi. Consult The Burke Company Engineering Department for recommendations when these floor spec - L1 are not met. Burke does not re- commend the use of expansion -type inserts for brace points and assumes no respon- 3/4"-Slab Anchor (BG -75) sibility if used. o �� 13A INSTALLATION Dif'�7�SI�iS eyBRRCE //1/06 vV ria+ e• 9US8106AMY OF �.tT�l/-$Y$rY/j�i T11 T UP BRACE SPACING T JJNEAL FEET OFW DRACING NOTES � TYPE OF URK� ALL PER BRACE. 1. This bracing chart has - - - u u been design David ,� U • o Y � c L. Kelly, Calif. C.E. ^' vL -Jm - .60 16872, for a 10psf wind s- q q •o - Q CJ d o. load with a safety a c ou �, u a • c factor of .5cn ., c - • c m Y N V: V . m 6 20 . 20 20 1 20 2. 10 PSF is approximately 20 20 20 1 20 48 m.p.h.'with allow- 20 antes for pressure- 20 2 0 velocity, external shape, 20 2 20 20 internal pressure, expo- 20 20 20 20 sure and gusts. 20 20 9 20 3. For wind pressures 0 20 16.7 20 greater than 10 PSF or other data pertaining 20 20 18.1 20 14.8 20 20.0 to bracing, contact your 20 18.8 16.1 20 13.2 20 20.0 Burke representative. 20 17.1 15.3 20 11.8 20 20.0 4. See attached "Brace 20 16.3 13.7 1 20 10.7 20 20.0 installation Dimensions" .20 15.5 12.3 20 9.1 18.2 20.0 sheet for insert type 20 13.8 11.2 20 7:) 15.5 20.0 and location in the floor and wall. 20 1 11.6 10 19.2 6.6 3 3 L 20 9.8 9.4 17.6 5.7 11.5 20.0 5. All inserts should be 8,3 8.6 16.2 5.0 10.0 20.0 kept more than 1 foot from edges of concrete 7.1 8.0 15.0 4.4 8.7 026.0 and all angles should 6.1 7.4 13.q 3.8 7.7 U 19.16 be maintained within 50. 5 6.9 12.9 3.4 6.8 E 17-81 6. See reverse for knee 6.4 12.0 3.0 1 6.0 0 16 -Fl bracing information. 6.0 11.3 1 4.7 1115-52 7. Do not increase spacing for 5.6 10.5 4.4 openings due to suction on 4.9 10.2 4.2 back. 4.2 9.8 3.8 EXAMPLE: 3.6 9.6 3.5 3.1 9.3 3.1 The brace points are required 2.7 8.8 2.8 for a panel height 27' above 2.3 8.2 2.6 finished floor and found as 2.0 7.6 2.4 follows: 1.8 7.1 2.2 1. Determine from your Burke .6 6. representative which of the 1 8 brace types will be available for your project. 2. Enter the H column (far right) at 27'. 3. Read across the table to the type of brace and knee brace criteria desired. The number read is the lineal feet of wall per brace. 4. Turn to the attached sheet entitled "Brace Installation Dimensions" and find the brace length and vertical and horizontal dimensions for the inserts for the type of brace selected. AI 6 O� m 14 20 1 20 15.3 18.8 1 24 14.1 17.3 25 13.0 16.0 26 12.1 14.8 27 12.0 -30 11.2 11 31 9.Z6 1 7.0 9.6 11 34 8.74 5.9 9.3 1 35 LIk. 5.0 9.0 1 36 7.82 4.3 8.8 37 7.42 3.7 8.6 38 7.0411 3.2 8.3 39 6.07 1 2.1 7.7 42 5.79 1.8 7.6 43 O�T� 7/1/86 •1.6 7.4_1 444 1.4 7.2 1 45 0.8 6.6 49 13A SUBSIDIARY OFFLJU/Q.I�' LL$�� BRACE SPACING 0.7 6.5 0.7 6.1 5 O�T� 7/1/86 u�.�w a 0.5 5.4 V KNEE BRACE AND CROSS LACING DETAILS FOR BRACE'SPACING WITH KNEE. BRACE AND CROSS -LACING CONTACT YOUR BURKE REPRESENTATIVE %1' (19mm) SINGLE SPIDER B-75 BURKE CROSS LACING \ �1 P� 00 900 X--"- GRACE . New Connector for Knee Brace and Cross lacing A one-piece unit connecting knee brace and cross lace members to the main tilt -up brace — obsoleting expensive and temporary job -built wood struts and bracing. Connector joint easily slips onto the tilt -up brace at any desired point. Knee brace and cross lace pipes, crossing in intersecting planes. are locked by the hinged pipe clamps. END CROSS LACE KNEE BRACE AND CROSS LACE CONNECTOR 'k" (13mm) INSERT / / :Y4" 09mm) SLAB ANCHOR BG -75 / jl-,� BURKE / 90° — SEE NOTE i KNEE BRACE _ _ (± 50) NOTE BRACES ARE DESIGNED FOR USE WITH B75AND.BG75INSERTS ONLY. BURKE DOES NOT RECOMMEND EXPANSION TYPE INSERTS FOR BRACE POINTS AND ASSUMES NOTE: NO RESPONSIBILITY IF USED. Spacing chart applies when braces are at 900 to panel baseline when viewed in plan. Knee brace must have positive connection at each end and connect at' mid -span of brace. Cross -lacing must be continuous and. have positive connection at each brace and at the end of each line. TITLE 0 KNEE GRACE AND CROSS LACING DETATLS 0 DATE DRAWN By A SUBSIDIARY OF ALUW-SYS'TFIVIS 8 79 SHEET 0f Z 1 l MINIMUM SLING MINIMUM SLING LENGTH= 3.63 E LENGTH= 2D p D MINIMUM SLING H LENGTH E : 1.3 0 o 2x I HI RIGGING 2 x 2 HI RIGGING MINIMUM SLING LENGTH E s 1.50 (TO BE USED FOR EDGE LIFTING ALSO) EO E MIN.SLINGMIN.SLING LENGTH:3C•D . LENGTH: ° 3C+E 2x3 HI RIGGING E/2 E/ E C D/ D MINIMUM SLING I D LENGTH= 2D MIN. SLING LENGTI 14.5 D OR 4.5 E 4xl HI RIGGING 3 x 2 HI RIGGING WHICHEVER IS D GREATER (TO BE USED FOR EDGE LIFTING ALSO) MIN. SLING. I LENGTH= 3D 1 D MINIMUM SLING LENGTH: 3p D MIN. SLING LENGTH= 20 2 x 4 HI RIGGING 4 x I HI RIGGING 4x2 HI RIGGING v �� A BUBBIOIARY OF ALUMA-SYSTFI%IS (A) Exposed aggregate — face down. Kwik -Kap Locater Top INSERT WIRED TO �h" MAX. 03mm) REINFORCING ON TOP OF ROCK. Q 17 [7 O p ID 0 . 1 0 O m ARCHITECTURAL AGGREGATE STAINLESS STEEL FEET' The stainless steel feet of the lifting and bracing inserts rest on the casting bed and support the structural portion of the insert 3/4" above the aggregate. The insert should be securely wired to the reinforcing steel to prevent movement. (C) lift plate attachment (Detail B) 1' x 1' x %" LIFTING BOLT (0.3m x 0.3m x 16mm) SWIVEL (or Angle) / PLYWOOD LIFT PLATE DOUGHNUT GRAVEL vo wovv When lifting with exposed aggregate up it is important to obtain firm, even bearing for the lift plate. One manner this may be done is as follows: 1. Place the proper length lifting bolt thru a 1' x 1' x V (0.3m x 0.3m x 16mm) plywood doughnut and the lift plate and barely start it in the insert. 2. Raise the plywood and shovel pea gravel onto the exposed rock to fill the voids. 3. As the bolt is tightened, rotate the plywood to screed off the pea gravel until the plywood is firmly against the highest rocks. 0 9 n� A SUBSIDIARY OF ALU U-SYSTPMS (B) Exposed aggregate — face up. LIFTING BOLT IN PLACE WHILE CASTING PANEL �C ARCHITECTURAL E E / AGGREGATEE co Ln �C �o4Q Q When large exposed aggregate is cast up, the lifting bolt should be used for setting instead of the plastic cap. Since the top surface need not be troweled, the bolt can protrude well above the surface of the exposed archi- tectural aggregate. The threaded portion of the bolt should protrude 'h" (13mm) to 1" (25mm) below the coil. The insert supplied should be for slab thickness of dimension "C". A = Gross Panel Thickness B = Exposed Architectural Aggregate Thickness (D) lift plate attachment — smooth concrete panel. LIFTING BOLT SWIVEL (or Angle) _ LIFT PLATE E E E a 'h" MAX. (13mm) O o Z a :0 .. A.: a.. �c Q K7 O• C - The Insert supplied for standard conditions should be for a slab thickness of the dimension "A". The insert will be '/." (6mm) to 'h" (13mm) below the surface. The proper length lifting bolt will have the threaded portion of the bolt protruding 'h" (13mm) to 1" (25mm) below the coil. Make sure the lift plate Is correctly oriented and bearing firmly on the concrete before lifting. The bolts should be firmly tightened. D = 23/." (70mm) For Single Swivel Lift Plate. D = 3/." (19mm) For Double Angle Lift Plate. TITLE PRnPFP Rn!.T A Tf"Mr-RT 9T7F & PI_AU_V_N!T OTE I DRAWN eV !►BEET OF BURKE SUPER, -LIFT INSERT INSTALLATION Insert shall be located as shown on the Burke Engineering drawings with the arrow on the yellow Void Former pointing toward the top of the panel. Be sure insert size stamped on the steel component is the same as the panel thickness. Be certain the yellow Void Former is completely pushed on to the insert and the cap tightly closed. Allow at least 12" from center of insert to the nearest obstruction above it. After the concrete has hardened, remove the plastic Void Former and any debris in the void. Inspect.the insert to ensure that it is perpendicular to the surface of the concrete. It cannot be used if it is tipped by more than 20° in any direction. Be careful not to damage the formed curved surfaces of the void, as the lifting uni t must bear on them. If the formed curve surfaces are damaged, they must be reconstructed before lifting with this insert. To reform the void,use a high-strength flowable grout such as Burke Non -Metallic Grout. The grout should be allowed time to harden until it reaches a compressive strength equal to the panel's strength. Figures 2 and 3 will illustrate this point. 3A *U681C.ARV DP LNZ�L Top of Panel Figure #1 )rme ;ert >e Figure #2 Figure #3 BURKE SUPER -LIFT INSPECTION Inspect the Void to ensure it is intact and free of debris, and that the insert is perpendicular to the panel surface. Drop the Super -Lift Ring Clutch into the Void and engage the handle toward the top of the Clutch. panel. The handle should drop freely with- out forcing. The handle must rotate down flat on the panel with the underside of the tip of the handle no more than 3/4" from the panel surface. (See Figure 4 With the handle engaged, pull on the j bail perpendicular to the panel surface to ensure there is at least 1/8" move- ment between the clutch and the insert. Figure #4 While pulling on the bail, rotate it toward the top of the panel until it strikes the handle,and make sure the clutch bears on the concrete at the end of the void. (See Figure 5) After the above inspection is completed) attach the crane cable and lift. If any of the inspections cannot be com- pleted, remove the ring clutch and reconstruct or chip out concrete as necessary to permit proper installation. Repeat the inspect- ion procedure. 13[�3005=�KF:� Pull Up Bail Top of Panel --pow Handle Min. Movement Top of Panel Figure #5 k 241l 1 Yf CZ lo,, 19 2S _1 24 = I I " G Or)4As 511 N' 24-' I0Y2�G 1,25 511�'�' /_k /_I 0.., �,�gFESSI- � y -I N -CLY: 14.98' R:6.9 KIPS Y: 12.48' 1X: 12.48' 1 AREA: 623. 00 SF I WT. 41.4 KIPS TITLE JOB # 60 Y SAC4153SAC- DATE BY. A SUBSIDIARY of A) ff � %/ 2/91 MH SHEET OF /Z e7 r cn cn 1--7YT 2 5 -LO" C 0 � "K o cn c N X U n r" CD O CO r 1 "D L j ' m co a D m � m m m m D Ln N � O CO N w CA) b. r r; ys jF�Fo o r_r W 1 --8 Yz" D Z w/� ✓ ; 26--7YT m o \\ O w N n • r _ m rn 2 6 i7 YT C IV N D � 1 -t w w C) m r- O rd m O r =+ D -1 r -4 m m X \ m D N CJI co Q� CD C:> ja m < cn G �S T\` o rn ""10 -L4!1 12 --5 Z ��`J�l'" 2 8 3 Yz+' y m WCn_ O W cn N D C" PANEL (To� L_ 19 i5" J 3' 0W 3-L6 Yf a SL cv ti ti -I CD N rm)SiERECTION REINFORCING # X FlA4 itri ONG GRADE 60 2 1' z "CLEAR ' z" CLEAR TOP FACE ti C> co VroprTTI O.1 �l # OX " t1, JhW NG GRADE 60 (3) 1 (s) P CLEAR BOTTOM FACE CLEAR TOP FACE 1 �r /No. 2'1 1112l 011 1 12-LO" Irl ei�.�:��ti� "' CLY: 19.16' R:2.4 KIPS Y: 16.88' X: 9.45' AREA: 297. 87 SF WT. 19.8 KIPS 11/7 ® TITLE JOB # SAC4153SAC DATE BY ' A SUBSIDIARY OF L LUMA-SY %� 2/91 MH SHEET OF i2 ANEL 11 24=11 Yf 4=8YV 4' 8Yf I CLY: 17.73 R5.4 KIPS I Y: 14.50' X: 12.47' 1 AREA: 443.00 SF WT. 29.4 KIPS TITLE JOB d a. ® ®► SAC4153SAC ,�y��p�,� �tt�7+�RB� DATE BY A MUMBIDIARY OF AL.K�!!Q-SYSe MS 7/ 2/91 MH SHEET 0FJ2 PANEL 12 24 -Ll V J 5'6YV 4'9!'d' 00 c .� o a -{ Aa 'z FRFCTION RFIrtFORCING # X 0 0"LONG GRADF-60 1 !'s CLEAR BOTTOM FACE � I) i' CLr; ett TOP FACE o oD 11T.; 3' # 4oNG GRADE 60EAR TOP FACE 'COY: 15.04' R:5. 9 KIPS Y: 12.82' X: 12.82' AREA: 598.00 SF WT. 39. 7 . KIPS TITLE JOB # ® ® SAC4153SAC DATE BY , A SU1SIB{OIARY OF A %/ 2/91 MH SHEET 6 OF 12 C -1 co 15 I _ 24=1 1" J r � 4=9 �'d' 1 S L6 Ya' .CLy: 15. 04 R:5. 9 KIPS y: 12.82' 1 X: 12. 10' AREA, 598.00 SF WT. 39.7 KIPS TITLE JOB a SAC4153SAC 3 DATE BY A SUBSIDIARY of-STSTFMS ISD 7/ 291 MH SHEET 70F 12 L ?ANEL_- - 16 24 -Ll 0 Yf 3 -L5 Yf 1 8 =8 Yf 5 ' 2" =1 1" 11%z' ti a PRT 4- X 14 X STRONGBACK WITH 3/4" DIAMETER SINGLE SPIDERS Cad 3 =6 " O.C. 4FF STRONG- BACK DETAIL, 1- -1 1-11" 12'0" face 5 f ERECTION REINFORCING #.5'04614 _..LONG GRADE60 1 " CLEAR BOTTOM FACE (I ) /' 2" CLEAR TOP FACE MAJOR BAR:13.56' MINOR BAR:9.71' CKbl.11UN KUNNUKUNU # O 7-0" LONG GRADE60 f 9) ¢" CLEAR BOTTOM FACE (—) — CLEAR TOP FACE �7 I I k a N 14. 10' AREA: 441. 00 SF WT. - 29.7 KIPS TITLE JOB a SAC4153SAC DATE BY 'v, 7/ 2/91 MH I SHEET 8 OF 12 PANEL 17 24' 5! 311 5=O!Yd' COY' 15.04 R:5.9 KIPS Y: 12.82' X: 12.54' 1 AREA: 597. 00 SF I WT. 39.7 KIPS TITLE JOB 9 SAC4153SAC DATE BY A SUBSIDIARY OF AULW-M FS t7t 7/ 2/91 MH SHEET 9 OF12 • n r N C . 07 D � o D � � H � Cn CD I- w - cn N X rco W m v � n -4 D m m m DD co �! \ mm I- Na \ w co C CO v' 1i 3 S 61-7 Yf I rio w r, 00 m n p�= <'\ 0 w 1023/4' I 12--1" 27-L5W' LII In L 19 LY J 3L11" 4LlYf SLOPE PANEL 10 rn a r- cD 22 \��\\ �7.t1. L• 9J• � �s- OF CLy. 15. 57 R:5. 7 KIPS y: 12.91 ' X: 9. 61 ' AREA: 501. 23 SF WT. 33.3 KIPS 'TITLE JOB a nz7[i� ® SAC4153SAC • ® DATE BY A BUISBIDIARY OF A 7/ 2/91 MH SHEET �� OF'Z PANEL ( 24 24=11" 5 -LO �YV 1 S1-0 �YV 'CLY: 16.04' R:4.4 KIPS I Y: 14.03 X: 12.46' 1AREA: 526. 00 SF WT 35.0 KIPS. TITLE J0b k ® SAC4153SAC DATE BY A SUBSIDIARY OF BU'S S 7/ 2/91 MH SHEET i2OFi2 t -0 E1111,1 January 22, 1992 Mr. John Henry Butte County Department of Public Works 196 Memorial Way Chico, CA 95926 Subject: Special Tests and Inspections Danielsen Company 435 Southgate Court Chico, California Ladies and Gentlemen: LRA.; ENGINEERING J' 35-UNRISE BLVD., SUITE a5 RANCHO CORDOVA, CA 95742 k' 3 PHONE: 916/631-4455 Pursuant to our conversation with Mr. John Henry of Department of Public Works, Butte County, we are presenting herein the final special test inspection letter in regard to- the above subject -project-. -The- project is a one story, tiltup, commercial structure located at 435 Southgate Court, Chico, California. Special inspection final report summary is attached. According to our correspondence with Bill Sage of Burke, a subsidiary of Aluma-Systems (attached letter, dated October 2, 1991), the concrete panel manufacturing company, "The modulus of rapture is only necessary to help insure that the concrete has sufficient strength to withstand the erection stresses. The Uniform Building Code does not require a modulus of rupture test for wall panels. The strength of the building for in-place loads is not dependent on the modulus of rupture of the concrete." It is our understanding that the panels were erected successfully. Therefore, we do not recommend any further testing for modulus of rupture at this time. However, the aforementioned test can be done on a sample taken from the concrete panels. If you have any questions or require additional information, please call our office at your convenience. �tl��DtiV� A, 9 r 0378e1 APP .' cc: BALDWIN COSTRUCTION Pat Nixon, Hinnewinkel Construction Very truly yours, LRA ENGINEERING Ahmad Badi , PhD., C.E. Vice President Sacramento i;Iuco Santa Cruz 916/631-4455 It;. 1391 6 10 1 1081462-9417 @6UNTY 6f ®UTP BUILDING DEFT JAN 3 0 1992 01. ♦ . January 2 D nn' _ 2, 1992 'Ib City or County of; Address:.—Dep t • of 7 moo -gid SPECIAL INSPECTOR FINAL REPORT City. Oroville . State: CA ' Attention: Mr. John Henry zip Re: Final Project Report Project Name: Address: 435 Southgate Court Chico, California To whom it may concern: This is to certify that I performed special inspection on the following portions of the work at the above address which required continuous inspection, and which I was employed to inspect: Concrete Compression Tests; Panels 1 5 7 19 25 October 11, 1991 Job Number FF -237.1 Concrete Compression Tests; Panel 15, October 14, 1991, Job Number FF -237.2 Concrete Compression Tests; Panel 25, October 9, 1991, Job Jumber FF -237.3 Concrete.Inspection; ori site, Tiltup Panels 1-5,7,19,25 9-16-91 Job Number FF -237 Concrete Inspection; on site, TiltupPanels 15,13,6,14,9,25,22,21,24 9-26-91 Job Ph.mmber FF -237 Concrete Inspection; on site, T`iltup Panels 8,10,12,11,25,17,16,20 9-26-91 Job %,ber FF -237 Concrete Compression Tests; Tiltup Panels 1-5,7,19,25 9-19-91 Job Number FF -237.1 Concrete Compression Tests; Tiltup Panel 15 9-23-91 Job Number FF -237.2 Concrete Compression Tests; Tiltup Panel 25 9-25-91 Job Number FF -237.3 Based upon my personal observation and written reports of this work, it is my judgment that the inspected work was performed, to the hest of my knowledge, in accordance with the apY;c�cd pla+i .specifications, and :he applicable workmanship provisions of the Unifotm Building Code. Very truly yours, X4.4 14—al—, (LpecENGIMERINrGsSignator ) AHMAD BADIE Print Full Name cc: Client/Owner Architect/Engineer �— 22— r9 -tZ Date C.E. 37861 ID Number October 7, 1991 Job Number FF-237.FI Butte County DEPARTMENT OF PUBLIC WORKS 196 Memorial Way Chico, CA 95926 Subject: Special Test & Inspections Danielsen Company 435 Southgate Court Chico, California Ladies and, Gentlemen: LRA ENGINEERING 1805 TRIBUTE ROAD, SUITE A SACRAMENTO, CA 95815 PHONE: 916/929-9267 �NCo �r�G�E ,),Py /o/i 71R/ In accordance with Section- 305 --and 306 of the Uniform Building Code, special inspections have been performed by our office during construction of the above subject project. The following special inspections have been performed: 1. Concrete observation 2. Concrete Compression 3. Rebar . . All inspection duties as outlines in the "Structural Tests and Inspections Schedules" have been completed and all non -conforming work and resolutions thereof have been addressed. MAD C 0377,61 �. 3 3/ i3 / AB:tmb IVIL % ff\ff237.ltr �. xs� cc: Modern Builders Very truly yours, LRA ENGINEERING Ahmad Badie, VfZce President C.E. 37861 sacran"110 Chico Santa Cruz 9161929-9267 916/891-6904 4081462.9417 W ro � • t' r Y Sr:r I 1 V 7L fi 'e old =rE.s4 PC OV mill�yµs Oyu x i� lag t r!'. .r + ,, u'Qw` �Y,g, °�, cf -r� .5i" *�y�, Q+a,•r �t - . '+t �y��. AA NOE vig AQ. mix Awa r ! rx t r .`,,,F _ ra. F 'xt '" A� '�y�f 'ixt'�-`t*.•�'�q Y'��r qPie u ' Mi Y ��,� � �. r f jai w�l '� ��, '�• Fall ! Awa 3 is - { �. - &!,' '�• {v p' 44 a- • _ - t � '+��.!;'a�r+ _f M,F `aYir� . Fff� !�� .�•ySs,.��„� t tojrll ME" - \ iib` � _ .. t s l � � r^-���,1.{ +"�' � •+Oyu A3 `Lz�4 jZ sty N t y ..+ ^f4''r y Y's t jt.T'1'1,5��y!''°(T Wv RR NMI M.e�9;11 ••A' r p} g Fv� i 455--�� !` S.x� °5�i ,'� �'"�� J� X" �' �S.'+`'�� v'•w^., ' & 44��Yt �yw ¢I Y a 01 il,t s.._. .... ., .h.....z.: ..W' .r.s-„ii.YY<.. .Sk._-3�. .:i-1i:'S'.•.P _Zx,..t lit. c,u�'EJ+£*��_rth. To: LRA ENGINEERING 1805 TRIBUTE ROAD, SUITE A SACRAMENTO, CA 95815 PHONE: 916/929-9267 Date• Octob 11 1 MODERN BUILDERS P.O. Box 772 Chico, CA 95927 r+ -;, Job Number: FF -237.1 CONCRETE COMPRESSION TESTS Project: DANIELSEN COMPANY, 435 Southgate Court, Chico, CA Location in Structure: Tiltup panels 1-5, 7, 19, 25 61526 Test Number 61524 61525 Identification A B C Date Cast 09-12-91 09-12-91 09-12-91 Date Tested 09-19-91 10-10-91 Storage Age -days 7 28 Ult. Strength -Ib 86,000 114,500 Ult. Strength-Ib/sq.ln 3040 4050 Date Received 09-13-91 09-13-91 Nominal Dimensions -in 6x12 6x12 Design Strength 28 days -psi 3000 3000 Slump -in 4 4 Admixture LRA ENGINEERING By cc: BUTTE COUNTY, Department of Public Works 5w;ie11kH110 011co J 16.'J29-J21i7 l l h ti!11 1; iU I S arta Cru/ dJ;i- I1;.• !1 -II 11 A. 4� s 7{ 'Sz' �� Y "� � �;- k2 .a6`f,S�ysas���' Y:..n• - � 2 r•� t � �r� �yxt � _rrw^ � s � .���� �f� ?�a, tr* �'�� L'�' 1 •1 �s r�; day H4^7F� r� Y; SIM ` "A�`da �r'a}'��'''` �'�•N•S',� P sY?ki�XF 6'�i ., '.`s �qy��A. RY'� u:Ltd cN - `a i a��ar ��� •. 3%�,y;��� '��'� 5�'� ��f ��lsr ks a 'i .. `�i' i�L" 'y .r ..1 .a.�y�`�� rr 4[y[yy����S �,a ��.oi••t, ��.,'3�p'c>yt�� • � ,v �'� w wap"'0.'1'$x� ��t d� 4r � `tz9.:P.�s�j � � i���>3+ �,� M1� . 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" s t .. � 7 i� y �.�s'� fSr's ���5'��' � � tiY` � � } � •�} �`i�f�,.,'�ery����d} .rn: i�°x' r�cy �+=23�' :� '�,:r' €,},��+ti° `` ;•{�ft � .+�c"."")ran �tj� rr�i�u�!v.... - . ... '.s ..max ,... ._,. -.0 ., ,..... ..w.., _.�_'-�. ,..:dtw'_ .,. � �` ,.. �'�.^'�'�3✓1�cf•.{��fS���.' LRA ENGINEERING ' 1805 TRIBUTE ROAD, SUITE A SACRAMENTO, CA 95815 TQU� PHONE: 916/929-9267 To: MODERN BUILDERS Date: October 9, 1991 P.O. Box 772 Job Number: FF -237.3 Chico, CA 95927 CONCRETE COMPRESSION TESTS Project: DANIELSEN COMPANY, 435 Southgate Court, Chico, CA Location in Structure: Tiltup panel 25 i est Number 61622 61623 Identification 1 2 Date Cast 09-18-91 09-18-91 Date Tested 09-25-91 10-09-91 Age -days 7 28 Ult. Strength -Ib 79,500 107,000 Ult. Strength-Ib/sq.ln 2810 3780 Date Received 09-19-91 09-19-91 Nominal Dimensions -in 6x12 6x12 Design Strength 28 days -psi 3000 3000 Slump -in 4.5 4.5 Admixture C-33 C-33 LRA ENGINEERING By cc: BUTTE COUNTY, Department of Public Works 61624 3 09-18-91 Storage S:H rmf�w�lu 011"i h-1391-6304Slurt� c/u/ �l��ll' lf•:' !l! I � ,r�r .. ����,za#.ro: f ; "�✓ ,.t••� �� p i dra is x s?'ty. v� if, ���x"aS L�ntsl�`.iZti#�' aCj �1�3 ,���.:"r��y�'Hsn� Lt Y�.d•i �`{*/��{` �ify ��•43�KHS�i+&"'T ` M SYti d ♦ k 4 ti MS kc tYj,1:1 �,,y6 s ` ' e� r ter, 3s s�,? 4tn!j!p' zap • .. '� a `Mgyxe )si ��a �'yA'l�''�,# e?'tr a. t��n'��F . tg=-',�t,y.�w.gt"u'"-1•zan 1 '{• �-pryy,��1-�+" 9 � .. .. �t`ts�L��t* er''.` sn, "a��F�'� wsi.t.�gv%'.• Yy AN _ 10su AIR 4. �• ❑kms, r exy • .*' jy� aT k > .': '01, fi, �1�. ;%• + �.�7�f � �F'L-. .icy NO�.: '+ai ,�fy; "�,.. " fig .!, •4„!�Y"t-a.'" 3'�atk�`7 �•Cr -.-. N ���*..;;?�� a ,.fk���{.�J. ^��.`iC�`��.'K..12: d��'4'i�j�• rk t '+ryy a't•C� 3 4��Tit''��� �(. .:''� o as :^, y s +yc �grrt+f�o. t �t.��k � �YY y� ✓M� .� ' �„-�' •ss� � t� � vrtA'tt� p iw r�. �"�� v �F CIZ 01, cs • Y '`` 4'.' � �.. �, 4 4hy R8l i d4 �1xa�n'' ,J" Y� x�.:a +'1`°. ' ; va'sy"�aT�'"Y ,r,.�. � � 'Ee��¢! � rStuF�' i� J�zN�b.,,•e r� .. ,� .`a- d"�'Se;�^:��� S3�TM.t y�'"'�;�r�'"'y�yv' t .tl i�..s•:f+k'"- 4 tSwf. `s`w';'t';:t�1,:✓_3:1+�+.; ... _ ...,., . 'bs�x•������'i a�,r4��ry.J..w�.. ''��it` LRA ENGINEERING 1805 TRIBUTE ROAD, SUITE A i� SACRAMENTO, CA 95815 RQL PHONE: 916!929-9267 To: MODERN BUILDERS Date: October 14, 1991 P.O. Box 772 Job Number: FF -237.2 Chico, CA 95927 CONCRETE COMPRESSION TESTS Project: DANIELSEN COMPANY, 435 Southgate Court, Chico, CA Location in Structure: Tiltup panel 15 Test Number 61595 61596 61597 Identification 1 2 3 Date Cast 09-16-91 09-16-91 09-16-91 Date Tested 09-23-91 10-14-91 Storage Age -days 7 28 Ult. Strength -Ib 93,500 120,000 Ult. Strength-Ib/sq.ln 3300 4240 Date Received 09-18-91 09-18-91 Nominal Dimensions -in 6x12 6x12 Design Strength 28 days -psi 3000 3000 Slump -in 4 4 Admixture C-33 C-33 LRA ENGINEERING By cc: BUTTE COUNTY, Department of Public Works .art(:/dIIM.YIf(l f;/Ilc(1 hltf 1 411! nrw}. xkt .;:. 'te.� :'�.'- •s 'i`� �� r� }";` I �"mt'. �i:,Kt t ..:•�:,< n'. '�� ?c�. ; r�� * _ y �• S, w f 'i7 t at .y K 5( SIR, ..' t.. WO" wry t �:.':.• ami �, _•� i `'iii LRA ENGINEERING. 1805 TRIBUTE ROAD, SUITS A SACRAMENTO, CA 95815 PHONE: 916/929-9267 To: MODERN BUILDERS P.O. Box 772 Chico, CA 95927 CONCRETE COMPRESSION TESTS Project: DANIELSEN COMPANY, 435 Location in Structure: Tiltup panel 15 Southgate Court, Date: September 23, 1991 Job Number: FF -237.2 Chico, CA Test Number 61595 61596 61597 Identification 1 2 3 Date Cast 09-16-91 09-16-91 09-16-91 Date Tested 09-23-91 10-14-91 Age -days 7 28 Ult. Strength -Ib 93,500 Ult. Strength-Ib/sq.ln 3300 Date Received 09-18-91 Nominal Dimensions -in 602 Design Strength 28 days -psi 3000 Slump -in 4 Admixture C-33 LRA ENGINEERING By cc: BUTTE COUNTY, Department of Public Works SaLra"IN110 ChItUA Smlla (:nil 9161929-9267 910.891-61o4 -408 -102 9411 h . S t �xxxtttYY� t�f � 4'� .r f., Y f'M'A4 y+. lr' ✓ yy,, OR �'}'4 ` "T ?>• _ A � xaR' (J+��,: y S :t^.,i N SW g fP� 1hWl * a W�''-i�"L" �s y]jC'�r't�'zc'f�,,w §{ ;qV �1�4AF tk 7�`���t �+T�iL��."F�' •i-^.: n�.GY�h .gyp ,� $" 1'.,' �Y-�3°`4 - s"ti "� y t' ,�,�t b'Y tty����e���4•k,4'� y� � "1"7. �L,•'f,4� v-i'r 7�7- r'r! � w''hJ,.� .yFW ,4 f°"tti kbJ f' •', i,'�'� ,. t �£ M ,h��Si � 1�r�"tct7 s}^is'r,* 4� P61 IX X?.35ti''A Qsi ffiPI Az of h . '�� J y i, tJK :,��%' �a' aT,N%7 •N y, �yty,. JiSNh • "0��, R • t'�'`'r^V Yt• "{{ 'IR rN,Z, x;��,,,�y[v4 � � � •�.i,Z� !$jam IV. +H*xirs�l� 1. 'y�3r'£•4S y �^' G, Z» {, �vi,',.. `�?Cx �" " f%3 YUn � Y, n�p 16 ;:.. ';, "t)j �'' 9k4y 1 S�'�Tx. .-.>"•r f' �`Tls . t.� �"-•:�y..i�t' y�, ,�+i� 4 �3vr _F � �4y��vG,�y.��std yti,Sf3' a �.3'; ilYd r � -rr . ,�- M ggPC, si �" �'�_n ��"r�t?' �..• .v$ '<�st$�'Szk���F,t- M Ji��./k:'�r�+t-4:. � �+6 T �t'' TF-+�."•.� EZI.41 0t R 4 17 ;' ry �� µ� ja'a "F �-, 6 is�a�sf��jj�"�2� x'r�# i� � �•c?'wa.�ya ,ref'' 7-Y'4RR' { � � .. tin" ' X• o , ✓�,� `�'�3�h,yk �'r- z aa;�rn« tju WMI ;. 1r Oke fkytsi �a,'a �r To LRA ENGINEERING 1805 TRIBUTE ROAD, SUITE A SACRAMENTO, CA 95815 PHONE: 916/929-9267 Date Se tember 25 1991 MODERN BUILDERS p ' P.O. Box 772 Job Number: FF -237.3 Chico, CA 95927 CONCRETE COMPRESSION TESTS Project: DANIELSEN COMPANY, 435 Southgate Court, Chico, CA Location in Structure: Tiltup panel 25 Test Number 61622 61623 61624 Identification 1 2 3 Date Cast 09-18-91 09-18-91 09-18-91 Date Tested 09-25-91 10-09-91 Age -days 7 28 Ult. Strength -Ib 79,500 Ult. Strength -Ib/sq.In 2810 Date Received 09-19-91 Nominal Dimensions -in 6x12 Design Strength 28 days -psi 3000 Slump -in 4.5 Admixture C-33 LRA ENGINEERING By cc: BUTTE COUNTY, Department of Public Works SaLnUI,w,to (luc:u 91G,92J-'J2G7 'IIUrG!17-b.lU, S�il� t;/ut AY LRA ENGINEERING 1805 TRIBUTE ROAD, SUITE A SACRAMENTO, CA 95815 PHONE: 916/929-9267 CONCRETE INSPECTION - ON SITE HUJUH I TU: MODERN BUILDERS P.O. Box 772 Chico, CA 95927 PROJECT: DANIELSEN COMPANY 435 Southgate Court Chico, CA CONTRACTOR: Modern Builders DATE: September 26, 1991 JOB NUMBER: FF -237 BATCH PLANT: CPI iNbFJLU I IUN DATE INSPECTOR TIME MILEAGE IRAJ G. Baptistt 4.5 Hrs. 16 LRA ENGINEERING 1805 TRIBUTE ROAD, SUITE A SACRAMENTO, CA 95815 PHONE: 916/929-9267 CONCRETE INSPECTION - ON SITE HUJUH I TU: MODERN BUILDERS P.O. Box 772 Chico, CA 95927 PROJECT: DANIELSEN COMPANY 435 Southgate Court Chico, CA CONTRACTOR: Modern Builders DATE: September 26, 1991 JOB NUMBER: FF -237 BATCH PLANT: CPI iNbFJLU I IUN DATE INSPECTOR TIME MILEAGE 09-16-91 G. Baptistt 4.5 Hrs. 16 MIX Design Design Strength -psi Admixture Slump -in Placement/Quality Cubic .Yards Placed Location MOD 4000 3000 C-33 4 Good 95 Tiltup panels 15, 13, 6, 14, 9, 25, 22, 21, 24 CONTINUOUS INSPECTION: Yes Saraanmmdu (211GO 9161929.9267 916;891•G,10 J Saida Cruz 4081462-9417 MODERN BUILDERS September 26, 1991 Page 2 INSPECTION DATE INSPECTOR TIME MILEAGE 09-18-91 G. Baptist 3.5 Hrs. 16 Mix Design MOD 4000 Design Strength -psi 3000 Admixture C-33 Slump -in 4.5 Placement/Quality Good Cubic Yards Placed 72 Location Tiltup panels 8, 10, 12, 11, 25, 17, 16, 20 CONTINUOUS INSPECTION: Yes Reinforcing Steel: All reinforcing steel was placed in accordance with approved structural drawings. A representative from our company travelled to the subject project to pick up concrete cylinders on the following date: DATE REPRESENTATIVE TIME MILEAGE 09-17-91 G. Baptist 1 Hr. 16 We have employed accepted engineering and testing procedures. However, we do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and specifications. Very truly yours, LRA ENGINEERING Ahmad Badie, .E. 37861 cc: BUTTE COUNTY, Department of Public Works 992-01-2'1 1-1:37 1 916 342136 J. J. JANUARY. ARCH. /ENGINEER J Jc ARCHITECT ENGINEER 10293 COHASSET ROADI CHICO, CALIFORNIA 95926 19161342.1386 004 P01 TO; , CSF I Uhl. I G. 1-S Job No. 2 Cnt/ T E Date 2 .0 _ Attn. Total Sheety 2 T PROJECT: DANs r1 leo V 1 t I aN TRANSMITTING THE FOLLOWING: l FOR: —ZHerewith .,��' �F L�'TT EIS FY's _ �._.__ ` Approval Personal Delivery i�4= TPtLLI C --k?ALO& C'cMloeitT Information Separate cover CcN rI g M I N 6 AO E900�--Y QF Checking STATUS: E rA L X )1 L 0 1 N L, Ce M 1;eN eTyT1 Your use Preliminary Rles In Progress T52. pAN&-LS 1 N 9,r- � Processing Rnal ci1< _�( o/ L— t3le-A"cLN G Review -comment As requested MESSAGE: `SLEAZE �G1`��I �E IA,,s L 57TTE e IN (arJJUNtT !aN ArNk-') 'S WEAie 11ZANSFE Ie A JAL. ri-I S WH I C-14 wIF)es C.C. TO M at L- -_tYou J pgNOPC O -Y <2� , T 0 Signed _. Jjj r'1 .J 1992-U1-21 11 :33 1 916 3421336 J. J. JANUARY, HFCH. -'Pv2 metallic building compOnY Mr. J. J. January 10293 Cohasset Chico, California 95926 Ref; Metallic Job #573197 Project for Danielsen Co. October 18, 1991 Dear Mr. January: This letter is to confirm our conversatio�nofoena}haeoboveaxefegencedg the removal of the diagonal sidewall bracing project. Bar ba of sidewall bracing is designebatG resist r astotaloof�12.5nkips'per Eaal Y force of 6.25 kips per y► spandrel seismic bracing panels to the sidewall. Xf the attachment of the sufficient beams and other framing members is lfbracinq may�be�removed. longitudinal force, then the diagonal ojlr purposes, but if you tape that, this luestions,r is spleasecall* y <.. , have any further q sincerely, Eric E.�Masterson, P.E. Vice president, Engineering BUTTE COUNTY BUILDING DEPARTMQNT APPROVED IMM - corporote offlces:7301 fBOXJ403380 HOUSTON, T )CM 77240-0338 b6 240-0338AX ( 713) 466) 3194 378 moiling oddrass: P.O. 80 L 6- 1614".-I'L mi§ 111P -n 710 --4 C) M�= -p m 71) 70 M .2� -� 70 -n,c) * 0 C) Z: 70 m m m 710 - A 70 M o 00 N m 710 - A ESS/pNq PAGE OF JOB. NO. 2- LLj 3319 BY: 4d`4-1 DATE: PROJECT: r. CALF% ( . 9,1) James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 (916] 342-1386 U Fc copE ; I q aFP EG'I rt loN Ub�-- ", 198 cul j Io►., Al.LovJAI-LE SIL PSE ;r•I DL -f- L L I f= IVl�►.1Gr2�4 5 {yt_.LOi1Jt 'C F:Ogg W I D-'iff $-, De✓ P -r;H px -- 1,� g C, CaNC�E'T ESTP-E—N c5 FNH LAC- f2EINF6T GI NCn STEEL ASTM ASIS 6PAPE Gra ST? U G U ;e^ L =T -CE L) M ism. :>Tri FL Ayr A'36 (METAL Ta M E:-TAL F ---,LOG. �vI�NUFAcTU�E';�' Nn= p F2AM I N v NjISc, FeF-MIN b 6eAOE 4-z POU(s, Fig cK 'eFtTET? FVV�wp- Lo^L,) PaS u rz ` P0211nIs FR�r`I L D U L L /Lp. P> F BUTTE COUNly ART Mew APPROVED . '7 Al-tAl Sh%�vs 4* PAGE �2 OF JOB. NO. 4G2 BY: --J4 DATE: PROJECT. / oyij. James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 (9161 342-1386 PPty�� Fcz---,T I rj G _ �T�(P. EN�Vv/�LL F�TIPJ%Sj tf�D�1tvE CalvTinllloUS SUf%r�K-•1 UNDEtiz P.�n1��`= IUSE; 'Z.c�t PANEL- PTNN i�406S P E �cz7 T tz I I✓. A I2 -EA z 2 n ,� -2 5 �- 12 L. L_ = I r = •C5 Lam* E 1 12 12Q7) (��t- ,L'21 �`G 2S - S2 ��F tLFPL- Gam' x 2� - 12. 4,LF r 5 si. PANEL ilclw = . i _Ks F. 5" x 2rD3 = I `l45 KLA 2'= I FTG , I,tf� , I ✓ X 2. o , ?,00 K`F , �.00 �.L - 2..-1� ��F 2..��1 jr-LF TUI ►sm61+ '=, K- I vT N 1 E-� IU = 2. 1 o _. 13cl 1 I O%� �yr`c..; E.x151c S x-1 1 FT6,. e>TV,JIJ. E�VG� G PAv FT6. Loc. @ P/-,NEL-JTS TYP E N O V',,�6,LL. FTG, 2 d`h� I2nT�IK.�drJl.�ie Poo F uTR = . 021, X S12 r. O D "pL` P!w E� Fbt r! T L( AAV 7o Fl-&, = 2.93 FTS. �� rc L,L ow, s� = 1 s COLI + :-Z- + 4&)] = 3cx� ns� Armed, _ = Z►,7 0 < 2 6LC- 5S IJ 'I D K IS7 v 14 ' FT6 . A nEra t, /n,IE:� IJEi�?T IL^L Low; RaVtc,r-D 7-4-91 PAGE OF JOB. NO. 462 BY- Jd DATE: 5/11 PROJECT: DA N I I= LS 5-N �j'jP. �I r71/UF�L L f AN EL FTI NU . James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 [916] 342-1386 S12 = O S K L F X41. LOI J. �j- P NAN t -L- C�(jr = , I % s'2 Y 2 �,3' = I .�7 K�� 15aD 1.2s'FTv, �sF = ,Isx 1,2.s = , I`1 P — 18-_? F, sF 0 7t;, - 1 ..9 I Ic -F 51 PE INA LL IF. FTG METALLICbjILDINv GD, FK/\Mr- P- Fv-'TIONS cf.:3 L FTG, EtJ I L L-) I ND ('i✓ L IZ A I N �'°`! E TF LL ' c CA L A S I I LD L -4 L_ L. R�-V IS FO I, 9 k�uPu F T r — DLI `jE-LY-11C. ("012ST C/`SE �L�N P- v jJLY' �I K 5 I , 12'" FTC , (DL I LL) P ^. z r i��: UL(i�h17 G E>I-bs = 2 azI Fkur1 (2, 5 -2„^,x_1 - 1 I�SF A . + USE LUL x GUt�F, �KiL . USE,: C.oEF. FKicIIUN 11 1E^ SIPE of F�rsitr 25 r. 2� _ -� 2 k e.�l Z Atro 4-� of e^,ie Ff�, �k [� , C D L F�DTt N G ?,oma x ,2S = l.o Tom( q 2 L ° s t_ o" �, s I_ c7 x 12 II T H r . vii -T .. _ . ( rA 6F JUN -28-1991 10:20 FROM MIDWEST METALLIC TO 19168916834L -,-Z 01 C Is JOB N0. �J 7/4A I J0B nTLE—�Ot1fs12N �bdb. �. QUOTE NO. DESCRIPTION BLDG Q Gia eD K 150 4 74 DESIGNED BY R* P CHK'D BY P�I.QC� Q5 25 CoaX.'i5Z4- "'Z ZSR•0P-*ir2' Z2 -q! SHEETNO Ior- myltE'0 WAND U= . �'z . _ .._ • . ' •� � ars a- �tv� _ • � .. DC -AD 4- VqIRV i rte' �r K: ql'c�AO 4. 5rr_16M1 C� - � r _a.� .:.........:.. � :.. � .--'--• . •- ---•- (Z'�QG Ohl #=OFZ �GDC�� P.a� ... _.,. �: r '.... �.._ .....-. K DP -AV t,,. tela OTD + WIND 7 .. .: Gl<A +- l5ele)m 1 To.q4Y Vt.+W. � �G�l Ft12�1 N I Rfiwi5ev -7- 4 -,:Il PAGE OF JOB. NO. 4� 2 BY: 0 DATE: PROJECT: PNN IE-Lt:eN AVON rtILT - ua <flnNC. y`JALL PES16N �15M 1L �o�yS vie Fra,= ,225i�)r N;L:) LOA -0 5 (PS /_'PPLI Eta To WALLS f_ , 6 x . b x I,0 QT S= IS SEISM IG LOAC oN 4AJNLLS JAZ James MM Joseph January ARCHITECT PM ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 [9161342-1386 pAr�a��Ers 2014 E3 �� 2 1 �x�Ur-F ML�-Jgojv I�iJo2.M�L Fe,iecE'� Fe _ ,? 2 S' x , I S x S%Z = .dI S KS,F FIS MIC .70 /F N j. ( ter- LojlkO s rto PSN; L PP, N&LLL 51PErv/-aLL P, -NL- Lc, � N o moi= LoF L11 r.! CV EP-TICX- .L'( (GUU IJP E'e <jF�Li�NGEb e ` 1 = . - - 2 5 = , 125 A -1e I>✓ LL = I Psr 0 1 x 2 5 = .40c> kLI- C 92'� ,VIO�ILLF PL A,k,t:�_ 2s0' 2 LL = IG NS l= 2.5i" Lt- LL = I ✓� x PAGE 3� OF JOB. NO. 2 BY:DATE: 1-11 PROJECT: DANiELSEN APPN James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CAL{FORWA 95926 [9161 3424386 MIN, SHGe-,2 P -EINE, joEfZ Utvc, SEG, Sr. 2.5(�) 2A 0o25 FOP- %/E12Tic^L I F}o212aNTPL P&INF. (2 S0EAK- WALLS ALL TILT -UP Go (V G. WALL (4-,NELS Aft— AST INv A -S S R EAI2 1NA L LS THE E Folzt` THE TYPIc.AL TILT-uP pANE:�- (Z2 NF. .,-*,041- 6C- ; • - Ga �} I o.L . acT H ' V Elzi 1 CALLT S H --j P- I.2 rN F^ LLQ(' AS = oo25x 5,5x12 U,�6S112 2 ill ok As N, C^LcULATE SIU -Ut: NELS SINCE WE'[:; -:"E T4E DESIGN S'T12EN6TH TILT-U� P�NEI. i2ErNF�t�INV ..r-- N b WALL . ANC-+4eieA6 F TO F02 UN S ti LEp6QE_ V ERT I GPS L j �UI� 2�N TPS 1N Lt Eu c-)F-F'LRLiN ANC ROW- CLIP oN Pv 32 —TRT; .L �+,, (/¢ LEI�I�E[@. W/ 2- 4ILTI 1/2+x33/4iI KWIK BOLTS NE Cosi CA,. SII9E of PU12LIN @ 5�-0 C>,c.,� e*r I N SPECT' I O N POLTl N G 4-1 EFTS :54615-P- [25:ZUI 2EN10; W j FdR VE:Pj'Ic^0 S EtSMIG S+[-EA12 PER- pv, 31 LLo u -T' T �,,., = a k/ter <. I C L'`ao 21 S� ) (,33 C.2.c�'j [` <Cd EP.I UrLIn1) TACT = I,G�� Cc, FA, .IOU-LaN) bGNC>ING oN LEOGEl2. PcNGL't Gc x% S� _ �,aS -t b = 5 I ,o PI20V I OE 'j'-( PI CA1.. p UP L I N --LIP ATTPv--Ht►IE-vT aF RUI2UN -ro Z -4-x 4-,- 1/4- LE ISG . 1N/ 2 - I/,214 kW I IL br., LT EA. PU(zl [ N (ONE LfG" Or- PvV-Lt ry ) PAGE 3 5 OF JOB. NO. `� Z BY: -- DATE: 4 %I I PROJECT: pgNl E=LSt N C' wAGL James Joseph January ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 [916[ 342-1386 WIN00" c^NoPY C{PANEL -Z4 <�-AJQ T I LEVEV-- (FINL-) (FINS EPdV Mor�ENT� I `°/z Ivj =IS �F x �2j2 = 2 31` 1 NMI, = I 3.3 PNV It ATTACf+ to WALL D 9 I I tiU I t�E x I- 2 1) E E P T Co0c, eiZ6,. 85 A = ."lx.&5n2,o T= A A= _ 5,lsx IZ �I x 1,19 <�. = 5.26 x 12 A T CII - 4�2) CII -a/2 o — 5.355 24--,---- a. T = A = S.q ► I` T - 5.°I I = 3 Gq T4 �,I /,��; Vp = 2,-rs•k/e,.,r T. = GHK-. cora. 0-T Cc Mt✓INE�� I.v5 �2�� � ©,� L I.o �� EN � PINE M = 3.ro5x 211 x � _ .oi KII 42,11 VSC, X211 Use , f� VJP,,St1E2S QN c7F P�NEI_ 3/�'' x 31S�Z• C.AN�I�'1 �c��'1 E -N LN �4V/21.x'IIIx If_211 W/4--5,, l�-ti12U 6oLTS x 3 ESQ. ON P,6.-1\jEL I3P�'KSIC�E July 9, 1991 Job No. 462 A.P. No. 40-40-50 Mr. John Henry C/O Butte County Building Department 7 County Center Drive Oroville, CA. 95965 - J Jc ARCHITECT ENGINEER 10293 COHASSET ROAD CHICO, CALIFORNIA 95926 [916] 3424386 /�EMDIIE �r4RK/Ng' REPLY TO PLAN CHECK OF DANIELSEN BLDG. ADDN. dated June 19, 1991. The following reply is made in the same order as your plan check. COVER PAGE ITEMS: O1 Fees of $1,175.50 payable to Butte County Treasurer. REPLY: Owner will provide. Certificate of Workmen's Compensation Insurance or check exemption statement. REPLY: Contractor will provide. OEnergy design or statement of Non -Heat (oa/dvt ?° Car�PLE7E� REPLY: Refer to added ENERGY NOTE on sheet T of the drawings. 4OSanitation approval from Butte Co. Health Dept. at 196 Memorial Way, Chico. REPLY: Contractor will obtain. (D5 Other: 1) Chico urban area Fees: REPLY: Owner will pay. e a REPLY: Owner has returned. PLAN CHECK ITEMS: N0 rED 6 tot AM The proposed parking lot occupies a record easement for access and public utilities, which is not allowed. Revise site plan accordingly. LY: Required Parking: Offices: 1,650 s . f . @ 300 s.. f . /space = 5.5 N� ,hse./Freezer: 47,400 s.f. @ 2000 s.f./space = 23.7 Jo/HA-1 ME�vDoN R 723 � q l TOTAL PARKING REQUIRED = 29 SPACES Refer to revised Site Plan, sheet 2: We have provided 29 spaces off of the easement in addition to the spaces on the easement, therefor the spaces on the easement are not required spaces. The parcel lies within FEMA. Flood Zone A. Provide (monetary) appraisal showing that the addition does not exceed 50% of the 1 1/ 01' O� C�FCc�S No? S TR'M �E D 670 0 x X. value of the existing building. Otherwise the engineer must establish 100 year flood elevation and show that existing building and addition are elevated above the flood level. REPLY: Refer to attached appraisal by Northern Appraisal Sery Provide design calculations and details of anchorage and reinforcing of tilt -up walls for erection loads per Uniform Building Code Sec. 2616(b). Calculations and details to be stamped and signed by California Registered Engineer. REPLY: Refer to attached Burke calculations. Address Uniform Building Code Sec. 3802(b) regarding wall openings and sprinkler system requirements. Evaluate the existing building as it relates to this code section and the Qbstxuc_t_ion of�erior walls by the new addition. REPLY: Refer to revised Site Plan, sheef2 and revised Floo Plan, sheet 3 for additional fire access doors. The steel building calculations indicate a wind design speed of 70 m.p.h. wind speed design. Revise design accordingly. REPLY: Refer to revised calculations and drawings by Metallic. Wind speed 75 m.p.h., exposure "B" (building is almost completely surrounded by trees or buildings 20' or more in height). R7 00 Sheet one of engineer's calculations indicate. "Use 15 PSF max. Butte County Policy," for wind load design. Butte County has no such policy which limits maximum design pressure. Butte county uses U.B.C. wind design criteria. REPLY: The new building does qualify as being in EXPOSURE 'B', 75 m.p.h. wind speed. Please refer to revised calculation sheet 1 and revised metal building calculations enclosed. Note: there is no change required in the building design. Provide notes on plans which address U.B.C. Sec. 302(c). REPLY: Added note on sheet T of the drawings at the end of the Notes: Special Inspection. This is also noted under the third note of the Concrete section. Calculations indicate 2000 PSF allowable bearing pressure. Butte County allows 1500 PSF without soils report, with appropriate increases for width and depth. REPLY: This site is primarily cobbles and gravel with a soil binder and in my opinion will easily prove out to have 2000 P.S.F. allowable soil bearing pressure. The previous Danielsen building was designed using a 2000 P.S.F. allowable soil bearing with no visible problems to date. I have revised the calculations pages 1,2, & to show the footings as designed are adequate using a 1500 P.S.F. allowable soil bearing and allowing increases for depth and width per U.B.C. E 3 0l Provide number of employees to occupy building and demonstrate compliance, with Appendix C of Uniform Plumbing.Code and U.B.C. Sec. 705 regarding restroom. REPLY: There are nine employees in the existing building including office personal and one more employee in the new building for a total of 10 employees. Appendix C of the Uniform Plumbing Code requires: REQUIRED PROVIDED MEN WOMEN MEN. WOMEN UNISEX 1 WC(1-10) 1 WC(1-10) 1 WC(exist) 1 WC (exist) 1 WC(new) 1 lay.(1-10) 1 lay.(1-10) 1 lay.(exist) 1 lay.(exist) 1 lay.(new) / 1 ur. (exit) Provide design and details for canopy structure. REPLY: Refer to new canopy design from Metallic Metal Building Co. and revised J.J.J. calculations, page 35 to match loads from Metallic calcs. Provide verification that existing concrete wall between building B and D complies with thickness required for 4 hour rating. NOTE PAPAPET THICKNESS ON PLAN. REPLY: Per discussion with Mr. Jim Glander, the original /V0 gWR12T� building was designed and built in 1985 under the 1985 U.B.C. The east wall was designed as a 4hr. Grade A Y1-66'RECfI76_RE'/Lconcrete wall 6.5" thick per Table 43-B, U.B.C. T e )eO&1/SQA/ 8��� parapet thickness is noted on the Parapet Detail 4 on Lam,/ sheeet 7 as 7". 1 The permit application was made for a "cold storage warehouse / clarify if heating or cooling is required. If foam plastic insulations to be used, provide evidence of compliance with U.B.C. Sec. 1712. REPLY: "cold storage warehouse" is incorrect. The permit should be for a "warehouse addition". No heating or cooling is required. No foam plastic insulation is to be used. Provide minimum reinforcing per U.B.C. Sec. 2625(f) for tilt -up walls subjected to seismic induced shear. REPLY: Refer to new page 36 of the calculations and revised typical vertical and horizontal reinforcing to #4 @ 14" O.C. as indicated on sheet 9 of the drawings. 1 Coordinate grid line on building plans with steel plans. REPLY: Refer to revised Metal Building drawings enclosed. Provide coordination between tilt -up plans and steel building plans. Coordinate connections at sidewall and endwall conditions. Coordinate eave heights with both plans and with panel heights. REPLY: Refer to revised Metal Building drawings enclosed. 3 Strength design.method used incanopy support requires factored loads to be consistent. REPLY: Refer to revised calculation page 35, enclosed. END OF REPLY Respectfully submitted, James J. January Architect/Engineer C11,764 C23,379 Attachments: 3 revised sets -of J.J.J. drawings, 11 sheets each. 2 copies of revised calculation pages 1,2,3,4,9,35 & 36. 1 original appraisal of exist. vs. addn. by Northern Appraisal Services. 2 copies of revised metal building calculations by Metallic. 3 copies of revised metal building drawings by Metallic. 1 copy of panel lift calculations by Burke. .19 r NASINORTHERN APPRAISAL SERVICES, INC. REAL ESTATE APPRAISERS - RIGHT OF WAY CONSULTANTS 2270 LINCOLN STREET, OROVILLE, CA 95965 ORO. (916) 534-3225 CHICO (916) 893-8331 June 26, 1991 Danielsen Co. Jim Danielsen 435 Southgate Ct. Chico, Ca 95926 BUTTE COUNTY BUILDING DEPARTMENT RE: Estimate of Market Value 16,500 SF Industrial Building Addition 435 Southgate Ct. Chico, California Dear Mr. Danielsen: 0<. t Yz zlq Upon you authorization, I have conducted the investigations and analyses necessary to form an opinion of the market value of the existing industrial building located upon the above referenced site. The opinions set forth in this letter are stated as of June 26, 1991. The term "Market Value" is defined as: The most probable price on the date of valuation that would be agreed to by a seller, being willing to sell but under no particular or urgent necessity for so doing nor obliged to sell, and a buyer, being ready, willing and able to buy but under no particular necessity for so doing, each dealing with the other with full knowledge of all the uses and purposes for which the property is reasonably adaptable and available. The analyses and opinions in this letter are subject to the following premises, assumptions and limitations: This appraisal is limited in that the only approaches to value used is the cost approach. Market data and reasoning supporting my analyses, conclusion and opinions have been retained in my files. - The highest and best use of the subject property is industrial use. Based upon these investigations and analyses, and upon, my experience as a real estate appraiser, I have reached the opinion that the subject building, as of June 23, 1991, has a market value as follows: MARKET VALUE EXISTING IMPROVEMENTS 8 893,000 MARKET VALUE PROPOSED IMPROVEMENTS 8 328,000 PROPOSEI> IMPROVEMENT = 37% OF EXISTING IMPROVEMENT VALUE The undersigned hereby certifies that, except as specifically noted: 1 - I have no present or contemplated future interest in the real-_ estate or personal interest with respect to the subject matter• or the parties involved in this appraisal letter, and my employment in this matter• is not in any manner contingent upon anything other than the delivery of this report. 2 - To the best of my knowledge and belief, the statements of fact contained in this appraisal letter, upon which the analyses, opinions and conclusions expressed herein are based, are true and correct. 3 - This appraisal letter sets forth all of the limiting conditions (imposed by the terms of my assignment) affecting the analyses, opinions and conclusions contained in this letter. 4 - I alone have pr•epared.tie analyses, opinions and conclusions concerning real estate that are set forth in this appraisal letter. Respectfully submitted, H. GORDON ANDOE HGA/do Encls. cc: Jim January 10293 Cohasset Rd Chico, Ca 9592E EXISTING IMPROVEMENT AREA OF PROPOSED ADDITION P1,99 aAr OWNER MODERN STEEL STRUCTURES CONTR. Modern Steel ASSESSOR PARCEL 40-40-50 LOCATION 435 Southgate Ct, Chico e r j OFFICE COPY Address p � S i GAS i Meter By to ELECTRIC 9,. Meter By Dat2—/� Temp. Power *� Called PG&E Temp. Elea Service r t' - j Called PG&E I Temp. Gas'Service Cal led PG&E JOB FINALED (Date) A' ;, a Signature C---f- C41/d/ A,,Ae-- ;i�- zsr- pro PP COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 7 COUNTY CENTER DRIVE OROVILLE, CALIF. - 534-4541 CERTIFICATE OF OCCUPANCY' This building has been constructed and completed in accordance with the requirements of the Uniform Building Code under permit number 1912-85 for the following: Use Classification Food Distribution Facilit Address or Location 435 Southgate Ct. , Chico Group B -4/B-2 occupancy; Type VII-N/II-N construction. It is hereby certified for the occupancy described above and may be occupied. Director Public ks Date 2-27-86 By POST IN A CONSPIC OUS PLACE J . F. Glac+itier (Over) I . N NOTICE A new Certificate of Occupancy is required if the use or occupancy of this building changes. This Certificate of Occupancy shall be posted in a conspicuous place and is not to be removed by other than the Building Inspector. 0 = Not OK = Not Applicable MOBILEHOMES ' MISCELLANEOUS * = Not Ready - Date MOBILEHOME UTILITIES (Plans) OK except #'s Date DECKS, COVERS, CARPORTS, ETC. (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support -Sketch 3. Sewer; Location -Test -Fall -C/0 -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd.-/ / Amp -Concrete 6. Gas; Location -Test -Wrap:/ /"L"ft./ /"Nat. or/ /"L"ft./ /"LPG 7. Utility Clearance Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date MOBILEHOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2.Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 1. Zoning Requirements -Setbacks -.Easements 2. Footings; Size -Depth -Spacing -Connectors 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connec.-Shthg.-Rfg.-Braci 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Elec. Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness -Dead Men -Li A Pic Para tnrlpg ani 1 inhtinn- nigtnnr.ps-rFl 5. Drain; MH Test -Fall -Flex Connector 5. Elec.; Pool Lighting; 15 volts-GFI 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/0 to Grade -HD Approval 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equipment -Heater ' 8. Gas and Electricity Tagged 8. Elec.; Grounding; Equip. w/5' -Circulating Equip. -Pool Lghtg. Boxes -Enclosures -Panel boards -Ins. to Main in Conduit 9. Exits; Insp.-Sketch 10. Cert. of Occupancy 9. Health Department Approval 10, Plumb; Cir. Test -Water Supply Test Card B-1 Date Card -BI Date Card -BI Date Card -BI Date Card B -I Date Card -BI Date Card -BI Date Car BI D to I. 0 J = OK 0 = NofdOK - = Not Applicable * = Not Ready RESIDENTI.'L (Single and Duplex) Date UNDERFLOOR Plans OK exce t#'s Date FRAMING Continued *-Zoning requirements -Setbacks -Easement 48. Property Line a II Ope Ings Main; Soils-Steel-Elec. Grndov07 Ftg. Depth 49. Ext. Doors -4e 3'- heck G age -3rd st exit 50. Stairs; Width Had om-Ris - n ing- it ion Ftg., Porches & Decks; Soils -Steel- / /" Ftg. Depth 51. Plywood on R verha i nts-Rafte igg 5. Stemwalls, Main; Steel-Blockouts-Wrapped-Slab 52. Siding -Nailing en 6. Stemwalls, Garage; Steel-Blockouts-Wrapped-Slab 53. Stucco Mesh -D ed- dn. VeALBAr. Access Pi - St 54. Glazing Area -GI ss Protection- s -Plastic F -Fi s -T - way C/0 -Sewer Tes 55. Shear Walls; Nailing -B Its Off 10 Water Pipe; Test -Anchors -Regulator -Service Test 11 Electric; Underground 1 Plenums &Ducts; Clearance -Material -Support -Ins. 3. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples Card -BI yate rd -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI ate and -BI Date Date FINAL (Plans) OK except q's Card -BI Date Card -BI Date Date PLUMBING (Permit) OK except q's M. Ext. Steps -Door & Sidelight Protection -Landings 57. Smoke Detector 14. Water Ht.; Vent -Access -Combustion Air W. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 5. W er Pipe; Test & Anchors-Nai otection D ' T s -r s& A ors -Na' rotection Exiting 17. 18. Shower Pan; Test, First Floor -Tub Apcess Test Tub & Shower, 2nd F or -Tu cce 6W. G.F.I. & Bath Fixtures & Tub Access Elec. Trim & Subpanel; Breaker Sizes -Labels 19. Gas Pipe; Si & Anchor i'Qo Stairs & Rails ce or Stove; Clearances -Hearth Elec. Outlets at Wood Panel; Int. & Ext. Card -BI Date Card -BI D to B5ltMt�FiRY'& Appliance; Grnd.-Air Gap -Cooking Clearance Card -BI Date Date Card -BI qate,er ELECTRICAL Permit OK exc t N's 169v_Gaxa ire Door; Swing -Landing -Closer ,Duct in Garage -Damper 20. Fixture & TransformAr Cle anc s ctionr�Htr.; _ Vents -Clearance -Comb. Air-Connector-P.R.V.- (;Garage; Above Floor-Mech. Protection 21. Elec. Recept les ac' Lig t &Switches at Doors 22. Size Boxes & Co ctors-Stapled 7 p „ Elec. &Mech. Equip. Listed for Location mex Install Edge of Studs & C.J. c. Receptacles in Garage; (G.F.I.)-Romex Protec. 2 . quip. Grou m p w./Mech. Fasteners -Bond Gas & Water aft23. uletion-Foam-Looked in Attic ❑Yes 2 Ap 'ante i uits in Kitchen & Conductor Size 7 and Rails &Deck Construction -Post Caps 26. ub Wi Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or Al is & Crawl Hole Door -Drainage & Wood -Earth Clearance L Iced under Floor ❑ Yes 27. nge Circ. / / ga. Cu or AI -Oven Circ. / / ga. Cu or Al, Insulated Neutral ❑Yes ❑No OPWifig-instld.: Drive ❑Yes ❑ No; Walks ❑Yes E] No; lancers El Yes El No 28. Service -Riser Conductors & Ground -Main Disconnect ; Brown -Finish 29. Equip. Clearances; Panels-Motors-Mech. Equip. 7 A.C. Unit; Disconnect-Clrnces-Brkr. & Cond. Size -115V Outlet 30. Clothes Closet Light -Shower Light V s Above Roof; Plbg.-Appliance-Firepl.-Clearance to Opngs. 7 . ter Well; Disconnect, Electrical, Plumbing Card B I at r BI Date 8 . xterior Elec. Trim; G.F.I. Receptacle -Underground ation throughout House Card B -I Date Car -BI Date Beass Protection Date MECHA 1CAL (Permit) 0 pt q's orrections from Previous Inspections Test -Meters Tagged; Gas -Electric 31. A.P1 Ducts; n i Support Wates P. Sewer Connected -C/0 to Grade -HD Approval 32. VM Fan x a ove Insulation r9Y Compliance Certificate -Other Certificates 33. C?MnO Drain & Overflow; Size & Grade 34. Furn a -Vent; Access -Comb. Air -Return Air Vent -115V outlet 35. Attic Access & Platform if Furnace in Attic Card-BIG\lam Date$. %'>� Card -BI Date Card -BI ate y d -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Card -BI Date Date FRAMING Plans OK except q's Comments at Final: 36. Sills; Proper Material & Anchors . At v . 37. Walls; Studs -Nailing, Spacing & Bracing -Plates -Sound 38. Bearing Walls over Girders & Floor Nailing 39. Draft Stop in Walls (rat proof) 40. 41. Fire Stops; Furred Ceilings -Stairs -Chases -Tub Header &,Beam -Size & Bearing 42. Hangers+ st Caps -Anchors -Connectors 43. 44. CIng. 4.9i -Rftr. Ties-Purlin-Roof Brac.-Truss-Shthng.-Rfn_g_._ Fire!' JT:ies or Type A Flue -Fireplace Throat 45. Attic A ees Size & Romex Protection -Draft Stop -Ins. Baffles 46. Bdrm. Windbtvs or Exiting Doors -Sill Hgt. & Dimensions 47. Garage Fire Protection Framing (NOTE: An entry must be made each time youvisit jobsite) 1b: COUNTY OF BUTTE DEPARTMENT OF PUBLIC WOFLKS 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Oroville — Phone: 534-4541 Skyway and Elliott Road, Paradise — Phone: 872-2961, Ext. 57 CORRECTION NOTICE 04_116�Pi� /1/z -&s OWNER PERMIT NO. A routine inspection indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any question pertaining to this matter, or.need additional explanation, please contact this office immediately. 4-'L ,n D1-1 Inspector__,. /1Date_ 2- r COUNTY OF BU TTTr-` DEPARTMENT OF PUBL�,n;% 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Oroville — Phone: 5344541 Skyway and Elliott Road, Paradise— Phone: 872-2961, Ext. 57 CORRECTION NOTICE A/AIPQ PFRAAIT Nr) A routine inspection indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office whe orrection of work is completed. If you have any question pertaining to this ma r, or need additional explanation, please contact this office immediately. !1 mon 1/ 1 r lmi r OR / .� A • l h ;_ice_ 1r-1, 1 .L� — ,te e ,�C tv.,o- d10 4ww . AVDA ,weed , �o AV- Inspector V - Inspector Date 1 .0 RES IDENT IAL BU ILD IAGS E. N E R G Y C O N S E R V A T I O N S T A N D A R D S CONSTRUCTION COMPLIANCE CERTIFICATE I.HEREBY CERTIFY, BASED UPON PERSONAL KNOWLEDGE, THAT THE WORK APPEARS TO HAVE BEEN PERFORMED AND THAT THE MATERIALS USED AND INSTALLED APPEAR IN EVERY MATERIAL RESPECT TO BE IN COMPLIANCE WITH THE APPROVED PLANS AND SPECIFICATIONS FOR (Building Permit Number) (UBC Occupancy Type) -(Location) !-r- 0 L'..�r /i AC. Signer's Name GxwL?.z _ (please print) Signature Date Job Capacity - ����✓ _ 4 (contractor, enginee , 6wner, etc.f Charter 6 of the Energy Conservation Design Manual reads in part ...."must. be signed by the building owner, or the general building contractor, the design architect, design engineer, or an approved inspector or inspection agency ..... The certificate presumes a personal Imawledge of the work and materials used; this means Imawledge obtained from periodic, diligent site visits and reports from others engaged on the site.:' .0 RES IDENT IAL BU ILD IAGS E. N E R G Y C O N S E R V A T I O N S T A N D A R D S CONSTRUCTION COMPLIANCE CERTIFICATE I.HEREBY CERTIFY, BASED UPON PERSONAL KNOWLEDGE, THAT THE WORK APPEARS TO HAVE BEEN PERFORMED AND THAT THE MATERIALS USED AND INSTALLED APPEAR IN EVERY MATERIAL RESPECT TO BE IN COMPLIANCE WITH THE APPROVED PLANS AND SPECIFICATIONS FOR (Building Permit Number) (UBC Occupancy Type) -(Location) !-r- 0 L'..�r /i AC. Signer's Name GxwL?.z _ (please print) Signature Date Job Capacity - ����✓ _ 4 (contractor, enginee , 6wner, etc.f Charter 6 of the Energy Conservation Design Manual reads in part ...."must. be signed by the building owner, or the general building contractor, the design architect, design engineer, or an approved inspector or inspection agency ..... The certificate presumes a personal Imawledge of the work and materials used; this means Imawledge obtained from periodic, diligent site visits and reports from others engaged on the site.:' F-) COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS " 7 County Center Drive - Oroville, California 95965 - Telephone 916/534-4541 APPLUTIO"ND PERMIT PERMIT N0. ASSESSOR PARCEL NU - --BUILDING ZONIN PERMIT OWN na-SO ��e-nIfV TELE H NE SO. FT. C. BUILDING VALUATION 'S MAIL N DDRES S CONT A TOR'S NAM Al 161 ir ri TELEPHONE CONTRACTOR'S MAILING ADDRESS Fireplace CONSTRUCTION LENDER UN7, Total Valuation I $ O Filing Fee $ 10,00 LENDER'S MAILING ADDRESS Permit Fee $ 074IM10 A TELT ORLA 0GINEER l J 14 U0 r Vl/+� W L}�C " Plan Checking Fee ,$ 14, so Energy Plan Checking Fee $ ARCHI TOR ENGINEER'S AILING ADDRESS Penalty $ BUILDING ADDRESS ` SO LA 0 Permit fee $ S PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP 3" ©� Water piping 5.00 Each qas water heater or vent 5.00 USE OF STRUCTU E SF ❑ Duplex❑ Mobilehome❑ Other QV'C' erose SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 5.00 Mobile Home S I G I W 1 10.00 ea TYPE OF WORK New FV Addition [I Rem del Utili ies Installation ❑ Describe work: �� �� ❑Othe _ Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service 600V OR LESS 100 AMP OR LESS 10.00 Main service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my licJse is in full fgrce and effect. �f (' /� �/f' License No.n u Ov Classification ❑ I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST. / DWELLING OCCUP.&\ YzQsgft OR ADDNS. `ACC• BLDGS. / NEW CONSTR ULTI.OUTLET 2,50 ea NON•RESID BRANCH CIRC ITS POWER APPARATUS .&) SINGLE OUTLET cIR. Ex. Occu / 2ALO 30 p\OUTLETS OR FIXTURES eAL030 Ex. OCCup. OUTLETS P(RESID )FIXED APLNS REA.) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 Permit Fee $ Contractor WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. 1 have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. MECHANICAL PERMIT FiIingFee 10.00 Heating • Cooling Hood 3.00 Ventilation permit Fee $ Contractor 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against sai County in conse uence of the granting of this permit. X Date �� Signature of Applicant —' net ❑ Contractor KAgent F1 An OSHA permit is re for excavations over 5'0" deep and demolition or construct- ion of structur viA,st height. Mobile Home Installation Fee $ Energy Inspection Fee $ TOTAL PERMIT FEE $ OCCUP.1 $9�B CONST.TTPE ivL FLOOD ARC,P HD ssuE U11*4 This permit is hereby issued under sions of the Butte County Code and/or 'T indicated above for which DIRECT R F PUBLIC By PE T EXPIRES Date the applicable provi- resolutions to do fees have been paid. WORKS Date q—/1' —F� �� �� / Receipt No.anm a^'r,froll WHITE-D.P.W., IELLO Ait t53 R, PINK -INSPECTOR. GOLDENROD -APPLICANT .TO: Building Department FROM:, Environmental Health,.Chico SUBJECT: Sanitation Clearance I�rbl- 0 J-6 OwnerLocat'an Plan approved for: sewage disposal lj water supply Hold final for: water supply Final clearance O.K. for: water supply Clearance for bedroom mobile home. Other W/ Q Note*** Sanitarian i . '7 ^ /a '-� gs' Date ' fii�i7V%�L •S�/ CGA JI/J ~4rw. v Ci. K, f'�r! S•o cLLs 4n/ Gl�ss.so���-e�,� ��4cL L/��t /•�s at.tiX�Ki 7�, �'s�l /�2O�L GGwvsTxct�.rsdKJ V4SPWL,s (.Nb .S~r4rmw CG,e. . �MtB fic or / amt �i•ed �/s., �' 4.�1I aat.»;� ��,,,,;�.� Gl'/- y JJw // s .t �.../nw�.,,,� �L►S77yt a„+� f ILC.f�C Ydh.�S�t,. OAC (A� rX.i ng AA. Water Heater - to and from (2-5352-i-2) --R-3 insulation minimum - for 5'- ;E9 B. Recirculating (2-5352-j) --R-3 insulation minimum -- Shower heads and faucets (2-5307-b) --Water saving type XI. Equipment gA5.�aater Heat -r inimum R-12 insulation wrapping (2-5252-i-1) --Certified (2-5307-a-1) N B Natural gas cooping appliances Continuous burning pilot light (2-5352-.C) pa a conditioning ertified (2-5306) ,1 --Sized (2-5352-g-1)_ --Set-back thermost6its (2-5352-h) XII. Additions;':,alterations;and repairs (2-5301-c) A. Additions to conditioned space R2. 1. Foundations - see Mandatory�Reouirements Floors. - as per -PACKAGE A Requ ents �--�- RH3.Walls - as per PACKHGE A Requ4 ments - 4. Ceilings - as per PACKAGE A RenuiramPrtz i COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS - BUILDING DIVISION ? 7 COUNTY CENTER DRIVE - OROVILL.E.I.CALIFORNIA 95965 -, TELEPHONE: 916/534-4541' _ / !;. PERMIT APPLICATION DATA SHEET y/ Permit No. OWNER ^ /tn& v in c�i�� t,� rm r I uy.- S A. P. No. Proposed Building Use /-n,n I 1 11 h, n r/7 t -a /I I Permit Fee Based Upon: _Complete Contract Price DPW Valuation Other (Explain) Building Inspector Date At time of permit application, I was advised the following data must be submitted prior to permit processing and:/or issuance: DATE RECEIVED, APPROVED 1. All items have been submitted. . . . . . . . . . . . 2.. Plot plans in duplicate./triplicate. . . . . . . . . . . 3. Complete plans in duplicate. /triplicate. . . . . . . . . 4. Complete engineered plans and calcs. . . . . . . . . . 5. Plans with Energy Design -Compliance Statement. . . . . . 6. State Energy Forms No. 7 Statement of Intent for Non -Heated and AC Buildings. �1 —0A<Eees of $ I►,�+ r .� a-: .��7.:�w�,�� g S 9. Letter of signature authorization. Sanitation approval fromHealth Dept. �S �1. Planning approval for (A) Use: _ (B) Parking: 5 �8S cPSS 12. Certificate of Workmen's Compensation Insurance. . . . . . 13. Contractor's License Information (no., name style, classif.) 1A. Owner -Builder Verification (Given to owner[], Mail to owner ❑ ) e��5. Improvements may be required. . . . . . . . . . . . 16. Mobilehome Installation Data. . . . . . . . •Pre-Inspec. request to 1'7. Pre -Inspection for Required. Building Inspector (pole) Q 18. Recorded copy of ricultural Acknowledgment Statement. ✓19. Other 7irf �'l T^i4 When you issue the permit, process as follows: Mail to owner. Mail to contractor. _ X Telephone 4 9/-45.33 and hold for pickup at ) (0. office. Deliver w. /inspector. Other Applicant/�-t�7 ia�i�-,�, Date �s c Copy of plans sent Health Dept., Fire Dept., Other Date During the plan checking process, the following data must be submitted prior to permit issuance: (For required items not checked above at time of application, circle item.) 1. Index permit for above Items No. 2. (Contracto , DesignOwner) was advised of above required data by _Telephone Mail Other By Z�Z• Date 7 23— 8r Plans checked by Plans approved b, Other: ^� Copy—DPW Date— Date t.10 (L20 WILLIAM W. BNRIEN 11 tt ,• j` CONSULTING ENGINEER COMPAQ 1485 PARK AVE. EMERYVILLE, CA 94608 GIGO Ca . (416) 655-5688 (415) 333-0354 S .r -L 'cDfr• ..� -:! . �DO�IIJC� f,1s 2125 : ��n V►�. p uYll <<lo;L f, - _. 02 1 �l t g� SII d ro 518 k s 440 z)— rig tl ,1, , �t�,/ tbr--O �'o — G, F �i ' G •,� SS a� a —4,00% - 4a' '2 10 IA - U�1o•.�l '1�4 rl'L lIz �ti � 51 �1�� 4 �• k' S(Ze 1 CoS • i i Vk3 3'g � 21 " IL. uvlt v+ S' a - S - tsl 1 .1 Z .0 ��cw l o l $o0 000 1*1.1 �L1 s WILLIAM W..BERRIEN CONSULTING ENGINEER 1485 PARK AVE EMERINILLE, CA 94808 (415) 6556688 (415) 833-0864 �• . ..�t,'��; QQ '?G..%'e••e�,ai.�.'w; Pjr+r�'��Y�_fr�f tiB�A;i: :��''•� .. .5... y. y4 ii. :v y. �;'1:' >'�:': a •a.-. n.. _ '{ y WA C� $ IV _ _ l.oa.d. �� ' � 11.4-1 �`'•4C� �-(-l- r �- IFMA . - ...J_; .S / o aroo- IgK- u p.Sd��__ WILLIAM W. BERRIEA CONSULTING ENGINEER , 1485 PARK AVE EMERYviL1.E. CA 9" (416) (415) 9C;3 M °i:.fy'aY6•.•.iF+.p!.P�':t.';''k1`-,�,'%"G9.�.1!'F?.Tn"�i"x`64.`"�r`Y�i:'s'7� •:i.a'\`'+b•1�:.d.�'Qkr: "'t� �'- `"i''' '�'T••�•�T.�T�:.f s' 9CoS fit _..V f9.4 z, 4g'�V -�•� _. _tie1 maw %.� Ono ). Y_. .... •�T�Op '1' .'T♦ .►• `f .♦ I z 1 b. .. -t 22,1 - ' •9 �s� 22,Iz z ` _ �• �.: ,'� _ 1�w�• AL2 t� �-' 4— S R t 4 • Ito :.47 't)e A oo,�-� 14 eowz $ z I LA 'WILLIAM W. BERRIEN 2� CONSULTING ENGINEER 1.485 PARK AVE EMERYVILLE, CA $480$ iu —S¢_'�.�ellij 11 (415) 65WAS 40 ld � ' k ��y � . t.•%tl;�•}'?�::5..0•� � r�'^ar�.��a�� 'ie '�, � :d'.i 14.W.. ice+„ n�o `G �r h'aF'.'�F'�!>:' ,Y+u�j � �'., y ;� N'1 D . •a.'.' �. '•� -��JfVa Q - '?f i •: ...� 960S -111._- 3_lA_7 7,4. Z iu —S¢_'�.�ellij 11 3S•l WILLIAM W.: •BERRIEN - CONSULTINO ENGINEER -= • 1485 PARK AVE EMERYVILLE -CA Sm (415) 65MM (415) 0 410 42. g F-� I t.-° '4i`• -S .. '1. � > - •a t. X. ..+t. ''[ .ti�'•.�:.•�. }p_'�.�i y. �• � .e;: ( .t-� S`'-_4 $•'�.; .. .�;5:°-.F?.Y;�). s "WILLIAM W. BERRIEN � Z' �- CONSULTING ENGINEER ' 1485 PARK AVE EMERYVILLE, CA 9M 4415) 655a 6 (415) 933MM 4,soi9) 1N Vo. y- 4 .toy. _1-1-L ' boo?, Ml • 1 3 �4f �.Sbo � t� G�1 t s ?v, u,14 4 (X,.+, COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, California 95965 - Telephone 916/534-4541 APPLICATION AND PERMIT PERMIT NO. 3 16,4/6 - ASSESSOR , 5` ASSESSOR PARCEL NUMBER --- �_ Q� ZONING — BUILDING PERMIT OWN R TEL%EPHOS,N✓E SQ. FT. OCC, BUILDING VALUATION O NE ' A LIN ADORESS CON C O AME TELEPHONE COINVACT 0S MAIL N ADDRESS #j �0 Fireplace CONSTRUCTION LENDER UNKNOW`/ Total Valuation $ Filing Fee $ 10,00 LENDER'S MAILING ADDRESS Permit Fee $ ARC .T OR E EER ICENSE NO. 4L r Plan Checking Fee $ Energy Plan Checking Fee $ ARCHITECT OR ENG N ER'S MAI NG ADDRESS Penalty $ BUILDING ADDRESS Permit fee $ PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 QU Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 5.00 '5,-00 Each qas water heater or vent 5.00 USE OF STRUCTrU,,R//E'' SF ❑ // Duplex❑ Mobilehome❑ Other_`�L(f�— Ka�fE SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 5.00 Mobile Home S I G I W 10.00ea TYPE OF WORK New Addition Remo el❑ Utiliti s Installation❑ Other N Describe work: _ ,Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service 600V OR LESS 100 AMP OR LESS 10.00 Main Service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check One): Afi I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and ffect. �n License No. �& 9� Classification [, ,�� -' '� ❑ I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST. ! DWELLING OCCUP..!\ +/Z�sgft OR ADDNS. l ACC. BLDGS. / NEW CONSTR ULTI.OUTLET 2.50 ea NON -R ESID BRANCH CIRC ITS /POWER APPARATUS e) (SINGLE OUTLET CIR. Ex. OCCUp(OUTLETS OR FIXTURES DA 50 Ex. Occup. OUTLETS FIXED P(RESID.)REA.) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 Permit Fee $ Contractor WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. I shall not employ any person in any manner so as to become subject to 4he W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. MECHANICAL PERMIT Filing Fee 10.00 Heating Cooling Hood 3.00 Ventilation Permit Fee $ Contractor 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating • to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. I also agree ve, ind ni and keep harmless the County of Butte against all liabili ' s, I gmen ,cost and expenses which may in any way accrue against id ty i onsequ c of the granting of this permit. >pe X Date Sig .tura of pplica r — Owner 11Contractorr� Agent ❑ An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ TOTAL PERMIT FEE $ , OCCUP. CONST.TYPEJ IFLOODIPARCEL PD ND ssuE is permit is hereby issued under sions of the Butte County Code and/or work indicated above for which D RECTOR OF PUBLIC 13 PERMIT EXP( a ems, the applicable provi- resolutions to do fees have been paid. WORKS Date —W—f 6 •� T�� �� Receipt No. aJ�� WNITE-D.P.W.. YELLOW -ASSESSOR. PINK -INSPECTOR. GOLDENROD-APPLI CANT COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, California 95965 - Telephone 916/534-4541 APPLICATION AND PERMIT PERMIT NO. ASSESSOR PARCEL NUMBER 40-40-50 ZONING BUILDING PERMIT ZZ OWNER Modern Steel Structures TELEPHONE 891-4533 ,SQ. FT. OCC, BUILDING VALtTATION OWNE'R'S MAILING ADDRESS P.O. Box 772, Chico, CA 95927 CONTRACTOR'S NAME Agri Electric TELEPHONE 342-4203 CONTRACTOR' 'MAILING ADDRESS 11011 Midway, Chico, CA 95927 Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation $ Filing Fee $ 10.00 LENDER'S MAILING ADDRESS Permit Fee $ ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ Penalty $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Permit fee $ BUILDING ADDRESS 435 Southgate Court PLUMBING PERMIT Filing Fee 10.00 Chico, CA 95928 Each Trap 2.00 Solar Water Heater 20.00 Water piping 5.00 LOT NO. SUBDIVISION NAME PARCEL MAP Each qas water heater or vent 5.00 Gas piping system 1 - 5 outlets 5.00 USE OF STRUCTURE SF ❑ Duplex ❑ Mobi lehome ❑ Other SPECIFY Building sewer 5.00 Mobile Home S G W 10.00 e TYPE OF WORK New x❑ Addition [I Remodel❑ Utilities❑ Installation ❑ Other ❑ Describe work: electricalELECTRICAL ` �+ / /,���LLLL � Permit Fee $ Contractor PERMIT Filing Fee 10.00 1100V OR LESS Main service 1100 AMP OR LESS 1 10•00 10-0 Main service EA. ADD'L 1100 AMP 2:50 17.50 NEW CONST. DWELLING OCCUP.& OR ADDNS. ACC. BLDGS. t 2/20sgft CONTRACTORS LICENSE LAW 1 declare under penalty of perjury (check One): ❑ I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification ❑ I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONSTR ULTI-OUTLET 2.50 ea 112. 50 NON•R ESID BRANCH CIRC ITS NEW CONSTR. f POWER APPARATUS &'1 NON•RESIDSINGLE OUTLET CIR. / EX. Occup\/ OUTLETS OR FIXTURES 9ALO 30 FIXED APPLNS. OR EX. Occup. OUTLETS (RESID.) EA.) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 Permit Fee $ 170. 00 Contractor MECHANICAL PERMIT FiIingFee 10.00 WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ® I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shal I be deemed revoked. Heating Cooling Hood 3.00 Ventilation permit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. 1 also agree to save; indemnify and keep harmless the County of Butte against all liabilities, judgments? costs!•and expenses which may in any way accrue against ' County in consequence of the granting of this permit. 9/10/85 X , ah A of I ! r Date Sign ture Applicant — Owner ❑ Contractor ❑X Agent ❑ An OS A permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 toriesQ'n height.10 Mobile Home Installation Fee $ TOTAL PERMIT FEE $ OCCUP. GROUP TYPE OF CONST. PARCEL PD No ISSUE This permit is hereby issued under sions of the Butte County Code and/or work indicated above for which IRE PUB PF By PERMIT PIRES Date the applicable provi- resolutions to do fees have been paid. ORKS Date V —ff Receipt No. c� WNITE-D.P.W., YELLOW -ASSESSOR, INK- INSPECTOR. GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, California 95965 - Telephone 916/534-4541 APPLICATION -AND PERMIT PERMIT NO. ASSE40R PARCEL NUMBER ZONING BUILDING PERMIT OWNER r f� TEL P ONE - SQ. FT. OCC. BUILDING VALUATION OWNE 'S MAILIN ADD ESS, J CONT CTOR'S AM `/�' •�JY e T `I ` ✓� TELEPHONE CONTRACTOR'S M (LING µ1 DDrES — �j tj/r�/� p� I v (CJ Fireplace CO ST TION LENDER UNKNOWN Total Valuation Is Filing Fee $ 10.00 LENDER'S MAILING ADDRESS Permit Fee $ ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS 35 � OJ Permit fee $ PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 ` 0 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 5.00 Each qas water heater or vent 5.00 USE OF STRUCTURE�]//� l,, SF ❑ Duplex❑ Mobilehome❑ Other�C�/� �P 4,9u S e SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 5.00 Mobile Home S I G I W O,OOea TYPE OF WORK New ❑ Additionemo�,el ❑ Utilities Installa ' n ❑ Other I Describe work: `t' „ .t 12a a Permit Fee $ Contractor ELECTRIICALR PERMIT Filing Fee 10.00 Main service,LESS 100 AMP OR LESS 10.00 Main service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I decl r enalty of perjury (check one): I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Profess Io s ode a d my license is in full fo a and effect. License No. Classification ❑ I, the owner, or my employees with wages as their sole compen- ion, will do the work,and the structure is not intended or offered or sale. (Sec. 7044) I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ 1 am exempt under Sec. , Business and Professions Code for this reason oR ADDNST DWEACCLLIN GOCCUP &) S. 2'/2¢sgft NEW CONSTR. ULTI.OUTLET 2,50 ea NON.RESID BRANCH CIRC ITS POWER APPARATUS tr (SINGLE OUTLET CIR. EX. OCCUp(OUTLETS OR FIXTURES SAL SOC SAL50F FIXED APPLNS. EX. Occup. OUT ETS ((RESID )REA.) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 Z 8 AWD-tbaS e- µP rJ(o •Od Permit Fee $ 1[&6.0 Contractor EN'S COMPENSATION INSURANCE lty of perjury (check one): is for $100.00 (valuation) or less. I derhhaveced on file with the County of Butte Building Department of Workmen's Compensation Insurance or a CertificateCooling to Self -Insure. employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must.forthwith comply with such provisions or this permit shall be deemed revoked. 0, MECHANICAL PERMIT Filing Fee 10.00 Heating Z C041PC� qv/pate a oU��2 3 S //• (1p 5S gD Hood 3.00 Ventilation permit Fee Contractor ¢ 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County. Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. 1 also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said Cou ty in consequ ce of the gran;ing of this permit. X Date Signature of Applicant - Owner❑ Contractor ❑ Agent 1:117 An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ TOTAL PERMIT FEE $ 2 06, 00 OCCUP, CONST.TYPEJ I FLOOD PARCEL I PD I ND ISSUE This permit is hereby issued under sions of the Butte County Code and/or work indicated above for which DIRE. T F PURL By PERMIT EXPIRES Date the applicable provi- resolutions to do fees have been paid. ORKS / Dapt�e / / Receipt No. S12 ( �j WNITC-D.P.W., YELLOW-AS8C9sOR, PINK -INSPECTOR. GOLDENROD -APPLICANT S1-3¢.5- Inter -Depart •Memorandum To: Land Development Section, DPW FROM: Building Division, DPW SUBJECT:, Improvements and Storm Drainage Clearance OAT E: July 5, 1985 We have recently received an application to construct a new food districution facility (use) by Modern Steel Structures (owner and/or contractor) at 435 Southgate Ct., Chico (location) A.P. No. 40-40-50 Permit Appin. No. 1912-85 and he has been advised to contact your section regarding requirements. Would you please advise, by signing this memo, when you have cleared the improve-, ments and storm drainage facilities for this project so we may issue the required permit. JFG:dd �.F. Glander 117-.. Chief Building.Inspector e' Improvements and drainage plans approved for construction. O Improvements and drainage not "rp.quired"for construction. / / Othe (specify) Ignature) (date) TELEPHONE (916) 895.3187 DANCO BRAND FOODS • 821 CHERRY STREET CHICO, CALIFORNIA 95926 0 TELEPHONE (916) 895-3187 DDAA.NNC�O BRAND FOODS 1 11 ys' te 821 CHERRY STREET CHICO, CALIFORNIA 95926 -c-z-j t C � , e5C�4 OIL-- �-d2v+�ese�rr"� Irrsulfoam EPS'physical and thermalpro�eni FEDERAL MICATIONS INSULFOAM PRODUCTS MEET FEDERAL SPECIFICATION NO. HH -1-524C, TYPE I, II, AND III (Superseding HH -1-524B Class AType I, II) Type 1 0.9 Minimum Density Type II 1.3 Minimum Density Type III 1.6 Minimum Density B search Repo FICATION ICBG Research Repo3 Meets a e o a i orni a s City of Los Angeles No. 24158*. and No. 24195' ICBO Research Report No. 3401' and No. 3530' H.U.D. No. 71' (Sheathing) 'Approvals based on Insulfoam raw material suppliers' certifications: Flammability properties Board Thickness 1" Max. `ASTM"- Densitycf Property Units 1.0 1.0 1.25 1.5 2.0 Test Thermal Conductivity @25°F BTU/(hr.) C177 or 0.23 0.22 0.21 0.20 K Factor @40°F (sq. ft.) (F. in.) C518 0.24 0.235 0.22 0.21 @75°F 15-50 0.26 0.255 0.24 0.23. Thermal Resistance @25°F per inch 4.35 4.54 4.76 5.00' Values (R) @40°F thickness - 4.17 4.25 4.55 4.76 @75°F 3.85 3.92 4.17 4.35 Strength Properties Compressive 10% deformation psi D1621 10-14 13-18. 15-21 25-33 Flexural psi C203 25-30 32-38 40.50 55-75 Tensile psi C1623 16.20 17-21 18-22 23-27 Shear psi C732 18-22 23-25 26-32 33-37 Shear Modulus psi - ; 280-320 370.410 460-500 600-640 Modulus of Elasticity psi - 180-220 250-310 320-360 460-500 Moisture Resistance ` WVT Perm -in. C355 1.2-3.0 1.1-2.8 0.9-2.5 0.6-1.5 Absorption (vol.) % C272 less than less than less than less than 2.5 2.5 2.0 1.0 Capillarity - - None None None None Coefficient of Thermal Expansion in./ in. °F D696 0.000035 0.000035 1 0.000035 0.000035 Maximum UseTemperatures . Continuous Exposure OF - 1670 167° 167° 167° Intermittent Exposure °F - 180° 180° 1800 180° Fungus & Bacterial FHATest Will not support bacterial or fungus Resistance Procedure no food value Buo anc -Flotation lbs./cu. ft. 60 lbs./cubic foot B search Repo FICATION ICBG Research Repo3 Meets a e o a i orni a s City of Los Angeles No. 24158*. and No. 24195' ICBO Research Report No. 3401' and No. 3530' H.U.D. No. 71' (Sheathing) 'Approvals based on Insulfoam raw material suppliers' certifications: Flammability properties Board Thickness 1" Max. 2" Max. 4" Max. 1" Max. Board Density, PCF 1.0 • 1.0 1.0 1.5 FIRE HAZARD CLASSIFICATIONS Flame Spread 5-10 ..5-10 10-15 5-10 Fuel Contributed ND. ND ND ND Smoke Developed* 15-12$. '40-125 40-125 15-50 ASTM tests are used solely to measure and describe properties in response to heat and flame under controlled laboratory conditions. Flame spread, fuel contributed and smoke developed ratings derived are not intended to reflect hazards under actual fire conditions. SELECTION OF PROPER INSULFOAM DENSITY The standard INSULFOAM density will range between 1 Lb. and 1.25 Lbs. per cubic foot and is generally more than adequate relative to compressive strength, moisture absorption, and water vapor transmission. However, under certain conditions, higher densities may be desirable, i.e., concentrated loading areas, and/or under high impact traffic areas. There is an upcharge for higher density INSULFOAM. FIRE HAZARD CLASSIFICATION TESTING ACCREDITATION UL Procedure 723 UL Listing R 5817,' R 4775' & R 5212 ASTM E-84 Iftat lnsulfoam EPS is, Insulfoam EPS (expanded polystyrene) is a closed cell,' rigid, lightweight foamed plastic. For most construction/ insulation applications, it is manufactured with a density of 1.0-3.0 pounds per cubic foot. In general, it is white in. color and formed into sheets or boards. Insulfoam is best known for its thermal efficiency, versatile applications and ease of installation. How Insulfoam EPS is made. Insulfoam EPS is manufactured in a two stage process . from expandable polystyrene beads. In the first stage, these small spheres are subjected to high temperature steam, causing the incorporated blowing agent to volatilize and the individual beads to expand. The "pre - puff" is allowed to stabilize and then fed into a large closed mold. Steam is reintroduced and the heat produces a secondary expansion that fuses the beads into a homo- genous block of expanded polystyrene. This material is then cut to the desired thickness or finished with special edges, laminations, or taperings. The standard block is molded in 2' x 4' cross sections and in lengths of 8' to 18' Howlnsulfoam-EPS performs.. EPS has a successful thirty year history of efficient use in industrial, commercial, residential and cold storage ":uildings. In Europe, where energy efficiency has long been a primary design consideration, architects specifying EPS have made it the dominant thermal insulation. Long-term value. Insulfoam EPS insulation (1.0 pcf) provides a typical R value of 3.85 per inch (K factor = 0.26) at a mean temperature of 75°F (R = 4.17 per inch at 400F). Unlike that of many other insulation products, the R value of insulfoam EPS is permanent. Finished boards of EPS insulation.contain only stabilized air, while.many other foam insulations contain fluorocarbon blowing agents which contribute significantly to their initial high R values. However; over time the insulation efficiency of these materials can deteriorate as the fluorocarbon gases escape into the atmosphere. Aging has no effect on Insulfoam EPS insulation. Cost efficiency. By designing with Insulfoam EPS insulation, it is possible to achieve desired R values at a significant initial savings on a per dollar basis. Efficient Insuffoam.EPS provides more R Value per dollar than any other insulation material. (R Value refers to the ability of a product to resist the flow of heat. The higher the R Value, the greater the insulation). Moisture resistance. Of all plastic polymers used for insulation, expanded polystyrene is among the most resistant to the adverse effects of moisture. Yet, despite its low water vapor transmission, Insulfoam. EPS in moderate thicknesses is not a vapor barrier. Instead, it "breathes." Because it will not trap.moisture within walls, it needs no costly venting as do some other relatively impermeable insulation materials. In tests recently conducted by the U.S. Army Cold Regions Research and Engineering Laboratory,' EPS insulation outperformed most tested insulation products under typically severe exposure conditions. Even when force -saturated to a moisture content 10 times its dry weight, EPS retained 80% of its original R value. Temperature cycling. Low density EPS board (not subjected to load) will show no noticeable loss of dimensional stability at temperatures up to 184°F. Duration of temperature, external load conditions,.and density are the variables affecting board performance at elevated temperatures. Strength. In most applications, Insulfoam EPS has sufficient compressive strength to meet design requirements. For applications where it is under only a minor load, nominal 1.0 pcf density material is adequate. If greater rigidity and long-term compressive strength are needed, a higher density can be specified. (Refer to the physical properties chart on the following page for further details.) ' The resilience of Insulfoam EPS provides reasonable absorption of building 'movement without transferring stress to the outer skin at joints. Permanence. Insulfoam EPS is an inert, organic material. It provides no nutritive value to plants, animals or micro- organisms. It will not rot and is highly resistant to mildew. Toxicity. Compressive biological tests conducted by the U.S. Testing Company, in accordance with standards established by the International Conference of Building Officials (ICBG) has proven that the products of combus- tion from EPS are less toxic than those produced from an equal volume of wood. Standards compliance. Insulfoam EPS insulation may be manufactured to meet or exceed the requirements of major model building codes, Federal Specification HH -1-524C, ASTM C-578, HUD Minimum Property Standards, HUD Materials Releases #231a.and #260, HUD Use of Materials Bulletin #71, and DOE/RCS Standards. 'Moisture Gain and Its Thermal ong gupnca.lor CpmmonRoollnsulations, Wayne Tobiasson and John Ricard, U.S. Government Printing 01lice.1979. urn to DPW. AGRICULTURAL STATEMENT OF ACKNOWLEDGEMENT FOR RESIDENTIAL DEVELOPMENT RECORDED IN CF FIOAL RECOf OF BUTTE COUNTY.CALIFORNIA; Fagos Section 26-8.1 of the Butte County Code requires this acknowledgement AT THE REOUESTOF be recorded prior to issuance of a building permit. 85-2f,5(;9 COMPe' Nty SH 11jrN The property described herein is adjacent to land or included 1985 AUG 34 AN 47 within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort arising fr(6EAKOR M.BECKER the use of agricultural chemicals, including, but not limited to haJRK,19eWR�stiE. , and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural zones which have as a priority use for productive agricultural purposes, and residents within said zones and on adjacent property should be prepared to accept such inconvenience or disconform from normal, necessary farm operations. All that real property situate in as follows: Date: the County of G_k erp �9tr-L` SLP i-dlteef State of County of ) Butte, State of California, described On this the 0 day of, 19115E, before SS. me, the undersigned Notary Publiy, personally appeared Personally known to me. L/ Proved to me on the basis of satisfactory evidence. to be the person(s) whose names) subscribed to the within instrument and acknowledged that executed the same for the purposes therein contained. IN WITNESS WHEREOF, I hereunto set my hand and official seal. ---------- . ��a Ot rrrrrrerrrnurE z FICIAL, SEAL a WARR"N D. GAYLORDS R^TA."•Y PWLIC - CA IIFORNtA i .: Ccrrt7. F, p. Present A. P. NO. �i9ACG5Pa'2CJ000Jg,:r�..,gp. �6 �ota6 7um- T.� {}`� : Nom. ° .. A`�"•. r,, ` :;.. ' EXH111IT "A" ' DESCRIPTION: All the certain real property situate in the County of Butte, State of California, described as follows: A parcel of lhnd bcirg a portion of Sections 5 and 8, Township 21 North, Range 2 East, H.D.B. 6 M., and more particularly described as follows: Parcel 2 , as shown on that certain Parcel Map recorded In the office of the Recorder of the County of Butte, State of California, on June 2, 1981. In Book 0 of Parcel Maps, at pages 4 arri 5. EXCEPUNG TMA iR M all oil, gas, asphaltum and other hydrocarbons. as excepted and reserved in Deed from Yuba Consolidated to Cold Fields, a corporation, to N. Archer Christensen, et al. recorded April 11. 1952, in Book 626 of Official 1 Records, at page 97. TOCFngM wlill Am RE,SfRVINC TNF w-RCH a 50 foot awn -exclusive road and public utilLty'easoTxnt for ingress and egress as sham on said Parcel'Mep. ! ALSO -IMM A101 W111i an casement for :road purposes recorded in the office of the Recorder of Butte Ccwky, on J,by 9. 1980, in Book 2543 of Official Records, at page 496, more porucularly described as follows: Co mencing at a point in the Southerly line of the J. F. Entlor Ranch distant South 56.56'55" Best 102.70 feet from thn most easterly coracr thereof as uaid J. F. F.ntler Ranch is shown on that certain map entitled, "Revised Hal) of the Second Subdivision of the J. F. rntlor Ranch•, filed in the Office of the Recorder of said Butte County cn February 5, 1915 in Look 8 of Maps, at page 2, said point being on the Northeasterly right of way line of State Highway Routo { 99C, 170 feet Northeasterly neasured at jj right angles fron Engineers' Station "Cl" 40'9+84+.34 of the baso lino of the Department of Public Morks 1950 Survey between Oroville Ml'o and 0.3 mile South of Chico, r Road III-Dut-3-8,C: thence South 40.45'05" East a•distance of.. 1454.34 feet to the true point of beginning for the parcel of land herein described: thence from said point of beginning South 40.45'05" East a distance of 202.66 feet along said right of way line; thence i North 69% 15' Fast a•distanco of 53.21 feet; thence North 40.45'05" Best a dLitar.ce of 300.86 feet: thence South 49.14'55" 1•icst a dis- tanco of 50 feet to the point of beginning. ALSO z0=1 ER wITli a perpetual easement wLth iighC'of Lreress and ceress. for the purrose of laying, instail,ng, maintainirC, repiiri)1g, protectLm and rcplacirt: underground and/or surface storm drulroge fncilities, together with ainurreranc^s thereof, across mid in larch; iartitt{larly described as follows: + Deinq a portion of Sections 5 & 8, To;mship 21 North, Ranqe 2 East, H.O.B.& M., and store particularly described as follows) •A 20 -foot wide easement lyinq northeasterly of, adjacent to and parallel with the following described liner Comme,)_ing at a point in the southerly line of the J. F.•1'ntler Ranch distant South 56.41'58" gest 102.70 fP,t from the most easterly corner thr.reof as said J. F. Entler Ranch is shown on that certain *map entitled, "Revised MAp of the 5,icond Subdivison of the J. r. rntlor Ranch". tiled in the Office of the Recorder of said Dutte County on •ebruary S. 1915 in Rook 8 of Maps, at page 2, said point being on the northeasterly•right of way line of State Highway Route 99E, 170 feet northeasterly measured at • right angles from Engineers' Station'C 1" 409+84+.34 of the i~ ' base line of tho.Dopartment of Public )forks 1950 survey between oroville bye and 0.3 nils South of Chico, Road III -Put -3-134: thence South 41.02'02" East a distance of 4254.34 feet to the true poir..t of beginning for•the Easomert herein described: thence tion tail pcint of beginning arc: continuing,South 41.0:' ;. 02" East a distance of 410 feet more or less along said right of way lina to a point in tho centerline of Butte Creek and the terminus of said storm drain easement. The bacis of iwaringc for this description is the California Coordinate System, Zone 2. / END OF CODA W Page 1 MULTIPLE FAMILY AND COMMERCIAL PLAN CHECKING GUIDE Bldg. Permit # OWNER A.P. # A. GENERAL a.! Zoning requirements (sideyards, parking, special conditions). aluation. Signature by R.C.E. or Architec if required). Calculations. 4. Improvements and drainage -- and De ,DPW; City of Chico; City of Biggs. Complete plot plan with dimens easements, other buildings, and other pertinent data. b! See previous permits and plans in file for expired permits, change of use, etc. B. OCCUPANCY REQUIREMENTS �' Building used /1: Occupancy Class 3� Building floor area fid Total allowable floor Basic allowable floor Basis for increase A, 14410(AA )-&,350177osq. ft. area Zg000 sq. ft. area /�Q7� �i?.or)0=3oe sq. ft. Q Type -of. Constr.. _Z—A/ Occupant oQ Load' S'� F) 741 L w) Additions, alterations, and repairs exceeding 50% (Sec. 104). Compliance with occupancy group requirements (Chapters 5-13). �7! Occupancy separations (Sec. 503) . M1Vice**L Area separations (Sec. 505) . 4f�vuR. cowce &411-c .t1: Firewalls due to location on property (Sec. 504). ].Q-.— Maximum height requirements (Sec. 507). 1�• Attic separations (Sec. 3025) . ..12. Ventilation and special hazards requirements (Chapters 6-13). 13. Fre extinguishing systems (C95—pter Fire alarm systems (Sec. 809 & 909). j Mechanical code requirements. rease Hood w/fire sprinkler system - Chapter 20). Health Dept. Plan Review -(a) Restaurant Act; (b) Commercial Pool. Smoke detection system. Fire Dept. Plan Review and/or Fire Marshal Plan Approval. Electrical Code Requirements (Pools or hazardous occ.) (Art. 680 & 500's). C. TYPES OF CONSTRUCTION REQUIREMENTS Fire retardant roof coverings (Sec. 1704). �2- Parapet walls (Sec. 1709). Toilet room floors and walls (Sec. 1711). Ae--Physndicapped (Sec. 1711 & Table 33A). 5.Guardrails (Sec. l�b�. De ai a ypes o construction requirements (Chapters Proper roof pitch for roof covering (Chapter 32). ttic access and ventilation (Sec. 3205). . Roof drainage (Sec. 3207). Skylights (Chapters 34 & 52).- 14,.- Stages and platforms (Chapter -'39). nterior wall and ceiling finish (Chapter 42). 13". Fire resistive requirements (Chapter 43). �Wall and ceiling coverings (Chapter 47). fes• Glass and glazing (Chapter 54). 1,C-: Building Materials - Check: Grade, Species, Allowable Example: (Glu -lam Beams w/ certif. 24F ext.grade). 17-22). Human Impact (Sec. 5406). Stresses, Ext. or Int.'-- MULTIPLE FAMILY AND COMMERCIAL- LAN CHECKING GUIDE (continued) STAIRS, EXITS, AND OCCUPANT LOADS il! ener a is Sec. 3301) (Post occ. load, etc.). 2. Number of exits width and locations ec. 41AA0 2— or or 3 Corridors and exterior exit balconies Sec. 3304). 5.a sways; rise & run, width._ winders, and con_s_truc on Sec. 330r. ,6. Horizontal exit (Sec. 3307). ,;�r—'Exit and smokeproof enclosures (Sec. 3308 & 3309). $v.- Exit signs and illumination (Sec. 3312). Al. Aisles & seating (Sec. 3313). ,19: Exits for occupancy groups A -B (Sec. 3315-3319). Parte 2 ll*Q 2 cAl TAW)-Vlr E ENGINEERING REGULATIONS, DESIGN, QUALITY, MATERIALS, AND DETAILED REQUIREMENTS A: ' Complete plans sufficient to show how building is proposed to be constructed and to verify conformance with Chapters 23-29. Plans must include plot plan, floor plan, foundation plan, elevations, and complete structural details. e4 Energy design, calcs, and necessary details (State law). ,3'. Veneer (Chapter 30). `i! Chimneys and fireplaces (Chapter 37). Engineered plans if required. ..5<Plastics (Chapter 52). e.'- Excavation and grading (Chapter 70). i7'—Continuous or Special Inspection (Sec. 305). 8.acro ther certification. -'O' AA o,.a+ r3e- /AogGlLA%izd-1 0712 e9! Soils or compac on data. .,-i-07 Noise regulations. 1.]-. Footing reinf. Min. Two #4 bars (cont.). 12. Engineering.Calc s ul ude: (a) oof - Ceiling. (b) oor - e ing. (c) Foundation. (d). Walls -- Large openings? (consider lateral). (e) Lateral: 1. Roof Diaphram. 2. Shear Walls. 3. Anchorage & Tie -downs. 4. Connections thru-out. (f) Retaining Walls. TO: FROM: SUBJECT: DATE: Inter -De art`ne al -Memorandum . P Butte County Building Department Attn: Jim Glander Butte County Fire Department William C. Teie, County Fire Warden Fire Protection Requirements/Danielson Co./A 40-40-50 Southgate Court, Chico September 5, 1985 Butte County Fire Department waives the V.B.C. requirement to have an access opening in each 50 lineal feet of exterior wall on two sides of an unsprink- lered building wider than 75 feet. This building being tilt up concrete and the use is going to be a freezer, we feel there is no life safety or significant fire problem. ]c WILLIAM C. TEIE County Fire Warden By Richard T�ler Battalion Chief L o¢ a: When polystyrene is used as a roof insulation, care must be taken to assure that adequate wind uplift resistance is achieved. In order to prevent melting of, the foam, it is necessary to allow the asphalt adhesive to cool slightly before placing the polystyrene boards. When this is done, adequate adhesion will result. For further information concerning perimeter fastening, see Data Sheet 1.26. Low density polystyrene foam ceiling panels are some- times used as suspended ceilings below atuomatic sprin. klers. These panels have a flame retardant additive which delays ignition. In the presence of fire, the panels (which are loosely placed over their supports) will quickly shrink and drop out of place. This allows for unobstructed distri- bution of sprinkler discharge. The Factory Mutual Ap- proval Guide lists panels which will perform in this manner ACCEPTABLE APPLICATIONS Where reference is made to approved materials, see the Factory Mutual Approval Guide. Thermal barriers may be of any type specified in the preceding portions of this data sheet. Interior Uses ' 1. a. Factory Mutual approved sandwich panels under the conditions of approval. (The FM Approval Guide d should be checked to determine if the particular panel z needs sprinkler protection when the occupancy and Iconstruction otherwise would not.) b. Other non -load-bearing sandwich panels used on walls up to 30 ft (9.1 m) high or ceilings with auto- matic sprinkler protection. Facing must be steel not yl less than 26 gauge (0.45 mm), or aluminum not less than 0.032 in. (0.6 mm) thick. The seams should be covered by overlapping the metal sheets or by using a metal batten of similar thickness. When facing is thin- ner than specified, a thermal barrier is needed. a 2. On walls and ceilings protected by automatic sprinklers and the foam coated with a thermal barrier. 3. On walls and ceilings without automatic sprinklers, v when the occupancy is noncombustible and likely to Ik remain so, cnrstntctinn is otherwise nnu:unbusUble ¢ and foam is protected with a thermal barrier. 4. On walls and ceilings without a thermal barrier provided that a// of the following conditions are met: / a. the product is approved for use without a thermal z barrier. b. automatic sprinklers are provided. POLYSTYRENE FOR CONSTRUCTION 1.58 Page 3 c. The thickness and density of the product are within• the limits stated in the conditions of approval. m d, the height of insulated walls does not exceed 30 ft (9.1 m). e. the panels ars installed over a noncombustible sur face. 5. As a Factory Mutual approved suspended ceiling located below automatic sprinklers, or without sprinklers where construction and occupancy are otherwise noncombustible. m The panels must be unrestrained as described in the condi- ` tions of approval. 6. As an insulation for floors when covered with at least % in. 03 mm) of concrete. Low -Temperature Controlled Rooms 1. On walls, ceilings and columns with foam protected by a thermal barrier. (Automatic sprinklers need not be provided if the occupancy and construction are other- wise noncombustible.) 2. On walls and ceilings without a thermal barrier pro. vided all the conditions cited in Item 4 (above) are met. 3. Below floors where covered with concrete, and joint between floor and wall provided with a cove or curb. 4. Over metal pan suspended ceilings with automatic sprinklers provided below, top surface of polystyrene covered with a thermal barrier, and concealed space pro- tected in accordance with current Factory Mutual stan- dards. 5. Plastic laminated foam panels on walls up to 30 ft (9.1 m) high when used under conditions stated inData Sheet 1.59, Reinforced Plastic Panels in Construction. Exterior Uses 1. As Factory Mutual approved and listed insulation when used under conditions of approval. 2. Over wood roof decks. 3. Over noncombustible precast or poured roof decks. >s� CL z f z f 4. Over any roof when the building is protected by auto- matic ...—�---�---�- -- ...—..._.----�----- --- matic sprinklers. 5. Over '/2 in. (13 mm) thick Type X gypsum board above Class I insulated metal roof decks. 1'58 POLYSTYRENE FOR CONSTRUCTION Page 4 & 6. On the exterior side of noncombustible walls when 'i building is protected by automatic sprinklers, openings o: are protected, and where external fire exposure is slight. RECOMMENDATIONS 9t 1. Foamed polystyrene is combustible and should be con- sidered only for the acceptable construction applications listed above. 2. Factory Mutual approved foam products should be used where applicable. 3. For ceiling, or wall and ceiling foamed polystyrene installations needing sprinkler protection, 1/2 in. orifice (13 mm), high temperature rated sprinklers should be used. The water supply should be capable of providing z a density of 0.20 gpm/ it IB mm/min) over an area of 2000 ft2 (1g0 m21. If the building's occupancy requires a different level of protection, the higher level would take precedence. 4. When the insulation is used only on walls, and auto- matic sprinkler protection would not otherwise be needed, it is not necessary to sprinkler the entire floor area. A sin- gle line of sprinklers within about 6 it (1.8 m) of the wall Z and 10 it (3 m) on center will suffice. The demand should Ibe based on supplying at least 20 gpm to each of the hy- draulically most remote 10 sprinklers. 5. If a thermal barrier is to be omitted from either wall Ior ceiling insulation, only products which have been specifically approved for this purpose should be used. z All of the conditions stated for omission of the thermal Ibarrier should be strictly followed. 6. Claims of fire retardancy based on small-scale ASTM tests should be regarded with caution. Such classifications may be useful for comparing ease of ignition of similar products, but do not give an accurate description of all burning characteristics. ei 7. Flame spread ratings by ASTM-EB4 tunnel test should be disregarded for foamed plastics.' 8. Wind resistance, as recommended in appropriate FM standards, should be assured when foamed polystyrene is placed on roofs. 9. During construction, quantities of foamed polystyrene should not be stored within the building. NOTE: This subject is also covered in NFPA Standard No. 205M -T. The Federal Trade Commission diows the testing agency fin this case, Factory Mutual Research) to app►o" this Product without S thermal barrier If physical tests justify. FMELPC Sept 1977 r LAMINATION ENGINEERING INCORPORATED i 1214 Harter Avenue Woodland, CA 95695 Phone: 916/661-0386 INSULATED PANEL CONSTRUCTION I The panels will consist of 26gu. White Stucco Embossed Steel. .0217 decimal equivilent on the interior face. Panels are bonded with Mor -ad 336 adhesive, I C B 0 3462. The expanded polystyrene will,be 8", manufactured by Western Insulfoam I C B 0 3401 and 3530. The back skin will be .0135 Aluminum. Panel will be mechanical fastened directly to the concrete wall. 1 / " i � J t International Conference of Building Officials RESEARCH REPORT Filing Category: FASTENERS—Adhesives MOR-ADa 336,366 AND 434 ADHESIVES. MORTON CHEMICAL DIVISION OF MORTON -THIOKOL, INC. 2 NORTH RIVERSIDE PLAZA CHICAGO, ILLINOIS 60606 1. Subject: Mor -Ad* 336, 366 and 434 Adhesives. Il. Description: A. General: Mor -Ad 336, 366 and 434 Adhesives are a one -part urethane adhesive. The adhesives are for use in bonding gypsum wallboard, masonite, plywood,.Oarticleboard, fiberglass, aluminum, top- per and steel -to core materials of styrene and urethane foam and paper honeycomb materials in laminated sandwich panel construction. The adhe- sives are for structural use where high resistance to moisture is required in roof, wall and floor sandwich panels subjected to sustained loadings such as live or snow loads. B. Application: Surfaces being bonded should be clean and dry. Dust, oil, grease, water, paint or any other contamination must be removed before application of the adhesive. Mor -Ad 336 and 366 adhesives are designed for application by spray applying to one surface. Mor -Ad 434 adhesive is designed for application by roll coater to one surface. The amount of adhesive to be applied to the contact surfaces are to be in accordance with the manufacturer's recommendation. To secure adhesion, the surfaces must be placed under continuous pressure in accordance with the manufacturer's recommendation. Report No. 3462 February, 1983 C. Miscellaneous: The adhesives are available in 5 -gallon steel pails or 55 -gallon steel drums. When stored in original unopened containers at 77°F the products have a shelf life of 90 days. A recommended storage tempera- ture is between 50' and 80'F D. Identification: Each container bears a label containing the manufac- turing date, the 90 -day shelf life, the product name and the name of the manufacturer. III. Evidence Submitted: Descriptive literature and laboratory test reports conducted in accordance with The Acceptance Criteria for Sand- wich Panel Adhesives." Findings IV. Findings: That the Mor -Ad® 336, 366 and 434 Adhesives comply as Type 11 Class 2 adhesives In accordance with the Research Commit- tee's Acceptance Criteria for Sandwich Panel Adhesives and are alter- nate adhesives to those specified In the 1982 Uniform Building Code, subject to the following conditions: 1. The adhesivoapplicatlon Is limited to sandwich panels speciff- cal lyapprOy by the Research Committee. 2. The adhesive Is used, applied and cured in accordance with this report and the manufacturer's Instructions: This report Is subject to re-examination In two years. ICBG research reports are issued solely to provide information to Class A members of the organization utilizing the code upon which the report is based. Research ieports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommendation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The [CBO technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. Page 1 of 1 i Ir ICBG research reports are issued solely to provide information to Class A members of the organization utilizing the code upon which the report is based. Research ieports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommendation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The [CBO technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. Page 1 of 1 1.58 POLYSTYRENE FOR CONSTRUCTION Page 4 & 6. On the exterior side of noncombustible walls when i building is protected by automatic sprinklers, openings are protected, and where external fire exposure is slight. RECOMMENDATIONS v S 1. Foamed polystyrene is combustible and should be con- sidered only for the acceptable construction applications listed above. 2. Factory Mutual approved foam products should be used where applicable. 3. For ceiling, or wall and ceiling foamed polystyrene installations needing sprinkler protection, % in. orifice 113 mm), high temperature rated sprinklers should be used. The water supply should be capable of providing z" a density of 0.20 gpm/ ft 2 18 mm/min) over an area of 2000 ft2 (190 m2). If the building's occupancy requires a different level of protection, the higher level would take precedence. 4. When the insulation is used only on walls, and auto. matic sprinkler protection would not otherwise be needed, it is not necessary to sprinkler the entire floor area. A sin- gle line of sprinklers within about 6 It (1.8 m) of the wall z and 10 ft (3 m) on center will suffice. The demand should I be based on supplying at least 20 gpm to each of the hy- draulically ydraulically most remote 10 sprinklers. 5. If a thermal barrier is to be omitted from either wall Ior ceiling insulation, only products which have been specifically approved for this purpose should be used. Z All of the conditions stated for omission of the thermal Ibarrier should be strictly followed. 6. Claims of fire retardancy based on small-scale ASTM tests should be regarded with caution. Such classifications may be useful for comparing ease of ignition of similar products, but do not give an accurate description of all burning characteristics. st 7. Flame spread ratings by ASTM -E84 tunnel test should be disregarded for foamed plastics. 8. Wind resistance, as recommended in appropriate FM standards, should be assured when foamed polystyrene is placed on roofs. it 8. During construction, quantities of foamed polystyrene ¢ should not be stored within the building. NOTE: This subject is also covered in NFPA Standard No. 205M -T. The Federal Trade Commission allows the testing agency lin this case, Factory Mutual Research) to approve this product without e thermal barrier If physical tests justify. -FMELPC Sept 1977 When polystyrene is used as a roof insulation, care must be taken to assure that adequate wind uplift resistance is achieved. In order to prevent melting of, the foam, it is necessary to allow the asphalt adhesive to cool slightly before placing the polystyrene boards. When this is done, adequate adhesion will result. For further information Q concerning perimeter fastening, see Data Sheet 1.28. Low density polystyrene foam ceiling panels are some- times used as suspended ceilings below atuomatic sprin- klers. These panels have a flame retardant additive which delays ignition. In the presence of fire, the panels (which are loosely placed over their supports) will quickly shrink and drop out of place. This allows for unobstructed distri- bution of sprinkler discharge. The Factory Mutual Ap- proval Guide lists panels which will perform in this manner. ACCEPTABLE APPLICATIONS Where reference is made to approved materials, see the Factory Mutual Approval Guide. Thermal barriers may be of any type specified in the preceding portions of this data sheet. Interior Uses ' 1. a. Factory Mutual approved sandwich panels under the conditions of approval. (The FM Approval Guide d should be checked to determine if the particular panel z needs sprinkler protection when the occupancy and Iconstruction otherwise would not.) b. Other non -load-bearing sandwich panels used on walls up to 30 ft (9.1 m) high or ceilings with auto- matic sprinkler protection. Facing must be steel not less than 26 gauge (0.45 mm), or aluminum not less than 0.032 in. (0.8 mm) thick. The seams should be °C covered by overlapping the metal sheets or by using a metal batten of similar thickness. When facing is thin- ner than specified, a thermal barrier is needed. 2. On walls and ceilings protected by automatic sprinklers and the foam coated with a thermal barrier. 3. On walls and ceilings without automatic sprinklers, when the occupancy is noncombustible and likely to d remain so, constructinn is otherwiw noncombustible a and foam is protected with a thermal barrier. 4. On walls and ceilings without a thermal barrier provided that all of the following conditions are met: I a. the product is approved for use without a thermal - z" barrier. b. automatic sprinklers are provided. POLYSTYRENE FOR CONSTRUCTION 1.58 Page 3 c. The thickness and density of the product are within the limits stated in the conditions of approval. e d, the height of insulated walls does not exceed 30 ft e. the panels are installed over a noncombustible sur- face. 5. As a Factory Mutual approved suspended ceiling located below automatic sprinklers, or without sprinklers where construction and occupancy are otherwise noncombustible. m The panels must be unrestrained as described in the condi- tions of approval. 6. As an insulation for floors when covered with at least % in. (13 mm) of concrete. Low -Temperature Controlled Rooms 1. On walls, ceilings and columns with foam protected by a thermal barrier. (Automatic sprinklers need not be provided if the occupancy and construction are other- wise noncombustible.) 2. On walls and ceilings without a thermal barrier pro. vided all the conditions cited in Item 4 (above) are met 3. Below floors where covered with concrete, and joint between floor and wall provided with a cove or curb. 4. Over metal pan suspended ceilings with automatic sprinklers provided below, top surface of polystyrene covered with a thermal barrier, and concealed space pro- tected in accordance with current Factory Mutual stan- dards. 5. Plastic laminated foam panels on walls up to 30 ft (9.1 m) high when used under conditions stated inData Sheet 1.59, Reinforced Plastic Panels in Construction. Exterior Uses 1. As Factory Mutual approved and listed insulation when used under conditions of approval. 2. Over wood roof decks. 3. Over noncombustible precast or poured roof decks. M A l6� CL z 4 f z f 4. Over any roof when the building is protected by auto- matic _. ...—------- -- ..._..._.--------- --- matic sprinklers. 5: '/ Over in. (1 X gypsum board above mm) thick Type < ,Class I insulated metal roof decks. Insuilbam EPSOpyoi'cal and thermal properties FEDERAL SPECIFICATIONS'y INSULFOAM PRODUCTS MEET FEDERAL SPECIFICATION NO. HH -1-524C, TYPE I, 11, AND III ' t? ..,•.,,..; r p ,_ ''' : '.• ;.t ,., i .(Superseding HH -1-5248 Class AType I ;Y a, •'�,.�..xj +� s}v, i.���;, t i1ir.lrt, �-, M1 .•: '+ .,�f ,nft 11i�! t TT pe ,f 0.9 Minimum Density' yell 1.3 Minimum Density:'. ii, :•.t. .�dr1t6d�i,t, 01101 , p rt `i`1ff�v, .�, '7: t!�f7'�� {tt�i•:' y, w 5 • .. 1.6 Minimum Density A Property;:.,- �j�;,P 4,i{;'t:�9f Units 'tY .';ASTM•ijl Densit cf 1.0 1.25 " ' 1.5 2.0 ' 1.0 1.5 Test Thermal Conductivity @25°F K Factor..)!.,,'-•a't`Z BTU/(hr. • ��• °i' x ' +' [7 tai�'`�J C177 or 0.23 ': ,{ 0.22 '4 `ea' : ,t.,, ; 0.21 0.2Qr @40°F (sq: ft. in. (q, );j+�;� C518 ,?:, 0.24''',:; r• i 0.235,:x,,` 0.22 0.21 _ :,,<;r,t' ; @75°F .).�,t r t.�f�; 40-125 ;., 0.26 0.255 0.24 0.23 Thermal Resistance � I:• �, @25°F per Inch • t,4 ;, �; tr.�w1 ",f;fi� 4.35 + F '� ',' ' 4.54 ,.�' 4.76 Values�,.; Value (R);. .r• t) ;F n+ @40°F thickness �r ;i? ;,;, = w. 4.25 4.55 4.70 6 @75°F ,4.17 3.85 ' ' 3.92 4.17 4.35 Strength Properties Compressive 10% deformation . • psi D1621' 10-14 ",' 13-18 15-21 25-33 Flexural psi C203 ..25-30 32-38 .: 40-50 55-75 Tensile. psi C1623 16-20 17-21 18-22 23.27 Shear , . _. psi :. C732 18-22 23-25 26-32 33-37 Shear Modulus psi - 280-320 ' 370-410'- 460-500 600-640 Modulus of Elasticitypsi - 180-220' 250-310 320-360 460-500 Moisture Resistance WVT Perm -in., C355 ' . 1.2-3.0 .1.1-2.8 0.9-2.5 0.6-1.5 .Absorption (vol.) ; ` �/, C272 less than less than less than . less than Capillarity - - 2.5 None - ' 2.5 None 2.0 None 1.0 None Coefficient of Thermal <, . Expansion in./ in. °F D696 0.000035 0.000035 0.000035 0.000035'• Maximum UseTemperatures . .Continuous Exposure °F - • 167° - , 1.167° 167° 167° Intermittent Exposure °F ' - 180° 180° 180° 180° Fungus & Bacterial . FHATest Will not support bacterial or fungus Resistance Procedure no food value Buoyancy- Flotation lbs./cu. ft. .' 60 lbs./cubic foot BUILDING CODE CLASSIFICATION P ) .:�' • .:,: ICBO Research Report No. 3414 Meets State of California Quality Standards City of Los Angeles No. 24158' and No. 24195' ' ' ICBO Research Report No. 3401' and No. -3530' H.U.D. No. 71' (Sheathing) n i •,; . ; , . ; . 'Approvals based on.lnsulfoam raw material suppliers' certification':" '.':Flammabilityproperfies t� 4: r a' ,;'','.-"ASTM tests are used solely to measure and describe properties in response to heat and flame under controlled laboratory conditions. ` Flame spread, fuel contributed and smoke developed ratings derived are not Intended to reflect hazards under actual fire conditions. SELECTION OF PROPER INSULFOAM DENSITY J The standard INSULFOAM density will range between 1 Lb. and 1.25 Lbs. per cubic foot and is generally more than adequate relative to compressive strength, moisture absorption, and water vapor transmission. However, under certain conditions, higher densities may be desirable, i.e., concentrated loading areas, and/or under high Impact traffic areas. There Is an upcharge for higher density INSULFOAM. FIRE HAZARD CLASSIFICATION TESTING ACCREDITATION } , UL Procedure 723 UL -Listing R 5817,' R 4775' & R 5212 ASTM E-84 ; Board Thickness 1" Max. 2" Max. 4" Max. 1" Max. ' Board Density, PCF 1.0 1.0 1.0 1.5 FIRE HAZARD CLASSIFICATIONS Flame Spread 5.10 5-10 ' 10-15 5-10 Fuel Contributed ND ND ND ND Smoke Developed 15-125 40-125 40-125 • 15-50 Y;I' Whatinsulfoam.,: How Insulfoam EPS EPS iS..: .�, �' ,::4 -. is made. Insulfoam EPS (expanded polystyrene) is.a closed cell;' `; ° '':. 'Insulfoam EPS is manufactured in a two stage process rigid, lightweight foamed plastic. For most construction/'';-,,, - �s� from expandable polystyrene beads. In the first stage, :insulation applications, it is manufactured with a density ;..,; k,,.ft these small spheres are subjected to high temperature . of 1.0-3.0 pounds per cubic foot. In general, it is white in ::>;:; :.; , steam, causing the incorporated blowing agent to • :. color and formed into sheets or boards. Insulfoam is best : volatilize and the. individual beads to expand. The "pre- . known for its thermal efficiency, versatile applications and, puff" is allowed to stabilize and then fed into a large closed ease of installation f; �c 1 .t mold. Steam is reintroduced and the heat produces a secondary expansion that fuses the beads into a homo- ,i, genous block of expanded polystyrene. This material is i .. J••Y. 1.4M1J . C . 'r +, °.�.jo,,..< ` then cut to the de thickness ired e;;�f s or finished with special • . W •.• m.1 -r. .:< -,- . .i.;, T. r edges, laminations, or taperings. The standard block is is t.r n. : ,y 1• ? molded in 2' x-4' cross sections and in lengths of 8' to 18: • i, .,- F,..,, ,r.9:t -� f Haw Insulfoam EPS •: :. ' � • under typically severe exposure conditions. Even when force -saturated to a moisture content 10 times its dry ' weight, EPS retained 80% of its original R value. . performs... :. ; Temperature cycling. Low density EPS board (not subjected to load) will show no noticeable loss of . EPS has a successful thirty year history of efficient dimensional stability at temperatures.up to 184°F• Duration use in industrial, commercial, residential and cold storage of temperature, external load conditions,.anddenslty are J' buildings, In Europe, where energy efficiency has long the variables affecting board performance at elevated been a primary design consideration, architects specifying temperatures. ' ;. EPS have made it the dominant thermal insulation. Strength. In most applications, Insulfoam EPS Long-term value. Insulfoam EPS insulation (1.0 pcf) ;has sufficient compressive strength to meet design provides a typical R value of 3.85 per inch (K factor = ;requirements. For applications where it is under only a 0.26) at a mean temperature of 75°F (R = 4.17 per inch at minor load, nominal 1.0 pcf density material is adequate. 4009. Unlike that of many other insulation products, the If greater rigidity and long-term compressive strength are R value of Insulfoam EPS is permanent. Finished boards needed, a higher density can be specified. (Refer to the of EPS insulation .contain only stabilized air, while.many. physical properties chart on the following page for further . other foam insulations contain fluorocarbon blowing details.) agents which contribute significantly to their initial high The resilience of Insulfoam EPS provides reasonable .: R values. However, over time the insulation efficiency of absorption of building'movement without transferring these materials can deteriorate as the fluorocarbon gases stress to the outer skin at joints. escape into the atmosphere. Aging has no effect on permanence. Insulfoam EPS is an inert, organic material. Insulfoam EPS insulation. It provides no nutritive value to plants, animals or micro - Cost efficiency. By designing with Insulfoam EPS organisms. It will not rot and is highly resistant to mildew. :insulation, it is possible to achieve desired R values at a Toxicity. Compressive biological tests conducted by • significant initial savings on a per dollar basis. Efficient . Insulfoam,EPS.provides more R Value per dollar than any the U.S. Testing Company, in accordance with standards other insulation material. (R Value refers to the ability of a established by the International Conference of Building :.. product to resist the flow of heat. The higher the R Value, Officials (ICBG) has proven that the products of combus- the greater the insulation). tion from EPS are less toxic than those produced from an equal volume of wood. Moisture resistance. Of all plastic polymers used for ••�' insulation, expanded polystyrene is among the most Standards compliance. Insulfoam EPS insulation ; resistant to the adverse effects of moisture. Yet, despite its � • may be manufactured to meet or exceed the requirements `•:: low water vapor transmission, Insulfoam EPS in moderate . of major model building codes, Federal Specification thicknesses is not a vapor barrier. Instead; it. "breathes." : HH -1-524C; ASTM C-578, HUD Minimum Property .: Because It will not trap moisture within walls, It needs no , Standards, HUD Materials Releases #231a and #260, costly venting as do some other relatively impermeable :. HUD Use of Materials Bulletin #71, and DOE/RCS Insulation materials. Standards. In tests recently conducted by the U.S. Army Cold Regions Research and Engineering Laboratory,' EPS insulation outperformed most tested insulation products 'Moisture Gain and Its Thermal Cone uencelorCommongoollnsulations,Wayne Tobiasson and John Ricard, U.S. Government Printing Office, 1979. 1, 0: f E 4 OF' ./oa AIM ,aY: `/,•l,J. /9'I 9 Uiv/�oeti1 �itaE Go1� QCGI/.ditiVG� ��QD[J/� : �'//LDiNG �i T%� r.� G'OrVSTi+�UG T/off/ : 5z//LD/,l6 f4 GGr� T/O.v o� P.C�o rte, ,prr ,8vit-moi clG -5 �! o'E 7o9 1-361/6 D/,uG 43 : O ` IV BO E j KO, s } :f:) w 6vle—D 1A.1G, c : 30 �! ; <o'+ E f} �O x Q / _ / 7)4-4 ct7 13 - �8ox �s)+SSx 1.70 /5350 x AGGocd.: /7 �it.F. STOCK ou%c! s,¢rs Ham' zoEs ",97 57�L(f k H/G #E/P 7;44i4,1.1 Joa A/o. p BY : / BATE : 6,_ // _gs .Z;4 7.oq 'I 0 tel//C.D/Al/S To ;vG,4.vS Wi4!_L S --< T. Tv 8€ 71-4-7-- G7aAIC, /,v7-2-5',�/ o,P — Ok �GLoIYi�'lf3l� GoiVG: CDMP STif',�tS�S s 3GL'2� �S, /, ��8 o44,- TES �E/NfO�G/N,-- 9—T2'F� G ot3�/N� S o .�aPT��•�1 �E �.�/5 M� z c�v.�. 3 ,: 2� ; �p �S, F' G/✓F . LO/4�D w/</, BC, DEct�.�ASE S. fGAaP•�4, oa,-.E :;�! ov ./oa J Jc ARCHITECTURAL ENGINEER, R.C.E. BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 wall i i-o� p,L cL 20 x gv7o 4- 2C21x 20� 46/ 00v &AL �pn✓�� sov toy �/PEGTIO�./ ^....- (A/o yrEZzaN11VE) w00 D kooG LL, y,C, (9�� 4 4 6400 6+4-)20 4 7,Zoo �- t- 6¢ci> t- 48� + / 2RG3� = C 2400 4 //260 _ 6 3600 by��l�Z Z A N I E. ac.) 7x8-.4"AL xi¢� o �3 •°� v5E �`'4 G� � 'oc, /�/ FTG S oa�E 3 ov Joa ivo. �p3 > -f 4Oop t / z av O BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 D61,0 TO GESS eao= 4G�4D /1OCO _ (,7000# T,L, .4rziTL -- co'J, 5f►�D�' ,ai�?��Tioav ,�,�sT ITd�GL O� wi9.t��oysE. Dc. c. L- vo -,z 20 �� s��� t ¢, ¢32c� f /000 t goy / 050 ¢000 = 48, zoo re� YJSE .5-1x 7'x /¢ " .REQ 5.�1�T .D/it�EG T/ Dov 1:',4.— -- ¢ of %/oa . 2O 3 � /Di472oN .DE51C-vV G::wr. .Q S SIO !wic% /350 �• 90 BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 P, 4, �s20 Z S 70 + 2op = 2 7 70 vi r.L, a/so yyoe-rq W qc e- @ r"//s Aq >- D,L, DG LC 5)�8�� .4- j 1 S6 /Oo +5117 +x55 0 _ X92/ 7 - 935 a = a- 9:5 7* r, L, � �� n �r�� T � e- _ = 3 '7, %` - Bso Govc LL -+- 11,260 942,00#7,L, USE.D� covc, i8sa -Z7'70 — 450 WiWc /2 a/so yyoe-rq W qc e- @ r"//s Aq >- D,L, DG LC 5)�8�� .4- j 1 S6 /Oo +5117 +x55 0 _ X92/ 7 - 935 a = a- 9:5 7* r, L, � �� n �r�� T � e- _ = 3 '7, %` - Bso Govc LL -+- 11,260 942,00#7,L, USE.D� covc, i8sa ,—,4--E .s' o,— ��lJ�c%7,f�-Z/ON ,DES/�/�/ GGjtl7 /wELZ,4ti//NE ATG S, GdOr�/ T. GOrtlC, ,C'TG 3 . Zsoav _ 96 EEP .z�vrE.t�lO�.� zE�p /=T%-,-, �Gcv 5,o160 = lJSE S' 4 "X S' --¢''x James Joseph January ARCHITECTURAL ENGINEER, R.C.E. BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 TiYL. /=22if�E c7 `1 / � Q ��1�//OE X / �_ c� •rLt��i`' r=Gi�TIN�. ,gSSC/tiy.�'.t� X== CrPO55 .S'E�GT/O/C.1,l¢L. f%,f .moi¢ O/c= rPEl�p, yca ox = �2� �O ago 64) 51sT/.v6 rt/OT.E f//Z /5 GES rf�kES Wiz, O� Lor¢jj , 119��� COAIC/hE TL / rc.PAG 7r/TE } 1 W t,l/6llZ f Yt Y-- /iAssuNra ays ./cv rn G/ h/ /lz'E- : 4"// = WT. O/� SCJ913 SN�G�Ela /�iP�A wt = a/T a,- /A/DiG,*TEs ic.PTi01V V S.�E.ff�' . /1V CO1VG . = c� 9 � n. L O.c-SL ♦}B ,�fi9/,P.4'rV kvle-L 11-104-D. .eEAGT/O•�/ T = T6NS/C.F 571Z'E5S OF �/, W,� CD2 9 ""ye/, r7 •,JO,c3 _ ,�/p, 2 O 3 Di4TE.S_.// -85 BOX 97 COHASSET STAGE CHIICO, CALIFORNIA 95926 19161342-1386 Lll �'s�sri�tT6 •2 J 7s� �- , 2 2 /UQTE ; C/7/7 -r- 11c, C,4A1A1O7- EXCEED 7;/E Twit /� STi�ESS per" T/t,L J -V, W, 7,- r- kvl 7' /t/O TE ; USE /L/I'/N. .� ~ = 3 �- p •� /. IVO 7EN5/Orl/ 1/,4,C(/E O� GO�/C/�ETE /S ALLOK/EO �, /�/o C'DiC/CiPET� COrvsTi �7-/Gym ✓aIIV7 s lW1� 4LLEL %O WkV,,,1=1 141N/tiIUw1, yt/O!/G1� h�.iYE TO �-�¢/L ra > C"14 LIJ A1,4 BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 \If Joa Ivo. 20,E ay P14 7'-- : 6— //-SS ��7. BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 ,4r>s�J.v�E �i M.S�xiicrlvcir rvyE� GOfi-.D Off' 2S TONS/OwHEGC - s�� GcJ�� 1-4-7- W/lGL P — 5/o /52 , 2 6a2d* 6azlo �f/4r-l-�5 !O o� ✓08 A,10 203 D�7E 77 / ala 6Z Cv ,c, AF?4A/1✓ J = , S,0,gc = // 8 �/ OC S %' 258 .�4z'� � /:�S •moo di� G9)4 L O� 5.r- ,0 , • :4l/SE lUO CA-�+i1CA3�"�� ,0 go /YlA)(, 5�WAI = :2o 417 3' 72er % x 24 10% a2o� �nj �/� .` 1'7``, 4 Y1// %/7 "0 f',4 --E // o,— Joa ivo. X03 9!!EPO 'P _ F>►�E/P A --509A/7- 4- � S 0 f3 4.O J A ARCHITECTURAL ENGINEER, R.C.E. BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 Si19-N =0'-6" lox /O 1./5E lox/O 7�F � NAP, 917 s=/,s = 30 (15 �h 57 = z (/0 7�3� ., 57 T, CO�Q.D S 7/Pf-ES /S'7 CoJz-B u. / /4 S 30 6XT, PCYr,�D, oN u�.4urs 'P/ /p T/L C✓' W,9-5 T S/DE = 3G' / 8 TO C41VN, B/� S f -.4--E /2 0,- may: J J,J, 'C"r,v 42011,2 T/ -E /,1 Tae PL., Or- wAl lvd oc l6 -N. 145 1 94 TE To GONG, W,4cL (2 /�� _ ,18'7 (70 _ 4l f. 2 (70) r=op 625 #.'. 5/�AG = 62 Z--& To Z: GC h�/LT/ Ku!/ K BoGT /�v Ta �✓iv c -L o�E /3 ov- Jc Jai ARCHITECTURAL ENGINEER, R.C.E. BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 ----COW )�-::�-4 - / /3S w(/,)W . C��E,PrvS �/�Ei3� p�/�.vDu�.�.S = 2 � -' ✓x.59 � U.sc cA-sE 2 v,�c Z/119 'V V14C-•M Gv/ Z�� ST•i�lJG7I V7,� N1, S '�� �U�G/�/ F'RD/✓I e5A/DW141- S pro %OP R4-,.7-0 a.-,"19 4-L o i� X795 � 13� 13 �iiL� ,PFz'9v�ES BLK6 b / cE.vTEi�? 88 ' O1GE /¢ OF BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 i� Z ,Ele 77. A4II Qz 11J (x!/00 D !/ / 2 00 33) Ch�FCk CO�P7,� 5vL/cE CWT 14,43, Z4 )=i:PAP 6 475 _ �i4/G S `USC S?�. , ST•P,9P� Lill i r - U� //t/ To S/.a- Z2�x 2 zx 'ST Kw/K �oLTS C 32 "�, /,V ro oAGE /S o� './oa ivo. 2O3 BATE: �_ Zi_8S 725/P19/�/l/ G45;�vT_ Gv,�c� 0 O�c/�DG�/�4C-C i•c/=GS . // /S -I) i 2ss l/� T C�vTiP Of Gvrf�LL .�fiV—XL S 1-,4=E /d OF ./oa Ivo. 20.E BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 Gfoc�c, w�GL Tic To �4?F, W� L� 2 j ro x Css a—f,- A ".STRiol- A 7- /7L�t% TiPY C' 5,x q , ,� _ (4)2 225 ( ) / = 22 S 50 — Z2s0 .085 i�.3 TOSL.gB h1 T. 7O �77iAGh� /�'P.�lEC-S PSE /'7 0� TO E.4V4-E- ' 1 + 2° (204= l¢'� -'L /� 75 . i✓l,¢x, GoivD. mal /Q To GONG, 5AID wig U -S SE x c—/�/ , E,4f�� STiQI�T 7-0 GONC: N/.+1L C SiYE4� { per/ ,E,c/Du�,yc.L �G �DG�✓P = `7� ��/� �, _ /4.7 �� 7 �f p� ENDG�/fILL = Z I C/„ lv/_ , 75�/), 3` 2 2'73 7A 2'73 bK IVA-7-1 eA.11K E04-7 ..4 t 0�- �/oa A%4 TE 4 So W Q 2 s 450 65),117 BOX 97 COHASSET STAGE CHICO, CALIFORNIA 95926 19161342-1386 FA BUILDING ENVELOPE SUMMARY BUILDING ENVELOPE COMPLIANCE roject Designer: JAMES JANUINfZY Project Title: 0 FFICES Project Address: CNICO, CA . . 3379 F o r m . !•g ` - (NR -8/8.1) [VW F �f L1F��� DCA o ed by: WALLPtCF_ Date:ZS�S" Checked by: Date: Permit Application Number: This form provides space to Insert summary data on the building envelope. Form 1 Is used In con/unction with Form 2 and Form 3 worksheets to provide the necessary Information on building heating (U -Value) and cooling (OTTV) design criteria compliance. SITE DESCRIPTION (from Building Location Data) Location Code Number 1. 3� Latitude 2.. 3� 8 Degree Days -heating. 3. 2795 Solar Factor, S.F. 4. 12-(0- 5 Cooling AT, ASHRAE 5. ZZ_ (design temp. • 789F) HEATING DESIGN CRITERION Standard Proposed Uo W.--. 10. • 41 Uo W .».. — 14. 1c_ Uo r ...»....._. 1 1. ( .0 Uo r »..»........ 15 . J Uo } :_..r.. 12 .EXEMPT U o f .._._....» 18. Maximum • 2S Allowable J Uoverall.»._13. Proposed' I I Uoverall •-»• 17. _.._ Line 17 must not exceed Line 13 Note: Maximum Allowbie Uoverall and Proposed Uoverall ere .calculated on Page 4 of Form 2. Note: For heated only buildings, Uor is calculated for the proposed building from Form 2 (Heated Only Building) using the value from Line 36 for the area of skylights and the value from Line 37 for the overall roof area. BUILDING DESCRIPTION (from plans) 054 Occupancy Type Code Number 8. (from Occupant Ratings for Buildings and Rooms) / p I G S Gross Condltloned Floor Area, ft2 7. I Number of Floors S. ONE- NEAverage AverageGross Conditioned Area per Floor, ft.2 Be. 695 Average Wall Height per Fioor.ft. 9. I (facing conditioned space) COOLING DESIGN CRITERION Standard Proposed OTTVW...... _ 18. 33'5 OTTVyv......,_21. �7 OTTV r•,;,,»»,19. OTTV r.,_, 22.3 Stan ard.... 20. V Z- Propposed . 01TTV ............ 23 Line 23 must not exceed Line 2:0 Note: Standard OTTV and Proposed OTTV are calculated on Page 4 of Form 2. Note: For heated and cooled buildings, OTTVr Is calculated for the proposed. building from Form 2 (Heated and Cooled Building) using the value from Line 25 for the -area of skylights and the value from Line 27 for the overall roof area. The 5 percent exemption does not apply to any cooled buildings. ATERIALS JATA FORM UILDING ENVELOPE COMPLIANCE .0ject Title: OFFICES HEATING DESIGN CRITERION Surface Surface Winter MCF Total Area. ft -2 U -Value I. 13 Btu/hr-PF 72B .0 1.0 ++ --x 41 a x X, 09- X. 76 s -- 13 Z31 -02 x_75 61 'window l(o _x otal. T: 15('00 • O x 'ow X x a �_x ----_; X. x a 8 1377 �— Total 2. Surface Winter . MCI= Area, ft 2 U -Value Zo . S3 x 1 •0 n X x o 3:�� Elazing' Surface Winter "ype Area, ft:2 U -Value .ype 163 I. 13 1 U -Value x 'ype 2 x a ypo 3 __:x �"� Q otal 163 18 x 61 'window 30 507- otal. T: 15('00 • O x 'ow _ �O Z! f12 �_x line 1+3+5 = !ow 8 I S(�O a .Zlo t Totalg Awall 10. Has 8 11ne7 Total Btu/hr-OF I1 Total 4. Total Btu/hr-OF I Total 8. 8� Total 2�0 S Heating e. 7/ne 244+e s. .17 Btu/hr-112-OF Form 2 (NR -8/81) Date: (012-5186- COOLING 0ZS/8S Glazing COOLING DESIGN CRITERION SC Summer .Wall Surface Summer TQoQ Total Type Area, It 2 U -Value iI (� 3. x[(x �-- Biu/hr. Type 1 7Z6 x`X 'type 2 �"� Q Cr ZZ. Type 2 18 x . 0 t_x 30 507- Type 3 Z3� _x • O x 30 _ �O Z! Type 4 �_x X = Type 5 x x ,. Totalg Awall 10. )3�7 Total 11. 304" Door Surface Summer TOeq Total Type Aron, f12 U -Value Btu/hr Type 1 Zo x . 57-1 X 3 4+1 Type 2 x x o Type 3 x x o Total�49 Adoor 12. Total 13. Glazing Surface SF SC Summer AT Total Type Area. ft2 126.8 U -Value Btu/ hr Type , iI (� 3. x[(x �-- `�� 1.0 1 • 0 (O x 2Zl3 - �J - 7-1 470 'type 2 x � x � +( x 1'l= Type 3 x Total wlndoro14. I 3 Total 16. _2,+,+70 Aow Total 1e. I560 tt2. line 10+12+14 OTTVW Q* 27) I & / T 'SOC) a line 17 line 16 Tota! Z7 �(o7 G�oailing.l7. � line 11+13+15 Btu/hr-it2 I MATERtALS DATA FORM (Heated and Cooled Building) Page 2 of Form 2 Project Title: OFFICES Dat©: ZS 8S , HEATING DESIGN CRITERION COOLING DESIGN CRITERION Roof Surface Winter Total Roof Surface Summer Ac Mc Total Type Area, ftU-Valu* Btu/hr-OF Type Area, ft.2 U-Value Stulhhr- i2 3 J OS 3S I ocis 41 •'b,+ q 7-19(o- o? I - G. 1 I 1 tt• TYpd 1 x x x x o TypeType Type 2 x o Type 2 x41 X x x a Type 3 x a Type 3 x41 x � X x a Type 4 x Type 4 x 41 x x x a Total 19. I �C�s — 7otai . 20. Q (�� Total 26. opa ue 1 G9 ES Total ;27. Z1 I opa ye roo� roo� Skylight Surface. Wlritor Total Skylight Surface Sc Summer OT Total Type Arca, it2 U-Value Biu/hr-°F Type Area, ft 2 U-Value Btu/hr Type 1 x m Type 1 x ��� 18:x. )+( x...._) Type 2 —X_n Type 2 x U118x )+i x ) Type. 3 x a Type 3 x' �(1 18 x ) 4- x TotalTotal A 21. —Q — Total 22. —� A 28. Total 29. —� ekyllght skylight TotalTotal I(0 SS Total Aor 2 Total Z Cooling 31. Aor 23._ ft2 Heating 24. 3p. „eft line 19421 line 20M22 line 26128 line 27+29 CJ�J I-I� 2b. OS OTTVr a 32. 1.3 Uor - a • a 11no24 line 23 Btu/hr-it�F line 31 line 30 Btu/hr-It2 z co ou MATERIALS b tTA FORM (Heated Only Building) Project Title: OERCES HEATING DESIGN CRITERION Note: Skylight- areas up to 5 percent of the Bross celiMu or root area aro exempt from the Uor calculation for healed only buildings. Roof Surface Winter Total' Type Area, It U -Value Btu/hr-PF Type 1 _ x . Type 2 —X— Type 3.. x a Total A 33. Total 34. opaque roof Skylight Surface Winter Total Type Area. ft? U -Value Btu/hr-PF Type 1 —X Typo 2 x s Total A . 35: Total 38. skylight Total Aor 37.: ft2 One 33}35 Skylight Exempt - f12 Ion. 38._x. One 35 x .05 Total Btu/hr-OF A 39. ft2 x40. skylight line 36 T One 37 . adjusted Ono. 35-30. of sero, whichever Is greater. Total A 41. ft2 i opaque roof line 33+39- adJusted Total Heating 42. line 34{40 NOT NFFL 1 CPA131 E or a a line 42 r One 41 Page 1/ZS rel 2 Date: / &. 43.. I Btu/hr-nzpF MATERIALS D/ ► FORM Protect Title: . OF -F1 CES HEATING DESIGN CRITERION Floor Surface . Winter Total Type Area /t .. U -Value Btu/hr-oF Type 1 Type 2 x �. Type 3 x --,v Type 4 x Total Total A 44 f loor' ill Heatlne 45. Uof = _ /!ne 45 line 4a Btu/hr- ft'eF I I 1 0 Page w of Fofm 2 PROPOSED CONSTRUCTION ASSEMBLY BUILDING ENVELOPE COMPLIANCE Check one and write In construction assembly number below. (e.g. Wall -1, Roof -2, etc.) j� Wali- 3 0 Roof - 0 Floor - Form 3 WR -8/8 7) List of Construction Components R -Value 1. (o Yz" CONCRF—TE 2. P,- 11 I NSOI_ATIoI`� 3. X.ZN GYPSUM BOAP C? 4. 5. s• 7. 8. Sketch of Construction Aaaembly C Outside Surface Air Film Framing type: W009 If wood complete the following and adjust construction assembly for framing:. Size: Z X .Spacing • O.C. Fszl�M i NG FNCTO Z = I , Z.I Indicate area, weight of construction assembly, and appropriate factors below: Wall: Area * _ft2 Weight=1b/ft`�2 MCF .75 TDeq 30 Roof: Area ft Weight Ib/ft3 Mc Ac toor: Area ft 2 �Ised only) Inside Surface Air Film Total Thermal Resistance (13.4 ,25 I -A a- Heating ,(ob .65 Coo !ng Heating 13,68 •Cooling 13.60 Heating Form 3 WR -8/8 7) List of Construction Components R -Value 1. (o Yz" CONCRF—TE 2. P,- 11 I NSOI_ATIoI`� 3. X.ZN GYPSUM BOAP C? 4. 5. s• 7. 8. Sketch of Construction Aaaembly C Outside Surface Air Film Framing type: W009 If wood complete the following and adjust construction assembly for framing:. Size: Z X .Spacing • O.C. Fszl�M i NG FNCTO Z = I , Z.I Indicate area, weight of construction assembly, and appropriate factors below: Wall: Area * _ft2 Weight=1b/ft`�2 MCF .75 TDeq 30 Roof: Area ft Weight Ib/ft3 Mc Ac toor: Area ft 2 �Ised only) Inside Surface Air Film Total Thermal Resistance (13.4 ,25 ,17 Cooling Heating ,(ob .65 Coo !ng Heating 13,68 •Cooling 13.60 Heating O -Value (1 /RT) . 07 .07 Cooling Heating AP�usT EP U - VALOES 009 ._ :0q Note: Total RT and U -Value must be adjusted for the effect Of framing when appropriate. PROPOSED CONSTRUCTION ASSEMBLY BUILDING ENVELOPE COMPLIANCE Check one and write In construction assembly number below (e.g. Wall -1, Roof -2, etc.) j� Wall- - I ❑ Roof- ❑ Floor Sketch of Construction Assembly Framing type: V40012 If wood complete the following and adjust construction. assembly for framing: SIZe: Z X (o ' .Spacing •-�' 0. C. 5F,kM 1 t4G FAcTD (Z = I, Z Indicate area, weight of construction assembly, and appropriate factors below: Wall: Area '77=ft2 Weight = ib/fta Z MCF I-0 TDeq 44. Roof: Area _ft2 Weight lb/ft3 Mc Ac . loor: Area ft 2 /sed only) List of Construction Components R -Value Form 3 (NR -8/81) 1. I12- n GYPSUM BO&W s1+5 2. R- Iq INSUL_AtEON 19 3. E/211 G YPSuM BOARD . 4� 4. 5. o • o T. B. Outside Surface Air Film E 25- .(-7 Cooling Heating - Inside Surface Air Film Comp. Hosting Total Thermal Resistance (R.T) 20.83 Z0.7S Coo//ng Heating U -Value (1/RT) .OS Cooling 'Heating APJ05TF=D U - VA�LOE S e oho .06 Note: notal RT and U -Value must be adjusted for the effect of framing when appropriate. F k PROPOSED CONSTRUCTION ASSEMBLY BUILDING ENVELOPE COMPLIANCE Check one and write in construction assembly number below. (e.g. Wall. 1, Roof -2, etc.) J9 Wali 2 , 1] Roof - C3 Floor - Form 3 (NR -8/81) . List of Construction Components R -Value 1. 5.11 ?IGID I.NSULAT(0N 2. G / i1 CONC(zETE ---� • R- 11 I N S U !_ A T 10 l\( 4. 112'1 G`IIUM SDARD 5. . 6. 7. 8. Sketch of Construction Assembly Outside Surface Air Film Framing type: Now If wood complete the following . and adjust construction assembly for framfng: Size: Z X .Spacing-.= O.C. FRAM I N F ACTO P, = (, (0 0 Indicate area, weight of ,construction assembly, and appropriate factors below: Wall: Area 41P ft2 Weight = Ib/ftp 2' MCF 7_ TDeq 30 Roof: Area _ft2 Weight Ib/ft3 Mc Ac loor. Area ft2 Ised only) Inside Surface Air Film Total Thermal Resistance (R.T) IMNMMM� .2s -(7.. Coolinng Heating .65 '(05 Cooling Heatlnp 4 jt4 40 Form 3 (NR -8/81) . List of Construction Components R -Value 1. 5.11 ?IGID I.NSULAT(0N 2. G / i1 CONC(zETE ---� • R- 11 I N S U !_ A T 10 l\( 4. 112'1 G`IIUM SDARD 5. . 6. 7. 8. Sketch of Construction Assembly Outside Surface Air Film Framing type: Now If wood complete the following . and adjust construction assembly for framfng: Size: Z X .Spacing-.= O.C. FRAM I N F ACTO P, = (, (0 0 Indicate area, weight of ,construction assembly, and appropriate factors below: Wall: Area 41P ft2 Weight = Ib/ftp 2' MCF 7_ TDeq 30 Roof: Area _ft2 Weight Ib/ft3 Mc Ac loor. Area ft2 Ised only) Inside Surface Air Film Total Thermal Resistance (R.T) 4-3.(v8 3.60 Cooling Heating U -Value (1 /RT) . OZ .0Z Cooling Heating ADJUSTEP U- VALUES , 0,+ Note: Total RT and U -Value must be adlusted for the effect of framing when appropriate. J .2s -(7.. Coolinng Heating .65 '(05 Cooling Heatlnp 4-3.(v8 3.60 Cooling Heating U -Value (1 /RT) . OZ .0Z Cooling Heating ADJUSTEP U- VALUES , 0,+ Note: Total RT and U -Value must be adlusted for the effect of framing when appropriate. PROPOSED CONSTRUCTION ASSEMBLY BUILDING ENVELOPE COMPLIANCE Form. 3 (NR -8/81) Check one and write In construction assemblynumber below (e.g. Wall -1, Roof -2, etc.) ❑ Wall-_ 0 Roof -,..1_ ❑ Floor - 2 3 List of Construction Components R -Value 1. 3 411 . PLYWOOP 2. Al fZSP#C E > 4 it 3. P,-19 I N5oIr#T 10W 4. 1/Z1I G-(PSUM BOAAP 5. 6. 7. 8. Sketch of Construction Assembly. Outside Surface Air Film. Framing type: WOOD If wood complete the following and adjust .construction assembly for framing: S1ze: .Spacing,. 2- O.C. FRAMING FACTO F- = 1,0 Indicate area, weight of construction assembly, and appropriate factors below: Wall: Area ' _ft2 Weight __!b/ft3 MCF TDeq Roof: Area (_ft2 Weight._ Ib/ft&7- Mc I .O Ac qc .7q loon: Area ft•2 ,ised only) Inside Surface Air Film Total Thermal Resistance (RT) U -Value O/RT) APJOSTE U - VALOE S .25 .17 Cooling He .92' .6( Co� Heating 22.35 21.96 Co�II Heating 004 :bs Cooling Heating .01- .ps Note: Total RT and (I -Value must be adjusted for the effect of framing when appropriate. 0 r,. DOCUMENTATION FORM Form 40 HVAC SYSTEMS COMPLIANCE (Complete for each system) (Rev. 1 5/78) Project Title OFFI CES Documented by 21 W Location CW CO 1 CA Date � ZS 86 - Project Designer J l'CM F -S J �N Uf�RY Checked by Date DESIGN CONDITIONS Building occupancy type.(Table 1 of Appendix'l) ........ 05+ Project Latitude (Table 2 of Appendix 1) .............. 39,8 Heating Degree Days (Table 2 of Appendix 1) ........... 2795 HEATING LOAD DOCUMENTATION (Attach calculations) Outdoor Design Temperature, Winter ................ Z9 OF Indoor Design Tem/perau/���eeel ... _� °F Outdoor Air. �3.t,?��.`'. — 107 CFM Heat Loss From Outdoor Air. • o►,$�(�Q7o1j(� ('= 47.35 Btu/Hr. Temperature of adjacent unhe ted spa s 2.9 OF Transmission Heating Losses 3�5� (•.11��41..=.... Btu/Hr. Infiltration Air ............................... CFM Heat Loss From IInffiiltration. — Btu/Hr. Ventilation Air . 7.J.�?�� �.�� — yZ 1 3 CFM Heat Loss From Ventilation �.($%�?(. hbbV.-�j� 32 Btu/Hr. Outdoor Air for Special Processes .................... —" CFM Heat Loss From Process Air........... .......... — Btu/Hr. . Other Heat Losses (describe) ...................... Btu/Hr. Total Heat Losses ............................. Z DSD Btu/Hr. COOLING LOAD DOCUMENTATION (Attach calculations) PEOPLE . ' C 16\( 350) = 5(000 au/F{,•� LIGHTS ( 2380)(27-/!?X3.4►)(I.2) _ G 49 5 8&u/H Outdoor Design Temperature, summer, dry bulb......... 0o Outdoor Design Temperature, summer, wet bulb......... Indoor Design Temperature, summer, dry bulb .......... 7S Indoor Design Temperature, sum" r wetulb .......... 3ZS �9 3�.-.......... (0 . 3a 27Z Transmission Heat Gain r Infiltration Air .............................. . Heat Gain From Infiltration ...................... —' Outdoor Air for Special Processes ................... ` Heat Gain for Process Air ....................... SES T{�ANSMi5510 Solar Heat Gain Through Windows, etc.. . Heat Gain From Lights, Equipment, People, etc.......... Heat Gain From Other Sources .................... OF of . of of Btu/Hr. CFM Btu/Hr. CFM Btu/Hr. Btu/Hr, Btu/Hr. Btu/Hr. Outdoor Air: Fixed Minimum Type System CFM Per Person (Not to Exceed Tabulated C Minimum Ventilation Rates) ..... I `-� CFM/Person Heat Gain From Outdoor Air ................ 15 02 Btu/Hr. (.oj8�(15XI(o)(60)(2Z) Page 2 of Form 4 COOLING LOAD DOCUMENTATION (Continued) System Utilizing Outside Air For Cooling CFM Per Person (Not to Exceed 33% of Tabulated Recommended Ventilation Rates) CFM/Person Heat Gain From Outdoor Air ................ Btu/Hr. Total Cooling Load ............................ 67 Btu/Hr. TEMPERATURE CONTROL Attach mapufacturer's data or other, give specification or drawing reference which shows in detail the following information: REFERENCE (page or sheet No.) • capability to sequence heating and cooling .............................. • temperature control device set point limits ........................... f7TAC��T • temperature set point range 'between full heating and full cooling............ .... . • setback and shutoff controls ...................................... TYt.cC,I-IE 514EET • capability to terminate heating at 70°F and cooling at 78°F ....................11 .. 11 Indicate drawing or specification reference where the temperature control device requirements given below are documented. An automatic temperature control device shall be provided for: jACTT/�cF}EP SFFEET • each separate HVAC system ...................... • each zone ......................................................... ,. SIMULTANEOUS HEATING AND COOLING The following requirements apply to the use of new energy and need not be complied with when recovered energy is used to control temperature. In each case, when resetting hot and cold deck temperatures, one representative zone may be chosen to represent no more than ten zones with similar heating or cooling requirements. Concurrent operation. of independent heating and cooling systems serving common spaces must provide either or both of the controls given below. List reference specification page or drawing number where control requirements can be verified. REFERENCE • Sequential temperature control of heating and cooling systems ..................... • Automatic reset of heating temperature, to limit energy input only to that A' level to offset heat loss due to transmission and infiltration ........................ 1� Reheat systems — give reference specifications page or drawing number which will show compliance with the following when reheating 20% or more of the total air in the system. • When serving multiple zones, controls must automatically reset the cold air I I n supply to the highest temperature level of the zone requiring the most cooling ........... 9 Single zone reheat systems shall be controlled to sequence heating and cooling ........... rl� Page 3 of Form 4 Dual -duct or multizone systems — give reference specifications page or drawing number which will show compliance with the fallowing: REFERENCE • Hot deck temperature — must be automatically reset to the lowest temperature necessary to satisfy the zone requiring the most heating .................. • Cold deck temperature — must be automatically reset to the highest t a temperature necessary to satisfy the zone requiring the most cooling .................. Recooling systems — give reference specifications page or drawing number which shows compliance with the following if recooling 20% or more of the total air in the system. • Controls must automatically reset the temperature of heated supply air to the lowest A I /q temperature necessary to satisfy the zone requiring the most heating .................. IY HVAC SYSTEM RESTRICTIONS & SPECIAL REQUIREMENTS Several HVAC System types have special requirements or restrictions. In this section, the type of system used in the design must be listed and any special restrictions given here referenced to show compliance. Supply references to proper specifi- cations page or drawing numbers. Type HVAC Systems Used — List type of system to be used here (include all systems for heating or cooling in the building) include reference for specifications for each system. ONE 5PLtT Si5TFEM HEAT PUMP; 00TP00P, SECTION LENRO)C 4 P 1 8 - +61✓ N Poo Z. SECT ION LEN N 0 X C F35 13 - 51 ✓ o N F- SET B#%CIC T4 F_P M 05 TAT : f4ONE%(WELL T 53A 1003 OR, EQU?\L- Constant volume reheat system — when serving both interior and exterior zones — separate cooling coils are required if the exterior zone exceeds 20% of the total air quantity through the cooling coil. REFERENCE VA Page 4 of Form 4 DUAL DUCT AND MULTIZONE SYSTEMS Constant volume duct or multizone systems which utilize new energy to simultaneously heat and cool air streams which are subsequently mixed for temperature control are prohibited for buildings larger than 20,000 square feet of conditioned space. If used, the air leakage for dampers utilized for the mixing of heating and cooling air shall be limited to a maximum leakage of 3% of the total air quantity handled by the dampers when operating at the maximum system pressure to which the dampers will be subjected. Manufacturer's label or nameplate shall state leakage rates. REFERENCE N /A Economizer Cycle — For each cooling fan system, for other than dual -duct or multizone systems, which serve zones having total cooling capacity greater than 134,000 Btu/hr or more than 5,000 CFM must have an economizer cycle unless one of the exceptions allowed is claimed. REFERENCE N /"A'% Electric Resistance Heating Systems — These systems shall not be used unless the total installed electric resistance heat does not exceed 10% (ten percent) of the annual heating energy requirement or a life cycle cost analysis, Form 8 (see Section 4.2 of this manual) shows an alternate system life cycle cost exceeds that of the electric resistance system. Give reference if less than 10% or include. Form 8 if calculating life cycle cost. REFERENCE MECHANICAL AND GRAVITY VENTILATION Mechanical ventilation — Dampers which are automatically interlocked and closed on fan shutdown are required. REFERENCE ATTACH ED '5 +F -F -T Gravity Ventilators = Either automatic or readily accessible manually operated dampers must be provided for all openings to the outside with the exception of combustion air openings. REFERENCE N //11-1 POWER CONSUMPTION IN FANS REFERENCE Constant volume system Total Supply Air Quantity ............................................. CFM Total Pressure of Supply Fan ................................... .... .... Inches Water Total Supply Air Quantity Adjusted for Process Loads ............................ CFM Total Gross Floor Area ................................ :............... Sq. Ft. Net Fan Performance Index (FPI)......................................... SHEET Variable volume system N /� Total Supply Air Quantity at Maximum Flow .................................. Total Pressure of Supply Fan at Maximum Flow .............................. Inches water Total Gross Floor Area... ........................................... Sq. Ft. Fan Performance Index at Maximum Flow(FPIm).............................. CFM Variable Volume Adjustment Constant ......:. ... ........................... . Adjusted Fan Performance Index, FPIa..................................... Page 5 of Form 4 PIPING AND DUCT INSULATION AND DUCT CONSTRUCTION References to the piping insulation, duct insulation and duct construction requirements presented in Section 4.2 of the Energy Conservation Design Manual must be given below: REFERENCE A71T62C4F-D 5 F+F-ET DOCUMENTATION FORM & HVAC EQUIPMENT COMPLIANCE Fora 6 References giving the specification page or drawing sheet number or manufacturer's data must be submitted to demonstratecom- pliance with Division 6 of the standards. ELECTRICALLY OPERATED COOLING Standard rating capacity, Btu/hr 41,500 SYSTEM EQUIPMENT Minimum EER (COP) 8. 2 -- Reference MFRS DATr� ABSORPTION WATER CHILLING Heat source (check one) N' A COOLING SYSTEM EQUIPMENT Direct fired (gas -oil) Indirect fired (steam -hot water) Minimum EER (COP) Reference COMBUSTION HEATING EQUIPMENT Minimum combustion efficiency at N /A heating and gas-fired comfort maximum rated output �l— heating equipment— Reference T ELECTRICALLY OPERATED HEATING Minimum EER (COP) Z' HEAT PUMPS Reference MEW DAT6 Supplementary Heater Control Reference �S 7� ELECTRICAL RESISTANCE SPACE REFERENCE FOR FULL -LOAD. ENERGY HEATING EQUIPMENT INPUT AND OUTPUT REQUIREMENT FOR MAINTENANCE FOR MANUFACTURER'S MAINTENANCE AND, FULL AND PARTIAL CAPACITY AND STAND-BY INPUT(S) AND OUTPUT(S) SPECIFICATION REFERENCE ATTACH ED SH EF_T DOCUMENTATION FORM DOCUMENTATION OF MANDATORY STANDARDS FOR ENERGY BUDGET COMPLIANCE Form' -14. Attach for reference manufacturers data or give specification section or drawing number which shows in detail the compliance with the following standards (show N/A when not applicable). 1. T20 -1495(c) Air Leakage Requirement, Window 2. T20 -1495(d) Air Leakage Requirement, Doors 3. T20 -1495(e) Caulking and Sealing 4. T20.1495(g) Elevator Shaft Vents 5 T20 -1503(a) Temperature Control 6 T20 -1503(b) Zoning for Temperature Control 7. T20 -1503(c) Control Setback and Shutoff 8. T20-1505 Mechanical and Gravity Ventilation 9.. T20.1507 Piping Insulation 10. T20-1508 AirHandling Duct System Insulation 11. T20-1509 Duct Construction 12. T20-1521 (a) Water Heaters, Storage Tanks, Boilers and Piping —Performance Efficiency 13: T20 -1521(b) Combination Service Water Heating/ Space Heating Boilers 14. T20 -1521(c) Temperature Controls 15. T20=1523 Pump Operation 16. T20-1530 Electric. Distribution Systems 17. T20 -154.1(b) Lighting Standards R Reference 612roC4rzP '5441, Reference It 11 Reference Reference Reference T ?BCH E 54 T Reference Reference d S T, Reference 1( 11 Reference it Reference i1 Reference 1 Reference /A,' Reference Reference ReferencE Reference Reference Project Designer: James J. January Title: Offices Address: Danielsen Food Processing Facility Chico, California ADDITIONAL ENERGY CONSERVATION REQUIREMENTS: 1. TEMPERATURE CONTROL: Selected thermostat must comply with section T20-1503 of the Energy Conservation Design Manual for New Nonresidential Buildings. Setback thermostat must have temperature control set point limits and be capable of terminating heating at 70 degrees F and cooling at 78 degrees. 2. MECHANICAL VENTILATION:. Dampers must be provided which automatically interlock and close on fan shutdown. (T20-1505) 3. POWER CONSUMPTION OF FANS: The net fan performance 'index must be less than 5.0 cfm-inches per square foot of gross floor area of conditioned space. (T20-1506) 4. HVAC EQUIPMENT MAINTENANCE: Suppliers of HVAC equipment must show compliance to sections T20-1516 and T20-1517 of the Energy Conservation Design Manual for New Nonresidential Buildings. 5. AIR LEAKAGE REQUIREMENT, WINDOWS: All metal windows shall show conformance with A.N.S.I. Standard A134.1-1972. 6. AIR LEAKAGE REQUIREMENT, DOORS: All exterior doors shall be weatherstripped. (T20 -1495(d)) 7. CAULKING AND SEALING: All exterior open joints shall be sealed, caulked, gasketed or weatherstripped to limit air leakage. (T20 -1495(e)) 8. PIPING AND DUCT INSULATION AND DUCT CONSTRUCTION: All piping insulation, duct insulation and duct construction shall comply with sections T20-1507 and T20-1508 of the Energy Conservation Design Manual for New Nonresidential Buildings. r �vrnv�c C 004U lAfl to7717 �wr 'so"wo,o¢ .l a 70 eu� S��r�ivyv6 7-V -roY-T %� CD x/ Gtr', 7� ��•q�,C ��-oyC/ KEY & LAUGHLIM INC. CIVIL ENGINEERS _ 1646 POOLE BOULEVARD YUBA CITY, CA 95991 (916) 674.3481 PROJECT BY CHECK G2o --vc) DATE k - \O • DATE SHEET k OF $�1.VwAc r ill/ -"flap . '�`�' • 5 .�'1 "'C" $ �.�/ . 00 fr\m ZEQ__APzoo "Wr&L. Cc4'L::'Pm►T �.cr�D - 2�f �5 Pee —&Ax-. i1 City and County of San Francisco Department of PubiclWorks � f Building Bureau o g Inspection Issued: January 18, 1985 i Expiration: January 18, 1987 General Approval No. 300176.1 1C_�„,, �cS C,,,�� (�' Pacific Panel System Metal Faced Thermax Isocyanurate Core Panel for Walls and as a Suspended Ceiling; INSULATION SFBC Class 1-A Pacific Panel Systems 1530 Santa Anita Avenue South E1 Monte, CA 91733 Attention: Richard S Ricker Gentlemen: Approval for use is hereby granted for the subject product, as follows, for a period of two years. DESCRIPTION: PACIFIC PANEL SYSTEMS Fetal Faced liner panel with core of foam, insulation: Panel Sections to be 2 -inch to 10 -inch maximum thickness rigid foam core, a Thermax Isocyanurate foam board having density of 2.0 lb/cu.ft. and manufactured by Celotex Corp; Metal Faces (both sides) to be 26 -gauge G-90 galvanized, Steel with a write stucco embossed finish. Surface Burning characteristic as per ASTM E -84-81a Test, of 10" thick rigid foam Thermax Isocyanurate core: FS -15, SD -20, SFBC Class 1-A. CONDITIONS: As per SFEC Code Section FOAM PLASTICS, paragraph Sec. 1717(c) Specific Approval, which states: Plastic foam not meeting the specific requirements of Subsection (b) above may be specifically approved based on approved diversified tests such as, but not limited to, tunnel tests conducted in accordance with U.B.C. Standard No. 42-1, fire tests related to actual end use such as a corner test and an ignition temperature test. The specific approval may be based on the end use, quantity, location and similar considerations where such tests would not be applicable or practical. Pacific Panel Systems Metal Panels with Thermax Isocyanuate Core approved for use as an insulated wall and suspended ceiling panel for cold storage rooms, food processing rooms, ice plants and similar refrigerated rooms with following stipulations: I. The panels are installed in accordance with manufacturer's instructions. (415) 558- 861- 450 McAllister Street San Francisco 94102 - a c Pacific Panel Systems General Approval No. 30OP76.1 January 18, 1985 Page Two 2. The inaulated board need not be separated from the interior areas of the room with 15 minute thermal barrier. 3. A one-hour separation will be required between the rooms'containing the insulated panels and other uninsulated areas within the building. 4. Sprinkler protection for rooms containing the insulated panels will not be required unless the sprinklers are required by another section of the Building Code. LIST OF CORRESPONDENCE: Request letter dated 1/14/85; Pacific Panels Systems Inc. Brochure with Description, Details, Specifications and Drawings; SwRI Test #Ot-7788-408 titled .! -'INVESTIGATION OF THE INTERNAL ROOM FIRE CHARACTERISTICS OF STEEL FACED, FOAMED PLASTIC INSULATED PANELS," dated 11/18/83; ICBO Research Report No. 3223 on Thermo Insulation Board dated July 1983; SwRI Report No. 01-7787- 078 titled %,INVESTIGATION OF SURFACE BURNING CHARACTERISTICS OF: "A 10 -IN RIGID ISOCYANURATE FOAM PANEL WITH METAL FACINGS REMOVED," dated January 9, 1984; ICBO Research Committee Report #3223 dated August 1980. GENERAL REQUIREMENTS: General conditions applicable to all approvals are in Code Ruling No. BC -105-1. Particular attention is directed to paragraphs B and C which define the responsibility of the approval grantee in regard to maintaining validity and obtain renewal of this approval. Very truly yours, . Robert �C.Levy,S-upe`rintendent Bureau of Building Inspection GI: lm Attachments: CR #BC -105-1 CPB Receipt #41354 cc: SFFD, Chief J. Medina AIA, Marie Farrell Files, BBI SOUTHWEST RESEARCH INSTITUTE POST OFFICE DRAWER 28510 8220 CULEBRA ROAD SAN ANTONIO, TEXAS 78284 1512)684-5111 DEPARTMENT OF TELEX: 767357 FIRE TECHNOLOGY TWX: 910.871.1084 INVESTIGATION OF THE INTERNAL ROOM FIRE CHARACTERISTICS OF STEEL -FACED, FOAMED PLASTIC INSULATED PANELS PROJECT NO. 01-7788-403 FINAL REPORT NOVEMBER 18, 1983 PREPARED FOR: PACIFIC PANEL SYSTEMS, INCORPORATED 1530 SANTA ANITA AVENUE SOUTH EL MONTE, CALIFORNIA 91733 �! . i5z�� Eugene L. Anderson Senior Research Engineer Special Projects This report is for the information of the Sponsor. It may be used in iu entirely for the purpose of securing product acceptance from duly constituted approval authorities: however, this report or the name of the Institute shall not be used in publicity or advertising. R SAN ANTONIO, TEXAS ' WITH OFFICES 101 HOUSTON, TEXAS. A N D WASHINGTON. D. C. • I. INTRODUCTION This report presents the results of an investigation of the in- ' terior room fire characteristics•of steel -faced, foam -insulated panels evaluated for Pacific Panel Systems, Incorporated of South E1 Monte, California. This report contains a description of the material evalua- ted, procedures used, and the results. Note that the results apply only to the specimens tested, in the manner tested, and not to the entire production of this or similar materials, nor to this material's per- formance when used in combination with other materials. This evaluation was conducted in accordance with the provisions of Uniform Building Code (UBC) Standard No. 17-5 "Room Fire Test Standard for Interior of Foam Plastic Systems," Exceptions to this standard are noted in Section V.B.1 of the Research Committee Acceptance Criteria for Foam Plastics under Section 1712 of the 1982 Uniform Building Code, approved in October 1982, International Conference of Building Officials (ICBG). This procedure is technically equivalent to PICC 401/March 1980, "An Enclosed Room Fire Test," The Society of the Plastics Industry, Incorporated. H. DESCRIPTION The test material, received on October 26, 1983, consisted of steel -faced, foam -insulated wall and ceiling panels. The wall sections were described to have a 6 -in. thick isocyanurate core with 26 -gauge, G-90 galvanized steel with a white stucco embossed finish. The rigid foam core was described as an isocyanurate foam board, manufactured by the Celotex Corporation, having a density of 2.0 lb/ft3. III. TEST FACILITY The test room consisted of an enclosed 8 x 12 x 8 -ft room which had a doorway 2.5 ft wide and 7 ft high midway in one of the 8 -ft walls. The 8 x 8 x•8 -ft test corner was assembled as shown in Figure 1. Assembly details are shown in Figure 2. SwRI Project No. 01-7788-403 Spline e' Figure 1. Test Room Layout SwRI Project No. 01-7788-403 1,. Steel angle trim, No. 6 sheet. metal screws 6 -in. O.C. 2. Partition panel 3. Spline set in mastic 4. Aluminum trim S. Field cut 1 -3/4 -in. deep groove 1. Partition panel. 2. Wolmanized sill plate 3. Existing floor Figure 2. Assembly Details 1. Wood screw w/washer 2. Wood plate 3. Ceiling panel 4. Sealant or optional angle trip set in mastic S. Top plate 6. Wall panel 7. Aluminum trim The balance of the room was closed using 1/2 -in. gypsum wallboard nailed to 2 x 4 -in. construction grade fir, 16 -in. O.C. IV. IGNITION SOURCE The wood crib fuel source was constructed of 1.5 x 1.5 -in, sticks of Douglas fir wood cut into 15 -in. lengths. The crib had a dry wood weight of 30 lb and was 16 in. square in plan. One 8 -penny nail was driven at each intersection of two sticks. The crib was assembled in tiers of five sticks each with each tier oriented 90 degrees to the sticks in the adjacent tiers.. Prior to placement of the crib in the test room, the moisture content of the crib was measured to verify that it was below 8 percent. The crib was then placed on four brick pieces, one under each corner of the crib, to provide a 4 -in. space between the floor and the lower surface of the crib. Ignition of the crib was accomplished by evenly distributing one pound of shredded and fluffed wood excelsior be- neath the crib over a 21 x 21 -in. area and soaking with 4 ounces of absolute ethyl alcohol. V. INSTRUMENTATION AND DOCUMENTATION Eight chromel-alumel'thermocouples were used for temperature measurement in the test room. The placement of these thermocouples is shown in,Figure 3. Documentation of the test consisted of 35 -mm color prints, color video tape (3/4 -in. format), and 16 -mm color film. VI. TEST RESULTS The visual observations made during the test are presented in Appendix A. The temperature data for the test is presented,in Appendix B. LL N r SwRI Project No. 01-7788-403 4 FT Ld4 FT A5 616 CRIB 1,2,3,4 A7 q 1 IN. FROM CEILING 0 3 N ri A2 OO N � 1 M PLAN VIEW SIDE VIEW = Thermocouple Locations Notes: 1. Thermocouples 1, 2, and 3 located 3 in. from adjacent wall surfaces. 2. Thermocouples 4, S, 6, and -8 located 1 in. from adjacent wall and ceiling surfaces. .3. Thermocouple 7 located 1 in. below ceiling, 4 ft from each of three walls. Figure 3. Thermocouple Locations Char and discoloration patterns .which were sketched after removal of the panel facings are shown in Figure 4. Char depths at the various locations are also shown in this figure. The smoke levels which developed during the course of the test were not sufficient to obscure the visibility of the ceiling or walls at any time. Under the above specified test conditions, the combustion of the insulated panels did not extend to the outer extremities of the test area (8 ft from the corner along both walls) within the 15 -minute period after ignition of the excelsior. Based on the acceptance criteria, the material as tested is judged to have passed the test. I SwRI Project.No. 01-7788-403, 2 3 2 4 LEGEND: 1. Undamaged 2. Discoloration 3.- Char depth, 1/4 -in. to 1 in. 4. Char depth, 1 in. to 3 in. Figure 4. Damage APPENDIX A TEST OBSERVATIONS Pacific Panel Systems, Inc. SwRI Project No. 01-7788-403 Test Material: 6 -in. Isocyanurate with Steel Facings Test Date: October 28, 1983 TIME Min: Sec OBSERVATIONS .0:00 Ignition of the excelsior 0:13 Alcohol flashed under the crib 1:15 Flames up to 5 ft 2:00 Flames up to 7 ft 2:20 Black smoke starting 2:45 Flames'up to the ceiling 3:10 Flames flashing out 2 ft along the ceiling 3:15 A large blister forming on the left wall on the panel next to'the crib, 42 in. wide and 5-1/2 in. high 3:40 Light black smoke down to 5-1/2 ft, ceiling visible 4:10 Smoke coming from between the panels on the left wall, where the blister formed 5:00 Smoke moderate, down to 6 ft 7:00 Smoke thinning 8:00 Flames extending out 2 ft along the ceiling 8:45 Smoke down to 6-1/2 ft 11:30 Smoke down to 7 ft, visibility good 12:00 Smoke light 13:00 Flames out 2 ft, flashing to 3 ft along the ceiling on both walls ' 15:00 END OF TEST 11 APPENDIX B TEMPERATURE DATA PAGE NO. 1 PACIFIC PANEL SYSTEMS TEST 1 DATE OF -TEST - 28 OCT 83 PROJECT NO. 01-7788-403 DATA FILE 301PACP1 TEST TYPE - ICB TIME MIN SEC TC 01 TC 02 TC 03 TC 04 TC 05 TC 06 TC 07 TC 08 --------------------------------------------- 0 7 65 65 66 66 -------------------------------- 67 66 68 66 0 iG 65 67 70 66 71 66 71 66 0 20 787 362 3219 8✓ 202 87 174 145 G -10 is%95 561 525 130 298 126 281 225 0 40 1089 517 495 177 307 149 306 251 Q SG 1061 SCJ 476 211 310 163 302 256 i G 1152 642 547 247 347 183 339 273 A. 10 1099 797 597 281 377 204 366 301 1 20 1130 946 605 310 415 225 385 c4 1 30 1218 999 694 342 479 247 436 344 1 40 1:.32 9422 754 370 532 2280 481 366 1 50 1457 1018 908 415 569 310 522 404 2 0 1500 1061 988 462 641 343 559 422 2 10 1551 1125 1156 506 643 362 594 437 2 20 1557 1225 1311 597 690 386 599 500 2 30 1579 1295 1344 714 728 4 S 628 526 2 40 1592 1296 1273 30334 743 432 &X 534 .- 54 1565 1: ss 1316 9�0 749 449 634 547 3 G L 70 1361 1332 998 735 459 649 566 _ 10 1152 13 76 1364 1059 751 4 71 652 581 3 20 1560 1385 1370 1075 744 475 650 590 3G 1538 1380 1362 1087 767 483 640 586 40 1558 1399 1377 1106 778 494 629' 581 3 50 1579 1398 1389 1104 781 499 638 592 4 0 1577 1406 11,165 1113 786 510 625 582 4 10 1581 1399 1365 1122 765 514 629 589 4 20 1587 1410 1391 12313 781520 6c23 586 4 30 1594 11010 1362 1144 781 523 63% 578 4 40 1595 1407 1368 1152 770 527 622 582 4 50 1598 1401 1347 1154 753 525 618 57P 5 0 1589 1385 1225 1158 747 527 615 584 5 10 1604 1398 1366 1170 761 537 608 585 PAGE NO. 2 PACIFIC PANEL SYSTEMS TEST i DATE OF TEST - 28 OCT 83 DATA FILE-?OiPACP1 PROJECT NO. 01-7788-409 TEST TYPE - IC80 MIN SEC TC 01 TC 02 TC 09 TC 04 TC 05 TC 06 TC07 TC 08 ------------------------------------------------------------------------------ 5 20 1585 1404 1975 1181 789 543 610 584 5 :0 1592 1402 11,151 118"c 763 543 603 581 5 40 1586 1398 1.357 1189 752 545 607 575 5 S0 L75 1378 1923, 1194 751 548 620 584 6 0 L79 1992 1367 1200 751 545 627 569 10 1575 1395 1355 1214 757 551 624 585 6 20 L70 x'95 1969 1224 798 561 625 581 6 30 1568 1399 1369 7235 821 579 621 577 6 40 1574 1401 1386 1243 839 592 612 569 6 50 1589 1992 1350 7.299 786 582 606 580 0 1578 1.69 1949 1236 770 573 604 582 7 10 L74 1381. 1928 1235 764 574 605 588 7 20 1589 2396 1367 7237 771 573 599 593 1:10 1585 138c 1346 1231 754 571 593 582 7 40 1576 1989 1983 245 766 574 608 598 7 50 L92 1399 1968 1245 760 .573 604 596 8 0 L69 1404 1385 252 773 576 606 607 8 10 L81 1;87 1367 1262 780 584 605 609 8 20 1594 1402 1353 261 769 581 602 600 8 9V 5-92 1410 13.9 12v9 764 589 599 598 tj 40 1598 1401 1959 1270 785 590 587 599 8 50 7590 1400 1361 1269 768 585 604 596 9 0 158`: 1402 1359 1266 772 585 608 600 9 10 7584 1404 11.180 7268 765 587 600 605 9 20 1582 1407 1424 1275 796 595 605 610 9 211 1591 1408 1373 7.274 806 604 599 601 9 40 ILDL 14L 1368 7.272 76E 599 594 612 9 50 L83 1416 1392 2 72 789 597 591 608 10 0 7574 1429 1409 1285 800 605 597 610 10 10 1570 1497 1961 286 790 604 607 603 10 20 1572 1443 1377 274 771 599 600 608 A. �:0 L67 1452 1991 264 766 597 607 611 PAGE NO. 3 PACIFIC PANEL SYSTEMS TEST 1 DATE OF TEST - 28 OCT 83 PROSECT NO. 01-7788-403 DATA FILE 301PACP1 TEST TYPE - ICSO TIME MIN SEC TC 01 TC 02 TC 03 TC 04 TC 05 TC 06 TC 07 TC 08 ------------------------------------------------------------------------------ 10 40 iS£1 1444 1397 1266 780' 600 607 615 10 50 i558 1451 1393 1272 790 605 604 612 11 0 1554 1457 1395 1272 793 605 595 609 11 10 1550 1448 '1432 1291 851 6222 601 608 11 20 1553 1459 1432 1296 830 625 604 613 11 30 1555 1466 1431 1312 841 605 603 614 11 40 LS8 1470 1412 130E 823 632 604 611 11 50 1561 1475 1417 1307 832 630 601 618 2 0 L£7 14 TS 1387 1301 816 630 608 621 12 10 1575 1462 1428 1305 816 626 606 625. 12 20 1578 1466 1416 1`0 8L 626 595 629 12 30 156-1 1461 1441 1318 839 632 597 630 12 40 1592 1455 1443 1329 840 635 602 637 12 50 1600 1461 1415 1331 6E4 633 606 636 13 0 11.608 1454 1423 1340 825 633 610 638 •13 10 1.617 1452 1473 1354 903 650 619 637 13 20 1625 1448 1478 1376 952 675 619 630 13 30 1640 1457 1460 1399 927686 624 624 13 40 1.659 1463 1465 1402 930 686 630 632 13 50 1674 1457 1475 A 971 696 635 630 14 0- 1686 1479 1470 1434 979 698 631 627 14 10 1698 1479 1462 1450 998 708 640 613 14 20 1710 1475 1475 1452 994 717 634 619 14 :..0 1714 1487 1401 11.460 985 714 641 618 14 40 1714 1495 1479 1468 990 716 637 617 14 SO 1711 1498 1473 1470 975 719 636 616 L 0 1707 15022 1464 1478 976 716 625 613 I U r H I W L� n u H LL. H i_) LL. 3 ? 3dl UV83cdl-J31 fes. me CTj LTJ u u CTJ cu .-=) cc) ', St- CV C� CCD "Ci --t- CQ C'J ---+ --4 ---1 ----i -4 3 ? 3dl UV83cdl-J31 fes. me CTj LTJ u u CTJ cu 3. / This repos is for the information of the Sponsor. It may be used in its entirety for the purpose of securing product acceptance from duly constituted approval authorities: however, this report or the name of the Institute shall not be used in publicity or advertising. SOUTHWEST RESEARCH INSTITUTE Department of Fire Technology POST OFFICE DRAWER 28510, 6220 CULEBRA RD. SAN ANTONIO, TEXAS 78284 INVESTIGATION OF SURFACE BURNING CHARACTERISTICS OF: A 10 -IN. RIGID ISOCYANURATE FOAM PANEL WITH METAL FACINGS REMOVED PROJECT NO. 01-7787-078 FINAL REPORT By C. A. HAFER, P.E. ' r JANUARY 3, 1984 CORRECTED JANUARY 9, 1984 Prepared for: PACIFIC PANEL SYSTEMS, INCORPORATED 1530 SANTA ANITA AVENUE SOUTH EL MONTE, CALIFORNIA 91733 Carl A. Hafer, P. E. Manager Standard Testing Services R. E S E A R C: P t IN S T l T lJ T E A I. INTRODUCTION This report presents the results of a flame spread tunnel test on a metal -faced (removed for test), rigid isocyanurate foam panel, submitted for evaluation by Pacific Panel Systems of South El Monte, California. The report contains a description of the material tested, the prepar- ation and conditioning of the specimen, the test procedure, and finally, the test results. Note that the results only apply to the specimen tested, in the manner tested, and not to the entire production of this or similar materials, nor to this material's performance when used in combination with other materials. All test data are on file and are available for review by authorized persons. The test was conducted in accordance with the provisions of ASTM Designation E84 -81a, "Standard Method of Test for Surface Burning Char- acteristics of Building Materials." This test method is similar to the test method specified in ANSI No. 2.5, NFPA No. 255, UL No. 723, UBC No. 42-1. ASTM E84 is a test procedure method only and does not set requirements for materials. Therefore, SwRI does not assign a classi- fication to the material tested. Building codes, such as the Uniform Building Code, have requirements dependent on building type, occupancy, etc. The building code having jurisdiction in the location a material is to be used will determine compliance of the test results. The purpose of the test was to evaluate performance of the test specimen in relation to that of mineral -fiber -cement board and red oak flooring under similar fire exposure. The results are expressed in terms of flame spread, fuel contribution, and smoke development during a 10 -minute exposure and are recorded as a ratio with mineral -fiber -cement board 0 and red oak flooring 100. II. DESCRIPTION OF MATERIALS On November 28, 1983, the test material was received from the Sponsor. It is described in Table 1 on the following page. Project No. 01-7787-078. 2 r TABLE 1. DESCRIPTION. Type: Name: Construction: Thickness: Unit Weight: Total Weight: Size Received: Insulating panels (Core only) 10 -in. Iso partition Isocyanurate foam, sheet metal facings (26 ga) with a 1/8 -in. saw cut down the center of one face (faces removed for test) 9.94 in. (252.4 mm) 3.08 lb/ft2 (14.38 kg/m2) with faces 129.3 lb (56.06 kg) 1 piece, 21 x 288 in. (0.53 x 7.31 m) III. PREPARATION AND CONDITIONING OF TEST SPECIMEN The 21 -in. x 25 -ft (0.53 x 7.63-m) specimen was prepared using the one-piece panel prepared by the Sponsor. This was placed in the tunnel along with a 21 x 14 -in. (0.53 x 0.36-m) piece of sheet metal to fill in the gap over the burner and to deter flame impingement on the unexposed surface. The sides and ends of the tunnel lid were extended with steel k sheet and aluminum duct tape to assure a good seal between the lid and the furnace proper. The specimen was conditioned for 2 days in an atmosphere maintained between 68 and 78°F (20 and 26°C) temperature and 45- to 55 -percent relative humidity. IV. TEST PROCEDURE The test was conducted on November 30, 1983. Reference data were obtained and furnace operation checked by conducting a 10 -minute test with mineral -fiber -cement board on the day of the test and by periodic tests with red oak flooring. These tests provided the 0 and 100 references for flame spread, fuel contribution, and smoke density. Ignition over the burners was noted 55 seconds after the start of the test in the most recent calibration with red oak flooring. Each specimen to be evaluated was tested in accordance with the standard procedure. Th metal faces were removed from both sides for the test. Project No. 01-7787-078 V. TEST RESULTS 3 The test results were calculated on the basis of observed flame travel and the measurement of areas under the recorder curves of furnace temperature and smoke density (see Table 2). To allow for possible variations in results due to limitations of the test method, the numer- ical results were adjusted to the nearest figure divisible by 5. Recorded data for flame spread, fuel contribution, and smoke den- sity of the specimen are shown in. the figures at the end of this report as a solid line on each graph. TABLE 2. CLASSIFICATION Flame Spread Test Index Fuel Smoke Specimen E84 -81a Contribution Density Mineral -Fiber -Cement Board 0 0 0 Red Oak Flooring 100 100 100 Rigid Isocyanurate Foam Panel: 10 -in. Iso Partition (Metal Faces Removed) 15 10 20 VI. OBSERVATIONS DURING AND AFTER TEST The observations made during and 'after the test are summarized as follows: The sample ignited at 4 seconds. A crack opened to 2 in. (50.8 mm) down the center at 6 minutes 48 seconds. The maximum flame advance to 8 ft (2.44-m) occurred at 15 seconds. There was no after - flame. The char depth at 2 ft (0.61 m) was 4 in. (101.6 mm). At 5 ft (1.52 m) the char depth was 2 in. (50.8 mm) and at 10 ft, the char depth was 0.38 in. (9.5 mm). Project No. 01-7787-078 25 la 20 0 W 15 m (L 0 W 10 a U. 5 1250 U. 0 1000 a W 750 W a 500 z cc M 250 so z W 60 W a x 40 0 i tLe TIME (MINUTES) 000 1 2 3 4 5 6 7 8 9 10 TIME (MINUTES) 1 2 3 4 5 6 7 8 9 10 TIME (MINUTES) 35 30 .. 25 .. z 20 CL x 15 0 U) m 10 a f - x 5 0 J SURFACE BURNING CHARACTERISTICS OF A RIGID ISOCYANURATE FOAM PANEL: 10 -IN. ISO PARTITION 4 -1/2' IGNITING 'LAME J- BURNER W) RED OAK - — A -C BOARD ffiqhffiellrffimm�sso mosial ,3 - :n INSULATED PANELS FOR LOW TEMPERATURE CONSTRUCTION mm'mm = TM PACIFIC PANEL , INC, 40 -5 0 {: r��. 'K ., :'� pit• . .4ey •+ f.� 39=kiii. t 7��r YY�w��•F a � •y^^lri Jai Y is Thermalspan M -(MR) MANUFACTURER Thermalspan is a registered tradename of Pacific Panel Systems, Inc. used to describe its proprietary line of foam core insulated building panels. Pacific Panel Systems was established in 1972 as a custom laminator of foam core panels. It has specialized in the design and fabrication of building panels with improved fire resistivity for the demand- ing requirements of low temperature construction. Thermal - span panels are installed in over 400 installations representing more than 8,000,000 square feet of product. Manufacturing facilities are in South EI Monte, CA. Sales offices are main- tained in Los Angeles and Walnut Creek, California. The com- pany is represented throughout the Western United States. (PP) PRODUCT Thermalspan Insulated Panels for low temperature con- struction are manufactured by bonding precoated, galvanized ,steel facings in several profiles to an insulating core of Ther - max, a superior isocyanurate foam product manufactured by Celotex Corporation or to expanded polystyrene foam. The exceptional properties of Thermax with a unique glass - fiber reinforced structure, make it an outstanding choice for insulated building panels. Thermax provides the highest possible R -value per inch of thickness of any commercially available insulation product plus it has exceptional fire resis- tivity. Thermax is approved by Factory Mutual Research for use as exposed interior insulation and is classified by Under- writers Laboratories with regard to flame propagation and fire damageability. It is approved by the International Conference of Building Officials (ICBG) for use without thermal barriers. Thermalspan panels with Thermax cores have been rigorously tested by independent laboratories for fire resistivity including surface flame spread characteristics (ASTM E-84) and have successfully passed the Enclosed Corner Test as defined by ICBO. Thermalspan panels are bonded in a high precision lami- nating process with chloroprene-based adhesives developed by the 3M Company. This time -tested method of production has many advan- tages over foam -in-place methods of panel manufacture and .other laminating techniques. For example, it allows the core of the panel to be fully inspected prior to its use, thus avoiding voids that are often found in foamed -in-place panels. It also allows a true isocyanurate foam to be used as the core of the panel rather than the heavily modified urethane compositions marketed by urethane foam -in-place manufacturers. The benefits of a true isocyanurate product are readily apparent in the superior flammability properties of Thermax and Ther- malspan panels. The elastomeric properties of chloroprene-based contact adhesives used in Thermalspan panels.also protect against INSULATED PANELS FOR LOW TEMPERATURE CONSTRUCTION adhesive failure which is characteristic of foam -in-place urethane panels subjected to rapid temperature changes (thermal shock). Each Thermalspan panel is laminated under uniform pressure applied evenly to both faces of the panel by automated high pressure rollers. Stack molding and the so- called "vacuum bag" method of laminating are not permitted. Thermalspan panels meet the highest standards for flat- ness, dimensional stability and detailing and are subjected to rigorous quality control standards at each step of the manufacturing process. RECOMMENDED USES Thermalspan Insulated Panels are for use as exterior and interior building panels in any refrigerated or temperature con- trolled building. They are used for exterior walls, interior par- titions, wall liners, suspended ceilings and roofing panels in buildings such as frozen food warehouses, coolers, produce and packaging buildings, blast freezers, meat packing plants, dairy process buildings and other similar facilities. THE THERMALSPAN SYSTEM FOR LOW TEMPERATURE CONSTRUCTION Thermalspan low temperature panels are a complete system for refrigerated buildings. They feature durable ex- terior and interior facings formed from corrosion resistant G-90 galvanized steel, factory coated with silicone modified polyester or polyvinyl fluoride coatings and insulation cores that provide maximum insulation value per inch and reduced fire hazard. When installed as a monolithic system with sealed connec- tions at critical junctures it is the most efficient and cost ef- fective building system available for low temperature space. In the Thermalspan system the thermal envelope is first secured by overlapping metal seams on the exterior panel faces that are mechanically fastened and sealed for a per- manent vapor -tight joint. Joints between adjacent panels and other critical junctures are then sealed with Thermalseal, a unique expanding foam urethane sealant that creates a con- tinuous monolithic insulation envelope that has no weak points for moisture penetration. All Thermalspan panels are designed for fast, fool -proof installation with formed interlocking metal edges that do not require battens or other closure devices. When you specify Thermalspan insulated panels with Thermalseal foamed -in-place panel joints you will ensure the finest possible building system for low temperature space. TYPICAL PHYSICAL PROPERTIES OF THERMAX ISOCYANURATE INSULATION PROPERTY TEST METHOD VALUE Density ASTM D-1622 2.0 pcf nominal Compressive strength ASTM D-1621 25 psi Dimensional stability, 7 ASTM D-2126 day exposure, as % +200°F Less than 1% change in width or length +158°F, Less than 1% of increase on volume basis 100% RH Coefficient of linear ther- ASTM D-69 .000013 inches mal expansion per inch F for test: Flexural Strength ASTM C-203 ) 40 psi Water vapor transmission ASTM E-96 ( than .03 perms Liquid water absorption as % ASTM C-272 0.3% maximum of increase on volume basis Flame Spread Index 20 Operating temperature 10 +250°F to range FIRE CHARACTERISTICS —100°F FLAMMABILITY PROPERTIES OF THERMALSPAN PANELS WITH THERMAX CORES SURFACE BURNING CHARACTERISTICS ASTM E-84 10" thick panel with face removed for test: Flame Spread Index 15 Smoke Density 20 Fuel Contribution 10 5" thick panel with 26 gauge steel face intact for test: Flame Spread Index 20 Fuel Contribution 10 INVESTIGATION OF INTERNAL ROOM UBC STANDARD FIRE CHARACTERISTICS NO. 17-5 (ENCLOSED CORNER TEST) 6" thick panel with 26 gauge steel faces Passed COMPLIANCES AND APPROVALS: USDA approved for federally inspected meat and poultry plants. City of San Francisco approved for use without automatic sprinklers in combustible construction. ICBG—International Conference of Building Officials, Research report no. 82203. Uniform Building Code, 1982 Edition, complies with standards no. 17-5 and 42-1. Recognized by Insurance Services Office (ISO) in Commercial Fire Rating Schedule #4 for lowest possible insurance rates in insulated structures. SHADOW RIB WALL PANELS HI RIB WALL OR ROOF PANELS SINGLE PLY ROOF SYSTEM PARTITIONS, LINER PANELS AND SUSPENDED CEILINGS •t'�NC'i ` J. 0 United States Testing Company, Inc. California Division 6555 TELEGRAPH ROAD, LOS ANGELES, CALIFORNIA 90040 TELEPHONE: LOS ANGELES -213/723.7181 FROM SAN FRANCISCO -415/928-W56 REPORT OF TEST Pacific Panel Systems, Inc. 1530 Santa Anita Avenue So. E1 Monte, CA 91733 FLAME SPREAD CLASSIFICATION SMOKE AND FUEL CONTRIBUTION THERMAL PANEL I June 28, 1983 A4�kdc� f,4&4 Michael S. Elliott Test Technician TEST REPORT NO. LA 31062 SIGNED FOR THE COMPANY atrick V. McCullen Manager/Fire Technology Page 1 of 5 Laboratories in: New York • Chicago • Los Angeles • Tulsa • Memphis Reading • Richland ml THIS REPORT APPLIES ONLY TO THE STANDARDS OR PROCEDURES IDENTIFIED AND TO THE SAMPLE($) TESTED. THE TEST RESULTS ARE NOT NECESSARILY INDICATIVE OR REPRESENTATIVE OF THE DUALITIES OF THE LOT FROM WHICH THE SAMPLE WAS TAKEN OR OF APPARENTLY IDENTICAL OR SIMILAR PRODUCTS. NOTHING CONTAINED IN THIS REPORT SHALL MEAN THAT UNITED STATES TESTING COMPANY. INC.. CONDUCTS ANY QUALITY CONTROL PROGRAM FOR THE CLIENT TO WHOM THIS TEST RE- PORT IS ISSUED. UNLESS SPECIFICALLY SPECIFIED. OUR REPORTS AND LETTERS ARE FOR THE EXCLUSIVE USE OF THE CLIENT TO WHOM THEY ARE ADDRESSED. AND THEY AND THE NAME OF THE UNITED STATES TESTING COMPANY, INC. OR ITS SEALS OR INSIGNIA. ARE NOT TO BE USED UNDER ANY CIRCUMSTANCES IN AOVER• TISING TO THE GENERAL PUBLIC AND MAY NOT BE USED IN ANY OTHER MANNER,WITHOUT OUR PRIOR WRITTEN APPROVAL. SAMPLES NOT DESTROYED IN TESTING ARE RETAINED A MAXIMUM OF THIRTY DAYS. D UNITED STATES TESTING COMPANY, INC. ti LA 31062 0 REFERENCE Client's Purchase Order No. 003372 per Mr. Tom Crouse. Test witnessed by Mr. Tom Crouse on June 23, 1983. REQUIREMENT Perform standard flame spread, smoke density and fuel contributed classification tests onthe steel faced insulating panel supplied by the Client in accordance with ASTM Designation E-84, "Standard Method of Test for Surface Burning Characteristics of Building Materials." SAMPLE IDENTIFICATION The sample tested was- submitted and .identified by -the Client as: Thermal Panel I, consisting of: Facing: 26 guage steel Core: Isocyanurate Foam Insulation Thermax TF610 Thickness: S" nominal Note: The panel was supplied in one continuous 24 foot length. A 1/8" slit was cut in the steel facing along the center of the length and across the width at the 12' mark. 2 �d UNITED STATES TESTING COMPANY, INC. LA 31062 PREPARATION AND CONDITIONING The panel provided was self supporting and prefabricated by the Client to meet tunnel dimensions. The sample panel was placed in the conditioning room (maintained at a temp- erature of 73.4 + 5°F and a relative humidity of 50 + So) and allowed to come to equilibrium. The panel was tested with the slit steel surface exposed to the ignition flames. TEST PROCEDURE The sample was tested following calibration and preheating. The evaluation was performed in conformance with the speci- fications set forth in ASTM Designation E-84, "Standard Method of Test for Surface Burning Characteristics of Building Materials," both as to equipment and test pro- cedure. The foregoing test procedure is comparable to UL 723, NFPA No. 255 and UBC No. 42-1. r 3 UNITED STATES TESTING COMPANY, INC. 0 LA 31062 SUMMARY OF TEST RESULTS Because of the possible variations in reproducibility the results are adjusted to the nearest figure divisible by S. Sample Fuel Smoke Identification Flame Spread Contribution Density Thermal Panel I 20 10 305 In order to obtain the Flame Spread Classification, the above results should be compared to the following table: NFPA CLASS UBC CLASS FLAME SPREAD A B C D E 0 through 25 26 through 75 76 through 200 201 through 500 Over 500 BUILDING CODES CITED 1. National Fire Protection Association, NFPA No. 101, "Life Safety Code". 2. Uniform Building Code, 1979 Edition, Part VIII, "Fire Resistive Standard for Fire Protection," Chapter 42 - Interior Wall and Ceiling Finish, Sections 420174203. 4 I ;a._ UNITED STATES TESTING COMPANY, INC. LA 31062 ASTM E-84 TEST DATA SHEET CLIENT: Pacific Panel Systems, Inc. DATE: 6/23/83 SAMPLE: Thermal Panel I THICKNESS: 5" FLAME SPREAD Ignition 20 seconds Flame Front 4 ft. max. Time to Max. Spread—1 min. 5 sec. Calculation 36.96 x .515 = 19.03 Test Duration 10 minutes SUMMARY LAME SPREAD By: ASTM E -84-81a 20 Fuel Contribution: 10 Smoke Density: 305 OBSERVATIONS Warping of the steel facing occurred shortly before sample ignition. A maximum flame front advance of 4 feet was ob- ,served in a total time.of 1 iiinute,5 seconds. Continued warping of the steel facing resulted in flaming involve- ment of the core material throughout the ten minute test period. No afterburning noted at test conclusion. 5 !1 M vim 004 "1 PRODUCT FEATURES PANEL TYPE: DOUBLE FACED PANELS FOR LOW TEMPERATURE CONSTRUCTION MODULE WIDTH: 48" STANDARD MODULE LENGTH: VARIES BASE METALS: 26 GAUGE GALVANIZED STEEL (G-60) .032 AND .019 ALUMINUM COATINGS: BAKED -ON POLYESTER (USDA APPROVED) CORE THICKNESS: 2" TO 10" CORE MATERIALS: RIGID ISOCYANURATE, EXPANDED POLYSTYRENE COLORS: STANDARD POLAR WHITE EXTERIOR PROFILE: FLAT INTERIOR PROFILE: FLAT ACCESSORIES: LINER PANELS: PVC H BATTEN (1) "Z" CLIP (3) STYRENE SPLINE (1) PARTITION PANELS: PVC H BATTEN (2) PLYWOOD SPLINE (1) CEILING PANELS: PVC H BATTEN (1 1/2) PLYWOOD SPLINE (1 1/2) FOIL TAPE (16') JOIN-tRY: SPLINES AND BATTENS, TYPICAL (SEE DETAIL SHEETS) DOUBLE FACED PANELS LOW TEMPERATURE SYSTEMS PACIFIC PANEL SYSTEMS INC. ." INTERIOR FACE: 26 g, G-90 steel EXTERIOR FACE: 26 g, G-90 steel Shadow rib panels are for exterior walls PANEL CORE: Thermax Isocyanurate PANEL CORE: Expanded Polystyrene where maximum spans are desired. The , 1" deep inverted rib 12" on center provides Core Thickness R -value Wt/psf Core Thickness R -value Wt/psf a pleasing architectural appearance and exceptional resistance to deflection under 3" 22.0 2.46 3" 10.8 2.14 load. Overlapping exterior and interior 31/2" 26.0 2.63. 4" 15.0 2.31 faces ensure vapor tight joints even under 4" 30.5 2.80 5" 19.4 2.48 severe structural movement. Interior faces 41/2" 35.0 2.97 6" 23.5 2.65 are available in flat profiles or with minor 5" 39.4 3.14 7" 27.6 2.82 inverted ribs located 6" on center. Shad- ow rib panels are also available as liner 51/2" 44.6 3.30 8" 31.7 2.99 panels and suspended ceiling panels. 6" 47.8 3.47 9" 35.8 3.16 7" 55.9 3.80 10" 39.9 3.33 INTERIOR FACE: 26 g, G-90 steel EXTERIOR FACE: 26 g, 6-90 steel Hi rib panels are used for exterior walls PANEL CORE: Thermax Isocyanurate PANEL CORE: Expanded Polystyrene and roofs. Ribs are located 12" on center and are 1" high. They provide superior ° Core Thickness R -value Wt/psf Core Thickness R -value Wt/psf spanning capability and a bold appear- 3" 24.0 2.46 3" 12.0 2.14 ance. Exterior panel joints are overlapped 31/2" 28.0 2.63 4" 16.0 2.31 and stitched. Interior joints are overlapped with a rolled seam. Interior facings are 4" 32.0 2.80 5" 20.0 2.48 available in a flat or inverted rib profile in 41/2" 36.0 2.97 6" 24.0 2.65 stucco embossed, 26 gauge polar white 5" 40.0 3.14 7" 28.0 2.82 galvanized steel. Stucco patterned fiber- 51/2" 44.0 3.30 8" 32.0 2.99 glass interior facings are also available. 6" 48.0 3.47 9" 36.0 3.16 7" 56.0 3.80 10" 40.0 3.33 Thermalspan roof panels and fully INTERIOR FACE: 26 g, G-90 steel EXTERIOR FACE: 26 g; G-90 steel adhered single ply roof membranes form PANEL CORE: Thermax Isocyanurate PANEL CORE: Expanded Polystyrene this high performance, cost-effective roof system. The lightweight, reflective mem- Core Thickness R -value Wt/psf Core Thickness R -value Wt/psf brane, fully adhered to the exterior 3" 24.0 3.15 3" 12.0 2.34 plywood face of Thermalspan roof panels after they are installed, provides outstand- ing resistance to moisture vapor transmis- 4" 32.0 3.52 5" 20.0 2.68. sion and class A roof that is maintenance 41/2" 36.0 3.72 6" 24.0 2.85 free and fully warranted. This system can 5" 40.0 3.89 7" 28.0 3.02 be used on low slope roofs (1/8" min.) and 51/2" 44.0 4.06 8" 32.0 3.20 over any structural system. Interior faces 6"48.0 4.39 9" 36.0 3.36 are 26 gauge, white stucco embossed galvanized steel with interlocking edges. 7" 56.0 4.72 10" 40.0 3.53 NOTE: Weights do not include covering: Steel faced panels in flat, inverted rib or INTERIOR FACE: 26 g, G-90 steel EXTERIOR FACE: 26 g, G-90 steel shadow rib configuration complete the PANEL CORE: Thermax Isocyanurate PANEL CORE: Expanded Polystyrene Thermalspan low temperature panel system. These panels, either with spline Core Thickness R -value Wt/psf Core Thickness R -value Wt/psf and batten joints or with overlapping metal edges are used for partition walls, liner 3" 24.0 2.36 3" 12.0 2.04 panels and suspended ceilings. As with all 31/2" 28.0 2.53 4" 16.0 2.21 Thermalspan low temperature panels they 4" 32.0 2.70 5" 20.0 2.38 are designed for maximum vapor 41/2" 36.0 2.87 6" 24.0 2.55 tightness, ease of installation and perma- 5" 40,0 3.04 7" 28.0 2.72 nent thermal protection. All Thermalspan low temperature panels may be ordered 51/2" 44.0 3.20 8" 32.0 2.89 with edges designed for Thermalseal field 6" 48.0 3.37 9" 36.0 3.06 foamed joints. 7" 56.0 3.70 10" 40.0 X8.23 ALLOWABLE PANEL LENGTHS BASED UPON THERMAL REACTION TO INSIDE/OUTSIDE TEMPERATURE DIFFERENTIAL Panel lengths indicated are based upon flat panels with 26 gauge G-90 galvanized steel on both faces. Lengths are limited by deflection at L/180. Other conditions may further limit allowable panel length. ALLOWABLE SPANS UNDER LATERAL LOAD FOR THERMALSPAN PANELS Spans shown are for flat faced panels with 26 gauge G-90 galvanized steel on both faces, limited by deflection L/180. Spans may be limited by other conditions. Foam plastic insulation is combustible and may present a serious fire hazard if improperly used or stored. The flammability characteristics of plastic panels are tested under numerous test methods and standards. These standards are based upon laboratory tests and do not measure the performance of the tested materials under actual fire conditions. They are valid only as a measurement of the performance of plastic panels under specific controlled test conditions. The terminology associated with the above tests of standards, such as "non- burning", "self -extinguishing", "non-combustible" or "25 (or any other) flame spread" do not measure hazards presented under actual fire conditions. LATERAL•.D Spans shown are for flat faced panels with 26 gauge G-90 galvanized steel on both faces, limited by deflection L/180. Spans may be limited by other conditions. Foam plastic insulation is combustible and may present a serious fire hazard if improperly used or stored. The flammability characteristics of plastic panels are tested under numerous test methods and standards. These standards are based upon laboratory tests and do not measure the performance of the tested materials under actual fire conditions. They are valid only as a measurement of the performance of plastic panels under specific controlled test conditions. The terminology associated with the above tests of standards, such as "non- burning", "self -extinguishing", "non-combustible" or "25 (or any other) flame spread" do not measure hazards presented under actual fire conditions. Thermalspan 1.0 GENERAL All areas indicated on the plans or drawings shall be Thermalspan insulated panels as manufactured by Pacific Panel Systems, Inc. All trim, flashing, fasteners and sealants indicated on the contract drawings shall be included in this section. 2.0 SHOP DRAWINGS Furnished detailed shop drawings showing profile, gauge or thickness of interior and exterior facings, location and type of fasteners, method of attachment of trim, location and type of sealants and other details as may be required for a com- plete installation, based upon approved structural or architec- tural drawings. 3.0 DESIGN Panels shall be capable of carrying specified total load with a maximum computed buckling stress riot to exceed the max- imum allowable buckling stress of the facings. Maximum allowable deflection under combined live load and thermal reaction shall not exceed 1/180 of the panel span. Thermal resistance of insulated panels shall be as shown on the ap- proved shop drawings for the areas designated. 4.0 CONSTRUCTION OF PANELS Insulated panels shall have a nominal core thickness as required to meet the thermal resistance (R -value) specified and shall have an overall thickness as determined by the core thickness and facing dimensions. Factory fabricated panel units shall consist of formed steel exterior faces and liner sheets bonded to the specified insulation core. Laminated panels shall be bonded under uniform pressure applied evenly to both faces of the panel with continuous rolls. Panels bonded in vacuum bag process or stack molded process are not ac- ceptable. Panel edges shall be detailed to provide for the in- stallation of Thermalseal expanding sealant where shown on the approved drawings. 5.0 FACINGS Panel facings shall be as shown on the approved drawings. Where galvanized steel is specified for exterior surfaces it shall be minimum .021" before embossing, minimum 37,000 psi yield, conforming to ASTM A-446, grade B, hot dipped commercial quality, designation G-90. 6.0 FINISHES Coatings shall be factory applied to coil before forming or embossing. Finishes shall be as shown on the approved draw- ings and shall be in accordance with the "Specifications for Metal Facings and Finishes" for Thermalspan Insulated Panels. 7.0 PANEL INSULATED CORE The foam core of the panel shall be as shown on the ap- proved drawings. Isocyanurate foam core shall be Thermax as manufactured by Celotex Corporation. E SUGGESTED SPECIFICATIONS FOR LOW TEMPERATURE CONSTRUCTION 8.0 PANEL JOINTS Junctures between adjacent panels and other connections as shown on the approved drawings shall be sealed with Thermalseal expanding sealant as the panels are installed in such a manner as to provide a continuous enclosure of insulation. 9.0 FIRE TESTS Panels shall be acceptable to building code and insurance authorities for use where specified. Where required panels shall be qualified by full scale fire tests including the following: 1) Fire test for Surface Burning Characteristics per ULI stan- dard 232 (ASTM E-84). 2) Full scale test in the "Enclosed Corner Room test," ac- ceptable to ICBG. 10.0 INSTALLATION Installation of panels and related work shall be by qualified contractors experienced in this construction and approved by Pacific Panel Systems, Inc. The foundation and/or con- crete base slab and the erected steel structural frame shall be inspected and approved by the panel erector before begin- ning installation of panels. The base plates, sill plates, floor angles and other locating devices shall be installed true and level and in perfect alignment. Panels shall be installed true and plumb in perfect alignment and free from defects in work- manship. All panels shall be fastened to the supporting struc- tural frame as shown on the approved plans. The exterior faces of panels shall be joined to each other with mechanical fasteners and sealant as shown on the approved plans. Where vapor barriers are required to be connected to panels they shall be installed in a continuous manner, free of tears or damage and continuously connected to the panels as shown on the approved plans. 11.0 WORK INCLUDED ELSEWHERE Unless otherwise agreed upon, the following work should be included under other trades: a) mechanical refrigeration and related structural supports; b) structural framing; c) all concrete work including foundations, floor slabs and anchor bolts; d) plumbing, electrical and sheet metal work; e) roof- ing, gutters and downspouts; f) underfloor insulation and underfloor ventilation systems. REC EI v F NOV 141985 MODERN % STEEL CAu� PACIFIC PANEL SYSTEMS, INC. 1530 Santa Anita Avenue South EI Monte, CA 91733 (818) 448-9856 -sleualew jaglo Fue ql!M alq!ledwoo aie slonpad eql leyl pue papualu! asn pue suo!llpuoo eql iol algel!ns sl lonpad Aue legl ApMA of jaeu16ua io loal!pie sly jo jeAnq eql ►o (llllq -!suodsai eql s! 11 'pallelsu! aie (aql goigm ul Aem ayl to aAlleluasaidai si goigm jauuew a ui ialles aql 10 slonpoid ayl molts of lueew aie sllelop leo!dAi -lou io -oul 'swats S hued o!floed Aq pamloelnuew slonpad suleluoo ainlonils Bons jaglagm 'ainlonilsgns io ainlonils (ue to u6!sap io 6uuaaul6ua jot A1!I!glsuods9i ou sawnsse .oul 'swalsAS laved 0WOed 'JanaMoH -loaijoo pue algellai aq of 146nogl si shays pelap !eold (l 6111lluedwoon eql uo pue aingoaq s!ql w pap!nad uollewiolul ayl S M3a 1VOI& l S13Ndd a31vinSNI NddSIVWa3H1 .�4 METAL SPECIFICATIONS FAQ GS AND FINISHES MATERIALS THERMALSPAN panels are formed from steel conforming to ASTM A-446, Grade A or higher. The substrate coating will be G-90 as per ASTM A-525, or Zincalume. The Zinc- alume coating is 1.9 mils thick and is com- prised of a 45% zinc, 55% aluminum alloy by weight. PAINT FINISHES POLY (Polyester) Technical Data: Exterior paint finish includes a baked -on epoxy base primer (.2 mil) and a baked -on polyester finish coat (.65 mil) totaling a nominal .85 mil dry film thickness. Interior finish consists of .15 mil epoxy primer and .25 mil off-white backer. 1. Accelerated Weathering Resistance - After 200 hours of exposure in the Atlas Twin Arc Weatherometer, or equivalent per ASTM D-659, there will be no chalking in excess of #6 rating and no cracking, checking, crazing or loss of adhesion. 2. Salt Spray Resistance -After 750 hours of testing in accordance with ASTM B-117, there will be no loss of adhesion greater than 1/6" from the scored line when tested with #610 Scotch Brand tape. No more than 20% of exposed area shall contain blisters larger than #8 according to ASTM D-714. 3. Humidity Resistance -In accordance with ASTM D-2247, after 1000 hours exposure, no more than 10% of exposed area shall contain more than few #8 blisters. Accord- ing to ASTM D-714 after 4 hours recovery, there shall be no loss of adhesion when tested with #610 Scotch Brand tape. 4. Abrasion Resistance - a. The Taber Wear Factor must be 100.0 or less. b. Coating system shall withstand a minimum of 30 liters of falling sand before appearance of base metal per ASTM D-968. SMP (Silicone Modified Polyester) A high quality paint system that combines durability and flexibility with excellent value. Technical Data: Exterior paint finish includes a baked -on epoxy base primer (.2 mil) and a baked -on silicone modified polyester finish coat (.8 mil) totaling a nominal 1.0 mil dry film thickness. Interior finish consists of .15 mil epoxy primer and .35 mil off-white backer. 1. Accelerated Weathering Resistance - After 500 hours of exposure in the Atlas Twin Arc Weatherometer, or equivalent per ASTM D-659, there will be no chalking in excess of #8 rating and no cracking, checking, crazing or loss of adhesion. 2. Salt Spray Resistance -After 750 hours of testing in accordance with ASTM B-117, there will be no loss of adhesion greater than 1/6" from the scored line when tested with #610 Scotch Brand tape. No more than 20% of exposed area shall contain blisters larger than #8 according to ASTM D-714. 3. Humidity Resistance -In accordance with ASTM D-2247, after 1000 hours exposure, no more than 10% of exposed area shall contain more than few #8 blisters. Accord- ing to ASTM D-714 after 4 hours recovery, there shall be no loss of adhesion when tested with #610 Scotch Brand tape. 4. Abrasion Resistance - a. The Taber Wear Factor must be 80.0 or less. b. Coating system shall withstand a minimum of 30 liters of falling sand before appearance of base metal per ASTM D-968. 5. Formability Test -When subjected to a 1800 bend over a 1/16" diameter mandrel, in accordance with ASTM D-1737, exterior coating film shall show only slight check- ing of the exterior film and there shall be no loss of adhesion. PVF2 (Polyvinylidene Fluoride) THERMALSPAN's premium paint system, the Kynar" 500 (70%) resins, provides the ultimate resistance to color change and chalking. The PVF2 also offers excellent resistance to weathering, abrasion, and most chemicals and solvents. Technical Data: Exterior paint finish includes a baked -on epoxy base primer (.2 mil) and a baked -on PVF2 finish coat (.8 mil) totaling a nominal 1.0 mil dry film thickness. Interior finish con- sists of .15 mil epoxy primer and .35 mil off- white backer. 1. Weathering -No checking, blistering or adhesion loss when tested for 5000 hours in accordance with ASTM G-23-69. 2. Chalking -Will not chalk greater than #8 rating when tested for 2000 hours in ac- cordance with ASTM D-659. 3. Fading -Color change will not exceed 5 NBS units when tested for 5000 hours in accordance with ASTM D-2244. 4. Humidity -Shall be less than 5% of #8 blisters when tested for 5000 hours in 100% humidity at 100°F in accordance with ASTM D-2247. 5. Salt Spray -No more than 3/16" creep or tape off from scribe and less than 5% #6 blisters when tested for 1000 hours in 5% salt fog at 95°F in accordance with ASTM B-117. 6. Flexibility -No rupture of coating when subjected to a 1800 bend around a 1/6" mandrel in accordance with ASTM D-1737. 7. Hardness -Will be F -2H pencil hardness when tested in accordance with ASTM D-3363. 8. Formability Test -When subjected to a 1800 bend over 1/6" diameter mandrel in accordance with ASTM D-1737, exterior coating film shall be flexible to the point of metal rupture without separation of the coating from the substrate. 9. Abrasion Resistance -Coating system shall withstand a minimum of 65 liters of falling sand before appearance of base metal per ASTM D-968. WARRANTY Warranties regarding chalking, fading, and film integrity are available depending upon paint type. Specific warranty infor- mation should be obtained from your THERMALSPAN representative. Kynar is a registered trademark of Pennwalt Corporation tit! CuIpManner Structural Engineers CuIpManner ' Structural Engineers 290 Airpark Boulevard • Chico, California 95926 - (916) 895-3518 1 �I J. JANUARY PRECAST 1 CHICO, CALIFORNIA June 18, 1985 1 . 1 1 ' W DOUGLAS H. TANNERS1 44 eAL f/� l� OF t JOB ENGINEER— DESIGN OF CULP AND TANNER STRUCTURAL ENGINEERS SHEET NO. ' DATE ' JOB ENGINEER DESIGN OF CULP AND TANNER z - STRUCTURAL ENGINEERS SHEET NO. DATE CULP AND TANNER STRUCTURAL ENGINEERS SHEET NO, DATE 1 1 1 1 1 1� 1 1 1 1 1 JOBy `) ENGINEER DESIGN OF v CULP AND TANNER STRUCTURAL ENGINEERS SHEET NO. I DATE � i 111 SPI ,Fit�aG � n L L = 20 s faL,� d���d.O - " ' L = /0'o 1l.. LL - 12 I � , `�CEE�Z04L k A �I w�x�t��se •®. 4... J 1 1 1 11 1 1 11 1 1 1 1 1 1 1 1 CULP AND TANNER STRUCTURAL ENGINEERS JOB ENGINEER — DESIGN OF SHEET NO. DATE (� I I � i 1 ' r y :-x Gi)MFfRY DEfA11.5=': (DIGHT OF WALI......... 26.33 Fl WIDf4 OF WALL ......... 19.00 1=T THICI:NESS Of' WALL ..... 6.bO IN SLFNBERNESS ........... 43.61 HF IGHT/WIlli ll .......... 1.39 SI+i'NORf/WID'fH ......... 0.50 ECCENT. E1 ............ `l.00 IN ' >=GCNfL10.00 IN G . ,.,....'...,.,. 0.65 # ::# MArER(AL DETAILS # CONCRETE STRFNGTH ..... 3.00 KS) ELASTICITY MODULUS .... 3320.56 KI UNIT WEIGHT ........... 1:,0.00 PCF R/F YI_D STREN13TH ...... 60,00 KSI ' ^11. PCN'I ............. 1.06 E 'jo5ULTS OF STUOY 1 101AL LOAD ANALYSIS i ## LOADING i)cf()II.S *H* 1 L **#'TILE -UP W A L L S M INITIAL LOAD ..... 4.65 KINE P/FC*A = 0.01988 LOAD INCREMENT 0.00 KIPS P/FC*A = 0.00000 TOTAL. LOAD ....... 4.65 KIPS N/FC*A = 0.01983 LA1"IRAL LOAD ..... 44.00 PSF 1 # MAX.MOMI:NT = 23.260 ILII'",IN# fOfAL LOAD ANALYSIS �xR LOADING DETAILS # 1N1'IIAl LOAD ..... 4.65 KIPS P/f'C A = 0.01933 LOAD INCREMENT ... 0.10 KIPS P/FC*A = 0.00043 IOTAL LOAD ....... 4.%S KIf�; 1/FCA = 0.02031 / I.A'ft:RAL LOAD ..... 44.90 1'SF m-, MAX.MOMEN1 = 65.098 KIN -IN 'fi)fAt. LOA0 ANALYSIS /c 1 •'��� V L 3 1 1 1 1 1 1 JOB A ss ENGINEER A'Al G' DESIGN OF 1 1 1 1 1 1 1 CULP AND TANNER STRUCTURAL ENGINEERS 7 SHEET NO. DATE -.- ��� �u t) , r� >CD zca -.FCC) W , Z) +—) ,�,z> E- = e G /<4 A 07'0 1/-.,40 �L IF' 1VL .0 &A (�,7z U/� -L !:-- fit' - o c� ;.,�-� • �Z zip .?50,4)�6m> x 7 _. ' •fILT—UP WALLS�e•# ' *� * G'OhiETRY wrAILS K-911 26.33 1111111 Or WILL........ FT ' : ; : ; :: WIDTH i., WALL . 20.00 THICKNESS OF WALL ..... 6.50 T 1N — _ - 2 ��ua/l— G•S,r�2 79 SLENDERNESS ........... 4$.61- ' HEIGHT/WIDTF...1.32 SUPPORf/WIDTH ......... 0.17 I ECCENT. E1 ............ 0.00 1N EC►:ENf. F.2 ............ 0.00 IN ' G ..................... 0.00 ' e MATERIAL DE'fAILS CONCRETE SIRENGTII ..... 3.00 KSI ' ELAS(ICITY MOOULUS .... 3320.56 KSI UNIT WEIGHT ........... 100.00 PCF ` L R/F YL.O Sf;RENG'fH ...... 60.00 KSI ML. PCNT ............. 0.43 70,�,' )c.qg _37 qv // SGId p.a 7 o/c 1 RESULTS OF STUDY 10TAL LOAD ANALYSIS 1 � r ' *I, LOADING MAILS K.•.# INITIAL LOAD ..... 1.40 KIPS fr/FC§A = 0.00600 ' LOAD INCREMENT ... 0.00 KIPS a/FC*A = 0.00000 TOTAL LOAD ....... 1.40 KIPS P/FC*A = 0.00600 LATERAL LOUD ..... 24.00 PSS ' 11AX.MllllT = 7.010 KII-IN fafAL LOAD ANALYSIS LOADING DETAILS #� ' 1N111AL LOAD ..... 1.40 KIPS P/FC*A = 0.00600 LOAD INCREMENT ... 0.10 KIPS P/FC*A = 0.00043 ' TOTAL LOAll ....... 1.50 1:111 LATERAL LOAD ..... 29.00 1'SF 1/1'11A = 0.00642 ' -**� PiAX.hiiiVLN1 = 2.077 KIP-1N #,gin TOTAL LOAD ANALYSIS 1 LOADING DU AILS a# INITIAL LOAD ..... 1.40 KIPS P/FC*A = 0.00600 ' LOAD INCREYIENT ... TOTAL LOAD ....:.. 0.32 KIPS 1.73 KIPS ?/;-C*A = P/FC*A = 0.00138 0.00738 LATE11L LOAD ..... 29.00 1':r MAX. MOMENT = 57.648 Klf'—IN # TOTAL LOAD ANALYSIS LOADING DETAILS ##�� r� r INITIAL LOAD ..... 1.40 KIPS7P/FC*A A = 0.00600 LOAD INCREMENT ... 0.55 KIPS = 0.00234 TUTAL LOAD ....... 1.95 K1PS P/F•C*A = 0.00834 ' LAIEkAL LOAD ..... 29.00 PSr ' # MAX. MOMENT 61.792 K1N•"1N T�JTAL LOAD ANALYSIS 1 LOADING DETAILS#� ' 11IT1Al. LOFD ..... LOAD INCREMENT ... 1.40 KIPS 0.17 KIPS 1/114 = P/FC*A = 0,10601 0.00330 7Uli1L LOAD ....... 2.18 KIPS P/FC*A = 0.00929 LA11111L LOAD ..... 1*10 PE 0H MAX.MQMENT = 66.365 KIP•"IN ' DOTAL LOAD ANALYSIS ' ## LOADING DETAILS# ' INITIAL LOAD ..... 1.40 KIPS P/FC*A = 0,00600 LOAD INCRFM;:ND ... 1.00 KIPS ;/FCkA = 0.00426 191 AL LOAD ....... 2.40 KIPS I'/f•C*A = 0.01025 ' LATERAL LOAD ..... 29, 00 PSE ' MAX MOMENT IN 1NE WALL UNDER LOADS EXCEEDS THE. CAPACITY OF THE SECTION, 1 JOB ENGINEER -AA & DESIGN OF CULP AND TANNER STRUCTURAL ENGINEERS SHEET NO. DATE K- Z 1 # TILF -UC' WALLS ' # # i tO;,EF;iY DETAILS H-94 11EI1I,I1 OF WALL ........ 24.00 11 ' WID111 OF WALL ......... 30.00 F'r VIC:KNESS 01: MALL ..... 6.50 IN SLCN1ERNES:............ 44.31 ' IEIGN1/WIDTH .......... 0.80 SUPPORf MI) m ......... 0.12 EC:C:f.NI'. E1 ............ b.00 IN CCENT. F2 ............ 0.00 IN ' G ...................... 0.00 MAfCRIAL DETAILS# 'CONCRETE Sl RENGTI f ..... 3.00 KS1 ELASiiCIFY NODULUS .... 3320.56 KSI UNI'f WL-IGNI ........... 11)0.00 F'Cf R/F YLO STRENGTH ...... 60.00 KSI ' S1 L. f'CNT RESULTS OF STUDY TOTAL LOAD ANALYSIS # . LOADING D,rAII.S # # 1 INITIAL LOAD ..... 0.07 K11'S P/FC*A = 0.00029 ' LOAD INCREI'IENT ... 0.00 KIPS P/FC*A = 0.00000 IOTAL LOAD ....... 0.07 KIPS P'/FC*A = 0.00029 LUCRAL LOAD ..... 28.80 PSF 111,111111 = 0,345 KIF'-•IN MAL LOAD ANALYSIS ' 01.1 LOADING DETAILS # ## 'CINOTIAL LOAD ..... 0.07 KIN:* F'/F'C#A = 0.00029 D INCRENiNT ,.. 0.10 KIPS n/FC#A = 0.00043AL LGAD ....... 0.11 KIPS E/FCA = 0.00072 ' R� LIIg0 _` . 28.80 PSF ' a MAX.NOMENT = 32.157 1 -\'1P -•1N ## TOFAL LOAD ANALYSIS JOB ' ENGINEER AA ' DESIGN OF 'l/ ISI in T� I I I 1 1 1 1 1 1 f CULP AND TANNER STRUCTURAL ENGINEERS �:e���fi:�..4::..�....—' a•. •noel-%.;w7fi.N.MI 1 V SHEET NO. . DATE 1 1 1 1 1 1 1 r ' #STILT -U.' WALLSK# ' # GEOMETRY DETAILS # ' HE'lliff OF WALL .... .;:: 2,11 11' WIllTrI OF WALL ...... 20.00 FT 1 FI I CKNESS OF WALL ..... 6. bO I N SLENDERNESS ........... 46.15 ' HEMI-IT/WIDTH .......... 1.2`; ,3U0.PORI/WIDTH ......... 0.'iU EMENT. E1 ............ .x.00 1N ' I:CtkNf: E2 0.00 IN G ................ 0.6'j MAILRIAL DETAILS ' CON'^TiIE STRL:NGTH ..... 3.00 KSI ELASTICITY M001US .... 3320.;i6 KSI UNIT WE:IGH1 ........... ViO.00 PCF R/F YLD STRENGTH ...... 50.00 KSI ' STL. PCN1* ............. 0.95 RESULTS OF SI*UDY TOTAL L.eAD ANALYSIS ' # # LUTAIIING 1111ILS A -M INITIAL LOAD ..... 4.14 KIPS P/FC#A = 0.11161 ' LOAD INCREMENT ... 0.00 KIPS P/FC*A = 0.00000 TOTAI. LOAD ....... 4.14 I:IF'S P/FC*A = 0.01767 LATERAL LOAD ..... 45.00 PSF 1A1,11MCN1 = 20.615 KIP -IN ### TOTAL LOAD ANALYSIS #•�� LOAUING DETAILS #### tINITIAL LOAD ..... 4.14 KIPS P/FC*A = 0.01767 LOAO INCR�t4;:NT ... U.IU KIvS P/FCA = 0.00043 TOTAL. LOAD ....... 4.24 KIPS P/IVA = 0.01810 ' LITERAL LOAD ..... 45.01 PSF {# NAX.MOrEN1 = L18.0 KIP -IN ## DOTAL LOAD ANALYSIS 4E • - — OW -- - - iMa I ' ENGINEER DESIGN OF 1 1 1 1 1 1 1 1� 1 1 1 1 1 �u 1 CULP AND TANNER STRUCTURAL ENGINEERS 14 SHEET N0. -s`•— DATE I I ' m t�##TILT—UP WALL'S## STL. F'GN1' ............. 0.3[ Cw--!LE�2 �� // ✓fox ' FtEsl1LTS OF S1'UUY ' j TOTAL LOAD ANALYSIS ' a Kk Gc0rL'_ TRY DETAILS HEIGH4 01: WALL ........ 24.6/ FT ' W1011i OF WAli ......... 20.00 ; T THICKNESS OF WALL ..... 6.1''.(1 IN SL11101ESS.. 4:i.5M1 1 HE1GIIT/WID1H ,......... 1.23 MAX.MOMENT = 3.435 KIF'--1N t�-H SUPPO. f/WII) H ......... 0.17 FOTAL LOAD ANALYSIS E(:CLNI. E1 ............ 5.00 IN ' EGC:NI'.2 .. 0.00 IN # LCIADIN(i DEIA1LS ### G' ........ ..... 0.00 INITIAL LOAD ..... #SKI MATERIAL DETAILS ' 0.10 KIPS CONCRU E STRENGTH ..... 3.00 KSI TOTAL LOAD ....... . 0.79 KIPS ELASTICITY MODULUS .... 3320.',56 KS1 LATERAL LOAD ..... 28.90 PSF UNIT WEIGHT ........... 150.00 PCIS ' F�/E YLO STRE Ill ...... 60.00 KSI STL. F'GN1' ............. 0.3[ Cw--!LE�2 �� // ✓fox ' FtEsl1LTS OF S1'UUY j TOTAL LOAD ANALYSIS ' #.K LOADING DETAILS a# # INI.IIAL LOAD ..... 0.69 KIP; P/FC*A = 0.00294 ' LOAD INGRENENT ... 0.00 K1,K3' ll/i=CKA = 0.00000 TOTAL LOAD ....... 0.69 KIPS P/F'C*A = 0.00294 LA11:41L LIM ..... 28.90 Par 1 MAX.MOMENT = 3.435 KIF'--1N t�-H FOTAL LOAD ANALYSIS ' # LCIADIN(i DEIA1LS ### ' INITIAL LOAD ..... 0.69 KIFS P/1-C*A = 0.00294 LOAD INCRmENF ... 0.10 KIPS P/I=CKA = 0.00043 TOTAL LOAD ....... . 0.79 KIPS P/FC*A = 0.00336 ' LATERAL LOAD ..... 28.90 PSF ' # # MAX.MOMENT = 40.531 KIP -1N *M 'FOTAL LOGO ANALYS13 1� JOB `4- ENGINEER AA J DESIGN OF CULP AND TANNER STRUCTURAL ENGINEERS = 4r I i Ip��,I �? YA 1�1 ._F41 1. i I I �.-. ul I I SHEET N0. DATE I �14 11 1 1 1 1 ' #a#FILT — UP W A L L S M as G'-:0METRY Qc(AILS *111.4 HEIGHT Of WALL ........ 24.6/ FT ' WIDTH OF WALL ......... 20.00 FT ll!IC:NLSS OF WALL ..... 5.`0 1N ,,LEND,:RNESS ........... 45..54 ' HEIGH)IWIDTH .......... I.23 S'WPORTMOTH ......... 0.1/ ECCEN(. E1 ............ 5.00 IN ' tCcENf. E2 ............ 0.00 M G ...I ................. 0.00 ' MATURIAL D'E'TAILS a#�� s ' CONCREIL• STRENGTH ..... 3.00 KSI ELASTICITY MODULUS .... 3320.56 KSI UNIT WEIGHT ........... IbO.00 f'CF ' 1/1 11,1 ST11NI'll ;�.... 50.00 KSI S1L. F'GNT . 0.26 RESSULTS OF SFUDY TOTAL LOAD ANALYSIS LOADING DETAILS ##a� INITIAL LOAD ..... 0.04 KIPS f'/FC*A = 0.00017 ' LOAD INCREP`ENT ... 0.00 KIPS P/FC*A = 0.00000 TOTAL LOAD ....... 0.04 M'S P/FC*A = 0.00017 LATERAL DIAD ..... 28.80 PSI # MAX.MOMFNI = 0.200 KININ oo ' TOTAL LOAD ANALYSIS # # LOADItiG DETAIL ' INIl1AL LOAD ..... 0,04 KIP S F'/FCR = 0.00017 L�iAO INC:�iCMJVf ... 0.10 KIPS P/FC#A = 0.00043 TOTAL LOAD ....... 0.14 KIPS P/fC*A = 0.00060 ' Ln.'RAL LOAD ..... 28.80 PSF MAX.MnMENI = 34.3J4 KIP --IN # # iOfAl.. LOAD ANALYSIS 1 � � JOB ENGINE ER -AA DESIGN OF . ��U����������� ---- `~^^~ ^^~~`~"-"^STRUCTURAL ENGINEERS SHEET NO. 11 1 # TILT —UP WALLS # ' x 6r.'LI TRY DE TA ILS # HEIGHT OF WALL......... 25.00 FT ' WIDTH OF WALL ......... 20.00 Ei 1HICKNESS OF WALL ..... 6.:O 1N SLEMERNESS ........... 46.1:i ' HEIGHT/N1D111 .......... 1.2'5 '3Ur' OR*f/WI0'(H ......... 0.17 ECCI NT. El ............ 5.00 IN ' EEC E[,0.00 IN G . " ,,...,.'.,.. 0.00 # # MATERIAL DETAILS ' CONCRETE STRENGTH ..... 3.00 KSI ELASTICITY MODULUS' .... 3320.56 KSI UNIT WEIGHT ........... 1;0.00 PCF III YLD SMINI'll.60.00 KSI STL. PCNs' ,..... 0.30 RE UL(S OP STUDY 1 TOTAL LOAD ANALYSIS *M 1.010111 111110 INMAL LOAD ..... 0.40 KIPI-' P/FC*A = 0.00171 ' LOAD INCREMENT ... 0.00 KIPS P/EC*A = 0.00000 1"OIAL LOAD ....... 0.40 KIPS N/FC*A = 0.00171 LATERAL LOAD ..... 28.90 Pay 1 #x # MAX.MOMENI = 2.000 KIP-IN � ' MAL LOAD ANALYSIS ' iM, LOADING DETAILS # # 'IN Il IAL LUAU ..... 0.40 KIT'S P/I GSA = 0.00171 LOAD INCRCMENr ... 0.10 KIPS ;/FC-IA = 0.00043 TOTAL. LUAU ....... 0,11 K1PS P/FC*A = 0.00214 ' I_ArE:RAL LOAD ..... 28.90 I'SF ' # MAX.MOMENT = 39.335 0,-IN nl wrk LOAD ANALYSIS #8 JOB ENGINEER A DESIGN OF CULP AND TANNER STRUCTURAL ENGINEERS zo SHEET NO. DATE 1 1 1 1 1 1 1LQ 1 1 1 1 I s 1 ' # UE'0�1E1'RY DETAILS # # EE1GH1 OF WALL ........ ' 27.00 FT WIDiH OF WALL .......I. 25.11-1.r, THICKNESS OF WALL .....7i.2`-� 1N SLENDERNESS ........... 44.69 ' flL]6ljll/WIDTH .. 5i 1.0 SUPPORT/WIDTH ......... 0.50 ECCENI. E1 ............ 1.00 IN EIX NT. t2 ............ 0.00 IN ' G ..................... 0.69 K MATERIAL Dr: TAILS #�x1� ' CONCRETE STRENG1H ..... 3.00 KSI ELA.,3riCiI,Y MODULUS .... 3320.'56 KSI UNIT WLIGIII............ 1510.00 PCF ' III YLD S I REN11*11 60.00 KSI rilL. PONT ............. 1.5;y RE'SUL S OF STUDY 1 "DOTAL L OAI) ANALYSIS ' 1 LOADING DETAILS mTILT — UP WALLS#�# 1 *11H MAX.t111C11 = 11.15151 KIP—IN ## ' TOTAL LOAD ANALYSIS ' LOflPING Uf:'IAILS ### ' 1NIIIAL DIAD ..... 3.51 KIPS P/f'C*A = 0.01345 ' LOAD INCRCMENT ... 0.00 KIPS P/FC*A = 0.00000 4.01 101AL LOAD ....... 3.51 K11'S P/FC*A = 0.01345 °SI _ LATERAL LOAD ..... 87.50 PSI 1 *11H MAX.t111C11 = 11.15151 KIP—IN ## ' TOTAL LOAD ANALYSIS ' LOflPING Uf:'IAILS ### ' INITIAL LOAD ..... 3.51 ICIF'S P/I"C*A = 0.01345 LOAD INCREMENT ... 0.50 KIPS I'/FC#A = 0.00192 TOTAL LOAD ....... 4.01 KIPS P/FC*A = 0.01:,37 ' LAf=tAL LOAD ..... 87.50 °SI _ ' Nf1X.MOMENT = 109.L-84 KIF'-1N #�t TOTAL LOAD ANALYSIS P 2(69 r7) ' JOB ' ENGINEER DESIGN OF 1 1 1 CULP AND TANNER STRUCTURAL ENGINEERS SHEET N0. - DATE 1 1 1 1 ' #*#TILT -UP WALLS*** oEui,=fiY BE(AILS # 1:11GIT OF WALL ........ 10.50 11' ' WIDTH OF WALL ......... 1.00 Ff TH1_:KNESS OF WALL ..... 6.50 IN SL> NOERNESS ........... 19.33 ' HEI01f1/WIDTH .......... 10.50 SUP;'tlR f /W I U f 4 ......... 0. ;.io ECCENT. El ............ 5.00 IN G . 0.00 1 # MAf RIAL DL" mLS # # ' CONCRETE STRENGTH ..... 3.00 KSI ELA'31ICIfY MODULUS .... 3320.:16 KSI UNIT WEIGHT ........... 150.00 PCF ' RIF YLO 51'RNG(1160.00 KSI S1L..PCNI .•...., 0.26 RESULTS OF STUDY TOTAL LOAD ANALYSIS ## � LOADING IETIILS 1 INITIAL LOAD ..... 5.04 KIPS N/FC*A = 0.02152 ' LOAD INCREMENT ... 0.00 KIPS P/FC*A = 0.00000 TOTAL LOAD ....... 5.04 KIPS P/110 = 0.02152 LAfERAL LOAD ..... 130.00 P SF 1 MAX.MOMENT = 25.110 KIII-IN # ' TOrk LOAD ANALYSIS ' #�# LORDING DETAILS Mi ' INITIAL LOAD ..... `,x.04 KIPS f'/FC:*A = 0.02152 LOADl INCRI:MLNf ... 0.50 KIDS PIFCA = 0.00214 1OfAL LOAD ....... :x.54 KIPS 1'/FC*A = 0.02366 ' -' Al_ LOAD ..... 130.00 ?SF ' } MAX,hiOMLN'f = 44.134 KIP -IN fOTAL LOAD NIALYSIS y v6K.Or Z3 JOB ENGINEER CULP AND TANNER STRUCTURAL ENGINEERS z4 SHEET N0. DATE K, h= , E DESIGN OF Al�.I . , c,J wo1` ,'�1 ` i 107 0 1078' I) > , 4 `DL + j , 7 LL Oil 1 , 7LL —x -1.8—(F—) A (AEL. , 1070AL+ �►� V ?U/O79. ,r i #*#1 ILT-UP WALLSM GEOMETRY CE'fAILS A HEIGHT OF WALL ........ 26.33 rT ' WIDTH OF WALL ......... 20.00 FT THICKNESS OF WALL...... 6.`,0 1N St. _NDE:RNE'SS ........... 43.61 HEIGHT/WIDTH .......... 1.32 SUR10Rf/WIIITH . 0.1'/ CCCLNT. E1 ............ 5.00 1N CCENT. F2 ............ 0.00 IN ' G ..................... 0.00 '*a.*.MAfcRIAL DETAILS ua ' CONCRETE STRENG1H ..... 3.00 KSI 11MUCITY MODULUS .... 3320.5b KSI UN11 WFIGH1 ........... M.00 PCI R/F YLD STRENG M ...... 60.00 KSI ' :ATL. PCNT ............. 0.40 R SULTS OF STUDY 10TA1_ LOAD ANALYSIS 1.10I11 DETAILS INITIAL LOAD ..... 0.66 KIPS 1/11#1 = 0.00282 ' �_OAD INCREMENT ... 0.00 KIPS P/FC*A = 0.00000 TOTAL LOAD ....... 0.66 KIPS 1'/f:C#R = 0.00282 LATLML LOAD ..... 29.00 PSF MAX.MOMENT = 3.295 KIN -IN tMAL LOAD ANALYSIS LDADING DETAILS *o* 'r'`� !—_ _- �'1NI11AL�LOAD ..... 0 0. bb KIPS P/FC#R = 0.007.82 LOAD INCRGM-_-'Nf ... OJO KB'S P/FC*A = 0.00214 TOTAL LOAD ....... 1.16 KIPS N/FC*A = 0.00495 ' ` A'ft:IAL LOAD ..... 29.00 NSF ' *a* MAX.MOMENT = 51.708 KIP -1N Mf TOTAL LOAD ANALYSIS Z5 F i JOB ` IA ENGINEER DESIGN OF CULP AND TANNER STRUCTURAL ENGINEERS SHEET NO. DATE 1 t 1 I H*TILf-UP WALLS ## k GEOMETRY OET U -S f -§a# HUGHT OF WALL ........ 26.33 FT ' WIDfli OF WAIL ......... 20.00 Ff 1H1CKNEcS OF WALL ..... 6.0 1N LENUEERNESS ........... 43.61 ' HEIGr MLITH .......... 1.; SUPPORT/WIUfli . 0.jo ECCENT. E1 ............ ,i.00 IN ECCt.Nf. E2 ............ 0.00 IN ' G .....I ............... 0.61, e � P1ATERIAL DETAILS ��## ' CONCRE1E STRENGTH ..... 3.00 KSI ELASTICITY hi001JLLLS .... 33YM6 KSI UNIT WEIGHT ........... IbO.(10 PCI: ' R/F YLU SMENGTH ...... 60,00 KSI ST L.. PCNT ............. 1.59 RESULTS Or' SfUUY TOTAL LOAD ANALYSIS LuAOINO 11TAILS x### IN111AL LOAD ..... 2.67 KIPS P/FC*A = 0.01141 ' LOAD INGREMENT ... 0,00 KIPS P/FC*A = 0.00000 101AL LOAD ....... 2.67 KIPS P/FC*A = 0.01141 LA n:RAL LOAD ..... 1119.10 PtiF #14 111.101ENT = 13.310 KIl'-•IN ' TUTAL DIAD ANALYSIS ' if LOADING DETAILS # ' INITIAL LOAD ..... 2.67 KIPS F'/FC*A = 0.01141 LOAD MCREMENT ... 0.50'KIPS S P/FCK-A = 0.00214 TOTAL LOAD , ...... 3.17 KIPS P/F'C*A = 0.0131:i ' LATcItAL LOAO ..... a9.10 PSF MAX. MOMENT = 72.`,;.95 Klf'-IN TUTAL. LOAO ANALYSIS e�,/6c— r ' CULP AND TANNER STRUCTURAL ENGINEERS JOB [� c� 'ENGINEER- DESIGN NGINEER DESIGN OF 7 1 1 1 1 1 1 SHEET NO. DATE ' 1' \Vh ,:, C � I ► I I - Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX SPECIAL INSPECTION NOTE For Building Permit # B ©9 - 02 7-4- , Assessor's Parcel # 0+0 " 4O0 —0 C3,0 Structural Tests & Special Inspections — 2007 California Building Code Chapter 17: In addition to the inspections required by Section 109, Appendix Chapter 1, the owner or the Registered Design Professional acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Section 1704. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building officiaL 3. The special inspector shfLll submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change in special inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are 1p addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Spec' 1 Inspection is required for the following items: 1704.3 — Steel Construction WF OS ❑ 1704.4 — Concrete Construction ❑ 1704.5 — Masonry Construction ❑ 1704.6 — Wood Construction (High Load Diaphragms) ❑ 1704.7 — Soils ❑ 1704.8 & 1704.9 — Pile & Pier Foundations ❑ 1704.10 & 1704.11 - Fire Resistant Materials ❑ 1704.12 — Exterior Insulation and Finish Systems (EIFS) ❑ 1704.13 — Spea}al Cases (as determined by Building Official) ❑ 1704.14 - Smoke Control Systems Name of Special Inspection Company: 23 270° m 22 36° 18° N 15 0 I \ \ 21 14 11 \ �\ 45' 20 /\\ `� 65° R 4' a \ 00 18 —13' SQ PLAN VIEW NTS 7'-28" I I 3 6„ I I 25 A I I 1 D7 16 16 I � 24 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I � 25°--------------------------------------------------------- --- 13 I o,„ I 26 �-15° 11 I 8° 16 I I 90° 3-416" I 3'-416" 2„ ELEVATION OF ACCESSORIES NTS NOTE: SEE PLAN VIEW FOR ACCESSORY TRUE ORIENTAION SPARGE TUB NTS o TANK PLATE FABRICATION NTS 5/8" DIA. HOLES (3) SIDES (SEE DETAIL 1 FOR CENTERS) (64 TOTAL REQ'D INCLUDING DRAIN HOLE) 1 "0 DRQ IN 5' SECTION A—A NTS R2. 25' MIN. 3/4' 0 ASTM A306, GR A, BENT COLD 1/4 1 1/4 � 8" 5' 6x6x1/4 PIL 8. __ f�TANK SHELL TANK SHEL m 5' LIFTING LUG NTS GENERAL NOTES: 1. ALL WELDS TO BE CONTINUOUS INSIDE AND OUT. 2. GRIND ALL WELDS SMOOTH, BUT NOT NECESSARILY FLUSH. CLEAN OF ALL SLAG, SPLATTER AND OTHER DEBRIS. 3. INTERIOR COATING OF FARBERTITE. 4. EXTERIOR COATING OF DURETHANE "WHITE" BOTTOM COATING: FARBERTITE & 10" BOTTOM RING. 5. TANK MATERIALS: SHEET STEEL PER ASTM A570, AND SHAPES PER ASTM A36. 6. TANK DESIGN PER 1997 UMC SECTION 1119 7. SEISMIC DESIGN PER 2007 CBC. TAIL GU: SHE 1, 2, 500 PSI: W/ #5@10 II ASTM A615:, 3' CLR FRII ANCHOR CHAT NTS MELD DEUIDL- a DE B7 7/8'0 THREADED ROD ADHESIVE INSIDE A 1'0 12' MIN HAMMER DRILLED HOLE, INSTALLED IN ACCORDANCE WITH RECOMMENDATIONS IN ES REPORT -2322 ISSUED 11/1/07, PERIODIC SPECIAL INSPECTION REQUIRED PER 2007 CBC. TANK SHELL �TEdD DEUL%ord- NTS NTS SHELL TO BOTTOM HEAD SHELL TO SHELL TANK SHELL. _ TANK SHELL 7ANIC SHELL TANK SHEL I�MEdD DE4Laad�c� 1j2a_� u 1 y -L ✓2 Fo( , t—Ir=- e NTS SHELL TO TOP HEAD TANK SHELL CONE KELLD 1oE7%Dl-D MELD DEulalL-E MELD DE4LaDoAp NTS SHELL TO SHELL, NTS SHELL TO SHELL NTS Ft)4� -- OZZq- CONE CLOSURE •��, r - BUT t�°},- ,��uNTY S�1IUD 11VISION F- 4-1 11,750 GAL. AMMONIA DIFFUSION TANK SCALE: XXXXX APPROVED BY: DRAWN BY:.9� DATE: 01-06-09 ENGINEERING: MAAD09001 REVISED: FOR: B & W REFRIGERATION THE DANIELSON COMPANY BH TANK 601 NOBLE STREET DRAWING NUMBER: c4. 93637 1020-0106 � INCORPORATED PH. • 559-662-0600 A BlueScope Water Company BILL OF MATERIALS ITEM PART SERVICE DESCRIPTION QUANTITY 1 TOP CONE 10 GA. A-36 6' X 12' 2 2 BOTTOM 10 GA. A-36 6' X 12' 2 3 SHELL RING 1 10 GA. A-36 5' X 12' 2 4 SHELL RING 1 10 GA. A-36 5' X 10' 1 5 SHELL RING 2 10 GA. A-36 5' X 12' 2 6 SHELL RING 2 10 GA. A-36 5' X 10' 1 7 SHELL RING 3 10 GA. A-36 5' X 12' 2 8 SHELL RING 3 10 GA. A-36 5' X 10' 1 9 SHELL RING 4 10 GA. A-36 5' X 12' 2 10 SHELL RING 4 10 GA. A-36 5' X 10' 1 11 SPARGER PIPE 5" SCH. 40 PIPE S.S. (PER DETAIL 1/—) 1 12 SPARGER PIPE 5" 150# RFSO S.S. SINGLE FLANGE NOZZLE 1 13 SPARGER PIPE CAP 3/16" S.S. PLATE 5.5"0 1 14 SPARGER PIPE 1/4" X 2" FLAT X 11" 6 15 - SPARGER PIPE 1/4" X 2" FLAT X 4" 6 16 SPARGER PIPE C4 CHANNEL X 5 7/8" LONG 3 17 LOAD/OFFLOAD LIFT LUGS - EQUALLY SPACED (PER DETAIL 3/-) 4 18 DECK MANWAY 20" DIA. W/ HINGED COVER & LOCKING HASP 1 19 DECK WATER FILL 1" FNPT FULL MAKE-UP COUPLING (INLET) 1 20 DECK VENT 6" MUSHROOM CAP VENT 1 21 OVERFLOW 2" FNPT HALF COUPLING (OVERFLOW) 1 22 SHELL 24" SIDESHELL MANWAY W/ BOLT ON COVER 1 23 ANCHORAGE ANCHOR CHAIRS — EQUALLY SPACED (PER DETAIL 2/—) 10 24 OVERFLOW 3" HALF COUPLING (OVERFLOW) 1 25 LLI LIQUID LEVEL INDICATOR (REV. TARGET BOARD) 1 26 SPARGER 90° LONG RADIUS ELBOW SCH.40 1 3/4' 0 ASTM A306, GR A, BENT COLD 1/4 1 1/4 � 8" 5' 6x6x1/4 PIL 8. __ f�TANK SHELL TANK SHEL m 5' LIFTING LUG NTS GENERAL NOTES: 1. ALL WELDS TO BE CONTINUOUS INSIDE AND OUT. 2. GRIND ALL WELDS SMOOTH, BUT NOT NECESSARILY FLUSH. CLEAN OF ALL SLAG, SPLATTER AND OTHER DEBRIS. 3. INTERIOR COATING OF FARBERTITE. 4. EXTERIOR COATING OF DURETHANE "WHITE" BOTTOM COATING: FARBERTITE & 10" BOTTOM RING. 5. TANK MATERIALS: SHEET STEEL PER ASTM A570, AND SHAPES PER ASTM A36. 6. TANK DESIGN PER 1997 UMC SECTION 1119 7. SEISMIC DESIGN PER 2007 CBC. TAIL GU: SHE 1, 2, 500 PSI: W/ #5@10 II ASTM A615:, 3' CLR FRII ANCHOR CHAT NTS MELD DEUIDL- a DE B7 7/8'0 THREADED ROD ADHESIVE INSIDE A 1'0 12' MIN HAMMER DRILLED HOLE, INSTALLED IN ACCORDANCE WITH RECOMMENDATIONS IN ES REPORT -2322 ISSUED 11/1/07, PERIODIC SPECIAL INSPECTION REQUIRED PER 2007 CBC. TANK SHELL �TEdD DEUL%ord- NTS NTS SHELL TO BOTTOM HEAD SHELL TO SHELL TANK SHELL. _ TANK SHELL 7ANIC SHELL TANK SHEL I�MEdD DE4Laad�c� 1j2a_� u 1 y -L ✓2 Fo( , t—Ir=- e NTS SHELL TO TOP HEAD TANK SHELL CONE KELLD 1oE7%Dl-D MELD DEulalL-E MELD DE4LaDoAp NTS SHELL TO SHELL, NTS SHELL TO SHELL NTS Ft)4� -- OZZq- CONE CLOSURE •��, r - BUT t�°},- ,��uNTY S�1IUD 11VISION F- 4-1 11,750 GAL. AMMONIA DIFFUSION TANK SCALE: XXXXX APPROVED BY: DRAWN BY:.9� DATE: 01-06-09 ENGINEERING: MAAD09001 REVISED: FOR: B & W REFRIGERATION THE DANIELSON COMPANY BH TANK 601 NOBLE STREET DRAWING NUMBER: c4. 93637 1020-0106 � INCORPORATED PH. • 559-662-0600 A BlueScope Water Company 2411 Dia Manway Ob -065R] 1/28/2009 12:41:54 PM 1 \I I I 1 \ \ I \ 2 RI 151_nll �ELCCR FLAN RI (SGALE: 1/1611 = 11-0I9 VENT LINE FROM REFRIGERATION IEGUIPMENT RELIEF VALVES DETERMINED BY OWNER'S ENGINEER :K .Y Z TANKS. -O" TALL. 122 LB5. TING WEIGHT: NATPR TO AMMONIA TANK SETA I L (5GALE: NONE) NOTE (PER UNIFORM MECHANICAL CODE), AT LEA51f ONE(I) GALLON (379mL) OF FRESH WATER SHALL BE PROVIDEID FOR EACH POUND (4548) OF AMMONIA IN THE SYSTEM. THE WATER USED SHALL BE PREVENTED FROM FREEING WITHOUT THE USE OF SALT OR CHEMICALS. THE TANK SHALL BE SUBSTANTIALLY CONSTRUCTED OF NOT LESS THAN I/8 -INCH OR No. IO M.S.G (2.52mm) STEEL. THE HORIZONTAL DIMENSIONS OF THE TANK SHALL BE EQUAL TO OR LE55 THAN ONE: HALF OF THE HEIGHT. BUTT COUNTY ERUILDING, DIVISION APPROVED No. Revision Li THE DESIGN AND INFORMATION CONTAINED ON THIS DRAWING(S) IS THE EXCLUSIVE PROPERTY OF B&W REFRIGERATION, INC. NO PORTION CAN BE REPRODUCED OR COPIED IN ANY FORM OR BY ANY MEANS, OR OTHERWISE DISCLOSED TO THIRD PARTIES WITHOUT THE EXPRESS WRITTEN PERMISSION OF B&W REFRIGERATION, INC. DANIEL BIBIOF �L U0 00 z 00 < C/ ~O r � 2 0) 0 U � � �0 � � w� �LLj � 0 Jw�'0 000 THE DESIGN AND INFORMATION CONTAINED ON THIS DRAWING(S) IS THE EXCLUSIVE PROPERTY OF B&W REFRIGERATION, INC. NO PORTION CAN BE REPRODUCED OR COPIED IN ANY FORM OR BY ANY MEANS, OR OTHERWISE DISCLOSED TO THIRD PARTIES WITHOUT THE EXPRESS WRITTEN PERMISSION OF B&W REFRIGERATION, INC. DANIEL BIBIOF o U0 00 z 00 a Lo uUDray: Sheets r � 2 0) 0 U � � z� � � w� �LLj � 0 Jw�'0 000 W �°o z J o"N U Q �Uo�O y U ,n O r THE DESIGN AND INFORMATION CONTAINED ON THIS DRAWING(S) IS THE EXCLUSIVE PROPERTY OF B&W REFRIGERATION, INC. NO PORTION CAN BE REPRODUCED OR COPIED IN ANY FORM OR BY ANY MEANS, OR OTHERWISE DISCLOSED TO THIRD PARTIES WITHOUT THE EXPRESS WRITTEN PERMISSION OF B&W REFRIGERATION, INC. DANIEL BIBIOF o U0 00 Scale: 00 Job No: 08-065 Lo uUDray: Sheets r � 0) � � a � � �LLj � X Q Z O U J O Of 4 Q ,n O r Q fr `—� Z L00 L L=J �J U W v J Q o �� nI w CO M Q N Z r W r) (n � 5U L`3 O Z ' L0 V) X N0 L THE DESIGN AND INFORMATION CONTAINED ON THIS DRAWING(S) IS THE EXCLUSIVE PROPERTY OF B&W REFRIGERATION, INC. NO PORTION CAN BE REPRODUCED OR COPIED IN ANY FORM OR BY ANY MEANS, OR OTHERWISE DISCLOSED TO THIRD PARTIES WITHOUT THE EXPRESS WRITTEN PERMISSION OF B&W REFRIGERATION, INC. DANIEL BIBIOF Date: 1/27/Oa Scale: 1/16" = 1'-0" Job No: 08-065 Sheet Of I uUDray: Sheets THE DESIGN AND INFORMATION CONTAINED ON THIS DRAWING(S) IS THE EXCLUSIVE PROPERTY OF B&W REFRIGERATION, INC. NO PORTION CAN BE REPRODUCED OR COPIED IN ANY FORM OR BY ANY MEANS, OR OTHERWISE DISCLOSED TO THIRD PARTIES WITHOUT THE EXPRESS WRITTEN PERMISSION OF B&W REFRIGERATION, INC. CB )_ 25'-9" A A A A / I HAIRPIN TYP. a FTG. I 10'-0" TOTAL LENGTH I r — I I I A A / A A L CONCRETE SLAB PER NOTE 4-2 ON 4EET 5-1 W/ #3 AT 24" O.C. EA. WAY OR c6—W2.O x W2.0 AT CENTERLINE OF SLAB I CRACK CONTROL LOCATION (USE =TAIL 4), FINISH FLOOR ELEVATION AND WISH DETERMINED BY CONTRACTOR. ENVIRONMENTAL HEALTH DEC 15 2003 CHICO, CALIFORNIA FLOOR PLAN 1/81' = 1'-0" (DO NOT SCALE) FOR ANCHOR BOLT LOCATIONS SEE METAL BUILDING MFR. PLANS APPROVED Butte County amental Health Date �9� r i 1000 GAL. 5EPTIG TANK + 100 LIN, FT. OF LEACH LINE TO COUNTY OF BUTTE 5TANDARD5 <E>GOUNTY 5TANDARD TYP. EA. PARKING 5TALL GOMMERGIAL DRIVEWAY APPROACH PRIVATE ROAD EA5EMENT E�T<E)10,000 GAL. UNDERGROUND VENTED WATER —ROAD EASEMENT STORAGE W/APPROVED 2 1/2" VALVE FOR Tt� ✓' a FIRE DEPT. U515 SCI - �%�t—t '�� � — TRANSFORMER r =�—BUILDING 5ET15ACK LINE PAD --.' r f- M, NOR W A5r r - - ENVIRONMENTAL HEALTH CORNER of TKAI rFoPlJE9 FAP A55t,r lEV ELEV. low s , DEC4.:5-Z�93 NOTE: TH15 15 NOT A 51TE 5URVEY ALL DIMENSIONS ANE SITE LOGA7lON5 SHOULD Mfr_ 6cRiFIED DY OHIi�,ALl�'!' U !�j/l 1< 1. -'—i— �'' GONTRAGTOR PRIDR,'TO GON5TRUGTION x ! ��`� J. 73 � 5I1"E PLAN TrY�, e �,-�1 L--= X,T . L ALL= r-30 w LOCAT I ON MAS V I I N 1 TY MAS N.T.5. N N.T.5. 50L"ATE AVE � 0pliC-C rROJECTNi AD LOGATION I REVISIONS BY . r i C�.�/IC�� �r GU-rTr GO. A•, CALIF. GIRT. of FOR'-. - TRY Rlnproved as �ubrnittsd n. pprrl;�:d vvit;. conditions ( 'f A, L P� �y 4 attar-,tle Stl•.dt. 9►- Atlo r EU x i �1 `$j F< CL I REVISIONS BY . r ( 'f A, L P� �y 4 �e 1 �1 CL 8. W O -Z A04. J x 0-9 Z Z 0E Q OL 0 0 Q U �Z Z W U) `W z to <t Q Date Scale SHOWN Drawn R.K. Job 462 Sheet 2 Of 1) Sheets � '7"_T;,f�'�", ,j�',7� . � - � . I., '1_-:11_C I '. "', .- ". 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