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HomeMy WebLinkAboutB14-1916•� . - , - `K.O.T.Y. +: ENGINEERING • , ` .• . • •-• (SINCE 1974) "FOR ALL YOUR ENGINEERING• NEEDS j _P.O.BOX 4390 • CHICO; CA '95927 VOICE: (530) 898-9810 • CELL: (530) 864.4942 FAX: (530)•230-2889 • E-mail: jerry@kotyengineering.com Website: www.kotyengineering.com August 24, 2014 - Philo Hunt, P.E., Plan Check Engineer ; c/o Butte County - Department of Development Services 7.County Center Drive' BUTTE .Oroville, California 95965 COUNTY SEP 0.2'2014 DEVELOPMENT SERVICES Re: Steel Frame Warehouse .625 Mt. Ida Road, Oroville,.CA 95966 kPN 079=360-005-000' PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR Y CffODE COMPLIANCE, i DATE' Dear Philo, ' L'am enclosing my calculations for a quick'verification of.the forces acting-on this structure that. , was built without the permit., It is anchored by 3/4 Dia ASTM A307 anchor bolts �to the foundation that is 24 inches wide. Foundation is 'reinforced by # 4 bars @• •12• inches per horiz6rital level. The structure is constructed as per original drawirigs and all zinc coated steel wire strand biacing is in place. Concrete is in excellent condition.'This structure is much smaller than average SFR and is grossly overdesigned using W8X28 steel columns. I: am also 'enclo`sirig site photographs' for your information. I hope that you will find it satisfactory: �'. Sincerely; '• �_, ., ;. ` • j `� -. '. QROFES-/�� ` Kof w C5 3c9� 8 CIVIX. �Y �a � Jerry Kotysan, P.E. s. ,. COMPREHENSIVE ENGINEER(NG,DESIGN;•ADDITIONS & CODE COMPLIANCE (INCLUDING ADA) •'' ALTERATIONS OF STRUCTURES •STRUCTURAL REPAIRS • LITIGATION SUPPORT • FEMA FLOOD ELEVATIO N CERTIFICATES ' -,47 . STRUCTURAL EVALUATION OF STEEL FRAME WAREHOUSE FOR BUM Jim Fowler COUNTY 625 Mt. Ida Road SEP 0 22014 Oroville, CA 95966 DEVELOPMENT APN 079-360-005-000 SERVICES PREPARED BY Jerry Kotysan, P.E. P.O. Box 4390 Chico, CA 95927 (530) 898-9810 �OeROFESS/p�� KOTys C5.8 39. EXP. CIVIC �PEOFC.AL`1FOQ`� REVISION 0 08/20/2014 Code: CBC 2013 ASCE 7-10 Materials: 3,000 psi Concrete Special Inspections: Not Required This structure is in excellent shape and very well built: This is opinion of this engineer that it can be accepted as approvable as per today's building Codes. i Converting Addresses to/from Latitude/Longitude/Altitude in One Step (G... Page 1 of 2 Converting Addresses to/from Latitude/Longitude/Altitude in One Step _ Stephen P. Morse, San Francisco ' Batch Mode (Forward) Batch Mode(Reverse) Batch Mode (Altitude) Deg/Min/Sec to Decimal Computing Distances Frequently Asked Questions My Other Webpages address 1625 Mt. Ida Road latitude city 10roville state ICA I Zip 195966 1 longitude above values must be in decimal with minus signs for south and west country United States v Determine Lat/Lon I Get Altitudes reset Determine Address reset LJ Access geocoder.us / geocoder.ca (takes a relatively long time) fromog_ogle latitudelongitude altitud decimal 139.485593 -121.481402 deg -min -sec 39° 29' 8.1348" 1210 28' 53.0472" from Ilatitude ongitude altitude ecim 139.485668 121.481972 eg-min-sec 39° 29' 8.4048" 121° 28' 55.0992" 625 Mt Ida Rd, Oroville, California 95966 from ma ues latitude longitude altitude decimal 139.485622 1-121.482322 deg -min -sec IF3970 29' 8.2392" 121° 28' 56.3592" 625 Mt Ida Rd, Oroville, CA 95966-9406 open street map failed to return a result x from Ilatitude longitude altitude http://www jewishgen.org/databases/stevemorse/jcal/latlonremote.php?cook... 8/22/2014 Converting Addresses to/from Latitude/Longitude/Altitude in One Step (G... Page 2 of 2 decimal 139.48469564361691-121.4821342173781�� deg -min -sec 39° 29'4.9043111[--12P2855.683211 625 MOUNT IDA CA 95966 rF, ' • • � y Q; T o p�,t Ida Rd • N, SaD ?, Q 4A :r Y y { nv m maP data 12014 0 W O � s s , 2900m, 14. ... 74� South OroaNle 1T18p�Ue8! ®20141U PQ �® a ®2014 TomTote Data presented here comes from the following websites: og_ogle. (all addresses) geocoder.ca. (US and Canadian addresses only) geocoder.us. (US addresses only) gpsvisualizer. (for altitudes) locatienet. (European addresses only) mapguest. (all addresses) openstreetmap. (all addresses) Data available under the open database license tamu (was usc). (US addresses only) virtual earth (all addresses) yahoo. (all addresses) © Stephen P. Morse, 2004 Step http://www jewishgen.org/databases/stevemorse/jcalAatlonremote.php?cook... 8/22/2014 Design Maps Detailed Report Page 1 of 6. Design Maps Detailed Report ASCE 7-10 Standard (39.485590N, 121.4814°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1") SS = 0.596 g From Figure 22-2 `23 S, = 0.257 g Section 11.4.2.— Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class vs N or Nom, su A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf ' E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >- 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 - For SI: lft/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m2 nup://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?template—gni... 8/22/2014 Design Maps Detailed Report Page 2 of 6 Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters S,50.10 S,=0.20 S,=0.30 S,=0.40 S,>!0.50 Table 11.4-1: Site Coefficient Fa 0.8 0.8 0.8 0.8 Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period 1.0 1.0 1.0 1.0 SS 5 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 0.596 g, Fe = 1.323 Table 11.4-2: Site Coefficient F, Site Class MaDDed MCE . Spectral Response Acceleration ParamPtar at 1 -r- Parind http://ehp2-earthquake.wr.usgs.gov/desigmnaps/us/report.php?template-mi... 8/22/2014 S,50.10 S,=0.20 S,=0.30 S,=0.40 S,>!0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3. D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 .2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and S, = 0.257'g, F. = 1.886 http://ehp2-earthquake.wr.usgs.gov/desigmnaps/us/report.php?template-mi... 8/22/2014 Design Maps Detailed Report Page 3 of 6 Equation (11.4-1): SMs = F.Ss = 1.323 x 0.596 = 0.789 g Equation (11.4-2): SM, = F,S, = 1.886 x 0.257 = 0.485 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDS - Z/ SMS - 2/ x 0.789 = 0.526 g Equation (11.4-4): SD1 = Z/ SM1 = 2/ x 0.485 = 0.323 g Section 11.4.5 — Design Response Spectrum From Figure 22-12 `33 T1 = 16 seconds Figure 11.4-1: Design Response Spectrum T<TO: S,=%3(0.4+0.6TITO) Sr=0.526 -- To 5 T S Ts: S. = S,, Ts<TSTL: S.=SD,IT T>T,: S,=S91T,/'P u Sol =0.323 -------------•--------- o a n H T� 0.123 T,, m 0 614 1.000 Period T (sed http://ehp2-earthquake.wr.usgs.gov/desigmnaps/us/report.php?template--mi... 8/22/2014 Design Maps Detailed Report Page 4 of 6 Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. f S.n = 0.789 n W T�, Period. TIsed http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?template--mi.... 8/22/2014 Design Maps Detailed Report • . Page 5 of 6 Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 14' PGA = 0.231 Equation (11.8-1): PGA, = F111APGA = 1.338 x 0.231 = 0.309 g Table 11.8-1: Site Coefficient F,c„ Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ PGA = PGA = PGA = _ PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.231 g, F,.„ = 1.338 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 `6' CRS 1.009 From Figure 22-18E63 . CRl = 1.041 r http://ehp2-earthquake.wr.usgs.gov/desigrunaps/us/report.php?template-gni... 8/22/2014 Design Maps Detailed Report Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter r VALUE OF Sps RISK CATEGORY I or II III IV Sps < 0.167g . A A A 0.167g 5 Sos < 0.33g B B C 0.33g <_ SDs < 0.50g C C D 0.50g 5 S's D D D rvr RISK a.aiegUry = i ana bDs = O.SZb g, seismic Design Category = D Tahle 11.6-i SPicmir r)acinn ratannni RMC0 i .,n i -r- De.i.,.4 Dei-....., e..,.,.i,._ 4: r, VALUE OF Sol RISK CATEGORY I or II III IV Sm < 0.067g A A A 0.067g <_ Sol < 0.133g B B C 0.133g 5 Sol < 0.20g C C D 0.20g 5 So, D D D ror KisK category = i ana Sol =U.323 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Page 6 of 6 Seismic Design Category - "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-i. pdf 2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: http://earthouake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 12.pdf 4. Figure 22-7: http://earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7. pdf 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 17. pdf 6. Figure 22-I8: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 18.pdf http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?template--mi.-.. 8/22/2014 Response Spectral Acc. (0.2 sec) Ss = 59:60%g = 0.5968 Figure 22-1 through 22-14 Response Spectral Acc.( 1,0 sec) S, = 25.70%g = 0.257g Figure 22-1 through 22-14 ° Soil Site Class Table 20-3-1, Default = D - Site Coefficient Fe = 1.323 Table 11.4-1 Site Coefficient F. 1.886 Table 11.4-2 Max Considered Earthquake Acc. SMs = Fa -Ss = 0.789' (11.4-1) Max Considered Earthquake Acc. SM1= F,,.S, = 0.485 (11.4-2). @ 5% Damped Design SDS = 2/3(SMS) = 0.526 - (11.4-3) S01 = 2/3(SMI) = 0.323 (11.4-4) Building Occupancy Categoriesl 11, Standard Jable 1-1 Design Category Consideration: ReAble Diaphragm with dist. between seismic resisting system >40ft . Seismic Design Category for 0.1sec D Table 11.6-1 Seismic Design Category for 1.0sec D Table 11.6-2 S1 <.75g NA Section 11.6 Since Ta .< .8Ts (see below)i SDC = D Control (exception of Section 11.6 does not apply) Comply with Seismic Design Category D IRC, Seismic Design Category = Do T"11301.2.2.1.1 12.8 Equivalent lateral force procedure B. BUILDING FRAME SYSTEMS- T -12.2 - Seismic Force Resisting Systems 14. Ordinary'steel concentrically braced frames Ct = 0.02: x = 0.75 T-12.8-2 Building ht. Hn = 1.7 ft Limited Building Height (ft) = 35j Cu = 1.400 for SD, of 0.323g Table 12.8-1 Approx Fundamental period, Ta = Ct(h„)" = 0.167 12.8-7 TL= 16.000 Sec Calculated'T shall not exceed <_ Cu.Ta = 0.234 Use T=10.234 sec. 0.8Ts = 0.8(SD1/SDS) = 0.49.2 Control (exception of Section 11.6 does not apply) Is Regular Yes - structure &:5.5 stories . 12.8.1.3 Response Spectral Acc.( 0.2 sec) Ss = 0.5968 Max St:5 1.5g Fa = 1.32 @ 5% Damped Design SOS = %(Fa.Ss) = 0.526g ". (11.4-3) Response Modification Coef. R = 3.25 _ Table -12:2-1 Over Strength Factor n. = 2 foot note g Importance factor I = 1 Table 11.5-1 Seismic Base Shear V = CS W Cr =0.162; . (12.8-2) R/I or need not to exceed, Cs = SD7 = 0:424 For T5 TL (12.8=3) . or Cs =T- �1� T� N/A For T > TL (12.8-4) Cs shall not be less than = 0.01 (12.8-5) Min CS = 0.5S,1/R N/A For S, a 0.6g : (12.8-6) Use CS = 0.162 Design base shear V = 0.162W Control T-12.14 . 12.14 Simplified Seismic base shear14. Light -framed walls with shear panels of all other materials @ 5% Damped Design SOS = 0.526 SDC = D Limitations: R F= 1.1 For two-story building R= 2 V = FSDs(W) - =,0.289 W R /X, / GCS �. JOB: - Mt. Ida Metal Frame JOB NO: 1345 PAGE: 1 DATE: 8/22/2014 :'K.O.T Y ENGINEERING .(SINCE 1974) FOR :A:LL YOUR ENGINEERING -NEEDS" Rb.iOX 4300-- CHICO; CA. 95927 VOICE. (530)898-9810 o,CELL :(530)864-4942 FAX:�(530) 2302889 • E-mail �erryC�.:kgtyengineering' com Website: www.kotyengineering.com. IV h�'"� _�. •_., .�.._ . __ _ . �_ -- ..__ r � \ t `` F 1. 1 `� ' � I N ,,Rvpp -T `11 a a SITE PLAN Butte County Departmentof Development Services PERMIT CENTER 7 County Center Drive, Oroville, Ck 95965 Main Phone (530) 538-7601 Fax (530) 538-7785 %"N­.v.buttecounty.net/dds - Assessor's Parcel Number: U Fz1'N — F31 0 [a — 0 a 161 .SMT. �/'l T X dA FORM NO BUTTE ('®LINTY DBP -3 APR 06 2015' UEVELOPMENT SERVICES. Permit #: 140 9. j MAS --Ri im PERMIT JiG BUTTE COUNTY DEVELOPMENT SERVICES \y REVIEWED FOR- CODE- COMPLIANCE. DATE BY Owner Name; 4 e)l- �Z 22 75 42 Scale 10Tr Address / Phone. zW77 0 CO. Site Location. Contact Name: Phone: 0- T— 4 4,6 C., V K:\NEW_WEBSITE\Building\Building Forms& Documents\20 1 4\20 14 Forms Co nip leted\DB P\DB P -03—S i te—P Ian_Paper_R.EV'D_8.13.14_AKM. doc Pacre 1 of 1 B U TTE - ('O11NTY . APR•0.6 2015 DEVELOP.MPNT- WWW. buttecounty.neU' dds�� . SERVICES �. 4, X _ , SITE PLAN Assesser's Parcel Number: F CZ E �-- 51 ®� °°- = � -'®' • Permit #: „f�i -Iglu - _- Contact Name: 41 _• _ ... Phone: COMPLY WITH CALlFORNL4 Butte County Department of Development Services ' , - � Provide separate p grounding conductor ` 1ELECTRICAL CODE— ARTJCLE.110 PERMIT -CENTER , - r from main electric service panel'to REQUIREMENTS FOR ELECTRICAL .; EQUIPMENT 7 County Center.Drive, Oroville, CA 95965". + remote structures and remote subpanels INSTALLATIONS Main Phone (530) 538-7601 Fax (530) 538-7785 tx4 '• CEC Art. 250.32(D) B U TTE - ('O11NTY . APR•0.6 2015 DEVELOP.MPNT- WWW. buttecounty.neU' dds�� . SERVICES �. 4, X _ , SITE PLAN Assesser's Parcel Number: F CZ E �-- 51 ®� °°- = � -'®' • Permit #: „f�i -Iglu _ - i Contact Name: � ^ 2.4,74. ,� _• _ ... Phone: .s 3J• 03- Site Plan Paper_ REV'D_ 8.13.14_AKM.doc ' —y,=- 3 r — tPagelofl ..,- , - A 1 -4, 16)911119'116�x , -a �= w ^ •?_. •gyp � ' { f { • , LANDINGS AT DDofiS 1SHALL • COCA?LY WITH 2013 CBC SECTIONS 4 . a ' D ;oYoq,:L�-s� t - J • { Dwellint;W,,i0i,: ,,.0C SECTIONS 311.3 3, •-i COMPLY WITH CALIFORJ9/l4 �OdR . ELECif�ICL t ODE-A1RTICLE250 .. REQUIREMENTS -FOR GROUNDING _ - .,, •s " _ , Contact Name: � ^ 2.4,74. ,� _• _ ... Phone: 3J• 03- Site Plan Paper_ REV'D_ 8.13.14_AKM.doc ' —y,=- 3 r — tPagelofl ..,- , - A -4, 16)911119'116�x �= :nr. •?_. •gyp � �' ;�; . - 7 LANDINGS AT DDofiS 1SHALL ' COCA?LY WITH 2013 CBC SECTIONS 4 . a ' D ;oYoq,:L�-s� 3 - 11008.1 5''t00` i fi ft a+r 5��,1�.8;& 1010:7'orfor Dwellint;W,,i0i,: ,,.0C SECTIONS 311.3 3, 1311.7.6 COMPLY WITH CALIFORJ9/l4 �OdR . ELECif�ICL t ODE-A1RTICLE250 REQUIREMENTS -FOR GROUNDING r! _ `u ' I ` ND BONDING — G Jia✓ C V -2Y CORS PaT�% „- 30/9• Ml �' _ - . • � {; - - - - . 1- Doan o ;�'�r/ca4 - d�"r� '•--• Gi�.� dr ' -4t4 p ENT SERVICES �7;a7)o q PERMIT #BUTT0 BEVELgood ��® FOR COMPLY WITH CALIFORNL4 ELECTRICAL 1 'Label circuit breaker(si, '. ? ' RE�'E �,LIANCE C( CODE—for wiring methods— secure onductors and conduit per•all applicable .] . -, I onnectl ., X td�3r .$), fuS�(S),SWigch(es) and "�:, *rs ®E r �y/i./ BY =�� r whee awi iquirements as required bythe 2013 CEG fors,`aidEry i _• i ��i �i �' Specific ofwiringw1J1 'locai and .Orequip _ QV1/ner Name' Address J Phone: Site Location: _ - .,, •s " _ , Contact Name: � ^ 2.4,74. ,� _• _ ... Phone: KANEW WEBSITE\Building\Building Forms & Documents\2014\201:4 Forms - Completed�DBP\DBP 03- Site Plan Paper_ REV'D_ 8.13.14_AKM.doc ' —y,=- r — tPagelofl ..,- , - 9 Ii BUTTE, ESS/ FESS/i COUNTY SEP 0 2*2014 ���`� Korys92y2 DEVELOPMENT SERVICES, f trMi. PERMIT BUTTE COD EJEL kWICES 'M &E - CODE C MFLIANUt DATE BY J 70013th Avenue. S.E. • ND 5840-1. (701) 252-7390 F Ole R! R �4, CONSTRUCTION NOTE: '.-THESE PLAINS ARE THE FINAL COMPLETED -DRAWINGS AND ARE TO BE USED FOR THE ':E:14ECTION OF THIS BUILDING._ L s NOTICE TO BUYER,' SUNWARD CORPORATION ONLY SUPPLIES BUILDING MATERIALS MANUFACTURED BY SUNWARD -CORPORATION. YOUR DEALER IS INDEP8NDENT AND NOT Rf :16Azz A CONTRACTOR OR AGENT OF SUNWARD CORPORATION. INSULATION, ERECTION, OVERHEAD DOORS, ETC:;ARE NOT THE RESPONSIBILITY OF SUNWARD CORPORATION. C1 Cl Y A83 X -BRACE THIS BAY' AB3 3-11/2 AB3 ®® AB3 S1 0 _ r 1 I z " AB3 CD IM W U 3 ®® A133 S1KI 3-11/2 0 AB3. N A133 X -BRACE THIS BAY AB3 o � o 5'h 17-8 17-8 5�f2 2 3 ' 36-3 OUT'/ OUT SIDEWALL CONCRETE BUTTE COUNT ANCHOR B0LT SETTING PLAN BUILDING DIVISION (FOR REACTIONS AND DETAILS SEE A2, A3, AND A4 OF 4)AP �® AB- DENOTES ANCHOR BOLT SIZE; O DENOTES ANCHOR. BOLT DETAIL SUNWARD CC Buyer : LANDERHOLM C ' Cust. JIM & MARILIT Descr.: 24X36X10 2.0( Site OROVILLE, CA Scale NONE P.O. 012152 ' E I w e w .. U Z 0 - U J Q o Z w O. O N C1 Cl Y A83 X -BRACE THIS BAY' AB3 3-11/2 AB3 ®® AB3 S1 0 _ r 1 I z " AB3 CD IM W U 3 ®® A133 S1KI 3-11/2 0 AB3. N A133 X -BRACE THIS BAY AB3 o � o 5'h 17-8 17-8 5�f2 2 3 ' 36-3 OUT'/ OUT SIDEWALL CONCRETE BUTTE COUNT ANCHOR B0LT SETTING PLAN BUILDING DIVISION (FOR REACTIONS AND DETAILS SEE A2, A3, AND A4 OF 4)AP �® AB- DENOTES ANCHOR BOLT SIZE; O DENOTES ANCHOR. BOLT DETAIL SUNWARD CC Buyer : LANDERHOLM C ' Cust. JIM & MARILIT Descr.: 24X36X10 2.0( Site OROVILLE, CA Scale NONE P.O. 012152 ' E WALKDOOR ANCHOR BOLT DETAIL 1) FIELD LOCATED BY OWNER. 2) USE 1/2" 0 x 3-3/4" EXPANDED ANCHORS OR EQUAL, MINIMUM EMBEDMENT 2-1/4 DOOR SIZE 3070 4070 6070 W 2-3/4" X 3'-1 1/2" 4'1—<'1h412 6' Y 3'-7" 4'-7" 6'-7" M DETAIL 0 3/4" 0 (TYP) ANCHOR BOLTS 4" 5t�z'• BASE: 6" x 8" VERIFY LENGTH AND WIDTH DIMENSIONS CHECK YOUR ANCHOR BOLT SETTING PLANS TO MAKE CERTAIN . THAT THE DIMENSIONS LISTED AGREE WITH THE DIMENSIONS ON YOUR CONTRACT SHEETING NOTCH OMIT AT DOOR OPENING AND AS SHOWN ON ANCHOR BOLT SETTING PLAN. 11/2" Q ° .0 0 ° ° 4 0 o Q ° ° 0 o - • I I � 1 1/2" I o O 1 t�" 1. SIDEWALL S1 * SEE ANCHOR BOLT SETTING PLAN FOR ANCHOR BOLT DIAMETER z O~ r O Z .• o a O 0 TYP) a ANCHOR. BOLTS 0 2- z 5t/2" -y4" 0 (TYP) ANCHOR BOLTS SIDEWALL C1 BASE: 6" x 8" ACCESSORY SCHEDULE GENERAL NOTES 1. THIS BUILDING IS DESIGNED FOR THE FOLLOWING LOADS IN ACCORDANCE WITH THE 1991 UBC BUILDING CODE. ROOF LL = 20.00 psf WIND LOAD = 90.00 mph or psf EXPOSURE B COLLATERAL LOAD = 0.00 psf SEISMIC ZONE = 3 CRANE = N/A TYPE N/A MEZZANINE LOAD: LL = N/A psf DL = N/A psf 2. ANCHOR BOLTS AND ANY OTHER ITEMS EMBEDDED IN CONCRETE, INCLUDING ALL MASONRY FASTENERS AND ANCHORS, ARE NOT BY SUNWARD. 3. FOUNDATION DESIGN OR ANY OTHER CONCRETE DESIGN WORK IS NOT BY SUNWARD (CONSULT A LOCAL ENGINEER FOR THE DESIGN OF FOUNDATION AND CONCRETE WORK). 4.. BASE PLATES ARE DESIGNED ASSUMING CONCRETE HAS A MINIMUM STRENGTH OF 2500 psi AT 28 DAYS. 5. BASE PLATES SIZES ARE 3" x 8" UNLESS NOTED. 6. ALL REACTIONS ARE GIVEN IN KIPS (1000 LBS). MATERIAL SPECIFICATIONS 1. GIRTS, PURLINS, AND EAVE STRUTS: ASTM A570, GRADE 55. 2. 11 GA. AND 7 GA. WEB PLATE: ASTM A570, GRADE 50. 3. 0.25 AND GREATER WEB PLATE: ASTM A572, GRADE 50. 4. BAR STOCK: ASTM A529, GRADE 50. 5. SHEETING: ASTM A446, GRADE "E" 80,000 psi. 6. TRIM: - ASTM A446, GRADE "D" 50,000 psi. 7. BRACING: EHS ZINC COATED STEEL WIRE STRAND CONFORMING TO: ASTM A475 -72a. 8. ANCHOR BOLT. ASTM A307 OR A36 ROD MATERIAL. 9. HIGH STRENGTH BOLTS: ASTM A325 (USED WHERE SPECIFIED ON DRAWINGS). ASTM A325 BOLTS ARE DESIGNED AS BEARING TYPE CONNECTIONS AND THREADS ARE INCLUDED IN THE SHEAR PLANE IN THE DESIGN OF THESE BOLTS. SUNWARD CORPORATION Buyer : LANDERHOLM CONST. Drawn By:bShL Cust. :. JIM & MARILYN FOWLER -S-Ii -99 Descr.: 24X36X10 2.00 :12 Check By: F5 Site OROVILLE, CA Scale NONE P.O. G12152 SHEET NO. AZ OF 3 REACTIONS FOR WIND LOAD •(DUE TO X -BRACING) COL. LINES) FRAME LINES H (+-) V (+-) ®& �.3 O O R. COL: 5. 00 X 9. 00 X 3/8" 2 3/4" 0 A.B.'S NOTES: 1. THE POSITIVE DIRECTIONS FOR THE FRAME COLUMN REACTIONS ARE ����COUNTY - HORIZONTAL - INWARD DIRECTION TO THE -I3UOLDIIVG ®I1/ISI®I� BUILDING. VERTICAL - UPWARD DIRECTION. ; •. ®� 2. FORCES ON FOUNDATION WILL ACT IN THE - OPPOSITE DI RECTION TO THE DIRECTION - OF THE COLUMN REACTIONS ENDWALL 'COLUMN REACTIONS F R A M E R.E A C T I O N S ANCHOR BOLT SCHEDULE SUNWARD CORPORATION Buyer.:. LANDERHOLM CONST. Drawn By:±jV Cust. : JIM & MARILYN FOWLER 5-11-q5 _--_-___-_-_-_-_-_--__-_-_-_- LEFT EH= 10._000 (FT) LEFT RS: 2. 000 /1 2 2.00 :12 Check By: F5 Site OROVILLE, FRAME LINE 1O NONE MARK QTY. DIA. LEN. A B -C ` PROJ. RIGHT EH= 10.000 ( FT) RIGHT RS: 2.000 /12 SHEET NO. R3 OF _ DISTANCE TO PEAK FROM LEFT SIDE: 12.'000 (FT-) --47yr AB3 18 YC'V-51/2" 1'-3" 21 2" DL + LL DL + WL L--------- ;----P--------------R 1 COL•. V H 24.0 4 334 EXPANDED ANCHOR OR EQUAL LINE - V HL I HR AO O. Lo --->B B<--- ^ A-307 C .. ANCHOR BOLT I p 3. o$ o.N9 - . 38 _ MIN. 3.08 o -Y9 -I.77 VL . VR FRAME LI NES' (G1 21 52 #1 ) : 2 r .' FRAME LINE O -------------------------------------------------- BUILDING COLUMN REACTIONS (KIPS) NUT LOADS ------------ ----------- -- - ---- E b. 95 > 0-1-7 - 0.58 HL VL HR --------------- -----------�----- --- _LL--- , VR � I --- -� � A - 3 •;; S 0.4-7 - r _ 9 3 + DL 0.20 0. 81 0.20 0 81 A o . 4 $ o. Z7 -'o $ 8 1. 18 4. 32 1.18 4.32 WL L -3. 21 -5. 18 1 0. 54 ' -3. 15 ' WL R 0. 54 -3. 15 1 -3. 21 --5.18 , S E I L -0. 14 -0. 11 1 0. 14 0. 11 I SEI R 0. 14 0. 11 -0. 14 -o. 11 - COMB # 1 1.38 5. 1 3 1 . 38 5.13 COMB # 2 -3. 02 -4.37 0.74 -2.34 = ' COMB # 3 0.05 0.71 0.34 0.92 COMB # 4 0.-34 0. 92 0. 05 I 0. 71 NOTE:LOAD COMBINATIONS LISTED ARE NOT COMPLETE FOR T FOUNDATION DESIGN. IT MAY CONTROL BY DOING ` ADDITIONAL COMBINATIONS OTHER THAN LISTED. LOAD COMBINATIONS: ---------------- COMB #.l--> 1.00 X(DL+ LL) COMB # 2--> 1.00 X DL+ WLL) COMB # 3--> 1.00 X DL+ SEI L) , COMB # 4--> 1 . 00 X( DL+ SEI R) t BASE PLATE SUMMARY: `. L. COL: 5. 00 X 9.00 X 3/8" ( 2) 3/4" 0 A.B.'S REACTIONS FOR WIND LOAD •(DUE TO X -BRACING) COL. LINES) FRAME LINES H (+-) V (+-) ®& �.3 O O R. COL: 5. 00 X 9. 00 X 3/8" 2 3/4" 0 A.B.'S NOTES: 1. THE POSITIVE DIRECTIONS FOR THE FRAME COLUMN REACTIONS ARE ����COUNTY - HORIZONTAL - INWARD DIRECTION TO THE -I3UOLDIIVG ®I1/ISI®I� BUILDING. VERTICAL - UPWARD DIRECTION. ; •. ®� 2. FORCES ON FOUNDATION WILL ACT IN THE - OPPOSITE DI RECTION TO THE DIRECTION - OF THE COLUMN REACTIONS ®m SUNWARD CORPORATION Buyer.:. LANDERHOLM CONST. Drawn By:±jV Cust. : JIM & MARILYN FOWLER 5-11-q5 Descr.: 24X36X10 2.00 :12 Check By: F5 Site OROVILLE, CA 65 Scale NONE P.O. : G12152 SHEET NO. R3 OF r ®m SUNWARD CORPORATION Buyer.:. LANDERHOLM CONST. Drawn By:±jV Cust. : JIM & MARILYN FOWLER 5-11-q5 Descr.: 24X36X10 2.00 :12 Check By: F5 Site OROVILLE, CA 65 Scale NONE P.O. : G12152 SHEET NO. R3 OF Uj G-1 c-1 - E -- - -- - o > 5-0 FC -52 G8�\ SC+e` FC -52 - w P-1 (TYP P-1 (TYP) w 5 BA -10 TYP IC 0 U Li IERECTION FOR GABLE BRACING REQUIREMEN . _ _ ? RB - v DETAILS SEE G Z - o FOR FRAMING DETAILS SEE G3 4 17-8 17-8 4 '- = r a RB - I --2-0 GIRT LAP. 1 2 - FC -94 AT END OF EACH 36-0 OUT OUT RED STEEL P-1 TYP CABLE TO CORNER COLUMN. -- of �� P-1 TYP CC -1 C-1 CC -2 a W N N SC8C16 SC8C16 ELEVATION AT .COL. LTNE A ES -,L ES -2R • ERECT ON REQUIREMENTS FOR CABLE BRACING 4 17-8' 17-8 DETAILS SEE G2- FOR FRAMING DETAILS SEE G3 1(D 3 2-0 PURLIN LAP. . 36-0 OUT OUT RED STEEL .. 4 CC -1 C-1 CC -2 SC8C16 SC8C16 Q ELEVATION AT COL. LINE E '. SUNWARD CORPORATION - Buyer : LANDERHOLM CONST. Drawn By: LW Cust. JIM & MARILYN FOWLER -5-11-9E Descr.: 24X36X10 2.00 :12 Check By: KP SiteOROVILLE, CA ' Scale NONE - P.O. : G12152 SHEET NO. E I OFy U -w j ES -1L ES -1:R r" ROOF FRAMING PLAN, - r- AL-13L Ai. -13R � • 0 5-0 �• of W G-1 G-1 oFC-51 a 5-0 FC -52 SGB ` SCe�1 FC -51 FC -52 BU TECOUN TY . W BA -10 (TYP - BUILDING DIVISION EREC I M S � = �®�, D APPROVED FOR CABLE BRACING W " DETAILS SEE G Z FOR FRAMING DETAILS SEE G-5 4 • 17-8 17-8 4 2-0 GIRT ,LAP... 3 2 1 f FC -94 AT END 0;: _;.AGN TO COLUMN. 36-0 OUT /OUT RED STEEL r ` CABLE CORNER .. 4 CC -1 C-1 CC -2 SC8C16 SC8C16 Q ELEVATION AT COL. LINE E '. SUNWARD CORPORATION - Buyer : LANDERHOLM CONST. Drawn By: LW Cust. JIM & MARILYN FOWLER -5-11-9E Descr.: 24X36X10 2.00 :12 Check By: KP SiteOROVILLE, CA ' Scale NONE - P.O. : G12152 SHEET NO. E I OFy " tO I °' 1o'h6 12.00 2.00 GL_.Z_ CL- FC -58 ER -1 ER -1 FC -58 FC -166 SCBC14 SC8C14 FC -166 FC -57 FC -57 5-0 ,I 1 - - - -DH-1 - - - Ircli 0 W 2 a5-0 BA -10 rn I 1 I i , w (TYP) I 1 C ] C ] IERECTION REQUIREMENTS (2)FC-50 AT EACH CORNER COLUMN BASE. FC -4 AT END OF EVERY 9 3-3 16-0 3-3 9 GIRT AT OPEN SIDE OF E B CORNER COLUMNS. FC -60, FC -64 AND FC -61 .24-0 OUT OUT RED STEEL AT RAFTER PEAK SPLICE. CC-?- EC -1 EC -1 CC -1 FOR ENDWALL DETAILS AND SC8C16 SC8C16 SC8C16 SC8C16 BOLT REQUIREMENTS SEE GI FOR - O.H. F.O. DETAILS SEE GN ELEVATION AT - FRAME TFRAME LINE 1 C 5-0 . w I BA -10 (TYR) 1 C ] ] FERECTION TS (2)FC-50 AT EACH ENDWALL m COLUMN BASE. • r to CD I NI r� FC -4 AT END OF EVERY' 9 ry �.10�A6 12.00 , GIRT AT OPEN SIDE OF 12.0-0 COLUMNS. 0100 _ . r E24-0 OUT / OUT RED STEEL + FC- 58 2 � � U_ ER -2 FC -58 ' RAFTER PEAK SPLI E. FC=165 SC8C14 .' .,FOR ENDWALL DETAILS AND SC8C14., FC -165 BOLT REQUIREMENTS SEE GI FC -57 FRAME LINE 3 FC -57 t ' • c=9 -5-0 BUILDING DIVISION ,I 0V D ' Ir w I G-4 I G- 3 -.1 -' SUNWARD CORPORAT: 5-0 . w I BA -10 (TYR) 1 C ] ] FERECTION TS (2)FC-50 AT EACH ENDWALL COLUMN BASE. FC -4 AT END OF EVERY' 9 11-3 11-3 9 GIRT AT OPEN SIDE OF COLUMNS. C E FC -7 AT END OF EVERY GIRT AT WEB SIDE OF E24-0 OUT / OUT RED STEEL COLUMNS. CC -72 EC -2 -CC-1 FC -60 AND FC -64, FC-9'3AT SC8C16 SC8C16 SC8C16 ' RAFTER PEAK SPLI E. .,FOR ENDWALL DETAILS AND ELEVATION A T BOLT REQUIREMENTS SEE GI FRAME LINE 3 • BUTTE COUNTY BUILDING DIVISION r 0V D SUNWARD CORPORAT: Buyer : LANDERHOLM CONST. Drc Cust..;z JIM & MARILYN FOWLER _ D.es&:. 24X36 X10 2.00 :12 Ch. } Site OROVILLE, CA _ Scale NONE P.O. G12152 SHEET NO SCHEDULE OF ACCESSORIES ; NO. .RE D DESCRIPTION' LOCATION +^ 3—•4 X 7— 2 FRAMED OPENING .' s •» {a_:.. 1 FOR 3070 WALKDOOR FIELD • rt*� .� f r' _ 1 16— 0 X 9— 0 FRAMED OPENING W FULL TRIM t t �� :K ` 5•• ,'•, T PANELS AS REQ D,. • •r�AT GABLE '', �`� r . - ELEVATION AT COL. LINE ' , x F!' , BEGIN SHEETING STARTING . __ j , i'•••"�_ i .` * +r .4 . r re. . .t •„ PBC -2 t fi ' CENTERLINE OF HI—RIB 4 �' _ ' . �• , . AT 'STEEL LINE. Ir , c iii SNP -1S r .p w �* ;: + •s .' �� STG_144 ' : r FOR TRIM DETAILS' SEE . G S X f.� ' tr.+ :.:. �) STG-144 ,`'r ROOF . �P•LAN, I -. FOR SCREW PATTERNS SEE G7' { • E.— FR AM E LI N r '•� •J N I I -W N i•� f •• •y '1e�4 r 3 3 W W W N � ire A.+ .r:S�r •3 k W Wt` -------- --- • --- ---- ---- --- cli v ------------ (3) S 1 t} f , . ' ' " `ERECTION REQUIREMENTS] • TCO y PBC -2 (2)FTC-10 0 • o w' �' SNP -1S '' "BEGIN' SHEETING STARTING ~ �' w or w ' �.. •• ° + , -CENTERLINE"OF HI=RIB : • 3. `.' ,r•, k i '. ` e + l> STG-144 I. W • AT STEEL LINE. _ T i )STG_144 EREC EMENTS •' •> w I W y zy: tar, • `, -_ -- BEGIN SHEETING STARTING ' �' I N . r v SCHEDULE OF ACCESSORIES ; NO. .RE D DESCRIPTION' LOCATION +^ 3—•4 X 7— 2 FRAMED OPENING .' s •» {a_:.. 1 FOR 3070 WALKDOOR FIELD • rt*� .� f r' _ 1 16— 0 X 9— 0 FRAMED OPENING W FULL TRIM FOR SCREW PATTERNS SEE G1 �' .' k�%: t t �� :K ` 5•• ,'•, T PANELS AS REQ D,. • •r�AT GABLE '', �`� r . - ELEVATION AT COL. LINE ' , x F!' , BEGIN SHEETING STARTING . __ j , i'•••"�_ i .` * +r .4 . r re. . .t •„ PBC -2 t fi CENTERLINE OF HI—RIB 4 �' _ ' . �• , . AT 'STEEL LINE. Ir , c iii SNP -1S r �* ;: + •s .' �� STG_144 ' : r FOR TRIM DETAILS' SEE . G S X f.� ' tr.+ :.:. �) STG-144 ,`'r ROOF . �P•LAN, yr. �.. -. FOR SCREW PATTERNS SEE G7' { • E.— FR AM E LI N r '•� •J N I I -W N i•� f •• •y '1e�4 r 3 3 W W W 4yt ire A.+ .r:S�r •3 k W Wt` (3) S 1 t} f , . ' ' " `ERECTION REQUIREMENTS] • TCO y PBC -2 (2)FTC-10 0 • o w' �' SNP -1S '' "BEGIN' SHEETING STARTING ~ �' w w ' �.. •• ° + , -CENTERLINE"OF HI=RIB : • 3. `.' ,r•, k i '. ` e + l> STG-144 " • AT STEEL LINE. _ T i )STG_144 EREC EMENTS •' •> w I W y zy: FOR SCREW PATTERNS SEE G1 �' .' k�%: t t �� :K ` 5•• ,'•, T PANELS AS REQ D,. • •r�AT GABLE '', �`� r . - ELEVATION AT COL. LINE ' , x F!' , BEGIN SHEETING STARTING . __ j , x •' AND FRAMED .t Descr.: 24X36X10 2.00:12 Check By.` CENTERLINE OF HI—RIB 4 �' _ ' . �• , . AT 'STEEL LINE. Ir , c iii :�} a OPENING(S). " r r •. ��. E L E V A T I 0 N' A T i' r 12 RIDGE CAPS (RC -1) AT PEAK. SH-E�ETIN.G. �� f a : r FOR TRIM DETAILS' SEE . G S X f.� ' - ;;. a, ,`'r ROOF . �P•LAN, yr. �.. -. FOR SCREW PATTERNS SEE G7' { • E.— FR AM E LI N ` , K FOR SCREW PATTERNS SEE G :•' (3) S 1 f , . ' ' " • y PBC -2 • ��;-- �' SNP -1S �' : • 3. `.' ,r•, k i '. ` e + l> STG-144 " • T i )STG_144 EREC EMENTS •' •> w I W y zy: tar, • `, -_ -- BEGIN SHEETING STARTING ' �' N . CENTERLINE OF • HI—RIB , NAT STEEL LINE. f, v Z o � � C,4 0 FOR TRIM DETAILS SEE G S- } �:" EREC ON REQUIREMENTS 3 I 3 3 I FOR SCREW PATTERNS SEE ' ' ' a "�'�. - j ' }j rf ,,x BEGIN SHEETING STARTING v. •�` 3 w_ w 3 w w w 3 w w 3 w j .G� ELEVATION AT :COL. T LINE A ' °Y -"` CENTERLINE OF HI—RIB AT STEEL _ LINE. • .." y FIELD CUT PANELS AS REWD -' - • =` , �- =' FOR TRIM DETAILS SEE G 5 ELEVATION A T •� FOR SCREW PATTERNS SEE G 1 ,...-- ,. _ � : � .� �.. �� ��:fi..r . t �. - :• ��, �°. '- FRAME LINE 3 • - �• (3) STE-10 & (�fi) STE-14 BUT COUNTY . , _ .' _ `"; BUILDING DIVISION • - .' z ; EREC NT U R MES v Vii, ..�i LT BEGIN SHEETING STARTING of 3 w f '.• , - _• •' /� FOR SCREW PATTERNS SEE G1 �' .' k�%: t t �� :K ` 5•• Buyer . LANDERHOLM CONST. Drawn By: Mg . - ELEVATION AT COL. LINE ' x F!' , Cust. JIM & MARILYN FOWLER x .t Descr.: 24X36X10 2.00:12 Check By.` _ _ i u ^ ` r ; c ,= ti • . e Site OROVILLE CA (0--7-9s t Scale . NONE ;;. a, ` • P.O. • G12152 SHEET NO. E 3 OF `>< a , K 12.00 , itis r 2:00 + •,12-2 SAe 3-9 '`1.. .f • • < s pp •ts 1 _ j Y' 1*.nter .'4 y r. T . �•. , - - _ <. • . h._' l 4 • •! , - , �..- •4' , ' lett ��N, �`Y �'+t• ,.. �,_r - J' • '. •.. - > ',� .t• •_ . 13 - - ' - •� '.. - "�,+ •+ y ��. �j) -� �' J SYM ABOUT ; • . - -; • r T •'� •k t _ r' • ' �' 'fir = .. Uj LLJ • ; _. .., � � � - � r ;_' -r. ^ `" "' � fn "�• � RIDGE.. a .. ,. .- • , ';;; .jr �+ ' t' i 61/2 12-0 °8 z ' 24-0 OUT OUT, OF STEEL BUTT ^ Y BE COUNTY BUILNG DIVISION E APPROVED. _ .F' - CROSS' SECTION:<t 'T FRAME„ LhN E 2 1 :. Wo 490FED. i 53f) • Buyer : LANDERHOLM CONST. Drawn Bye PLATE SIZE TABLE SPLICE BOLT TABLE Q VERTICAL CLEARANCE , AT^LEFT`HAUNCH = 87-l6"A6, ;~ is Cust. JIM & MARILYN FOWLER CONN. LEFT SIDE RIGHT SIDE SPLICE QTY SIZE TYPE © VERTICAL CLEARANCE AT PEAK. = 10-4 /6 s .1 ® HORIZONTAL' CLEARANCE, HAUNCH;TO PEAK = 10-7"his Descr.: 24X36 X10 2.00 :12 Check Byt+MRA A 5 �X e X 9 N/A A 2 4 X 1-52 A307 B&N 4 L ` Site OROVILLE CA -'1-45'' R a B 5 X i X 1-34 5 X z X 1-34 B 8 a X 2' A325 B&N �� _ ,r'+;A Scale NONE ' y C 5 X .i X 1-3 s N/A C 8 4 X 2 A325 B&N, P.O. G12152 SHEET N0. E`i OF ,� y , • rrer�ae".,, PURL -IN y _ CLIP FC -60 4 PURLIN j l CLIP FC -64 G1 ' (N.S.) ONLY _ , s . _ V CLIP"' FC -60: s ' .�; EAvE' STRUT ' PURLIN I 8 NG AN �E�) ANGLE 5 --- CLIP_: FC -100" _ __ ---- - - G 1 ENO WALL RAFTER `' (F.S.). ONLY ® !, ' ' • ® #12 x 1' S.D.S. (GA) - CLI? FC 64". ENDWALL (12) tft' Ox lta/ - , A-325 BOLTS (N.S.) ONLY',RArTcR { ., • ;• • it CLIP FC -65' _ ' _ _ -- - ` - - CLIP FC -16b (F.S.) �" ' — 1 AT LINE Q C / ® • ''� S • ® :. ENDWALL 1 4 (14) tf2' f: x�1t/4 �r , -' -- L,d�' _ CLIP FC -61 - CLIP FC -65_; -----_ — � �{ PEAK DETAIL WITHOUT<;CENTER COLUMN, _ 3 • 1 •: I ' FC I (o 7 _ RAF d ri A-325 BOLTS ,,,... ?+. ' f O AT UNE Q i 1 1 L i- • �'ti • i` " EAvE STRUT 4• L • • 1 �f-' --' \it/4 -(10) tfz- 1t/4 -�; ® CLIP FC 63 r F "n'CLIP FC -60 '. ENDWALL. RAFTER , CLIPi 'FC -*64 t _ �. }. �— B�k —57 �`'.3C x` , '(1.2) t!t- 0 x 1ta 0 H. AL —1 3L (AH R y,A325 - _ .,.., _ :-+ ' ;. v`�' �, ENDWALL RAFTER < i ® `—CLIP FC- i ' A-325 BOLTS CLIP FC-57ENDWALL,COLUMN 1 t AL -13R A.S ' AL -13L (O.H.� x ' . CORNER COLUMN NOT _ SHOWN FOR CLARITY i CORNER COLUMN`, . ' i N - - CLIP FC 61 . < m CNOTE SEE EI r�i i ` - ' .a �w . r . '�^ NOTE: SEE E) V70 P, _ AL 3 R L_ 0C-A,r%ot4WA FoK AL -i3 R�L g' , Y LOCATION RAFTER 1 A r.. PEAK DETAIL WITH CENTER COLUMN . 2 PEAK' DETAIL WITHOUT CENTER COLUMN 4 ENDWALL RAFTER- TO . EAVE STRUT BRACE DETAIL 5 CORNEA COLUMN TO ENDWALL 2' 3- 4- CLIP FC -4 ., .#12 x 1' S.D.S. Gr NE RAL NOTES:: - 6le Z ENDWALL GIRT ENDWALL' COLUMN, .) BOLTS T �1</Z" � x 1 1 ' 307 1 0 BE - 4 A- O CLIP FC -51P 1 ' CLI,FC. 7 s _ _____________ --- SHEETING ANGLE ---------- ., (SA 10) (U.N.) N-) CLI? FC -4 ,' - _ f 2.) ,VIEW IS i=ROM OUTSIDE OF ::BUILDING (U.N.) �. I--- --- ---=_� ��- --_ --_------_— -- — 3) ALL, DIMENSIONS ARE j. o O " �—------- U ; t ---� - __-- 4.) MATCH SHOP MARK. 5. SEE CROSS SECTION OF MAIN FRAME FOR PURLSN ORIENTATION. , ..o __ LJ ------- ----- ----- s tr I I I—CORNEt COLUMN 614' Z ENDWALL. o 'i'... PURl1N — ' t . � GIRT Eft Z SID_ ALLIR s � GIRTS' ; - _ ENDWALL RAFTER BUTTE C®UNirY SHuTING CLIP FC -52 AT L1N BUILDING DIVISION APPROVED I GIRT .TO CORNER COLUMN DETAIL 6' GIRT TO ENDWALL COLUMN DETAIL 'K 7 PURLIN� TO ENDWALL• RAr-TER DETAIL 8 CLIP (2) FC -50 CORNER COLUMN r E ENDWALL COLUMN. CLIP (2) FC -50 1 , . (2) '4*m x 1 tit' _ Q A-325 BOLTS.. _ l—(2) :)a' m A-307 1.1—(2) A-325 BOLTS - - — -- ,. ; . BuyLANDERHOLM CON rown y:= Buyer: ST. ,: t Cust-J 1C'1$. MhUL Y ' 1tfs- ltft' ENDWALL AT -- tih , Descr.: -2,1 X 3Gx 10 zo ;I �W�Check By: t*ArLk Site . ' U ROv l:. L_E' C /h Scole • NONE - P O• G 12152 SH_E i N0.(� t Or -7 ENDWALL $�l 10 ` 11 CORNER COLUMN BASE D=TAIL 9 ENDWALL COLUMN -BASE DETAIL t - ,:' • rrer�ae".,, WELDED FAME "NUT FLAT WASHER - HILLSIDE WASH J 0�11 CLIP: FC -94 II NUT EYE BOLT II : 'CABLE CABLE II •i " EYE BOLT CABLE GRIP �D II o °:r• , CABLE GRIP ' •j ;' C CABLE GRIP CABLE II WELDED 'FRAME 3 1- _ HILLSIDE WASHER BRACE EYE II •' z 14 FLAT -WASHER jj �•, -' _ I ;.' - CORNER COLUMN r.SIDEWALL BRACING AT WELDED FRAME 1 BRACING -AT WELDED FRAME r.112 SW BRACING `AT- CORNER COLUMN CABLE --/ CABLE GRIF BRACE EYE BRACING AT RAFTER • Y . _ f CABLE • CABLE GRIP BRACE EYE RAFTER, RAFTER (SINGLE C OR CLIP: FC -166 (SINGLE C'OR• a .. s BACK TO BACK=) * BACK -TO., BACK X) r • � ` - — L - 4 BRACING AT RAFTER: `.1- 5 • V ' - _ ..-. �' -t P �, fir a ,r. i•rLr•_Z y y]J ; ,. - d Y . y Q, REF. "A" CABLE 0 5A6" EYE BOLT" "A" DIM. 11" " " "B" DIM. 6D 7 " TOTAL (—) 17" 18" 23 ` FLAT WASHER �. HILLSIDE CABLE GRIP - WASHER EYE BOLT TBLE 3 I 1 -CROSSOVER CROSSOVER -J MARK MARK NUT ` A DIM SEE SHIPPING LIST FOR CABLE LENGTH B DIM .• , ita� ti - LENGTH FIELD MEASUREMENT — 4 DIRECTIONAL SYMBOL POINTS TO THE-' EYEBOLT END OF -THE CABLE ASSEMBLY. SEE FRAMING ELEVATIONS AND PLANS. IF NO SYMBOL IS SHOWN. THE ENDS OF THE CABLE ASSEMBLY ARE INTERCHANGABLE. ' :r 6 CABLE BRACING ASSEMBLY GENERAL NOTES:. 1.) ALL BOLTS TO BE 1/2" 0 x 1-1 /4" A307 (U.N.) 2.) VIEW- IS FROM OUTSIDE OF BUILDING (U.N.), 3.) ALL,DIMENSIONS ARE. f. BUT E C®t jj�T•y BUILDING ®IV/SI®N '' Y '• = Buyer LMDERHOLM cowsT• * �,,eV Drawn- S•r r 1•. A-- = .fl .Y, T, a, Cust. �R-\* tAPVkk :YN iZ6WLtEf, 5 -fl 9S� M2 Descr.: zYx 3G x/o z.vo i z Check By: 1� Site -� - 95 oU o R IL . 4- Scale NONE �, 11 1 2 P.O. G) 2IS2 SHEET NO. G z OF' 7 1 1 0 i �.' i; RPM >2T012 #12 x 1' S.D.S. (GA) Z -o oVE�FtLL LAf� MAIN FRAME MAIN FRAME �• I I -U �I —O I BOLTS RAFTER - .1p '/-L 10 I/'L ESA -1- f EAVE STRUT I - 11�" 5 I t Y ------------- --------__--- ' =------------- , CLIP: FC -68 JL FUMLIN FLANGE BRACE • ) • , MAIN FRAME AS R'=OUIRJ COLUMN +. - (SEE FRAMING . • SECTICN) AV MAIN FRAME RAFT . (8) BOLTS W/O FLG. BRC- (10) BOLTS w/ FLG. BRC. MF TO EAVE STRUT( 6--1/2 z ORTs) 1 2 PURLIN OVERLAP. GENERAL NOTES: MAIN FRAME COLUMN MAIN FRAME COLUMN - 1.) ALL BOLTS TO BE 1/2' 0 x 1-1/4" A. (U.N.) • X\ 2.) VIEW IS FROM OUTSIDE OF BUILDING (U.N.) 3.) ALL DIMENSIONS ARE t. FLANGE BRACE AS REQUIRED , (SEE FRAMING • • - SECTION) - -� S.W. GIRT �`A i, S.W. GIRT -BUTTE CiOUN-1 Y BUILDING DIVISION Ar"PROVE' i - ------------- - ----- -- -------------------- -- =------J---- i UL • Q OVERALL LAP - o -� --- -- - - -- Buyer : LANDVPWOLM CGtiKT. f or= -V Drawn By: MS 36" 36" -Z - G OVERALL LAP Cust. : ,} (M �-. MARlLYK Fd) WL.F- S -N-95 Descr.: zyx,36 Check By: MRA . s X Site �. . opOVILLE , CA (8) BOLTS W/O FLG. BRC., (12) BOLTS W/ FLG. BRC. (8) BOLTS: n Scale : NONE P.O. GLZ 15Z SHEET NO.G3 OF GIRT OVERLAP 5 GIRT OVERLAP 6 RPM >2T012 ' • - ter.: i.�1/6 M1 '114 II 8 C DOOR JAMS - 9 PURLIN 3" G y G �. TRIM ENDWALL RAFTER -r + • I 2 __- - CL P: C: (' — Z G;RT �. SER 1 - i-- - - L 6 1 /2 ' JQRT DCCR HEADER 1 y�GIRT TO DOOR. JAMB 3 r3 Ln G:Rto T - {`_— - _(10)lemX1'l4" ' -- A-325 BOLTS - - o M t� TRIM o CLIA. C L:--, Z = t o iI CLL�_GL 1 HEAOER ENDWALL COLUMN, - a -- - - DOOR—JA-NI13. y 000R JAMB FINISH FLOOR EA 1) Ems.. RIGHT DOOR JAMB TO E: W. RAFTER 1 MB J 0EAtD�R -ro V A�TE&� Z)ET•• 2 S DOOR HEADER TO DOOR JAMS 6 JA _ GENERAL NOTES:' 1) ALL BOLTS TO BE 1/2" 0 x 1-1/4" A-307 (U.N.) _ 2) MEWS ARE FROM OUTSIDE OF BUILDING (U.N.) 3) ALL DIMENSIONS ARE COUNTy . 7 9 p/V1 Sl p� DOOR JAMB �" E® (U ENOwALL COLUMN SED AS DOOR JAMB) Q 0 PR OXN (2) 3/4" 0,A—.307 ; `�� (2) 1/2" 0 A-307 Q ANCHOR BOLTS ` ANCHOR BOLTS t w C SUNWARD CORPORATION tN t Buyer.: LAND ERNOLM C eh►5'1%•`' Drown By: Msti1 CuSt. .PJM$ MgR%L� �'owLE � S- I! - c ENOWALL _ WALL UNE Descr.: -2-gX 3roX 10 Z.00: IZ Check By: MRA DOOR OP94ING i 1-1 /2DOOR OPENING Ste O RO V ILL !_ , CA Scale NONE 10 E^10wAL! COLUMN BASE DETAIL �1 DOOR JAMG E�=.S� DETAIL 12 o : Gr2152 SHE.No.6Af of f - EAVE TRIM -� ' #12 x 3/4 S.T.S. (1--o- O.C.) i EAVE TRIM SECTION TEEL LINE ENDWAU PANEL #12 x 3/4' S.T.S. INSIDE 2 x 3/4' S.T.S. CLOSURE t1'-6' O.C.) INSIDE CLOSURE GUTTER STRAP (3'-0' O.C.) #12 x '1' S.D.S. SHEETING ANGLE- ROOF PANEL #12 x 1' S.D.S. ROOF PANEL (SA -10) TAPE MASTIC S.T.S. (1 -0 O.C.) FOR CLARITY) 1 GUTTER SYSTEM SECTION 2 GABLE TRIM SECTION 3 PEAK DETAIL 2x1!.r)v '-6' O.C.) 3/4" S.T.S. DOOR JAMB O.C.) WALL PANEL wz z W L CORNERS TLSIDEWALL ' PANEL . #12 x 3/4 S.T.S. �5 RIM CORNER TRIM, DETAIL i yam' »STRIM2> 1:12 1'-6' O.C.) JAMB TRIM 6 DOOR JAMB TRIM 6 - 12 x I' S.D.S. '-6' O.C.) DOOR JAMB WALL PANEL --I 12 x 3/4' S.T.S.-� 1'-6' O.C. JAMB TRIM 7 DOOR JAMB TRIM HEADER PANEL RIDGE CAP I - P ek1f1 CAP II NAME PLATE (III IIi 1 I I 1 GABLE TRIM SIDEWALLpANLL ENDWALL CORNER PANEL TRIM 4 PEAK BLDG. CORNER DET. 15 BASE ANGLE (BA -10) WALL PANEL WALL PANEL --\ #12 x 1 D.S.'-S.D.S. I OWER',DRIVEN ;,may INSIDE i �I FASTENERS (has.) CLOSURE'S INSIDE CLOSURE �; • ' a' �J FOUNDATION 12 x 1 S.D.S FRAMING - - (Npxv.S y '-6' O.C.) CLOSURE 't * y a 44;. HEADER TRIM p 8 HEADER TRIM 9 JBASEw <,:;,StCTI0N BUTTE BUIL® 'TY App /isi, M■ CUSt. :.! { M & MtiR��Y1d F(�►LF1� S.- I1-9 S Descr.: Zy X 3/oX l0 2 .aa = l2 Check By; KNA, ; Site : oRoviLt� , �A "7"gs Scale : NONE s. 11 12 13 .P.O. : Gk Zk 5Z SHEET NO. G5 OF-? GABLE ---------- - TRIM SEALER - 12 x 1' S.D.S. I ROOF PANEL UNDER GUTTER • STRAP (N.B.S.) ENDWALL tGA) . -GASKET #12 x 1' S.D.S. #12 x 1' S.D.S. GUTTER I I �' #12 x 1' S.D.S. I PURLI OUTSIDE i i CLOSURE INSIDLOSURE WALL PANEL I I I EAVE STRUT WALL PANI EAVE STRUT EL Y' i ENDWALL RAFTER WALL PANEL #12 x 3/4'� (NOT SHOWN S.T.S. (1 -0 O.C.) FOR CLARITY) 1 GUTTER SYSTEM SECTION 2 GABLE TRIM SECTION 3 PEAK DETAIL 2x1!.r)v '-6' O.C.) 3/4" S.T.S. DOOR JAMB O.C.) WALL PANEL wz z W L CORNERS TLSIDEWALL ' PANEL . #12 x 3/4 S.T.S. �5 RIM CORNER TRIM, DETAIL i yam' »STRIM2> 1:12 1'-6' O.C.) JAMB TRIM 6 DOOR JAMB TRIM 6 - 12 x I' S.D.S. '-6' O.C.) DOOR JAMB WALL PANEL --I 12 x 3/4' S.T.S.-� 1'-6' O.C. JAMB TRIM 7 DOOR JAMB TRIM HEADER PANEL RIDGE CAP I - P ek1f1 CAP II NAME PLATE (III IIi 1 I I 1 GABLE TRIM SIDEWALLpANLL ENDWALL CORNER PANEL TRIM 4 PEAK BLDG. CORNER DET. 15 BASE ANGLE (BA -10) WALL PANEL WALL PANEL --\ #12 x 1 D.S.'-S.D.S. I OWER',DRIVEN ;,may INSIDE i �I FASTENERS (has.) CLOSURE'S INSIDE CLOSURE �; • ' a' �J FOUNDATION 12 x 1 S.D.S FRAMING - - (Npxv.S y '-6' O.C.) CLOSURE 't * y a 44;. HEADER TRIM p 8 HEADER TRIM 9 JBASEw <,:;,StCTI0N BUTTE BUIL® 'TY App /isi, M■ CUSt. :.! { M & MtiR��Y1d F(�►LF1� S.- I1-9 S Descr.: Zy X 3/oX l0 2 .aa = l2 Check By; KNA, ; Site : oRoviLt� , �A "7"gs Scale : NONE s. 11 12 13 .P.O. : Gk Zk 5Z SHEET NO. G5 OF-? FOUNDATIC (NOT BY S FIELD LOCATE AND DRILL -.9/16' DIA. HOLES IN SAVE STMT tcc S IiO W11) DOOR, HEADER DOOR FRAME (N. 6•S", INSIDE CLOSURE FRAMING CLOSURE (FTC -3) FRAMING CLOSURE (FTC -74) SUB JAMB DOOR FRAMECNgS) THRESHOLD (".%.c,) WALKDOOR ASSEMBLY I 3.— 7. (SEE NOTE) 3'-4' 171/2" 3 4" 3 4 WALKDOOR LEAF FRAMING s '• WALL PANEL CLIPS (N•g-S-) CLOSURE y ' CORNER 12 x 1' S.D.S. . TRIM 1 - 1'-0" O.C.;•WALL COLOR) WALL I �BASE ♦ d•S� ♦ DETAIL A WALL PANEL TO JAMB) PANEL 4 FIELD CUT GIRT ANGLE THRESHOLD AND DRILL 9/16' OIA. HOLES -(AS REQ -D) ' BASE ANGLE CORNER COLI EXPANDED ANCHORS FOUNDATIC (NOT BY S FIELD LOCATE AND DRILL -.9/16' DIA. HOLES IN SAVE STMT tcc S IiO W11) DOOR, HEADER DOOR FRAME (N. 6•S", INSIDE CLOSURE FRAMING CLOSURE (FTC -3) FRAMING CLOSURE (FTC -74) SUB JAMB DOOR FRAMECNgS) THRESHOLD (".%.c,) WALKDOOR ASSEMBLY I 3.— 7. (SEE NOTE) 3'-4' 171/2" 3 4" BUTTE COUN Tly w BUILDING DIVISION APPS ®VE 3 4 WALKDOOR LEAF FRAMING s '• • (N•g-S-) CLOSURE y ' CORNER BUTTE COUN Tly w BUILDING DIVISION APPS ®VE 3 4 WALKDOOR LEAF FRAMING s '• (N•g-S-) CLOSURE ' CORNER . TRIM 1 i WALL I �BASE ♦ d•S� ♦ DETAIL A PANEL 4 ANGLE THRESHOLD DOOR FRAME -W-%,%.) 1/2' .0 x 3-3/4" CORNER COLI EXPANDED ANCHORS BUTTE COUN Tly w BUILDING DIVISION APPS ®VE NOTE: ALL BOLTS TO BE 1/2' 0 x 1-1/40 A307 (U.N.) FMF NOTES: }` & MAC1 (N �witE�C 5 - - E Cust. - . 1) WHEN LOCATING WALKDOOR, DO SO IN ONE FOOT Descr.: Z4 x 3toxw z.00- rz Check By: MRA INCREMENTS AS PER EXAMPLE: 10". 1'-10".. 2'-10", ETC. / -Site : o�Y1LLE , CA Scale : NONE SHEET N -OF `7 s. .:WALK DOOR DETAIL LOUVER :INSTALLATION P.O. 'G'z�sz o �� sUNWO-1 - w: i s '• NOTE: ALL BOLTS TO BE 1/2' 0 x 1-1/40 A307 (U.N.) FMF NOTES: }` & MAC1 (N �witE�C 5 - - E Cust. - . 1) WHEN LOCATING WALKDOOR, DO SO IN ONE FOOT Descr.: Z4 x 3toxw z.00- rz Check By: MRA INCREMENTS AS PER EXAMPLE: 10". 1'-10".. 2'-10", ETC. / -Site : o�Y1LLE , CA Scale : NONE SHEET N -OF `7 s. .:WALK DOOR DETAIL LOUVER :INSTALLATION P.O. 'G'z�sz o �� sUNWO-1 - w: i I NOTE: SEE CROSS SECTION .OF MAIN #12 x 3/4" SELF TAPPING SCREW (S.T.S.) SHEETING DESCRIPTION ROOF SHEETING 2'1 GA. COLOR SE LGE FRAME FOR PURLIN ORIENTATION. #12 x 3/4" S.T.S. AT EACH SCREW TYPE: 0 STANDARD O STAINLESS STEEL O OTHER - V-6- f-6. 1,-6. V-6. V-6" 1,_6. 1�_6- 1 -6. V-6. 1,-6. 1•-6. 1#-6 - ETC. HI -RIB AT EVERY RIDGE CAP #12 x 1- SELF DRILLING SCREW (S.D.S.) WALL SHEETING 29 GA. COLOR E]EIGE SCREW TYPE: 0 STANDARD ❑ STAINLESS STEEL ❑ OTHER TRIM COLOR WkITE PARTITION SHEETING WR GA. COLOR t4 IT T _ T T T T T • T T o� T T T — LINER PANEL U/N GA. SOFFIT PANEL NIA GA. COLOR w& COLOR N/ k OTHER ACCESSORIES HI -RIB PANEL SECTION cS' io • ~ FASTENER SPACING FO I IW1NRAL PANEL AT WALL 12" 1.625" 3.3125" II I I 120 12" -#12-x 1" S.D.S. I I I I I I ARCHITECTURAL PANEL SECTION to ^0 1 0^ i' T o_ tel A ROOF & WALL PRIMARY FASTENER SPACING AT PANEL END LAPS, #12 x 3/4" S.T.S. RIDGE CAP, EAVE STRUT, SHEETING ANGLE, & BASE ANGLE. 12 _ 120 12 I I I 36" B FASTENER SPACING AT INTERMEDIATE GIRTS LEGEND C- MAIN FRAME COLUMN FC- FRAMING CLIP CENTER LINE NOTE: RB- MAIN FRAME RAFTER CL- SPECIAL CLIP N.A. NOT APPLICABLE SELF DRILLING SCREW PATTERNS A & B (AT RIGHT) MUST BE FOLLOWED EXACTLY AS SHOWN TO AVOID RUNNING SHORT. t t '� t CC- CORNER COLUMN EC- ENDWALL COLUMN ER- ENDWALL RAFTER RC- RIDGE CAP RS- ROOF SHEET SW- SIDEWALL F.S. FAR SIDE N.S. NEAR SIDE N.B.S. NOT BY SUNWARD WHEN INSULATING BETWEEN THE SHEETING AND RED FACTORY D FOLLOW CRREW PATTERN A EWS ONLY ( � FOR YOUR CONVENIENCE, PLEASE ADVISE SUNWARD OF THE THICKNESS OF INSULATION YOU WILL BE USING. I I I FASTENER SPACING AT INTERMEDIATE PURLINS. I DJ-. DOOR JAMB OH- DOOR HEADER G- GIRT P- PURLIN ES- EAVE STRUT EW- ENDWALL FTC- FRAMING CLOSURE T- TRIM TR- SPECIAL TRIM O.C. ON CENTER STEEL LINE O.H. OPPOSITE HAND • TYPICAL I U.N. UNLESS NOTED 4. OR MORE OF INSULATION REQUIRES LONGER SCREWS. CABLE SIZES ROOF SHEETING (SKYLIGHT) END LAP ROOF SHEETING (SKYLIGHT) SIDE LAPS WALL SHEETING (WALL -LIGHT) END LAP RCB- ROOF CABLE BRACING O NONE SCB- SIDEWALL CABLE BRACING O NONE ECS- ENDWALL CABLE BRACING 0 NONE 0 5/16- 0 Z 5/16" 0 ❑ 5/16- 0 ❑ 3/8" o ❑ .3/8" 0 ❑ 3/8" 0 ❑ 1/2" m O 1/2" 0 O 1/2" 0 " S.T.S.- 2" 4 S.D.S. S.T.S. WALL SHEET (WALL -LIGHT) NOMENCLATURETAPP Q. T, - 1' : �• x 16 cam, cN.v. Pu Fr . LAN F Ho au�T. Drawn By:VvSW sn-10 - SHEETING ANGLE: : x 16 CA, cALv. Cust. FB-_ - FLANGE BRACE. Descr.: z.W x 3(o x 1 Check By: MRA 1-1/2• x 1-1/2• x t/a• ANGLE L --7- qs FB ---X - FLANGE BRACE: Site : O �fR avi l -LL ; C A x 2-1/2• x 3/16• ANGLE Scole : NONE P.O. : <,�'Z.\5Z SHEET NO.G OF 1 -- -- - t -- SKYLIGHT - SK GHT - - - _ ------ - -I -I I I i SHEET (SKYLIGHT) USE TAPE MASTIC AT S.T.S. ROOF SHEET PURLIN ROOF SEAM AS SHOWN - z SKYLIGHT `2-1/2• �. ;(': ) REMOVE PAPER BACKING. S.D.S._ PROPER POWER -SAW CUTTING OF COLOR -COATED STEEL SHEETING As recommended in our general building manual; steel color coated sheeting may be • cut with a power saw... ....IF itis done away from other panels unused or already installed. ' ....IF the interior (bottom) surface of the panel is place UP and is covered with a tar- • 1 paulin (this protects th_e.'exterior (top) surface from hot filings and minimizes the chance , of damage.) ....IF these filings are wiped off both surfaces before installation. If these cutting precautions are not taken, rust spots are likely to develop. Following are the results of an examination conducted by National Steel Corporation Research Center which proves that rust spots on the painted surface of color -coated panels were caused by hot metal particles generated by an abrasive saw striking this surface... adhering to it ... and subsequently rusting. • y e - i E PROPER POWER -SAW CUTTING OF COLOR -COATED STEEL SHEETING As recommended in our general building manual; steel color coated sheeting may be • cut with a power saw... ....IF itis done away from other panels unused or already installed. ' ....IF the interior (bottom) surface of the panel is place UP and is covered with a tar- • 1 paulin (this protects th_e.'exterior (top) surface from hot filings and minimizes the chance , of damage.) ....IF these filings are wiped off both surfaces before installation. If these cutting precautions are not taken, rust spots are likely to develop. Following are the results of an examination conducted by National Steel Corporation Research Center which proves that rust spots on the painted surface of color -coated panels were caused by hot metal particles generated by an abrasive saw striking this surface... adhering to it ... and subsequently rusting. • y e - i PROPER POWER -SAW CUTTING OF COLOR -COATED STEEL SHEETING As recommended in our general building manual; steel color coated sheeting may be • cut with a power saw... ....IF itis done away from other panels unused or already installed. ' ....IF the interior (bottom) surface of the panel is place UP and is covered with a tar- • 1 paulin (this protects th_e.'exterior (top) surface from hot filings and minimizes the chance , of damage.) ....IF these filings are wiped off both surfaces before installation. If these cutting precautions are not taken, rust spots are likely to develop. Following are the results of an examination conducted by National Steel Corporation Research Center which proves that rust spots on the painted surface of color -coated panels were caused by hot metal particles generated by an abrasive saw striking this surface... adhering to it ... and subsequently rusting. • y - i Y Figure 1. Sample of color -coated panel showing rust spots on surface. NOTE:, The above information also applies to filings generated when drilling holes for fastening by drill screws. The exact same precautions that apply to power saw cutting should be taken to prevent rust spots when drilling. RI 'Ir:) 4 p {, ty .� � �` � � : �, � tit, S. . • .y - • ';� � �t r f yr�� l '� ,i ' 8�t,"y"',a�r��'Fs �j i`w's'{�'� »l}+, � .r * �� }t • ` +.< i»`«.F r ` <•; J � �t - $ d `�, •. ��" a�t a.' x of ,.• i � � � . -4 ,*?+ rt4. T"' T fny '•' '_Z } �'^isTr � i.. t u: .' `• ;� x..•a .+ t . zyJ f .s,` N -, t` .e 10 . , apt ��� � 1' �, .t= � �.'�t �, . . � !� -� � < ; - �, r L•ffi.#y . f I's G . � _ v. z . .p �'•� - C 3 r " ... Qc „ •� �, `�`•� 1 '�or '+L >`J a r >rY..�-j-. _,w-�'t"r"' ..t:_ ` n n,` .. i'r . t .frt 4c f tiyy a1 t "1:.IY.h 'h i"'�..,,'�i: -FOR-. CONSTRUCTION r.`S' .a :. yYM!•c �t.h.;i .. yc .� i� '. �" L a tS .t X }+✓ y > 1 i, 'i"7` A .+{:* l^ Y, tC 1 t -LL.+_ • �Y.J �f Yii �t'� 'Y3 "Ai,- Figure�2:;a15X magnification ;r photomicrograph of a cl�uster of rust spots " _�shoing particles adhering to painted surface and rust stains surrounding them. 6 u i 7 E COUNTY BUILDING DIVISION APPROVED 6