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HomeMy WebLinkAbout016-220-071016 i s 84$61 PERMIT#96-2530 BROIJN, Don & Dottiet 13456 Browns Valley Dr., Chico I' New Office & Sign Shop B08-0126TA-h11-D 016-220-071 MISCELLANEOUS Electric Panel REPLACE EXISTING 200 AMP METEF 13465 BROWNS VALLEY DR BROWN DONALD R & DOR, l B0%-j-jUG C VP) OIG -220•v71 puAdoor sign -11t4mi11QKA 60S glom VA4 Dr. C hi(() ' &04 putdoot. Advtr413i�5 ` MASONRY WALLS N E S W 1st Lift 2nd Lift 3rd Lift 4th Lift 5th Lift' 6th Lift FIRE WALLS 0 cupancy, Area Pro Gypsum Board 1st Layer 2nd Layer Walls Ceilings 4 COMMERCIAL 4 048-010-071 PERMIT#96-2530 BROWN, Don & Dottie 113456 Browns Valley Dr., Chico I New Office & Sign Shop OFFICE COPY fi Address i 3 `Jb ✓&41 MoWJ1P�T, vgzt4 v (ZAP J E GAS Meter By Date -1 / ELECTRIC Meter By a e } . r- t n 048-010-071 PERMIT#96-2530 BROWN, Don & Dottie 113456 Browns Valley Dr., Chico I New Office & Sign Shop OFFICE COPY fi Address i 3 `Jb ✓&41 MoWJ1P�T, vgzt4 v (ZAP J E GAS Meter By Date -1 / ELECTRIC Meter By a e OFFICE COPY Address GAS Meter By Date. ELECTRIC _ Meter By s J=OK O = No! OK - = Not Applicable Not Reedy COMMERCIAL • = Date UNOE LOOK (Plans) OK except #'s 4==4Date SWING (Continued) !.;;Z,2 i ng- Setbacks- Easemen ts-Flood-Slo -Soil Report &-Han -Post Caps -Anchors -Connectors Ftg., , Soils-Ufer Ground.-Ftg. Depth oof Shthing-Nailing-Diap.Chord Splice 3�d Downs -Bolts -Straps -Embedment -Hair Pins X48-Firew�oors-Area-Occp.-Prop. ._�- ` 4. Concrete -PSI -Cert -SP. insp.-Loc. 5. Ste s. Main; Steel-Blockouts-Wrapped einf. Steel -Grade -Placement 7. Slab; Steel -Wrapped -Wire Mesh 8. Pier eel B/t�W.V.; Fall -Fitting -Test -2 Way C/O•Sewer Test 10. Gas Pipe; Size -Anchors 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground, Underslab 13. Pienums & Ducts: Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Masonry -Rebar -Lifts Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 1W- W Htr.: Vent -Access -Combustion Air -Baffle 1W ter Pipe; Test & Anchor -Nail Protection D jl.M�Test-Fittings & Anchor -Nail Protection Tra 21. Gas Pipe; Size & Anchprs - Firewall Penetrations Date;S'L-' 4Y'/ Card B-1 p($y( Date Card B-1 Date Card B-1 I Date Card B-1 Date ELECTRICAL (Permit) OK except #'s re & Transformer Clgaontie-Ins. Protection 3. Singl ase -Thr ase -Equip. Bond •P ize QqAes & No. of Conductors -Stapled 15.�omex Installed Close to Edge of Studs & C.J. 6. .Ground made up w/Meth. Fastners-Bond Gas & Water irin °-Protected-Color Coded ubfeed Wire Size ga. Cu AI .C. Wire Size / / ga. Cu or Al -10 --P "fire Resistive-Fixture-Conduit-G.F.I.-Susp. Ceiling 29'^"ervice- iser Conductors & Ground -Main Disconnect quip. Clearances Panels -Motors -Meth. Equip. -32 -Fire Wall Penetrations Date -5 Ll Card 8-1 U�Lyp/( Date Card B-1 Date Card B-1 Date Card B-1 Dale MECHAN1GAL (Permit) OK except #'s C. Ducts Insulation & Support 3 Vent F haust above insulation _fNmcrondensate Drain & Overflow; Size & Grade 3§ Xurnance-Vent: Access -Comb. Air -Return Air Vent -115 outlet 3 ttic Access & Platform if Furnance in Attic .V.A.C.-Ventilation-Roof Access .-49-Smoke & Fire Dampers / Card B-1 144 -OC Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMI (Plans) OK except #'s ils roper Material & Anchors -Hold Downs _ alls Studs -Nailing, Spacing & Bracing -Plates -Sound lieSearing Walls over Girders & Floor Nailing -487,Draft Stop in Walls (rat proof) ue s: Furred Ceilings -Stairs -Chases eaders & Beam -Size & Bearin 44!Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles w-S"Iu-La cert. -Placement -Support A1,8115el Buildings-Purlin-Girders ---62. ropeCy-tine Firewall & Openings We -15—t. Doors -Handicap Access X64 -Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 5 wood on Roof Overhang -Attic Vents -Rafter Outriggers 66. Siding -Nailing Veneer tucco Mesh -Drip Screed -Fd. Vents-Underflr. Access r% 5 lazing Area -Glass Protection -Skylights -Plastic -Fire Port. ' -- L Sge S'1"egvWalls -Plywood-Nailing-Conn to Roof 6t�iiTtration-Walls-Windows 62. Corridors-Openinqs-Fire Protection -Fra DateU—(c(.cC C Card B-1 11k271 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 6ar£fcL S Door & Sidelight Protection -Landings _ zits -Size -Number -Placement 65 Furnace; Vents -Clearance -Comb. Air -Connector - In Garage: Above Floor -Ducts -Meth. Protection --G& Spri ers-Placement-Test Suspended Ceiling-Seism ic-Wires-Elec-Light & Mech. AS-Elle—c. Trim & Subpanel; Breaker Sizes & Labels -619' -Stairs-& Rails le. -Handicap -Door Levers -Fin. Floor --i h-flec. Outlets at Wood Panel; Int. & Ext. 7tr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. 2.o*. Above FI or -Meeh. Protection Elec. & Mech. Equip. Listed for Location J ,-74rfnsulation-Foam-Looked in Attic El Yes --l^Guard Rails & Deck Construction -Post Caps r--N)-'Fdn. Vents & Crawl Hole Door -Drainage & Wood -Earth Clear Looked under Floor ❑ Yes xi!t-�ico; Brown -Finish 78 A.C. Unit: Disconnect, Electrical, Plumbing 1s Above Roof; PIbg.-Appliance-Firep lace. -Clearance to - 80. Water Well; Disconnect, Electrical, Plumbing /-81)-terior Elec. Trim; G.F.I. Receptacle -Underground _ @a -Glass P2nclion o ctions from Previous Inspections Gas Test -Meters Tagged; Gas -Electric Sewer Connected -C/O to Grade -HD Approval 8. Energy Compliance Certificate -Other Certificates -4". oofing Certificate -Fire Rating Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Oate Card B-1 Date Card 8-1 Comments at Final: g -Support Fix. Certificate of Occupancy 1WATF• An >nnv mnnr b ...e—.,,...w .;—.. ­.. — ;­ . . COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 7 COUNTY CENTER DRIVE OROVILLE, CALIFORNIA - 538-7541 CERTIFICATE OF- OCCUPANCY This building has been constructed and completed in accordance with the requirements of the Uniform Building Code under permit number 96-2530 for the following: Use Classification COMM. OFFICE/SHOP Address or Location 13356 BROWNS VALLEY DR., CHICO Group .B/FI occupancy; Type VN construction. It is hereby certified for the occupancy described above and may be occupied. Director of Public Works— Date 7/7/97 by '1 POST IN A CONSPICUOUS 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 ,,nd is not to be removed by other than the Building Inspector. 7 COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 .County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NO. APPLICATION AND PERMIT J ASSESSOR PARCEL NUMBER �BUILDI ZONING Ml PERMI OWNER ti DON & DOTTIE BROWN TELEPHONE 345-0670 SO. FT. OCC. BUILDING VALUATION 2105 2 57 119 985 OWNERS MAILING ADDRESS 2865 CACTUS AVE CHICO 95973 2430 1 So 77,760 YT,74k CONTRACTOR'S NAME OWNER TELEPHONE 80 C O T 1 , O /. O i CONTRACTORS MAILING ADDRESS Fireplace CONSTRUCTION LENDER UNMOWN Total Valuation J$198,785 Fn NO Filing Fee $ 20.00 LENDER'S MAILING ADDRESS Permit Fee $ 986.00 9M ARCHITECT OR ENGINEER ROBERT HEATON LICENSE NO. C9196 Plan Checking Fee $ 640.90 Energy Plan Checking Fee $ 23.00 ARCHITECT OR ENGINEERS MAILING ADDRESS 2044 PALM AVE.Penalty $ BUILDING ADDRESS =!L 45wo, / PERMITFEE $1669.90 �'Lllca DBA STOTT OUTDOOR ADVERTISING PLUMBINGPERMIT Filing Fee 20.00 Each Trap 61 7.00 42.00 LOT NO.SUBDNISION'S NAME PARCEL MAP Solar or heat pump water heater 23.00 Water piping 15.00 15.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other COMM OFFICE/SHOP SPECIFY Each gas water heater or vent 15.00 15.00 Gas piping system 1 - 5 outlets 15.00 15.00 Building sewer 15.00 15.00 TYPE OF WORK New j0 Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: SIGN SHOP & OFFICE Mobile Home S G W @20.00 PERMITFEE $ 122.00 Contractor ELECTRICAL PERMIT Filina Fee 20:00 Main Service800v OR LESS ( 200A OR LESS ) 23.00 Main Service ( 200A TO 1000A ) 46.00 46.00 LICENSED CONTRACTOR'S DECLARATION 1 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 full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION 1 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 NEW CONST. DWELLING OCCUR OR ADDNS. ( & ACC. BLDS. ) SO. 3.50 FT. NEW CONST. ( MULTI -OUTLET ) NON-RESID. BRANCH CIRCUITS 10 @7.5o 75.00 ( POWER APPARATUS ) 8 SINGLE OUTLET CIR. Ex. Occup. ( OUTLET OR FIXTURES ) 20 Q 1.00 BAIL 0 .50 Ex. Occup. FIXED PPLN PESID.) EA ) 5.00 Temporary Service 23.00 L Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMITFEE $ 141.00 Contractor 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. l� I 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. workersS n insujgnce rrier qnd policy number are: Carrier / GC. G MECHANICAL PERMIT Filing Fee 20.00 9 Heating 15.00 Cooling 25.00 Hood 6.50 Wo Ventilation PERMITFEE $ 84.00 Contractor Policy Number (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' compensation laws of California, and agree that if I should become subject to the workers' com tion provisions of section 3700 of the Labor Code, I shall forth ply with th ions. X - Date ! _ Signature o A Icant -0 Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or ns ruction o str ctures r st ries in height. �� °�Og7104-1 Mobile Home Installation Fee $ Energy Inspection Fee $ 4-6799 OCC B/F1 CONST. TYPE VN TOT FEE $ 62. 9MOMI - HAZ. X D. F S IMP FLOOD X CDf P CEL HD `� X ISSU This permit is hereby issued under the of the Butte County Code and/or indicated above for which fees have /y / / , / //t.►7J�f�1�C1 Y /cJ ERMITEXPIRESON 1 _4e0 applicable provisions Resolutions to do work been paid. / Date ( - -98 (Date) Re elpi o. ? oyv� � 9� WHITE-D.D.S.-B.D. C NARY -ASS OR PINK-INSPECTO GOLDE LICA I, V,) 0 TOr j Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance �s.H. USE ONLY Plot PLa Athched 11,11 Floor PLO Att=W IL M Seat to B.D. . / e-1 r)o h ly-() (Ajv\ -EM(4 A,5lqflf-v/Y86- D L 7/ Owner Location AP# Plan Approved for: Sewage Disposal ✓ Water Supply: Yublic �-�Private Well Clearance for ed . Other 0 44 5 "X101 I Hold final for: Final clearance O.K. for: NOTE: Environmentali Health Specialist 8/92 cz. /j� Date t i CQUNTYOF BUTTE - DEPARTMENTOF DEVELOPMENT SERVICES - BUILDING DIVISION , 7COUNTY CENTER DRIVE -OROVILLE,CALIFORNIA95965-TELEPHONE (916)538-7541 PERMIT APPLICATION DATA SHEET Dow- d rrie oaRow.nl • D1 u -,o'71 OWNER A. P. No. Proposed Building Use C Building Inspector GA/tC. Date y y , At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED BY 1. All items have been submitted. .:..................................... . 2. Plot plans, 3/4 sets, signed by preparer of plans . .......................... 3. Complete plans, 3/4 sptsrsigned by preparer of plans. ....................... ZWW4. Engineered plans anca cs, 4 sets, with wet signature on plans . ............. ,5: Hazardous Material For ...............................- 6. Energy Design Compliance and supporting documentation. ................... 7. Statement of Intent for Non -Heated and A/C Buildings. ........ ............. 8. Engineered truss details and layout in duplicate (required prior to plan check). . 9. Mobilehome data and anf turer's installation instructions, 2 sets. ........... Fees of $ rf ....... 1 Impact fees as shown on attached sc dule. e� r.... bs�9:..Art 11W/. .California Department of Forestry plan prova fee .... ....... Flood elevation letter 100 year flood b Califor ' meer....... J&jW.. . ( Y 24Y 14. Sanitation and plot plan approval <e-0 Health Department. 15. City of Chico plumbing permit . ......................................... 16. Plot plan and business license rval from City of Biggs/Gridley. . A�17. Planning approval for (A) Use: Cjf (B) Parking; ........ 2 18. Contact Land Development.about (A) Improvements ((B); Drainage. ....• : - .. i 23 19. Driveway permit (construction approval required prior to occupancy). .. .. .. . 20, Pre -inspection for required. .. oe�Id g nspedor (Date) 21. Contractor's license information. (No., Name Style, Classification).,. ; ............. 22. Certificate of Workmans Compensation Insurance . .......................... 23. Owner -Builder Verification (Given to owner , Mail to owner _ ) ............ 24. Recorded copy of Agricultural Acknowledgement Statement . .................. 25. Letter of signature authorization . ........................................ 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. ..... 27. Letter of intent on building use . ......................................... 28. Mobilehome utility clearance . .......................................... _ 29. Documentation of legal access . ..................... :.................. a 30. Documentation of 50% subdivision developed or (A) Road improvements completed and (B) Parcel meets zoning area and frontage requirements . ............... 31. Existing violations/expired permits . ...................................... 32. Plan check list . .................................................... . 33. 34. When,You issue the K Telephone Other Parcel Creation Acreage process as follows: Mail to,gwner -000 and hod for pickup at G�!%� Copy of Haz-Mat form sent _.ZHea Copy of plans sent Health Dept. The following data must be submitted I 1. Index permit for above items No. 2. Additional items required: )a-03-1(4 /t(o ,nho),U Applicant Mail to contractor. office. Deliver with inspector. \ L Date/^� Dept. ✓ Fire Dept. /Air Pollution Date I of Fire Dept. Other Date ,to permit issuan M10 I ircle new item not rtJ& 0-14 30 Contractor, designer, owner, was advised of above required data by _,,,/phone Contractor, desig en ren r owner, was advised of above required data by _ phone mai PlanStche"eked>b d � �'' y Date �� 3 Plans approved by Sets of plans on hold in File cabinet J J 44OAP folder opy - Department of Public Works " , � ` Counter by By , Date -10 Date Date ROBERT B. HEATON ' Architect 2044 PALM AVEN.t _g CHICO, CA 95926 3::.38 To: Don Brown ROBERT B. HEATON architect Re: Stott Outdoor Advertising Building Cohasset Road Chico, CA SSD ARC \V�C.o SPS B. * f No. C91 Q' •N• 3-31.9°' �� F •C O. O O One SSTB Anchor Bolt for the HD2A zHolddown for the interior shear wall was inadvertently placed in the perpendicular abutting exterior wall. O Framing contractor was advised that the bolt was close enough to the interior shear wall to place double studs behind the HD2A and bolt the' 5/8" stud bolts thru to the Apposite side of the shear wall, providing the positive connection required. The framer was also notified to nail all studs in the resulting 2x6 column with 16d @ 5" o.c. The resulting assembly is approved as an alternate. COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT, SERVICES 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 �6ZO ck) A/ 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 completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. rV'A4 ;7f c- 0 U h2 f(O cu 044" rr/VDti2 At 11 c i t>a2�ir '2 4rf.a-10h2 X AIv- e41,Ct>Ai(l4 � e6I2 Date 6 —1 1 ' Inspector REV 10/92 COUNTY OF BUTTE --: BUILDING DIVISION I DEPARTMENT OF DEVELOPMENT SERVICES I` 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 f. 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 completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. i' F v u� tI .501 F �vvc llA G/ fir `��i 5 ocx 0 fi c GFt2 s (,mac%/Ji C P FAM - i R2vut*06 A ee--fi aWo- v-.6,225 KpuC2 69-1 ceg cL D So 94 wo E X�ld iZiD2 _/' _( 'Yo7� Di,4�lZ /day 0 Date �— l Inspector REV 10/92 it k• t" ,/r //` •i• V '• jp N COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 891-2751 7'County Center Drive, Oroville; CA - (916) 538-7541 \74477 Elliott Road, Paradise, CA - (916) 872-6307 1 CORRECTION NOTICE '3q0w1'-, CJ G eJ 3v 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 completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. vKj Rox. KvSSA-S kA.YT 70 / 1, kv oar S; f e oo-?Z Al alC �oL '-2/iq 3 - Co"a.-1 67ucc o xT1*Na Ri4*1/7 CAG Iv " AT !2) to 13Aq9 4'i4 q0 )C[1 g Date r2�� Inspector REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 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 Uowov 96 -253 C) 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 completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. � @? A AT r Adfiai4 2 YA194 Fl CVA(,-- L//v It o of cD Date Inspector REV 10/92 a COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT -SERVICES 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 NavAl g -2j 3d 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 completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. r i - Date — — l n— Inspector RfV 10/92 %may ROBERT B. HEATON za December 1996 architect 2044 PALM AVE. tHI-0, CALIFORNIA 9.5926 TELEPHONE 916/3343-8038 Butte County Bui.l.ding Dent. 7 County (:enter Drive Orovi..11e, CA 95965 Attn: Mr. George Kellog Dear Mr. Kellog: This letter is to certify that I ?rave reviewed the Soils Test data provided by John Sears, Applied Testing Consultants, dated 23 December 1996, for the property owned by lion & Dottie Brown, A.P. No. 048--010--71., located in Chico, Ca. Based upon the test resuits within the filled area (94% & 97`t relative compaction) and the allowable soil bearing capacity of..1500 psf, the soil is adequate to SUPPor.t all of the design loads calculated within the structure, PI -ease contact me if you have any q�iestions or comments. Sincerely, Ro ert B Beaton. Arch] tect C--9192 � A�C� Copy: Don Brown Applied Testing Consultants No. C9192 � ' N 9JF'9�cN 3-31 �F C A�\ Crane. Cert'.ficatior. Soso Cohasset Road. Chico CA 059216 (915) 8910625 Butte County Building Department #7 County Center Drive Or.oville, CA 95965 Attn: qtr.. George Kellog; Gentlemen: This letter shall serve as an addendum to our letter dated 04 December. 1996, regarding the building pad located at the intersection of 2 Oaks Drive and Browns Valley Drive in Chico. The AP No. for this parcel is 048-010-71 and the building permit number. is 96-2530. in our earlier letter we described the soil at this site as Red/Brown Sandy Silt with small to medium Gravel. In accordance with Table 1.8-1.-A of the 1994 UBC, this soil is defined as Class 4, with as allowable bearing capacity of .1.500 psf. On .23 December 1996 we performed two relative compaction tests in the building pad at depths of 1.5` and 2.5' below the finished pad surface. The reports .f_or these tests are attached and indicate well over the minimum relative compaction of 90%. Please note that a rock correction was included in the calculaKons for these tests to account for the large percentage of +30" material. We have reviewed the plans for construction at this location. Based on the soil classification and relative compaction tests discussed above, it is our judgement this site is suitable for the proposed construction. Very truly yours, APPLIED TESTING CONSULTANTS, INC. JG. ears, Pr: :00 APPI�IE� - -� ---- FAALU3 copisticu TS •-- Maieriats F.nginewhg f'i'le No. 96715 Testing and inspection 23 December 1996 Crane. Cert'.ficatior. Soso Cohasset Road. Chico CA 059216 (915) 8910625 Butte County Building Department #7 County Center Drive Or.oville, CA 95965 Attn: qtr.. George Kellog; Gentlemen: This letter shall serve as an addendum to our letter dated 04 December. 1996, regarding the building pad located at the intersection of 2 Oaks Drive and Browns Valley Drive in Chico. The AP No. for this parcel is 048-010-71 and the building permit number. is 96-2530. in our earlier letter we described the soil at this site as Red/Brown Sandy Silt with small to medium Gravel. In accordance with Table 1.8-1.-A of the 1994 UBC, this soil is defined as Class 4, with as allowable bearing capacity of .1.500 psf. On .23 December 1996 we performed two relative compaction tests in the building pad at depths of 1.5` and 2.5' below the finished pad surface. The reports .f_or these tests are attached and indicate well over the minimum relative compaction of 90%. Please note that a rock correction was included in the calculaKons for these tests to account for the large percentage of +30" material. We have reviewed the plans for construction at this location. Based on the soil classification and relative compaction tests discussed above, it is our judgement this site is suitable for the proposed construction. Very truly yours, APPLIED TESTING CONSULTANTS, INC. JG. ears, Pr: :00 . J�..Ii 4"'Vi�!'�'ti; �.,�r ' 11:Y.y�M'^tr'•1'�M�{i red • 7 * . CON Materials 1.28.7 Engineering File #: 96715 Testing and I T-1 inspection 12-22-96 Crane 133.2 Certification Don Brown, Construction say 2865 Cactus Avenue Concssei Road- Chico, CA 9 592 6 Chico, CA 90% 1,9 6 Attn: Mr. Don Brown REPORT OF SAND DENSITY T.ESTi.'t3G Project: Building Pad at 2 Oaks Drive and Cohasset Road Test A 2 Test Location.: South end of building pad Test Date: 12-22-96 Test Elevation: 2.5' below .FSG Technician: J. Sears Soil. Description: Red. Brown Sandy Silt with small to large Gravel Source of Material: Native to work area In Place .Density: 1.28.7 Wt- Sample & Container: 5069 Curve Q I T-1 Wt: of Container: 288 Maximum Wet Density: 133.2 Net Wet: Wt, of Sample: 4781 Relative Compaction: 97 Wt. ;and & Container Required o Compaction: 90% Start: 6922 Pass or Fail: bass Finish: 2334 Send in 'Hole & Cone: 4588 Sand in Cone & Plate; 1548 Sand i_n.Hole Only: 3040 Density of Sand: 87.9 Wt. of +3/4" Mtr.l: 1732.0 Sp. Gr. of ;-3/4" Rock: 2.55 Volume of +3/4" Rock: .0240 Volume of -3/4" Mtrl: .0522 Adj. Wet Dens. of -3/4": 128.7 Remarks: Curve #T-1 is a Caltrans 216 wet density curve prepared by Von Gel.d.ern Engineering during testing of the upper 6" of the building pad fill on 11-06-96. Field density determination was by ASTM Test Method 1556, corrected of the percentage of rock greater than 3/4" in largest dimension. ti • �� .� T^ti+lwy�..r.� M'wr.}e "f'.'q'1.,1'�ir+.1VwM•M APPLIED TESTING moo- A .4190 Materials Engineering F Ie +7 : 9671 5 t Testing and -- inspection 12-22-96 Crane Certficaiion _ Lion Brown Const'r.ucti.on 5050 H _ 2865 Cactus Avenue Cohasset Road Chico, CA 95926 Chico. CA 95926 Attn: ?sir. Don Brown REPORT OF SAND DENSITY TESTING Project: Building Pad at 2 flaks Drive and Cohasset Road Test Location: West side of building pad Tes�L Date—. -96 Test Elevation: 1.5' below FSG Tecltnici.an: J. Sears Soil Description: Red Brown Sandy Silt with small. to large Grave, Source of Material: Nati-ve to work. area In Place Density: 124.2 Wt. Sample & Container: 5990 Curve T. - I Wt of Container: 288 Maximum Wet Density: 133.2 Net Wet Wt. of Sample: 5702 ro Relative Compaction: 94 Wt:. Sand & Container Required % Compaction: 9("% Start: 7175 Pass or Fail-: Pass Finish: 1796 Sand in Hole & Cone: 5379 Sand in Cone & Plate: 1548 Sand in Mole Only: .3831 Density of Sand: 87.9 Wt. of +3/41' Mtrl.: 1.322.0 Sp. Gr. of +3/4" Rock: 2.55 Volume of +3/4" Rock: .0183 Volume of -3/4" Mt:rl.: .0778 Adj. Wet Dens. of -3/4": 1.24.2 Remarks: Curve #T-1 is a Caltrans 216 wet density curve prepared by Von Geldern Engineering during testing of the upper 6" of the building pad fill on 1.1-06-96. Field dens:i.ty determination was by ASTM Test Method 1556, corrected of the percentage of rock greater than 3/4" in largest dimension.. k" K L E I N F E L D E R An employee owned company April 21, 1997 File: 26-2333-01 Mr. Joe Dutra Dutra Steel 128 Brookvine Circle Chico, California 95973 Subject: HIGH-STRENGTH BOLTING SPCCIAL INSPECTION STOTT SIGNS BU1LD.1_NG- CHICO, CALIFORNIA Dear Mr. Dutra: On April 9, 1997, Kleinfelder observed tensioning of the ASTM A325 high-strength bolts at the subject project site. Bolts and nuts were identified per the RISC Manual of Steel Construction. Tensioning was by the calibrated wrench method. Our representative calibrated the erectors tensioning procedures using three -bolt assemblages in our Skidmore Wilhelm Tension calibrator. Following the calibration, our representative verified that the tensioning procedure was implemented at each tension connection. 05,, Based on the calibration tests and ourobservations, to"the best-ofourfknowledge, the work was completed in accordance with the approved plans and specifications. Tension connections observed meet the minimum tension requirements of the Uniform Building Code Section 22 -IV -D_, We have employed generally accepted inspection 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. No warranty is expressed or implied. If you have any questions regarding this information, please contact Cliff Curry at (916) 244-7203 at your convenience. Very truly yours, IN ER, Inc. ifford D. Curry Project Manager CDC:da 2617L009 File: 26-2333-01 Copyright 1997, Kleinfelder, Inc. April 21; 1997 KLEINFELDER 1522 Charles Drive, Redding, CA 96003-1423 (916) 244-7203 (916) 244-3031 fax 4 Cilia- LOERKE INSULATION CO - INSULATION CERTIFICATE Browns Valley Chico -- -4--ou Numherand Street i1y_tjc DESCRIPTION OF INSTALLATION 1. ROOF Material. _ _ -•- -. - ---�._ .. _ Brand Name -- Thickness (inches) - - _ Thermal Resistance (R -Value) 2. CEILING Batt or Blanket Type_F bw91ass Patts -- - Brand Name Schuller int. Thickness (inchesL _ _ 10 25 -- _ _ Thermal Resistance (R -Value)_ R 30 Loose Fill Type Fiaerglass _- - Brand Name --_Schuller Int. _ -- • -_- Contractor/s min. installed weight/ft sq. _ _ib, Minimum Thickness _^ inches Manufacturer's installed weight per square foot to achieve Thermal Resistance (R Value) - -- 3. EXTERIOR WALL Material _F1(4erq(ass_Ratts - - . -. _ __ Brand Name _$chuller Int. --- Thickness (inches). 6.75 ^ _ _ _ _ Thermal Resistance (R-Vaiue)- . R 19 -- - 4. RAISED FLOOR Material _Fiberglass Baits- _. __ - _-- -_ _ Brand Name $cbLjIIer_lnt. Thickness (inches) _. __ __. ._ _ ___ __-_ _-.. _ Thermal Resistance (R -Value -)--- 5. SLAB FLOOR f PERIMETER Material _ ._ -_ - _ _- - - - _ - _-.-.- Brand Name - 'Thickness _- _ - -_ -- -. - _-•. --- -- - - Thermal Resistance (R-Value)- R-Value)Perime:er PerimeterInsulation Depth (inches)____ 6. FOUNDATION WALL Material _ - . __ _...__ __ - _ - - _.__ -_. Brand Name --- -- . _ - -- _-- -- --- __ __-- Thickness (inches ._ _- __ _ _ _ _ _-_ Thermal Resistance (R -Value).--- -_ - ----__ DECLARATION I hereby certify that the yabove insulation was installed in the building at the above location in conformance Regulations) as indicated on the Certiificate Standards for wrhedre ap(Title t cab24.Pari 6, California Code of ✓/ LOERKE INSULATION CO., INC. C.L.#499154 _-- . ---- -- - stalling SuF�contractor (c;oamej - temp ignatuee aIt - General Contractor (Co. Name) Or Owner -` tef m s� S'ignature,�ate-` - - - - - - -lista ing Su6con ractor �oo. ame �r General Contractor (Co. tJame) Or owner tem s~ Signature, - ---- -- tnstallittg ubccint (ctor Co. amet) Or General Contractor Co. Name) Or weer s - COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541�� O APPLICATION AND PERMIT ''��"" -- mw MIT ASSESSOR PARCEL NUMBER 7 g _ ©y o_ 070r BUILDING PER .. OWNER TELEPHONE SO. FT. OC . BUILDING VALUATION Dons 414CA If�ot�/e L3,eownl 3`!S nv7o 'L10 l9 OWNERS ADDCA ll sfMIC"S j ae— 30 7 CONTRACTORS NAME V✓tv TELEPHONE V CONTRACTORS MAILING ADDRESS Fireplace CONSTRUCTION LENDER UNIPIOWN Total Valuation $ Fling Fee $ 20.00 LENDER'S MAILING ADDRESS Permit Fee ARCMRECT E (NEER �� 114,9 �� LICENSE NO. g� Z Plan Checking F@@ $ • {� Energy Plan Checking Fee $ OO ARCHITECT OR ENGINEERS MAIUNG ADDRESS 20 `/t'/ /?-q LA7 sd✓G CRIC A 9 S�5l Penalty $ BUILDINGADDRESS 113 PERMITFEE S PLUMBINGPERMIT Filing Fee 20.00 nn 1p Jr,1119A- 4dae& Each Trap 7.00 yl. LOT NO. S USONIS IONS NAME PARCEL MAP Solar Or heat pump water heater 23.00 Water piping 15.00 is USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other 6011111.+ el> �,Ca /SN�Id SPECIFY Each gas water heater or vent 15.00 S - Gas piping system 1 - 5 outlets 15.001 13 - Building sewer 15.00 TYPE OF WORK NewA Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ �J ��G� ' Describe Work: _q [2,J S' yG, f a Mobile Home ISI GI W1 920.00 PERMITFEE $ 2Z Contractor ELECTRICAL PERMIT Filina Fee 20:00 Main Service ( wov OR LESS ) 200A OR LESS 23.00 Main Service ( 200A To I000A ) 1 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 full force and effect. License Class LIC. NO. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the ConVactors 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 insurance carrier and policy number are: `I Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) C -I I 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' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions.. X Date Signatur6 oI � Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSA permit ;s required for excavations over 5'0" deep and demolition or construction of stri ctures over - `storie in height. NEW CONST. DWELLING OCCUP. OR ADONIS.( 8 ACC. BLDS. ) SO. 3.5Q FT. NEW CONST. MULTI.OUTLET NDN REs10. ( BRANCH CIRCUITS ) �J @7.50 - POWER APPARATUS (a SINGLE OUTLET CIR. ) Ex. Occup. (OUTLET OR FIXTURES ) 20 0 I'50 SAL FIXED APPLNS. OR Ex. Occup. (ourLErs IREs10.) EA) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMITFEE $ , Contractor MECHANICAL PERMIT Fling Fee 20.00 Heating r5" Cooling Hood 6.50 Ventilation ?j $0 ot PERMITFEE $ Contractor Mobile Home Installation Fee Is Energy Inspection Fee Is �MC./p Y(> cc . c" PE /�j TOTAL FEE $ t-/ LH D. FEES IMP FLOOD I COF I PD H MSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMITEXPIRESON (Date) A\ ReceiptNo.�G'1 6S Q3Y•C>3 I,\ WHITE-D.D.S.-B.D. C N ARY-ASSES PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DMISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 OWNER A.P. • Y '' Z .w tr. Y - PROPOSED BUILDING USE Go ��i�G ,� o DATE i. # ;DATE REC-' 1. SCHOOL DISTRICT FEES (paid at District Office) . SHERIFF FEES (I)aid at Building Division) ' Residential. - • ... z tial .. - J��• �� .-,��� • r �� _ ,iii t. 2a1 COmmCrCS . $.)• `7 x unit ��3 (sqoft.). a- URBAN AREA FEES (paid at Building Division) Residential (per unit). z #units amt. Commercial (sq.ft.).._z C49 Zy3� - rte_ sq.ft. amt. 4. RECREATION DISTRICT FEES _ (paid at District Office) 5.. THERMALITO DRAINAGE DISTRICT FEES' $400.00 (paid at Building Division) 6. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 7. WATER TENDER FEES (BATTALION $200.00 (paid at Building Division) 8. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 2 o�S' Py ti 9. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the --,- kPPLICAN7 DATE T. BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One ForrrrPer Building) School District C&1e v Building Department No. C /,SG A.P. Number 7 8 ' t9l 0 ` 071risdiction: City County Property Owner Po'i ��cc�-Ji✓ Property Location/Address Two k S Subdivison Lot No. Residential Development Sq. Footage No. of Living MHI Addition (Group R) � lh' Commercial/Industrial '' or Units 0(f -lea,- ��r Sq. Footage x.35 New Addition (Including Exterior 2 y 3o W L+3 Roofed Areas) Bu' rng Department Representative Date 9 (Floor Plans reviewed by School District Personnel) District Identification No. _ 9 %dlc?o School District certifies that (Applicant) (Street Address) (Phone Number) (City) (State)(Zip Code) has complied with the requirements of Resolution No. 6 Jr9-qq & by payment of $ representing y.J�.� square feet. AB 2926 $ FULL MITIGATION $ School District Representative Date Paid by Check # A) /T Remarks: Bank Number Paid by Cash If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.wkl (11/94)dmm LONGFELOW LUMBER CO. ■ Quality Truss Design ■ Roof & Floor Systems 89 Loren Avenue Chico, CA 95928-7434 (916) 893-0112 � FAX (916) 893-0140 Customer: Address: 'DoN 3ac�, J a 04te-0 Vim, )P--- APPROVED ❑ APPROVED WITH EXCEPTIONS AS NOTED ❑ REJECTED -RESUBMIT Reviewed only for general compliance with the design concept and general compliance with the information given in the contract documents. Any action shown is subject to the requiremen of the plans and'.,�$cifications. C tractor's responsiMfity includes, but is not limited to: dimensions which sh be confirmed and correlated by tractor at thea ncesses andf c n tion; ccordii o kw th that of all factory per rma of i r-R-Ov.' qb - A6� ROBERT B. HEATON Architect INC* Alpine Engineered Products, Inc. Christian Chappel 8351 Rovana Circle Sacramento, CA 95828-2522 (916) 387-0116 Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 LONGFELLOW LUMBER CO.'INC. ■ Quality Truss Design ■ Roof & Floor Systems 89 Loren Avenue Chico, CA 95928-7434 (916) 893-0112 FAX (916) 893-0140 Customer: gaD"iltl - Address: 0��" d t 0 d 1 AP#: f tel/ 4E P SvgMTN- t_S o Z7 �fobNo A'T'E Crw kea v. ENGINEER Alpine Engineered Products,C. Christian Chappel G1'..� s-�Yo 8351 Rovana Circle Sacramento, CA 95828-2522 (916) 387-0116 Timber Products Inspection, Inc. qF 9� P.O. Box 20455 0 < 3-3�"\��`� Portland, OR 97220 F CA (503) 254-0204 '.4 Ln (SIUII-LUWtLL 11tKCt/ JIUII TOP CHORD 2x6 FL #2 BOT CHORD 2x6 FL SS WEBS 2x4 FL Standard ROOF OVERHANG DESIGNED FOR A 2.00 PSF SOFFIT LOAD. CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF I.C.B.O. RESEARCH REPORT #2949. IN LIEU OF RIGID SHEATHING: TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS SPACED @ 24" o.c. IN ADDITION, A RIGID CEILING OR 2x4 #3 N.F. OR BETTER CONTINUOUS LATERAL BRACING SPACED @ 72" o.c. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. THIS GIRDER IS DESIGNED TO SUPPORT 12-0-0 MONO HIPSET AT 8-0-0 AND 32-0-0 FRAMING TO THE BOTTOM CHORD. ALSO BETWEEN THE 2 HIPSETS ARE 12-0-0 MONOS FRAMING TO THE BOTTOM CHORD TO ONE FACE. OPPOSITE FACE TO SUPPORT 2-0-0 OF LOAD TO THE TC/BC SPLIT. IN ADDITION TO NAILING/BOLTING SCHEDULE SHOWN ABOVE, USE (5)-16d NAILS AS SHOWN BY PARENTHESIS FOR FORCE TRANSFER AT CONCENTRATED LOAD POINT AS EACH LAYER IS APPLIED. HS41W 3X8= 3X8=- 3 X 40- 4 5X12(A1)=1.5X4111 HS412=-3X4(R)III (5) 1008# 3-0.0 (H) 1n IJ uwu rrt[r„n[u rKuri 1.u1.1ru1CR lnrui (Lr1771ua OL u1 rIUYJ 1 u11 JJ 3UDr1111Cu DY IKUJJ PIrK 2 Complete Trusses Required CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NDS -91 TABLE 7.3.3. NAILING SCHEDULE: (JOd_box_nalls) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 6" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. (1) 1/2"—bolts MAY BE USED FOR (2) lOd_box_nalls ON EITHER THE TOP OR BOTTOM CHORDS. RECOMMENDED CAMBER 1/2" AT MIDSPAN BETWEEN BEARINGS. CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY A LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. (H)RECOMMENDED CONNECTION FOR 12-0-0 MONO HIPSET TO THE BOTTOM CHORD: SIMPSON LUS26. SEE CATALOG C-PT95H-1 FOR NAILING SPECIFICATIONS. [UNLESS OTHERWISE SPECIFIED, SUPPORTED MEMBERS HAVE IDENTICAL LUMBER AND MINIMUM HEEL HEIGHT OF SUPPORTING GIRDER.] 3X8= HS416- 3X4 (5) 4 8-0-0 2X4111 3X4(R)III 6X&-7-- 412= 1.5X4111 5X12(A1)= 1008# (H) 3-0-0 1_ 12-0-0 _L 16-0-0 —1— 12-0-0 _1 Le 40-0-0 Over 2 Supports R=4924 W=3.5' R=4924 W=3.5" e•'t Lr j PLT TYP. Al ine Hi h Strength TPI -95\R Design Criteria: UBC 18.1a9 CA/6/-/-/-/-/F Scale =.125" Ft. (] 1= M (] 0 0 0 0 0 Q Q O O Q Q O O o/ALPINE **IMPORTANT** ALPINE INC. NOT ENGINERESPONSIBLEERED PRODUCTS. ANY SHALLDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI ALPINE CONNECTORS ARE MADE OF 2DGA GALV. STEEL MEETING ASTM A653 GR37 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS VISI 150 6 NOSH . DESIGN STANDARDS CONFORM W(APPLICABLE PROVISIONS ONS OF N05 A TPI. AN ENGINEER'S WARNING TRUSSES RNGUIREEION XTREMECARE BRACING. SEE HIO -91 BY TPI. SEE THIS DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING RE OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL BE LATERALLY BRACED WITH PROPER LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD WITH PROPERLY ATTACHED RIGID CEILING R SEE ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPER Q9,OfESSIp4Y ��C4o \`t, W f. V V NQ 04384 55 r a * C� 63H7 v'µ * TC LL TC D L BC DL BC LL T 0 T. LD. 16.0 10.0 5.0 0.0 31.0 PSF P S F PSF P S F P S F REF R427--29240 DATE 02/10/97 DRW CAUSR427 97041010 CA -ENG PBC CWC - S E 0 N 110999 _\`�Y'\.\V\Fr—�, TR U S S SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DRYWALL APPLICATION. FURNISH A COPY OF THIS DESIGN TO THE TRUSS ERECTION CONTRACTOR. fl CIVIL \Q` D U R FAC. 1 . 2'5 FR0M MC SPACING 24. 0 11 ...TPI - TRUSS PLATE INSTITUTE. NDS - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION STOTT-LOWELL PIERCE/ STOTT - T1A HIP TOP CHORD 2x6 FL #2 :T3 2x4 FL #1: BOT CHORD 2x4 FL #1 WEBS 2x4 FL Standard CONNECTOR PLA'lI:S DESIGNED FOR GREEN L11I4111:R PER NDS -91 TABLE 7.3.3. CONNECTOR PLATES MUST 13E INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF I.C.B.O. RESEARCH REPORT #2949. #1 HIP DESIGNED TO SUPPORT 10-00-00 JACKS WITH NO WEBS. CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY A LOCAL PROFESSIONAL ENGINEER REGARDING CONVE14TIONAL FRAMING. NOTE: BC CHECKED FOR 10 PSF ADDITIONAL LIVE LOAD IN ACCORDANCE WITII-TABLE 16 -B -SPECIAL LOADS (1994 UBC). 5X6% 4X 12 4X12 3X8= 4X4= 4X12 - IRIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFI ROOF OVERHANG DESIGNED FOR A 2.00 PSF SOFFIT LOAD. RECOMMENDED CAMBER 1/2" AT MIDSPAN BETWEEN BEARINGS. IISL THIS DESIGN FOR COMMON IIIP 'IRIISSI.S 0 2.4.0"oc. EXTEND SLOPING TOP CHORD OF 1RUSS AND JACKS '10 1111' RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT. TO FLAT TOP CHORD. LATERALLY BRACE FLAT 101' CHORD WITH 2x4 ITEM -FIR #3 Olt 11El'TER @ 24.00"oc. ATTACH WITH 2-16d NAILS & 2x4 DIAGONAL BRACE PER HIB -91 13.2.1 FIGURE 33, OR IIIB-91 SUMMARY SHEET (FRAME 3 THRU 6),OR CA -HIPS DETAIL CD110. SUPPORT HIP RAFTER WITH CRIPPLES @ EVERY 05-07-14 FT. oc.. 1N LIEU OF RIGID SHEATHING: 1'01' CHORD AND FLAT TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS SPACED @ 24" o.c. AND 24" RESPECTIVELY, IN ADDITION, A RIGID CEILING OR 2x4 #3 H.F. OR BETTER CONTINUOUS LATERAL BRACING SPACED @ 72" o.c. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. 5X6 1 JAY 111 J_V- 1 . JAY 111 JAS _ JAV- i `�•` ' "' 5X8(A2) = HS2512= HS2512= 3-0-0 LIL0-0 I_ 14-0-0 —1— 12-0-0 _1_ 14-0-0 _1 40-0-0 Over 2 Supports R=181.1 W=3.5" R=1811 W=3.5" 8-0-0 7/ A BUTTE 0GLE TY AV''1,11 PLT TYP. Al ine Hi h Strength TPI -95\R Design Criteria: UBC 18.1a9 CA/6/-/-/E/-/- Scale =.125" Ft. O O O •AND BRACING. REFEROTOENIBE911RE EXTREME CARE IN (HANDLING INSTALLINGBANDABR CING). PUBLISHED PBYIITPIHANDLING. SHIG,INSTALL(TRUSSNPLATE TC LL 16. 0 PSF R E F R427--34182 O O INSTIIUTE. 583 O'ONOFIO DR., SUITE 200, MADISON, HI 537 S. 19), FOR SAFETY PRACTICES PRIOR TO CP CHORO SHALL HAYE PROPERLY ATIACHEO PERFORMING THESE FUNCTIONUNLESS OTHERWISE INDIATED. TO I SI TC DL 10. 0 P S F DATE 02/24/97 O STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CIELING. '•IMPORTANT"" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERE .qA C BC DL 5.0 PSF DRW CAUSR427 97055009 ALPINE o Z___O O O TRU S S PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE T BRACINGBOF IR US S TRUSSES. CONFORMANCE THSDESIGNITH TPI: OR CONFORMS WITH APPLICABLE PROVISIONSBOFPNITS (NATIONAL INSTALLATION SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AN PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MARE OF 20GA ASTM A653 GR37 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF 30 .TRUSS, AND UA NO 1 60NLESS OTHERWISE IOCATEO ON TNIS DESIGN, POSITION CONNECTORS PER OF A THES 1 TRUSS DEPICTED HEREAAND SHALL BNOTEBE RELIED UPONHIN ANYWING OTHER APPLIES ONLY TO THE DESIGN A r r No.C43845 Exp. 63097 /� ,rl�J` yIV�`.,C ���\Q' BC B \, L L TOT . L D . 0 . P S F 31. 0 P S F C A - ENG P B C / C W C S E Q N - 110978 D U R .FAC . 1.25 FR0M mc S P A C I NG 24 . 0" (STOTT-LOWELL PIERCE/ TOP CHORD 2x6 FL #2 BOT CHORD 2x4 FL #1 WEBS 2x4 FL Standard STOTT - T2 COMN CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NDS -91 TABLE 7.3.3. IN LIEU OF RIGID SHEATHING: TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS SPACED @ 24" o.c. IN ADDITION, A RIGID CEILING OR 2x4 #3 H.F. OR BETTER CONTINUOUS LATERAL BRACING SPACED @ 72" o.c. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. 5X6 3X4 6 X 6 (A2)= 2.5X4 (R)III THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG DESIGNED FOR A 2.00 PSF SOFFIT LOAD. RECOMMENDED CAMBER 1/4" AT MIDSPAN BETWEEN BEARINGS. CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF I.C.B.O. RESEARCH REPORT #2949. NOTE: BC CHECKED FOR 10 PSF ADDITIONAL LIVE LOAD IN ACCORDANCE WITH TABLE 16 -8 -SPECIAL LOADS (1994 UBC). 6X6= 3X4 5X6Q 6X8= 2.5X4 (R)III 6 X 6 (A2)-- 3-0-0 3-0-0 i 20-0-0 I_ 20-0-0 40-0-0 Over 2 Supports 31-1 R=1408 W=3.5" R=1408 W=3.5' DIT TVD Alninn TDT-0G\D nocinn rritorin- IIRr 1R laQ T2 R� &Ur� c0 �Al Cralo — 19R"/Ft (] 0 (] o 0 (] Q Q O (] O O Q F-1 .(] I] o A L P I N E (� TR U S S m **IMPORTANT** ALPINE ENGINEERED PRODUCTS. INC. SHALL TBE RESPONSIBLE F DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTN A653 GR)7 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS OESI GN. POSITION CONNECTCONFORMORS PER W/APPLICABLENGS 130, PROYISIONSO OF NOSA& TPI. ANNSTANDARDS ENGINEER 5 SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE IN ONLY. AND SMALL NOT BE RELIED UPON IN ANY OTHER MAY. WARNING TRUSSES REOUIRE EXTREME CARE HANDLING. ERECTION BRACING. SEE HIB -91 BYTPI. SEETHIS DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING RE QUIRENENTS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL BE LATERALLY BRACED WITH PROPER LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD WITH ALPINEROPERL TECHNICALTUPDATER(1/1/91)IGID LFOR PROPER DRYWALL APPLICATION. FURNISH A COPY OF THIS DESIGN TO THE TRUSS ERECTION CONTRACTOR. QFES �Q�O \�N W ['� (� LU V r r- Am Cu 45 r ' � * 6 7 * ff CI Y'l ��. 'fE Of Ali- t TC LL TC DL mBC DL B C L L TOT. LD. 16.0 PSF 10. 0 PSF 5. 0 PSF 0 . 0 P S F 31. 0 P S F R E F R427--29237 DATE 02/10/97 DRW CAUSR427 97041013 CA -ENG PBC CWC S E O N - 110947 D U R . FAC. 1 .25 FR0M MC SPACING 24.0" •--TPI - TRUSS PLATE INSTITUTE. NDS - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1 (STOTT-LOWELL PIERCE/ STOTT - T3 DRAG*_**_NE TOP CHORD 2x6 FL #2 BOT CHORD 2x4 FL #1 WEBS 2x4 FL Standard CONNECTOR PLATES DESIGNED FOR GREEN LUMBLR PER NOS -91 TABLE 7.3.3. NOTE: BC CHECKED FOR 10 PSF ADDITIONAL LIVE LOAD IN ACCORDANCE WITH TABLE 16 -B -SPECIAL LOADS (1994 UBC). SPECIAL LOADING (PER TRUSS MANUFACTURER) -------------------------------------------------- TC From 11 PLF at -3.00 to 11 PLF at 0.00 TC From 81 PLF at 0.00 to 18 PLF at 20.00 TC From 18 PLF at 20.00 to 81 PLF at 40.00 TC From 11 PLF at 40.00 to 11 PLF at 43.00 BC From 1 PLF at -3.00 to 1 PLF a.t 0.00 BC From 24 PLF at 0.00 to 24 PLF at 29.17 BC From 2 PLF at 29.17 to 2 PLF at 40.00 BC From 1 PLF at 40.00 to 1 PLF at 43.00 NOTE: BC CHECKED FOR 10 PSF ADDITIONAL LIVE LOAD IN ACCORDANCE WITH TABLE 16 -B -SPECIAL LOADS (1994 UBC). ** THE MAXIMUM HORIZONTAL REACTION IS 2208.80# *- JA L) * 4X4% 5X6% 6X6= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR (T)PROVIDE CONNECTION FOR 100# UPLIFT. RECOMMENDED CONNECTION FOR UPLIFT: 3-16d SINKER NAILS TO BE NAILED INTO BEARING. ROOF OVERHANG DESIGNED FOR A 2.00 PSF SOFFIT LOAD. CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF I.C.B.O. RESEARCH REPORT #2949. NOTE: TRUSS DESIGNED TO TRANSFER EVENLY DISTRIBUTED LOAD OF 48.00 PLF PARALLEL THRU TC TO SUPPORT(S) WHERE INDICATED. DESIGN OF PLYWOOD DIAPHRAGM AND CONNECTIONS OF TRUSS TO DIAPHRAGM AND/OR TRUSS TO SUPPORT BY ENGINEER OF RECORD WHERE INDICATED. IN LIEU OF RIGID SHEATHING: TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS SPACED @ 24" o.c. IN ADDITION, A RIGID CEILING OR 2x4 #3 H.F. OR BETTER CONTINUOUS LATERAL BRACING SPACED @ 72" o.c. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. RECOMMENDED CONNECTION FOR 8-6-0 CEILING JOIST AT 24" O.C. FRAMING TO THE BOTTOM CHORD: SIMPSON LU24. SEE CATALOG C-PT95H-1 FOR NAILING SPECIFICATIONS. (UNLESS OTHERWISE SPECIFIED, SUPPORTED MEMBERS HAVE IDENTICAL LUMBER AND MINIMUM HEEL HEIGHT OF SUPPORTING GIRDER.] TRUSSES. TO BE SPACED AT 5.0" O.C. MAXIMUM. 4X4= 5X6- ;Ano \rAL/ ���– 40-0-0 Over 2 Supports = �— R=1472 W=3.5" R=1296 W=3.5" RH=+/-2209# RH=+/-2209# PIT TVP Alnina TPT-Qr,\P nacinn fritaria- IIRr.. 1R lh9 A3 ti --"'j BUTT E COUNTY rA/-/1/-/-/-/F Irala = 19R"/Gt 0 0 0 0 o C= C= C= O O (] Q O \ O ALPINE�AR **IMPORTANT* * ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI ALPINE CONNECTORS ARE MADE OF 2OGA GALV. STEEL MEETING ASTM A65O GR31 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTSTANDARDS CONFORM OW/APPLICABLERS PER NPROVISIONS GS 130. OOF NOS A6FTPI. AN ENGINEER'S WARNING TRUSSES REOUIRE EXTREME CARE IN HANDLING. ERECTION AND BRACING. SEE HIS -91 BY TPI. SEE THIS DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING 0. OUIREMENTS. UNLESS OTHERWISE INDICATED. TO CHORD SHALL BE LATERALLY BRACED WITH PROPER LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD WITH ALPINE RTECHNICAL UPDAOPERLY TER(7/l/91)IGID LFOR PROPER f ESS , 4'• 9�fy �Y„cy. Rc c.>'45 * �"� 6 7 TC L L T C D L BC DL p B C LL TOT . L D. .1 6.0 1 0. 0 5.0 0 . 0 31 0 PSF P S F PSF P S F PSF R E F R427--36657 DATE 03/03/97 DRW CAUSR427 97062002 CA -ENG PBC CWC S E O N - 27935 0 `(�J\\\l�—DI o SQ O SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DRYWALL APPLICATION. FURNISH A COPY OF THIS DESIGN TO THE TRUSS ERECTION CONTRACTOR. CIv " e �� C b D U R .FAC . 12 5 FROM M C —TPISPACING TPI - TRUSS PLATE INSTITUTE. NOS - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 5 . 0 �� Job: () / REINFORCE TRUSS FOR UNDER PLATED JOINTS. TRUSS TO BE REPAIRED BY ADDING ADDITIONAL NAILS THROUGH EXISTING PLATES. (N) ADDITIONAL NAILS THROUGH EXISTING PLATE AS INDICATED BY CIRCLES. EDGE DISTANCES, END DISTANCES AND SPACINGS FOR NAILS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. NOTE: SEE DRAWING CAUSR427 97062002 FOR LUMBER, PLATES AND OTHER DATA NOT SHOWN HERE. AFTER COMPLETION OF REPAIRS, TRUSSES MUST BE INSPECTED BY THE TRUSS MANUFACTURER OR LOCAL BUILDING DEPARTMENT TO ASSURE COMPLIANCE WITH ALPINE DESIGNS AND SPECIFICATIONS. zi THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT j 3 \Li pgsr Fa— dun -B 20-0-0 20-0-0 p� -0- 40-0-0 - OVER 2 SUPPORTS R=1783# W=3"B R=1782�,� I'0 W 0 LIT V m to v Sm 27931 'LT. TYP.- ALPINE T 19 DESIGN CRIT T:Y = PLIES= TOTAL= CA/0/1/0/-/-/F Rev Rev 15 SCALE = 0.1 **IMPORTANT**ALPINE ENGINEERED PRODUCTS, 1-. WARNINGTRUSSES REOUIRE EXTREME CARE "O TC LL 16.0 PSF REF 8427--3674 SHALL NOT BE RESPONSIBLE FOR ANY* IN HANDLING. ERECTION AND DATE 03/03/1 C�ATRUSS DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB -91 BY TPI. SEE THIS DESI TC OL 10.0 PSF DRW 3,0$7,897 FAILURE TO BUILD THE TRUSS 1N CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING4 ' BC OL 5.0 PSF ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED CA -ENG PBCONNECTORS A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PTRUSS BC LL 0.0 PSF ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM No. C43S45 PER DRAWINGS 130. 150 6 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING - EE� 97 * FOR PR TOT. L0. 31.O PSF CONFORM W/APPLICABLE PROVISIONS OF NDS 6 TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 T aM..oSEAL C=IN ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DRYWALL APPLICATION. FURNISH A COPY OF DESIGN TO THE TRUSS ERECTION CONTRACTOR. OUR. FAC1.25 SPACING 24.0" C= O C= C= C= C= l} �� SPECIFICATION FOR WOOD CONSTRUCTION �/f 1�Y�1c A__TPi • TRUSS PLATE INSTITUTE. NDS • 1991 NATIONAL DESIGN W 0 LIT V m to v IUII-LUWLLL FILKLL/ 51U11 - 14 ILKM TOP CHORD 2x6 FL #2 BOT CHORD 2x4 FL #1 WEBS 2x6 FL #2 THIS TERMINAL GIRDER WITH 5-0-0 SETBACK IS DESIGNED TO SUPPORT TWO CONVENTIONALLY FRAMED HIP RAFTERS FRAMING TO THE TOP CHORD AND 5-0-0 CONVENTIONAL FRAMING TO THE BOTTOM CHORD. IN ADDITION THE OPPOSITE FACE SUPPORTS (FROM LEFT TO RIGHT) 2-0-0 OF LOAD SPLIT T.C./B.C. THE DESIGN OF ALL CONNECTIONS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER EXCEPT AS NOTED. CONCENTRATED LOAD FROM EACH HIP RAFTER IS 195#. CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY A LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. (W)THIS AREA OF TRUSS IS DESIGNED TO SUPPORT AN ADDITIONAL 10 PLF TO THE BOTTOM CHORD. 5X4= ini� uwu rntrRntu rmum -viiruitm 1PIru1 (LUAU) a UIrirN31 R3) 3UOr1II ICU 13T IKUaa PIrrc CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NDS -91 TABLE 7.3.3. ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG DESIGNED FOR A 2.00 IISF SOFFIT LOAD. CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF I.C.B.O. RESEARCH REPORT #2949. IN LIEU OF RIGID SHEATHING: TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS SPACED @ 24' o.c. IN ADDITION, A RIGID CEILING OR 2x4 #3 H.F. OR BETTER CONTINUOUS LATERAL BRACING SPACED @ 72' o.c. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (W) THIS PORTION OF BOTTOM CHORD MAY BE EXPOSED TO WIND PRESSURE. TRUSS DESIGNED IN ACCORDANCE WITH UBC-94ed. FOR 75 MPH, EXPOSURE B. 0 TO 15' ABOVE GROUND HEIGHT. a a 8-0-0 1.5 X 4111 2.5X4(A1)= 2.5X4(A1)—= Ll --3-0-0-->j L<--3-0-0—Ij I 5-0-0 _l_ 5-0-0 _l 10-0-0 Over 2 Supports R=723 W=3.5" R=723 W=3.5" UUTTE co���, L PLT TYP. Al ine,TPI-95 R Design Criteria: UBC 18.1b2 CA/6/-/-/-/-/F Scale =.375" Ft. (] =3 I] m 0 1=1 =3 I] m 0 Q Q Q 0 Q O O /A L P I N E � � _,\r-A�\\\\1!r—�, T R U S S O 0 � 0 "IMPORTANT ** ALPINE ENGINEERED PRODUCTS. INC. DEVIATION FROM THIS DESIGN ORALL THESETOR SPECIFICATIONS. BE RESPONSIBLEANY ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM A653 GR37 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS VISI 150 A NOS & . DESIGN STANDARDS CONFORM Y/APPLICABLE PROVISIONS ONS OF NOS 8 TPI. AN ENGINEER'S INAONLY. AND SHALLL ON THIS NNOTPBEIES TO RELIEDTHE UPONOINOANYTOTHERCTED WAY MERE WARNING TRUSSES REQUIRE EXTREME CARE AND BRACING. SEE HIBN9IA BYL TPI. SEES THIS I DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING RE OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL BE LATERALLY BRACED WITH PROPER LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD WITH PROPERLY ATTACHED RIGID CEILING R SEE ALPINE TECHNICAL UPDATE (7/1191) FOR PROPER TRUSS ERECTION CONTRACTOROF THIS DESIGNLTOAPPLICATION. t cl. �QV\�oFWSI"q f• y S� W Z .O L t../ r Y� Nm CQU5 r * * 6rn� �W .7V7 * f,'l`r7C C A 110��, C TC LL TC DL C D L B C L L T 0 T . L D . D U R .FAC. SPACING 16.0 P S F 10.0 PSF 5. 0 PSF 0. 0 PSF 31. 0 P S F 1.2 5 2 4 . 0" R E F R427--29243 DATE 02/10/97 D R W CA U S R 4 2 7 97041014 CA -ENG PBC CWC - SEAN 27433 FROM MC ---TPI - TRUSS PLATE INSTITUTE. NDS - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (STOTT-LOWELL PIERCE/ STOTT - T5 COMN; TOP CHORD 2x6 FL #2 BOT CHORD 2x4 FL #1 WEBS 2x4 FL Standard CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NDS -91 TABLE 7.3.3. (W) THIS PORTION OF BOTTOM CHORD MAY BE EXPOSED TO WIND PRESSURE. TRUSS DESIGNED IN ACCORDANCE WITH UBC-94ed. FOR 75 MPH, EXPOSURE B, 0 TO 15' ABOVE GROUND IIEIGHT. (W)THIS AREA OF TRUSS IS DESIGNED TO SUPPORT AN ADDITIONAL 10 PLF TO THE BOTTOM CHORD. 5X4= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG DESIGNED FOR A 2.00 PSF SOFFIT LOAD. CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF I.C.B.O. RESEARCH REPORT #2949. IN LIEU OF RIGID SHEATHING: TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS SPACED @ 24" o.c. IN ADDITION, A RIGID CEILING OR 2x4 #3 H.F. OR BETTER CONTINUOUS LATERAL BRACING SPACED @ 72" o.C. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. —3-0-0—> �3-0-0—>j I_ 5-0-0 _I_ 5-0-0 _I W 10-0-0 Over 2 Supports R=528 W=3.5" R=525 W=3.5" DIT TVD Alninn-TDT-Qq\D Kaci nn 'Cri tori a • IIRC 1R lag l `D m [� BUTTE GM4TV f.A1F1-1-1-1-1F Crala = 17R"/Ft 0- CZI = 1=1 m o ED m Q Q 0 0 O Q Q Q O O EaTLPI N E Q RU S S� A, A, I M P O R T A N T** ALPINE ENGINEERED PROOUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI ALPINE CONNECTOR$ ARE MADE OF 20GA QALY. STEEL MEETING ASTM A653 GR37 EXCEPTASNOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 170, 150 6 16OA-F. DESIGN STANDARDS W/APPLICABLE PROVISIONS OF NDS 6 TPI. AN ENGINEER'S ONTHIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE IN ONLY; AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. WARNING TRUSSES REQUIRE EXTREME CARE IN HANDLING, ERECTION AND BRACING. SEE HIB -91 BY TPI. SEE THIS DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING RE QUIREMENTS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL BE LATERALLY BRACED WITH PROPER LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD WITH PROPERLY ATTACHED RIGID CEILING -- SEE ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPE0.�MT0T DRYWALL APPLICATION. FURNISH A COPY OF THIS DESIGN TO THE TRUSS ERECTION CONTRACTOR. e [[ Q�tUFESS�O ���0 \�t, W y y1 hq V OWC V N0. 5 r C.. 6397-CONFRM {r!C1V11 \Q, 'jF OFIFO�� CA_- l TC LL TC DL BC DL BC LL . LD. 16.0 P S F 10. 0 P S F 5. 0 PSF - 0 . 0 PSF 31.0 PSF R E F R427--29242 DATE 02/10/91 DRW CAUSR427 97041012 CA -ENG PBCCWC SEAN 1109430SEAL D U R FAC. 1 .25 FROM MC S P A C I'N G 24. 0 11 •--TPI - TRUSS PLATE INSTITUTE. NDS 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION -LOWELL PIERCE/ STOTT - T6 MONO HIP* TOP CHORD 2x6 FL #2 :T2 2x4 FL #1&Bet.: BOT CHORD 2x4 FL #1 WEBS 2x4 FL Standard CONNECTOR PLATES DESIGNED FOR GREEN LUMBER PER NDS -91 TABLE 7.3.3. CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF I.C.B.O. RESEARCH REPORT #2949. #1 HIP DESIGNED TO SUPPORT 08-00-00 JACKS WITH NO WEBS. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0"oc. EXTEND SLOPING TOP CHORD OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT. TO FLAT TOP CHORD. LATERALLY BRACE FLAT TOP CHORD WITH 2x4 HEM -FIR #3 OR BETTER @ 24.00"oc. ATTACH WITH 2-16d NAILS & 2x4 DIAGONAL BRACE PER HIB -91 13.2.1 FIGURE 33, OR HIB -91 SUMMARY SHEET (FRAME 3 THRU 6),OR CA -HIPS DETAIL CD110. SUPPORT HIP RAFTER WITH CRIPPLES @ EVERY 05-07-14 FT. oc.. 4X4 -- THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR ***LOADING ON THIS TRUSS CALCULATED BY TRUSS FABRICATOR*** ROOF OVERHANG DESIGNED FOR A 2.00 PSF SOFFIT LOAD. CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY A LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. IN LIEU OF RIGID SHEATHING: TOP CHORD AND FLAT TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS SPACED @ 24" o.c. AND 24" RESPECTIVELY, IN ADDITION, A RIGID CEILING OR 2x4 #3 H.F. OR BETTER CONTINUOUS LATERAL BRACING SPACED @ 72" o.c. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. L<-3-0-0—Bl-j DIT TVD Alnina TDT-DR\D 4111 i. 8-0-0 _1— 4-0-0Le _I 12-0-0 Over 2 Supports R=873 W=3.5" R=1021 W=3" Ilaeinn rritoria- IIRr 1R laQ T T(o 2-8-4 8-0-0 "UTTE COUNTY R0 D rAIAI-1-1-1-IP crala = 17G11/cr 0 0 0 ED Q Q (] (] Q Q Q O O ALPINE T R U S S **IMPORTANT* * ALPINE ENGINEERED PRODUCTS. INC. DEVIATION FROM THIS DESIGN ORATHESE LL TSPECIFICATIONS. BE RESPONSIBLE FOR ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI, ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM A653 GR37 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTo STANDARDS CONFORMOW/APPLICABLERS PER NPROVISIONS GS 130; OOF NOS AAFTPI. ANNENGINEER'S SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. WARNING TRUSSES REQUIRE EXTREME CANE ON AND BRACING. SEE HIBINI -91 BY L TPI, SEES THIS I DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING RE OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL BE LATERALLY BRACED WITH PROPER LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD WITH RTECHNICAL OPERLY TUPDATER(7/T/91)LFOR PROPER ALPINE DRYWALL APPLICATION. FURNISH A COPY OF THIS DESIGN TO THE TRUSS ERECTION CONTRACTOR. t cC. ���0 \�O`W J/O y S� W LL C.i _ No. C4 * trl CIVIL '�E Of f�1`110�� C^` T C L L TC DL BC DL BC LL TOT -LD. 1 6. 0 P S F 10. 0 .PSF 5 . 0 PSF 0. 0 P S F 31 . 0 P S F R E F R 4 2 7-- 2 9 2 3 9 DATE 02/10/97 DRW CAUSR427 97041009 CA -ENG PBC CWC S E Q N - 110972 D U R .FAC 1 2 5 FROM M C SPACING .24. 0 11 ---TPI - TRUSS PLATE INSTITUTE. NDS - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (STOTT-LOWELL PIERCE/ STOTT - T7 MONO 20' FOP CHORD 2x6 FL #2 30T CHORD 2x4 FL #1 WEBS 2x4 FL Standard CONNECTOR PLATES DESIGNED FOR GREEN LUMI3ER PER NOS -91 TABLE 7.3.3. CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH -THE REQUIREMENTS OF I.C.B.O. RESEARCH REPORT #2949. NOTE: BC CHECKED FOR 16 PSF ADDITIONAL LIVE LOAD IN ACCORDANCE WITH TABLE 16 -B -SPECIAL LOADS (1994 UBC). SHIM ALL SUPPORTS SOLID TO BEARING. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR CONTRACTORS WARNING: THIS TRUSS IS DESIGNED TO BEAR AND/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. IN LIEN OF RIGID SHEATHING: TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS SPACED @ 24" o.c. IN ADDITION, A RIGID CEILING OR 2x4 #3 H.F. OR BETTER CONTINUOUS LATERAL BRACING SPACED @ 72" o.c. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. L<--3-0- ZX4(Al)= R=567 W=3.5" DIT TVD Alninn TDT-OR\D 11-10-8 —l�2.2-43;--6-1-8� —18-1-8 Over 4 Supports R=417 W=3" f)ncinn rritarin- IIRr 1A laO 0-5-13 +14-0-4 +12-8-4 4=1.5" F—? rrnla = 9Gll/Gr 0 1=**IMPORTANT* (] 0 (] (] O Q Q Q O O oA L P I N E E� _\�--1�\•\�\1lrJ� 0 T R U S S DUCS ALPINE NOT GBEERESPONSERED SHALL IBLETFORIANY FROM THESE SPECIFICATIONS. FAILURE TO BUILDHTHE TRUSS INIS DESIGN R CONFORMANCEWITH TPI OR ANY ALPINE CONNECTORS ARE. MADE OF 20GA GALY. STEEL MEETING ASTM A657 GROT EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 170, ISO 160A F. DESIGN STANDARDS CONFORM W/APPLICABLE PROVISIONS OFF NOS b TPI. AN ENGINEER'S SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. ARE WARN ING INUHANDLING.SSES ERECTIONEXTREME CAND ADDITIONAL SPECIAL PERMANENTTHIS FORBRACING. BRACINGI RE OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL BE LATERALLY BRACED WITH PROPER LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD WITH PROPERLY ATTACHED RIGID CEILING - SEE ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPER DRYWALL APPLICATION. FURNISH A COPY OF THIS DESIGN TO THE TRUSS ERECTION CONTRACTOR. 4OFESS� y��S� �t, W' y9A V V W C:4 * [� 63H7 W�• * fl CIVIL �Q, 'lE OF CA`1Fo�� TC LL TC DL BC DL C' LL T O T .L D. 16.0 P S F 10. 0 PSF 5. 0 PSF 0. 0 PSF 31. O P S F R E F R427--29244 DATE 02/10/97 D R W C A U S R 4 2 7 97041007 CA -ENG PBC CWC - S E 0 N 110960 D U R FAC. 1.2 5 FROM M C SPACING 24. 0 11 •--TPI - TRUSS PLATE INSTITUTE. NDS - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION Inh TITTs Own PRFPARFO FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. i. TRUSS PROFILE W/ 24" O.C. FURRING P TRUSS PRO I LL 111111.1 -IN CPIPPI.F.-S ( RFMA INC I N PI ANI: - WIIII IL'IENN) (fl) TYP. NG IIID WIT)) 111P PLY ,115 FI1111)W111FL 1 FLIP I -PLY —(D) fYP. #4 1111' WITH FIJP I -PLY �H3 HIP WITH FUR I -PI SETBACK -I _II 11 LI "" �- �^- Si- 1BnCl: F__ --I \ X112 )IIP WITH FLIP I -PLY ITS [_it I 1I.1—LI17I 111 HIP G I ROEP. MAY�(D) (B) B��/11 ��f�\ II � � .BE MULTIPLEMI-:MBEP /I( (B) PURLINS SPACED a 24'0.C. TYP. \ \ PERMANENT DIAGONAL 0P.ACING (CONTINI.IIJI.IS 2X4APPUEn TO 1DPST0F [IF- PIAT TOP (D) CRIPPLES SPACED 24' D.C. IYP. 1-10.111) 1 I EI':ECIION (TIN IPAC IUP (D) PURRING & FLAT TC (SEE 111'ACING IJCIAIL SAME_ WE AND SPECIES AS DESIGN NOTE: SEE ORIGINAL DESIGN FLIP LUMUE_P, PLAI INC, AND WHIR LPI IERIA NUT SIIIIWN 110,111- #1 IC_I:'E #1 HIP I MAY BE I JACK RAFTER RIGID CONNECTION DETAIL SIMPSON 113 TIE SEE SIMPSON CATALOG C-PT95-1 FOR )NAILING SPECIFICATIONS. JACK RAFTER. C-) 0 Wl'TII 411" O.C. FURRING 111111..1 -IN LPIPPI-I'S (I'I:MAINS IN PLANE -- 0 WITII 119ISS) I co ill6 IUP CHORD EXIENSIDN I -PLY 115 HIP WITH FOR I -PLY #4 HIP CHORD EXTENSION I -PLY —I�I���U3 HIP WITH FUR I -PLY /112 HIP CIIIJPD EXTE14SID14 I -PLY (D) (B) (D���� #1 HIP GIRDER. MAY 1f�—II\\ Z DE MULTIPLEMEMDEP, (FJ) PLIPI_INS SPACED e 2,1'0.C. TYP. \ FE_PFIANFNT DIAGONAL BP.ACIISG (CON IINI101JS 2X4) APPLN_Il TO 10PSIOE IIP FIAT IOP (U) CRIPPLES SPACED 40" U.C. TYP. CHORD 13Y F_PL'CIICIN C_IINIPACTHP (IJ) 1-1111PING & FLAT TC (SEE BRACING DETAIL) SAME- SUE- AND SPECIES AS DESIGN. n NIIIL': SEE_ ORIGINAL DESIGN FOR LUMBER, PLATING ANO IIIHEP CRITERIA NDI SHOWN HERE. PEIRMANEN'IT BRACING DI?TAIL - SECTION A -A START OF TOP CHORDFIA)' TDP CFIOPD PURLINS STAR'[ OF THE TOP CHORD EXTENSION ) EXTENSIOFN (SLOPING TO FLAT) (TYPICAL) (CDNTINUDUS � (SLOPING TO FLAT) Ill HIP, REFER TO 11PIGINAL OPAWING I I.IR HURE I NFLIPMAT 1)1F M SETBACI' I Ls 0 [� 0 [= 0 0 O 0 O **IMPORTANT* )(ALPINE ENGINEERED PRODUCTS. Inc. DEVIATION FROM THIS DESIGN ORATHESE LL TSPECIFICATBE TIONS, LE FOR ANY FAILUPE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. WARNINGiRUSSES REOUInE EXTREME CARE BRACING. SEE HIB-91BY IPI. SEE RTHIS DESIGECTION N FOR AODI710NAL SPECIAL PERMANENT BRACING RE ( 0000`ESS Q�'O` t. `� TC LL TC DL * * PSF PSF REF R427 --359f2 DATE 04/29/96 [� [_ o O [= O C= ALPINE O p r-1 ALPINE CONNECTORS APE MADE OF 20GA GALV. STEEL MEETING ASTM A446 GR 8 EXCEPT AS VOTED. APPLY CONNECIOnS 10 EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON [HIS DESIGN. POSITION OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP CNOAD SHALL BE LATERALLY SPACED WITH PROPER LY ATTACTIED PLYWOOD SHEANIING. 801TUM CHOnD N0.C43845 r y '— C DL C LL * PSF PSF DRW CD110B CA -ENG PBC', 1� T= TRUSS 1-=1 1-,.1 _-1 C== 1 :=1 I: .1 C-1 L73 1' 1 1'. 1 1'-1 CONNECFUIIS PER DIIAWINGS 130. 150 C 1GOA-F. DESIGN STANDARDS CONFORM W/APPL ICAnLE PROVISInNS OF THIS C TPI. AN EHGIIIF:Fn'5 114 (HHStAl IY. 14 )ANN SIIA1115 NLl 11111 Ili., lrLimPLIFS Ili Iw(juiF f1IN11AIIYIDTIIF(111•WAIY III:IIF. WITH PnOPERLY ATTACHED RIGID CF.ILlllr, -- SFE ALPINE TECHNICAL UPDATE 17/1/!111 FOR PPOPFP fir DESIGNNNYWALLINPIIII..r1171105 FIII'1;llUIl I:NN11nAr.INRIMS Ep, 63P97 * CIT. LD. * PSF 1. flit /T1V1` \!• OUR. FAC. *µ f \� SPACING II'1 - 11141-2; PI All 1161111111', IH15 - 1'141 NAI HUN) IN:71011 ^I'(1-. 11 I( -.AT ION 111111110111 13111t; 11-111; v I 1h. \ SISTTji COUNTY P _)ACI; PAFTEP %L PE_PMANENT D AGUMALS FARM BRACED BAY. REPEAT AT ALL HIP ENDS AND AT APPPIIXIMATELY 20' INTEPVALS OR LESS THEREAFTER AND AT END BAY. (I N NOTE: PEPMANENT DIAGONAL BRACING NAILED TO UNDERSIDE OF FLAT TOP C110P,O PREVENTS LATERAL MOVEMENT OF TOP CHORD. (1P PLYWOOD SHEATHING 1S PRESENT ON ENO'JACKS, AND JACKS ARE PROPERLY ATTACHED (SEE DETAIL) TO (11 HIP, THIN DIAGONAL BRACING 1S NOT NECESSARY AT 111 14.113, HOWEVER, PLACEMENT e 20' INTERVALS IS STILL REWIRED.) F'L- I I TF . - ALF'1r4r_ U b1UTV L.Hl l UOL _ _ ncv if . 0v0 / 0 [� 0 [= 0 0 O 0 O **IMPORTANT* )(ALPINE ENGINEERED PRODUCTS. Inc. DEVIATION FROM THIS DESIGN ORATHESE LL TSPECIFICATBE TIONS, LE FOR ANY FAILUPE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. WARNINGiRUSSES REOUInE EXTREME CARE BRACING. SEE HIB-91BY IPI. SEE RTHIS DESIGECTION N FOR AODI710NAL SPECIAL PERMANENT BRACING RE ( 0000`ESS Q�'O` t. `� TC LL TC DL * * PSF PSF REF R427 --359f2 DATE 04/29/96 [� [_ o O [= O C= ALPINE O p r-1 ALPINE CONNECTORS APE MADE OF 20GA GALV. STEEL MEETING ASTM A446 GR 8 EXCEPT AS VOTED. APPLY CONNECIOnS 10 EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON [HIS DESIGN. POSITION OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP CNOAD SHALL BE LATERALLY SPACED WITH PROPER LY ATTACTIED PLYWOOD SHEANIING. 801TUM CHOnD N0.C43845 r y '— C DL C LL * PSF PSF DRW CD110B CA -ENG PBC', 1� T= TRUSS 1-=1 1-,.1 _-1 C== 1 :=1 I: .1 C-1 L73 1' 1 1'. 1 1'-1 CONNECFUIIS PER DIIAWINGS 130. 150 C 1GOA-F. DESIGN STANDARDS CONFORM W/APPL ICAnLE PROVISInNS OF THIS C TPI. AN EHGIIIF:Fn'5 114 (HHStAl IY. 14 )ANN SIIA1115 NLl 11111 Ili., lrLimPLIFS Ili Iw(juiF f1IN11AIIYIDTIIF(111•WAIY III:IIF. WITH PnOPERLY ATTACHED RIGID CF.ILlllr, -- SFE ALPINE TECHNICAL UPDATE 17/1/!111 FOR PPOPFP fir DESIGNNNYWALLINPIIII..r1171105 FIII'1;llUIl I:NN11nAr.INRIMS Ep, 63P97 * CIT. LD. * PSF 1. flit /T1V1` \!• OUR. FAC. *µ f \� SPACING II'1 - 11141-2; PI All 1161111111', IH15 - 1'141 NAI HUN) IN:71011 ^I'(1-. 11 I( -.AT ION 111111110111 13111t; 11-111; Over 24' - 42 3/12 7' 1 10 1 6 Over 42' - 54' 1 3/12 1 6' 1 6 1 4 Over 54' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine oy HF - Hem -Fir SPF - Spruce -Pine -Fir ry 0 4aO sti Diagonal brace also required on end verticals. Top chords that are laterally braced ran buckle D/50 D(ft) togelherand cause collapse if there is no diago- 4 1' nal bracing. Diagonal bracing should be nailed 1/2" 2' to the underside of the top chord when purlins 3/4" ?q• are attached to the topside of the top chord. 1 " 4' PLUMB I I Truss Depth D(in) 12 -13 or B greater All lateral braces apped at least 2 trusses. Continuous Tor Chord Lateral Brace Required 10' or Greater X45° / Attachment Required — AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A Lesser of D50or2" Maximum Plumb Misplacement Line D(In) D/50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1 " 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7' 96" 2" 8' 108" 2" 9' I T 1 T ±'/:' L(in) L(In) L/200 L(ft) 50 1/4" 4.2 100" 1/2" 8.3' 150" 3/4" 12.5' Length L(in) Lesser of L/200 or 2" �ZaT59 L(Ir) Lesser of L/200 or 2" L(in) U2M0 _ L(ft) 200 1 16.7 250" 1-1 A" 20.8' 300" 1-1R' 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERAMCES. DANGER: Under no circumstances should _ WARNING: Do not cut trusses. construction loads of any description be placed' A on unbraced trusses. Frame 6 This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: A CAUTION identifies safe operating A practices or indicates unsafe conditions that could Jresult in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° Itis the responsibility of the installer(builder, building contractorr, licensed contracto,, erector or erection contractor to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and prop. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is advised Ato obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIB - 91" from the Truss Plate Institute. DANGER: A DANGER designates a condition where failure to follow instructions or heed warn- ing will most likely result in serious personal injury or death or damage to structures. AWARNING: A WARNING describes a condition where failure to follow instructions could result in severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus the Truss Plate Institute, Inc. expressly disclaims any responsibility for damage a arising from the use, application or reliance on the recommendations anc information contained herein by building designers, installers, and others. Copyright ,© by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: Alltemporary bracing should be no less than 2x4 grade marked lumber. All connections Ashould be made with minimum of 2-16d nails. All trusses assumed 2' on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. Z JRUSS',ST.ORAGE,- CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. ACAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bending and lessen moisture gain. AWARNING: Do not break banding until installation begins. Care should be exercised in banding re- moval to avoid shifting of individual trusses. -JA WARNING: Do not lift bundled trusses by the bands. Do not use damaged trusses. ®CAUTION: Trusses stored vertically should be braced to prevent toppling or tipping. ADANGER: Do not store bundles upright unless properly braced. Do not break bands until bundles are placed in a stable horizontalposition.__ ADANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. Frame 1 12 -� 4 or greater V Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. Up to 32' 1 4/12 15' 20 15 Over 32'- 48' 4/12 1 15' 10 1 7 Over 48'- 60' 4/12 1 15' 6 1 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine /15 nr - nem-rir L15 L�5 srr - spruce-rime-ri All lateral braces lapped at least 2 trusses. AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A j0 i Permanent assP moo. m continuous�". lateral bracing °� as specified by the truss engineering. Cross bracing repeated at each end of the building and at 20' Intervals. =4e L15' L,y o Frame 4 :� Top chords that are laterally braced can buckle togetherand cause collapse if there Is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the lop chord when purlins are attached to the topside of the top chord. =4e DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace —� lapped at least 2 Required trusses. —� 10' or Greater L Attachment Required _//M of �eSg 32 / WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir TOP CHORD Continuous Top Chord Topchords that are laterally braced can buckle TOP CHORD DIAGONAL i3RACE All lateral braces MINIMUM LATERAL BRACE 5PACING (DBS SPAN PITCH SPACING(LBgj #trusses Up to 32 4/12 8' 20 15 Over 32'- 48' 4/12 6' 10 7 Over 48'- 60' 1 4/12 5' 6 4 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace —� lapped at least 2 Required trusses. —� 10' or Greater L Attachment Required _//M of �eSg 32 / WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Topchords that are laterally braced can buckle Lateral Brace togetherandceusecollapseifthereisnodiago- All lateral braces Required Irl, lapped at least 2 �— are attached to the topside of the top chord. trusses. 10° or Greater Attachment Required - 2B or'e ss =45° Frame 3 12 s I-- pie 2B ,/ O' Topchords that are laterally braced can buckle ysi Q�� togetherandceusecollapseifthereisnodiago- nal bracing. Diagonal bracing should be nailed Irl, to the underside of the top chord when purlins are attached to the topside of the top chord. Douglas Fir -Larch SP - Southern Pine AF - Hem -Fir SPF - Spruce -Pine -Fir L The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 2x4/2x6 PARALLEL: Continuous CHORD:°TRUSS.-::.: TOPCK.ORD ji M. TOP CHORD DIAGONAL BRACE.: MINIMUM LATERAL BRACE SPACING (DB SPAN DEPTH SPACING(LBs) #trusses nal bracing. Diagonal bracing should be nailed SP/DF-. SPF/.riF ;i Up to 32' 30" 8' 16 10 Over 32'- 48' 42" 6' 6 4 Over 48'- 60' 48" 5'1 4 2 Over 60' 1 See a registered professional engineer Douglas Fir -Larch SP - Southern Pine AF - Hem -Fir SPF - Spruce -Pine -Fir L The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 2x4/2x6 PARALLEL: Continuous CHORD:°TRUSS.-::.: Top Chord Lateral Brac( Required Top chorda that are laterally braced can buckle togetherand cause collapse ifthere is no diago- 10° nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. All lateral 7 braces lapped at least two trusses. End diagonals a essential for stability and must be duplicated on both ends of the truss system. =45° Attachmer Required 10 20'(Dg� #� SPF�HF� 2, o•c. `eye g2 Olt WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A 4x2 PARALLEL CHORD TRUSS T.OP CHORD Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. j ►�00 ON 6. s- // /�___;__ All lateral braces lapped at least two End diago\ essential for stability and must be duplicat on both ends of the truss system. / - 450 Frame 5 30" or greater Continuous Top Chord Lateral Brace Required I 10• or Greater I Attachment Required - — 3% Trusses must have lum- ber oriented in the Hori- zontal direction to use this brace spacing. lAWARNING: Do not attach cables, chains, or I hooks to the web members. 00 600 /61 ess or less TagApproximately Approximately Tag Line)'/2 truss length '/Z truss length Line Truss spans less than 30'. Spreader Bar Toe In Toe In Approximately Spreader Bar Toe In group of Less than or equal to 60' Approximately 1/2 to Y3 truss length Less than or equal to 60' 1AWARNING: Do not lift single trusses with spans greater than 30' by the peak. Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo - Tag Line Tag Line Strongback/ SpreaderBal Toe In At or above nom_ mid -height Tag Tag Line Line F F Approximately_ Y3 to 3h truss length Greater than 60' Strongback/ SpreaderBar Y3 to 3/4 truss length Greater than 60' CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of trusses with similar configurations. Consult a registered professional engineer if a different A bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB-89, and in some cases determine that a wider spacing is possible. Frame 2 Typical horizontal tie member with multiple stakes (HT) �trusa of braced oup ol trusses (EB) LONGFELLow LUMBER CO. INC. ■ Quality Truss Design ■ Roof & Floor Systems 89 Loren Avenue Chico, CA 95928-7434 (916) 893-0112 Customer: Address: /:din FAX (916) 893-0 Alpine Engineered Products, Inc. Christian Chappel 8351 Rovana Circle Sacramento, CA 95828-2522 (916) 387-0116 Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 RECEIVED JAN 14 1997 BUTTE COUNTY BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT BUILDING DIVISION HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER APN d /D-%1 Firm Name A -sl U - Address l4 K e 1" 0 b -7 20 9 Nature of Business y�'� $ l Contact Person UV +A--" L Phone # 3 S 1. Does your business or that of your tennants handle, store, or transport hazardous materials? XNO 0 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 io dard temperature 4 pressure), or formulation containing hazardous material? 11 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 Wool site? NO ❑ YES IF YES, name of school. to be located within 1000 feet or the outer boundry of a school or 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, fes, vapors, or other volatile compounds? ANO DYES IF YES, contact the Butte County Air Pollution Control District (916-891-2882) for permit requirements. Owner or Authorized Company Representative 12 &Vzel (- !Signature (Date) BCEHD BCAPCD The applicant has met or is meeting the applicable requirements of Section 25505, 25533, and 25534 of the Health and Safety Code and the requirements for a permit from the Butte County Air Pollution Control District. The Above Regulations Do Not Apply To This Facility. BCEHD Signature C �•� Date �'✓��` �6 BCAPCD Signature JuhDateV -.,, WHITE- Building Dept 0 YELLOW- Env. Health 0 PINK - APCD 0 GOLDENROD -Fire Dept. LAND DEVELOPMENT BUILDING / ENVIRONMENTAL HEALTH - PERMIT CLEARANCE Building Permit No. (?6— C;253D Com ie -q- gsr5h OWNERSry NUMBER: NAME: 5—o w, PRIN'r LAST NAME FIRST COUNTY ZONING nn DESIGNATION: M FLOOD ZONE: /"i c FLOOD MAP: d y s APPROVED: CONDITIONALLY APPROVED:y RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS X OR MAP j�G� -5&W r«T DEED INFORMATION: fl -4-47- GW DATE OF CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: YES NO LEGAL ACCESS REQUIRED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: MAP INFORMATION: _ DATE OF RECORDING LOT BOOK PAGE COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES NO . IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BU/LD/NG DIVISION UNLESS OTHERWISE NOTED. V 1. Maintain a 50 ft. building setback from centerline of road. 2. Maintain a ft.building setback from right-of-way/centerline of 3. Comply with Zoning code for building setback from road. 4. Maintain a 100 ft. leachfield setback from all existing wells. 5. Maintain a ft. leachfield setback from _ 6. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. 7. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. 8. Connect to a public water supply. _ 9. Connect to a public sewer system. 10. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. _ 11. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ 12. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) _ 13. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 14. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be mads to the PANNA09 Dhdskn. _ 15. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. 16. Deer Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board of Supervisors. X 17. Pay school impact• mitigation fees. i X 18. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. 19. Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988 as amended. _ 20. If any cultural resources are encountered during ground disturbing activities, all work shall cease in the area of the find pending examination of the site by a professional archaeologist. This person would then be able to assess the site sianificance and suqqest appropriate .mitigation measures. X 21 22. 23 24 25 26 '03 i 31�1(3i8 09 30 AiNnoo a3n13�3� LD 7/96 C:\WP51T0RMS.K\BLDGPERM.CLR SPECIAL INSPECTION POLICY 1. Engineer or Architect shall identify on the plans when special inspection is required per Section 1701 of the Uniform Building Code, list the type of special inspection required and any special requirements for testing. 2. Plan check engineer will attach the "Special Inspection Note" form to the plans indicating which items will require special inspection. 3. Plan check engineer will notify applicant and list on the data sheet that approval of the special inspector is required prior to issuance of the building permit. 4. -A preconstruction conference may be required by the Plan Check Engineer to review special inspection requirements and procedures. 5. The special inspector shall be employed by the owner, architect or engineer of record, but not by the contractor. 6. Prior to our approval of a special inspector, a resume and other information may be requested to verify the qualifications and certification of the special inspector. 7. Special inspectors shall submit reports to the Building Division stating that all items requiring special inspection and testing were fulfilled. Final report is to be submitted and approved prior to final inspection of building. SPECIAL INSPECTION NOTE In addition to the inspections required by the Uniform Building Code Section 108, a Special Inspection is required in this building in accordance with the Uniform Building Code Section 1701. 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 shall submit a final signed report to the Building Division stating whether the work requiring special inspection was, to the best of his 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 Building Division called inspections cannot be delegated to him, so inspections must also be made by Butte County. 5. Any change in special inspection firms made after permit issuance shall be approved by the Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. 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. Special inspection is required for the following items: [ ]Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). [ ]Structural Masonry [ ]High Strength Bolting (]Welding I 161.D �G1.�1► rro [ ]Bolts installed in Concrete [ ]Other: June 1996 4.0 JG c� :rR-S AT L� F-� r� l l•� rto G�itCp lie,FROM : Panasonic FAX SYSTEM PHONE NO. Oct. 06 1995 04:36AM P2 A ciiZCAK DVSLDwas COWARY ZU7AULA. ALABAMIA structural stool identification Vhen required, the followinS procedures will be utilized for structural steel identification from receipt through fabrication in accordance with V.D.C..9ect4on 2701 and U.B.C. Standard 27. 2. 1'he steel shalt be maarked or tagged from the mill with either A.S.T.M. .desisnation for IDC'Material Specification number in accordance with A.S.T.M. Ad/A6X- 2. The receiving clerk, under the direction of the Plant Quality Control Supervisor. will mare the heat cumber on the top of each bundle of. steel if not previously done by the steel mill or processor• a. No steel shall be unloaded in the plant without heat number information and the Mill 'certifiaation reports for that heat number. Mill certification reports will be checked rior to unloading to verify that steel is within "desi4n �im,its" oras specified ih standards- b. Markins will be done with a steel ident stamp. c. Material received with tags only will be marked with manufacturer's A'.S.T.K. ABC number and heat member on top of the bundle with a steel ident stamp upon unloading. d. Each heat number will be kept separated. e. The ends amd sidja of all stacks will be spray painted - with the followins color code as soon as possible after unloading. ;x A36 ----•.--Green A87OGr50 -------Green and Yellow Covan SS -------Red and Yellow " V BMCI0004 ------- blue and Orang® r l t. WTTE ARV „ "• FROM Panasonic FAX S)'STEM i P. t, - '�* PHONE NO. : Oct. 06 1995 04:37AM P3 M=ZCAN SUZLD1K" CWAW =nULA . ALADX4A Structural Steel Identification (Contra), f. As Plates$ sheets or the A.S.T.R. desi�at9.on ba"Or S rW4Ved tr�ofi �• stack, number an tr,• h®at Avntib�r wall be t�ranafsr�redFtoatt?iooto Piece of the now stat. p Rate 1• to order to expedite the stamping ProduQtion Pieces. ABC will use the i of individual for identificaCioea ing coded a3 6 abDrevatiorus Asmrsp •---•._nAe Covan SS ••----_11Cu JWC10004 A sz.a 8ebruary 34,'1992 E•d TTE C , auxajq,`+mow►' r�Y� ArPRIOVED ■■EL ANNE ME ■--Ma ■r Y- ri■ EMPA /EM &.mdLJ■LI\.J Materials Engineering Testing and Inspection Crane Certification 5050 Cohasset Road Chico, CA 95926 (916) 891-6625 File No. 96715 23 December 1996 Butte County Building Department #7 County Center Drive Oroville, CA 95965 Attn: Mr. George Kellogg Gentlemen: This letter shall serve as an addendum to our letter dated 04 December 1996, regarding the building pad located at the intersection of 2 Oaks Drive and Browns Valley Drive in Chico. The AP No. for this parcel is 048-010-71 and the building permit number is 96-2530. In our earlier letter we described the soil at this site as Red/Brown Sandy Silt with small to medium Gravel. In accordance with Table 18-1-A of the 1994 UBC, this soil is defined as Class 4, with as allowable bearing capacity of 1500 psf. On 23 December 1996 we performed two relative compaction tests in the building pad at depths of 1.5' and 2.5' below the finished pad surface. The reports for these tests are attached and indicate well over the minimum relative compaction of 90%. Please note that a rock correction was included in the calculations for these tests to account for the large percentage of +3/4" material. We have reviewed the plans for construction at this location. Based on the soil classification and relative compaction tests discussed above, it is our judgement this site is suitable for the proposed construction. Very truly yours, 4i4G.ears, ED TESTING CONSULTANTS, INC. PE :�4ESSl��4 44 i 3111" � FC hi Hifi■!^MMMlM ■e■PR V\■■■ NEEL 1■t■ ii�E�Y%ISO t■► 1 1■t r- A . 'M Materials Enaineerina Testing and Inspection Crane Certification 5050 Cohasset Road Chico, CA 95926 (916) 891-6625 File #: 96715 12-22-96 Don Brown Construction 2865 Cactus Avenue Chico, CA 95926 Attn: Mr. Don Brown REPORT OF SAND DENSITY TESTING Project: Building Pad at 2 Oaks Drive and Cohasset Road Test #: 1 Test Location: West side of building pad Test Date: 12-22-96 Test Elevation: 1.5' below FSG Technician: J. Sears Soil Description: Red Brown Sandy Silt with small to large Gravel Source of Material: Native to work area In Place Density: 124.2 Wt. Sample & Container: 5990 Curve #: T-1 Wt of Container: 288 Maximum Wet Density: 133.2 Net Wet Wt. of Sample: 5702 % Relative Compaction: 94 Wt. Sand & Container Required % Compaction: 90% Start: 7175 Pass or Fail: Pass Finish: 1796 Sand in Hole & Cone: 5379 Sand in Cone & Plate: 1548 Sand in Hole Only: 3831 Density of Sand: 87.9 Wt. of +3/4" Mtrl: 1322.0 Sp. Gr. of.+3/4" Rock: 2.55 Volume of +3/4" Rock: .0183 Volume of -3/4" Mtrl: .0778 Adj. Wet Dens. of -3/4": 124.2 Remarks: Curve #T-1 is a Caltrans 216 wet density curve prepared by Von Geldern Engineering during testing of the upper 6" of the building pad fill on 11-06-96. Field density determination was by ASTM Test Method 1556, corrected of the percentage of rock greater than 3/4" in largest dimension. ■■■■■ ■■■■■ ■■► A 1■■ /- ., .■ . -■ IL _.JNLAb_A Materials Engineering Testing and Inspection Crane Certification 5050 Cohasset Road Chico, CA 95926 (916) 891-6625 File #: 96715 12-22-96 Don Brown Construction 2865 Cactus Avenue Chico, CA 95926 Attn: Mr. Don Brown REPORT OF SAND DENSITY TESTING Project: Building Pad at 2 Oaks Drive and Cohasset Road Test #: 2 Test Location: South end of building pad Test Date: 12-22-96 Test Elevation: 2.5' below FSG Technician: J. Sears Soil Description: Red Brown Sandy Silt with small to large Gravel Source of Material: Native to work area In Place Density: 128.7 Wt. Sample & Container: 5069 'Curve #: T-1 Wt of Container: 288 Maximum Wet Density: 133 ..2 Net Wet Wt. of Sample: 4781 % Relative Compaction: 97 Wt. Sand &Container Required %.Compaction: 90% Start: 6922 Pass or Fail. Pass Finish: 2334 Sand in Hole & Cone: 4588 Sand in Cone & Plate: 1548 Sand in Hole Only: 3040 Density of Sand: 87.9 Wt. of +3/4" Mtrl: 1732.0 Sp. Gr. of +3/4" Rock: 2.55 Volume of +3/4" Rock: .0240 Volume of -3/4" Mtrl: .0522 Adj. Wet Dens. of -3/4": 128.7 Remarks: Curve #T-1 is a Caltrans 216 wet density curve prepared by Von Geldern Engineering during testing of the upper 6" of the building pad fill on 11-06-96. Field density determination was by ASTM Test Method 1556, corrected of the percentage of rock greater than 3/4" in largest dimension. ■■SEN^MENS■ MENEM S■Sl 1■■M sommon N■r-=Y--INS ■■► I ANN /' .. .N . '■ \r■►J■L Jilb-M Materials Engineering Testing and Inspection Crane Certification 5050 Cohasset Road Chico, CA 95926 (916) 891-6625 File No. 96715 04 December 1996 Butte County Building Department #7 County Center Drive Oroville, CA 96965 Attn: Mr. George Kellogg Gentlemen: We have performed a visual soil classification for the building pad located at the intersection of 2 Oaks Drive and Browns Valley Drive in Chico, CA. The AP No. for this location is 048-010-071 and the building permit number is 96-2530. The building pad at this location contains varying depths of fill soil up to about three feet. The source of this fill soil was from other nearby building sites. Based on an examination of the site, we have visually classified the fill soil as Red/Brown Sandy Silt with small to medium Gravel. The granular nature and lack of significant plasticity in the soil described above are typical characteristics of soil which is not significantly expansive. Based on these observations and our knowledge of no other expansive soil in the area of this project, it is our judgement this soil has a UBC Classification of Very Low to Low for expansion potential. Neither of these classifications require special methods or techniques for construction of foundations or floor slabs. Please call if you have questions.regarding this report. Very truly yours, APP IED TESTING CONSULTANTS, INC. J9hn G. ars,. PE H HN SEARS �+ N0.23199 CMI ■■■/■ ■■■// ■■■tr9 V\//■ ■/■l J■/■ ■/■/.'Ammo■ on: _� rte_ `■■ ■/► t /■■ I' .. ./ . `m &-d►J■LAh—A Materials Engineering Testing and Inspection Crane Certification 5050 Cohassel Road Chico. CA 95926 (916) 891.6625 File No. 96715 04 December 1996 Butte County Building Department #7 County Center Drive Oroville, CA 96965 Attn: Mr. George Kellogg Gentlemen: We have performed a visual soil classification for the building pad located at the intersection of 2 Oaks.Drive and Browns Valley Drive in Chico, CA. The AP No. for this location is 048-010-071 and the-_buil-ding permit number is 96-2530. The building pad at this location contains varying depths of fill soil up to about three feet. The source of this fill soil was from other nearby building sites. Based on an examination of the site, we have visually classified the fill soil as Red/Brown Sandy Silt with small to medium Gravel. The granular nature and lack of significant plasticity in the soil described above are typical characteristics of soil which is not significantly expansive. Based on these observations and our knowledge of no other expansive soil in the area of this project, it is our judgement this soil has a UBC Classification of Very Low to Low for expansion potential. Neither of these classifications require special methods or techniques for construction of foundations or floor slabs. Please call if you have questions regarding this report. Very truly yours, APP IED TESTING CONSULTANTS, INC. John 4G.ea+rs,PE V' von Geldern Engineering 430 Second Street Yuba City, CA 95991 (916) 673-6330 � l gl11LD. N �I s i NUCLEAR COMPACTION TEST DATA 0 ee`o �pFESSIn�q� �Q., Ivor•+ �<< sN clv�L 01' CAS TEST NUMBED 1 2 3 4 5 STATION N 50L0 v�T 50ah SASr LOCATION OF TEST C31JILD. PAD guILD. PAD BtA D. PAD DEPTH 138.3 1 .0 % RELATIVE COMPACTION SPECIFICATION DENSITY COUNT 1533 538 ET DENSITY 133.2 125.3 1.3 113 1 125.2 DRY DENSITY 1111.0 %VR-4 LAB MOISTURE - ly. '/. % MOISTURE 5 14.7 % MOISTURE 13.6 ;TANDARD DENSITY OPTIMUM MOISTURE WET % COMPACTION DRY % COMPACTION , � o ' o IMPACT TEST DATA INITIAL WET WEIGHT OF TEST SPECIMEN (GRAMS)' 2-500 INCREMENT 1 2 3 4 WATER ADJUSTMENT (GRAMS) — Z% .0' +2-% TAMPER READING 10.b 10.1 10A WET DENSITY -1.0 138.3 1 .0 % RELATIVE COMPACTION SPECIFICATION NOTICE: The results of this test apply only to the soli at the location and elevation at which the test was performed. No other conclusion is rendered based upon this' test unless such conclusion is presented in the form of a repoit. o 140 0 a u o. 1'0 a moisture oarrecdon CnMPACT XI S 1101941 ROBERT B. HEATON architect 2044 PALM AVE. CHICO, CALIFORNIA 95926 TELEPHONE 916/343-8038 Butte County Building Dept. 7 County Center Drive Oroville, CA 95965 Attn: Mr. George Kellog Dear Mr. Kellog: 24 December 1996 This letter is to certify that I have reviewed the Soils Test data provided by John Sears, Applied Testing Consultants, dated 23 December 1996, for the property owned by Don & Dottie Brown, A.P. No. 048-010-71, located in Chico, Ca. Based upon the test results within the filled area (94% & 97% relative compaction) and the allowable soil bearing capacity of 1500 psf, the soil is adequate to support all of the design loads calculated within the structure. Please contact me if you have any questions or comments. Sincerely, xooert B. Heaton Architect C-9192 Copy: Don Brown Applied Testing Consultants AR B. B�yi . No. C9192 9FN• 3 3N 9� �F C A`��O suite c �I '�.. LAND - OF NATUR,4l WEAITH AI�1D ., 7 BUILDING DIVISION Don & Dottie Brown DEPARTMENT OF DEVELOPMENT SERVICES 2865 Cactus Avenue 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 Chico, CA 95973 TELEPHONE: (9161 536-7541 FAX: (9161 5313-2140 Re: Sign Shop and Office Date: 12/19/96 A.P. No. 048-010-071 Permit #96-2530 With reference to the above subject, attached is: [x] Plan Check List [ ] Red Marked Calculations [ ] Red Marked Plans [x] Other: - Special Inspection Policy sheet Action Required: [x] Comply with plan check list [x] Resubmit Plans with revisions as requested [ ] Resubmit calculations with revisions as requested [ ] Return originally submitted material Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday between 1:00 PM and 4:00 PM. Sincerely George R. Kellogg Plan Check Engine;efaton, cc: Robert B. Architect 2044 Palm Avenue Chico, CA 95926 Paul Gillespie, American Building Company c/o Sunseri Construction 48 Comanche Court Chico, CA 95928 SUPPLEMENTAL PLAN CHECK LIST Permit Applicant: Don & Dottie Brown Date: 12/19/96 Permit #96-2530 Supplemental plans, calculations and associated documents for the referenced project (received on 12/17/96) were reviewed by me. Regarding this additional information, please provide additional information and/or make revisions to plans as follows: "__Y Regarding the Compaction Test Report just supplied, please provide the additional information indicated on the attached Guide to Preparation of Compaction Test Reports. 2. Steel Building: A. Main Building Frames: a) The revised copy of pla eet E-01 just supplied was unreadable. In addition, it must be stamped wet signed by the design engineer. Please supply two corrected co ' ' . O „ -1--23-17 [4AQkP_-.*) Provide the identificatio stem for structural steel -load carrying members which /fib 'r r meet the requireme of Section 2202.2 of the UBC. Detail for our review what the fabricatio plant policy is and what identification marks will be available at the construction site for identifying member grade. ��7�!�-� �,✓/ �'1�� �.�r�1.v�s► '`�� /�w1 '�� G ccs Martha V�itnel be r iewing the latest information for r� on ­of er,`m�ming�issues m her Plan-- Check List dated 11/13/96. The building department has yet to receive approval of the project from Butte County Land Development and P.�nni epartrnents. This will be required for us to issue the building P t. Please note attache a Special Inspection requirements--`I=h�ial`insgections-items-4aybe modified if the compaction report is coin l-oted-&_appy vo ed prior to permitting and the hairpin/thrust angle weld is performed in a ce 'fae ap rp oved shop. Otherwise they -will b,�art of the special inspection process during co ction. 1.,,� 6:7 �1= r`3w-ria 9G �O ' 4ST I I�L N F t� b r. -U ki l Minimum Requirements: Provide: location (site map preferred) �cific test locations COwner's name and address ter's name and business address .00tpervising engineer's name and business address if different .0pete tests were performed est methods used in field density determinations (such as ASTM D-1556 or ASTM D- 29001 22 and D-3017) and in laboratory maximum density determinations (such as ASTM 0- 1557 or ASTM D-698). cription of each soil test d ..'� ,O?eEach test result shall include relative compaction, observed moisture content, maximum dry density, optimum moisture and the depth at which the test was taken. Tests shall be performed under the supervision of a Civil Engineer or a Geotechnical Engineer licensed in the State of California and competent in the geotechnical field. 04he responsible'engineer shall certify, in writing, to whether the tested sub radelfill is adequate in 9 9 q placement, material type and condition to structurally support the proposed structure. If a soils investigation had been completed for the project, then the compaction report shall address whether the req/uirements of the soils investigation have been met. Acceptance of the adequacy of the compaction report is subject to the Building Official's approval. Test results shall be stamped and wet signed by the responsible engineer. The engineer's name, license number and the license expiration date shall be clearly shown on reports. Also include engineer's mailingibusiness address and business phone number. Tr - Oct. 1995 4.57 DON & DOTTIE BROWN '. Permit Applicant: Assessor Parcel Number: 048-010-071 permit Number. 96-2530 Date: 11/13/96 The above referenced building plans were reviewed by this office. Provide additional info alio» and/or make revisions to plans, specifications and calculations as follows: OCCUPANCY IS B -OFFICE ANDeFACTORY WITH MODERATE HAZARD. s®{ / C 6 to Fi ( @ AA1+&YS/S - S I+7• PROVIDE TWO (2) TOILETS FOR MALES AND TWO (2) TOILETS FOR FEMALES PER APPENDIX C UPC. WORKSHOP OFFICE EMPLOYEE USE. URINALS ARE NOT REQUIRED BUT MAY BE INCLUDED. HOWEVER THEY MAY NOT BE SUBSITUTED FOR REQUIRED TOILET. ONE TOILET FOR EACH SEX MUST BE ACCESSIBLE. cOV AS LS-- Icy IVIAATW ' wNITNGy 4, ml ic-'6 V 16tz"L - ENERGY CALCS SUBMITTED UNDER SEPARATE COVER ARE DIFFERENT FROM ONES INCLUDED ON PLANS. SQUARE FOOTAGE IS.;CORRECT ON SEPARATELY SUBMITTED CALCS. ELIMANATE CALCS ON PLANS AND SIGN TWO SETS OF CALCS. Dol/ G46,Cs' /"V/Sa7io 0-A) s PLANS MUST BE WET-SIGNED.,0DA� HEALTH DEPARTMENT. CLEARANCE IS FOR EIGHT (8) OCCUPANTS. nr n ] n 1 ui�ricT RF ...,,. �..,,.. ] „]. uTRTV r �n� nrnrrpe iTe. p(G PEIL. NII /LE .✓ � E��4- . I(/•0r6n6. BUILDING VALUATION WAS INCORRECTLY FIGURED FOR THIS BUILDING. TOTAL VAL- UATION IS $198,785.00. FEES [JILL BE ADJUSTED FOR THIS AND PLUMBING - MECHANICAL FEES. IS PORCH SLAB AT FRONT OF BUILDING FLUSH WITH PARKING LOT PAVING? \/�S' SE,b S Are7 A v1dET b O Sire .0t.4 ALL EXITS ARE REQUIRED TO BE ACCESSIBLE. SHOW PATH OF TRAVEL FROM SHOP EXIT DOOR TO PUBLIC WAY. •S6?7 /Zc-y/.S&n .S M6—PLA-Al — CO'rC' S. S00PGe'416N1'*-(, PG. -n) Cf-tVe- S�� 04 X(6r c•T --2-461Z If you wish to discuss any requirements, you may contact me at (916) 538-7511 between 1:00 P.M. and 4:00 P.M., Monday through Thursday. MARTHA WHITNEY - PLAN CHECKER . utte Count LAND OF NA 1 URAL W E A L T H. AND BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 DON & DOTTIE BROWN FAX: (916) 538-2140 2865"CACTUS AMIE 11/13/96 . CHICO, CA 95973 Re:. B.P.#96-2530 A.p,# 48-010-071. With reference to the above subject, attached is:' [ X] Plan Check List [ ] Red Marked Calculations [ ] Red Marked Plans [ ] Other 'Action Required: [ ] Comply With Plan Check List [ ] Resubmit Plans with Revisions As Required [ ) Return All Original Materials and Revised Plans to the Building Department [ X] Other Should you have any questions, please contact this office at the address or phone number listed above. Sincerely, MARTHA WHITNEY - PLAN CHECKER Permit Applicant: DON & DOTTIE BROWN .Permit Number: 96-2530 Assessor Parcel Number: 048-010-071 Date: 11/13/96 The above referenced building plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications and calculations as follows: I. OCCUPANCY IS B -OFFICE AND F1 -FACTORY WITH MODERATE HAZARD. 2. PROVIDE TWO.(2) TOILETS FOR MALES AND TWO (2) TOILETS FOR FEMALES PER APPENDIX C UPC. WORKSHOP OFFICE EMPLOYEE USE. URINALS ARE NOT REQUIRED BUT MAY BE INCLUDED.- H014EVER THEY MAY NOT BE SUBSITUTED FOR REQUIRED TOILET. ONE TOILET FOR EACH SEX MUST BE ACCESSIBLE. 3. ENERGY CALCS SUBMITTED UNDER SEPARATE COVER ARE DIFFERENT FROM ONES INCLUDED ON PLANS. SQUARE FOOTAGE IS.:CORRECT ON SEPARATELY SUBMITTED CALCS. ELIMANATE CALCS ON'PLANS AND SIGN TWO SETS OF.CALCS. 4. PLANS MUST BE WET -SIGNED. 5. HEALTH DEPARTMENT.CLEARANCE IS FOR EIGHT (8) OCCUPANTS. CLEARANCE MUST BE PROVIDED FOR_THIRTY (30) OCCUPANTS. 6. BUILDING VALUATION WAS INCORRECTLY FIGURED FOR THIS BUILDING. TOTAL VAL- UATION IS $198,785.00.. FEES WILL BE ADJUSTED FOR THIS AND PLUMBING - MECHANICAL FEES. 7. IS PORCH SLAB AT FRONT OF BUILDING FLUSH WITH PARKING LOT PAVING? 8. ALL EXITS ARE REQUIRED TO BE ACCESSIBLE. SHOW PATH OF TRAVEL FROM SHOP EXIT DOOR TO PUBLIC WAY. 9. PLAN IS IN LINE TO BE REVIEWED BY PLANCHECK ENGINEER. YOU WILL BE NOTIFIED OF ANY REQUESTED CORRECTIONS. If you wish to discuss any requirements, you may contact me at (916) 538-7541 between 1:00 P.M. and 4:00 P.M. Monday through Thursday. MARTHA WHITNEY - PLAN CHECKER OWNER: rn I:) Y-) BUILDINGPE Eft: q(0 '02530 .PLAN CHECKER: NU 1141 A-PNUMBER: 0 'C � - D (U A. GENERAL: 1. Zoning requirements, Planning approval. Valuation. .ZYtic.B Y-CCfl �i 6vt G� Plans signed by an engineer chit I 4. Proper description or work on application. 5. Existing violations on property. Items on data sheet (W.C., fees, Health, Impact Fees, License Law, etc.). AXI -AX _ Improvements or drainage, Land Development approval. - B. PLOT PLAN: Complete parcel size and dimensions. 2. Setbacks, sideyards, easements, etc. ,3' Other buildings or structures. 0 Grading, fills, drainage. - ,S� Flood hazard Special conditions on creation map (noise, C.D.F., sprinklers, foundations, etc. F.A.U. &. F.A.S. road set back - ,8! Building or utilities across lot lines (Lot Merger). C. OCCUPANCY REQUIREMENTS: Building use: Occupancy Group: Type of Construction: Building floor area: 535 OccupantLoad 30 5AI be% Basic ailowab-le-flo-or area -:_.q f. . P. T otal allowable uoor area: l (.P,D00 Basis for increase: )0c) lncre &se, at[ nSid-" Compliance with specific occupancy requirement. ,2! Occupancy separations (Section 302). �s. Area separations (Section 504.6). Firewalls due to location on property (Section 503). Maximum height requirements (Section 506). Draft stops (Section 1505). C'lv$ 7. Ventilation and special hazards requirements (Section 3). 66 Automatic fire sprinkler system (Section 904). i9. Fire alarm systems (Section 310.10). Mechanical code requirements (Grease hood w/fire sprinkler system - Section 507). Environmental Health Review - (a) Restaurant Act, (b) Commercial Pool, © H Occupancies. buq V Smoke detection system. . 13. C.D.F. or State Fire Marshal plan review. 14. Electrical Code Requirements (Medical - Article 517, Assembly - Article 518, etc.). ,1d' Physical Disability Requirements (Title 24). ,W Wholesale Food Manufacturing (Plans to state DHS/FDB). D. TYPE OF CONSTRUCTION REQUIREMENTS: ' ,,' Roof covering requirements (Section 1503). Parapet walls (Section 709.4). iY Toilet room floors and walls (Section 807). Guardrails (Section 509). February 1996 3.4 �S Detailed types of construction requirements. 1 Proper roof pitch for roof covering (Section 1507 & 1508). Attic access and ventilation (Section 1505). ,,$'. Roof drainage (Section 1506). Skylights Section (2409 & 2603). ,W. Stages and platforms (Section 405). Interior wall and ceiling finish (Section 801). ,Y2/ Fire resistive requirements. Walls, floor, ceiling, penetrations (Section 702). Wall and ceiling covering installation (Section 2500). Glass, glazing, Human Impact - Safety Glazing (Section 713.9 & 2406). Foam Plastic (Section 1715). E. STAIRS- EXITS AND OCCUPANT LOADS: ,1! General Exit Requirements (Section 1001.4 & 1006.3). - ,-2,-" Number of -exits, width and locations (Section 1003). ,3"" Doors (Section 1004). ,,4- Corridors and exterior exit balconies (Section 1005). ,5! Stairways, rise and run, width, winders, and construction (Section 1006). f.' Horizontal exit (Section 1008). x Exit and smoke proof enclosures (Section 1009). Exit signs and illuminations (Section 1013). ,,9" Aisles and seating (Section 1014 & 1015). - ,1,0' Exits for occupancy groups (Sections 1016. 1019). ,PK- Floor level exit signs (Title 24 & Section 1013). F. MISCELLANEOUS REQUIREMENTS: zr Masonry chimney (Section 3102). Veneer (Section 1403). Special Inspection per U.B.C. Section 1701). High Strength Bolting. 1. Field Welding. Masonry (full stress). ,d'."f' Concrete (c>2500psi). Special Certifications - Mill Certificates. I Expansive soil - Special design. ^ W54% r "i Nm ►J C;V4�� l 6 Cut!'ill slopes, compaction tests, -ading. ,7e Noise requirements (Planning, Appendix Section 1208). "82 Weld electrode, welder certificate. G. ENGINEERING REQUIREMENTS: 1. Complete calculations, correct design criteria. 2l Complete shear transfer details, roof to foundation. Complete structural material specifications. Shear wall anchorage based upon wall shear. 5? Roof diaphragm chord, collector, drag struts. 5 Combined tension and shear @ steel RF anchor bolts. 7� Braced roof and wall bays. H. OTHER: �v n e: See, YN,6�e- en rc)oP- dam c n 5 P l aA- -6eo(g ria.' L r 4p 4v-u4.o -6o cord - Gf0 ' +Kass �Lye. A) 1 Je d�.s ► -ko ? - l s IT T . i February 1996 3.5 Sincerely,/'/ George R. Kellogg Plan Check Engineer rt cc: RobeB. 'eaton, Architect 2044,Palm Avenue Chico_, CA 95926 Paul Gillespie, American Building Company c/o Sunseri Construction 48 Comanche Court Chico, CA 95928 ane Count '��.. LAND OF NATURAL WEALTH AND 3EAUT'r' BUILDING DIVISION Don 8L Dottie Brown DEPARTMENT OF DEVELOPMENT SERVICES 2865 Cactus Avenue 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 Chico, CA 95973 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 Re: Sign Shop and Office Date: 12/19/96 A.P. No. 048-010-071 Permit x{96-2530 With reference to the above subject, attached is: [x] Plan Check List [ ] Red Marked Calculations [ ] Red Marked Plans [x] Other: - Special Inspection Policy sheet Action Required: [x] Comply with plan check list [x] Resubmit Plans with revisions as requested [ ] Resubmit calculations with revisions as requested [ ] Return originally submitted material Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday between 1:00 PM and 4:00 PM. Sincerely,/'/ George R. Kellogg Plan Check Engineer rt cc: RobeB. 'eaton, Architect 2044,Palm Avenue Chico_, CA 95926 Paul Gillespie, American Building Company c/o Sunseri Construction 48 Comanche Court Chico, CA 95928 SUPPLEMENTAL PLAN CHECK LIST Permit Applicant: Don & Dottie Brown Date: 12/19/96 Permit #96-2530 Supplemental plans, calculations and associated documents for the referenced project (received on 12/17/96) were reviewed by me. Regarding this additional information, please provide additional information and/or make revisions to plans as follows: 1. Regarding the Compaction Test Report just supplied, please provide the additional information indirlated onc2h d Guidere ara ion o jl o np cti ��st �7i5.5'7r/A/ G_ OSteel Building: S' EtV_—_ A.T T/q G(ql2CN F/- _O/Y7 AMeAIC-AA/ &611l01416 -s Gel A. Main Building Frames: a) 1�h revised copy of plan sheet E-01 just supplied was unread able. I dan dition, it must be stamped and wet signed by the design engineer. 4Please supply two corrected copies. B. Provide the identification system for structural steel -load carrying members which meet the requirements of Section 2202.2 of the UBC. Detail for our review what the fabrication plant policy is and what identification marks will be available at the construction site for identifying member grade. SEE /Uo-r^n 0 A) YO 0,1L4G1A/A L S cJ,SM / T 7'A L — 7-&/S /S CO ISE% � Martha Whitney will be reviewing the latest information for resolution of remaining issues in her Plan Check List dated 11/13/96. The building department has yet to receive approval of the project from Butte County Land Development and Planning Departments. This will be required for us to issue the building permit. Please note attached he Special Inspection requirements. The special inspections items maybe modified if the compaction report is completed & approved prior to permitting and the hairpin/thrust angle weld is performed in a certified approved shop. Otherwise they will be part of the special inspection process during construction. 7/ i Minimum Requirements: 1. Provide: location (site map preferred) ific test locations Owner's name and address ter's name and business address �pervising engineer's name and business address if different from the tester to tests were performed fest methods used in field density determinations (such as ASTM 0-1556 or ASTM D- 2922 and 0-3017) and in laboratory maximum density determinations (such as ASTM D- 1557 or ASTM D-698). scription of each soil tested Each test result shall include relative compaction, observed moisture content, maximum dry density, optimum moisture and the depth at which the test was taken. tts shall be performed under the supervision of a Civil Engineer or a Geotechnical Engineer licensed in the State of California and competent in the geotechnical field. �7he responsible engineer shall certify, in writing, to whether the tested subgradelfill is adequate in placement, material type and condition to structurally support the proposed structure. If a soils in hgd been completed for the project, then the compaction report shall address whether the requirements of the soils investigation have been met. Acceptance of the adequacy of the compaction report is subject to the Building Official's approval. st results shall be stamped and wet signed by the responsible engineer: The engineer's name, license number and the license expiration date shall be clearly shown on reports. Also include engineer's mailingibusiness address and business phone number. Oct. 1995 4.57 1. Engineer or Architect shall identify on the plans when special inspection is required per Section 1701 of the Uniform Building Code, list the type of special inspection required and any special requirements for testing. 2. Plan check engineer will attach the "Special Inspection Note" form to the plans indicating which items will require special inspection. 3. Plan check engineer will notify applicant and list on the data sheet that approval of the special inspector is required prior to issuance of the building permit. 4. A preconstruction conference may be required by the Plan Check Engineer to review special inspection requirements and procedures. 5. The special inspector shall be employed by the owner, architect or engineer of record, but not by the contractor. 6. Prior to our approval of a special inspector, a resume and other information may be requested to verify the qualifications and certification of the special inspector. 7. Special inspectors shall submit reports to the Building Division stating that all items requiring special inspection and testing were fulfilled. Final report is to be submitted and approved prior to final inspection of building. In addition to the inspections required by the Uniform Building Code Section 108, a Special Inspection is required in this building in accordance with the Uniform Building Code Section 1701. 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 ftunish 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 shall submit a final signed report to the Building Division stating whether the work requiring special inspection was, to the best of his 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 Building Division called inspections cannot be delegated to him, so inspections must also be made by Butte County. 5. Any change in special inspection firms made after permit issuance shall be approved by the Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. 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. Special inspection is required for the following items: [ ]Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). [ ]Structural Masonry ]High Strength Bolting [N(] Welding F�-J E(,,, (� ]`Bolts installed in Concrete Leif LDtNC� �I��►��NS�.�i�s 1��N�Lt=�S--� , 1N�5� ]Other: 13v't.Ce q.D e-0Okqkc�J— tp_Tb Junc 1996 vE2 �r t iG� 4.0 O�1 BUILDINGSAMERICAN • ' TO: Mr. Gregory Creighton Sunseri Construction, Inc. FROM: Scott Robertson DATE: 12-4-96 SUBJECT: ABC Job No. 51-2265 CC: Paul Gillespie P.O. BOX 1768 CARSON CITY, NEVADA 89702 (702)8824060 OFFICE (702)882-8364 FAX Attached is the information and answers for the plan check list for the above referenced job for Don & Dottie Brown. If further information is needed please contact me at 702-882-4060. ,WC set of lowa,'M IMUS' Koo on the .Ob,!ln -4 !� INFORMATION AND ANSWERS FOR , PLAN CHECK LIST, NO. 5, STEEL BUILDING PERMIT NO. 96-2530, BUTTE CO. A. Wind Pressure: Wind load = 80 exp. C. UBC 1994 Stagnation pressure Qs = 16.4 psf Exposure & Gust factor Ce = 1.13 Wind importance factor I = 1.0 Pressure = 16.4 psf x 1.13 x 1.0 = 18.53 psf The pressure coefficient is applied to the pressure according.to the element requirement. B. Main Building Frames a. See drawing page no. E-01. Note web sizes are shown on columns and rafters, flange sizes are noted in the note box. The stiffeners are shown on the detail. Stiffener calculation is attached. b. See revised rigid frame design calculations. Note load case no. 3 for seismic with 3/8Rw factor applied. c. The revised rigid frame design shows the comparison of actual and allowable stresses. C. Purlin Bracing: The purlins are braced on the top flange from sheeting attachment of l' on center. The bottom flange is designed unsupported. D. Lateral Bracing: The attached bracing design shows the comparison of actual to allowable for bracing. E. Identification per UBC Section 2202.2: All steel is identified per the ICBO requirements, certification number FA -285 -Carson City, Nevada plant as shown on the front page of the drawings. STlFpNfccR-S 'FO -9, Z%C t -O FiZAMG t-11 Ax FI&,AfZ F F o r l G bs'CA V STt t1C.�5 isev -- Z X Site, A= . �z s �'�2 ,nk AMERICAN BUILDINGS COMPANY EUFAULA, ALABAMA ENGINEER:ROBERTSON JOB NUMBER:512265 TIME:11:20:05 DATE:12-04-1996 SEISMIC AND WIND LOAD CALCULATIONS AS PER UBC94 INPUT ECHO: - BUILDING TYPE = GABLE PSF BUILDING WIDTH (BW) = 45.00 FEET BUILDING LENGTH (BL) = 75.00 FEET BUILDING HEIGHT (BHT) = 15.83 FEET ROOF SLOPE (RS/12) = 1.00 /12 BAY WIDTH = 25.00 FEET TOTAL NUMBER OF RIGID FRAMES = 3 KIPS ALL FOUR WALLS ARE = METAL KIPS METAL WEIGHT = 1.50 PSF ROOF DEAD LOAD (RDL) = 2.00 PSF ROOF SNOW LOAD (RSL) = 20.00 PSF PERCENT ROOF SNOW LOAD FOR SEISMIC CALCULATIONS = 0 0 COLLATERAL LOAD(COL) = 2.00 PSF MECHANICAL LOAD (ML) = 0.00 PSF WIND VELOCITY IN MPH = 80.00 MPH WIND EXPOSURE = C NUMBER OF BRACED BAYS = 1 BAY IMPORTANCE FACTOR FOR WIND (WIMP) = 1.00 SEISMIC ZONE = 3 IMPORTANCE FACTOR FOR SEISMIC (IMP) = 1.00 OUTPUT:- *** SEISMIC SHEAR FOR LONGITUDINAL BRACING *** CORRESPONDING SEISMIC COEFFICIENT 'Z' = 0.300 LONGITUDINAL Rw FACTOR = 8 SEISMIC SHEAR COEFFICIENT (Z*2.75*IMP/Rw) = 0.1031 TOTAL ROOF DEAD LOAD WEIGHT (RDL+COL+ML)*BW*BL/1000 = 13.50 KIPS TOTAL WEIGHT OF RIGID FRAMES = 3.63 KIPS RIGHT ENDWALL METAL WEIGHT = 0.57 KIPS LEFT ENDWALL METAL WEIGHT = 0.57 KIPS TOTAL WEIGHT FOR SEISMIC SHEAR = 18.27 KIPS TOTAL SEISMIC SHEAR (TOTWT*Z*2.75*IMP/Rw) = 1.88 KIPS SEISMIC SHEAR PER BRACED BAY (TOTAL SHEAR/BRACED BAYS) = 1.88 KIPS SEISMIC SHEAR PER SIDE WALL (HORF=SHEAR PER BAY/2) = 0.94 KIPS TENSION OR COMPRESSION (VERT=SHEAR*(HT-1.5)/BAY) = 0.54 KIPS TENSION IN DIAGONAL (TEN=3*Rw/8*SQRT(HORF^2+VERT-2)) = 3.26 KIPS *** WIND SHEAR FOR LONGITUDINAL BRACING *** CORRESPONDING STAGNANT WIND PRESSURE (Qs) = 17.00 PSF EXPOSURE GUST FACTOR Ce =- 1.20 EFFECTIVE WIND PRESSURE (EFF=Qs*Ce*WIMP) = 20.40 PSF TOTAL WIND FORCE (TWF=(2*BHT+RS*BW/24)*BW*EFF/4000) = 10.01 KIPS WIND FORCE PER SIDE WALL (RTR=TWF/2) = 5.00 KIPS WIND FORCE PER BAY (RTRPB=RTR/BRACED BAYS) = 5.00 KIPS TENSION OR COMPRESSION (WVER=RTRPB*(HT-1.5)/BAY) = 2.87 KIPS TENSION IN DIAGONAL (WTEN=SQRT(RTRPB-2+WVER"2)) = 5.77 KIPS USE 5/16 INCH DIAMETER CABLE FOR DIAGONAL BRACING ALLOWABLE TENSION IN THE CABLE IS 7.45 KIPS 0==> WIND GOVERNS X -BRACING DESIGN <== AMERICAN BUILDINGS COMPANY EUFAULA, ALABAMA ENGINEER:ROBERTSON TIME:11:20:06 :SEISMIC AND WIND LOAD CALCULATIONS AS PER UBC94 ..... coninued from page 1 ***LATERAL SEISMIC SHEAR FOR RIGID FRAME *** page 2 JOB NUMBER:512265 DATE:12-04-1996 LATERAL Rw FACTOR FOR RIGID FRAME = 6 LATERAL SEISMIC SHEAR COEFFICIENT (Z*2.75*IMF/Rw) = 0.1375 TOTAL ROOF WEIGHT (RDL+COL+ML)*WIDTH*BAY/1000 = 4.50 KIPS SEISMIC SHEAR FOR RIGID FRAME FROM ROOF = 0.62 KIPS RIGID FRAME WEIGHT (RFWT) = 1.21 KIPS SEISMIC SHEAR FROM RIGID FRAME SELF WEIGHT = 0.17 KIPS FRONT METAL WALL WEIGHT = 0.30 KIPS SEISMIC SHEAR FROM FRONT METAL WEIGHT = 0.04 KIPS REAR METAL WALL WEIGHT = 0.30 KIPS SEISMIC SHEAR FROM REAR WALL WEIGHT = 0.04 KIPS TOTAL LATERAL SEISMIC SHEAR FOR RIGID FRAME = 0.87 KIPS ***LATERAL WIND SHEAR FOR RIGID FRAME *** COEFFICIENT Cl (WINDWARD WALL) = 0.80 COEFFICIENT C2 (WINDWARD ROOF) = 0.70 COEFFICIENT C3 (LEEWARD ROOF) = 0.70 COEFFICIENT C4 (LEEWARD WALL) = = 0.50 WINDWARD WALL FORCE (BHT*BAY*C1) = 3.23 KIPS WINDWARD ROOF HORIZONTAL COMPONENT(0.5*BW*BAY*SIN()*C2) = -0.67 KIPS LEEWARD ROOF HORIZONTAL COMPONENT (0.5*BW*BAY*SIN()*C3) = 0.67 KIPS LEEWARD WALL FORCE (FARHT*BAY*C4) = 2.02 KIPS TOTAL WIND FORCE TO BE APPLIED (WWR+WWL+RWW+LWW) = 5.25 KIPS O __> WIND CONTROLS FRAME LATERAL FORCE <== • 32A c, rl Column and Beam Endwall Design Ver. 11.1 Page 3 American Buildings Company Eufaula, AL Wed Dec 04 10:33:54 1996 Job Name: 51226501 Job Part: 1 LEW *** WIND BRACING DESIGN *** BRACING LOCATIONS BY BAY NUMBER *** FSW => 2 *** RSW => 2 *** ROOF => 2 -------------------------------------------------------------------------- CAS�E NO 1 LOAD FACT / GROUP => 1.0 DL *** REAR SIDEWALL BRACING DESIGN BRACED BAY 25.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft \\ kips -`--kips kips 5 1 25.000 1�'RC\ ----ft 29.291 --kips 0.000 0%00' NA 5.590 i *** ROOF BRACING DESIGN BRAC-B'AY 25.000 ft NO BAY QTY SIZE LEN FOR CB FOR ST FOR A TEN ft kips kips kips kips ----- -- --- --- ---- 1. 22.500 1 - BC 4 - --- 3.686 -- --- 0.0 ------ 0.000 ------ NA 3.320 2 22.500 1 BC 4 33.686 0.000 0.000 NA 3.320 *** FRONT SIDEWALL LING DESIGN BRACED BAY .000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR S OR A TEN ft ft kips kips ki kips 3 25.000 1 BC 5 29.291 0.000 0.000 NA . 90 CASE NO 2 LOAD FACT / GROUP => 1.0 WL *** REAR SIDEWALL BRACING DESIGN BRACED BAY I 25.000 ft I NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft ft kips kips kips kips -- --- --- ---- 1 25.000 1 BC 5 ------ 29.291 ------ 4.604 ------ 5.395 ------ NA ----- 7.453 *** ROOF BRACING DESIGN BRACED BAY 25.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft -- --- --- ---- ft ------ kips ------ kips ------ kips ------ kips ----- Column and Beam Endwall Design Ver. 11.1 Page 4 American Buildings Company Eufaula, AL Wed Dec 04 10:33:54 1996 Job Name: 51226501 Job Part: 1 LEW 1 22.500 1 BC 4 33.686 2.400 3.229 4.604 4.427 2 22.500 1 BC 4 33.686 2.400 3.229 7.201 4.427 *** FRONT SIDEWALL BRACING DESIGN BRACED BAY 25.000 ft NO BAY QTY'SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft ft kips kips kips kips 3 25:000 1 BC .5 29.291 4.604 5.395 NA 7.453 *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M FSW VERT M FSW HORZ LOAD FACTOR'/ LOAD GROUP => ---- ---------- 2 2.9kips ---------- ----------- 4.6kips 1.0 WL ---------- CASE M FSW VERT ---- M FSW HORZ LOAD FACTOR / LOAD GROUP => ---------- 2 2.9kips ---------- ----------- 4.6kips 1.0 WL ---------- J iS(�--'D F-- Z6,T'1G W STRES5 Job Name D:\ABCP\FRAMES\51226501.01A GESTAD -- INPUT ECHO COLUMNS CARD NO. (.01 -10.)(.11 -20.)(.21-30.)(.31-40.)(.41-50.)(.51-60.)(.61-70.)(.71-80.) JOB NAME AND NUMBER :- FRAME LINES 1-3 51226501 ----------------------------------------------------------------------- KTY KSY KPR KAN NCY INV NDC= 1 0 0 1 1 1 5 2 1 KUN FYF FYW DEF EXC RSB AFL EHL EHR AOH ITF NDC= 2 1 50.0 50.0 -0.030 0.050 0.000 0.000 15.833 15.833 3.1 0 2 XWR YWR FRS NWL NRS NWR NIC MRC NBS NTC SPW SPT NDC= 3 45.000 0.000 .25.000 1 2 1 0 0 1 1 0.000 0.000 3 SWL TWL DWL EWL FSL WSL KWL LWL IWL NGL NDC= 4 15.833 0.000 8.000 14.250 50.0 50.0 1 2 0 3 4 NSL BT1 BT2 BT3 BT4 BT5 BT6 BT7 NDC= 5 0 5.000 0.250 0.134 5.000 0.250 0.000 0.000 5 DGL GL1 GL2 GL3 GL4 GLS NDC= 7 8.000 88.000 72.000 30.000 0.000 0.000 7 XT TT DT ET FST WST KT LT LTB LTC IT NP NDC= 9 0.000 1.000 14.250 14.250 50.0 50.0 1 0 1 0 1 3 9 NSL BT1 BT2 BT3 BT4 BT5 BT6 BT7 - NDC= 5 0 5.000 0.250 0.134 5.000 0.250 0.000 0.000 5 NSL SS DS FSS WSS KS LS LSB NDC= 6 1 12.500 0.000 0.0 0.0 1 0 0 6 NSL BT1 BT2 BT3 BT4 BT5 BT6 BT7 NDC= 5 0 5.000 0.250 0.134 5.000 0.250 0.000 0.000 5 DP PU1 PU2 PU3 PU4 PU5 NDC=10 8.000 18.000 48.000 60.000 0.000 0.000 10 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + C + L 1.000 0 0 0 0 1 20 UD UL UW KW NDC=21 5.500 12.000 0.000 1 21 CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 0.000 0.000 0.000 0.0100 0.000 0.000 22 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + W-> 1.330 0 0 0 0 1 20 UD UL UW KW NDC=21 3.500 0.000 18.530 1 21 CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 0.800 -0.700 -0.700 -0.500 0.000 0.000 22 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + EQ-> (3/8RW) 3.000 0 0 1 0 0 20 UD UL UW 3.500 0.000 18.530 CW1 CW2 CW3 CW4 0.800 -0.700 -0.700 -0.500 NSL SK FK1 FK2 1 14.500 2.030 0.000 CW5 0.000 FK3 0.000 KW NDC=21 1 21 CW6 NDC=22 0.000 22 LK NDC=24 1 24 AMERICAN BUILDINGS CO. P.O. BOX 800 EUFAULA, ALABAMA 36072 Job Name: D:\ABCP\FRAMES\51226501.01A 12/04/96 02:16 PM Ver. 11.1 STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD ALL DESIGN IN ACCORDANCE WITH '89 AISC AND MBMA AS APPLICABLE BUILDING DESCRIPTION - - FRAME LINES 1-3 51226501 FRAME WIDTH BAY SPACING ROOF SLOPES INT. COLUMNS MEMBERS NODES 45.000 ft. 25.000 ft. 2 0 6 7 LEFT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 8.00 in. 30.00 in. NODE LOCATION WEB DEPTH CONNECTION BASE 1 0.000 ft. 8.000 in. PINNED EAVE 2 15.833 ft. 14.250 in. RIGID ROOF SLOPE 1 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- 1.000/ 12.0 8.00 in. 60.00 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 2 0.000 ft. 14.250 in. RIGID SPLICE 3 12.500 ft. 14.250 in. RIGID RIGHT END 4 22.500 ft. 14.250 in. RIGID ROOF SLOPE 2 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- -1.000/ 12.0 8.00 in. 60.00 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 4 22.500 ft. 14.250 in. RIGID SPLICE 5 32.500 ft. 14.250 in. RIGID RIGHT END 6 45.000 ft. 14.250 in. RIGID RIGHT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 8.00 in. 30.00 in. NODE LOCATION WEB DEPTH CONNECTION EAVE 6 15.833 ft. 14.250 in. RIGID BASE 7 0.000 ft. 8.000 in. PINNED Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 MEMBER SIZES 51226501 * * * WEB - OUTER FLANGE MEMBER WIDTH THICK. * WIDTH (in.) (in.) 1 5.00 X 0.2500 2 5.00 X 0.25.00 3 5.0'0 X 0.2500 4 5.00 X 0.2500 5 5.00 X 0.2500, 6 5.00 X -0.2500 51226501 0.1345 5.00 X 0.2500 0.1250 YIELD STRESS FLANGE WEB (ksi) (ksi) 50.0 50.0 50.0 * 50.0 * WEB - WEB * INNER FLANGE * FLANGE THICK. * WIDTH THICK. * WELD (in.) * (in.) (in.) * (in.) 0.1345 5.00 X 0.2500 0.1250 0.1345 5.00 X 0.2500 0.1250 0.1345 5.00 X 0.2500 0.1250 0.1345 5.00 X 0.2500 0.1250 0.1345 5.00 X 0.2500 0.1250 0.1345 5.00 X 0.2500 0.1250 YIELD STRESS FLANGE WEB (ksi) (ksi) 50.0 50.0 50.0 50.0 50.0 50.0' 50.0 50.0 50.0 50.0 50.0 50.0 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 NODE COORDINATES NODE X Y (in.) (in.) 1 12.50 0.00 2 15.63 175.62 3 150.59 186.87 4 270.00 196.82 5 389.41 186.87 6 524.38 175.62 7 527.50 0.00 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 MEMBER DIMENSIONS AND PROPERTIES * * * * * MOMENT OF INERTIA OUTER INNER * * X-AXIS Y-AXIS MODULUS MODULUS MEMBER DEPTH * AREA * Ix Iy Sxo Sxi * Rto Rti SECTION (in.) *(in2) * (in4) (in4) (in3) (in3) * (in) (in) 1 1 7.999 3.576 48.27 5.21 11.36 11.36 1.35 1.35 -2 11.251 4.013 98.65 5.21 16.79 16.79 1.32 1.32 2 11.251 4.013 98.65 5.21 16.79 16.79 1.32 1.32 -3 13.912 4.371 155.55 5.21 21.59 21.59 1.29 1.29 3 13.912 4.371 155.55 5.21 21.59 21.59 1.29 1.29 -4 14.248 4.416 163.79 5.21 22.21 22.21 1.29 1.29 2 2 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -3 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 3 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -4 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 4 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -5 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 5 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -6 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 3 1 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -2 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 2 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -3 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 3 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -4 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 4 1 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -2 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 2 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -3 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 3 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -4 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 5 1 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -2 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 2 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -3 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 3 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -4 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 4 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 -5 14.250 4.417 163.85 5.21 22.22 22.22 1.29 1.29 Job Name D:\ABCP\FRAMES\51226501.01A Rti (in) (in) BUILDING -- FRAME LINES 1-3 1.29- 58226501 MEMBER DIMENSIONS AND PROPERTIES 1.32 1.32 1.32 1:35 1.35 * * * * * MOMENT OF INERTIA OUTER INNER * * X-AXIS Y-AXIS MODULUS MODULUS MEMBER DEPTH * AREA * Ix Iy Sxo Sxi SECTION (in.) *(in2) * (in4) (in4) (in3) (in3) 6 2 14.248 4.416 163.79 5.21 22.21 22.21 -3 13.912 4.371 155.55 5.21 21.59 21.59 3 13.912 4.371 155.55 5.21 21.59 21.59 -4 11.251 4.013 98.65 5.21 16.79 16.79 4 11.251 4.013 98.65 5.21 16.79 16.79 -5 7.999 3.576 48.27 5.21 11.36 11.36 Rto Rti (in) (in) 1.29 1.29 , 1.29 1.29- 1.29 1.29 1.32 1.32 1.32 1.32 1:35 1.35 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 MEMBER DIMENSIONS AND PROPERTIES CONTINUED * * * UNBRACED LENGTHS OUTER INNER MEMBER X-AXIS Y-AXIS Y-AXIS * Kx * Rx Ry * KL/R SECTION (in) (in) (in) * * (in.) (in.) 1 1 175.65 88.01 88.01 2.15 3.67 1.21 0.0 -2 175.65 88.01 88.01 2.15 4.96 1.14 77.2 2 175.65 72.01 72.01 2.15 4.96 1.14 76.1 -3 175.65 72.01 72.01 2.15 5.97 1.09 66.0 3 175.65 22.18 22.18 2.15 5.97 1.09 63.2 -4 175.65 22.18 22.18 2.15 6.09 1.09 61.9 2 2 510.51 75.80 75.80 0.67 6.09 1.09 69.8 -3 510.51 75.80 75.80 0.67 6.09 1.09 69.8 3 510.51 75.80 7.5.80 0.67 6.09 1.09 69.8 -4 510.51 75.80 75.80 0.67 6.09 1.09 69.8 4 510.51 60.21 120.42 0.67 6.09 1.09 56.1 -5 510.51 60.21 120.42 0.67 6.09 1.09 56.1 5 510.51 60.21 120.42 0.67 6.09 1.09 56.1 -6 510.51 60.21 120.42 0.67 6.09 1.09 56.1 3 1 510.51 60.21 120.42 0.67 6.09 1.09 56.1 -2 510.51 60.21 120.42 0.67 6.09 1.09 56.1 2 510.51 48.17 48.17 0.67 6.09 1.09 56.1 -3 510.51 48.17 48.17 0.67 6.09 1.09 56.1 3 510.51 34.85 34.85 0.67 6.09 1.09 56.1 -4 510.51 34.85 34.85 0.67 6.09 1.09 56.1 4 1 510.51 34.85 34.85 0.67 6.09 1.09 56.1 -2 510.51 34.85 34.85 0.67 6.09 1.09 56.1 2 510.51 48.17 48.17 0.67 6.09 1.09 56.1 -3 510.51 48.17 48.17 0.67 6.09 1.09 56.1 3 510.51 60.21 120.42 0.67 6.09 1.09 56.1 -4 510.51 60.21 120.42 0.67 6.09 1.09 56.1 5 1 510.51 60.21 120.42 0.67 -6.09 1.09 56.1 -2 510.51 60.21 120.42 0.67 6.09 1.09 56.1 2 510.51 60.21 120.42 0.67 `6.09 1.09 56.1 -3 510.51 60.21 120.42 0.67 6.09 1.09 56.1 3 510.51 75.80 75.8.0 0.67 -6.09 1.09 69.8 -4 510.51 75.80 75 -80 0.67 6.09 1.09 69.8 4 510.51 75.80 75.80 0.67 6.09 1.09 69.8 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 MEMBER DIMENSIONS AND PROPERTIES CONTINUED KL/R 69.8 61.9 63.2 66.0 76.1 77.2 D.O. * * UNBRACED LENGTHS OUTER INNER MEMBER X-AXIS Y-AXIS Y-AXIS * Kx * Rx Ry SECTION (in) (in) (in) * * (in.) (in.) -5 510.51 75.80 75.80 0.,67 6.09 1.09 6 2 175.65 22.18 22.18 2.15 6.09 1.09 -3 175.65 22.18 22.18 2.15 -5.97 1.09 3 175.65 72.01 72.01 2.15 5.97 1.09 -4 175.65 72.01 72.01 2.15 4.96 1.14 4 175.65 88.01 88.01 2.15 4.96 1.14 -5 175.65 88.01 88.01 2.15 3.67 1.21 KL/R 69.8 61.9 63.2 66.0 76.1 77.2 D.O. Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 LOAD COMBINATION 1 --- D + C + L ALLOWABLE STRESS FACTOR = 1.00 UNIFORM LOADS LIVE WIND DEAD (psf) (psf) (psf) 12.00 0.00 5.50 MEMBER NODES MEMBER END I J 1 1 2 2 2 3 3 3 4 4 4 5 5 5 6 6 6 7 SUPPORT NODE 1 1 2 7 51226501 1989 AISC/ASD * WIND COEFFICIENTS * * C1 C2 C3 C4 * 0.00 0.00 0.00 0.00 MEMBER END ACTIONS * NODE I * NODE J * * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT * (kips) (kips) (kip -ft) * (kips) (kips) (kip -f t) 9.90 -3.35 0.00 -9.90 3.35 -49.06 4.29 8.95 49.09 -3.81 -3.22 24.09 3.81 3.22 -24.09 -3.52 0.29 43.08 3.52 0.29 -43.08 -3.81 3.22 24.09 3.81 -3.22 -24.09 -4.29 8__95 -49.09 9-.90 3.35 49.06 -9.90 -3.35 0.00 * SUPPORT REACTIONS * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 3.53 9.84 0.00 -3.53 9.84 0.00 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 LOAD COMBINATION 1 -- D + C + L * * ACTUAL LOADING * MEMBER RESISTANCE * OUTER INNER * * FLANGE FLANGE MEM V P M Cb * V P Mo Mi * RATIO RATIO SECT (kips) (kips) kip -ft *(kips) (kips) (kip -ft) (kip -ft) * 1 1 -3.4 -9.9 0.0 1.75 19.4 107.3 28.4 28.4 0.092 0.092 -2 -2.6 -9.9 -24.6 1.75 18.0 78.1 37.0 40.8 0.571 0.693 2 -2.6 -9.9 -24.6 1.26 18.0 79.0 37.0 41.2 0.571 0.686 -3 -2.2 -9.9 -44.7 1.26 14.5 93.2 47.6 52.7 0.853 0.925 3 -2.2 -9.9 -44.7 1.00 14.5 95.2 47._6 52.7 0.853 0.925 -4 -2.2 -9.9 -47.2 1.00 14.2 97.0 55.5 54.2 0.776 0.948 2 2 9.0 -4.3 -44.2 1.00 14.7 91.1 55.5 51.2 0.763 0.896 -3 9.0 -4.3 -42.3 1.00 14.7 91.1 55.5 51.2 0.730 0.860 3 7.6 -4.2 -42.4 1.00 14.7 91.1 55.5. 51.2 0.732 0.860 -4 7.6 -4.2 -4.4 1.00 14.7 91.1 49.0 51.2 0.054 0.120 4 5:4 -4.0 -4.5 1.88 14.7 101.2 49.0 47.6 0.058 0.125 -5 5.4 -4.0 22.6 1.97 14.7 101.2 54.2 55.5 0.448 0.377 5 3.2 -3.8 22.5 1.24 14.7 101.2 54.2 55.5 0.444 0.376 -6 3.2 -3.8 24.1 1.24 14.7 101.2 54.2 55.5 0.474 0.405 3 1 3.2 -3.8 24.1 1.24 14.7 101.2 54.2 55.5 0.474 0.405 -2 3.2 -3.8 38.6 1.24 14.7 101.2 54.2 55.5 0.742 0.667 2 1.3 -3.6 38.5 1.06 14.7 101.2 54.2 55.5 0.739 0.666 --3 1.3 -3.6 43.6 1.06 14.7 101.2 54.2 55.5 0.832 0.757 3 -0.3 -3.5 43.5 1.00 14.7 101.2 54.2 55.5 0.830 0.757 -4 -0.3 -3.5 43.1 1.00 14.7 101.2 54.2 55.5 0.822 0.749 4 1 0.3 -3.5 43.1 1.00 14.7 101.2 54.2 55.5 0.822 0.749 -2 0.3 -3.5 43.5 1.00 14.7 101.2 54.2 55.5 0.830 0.757 2 -1.3 -3.6 43.6 1.06 14.7 101.2 54.2 55.5 0.832 0.757 -3 -1.3 -3.6 38.5 1.06 14.7 101.2 54.2 55.5 0.739 0.666 3 -3.2 -3.8 38.6 1.24 14.7 101.2 54.2 55.5 0.742 0.667 -4 -3.2 -3.8 24.1 1.24 14.7 101.2 54.2 55.5 0.474 0.405 5 1 -3.2 -3.8 24.1 1.24 14.7 101.2 54.2 55.5 0.474 0.405 -2 -3.2 -3.8 22.5 1.24 14.7 101.2 54.2 55.5 0.444 0.376 2 -5.4 -4.0 22.6 1.97 14.7 101.2 54.2 55.5 0.448 0.377 -3 -5.4 -4.0 -4.5 1.88 14.7 101.2 49.0 47.6 0.058 0.125 3 -7.6 -4.2 -4.4 1.00 14.7 91.1 49.0 51.2 0.054 0.120 -4 -7.6 -4.2 -42.4 1.00 14.7 91.1 55.5 51.2 0.732 0.860 4 -9.0 -4.3 -42.3 1.00 14.7 91.1 55.5 51.2 0.730 0.860 -5 -9.0 -4.3 -44.2 1.00 14.7 91.1 55.5 51.2 0.763 0.896 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 LOAD COMBINATION 1 -- D + C + L * * ACTUAL LOADING * MEMBER RESISTANCE * OUTER INNER * * FLANGE FLANGE MEM V P M Cb * V P Mo Mi * RATIO RATIO SECT (kips) (kips) kip -ft *(kips) (kips) (kip -ft) (kip -ft) * 6 2 2.2 -9.9 -47.2 1.00 14.2 97.0 55.5 54.2 0.776 0.948 -3 2.2 -9.9 -44.7 '1.00 14.5 95.2 47.6 52.7 0.853 0.925 3 2.2 -9.9 -44.7 1.26 14.5 93.2 47.6 52.7 0.853 0.925 -4 2.6 -9.9 -24.6 1.26 18.-0 79.0 37.0 41.2 0.571 0.686 4 2.6 -9.9 -24.6 1.75 18.0 78.1 37.0 40.8 0.571 0.693 -5 3.4 -9.9 0.'0 1.75 19.4 107.3 28.4 28.4 0.092 0.092 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 LOAD COMBINATION 2 --- D + W-> ALLOWABLE STRESS FACTOR 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (-psf ) (psf ) (psf ) 0.00 18.53 3.50 .0.80 -0.70 -0.70 -0.50 MEMBER END ACTIONS * NODE I * NODE J * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip -ft) * (kips) (kips) (kip -ft) 1 1 2 -7.17 5.70 0.00 7.10 -1.78 63.52 2 2 3 -1.91 -6.63 -63.51 2.01 3.50 3.71 3 3 4 -2.01 -3.50 -3.71 2.07 1.58 -24.15 4 4 5 -1.78 -1.90 24.15 1.72 -0.02 -30.99 5 5 6 -1.72 0.02 30.99 1.62 -3.15 -10.41 6 6 7 -3.60 -0.89 10.41 3.56 -1.56 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 -5.83 -7.07 0.00 2 7 -1.50. -3.58 0.00 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 LOAD COMBINATION 2 -- D + W-> * * ACTUAL LOADING * MEMBER RESISTANCE * OUTER INNER * * FLANGE FLANGE .MEM V P M Cb * V P Mo Mi * RATIO RATIO SECT (kips) (kips) kip -ft *(kips) (kips) (kip -ft) (kip -ft) * 1 1 5.7 7.2 0.0 1.75 25.8 142.7 37.8 37.8 0.050 0.050 -2 4.4 7.2 41.8 1.75 23.9 160.1 54.3 55.8 0.771 0.794 2 1.9 7.1 41.8 1.17 23.9 160.1 54.3 55.8 0.771 0.794 -3 1.7 7.1 61.2 1.17 19.3 174.4 69.4 71.8 0.882 0.894 3 0.2 7.1 61.2 1.02 19.3 174.4 70.2 71.8 0.873 0.894 -4 0.2 7.1 62.5 1.02 18.9 176.2 72.1 73.9 0.868 0.887 2 2 -6.6 1.9 59.9 1.33 19.5 176.2 71.6 73.9 0.836 0.822 -3 -6.6 1.9 58.5 1.33 19.5 176.2 71.6 73.9 0.817 0.803 3 -5.9 1.9 58.5 1.33 19.5 176.2 71.6 73.9 0.817 0.803 -4 -5.9 1.9 29.0 1.33 19.5 176.2 71.6 73.9 0.405 0.404 4 -4.7 2.0 29.0 1.56 19.5 176.2 72.1 73.9 0.402 0.404 -5 -4.7 2.0 5.S 1.56 19.5 176.2 72.1 73.9 0.076 0.085 5 -3.5 2.0 5.5 2.28 19.5 176.2 72.1 73.9 0.076 0.085 -6 -3.5 2.0 3.7 2.28 19.5 176.2 72.1 73..9 0.051 0.062 3 1 -3.5 2.0 3.7 2.28 19.5 176.2 72.1 73.9 0.051 0.062 -2 -3.5 2.0 -12.1 2.24 19.5 176.2 65.2 66.4 0.197 0.182 2 -2.4 2.0 -12.1 1.26 19.5 176.2 65.2 72.1 0.197 0.168 -3 -2.4 2.0 -21.8 1.26 19.5 176.2 65.2 72.1 0.347 0.303 3 -1.6 2.1 -21.9 1.09 19.5 176.2 65.2 72.1 0.347 0.303 -4 -1.6 2.1 -24.1 1.09 19.5 176.2 73.9 72.1 0.339 0.335 4 1 -1.9 1.8 -24.2 1.09 19.5 176.2 73.9 72.1 0.337 0.335 -2 -1.9 1.8 -26.9 1.09 19.5 176.2 65.2 72.1 0.423 0.373 2 -1.1 1.8 -26.9 1.07 19.5 176.2 65.2 72.1 0.422 0.373 -3 -1.1 1.8 -31.1 1.07 19.5 176.2 65.2 72.1 0.487 0.432 3 0.0 1.7 -31.1 1.10 19.5 176.2 65.2 50.2 0.487 0.620 -4 0.0 1.7 -31.0 1.10 19.5 176.2 73.9 50.2 0.429 0.618 5 1 0.0 1.7 -31.0 1.10 19.5 176.2 73.9 50.2 0.429 0.618 -2 0.0 1.7 -31.0 1.10 19.5 176.2 65.2 50.2 0.485 0.618 2 1.2 1.7 -31.0 1.10 19.5 176.2 65.2 50.2 0.485 0.617 -3 1.2 1.7 -24.9 1.10 19.5 176.2 65.2 50.2 0.391 0.496 3 2.4 1.6 -24.9 1.33 19.5 176.2 65.2 71.6 0.391 0.347 -4 2.4 1.6 -12.8 1.33 19.5 176.2 73.9 71.6 0.183 0.179 4 3.2 1.6 -12.8 1.33 19.5 176.2 73.9 71.6 0.182 0.179 -5 3.2 1.6 -12.1 1.33 19.5 176.2 73.9 71.6 0.173 0.170 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 LOAD COMBINATION 2 -- D + W-> * * ACTUAL LOADING * MEMBER RESISTANCE * OUTER INNER * - * FLANGE FLANGE MEM V P M Cb * V P Mo Mi * RATIO RATIO SECT (kips) (kips) kip -ft *(kips) (kips) (kip -ft) (kip -ft) * 6 2 -1.2 3.6 -1-0.9 1.33 18.9 176.-2 73.9 72.1 0.168 0.151 -3 -1.2 3.�6 -11.6 1.33 19.3 174.4 63.3 70.2 0.203 0.165 3 -0.3 3.6 -11.6 1.00 19.3 174.4 63.3 67.6 0.203 0.171 -4 -0.4 3.6 -11.5 1.00 23.9 160.1 49.3 53.0 0.255 0.216 4 1.2 3.6 -11.5 1.75 23.9 160.1 49.3 54.3 0.255 0.211 -5 1.6 3.6 0.0 1.75 25.8 142.7 37.8 37.8 0.025 0.025 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 LOAD COMBINATION 3 --- D + EQ->(3/8RW) * (kips) (kips) ALLOWABLE STRESS FACTOR = 3.00 0.00 -2.46 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf ) (psf ), (psf ) 0.00 18.53 3.50 0.80 -0.70 -0.70 -0.50 CONCENTRATED LOADS * * LOAD COMPONENTS' LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 14.50 2.03 0.00 0.00 MEMBER 'END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips), (kip -ft) * (kips) (kips) (kip -ft) 1 1' 2 -7.88 6.76 0.00 7.77 -0.80 78.72 2 2 3 -1.01 -7.39 -78.71 1.11 4.26 10.29 3 3 4 -1.11 -4.26 -10.29 1.16 2.34 -25.19 4 4 5 -0.76 -2.50 25.19 0.70 0.58 -38.06 5 5 6 -0.70 -0.58 38.06 0.61 -2.55 -24.29 6 6 7 -2.90 0.06 24.29 2.85 -2.51 0.00 SUPPORT NODE 1 1 2 7 * SUPPORT REACTIONS * HORIZ. VERTICAL- MOMENT * (kips) (kips) (kip -ft.) -6.90 -7.76 0.00 -2.46 -2.90 0.00 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 LOAD COMBINATION 3 -- D + EQ->(3/8RW) * * ACTUAL LOADING * MEMBER RESISTANCE * OUTER INNER * "* FLANGE FLANGE MEM V P M Cb * V P Mo Mi * RATIO RATIO SECT (kips) (kips) kip -ft * (kips) (kips) (kip -ft) (kip -ft) * 1 1 6.8 7.9 0.0 1.75 58.3 321.8 85.2 85.2 0.024 0.024 -2 5.2 7.9 49.6 1.75 53.9 361.2 122.4 125.9 0.405 0.416 2 2.7 7.8 49.6 1.19 53.9 361.2 122.7 125.9 0.404 0.415 -3 2.4 7.8 75.3 1.19 43.6 393.4 156.8 161.9 0.480 0.485 3 0.9 7.8 75.3 1.02 43.6 393.4 158.2 161.9 0.476 0.485 -4 0.9 7.8 77.4 1.02 42.6 397.5 162.5 166.6 0.477 0.485 2 2 -7.4 1.0 74.7 1.30 44.1 397.5 160.9 166.6 0.464 0.451 -3 -7.4 1.0 73.1 1.30 44.1 397.5 160.9 166.6 0.455 0.441 3 -6.6 1.0 73.1 1.30 44.1 397.5 160.9 166.6 0.455 0.441 -4 -6.6 1.0 39.8 1.30 44.1 397.5 160.9 166.6 0.247 0.241 4 -5.5 1.1 39.8 1.45 44.1 397.5 162.6 166.6 0.245 0.241 -5 -5.5 1.1 12.4 1.45 44.1 397.5 162.6 166.6 0.076 0.077 5 -4.3 1.1 12.4 2.30 44.1 397.5 162.6 166.6 0.076 0.077 -6 -4.3 1.1 10.3 2.30 44.1 397.5 162.6 166.6 0.063 0.065 3 1 -4.3 1.1 10.3 2.30 44.1 397.5 162.6 166.6 0.063 0.065. -2 -4.3 1.1 -9.0 2.00 44.1 397.5 147.0 145.5 0.064 0.062 2 -3.2 1.1 -9.0 1.37 44.1 397.5 147.0 162.6 0.064 0.055 -3 -3.2 1.1 -21.8 1.37 44.1 397.5 147.0 162.6 0.151 0.134 3 -2.3 1.2 -21.8 1.13 44.1 397.5 147.0 162.6 0.151 0.134 -4 -2.3 1.2 -25.2 1.13 44.1 397.5 166.6 162.6 0.154 0.155 4 1 -2.5 0.8 -25.2 1.13 44.1 397.5 166.6 162.6 0.153 0.155 -2 -2.5 0.8 -28.8 1.13 44.1 397.5 147.0 162.6 0.198 0.177 2 -1.7 0.7 -28.8 1.09 44.1 397.5 147.0 162.6 0.198 0.177 -3 -1.7 0.7 -35.4 1.09. 44.1 397.5 147.0 162.6 0.243 0.218 3 -0.6 0.7 -35.4 1.00 44.1 397.5 147.0 105.8 0.243 0.335 -4 -0.6 0.7 -38.1 1.00 44.1 397.5 166.6 105.8 0.230 0.360 5 1 -0.6 0.7 -38.1 1.00 44.1 397.5 166.6 105.8 0.230 0.360 -2 -0.6 0.7 -38.4 1.00 44.1 397.5 147.0 105.8 0.263 0.362 2 0.6 0.7 -38.3 1.00 44.1 397.5 147.0 105.8 0.262 0.362 -3 0.6 0.7 -35.3 1.00 44.1 397.5 147.0 105.8 0.242 0.333 3 1.8 0.6 -35.3 1.17 44.1 397.5 147.0 158.3 0.241 0.223 -4 1.8 0.6 -26.2 1.17 44.1 397.5 166.6 158.3 0.159 0.166 4 2.5 0.6 -26.2 1.17 44.1 397.5 166.6 158.3 0.159 0.166 -5 2.5 0.6 -25.7 1.17 44.1 397.5 166.6 158.3 0.156 0.162 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 LOAD COMBINATION 3 -- D + EQ->(3/8RW) * ACTUAL LOADING * MEMBER RESISTANCE * OUTER INNER * * FLANGE FLANGE MEM V P M Cb * V P Mo Mi * RATIO RATIO SECT(kips) (kips) kip -ft *(kips) (kips) (kip -ft) (kip -ft) * 6 2 -0.5 2.9 -24.3 1.17 42.6 397.5 166.'6 162.5 0.153 0.149 -3 -0.6 2.9 -24.2 1.17 43.6 393.4 142.8 158.2 0.177 0.153 3 0.4 2.9 -24.2 1.13 43.6 393.4 142.8 155.5 0.177 0.156 -4 0.4 2.9 -18.4 1.13 53.9 361.2 111.1 121.7 0.174 0.151 4 1.9 2.9 -18.4 1.75 53.9 361.2 111.1 122.4 0.174 0.150 -5 2.5 2.9 0.0 1.75 58.3 321.8 85.2 85.2 0.009 0.009 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 MAXIMUM STRESS RATIOS -89 AISC ALLOWABLE STRESS DESIGN OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG WEB SHEAR INNER FLG MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 5.00 0.2500 •0.1345 5.00 0.2500 0.882 2 '0.221 2 0.948 1 2 -5.00 0.2500 0.1345 5.0.0 0.2500 0.83.6 2 0.609 1 0.896 1 3 5.00 0.2500 0.1345 5.00 0.2500 0.832 1 0.219 1 0.757 1 4 5..00 0.2500 0.1345 5.00 0.2500 0.832 1 0.219 1 0.757 1 5 5.00 0.2500 0.1345 5.00 0.2500 0.836 2 0.609 1 0.896 1 6 5.00 0.2500 0.1345 5.00 0.2500 0.882 2 0.221 2 0.948 1 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 BOLTED SPLICE SUMMARY PLATE * BOLTS WIDTH/ * * CONNECTION RESISTANCE *MOM. THICK. * ROWS GAGE DIA. * TENSION COMPRES. MOMENT * ARM YT YC NODE (in.) * LINES (in.)* (kips) (kips) (kip -ft) *(in.) (in.) (in..)' 2 5.00X TOP 2 2 0.875 46.3 55.5 54.8 12.93 5.02 2.10 0.750 BOT. 2 2 0.875 64.7 59.9 62.0 11.95 5.55 2.54 4 5.00X TOP 2 2 0.750 37.1 37.2 44.3 14.32 0.36 0.13 0.500 BOT. 2 2 0..750 37.1, 40.6 46.1 14.26 0.36 0.19 6 5.00X TOP 2 2 0.875 46.3 55.5 54.8 12.93 5.02 2.10 0.750 BOT. 2 2 0.875 6.4.7 59.9 62.0 11.95 5.55 2.54 Job Name D:\ABCP\FRAMES\51226501.01A BUILDING -- FRAME LINES 1-3 51226501 FRAME SUPPORTS * * SUP. * NODE 1 1 2 7 * * NODE * LOAD 1 1 THICKNESS 2 (in.) 3 7 1 0.375 2 9.84 3 BASE PLATE THICKNESS WIDTH (in.) (in.) 0.375 6.&&0 0.375 6.000 * LENGTH * NO (in.) 9.000 2 9.000 2 ANCHOR REACTIONS DIAMETER HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) * 3.53 9.84 0.00 -5.83 -7.07 0.00 -6.90 -7.76 0.00 -3.53 9.84 0.00 -1.50 -3.58 0.00 -2.46 -2.90 0.00 ANCHOR BOLTS DIAMETER AREA (in.) (in2) 0.750 0.884 0.750 0.884 BOLT RESISTANCE SHEAR TENSION (kips) (kips) 8.84 16.62 11.75 20.06 26.51 53.01 8.84 16.62 11.75 23.50 26.51 53.01 ENGINEERIM1 G C A L C U L A T I O N S - NEW OFFICES FOR : STOTT OUTDOOR ADVERTISING CHICO, CALIFORNIA ROBERT B. HEATON, ARCHITECT 2044 Palm Avenue CHICO, CALIFORNIA 95926 (916) 343-8038 BUTTE Cot,r,�TY c ED 1'�1SLE OF C''ONZ':ENT S STRUCTURAL CALCULATIONS PROJECT: STOTT OUTDOOR -ADVERTISING CHICO, CALIFORNIA Description Page Numbers Wind Pressures ..................................... u . .. 2 Building Diagram ..... 3 Wind Calculations ...................................... 4-5 Shear Wall Schedule .................................... 6 Lateral Calculations ................................... 7-13 Foundation Calculations ................................ 14-17 Anchorage Calculations ... 18-24 .............................. 2 •File >LATDATA3 Rev 8-8-95 Wind pressures on structures Description >>Stott Outdoor Advertising 11:41 PM 8/27/96 Exposure > B Importance factor > 1.00 Basic wind speed > 80.00 mph qs > 16.40 psf Roof pitch > 5.00 in 12 A > 22.62 degrees PRIMARY.- JRAMES AND SYSTEMS + Direction Ht. <0'-151> <201> <251> <301> <40'> Assembly description Ce .62 .67 .72 .76 .84 Cq WALLS Windward walls .80 .0081 .0088 .0094 .0100 .0110 Inward Leeward walls .50 .0051 .0055 .0059 .0062 .0069 Outward Total wall .0132 .0143 .0154 .0162 .0179 ROOF Wind perpendicular to ridge Leeward or flat roof .70 .0071 .0077 .0083 .0087 .0096 Outward Windward roof Slope 2:12 to less than 9:12 .90 .0092 .0099 .0106 .0112 .0124 Outward or Slope 2:12 to less than 9:12 .30 .0031 .0031 .0035 .0037 .0041 Inward Roof total .0102 .0107 .0118 .0125 .0138 Wind parallel to ridge and flat roofs .70 .0071 .0077 .0083 .0087 .0096 Outward : t * ELEMENTS AND COMPONENTS # WALL All structures 1.20 .0122 .0132 .0142 .0150 .0165 Inward Enclosed structures 1.10 .0112 .0121 .0130 .0137 .0152 Outward Open structures 1.60 .0163 .0176 .0189 .0199 .0220 Outward Parapets 1.30 .0132 .0143 .0154 .0162 .0179 Inward/outward ROOF Enclosed structures Slope less than 9:12 1.10 .0112 .0121 .0130 .0137 .0152 Outward Open structures Slope less than 9:12 1.60 .0163 .0176 .0189 .0199 .0220 Outward r * x LOCAL AREAS AT DISCONTINUITIES * * Wall corners 2.00 .0203 .0220 .0236 .0249 Canopies or overhangs at eaves or rakes 2.80 .0285 .0308 .0331 .0349 Roof ridges at ends of buildings or eaves and roof edges at building .0276 Outward .0386 Upward corners 3.00 .0305 .0330 .0354 .0374 .0413 Upward Eaves or rakes without overhangs away from building corners and ridges away from ends of building 2.00 ..0203 .0220 .0236 .0249 .0276 Upward 0ovf' / SO-mrh- ZO T5 � Wz, = C(0(Z.4-,E-),0(;2—+ (,(;7(,o(o-2-, = I I naSr/w�si oldwa.y,d��r cut. w or d ' �p-1 wz w I Y - -- wI A,I 401 WI� (IOfZ 04-®K/' W 2 = �/� +,S), ©o9b G,67(100-0-: , 0(.11-/ P(: r,5C4 t 2((ot2)] ,o�?.L = ,SSS 9 A,, -L 9A -,Z = (, l-1 '- 'o'o AZT '.E 3e Z66' E06' sites pg glTm poomAld apo �9/E E 68E' SIE' sites pg gjTA podmAld ipo u9/E Z 'o'o al 1.9 le 69Z' 91Z' siteu pH glTm pooM6id aPo ,9/E i 3a 3H aoT3dii3saa peH « aotIdiiosaa ------------------------------------------------------------------------ appagas ITPAleags S6 -OZ -L 'eaH ------------------------------------------------------------------------ 96/LZ/9 Rd 9S:ii MHY3Hs< MA 9 S,o ® 2-/' 3 �3s�.f pry 4,8 ,' oS a1" S�If Ck_ OT 'rMFb L -,z 23 - -t O fe SMOa 'Lt- 4dr- liH e - c7 71G�� 7�•3` '�= 2,41 k -ale C� Kidz z z 4- ss7-6za�n��-p 'COLLCTR2 11:59 PM 8/27/96 ------------------------------------------------------------------------ Rev 2-13-94 Collector design Description >>Line A.1 -----------------------7---------SUMMARY-------------------------------- V1 > 1.720 kips V2 > kips Length subject to V1 > 28.250 feet Diaphragm sheat due to V1 > .061 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .344 kips/ft <Shearwall v> Segment W/O Wall Opng. V1 V2 Force 9.250 0 9.250 y .000 2.500 w 2.500 y -.563 6.000 0 6.000 y .145 2.500 w 2.500 y -.221 8.000 0 8.000 y .487 m I„�� A 2 P; I, 11 w� ,,, 4, o Imo; 4-, o N3S&t V14 !I0 �- . r--� or o Co IS-) is D 2, G3 �-t, e C cid 2A/ S5T-2�00 (rw fD •COLLCTR2 12:04 AM 8/28/96 ------------------------------------------------------------------------ Rev 2-13-94 Collector design ------------------------------------------------------------------------ Description >>Line A.2 ---------------------------------SUMMARY-------------------------------- V1 > 1.110 kips V2 > kips Length subject to Vl > 29.000 feet Diaphragm shear due to V1 > .040 kips/ft Length subject to V2 > feet Diaphragm shear due to 42 > kips/ft Shear per foot - shearwalls (v) > .293 kips/ft <Shearwall v> Segment W/O Wall Opng. V1 V2 Force 4.000 w 4.000 y .000 25.000 o 25.000 y 1.009 ,� (0) �_ wCA '7 D 167,/ ,IP.o (,, = ( o,S tot T (4) 43S- f �� y t,z+ss fv toP o/ /o C18o) = /,8 0Zn4- ssT3?f� (Ihe 57 f = (i(osl-- w'4-0'- 4-,o+ 4-,o = e -o' Zor B.0 A -Ili 14S Si�( h0�l�lhl� . b2/, Zab ' 3 A3Sut s,lf d -Qv c 7—o6 " -:e C 4J?A-/Z-Z.x9f -5S7* 7 o CTw a-, `2 13 COLLCTR2 6:46 AM 8/28/96 ------------------------------------------------------------------------ Rev 2-13-94 Collector design ------------------------------------------------------------------------ Description >>Line 5 ---------------------------------SUMMARY-------------------------------- V1 > 1.650 kips V2 > kips Length subject to V1 > 40.000 feet Diaphragm shear.due to V1 > .041 kips/ft Length subject to V2 > feet Diaphragm shear due to V2. > kips/ft Shear per foot - shearwalls (v) > .206 kips/ft <Shearwall v> Segment W/O Wall Opag. V1 V2 Force 4.000 w 4.000 y .000 32.000 o 32.000 y .660 4.000 w 4.000 y -.660 ,(r �Zs��r► �OJ�C�Cnllt7"� Ckfi ell,) 6c/1 IS e,�1C�1/`►a,I COIU►MH U'CaG)"I�S d moo) P1�1�,i1ti = 3, ► olAf a rf z, ,) �Ol�sv�z Z, Cl 0" - pt") b 6011 cl oll .51U x 5" y c^ -F, --a, , t--ez, l o o"J Cu St ( c,S �P4� DL-+ wG� ( c,S �P4� /S File: MTLBLD2 9:08 PM 10/22/96 Rev. 07/21/96 Foundation design for metal building Description »Stott Advertising + + + GENER`AL DATA + + Material•data f'c > 2.500 ksi E's > 3000.000ksi > .850 fy > 40.000 ksi + + + SLAB DATA + + + Slab thickness > 4.000 inches Slab reinforcing > 4 1 => 13 rebar 2 => #4 rebar 3 => #5 rebar 4 => W1.4 ` ,fy > 60,000 ksi Spacing > 6.000 inches o.c. d > 2,000 inches As > .030 in-2/ft Mcap (slab) > .251 ft -kips < Oft > Effective width > 3.776 feet (Exterior footing - uplift resistance> Effective width > 6.553 feet <Interior footing - uplift resistance) + + + PERIMETER LINE FOOTING DATA + + + Stemwall: Footing: Thickness > .000 inches Width > 12.000 inches Height > .000 inches Depth > 20.000 inches d > 16.500 inches As actual > .400 in -2 (Top and bottom> As effective > .301 in -2 Mcap (ftg) > 13.859 ft -kips < Oft > w ftg > .439 kips/ft ( including slab > Effective length ) 13.434 feet < For uplift > * * * INTERI0R TIE F00TING DATA Width > .000 inches Depth. > .000 inches d > .000 inches As actual > .000 in'2 (Top and bottom) As effective > .000 in'2 Mcap (ftg) > .000 ft -kips < QMn > w ftg > .000 kips/ft < including slab > Effective length > .000 feet < For uplift > Effective DL > .000 kips ;pailnbai 6ulloo; Iutod oN sdl4 168'6 < 6l; gall le peol Ialod aigeAoiTV d < t ainssaid flog 101 JgBlax halloo; apnpuT sdll 008'6 < unmtxes letae d :6alpeof felae pieAul►op V3aU 000' 000' 000' 000' --- 000' 000' 000' 000' --- 000' 000' 000' 000' --- 000' 000' 000' 000' --- 0091- OOS'I- OOI'l- 008'S- 77M+7Q 0081 OOS'E- 008'6 OOS'E 73+77+70 Ad U Ad qd uolleulpo3 peo7 pug ;g6lg pug 7387 <----- - <----- :aolluaeuo3 a6ts Indat peo7 +SgNVgd NIVH <40> sdtx S61'9 < PeOT PeaP d :111idn V3ag0 <40> sdiX 166'11 < 81PAOIle d 7881 000'1 < glda0 azenbs lag; 000'Z < 4IPTA :elep 6atloo; Mud apaitabai bulloo; Iutod oN sdll 169.6 < 6apoo; gall Ie peot Iaiod mnmlaeN A < t aingsaid Ila io; 14619A 6all00; apnl3ul :bulpeof Telae pieMuMop 439g0 ono; aaeld-Io-Ino> sdiX 001-E < MOM d snstaeK <93Io; aueld-up sdiX Ol9'Z < felalel d mamisew <I;lldn> gd'; 006'S < jelle-d snslulg sdix OOZ'9 < Ietae d mnmisep • ; � � 8gV8d QA8 � � : Iaa; 000'SZ < 6upeds heq amexd }aa; 000'Sl < glbual 6ulPtlnB Iaa; 000'S6 < glptA bulplln8 f : 71.8IaN039 4 : r ;gx OEI' <83delstsai bulpils Teiale7 OSE' 000' < '31803 6u1P1l9.Te18Ie7 001' gldaP 11/19K OZI' <(•stioq) aelssed algeeioilV OOS'I ISX- 'OOZ-T/ ('Ilae) aelssed algenollV A slelialem ;o 99e10 VIVO I 1 0 S t t r-7 Point footing size ) 3.250 feet square Depth, > 1,000 feet P allowable > 17.569 kips <ok> Check uplift: P uplift maximum..) 7.100 kips P dead load > 7.479 kips <ok> Check lateral sliding: P lateral maximum > 7.300 kips Footing depth into soil > 16.000 inches Lateral bearing ) 5.333 kips Determine frictional resistance: Slab weight/ft > 2.250 kips/ft width Perimeter footing > .500 kips/ft width Tributary width > 25.000 feet Tie footing > .000 kips Frictional resistance > 34.375 kips Total resistance . > 39.708 kips <ok> I�eStgh Ca�nU�e�t �r.C,l�c�ra�eS t✓ 3 (� D i � L pup: E93 F- D4- 5 „ ' ' S� p- 2 ( •- titi pip: 3,3K � ���+-fl 2•�� o� ; - 03 12 • Ste- ro- �,D &OZ/ n o good 6 �. I 02R.� 11 T ONCBOL3 6:57 AN 8/28/96 ---------------------------------------------=-------------------------- Rev 05-09-94 Anchorage to concrete Description >>Case 1 ------------------------7--------General-------------------------------- Special inspection ? > N Use multiplier : 2.0 Concrete strength V c > 2.500 ksi Lambda = > 1.000 Normal weight concrete Base plate type,. > 1.000 1 :> Plate supported on grout pad 2 :> Plate supported on concrete surface 3 :> Plate embedded flush with concrete for bolt shear strength > .450 Is reinforcing provided for shear ? > Y 0 for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N 0 for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > .000 kips T (WL) > .000 kips V (LL) > 5.200 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U : 1.41) + 1.11, > 8.840 kips (9-2) U : 0.75t(1.4D + 1.7L + 1.7W) > 6.630 kips (9-3) U : 0.9D + 1.3W >' .000 kips Vu Umax t multiplier > 17.680 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U : 1.0 + 1.11, > .000 kips (9-2) U : 0.75*(1.4D + 1.71, + 1.1W) > .000 kips (9-3) U : 0.9D + 1.3W > .000 kips Pu Umaa t multiplier > .000 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 :> A307 2:> A325 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .7500 inches Head diameter (dh) > 1.125 inches Bolt area (Ab) > .44180 in"2 Bolt spacing > 4.000 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches ED1 > 12.000 inches <Loaded edge> ED2 > 12.000 inches <Unloaded edge> ED3 > 5.000 inches <Side 1> ED4 > 5.000 inches <Side 2> 20 y --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. -The strength of the weakest stud times the number of studs. 2. The strength of.the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear.. Check bolt(s) near free edge �Vc > 27.915 kips... 2.000 Bolts considered Vs > 23.857 kips 2.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 27.915 kips 2.000 Bolts considered Vs > 23.857 kips 2.000 Bolts considered Case 1 > 27.915 kips Case 2 > 27.915 kips Case 3 > 27.915 kips OVc > 27.915 kips VC > 32.842 kips Vs > 23.857 kips Ps > 47.714 kips <0.9 t Ab + f's> Ao > 334.848 in'2 <Tensile stress area> OPc > 43.530 kips 1 a (f'c)'.5 + 4 + Ao> Pc > 66.970 kips ------------------------------Unity check---------------- --------------- 1/0[(Pu/Pc)' + (Vu/Vc)Z] > .446 (Pu/Ps)Z + (Vu/Vs)l > .549 Z( CONCBOL3 9:15 PM 10/22/96 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete Description >>Case 2 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 s Concrete strength f'c.* >- 2.500 ksi Lambda )._1.000 Normal weight concrete Base plate type > 1.000 1 * Plate supported on grout pad 2 * Plate supported on.concrete surface 3 * Plate embedded flush with concrete for bolt shear strength > .450 Is reinforcing provided for shear ? > Y 0 for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N 0 for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 5.800 kips T (WL)_ > 7.100 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U : 1.0 + 1.71, > .000 kips (9-2) U : 0.75*(1.4D + 1.7L + 1.7W) > 7.395 kips (9-3) U = 0.9D + 1.3W ) 7.540 kips Vu Umax : multiplier > 15.080 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U : MD + 1.11, > .000 kips (9-2) U : 0.75*(1.4D + ML + 1.7W) > 9.053 kips (9-3) U..: 0.9D + 1.3W ) 9.230 kips Pu Umax + multiplier > 18.460 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 :) A307 2:> A325 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) ) .7500 inches Head diameter (dh) > 1.125 inches Bolt area (Ab) > .44180 in"2 Bolt spacing > 4.000 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches ED1 > 12.000 inches <Loaded edge) ED2 ) 12.000 inches <Unloaded edge> ED3 > 5.000 inches <Side 1> ED4 > 5.000 inches <Side 2> 2--;-;,- -------------------------- --;-;,- ------------------------- ------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of; 1. -The strength of the weakest stud times the number of studs. 2. The strength of.the row of studs nearest the free edge in the direction'bf shear times the number of rows." + 3. The strength of the row farthest from the free edge in the 'direction of shear.., Check bolt(§) near free edge OVc > 27.915 kips,.-. 2.000 Bolts considered Vs > 23.857 kips 2.000 Bolts considered Check bolt(s) farthest'frou free edge OVc > 27.915 kips 2.000 Bolts considered Vs > 23.857 kips 2.000 Bolts considered Case 1 > 27.915 hips ' Case 2 > 27.915,kips Case 3 > 27.915 kips OVc > 27.915 kips VC `.> 32.842 kips Vs > 23.857 kips Ps > 47.714 kips (0.9 Ab # f's> Ao -> 334.848 in'2 (Tensile stress area> OPc ) 43.530 kips (0 * 1 * (f'c)-.5 + 4 Ao) Pc > 66.970 kips , ------------------------------Unity check ------------------------------- 1/0[(Pu/Pc)z + (Vu/Vc)') > .441 (Pu/PS)' + (Vu/Vs)' > .549 CONCBOL3 6:59 AK 8/28/96 -----------------------------------------------------------------------= Rev 05-09-94 Anchorage to concrete ------------------------------------------------------------------------ Description » Case 3 ---------------7-----------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 1.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .450 Is reinforcing provided for shear ? > y 0 for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N 0 for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 5.200 kips T (WL) > 3.300 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.0 + 1.11, > .000 kips (9-2) U = 0.75*(1.4D + 1.71, + 1.7W) > 6.630 kips (9-3) U = 0.9D + 1.3W > 6.760 kips Vu Umax t multiplier > 13.520 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U = 1.4D + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.76 + 1.7W) > 4.208 kips (9-3) U = 0.9D + 1.3W > 4.290 kips Pu Umas * multiplier > 8.580 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 => A307 2=> A325 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .7500 inches Head diameter (dh) > 1.125 inches Bolt area (Ab) > .44180 in -2 Bolt spacing > .000 inches Row spacing > 4.000 inches Number of bolts/row > 1.000 Number of rows > 2.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches ED1 > 6.000 inches <Loaded edge> ED2 > 6.000 inches <Unloaded edge> ED3 > 12.000 inches <Side 1> ED4 > 12.000 inches <Side 2> Z4 --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of.the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge OVc > 9.613 kips. 1.000 Bolts considered Vs > 11.929 kips 1.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 26.704 kips 1.000 Bolts considered Vs > 11.929 kips 1.000 Bolts considered Case 1 > 19.227 kips Case 2 > 19.227 kips Case 3 > 26.704 kips #c > 19.227 kips VC > 22.619 kips Vs > 23.857 kips Ps > 47.714 kips <0.9 * Ab * f's> An > 380.008 in"2 <Tensile stress area> OPc > 49.401 kips <0 + 1 * (f'c)".5 * 4 * AW Pc > 76.002 kips ------------------------------Unity check------------------------------- - — 1/�[(Pu/Pc)2 + (Vu/Vc)2) > .569 (Pu/Ps)2 + (Vu/Vs)2 > .353 ENERGY FORMS NEW OFFICES FOR STOTT OUTDOOR ---ADVERTISING CHICO, CALIFORNIA �o Al?c * C9 92 ���' FN• 3- 3 N!) of C M-��o ROBERT B. HEATON, ARCHITECT 2044 Palm Avenue CHICO, CALIFORNIA 95926 (916) 343-8038 TTE Cout4TY, . PPR()�,T E N IF- 1E - C> LO P E PROJECT NAME �.f%TT ©UT000 P. A PIV'E W11 S N DATE 2 ro JECT ADDRESS...................................... CA41 Co CA INCIPAL DESIGNE - EN O E TELEPHONE ''s B,uHd( ....eimM /' ' PI ::::::::::::::::::::...:....:.::::............ .::: . D Tont fW*1 T FFC-r 543-6038 DOCUME TATION UTHOR TELEPHONE �fik.IQ!EftO"'`' LEL HEA 3 3 —80 38a Ong GENERAL INFORMATIONr: DATE OF PLANS BUILDING CONDITIONED FLOOR AREA CLIMATE ZONE Fr. BUILDING TYPE NONRESIDENTIAL HIGH RISE RESIDENTIAL HOTEL/MOTEL GUEST ROOM PHASE OF CONSTRUCTION XNEW CONSTRUCTION ❑ ADDITION ❑ ALTERATION ❑ UNCONDITIONED (File Affidavit) METHOD OF ENVELOPE COMPONENT ❑ OVERALL ENVELOPE ❑ PERFORMANCE COMPLIANCE STATEMENT OF • This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building envelope requirements. The documentation preparer hereby certifies that the documentation is accurate and complete. DOCUMENTATION AU HOR oi� 7 t5• AT0A1 SIG U DATE q 4� The Principal Envelope Designer hereby certifies that the proposed building design represented in this set of construction ments is consistent with the other compliance forms and worksheets, with the specifications, and with any other ulations submitted with this permit application. The proposed building has been designed to meet the envelope requirements contained in sections 110, 116 through 118, and 140, 142, 143 or 149 to Title 24, part 6. Please check one: I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that 1 am a civil engineer or architect. ❑ I affirm that I am eligible under the exemption to Division 3 of the Business and Profgssions Code by Section 5537.2 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing documents for work that I have contracted to perform. ❑ I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section of the Code to sign this document as the person responsible for its preparation; and for the following reason: PRINCIPAL ENVELOPE DESI ER - NAME IG DATE LIC. NO. 40"A t 8• WATPAJ L6 9� G• q/97_ ENVELOPE.. .- Indicate location on plans of Note Block for Mandatory Measures $i(fe r A- 1 INSTRUCTIONS• APPLICANT or detailed instructions on the use of this and all Energy Efficiency Standards compliance forte�q�p-the lV r idef►ti anual published by the California Energy Commission. ENV-1: Required on plans for all submittals. Part 2 may be incorporated in schedules on plans. ENV-2: Used for all submittals;' choose appropriate version depending on method of envelope cor ' 1RP R "% �: D !i ENV-3: Optional. Use If default U-values are not used. Choose appropriate version for assembly U-value to be calculated. Nonr•sMendar Complence Fotm Jury 1995 PROJECT NAME DATE 5-rOTT Ot.,P-rwotz ADVC-p,-rmAje. ASSEMBLY NAME (eg. Wall -1, Floor -1) IA/.4 U, INSULATION R -VALUE (eg. R-19, R-22, etc.) CONSTRUCTION TYPE (eg. Block. Wood, Metal) /VI 07A -C, LOCATIONICOMMENTS: (eg. Suspended Ceiling, Demising, etc.) -rYif, 6 -Y -T C-,`1-4 02 -ryp. a-OOF / C-671 t-1 Af SKYLIGHT NAME (eg- Sky -1) MoAle- NO. OF PANES I U -VALUE I FRAME TYPE SKYLIGHT MATERIAL I (eg. Glass, Plastic, etc.) I ................... .............................................................................................. ............... ........................................................................................... ............................. Nonrestdondal Comp/ante Form July 1995 PROJECT NAME GROSS WALL AREA GWA Q I �O GWA X OA MAX. ALLOWED It the PROPOSED WINDOW AREA Is greater than The MAXIMUM ALLOWABLE WINDOW AREA, Own go to another method. ASSEMBLY NAME lag. Wall -1, Floor -1) w -c.L I DISPLAY PER- IMETER(DP) PROPOSED DPX6 MAX. ALLOWED GREATER OF MAXIMUM 10.1 ALLOWABLE WINDOW AREA '3 PROPOSED WINDOW AREA TYPE lag. Root, Wall, Frame) 12ooF � u n! G- ' DATE Cil�l9� ATRIUM HEIGHT FT rIF<56 _ . IF>5S� ALLOWED %• .05 ALLOWED %..1 XI -1=1 NIA ALLOWED % GR. ROOF AREA ALLOW. SKY. AREA It the ACTUAL SKYUGHT AREA Is greater T^^ than the ALLOWED SKYLIGHT AREA, then go to another method. ACTUAL SKY. AREA HEAT INSULATION R -VALUE' CAPACITYPROPOSED. MIN. ALLOWED l 3 Q-4- A', 0 I ASSEMBLY U -VALUE* PROPOSED TABLE VALUES? MAX. ALLOWED Y N El ❑ ❑ ❑ 1:1El 3 WINDOW NAME ORIENTATION ,toy NOF PROPOSED RSHG ' For each assembly type, meet the minimum insulation R -value or the maximum assembly U -value. WINDOWS PROP. ALLOW. -�r72. D•7 El E]❑ 1:1El 3 WINDOW NAME ORIENTATION ,toy NOF PROPOSED RSHG ALLOW.' (eg. Window-, Window 2) N E S W PANES V HN OHF RSHG RSHG DD❑❑ SKYUGHT NAME (eg. Sky -1, Sky -2) Nonresidential Compliance Forth U -VALUE OVERHANG PROP. SC H PROP. ALLOW. -�r72. D•7 El E]❑ 1:1El 3 EJ - GLAZING TRANSLUCENT TRANSPARENT 1:1❑ El E]❑ 1:1El 3 EJ - NOF PANES SHADING COEFFICIENT PROPOSED ALLOWED ,$8 3 6 ©,s ,toy . 5S SHADING COEFFICIENT PROPOSED ALLOWED ,%a December 1991 M E C F� A �T Y C A PROJECT NAME 5?07 T 4VU-r00C>Q vE It / S A/ & DATE q 2. �,9'(, OJECT ADDRESS C t4f cv ................................... `::::'" PRINCIPAL DESIGNER -MECH• ICAL TELEPHONE o E T ,4c- A-otJ WT6r7' 343-8038 .....:...............:......................:: DUMTATI AUTHOR TEL PHONEQi' • ATOPJ 3 3- 6038 ' ............................... E.ijiiii€ -.INFORMATION DATE OF PLANSBUILDING CONDITIONED D FL OR AREA GT 30 6 G N1.i1 BUILDING TYPE NONRESIDENTIAL HIGH RISE RESIDENTIAL HOTELIMOTEL GUEST ROOM PHASE OF CONSTRUCTION NEW CONSTRUCTION ADDITION ALTERATION [:] UNCONDITIONED' (FRO Affa&vk) METHOD OF MECHANICAL COMPLUkNCE PRESCRIPTIVE PERFORMANCE PROOF OF ENVELOPE COMPLIANCE PREVIOUS ENVELOPE PERMIT ENVELOPE COMPLIANCE ATTACHED STATEMENTOF This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building mechanical requirements. The documentation preparer hereby certifies that the documentation is accurate and complete. D UMENTATION AU 011 d AT !�• � -roe/ SIG DATE -A The Principal Mechanical designer hereby certifies that the proposed building design represented in this set of construction documents Is consistent with the other compliance forms and worksheets, with the specifications, and with any other culations submitted with this permit application. The proposed building has been designed to meet the mechanical uirements contained in sections 110 through 115, 120 through 124, 140 through 142, 144 and 145. Please check one: I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am a civil engineer, mechanical engineer, or architect. r] I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 of the Business and Professions Code to sign this document as the person responsible for Its preparation; and that 1 am a licensed contractor preparing documents for work that I have contracted to perform. ❑ I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section of the Code to sign this document as the person responsible for its preparation; and for the following reason: PCHANICAL RDESIGNERTAI IG LIC. NO. DATE o�T &, o G l 2 Y& .& ? MECHANICAL MANDATORY MEASURES [indicate location on plans of Note Block for Mandatory Measures me TO APPLICANT ,'INSTRUCTIONS detailed instructions on the use of this and all Energy Efficiency Standards compliance forms,( ,60!erjer�4o th .No esidential Manual i published by the California Energy Commission. ;For MECH-1: Required on plans for all submittals. Parts 2 & 3 may be Incorporated In schedulj)j0.Ipaans.+;+A r- MECH-2: Required for all submittals; choose appropriate version depending on method of mechanical compliance: MECH-3: Required for all submittals, but form does not have to be completed if location of mec lcal; equipement s hedule is Indicated on the form per Section 4.3.3." �� .. MECH4: Required for all submittals unless required outdoor ventilation rates and airflows are shown on plans per SeNon 4.3.4. NonresldenBal Comprance Foran July 1995 'ROJECT NAME s - GATE to -r -r Qyr000/L ADVEnTts��✓G- 9 /26/4 ` SYSTEM NAME III TIME CONTROL SETBACK CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT/COOL? HEAT AND COOL SUPPLY RESET? VENTILATION OUTDOOR DAMPER CONTROL? ECONOMIZER TYPE OUTDOOR AIR CFM HEATING EQUIP. TYPE I HIGH EFFIC.? MAKE AND MODEL NUMBER LENNt7x COOLING EQUIP. TYPE I HIGH EFFIC.? MAKE AND MODEL NUMBER LfVjV0) , MECHANICAL SYSTEMS HVAC ! F - A,1 Y: Yes N: No ELECTRIC HEAT? N^ SIMULTANEOUS HEAT/COOL? HEAT AND COOL SUPPLY RESET? NA 1: Inlet Vanes Y C: Cooling Isolation Zones. NrrDAE 9 J0 GAS N GH R 2/Q 4- 5//00 cr�c..N HS29 - 683 CODE TABLES: Enter code from table below Into columns above. HEAT PUMP THERMOSTAT? Y: Yes N: No ELECTRIC HEAT? VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT/COOL? HEAT AND COOL SUPPLY RESET? HIGH EFFICIENCY? Nonresidential CcmDlanae Form TIME CONTROL SETBACK CTRL. ISOLATION ZONES FAN CONTROL S: Prov. Switch H: Heating Enter number of 1: Inlet Vanes O: Occupancy Sensor C: Cooling Isolation Zones. P: Variable Pilch M: Manual Tanen B: Both N: Not Required V: VFD D: Demand Control O: Other VENTILATION OUTDOOR DAMPER ECONOMIZER OJL CFM B: Air Balance A: Aub A: Air Enter Outdoor Air C: Outside Air Cert G: Gravity W: Water CFM. M: Out Air Measure N: Not Required Note: This shd be no D: Demand Control less than Column O an N: Natural MECH-4. �v I I C VUU- N I T QqLDNI Deownbw 1991 PROJECT NA DATE 6qvT�A ADVE�T/SA & DATEL� SYSTEM NAME DUCT TYPE (Supply Ratum, •to.) SSR DUCT LOCATION (Roof, Plenum, etc.) A -T -rl C DUCT TAPE ALLOWED? Y I N 19 ❑ El 1:1 El E] ❑D' ❑❑ ❑❑ DD El 1:1 El 1:1 1:1 E] E] 1:1 1:1 E] El 1:1 ❑❑ DUCT INSULATION R -VALUE PIPE INSULATION INSULATION SYSTEM NAME PIPE TYPE REQUIRED? NOTE TO (Supply, Ratum, etc.) Y I N FIELD LV/.AlD ❑ El 1:1 El 11 ❑❑ E] 1:1 E] E] BUTTE-NTY �II � " -k r- PHOVE NonrosidonbW Compliance Fo,mDiaoarnD•r 1991 PROJECT NAME STD T T OU � A V E/2Z/SW SYSTEM NAME l YVA6 NOTE: Provide one copy of M form for each mechardcal system wtwn using the Prescriptive Approach. 11. DESIGN CONDITIONS: - OUTDOOR, DRY BULB TEMPERATURE - OUTDOOR, WET BULB TEMPERATURE - INDOOR, DRY BULB TEMPERATURE 2. SING: - VENTILATION LOAD - ENVELOPE LOAD - LIGHTING -PEOPLE - MISC. EQUIPMENT - OTHER - OTHER 3. SELECTK)N: 3 J TOTAL CFM (From MECH-4) WATTS / SF 22 ft OF PEOPLE (From MECH-4) ._- +rFCcy-Ir�E� ATG Ml f r& -r 2AT or✓ S S (Describe) TOTALS 6 l96 me /(Or / /iDt�� 28, 5 13/ /0.,z (pi-7 7,54- 8 6.1 .5486.1 46,6, A. SAFETY/WARMUP FACTOR //2-1 / r 4-3' B. MAXIMUM ADJUSTED LOAD (Totals from above X Safety/Wermup Factor) l04- . 9 (0& r 1 C. INSTALLED EQUIPMENT CAPACITY q3'0 /00,D IF UNE 3-C IS GREATER THAN UNE 3-8, EXPLAIN To o4Ti� /AI Ar/L IcLcx,) pot ,Q�G KBIu / Hr KBIu / Hr W DESIGN FAN DESCRIPTION BRAKE HP IVA o a a OTE: Indude only ten systema exceeding 25 HP (see §144). Total Fan System power Demand may not exceed 0.6 Watts/CFM for � oona/ant vdume ayatoma a 1.25 Watts/CFM fa VAV systems. , PEAK WATTS xEx746/(CxD) CFM (Supply Fans) I Tv-, � �_iz TOTALS TOTAL I`AN SYSTEM POWER DEMAND I WATTS / CFM �NonrvsidanW Compliance Form December 1991 PROJECT NAME�e � � f DAT SYSTEM MAKE AND DESIGN OUTPUT _ NAME MODEL NO. (BTU / HR) /ac I LENNok (off SOO RATED 52 • !08 AP 0APT DESIGN CFM '2-100 RATED EFFICIENCY UNITS ALLOWED PROPOSED S'�i11 /�� D lI 2 5 ECONOMIZER Y I N ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 1:11:1 ❑ ❑ HEATING EQUIPMENT SYSTEM NAME MAKE AND MODEL NO. DESIGN OUTPUT (BTU / HR) RATED EFFICIENCY G LSVV-o DOC) < MR2694 o NonresidanOW Compliance Form December 1991 PROJECT NAME qx7 r 00TV00R. /' A: ewe l s t N G SYSTEM NAME H • , w 6 ' , NOTE: Provide one copy of this form for each mechanical system. VENTILATIONMECHANICAL rA o © a o o © o a a a AREA BASIS BASIS NO. OF PEOPLE lomm 7 I D5 / /5 y 30 j 15 rL 3 0 OCCUPANCY BASIS NO. OF PEOPLE MIN. CFM E X 15 7 I D5 / /5 y 30 j 15 rL 3 0 REO'D. O.A. (MAX. OF D OR F) 10.5 30 30 15 3v 30 15 /s /5 DESIGN SUPPLY CFM 45�v 22.5 2.0 0 /oo 22,5 /00 00 150 150 /so 2 SOS TOTALS (FOR MECH-2) 2 '� 3 4i5 ? �� VAV MINIMUM CFM LARGEST I DESIGN MIN. MIN. CFM CFM C Minimum Ventilation Rate pWTTE er Section 2.5321, Table 2-53F. E �+�✓� vY - E Based on Expected Number of Occupants or at least 50% of Chapter 33 UBC Occupant Density. 7VWTT H Must be greater than or equal to G, or use Transfer Air. 8U f LCeI��-tl If zone reheat or re000l Is used, I must be less than or equal tb H X 0.3, or less than or equal to B X 0.4, or less than or equal 30 0TM.WM whichever be less Is larger. APPROVED R Must be less than or equal to I (II applicable), but no less than G, unless Transfer Air (K) is used. M u....6 ".....-b— w........ —....1 6,. in u% ....w 0— vev .....,.6.., e..,.............t 6., in _ n NonresJ4*nW Compliance Form December 1981 L a G - -ti-= _ - � T a N G R - � i f Uirt-C I NAME 5 o s DATE q 26 q� OJECT ADDRESS ..................................................... C441 Go PRINCIPAL DESIGNER - LIGH ING?'...............!QP!�!�!':':€€€:€i€€€ o e2. AJ0fJ TELEPHONE 34-3 - 803 8 DO UM ;ATIO AUT T�� TELEPHONE 343 8 o a a ...jp# ::::::„:,;;; GENERALINFORMATION DATE OF PLANS BUILDING CONDITIONED FLOOR AREA � �e 96 535 BUILDING TYPE ' 1CZi NONRESIDENTIAL HIGH RISE RESIDENTIAL HOTELIMOTEL GUEST ROOM fL� PHASE OF CONSTRUCTION NEW CONSTRUCTION ADDITION ALTERATION UNCONDITIONED (Fib Affidavit) METHOD AOF IGHTING COMPLETE BUILDING AREA CATEGORY TAILORED E]PERFORMANCE COMPLISTATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building lighting requirements. The documentation preparer hereby certifies that the documentation is accurate and complete. DOCUMENTATION AUTHOR SIG T E o� o IDATE 'P ab 96 The Principal Lighting Designer hereby certifies that the proposed building design repreresented In this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other 01 Iculations submitted with this permit application. The proposed building has been designed to meet the lighting uirements contained in sections 110, 119, 130 through 132, and 146 or 149. Please check one: I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am a civil engineer, electrical engineer or architect. ❑ I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 of the Business and Professions Code to sign this document as the person responsible for Its preparation; and that I am a licensed contractor preparing documents for work that I have contracted to perform. ❑ I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section of the Code to sign this document as the person responsible for Its preparation; and for the following reason: P INCIPAL LIGHTING DESIGNER - NAME SI N • ToiJ LIC. NO. c • 914 2 DAT 9 26 96 MANDATORY MEASURES Indicate location on plans of Note Block for Mandatory Measures. • INSTRUCTIONS• APPLICANT For detailed Instructions on the use of this and all Energy Efficiency Standards compliance forms, pig!INA90'PtoriTsldential anual published by the California Energy Commission. TG -1: Required on plans for all submittals. Part 2 may be incorporated In schedules on planDUfl-D-I LTG-2: Required for all §ubmittats. LTG -3: Optional. Use only if lighting control credits are taken.�� LTGA: Optional. Use only if Tailored Method Is used. Parts 2 and 3 used only if applicable. Nomesfdende! Complance Form J* 1995 PROJECT LUMINAIRE NAME (eg. Type -1, Type -2, etc.) G E stN LAMPS TYPE NO.OF LAMPS WATTSMMP I F H 000 ll X El ❑®❑ ❑R❑ El X El ❑❑[A El 1:11:1 ❑❑❑ 1:10 El ❑❑❑ ❑❑❑ ❑❑❑ 4- 3 -2- 3 ;,?- 2 32 - 2❑®❑ I 13 I 115 CONTROL LOCATION CONTROL (Room M) IDENTIFICATION A" 9cxn1ns s s cE�D/NGl L� CONTROL TYPE (Auto Time Switch, E)cterlor, etc.) Aurin S WI-CC441 K6 -r DATE BALLASTS TYPE NO. / LUMINAIRE S E• O• ❑19❑ ❑®a ❑ [9 E] [a❑❑ E. ❑ ❑ ❑❑❑ ❑❑❑ ❑❑❑ 1:11:1 El ❑❑❑ Z.o i.5 ,. o <<o -$- . Provide Supporting Documentation SPACE CONTROLLED m PROJECT SINGS NUMBER OF LUMINAIRES IS 13 2. if not using the CEC Default value, please provide supporting documentation. ALLOWED LIGHTING POWER Choose One Method BUILDING CATEGORY (From Table 2-53M) DATE WATTS PER LUMINAIRE (Inducting Ballast) CEC DEFAULT Y N' 1-154 ❑0 ❑ ❑ ❑ ❑ 1:1 El 1:1 El ❑❑ ❑❑ 1 105 -72 13 ADJUSTED ACTUAL WATTS TOTAL WATTS 14 (944- 3(0 S2 2100 SUBTOTAL FROM THIS PAGE 5 I, PLUS SUBTOTAL FROM CONTINUATION PAGE LESS CONTROL CREDIT WATTS (FROM LTG -3) ADJUSTED ACTUAL WATTS WATTS COMPLETE ALLOWED PER SF BLDG. AREA WATTS AREA CATEGORY (From Table 2-53N) WATTS AREA ALLOWED PER SF (SF) WATTS 2-106 31.58 W A tI-EKo U s E PpUi L.o j t4 & 2, 40 P /. 2 2 ¢3 0 �9,fff�604 . IOTA, S'REA- WATTS n TAILORED I Nonresidential Form FJ PERFORMANCE TOTAL ALLOWED WATTS (From LTGA or from computer run.) December 1991 Doti 77- -;�� tv. pa-DIZO"W 1 -f' • DESIGN CALCULATIONS FOR ABC JOB # 51-2265 SUNSERI CONSTRUCTION, INC. �s sit n'� ptams ��1 idim�s a���tt spun awful aMUST x kop} otn the jol� a x, make a rhinges Or ion fromterailons on some withoul tha Depor"e t 01 P Wr �}}�n permission0j p WWkS jTCj —V Materials & 'iM 04Mt3rsFgp a ~M 11! Accordance with P.ecagni:ed and of a qualify prescribed for 4 (-; �0aeciYiac use in tse Uniform Building, plumbing & Mfj 'tooi�4� dA� the National .0ectricAt CA". ,��3a AMERICAN BUILDINGS COMPANY 10/15/96 DON BROWN BOX 1A COHASRET STAGE CHICO, CA. 95927 Gentlemen: CARSON CITY, NV 89706 (702) 882-4060 Fax: (702) 882-8364 ABC JOB # 51-2265 SUNSERI CONSTRUCTION 48 COMANCHE COURT CHICO, CA. 95928 This is to certify. that the metal building components furnished by American Buildings Company, an AISC-MB certified manufactuer, are scheduled for design in our Carson City office and for fabrication in our Carson City plant. The members are designed to comply with the following loads specified in the order documents: Design Loads 1) 3.5 PSF Building Dead Load (DL) 2) 20.0 PSF Roof Live Load (LL) 3) 12.0 PSF Frame Live Load (LL) 4) 80.0 MPH Wind Load (WL) Exp = C 1= 1.0 5) 0.0 PSF Ground Snow Load (Pg) 6) 0.0 PSF Roof Snow Load (SL) I = 1.0 Ce = 0.7 7) 3 Seismic Zone (SZ) I = 1.0 R Lateral = 6.0 R Longitudinal = 8.0 8) 2.0 PSF Collateral Load (ML) Design Load Combinations 1) DL+LL+ML 2) DL + WL 3) 4) 5) These design loads and combinations are applied in accordance with The Uniform Building Code (UBC/94). The design is in general accordance with the A.I.S.C. (Ninth Edition) and A.I.S.1. (1986) specifications with 1989 addendum. This certification is limited to the structural design of the framing and covering parts manufactured by American Buildings Company and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other parts of the project not provided by American Buildings Company such as foundations, masonry walls, mechanical equipment and the erection and inspection of the building. The building should be erected on a properly designed foundation in accordance with The American Buildings Company Erection Manual and American's drawings for the referenced job. The undersigned is not the enoeerA record for the overall project. C e F�ssr®�9� p►. Ga�Fy� Sincerely,IC6)f� aul G espie % `� �' � Scott Robertson Registered En ' er, %tVq'?Ca .fro is Design Engineer TABLE OF CONTENTS SECTION 1 GENERAL A) Introduction and General Design Approach B) Figure 1 -Clear Span Rlgid Frame Building C) Selected References SECTION 2 RIGID FRAME A) Standard Welds B) Standard Specifications A) Explanations and Methods of Analysis B) Frame Sketch and Reactions C) Stress Analysis - - - D) Prying Action Calculations _ E) Seismic Calculations F) Additional Sketches (if required) SECTION 3 ENDWALLS AIVD ROD BRACING A) Explanations and Methods of Analysis 8) Figure 4 - Loading. Diagrams and Framing Layout C) Figure 5 - Tension Rods and Wind Forces - D) Nomenclature E) Component Stress Analysis F) Additional Sketches (if required) SECTION 4 PURLIN AND GIRT A) Section Properties - 8) Member Stress Analysis - -- C) Eave Strut Calculations and Properties SECTION..5 PANEL A) Properties and Load Tables B) Calculations of Section Properties SECTION 5 MISCELLANEOUS AND SPECIAL CONDITIONS A) Standard Welds B) Standard Specifications INTRODUCTION The information contained within the pamphlet is a technical description of an American, pre-engineered, pre -fabricated metal building. It represents the application of the most modem methods of mathematics and engineering to the design of a building. Its purpose is to provide interested reviewers with the necessary design calculations, and other documentation required to readily verify structural integrity. Figure 1 is a drawing of an American Building, illustrating the typical load carrying members; i.e., rigid frames, endwalls, purlins, girts, bracing and panels. A dear span rigid frame building was selected for this purpose; however, any of American's other standard designs, as described in the Standard Specifications for American Buildings Company pre-engineered Metal Buildings , could also have been used to illustrate the basic building components. All designs are in strict accordance with the latest editions of AISC and AISI specifications, which ever is applicable. The stress distributions in all load carrying members are obtained by the most applicable methods of the universally accepted elastic theory, as applied to indeterminate structures. A digital computer is used for - — many of the complex and laborious design calculations. American buildings are designed to meet the most severe conditions of load combinations set by the specified building code, but not less than the following: a) Building dead plus roof live load (or snow) uniformly distributed over . the horizontal projection of the. roof area. b) Building dead load plus wind load applied as pressure and suction normal to the building surfaces. C) Building dead load plus wind load plus '/2 roof snow load. d) Building dead load plus roof snow load plus Y, wind load.- Other oad. Other more specialized combinations and applications of loads are incorporated into the design of a building when required. Occasionally these special design conditions can not be handled through one of our standard design formats. If this occurs, special hand calculations will be included. Subsequent Sections of this report present the detailed design calculations and their necessary explanations. These are Section 2, Rigid Frame; Section 3, Column- and Beam Endwall; Section 4, Purlins and Girts; ' Section 5, Roof and Wall Panels and Section 6, Miscellaneous and Special Conditions. 4 mu'l tttlt__ ttttl SELECTED REFERENCES 1) Manual of Steel Construction. A.I.S.C., 1989, Ninth Edition. 2). 'S_ngle Span Rigid Frames in Steel', by John D. Griffiths, A.I.S.C., 1948- 3) Satlons for the Design of Cold Formed Steel Structural Members A.I.S.I., 1986 Edition with 1989 supplement. 4) Structural Steel Design. by L.S. Beedle, et al, Fritz Engineering Laboratory, Civil Engineering Department, Lehigh University, 1962. 5) 'Recommended Design Practices Manual'. Metal Building Manufacturers Association; 1986 Edition with 1990 supplement. RIGID FRAME EXPLANATION AND METHODS OF ANALYSIS Rigid frame analysis and design is a very exacting task. American Buildings Company has developed a computer program that permits detailed analysis and. design to be done on steel frames. The following is a brief description of this program. Essentially the program combines the STIFFNESS METHOD of structural design theory with MATRIX mathematics operations. All of this is possible by the utilization of digital computer capabilities. The inherent speed of the computations permits the use of elaborate mathematical techniques which would be impossible by hand computations. These techniques along with the completely rigorous structural theory approach give technically precise and accurate results. The program consists of seven portions which are as follows: 1) Geometry Input 2) Loading Input and Stiffness Computation 3) Equivalent Forces Computations 4) Solution for Displacements 5) Reactions and Member Force Computation 6) Stress Analysis 7) Design Decisions Geometry: The general structural configuration that the program can analyze or `- design is depicted in Figure 2 below. It shows a .gable frame with vertical sidewalls, and a roof sloping downward on both sides of the ridge. The rafters may be supported at intermediate points by interior columns. Each sidewall column or rafter may be composed of a number of segments; these segments may be prismatic or tapered, with "1" shaped cross-sections.. The interior columns must be prismatic, but may be "I" sections or pipes. The bases of sidewalls and interior columns may be at different levels. The left and right sidewall heights and roof slopes may be unequal. Support and Loadings: The column bases may be specified pinned or fixed; the tops of interior columns may be specified pinned or fixed to the rafters. Uniformly distributed dead and live loads and wind loads are considered to be transmitted to the frame at and by the girls and purlins which are at specified spacings. In addition, concentrated forces and moments may be specified.at any location on the.frame, thus permitting the inclusion of overhangs, cranes, and bracket loads, etc.. Input: The input to the program consists of information on building geometry, web depths at critical locations, column locations, girls and purlins, loading descriptions, material properties and stress criteria. If analysis only is required, the member cross-section details are input. If it is to be designed, inventories of flange sizes and web thicknesses, and pipe sizes are used. Analysis: In the analysis option no decision making is done concerning member selection. From the information supplied, which includes all member sizes, the program develops the precise centerline geometry of. the frame. The analysis is carried out on the line configuration, composed of straight line segments ("Members") defined by the joints and other junction points called "Nodes".' All the loads are transformed into equivalent forces and moments and applied at Node Points. The direct stiffness method of matrix structural elastic analysis is adopted. The member stiffnesses are computed, and superposed to yield the force -displacement relations for the entire frame. Stiffness coefficients and equivalent end actions for tapered members are obtained by numerical analysis. The Nodal displacements for the speed support and loading conditions are solved by a matrix block recursion routine. The support reactions and member end forces and moments are then calculated. Finally, the most critical bending and shear stresses along each member are computed, and checked against. allowable. criteria_accordin_g,to AISC_Specifications._Th_ The most critical stresses are those with the greatest ratio when compared to ailowab_le stresses. The program analyzes the frame for each specified loading combination. Design: In the design option, a safe frame is determined by an it process of analysis and design. Initiated by the Analysis of a frame approximated from the specified flange, web and pipe inventories, the design proceeds in cycles of analysis, criteria checks, set ection of fresh sections, and reanalysis until a satisfactory frame is obtained. When the design is complete, the program will analyze and check the frame for each specified loading combination. OUtpUt: The output may be requested at various levels of detail. The basic output consists of a listing of input data, centerline geometry, reactions,' member end reactions, Nodal displacements, member sl¢es and criteria checks, bolted connections, and gnchor bolts and base plates. More exhaustive information may be extracted if desired. Node Member t I ' 1 I � Center Line I � l Figure 2: Typical Configuration of Frame LATERAL DEFLECTION OF FRAMES In accordance 'with Section C5.6, Metal Building Manufacturers Association (MBMAM), many metal building systems are designed with moment: resistant frames aligned in the transverse direction to resist lateral loading. Experience has shown that the lateral deflection of the frames under wind loading is far less than predicted by the usual analytical procedures. Consideration of just three factors undoubtedly accounts for most of this apparent anomaly: 1) drift calculations are traditionally based on full design loads, 2) the usual analytical procedures are based on "bare" frames (skin action of the roof diaphragms is neglected) and the moment- rotation omentrotation stiffnesses of the "pinned" bases are taken as zero, and 3) load sharing has not been taken into account.' Bare frame deflections are given on the computer printout for each node points. By considering the complete metal building system, the lateral deflection could be reduced to as much as 1/10 of that for the bare frame. The lateral deflection limitation is based upon the judgment of the -design engineer unless specified otherwise. —1O Page LOAD -1 Fri Oct 11 14:41:14 1996 Job#: 51226501 Ver. 11.0 AMERICAN BUILDINGS COMPANY GENERAL DESIGN LOADING INFORMATION ---------------------------------- ---------------------------------- Building Code: 1994 Uniform Building Code Roof Dead Load = 1.00 psf Collateral Load = 2.00 psf Basic Roof Live Load = 20.00 psf with tributary area reduction check Building Use Category: 1 Essential Facilities 2 Hazardous Facilities 3 Special Occupancy Structure ■ 4 Standard Occupancy.Structure Snow Importance Factor = 1.000 Snow Exposure Category: 1 Roofs located in generally open terrain extending for 1/2 mile or more 2 Structures located in densely forested or sheltered areas Inow 3 All other structures Exposure Factor = 0.700 Ground Snow Load = 0.00 psf Basic Roof Snow Load = 0.00 psf Design Wind Velocity = 80.00 mph Wind Exposure Category: B Terrain with buildings, forest, or surface irregularities ■ C Terrain with is flat and generally open to 1/2 mile or more from site D Flat and unobstructed coastal areas exposed to wind flowing over water Wind Importance Factor = 1.000 Design Wind Velocity Pressure (q) = 18.53 psf (components) Design Wind Velocity Pressure (q) = 18.53 psf (primary framing) Main Frame Windforce Distributions: C1 C2 C3 C4 Case#1 0.800 -0.700 -0.700 -0.500 Seismic Zone = 3 Seismic Importance Factor = 1.000 Oflecti.on Limit for Roofs = L/180 Deflection Limit for Walls = L/90 Maximum Limiting Check Ratio = 1.03 Plate/Bar Yield Strength = 50.00 ksi AISI Code Option = 2 Lap Option = 2 Bending+Shear Option = Y Job Name D:\ABCP\FRAMES\_1226501.01A GESTAD -- INPUT ECHO ******************** COLUMNS CARD NO. (.01-10.)(.11-20.)(.21-30.)(.31-40.)(.41-50.)(.51-60.)(.61-70.)(.71-80.) JOB NAME AND NUMBER :- FRAME LINES 1-3 51226501 ----------------------------------------------------------------------- KTY KSY KPR KAN NCY INV NDC= 1 0 0 1 0 1 5 2 1 KUN FYF FYW DEF EXC RSB AFL EHL EHR AOH ITF NDC= 2 1 50.0 50.0 0.030 0.050 0.000 0.000 15.833 15.833 3.1 0 2 XWR YWR FRS NWL NRS NWR NIC MRC NBS NTC SPW SPT NDC= 3 45.000 0.000 25.000 1 2 1 0 0 1 1 0.000 0.000 3 SWL TWL DWL EWL FSL WSL KWL LWL IWL NGL NDC= 4 15.833 0.000 8.000'14.250 50.0 50.0 1 2 0 3 4 NSL BT1 BT2 BT3 BT4 BT5 BTG BT7 NDC= 5 . 0 5.000 0.250 0.134 5.000 0.250 0.000 0.000 5 DGL GLI GL2 GL3 GL4 GL5 NDC= 7 8.000 88.000 72.000 30.000 0.000 0.000 7 XT TT DT ET FST WST KT LT LTB LTC IT NP NDC= 9 0.000 1.000 14.250 14.250 50.0 50.0 1 0 1 0 1 3 9 NSL BT1 BT2 BT3 BT4 BT5 BT6 BT7 NDC= 5 0 . 5.000 0.250 0.134 5.000 0.250 0.000 0.000 5 NSL SS DS FSS WSS KS LS LSB NDC= 6 1 12.500 0.000 0.0 0.0 1 0 0 6 NSL BT1 BT2 BT3 BT4 BT5 BT6 BT7 NDC= 5 0 5.000 0.250 0.134 5.000 0.250 0.000 0.000 5 DP PU1 PU2 PU3 PU4 PU5 NDC=10 8.000 18.000 48.000 60.000 0.000 0.000 10 •------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + C + L 1.000 0 0 0 0 1 20 UD UL UW KW NDC=21 5.500 12.000 0.000 1 21 CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 0.000 0.000 0.000 0.000 0.000 0.000 22 ------------- LOD-------------- SFL KL ND NK NY KA NDC=20 D + W-> 1.330 0 0 0 0 0 20 UD UL UW KW NDC=21 3.500 0.000 18.530 1 21 CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 0.800 -0.700 -0.700 -0.500 0.000 0.000 22 AMERICAN BUILDINGS CO. P.O. BOX 800 EUFAULA, ALABAMA 36072 Job Name: D:\ABCP\FRAMES\51226501.01A 10/14/96 09:35 AM Ver. 11.0 STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD ALL DESIGN IN ACCORDANCE WITH 89 AISC AND MBMA AS APPLICABLE BUILDING DESCRIPTION - - FRAME LINES 1-3 51226501 FRAME WIDTH BAY SPACING ROOF SLOPES INT. COLUMNS MEMBERS NODES .45.000 ft. 25.000 ft. 2 0 6 7 LEFT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 8.00 in. 30.00 in. NODE LOCATION WEB DEPTH CONNECTION BASE 1 0.000 ft. 8.000 in. PINNED EAVE 2 15.833 ft. 14.250 in. RIGID ROOF SLOPE 1 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- 1.000/ 12.0 8.00 in. 60.00 in. NODE LOCATION WEB DEPTH CONNECTION • LEFT END 2 0.000 ft. 14.250 in. RIGID SPLICE 3 12.500 ft. 14.250 in. RIGID RIGHT END 4 22.500 ft. 14.250 in. RIGID ROOF SLOPE 2 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- -1.000/ 12.0 8.00 in. 60.00 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 4 22.500 ft. 14.250 in. RIGID SPLICE 5 32.500 ft. 14.250 in. RIGID RIGHT END 6 45.000 ft. 14.250 in. RIGID RIGHT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 8.00 in. 30.00 in. NODE LOCATION WEB DEPTH CONNECTION EAVE 6 15.833 ft. 14.250 in. RIGID BASE 7 0.000 ft. 8.000 in. PINNED 40 Job Name D:\ABCP\FRAMESk-1226501.01A BUILDING -- FRAME LINES 1-3 MEMBER SIZES * OUTER FLANGE * MEMBER WIDTH THICK. * (in.) (in.) * 2 5.00 X 0.2500 3 5.00 X 0.2500 4 5.00 X 0.2500 5 5.00 X 0.2500 6 5.00 X 0.2500 • 0 1 �► 51226501 0.1345 5.00 X 0.2500 0.1250 YIELD STRESS FLANGE WEB (ksi) (ksi) 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 * * WEB - WEB * INNER FLANGE * FLANGE THICK. * WIDTH THICK. * WELD (in.) * (in.) (in.) * (in.) 0.1345 5.00 X 0.2500 0.1250 0.1345 5.00 X 0.2500 0.1250 0.1345 .5.00 X 0.2500 0.1250 0.1345 5.00 X 0.2500 0.1250 0.1345 5.00 X 0.2500 0.1250 0.1345 5.00 X 0.2500 0.1250 YIELD STRESS FLANGE WEB (ksi) (ksi) 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 r� t Job Name D:\ABCP\FRAMES\-122'6501.01A ` BUILDING -- FRAME LINES 1-3 51226501 NODE COORDINATES NODE X Y (in.) (in.) 1 12.50 0.00 2 15.63 175.62 3 150.59 186.87 4 270.00 196.82 5 389.41 186.87 6 524.38 175.62 7 527.50 0.00 • E Job Name D:\ABCP\FRAMES\_.122'6501.01A BUILDING -- FRAME LINES 1-3 51226501 LOAD COMBINATION 1 --- D + C + L ALLOWABLE STRESS FACTOR = 1.00 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 12.00 0.00 5.50 0.00 0.00 0.00 0.00 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip -ft) * (kips) (kips) (kip -ft) 1 1 2 9.90 -3.35 0.00 -9.90 3.35 -49.06 2 2 3 4.29 8.95 49.09 -3.81 -3.22 24.09 3 3 4 3.81 3.22 -24.09 -3.52 0.29 - 43.08 4 5 3.52 0.29 -43.08 -3.81 3.22 24.09 •4 5 5 6 3.81 -3.22 -24.09 -4.29 8.95 -49.09 6 6 7 9.90 3.35 49.06 -9.90 -3.35 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 3.53 9.84 0.00 2 7 -3.53 9.84 0.00 • Job Name D:\ABCP\FRAMES\-,22'6501.01A BUILDING -- FRAME LINES 1-3 LOAD COMBINATION 2 --- D + W-> ALLOWABLE STRESS FACTOR = 1.33 UNIFORM LOADS LIVE WIND DEAD (psf) (psf) (psf) 0.00 18.53 3.50 MEMBER NODES I J 1 1 2 2 2 3 3 3 4 •4 4 5 5. 5 6 6 6 7 SUPPORT NODE 1 1 2 7 40 f 51226501 1989 AISC/ASD * WIND COEFFICIENTS * * Cl C2 C3 C4 * 0.80 -0.70 -0.70 -0.50 MEMBER END ACTIONS * NODE I (kips) (kip -ft) * 63.52 * 3.71 * AXIAL SHEAR MOMENT * AXIAL * (kips) (kips) (kip -ft) * (kips) -7.17 5.70 0.00 7.10 -1.91 -6.63 -63.51 2.01 -2.01 -3.50 -3.71 2.07 -1.78 -1.90 24.15 1.72 -1.72 0.02 30.99 1.62 -3.60 -0.89 10.41 3.56 * SUPPORT REACTIONS * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) -5.83 -7.07 0.00 -1.50 -3.58 0.00 NODE J SHEAR MOMENT (kips) (kip -ft) -1.78 63.52 3.50 3.71 1.58 -24.15 -0.02 -30.99 -3.15 -10.41 -1.56 0.00 • Job Name D:\ABCP\FRAMES\-122'6501.01A BUILDING -- FRAME LINES 1-3 51226501 MAXIMUM STRESS RATIOS -89 AISC ALLOWABLE STRESS DESIGN OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG WEB SHEAR INNER FLG MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 5.00 0.2500 0.1345 5.00 0.2500 0.882 2 0.221 2 0.948 1 2 5.00 0.2500 0.1345 5.00 0.2500 0.831 2 0.609 1 0.877 1 3 5.00 0.2500 0.1345 5.00 0.2500 0.832 1 0.219 1 0.757 1 4 5.00 0.2500 ' 0.1345 5.00 0.2500 0.832 1 0.219 1 0.757 1 5 5.00 0:2500 0.1345 5.00 0.2500 0.831 2 0.609 1 0.877 1 6 5.00 0.2500 0.1345 5.00 0.2500 0.882 2 0.221 2 0.948 1 • Job Name D:\ABCP\FRAMES\_i226501.O1A BUILDING -- FRAME LINES 1-3 51226501 BOLTED SPLICE SUMMARY PLATE * BOLTS WIDTH/ * * CONNECTION RESISTANCE *MOM. THICK. * ROWS GAGE DIA. * TENSION COMPRES. MOMENT * ARM YT YC NODE (in.) * LINES (in.)* (kips) (kips) (kip -ft) *(in.) (in.) (in.) 2 5.00X TOP 2 2 0.750 46.3 55.5 54.8 12.93 5.02 2.10 0.500 BOT. 2 2 0.750 46.3 41.4 51.8 14.16 5.02 0.86 4 5.00X TOP 2 2 0.750 37.1 37.2 44.3 14.32 0.36 0.13 0.500 BOT. 2 2 0.750 37.1 40.6 46.1 14.26 0.36 0.19 6 5.00X TOP 2 2 0.750 46.3 55.5 54.8 12.93 5.02 2.10 0.500 BOT. 2 2 0.750 46.3 41.4 51.8 14.16 5.02 0.86 0 • Job Name D:\ABCP\FRAMES\^1226501.01A BUILDING -- FRAME LINES 1-3 51226501 FRAME SUPPORTS- • CJ * * SUP. * NODE 1 1 2 7 * * NODE * LOAD 1 1 2 7 1 2 BASE PLATE THICKNESS WIDTH (in.) 0.375 6.000 0.375 6.000 * LENGTH * NO. (in.) 9.000 2 9.000 2 ANCHOR REACTIONS DIAMETER HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) * 3.53 9.84 0.00 -5.83 -7.07 0.00 -3.53 9.84 0.00 -1.50 -3.58 0.00 ANCHOR BOLTS DIAMETER AREA (in.) (in2) 0.750 0.884 0.750 0.884 BOLT RESISTANCE SHEAR TENSION (kips) (kips) 8.84 16.62 11.75 20.06 8.84 16.62 11.75 23.50 • G1'�l,G- 11 ENDWALLS AND BRACING Calculations supporting the structural integrity of the endwali framing and tension rod bracing are presented in this section. EnchvW components included in the analysis are the roof beam, comer columns, interior cokanns, and, if necessary, tension bracing. In addition, the analysis contains the designs for the roof and sidewall tension bracing. Figure 4 of this section, illustrates these members schematically, along with. the loadings imposed on them. The endwall roof beam is designed for the specified load combinations using the moments for a continuous beam. The interior and comer columns are designed as pinned -end compression members under the dead plus live loading. For the horizontal wind load, the interior columns are designed as simple beams. The wind forces exerted on the sidewalls are resisted where possible by the wall diaphragm or by tension bracing. The roof bracing are tension members which transfer the wind forces on the ends of the building to the eave whom Ow sidewall bracing carries the sum of the forces to the foundation. Figure 5 shows the forces acting on the bracing. - -- --- -- - . - Page 4 of this Section defines the nomenclature used in the computer printout that follows. The printout list the results of the stress analysis on the above building members. Included in the results are -the actual and allowable stresses controlling the design of the member. The allowable stresses are based on the yield stresses being 36 KSI for the hot -rolled mill sections and rods, and 55 KSI for factory built-up sections.. LOADING -7ZI 9\\'L Y\ RL,, RL, RL, RL, RL, RL,, RV. HV7 RV, RVI RV? RV, RV, P11, RV, RV, LIVE + DEAD WIND + DEAD WINO ON SIDEWALL ... .... WIND I- UL' AU WIND ON ENDWALL FRAMING CORNER COLUMN "1 11,00, "qc'.1c SCALE: I DATE DWN. AL&HANA COLUMN AND BEAM CKD. BY. `PA(.-*lNG E N D WA t. 1. h- APP'D. BY: iiv" -[-- MOSER SC. .3 2' ISSUE DATE: 8 19-68 CprLc.,- )3 dl DG (7, 1 ' (L END FRAME -_Ck RIGID FRAME 47, RIGID FRAME 1 ' 6-1 END FRAME I f It I 4 RWF(31 ;Wl 12) RWF121 ---- RWF(3) i `. PLAN YANG XANG x ' \� - T I T 7 (L END FRAME -_Ck RIGID FRAME 47, RIGID FRAME 1 ' 6-1 END FRAME I f It I 4 RWF(31 ;Wl 12) RWF121 ---- RWF(3) i `. PLAN (1) 1 m ENDWALL ELEVATION i FIG. 5 SCALE NJNEPATE oRAWN •r s o -1r,. 943 ab COLUMN AND BEAM ENDWALL as,,,,, ,1,.o w: ROD BRACING DIAWIW. SC -3 -3 CpLcr �`-� MANG ' \� T (1) 1 m ENDWALL ELEVATION i FIG. 5 SCALE NJNEPATE oRAWN •r s o -1r,. 943 ab COLUMN AND BEAM ENDWALL as,,,,, ,1,.o w: ROD BRACING DIAWIW. SC -3 -3 CpLcr �`-� NQMENCLATURE _ Cross-sectional area of section (in') AREA Angle tension bracing makes with direction of wind force, ANG - Allowable tension force in rod or cable bracing A TEN _. AX F / AX FOR - Actual axial force BN MOM - Bending moment Ratio of actual to allowable bending moment BNO RAT / BN RAT - Actual tension force In rod or cable bracing CB FOR _ COL HT _ Column Height or beam length Torsional warping constant of "C" Section CWCH _ DL - Dead Load FA - Allowable axial stress FB _ Allowable bending stress FBA Actual bending stress F -K - Foot kips H BASE - Horizontal reaction at base of column INTERACTION RATIO - Combined axial and bending K - 14ps LL _ Live Load Side in the direction toward which the wind blows LEEWARD - MOMT - Bending moment MNT L - Bending moment left of a point MNT R Bending moment right of a point OCH _ Effective section factor for a "C" Section ROCH - Polar radius of gyration of "C" Section about the shear center RWF _ Wind force resisted by tension bracing RX _ Radius of gyration of a section about the major axis Radius of gyration of a section about the minor axis RY - RYT - Radius of gyration of a "T" section composed of the compression flange and 1/3 of the compression web of a section taken about. an axis in the plane of the web. SHR L - Shear force left of a point SHR R - Shear force right of *.point SHR RAT / SH RATIO - Ratio of actual to allowable shear forces SL - Snow Load . - - - - --- - - -- ST FOR Strut fo - Tension section modulus about major axis SXT SXC _ - Compression section modulus about major axis TCH - Thickness of a "C" Section Ui.X _ Unbraced length along major axis ULY - Unbracsd length along minor axis V BASE - Vertical reaction at base of column V TOP Horizontal reaction at top of a column VJCH _ Saint Venant torsion constant of "C" Section VYCH - Minor axis moment of Inertia of compression area of "C" Section _ WINDWARD - Side upon which the wind blows WL _ Wind Load WN FOR _ Wnd force resisted by tension bracing XOCH - Distance from sheer center to centroid of "C" Section along X axis -IC if Column and Beam Endwall Design Ver. 11.0 Page 1 American Buildings Company Eufaula, AL Mon Oct 07 15:35:42 1996 Job Name: 51226501 Job Part: 1 LEW BUILDING TYPE IS SYMMETRICAL SINGLE GABLE BUILDING WIDTH = 45.000... ft BUILDING LENGTH = 75.000 ft LEFT HEIGHT = 15.833 ft RIGHT HEIGHT = 15.833 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE = 1.000 :12 BAY SPACING = 25.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 1994 Uniform Building Code BUILDING USE CATEGORY: 1 Essential Facilities 2 Hazardous Facilities 3 Special Occupancy Structure ■4 Standard Occupancy Structure SNOW EXPOSURE CATEGORY: 1 Roofs located in generally open terrain extending for 1/2 mile or more 2 Structures located in densely forested or sheltered areas 3 All other structures NCLOSURE CONDITION: ■Enclosed structure Unenclosed structure has 850 or more openings on all sides Partial enclosed has > 150 of one wall open & twice > open as other walls WIND EXPOSURE CATEGORY: B Terrain with buildings, forest, or surface irregularities ■C Terrain with is flat and generally open to 1/2 mile or more from site D Flat and unobstructed coastal areas exposed to wind flowing over water COLLATERAL LOAD = 2.000 psf SNOW EXPOSURE FACTOR = 0.700 SNOW IMPORTANCE FACTOR = 1.000 SLOPE ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 80.000 mph WIND IMPORTANCE FACTOR = 1.000 *** DESIGN LOAD COMBINATIONS ASE NO : 1 LOAD FACT / GROUP => 1.0 DL ASE NO : 2 LOAD FACT / GROUP => 1.0 WL * * * LOADS HORIZ VERT GROUP TYPE M FM TO START psf/ psf/ MOMT END HORIZ VERT ----- ---- - -- -- ft ----- kips ----- kips ---- kip -ft ---- ft --- psf psf DL UNIF R 0 0 0.000 0.00 -2.50 0.00 45.000 ----- 0.000 ---- -2.500 WL UNIF C 2 2 0.000 -16.68 0.00 0.00 0.000 -16.679 0.000 WL UNIF B 1 3 0.000 -24.09 0.00 0.00 0.000 -24.092 0.000 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 36.0 ksi FY BUILT UP = 50.0 ksi r Column and Beam Endwall Design Ver. 11.0 Page 2 American Buildings Company Eufaula, AL Mon Oct 07 15:35:43 1996 Job Name: 51226501 Job Part: 1 LEW *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND RT SHR RT ft in in in in --------------------------------------------------------- ------ 2 9.5C12 22.500 8 0.375 12.50 1 0.75 0.979 0.350 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => kips kips ---- ------- ------- ----------- ---------- 1 0.9 0.0 1.0 DL 2 0.0 3..1 1.0 WL • 0 s Column and Beam Endwall Design Ver. 11.0 Page 1 American Buildings Company Eufaula, AL Fri Oct 11 14:46:40 1996 Job Name: 51226501 Job Part: 1 REW BUILDING TYPE IS SYMMETRICAL SINGLE GABLE BUILDING WIDTH = 45.000,... ft BUILDING LENGTH = 75.000 ft LEFT HEIGHT = 15.833 ft RIGHT HEIGHT = 15.833 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE = 1.000 :12 BAY SPACING = 25.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 1994 Uniform Building Code BUILDING USE CATEGORY: 1 Essential Facilities 2 Hazardous Facilities 3 Special Occupancy Structure 04 Standard Occupancy Structure SNOW EXPOSURE CATEGORY: 1 Roofs located in generally open terrain extending for 1/2 mile or more 2 Structures located in densely forested or sheltered areas 0-3 All other structures ENCLOSURE CONDITION: ■Enclosed structure Unenclosed structure has 850 or more openings on all sides Partial enclosed has > 15% of one wall open & twice > open as other walls WIND EXPOSURE CATEGORY: B Terrain with buildings, forest, or surface irregularities ■C Terrain with is flat and generally open to 1/2 mile or more from site D Flat and unobstructed coastal areas exposed to wind flowing over water COLLATERAL LOAD = 2.000 psf SNOW EXPOSURE FACTOR = 0.700 SNOW IMPORTANCE FACTOR = 1.000 SLOPE ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 80.000 mph WIND IMPORTANCE FACTOR = 1.000 *** DESIGN LOAD COMBINATIONS ASE NO : 1 LOAD FACT / GROUP => 1.0 DL 1.0 COL 1.0 LL ASE NO : 2 LOAD FACT / GROUP => 1.0 DL 1.0 WL *** LOADS HORIZ VERT GROUP TYPE M FM TO START psf/ psf/ MOMT END HORIZ VERT ----- ---- - -- -- ft -- - -- kips - - - -- kips - - -- kip -ft - - -- ft - -- psf ----- psf DL UNIF R 0 0 0.000 0.00 -3.50 0.00 45.000 0.000 ---- -3.500 LL UNIF R 0 0 0.000 0.00 -20.00 0.00 45.000 0.000 -20.000 COL UNIF R 0 0 0.000 0.00 -2.00 0.00 45.000 0.000 -2.000 WL UNIF R 0 0 0.000 0.00 27.80 0.00 45.000 0.000 27.798 WL UNIF C 1 1 0.000 -22.30 0.00 0.00 0.000 -22.303 0.000 WL UNIF C 2 3 0.000 -16.74 0.00 0.00 0.000 -16.743 0.000 WL UNIF C 4 4 0.000 -22.30 0.00 0.00 0.000 -22.303 0.000 WL UNIF B 1 4 0.000 -24.09 0.00 0.00 0.000 -24.092 0.000 f Column and Beam Endwall Design Ver. 11.0 Page 2 American Buildings Company Eufaula, AL Fri Oct 11 14:46:40 1996 Job Name: 51226501 Job Part: 1 REW FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 36.0 ksi FY BUILT UP = 50.0 ksi *** ENDWALL RAFTERS MEM DESCRIPTION LOCATION SPLICE PLATES SP BOLT PR BEND RT SHR RT ft in in in in --- 1 ----------- 9.5C12 -------- 0.000 ------------------ 4 0.250 10.75 ---------- 1 0.50 ------- 1.013 ------ 0.495 2 9.5C12 22..500 4 0.375 15.00 1 0.75 1.013 0.495 *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND RT SHR RT ft in in in in • 1 ----------- 8C16 -------- 0.000 ------------------ 6 0.250 8.50 ---------- 1 0.75 ------- 0.271 ------ 0.012 2 9.5C11 12.500 6 0.312 10.00 1 0.75 0.986 0.221 3 9.5C11 32.500 6 0.312 10.00 1 0.75 0.986 0.221 4 8C16 45.000 6 0.250 8.50 1 0.75 0.271 0.012 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => ---- ------- kips ------- kips ----------- ---------- 1 6.2 -0.3 1.0 DL 1.0 COL 1.0 LL 2 -5.9 2.4 1.0 DL 1.0 WL 0 i Column and Beam Endwall Design Ver. 11.0 Page 3 American Buildings Company Eufaula, AL Mon Oct 07 15:35:43 1996 Job Name: 51226501 Job Part: 1 LEW *** WIND BRACING DESIGN *** BRACING LOCATIONS BY BAY NUMBER *** FSW => 2 *** RSW => 2 *** ROOF => 2 CASE NO 1 LOAD FACT / GROUP => 1.0 DL *** REAR SIDEWALL BRACING DESIGN BRACED BAY 25.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN •-ft -- --- ---- ----ft kips ------ kips ------ --kips kips ----- 1 25.000 1 BC 5 29.291 0.000 0.000 NA 5.590 *** ROOF BRACING DESIGN BRACED BAY 25.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft -- --- --- ---- ft ------ kips ------ kips ------ kips ------ kips ----- 1 22.500 1 BC 4 33.686 0.000 0.000 NA 3.320 2 22.500 1 BC 4 33.686 0.000 0.000 NA 3.320 *** FRONT SIDEWALL BRACING DESIGN BRACED BAY 25.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft -- --- --- ---- ft ------ kips ------ kips ------ kips ------ kips ----- 3 25.000 1 BC 5 29.291 0.000 0.000 NA 5.590 ----------------- ------------- ------- ---------- --------- ---------- ------- CASE NO 2 LOAD FACT / GROUP => 1.0 WL *** REAR SIDEWALL BRACING DESIGN BRACED BAY 25.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft -- --- --- ---- ft ------ kips ------ kips ------ kips ------ kips 1 25.000 1 BC 5 29.291 4.604 5.395 NA ----- 7.453 *** ROOF BRACING DESIGN BRACED BAY 25.000 'ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN ft -- --- --- ---- ft ------ kips ------ kips ------ kips ------ kips ----- Column and Beam Endwall Design Ver. 11.0 Page 4 American Buildings Company Eufaula, AL Mon Oct 07 15:35:43 1996 Job Name: 51226501 Job Part: 1 LEW 1 22.500 1 BC 4 33.686 2.400 3.229 4.604 4.427 2 22.500 1 BC 4 33.686 2.400 3.229 7.201 4.427 *** FRONT SIDEWALL BRACING _DESIGN BRACED BAY 25.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN -- ft --- --- ft ---- ------ kips ------ kips ------ kips ------ kips ----- 3 25.000 1 BC 5 29.291 4.604 5.395 NA 7.453 *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => ---- 2 ---------- 2.9kips ---------- ----------- 4.6kips 1.0 WL ---------- CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => ---- • 2 ---------- 2.9kips --------------------- 4.6kips 1.0 WL ---------- 0 Column and Beam Endwall Design Ver. 11.0 Page 3 American Buildings Company Eufaula, AL Fri Oct 11 14:46:40 1996 Job Name: 51226501 Job Part: 1 REW *** WIND BRACING DESIGN *** BRACING LOCATIONS BY BAY NUMBER *** REW => 2 *** ENDWALL BRACING ENDWALL BRACING LOAD = 24.1 psf NO BAY QTY.SIZE LENGTH WN FOR CB FOR ST FOR A TEN .ft -- --- --- ---- ft ------ kips ------ kips kips kips ------ 1 20.000 1 BC 4 25.509 2.666 ------ ----- 3.401 NA 4.426 •t** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M FSW VERT M FSW ---- ---------- ---------- HORZ LOAD ----------- FACTOR / LOAD GROUP => ---------- CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => ---- ---------- ---------- ----------- ---------- E G►rLc,-1V t�gSTANDARD PURLINS AND CIRTS ARE LIGHT CAGE 8" x 2 1/2" "Z". 9 1/7' x 3- - Z-1 x 3 1 SECTIONS (WITH STIFFENED FLANGES) COLD FORMED FROM 55,000 PSI YIELD STEEL. THE SECTION PROPERTIES AND CAPACITIES COMPUTED IN ACCORDANCE WITH 1986 AISI SPECIFICATIONS ARE X • EFFECTIVE SECTION MODULI USED IN BENDING CALCULATIONS. •• SHEAR STRESS LIMITIED BY THE FORMULA Fv - 83.491 / (h/t) S .4 Fy MOMENTS AND SHEARS USED IN SELECTING 'Z' AND 'C SECTIONS AND CONNECTIONS FOR THE PURLIN AND GIRTS WERE FOUND BY STIFFNESS METHOD OF ANALYSIS. TO MEET VARYING LOAD REQUIREMENTS, THE "Z' AND "C' MEMBERS SHALL BE -OF SIMPLE SPAN OR LAPPED 3'-0'. 4'-0" OR 5'-6" OVER THE INTERIOR , FRAMES TO FORM A CONTINUOUS BEAM. THE PURLIN SECTIONS WERE THEN DESIGNED FOR - THE MAXIMUM POSITIVE MOMENTS AND FOR THE MOMENT AND SHEAR COMBINATION AT THE BEGINNING AND TERMINATION OF THE LAPS. THE 00013LE "'Z" AND "C' SECTIONS WERE ALSO CHECKED FOR THE MAXIMUM NEGATIVE MOMENTS OVER THE INTERIOR FRAMES. THE; FOLLOWING PAGES SUPPORT THE SECTION AND CONNECTION USED, SCALE: DATE DIWN. BY. PURLIN AND GIRT RWAU" 4"64"4 `KD. BY: CALCULATIONS APP'D. BY: _ ISSUE DATE: 4-93 xv, ` SC -4-1 (86) 9 C VA L(,- Irl T .n. ARE (In.') WEIGHT 10./fT• I ' (in.�) S• • (in•A) �' (In.) r r (y�•) "LOTHK:KNESS SKEAR STRESS (h)w>a ALLOW BEAM STRESS (fD)kai MAX. ALLOW SHEAR (KIPS) _MAX. OW SHEAR (W "O) (K ) MAX. ALLOW MOMENT (FT. KIPS) MAX. ALLOW MOMENT (W/rnNO). (F -r. KIPS) 6216 0.060 0.86 2.90 8.25 1.83 3.10 1.26 5.52 33.0 2.44 3.23 5.02 6.69 6215 0.067 0.96 3.23 9.18 2.05 3.10 1.25 6.91 33.0 3.41 4.55 5.64 7.52 6214 0.073 1.04 3.52 9.97 2.27 3.10 1.23 8.23 33.0 4.42 5.89 -6.74 8.32 8213 0.082 1.17 3.96 11.14 2.66 3.00 1.25 10.43 33.0 6.28 8.37 7.36 9.81 6Z12 0.090 1.28 4.35 12.18 2.99 3.09 1.24 t2.02 33.0 6.32 11.09 8.23 10.97- 9.5215 0.064 1.09 3.70 14.67 2.56 3.89 1.49 4.34 33.0 2.47 3.29 7.04 9.39 9.5Z14 0.073 1.24 4,22 16.90 3.11 3.69 1.49 3.66 33.0 3.67 4.89 6.54 11.39 9.5213 0.079 1.34 4.57 18.23 3.36 3.69 1.46 6.66 33.0 4.66 6.21 9.29 12.39 9.5212 0.090 1.53 5.20 20.86 3.90 3.66 1.48 8.69 33.0 6.90 920 10.73 14.71 Z11 0.096 1.62 5.55 21.96 4.27 3.66 t.46 9.92 33.0 8.39 11.19 11.75 15.57 1.81..--- -- -- - --6_12 -..-__- _. 37.97- --- -..._. --- -s.51- --asa-- - 1..24- 7--5.28 -33.0-- ----s.3e._ _7a.7- 15_15 _- --20.20 12012- 0.105 2.11 ' ' 7,14 43.96 6.59 4.57 t.23 7.22. 33.0 8.56 11.41 t8.12 24.16 12011 0.120 2.40 6.16 49.86 7.66 4.56 1.22 9.46 33.0 12:61 17.06 21 AW 28.80 • EFFECTIVE SECTION MODULI USED IN BENDING CALCULATIONS. •• SHEAR STRESS LIMITIED BY THE FORMULA Fv - 83.491 / (h/t) S .4 Fy MOMENTS AND SHEARS USED IN SELECTING 'Z' AND 'C SECTIONS AND CONNECTIONS FOR THE PURLIN AND GIRTS WERE FOUND BY STIFFNESS METHOD OF ANALYSIS. TO MEET VARYING LOAD REQUIREMENTS, THE "Z' AND "C' MEMBERS SHALL BE -OF SIMPLE SPAN OR LAPPED 3'-0'. 4'-0" OR 5'-6" OVER THE INTERIOR , FRAMES TO FORM A CONTINUOUS BEAM. THE PURLIN SECTIONS WERE THEN DESIGNED FOR - THE MAXIMUM POSITIVE MOMENTS AND FOR THE MOMENT AND SHEAR COMBINATION AT THE BEGINNING AND TERMINATION OF THE LAPS. THE 00013LE "'Z" AND "C' SECTIONS WERE ALSO CHECKED FOR THE MAXIMUM NEGATIVE MOMENTS OVER THE INTERIOR FRAMES. THE; FOLLOWING PAGES SUPPORT THE SECTION AND CONNECTION USED, SCALE: DATE DIWN. BY. PURLIN AND GIRT RWAU" 4"64"4 `KD. BY: CALCULATIONS APP'D. BY: _ ISSUE DATE: 4-93 xv, ` SC -4-1 (86) 9 C VA L(,- Irl Page 1RF-1 10/07/96 01:45:53 PM Ver. 11.0 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : ROBERTSON Job Number: 51226501 Part: 1 Desc: LRF 45'15'10"-75'X 25' A D_Lap 86AISI ------------------------------------------------------------------------------ Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 45.00Oft 75.00Oft 22.500ft 0.000ft 1.000:12 1.000:12 3 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 15.833ft 0.00ft * Left 4 C I 0.000ft Rear : 15.833ft 0.00ft * Right 1 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 94ubc 4 0 3 C N 1.0 0.00 20.00 0.00 80.00 18.53 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/180 ****** ROOF PURLIN STRUCTURES ******** Id Comb 1 : DL + COL + LL d Comb 2 : DL + WL - Load Comb 3 : LL Design Z --Inset(ft)-- Spc(in) Cond. Left Right ------ ------ ----- ----- 60.00 BY-PASS 1.50 1.00 ASF: 1.000 ASF: 1.333 ASF: 1.000 Z Strip--Int.Zone Coef--- 7ft) Suction Pressure ------- ------- -------- 4.50 -1.00 0.00 --Ext.Zone Coef--- Suction Pressure ------- -------- -1.50 0.00 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl Strut B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Cap. Ratio (ft) (ft) (ft) kips kip -ft kips -- ------ ---- ----------- ----- ----- --- ------ ----- --- ---- ----- ----- 1 23.500 0.00 1.50 8Z15 1.51 0.44 RL1 -4.92 0.87 RL1 241 7.89 0.96 2 25.000 1.50 1.50 8Z14 1.31 0.30 RL1 -5.52 0.89 RL1 2881 8.96 0.87 3 24.000 1.50 0.00 8Z15 1.55 0.46 LL1 -5.16 0.92 LL1 223 7.70 1.02 ------------------------------------------------------------------------------ Total weight per run = 264.90 lbs Maximum stress ratio = 1.02 Page 1FS-1 10/07/96 01:50:38 PM Ver. 11.0 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer ROBERTSON Job Number: 51226501 Part: 1 Desc: LRF 45'15'10"-75'X 25' A D_Lap 86AISI ------------------------------------------------------------------------------ Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 45.00Oft 75.00Oft 22.500ft 0.000ft 1.000:12 1.000:12 3 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col Spc. Girt Type Overhang Front: 15.833ft 0.00ft * Left 4 C I 0.000ft Rear : 15.833ft 0.00ft * Right 1 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 94ubc 4 0 3 C N 1.0 0.00 20.00 0.00 80.00 18.53 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/ 90 ****** FRONT SW GIRT STRUCTURES ******** 46d Comb 1 : WL+ ASF:1.333 Load Comb 2 : WL- ASF:1.333 Z Spacings (in) 88.00 72.00 30.00 Design Z --Inset(ft)-- Z Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right Zft) Suction Pressure Suction Pressure ------ ------ ----- ------------ --- --- -------- ------- -------- 80.00 BY-PASS 1.50 1.00 4.50 -0.90 0.90 -1.20 0.90 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip -ft -- ------ ---- ----------- ----- ----- --- ------ ----- --- ---- ----- 1 23.500 0.00 2.75 8Z16 1.30 0.40 RL2 -4.52 0.96 MS2 196 0.93 2 25.000 2.75 2.75 8Z16 1.10 0.34 RL2 4.03 0.60 RL2 1718 0.48 3 24.000 2.75 0.00 8Z16 1.35 0.41 LL2 -4.80 1.02 MS2 180 1.02 --------------------------------------------------------------_----------=---- 0 -al weight per run = 244.32 lbs Maximum stress ratio 1.02 Page 1RS-1 10/07/96 01:51:26 PM Ver. 11.0 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer ROBERTSON Job Number: 51226501 Part: 1 Desc: LRF 45'15'10"-75'X 25' A D_Lap 86AISI ------------------------------------------------------------------------------ Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 45.00Oft 75.00Oft 22.500ft 0.000ft 1.000:12 1.000:12 3 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front:' 15.833ft 0.00ft * Left 4 C I 0.000ft Rear : 15.833ft 0.00ft * Right 1 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S ExpoCoastal DL COLL. LL G_Snow WL_mph WL_psf _W 94ubc 4 0 3 C N 1.0 0.00 20.00 0.00 80.00 18.53 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 0.00 psf Wind Imp. Factor: 1.00 Def 1 . Limit : L/ 90 ****** REAR SW GIRT STRUCTURES ******** *ad Comb 1 : WL+ Load Comb 2 : WL- ASF:1.333 ASF: 1.333 Z Spacings (in) 88.00 72.00 30.00 Design Z --Inset(ft)-- Z Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right Zft) Suction Pressure Suction Pressure ------ ------ ----- ----- ------- ------- -------- ------- -------- 80.00 BY-PASS 1.00 1.50 4.50 -0.90 0.90 -1.20 0.90 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip -ft -- ------ ---- ----------- ----- ----- --- ------ ----- --- ---- ----- 1 24.000 0.00 2.75 8Z16 1.35 0.41 RL2 -4.80 1.02 MS2 180 1.02 2 25.000 2.75 2.75 8Z16 1.10 0.34 LL2 4.03 0.60 LL2 1718 0.48 3 23.500 2.75 0.00 8Z16 1.30 0.40 LL2 -4.52 0.96 MS2 196 0.93 ------------------------------------------------------------------------------ Wal weight per run = 244.32 lbs Maximum stress ratio = 1.02 i AMERICAN BUILDINGS COMPANY* SECONDARY FRAMING DESIGN Designer : ROBERTSON Page 1LW-1 10/07/96 01:57:24 PM Ver. 11.0 Job Number: 51226501 Part: 1 Desc: LRF 45'15'10"-75'X 25' A 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 45.00Oft 75.00Oft 22.500ft 0.000ft 1.000:12 1.000:12 3 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col Spc. Girt Type Overhang Front: 15.833ft 0.00ft * Left 4 C I 0.000ft Rear : 15.833ft 0.00ft * Right 1 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 94ubc 4 0 3 C N 1.0 0.00 20.00 0.00 80.00 18.53 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 0.00 psf Wind Imp. Factor: 1.00 . Defl. Limit:L/.90 ****** LEFT EW GIRT STRUCTURES ******** Pd Comb 1 WL+ ASF:1.333 Load Comb 2 WL- ASF:1.333 Z Spacings (in) . 110.00 50.00 52.50 Design Z --Inset(ft)-- Z Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right Zft) Suction Pressure. Suction Pressure ------ ------ ----- --------------------------- ------ -------- 80.00 INSET 0.00 0.00 4.50 -0.90 0.90 -1.20 0.90 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip -ft -- ------ ---- ----------- ----- ----- --- ------ ----- --- ---- ----- 1 22.500 0.00 0.00 9.5Z12 1.34 0.15 LS2 -6.63 0.93 MS2 277 0.86 2 22.500 0.00 0.00 9.5Z12 1.34 0.15 RL2 -6.63 0.93 MS2 277 0.86 ------------------------------------------------------------------------------ Total weight per run = 229.05 lbs Maximum stress ratio = 0.93 Page 1RW-1 10/07/96 01:57:51 PM Ver. 11.0 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer ROBERTSON Job Number: 51226501 Part: 1 Desc: LRF 45'15'10"-75'X 25' A 86AISI ------------------------------------------------------------------------------ Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 45.00Oft 75.00Oft 22.500ft 0.000ft 1.000:12 1.000:12 3 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 15.833ft 0.00ft * Left 4 C I 0.000ft Rear :. 15.833ft 0.00ft * Right 1 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 94ubc 4 0 3 C N 1.0 0.00 20.00 0.00 80.00 18.53 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 0.00 psf Wind Imp. Factor: 1.00 . ****** RIGHT EW GIRT STRUCTURES ******** qd Comb 1 : WL+ oad Comb 2 : WL- ASF:1.333 ASF: 1.333 Defl. Limit:L/ 90 Z Spacings (in) : 88.00 72.00 52.50 Design Z --Inset(ft)-- Z Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right Tft) Suction Pressure Suction Pressure ------ ------ ----- ----- ------- ------- -------- ------- -------- 80.00 INSET 0.00 0.00 4.50 -0.90 0.90 -1.20 0.90 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip -ft -- ------ ---- ----------- ----- ----- --- ------ ----- --- ---- ----- 1 12.500 0.00 0.00 8Z16 0.77 0.24 LS2 -2.02 0.60 MS2 667 0.36 2 20.000 0.00 0.00 8Z13 1.06 0.13 LS1 -5.06 1.03 MS2 221 1.03 3 12.500 0.00 0.00 8Z16 0.77 0.24 RL2 -2.02 0.60 MS2 667 0.36 ------------------------------------------------------------------------------ etal weight per run = 148.15 lbs Maximum stress ratio = 1.03 SECTION 5 PANEL SECTION Im 12" PANEL PROFILE 12' 4 1 4" 3 LIZ' 4 1/4" 1 9Ile F 1 Z 3/3Z l PANEL CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S LONGSPAN PANEL - METAL TOTAL. THK. IN. THK. IN. WEIGHT Sq. FT. TOP IN BOTTOM IN COMPRESSION � COMPRESSION Fb ksi Ix. In4/ft Sx.[x. Ina/ft In4/ft Sx. In3/ft 26 GAGE 24 CAGE I 0.018 0.0194 0.024 0.0254 0.92 1.20 0.030 0.045 I 0.036 0.031 0.051 I 0.045 0.033 0.047 48 48 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are galvanized with G90 class zinc coating. The corresponding reduced thickness shown as Metal Thickness' was .used in determining section properties. 4. For loads shown• deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: j DATE REV. BY: THG 3-95 LONGSPAN PANEL CKD, BY: BU 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES ISSUE DATE: 7-84 NUMBER SC -5-1.0 . a8 8 CPa-c, INUMBER MAXIMUM TOTAL UNIFORM LOAD IN PSF OF SPANS 1 117 85 49 35 1 25 15 28 GAGE 2 117 85 46 35 25 I 15 STEEL 3 147 I 119 83 65 1 53 30 4 137 111 1 77 61 1 49 30 1 1 187 1 135 1 74 1 52 1 38 1 23 24 GAGE 1 2 187135 94 74 j 60 42 STEEL 3 j 209 169 i 118 1 93 75 1 45 4 I 195 158 i 110 1 87 I 70 F 45 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are galvanized with G90 class zinc coating. The corresponding reduced thickness shown as Metal Thickness' was .used in determining section properties. 4. For loads shown• deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: j DATE REV. BY: THG 3-95 LONGSPAN PANEL CKD, BY: BU 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES ISSUE DATE: 7-84 NUMBER SC -5-1.0 . a8 8 CPa-c, 3/1G MIN. YAIV LL I NU C ILL 12" 7 8" 2 1/8-- 1 7/1r- 2 1/1 3/1 3/16 3/1 . 3. 84' 3!C—\ I /3/37 R I —I 3/C - 2 1/4'.I -I 3/4�. PANEL CROSS SECTION 13/lir 3/4" ENGINEERING PROPERTIES OF AMERICAN'S ARCHITECTURAL II PANEL NUMBER OF SPANS L METAL THK. IN. TOTAL THK. IN. WEIGHT SQ. FT. TOP IN BOTTOM IN COMPRESSION COMPRESSION Fb ksi Ix. In4/ft Sx. Ix. Sx. In3/ft In4/ft Ina/ft 28 GAGE 0.018 0.0194 0.92 0.0174 0.027 I 0.035 0.035 48 24 GAGE 1 0.024 0.0254 1.20 0.0240 0.042 0.048 0.049 48 1. Section properties have been calculated in accordance with the 1988 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 80.000 psi. .3. Steel panels are galvanized with G90 class zinc coating. - The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. The Architectural panel is limited to wall applications. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALE: I DATE REV. BY: THG I 3-95 ARCHITECTURAL IF PANEL curAuu � � ALABAMA CKD. BY: 8 L 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES ISSUE DATE: I 7-84 r°+u�s"sa`a ° SC -5-2.0 7 CA-t,L- -,�rO NUMBER OF SPANS L — 4'-0" MAXIMUM 4'-8" TOTAL 5'—a' UNIFORM 5'-8" LOAD IN 8'-0" I PSF 7'-0" I 8'-0" 28 GAGE STEEL 1 72 1 57 1 48 1 38 1 32 24 18 -- 2 72 57 48 38 32 24 18 3 90 71 58 48 40 29 23 4 84 88 54 44 37 1 27 1 21 24 GAGE STEEL 1 1 112 1 88 72 I 59 50 37 1 28 2 112 1 88 72 59 50 1 37 1 28 3 140 111 1 90 74 1 82 1 48 1 35 4 I 131 103 1 84 89 1 58 1 43 1 33 1. Section properties have been calculated in accordance with the 1988 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 80.000 psi. .3. Steel panels are galvanized with G90 class zinc coating. - The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. The Architectural panel is limited to wall applications. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALE: I DATE REV. BY: THG I 3-95 ARCHITECTURAL IF PANEL curAuu � � ALABAMA CKD. BY: 8 L 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES ISSUE DATE: I 7-84 r°+u�s"sa`a ° SC -5-2.0 7 CA-t,L- -,�rO 2 IR PANEL PROFILE 24" 4 VII _ 1_ 5 11I1r 1 5 CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S STANDING SEAM II/360 PANEL NUMBER' OF SPANS METAL TOTAL I 3'-4" TOP IN BOTTOM IN 5'-0" 24 GAGE STEEL THICK. THICK. WEIGHT COMPRESSION COMPRESSION FB 2 IN. IN. SQ. FT. KSI lX. SX. IX. SX. 185 128 101 82 IN4/FT. IN3/FT. IN4/FT.. IN3/FT. 119 24 GAGE 0.024 0.0254 1.27 0.207 I 0.081 0.091 0.082 30 3" 1. Section properties have been calculated in accordance with the 1988 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 50.000 psi. 3. Steel panels are AZ ! 55 aluminum—zinc alloy—coated or G 90 zinc—coated (galvanized). -The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4.For loads shown. deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV. BY: THG 3-95 STANDING SEAM II/360 PANEL MrAM. ` Aus.m► CKD. BY: BLJ I 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES oRa.n+c. tL1• ISSUE DATE: 7-84 Nutieca SC -5-3.0 A NUMBER' OF SPANS -_=.-- MAXIMUM TOTAL- UNIF.ORM -'LO"AD- IN PSF - _... L = 3'-0" I 3'-4" 4'-0" V-8" 5'-0" 24 GAGE STEEL 1 180 148 101 80 85 2 182 148 103 81 88 3 228 185 128 101 82 4 212 172 119 94. 78 3" 1. Section properties have been calculated in accordance with the 1988 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 50.000 psi. 3. Steel panels are AZ ! 55 aluminum—zinc alloy—coated or G 90 zinc—coated (galvanized). -The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4.For loads shown. deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV. BY: THG 3-95 STANDING SEAM II/360 PANEL MrAM. ` Aus.m► CKD. BY: BLJ I 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES oRa.n+c. tL1• ISSUE DATE: 7-84 Nutieca SC -5-3.0 A PANEL PROFILE 16" NET COVERAGE CROSS SECTION 2 7/8" 1 -7/8" +0" —1/32" ENGINEERING PROPERTIES OF AMERICAN'S SHADOW PANEL NUMBER OF --SPANS" - MAXIMUM TOTAL UNIFORM LOAD IN PSF L -= 5'— 8'-0" 8'-0" TOP IN BOTTOM IN 14'-0" 18'-0" METAL THICK. TOTAL THICK. WEIGHT COMPRESSION COMPRESSION FB 23 IN. IN. SQ F.I KSI Ix, SX. [X. Sx. 3 228 158 '89 57 IN4/FT. IN3/FT. IN4/FT. IN3/FT. 213 24 GAGE 0.024 0.0254 1.67 0.287 0.175 0.416 0.171 30 --"— `-- NUMBER OF --SPANS" - MAXIMUM TOTAL UNIFORM LOAD IN PSF L -= 5'— 8'-0" 8'-0" 10'-0" 12'-0" 14'-0" 18'-0" 24 GAGE STEEL 1 182 127 71 48 32 23 14 2 182 127 71 48 32 23 14 3 228 158 '89 57 I 40 29 23 4 213 148 83 53 38 27 - 21 1. Section properties have been calculated in accordance with the 1988-AISI specifications with 1969 addendum. 2. Minimum yield strength of steel is 50.000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. The Shadow Panel is limited to wall applications. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALE: I DATE REV. BY: THC 3-95 SHADOW PANEL cov.uu •�.� CKD. BY: BL1 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: L LOAD TABLES TTI ORARC . ISSUE DATE: 7-84 NVY9[a SC -5-4.0 e Gp�uc - 2),�r 1 1 I I I- 1zLr r 6" I 6" 6" 6" PANEL PROFILE s" r'-- 4" 1" .31C. 3 1 2" 3" l t 1 i 45' PARTIAL CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S MULTI—RIB PANEL NUMBER OF SPANS METAL THK. IN. I TOTAL WEIGHT THK. IN. ` Sq. FT. I TOP IN COMPRESSION I BOTTOM IN i COMPRESSION Fb ksi Ix. Ino/ft Sx. In3/ft Ix. In4/ft Sx. In3/ft 29 GAGE 0.014 0.0150 0.71- 0.0137 0.018 0.008 0.019 48 28 GAGE 0.018 0.0194 0.92 0.0193 0.029 0.0132 0.027 48 24 GAGE 0.024 I 0.0254 1.20 0.0275 0.045 0.0193 0.043 4B 1. Section properties have 'been calculated in accordance with the 1988 AISI specifications with 1989 addendum. 2. Minimum yield strength, of steel is 80,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or C 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown. deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV. BY: THG 3-95 MULTI—RIB PANEL avravu ,C MAaau CKD. BY: BLJ 3-95 DIMENSIONS AND PROPERTIES APP'D. 8Y: 1 LOAD TABLES OfUWlNC . I RLY. ISSUE DATE: 3-90 NvaesR SC -5-7.0 4 NUMBER OF SPANS L _ 3'-0" I MAXIMUM 3'-4" TOTAL 4'-0" UNIFORM 1 4'-6" i LOAD IN 5'-0'* 1 PSF 5'-8" 18'=0" 29 CAGE 1 53 39 22 1 18 1 12 9 1 7 2 68 i 55 38 1 30 1 24 20 17 STEEL 3 84 88 = 4&_- -j----38--- — 30-. - = _._ 25_==1--= -21—.—1 4 79 64 44 1 35 1 28 23 1 20 26 CAGE STEEL 1 75 54 I 32 22 16 12 9 2 96 I 78 54 43 34 29 24 3 120 97 88 53 43 38 30 4 112 1 91 63 1 50 1 40 1 33 i 28 1 107 !- 78 45 1 32 I 23 I 17 I L3 24 GAGE STEEL 2 153 I 124 88 1 68 I 55 1 45 j 38 3 191 1 155 L08 I 85 89 1 57 48 4 178 145 L00 I 79 64 1 53 1 45 1. Section properties have 'been calculated in accordance with the 1988 AISI specifications with 1989 addendum. 2. Minimum yield strength, of steel is 80,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or C 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown. deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV. BY: THG 3-95 MULTI—RIB PANEL avravu ,C MAaau CKD. BY: BLJ 3-95 DIMENSIONS AND PROPERTIES APP'D. 8Y: 1 LOAD TABLES OfUWlNC . I RLY. ISSUE DATE: 3-90 NvaesR SC -5-7.0 4 0 SECTION 6 MISCELLANEOUS AND SPECIAL CONDITIONS 0 PvLf - � AB NOTES: 1 . WHEN JOINING MATERIAL OF DIFFERENT THICKNESS, -THE THINNER MATERIAL SHALL GOVERN. 2, SEE PAGE 11 FOR SIZE OF FILLET WELDS (A84 -F1). 3. SEE PAGE 10 FOR STIFFENER DETAILS (A84 -F1). I BASE e AI TrI7Al Arr I/Alrr -A I Vn UVILI—Vr JI R/11V rll COLUMNS BUTTE COUNTY ;I JILDING DEPARTMEdI p pROYEe, --I REFER TO. PAGE 2 FOR SECTION "A2" AND DETAILS A, B, C AND D. , _?�i AMERICAN BUILDINGS COMPANY STANDARD WELDS RIGID FRAMES (BUILT—UP AND PAGE HOT ROLLED SECTIONS) g -9s DATE A84 -G1- DETAIL "A' t�-- -1 3/16 FLANGES THROUGH 3/16 1/4" THICK tf tf tf-8 A A64 -G1 -2,3 FLANGES OVER 1/4" THICK DETAIL "C" SEE DETAIL "D" SIMILAR tf DETAIL "B" 34 -G 1-3 3/16 FLANGES THROUGH 3/16 1 /4" THICK J:::�A A64 -G1 -2,3 tf-8 FLANGES OVER 1/4" THICK <A84 -G1 -2,3 DETAIL "D" suTrE covrm �0ILDING OEPARTMENI APPROYE[[a: EE NOTE 3 JI_I�IIVIV /'1G NOTES: 1. ALL "A' FILLET WELDS SHOWN -ABOVE ARE AB4-F1 . 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. 3. IF BASE PLATE IS FLUSH WITH INSIDE FLANGE, MOVE FILLET WELD TO INSIDE FACE OF FLANGE. r AMERICAN BUILDINGS COMPANY STANDARD WELDS RIGID FRAME DETAILS (BUILT-UP AND HOT ROLLED SECTIONS) 2 PAGE 9-95 DATE G(NU FIELD SPLICE BOLTED ALONG SLOPE SHOWN. USE SAME PROCEDURES @ RIDGE. AB4-GI-2,3 3 DETAIL "E" FLANGES OVER 1/4" THICK DETAIL "F" FLANGES THROUGH 1/4" THICK DET) SHOP SPLICE 20' A84 -G1 TYPICAL BUTT JOINT FOR FLANGES OVER V THICK DETAIL "G" _ tsu ITE courki T iUILDING DEPARTi_ .APPRovE BACK GOUGE NOT REQUIRED AB4-G1 TYPICAL BUTT JOINT FOR FLANGES THROUGH 14. THICK SECTION "B -B" TYPICAL BUTT JOINT FOR WEBS NOTES: 1. SEE PAGE 1,1 -,FOR SIZE OF FILLET WELDS. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. AMERICAN BUILDINGS COMPANY STANDARD WELDS RIGID FRAMES.. (BUILT-UP AND HOT ROLLED SECTIONS) W; PACE 9-95 DATE NOTES: 1. WHEN JOINING MATERIALS OF DIFFERENT THICKNESSES, THE THINNER MATERIAL SHALL GOVERN. 2. STANDARD WELDS SHOWN HERE ARE FOR LIGHT HOT ROLLED OR BUILT-UP SECTIONS USED IN NON -EXPANDABLE ENDWALLS. SEE PAGES 1, 2 AND 3 FOR RIGID FRAMES BUILT OF HOT ROLLED SECTIONS. 3. SEE PAGE 1 1 FOR SIZE OF FILLET WELDS (AB4-F1). 4. IF BASE PLATE IS FLUSH WITH INSIDE FLANGE, MOVE FILLET WELD TO INSIDE FACE OF FLANGE. CORNER COLUMN BASE AMERICAN BUILDINGS COMPANY BUTTE COUNTT All, p p R 0 v F. STANDARD WELDS EN DWALL FRAMES (HOT ROLLED OR BUILT-UP SECTIONS) EE NOTE 4 5 PACE 9-95 DATE r T1 PICAL — SEE TAIL "E' FOR ANGES > 1/4" FIELD SPLICE BOLTED ALONG SLOPE SHOWN. USE SAME PROCEDURES @ RIDGE. DETAIL "E" FLANGES OVER 1/4" THICK 483—GI e ` 4 A85—G6 I A A64—F1 A DETAIL G — SHOP SPLICE AT RIDGE (AS SHOWN) USE SAME WELDS ON SHOP SPLICE OCCURING A4 ALONG SLOPE A84 -GI -2,3 BUTTE COUNTT - INTERIOR COLUMN LDING DEPARTMENT 20- A84-G1APPIZOVE® , BACK �—�--{ A84—G1 GOUGE \ \ RIOT REQUIRED TYPICAL BUTT JOINT FOR FLANGES OVER 14. THICK ' TYPICAL BUTT JOINT SECTION "B-13" FOR FLANGES THROUGH TYPICAL BUTT JOINT DETAIL "G" 14 THICK FOR WEBS NOTES: 1. SEE PAGE 11 FOR SFZE OF FILLET WELDS. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. AMERICAN BUILDINGS COMPANY STANDARD WELDS EN DWALL FRAM E.S (HOT ROLLED OR BUILT-UP SECTIONS) 5 PAGE • NOTE: 1. IF BASE PLATE IS SMALLER T DIAMETER OF PIPE, DEPOSIT TOTAL LENGTH OF WELD REQ( ON CONTACT AREA. 2. IF HOLE DIAMETER IN BASE P IS GREATER THAN 15/16", Wf ALL AROUND PIPE. 3. ALL FILLET WELDS SHOWN AR A84 -Fl. ' PLATE 1* • • NO ' PLATE (SIZE AND LENGTH WELDS SAME AS BASE ATE ® 1/4 PTS.) CAP PLATE FOR ALL PIPE CAP PLATE DETAIL BASE PLATE BUTTE COUNTT 10111 -DING DEPARTMENT PIPE COLUMNS AND PIPE STRUTSdp p pOV E D SEE NOTE 2 ® 1/4 PTS 2 (2) ANCHOR BOLTS q FOR COLS. LESS THAN 12" DIA. BASE PLATE W/2 ANCHOR BOLTS (4) ANCHOR BOLTS SEE NOTE 36 4 2 ® 1/4 PTS. 2 (4) ANCHOR BOLTS SEE NOTE a 4 Z ® 1 /4 PTS. 2 q q FOR COLS. LESS THAN 12" DIA. BASE PLATE W/4 ANCHOR BOLTS BASE PLATE DETAILS AMERICAN BUILDINGS COMPANY FOR 12' DIA. COLUMNS BASE PLATE W/4 ANCHOR BOLTS STANDARD WELDS PIPE COLUMNS -AND PIPE STRUTS PAGE 9-95 DATE A86-Gi t 4 8 ' • • t 8 t t 8 4 $ 4 8 t t 8 g CORNER COLUMN ENDWALL INTERIOR COLUMN NOTE: . 1. ALL FILLET WELDS SHOWN ABOVE ARE AB6-G1. 2. WHEN WELDING PRE -PAINTED STEEL, REMOVE PAINT FROM WELD AREA ;BEFORE WELDING. AMERICAN BUILDINGS COMPANY STANDARD WELDS COLD FORMED ENDWALL COLUMNS •G6 ,86-G6 7 PAGE 9-95 DATE �lLG- 33 19 FIELD SPICE SECTION A8 BUTTE COUNTY 310ILDING DEPARTKNI WELD LIP OR E AB6—G2 1 , AH—C2 � a — WELD LIP>--l—T7—J AB6—G2 a , COLD FORMED SHOP SPLICE NOTE: 1. ALL FILLET WELDS SHOWN ABOVE ARE A66 -G1. 2. WHEN WELDING PRE -PAINTED STEEL, REMOVE PAINT FROM .WELD AREA BEFORE WELDING. STANDARD WELDS COLD FORMED ENDWALL RAFTERS r AMERICAN BUILDINGS COMPANY 8 PACE 9-95 DATE C1rLc - 3q AMERICAN BUILDINGS COMPANY STANDARD WELDS 9 BACK TO BACK AND TOE TO TOE PACE COLD FORMED WELDING PROCEDURE 9-95 DATE TYPICAL STIFFENER WELDING DETAIL 10 �PER AWS D1.1 PAGE SECTION 8.8.7 9-95 AMERICAN BUILDINGS COMPANY DACE Get-�-3b WPS AB4-F1 WPS AB3-F1 (B) FLANGE TO SUBMERGED ARC (A) FLANGE, STIFFENER, WEB FILLET WELD SIZE tf —FLANGE If or tP tw — WEB PLATE THICKNESS 3/16" 1/4" 5/16" 3/8" 7/16" 1/2" tw or t 1/8" 1/8" 1/8" 3/16" 3/16" <3/16' 3/16" 1/4" 5/16" 3/8" 1 7/16" 1/2" 3/4" > 1" < 1/4" 1/8" 1/8" 1/8" 3/16" 3/16" 3/16" 3/16" 1/4" 1/4" 5/16" — 1/2" 1/8" 3/16" 3/16" 3/16" 3/16" 3/16" 3/16" 1/4" 5/16" >1/2 — 3/4" 1/8 3/16' 1/4" 1/4" 1/4" 1/4" 1/4" 1/4" 5/16" >3/4 — 1" 1/8" 3/16" 1/4" 5/16" 1 5/16" 5/16" 5/16" 5/16" 5/16" >1" — 1 1/2' 1/8" 3/16" 1/4" 1 5/16". 5/16" 1 5/16" 1 5/16" 5/16" 5/16" WPS AB3-F1 (B) FLANGE TO SUBMERGED ARC WEB WELD FILLET WELD SIZE "SAW' WEB PROCESS tf —FLANGE <3/16" tw — WEB PLATE THICKNESS 3/16" 1/4" 5/16" 3/8" 7/16" 1/2" 21/2" < 1/4" 1/8" 1/8" 1/8" 3/16" 3/16" 3/16" 3/16" 1/4" 5/16"-1/2" 1/8" 3/16" 3/16" 3/16" 3/16" 3/16" 3/16" 1/4" >1/2-3/4" 1/8" 3/16" 1/4" 1/4" 1/4" 1/4" 1/4" 1/4" >3/4-1 1/2" 1 5/16" 5/16" 1 5/16" 5/16" 13UTTE COUNTY - - - -- - - AUILDING DEPARTMENT _e�� r AMERICAN BUILDINGS COMPANY APPROVP.D. ,. STANDARD WELD TABLES AlVIERIAN BUlLDTLl`G$--#� CoCOMPA Y i "' ';_;..._-•--�'-� 1 I _� .J M_ fir• i '�� - -- � _ •! ,, � "� • ri es moi l; f i irl: n'TMrzN! t � c ' i ` I f� � rte'—+•- .1 ; • JJAR_ `2 'J I r i Ir;r. r - r tS CIFI [ I1•r�' � : � v i `\ ^ — — 1, — — -- f ' I'7 I � �. � It �� o # I � '.^'. r�-^ •i. J '.. .l, . —'rig •i •.I4H e— - - _.--- _Bui_ Standard Specifications for American Buildings Company's June 1995 METAL BUILDING SYSTEMS CONTENTS 1. GENERAL 4.2 RigidFrame..........................................................4.2.1 SCOPE................................................................... 1.1 Intent..................................................................... 1.1.1 BoltHoles..............................................................4.2.4 Performance.......................................................... .. 1.1.2 ....................................4.3 Product Change ..................................................... 1.1.3 EaveStruts.............................................................4.3.2 BUILDING DESCRIPTION ................................ 1.2 . LRF........................................................................ 1.2. 1 Diagonal Bracing ..................................................4.4.1 RF.......................................................................... 1.2.2 LRF-M................................................................... 1.2.3 Endwall Edge Cuts ................................................5.2.10 GC......................................................................... 1.2.4 5.2.11 LT........................................................................... 1.2.5 LP2........................................................................ 1.2.6 LP2-M................................................................... 1.2.7 LP4........................................................................ 1.2.8 • LP4-M................................................................... 1.2.9 LSS........................................................................ 1.2.10 LSS-M................................................................... 1.2.11 SSF........................................................................ 1.2.12 BUILDING NOMENCLATURE .......................... 1.3 RoofSlope............................................................. 1.3.1 Width.....................................................................1.3.2 EaveHeight........................................................... 1.3.3 Length.................................................................... 1.3.4 Bay Spacing (Standard) ......................................... 1.3.5 Bay Spacing (Shadow Panel) ................................ 1.3.6 DRAWINGS AND CERTIFICATION ................. 1.4 Drawings............................................................... 1.4.1 Certifications......................................................... 1.4.2 AISC Certification ................................................ 1.4.3 2. STRUCTURAL STEEL DESIGN GENERAL............................................................ 2.1 Structural Mill Sections ......................................... 2.1.1 Cold Formed Sections ........................................... 2.1.2 DESIGN LOADS .................................................. Loading Criteria ......:............................................. 2.2 2.2.1 Most Severe Conditions ........................................ 2.2.2 Load Projections.-...-.;..-.....-.:.;; ... Z .. ............... ; .... !;..: 2.2.3. ---- _..Special Special Loads ........................................................ 2.2.4 3. BASIC MATERIAL SPECIFICATIONS PRIMARY FRAMING STEEL ............................ 3.1 Hot -Rolled Sections .............................................. 3.1.1 Built -Up Sections ..:............................................... 3.1.2 Endwall "C" Sections ........................................... 3.1.3 SECONDARY FRAMING STEEL ...................... 3.2 Rolled Formed Sections ........................................ 3.2.1 Rolled Formed Sections (Galvanized) .................. 3.2.2 ROOF AND WALL PANEL MATERIAL ............ 3.3 26 Gauge Material - Zinc -Coated (Galvanized) ... 3.3.1 24 Gauge Material - Zinc-Cbated (Galvanized) ... 3.3.2 26 Gauge Material - Aluminum -Zinc Alloy-Ccated .. 3.3.3 24 Gauge Material - Aluminum -Zinc Alloy -Coated.. 3.3.4 4. STRUCTURAL FRAMING GENERAL............................................................ 4.1 Field Bolt Assembly .............................................. 4.1.1 Shop Connections .................................................. 4.1.2 Identification Mark ................................................4.1.3 PRIMARY FRAMING ..... ..................................... 4.2 RigidFrame..........................................................4.2.1 Endwall Frames .....................................................4.2.2 Plate, Stiffeners, Etc...............................................4.2.3 BoltHoles..............................................................4.2.4 SECONDARY FRAMING ....................................4.3 Purlins and Girts ....................................................4.3.1 EaveStruts.............................................................4.3.2 BaseAngle.............................................................4.3.3 BRACING.............................................................4.4 Diagonal Bracing ..................................................4.4.1 FlangeBracing .......................................................4.4.2 Special Bracing ......................................................4.4.3 ROOF AND WALL COVERING GENERAL ................................ Wall Panels ................................ Roof Panels ...................... Liner and Soffit Panels .... Facade Fascia Panels ....... Long Span Panels ............ Architectural II Panels ..... Multi -Rib Liner Panel...... Long Span Liner Panel .... Shadow Panel ................... ............................. 5.1 ............................. 5.1.1 ............................. 5.1.2 ...................................... 5.1.3 ...................................... 5.1.4 ...................................... 5.1.5 ......................................5.1.6 ...................................... 5.1.7 ...................................... 5.1.8 ...................................... 5.1.9 Soffit -Liner Panel ..................................................5.1.10 Standing Seam Panels............................................5.1.11 Loc -Seam Panel .....................................................5.1.12 Mansard Fascia Panel ............................................5.1.13 PANEL DESCRIPTION........................................5.2 Long Span Panel....................................................5.2.1 Architectural II Panel................................:............5.2.2 Multi -Rib Panel .....................................................5.2.3 Shadow Panel .........................................................5.2.4 Soffit -Liner Panel ..................................................5.2.5 Standing Seam Panels............................................5.2.6 Loc -Seam Panel .....................................................5.2.7 Mansard Fascia Panel ............................................5.2.8 PanelLength..........................................................5.2.9 Endwall Edge Cuts ................................................5.2.10 Oilcanning.............................................................. 5.2.11 6. MISCELLANEOUS MATERIAL SPECIFICATIONS FASTENERS........................................................6.1 Structural Bolts ......................................................6.1.1 Fasteners For Roof Panels ....................................6.1.2 Fasteners For Roof Panel Side Laps ......................6.1.3 Fasteners For Roof Panels and Flashings..............6.1.4 Fasteners For Roof Panel Clips .............................6.1.5 Fasteners For Wall Panels......................................6.1.6 Fasteners For Wall Panel Side Laps ......................6.1.7 Fasteners For Shadow Panels ................................6.1.8 Blind Fasteners (Rivets) ........................................6.1.9 PANEL CLIPS.......................................................6.2 Standing Seam II Panel Clips ...............................6.2.1 Loc -Seam Panel Clips............................................6.2.2 Clef,(- - ?�l E Mansard Fascia Panel Clips ..............•................... 6.2.3 Standing Seam 360 Panel Clips ............................ 6.2.4 CLOSURES AND SEALAINTS .......................... 6.3 Closure Strips ....................................................... 6.3.1 Metal Closures...................................................... 6.3.2 Sealer. Long span and Multi -Rib Panels ............. 6.3.3 Sealer: Standing Seam and Loc -Seam Panels ...... 6.3.4 Sealer: Standing Seam and Loc -Seam Panels....... 6.3.5 Caulk..................................................................... 6.3.6 GUTTER, FLASHINGS AND DOWNSPOUTS 6.4 Gutters and Flashings ........................................... 6.4.1 Downspouts..........................................................6.4.2 7. PAINTING STRUCTURAL PAINTING ................................. 7.1 Uncoated Structural Steel ..................................... 7.1.1 Abrasions After Handling .................................... 7.1.2 LONG LIFE COATED PANELS ......................... 7.2. BaseMetal............................................................ 7.2.1 PrimeCoat............................................................7.2.2 Exterior Coat ........................................................ 7.2.3 Interior Finish ....................................................... 7.2.4 PREMIUM 70 COATED PANELS ..................... 7.3 BaseMetal............................................................ 7.3.1 PrimeCoat............................................................ 7.3.2 ExteriorCoat ........................................................ 7.3.3 Interior Finish ....................................................... 7.3.4 PREMIUM 70M COATED PANELS ................... 7.4 Base Metal ......................................... 7.4.1 PrimeCoat.............................................................7.4.2 ExteriorCoat ......................................................... 7.4.3 Interior Finish........................................................ 7.4.4 8. ACCESSORIES WINDOWS..........................................................8.1 SECTION lr GENERAL 1.1 SCOPE 1.1.1 The attached specifications cover the standard materials and components used in the design and fabrication of American Buildings Company's metal building systems. 1.1.2 These' specifications are an outline of performance to in- sure that the architect, engineer, builder and/or owner understand American basis for design, manufacture and applica- tion of all Buildings Company's metal building systems. 1.1.3 Due to a continuing program of research and development, specifications in this manual are subject to change without notice. 1.2 BUILDING DESCRIPTION 1.2.1 LRF Rigid Frame (Low Profile), Clear Span is a continu- ous frame building with a roof slope of 1:12. The primary frames have tapered columns and rafters and the continu- ous sidewall girts bypass the columns. 1.2.2 RF Rigid Frame (High Profile), Clear Span is a continuous frame building with a roof slope of 4:12. The primary frames have tapered columns and rafters and the continu- ous sidewall girls bypass the columns. 1.2.3 LRF -M Rigid Frame (Low Profile), Interior Column is a continuous frame building with a roof slope of 1:12. The primary frames have tapered columns and rafters and have one, two, three or more interior columns. Continuous side- wall gins bypass the columns. Standard Windows ................................................8.1.1 Narrow Light Windows ........................................8.1.2 PERSONNEL DOORS.........................................8.2 Standard Doors .....................................................8.2.1 Door Frames......................................................... 8.2.2 Locksets................................................................8.2.3 Panic Devices ........................................................8.2.4 Threshold..............................................................8.2.5 SLIDING DOORS................................................8.3 Double Sliding ......................................................8.3.1 OVERHEAD DOOR FRAMING ........................8.4 Support Framing ...................................................8.4.1 GRAVITY VENTILATORS.................................8.5 Ridge Ventilator ....................................................8.5.1 20" Round Ventilator ............................................8.5.2 LOUVERS............................................................8.6 Standards...............................................................6.1 SKYLIGHTS........................................................8.7 RoofPanels...........................................................3.7.1 WallPanels............................................................8.7.2 INSULATION.......................................................8.8 Standards...............................................................8.8.1 Facings..................................................................8.8.2 Thermal Blocks .....................................................8.8.3 Rigid Foam Insulation ..........................................8.8.4 ROOFCURBS......................................................8.9 Standards...............................................................8.9.1 PIPE FLASENG .................................................8.10 Standards...............................................................8.10.1 9. ERECTION AND INSTALLATION 10. BUILDING ANCHORAGE AND FOUNDATION U. WARRANTIES 1.2.4 GC Girder Column, Clear Span is a continuous flame - building with a roof slope of 1:12. The primary frames have tapered beams on uniform depth columns. The bottom flange of the tapered beam is horizontal. Simple span sidewall girts are inset into the column line. 1.2.5 LTLean-to is a single slope extension to aprimary structure which provides structural support. These units usually have the same roof slope and girt design as the building to which they are attached. 12.6 LP2 Low Profile, Clear Span is a continuous frame build- ing with a roof slope of 12:12: The primary. frames have tapered beams on uniform depth columns. The bottom flange of the tapered beam is horizontal. Simple span sidewall girts are inset into the column line. 12.7 LP2-M Low Profile, Interior Column is a continuous frame building with a roof slope of 12:12. The primary frames have tapered rafters and uniform depth columns and have one, two, three or more interior columns. Simple span sidewall gins are inset into the column line. 1.2.8 LP4 Low Profile, Clear Span is a continuous frame build- ing with a roof slope of 1/4:12. The primary frames havf uniform depth columns and tapered or uniform depth raf- ters. afters. Simple span sidewall girts are inset into the column line. Due to the lower profile, LP4 buildings require the us: of American Buildings Company's Standing Seam II Standing Seam 360 or Lcc-Seam Roof System. June 1995 G PcLL 1.2.9 LP4-M Low Profile, Interior Column is a continuous frame 1.4.2 Certifications: Standard drawings and design analysis shall building with a roof slope of 1/4:12. The primary frames have tapered rafters on uniform depth columns and have bear the seal of a registered professional engineer upon one, two, three or more interior columns. Simple span request. Design analysis shall be on file and furnished by American Buildings Company upon request. sidewall girts are inset into the column line. Due to the lower profile, LP4-M buildings require the use of Ameri- 1.4.3 AISC Certification, Category MB: All American Build - can Buildings Company's Standing Seam II, Standing ings Company's building systems shall be en gineered and Seam 360, or Loc -Seam Roof System. fabricated to meet the AISC certification standard for Cate - 1.2.10 LSS Low Profile, Single Slope is a continuous frame, clear gory MB. span building with a roof slope of 1/4:12. The primary frames have tapered columns and rafters and the continu- SECTION 2: STRUCTURAL STEEL DESIGN ous sidewall girls bypass the columns. Due to the low profile, LSS buildings require the use of the American Zl GENERAL , Buildings Company's Standing Seam II, Standing Seam 2.1.1 All structural mill sections or welded built-up plate sec - 360, or Loc -Seam Roof System. tions shall be designed in accordance with the AISC 1.2.11 LSS-M Low Profile, Single Slope, Interior Column is a "Specification for Structural Steel Buildings", Allowable continuous frame building with a roof slope of 1/4:12. The Stress Design and Plastic Design, June 1, 1989. primary frames have tapered columns and rafters and have 2.1.2 All Cold -Formed steel structural members shall be de - one, two, three or more interior columns. Continuous side- signed in accordance with the AISI "Specification for the wall gins bypass the columns. Due to the low profile, Design of Cold -Formed Steel Structural Members," 1986 LSS-M buildings require the use of American Buildings edition with 1989 Addendum. Company's Standing SeamII, Standing Seam 360, or Loc- Seam Roof System 2.2 DESIGN LOADS 1.2.12 SSingle Slope, Inset Giro is a continuous frame, clear span building with a roof slope of 1/4:12. The primary 2'2'1 The design loads for the building shall be, in addition to their own dead load, the live, wind, snow and seismic loads • frames have uniform depth columns and uniform depth or required of the following as specified: tapered rafters. Simple span sidewall gins are inset into the (a) Standard Building Code, by the Southern Building column line. Due to the low profile, SSF buildings require Code Congress International, Inc. the use of American Buildings Company's Standing Seam II, Standing Seam 360, or Loc -Seam Roof System. (b) The BOCA National Building Code, by the Building Officials and Code Administrators, Inc. 1.3.1 Roof Slope (c) Uniform Building Code, by the International Con - a) 1" of rise for each 12" of horizontal run (LRF, ference of Building Officials. - LRF -M, GC). (d) National Building Code of Canada, by the National b) 4" of rise for each 12" of horizontal run (RF). Research Council of Canada. c) 1/2" of rise for each 12" of horizontal run (L.P2, (e) Low Rise Building Systems Manual, by the Metal Building Manufacturers Association. L P2- K. d) 1/4" of rise for each 12" of horizontal run (LP4, 2.2.2 The building components shall be designed to meet the LP4-M, LSS, LSS-M, SSF). most severe conditions of load combinations set by the specified building code, but in no case be less than that 1.3.2 Building '"Width" is measured from outside to outside of produced by the following load combinations: sidewall girls. (a) Building dead load plus roof live load (or snow) 1.3.3 Building "Save Height" is a nominal dimension measured from the bottom of the base plate on the column to the (b) Building dead load plus wind load • intersection of the roof and sidewall sheets. (c) Building dead load plus wind load plus one-half roof 1.3.4 Building "Length" is measured from outside to outside of snow load --- ==- endwall giro.- =--..:: =---- -- _ _�= —_---- ----- (d) -Building dead load plus roof snow load plus one-half 1.35 Standard May Spacing" shall be 20', 25' or 30' between wind load frame centerlines (except at end bays) unless otherwise 2.2.3 Roof live and snow loads shall be applied on the horizontal specified, for buildings with Architectural (A2P) or Long roof projection. Wind loads shall be assumed to act hori- Span (LSP) wall panels. zontally and shall be applied as pressure and suction 1.3.6 Standard "Bay Spacing" shall be 20', 24', or 28' between Perpendicular to the building surfaces. frame centerlines (except at end bays) for buildings with 2.2.4 Where local jurisdiction dictates, designs based on other Shadow Panel (HFP) walls. than above listed loads, combinations of loads, or method 1.4 DRAWINGS AND CERTUiCATION of load application may be obtained upon request. 1.4.1 Drawings: American Buildings Company shall furnish complete erection drawings for the proper identification SECTION 3• BASIC MATERIAL and assembly of all building components. These drawings SPECIFICATIONS will show anchor bolt settings, transverse cross sections, sidewall, endwall and roof framing, flashing and sheeting, 3,1 MUMAgy FRAMING STEEL and accessory installation details. 3.1.1 Steel for hot -rolled structural sections shall conform to the requirements of AST i1d specification A 36. June 1995 f<?" C Prtf,-- Li 1 3.1.2 Steel for all built-up sections shall meet as applicable the physical and chemical properties of: 4.2.4 Bolt Holes, etc.: All base plates and flanges shall be shot fabricated to include bolt connection holes. Webs shall be a) ASTM A 572 modified to 55,000 psi minimum yield shop fabricated to include cable brace or rod brace hole: and 70,000 psi minimum tensile strength, or ASTM A and flange brace holes. 607, Grade 55, or ASTM A 570, Grade 55 or 43 SECONDARY FRAMING b) ASTM A 572, Grade 50 or ASTM A 607, Grade 50 or ASTM A 570, Grade 50. 4.3.1 Purlins and Girts: Purlins and gins shall be cold -formed. "Z" "C" "C" or sections with stiffened flanges. They shall be 3.1.3 Steel for all endwall sections shall meet the physical pre -punched at the factory to provide for field bolting to and chemical proper -des of ASTM A 570, Grade 55. the primary framing. They shall be simple or continuous 3.2 SECONDARY FRAMING STEEL span as required by design. 3.2.1 Steel used to form purlins, gins, eave struts and "C" sec- 4.3.2 Eave Struts: Eave Struts shall be unequal flange, cold - formed "C" sections. tions shall meet the physical and chemical properties of ASTM A 570, Grade 55. 4.3.3 Base Angie: A base member will be supplied by which the 3.2.2 Steel used to form zinc-coated(galvanized) purlins and base of the wall covering may be attached to the perimeter giro shall meet the physical and chemical properties of of the slab. This member shall be secured to the concrete slab with concrete anchors as shown on the drawings. ASTM A 663, Grade 80 and G 90 Coating designation as described in ASTM A924. 4.4 BRACING 33 ROOF AND WALL PANEL MATERIAL 4.4.1 Diagonal Bracing: Diagonal bracing in the roof and side- Exterior panels shall conform to one of the following: wall shall be used to remove longitudinal loads (wind, crane, etc.) from the structure. This bracing will be fur - 3.3.1 Panel material as specified shall be 26 gauge zinc -coated nished to length and equipped with bevel washers and nuts • (galvanized) steel, coating designation G 90, conforming at each end. It may consist of rods threaded each end or to the requirements of ASTM A 653, Grade 80. Minimum galvanized cable with suitable threaded end anchors. yield strength shall be 80,000 psi. 4.4.2 Flange Braces: The compression flange of all primary 3.3.2 Panel material as specified shall be 24 gauge zinc -coated framing shall be braced laterally with angles connecting to (galvanized) steel, conforming to the requirement of the webs of purlins or girls so that the flange compressive ASTM A 653, Grade 80. Minimum yield strength shall be stress is within allowable limits for any combination of 80,000 psi. loadings. 3.3.3- Panel material as specified shall be 26 gauge aluminum- 4.4.3 Special Bracing: When diagonal bracing is not permitted zinc alloy -coated steel, conforming to the requirements of in the sidewall, a rigid frame type portal, fixed base col - ASTM A 792. Minimum yield strength shall be 80,000 psi. umns, or wall diaphragm must be used. Wind bracing in 3.3.4 Panel material ass specified shall be 24 pe gauge aluminum- the roof and/or walls need not be furnished where it can be shown that the diaphragm strength of the roof and/or zinc alloy -coated steel, conforming to the requirements of ASTM A 792. Minimum yield strength shall be 50,000 psi. wall covering is adequate to resist the applied wind forces. SECTION 5: ROOF AND WALL COVERING SECTION 4: STRUCTURAL FRAMING 5.1 GENERAL 5.1.1 Wall paneis shall be either American Buildings Company's 4.1 GENERAL Long Span Panel (LSP), Architectural II Panel (A2P) or Shadow Panel (HFP). 4.1.1 All framing members shall be shop fabricated for field bolted assembly. The surfaces of the bolted connections 5.1.2 Roof panels shall be either American Buildings Company's shall be smooth and free from burrs or distortions. Long Span Panel (LSP), Standing Seam_II. Panel (UP), - 4.1.2 All shop connections shall be in accordance with the Standing Seam 360 Panel (S3P) or Loc -Seam Panel American Welding Society Code for Building Construc- (LOC). tion. Certification of welder qualification will be furnished 5.1.3 Liner and soffit panels shall be either American Buildings when required and specified. Company's Multi -Rib Panel (MRP), Long Span Panel 4.1.3 All framing members where necessary shall carry an easily (LSP), Architectural II Panel (A2P), or Soffit -Liner Panel (SLP)' visible identifying mark. 4.2 PRIMARY FRAMING 5.1.4 Facade fascia panels shall be either American Buildings Company's Long span panel (LSP), Architectural II Panel 4.2.1 Rigid Frame: All rigid frames shall be welded, built-up "I" (A.2P), Shadow Panel (HFP), or Mansard Fascia Panel sections. The columns and the rafters may be either uni- (h'FP)• form depth or tapered., 5.1.5 American Buildings Company's Long Span (LSP) roof 4.2.2 Endwall Frames: All endwall roof beams and endwall and wall panels as specified shall be 26 or 24 gauge steel. columns shall be cold -formed "C" sections, mill -rolled The panel exterior finish shall be either AZ55 aluminum - sections, or built-up "I" sections as required by design. zinc alloy -coated, pre -painted G 90 zinc -coated (galvanized), 4.2.3 Plates, Stiffeners, etc.: All base plates, splice plates, cap plates, and stiffeners shall be factory welded into place on or pre -painted AZ50 aluminum -zinc alloy -coated. Pre -fin - fished panels shall have American Buildings Company's the structural members. Long Life Finish or Premium 70 (Kynar 5001 Finish. An f June 1995 embossed finish is available as an option on Premium 70 Panel design produces a decorative smooth shadow -line walls. with semi -concealed fasteners. Architectural panels shall 5.1.6 American Buildings Company's Architectural II (A2P) provide a 36" net coverage in width. wall panels as specified shall be 26 gauge steel. The panel 5.2.3 American Buildings Company's Multi -Rib Panel (MRP) exterior finish shall be either pre -painted G90 zinc -coated shall have a configuration consisting of ribs 3/4" deep. (galvanized) or pre -painted AZ50 aluminum -zinc alloy- Major corrugations shall be spaced 6" on center. Each coated. Panels shall have American Buildings Company's panel shall provide 36" net coverage. Long Life Finish or Premium 70 (Kynar 500®) Finish. An 5.2.4 American Buildings Company's Shadow Panel (HFP) embossed finish is available as an option on Premium 70 shall have a configuration 16" wide and 3" dee with a walls' center rib 6" wide and 1-12" deep. The panel design 5.1.7 American Buildings Company's Multi -Rib (MRP) liner produces a completely hidden fastener panel. Net cover - panels as specified shall be 29 gauge (nominal), pre- age of each panel is 16". , painted G 40 zinc -coated (galvanized) steel or 26 gauge perforated steel. Both shall have American Buildings Com- 5.2.5 American Buildings Company's Soffit/Liner Panel (SLP) pany's Reflective White Long Life Finish. shall have a configuration consisting of 1" interlocking g ribs. The interlocking ribs are designed to conceal the panel 5.1.8 American Buildings Company's Long Span (LSP) liner fasteners. The Soffit/Liner Panel shall provide a net cover - panels as specified shall be. 29 gauge (nominal), pre- age of either 12" or 16". painted G 40 zinc -coated (galvanized) steel or 26 gauge perforated steel. Both shall have American Buildings Com- 5.2.6 American Buildings Company's Standing Seam II (S2P) pany's Reflective White Long Life Finish. and Standing Seam 360 (S3P) Roof Panel shall have a configuration consisting of 2" high (3" including seam) by 5.1.9 American Buildings Company's Shadow Panels (BFP) 4-3/4" wide rib, spaced on 24" centers. Panels shall be shall be embossed 24 gauge steel. The panel exterior finish joined at the side laps with an interlocking seam standing shall be either pre -painted G 90 zinc -coated (galvanized) 1" above the major rib. Each panel shall provide 24" net or pre -painted AZ50 aluminum -zinc alloy -coated. Panels coverage in width. The female panel seam shall have • shall have American Buildings Company's Premium 70 factory applied sealant. (Kynar 500®) Finish. 52.7 American Buildings Company's Loc -Seam Panel (LOC) 5.1.10 American Buildings Company's Soffit -Liner Panels (SLP) shall have a configuration 16" or 12" wide with 2" high as specified shall be 26 gauge steel. The panel exterior vertical male and female ribs. The female seam shall have finish shall be either pre -painted G 90 zinc -coated (galva- factory applied sealant. The panel seam shall be mechani- nized) or pre -painted AZ50 aluminum -zinc alloy -coated. cally interlocked by a specially designed electric seaming Panels shall have American Buildings Company's Reflec- machine. tive White Long Life Finish. 5.2.8 American Buildings Company's Mansard Fascia Panel 5.1.11 American Buildings Company's Standing Seam II (S2P) (MFP) shall have a flat surface with a male and female and Standing Seam 360 (S3P) Roof Panels as specified interlocking 1" seam. Panels shall have a 10 3/16" or 17 shall be 24 gauge steel. The panel exterior finish shall be 3/16" nominal coverage. A solid 3/8" minimum plywood either AZ55 aluminum -zinc alloy -coated, pre -painted G 90 decking or equivalent with a minimum 3:12 slope is re - zinc -coated (galvanized) or pre -painted AZ50 aluminum- qui, zinc alloy -coated. Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 500') Finish. 5.2.9 Panel Length: All wall panels shall be continuous from sill to roof line and all roof panels shall be continuous from 5.1.12 American Buildings Company's Loc -Seam Panels (LOC) eave to ridge except where lengths become prohibitive for as specified shall be 24 gauge steel. The panel exterior handling purposes. Roof panel end laps shall be a mini - finish shall be either AZ55 aluminum -zinc alloy -coated, mum 6" for Standing Seam and Loc -Seam panels and a pre -painted G 90 zinc -coated (galvanized) or pre -painted minimum 4" for Long Span panels. Wall panel end laps • AZ50 aluminum -zinc alloy -coated. Pre -painted panels shall be a minimum 3". shall have American Buildings Company's Premium 70 (Kynar 500 Finish. 5.2.10 Endwall Edge Cuts: All endwall panels for buildings with _.__ ____ ______ 1:12. or. less. roof slope_ shall be. square. cut. All endwall 5.1.13 American Buildings Company's Mansard Fascia Panels panels for buildings with 4:12 slope shall be bevel cut. (MFP) as specified shall be 26 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated 5.2.11 A certain amount of waviness called "oilcanning" may (galvanized) or pre -painted AZ50 aluminum -zinc alloy- exist in the flat portion of the panel. Minor waviness of the panel is not sufficient cause for rejection. Oilcanning does coated. Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 500 0) Finish. not affect the structural integrity of the panel. 5.2 PANELDESCRIPTION SECTION 6: MISCELLANEOUS MATERIAL 5.2.1 American Buildings Company's Long Span Panel (LSP) SPECIFICATIONS shall have major ribs 1-3/16" high, spaced 12" on center. In the flat area between the major ribs are two smaller ribs. 6.1 FASTENERS Each panel shall provide 36" net coverage in width. All roof panel side laps shall be at least one major rib and shall 6.1.1 Structural Bolts: All bolts used in primary splices and have a purlin bearing leg on the bottom section of the lap. secondary framing connections shall be ASTM A 307 or ASTM A 325 as required by design. 5.2.2 American Buildings Company's Architectural II Panel 6.1.2 Fasteners for Roof Panels: All roof panels shall be attached (A2P) shall have a configuration consisting of ribs 1-3/16" to the secondary framing members by the following: deep. Major corrugations shall be spaced 12" on center. ® June 1995 (a) Premium roof fasteners shall be No. 12-14 x 1 1/4" or No. 14-14 x 1" self -drilling carbon steel -screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -finished or warranted roofs. (b) Standard roof fasteners shall be No. 12-14 x 1 1/4" or No. 14-14 x 1 " self -drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.3 Fasteners for roof panel side laps and flashing connections: Long Span Panel roof panel side laps and flashing connec- tions shall be stitched by the following: (a) Premium roof fasteners shall be No. 14-14 x 3/4", Type "AB", self -tapping carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -finished or warranted roofs. (b) Standard roof fasteners shall be No. 14-14 x 3/4" self -tapping carbon steel screws with an integral hex • washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc Coy -coated roofs only. 6.1.4 Fasteners for roof panel to flashing connections: Loc -Seam and Standing Seam roof systems shall be the following: (a) Premium roof fasteners shall be No. 14-14 x 1" self - drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -finished or warranted roofs. (b) Standard roof fasteners shall be No. 14-14 x 1" self - drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.. Fasteners for the Roof Panel Clips: All Standing Seam and _ Loc -Seam Panel clips shall be attached to the purlins by the following: (a) Self -drilling screws for attaching fixed panel clips and expansion clips shall be carbon steel No. 12-14 x 1-1/4" hex -head, cadmium or zinc plated. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. (b) Self -drilling screws for attaching expansion clips on bar joists shall be carbon steel No. 12-24 x 1-1/4" Tek 4 or No. 12-24 x 1 1/2" Tek 5 hex -head cadmium or zinc plated. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. ' 6.1.6 Fasteners for wall Panels and Liner Panels: All Long Span, Architectural or Multi -Rib Panels shall be attached to the secondary framing members by means of self-driKing carbon steel screws, No. 12-14 x 1-1/4" hex washer head, cadmium or zinc plated, assembled with a 0.040" minimum thickness nylon isolation washer. The fasteners shall be color coordinated with a premium coating system which protects against corrosion and weathering. The fasteners are applicable for use with fiberglass blanket insulation up to 4" in thickness. 6.1.7 Fasteners for Wall Panel Side laps and Liner Panel Side laps: All Long Span, Architectural or Multi -Rib Panel side laps shall be stitched by means of self -tapping carbon steel screws, No. 14-14 x 3/4" Type "A" or "AB", cadmium or zinc plated, assembled with a 0.040" minimum thickness nylon isolation washer. The fasteners shall be color coor- dinated with a premium coating system which protects against corrosion and weathering. 6.1.8 Fasteners for Shadow Panels: These fasteners shall be carbon steel. yellow chromate over zinc plate finish, No. 12-14 x 1" self -drilling hex -head screws with a special 1/2" x 1" rectangular locking nuts. 6.1.9 Blind Fasteners: All blind fasteners shall be 1/8" diameter, high strength 6052 painted aluminum rivets as manufac- tured by USM POP or equal. 6.2 PANEL CLIPS 6.2.1 Panel clips for the Standing Seam Roof Panel shall be one of the following: (a) Fixed panel clips shall be a nominal 31/8" or 41/8" (for thermal blocks) in heights and 3" in width. Clips shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C. Panel clips shall have a fluorocarbon coating for corrosion resistance. (b) Expansion clips (SSEC series) shall be of a two part assembly. The clip portion shall be a nominal 3 1/8" or 4 1/8" (for thermal blocks) in height. The clip portion shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C. The clip portion shall have a fluorocarbon coating for corrosion resistance. The base portion of the clip shall be die formed 18 gauge zinc -coated (galvanized) steel. Total expansion capability of the clip assembly shall be 1 1/4". (c) Expansion clips (SSPC series) for bar joist purlins shall be of a two part assembly. The clip portion shall be 2 1/2" wide. The clip portion shall be die formed SAE 1050 high. carbon spring steel and heat treated to Rockwell 45C to 50C. The clip portion shall have a fluorocarbon coating for corrosion resistance. The base portion of the clip shall be 2 1/4" or 3 1/4" (for thermal- blocks) hermalblocks) in height. The base shall be die formed from 12 gauge painted steel. Total expansion capability of the clip assembly shall be 2 1/2". 6.2.2 Panel clips (LSEC series) for the Loc -Seam Panel shall be of a two part assembly.. The clip portion shall be a nominal 2 3/8" or 3 1/8" (for thermal blocks) in height and 3" in width. The clip portion shall be die formed from 24 gauge aluminum coated steel. The base shall be die formed from 18 gauge zinc -coated (galvanized) steel. Total expansion capability of the clip shall be 1 1/4". 6.2.3 Panel clips (MFPC series) for the Mansard Fascia Panel shall be a nominal 1" in height and 11/2" in width. The clip shall be die formed from 26 gauge zinc -coated (galva- nized) or aluminum -zinc alloy -coated steel. flip" June 1995 C )nVL f_ H 9 W 6.2.4 The Standing Seam 360 clip is a two part assembly. The clip portion is die formed .026 thick aluminum coated steel. The base shall be die formed 12 gauge painted material 2 1/4" or 3 1/4" (for thermal blocks) high and 4 3/4" long. The expansion capability is 1 1/2". 63 CLOSURES AND SEALANTS 6.3.1 Closures Strips: The corrugations of the roof and wall panels shall be filled with preformed closed cell non - shrinking, laminated polyethylene closures along the eave, ridge and rake when required for weather rightness. 6.3.2 Metal Closures: The corrugations and pan area of the Standing Seam II and Standing Seam 360 Roof Panel shall be filled with formed metal closures.The closures shall be formed from 20 gauge steel to the shape of the configura- tion.The closure exterior finish shall be AZ55 aluminum -zinc alloy -coated, or pre -painted AZ55 alumi- num -zinc alloy -coated. 6.3.3 Sealer. Long Span Panel roof side laps and end laps shall be sealed with a mastic sealer 3/16" diameter for roof slops of 1:12 or greater, and 12" x 1/8" tape for roof slopes of 12:12 or less. The material shall be a butyl base elastic compound with a minimum solid content of 99%, Sika SikaTape TC -95 or equal. The sealer shall have good •adhesion to metal and be non -staining, non -corrosive, non - shrinking, non -oxidizing, non-toxic, and non-volatile. The service temperature shall be from -60°F to +212° F. The material shall meet or surpass the requirements of Federal Specification TT -C -1796A, Type II, Class B and NAAMM SS -1C-68. 6.3.4 Sealer. American Buildings Company's Standing Seam and Loc -Seam Roof Panels side laps shall have factory applied mastic, Sika SikaCaulk 537 or equal. Its composi- tion shall be 91% solids by weight. Service temperature range shall be -60°F to +250°F. The material shall meet or surpass the requirements of Federal Specification Tr -C - 1796A, Type I, Class A. 6.3.5 Sealer. All American Buildings Company's Standing Seam and Loc -Seam Roof end laps, ridges and eave closures shall be sealed with tape mastic, Sika SikaTape TC -65 or equal. The material shall be non -staining, non -corrosive, non-toxic, and non-volatile. Composition shall be 100% solid ethylene propylene copolymer tape. Service tempera- ture shall be from -60°F to +212°F. The material shall meet •or surpass the requirements of Federal Specification TT -C - 1796A, Type IL Class B. 6.3.6 Caulk: All gutter and downspout joints, rake flashing laps, ridge flashing laps, doors,"windows, and louvers shall be sealed with white or bronze pigmented polyurethane caulk, Bostik Chem -Calk 915 or equal. It shall meet of exceed the requirements of Federal specification TT -S -00230C, Type A. -6.4 GUTTER, FLASHING AND DOWNSPOUT 6.4.1 Gutters and Flashings: All standard exterior gutters are 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum - zinc alloy -coated steel with a pre -painted finish in White or Burnished Slate. Standard rake flashing is 26 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel with a pre -painted finish in Reflective White or Burnished Slate. All other flashings shall be a minimum 26 gauge steel. 6.4.2 Downspouts: All downspouts shall be 28 gauge zinc - coated (galvanized) or aluminum -zinc alloy -coated steel with color coordinated, pre -painted finish, rectangular in shape. SECTION 7: PAINTING 7.1 STRUCTURAL PAINTING 7.1.1 All uncoated structural steel and light gauge steel members shall be cleaned of all foreign matter and loose scale and given a one mil coat of American Buildings Company's red oxide -primer. Primer meets or exceeds the performance requirements of SpecificAtion SSPC 15-68T (replaces and is equivalent to Federal Specification Tr -P -636D). The primer is not intended as a finish coat. At American's option, cold -formed secondary structural framing may use pre -painted coil stock which eliminates the need for a shop coat of primer. The base metal shall be thoroughly cleaned and then treated with iron phosphate solution to enhance paint adherence before the coil is coated with a red oxide polyester paint. The dry film thickness of the paint shall be OS mil. The coating meets or exceeds the performance requirements of Specification SSPC 15-68T (replaces and is equivalent to Federal Speci- fication Tr -P -636D). The coating is not intended as a finish coat. 7.1.2 Abrasions caused by handling after painting are to ex- pected. Primer shall be furnished to touch-up these areas by the contractor performing field touch-up or field paint- ing as specified in the contract documents. 72 LONG LIFE COATING 72.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.2.2 Prime Coat: The base metal shall be pretreated and then primed with an epoxy or urethane type primer for superior adhesion and superior resistance to corrosion. The dry film thickness shall be 0.2 mils. 7.2.3 Exterior Coat: After priming, the exterior side shall be given a Long Life coating, baked in excess of 500 °F to a controlled dry film thickness of 0.7 to 0.8 mils. Excellent weatherability and resistance to coating deterioration shall beevident when subject to the following tests: TEST TEST METHOD PERFORMANCE Specular Glass_.. _ASTivf D 523_---25-35 degrees.on a std._-__- -- - --- ----- arner 60 deg. meter DryFim Hardness ASTM D 3363 Q.U.V. Weatherometer ASTM G 53 Humidity Resistance ASTM D 2247 Salt Spray Resistance ASTM B 117 Reverse Impact ASTM D 2794 Microbial Attack ASTM G 22 F -2H Passes 300 hours, No objectionable color change, chalking or blistering Passes 1CC0 hours Passes 750 hours Passes, No Removal Passes 7.2.4 Interior Finish: The interior finish shall have a parchment polyester top coat over an epoxy or urethane primer. The dry film thickness shall be 0.3 mils. ® June 1995 r" 73 PREMIUM 70 COATED PANELS 7.3.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.3.2 Prime Coat: The base metal shall be pretreated and then primed with an approved epoxy, urethane, or water base primer. The dry film thickness of the primers shall be .25 mils minimum. 7.3.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 500®(PVF2) formulation. The dry film thickness of the top coat shall be .8 mils minimum. The total dry film thickness shall be 1.05 mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: TEST TEST METHOD PERFORMANCE Specular Glass ASTM D 523 Medium Glass, 30-40 at 60 degrees Dry Film Hardness ASTM D 3363 F minimum Film Adhesion ASTM D 3359 Excellent/No Removal Direct Impact ASTM D 2794 Excellent/No Removal Reverse Impact ASTM D 2794 Excellent/No Removal • Abrasion Resistance ASTM D 968 Exceeds 65 liters Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spray Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 1000 hours Color Retention ASTM D 2244 No objectionable change. Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable change. Minimum rating of 9 Roof panels with the Premium 70 finish must have a minimum 1/2:12 roof slope to qualify for Material Warranty. 7.3.4 Interior finish: The interior finish shall have a parchment polyester top coat or backer over an epoxy, urethane, or water base prima. The dry film thickness of the backer shall be.4 mils minimum. • 7.4 PREMIUM 70M COATED PANELS 7.4.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated _ (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.4.2 Prime Coat: The base metal shall be pretreated and then primed with an approved epoxy, urethane, or water base prima. The dry film thickness of the primers shall be .4 mils minimum. 7.4.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 5000(PVF2) formulation. The dry film thickness of the top coat shall be 1.0 mils minimum. The total dry film thickness shall be 1.4 mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident whey, subject to the following tests: TEST TEST METHOD PERFORMANCE Specuilar Glass ASTM D 523 Medium Glass, 30-40 at 60 degrees Dry Film Hardness ASTM D 3363 F minimum Film Adhesion ASTM D 3359 Excellent/No Removal Direct Impact ASTM D 2794 Excellent/No Removal Reverse Impact ASTM D 2794 Excellent/No Removal Abrasion Resistance ASTM D 968 Exceeds 100 liters Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spray Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 2000 hours Color Retention ASTM D 2244 No objectionable change Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable change. Minimum Rating of 9 Roof panels with the Premium 70M finish must have a minimum 1/2:12 roof slope to quality for Material Warranty, 7.4.4 Interior Finish: The interior finish shall have a parchment polyester top coat or backer over an epoxy, urethane, or water base prima. The dry film thickness of the backer shall be .4 mils minimum. SECTION 8: ACCESSORIES U WINDOWS 8.1.1 Standard windows shall be horizontal slide units with a bronze finish, 3'4'x 3'-0" and 4'-0" x 3'-0" in Architec- tural and Long Span Panel Walls; 4'-0" x 3'-0" in Shadow Panel Walls. They shall be furnished complete with 7/16" hermetically sealed double glass, hardware, and half screen. Windows shall be self -flashing to American Build- ings Company's wall panels. They shall conform to ANSI A134.1 and shall be certified by Architectural Aluminum Manufacturers Association for high performance commer- cial construction, HS -B2 -HP. 8.1.2 Narrow Light Windows shall be wall units 1'-4" x 7'-13/4" having dark bronze aluminum fi=es 1 3/4" x 4" and 1" solar bronze annealed insulated glass. The glazing stop shall snap on using stainlesi steel spring clips. There shall be no exposed screws on the Glazing Bead. The glass shall be set against the fin using Butyl Tape and sealed on interior and exterior with silicone to insure a water -tight seal and to enable truck shipment without danger of glass slippage - &2 PERSONNEL DOORS - 8.2.1 Standard personnel doors shall be 3'-0" x 7'0" x 13/4" manufactured from 20 gauge zinc -coated (galvanized) steel. Doors shall have a textured finish and shall be painted White. Doors shall meet Federal Specification RR -D -575b and Commercial Standards CS -242-62 and PS4-66. Doors shall be one of the following: (A) Steelcraft SLT 20-4 (honey comb core) or equal. (B) Ceco Regent 20 (honey comb core) or equal. (C) Ceco Regent 20 (urethane foam core) or equal. _VP1 C 40 June 1995 I . Doors shall have square edges for non -hand installation. 2. Doors shall be flush and have vertical mechanical interlocking seams on both hinge and lock edges. 3. Doors shall be provided with top and bottom inverted 16 gauge galvanized steel channels spot welded within the door. 4. Doors "A" and "B" shall be reinforced, stiffened, and sound deadened with impregnated kraft honey comb core completely filling the inside faces of the door and laminated to the inside faces of the panels. 5. Door "C" shall be filled with a rigid urethane core foamed in place and chemically bonded to the interior. 6. Doors shall be reinforced for applicable hardware. 8.2.2 Door frames shall be 16 gauge zinc -coated (galvanized) steel, preprinted White and shall be one of the following: (A) Steelcraft MU -16 series having a jamb depth of 5-3/4" with an 18 gauge jamb retainer. (B) Ceco MBF -8 series having a jamb depth of R". • (C) Steelcraft DW -16 series having a jamb depth of 7-1/8" (for Shadow Panel wall system). 1. Door jambs shall be constructed for non -hand installation. (Exception shall be door frame "C"). 2. Door frames "A" and "C" shall have factory applied weather-stripping. 3. Door frame "B" shall have weather-stripping provided for field installation. 4. Door frames shall be provided with 4 1/2" x 4 1/2" hinges and reversible strike plate. Door frames "A" and "C" shall have hinges pre -welded to the.frame. 8.2.3 Standard locksets shall be one of the following: (A) Yale CRE 8722 mortise lockset, US26D finish, or equal. (B) PDQ SW I82PAT260 cylindrical lockset or equal. 8.2.4 Exit devices shall be one of the following: • (A) Yale 7100 Styline series rim device with a stainless steel finish. (B) Yale 2000 rim device with a SB finish. 8.2.5 Door threshold shall be aluminum, supplied with flat head -._ screws and expansion shields for attachment to masonry floor. 83 SLIDING DOORS 8.3.1 Standard double sliding door sizes shall be 12' wide by 10', 12', 14', or 16' high -as specified. All sliding doors shall be designed to withstand applicable wind loads. Doors will be shipped unassembled, complete with bottom guide, lock angles for side closure, hoods to protect the top of doors from weather, four-wheel trolleys, and galvanized track. Doors shall be supported from a structural header by 3/8" bolts on 2'-0" center. Door panels shall be the Long Span panel and the color shall be Reflective White. Each door leaf shall have two four-wheel trolleys. They shall be 21/8" in diameter and shall be formed from heavy gauge steel that has been zinc plated and chromated to resist rust. The wheels shall have hardened steel roller bearings sealed with long lasting lubricants. They shall be as manufactured by the National Manufacturing Company (No. 1050') or equal. 8.4 OVERHEAD DOOR FRAMING 8.4.1 Overhead door support framing shall be designed to resist applicable wind loads and shall consist of channel jambs with a structural header at the top of the opening, 26 gauge steel color coordinated flashings shall be provided to con- ceal panel edges at the opening unless otherwise specified. 8.5 GRAVITY VENTILATORS 8.5.1 Gravity ridge ventilators shall be manufactured from gal- vanized steel and painted white. The ventilator body shall be 24 gauge and the skirt shall be adjustable to match the roof slope. Chain operated damper will be furnished. Ven- tilators shall be equipped with standard birdscreens and riveted end caps. Ventilators shall be 10' long and have a 9" or 12" throat. 8.5.2 20" round ventilators shall be 24 gauge and shall have an adjustable base for ridge mounting or a pitched base for on -slope mounting. 8.6 LOUVERS 8.6.1 Louvers shall be manufactured from 20 gauge zinc -coated (galvanized) steel, painted white, and shall be self -framing and self -flashing. They shall be equipped with adjustable dampers unless otherwise specified. Nominal size shall be 4'-0" x T -O" for standard walls and 4'-0" x 4'-0" for Shadow Panel (HFP) walls. 8.7 SKYLIGHTS 8.7.1 Roof skylight panels shall be translucent fiberglass rein- forced panels trade in the same configuration as the metal panels. They shall be manufactured with a 2 ounce woven fiberglass cloth reinforcement in addition to random stand mat or cut glass fibers for structural strength. They shall meet or exceed applicable requirements of ASTM D 3841- 80 Type 1, and ICBO Research Report No. 1412. Material weight shall not be less than 8 ounces per square foot. Impact Test: Skylights shall resist penetration when subject to a 100 pound cylindrical weight with a 5 3/4" diameter (26 square inches) dropped from a height of 70". Flamma- bility rate of material shall be no greater than 2 Wmin when tested under ASTM D 635. Coefficient of heat transmis- sion (U -factors) shall be no greater than 0.8 BTU/Hr/Sq. ft. degree F. Available insulated skylights shall have a light _ _.. transmitting foam. sandwiched between a standard weight -.--- exterior panel and a 4 ounce nominal weight interior panel. Skylight panels shall be equivalent to STRONGLIGHT panels as manufactured by Lasco Industries, or equal. ENGINEERING PROPERTIES (STRONGLIGHT Skylight) Property Test Method Nominal Value Shear Strength ASTM D 732 11,000 psi Bearing Strength ASTM D 953 A 13,400 psi Tensile Strength ASTM D 638 19,000 psi 8.7.2 Wall sidelight panels shall be translucent fiberglass panels made in the same configuration as the wall panels. They shall meet or exceed applicable requirements of ASTM D3841-80 Type 1, and ICBO Research Report No. 1412. �0 g 0 4 ' ' .a -v.- Material weight shall not be less than.6 ounces per square foot. 8.8 INSULATION 8.8.1 Fiberglass Blanket Insulation shall have a density of 0.6 pcf and shall be available in 2", 3", 4" and 6" thicknesses. (Other roof insulation systems are available with thickness up to 12 inches). Maximum application thicknesses are as follows: Standing Seam Roof 6" over purlin with or without 8.8.2 Fiberglass Insulation Facings shall be laminated on one side with one of the facings as shown in Chart below. Facings other than those shown in the Chart below are available upon request • 8.8.3 Rigid Foam Thermal Blocks shall be cut from high density extruded polystyrene board stock, having a UL 25 flame spread rating. Thermal Blocks shall have a minimum thick- ness of 1 inch and shall be a minimum of 3 inches in width. Thermal Block material shall be Dow Styrofoam (Blue Board) or equal. 8.8.4 Foil -faced rigid insulation CMermaxo) has a glass fiber reinforced polyisocyanurate foam core. The foam core has a uniform, closed -cell structure which is resistant to the flow of heat. Aluminum foil facers laminated to each side of the product provide an effective moisture barrier. Rigid insulation products are available in thicknesses from 1/2" to 3". Rigid insulation shall be Thermax by Celotex or approved equal. FACINGS Color White Tedured White Aluminum Flame Spread* 25 25 25 Perm Rating 1.3 .02 .02 Service Temp. Min 0°F 20°F -10°F *'lite numerical flame spread rating is not intended to reflect hazards presented by this or any other material under actual fire conditions. 8.9 ROOF CURBS 8.9.1 Roof curbs shall be manufactured from minimum 18 gauge AZ55 aluminum -zinc alloy -coated steel. Curbs shall have an integral cricket type water diverter and an angle splash guard. The minimum curb height shall be 8". 8.10 PIPE FLASHING 8.10.1 Pipe flashings shall be of a one piece construction and fabricated from an EPDM membrane and shall have an aluminum base that can be field conformed to any panel configuration. Pipe flashings shall be flexible for mounting on any roof slope. Service temperature ranges shall be -30°F to +250°F. Three standard flashing sizes shall ac- commodate pipe sizes from 1/4" diameter up to 13" diameter. SECTION 9: ERECTION AND INSTALLATION June 1995 The erection of the metal building and the installation of accessories shall be performed in accordance with American Buildings Company's erection manuals and the building erection drawings. The erection shall be performed by a qualified erector using proper tools and equipment. In addition, erection practices shall conform to Section 6, Common Industry Practices found in the "Low Rise Building Systems Manual," MBMA 1986. There shall be no field modifications to primary structural members except as authorized and specified by American Buildings Company. [►1091. Mi 1012:031. - O • .V LIJUNUZZam BE • SECTION 10: BUII,DING ANCHORAGE AND FOUNDATION The building anchor bolts shall resist the maximum column reactions resulting from the specified combinations of loadings. The quantities. and diameters shall be specified by.American Buildings Company. Anchor bolt embedment designs and the anchor bolts are to be supplied by others, NOT American Buildings Company. Anchor bolt embedment and foundations shall be adequately designed by a qualified foundation engineer to support the building reactions and other loads which may be imposed by the building use. The design shall be based on the specific soil conditions of the building site. The foundation engineer shall be retained by other than American Buildings Company. American Buildings Company assumes no responsibility for the integrity of the foundation. SECTION 11: WARRANTIES American Buildings Company offers a variety of warranties for panel coatings, roof system weathertightness, purchased products, and manufactured materials. For specific warranty details and costs refer to the American Buildings Company Warranty Manual or contact American Buildings Company at 334-687-2032. Gam-: rigid foam thermal block. Loc -Seam Roof 6" over purlin with or without rigid foam thermal block. Long Span Roof 4" over purlin with an addition 2" between purlins. Long Span Wall 4" over girt Architectural II Wall 6" over girt, longer fasteners required. 8.8.2 Fiberglass Insulation Facings shall be laminated on one side with one of the facings as shown in Chart below. Facings other than those shown in the Chart below are available upon request • 8.8.3 Rigid Foam Thermal Blocks shall be cut from high density extruded polystyrene board stock, having a UL 25 flame spread rating. Thermal Blocks shall have a minimum thick- ness of 1 inch and shall be a minimum of 3 inches in width. Thermal Block material shall be Dow Styrofoam (Blue Board) or equal. 8.8.4 Foil -faced rigid insulation CMermaxo) has a glass fiber reinforced polyisocyanurate foam core. The foam core has a uniform, closed -cell structure which is resistant to the flow of heat. Aluminum foil facers laminated to each side of the product provide an effective moisture barrier. Rigid insulation products are available in thicknesses from 1/2" to 3". Rigid insulation shall be Thermax by Celotex or approved equal. FACINGS Color White Tedured White Aluminum Flame Spread* 25 25 25 Perm Rating 1.3 .02 .02 Service Temp. Min 0°F 20°F -10°F *'lite numerical flame spread rating is not intended to reflect hazards presented by this or any other material under actual fire conditions. 8.9 ROOF CURBS 8.9.1 Roof curbs shall be manufactured from minimum 18 gauge AZ55 aluminum -zinc alloy -coated steel. Curbs shall have an integral cricket type water diverter and an angle splash guard. The minimum curb height shall be 8". 8.10 PIPE FLASHING 8.10.1 Pipe flashings shall be of a one piece construction and fabricated from an EPDM membrane and shall have an aluminum base that can be field conformed to any panel configuration. Pipe flashings shall be flexible for mounting on any roof slope. Service temperature ranges shall be -30°F to +250°F. Three standard flashing sizes shall ac- commodate pipe sizes from 1/4" diameter up to 13" diameter. SECTION 9: ERECTION AND INSTALLATION June 1995 The erection of the metal building and the installation of accessories shall be performed in accordance with American Buildings Company's erection manuals and the building erection drawings. The erection shall be performed by a qualified erector using proper tools and equipment. In addition, erection practices shall conform to Section 6, Common Industry Practices found in the "Low Rise Building Systems Manual," MBMA 1986. There shall be no field modifications to primary structural members except as authorized and specified by American Buildings Company. [►1091. Mi 1012:031. - O • .V LIJUNUZZam BE • SECTION 10: BUII,DING ANCHORAGE AND FOUNDATION The building anchor bolts shall resist the maximum column reactions resulting from the specified combinations of loadings. The quantities. and diameters shall be specified by.American Buildings Company. Anchor bolt embedment designs and the anchor bolts are to be supplied by others, NOT American Buildings Company. Anchor bolt embedment and foundations shall be adequately designed by a qualified foundation engineer to support the building reactions and other loads which may be imposed by the building use. The design shall be based on the specific soil conditions of the building site. The foundation engineer shall be retained by other than American Buildings Company. American Buildings Company assumes no responsibility for the integrity of the foundation. SECTION 11: WARRANTIES American Buildings Company offers a variety of warranties for panel coatings, roof system weathertightness, purchased products, and manufactured materials. For specific warranty details and costs refer to the American Buildings Company Warranty Manual or contact American Buildings Company at 334-687-2032. Gam-: s AMERICAN BUILDINGS COMPANY State Docks Road - Eufaula, AL 36027 - (334) 687.2032 12-14 log -ox log -o :70 --Ivy. IW - ==22 A L S- /0,- 0 x 121 ti 10 IT- (I R APPROVSD Butte cruank. 6440 54!o x 45' Environmental Health E;UTT.e OOU Ty SEF� 31996 q�160, California DEPARTU#D -APPROVED Q. AX -6-,4 f;Q, r -Ir, VAI4C-kOUsr-1-rHCP AAE -A 2430 50. le -71 7T74 -L frIzc4Z A4E #09.5 sq. r -r, 9 .,N 1 1 1 � • 1 1 , 1 1 ' , 1 1 1 1 , 1 1 I \ 11 1 1 1 f 0 p ' 1 1 1 p O O p. ' 1 0 ', 0 0 ° 1 °�—,15.00 -- 1 CONST: 346 LF ' ° PROPOSED ', 6' CHAIN LINK FENCE ' ' I , SEPTIC' PI TS ' ' 1 �' 'OR GRA VEL S\TORAGE AREA \' ; 1 1 1 ° 1 30 1 ; 1 1 ° NAGE ISWALE V 9 , 1 1 ° ` 45• S 1 IIS lu,l' I \ - 79.x, Q' 1 ' \ 6 20• T P DUMPS 1 - , 'I 1 f- ' PAD '. 5 W , 1 I 1 �- 1 1 a cn Ld ' - • , , ; 1 j"• �� %[ a- _ 1 t t ' ' PROPOSED ' BUILDING o• 11 ' 4088 SQ FT ' w — APpgOVEp ' 1 , ' ''•'1 '� � 100.00 � I z EnviBun a Coun _ - - - - - _ , - -. � 1 F at C I Ip '9 I 1 I rersr - 1 1 , Is 1 ^ ' 1 6 2 PROPOSED 3 - - 4 - - -_ o 1 ' SEP -77C TAN ' ', �' �► ', CURB GREE , , D TAI R' LF PROI77 ' N SEE tA \ ' `--- ————' -�- 95. 0 --. ' 150.00' _ �--—————-——— —————— ————————— —__--— ———� TWO OAKS MA E