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069-360-007
069-360-007 PERMIT#98-1363 Bob 145 Riverview Orovill� G\ � 145 Riverview Dr., // New Single Family y1�.1\'}� 069-360-007 4"QL999 `11 MENEFEE,BOB 145 RIVERVIEW DR OVILLI OWNER �I n 4 It(1 % UPGRADE ELECT TO 400AMP 069-360-007 MENEFEE, ROBERT 145 RIVERVIEW DRIVE, OROVILLE Cont: OWNER NEW PRI SHOP/GARAGE 5(oO-007 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541 PERMIT (Rev. 12/96) APPLICATION AND PERMIT -3 ASSESSOR PARCEL NUMBER 069-360-007 ZONING - BUILDING PERMIT OWNER MENEFEE, ROBERT T 9-"3711 SQ. FT' OCC. BUILDING VALUATION . OWNERS MAIUNG ADDRESS 145 RIVERVIEW DR, OROVILLE 95966 1500 U 279000.00 C 7, 800.00 CONTRACTOR'S NAME OWNER TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ 34.8 0.00 ARCHITECT OR ENGINEER LICENSE NO. Flin Fee $ 20.00 Permit Fee $ 317.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 206.09 BUILDING ADDRESS 145 RIVERVIEW DR OROVILLE 95966 Energy Plan Checking Fee $ $ PERMIT FEE $ 3.05 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE 3.33 AC SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 00 Solar or heat pump water heater 1 23.00 Water piping 11 15.00 15.00 Each as water heater or vent 15.00, TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other)Q Describe Work: SHOP Gas piping system 1 - 5 outlets 15.00 Building sewer 1 15.00 15.00 Mobile Home S G W 920.00 PERMIT FEE S 64.00 ELECTRICAL PERMIT Fling Fee 20.00 R LESS Main Service 200A OR LESS 23.00 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 isIn II force and effect. i- / License Class Lic. No. [Q �y ��� 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 Main Service 200A TO 1000A 46.00NEW CONST. DWELLING OCCURs0 OR ADDNS. & ACC. BLDS. 3.52FT. 52.50 RESIT. MULTI..R.0 @7,50 POWER APPARATUS a SINGLE OUTLET cIR. 20 Ex. Occup. OUTLET OR FD(TUREs BAS @'; 0 OR Ex. Occup. D� °S ga16.) E,, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 72.50 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: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation one hundred dollars ($100) or less.) Ge 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 fort h complyw4h1hose pro iisions. X l/ Date9 a- Signature of Applicant - w r ontractor ❑ Agent An OSHA permit is required for excavations over 60" deep d_AiLmolition or construction of structures over 3 stories in het ht. 5 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE S Mobile Home Installation Fee $ Energy Inspection Fee $ occ UVN CONST. TYPE OTAL FEE $ 679.55 "�z. D. F IM% ✓ FLooD cD/ ✓ PARCEL �/ PD HD suE 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. ByA&X0?;yn1'e Daate o PERMIT EXPIRES ON fe Receipt No. g � 6 - 4_ WHITE-D.D.S.-B.D. CANAR A SSOR PINK -INS OR GOLDENROD -APPLICANT OF COUNTY OF BUTTE -DEPARTMENT G,DEUg�_OPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: a ZZX_ ASSESSOR PARCEL NUMBER3 - V l d /�, Proposed Building Use: � Counter Technician: !!! Date: / /a/3 Items required in order to apply fora lYermit. All boxes MUST be checked OR marked NA in order to apply. 1.. Plot plans, 3 or 4 sets, signedky the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4 ❑ 4. Engineered truss details and layouts in duplicate. No faxes! • ❑ 5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. 7.. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The.permit will be indexed and returned to the plan review line-up when required items are received. Date Received ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... �CL10. L er of intent for non-residential buildings...............................................Q )6 1 tached Accessory Building Form filled out by the owner ............................ O2. Hazardous Material Form............................................................................... ❑ 13. Other LI -M R aining items needed to issue the permit. (May require additional plan review upon receipt of the fo lowing items.) _. ' 4. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... d3 �v z 15. Statement of Intent for Non -heated and A/C Buildings ................................... . ....... Sanitation and plot plan approval from the Environmental Health Department in 17 City of Chico Plumbing permit ..................................................... 8. California Department of Forestry plan approval l paid. Sent. by: ? 03 19. Planning approval for (A) Use: �>K (B)Parking: (C) Parcel Check: ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... % id 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occ en -031 ,�_ . ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ 26. Letter of Signature authorization.................................................................... ❑ 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 39!0Gr6nt Deed, ❑ M.H. T'tle/Statement f Facts, ❑Letter from Legal Owner, ❑Check to H.C.D. $ 1. Other: l n — on riap 5 0-hYe i Ssua�ntie, When issued Telephone S - 5 / and hold for pickup. I have been informed of the above items and requirements'for obtaining a building permit. Applicant: Date: ' G3 1. Index permit application for the above items numbered: 2. Additional items required 3�ontractor, designer, owner was advised cf the above data.by CV phone, ❑ mail, ❑ counter, by Contractor, design w� as advised of the �a�b+ove data b hone, ❑ mail, ❑ counter, by Plans reviewed by: " • ' Date:_RTS ' (S (7 Plans approved by: Structural reviewed by: Date: Structural approved by: Note transfer by: Date: Yellow AuildinQ Divicinn Plan Check Letter ate: -7.0-3 _Date: Ds ate: Date: d 4fi E.H. USE GAILY $ic¢ Plan Anechad c/ Flow Man Aeucl:ad Seal ta S.D. 'rte% TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance D 30 6e,,.e 7 - Owner Owner Location AP# Plan Approved for: Sewage Disposal ✓ /Water Supply: Public Private We I Clearance for dwelling. Other 6,r 64) 7'11 A,c�i4T ,e�t� Hold final for: Final clearance O.K. for: NOTE: n --'% Environmental Heal 8/96 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT -SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES OWNER v� YU=e8l A.P. # U % PROPROSED BUILDING USE n2 DATE o� RECEIPT # DATE REC. 1. BUILDING PERMIT FEES [ o --- Balance Due ..................... $ T 1 3 • --- Additional Fees Due........... $ --- Revised Plan Checking Fee.... $ 2. SCHOOL DISTRICT FEES (paid at School District Office) (form available after Plan Check) 3. SHERIFF FEES (paid at Building Division) Residential............ X $360.00 =$ Units Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit)..... X = $ # Units Amt. Commercial (Sq. Ftg.).... X = $ 5. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK FEE $89.00 (paid at Building Division) 8. WATER TENDER FEES BATTALION # $200.00 (paid. at Building Division) 9.. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X = $ Zone # Units Amt. Commercial (sq. ftg.) ......... X = $ Sq. Ftg. Amt. 10. OTHER 3K3ao �.3 At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed durin he plan c king process. APPLICANT DATE-�-Q� Pursuant to Government Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 2/2003) COb1NTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION A.— 3 7 County Center Drive - Oroville, California 95985 • Telephone (530) 538-754 PERW Nc ' - APPLICATION AND PERMIT �."-r� zc►+n+o BUILDING PERMIT �ACroR• w.us T uuuao ADDRESS urnDH u'1mER 05m Koan+c ADDREIM :14rtECT DR E"33m H1 :10ECT DR ENOMEUM M"JM ADDRESS K51NG ADDRESS _ lJ T ►ro. SUBDIV00" NAJAF USEOFSTRUCTURE )j Duplex 0 MobgBhome ❑' Other TYPE OF WORK !_na ❑ Addition ❑ Remodel ❑ Laffias ❑ InstaOatian ❑ Other` $ascribe Work: FI, tr7; X J D F32S i✓ 3,33 �r.�lrwtit�- �bt�►1 � Slk)k S7 o 44hc,:r 4 1 1.1 w4d, N4a�no' M SO. FT. OCC. BUILDING VALUATION r a? Oa e) Total Valuation S 3 00 Firma Fee 5 2D.00 Permit Fee Plan Cher -kin Fee Energy Plan Checking Fee S 5 PERMIT FEE s 3 0 PLUMBING PERMIT Filing Fee 20.00 . _-..-....--.._.._.—.. -...------ Each Trap --- 7:00 Solar or heat pump water heater 23.0D Water piping i 5.D0 IS, 0 v Each gas water heater or vent 15.D0 Gas piping system' 1 - 5 outlets 15.00 Builcling sewer 15. D D I j, Q Moble Home I S 1 G W1 @20.00 I PERMIT FEE I t G q/• O 0 ELECTRICAL PERMIT I I Firq,g Feel 20.00 Main Service ( 2m. To 1— ) 1 1 45.0D .5D oun.er OR FOCIVRI e E,L Oeeu .rumD wrPv�s. on S.DD Dvr�s ro. EA. Temporary Service 23.D0 Moble Home Facilities 20.00 Mise. Wirino 23. D0 { PERMIT FEE I S %at -S U - MECHANICAL PERMIT I Firing Fee 1 2D.DD s.5D PERMIT FEE S Nbble Home Installation Fee Energy Inspection Fee S =C CONST TYPE TO AL FEE % 1 &Z. ]W—OM RLODD I CDF GEL 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 bean paid. cry' By PERMIT EXPIRES ON Date 40.1oi Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX DETACHED ACCESSORY BUILDING OWNER'S STATEMENT OF USE Plan review will not be started until this form is completed, signed by the property owner, and returned to the Butte County Building Division. Attached Accessory Buildings and Additions will be checked for residential use. Exception: Garages and Carports. Owner: o ��G�� Phone: Mailing Address Site Address: ,. 5 Assessor's Parcel Number: c>/e9 -c22 7 Zone: AZI Please answer questions 1-16, and explain any yes answers for questions 2-14 in the space provided on page 2 of this form. GENERAL INFORMATION: t . . 1. Is there a primary dwelling on the property? Yes (No ❑ 2. Is the structure already built, under construction, or under notice of code violation? Yes [I No 3. Will items produced in this building be offered for sale? Yes ❑ No 4. Will the public have access to this building? Yes ❑ No (� 5. Will any advertising, on or off site, be associated with the use of this building? Yes E]No r SITE CONDITIONS: 6. Is the structure foundation within 5' of septic tank or 10' of leach lines? 7. Is any portion of the structure located closer chart 20' to your front property line? Yes ❑ No Yes 0 �Io r� S. Do you plan to add a driveway or modify existing access to a county maintained road? Yes 9. Will the proposed structure encroach within any recorded easement? Yes No CONSTRUCTION FEATURES: 10. Will this building have insulated floor, walls, or ceiling? Yes ff No ❑ 11. Will this building be heated or cooled? Yes ❑ No 12. Will this building have a water closet/toilet? 13. -Will this building have a sink? Yeso ❑ Yes No ❑ 14. Will this building have a water heater? Yes ❑ No / 15. What type of floor covering Hill the building have? 16. What type of wall covering will the building have? - ZJZlwe OVER 1 of 2 PROPOSED USE: (check only one box) 1. ❑ Residential Storage Shed — I will be storing in this building and it will not used for any other purpose (no bathroom and no heating or cooling). 2. rivate Garage:— "A building or a portion of a building not more that 1,000 square feet (3,000 by exception) in area in which only motor vehicles used by tenants of the building or buildings on the premises are stored or kept" A garage door is required. 3. ❑ Residential Carport — A covered structure intended for parking of vehicles. Two or more sides must be endmlv open. 4. rKResidential Occupancy — Structures meant to be occupied, as opposed to a storage shed, garage, or carport. Iff you checked ##4, please check the uses below which best fit this building. ❑ GuestHouse ❑ Pool House_ ❑ Studio Apartment ❑ In-law quarters ❑ Recreation Room ❑ Game Room ❑ Study ❑ Library ❑ Bonus Room ❑ Playroom ❑ Den ❑ Studio ❑ Artist Studio ❑ Hobby Room ❑ Craft Room ❑ Sewing Room ❑ Canning Kitchen ❑ Mugis Room ElFamily Room ElSun Room ❑ Private Office kshop I ❑ Home Occupancy Z ❑ Other — Use = 1. Describe type urworhhop Istust be approved by the Butte Cauray Plarning Division Explanations: This area is for explanation of any "yes" answers on questions 2-14. Please indicate the question Additional Information: Plan review will not be started until this form is completed and received. A Plans Examiner will contact the owner with specific requirements per the use indicated. I hearby arm under penalty of perjury that the above information is true and correct. I understand affirm that any changes to the use, or character of use, of this building will require permits from the permitting authority. I understand that Real Estate Disclosure laws require dys osure of this information if or when the property is offered for sale. . Owner's Name: Please Print Owner's Signature: Date: 2 of 2 C\'RANDALL ENGINEERING 4958 Ponderosa Way P.O. Box 124 Midpines, CA 95345 Phone: (209 )966-4844 Fax: (209)966 -4744 ri to k.L'>.G-Tl coll l ✓ 12TL� SHEET OF •- JOB NO: •©���( DATE: tof �h 00010 Lip .ch -tom"! `Y BUTTEOUIN UILDING DEPAMITI ENT 'p. -�-,oma- �� �� �s � �--► ,X=-/4i�5 100% STRESS LEVEL 1 + MANUFACTURER: Butler Manufacturing , BUILDING NO: D-03-021444 BUILDING LINES: Lines 2-3 @ A CLIENT: NVBS 1 • _ . LOCATION: Butte Co., CA ` REACTIONS: j 100% STRESS LEVEL H LINE A V H V DL 0.25 1.14 CL 0.26 1.08 LL 1.03 4.32 WLL -3.00 ' 01 -3.59 WLR 1.34 -1.42 IP ` IS 1.0 KSF �. EQ -0.57 -0.61 SLL 20* PER FOOT IN EXCESS OF 1' SLR - EWP 1.45 -1.63 EWS -0.53 -3.38 CR1 20 KSI - PD 0.00 -0.46 100% STRESS LEVEL ,. MAXIMUM 1.54 6.54 0.00. 0.00 MINIMUM 0.25 0.68 0.00 0.00' 133% STRESS LEVEL MAXIMUM 1.96 1.61' 0.00 '0.00' MINIMUM -2.75 i -2.45 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: ` SOIL: BASE BEARING CAP: 1.0 KSF �. WIDTH INCREASE: 0% PER FOOT IN EXCESS OF 1' - DEPTH INCREASE: 20* PER FOOT IN EXCESS OF 1' - CONCRETE: F'c = 2.5 KSI @ 28 DAYS s ' WT = 0.15 KCF - REINFORCING: i Fs = 20 KSI - DESIGN CONSTANTS: I N= 10 k J= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) RF1 y SLAB: SLAB THICKNESS: T = a INCHES SLAB REINFORCING: wwM @ 6 IN. O.C. As = 0.028 SQ. IN. / FT. WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = 133% x Fs x As x T/2 x J/12 = SLAB WT = 0.050 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / W - EFFECTIVE SLAB WEIGHT = WIDTH x Wt = NALL hKIMETEK FVOTING7 THICKENED SLAB U' �j': 12 , 'INS '` t .d — " aP12.k,, c t' �� r��,� k FORCING r TOP. y�=' .x #4-i r TOTAL OF � i '1 j kyr 4. BOTTOM: #4" TOTAL OF 0.112 K- FT 2.12 FT 0.106 K /LF Y, SQ'IN !'%'-'- , +� k ~ BOTAs'__ 0:2 ^..T SQ" -IN . COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: FOOTING WT = Wf = 0.150 KLF SLAB WT = Ws = 0.106 KLF TOTAL WT = Wf + Ws = 0.256 PERIMETER Mr = 133% x Fs x TOP As x ( d - 2") x j / 12 = 4.00 K -FT\• EFFECTIVE PERIMETER L = SQRT ( 2 x Mr / WT) = 5.59 FT FOR 2 -SIDES - TOTAL WT = 2 x L x TOTAL WT = 2.86 K WEIGHT: FOOTING 1.58 K SLAB AT FOOTING = 0.32 OVERBURDEN @ 120 PCF = 0.00 PERIMETER FOOTING AND SLAB = 2.86 TOTAL DEAD WEIGHT = 4.75 K UPLIFT: SIDE 100% 133% FGOVERNfl / LEFT 0 -2.451 2.45 RIGHT 0 0 0 BEARING: AREA= 7.00 SQ. FT. INCREASE IN BEARING FOR WIDTH = 0% INCREASE IN BEARING FOR DEPTH = 0% c ALLOWABLE SOIL PRESSURE = 1.00 KSF @100% 1.33 KSF @ '133% LOADS: SIDE 100% 133% SP 100% SP @ 133% LEFT 6.54 1.61 0.93 KSF 0.23 KSF OK�-r-1 RIGHT 0 0 0.00 KSF 0.00 KSF sOK x#SOK @ LT - .,"r� , r , OK @ LT - OK(a)RT RF2 b-7' 4,.28 :SIN o ' .isr d—" -18 k IN' L = 3fi° IN:-- s— 0'''-� IN ` t— ; , 0, INS;. �'"' �. i Vic, "' .,. r� ,y, ., � ��°'C ..'4 ''� t:.,_h ti �,,,�« ti � °'RE NFORCING:G ° TOP `REINFORCING-g' .. #4,*rTOTAL OF 3`4 TOPAs , k,•k 060 „ . � ha. S_ —t _ _ " BOTTOM: , ". #4' ._ :4 TOTAL OF 3 , _ BOT As 0.60 _ ,; SQ IN - WEIGHT: FOOTING 1.58 K SLAB AT FOOTING = 0.32 OVERBURDEN @ 120 PCF = 0.00 PERIMETER FOOTING AND SLAB = 2.86 TOTAL DEAD WEIGHT = 4.75 K UPLIFT: SIDE 100% 133% FGOVERNfl / LEFT 0 -2.451 2.45 RIGHT 0 0 0 BEARING: AREA= 7.00 SQ. FT. INCREASE IN BEARING FOR WIDTH = 0% INCREASE IN BEARING FOR DEPTH = 0% c ALLOWABLE SOIL PRESSURE = 1.00 KSF @100% 1.33 KSF @ '133% LOADS: SIDE 100% 133% SP 100% SP @ 133% LEFT 6.54 1.61 0.93 KSF 0.23 KSF OK�-r-1 RIGHT 0 0 0.00 KSF 0.00 KSF sOK x#SOK @ LT - .,"r� , r , OK @ LT - OK(a)RT RF2 q, BENDING STRESSES IN CONCRETE AND REINFORCING: HAIRPIN CANTILEVER FOOTING LENGTH = U2 = 1.50 FT POSITIVE MOMENT = SP x W x 1-112/2 = 2.45 K -FT @ 100% P = 0.14% K = 0.1690 J= 0.9437 fs = 3.5 KSI FS = 20 F I!::_ fc = 59 PSI Pc = 1125 l' NEGATIVE MOMENT DUE TO PERMITER FTG = 2.15 K -FT MOMENT DUE TO FOOTING WT = 0.59 K -FT TOTAL NEG. MOMENT = 2.74 K -FT P = 0.14% K = 0.1690 J = 0.9437 fs = 3.9 KSI FS = 20 I QK�. fc = 65 PSI fc = 1125 OKE f ANGLE AT TO SIDEWALL = 45 DEG TENSION TO SLAB: SIDE 100% 133% GOVERNS LEFT 1.54 1.96 1.54 RIGHT 0 0 0.00 REQ'D As = 0.11 SQ IN TOTAL = 0.05 SQ IN/LEG STEEL: #4 TOTAL OF 1 —> As = 0.20 ' ,'OKt ✓ . REQ'D SPREAD FOR SLAB TO TIE FRAMES = 2.8 FEET TOTAL REQUIRED HAIRPIN LENGTH = 3.89 FEET RF3 Q -pt l� ANCHOR BOLT STRENGTH DESIGN CALCULATION PER UBC 1923.3 Fc = 2500 PSI LAMBDA= 1.0 (NORMAL WT CONCRETE) PHI = 0.65 Fs = 60 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS Y DEAD LOAD + LIVE LOAD FACTOR <=1.7X2=� 3.4 DEAD LOAD + WIND LOAD : FACTOR <_ .75 X 1.4 X 2 = 2.1 y DIAMETER t �� INCHESurMklu *: v c FULLAREA =,�0 785 SQ IN (USED FOR CONCRETE STRENGTH)-,,� } ' ROOT�AREA-�0.5511SQ INA(USEyDFORSTEEL'{S,TRENGTH)' � � ��� p��{T•�5 r�m 4� '�,� r �-� �,,,. :,p,- 4 `� � _ $..,6,m.y. �. NO!,BOLTS � i ROWS OF BOLTS 4 t TOlAL� a -. _t $:..c ' .3'"f.S i'✓_b�w�,".�s?���..45�.t. �Cf n'� a .. �, � .h. k :. '�c.E-*iG- . a..� t. '"a'� s,. y ;�;',� � .iii ',�!=���,3,.. STEEL: Ps = 29.8, K / BOLT = 119.0 KIPS TOTAL Vs = 24.8 K / BOLT = 99.2 CONCRETE: , As = 670.5 For edge distance >= Embedmerit ; At = PITCH x GAGE= 16.0 - SQ IN PHI x PC= " 63.1 KIPS LOADING COMBINATI, PHI x Vc = 20.4 KIPS/BOLT = 40.8 KIPS TOTAL LEFT SIDE MAXIMUM AT 100% MAX TENSION = o. oo KIPS X LF = 0.00 OKE MAX SHEAR = - -o. io KIPS X LF = -0.32 OK .COMBINED CONCRETE = 0.00 COMBINED STEEL = 0.00 OK, LEFT SIDE MAXIMUM AT 133% MAX TENSION = 2.45 KIPS LF = KE 5.15VO MAX SHEAR = 2.75 KIPS X LF = 5.78 OK -} COMBINED CONCRETE = COMBINED STEEL 0.04. OK+ = 0.01- OK:. BRACE BAY AT 133% MAX TENSION = 3.50 KIPS X LF =r 7.35 I OK MAX SHEAR = 6.30 KIPS X LF = 13.23 OK';. COMBINED CONCRETE = 0.18 COMBINED STEEL = 0.02 OK- .: 19 -Apr -03 ` 12:48 AM y- RF4 Crandall Engineering SHEET: of P.O. BOX 124 MIDPINES, CA 95345 JOB NO: STEEL BUILDING FOUNDATION DESIGN - POST & BEAM ENDWALL MANUFACTURER: BUTLER MANUFACTURING CO. BUILDING NO: D03-021444 BUILDING GRID: Line 1 CLIENT: NVBS LOCATION: BUTTE CO, CA REACTIONS FROM BUILDING MANUFACTURER 100% STRESS LEVEL CORNER MAX: 1.17 4.40 1.0 KSF WIDTH INSCREASE: MIN: 0.18 0.77 CONCRETE: F'c = 2.5 KSI @ 28 DAYS INTERIOR KCF REINFORCING: Fs = 20 KSI DESIGN CONSTA N= 10 MAX: J= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) 0.00 0.00 MIN: 0.00 0.00 133% STRESS LEVEL CORNER MAX: 1.00 1.05 MIN: -1.47 -2.08 INTERIOR MAX: 0.00 0.00 MIN: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.0 KSF WIDTH INSCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE: F'c = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTA N= 10 J= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.00 EW1 SLAB: SLAB THICKNESS: T = - 4 INCHES SLAB REINFORCING: wwM SPACING 6 IN. O.C. As = 0.028 SQ. IN. WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = 133% x Fs x As x T/2 x J/12 = 0.112 K- FT SLAB W 0.050 KSF EFFECTIVE SLAB WIDTH = SQRT( 2 x Mr / WT) 2.12 FT EFFECTIVE SLAB WEIGHT = WIDTH x Wt = 0.106 K /LF - S ENDWALL FOOTING "� _%i`}ani; i;n' _ ''$ `e''� ,, �.�•L'`' F°,[;,�t ts'�L ss�rs S K a Y d u7 i{ �Y t�ya1n , .+�xi.;,� �b�"�'�iz SIN".r Ax�,� °� �dy�3, •iap3� �IN�� Vs �r y �;a�r7f'i,+++ K `. , , a�as�.,a7ffs .�(.7'� ani' �g4,rS, g` S"'. ,..4 Tk :•r; u ' REINFORCING ! TOP #4 �TOTAL,OF � ?TOP AsZ1,0 20 SATIN r `6OTTOM 4 . °TOTALOF„ �. i dOTfAs "'020`�`'SQ;IN UPLIFT: COMBINED WEIGHT OF PERMITER AND,SLAB TO RESIST UPLIFT. FOOTING WT = Wf 0.225 KLF SLAB WT.= Ws = 0.106 KLF TOTAL WT = Wf + W, 0.331 ENDWALL Mr = 133% x FsxTOP Asx(d-2")xj/12=r 6.40 K-FT EFFECTIVE ENDWALL L = SQRT (2 x Mr / WT) _ ., 6.22 FT FOR 2-SIDES - TOTAL WT = 2 x L x TOTAL WT = 4.12 �K 100% .133% GOVERNS CORNEROAO -2.081 2 08r .OK•` INTERIOR 0.00 0.00 0.00. ��OK, BEARING: SOIL PRESSURE INCREASE FOR WIDTH = 0% INCREASE FOR DEPTH = 0%. s ALLOWABLE = 1:00 'KSF @100% OR 1.33 KSF @ 133% EFFECTIVE LENGTH OF FOOTING FROM POST BASE 100% STRESS LEVEL Mr = BOTTOM As x Fs x j x (D-3")/12 = 4.50 K-FT W = SP x B/12 = 1.00 KLF L= SQRT (2 x Mr / W) _ 3.00 FT EACH SIDE - MAX VERTICAL LOAD = 2 x L x W= 6.00 K 133% STRESS LEVEL Mr = 1.33 x BOTTOM As x Fs x j x.(D-3")/12 = 6.00 K-FT W = 1.3333 x SP x B/12 = - 1.33 KLF L= SQRT (2 x Mr / W) _ ' 3.00 FT EACH SIDE MAX VERTICAL LOAD = 2 x L x W = • 8.00 K ' 100% 133% GOVERNS. ✓. CORNER 4.40 1.051 4.40 10K., INTERIOR 0.00 0 000OK v TIES TO SLAB 100% 133% GOVERNS H @CORNERS - 1.171 1.001 1.17 @ 100% FOR 90° CORNER BAR REQUIRED As = 0.059 SQ. IN.�FOR #4 TOTAL OF i -> As = 0.20OK �- 100% 133% GOVERNS _ -Z @ INTERIOR 0.00 0.00 0.00 @ 133% FOR 450 HAIRPIN REQUI A — 0 SQ. IN. FOR #4 T L OF i As 0.20 ~ ' REQ'D SPREAD FOR SLABS EL = 0.0 FEET '' ,, ENGINEERED TO LAST DESIGN AND VAHRICATION Butler Manufacturing Company 7440 Doe .Avenue BUTLER P.O. Box 1590 ® Visalia, CA 93279-1590 (559) 651-5369 March 10, 2003 Andy Wood 30x7Ox14 LRFD 1:12 North Valley Building Systems Bob Menefee Chico, CA Oroville, CA BMC No. 04-021444 To Whom It May Concern: Please accept this letter as our certification that the Butler Mfg. Co. (an AISC Class MB Certified Fabricator) components of the subject building, when ordered in accordance with Butler standards, will be designed in accordance with the 1989 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986 Edition of the MBMA Low Rise Building Systems Manual. These loads have been defined by the builder in the order documents. Loads applied to the subject building will be in accordance with the 1997 edition of the Uniform Building Code. The subject building will be designed to carry a basic roof live load of 20 pounds per square foot and a collateral load of 3.0 pounds per square foot, in addition to the dead load of the structure. Components are designed for reduced roof live loads in accordance with Section 1607.5 and1607.6 of the Uniform Building Code. Roof live load for each component is based on the following schedule: Tributary Loaded Area (Sq. Ft.) Design Live Load (p.s.f.) 0 to 200 20 psf 200 to 600 16 psf Greater than 600 12 psf The building will be designed for a basic wind speed of 80 M.P.H., exposure factor `B", with an Importance Factor of 1.0. Applied in accordance with Chapter 16 -Division III of the Uniform Building Code. The building will be designed as "Open/Enclosed" for wind design. The building will be designed for Seismic Zone 3 in accordance with Chapter 16 -Division IV of the Uniform Building Code with an Importance Factor of 1.0. The soil profile type is SD. Load combinations will be in accordance with Section 1612.3.2 of the Uniform Building Code. The Butler Components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements without exceeding the allowable working stress. The design of this building for wind loads assumes that doors not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they are installed. This certification does not cover field modifications or design of materials not furnished by Butler Manufacturing Company. Components for the building will be produced in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Galesburg, IL, Laurinburg, NC, San Marcos, TX, and Visalia, CA. All listed facilities are Category MB certified by the American Institute of Steel Construction. O3-/95 j BUILD"ING 0 7'r an "111 mENT 0 V E� s/z L/o Co dially your QROFESS/pN R. Hamid R. AzaE Design Engin l N0. C64515 rn * Exp.6-30-03 sT civil_ �TFOF CAL�F�� .)c7ie-.;Er 3 3C CUSTOMER: Bob Menefee LOCATION: Oroville, CA BUILDER: North Valley Bldg Sys. / BUILDING SIZE UNIT 1: 30X70X14 LRF 1:12 BMC ORDER NO.: 04-021444 DESIGNER: Hamid Azarbin DATE: 3/10/03 TABLE OF CONTENTS FRAME DESIGN: F1 FRAME CONNECTIONS: Si d+ UNIT 1 DESIGN CRITERIA: D1 SPECIFICATIONS: 1 ROOF SECONDARIES: 5 SIDEWALL SECONDARIES: 15 ENDWALL STRUCTURALS: 19 LONGITUDINAL BRACING: 23 WALL PANEL: 25 ROOF PANEL: 26 FRAME DESIGN: F1 FRAME CONNECTIONS: Si d+ DATE: 03/07/03 D E S I G N C R I T E R I A R E P O R T PD120ODDC TIME: 06:37 PM PAGE.D 1 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) LSW: TAPERED RSW: TAPERED LSW: ------------------------------------------------------------------------------------------------------------------------------------ HORIZONTAL RSW: HORIZONTAL LSW: B" RSW: 8" LSW: 8" RSW: 8" --------------------------------------------------------------------- 1. DESIGN SPECIFICATIONS 1.1 All structural mill sections or welded -up plate sections are designed in accordance with the 1989 edition of the AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. 1.2 All cold -formed structural members are designed in accordance with the 1986 edition of the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. 1.3 All welding shall be done in accordance with the AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 2. MATERIAL SPECIFICATIONS (Minimum Fy and Fu in ksi) Built-up Sections matl <=1" thick and <=12" wide .. Fy = 55. Built-up Sections matl >1" thick or >12" wide .. Fy = 50. Wide flange Sections (unless noted) ............... Fy = 36. Cold -formed Members up to .120 thickness .......... Fy = 60. over .120 thickness .......... Fy = 55. Galvanized Material .......... Fy = 42. Brace Rods up to 3/4" diameter .................... Fu = 80. over 3/4" diameter .................... Fu = 70. Roof Cover BRII 28 Gage ................... Fy = 80. Wall Cover SHWAL 26 Gage Fy = 50. Wall Cover OPEN --------------------------------------------------------------------- --------------------------------------------------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: The 1997 edition of the "Uniform Building Code" by the International Conference of Building Officials (ICBO). 3.2 DESIGN LOADS Terrain Cat/Wind Exp B Dead Load 2.2 + Frame Weight Roof Live Load 20 psf Exposure of Roof Partial Exposed Rf Thermal Condition Normal Collateral Load 3.00 psf Wind Speed 80 mph Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor 1.000 Seismic Importance Factor 1.000 Min County Ground Snow 0 psf Building Use Category 4 (GENERAL USE) .P.- 0 : 0 DATE: 03/07/03 D E S I G N C R I T E R I A R E P O R T PD1200DDC TIME: 06:37 PM PAGE D 2 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # .03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) ------------------------------------------------------------------------------------------------------------------------------------ LSW: TAPERED RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW: 8" LSW: 8" RSW: 8" ---------------------------------------------------------------------------------------------------------------------------------- ACTUAL_DESIGN LOADS LIVE LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 20.0 psf FRAMES: 1, 2 20.0 psf FEW 20.0 psf BAYS: 1, 2, 3 20.0 psf REW COLLATERAL LOAD INTERMEDIATE FRAME 3.00 psf FRAMES: 1, 2 WIND SPEED INTERMEDIATE FRAME 80.00 mph FRAMES: 1,.2 ENDWALL STRUCTURALS 3.00 psf FEW 3.00 psf REW ENDWALL SIDEWALL. STRUCTURALS STRUCTURALS 80.00. mph FEW 80.00 mph RSW 80.00 mph REW 80.00 mph LSW ROOF STRUCTURALS 3.00 psf BAYS: 1, 2, 3 BRACING ROOF STRUCTURALS 80 mph 80.00 mph BAYS: 1, 2, 3 WIND COEFFICIENT (* INDICATES OVERRIDE) PRESSURE SUCTION UPLIFT All girts 0.900 -0.900 Roof Structurals -1.000 Bracing 0.800 -0.500 -----------------------------------------------------------------------------------------------------------------------------.------ DATE: 03/07/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 06:37 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 1 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ 1 DESCRIPTION 1.1 GENERAL The primary structural system consists of rigid frames designed.as clear span or with interior columns as a modular rigid frame. The end frames consist of H -Section beams and H or C Section posts arranged as described below. Purlins and eave struts spanning between the frames support the roof panels. The wall panels span from the base to the eave and may be supported at the intermediate points by girts spanning.between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted - splices. For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.3 END FRAMES Endwall framing has two options: (1) H -Section roof beams and Light gage "C" Section posts or H -Section posts designed as a pinned frame. Lateral support is provided by cross bracing in the plane of the endwall or in the roof. Endwall roof beams and H -Section posts are welded members using 55 ksi steel for flanges and webs. "C" Section posts may be single or double 12" members fabricated from 60 ksi minimum yield material. (2) H -Section roof beams and posts designed as a modular rigid frame. Lateral support is provided by frame action and bracing in the plane of the endwall where required. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and eave struts cold -formed from 60 ksi minimum yield material. Purlins and girts are Z-shaped members and eave struts are C-shaped. 2 DESIGN SPECIFICATIONS All structural mill sections or welded -up plate sections are designed in accordance with the AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. All cold -formed structural members are designed in accordance with the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. DATE: 03/07/03 TIME: 06:37 PM D E S I G N D A T A R E P O R T 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PD1200DSN PAGE 2 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 3 METHOD OF ANALYSIS 3.1 RIGID FRAMES The rigid frame is designed using the stiffness analysis method. The frame is designed with pinned connections at the column bases. Modular frames with interior columns are designed with pinned connections at the column top. The indeterminate reaction analysis for this frame uses the energy method considering bending only. To account for the changing sections of the frame, summations are obtained by dividing the frame into a number of individual sections and adding the frame coefficients of these sections. 3.2 ENDWALL FRAMING Endwall framing has two options. Option 1 is a Pinned Endwall consisting of H -Section roofbeams designed as simple or continuous supported by endwall posts designed as pinned end members. Option 2 is a Rigid Endwall consisting of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing. g of 3.2.1 Pinned Endwall Option 3.2.1.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by wind load from the tributary wall area and the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area. All roof and wall loads will be considered uniformly distributed. Endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional- flexuraly buckling by the panels and girts. Girt locations will be considered inner and outer flange brace points. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.1.2 Endwall Roof Beams Endwall roof beams will be designed as simple span or continuous members depending on post arrangement. Eave connections will be considered to provide pinned end support as will the ridge connection when a post is situated under the ridge. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area. The endwall panel weight (1.1 psf x eave height) will be deducted from the applied uplift load. Purlins will brace the top flange and flange braces dill brace the bottom flange of roof beams. Allowable moment capacity will be computed in accordance with the AISI Specification. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.2 Rigid Endwall Option The.rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof beams with bolted splices. The minimum yield of the steel used for flanges and webs is 55 ksi. Endwall posts are designed as pinned end members (simple span) to resist the moment and shear caused by the wind load on the endwall and axial loa¢ caused by the vertical forces from the roof. Some frames will also be designed with rod bracing attached at the base and top of the endwall post to act in conjunction with'the rigid frame action of the frame to resist the force caused by the wind load on the sidewalls. A DATE: 03/07/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 06:37 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 3 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 . BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ 3.3 SECONDARY FRAMING 3.3.1 Purlins, Eave Struts, And Girts Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams. All members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall area. The girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall area. All loads are assumed uniformly distributed, but tapered and concentrated loads can be input and considered in the design. The section is optimized for either allowable forces, moments, or live load deflection in accordance with the above listed specifications and procedures. 3.3.2 Roof Panels Panels will be designed as'continuous span members. All live or snow loads and wind pressure or suction are assumed uniformly.distributed. 3.3.3 Wall Panels Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the above specifications and procedures. 3.4 WIND BRACING The standard wind bracing is provided by using brace rods. Alternate wall bracing can be provided by using portal frames, wind posts, or panel diaphragms. Brace rods will be designed as tension members in accordance with the applicable provisions of RISC. Rods 0.75 inch in diameter and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0.75 inch in diameter will have a minimum 70 ksi ultimate tensile strength. Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by eave height and wind loading. A 0 DATE: 03/07/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 06:37 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 4 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) • (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ 3.4.1 Roof And Sidewall Bracing The standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in the roof and "X" diagonal rod members in the wall. The rod loads are computed by summing the windward and leeward endwall post reactions which act between the ridge of the building and the strut whose load the brace rod is transferring down the roof. If more than one braced bay exists, it is assumed that the accumulated wind load is distributed equally to each braced bay. Hence the sum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The braced bay sidewall reactions are the horizontal and vertical resolution of the load in the sidewall rods. 3.4.2 Endwall Bracing The endwall bracing for the Pinned Endwall will be designed as the lateral support system of the frame. Endwall bracing for the Rigid Endwall will be designed to act in conjunction with the rigid frame action of the frame to resist the forces caused by the wind load on the sidewalls. DATE: 03/07/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 06:37 PM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 5 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ COMBINATIONS BAY SPAN LOAD UNIFORM LOADS +------------------------------+-----------------------------------------+ NUMBER WIDTH DL CLL LL WPRESS WSUCT +----------------------------------------------------------+ EW REAR EW 1 24.50 1.99 1.2 3.0 20.0 0.0 0.0 2 23.00 1.99 1.2 3.0 20.0 0.0 0.0 3 21.50 1.99 1.2 3.0 20.0 0.0 19.3 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +-----------------------------=---------------------------------------------------------------------------------+ 1 NO BRACES FOR THIS BAY 2 NO BRACES FOR THIS BAY 3 NO BRACES FOR THIS BAY NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + CLL + LL -0.02 0.07 -0.02 -0.07 2 DL + WL (S) 0.00 0.00 0.01 0.05 DATE: 03/07/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 06:37 PM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 6 ------------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION* LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32. 20 PSF 80 MPH UBC 97 1.000:12 ------------------------- ---------------------------------------------------------------------------------------------------------- SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +------------------------------ ----------------------------------------------------------------------------------+ 1 0540505 299-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 2 0540505 275-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 3 0540505 263-4 8.00 0.096 0.066 60.00 3.50 0.31 1.38 1.61 15.98 2.94 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.7 10.3 0.064 1 12.2 48.3 132.6 0.00 35.60 0.364 1 12.2 0.1 48.3 0.132 1 0.9 45.6 2 23.0 -0.6 10.3 0.060 1 11.5 42.6 132.6 0.00 35.60 0.321 1 11.5 0.1 42.6 0.103 1 0.9 45.8 3 21.5 -0.6 1.6 0.367 * 1 10.7 37.2 132.6 0.00 27.10 0.280 1 10.7 -0.1 .37.2 0.079 1 0.9 26.5 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 03/07/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 06:37 PM 1--02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 7 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS +------------------------------+-----------------------------------------+ NUMBER WIDTH DL CLL LL WPRESS WSUCT +----------------------------------------------------------+ FRONT EW REAR EW 1 24.50 1.99 1.2 3.0 20.0 0.0 0.0 2 23.00 1.99 1.2 3.0. 20.0 0.0. 0.0 3 21.50 1.99 1.2 3.0 20.0 0.0 19.3 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +------------------------------------------- BAY LOCATION/ NUMBER POSITION +-----------------=---------------------------------------------------------------------------------------------+ 1 NO BRACES FOR THIS BAY 2 NO BRACES FOR THIS BAY 3 NO BRACES FOR THIS BAY NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO. DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + CLL + LL -0.02 0.07 -0.02 -0.07 2 DL + WL (S) 0.00 0.00 0.01 0.05 DATE: 03/07/03 D E S I G N D A T A R E P O R T PD120ODSN TIME:- 06:37 PM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 8 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) ------------------------------------------------------------+ 1 0540505 299-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15:98 2.94 2 0540505 275-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 3 0540505 263-4 8.00 0.096 0.066 60.00 3.50 0.31 1.38 1.61 15.98 2.94 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY ----------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC . ACTVC ACTMC CSRC LD ACT ALLOW ---------------------------------------------+ 1 0.0 0.7 10.3 0.064 1 12.2 48.3 132.6 0.00 35.60 0.364 1 12.2 0.1 48.3 0.132 1 0.9 45.6. 2 23.0 -0.6 10.3 0.060 1 11.5 42.6 132.6 0.00 35.60 0.321 1 11.5 0.1 42.6 0.103 1 2.5 45.8 3 21.5 -0.6 1.6 0.367 1 10.7 37.2 132.6 0.00 27.10 0.280 1 10.7 -0.1 37.2 0.079. 1 0.9 26.5 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 03/07/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 06:37 PM ------------------------------------------------------------------------------------------------------------------------------------ 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 9 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) +----------------_---------------------------------------------------------------------+ SPAN LOAD PERIMETER BAY SPAN LOAD EW WIDTH UNIFORM LOADS WPRESS LAP PURLIN NUMBER NO WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE +-------------------------------------------------------------------------------------+ 11.1 2 23.00 4.49 1.2 3.0 20.0 0.0 11.1 3 1 24.50 5.00 1.2 3.0 20.0 0.0 10.0 1.00 CONTINUOUS 2 23.00 5.00 1.2 3.0 20.0 0.0 10.0 2.00 2.00 CONTINUOUS 3 21.50 5.00 1.2 3.0 20.0 0.0 10.0 1.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +------------------------------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER EW WIDTH DL CLL LL WPRESS WSUCT +------------------------------------------------------------+ MOMENT NO DESCRIPTION (K) (IN -K) (K) 1 24.50 4.49 1.2 3.0 20.0 0.0 11.1 2 23.00 4.49 1.2 3.0 20.0 0.0 11.1 3 21.50 4.49 1.2 3.0 20.0 0.0 11.1 PURLIN BRACE LOCATIONS +-------------------------------------------------------------------------------- BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 NO BRACES FOR THIS BAY 2 NO BRACES FOR THIS BAY 3 NO BRACES FOR THIS BAY NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-------------------------=---------------+ 1 DL + CLL + LL -0.06 0.18 -0.06 -0.18 2 DL + WL (S) 0.02 -0.06 0.02 0.06 DATE: 03/07/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: ------------------------------------------------------------------------------------------------------------------------------------ 06:37 PM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 10 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-.7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +---------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +------------------------------------------------------------------------------- 1 0530924 323-4 8.00 0.067 0.066 60.00 2.63 0.25 1.06 1.00 9.76 1.98 2 0530924 299-4 8.00 0.067 0.061 60.00 2.63 0.25 1.06 1.00 9.76 1.98 3 0530924 287-4 8.00 0.067 0.061 60.00 2.63 0.25 1.06 1.00 9.76 1.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +---------------------------------------------------------------------------------------------------------------------------•-------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 23.5 .-1.7 3.4 0.498 1 9.8 72.3 77.1 0.00 12.30 0.937 1 23.5 -1.7 -66.6 0.994 1 3.8 2 2.0 1.3 3.4 0.367 1 2.0 -54.8 77.1 0.00 13.20 0.710 1 2.0 1.3 -54.8 0.639 1 14.1 3 1.0 1.5 3.4 0.434 1 13.4 54.9 77.1 0.00 . 14.00 0.712 1 1.0 1.5 -50.4 0.614 1 5.4 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 03/07/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 06:37 PM ------------------------------------------------------------------------------------------------------------------------------------ 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 11 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX -.NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 DESIGN DATA SUMMARY - WEB CRIPPLING +-------------------------------------------------------------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +----------�- ----------------------------------------------------------------------- 1 S 1.2 CLIP 1 -0.1 77.1 1.20 CLIP 1 1 E 3.3 4.8 0.692 1 -87.7 154.3 3.30 4.80 0.933 1 2 S 3.3 4.8 0.692 1 -87.8 154.3 3.30 4.80 0.933 1 2 E 3.0 4.8 0.618 1 -68.9 154.3 3.00 4.80 0.792 1 3 S 3.0 4.8 0.618 1 -68.8 154.3 3.00 4.80 0.792 1 3 E -1.1 CLIP 1 -0.1 77.1 -1.10 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT. (IN -KIPS) DATE: 03/07/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 06:37 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 12 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) +-------------------------------------------------------------------------------------+ COMBINATIONS BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE +-------------------------------------------------------------------------------------+ SHEAR MOMENT SHEAR MOMENT NO 1 24.50 5.00 1.2 3.0 20.0 0.0 10.0 1.00 CONTINUOUS 2 23.00 5.00 1.2 3.0 20.0 0.0 10.0 2.00 2.00 CONTINUOUS 3 21.50 5.00 1.2 3.0 20.0 0.0 10.0 1.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +------------------------------------------------------- - - - - -+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +------------------------------------------------------------+ 1 24.50 4.49 1.2 3.0 20.0 .0.0 11.1 2 23.00 4.49 1.2 3.0 20.0 0.0 11.1 3 21.50 4.49 1.2 3.0 20.0 0.0 11.1 PURLIN BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 NO BRACES FOR THIS BAY 2 NO BRACES FOR THIS BAY 3 NO BRACES FOR THIS BAY NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + CLL + LL -0.06 0.18 -0.06 -0.18 2 DL + WL (S) 0.02 -0.06 0.02 0.06 DATE: 03/07/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 06:37 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 13 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION -------------------------------'----------------------------------------------------------------------------------------------------- LRF 30' 0° 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +---------------------------------------------------------------------------------------------------------------+ CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM 1 0530924 323-4 8.00 0.067 0.066 60.00 2.63 0.25 1.06 1.00 9.76 1.98 2 0530924 299-4 8.00 0.067 0.061 60.00 2.63 0.25 1.06 1.00 9.76 1.98 3 0530924 287-4 8.00 0.067 0.061 60.00 2.63 0.25 1.06 1.00 9.76 1.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +----------------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 23.5 -1.7 3.4 0.498 1 9.8 72.3 77.1 0.00 12.30 0.937 1 23.5 -1.7 -66.6 0.994 1 3.8 2 2.0 1.3 3.4 0.367 1 2.0 -54.8 77.1 0.00 13.20 0.710 1 2.0 1.3 -54.8 0.639 1 14.1 3 1.0 1.5 3.4 0.434 1 13.4 54.9 77.1 0.00 14.00 0.712 1 1.0 1.5 -50.4 0.614 1 5.4 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND m DATE: 03/07/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 06:37 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 14 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------ : DESCRIPTION LRF 30' 0" .0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 DATA SUMMARY - WEB CRIPPLING +-------------------------------------------------------------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +-------------------------------------------------------------------------------------+ 1 S 1.2 CLIP 1 -0.1 77.1 1.20 CLIP 1 1 E 3.3 4.8 0.692 1 -87.7 154.3 3.30 4.80 0.933 1 2 S 3.3 4.8 0.692 1 -87.8 154.3 3.30 4.80 0.933 1 2 E 3.0 4.8 0.618 1 -68.9 154.3 3.00 4.80 0.792 1 3 S 3.0 4.8 0.618 1 -68.8 154.3 3.00 4.80 0.792 1 3 E -1.1 CLIP 1 -0.1 77.1 -1.10 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 03/07/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 06:37 PM ----------------------------- 1-03-01 ! SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 15 # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH.) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 9.0 PSF / WIND SUCTION = 9.0 PSF) --------------------I------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) --------------------------------------------------------------------------------------------------- 25.00 23.00 22.00 --- LOAD WIDTH / LEFT LAP / RIGHT LAP -------------------------------------- 7.50 6.67/0.0/0.0 7--------------------------------------------------------- 6.67/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) --------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) -------------------------------------------------- 25.00 23.00 22.00 7.50 Z80/0530923 299-4 ------------------------------------- Z80/0530923 275-4 , INNER GIRT BRACE LOCATIONS --------------------------------------------------------------------------------------------------- (DISTANCE FROM LEFT SIDE OF SECTION (FT)) GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) ------------------------------------- 25.00 23.00 22.00 ALL ------------------------------- 6.25 ------------------------------- ELEVATIONS 12.50 18.75 NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION DATE: 03/07/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: ------------------------------------------------------------------------------------------------------------------------------------ 06:37 PM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 16 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP — Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 -PSF 80 MPH UBC 97 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) PART NUMBER SHAPE DEPTH (IN) THICKNESS (IN) FY (KSI) FLANGE (IN) RADIUS (IN) LIP (IN) AREA (IN**2) IX (IN**4) IY (IN**4) 0530923 Z 8.00 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +----------------------------------------------------------------------------------------------------------;-------------*****+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND +-----------------------------------------------------------------------------------------------------------------------------+ 1 8.0 -0.2 3.3 0.073 1 4.0 -5.7 71.6 0.080 2 2.0 0.2 4.3 0.006 1 2 5.5. -0.2 3.3 0.050 1 2.7 -2.7 74.7 0.036 2 5.5 -0.2 0.0 0.003 1 DATE: 03/07/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 06:37 PM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 17 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION -------------------------------------------------------------------------------------------------------7---------------------------- LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 9.0 PSF / WIND SUCTION = 9.0 PSF) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) 25.00 23.00 22.00 --------------------------------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP --------------------------------------------------------------------------------------------------- 7.50 6.67/0.0/2.0 6.67/2.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) --------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) 25.00 23.00 22.00 --------------------------------------------------------------------------------------- 7.50 Z80/0530923 323-4 Z80/0530923 299-4 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) 25.00 23.00 22.00 --------------------------------------------------------------------------------------------------- NO BRACES FOR THIS WALL NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0530923 Z 8.00 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 e DATE: 03/07/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 06:37 PM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE '18 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) CONTINUOUS Z GIRTS -------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND ------------------------------------------------------+ 1 22.5 -0.8 3.3 0.240 1 9.8 -31.5 55.2 0.571 2 22.5 -0.8 -30.0 0.202 1 2 2.0 0.7 3.3 0.230 1 14.4 -25.6 55.2 0.463 2 2.0 0.7 -30.8 0.205 1 DATE: 03/07/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 06:37 PM 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS PAGE 19 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 SPAN AND UNIFORM LOADS (FT &•PSF) (WIND PRESURE = 9.0 PSF / WIND SUCTION = 9.0 PSF) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 LENGTH(FT) 30.00 --------------------------------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP --------------------------------------------------------------------------------------------------- 7.50 7.29/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) --------------------------------------------- GIRT ELEVATION SECTION 1 LENGTH(FT) 30.00 --------------------------------------------- 7.50 Z95/0550304 313-2 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE.OF SECTION (FT)) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 LENGTH(FT) 30.00 ---------------------------------------=----------------------------------------------------------- ALL 7.50 ELEVATIONS 15.00 22.50 LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +-.-----------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0550304 Z 9.50 0.067 60.00 2.75 0.25 1.06 1.12 15.00 2.20 DATE: 03/07/03 TIME: 06:37 PM D E S I G N D A T A R E P O R T 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS PD1200DSN PAGE 20 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 -------------------------------------------------------------------------------------------------------------------------------=---- DESIGN. DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +------------------------------------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND +----------------------------------------------------------------------------------------------------------------------------+ - 1 0.0 1.0 3.8 0.259 1 15.0 88.2 114.5 0.770 2 15.0 0.1 88.2 0.495 1 DATE: 03/07/03 D E S I G N D A T A R E P O R T PD120ODSN TIME: 06:37 PM 1-04-01 ENDWALL STRUCTURALS ------------------------------------------------------------------------------------------------------------------------------------ REAR ENDWALL GIRTS PAGE 21 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING'S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ----------------------------------------------------------------------------------------------------------------------7------------- 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 SPAN AND UNIFORM LOADS (FT & PSF) --------------------------------------------------------------------------------------------------- (WIND PRESURE = 9.0 PSF / WIND SUCTION = 9.0 PSF) GIRT ELEVATION SECTION 1 LENGTH(FT) 30.00 --------------------------------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP --------------------------- =----------------------------------------------------------------------- 7.50 7.29/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) --------------------------------------------- GIRT ELEVATION SECTION 1 LENGTH(FT) 30.00 --------------------------------------------- 7.50 Z95/0550304 313-2 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 LENGTH(FT) 30.00 --------------------------------------•------------------------------------------------------------- ALL 7.50 ELEVATIONS 15.00 22.50 LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +-----------------------=------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART NUMBER SHAPE DEPTH (IN) THICKNESS (IN) FY (KSI) FLANGE (IN) RADIUS (IN) LIP (IN) AREA (IN**2) IX (IN**4) IY (IN**4) 0550304 Z 9.50, 0.067 60.00 2.75 0.25 1.06 1.12 15.00 2.20 k DATE: 03/07/03 D E S I G N D A T A R E P O R T PD1200DSN TIME: 06:37 PM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 22 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 30' 0" 0/32 X 70' 0" 0/32 X 14' 3" 32/32 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +-----------------------------------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD GOND +---------------------------------------------------------------------------------------------------------------- 0.495------+ 1. 1 0.0 .0 3.8 0.259 1 15.0 -88.2 114.5 0.770 2 15.0 0.1 88.2 Pm ax =1 . D , Pm in =1 .0 u se P = 1.50 E=pE, = pV = 0.172 W(30-1) FOR SIDEWALL RODS: (STRENGTH DESIGN) E = Q0 E, = K20V = 0.354 W(30-2) WEIGHT (W) OF FEW= 1.4 psf WEIGHT (W) OF REW= 1.4 psf ROOF DEAD LOAD: 4 psf ROOF COLLATERAL LOAD: 3.0 psf psf TOTAL SEIS ROOF LD: ---7— psf 1997BRACE1 psf @ REW I BUILDING BRACING REACTIONS LONGITUDINAL BRACING DESIGN CUSTOMER: Bob Menefee DATE: 03/10/03 BUILDER: North Valley Building Ststems DESIGNED BY: H.A. BMC ORDER #: 21444 BLDR ORDER #: WIDTH LENGTH HEIGHT RSW(SEISMIC) 3.7 2= 30 70 14 BUILDING LOADINGS:. BUILDING CODE: UBC ROOF LIVE/SNOW LOAD: 20 EDITION YEAR: 1997 DEAD LOAD: 4 I COLLATERAL LOAD: 3 WIND DESIGN: WIND SPEED(V in mph): 80 WIND EXPOSURE FACTOR: B WIND IMPORTANCE FACTOR(l): 1.00 MEAN ROOF HEIGHT(H)(ft): 14.63 Ce= 0.62 Cq= 1.3 total for building walls and at each parapet q=0.00256(V)A2= 16.38 psf P=(Ce)(Cq)ql= 13.21 psf 10 psf minimum 0.013 ksf SEISMIC DESIGN: SEISMIC ZONE: .3 SEISMIC COEFFICIENT C,, (FROM 16-Q): 0.36 SEISMIC ZONE FACTOR Z (FROM 16-1): 0.3 SEISMIC COEFFICIENT Cv (FROM 16-R): 0.54 SEISMIC IMP. FACTOR(l): I BRACING R: 5.6 SOIL PROFILE TYPE: SD BRACING fl 0 (FROM TABLE 16-N): 2.2 STRUCTURAL PERIOD: T = C, (h,, )3/4 0.1496 (30-8) V =��vl W = 0.64 W (30-4) WHERE Ct = 0.020 RT NEED NOT EXCEED: ONTROLLING V/1.4-- 0.115 W Eh'=V 2.5C.1 r..= 0.500 v = W= 0.161 W (30-5) 20 R p = 2 — -- 1.13 (30-3) rm AB SHALL NOT BE LESS THAN: a. V = 0.11 C., I W = 0.040 W (30-6) Pm ax =1 . D , Pm in =1 .0 u se P = 1.50 E=pE, = pV = 0.172 W(30-1) FOR SIDEWALL RODS: (STRENGTH DESIGN) E = Q0 E, = K20V = 0.354 W(30-2) WEIGHT (W) OF FEW= 1.4 psf WEIGHT (W) OF REW= 1.4 psf ROOF DEAD LOAD: 4 psf ROOF COLLATERAL LOAD: 3.0 psf psf TOTAL SEIS ROOF LD: ---7— psf 1997BRACE1 psf @ REW I BUILDING BRACING REACTIONS BAYS BRACING BAY SIZE LOCATION 23 H v H v LSW(WIND) RSW(WIND) 2.9 1.8 LSW(SEI—SMIC) RSW(SEISMIC) 3.7 2= 4ie°`G,t7" P ''>ii ���ilaa.W.Cifi"us•:.. �`r � '1�int S i 1997BRACE1 LONGITUDINAL BRACING DESIGN !L /►_ CUSTOMER: Bob Menefee DATE: 3/10/03 DESCRIPTION: North Valley Building Ststems DESIGNED BY: HA BUILDER: 21444 BMC ORDER # 21444 BUTLER ORDER WIND LOADING SEISMIC LOADING BAY 23 23 23 POST DIST FEW REW BAY. BAY BAY BAY CNTRL CNTRL SPACE NO OF FROM WALL WALL POINT STRUT ROD ROD POINT STRUT ROD ROD ROD ROD ROD ROD S /LOC BAYS LSW STR H HT HT LOAD LOAD LOAD LOAD LOAD LOAD LOAD LOAD SIZE ALLOW SIZE ALLOW LSW 1 14.00 14.00 14.00 0.7 0.7 0.4 0.4 RSW 1 30 14.00 14.00 14.00 0.7 2.9 3.4 0.4 1.8 6.3 5/8 0.8/15.34• 15 1 0.8 0.5 1/2 6.9 15 15.25 15.25 15.25 1.5 2.2 0.9 1.3 15 1 2.6 1.6 1/2 6.9 1997BRACE1 ShadowallTM Wall System Panel PANEL DESIGN DATA Calculated section properties for ShadowallTm wall panel materials use the 1996 edition of AISI desion manual. It is important to note that the design data reflects the allowable values of the panel alone. Outside Face 12' 12" t I 36' Section Through Panel Section Properties for One Foot of Width 12" Panel I Material Design hickness (in. I E (ksi) IFyl (ksi) Weight (#/Sq. ft Compression -Outside Sx (in.3) I (in.4) Compression -Inside Sx (in.3) I (in.4) 6 Ga.'Steej 0.0170 1 29500 50 1 1.14 1 0.07810 0.43970 0.03400 0.03469 4 Ga. Steel 0.0225 129500 1 50 1 1.42 1 0.11372 1. 0.06106 1 0.05100 10.05081 S = Suction on Outside face; Values shown have been increased 1.33 as allowed by section A5.1.3 -of the 1996 AISI Specification. Allowable uniform load values are tested in accordance with Section F of the 1996 sdition of the AISI desion manual. Refer to the technical screening information for additional details. Allowable Uniform Load (psf) Panel Material No. of Span = 5.0' Spans P S Span = 7.0' P S Span = 7.5' P S 26 Ga. Steell 1 69 '38 35 19 30 16 2 1 42 58 1 22 30 18 26 3 53 57 1 27 30 23 25 24 Ga. Steel 1 93 52 47 27 41 23 2 59 80 30 41 26 35 3 75 82 38 43 33 35 Leoend P = Pressure on Outside face: S = Suction on Outside face; Values shown have been increased 1.33 as allowed by section A5.1.3 -of the 1996 AISI Specification. Allowable uniform load values are tested in accordance with Section F of the 1996 sdition of the AISI desion manual. Refer to the technical screening information for additional details. 7� . 2 Butlerib® II Roof System - Panels PANEL DESIGN DATA Calulafed sectional properties for Butlerib®Il roof system panel materials using -1986 edition of AISI design manual with 1989 Addendum and representative center section. i 36" 12" 12" 12" 4 112" 3" i 4 112" 4 112" 3" 4 1/2" 4 112" 1 3" -41/2. T Outside Face 1 1/2" / I \ I Section Throuah Panel Section ProDerties for One Foot of Width Panel Design Fy Material Thick (in) (ksi) E (ksi) lWeight (#/FL) ompression on Outside Sx (in3) I (in4) ompression on Inside Sx (in3) 1(in4) 28 Ga. Steel 0.0140 80 29500 0.86 0.03288 .0.04070 0.02710 0.02270 26 Ga. Steell 0.0170 80 29500 1.14 0.04190 0.05153 0.03501 0.02870 24 Ga. Steell 0.0225 80' 29500 1.45 0.05981 0.07267 0.05135 0.04060 24 Ga. Steel 0.0225 50" 29500 1.45 0.06415 0.07716 0.05686 0.04340 22 Ga. Steel 0.0285 1 50 29500 1.40 0.09770 0.11370 0.07400 0.06170 0.032 Aurn.1 0.0320 121.5110000 116 0.55 1 0.09710 0.11530 0.08740 0.06630 -S = Suction on Outside face; " ALZN Finish Only The above values are computed for the panel only in accordance with 1986 AISI. Suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AIS] Specification with 1989 Addendum. All values shown are for continuous conditions of spans greater than 2. Weight of panel has been deducted from "P" values and added to "S" values. Pressure values must be limited to 150 psf as this can exceed normal system capacity. he suction vaiues shown in the above allowable load table do not take into account panel deformation and fastener Duliout. Allowable Uniform Load (psf) Panel Material I Fy (ksi) Span = 2.5' 1 Span = 3.0' F -77S P I S I Span = 4.0' 1 P I S-1 Span = 5.0' P I S I Span = 527' P S 28 Ga. Steel 1 80 1 104 1161 12851135 77 87 1 67 1 53 1 42 36 1 38 32 26 Ga. Steel 1 80 1 185 12101 86 11401 55 90 1 49 81 24 Ga. Steel 1 80' 306 13591 218 12591 127 12001 81 1128 72 116 24 Ga. Steel 1 50" 1 220 12781,155 11991. 87 11341 55 1 86 50 78 22 Ga. Steel 1 50 1 319 13901 313 12801 123 11541 118 1101 73 90 0.032 Aum. 1 21.51. 148 11791 104 1132*1 45 1 72 1 32 1 52 1 28 47 Note: Legend -P = Pressure on Outside face: * PaintPri Finish rimy -S = Suction on Outside face; " ALZN Finish Only The above values are computed for the panel only in accordance with 1986 AISI. Suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AIS] Specification with 1989 Addendum. All values shown are for continuous conditions of spans greater than 2. Weight of panel has been deducted from "P" values and added to "S" values. Pressure values must be limited to 150 psf as this can exceed normal system capacity. he suction vaiues shown in the above allowable load table do not take into account panel deformation and fastener Duliout. F I N A L F R A M E D E S I G N - C O N T E N T S DATE: 03/07/03 CADDS TIME: 06:35 PM ------------------------------------------------------------------------I------------------------------- ----------`'- F1-------- ORDER # 021444 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY .WOOD ' BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia ----------------------------------------------------------------------------------------------------------------------------------- (TYPE) ------------ (WIDTH) (HEIGHT) -------- (SNOW) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # 1 EWDS 30'-0" 14'-4" ------ 20 PSF ------ 80 MPH ----------- UBC 97 ------- 1.00 TO 12 ------ 1 ------------ FEW -------- .... F 1 DESIGN FRAME # 2 LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.00 TO 12 1 ,02,03 r 21 DESIGN FRAME # 4 EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.00 TO 12 1 REW f--41 k G E N E R A L I N F O R M A T I O N DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 2 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ----------------------------------------------------------------------------------------------------------------------------------- 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LEFT. SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 14.002 FT. 14.002 FT. 1 = 30.000 FT MODULUS OF ELASTICITY = 29000 -KSI FRAME HEIGHT = 13.333 FT. 13.333 FT. COL. CLEAR HT. = 12.469 FT. 12.469 FT. CMX = 0.850 SLOPE (P/12.) = 1.000 1.000 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 15.000 FT. 15.000 FT. CMY(fixed in minor.axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. ENDWALL PURLIN DEPTH = 8.000 IN. 8.000 IN- FRAME OFFSET = 6.000 IN. (PURLIN UNINSULATED) POST OFFSET = 1.000 IN. ---------------------JOINT DATA --------------------- -----------,------------------- MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.167 0.000 1 1 0 11 0 1 1- 2 0 0 1.50 1.00 2 1.167 12.929 0 0 0 1 0 2 2- 3 0 0 1.50 1.00 3 15.000 14.082 0 0 0 0 0 3 4- 3 0 0 1.50 1.00 4 28.833 12.929 0 0 0 1 0 4 5- 4 0 0 1.50 1.00 5 28.833 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) •r i F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 3 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. 0 FL Outside flange only braced ID - 'Blase, 'W' SW&EW Girt both directions, 'U' SW Girt Only, O -IF Outside and Inside flange braced 'V' EW Girt Only, 'O'ther, 'E'ave str, 'Furl, 'L'mk TPurl O -SF Outside braced and inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required flange support force (kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 5- 4 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 4- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E 0 FL 0.00 0.00 E O FL 7.50 W O -SF YES 7.50 W O -SF YES 3.98 3.98 _ P O -SF 3..98 3.98 P O -SF .12.47 O O -IF YES 12.47 O O -IF YES 8.98 8.98 P 0 FL 8.98 8.98 P O FL 14.00 E 0 FL NO 14.00 E O FL NO 13.98 13.98 P O -SF 13.98 13.98 P O -SF Mill r. GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis.. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y N O S or Z ( normal, out -of -plane ) DATE: 03/07/03 of the load is kips/foot. The distances are the location of CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- load, along the axis of the member. PAGE:F 4 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis.. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be;in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). k F R A M E D E S I G N - L 0 A D S U M M A R Y BRII 28STL DATE: 03/07/03 26STL SHWAL 26STL USE CATEGORY CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- TERRAIN CAT/WIND EXP PAGE:F 5 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia DEAD LOAD (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) I(SLOPE) COLLATERAL LOAD DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 (LL ) GENERAL BUILDING INFORMATION DESIGN BAY = TOTAL BUILDING LENGTH = PANELS LEFT SIDEWALL ROOF RIGHT SIDEWALL ENDWALL BUILDING USE AND LOCATION 12.750 FT. 70.000 FT. TYPE DESCRIPTION SHWAL 26STL BRII 28STL SHWAL 26STL SHWAL 26STL WEIGHT 1.12 PSF 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) 1.12 PSF 1.12 PSF STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 3.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 80.00% 1.00 16.00 RIGHT ROOF 80.00% 1.00 16.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR 0.0 PSF MIME AG UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF COEFFICIENTS LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE TRIBUTARY LOAD LOAD FACTOR COEFF 80.00% 1.00 80.00% 1.00 = 80.000 MPH ( 9.953 PSF) = 80.000 MPH ( 9.953 PSF) 80.000 MPH ( 9.953 PSF) = 1 ENCLOSED COEFFICIENTS F R A M E D E S I G N - L O A D S U M M A R Y 0.800(PRESSURE) LEFT ROOF DATE: 03/07/03 -0.700(SUCTION ) RIGHT SIDEWALL -0.500(SUCTION ) ENDWALL WIND PRESURE CADDS TIME: 06:35 PM ROOF -1.500(SUCTION ) ENDWALL 0.900(PRESSURE) SIDEWALL CANOPY/OVERHANG =1.200(SUCTION ) PAGE:F 6 --------------------------------------------------------------------------------------------------------------------=-------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF COEFFICIENTS LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE TRIBUTARY LOAD LOAD FACTOR COEFF 80.00% 1.00 80.00% 1.00 = 80.000 MPH ( 9.953 PSF) = 80.000 MPH ( 9.953 PSF) 80.000 MPH ( 9.953 PSF) = 1 ENCLOSED COEFFICIENTS WIND FROM LEFT (WLL) LEFT SIDEWALL 0.800(PRESSURE) LEFT ROOF -0.700(SUCTION ) RIGHT ROOF -0.700(SUCTION ) RIGHT SIDEWALL -0.500(SUCTION ) ENDWALL WIND PRESURE (EWP) SIDEWALLS -0.700(SUCTION ) ROOF -1.500(SUCTION ) ENDWALL 0.900(PRESSURE) SIDEWALL CANOPY/OVERHANG =1.200(SUCTION ) ENDWALL CANOPY/OVERHANG -1.200(SUCTION ) NET ROOF LOAD (PSF) 16.00 16.00 MIN COUNTY WIND SPEED WIND FROM RIGHT (WLR) -0.500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -1.500(SUCTION ) -0.900(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 1 F R A M E D E S I G N - L 0 A D S U M M A R Y DATE:.03/07/03 CADDS TIME: 06:35 PM PAGE:F 7 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.00096 Seismic W - LEFT ROOF = 7.220 PSF Seismic W - RIGHT ROOF = 7.220 PSF SEISMIC ZONE = 3 R FACTOR = 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Na LATERAL FACTOR = 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE = D OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Nv FACTOR = 1.000 Ct FACTOR = 0.035 T •FACTOR = 0.258 Ca FACTOR = 0.360. Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 t F R A M E D E S I G N - L 0 A D C O M B I N A T I O N S DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 8 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME-- BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + CLL + LL 1.000 N N N Std Des 100.00 DL 100.00 CLL 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 D+CLL+EQL/1.4 1.333 N N N Std Des 100.00 DL 100.00 CLL 72.00 EQ .5 D+CLL+EQR/1.4 1.333 N N N Std Des 100.00 DL 100.00 CLL -72.00 EQ 6 PD+PC+0.70PL+2.80EQL 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL 280.00 EQ 7 PD+PC+0.70PL+2.80EQR 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL -280.00 EQ 8 0.85P(DL+CL)+2.80EQL 1.700 Y N N Axial T 85.00 DL 85.00 CLL 280.00 EQ 9 0.85P(DL+CL)+2.80EQR 1.700 Y N N Axial T 85.00 DL 85.00 CLL -280.00 EQ 10 DL+CL+2.80EQL 1.700 Y N N Conns 100.00 DL 100.00 CLL 280.00 EQ 11 DL+CL+2.80EQR 1.700 Y N N Conns 100.00 DL 100.'00 CLL -280.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 13 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS n. k MEMBER JOINTS LOAD DISTANCES LOADS F R A M E D E S I G N - A P P L I E D L 0 A D S NO (START -END) DATE: 03/07/03 FT FT X Y CADDS TIME: 06:35 PM LOCATION DL 2 2 - 3 UNIF PAGE:F 9 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 0.000 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP -.Visalia 30.00 0.000 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) LOAD CASE (CLL) DESIGN SYSTEM FRAME ------------------------------------------------------------------------=---------------------------------------------------------- # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3 UNIF 0.00 15.00 0.000 K/FT -0.028 K/FT 0.000 K/FT DL 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT -0.028 K/FT 0.000 K/FT LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT _X Y Z LOCATION CLL 2 2 - 3 UNIF 0.00 15.00 0.000 K/FT -0.038 K/FT 0.000 K/FT CLL 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT -0.038•K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER 'JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 15.00 0.000 K/FT -0.204 K/FT 0.000 K/FT LL 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT -0.204 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 14.00 0.102 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 15.00 -0.089 K/FT 0.089 K/FT 0.000 K/FT WLL 3 4 - 3 UNIF 15.00 30.00 0.089 K/FT 0.089 K/FT 0.000 K/FT, WLL 4 5 - 4 UNIF 0.00 14.00 0.063 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 14.00 -0.063 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 15.00 -0.089 K/FT 0.089 K/FT 0.000 K/FT WLR 3 4 - 3 UNIF 15.00 30.00 0.089 K/FT 0.089 K/FT 0:000 K/FT WLR 4 5 - 4 UNIF 0.00 14.00 -0.102 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD k F R A M E D E S I G N - A P P L I E D L 0 A D S TYPE EQ DATE: 03/07/03 UNIF EQ 2 2 - 3 CONC EQ CADDS TIME: 06:35 PM EQ 4 5 - 4 UNIF LOAD CASE (EWP) PAGE:F 10 ---------------------------------------------------------------------------------------------------------------=------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 (START -END) BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia 2 2 - 3 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 4 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 CASE (EWS) LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE EQ 1 1 - 2 UNIF EQ 2 2 - 3 CONC EQ 3 4 - 3 CONC EQ 4 5 - 4 UNIF LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE EWP 1 1 - 2 UNIF EWP 1 1 - 2 UNIF EWP 2 2 - 3 UNIF EWP 3 4 - 3 UNIF EWP 4 5 - 4 UNIF EWP 4 5 - 4 UNIF LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE EWS 1 1 - 2 UNIF EWS 1 1 - 2 UNIF EWS 2 2 - 3 UNIF EWS 3 4 - 3 UNIF EWS 4 5 - 4 UNIF EWS 4 5 - 4 UNIF DISTANCES FT FT 0.00 14.00 \ 0.00 30.00 0.00 14.00 DISTANCES FT FT 0.00 14.00 0.00 14.00 0.00 15.00 15.00 30.00 0.00 14.00 0.00 14.00 DISTANCES FT FT 0.00 14.00 0.00 14.00 0.00 15.00 15.00 30.00 0.00 14.00 0.00 14.00 X 0.003 K/FT 0.276 KIP 0.276 KIP 0.003 K/FT X -0.089 K/FT 0.000 K/ FT -0.190 K/ FT 0.190 K/FT 0.089 K/ FT 0.000 K/ FT X -0.089 K/ FT 0.000 K/ FT -0.190 K/ FT 0.190 K/ FT 0.089 K/ FT 0.000 K/FT LOADS Y 0.000 K/FT 0.000 KIP 0.000 KIP 0.000 K/FT LOADS Y 0.000 K/ FT 0.000 K/ FT 0.190 K/ FT 0.190 K/ FT 0.000 K/ FT 0.000 K/ FT LOADS Y 0.000 K/FT 0.000 K/ FT 0.190 K/ FT 0.190 K/FT 0.000 K/ FT 0.000 K/FT 0 0.000 K/FT 0.000 IN -K 0.000 IN -K 0.000 K/FT ro 0.000 K/FT -0.134 K/FT• 0.000 K/FT 0.000 K/FT 0.000 K/FT -0.134 K/FT Z 0.000 K/FT 0.134 K/FT 0.000 K/ FT 0.000 K/ FT 0.000 K/FT 0.134 K/ FT DIRECTION/ LOCATION Outside flange Outside flange DIRECTION/ LOCATION DIRECTION/ LOCATION mfu Win F R A M E D E S I G N - S E C T I O N P R 0 P E R'T I E S DATE: 03/07/03 CADDS TIME: 06:35 ----------------------------------------------------------------------------------------------------------------------------------- PM PAGE:F 11 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 2 3.75 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 3 7.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7-.50 4 12.46 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 4.97 4.97 MEMBER NO. 2 JOINTS 2 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.58 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.6095.83 4.00 2.41 2 3.98 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.02 10.03 3 8.98 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.02 10.03 4 13.98 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.02 10.03 5 14.96 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 1.96 1.96 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.58 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 4.00 2.41 2 3.98 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.02 10.03 3 8.98 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.02 10.03 4 13.98 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 -1.33 9.60 9.60 95.83 5.02 10.03 5 14.96 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 1.96 1.96 MEMBER NO. 4 JOINTS 5 - 4 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN)' (IN) RATIO (FT) .(FT) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 2 3.75 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 7.50 3 7.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 1.50 7.50 4 12.46 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 4.97 4.97 1 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 12 ORDER # 021444 BUILDER"- NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 COLUMN 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) . (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 4.40 0.00 33.00 31.47 33.00 -0.50 17.38 0.97.1.00 1.75 0.04 0.00 0.00 0.04 1 12 2 12.00 3.88 16.92 16.92 4.35 12.14 20.21 31.47 33.00 0.27 13.04 0.97 1.00 1.75 0.06 0.02 0.02 0.08 1 1 3 12.00 3.88 16.48 16.48 4.30 24.28 20.21 31.47 33.00 -3.16 13.04 0.97 1.00 1.75 0.05 0.04 0.05 0.09 1 1 4* 12.00 3.88 16.92 16.92 4.23 -181.28 33.00 33.00 31.94 -3.16 13.04 0.97 1.00 1.90 0.03 0.32 0.34 0.37 1 1 ROOF BEAM 2 - 3 AREA (IN2) 3.88 3.88 3.88 3.68 3.88 4 AREA (IN2) 3.88 3.88 3.88 3.88 3.88 SOX (IN3) 16.92 16.48 16.92 16.48 16.92 3 SOX (IN3) 16.92 16.48 16.92 16.48 16.92 SIX (IN3) 16.92 16.48 16.48 16.48 16.92 SIX (IN3) 16.92 16.48 16.48 16.48 16.92 AXIAL FORCE (KIPS) 1.47 1.37 1.25 1.17 1.17 AXIAL FORCE (KIPS) 1.47 1.37 1.25 1.17 1.17 -ALLOW STRESSES- SHEAR MOMENT FA FBO FBI FORCE (IN -KIP) (KSI) (KSI) (KSI) (KIPS) -166.63 33.00 33.00 31.94 3.58 -64.71 33.00 33.00 29.58 2.34 74.51 33.00 31.94 33.00 0.93 129.22 33.00 31.94 33.00 0.61 128.29 33.00 31.94 33.00 0.61 ALLOW ---STRESS RATIOS --COMB CONT SHEAR QS QA CB O.FL I.FL STRESS COMB (KIPS) AXIAL BENDG BENDG RATIO M V 13.04 0.97 1.00 1.39 0.01 0.30 0.31 0.32 1, 1 13.04 0.97 1.00 2.30 0.01 0.14 .0.13 0.14 1 1 13.04 0.97 1.00 2.30 0.01 0.14 0.13 0.15 1 1 17.38 0.97 1.00 1.24 0.01 0.25 0.27 0.26 1 3 17.38 0.97 1.00 1.00 0.01 0.24 0.23 0.25 1 3 -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 166.63 33.00 33.00 31.94 3.58 13.04 0.97 1.00 1.39 0.01 0.30 0.31 0.32 1 1 -64.71 33.00 33.00 29.58 2.34 13.04 0.97 1.00 2.30 0.01 0.14 0.13 0.14 1 1 74.51 33.00 31.94 33.00 0.93 13.04 0.97 1.00 2.30 0.01 0.14 0.13 0.15 1 1 129.22 33.00 31.94 33.00 0.61 17.38 0.97 1.00 1.24 0.01 0.25 0.27 0.26 1 2 128.29 33.00 31.94 33.00 0.61 17.38 0.97 1.001.00 0.01 0.24 0.23 0.25 1 2 k F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 13 ORDER # 021444 BUILDER -.NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 COLUMN 5 - 4 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI ' FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) ' (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 4.40 0.00 33.00 31.47 33.00 -0.50 17.38 0.97 1.00 1.75 0.04 0.00 ' 0.00 0.04 1 12 2 12.00 3.88 16.92 16.92 4.35 12.14 20.21 31.47 33.00 0.27 13.04 0.97 1.00 1.75 0.06 0.02 0.02 0.08 1 1 3 12.00 3.88 16.48 16.48 4.30 24.28 20.21 31.47 33.00 -3.16 13.04 0.97 1.00 1.75 0.05 0.04 0.05 0.09 1 1 4* 12.00 3.88 16.92 16.92 4.23 -181.28 33.00 33.00 31.94 -3.16 13.04 0.97 1.00 1.90 0.03 0.32 0.34 0.37 1 1 A 1 DATE: 03/07/03 F R A M E D E S I G N - W E L D S U M M A R Y TIME: 06:35 PM CADDS --'-'-------------- ---------------------------------------------------------------- PAGE:F 14 ORDER # 021444 BLDR CONTACT - ANDY BUILDER - NORTH WOOD VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR PHONE # 530-345-7296 PROJ NAME (TYPE) BOB MENEFEE ENGR GRP - Visalia DESIGN SYSTEM FRAME (WIDTH) (HEIGHT) (LIVE) # 1 DESCRIPTION EWDS 30'-0" (WIND) (CODE/YEAR) (SLOPE) 141-411 20 PSF ---------------------------------------------------------------�- --- --------------------------------------------------------------- 80 MPH UBC 97 1.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV65284 1 0.120 0.228 1/8 2.620 1 3 1 OV65286 1 0.120 0.259 1/8 2.620 .2 1 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD r. l F R A M E D E S I G N - R E A C T I O N S 1 5 DATE: 03/07/03 CADDS TIME: 06:35 PM A536 A537 PAGE:F 15 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia -1.17 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.00 DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" ----------------------------------------------------------------------------------------------------------------------------------- 20 PSF 80 MPH UBC 97 1.000 TO 12 0.02 POSITIVE REACTION DIRECTION -2.31 R 0.00 0.00 0..00 H KIPS Horizontal Force to Right V 2---3---4 0.00 2.31 -1.12 V KIPS Vertical Force Up 0.00 0.00 0.00 -0.56 1.55 0.00 -0.46 Z KIPS Horizontal Out of Plane +---H 0.00 0.00 0.00 -0.11 1.14 0.00 / Z No. Loading Combination 1H 1V 1 DL + CLL + LL 1.17 4.40 2 DL + WLL -1.47 -1.15 3 DL + WLR 0.84 0.02 4 D+CLL+EQL/1.4 0.11 1.14 5 D+CLL+EQR/1.4 0.56 1.55 6 PD+PC+0.70PL+2.80EQL not applicable 7 PD+PC+0.70PL+2.80EQR not applicable 8 0.85P(DL+CL)+2.80EQL not applicable 9 0.85P(DL+CL)+2.80EQR not applicable 10 DL+CL+2.80EQL not applicable 11 DL+CL+2.SOEQR not applicable 12 DL + EWP 0.00 -2.08 0.87 1.01 1.01 0.00 -2.08 0.87 0.00 -4.15 3.75 13 DL + EWS 0.00 -2.08 -0.87 -1.01 -1.01 0.00 -2.08 -0.87 0.00 -4.15 -3.75 1 5 A536 A537 1Z 2Z 4Z 5H 5V 5Z Sum H Sum V Sum Z 0.00 0.00 0.00 -1.17 4.40 0.00 0.00 8.81 0.00 0.00 0.00 0.00 -0.84 0.02 0.00 -2.31 -1.12 0.00 0.00 0..00 0.00 1.47 -1.15 0.00 2.31 -1.12 0.00 0.00 0.00 0.00 -0.56 1.55 0.00 -0.46 2.69 0.00 0.00 0.00 0.00 -0.11 1.14 0.00 0.46 2.69 0.00 12 DL + EWP 0.00 -2.08 0.87 1.01 1.01 0.00 -2.08 0.87 0.00 -4.15 3.75 13 DL + EWS 0.00 -2.08 -0.87 -1.01 -1.01 0.00 -2.08 -0.87 0.00 -4.15 -3.75 k F R A M E D E S I G N - R E A C T I O N S 0.57 0.00 DATE: 03/07/03 3.06 0.00 -1.65 -1.92 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- -0.75 0.00 -0.32 -0.29 PAGE:F 16 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 5Z DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 -0.18 POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H ID Load Case DL DEAD LOAD CLL COLLATERAL LOAD LL LIVE LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD EWP EW WIND PRESSURE EWS EW WIND SUCTION Z 1H 1V 1Z 0.18 0.77 0.00 0.16 0.57 0.00 0.83 3.06 0.00 -1.65 -1.92 0.00 0.66 -0.75 0.00 -0.32 -0.29 0.00 -0.18 -2.85 0.87 -0.18 -2.85 -0.87 R 2---3---4 11 5 A536 A537 2Z 4Z 5H 5V 5Z Sum H Sum V Sum Z 0.00 0.00 -0.18 0.77 0.00 0.00 1.55 0.00 0.00 _ 0.00 -0.16 0.57 0.00 0.00 .1-.14 0.00- 0.00 0.00 -0.83 3.06 0.00 0.00 6.12 0.00 0.00 0.00 -0.66 -0.75 0.00 -2.31 -2.67 0.00 0.00 0.00 1.65 -1.92 0.00 2.31 -2.67 0.00 0.00 0.00 -0.32 0.29 0.00 -0.64 0.00 0.00 1.01 1.01 0.18 -2.85 0.87 0.00 -5.70 3.75 -1.01 -1.01 0.18 -2.85 -0.87 0.00 -5.70 -3.75 FINAL FRAME DESIGN - STRES S SUMMARY DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 17 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.47 55. 3 4.96 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.370 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) 1 4.23 -181.28 1.09 -10.71 -10.71 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG NO. (FT) STRESS SEGS SIZE 1 15.00 55. 4 5.00 FT CONTROLLING ACTIONS ---AXIAL--- SECT. FORCE MOMENT NO. (KIPS) (IN -KIP) 1 1.47 -166.63 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 33.00 33.00 31..94 DEPTH AT DEPTH AT START END 12.00 IN 12.00 IN ---MAXIMUM STRESSES --- AXIAL FBO FBI (KSI) (KSI) (KSI) 0.38 -9.85 -9.85 MEMBER NO. 3 JOINT 4 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG NO. (FT) STRESS SEGS SIZE 1 15.00 55. 4 5.00 FT CONTROLLING ACTIONS WEB OUTER FL. THK. 5.000 X .250 .120 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 33.00 33.00 31.94 DEPTH AT DEPTH AT START END 12.00 IN 12.00 IN WEB OUTER FL. THK. 5.000 X .250 .120 ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) .(KSI) (KSI) 1 1.47 -166.63 0.38 -9.85 -9.85 33.00 33.00 31.94 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -3.16 13.04 0.242 1 COMB. STRESS LOAD INNER FL. RATIO COND 5.000•X .250 0.320 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 3.58 13.04 0.275 1 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .250 0.320 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 3.58 13.04 0.275 1 A. k FINAL FRAME DESIGN - S T R E S S S U M M A R Y DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 18 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 4 JOINT 5 - 4 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.47 55. 3 4:96 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.370 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 4.23 -181.28 1.09 -10.71 -10.71 33.00 33.00 31.94 -3.16 13.04 0.242 1 POSITIVE DEFLECTION DIRECTION INCHES Horiz. Deflection to Right V INCHES Vertical Deflection Up +---H / z R 2---3---4 11 5 A536 A537 No. k FRAME DES IGN - J O I N T D E F L E C T I O N S 3V 4H DATE: 03/07/03 DL + CLL + LL N -0.027 -0.006 0.000 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 06:35 PM 2 DL + WLL N 0.406 0.002 PAGE:F 19 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 N BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia 0.132 -0.001 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) D+CLL+EQR/1.4 DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 12 POSITIVE DEFLECTION DIRECTION INCHES Horiz. Deflection to Right V INCHES Vertical Deflection Up +---H / z R 2---3---4 11 5 A536 A537 No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 1 DL + CLL + LL N -0.027 -0.006 0.000 -0.352 0.027 -0.006 2 DL + WLL N 0.406 0.002 0.402 0.056 0.397 0.000 3 DL + WLR N -0.397 0.000 -0.402 0.056 -0.406 0.002 4 D+CLL+EQL/1.4 N 0.132 -0.001 0.140 -0.102 0.148 -0.002 5 D+CLL+EQR/1.4 N -0.148 -0.002 -0.140 -0.102 -0.132 -0.001 12 DL + EWP N 0.012 0.003 0.000 0.168 -0.012 0.003 13 DL + EWS N 0.012 0.003 0.000 0.168 -0.012 0.003 4 FRAME DES IGN - M E M B E R D E F L E C T I O N S DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 20 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right V +-2-+-3-+ V INCHES Vertical Up +---H 1 4 Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3V MEMBER 4H No. Loading Combination PT DEFL PT DEFL PT , DEFL PT DEFL 1 DL + CLL + LL 4 -0.033 5 -0.352 5 -0.352 4 0.033 2 DL + WLL 5 0.406 5 0.056 3 0.093 5 0.397 3 DL + WLR 5, -0.397 3 0.093 5 0.056 5 -0.406 4 D+CLL+EQL/1.4 5 0.132 4 -0.105 5 -0.102 5 0.148 5 D+CLL+EQR/1.4 5 -0.148 5 -0.102 4 -0.105 5 -0.132 12 DL + EWP 4 0.014 5 0.168 5 0.168 4 -0.014 13 DL + EWS 4 0.014 5 0.168 5 0.168 4 -0.014 =R- OV65286 OV65286 0 0 V V 6 6 5 5 2 2 8 8 4 4 1 FINAL •F R A M E DESIGN - F R A M E L A Y O U T DATE: 03/07/03 CADDS TIME: 06:35 PM -----------------------------------------------------------------------------------------------------------------� �E-- - 2� A--- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ------------------------------------------------------ DESCRIPTION EWDS 30'-0" 14'-4" : 20 PSF 80 MPH UBC 97 1.000 TO 12 SIDE RIGHT SIDE SLOPE (P/12.) = 1.000 SLOPE (P/12.) = 1.000 DIST. TO RIDGE = 15.000 FT. DIST. TO RIDGE = 15.000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH. = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 30.000 FT. =R- OV65286 OV65286 0 0 V V 6 6 5 5 2 2 8 8 4 4 1 k FINAL FRAME DESIGN DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 21 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT. _ SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE _ COLUMN OFFSET = GIRT DEPTH = PURLIN DEPTH = LEFT SIDE RIGHT SIDE 14.002 FT. 14.002 FT. 13.333 r. 13.333 FT. F R A M E D E S I G N - G E N E R A L I N F O R M A T I O N yam' FT DATE: 03/07/03 X Y 0.125 IN. 0.125 � CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- 15.000 FT. 8.000 IN. 8.000 PAGE:F 22 ORDER.# 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 8.000 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia 28.827 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 5 DESIGN SYSTEM FRAME --------------------------------------------------------------------=-------------------------------------------------------------- # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT. _ SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE _ COLUMN OFFSET = GIRT DEPTH = PURLIN DEPTH = LEFT SIDE RIGHT SIDE 14.002 FT. 14.002 FT. 13.333 FT. 13.333 FT. 12.469 FT. 12.469 FT. 1.000 FT 1.000 X Y 0.125 IN. 0.125 IN. 15.00.0 FT. 15.000 FT. 8.000 IN. 8.000 IN. 8.000 IN. 8.000 IN.. 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) 0 --------------------- MEMBER DATA JOINT DATA --------------------- MEMBER MOM. RELEASE JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM NUMBER FT FT X Y MZ Z MX 1 1.000 •0.000 1 1 0 1 0 2 1.173 12.929 0 0 0 1 0 3 15.000 14.082 0 0 0 0 0 4 28.827 12.929 0 0 0 1 0 5 29.000 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) SPAN NO. WIDTH MISCELLANEOUS PROPERTIES 1 = 30.000 FT MODULUS OF ELASTICITY = 29000 KSI CMX = 0.850 CMX(stepped column/no wind) = 0.950 CMY(pinned in minor axis) = 0.600 CMY(fixed in minor axis) = 0.400 ## P Delta Analysis ## --------------=--------------- MEMBER DATA ------------------------------ MEMBER MOM. RELEASE K VALUES, NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1 - 2 .0 0 1.50 1.00 2 2- 3 0 0 1.50 1.00 3 4- 3 0 0 1.50 1.00 4 5- 4 0 0 1.50 1.00 ( 1 = RELEASE 0 = NO RELEASE ) I F R A M E D E S I G N - S E C O N D AR Y / B R A C E L O C A T I O N S DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 23 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 --------------------------------------------------------------7-------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. O FL Outside flange only braced ID - 'Blase, 'W' SW&EW Girt both directions, 'U' SW Girt Only, O -IF Outside and Inside flange braced 'V' EW Girt Only, 'O'ther, 'E'ave str, 'Furl, 'L'mk TPurl O -SF Outside braced and inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required flange support force (kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 5- 4 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 4- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E O FL 0.00 0.00 E O FL 7.50 W O FL NO 7.50 W O FL NO 3.98 3.98 P O -SF 3.98 3.98 P O -SF 12.47 O O -IF YES 12.47 O O -IF YES 8.98 8.98 P O FL 8.98 8.98 P O FL 14.00' E O FL NO 14.00 E O FL NO 13.98 13.98 P O -SF 13.98 13.98 P O -SF GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed F R A M E D E S I G N - C O N V E N T I O N S or Z ( normal, out -of -plane ) DATE: 03/07/03 the load is kips/foot. The distances are the location of CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 06:35 PM of the member. PAGE:F 24 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The. magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). -r' l F R A M E D E S I G N - L O A D S U M M A R Y DATE: 03/07/03 COUNTY = BUTTE (INLAND) USE CATEGORY CADDS' TIME: 06:35 PM TERRAIN CAT/WIND EXP = B PAGE:F 25 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia = 3.000 PSF (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) COUNTY GROUND SNOW LOAD DESIGN SYSTEM FRAME # 2' DESCRIPTION LRF 30'-0" ----------------------------------------------------------------------------------------------------------------------------------- 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 = Partially Exposed Roof GENERAL BUILDING INFORMATION Thermal Condition = Normal COEFFICIENTS DESIGN BAY = 24.000 FT. TRIBUTARY LOAD LOAD NET ROOF LOAD TOTAL BUILDING LENGTH = 70.000 FT. (PSF) LEFT ROOF 60.00% 1.00 12.00 PANELS TYPE DESCRIPTION WEIGHT 12.00 LEFT SIDEWALL SHWAL 26STL 1.12 PSF ROOF BRII 28STL 2.22 PSF (INCLUDING.ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL SHWAL 26STL 1.12 PSF BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 3.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 60.00% 1.00 12.00 RIGHT ROOF 60.0096 1.00 12.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR 0.0 PSF UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF COEFFICIENTS LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS LEFT SIDEWALL LEFT ROOF RIGHT.ROOF RIGHT SIDEWALL TRIBUTARY LOAD FACTOR 60.00% 60.00% = 80.000 MPH ( 9.953 PSF) = 80.000 MPH ( 9.953 PSF) = 80.000 MPH ( 9.953 PSF) = 1 = ENCLOSED SIDEWALLS ROOF SIDEWALL CANOPY/OVERHANG WIND FROM LEFT (WLL) 0.800(PRESSURE) -0.700(SUCTION ) -0.700(SUCTION ) -0.500(SUCTION ) ENDWALL WIND PRESURE (EWP) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) LOAD NET ROOF LOAD COEFF (PSF) 1.00 12.00 1.00 12.00 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 0 I r; m t • F R A M E D E S I G N - L 0 A D S U M M A R Y DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 26 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF COEFFICIENTS LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS LEFT SIDEWALL LEFT ROOF RIGHT.ROOF RIGHT SIDEWALL TRIBUTARY LOAD FACTOR 60.00% 60.00% = 80.000 MPH ( 9.953 PSF) = 80.000 MPH ( 9.953 PSF) = 80.000 MPH ( 9.953 PSF) = 1 = ENCLOSED SIDEWALLS ROOF SIDEWALL CANOPY/OVERHANG WIND FROM LEFT (WLL) 0.800(PRESSURE) -0.700(SUCTION ) -0.700(SUCTION ) -0.500(SUCTION ) ENDWALL WIND PRESURE (EWP) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) LOAD NET ROOF LOAD COEFF (PSF) 1.00 12.00 1.00 12.00 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 0 I r; m SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE = 3 STORY DRIFT LIMIT = 0.02 P DELTA LIMIT 0.100 OMEGAO DEFLECT AMPLIF FACTOR 2.800 Maximum P Delta Stability Coefficient = 0.01, Seismic W - LEFT ROOF Seismic W - RIGHT ROOF R FACTOR I FACTOR Na LATERAL FACTOR 5 SOIL PROFILE Nv FACTOR Ct FACTOR T FACTOR Ca FACTOR Cv FACTOR p FACTOR NET SEISMIC FACTOR Associated Load Combination 04 7.220 PSF = 7.220 PSF i = 4.500 = 1.000 1.000 D 1.000 0.035 0.244 0.360 0.540 1.000 0.200 k F R A M E D E S I G N - L O A D S U M M A R Y DATE: 03/07/03 TIME: 06:35 PM CADDS ------------------------------------------------------------------------------------------------------------------------------------ PAGE:F 27 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF .'30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE = 3 STORY DRIFT LIMIT = 0.02 P DELTA LIMIT 0.100 OMEGAO DEFLECT AMPLIF FACTOR 2.800 Maximum P Delta Stability Coefficient = 0.01, Seismic W - LEFT ROOF Seismic W - RIGHT ROOF R FACTOR I FACTOR Na LATERAL FACTOR 5 SOIL PROFILE Nv FACTOR Ct FACTOR T FACTOR Ca FACTOR Cv FACTOR p FACTOR NET SEISMIC FACTOR Associated Load Combination 04 7.220 PSF = 7.220 PSF i = 4.500 = 1.000 1.000 D 1.000 0.035 0.244 0.360 0.540 1.000 0.200 k F R A M E D E S I G N - L 0 A D C O M B I N A T I O N S DATE: 03/07/03 TIME: 06:35 PM CADDS ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 28 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S . BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LCN LOAD DESCRIPTION STRESS. MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + CLL + LL 1.000 N N N Std Des 100.00 DL 100.00 CLL 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 D+CLL+EQL/1.4 1.333 N Y N Std Des 100.00 DL 100.00 CLL 72.00 EQ 5 D+CLL+EQR/1.4 1.333 N Y N Std Des 100.00 DL 100.00 CLL -72.00 EQ 6 PD+PC+0.70PL+2.BOEQL 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL 280.00 EQ 7 PD+PC+0.70PL+2.80EQR 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL -280.00 EQ 8 0.85P(DL+CL)+2.80EQL 1.700 Y N N Axial T 85.00 UL 85.00 CLL 280.00 EQ 9 0.85P(DL+CL)+2.80EQR 1.700 Y N N Axial T 85.00 DL 85.00 CLL -280.00 EQ 10 DL+CL+2.BOEQL 1.700 Y N N Conns 100.00 DL 100.00 CLL 280.00 EQ 11 DL+CL+2.80EQR 1.700 Y N N Conns 100.00 DL 100.00 CLL -280.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 13 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS LOAD CASE (DL ) DEAD LOAD LOAD k F R A M E D E S I G N - A P P L I E D L 0 A D S LOADS DATE: 03/07/03 LABEL NO (START -END) TYPE FT FT CADDS TIME: 06:35 PM Z LOCATION DL 2 PAGE:F 29 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 -0.053 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia 0.000 K/FT (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) CASE (CLL) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3• UNIF 0.00 15.00 0.000 K/FT -0.053 K/FT 0.000 K/FT DL 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT -0.053 K/FT 0.000 K/FT LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y _ Z LOCATION CLL 2 2 - 3 UNIF 0.00 15.00 0.000 K/FT -0.072 K/FT 0.000 K/FT CLL 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT -0.072 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL. NO (START -END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 15.00 0.000 K/FT -0.288 K/FT 0.000 K/FT LL 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT' -0.288 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 14.00 0.191 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 15.00 -0.167 K/FT 0.167 K/FT 0.000 K/FT WLL 3 4 - 3 UNIF 15.00 30.00 0.167 K/FT 0.167 K/FT 0.000 K/FT WLL 4 5 - 4 UNIF 0.00 14.00 0.119 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 14.00 -0.119 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 15.00 -0.167 K/FT 0.167 K/FT 0.000 K/FT WLR 3 4 - 3 UNIF 15.00 30.00 0.167 K/FT 0.167 K/FT 0.000 K/FT WLR 4 5 - 4 UNIF 0.00 14.00 -0.191 K/FT 0.000 K/FT 0.000 K/FT l MEMBER JOINTS LOAD DISTANCES LOADS F R A M E D E S I G N - A P P L I E D L O A D S NO (START -END) DATE: 03/07/03 FT FT X Y CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- LOCATION EQ 1 1 - 2 PAGE:F 30 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 0.000 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia 0.00 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.000 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 30.00 LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 14.00 0.005 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3 CONC 0.00 0.600 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 3 4 - 3 CONC 30.00 0.600 KIP 0.000 KIP 0.000 IN -K Outside flange. EQ 4 5 - 4 UNIF 0.00 14.00 0.005 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 14.00 -0.167 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 - 3 UNIF 0.00 15.00 -0.167 K/FT 0.167 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 15.00 30.00 0.167 K/FT 0.167 K/FT 0.000 K/FT EWP 4 5 - 4 UNIF 0.00 14.00 0.167 K/FT 0.000 K/FT 0.000 K/FT Rack 2 2 - 3 CONC 0.00 -1.900 KIP 0.000 KIP 0.000 IN -K Neutral axis LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 14.00 -0.167 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 15.00 -0.167 K/FT 0.167 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 15.00 30.00 0.167 K/FT 0.167 K/FT 0.000 K/FT EWS 4 5 - 4 UNIF 0.00 14.00 0.167 K/FT 0.000 K/FT 0.000 K/FT Rack 2 2 - 3 CONC 0.00 1.900 KIP 0.000 KIP 0.000 IN -K Neutral axis LOAD CASE (PDE) P Delta Unit Story S :OAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ jABEL NO (START -END) TYPE FT FT X Y Z LOCATION 1 1 1 - 2 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis 1 1 1 - 2 CONC 12.93 0.500 KI'P 0.000 KIP 0.000 IN -K Neutral axis 1 4 4 5 - 4 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis 4 4 5 - 4 CONC 12.93 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis r 1 1 DIST (FT) 0.00 3.75 7.50 12.46 2 .1 DIST (FT) 1.58 3.98 6.98 13.98 14.96 3 1 DIST (FT) 1.58 3.98 8.98 13.98 14.96 4 1 DIST (FT) 0.00 3.75 7.50 12.46 JOINTS F R A M E D E S I G N - S E C T I O N P R O P E R T I E S OUTER FLANGE DATE: 03/07/03 X 0.25C DEPTH AREA IX CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- (IN2) (IN4) (IN4) 8.00 PAGE:F 31 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia 101.48 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 1.33 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 AREA 1 1 DIST (FT) 0.00 3.75 7.50 12.46 2 .1 DIST (FT) 1.58 3.98 6.98 13.98 14.96 3 1 DIST (FT) 1.58 3.98 8.98 13.98 14.96 4 1 DIST (FT) 0.00 3.75 7.50 12.46 JOINTS 1 - 2 WRX (IN) OUTER FLANGE = 5.000 X 0.25C DEPTH AREA IX IY (IN) (IN2) (IN4) (IN4) 8.00 3.40 41.77 5.21 9.20 3.54 56.70 5.21 10.41 3.69 74.20 5.21 12,.00 3.88 101.48 5.21 JOINTS 2 - 3 5.11 1.33 OUTER FLANGE = 5.000 X 0.250 DEPTH AREA IX IY (IN) (IN2) (IN4) (IN4) 12.00 3.88 101.51 5.21 12.00 3.88 101.51 5.21 12.00 3.88 101.51 5.21 12.00 3.88 101.51 5.21 12.00 3.88 101.51 5.21 JOINTS 4 - 3 OUTER FLANGE = 5.000 X 0.250 DEPTH AREA IX IY (IN) (IN2) (IN4) (IN4) 12.00 3.88 101.51 5.21 12.00 3.88 101.51 5.21 12.00 3.88 101.51 5.21 12.00 3.88 101.51 5.21 12.00 3.88 101.51 5.21 JOINTS 5 - 4 OUTER FLANGE = 5.000 X0.250 DEPTH AREA IX IY (IN) (IN2) (IN4) (IN4) 8.00 3.40 41.77 5.21 9.20 3.54 56.70 5.21 10.41 3.69 74.20 5.21 12.00 3.88 101.48 5.21 WEB = 0.120 RTO RTI WRX (IN) ( IN) ( IN) 1.36 1.36 4.32 1.35 1.35 4.32 1.34 1.34 4.32 1.33 1.33 4.32 WEB = 0.120 RTO RTI WRX (IN) (IN) (IN) 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 WEB = 0.120 RTO RTI WRX (IN) (IN) (IN) 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 WEB = 0.120 RTO RTI WRX (IN) (IN) (IN) 1.36 1.36 4.32 1.35 1.35 4.32 1.34 1.34 4.32. 1.33 1.33 4.32 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.21 1.35 1.35 1.21 1.35 1.35 1.21 1.35 1.35 1.17 1.33 1.35 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.21 1.35 1.35 1.21 1.35 1.35 1.21 1.35 1.35 1.17 1.33 1.35 5..000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 7.36 8.00 62.50 7.36 8.00 72.53 7.36 8.00 82.55 8.96 8.00 95.82 5.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 = 5.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 = 5.000 X 0.250 r WDAFO WDAFI H/T (IN) (IN) RATIO 7.36 8.00 62.50 7.36 8.00 72.53 7.36 8.00 82.55 8.96 8.00 95.82 LUSO LUBI (FT) (FT) 7.50 12.46 7.50 12.46 7.50 12.46 4.97 12.46 LUBO (FT) 4.00 5.02 5.02 5.02 1.96 LUBO (FT) 4.00 5.02 5.02 5.02 1.96 LUBO (FT) 7.50 7.50 7:50 4.97 LUBI (FT) 2.41 10.03 10.03 10.03 1.96 LUBI (FT) 2.41 10.03 10.03 10.03 1.96 LUBI (FT) 12.46 12.46 12.46 12.46 k F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 32 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------ # 2 DESCRIPTION LRF 30'-0" m 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB. CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 8.00 3.40 10.44 10.44 6.56 0.00 33.00 31.69 33.00 2.72 23.07 1.00 1.00 1.75 0.06 0.00 0.00 0.06 1 2 2 9.20 3.54 12.32 12.32 6.56 -65.47 21.23 33.00 22.69 2.00 22.87 0.99 1.00 1.75 0.09 0.16 0.21 0.29 1 2 3 10.41 3.69 14.26 13.91 6.51 -130.96 33.00 33.00 22.69 2.04 20.31 0.98 1.00 1.75 0.05 0.33 0.41 0.47 1 13 4* 12.00 3.88 16.92 16.92 6.47 -217.69 33.00 33.00 22.69 2.04 17.38 0.97 1.00 1.75 0.05 0.39 0.57 0.62 1 13 ROOF BEAM 2 - 3 AREA (IN2) 3.88 3.88 3.88 3.88 3.88 4 AREA (IN2) 3.88 3.88 3.88 3.88 3.88 SOX (IN3) 16.92 16.48 16.92 16.48 16.92 3 SOX (IN3) 16.92 16.48 16.92 16.48 16.92 SIX (IN3) 16.92 16.48 16.48 16.48 16.92 SIX (IN3) 16.92 16.48 16.48 16.48 16.92 AXIAL -ALLOW STRESSES - FORCE MOMENT FA FBO FBI (KIPS) (IN -KIP) (KSI) (KSI) (KSI) 2.00 -207.95 33.00 33.00 31.94 -0.14 -133.31 43.99 43.99 31.91 1.84 159.19 33..00 31.94 33.00 1.66 242.34 33.00 31.94 33.00 1.54 240.23 33.00 31.94 33.00 AXIAL -ALLOW STRESSES - FORCE MOMENT FA FBO FBI (KIPS) (IN -KIP) (KSI) (KSI) (KSI) 2.00 -207.95 33.00 33.00 31.94 -0.14 -133.31 43.99 43.99 31.91 1.84 159.19 33.00 31.94 33.00 1.66 242.34 33.00 31.94 33.00 1.54 240..23 33.00 31.94 33.00 SHEAR ALLOW ---STRESS RATIOS --COMB CONT FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 5.41 13.04 0.97 1.00 1.50 0.02 0.37 0.38 0.40 1 1 5.40 13.04 0.97 1.00 1.28 0.00 0.21 0.25 0.25 3 1 3.52 13.04 0.97 1.00 2.13 0.01 0.29 0.29 0.31 1 1 1.40 13.04 0.97 1.00 1.19 0.01 0.46 0.51 0.50 1 1 1.12 17.38 0.97 1.00 1.00 0.01 0.44 0.43 0.46 1 3 SHEAR ALLOW ---STRESS RATIOS --COMB CONT FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 5.41 13.04 0.97 1.00 1.50 0.02 0.37 0.38 0.40 1 1 5.40 13.04 0.97 1.00 1.28 0.00 0.21 0.25 0.25 2 1 3.52 13.04 0.97 1.00 2.13 0.01 0.29 0.29 0.31 1 1 1.40 13.04 0.97 1.00 1.19 0.01 0.46 0.51 0.50 1 1 1.12 17.38 0.97 1.00 1.00 0.01 0.44 0.43 0.46 1 2 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 03/07/03 TIME: 06:35 PM CADDS -------------------------------------------------------------------------------------------------- 33 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 ------PAGE�F--- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE• ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" ------------------------------------=----------------------------------------------------------------- 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 COLUMN 5 - 4 PT. DEPTH AREA SOX SIX AXIAL -ALLOW FORCE MOMENT FA STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) FBO FBI (KSI) (KSI) FORCE (KIPS) SHEAR QS (KIPS) QA CB O.FL I.FL STRESS COMB AXIAL BENDG BENDG RATIO M V 1* 8.00 3.40 10.44 10.44 6.56 0.00 33.00 31.69 33.00 2.72 23.07 1.00 1.00 1.75 0.06 0.00 0.00 0.06 1 3 2 9.20 3.54 12.32 12.32 6.56 -65.47 21.23 33.00 22.69 2.00 22.87 0.99 1.00 1.75 0.09 0.16 0.21 0.29 1 3 3 10.41 3.69 14.26 13.91 6.51 -130.96 33.00 33.00 22.69 2.00 20.31 0.98 1.00 1.75 0.05 0.33 0.41 0.47 1 3 4* 12.00 3.88 16.92 16.92 6.47 -217.70 33.00 33.00 22.69 1.97 17.38 0.97 1.00 1.75 0.05 0.39 0.57 0.62 1 12 E L D S U M M A R Y DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 34 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT -ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV65296 1 0.120 0.236 1/8 2.620 4 1 3 OV65298 1 0.120 0.391 1/8 2.620 3 1 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD k F R A M E D E S I G N - R E A C T I O N S 6.54 .0.-00 DATE: 03/07/03 -1.59 -0.28 -4.34 -2.73 2.75 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- -2.73 -0.99 2.65 -0.96 4.44 PAGE:F 35 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF ----------------------------------------------------------------------------------------------------------------------------------- 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2---3---4 V KIPS Vertical Force Up +---H / 1 5 Z A604 A604 ## P Delta Analysis Performed ## No. Loading Combination 1H 1V 1 DL + CLL + LL 1_54 6.54 2 DL + WLL -2.75 -2.45 3 DL + WLR 1.59 -0.28 4 D+CLL+EQL/1.4 0.03 1.78 5 D+CLL+EQR/1.4 0.99 2.65 6 PD+PC+0.70PL+2.80EQL not applicable 7 PD+PC+0.70PL+2.80EQR not applicable 8 0.85P(DL+CL)+2.80EQL not applicable 9 0.85P(DL+CL)+2.80EQR not applicable 10 DL+CL+2.80EQL not applicable 11 DL+CL+2.80EQR not applicable 12 DL + EWP 1.70 -0.50 13 DL + EWS -0.28 -2.24 5H 5V Sum H Sum V -1.54 6.54 .0.-00 13.08 -1.59 -0.28 -4.34 -2.73 2.75 -2.45 4.34 -2.73 -0.99 2.65 -0.96 4.44 -0.03 1.78 0.96 4.44 0.20 -2.24 1.90 -2.73 -1.62 -0.50 -1.90 -2.73 1 +---H A604 / 5V Sum H Z 0.00 F R A M E D E S I G N - R E A C T I O N S 1.14 -0.25 DATE: 03/07/03 1.08 -0.26 1.03 4.32 -1.03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- -1.34 1.34 -1.42 3.00 -0.67 PAGE:F 36 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR. ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WI'ND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME -------------------- # 2 DESCRIPTION LRF --------------------------------------------------------------------------------------------------------------- 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V V KIPS Vertical Force Up ID Load Case DL DEAD LOAD CLL COLLATERAL LOAD LL LIVE LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD EWP EW WIND PRESSURE EWS EW WIND SUCTION PDE P Delta Unit Story S R 2---3---4 1 +---H A604 / 5V Sum H Z 0.00 1H 1V 5H 0.25 1.14 -0.25 0.26 1.08 -0.26 1.03 4.32 -1.03 -3.00 -3.59 -1.34 1.34 -1.42 3.00 -0.67 -0.61 -0.67 .1.45 -1.63 0.45 -0.53 -3.38 -1.37 0.00 -0.46 0.00 R 2---3---4 1 5 A604 A604 5V Sum H 1.14 0.00 1.08 0.00 4.32 0.00 -1.42 -4.34 -3.59 4.34 0.61 -1.34 -3.38 1.90 -1.63 -1.90 0.46 0.00 Sum V 2.28 2.16 8.64 -5.01. -5.01 0.00 -5.01 -5.01 0.00 r. FINAL FRAME DESIGN - STRES S SUMMARY DATE: 03/07/03 CADDS TIME: 06:35 PM ------------------------------------------------------------------------------------------------------------------=---------------- PAGE:F 37 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD ' NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD _ NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.47 55. 3 4.96 FT 8.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.619 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 6.47 -217.69 1.67, -12.87 -12.87 33.00 33.00 22.69 2.72 23.07 0.118 2 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.00 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 . 0.498 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 1.66 242.34 0.43 14.70 16.89 33.00 31.94 33.00 5.41 13.04 0.415 1 MEMBER NO. 3 JOINT 4 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.00 1 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.498 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 1.66 242.34 0.43 14.70 16.89 33.00 31.94 33.00 5.41 13.04 0.415 1 k FINAL FRAME DESIGN - STRES S SUMMARY )ATE: 03/07/03 CADDS LIME: 06:35 PM PAGE:F 38 ----------------------------------------------------------------------------------------------------------------------------------- )RDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 3LDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) )ESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ MEMBER NO. 4 JOINT 5 - 4 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.47 55. 3 4.96 FT 8.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.619 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- --ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 6.47 -217.70 1.67 -12.87 -12.87 33.00 33.00 22.69 2.72 23.07 0.118 3 k FRAME DES IGN - J O I N T D E F L E C T I O N S 3H 3V DATE: 03/07/03 4V 1 DL + CLL + LL N -0.059 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------7------------------------ -0.743 0.059 -0.009 2 DL + WLL PAGE:F 39 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia -0.013 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.440 DESIGN SYSTEM FRAME # 2 DESCRIPTION ----------------------------------------------------------------------------------------------------------------------------------- LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 -0.460 POSITIVE DEFLECTION DIRECTION -0.440 R -0.421 -0.008 12 DL + EWP H INCHES Horiz. Deflection to Right V 2---3---4 -0.891 0.086 -0.895 -0.009 V INCHES Vertical Deflection Up DL + EWS N 0.900 -0.009 0.891 0.122 0.883 0.013 +---H / 1 5 • z A604 A604 ## P Delta Analysis Performed ## No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 1 DL + CLL + LL N -0.059 -0.009- 0.000 -0.743 0.059 -0.009 2 DL + WLL N 1.219 -0.013 1.203 0.181 1.190 0.016 3 DL + WLR N -1.190 '0.016 -1.203 0.181 -1.219 -0.013 4 D+CLL+EQL/1.4 N 0.421 -0.008 0.440 -0.245 0.460 0.002 5 D+CLL+EQR/1.4 N -0.460 0.002 -0.440 -0.245 -0.421 -0.008 12 DL + EWP N -0.889 0.013 -0.891 0.086 -0.895 -0.009 13 DL + EWS N 0.900 -0.009 0.891 0.122 0.883 0.013 k FRAME DES I G N - M E M B E R D E F L E C T I O N S DATE: 03/07/03 CADDS' TIME: 06:35 PM PAGE:F 40 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ---------------------------------7------------------------------------------------------------------------------------------------- POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right V +-2-+-3-+ V INCHES Vertical Up I I +---H 1 4 Z 4AXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3V MEMBER 4H Vo. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + CLL + LL 3 -0.190 6 -0.743 6 -0.743 3 0.190 2 DL + WLL 5 1.219 6 0.181 3 0.238 5 1.190 3 DL + WLR 5 -1.190 3 0.238 6 0.181 5 -1.219 4 D+CLL+EQL/1.4 5 0.421 4 -0.252 6 -0.245 5 0.460 5 D+CLL+EQR/1.4 5 -0.460 6 -0.245 4 -0.252 5 -0.421 L2 DL + EWP 5 -0.889 3 0.145 6 0.086 5 -0.895 L3 DL + EWS 5 0.900 6 0.122 3 0.171 5 0.883 FINAL F R A M E DESIGN - FRAM E LAYOUT DATE: 03/07/03 CADDS TIME: 06:35 PM 7A5. , DRDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 .... __l9A_ BLDR'ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LEFT SIDE RIGHT SIDE SLOPE (P/12.) = 1.000 SLOPE (P/12.) = 1.000 DIST. TO RIDGE = 15.000 FT. DIST. TO RIDGE = 15.000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 30.000 FT. -R- OV65298 OV65298 0 0 - V V 6 6 5 5 2 2 9 9 6 6 1 t FINAL FRAME DESIGN DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 41 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------------------------------------------------ # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 A F R A M E D E S I G N - G E N E R A L I N F O R M A T I O N DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 42 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ----------------------------------------------------------------------------------------------------------------------------------- 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 14.002 FT. 14.002 FT. 1 = 30.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 13.333 FT. 13.333 FT. COL. CLEAR HT. = 12.469 FT. 12.469 FT. CMX = 0.850 SLOPE (P/12.) = 1.000 1.000 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 15.000 FT. 15.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 `IN. 8.000 IN. ENDWALL PURLIN DEPTH = 8.000 IN. 8.000 IN. FRAME OFFSET = 6.000 IN. (PURLSN UNINSULATED) POST OFFSET = 1.000 IN. --------------------- JOINT DATA --------------------- ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.167 0.000 1 1 0 1 0 1 ( 1- 2 0 0 1.50 1.00 2 1.167 12.929 0 0 0 1 0 2 2- 3 0 0 1.50 1.00 3 15.000 14.082 0 0 0 0 0 3 4- 3 0 0 1.50 1.00 4 28.833 12.929 0 0 0 1 0 4 5- 4 0 0 1.50 1.00 5 28.833 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) k F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 43 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. O FL Outside flange only braced ID - 'Blase, 'W' SW&EW Girt both directions, 'U' SW Girt Only, O -IF Outside and Inside flange braced 'V' EW Girt Only, 'O'ther, 'E'ave str, 'Furl, 'L'mk TPurl O -SF Outside braced and inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required flange support force (kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 5- 4 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 4- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E O FL 0.00 0.00 E O FL 12.47 O O -IF YES 12.47 O O -IF YES 3.98 3.98 P O -SF 3.98 3.98 P O -SF 14.00 E O FL NO 14.00 E O FL NO 8.98 8.98 P O FL 8.98 8.98 P O FL 13.98 13.98 P O -SF 13.98 13.98 P O -SF im GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed F R A M E D E S I G N - C O N V E N T I O N S or Z ( normal, out -of -plane ) DATE: 03/07/03 the load is kips/foot. The distances are the location of the CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 06:35 PM PAGE:F 44 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC --Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the nember. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the'X-Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). k F R A M E D E S I G N - L 0 A D S U M M A R Y BRII 28STL DATE: 03/07/03 26STL SHWAL 26STL COLLATERAL LOAD CADDS TIME: 06:35 PM ROOF LIVE LOAD (LL ) PAGE:F 45 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia Thermal Condition (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 TRIBUTARY LOAD GENERAL BUILDING INFORMATION DESIGN BAY = TOTAL BUILDING LENGTH = PANELS LEFT SIDEWALL ROOF RIGHT SIDEWALL ENDWALL BUILDING USE AND LOCATION 11.250 FT. 70.000 FT. TYPE DESCRIPTION SHWAL 26STL BRII 28STL SHWAL 26STL SHWAL 26STL WEIGHT 1.12 PSF 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) 1.12 PSF 1.12 PSF STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 3.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow. Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 80.00% 1.00 16.00 RIGHT ROOF 80.00% 1.00 16.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR = 0.0 PSF k 20.000 PSF COEFFICIENTS INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT TRIBUTARY LOAD O A D S U M M A R Y FACTOR (IS ) DATE: 03/07/03 80.00% 0.000 RIGHT ROOF 80.00% CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- 0.000 0.000 WIND LOAD LEFT = 80.000 MPH ( 9.953 PAGE:F 46 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia COEFFICIENTS (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF COEFFICIENTS INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT TRIBUTARY LOAD INTERNAL SUCTION (WLR) FACTOR (IS ) LEFT ROOF 80.00% 0.000 RIGHT ROOF 80.00% 0.000 WIND LOADS 0.000 0.000 WIND LOAD LEFT = 80.000 MPH ( 9.953 PSF) WIND LOAD RIGHT = 80.000 MPH ( 9.953 PSF) WIND UPLIFT = 80.000 MPH ( 9.953 PSF) WIND LOAD CASE = 1 WIND ENCLOSURE = ENCLOSED COEFFICIENTS WIND FROM LEFT (WLL) LEFT SIDEWALL 0.800(PRESSURE) LEFT ROOF -0.700(SUCTION ) RIGHT ROOF -0.700(SUCTION ) RIGHT SIDEWALL -0.500(SUCTION ) ENDWALL WIND PRESURE (EWP) SIDEWALLS -0.700(SUCTION ) ROOF -1.500(SUCTION ) ENDWALL 0.900(PRESSURE) SIDEWALL CANOPY/OVERHANG -1.200(SUCTION ) ENDWALL CANOPY/OVERHANG -1.200(SUCTION ) LOAD NET ROOF LOAD COEFF (PSF) 1.00 16.00 1.00 16.00 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT INTERNAL PRESSURE INTERNAL SUCTION (WLR) (IP ) (IS ) -0.500(SUCTION ) 0.000 0.000 -0.700(SUCTION ) 0.000 0.000 -0.700(SUCTION ) 0.000 0.000 0.800(PRESSURE) 0.000 0.000 ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -1.500(SUCTION ) -0.900(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) SEISMIC LOADS (EQ PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF Seismic W - RIGHT ROOF SEISMIC ZONE = 3 R FACTOR MIN CTY SEISMIC ZONE = 3 I FACTOR Na LATERAL FACTOR STORY DRIFT LIMIT = 0.025 SOIL PROFILE OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Nv FACTOR Ct FACTOR T FACTOR Ca FACTOR Cv FACTOR p FACTOR NET SEISMIC FACTOR = 7.220 PSF 7.220 PSF 4.500 = 1.000 = 1.000 D = 1.000 0.035 = 0.258 0.360 0.540 = 1.000 0.200 IN I F R A M E D E S I G N - L O A D S U M M A R Y DATE: 03/07/03 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 06:35 PM PAGE:F 47 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SEISMIC LOADS (EQ PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF Seismic W - RIGHT ROOF SEISMIC ZONE = 3 R FACTOR MIN CTY SEISMIC ZONE = 3 I FACTOR Na LATERAL FACTOR STORY DRIFT LIMIT = 0.025 SOIL PROFILE OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Nv FACTOR Ct FACTOR T FACTOR Ca FACTOR Cv FACTOR p FACTOR NET SEISMIC FACTOR = 7.220 PSF 7.220 PSF 4.500 = 1.000 = 1.000 D = 1.000 0.035 = 0.258 0.360 0.540 = 1.000 0.200 IN k F R A M E D E S I G N - L O A D C O M B I N A T I O N S DATE: 03/07/03 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 06:35 PM PAGE:F 48 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + CLL + LL 1.000 N N N Std Des 100.00 DL 100.00 CLL 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 D+CLL+EQL/1.4 1.333 N N N Std Des 100.00 DL 100.00 CLL 72.00 EQ 5 D+CLL+EQR/1.4 1.333 N N N Std Des 100.00 DL 100.00 CLL -72.00 EQ 6 PD+PC+0.70PL+2.80EQL 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL 280.00 EQ 7 PD+PC+0.70PL+2.80EQR 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL -280.00 EQ 8 0.85P(DL+CL)+2.80EQL 1.700 Y N N Axial T 85.00 DL 85.00 CLL 280.00 EQ 9 0.85P(DL+CL)+2.80EQR 1.700 Y N N Axial T 85.00 DL 85.00 CLL -280.00 EQ 10 DL+CL+2.80EQL 1.700 Y N N Conns 100.00 DL 100.00 CLL 280.00 EQ 11 DL+CL+2.80EQR 1.700 Y N N Conns 100.00 DL 100.00 CLL -280.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 13 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS l MEMBER JOINTS LOAD DISTANCES DATE: 03/07/03 LOADS DIRECTION/ CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- TYPE FT FT X PAGE:F 49 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia K/FT (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 30.00 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3 UNIF 0.00 15.00 0.000 K/FT -0.025 K/FT 0.000 K/FT DL 3 4 - '3 UNIF 15.00 30.00 0.000 K/FT -0.025 K/FT 0.000 K/FT LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION CLL 2 2 - 3 UNIF 0.00 15.00 0.000 K/FT -0.034 K/FT 0.000 K/FT CLL 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT -0.034 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 15.00 0.000 K/FT -0.180 K/FT 0.000 K/FT LL- 3 4 - 3 UNIF 15.00 30.00 0.000 K/FT -0.180 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT :OAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ :ABEL NO (START -END) TYPE FT FT X Y Z LOCATION 4LL 1 1 - 2 UNIF 0.00 14.00 0.090 K/FT 0.000 K/FT 0.000 K/FT 4LL 2 2 - 3 UNIF 0.00 15.00 -0.078 K/FT 0.078 K/FT 0.000 K/FT 4LL 3 4 - 3 UNIF 15.00 30.00 0.078 K/FT 0.078 K/FT 0.000 K/FT VLL 4 5 - 4 UNIF 0.00 14.00 0.056 K/FT 0.000 K/FT 0.000 K/FT COAD CASE (WLR) WIND LOAD RIGHT COAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ jABEL NO (START -END) TYPE FT FT X Y Z LOCATION JLR 1 1 - 2 UNIF 0.00 14.00 -0.056 K/FT 0.000 K/FT 0.000 K/FT 1LR 2 2 - 3 UNIF 0.00 15.00 -0.078 K/FT 0.078 K/FT 0.000 K/FT ILR 3 4 - 3 UNIF 15.00 30.00 0.078 K/FT 0.078 K/FT- 0.000 K/FT iLR 4 5 - 4 UNIF 0.00 14.00 -0.090 K/FT 0.000 K/FT 0.000 K/FT .r LOAD CASE (EQ ) SEISMIC LOAD LOAD i F R A M E D E S I G N - A P P L I E D L 0 A D S LOADS DATE: 03/07/03 LABEL NO (START -END) TYPE FT FT CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 06:35 PM Z LOCATION EQ 1 PAGE:F 50 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 0.000 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia 0.244 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) EQ DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 KIP LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0..00 14.00 0.003 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3 CONC 0.00 0.244 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 3 4 - 3 CONC 30.00 0.244 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 4 5 - 4 UNIF 0.00 14.00 0.003 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 14.00 -0.078 K/FT 0.000 K/FT 0.000 K/FT EWP 1 1 - 2 UNIF 0.00 14.00 0.000 K/FT 0.000 K/FT -0.134 K/FT EWP 2 2 - 3 UNIF 0.00 15.00 -0.168 K/FT 0.168 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 15.00 30.00 0.168 K/FT 0.168 K/FT 0.000 K/FT EWP 4 5 - 4 UNIF 0.00 14.00 0.078 K/FT 0.000 K/FT 0.000 K/FT EWP 4 5 - 4 UNIF 0.00 14.00 0.000 K/FT 0.000 K/FT -0.134 K/FT LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 , UNIF 0.00 14.00 -0.078 K/FT 0.000 K/FT 0.000 K/FT EWS 1 1 - 2 UNIF 0.00 14.00 0.000 K/FT 0.000 K/FT 0.134 K/FT EWS 2 2 - 3 UNIF 0.00 15.00 -0.168 K/FT 0.168 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 15.00 30.00 0.168 K/FT 0.168 K/FT 0.000 K/FT EWS 4 5 - 4 UNIF 0.00 14.00 0.078 K/FT 0.000 K/FT 0.000 K/FT EWS 4 5 - 4 UNIF 0.00 14.00 0.000 K/FT 0.000 K/FT 0.134 K/FT k F R A M E D E S I G N - S E C T I O N P R O P E R T I E S 101.51 5.21 DATE: 03/07/03 5.21 101.51 5.21 101.51 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- 5.21 5.11 1.33 1.33 PAGE:F 51 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia 9.60 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) = 5.000 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 WDAFI 1 1 DIST (FT) 0.00 4.15 8.31 12.46 2 1 DIST (FT) 1.58 3.98 8.98 13.98 14.96 3 1 DIST (FT) 1.58 3.98 8.98 13.98 14.96 4 1 DIST (FT) 0.00 4.15 8.31 12.46 JOINTS 1 - 2 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 2 - 3 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 4 - 3 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 5 - 4 OUTER FLANGE _ DEPTH . AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 5.000 X 0.250 IX IY (IN4) (INC 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 5.000 X-0.250 IX IY (IN4) (IN4) 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 5.000 X 0.250 IX IY (IN4) (IN4) 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 5.000 X 0.250 IX IY (IN4) (IN4) 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 WEB = 0.120 RTO RTI WRX (IN) (IN) (IN) 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 WEB = 0.120 RTO RTI WRX (IN) (IN) (IN) 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 WEB = 0.120 RTO RTI WRX (IN) (IN) (IN) 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 WEB = 0.120 RTO RTI WRX (IN) (IN) (IN) 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 5.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 5.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 = 5.000 X 0.250' LUBO (FT) 12.46 12.46 12.46 12.46 LUBO (FT) 4.00 5.02 5.02 5.02 1.96 LUBI (FT) 12.46 12.46 12.46 12.46 LUBI (FT) 2.41 10.03 10.03 10.03 1.96 WDAFO WDAFI H/T LUBO LUBI (IN) (IN) RATIO (FT) (FT) 9.60 9.60 95.83 4.00 2.41- 9.60 9.60 95.83 5.02 10.03 9.60 9.60 95.83 5.02 10.03 9.60 9.60 95.83 5.02 10.03 9.60 9.60 95.83 1.96 1.96 = 5.000 X 0.250 WDAFO WDAFI H/T LUBO LUBI (IN) (IN) RATIO (FT) (FT) 9.60 9.60 95.83 12.46 12.46 9.60 9.60 95.83 12.46 12.46 9.60 9.60 95.83 12:46 12.46 9.60 9.60 95.83 12.46 12.46 AREA (IN2) 3.88 3.88 3.88 3.88 3.88 4 AREA (IN2) 3.88 3.88 3.88 3.88 3.88 SOX (IN3) 16.92 16.48 16.92 16.48 16.92 3 SOX (IN3) 16.92 16.48 16.92 16.48 16.92 SIX (IN3) 16.92 16.48 16.48 16.48 16.92 SIX (IN3) 16.92 16.48 16.48 16.48 16.92 AXIAL FORCE (KIPS) 1.18 -0.12 0.99 0.91 0.91 AXIAL FORCE (KIPS) 1.18 -0.12 0.99 0.91 0.91 -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V -128.31 33.00 33.00 31.94 3.20 13.04 0.97 1.00 1.47 0.01 0.23 0.24 0.25 1 1 72.80 43.99 42.57 43.99 2.10 13.04 0.97 1.00 1.44 0.00 0.10 0.12 0.12 2 1 87.61 33.00 31.94 33.00 0.84 13.04 0.97 1.00 2.25 0.01 0.16 0.16 0.17 1 1 137.19 33.00 31.94 33.00 0.54 17.38 0.97 1.00 1.20 0.01 0.26 0.29 0.28 1 3 136.50 33.00 31.94 33.00 0.54 17.38 0.97 1.00 1.00 0.01 0.25 0.24 0.26 1 3 -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V -128.31 33.00 33.00 31.94 3.20 13.04 0.97 1.00 1.47 0.01 0.23 0.24 0.25 1 1 72.80 43.99 42.57 43.99 2.10 13.04 0.97 1.00 1.44 0.00 0.10 0.12 0.12 3 1 87.61 33.00 31.94 33.00 0.84 13.04 0.97 1.00 2.25 0.01 0.16 0.16 0.17 1 1 137.19 33.00 31.94 33.00 0.54 17.38 0.97 1.00 1.20 0.01 0.26 0.29 0.28 1 2 136.50 33.00 31.94 33.00 0.54 17.38 0.97 1.00 1.00 0.01 0.25 0.24 0.26 1 2 S T R E S S DATE: 03/07/03 CADDS TIME: 06:35 PM -----------7----------------------------------------------------------------------------------------------------------------------- PAGE:F 52 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 COLUMN 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 3.94 0.00 33.00 22.31 33.00 1.27 17.38 0.97 1.00 1.75 0.03 0.00 0.00 0.03 1 2 2 12.00 3.88 16.92 16.92 3.88 -45.46 8.96 33.00 22.31 -0.91 13.04 0.97 1.00 1.75 0.11 0.08 0.10 0.22 . 1 1 3 12.00 3.88 16.92 16.92 3.83 -90.92 8.96 33.00 22.31 -0.91 13.04 0.97 1.00 1.75 0.11 0.16 0.21 0.32 1 1 4* 12.00 3.88 16.92 16.92 3.77 -141.48 8.96 33.00 22.31 -0.91 13.04 0.97 1.00 1.75 0.11 0.25 0.32 0.43 1 1 ROOF BEAM 2 - 3 AREA (IN2) 3.88 3.88 3.88 3.88 3.88 4 AREA (IN2) 3.88 3.88 3.88 3.88 3.88 SOX (IN3) 16.92 16.48 16.92 16.48 16.92 3 SOX (IN3) 16.92 16.48 16.92 16.48 16.92 SIX (IN3) 16.92 16.48 16.48 16.48 16.92 SIX (IN3) 16.92 16.48 16.48 16.48 16.92 AXIAL FORCE (KIPS) 1.18 -0.12 0.99 0.91 0.91 AXIAL FORCE (KIPS) 1.18 -0.12 0.99 0.91 0.91 -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V -128.31 33.00 33.00 31.94 3.20 13.04 0.97 1.00 1.47 0.01 0.23 0.24 0.25 1 1 72.80 43.99 42.57 43.99 2.10 13.04 0.97 1.00 1.44 0.00 0.10 0.12 0.12 2 1 87.61 33.00 31.94 33.00 0.84 13.04 0.97 1.00 2.25 0.01 0.16 0.16 0.17 1 1 137.19 33.00 31.94 33.00 0.54 17.38 0.97 1.00 1.20 0.01 0.26 0.29 0.28 1 3 136.50 33.00 31.94 33.00 0.54 17.38 0.97 1.00 1.00 0.01 0.25 0.24 0.26 1 3 -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V -128.31 33.00 33.00 31.94 3.20 13.04 0.97 1.00 1.47 0.01 0.23 0.24 0.25 1 1 72.80 43.99 42.57 43.99 2.10 13.04 0.97 1.00 1.44 0.00 0.10 0.12 0.12 3 1 87.61 33.00 31.94 33.00 0.84 13.04 0.97 1.00 2.25 0.01 0.16 0.16 0.17 1 1 137.19 33.00 31.94 33.00 0.54 17.38 0.97 1.00 1.20 0.01 0.26 0.29 0.28 1 2 136.50 33.00 31.94 33.00 0.54 17.38 0.97 1.00 1.00 0.01 0.25 0.24 0.26 1 2 O L L I N G S T R E S S DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 53 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- COLUMN 5 - 4 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 3.94 0.00 33.00 22.31 33.00 1.27 17.38 0.97 1.00 1.75 0.03 0.00 0.00 0.03 1 3 2 12.00 3.88 16.92 16.97. 3.88 -45.46 8.96 33.00 22.31 -0.91 13.04 0.97 1.00 1.75 0.11 0.08 0.10 0.22 1 1 3 12.00 3.88 16.92 16.92 3.83 -90.92 8.96 33.00 22.31 -0.91 13.04 0.97 1.00 1.75 0.11 0.16 0.21 0.32 1 1 4* 12.00 3.88 16.92 16.92 3.77 -141.48 8.96 33.00 22.31 -0.91 13.04 0.97 1.00 1.75 0.11 0.25 0.32 0.43 1 1 k F R A M E D E S I G N - W E L D S U M M A R Y DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 54 ORDER #.021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV65288 1 0.120 0.069 1/8 2.620 1 1 2 OV65290 1 0.120 0.231 1/8 2.620 2 1 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD / Z No. Loading Combination 1H 1V 1 DL + CLL + LL 0.91 3.94 2 DL + WLL -1.27 -0.96 3 DL + WLR 0.78 0.08 4 D+CLL+EQL/1.4 0.06 1.05 5 D+CLL+EQR/1.4 0.47 1.42 6 PD+PC+0.70PL+2.80EQL not applicable 7 PD+PC+0.70PL+2.80EQR not applicable 8 0.85P(DL+CL)+2.80EQL not applicable 9 0.85P(DL+CL)+2.BOEQR not applicable 10 DL+CL+2.80EQL not applicable 11 DL+CL+2.80EQR not applicable S 5 DATE:'03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- 1Z 2Z PAGE:F 55 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # '03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia 0.00 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.00 DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS --------------------------------------------------------------------=-------------------------------------------------------------- 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 0.00 POSITIVE REACTION DIRECTION -0.96 0.00 R -0.88 0.00 0.00 H KIPS Horizontal Force to Right V -0.47 2---3---4 0.00 -0.41 2.48 V KIPS Vertical Force Up 0.00 0.00 0.00 -0.06 1.05 0.00 0.41 2.48 Z KIPS Horizontal Out of Plane +---H / Z No. Loading Combination 1H 1V 1 DL + CLL + LL 0.91 3.94 2 DL + WLL -1.27 -0.96 3 DL + WLR 0.78 0.08 4 D+CLL+EQL/1.4 0.06 1.05 5 D+CLL+EQR/1.4 0.47 1.42 6 PD+PC+0.70PL+2.80EQL not applicable 7 PD+PC+0.70PL+2.80EQR not applicable 8 0.85P(DL+CL)+2.80EQL not applicable 9 0.85P(DL+CL)+2.BOEQR not applicable 10 DL+CL+2.80EQL not applicable 11 DL+CL+2.80EQR not applicable 12 DL + EWP 0.08 -1.79 0.87 1.01 1.01 -0.08 -1.79 0.87 0.00 -3.58 3.75 13 DL + EWS 0.08 -1.79 -0.87 -1.01 -1.01 -0.08 -1.79 -0.87 0.00 -3.58 -3.75 ti, 1 5 A536 A537 1Z 2Z 4Z 5H 5V 5Z Sum H Sum V Sum Z 0.00 0.00 0.00 -0.91 3.94 0.00 0.00 7.88 0.00 0.00 0.00 0.00 -0.78 0.08 0.00 -2.04 -0.88 0.00 0.00 0:00 0.00 1.27 -0.96 0.00 2.04 -0.88 0.00 0.00 0.00 0.00 -0.47 1.42 0.00 -0.41 2.48 0.00 0.00 0.00 0.00 -0.06 1.05 0.00 0.41 2.48 0.00 12 DL + EWP 0.08 -1.79 0.87 1.01 1.01 -0.08 -1.79 0.87 0.00 -3.58 3.75 13 DL + EWS 0.08 -1.79 -0.87 -1.01 -1.01 -0.08 -1.79 -0.87 0.00 -3.58 -3.75 ti, F R A M E D E S I G N - R E A C T I O N S DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 56 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE)• (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ----------------------------------------------------------------------------------------------------------------------------------- 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2---3---4 V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H / 1 5 Z A536 A537 ID Load Case 1H 1V .1Z 2Z 4Z 5H 5V 5Z Sum H Sum V Sum Z DL DEAD LOAD 0.15 0.73 0.00 0.00 0.00 -0.15 0.73. 0.00 0.00 1.46 0.00 CLL COLLATERAL LOAD 0.12 0.51 0.00 0.00 0.00 -0.12 0.51 0.00 0.00 1.02 0.00' LL LIVE LOAD 0.64 2.70 0.00 0.00 0.00 -0.64 2.70 0.00 0.00 5.40 0.00 WLL WIND LOAD LEFT -1.42 -1.69 0.00 0.00 0.00 -0.63 -0.65 0.00 -2.04 -2.34 0.00 WLR WIND LOAD RIGHT 0.63 -0.65 0.00 0.00 0.00 1.42 -1.69 0.00 2.U4 -2.34 0.00 EQ SEISMIC LOAD -0.29 -0.26 0.00 0.00 0.00 -0.29 0.26 0.00 -0.57 0.00 0.00 EWP EW WIND PRESSURE -0.07 -2.52 0.87 1.01 1.01 0.07 =2.52 0.87 0.00 -5.04 3.75 EWS EW WIND SUCTION -0.07 -2.52 -0.87 -1.01 -1.01 0.07 -2.52 -0.87 0.00 -5.04 -3.75 k FINAL FRAME DESIGN - STRES S SUMMARY DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 57 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.47 55. 3 4.15 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.431 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 3.77 -141.48 0.97 -8.36 -8.36 8.96 33.00 22.31 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG NO. (FT) STRESS SEGS SIZE 1 15.00 55. 4 5.00 FT CONTROLLING ACTIONS DEPTH AT DEPTH AT START END 12.00 IN 12.00 IN ---AXIAL--- ---MAXIMUM STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) 1 0.91 137.19 0.23 8.32 9.56 MEMBER NO. 3 JOINT 4 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG NO. (FT) STRESS SEGS SIZE 1 15.00 55. 4 5.00 FT CONTROLLING ACTIONS WEB OUTER FL. THK. 5.000 X ..250 .120 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 33.00 31.94 33.00 DEPTH AT DEPTH AT START END 12.00 IN 12.00 IN WEB OUTER FL. THK. 5.000 X .250 .120 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO ,COND 1.27 17.38 0.073 2 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .250 0.282 1 -------------- SHEAR ------•-------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 3.20 13.04 0.245 1 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .250 0.282 1 ---AXIAL--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- FA FBO FBI FORCE ALLOW STRESS LOAD (KSI) (KSI) (KSI) (KIPS) (KIPS.) RATIO COND 33.00 31.94 33.00 3.20 13.04 0.245 1 ---MAXIMUM STRESSES--- SECT. FORCE MOMENT AXIAL FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) 1 0.91 137.19 0.23 8.32 9.56 k FINAL FRAME DESIGN - STRES S SUMMARY DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 58 ---------------------------------------------------------------------------------------------------------------=------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 4 JOINT 5 - 4 ---------------------------------- SECT. LENGTH YIELD NO.- MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.47 55. 3 4.15 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.431 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 3.77 -141.48 0.97 -8.36 -8.36 8.96 33.00 22.31 1.27 17.38 0.073 3 14 k FRAME DES IGN - J O I N T D E F L E C T I O N S DATE: 03/07/03 / CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- 1 5 z PAGE:F 59 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 Cd BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia -0.032 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DL + WLL DESIGN SYSTEM FRAME # 4 DESCRIPTION ----------------------------------------------------------------------------------------------------------------------------------- EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 3 POSITIVE DEFLECTION DIRECTION N -0.466 R -0.470 0.059 -0.475 0.001 H INCHES Horiz. Deflection to Right V N 2---3---4 -0.001 0.170 -0.123 0.180 V INCHES Vertical Deflection Up +---H / 1 5 z A536 A537 No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 1 DL + CLL + LL N -0.032 -0.005 0.000 -0.414 0.032 -0.005 _ 2 DL + WLL N 0.475 0.001 0.470 0.059 0.466 0.000 3 DL + WLR N -0.466 0.000 -0.470 0.059 -0.475 0.001 4 D+CLL+EQL/1.4 N 0.161 -0.001 0.170 -0.123 0.180 -0.002 5 D+CLL+EQR/1.4 N -0.180 -0.002 -.0.170 -0.123 -0.161 -0.001 12 DL + EWP N 0.015 0.003 0.000 0.201 -0.015 0.003 13 DL + EWS N 0.015 0.003 0.000 0.201 -0.015 0.003 FRAME DES IGN - M E M B E R D E F L E C T I O N S DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:F 60 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ----------------------------------------------------------------------------------------------------------------------------------- 4 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right V +-2-+-3-+ V INCHES Vertical Up I I I. +---H 1 4 Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3V MEMBER 4H No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + CLL + LL 3 -0.-094 5 -0.414 5 -0.414 3 0.094 2 DL + WLL 5 0.475 5 0.059 3 0.090 5 0.466 3 DL + WLR 5 -0.466 3 0.090 5 0.059 5 -0.475 4 D+CLL+EQL/1.4 5 0.161 4 -0.125 5 -0.123 4 0.180 5 D+CLL+EQR/1.4 4 -0.180 5 -0.123 4 -0.125 5 -0.161 12 DL + EWP 3 0.047 5 0.201 5 0.201 3 -0.047 13 DL + EWS 3 0.047 5 0.201 5 0.201 3 -0.047 k FINAL FRAME DESIGN - FRAM E LAYOUT DATE: 03/07/03 CADDS TIME: 06:35 PM I�-- ------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 - BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 --------------------------------------------------- DESCRIPTION EWDS 30'-0" 14'-4" ------------------------------------------------------------------------------- 20 PSF 80 MPH UBC 97 1.000"TO 12 LEFT SIDE RIGHT SIDE SLOPE (P/12.) = 1.000 SLOPE (P/12.) = 1.000 DIST. TO RIDGE = 15.000 FT. DIST. TO RIDGE = 15.000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 30.000 FT. -R- OV65290 OV65290 0 0 V V 6 6 5 5 2 2 8 8 8 8 1 k SPLICE DESIGN - CONTENTS DATE: 03/07/03 CADDS TIME: -----------------------------------------------------------------------------------------------------------------f�----�- 06:35 PM _ -I---- F ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ----------------------------------------------------------------------------------------------------------------------------------- ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # ------------ -------- IRQ EWDS 30'-0" 14'-4" ------ 20 PSF ------ 80 MPH ----------- UBC 97 1.00 ------- ----- TO 12 1 ------------ FEwA, RE w -------- .... Sl DESIGN FRAME # 2 LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.00 TO 12 1 02,03 5520 RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES O1 STRESS RATIO LIMIT 1.030 COVER SHEET SIGN CONVENTIONS APPLIED LOADS SUMMARY PART DIMENSIONS BOLTS / SPLICE PLATE INFORMATION REPORTS SELECTED BOLT LOADS / ALLOWABLES LAYOUT SKETCH FLANGE / WEB PLATE INFORMATION WELD INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATIONI S P L I C E D E S I G N - C 0 V E R S H E E T DATE: 03/07/03 NUM NUM NUM Description I CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- NUM Stiffener Opt PAGE:S 2 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) Pinned Base Plate DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 Design RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES O1 STRESS RATIO LIMIT 1.030 COVER SHEET SIGN CONVENTIONS APPLIED LOADS SUMMARY PART DIMENSIONS BOLTS / SPLICE PLATE INFORMATION REPORTS SELECTED BOLT LOADS / ALLOWABLES LAYOUT SKETCH FLANGE / WEB PLATE INFORMATION WELD INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATIONI ASSEMBLY INFORMATION NUM NUM NUM Description I NUM Connection Plate Opt NUM Stiffener Opt Weld Opt --- --- --- -------------------- + ------------------------------- +------- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 1 Analysis Only OV65284 01 Analysis Only Design w/ Combined Welds 2 01 2 Knee Splice 2 Analysis Only OV65284 02 Analysis Only Design w/ Combined Welds OV65286 01 Analysis Only Design w/ Combined Welds 5 02 1 Ridge 3 Analysis Only OV65286 02 Analysis Only Design w/ Combined Welds OV65286 02 Analysis Only Design w/ Combined Welds S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:S 3 --------------------------------------------.--------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH ---------------------------------------------- ------ ------ -------- 1 DL + CLL + LL Std Des 4.40 1.17 0.00 1.00 N 2 DL + WLL Std Des -1.15 -1.47 0.00 1.33 N 3 DL + WLR Std Des 0.02 0.84 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 1.14 0.11 0.00 1.33 N 5 D+CLL+EQR/1.4 Std Des 1.55 0.56 0.00 1.33 N 6 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination- Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.SOEQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns -Category 2 Load Combination - Does not apply to this Splice Type. it DL+CL+2.SOEQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -2.08 0.00 0.87 1.33 N 13 DL + EWS Std Des -2.08 0.00 -0.87 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Column Sidewall Endwall Flg. to Flg. Dimension 12.000" Offset from Structure Line 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 121- 5.625" Flg. to Flg. Dimension 12.000" Adj. Pl. Angle (Degrees) 0.000 k S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:S .4 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- PLATE TYPE PART NUMBER ORIENTATION PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING GOND. CONTROLLING LOCATION S P L I C E P L A T E STANDARD 0042853 NORMAL 8.000" 12.500" 0.500" 55.00 KSI 0.000" 0.055 12 Outer Row 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" OUTER 2 2 7.000" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.070 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.038 k S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 03/07/03 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 06:35 PM PAGE:S 5 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03738 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 01 TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts B 0 L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER'l OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.286 0.286 0.830 13.329 0.648 26.659 3 Total Section is in Compression 0.469 13.329 0.000 26.659 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.519 0.519 0.491 13.329 1.175 26.659 13 0.519 0.519 0.491 13.329 1.175 26.659 k S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:S 6 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD' BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts SPLICE PLATE 0042853 8.000" X 12.500" X 0.500" OUTSIDE FLANGE 0.250 X 5.000 '4AIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 12.000" 5.500" -+---------- COLUMN +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W 0 W 0 W W W o W 0 W W W W W W W W W W W W W W W W W .W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF BOLTS: 0.750" DIA A307 NO WASHERS COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 0.250 X 5.000 0.000 0.21 43.99 1.14 49.50 0.023 1 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N -F O R M A T I 0 N 1 DATE: 03/07/03 W E B P L AT E S -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- CADDS TIME: 06:35 PM SHEAR ALLOW CSR LOAD ------------------ MAXIMUM STRESSES ------------------- Side Far Side Win) PART NO. PAGE:S 7 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S - TENSION - BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD W X OL BLDR PHONE # 530-345-7296 ACT. ALLOW PROJ NAME - BOB MENEFEE ENGR GRP - Visalia ACT. ALLOW (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) (Ksi) (Ksi) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 43.99 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate W E L D I N SUBTYPE : No Ext Corner - S Nuts F L A N G E P L A T E S S FULL ------------------- WELD SIZE ------------------- ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. .STRENGTH ---- SIZE --------- PENETRATION --------- DIST FROM - TENSION - COMPRESSION CSR LOAD LOAD Out T X W X L EDGE ACT. ALLOW ACT. ALLOW GOND. COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 0.250 X 5.000 0.000 0.21 43.99 1.14 49.50 0.023 1 0.250 X 5.000 0.500 0.06 43.99 1.13 49.50 0.023 1 -------------------------'WELD W E B P L AT E S -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD ------------------ MAXIMUM STRESSES ------------------- Side Far Side Win) PART NO. SIZE 1/8" 1/8" -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------ Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 0.79 22.00 1.57 43.99 1.14 49.50 0.036 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM.STRESSES-------- .STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win), COND 1/8" 0.05 3.71 0.015 12 1/8" 0.01 3.71 0.004 12 W E L D I N F O R M A T I O N W E B P L A T E S -------------------------'WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/8" 0.19 7.42 0.025 12 I S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 03/0.7/03 CADDS TIME: 06:35 PM PAGE:S 8 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------ ------------------------------ ------ -------- 1 DL + CLL + LL Std Des 4.23 -3.16 -181.28 1.00 N 2 DL + WLL Std Des -1.32 1.75 126.24 1.33 N 3 DL + WLR Std Des -0.15 -0.91 -67.80 1.33 N 4 D+CLL+EQL/1.4 Std Des 0.97 -0.34 -18.72 1.33 N 5 D+CLL+EQR/1.4 Std Des 1.38' -1.48 -85.47 1.33 N 6 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns 0.37 1.32 77.68 1.70 Y 11 DL+CL+2.80EQR Conns 1.98 -3.13 -181.87 1.70 Y 12 DL + EWP Std Des -2.25 1.93 88.38 1.33 N 13 DL + EWS Std Des -2.25 1.93 88.38 1.33 N P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 4.764 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions .Outer Flange Width 5.000" Thickness 0.250" Inner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 121- 5.625" 131- 4.997" Flg. to Flg. Dimension 12.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 k S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:S 9 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE STANDARD FLANGE PLATE PART NUMBER 0042867 ORIENTATION NORMAL PLATE WIDTH 6:000" 5.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" 0.250" PLATE YIELD STRESS 55.00 KSI 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.396 0.650 CONTROLLING GOND. 1 1 CONTROLLING LOCATION Outer Flg 2 Outer Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM. DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 2 2 4.125" 3.000" OUTER 2 2 4.125" 3.000" INNER 1 2 1.125" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR k S P L I C E D E S I G N - B O L T L 0 A D S / A L L O W A B L E S DATE: 03/07/03 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 06:35 PM PAGES 10 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR _# GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 02 TYPE : Ext Col -'Roof Beam Knee SUBTYPE : 0/I Extens Flg B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 4.315 2.551 0.000 0.000 1.424 21.000 14.064 43.935 2 0.000 0.000 2.216 3.481 0.755 27.992 11.349 58.635 3 1.814 1.142 0.000 0.000 0.362 27.992 5.913 58.646 4 0.385 0.207 0.000 0.000 0.168 27.992 1.257 58.651 5 2.105 1.270 0.000 0.000 0.646 27.992 6.863 58.640 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 1.229 1.999 0.521 23.204 6.517 56.088 11 4.593 2.807 0.000 0.000 1.337 23.204 14.971 56.043 12 0.000 0.000 1.695 2.590 0.881 27.992 8.444 58.631 13 0.000 0.000 1.695 2.590 0.881 27.992 8.444 58.631 B O L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 4.028 2.466 0.000 0.000 1.137 21.000 13.131 43.935 2 0.000 0.000 2.237 3.377 0.666 27.992 11.007 58.635 3 1.723 1.119 0.000 0.000 0.372 27.992 5.617 58.646 4 0.352 0.197 0.000 0.000 0.103 27.992 1.149 58.651 5 1.974 1.231 0.000 0.000 0.553 27.992 6.436 58.640 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 1.244 1.932 0.546 23.204 6.299 56.088 11 4.320 2.728 0.000 0.000 1.203 23.204 14.083 56.043 12 0.000 0.000 1.726 2.539 0.734 27.992 8.278 58.631 13 0.000 0.000 1.726 2.539 0.734 27.992 8.278 58.631 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 03/07/03 CADDS TIME: 06:35 PM ------------------------------------------------------------------------•----------------------------------------------------------- .. PAGE:S 11 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg SPLICE PLATE 0042867 COLUMN SIDE -->I<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" USE EXIST. FLG.: 5.000" X 0.250" )n +- 2.750"-+ +. -+---------+--- ---------------------"v------- ---+- 1.125" W 2.375" W 2.375" -+--- o W o W. OUTSIDE FLANGE _ 3.000" FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER 0042872 0.250 X 5.000 W 0.250 X 2.500 X 11.000 NS/FS -+--- o W o W _ W W W W W W W W W W 12.042" W 12.000" MAIN WEB 8.500" W MAIN WEB 0.120 W 0.120 W W W W W W W W W W W W -+--- o W o W INSIDE FLANGE 3.000" _ FFFFFFFFFFFFMSMSMSMSMSM_ MAIN STIFFENER 0042872 0.250 X 5.000 W 0.250 X 2.500 X 11.000' NS/FS -+--- o W o 1.125" W W -+------------- ---------.------------"v ------- {. k S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGES 12 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE O/I Extens Flg F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE CUTER 2 Main Flange INNER 2 Main Flange ROOF BEAM SIDE DUTER 2 Main Stiffener INNER 2 Main Stiffener DESCRIPTION :OLUMN SIDE 4ain Web ZOOF BEAM SIDE 4ain Web .OLUMN SIDE DESCRIPTION )UTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 0.250 X 5.000 0.250 X 5.000 2.375 8.47 33.00 6.72 65'.98 0.257 1 2.333 6.87 43.99 11.20 49.50 0.225 1 0042872 0.250 X 2.500 X 11.000 2.375 4.84 33.00 5.26 65.98 0.147 1 0042872 0.250 X 2.500 X 11.000 2.375 4.16 43.99 9.17 49.50 0.185 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 2.55 22.00 7.40 33.00 10.92 49.50 0.224 1 0.120 10.15 17.69 13.43 33.00 13.38 49.50 0.574 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 3/16" 3/16" 2.16 8.25 0.263 1 YES 3/16" 3/16" 1.75 11.00 0.160 2 r- � O R M A T I O N DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:S 13 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 0/I Extens Flg W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIP.TION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 0.89 0.30 5.43 0.173 1 W E L D I N F O R M A T I O N ROOF BEAM SIDE F L A N G EP L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- --------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Stiffener Stiffener to Inner Flg 1/8" 1/8" 1.20 5.57 0.217 1 Stiffener to Web Plate 1/8" 0.26 1.86 0.145 1 INNER 2 Main Stiffener Stiffener to Inner Flg 1/8" 1/8" 1.04 7.42 0.140 2 Stiffener to Web Plate 1/8" 0.52 1.86 0.281 1 W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION ---------TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 4ain Web Web to Inner Flange 17.000" 1/8" 1/8" 1.70 1.06 5116 0.387 1 i S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:S 14 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-0.07-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH). (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 TYPE Ridge SUBTYPE 0/I Extens - Comp Bm ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH -----------=------------------------------------------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -279.15 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N 1 DL + CLL + LL Std Des 1.17 -0.08 128.29 1.00 N 2 DL + WLL Std Des -0.20 -0.56 -19.60 1.33 N 3 DL + WLR Std Des -0.10 0.61 -19.60 1.33 N 4 D+CLL+EQL/1.4 Std Des 0.32 -0.22 37.70 1.33 N 5 D+CLL+EQR/1.4 Std Des 0.35 0.19 37.70 1.33 N 6 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial.T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL+CL+2.BOEQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.48 0.14 -58.11 1.33 N 13 DL + EWS Std Des -1.48 0.14 -58.11 1.33 N P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam dimensions at Connection Flg. to Flg. Dimension Part Slope Conn. Plate Angle (Degrees) ldjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. Pl. Angle (Degrees) 12.000" 1.000 TO 12 4.764 151- 0.000" 12.000" 0.000 12.000" 1.000 TO 12 4.764 15'- 0.000" 12.000" 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 03/07/03 CADDS TIME: 06:35 PM PAGES 15 ------------------=---------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER -•NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm ----------------------------------------------------------------------------------------------------------------------------------- S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.989 CONTROLLING GOND. -50% CONTROLLING LOCATION Side 1 Outer Flg 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST"FROM BOLT # BOLTS ROW IN ROW EDGE PREV ROW ROW IN ROW OUTER 1 2 1.125" INNER 1 2 2.750" DIST FROM DIST FROM . EDGE PREV ROW 1.125" S P'L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 03/07/03 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 06:35 PM PAGE:S 16 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 05 TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ---------- -------------------- (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE -50% 10.767 0.000 0.000 21.000 35.095 44.000 +50% 0.000 10.800 0.000 21.000 35.205 44.000 1 0.000 4.718 0.010 21.000 15.379 43.999 2. 0.788 0.000 0.465 27.992 2.568 58.643 3 0.788 0.000 0.486 27.992 2.568 58.643 4 0.000 1.388 0.158 27.992 4.524 58.651 5 0.000 1.388 0.179 27.992 4.524 58.650 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination'- Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. it Category 2 Load Combination - Does not apply to this Splice Type. 12 2.556 0.000 0.010 27.992 8.333 58.651 13 2.556 0.000 0.010 27.992. 8.333 58.651 B O L T L O A D S / A L L O W A B L E S COAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LIGHT ROOF BEAM SIDE •50% 10.767 0.000 0.000 21.000 35.095 44.000 .50% 0.000 10.800 0.000 21.000 35.205 44.000 1 0.000 4.718 0.010 21.000 15.379 43.999 2 0.788 0.000 0.465 27.992 2.568 58.643 3 0.788 0.000 0.486 27.992 2.568 58.643 4 0.000 1.388 0.158 27.992 4.524 58.651 5 0.000 1.388 0.179 27.992 4.524 58:650 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 2.556 0.000 0.010 27.992 8.333 58.651 13 2.556 0.000 0.010 27.992 8.333 58.651 k S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:S 17 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR,ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ridge SUBTYPE 0/I Extens - Comp Bm SPLICE PLATE 0042866 LEFT ROOF BEAM SIDE -->I<-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------+--- 1.125" 2.375" 12.042" 14.500" 1.125" -+------------- - +- 2.750"-+ 0 0 FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 '1 ---------------------------- 2.375" OUTSIDE FLANGE 0.250 X 5.000 )42" MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 ' k S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE -:S 18 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X LEDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE CUTER 2 Main Flange 0.250 X 5.000 2.375 17.29 33.00 14.77 49.50 0.524 -50% INNER 2 Main Flange 0.250 X 5.000 2.333 17.34 33.00 14.72 49.50 0.525 +50% RIGHT ROOF BEAM SIDE DUTER 2 Main Flange 0.250 X 5.000 2.375 17.29 33.00 14.77 49.50 0.524 -50% INNER 2 Main Flange 0.250 X 5.000 2.333 17.34 33.00 14.72 49.50 0.525 +50% W E B P L A T E S ------------------ MAXIMUM STRESSES --7 ---------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW. ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) jEFT ROOF BEAM SIDE 4ain Web RIGHT ROOF BEAM SIDE 4ain Web ,EFT ROOF BEAM SIDE DESCRIPTION )UTER 2 Main Flange Flange to Splice Plate :NNER 2 Main Flange Flange to Splice Plate 0.120 0.120 FULL STRENGTH YES YES 0.41 29.33 0.00 33.00 14.25 49.50 0.287 +50% 0.41 29.33 0.00 33.00 14.25 49.50 0.287 +50% W E L D I N F O R M A T I O N F L A N G E P L A T E S ------------------- WELD SIZE ------------------- ------ MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 3/16" 3/16" 4.42 8.25 0.536 -50% 3/16" 3/16" 4.44 8.25 0.538 +50% S P L I C E D E S I G N - W E L D I N F O R M A T I O N Y DATE: 03/07/03 CADDS TIME: 06:35 PM -------------------------------------------------------------------------------------------------------------- PAGE:S - 19 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE, W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- - ------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 0.05 2.47 0.020 3 W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL -----------,-------- WELD SIZE -------=----------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 2. Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.42 8.25 0.536 -50% INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.44 8.25 0.538 +50% W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- - ------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION,--------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND 4ain Web Web to Splice Plate 1/8" 0.05 2.47 , 0.020 3 S P L I C E D E S I G N ATE: 03/07/03 CADDS TIME: 06:35 PM ------------------------------------------------------------- PAGE:S 20 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S --------------------------------------------------------------------- BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296• PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------=------------------------------------------------------------------------------------------------------------ # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97' 1.000 TO 12 RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 02 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION S P L I C E D E S I G N - C O V E R S H E E T DATE: 03/07/03 CADDS 'TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- 3PL MEMB PAGES 21 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia IUM (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) NUM' DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 Stiffener Opt RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 02 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION SPLICES SELECTED 3PL MEMB SEQ Connection GROUP INFORMATION ASSEMBLY INFORMATION IUM NUM NUM Description NUM' Connection Plate Opt I NUM Stiffener Opt Weld Opt --- --- - -- -------------- - - - - - - + - - -- -------- ------------- - - - - -- + - - - - - -- -- -------- --- - - - - - - ------------------------ 1 01 1 Pinned Base Plate 10 Analysis Only OV65296 01 Analysis Only Design w/ Combined Welds 2 01 2 Knee Splice it Analysis Only OV65296 02 Analysis Only Design w/ Combined Welds OV65298 01 Analysis Only Design w/ Combined Welds 5 02 1 Ridge 12 Analysis Only OV65298 02 Analysis Only Design w/ Combined Welds OV65298 02 Analysis Only Design w/ Combined Welds S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y ATE: 03/07/03 CADDS TIME: 06:35 PM • PAGE:S 22 -----------------------------------------------------------------------------7----------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN NO CATEGORY ---- -------------------- -------- 1 DL + CLL + LL Std Des 2 DL + WLL Std Des 3 DL + WLR Std Des 4 D+CLL+EQL/1.4 Std Des. 5 D+CLL+EQR/1.4 Std Des 6 PD+PC+0.70PL+2.80EQL Axial C 7 PD+PC+0.70PL+2.80EQR Axial C 8 0.85P(DL+CL)+2.80EQL Axial T 9 0.85P(DL+CL)+2.80EQR Axial T 10 DL+CL+2.80EQL Conns 11 DL+CL+2.80EQR Conns 12 DL + EWP Std Des 13 DL + EWS Std Des Amensions at Connection Flg. to Flg. Dimension Offset from Structure Line idjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) AXIAL SHEAR X SHEAR Y STRESS MEMBER (kips) (kips) (kips) FACTOR STRENGTH --------------------- ------ -------- 6.54 1.54 0.00 -2.45 -2.75 0.00 -0.28 1.59 0.00 1.78 0.03 0.00 2.65 0.99 0.00 Category 3 Load Combination - Category 3 Load Combination - Category 4 Load Combination - Category 4 Load Combination - Category 2 Load Combination - Category 2 Load Combination - -0.50 1.70 0.00 -2.24 -0.28 0.00 1.00 N 1.33 N 1.33 N 1.33 N 1.33 N Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to this Splice Type. Does not apply to this Splice Type. 1.33 N 1.33 N P A R T D I M E N S I O N S Column 8.000" 8.000" 121- 5.625" 12.000" 0.000 k S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 03/07/03 CADDS TIME: 06:35 PM PAGES 23 ------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 -- BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME BOB MENEFEE ENGR GRP Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000.TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- PLATE TYPE PART NUMBER ORIENTATION PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING GOND. CONTROLLING LOCATION S P L I C E P L A T E STANDARD 0044051 NORMAL 9.000" 9.000" 0.500" 55.00 KSI 0.500" 0.146 1 Cat. 2 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 2.500" INNER 1 2 2.500" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 121.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER I ACTUAL ULTIMATE CONCRETE STRESS 0.129 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.870 KSI CONCRETE STRESS RATIO 0.069 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 03/07/03 CADDS TIME: -------------------------------------------------------7--------------------------------------------------------------------------- 06:35 PM PAGE:S 24 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 01 TYPE Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts B O L T L O A D S / A L L-0 W A B L E S LOAD • OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.612 0.613 1.555 13.329 1.387 26.659 3 0.070 0.070 0.900 13.329 0.159 26.659 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Dods not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.124 0.124 0.959 13.329 0.280 26.659 13 0.559 0.559 0.156 13.329 1.266 26.659 S P L I C E D E S I G N - L A Y O U T S K E T C H 2.500" FFFFFFFFFFFFFFFFFFFFFFF DATE: 03/07/03 I W -+--- o W o CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- W W PAGE:S 25 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia W (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate W SUBTYPE : 8.500" No Ext SW Pin - S Nuts 4.000" SPLICE PLATE 0044051 0.120 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 9.000" X 9.000" X 0.500" W W +- 4.000"-+ 0.5001, ----+---------+--- ----------------------------- OUTSIDE FLANGE 2.500" FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 5.000 I W -+--- o W o W W W W W W W W W W W W W W W W 8.500" W '4AIN WEB 4.000" W 0.120 W W W W W W W W W W W W W W W W W -+--- o W o 2.500" W :NSIDE FLANGE I_ FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 5.000 -+------------------------------------------ m k S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N I N F O R M A T I O N DATE: 03/07/03 W E B P L A T E S CADDS ------------------------- TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- PAGE:S 26 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD - BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia 0.15 0.37 5.53 0.072 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) ::OLUMN SIDE DUTER 1 Main Flange 0.250 X 5.000 0.500 0.52 43.99 1.92 49.50 0.039 1 INNER 1 Main Flange 0.250 X 5.000 0.500 0.52 43.99 1.92 49.50 0.039 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) :OLUMN SIDE 4ain Web 0.120 3.05 29.33 1.27 43.99 1.92 49.50 0.104 2 W E L D I N F O R M A T I O N :OLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- -TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND )UTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate 'OLUMN SIDE DESCRIPTION :ain Web Web to Splice Plate 1/811 0.13 3.71 0.036 2 1/8" 0.13 3.71 0.036 2 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) GOND 1/8" 1/8" 0.15 0.37 5.53 0.072 2 T S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:S 27 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH -----------------------------=------------------------ ------ -------- -50% MOMENT CAPACITY Std Des +50% MOMENT CAPACITY Std Des 1 DL + CLL + LL Std Des 2 DL + WLL Std Des 3 DL + WLR Std Des 4 D+CLL+EQL/1.4 Std Des 5 D+CLL+EQR/1.4 Std Des 6 PD+PC+0.70PL+2.80EQL Axial C 7 PD+PC+0.70PL+2.BOEQR Axial C 8 0.85P(DL+CL)+2.80EQL Axial T 9 0.85P(DL+CL)+2.80EQR Axial T 10 DL+CL+2.80EQL Conns 11 DL+CL+2.80EQR Conns 12 DL + EWP Std Des 13 DL + EWS Std Des )imensions at Connection Outside Hammerhead Dimension Flg. to Flg. Dimension Part Slope Conn. Plate Angle (Degrees) Offset from Structure Line 4ain Flange Dimensions Outer Flange Width Thickness Inner Flange width Thickness kdjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) 0.00 0.00 -279.15 0.00 0.00 279.15 6.45 -1.54 -217.69 -2.61 0.70 219.38 -0.44 -0.31 -122.24 1.69 -0.07 -3.89 2.56 -0.95 -139.41 Category 3 Load Combination Category 3 Load Combination Category 4 Load Combination Category 4 Load Combination 0.43 1.22 191.85 3.83 -2.23 -335.15 -0.66 0.10 -91.51 -2.40 2.07 200.05 1.00 N 1.00 N 1.00 N 1.33 N 1.33 N 1.33 N 1.33 N - Does not apply to Spline Design. - Does not apply to Splice Design. - Does not apply to Splice Design. - Does not apply to Splice Design. 1.70 Y 1.70 Y 1.33 N 1.33 N P A R T D I M E N S I O N S Column Roof Beam 7.875" 12.000" 12.000" 1.000 TO 12 0.000 0.000 8.000" 0.125" 5.000" 0.250" 5.000" 0.250" 121- 5.625" 131- 4.997" 8.000" 12.000" 0.000 0.000 r.' S P L I C E D E S I G N - B O L T S / S P L I C E P L A T'E DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:S 28 ---------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 IBLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ------------------------------------------------------------------------------------------------------------------------------------ PLATE TYPE PART NUMBER ORIENTATION PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING GOND. CONTROLLING LOCATION S P L I C E P L A T E BOTH SIDES STANDARD 0042869 REVERSED 6.000" 21.000" 0.375" 55.00 KSI 0.000" 0.439 +50% Side 2 Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW' IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.625" INNER 2 2 OUTER 2 2 6.625" 5.000" INNER 1 2 W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR 5.500" 3.000" 2.500" I S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L 0 W A B L E S DATE: 03/07/03 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 06:35 PM PAGE:S 29 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz B 0 L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Kai) (Ksi) COLUMN SIDE -50% 5.661 3.184 0.000 0.000 0.000 21.000 18.452 44.000 +50% 0.000 0.429 3.589 4.657 0.000 21.000 15.180 44.000 1 3.934 1.955 0.000 0.000 0.628 21.000 12.823 43.980 2 0.000 0.522 3.256 4.180 0.283 27.992 13.624 58.648 3 2.513 1.432 0.000 0.000 0.126 27.992 8.192 58.651 4 0.022 0.000 0.000 0.000 0.026 27.992 0.072 58.651 5 2.633 1.377 0.000 0.000 0.388 27.992 8.583 58.646 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.264 2.395 3.115 0.496 23.204 10.154 56.090 11 6.505 3.503 0.000 0.000 0.910 23.204 21.203 56.067 12 1.907 1.099 0.000 •0.000 0.040 27.992 .6.215 58.651 13 0.000 0.477 2.971 3.814 0.844 27.992 12.434 58.625 B O L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE -50% 5.097 2.959 0.000 0.000 0.000 21.000 16.615 44.000 +50% 0.000 0.312 3.555 4.651 0.000 21.000 15.160 44.000 1 3.390 1.731 0.000 0.000 0.628 21.000 11.049 43.980 2 0.000 0.439 3.233 4.178 0.283 27.992 13.619 58.648 3 2.274 1.337 0.000 0.000 0.126 27.992 7.414 58.651 4 Total Section is in Compression, 0.026 27.992 0.000 58.651 5 2.307 1.244 0.000 0.000 0.388 27.992 7.521 58.646 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.183 2.371 3.110 0.496 23.204 10.139 56.090 11 5.760 3.199 0.000 0.000 0.910 23.204 18.775 56.067 12 1.734 1.032 0.000 .0.000 0.040 27.992 5.654 58.651 13 0.000 0.402 2.951 3.813 0.844 27.992 12.429 58.625 I S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:S 30 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-9.0 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042869 REVERSED COLUMN SIDE --T-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 21.000" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+- OUTER HAMMERHEAD FLANGE 0030924 1.625" I HFHFHFHFHFHEFEFEFEFEFEF END FLANGE 0.375 X 7.000 X 6.000 W 0.375 X 6.000 X 10.125 -+--- o W o I 7.875" W OUTER HAMMERHEAD GUSSET 0030925 5.000" W 0.250 X 7.500 X 6.000 X 10.000 W -+--- o W o W OUTSIDE FLANGE FFFFFFFFFFFF 0.250 X 5.000 W W W W W W W W W W W 21.000" 8.875" W MAIN WEB W 0.120 W 12.000" W MAIN WEB W 0.120 W W W W W W W W W -+--- o W o W 3.000" W W -+--- o W o 2.500" W INSIDE FLANGE I _ FFFFFFFFFFFFMSMSMSMSMSM_ MAIN STIFFENER 0.250 X 5.000 -+------------- ----------------------------- 0.250 X 2.500.X 10.875 NS/FS z' N D W E B P L A T E I N F O R M A T I O N DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:S 31 ------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - 1B MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME .# 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------------------------------- F L A N G E LOCATION DESCRIPTION PART NO. SIZE T X W X L -------- Inches --------- COLUMN SIDE OUTER 1 Hammerhead Flange 0030924 OUTER 3 Main Flange INNER 1 Main Flange ROOF BEAM SIDE OUTER 1 End Flange INNER 1 Main Stiffener DESCRIPTION PART NO. P L A T E S ----------- MAXIMUM STRESSES ----------- DIST FROM - TENSION - COMPRESSION CSR LOAD EDGE ACT. ALLOW ACT. ALLOW COND (In.) (Ksi) (Ksi) (Ksi) (Ksi) 0.375 X 7.000 X 6.000 0.000 2.33 33.00 6.07 49.50 0.123 +50% 0.250 X 5.000 22.00 7.25 7.875 2.56 33.00 0.18 65.98 0.078 -50% 0.250 X 5.000 33.00 1.125 4.30 33.00 10.81 49.50 0.217 -50% 0.375 X 6.000 X 10.125 0.000 2.12 33.00 6.65 49.50 0.134 +50% 0.250 X 2.500. X 10.875 0.000 1.23 33.00 10.21 49.50 0.206 -50% W E B P L A T E S COLUMN SIDE ------------------ MAXIMUM STRESSES ----------- - ------- SIZE -- SHEAR --- - TENSION - COMPRESSION SIZE ------------------- CSR LOAD T X -------- W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW SHEAR COND ------------- LOAD Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) Win) COLUMN SIDE Outer Hammerhead Gusset 0030925 0.250 X 7.500 X 6.000 X 10.000 10.62 22.00 7.25 33.00 5.85 49.50 0.483 +50% Main Web 0.120 1.09 22.00 15.75 33.00 10.61 49.50 0.476 +50% ROOF BEAM SIDE Main Web 0.120 12.60 15.15 18.25 33.00 10.39 49.50 0.832 +50% W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL -------------------WELD SIZE ------------------- -------= MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND DUTER 1 Hammerhead Flange Flange to Splice Plate 3/16" 0.91 4.18 0.218 -50$ CUTER 3 Main Flange Flange to Splice Plate 1/8" 0.65 2.78 0.236 -50% INNER 1 Main Flange Flange to Splice Plate YES 3/16" 3/16" 1.10 8.25 0.133 +50% k S P L I C E D E S I G N - W El D I N F O R M A T I O N DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:S 32 RDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 LDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 02 TYPE : Ext Col ----------------------------------------------------------------------------------------------------------------------------------- - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz W E L D I N F O R M A T I-0 N OLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ----------------- - ------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW. CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Duter Hammerhead Gusset Gusset to Splice Plate 1/8" 1/8" 2.08 6.34 0.328 11 Gusset to Hammerhead Flange 3/16" 2.66 2.78 0.954 +50% Gusset to Outer Flange 3/16" 1.92 2.78 0.689 +50% lain Web Web to Splice Plate 1/8" 1/8" 1.89 5.57 0.339 '+50% W E L D I N F O R M A T I O N 200F BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) GOND CUTER 1 End Flange End Flg to Splice Pl 3/16" 0.80 4.18 0.194 -50% End Flg to Outer Flg 1/8" 0.00 1.86 0.000 1 INNER 1 Main Stiffener Stiffener to Splice P1 1/8" 0.30 2.78 0.110 +50% Stiffener to Web Plate 1/8" 0.58 1.86 0.316 -50% W E L D I N F O R M A T I O N t00F BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win') Win) COND fain Web Web to Splice Plate 1/8" 1/8" 2.19 1.50 5.10 0.520 +50% Web to End Flange 1/8" 0.55 1.86 0.298 +50% •r' S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:S 33 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm - ---------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -279.15 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N 1 DL + CLL + LL Std Des 1.54 -0.13 240.23 1.00 N 2 DL + WLL Std Des -0.37 -1.06 -57.14 1.33 N 3 DL + WLR Std Des -0.19 1.12 -57.14 1.33 N 4 D+CLL+EQL/1.4 Std Des 0.47 -0.48 79.82 1.33 N 5 D+CLL+EQR/1.4 Std Des 0.54 0.41 79.82 1.33 N 6 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -2.67 1.11 -25.36 1.33 N 13 DL + EWS Std Des -0.99 -0.79 -41.58 1.33 N P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Part Slope 1.000 TO 12 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 4.764 Adjacent Depth Change Information Distance to Depth Change 151- 0.000" 15'- 0.000" Flg. to Flg. Dimension 12.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E.S I G N - B O L T S / S P L I C E P L A T E DATE: 03/07/03 CADDS TIME: 06:35 PM PAGES 34 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm ----------------------------------------------------------------------------------------------------------------------------------- S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.00011 PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.989 CONTROLLING GOND. -50% CONTROLLING LOCATION Side 1 Outer Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625!' BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE OUTER 1 2 1.125" INNER 1 2 1.125" DIST FROM PREV ROW k S P L I C E D E S I G N - B O L T L O A D S / A L L 0 W A B L E S DATE: 03/07/03 CADDS 'TIME: ----------------------------------------------------------------------------------------------------------------------------------- 06:35 PM PAGE:S 35 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 05 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm B 0 L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE -50% 10.767 0.000 0.000 21.000 35.095 44.000 +50% 0.000 10.800 0.000 21.000 35.205 44.000 1 0.000 8.970 0.000 21.000 29.238 44.000 2 2.263 0.000 0.884 27.992 7.379 58.622 3 2.264 0.000 0.894 27.992 7.379 58.622 4 0.000 2.981 0.355 27.992 9.717 58.647 5 0.000 2.981 0.366 27.992 9.718 58.646 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this.Splice Type. 12 1.579 0.000 0.719 27.992 5.147 58.632 13 1.799 0.000 0.709 27.992 5.866 58.633 B 0 L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE -50% 10.767 0.000 0.000 21.000 35.095 44.000 +50% 0.000 10.800 0.000 21.000 35.205 44.000 1 0.000 8.970 0.000 21.000 29.238 44.000 2 2.263 0.000 0.884 27.992 7.379 58.622 3 2.264 0.000 0.894 27.992 7.379 58.622 4 0.000 2.981 0.355 27.992 9.717 58.647 5 0.000 2.981 0.366 27.992 9.718 58.646 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. it Category 2 Load Combination.- Does not apply to this Splice Type. 12 1.579 0.000 0.719 27.992 5.147 58.632 13 1.799 0.000 0.709 27.992 5.866 58.633 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 12.6421- 14. 500 2.042"14.500" I FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF -+ - -- I O O 1.125" -+------------------------------------------ OUTSIDE FLANGE 0.250 X 5.000 )42" MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 03/07/03 CADDS TIME: 06:35 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:S 36 ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR-ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm SPLICE PLATE 0042866 LEFT ROOF BEAM SIDE -->I<-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 2.375" 2.375" -i--- —I — o o — I_ OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 12.6421- 14. 500 2.042"14.500" I FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF -+ - -- I O O 1.125" -+------------------------------------------ OUTSIDE FLANGE 0.250 X 5.000 )42" MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 r k S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:S 37 --------------------------------------------------------------------------------------------------------------- ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.29 33.00 14.77 49.50 0.524 -50% INNER 2 Main Flange 0.250 X 5.000 2.333 17.34 33.00 14.72 49.50 0.525 +50% RIGHT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.29 33.00 14.77 49.50 0.524 -50% INNER 2 Main Flange 0.250 X 5.000 2.333 17.34 33.00 14.72 49.50 0.525 +50% ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD 'T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE 4ain Web 0.120 0.76 29.33 0.00 33.00 14.25 49.50 0.287 +50% SIGHT ROOF BEAM SIDE Main Web 0.120 0.76 29.33 0.00 33.00 14.25 49.50 0.287 +50% W E L D I N F O R M A T I O N .jEFT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND )UTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.42 8.25 0.536 -50% :NNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.44 8.25 0.538 +50% 5 1 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 03/07/03 CADDS TIME: 06:35 PM PAGE:S 38 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 021444 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 03-38 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 530-345-7296 PROJ NAME - BOB MENEFEE ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 30'-0" 14'-4" 20 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 05 TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm ----------------------------------------------------------------------------------------------------------------------------------- W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------ - ------------ -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION DUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate ZIGHT ROOF BEAM SIDE DESCRIPTION Rain Web Web to Splice Plate 1/8" 0.09 2.47 0.037 3 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND YES 3/16" 3/16" 4.42 8.25 0.536 -50% YES 3/16" 3/16" 4.44 8.25 0.538 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND 1/8" 0.09 2.47 0.037 3 OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid, unnecessary delay in processing and issuing your building permit. No building permit' will be issued until this verification is received. personally plan to provide the major labor and materials for construction of the proposed property imp vement : YES 0 NO ❑ C2. I HAVE HAVE NOT ❑ signed an application for a building permit for the proposed w _-- � g P P p work. 3. I have contract with the followinLy nemnn (firm) torovide th ed NAME: ADDRESS: \ PHONE: 4. `I plan to provide portions of this work; supervise, and provide the major,wi�rk: NAME: p e propos construction: CITY:_ ,f ��� r, 4 FOR'S LICENSE NO. Z gE Tse I have hired the following person to coordinate, PHONE: r ` `4._ CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work`indicated: _ NAME ADDRESS PHONE._ TYPE OF WORK SIGNED: PROPERTYOWNER: DATE: NOTE: This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit O. .-1 I OWNER BUILDER INFORMATION I Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself; you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is '$300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. rely, /%r%, Mc I.C. Vi ira, C.B.O. M ger, Building Inspection NOTE. This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. OVER ; ,160 b County of Butte Department of Public Works 7 Count Center Drive Oroville, CA 95965 Phone (530) 538-7157 Ext. 2016 Fax: (530) 5384356 Download Forms: www.buttecounty.net/pubhcworks/forms.html ENCROACHMENT PERMIT NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE DONE Phone 530 538-7157 Ext. 2016 Permit Number Q 3 U % 6 District / C� APPLICATION I / WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over the County roads and highways, all in accordance with County ordinances and general laws. All information except signature must be typed or legibly rinted. 1. Applicant's Name: 2if 1a. Company Name: I 2. Address: , w t 1/1 3. Phone: .5 1 4. Assessor's Parcel Number: 5. Location of Work to be Done �tl d IV /t 6. Applicant's Signature 7. Date: CONTRACTOR'S INFORMATION 8. Contractor's Name Ra 9. Address J 10. Phone: 9--2211 i 1. Fax: 12. Contractor's License Number: 13. Certificate of Insurance: Yes' ❑ No: ❑ 14. Contractor's Signature: 14a. Date Signed: 15. Authorized Agent: - TYPE OF WORK TO BE DONE 16. Please Check: Curb: ❑ Gutter: ❑ Sidewalk: ❑ 17. Driveway (List Type): 18. Other. PERMIT GRANTED In compliance with the above request, and subject to all terms, conditions (including those on page 2 of this permit form) and special conditions written below, permission is hereby granted. 19. Conditions �e:v►ave ZC.M.P. an Ins -'c► l8 "C Then avr w;fl-I 7- A C Srorn ed a A FAVCrnent 't o erfl e Underground Service Alert .S.A. must be notified two working days prior to any excavation. 800-227-2600 20. 19 All work shall conform to accompanying: Detail ® Plans ❑ Special Conditions 09 21. Date Issued / ' 203 C7 22. Expiration Date: O (61/a 23 Surety `� les Mike Crump, Director of Public Works By: "" Note: it permits are taxed to any number besides (530) 5384356, they can be delayed up to oneweek. Page 1 of 2 General Conditions — See Page 2 Jll� . ,_,* GENERAL CONDITIONS 1. It is understood and agreed that the County has prior right to the use of its rights of way. It is further understood and agreed by the Permittee that the doing of any work under this permit shall constitute an acceptance of all the provisions contained herein and'failure on the Permittee's part to comply with any provision will be cause for revocation of this permit Except as otherwise provided for public agencies and franchise holders, this permit is revocable at any time. This permit is to be on job at all times while the work is being done. 2. Al work shall be done subject to the supervision of and to the satisfaction of the Public Works Department of the County of Butte. The Permittee shall, at all times, during the progress of the work, keep the County Highway in as neat and dean a condition as is possible and upon completion of the work granted herein, shall leave the County Highway in a thoroughly neat,.dean, and usable condition. 3. The Permittee agrees by the acceptance of this permit to properly maintain any encroachment placed by the Permittee on any pad of the County Highway and to immediately repair any injury to any portion of the highway, which occurs as a result of the encroachment, until such time as the Permittee may be relieved of the responsibility of such encroachment by the County Department of Public Works. 4. It is further agreed by the Permittee that whenever construction, reconstruction, or maintenance work upon the highway may require the installation provided herein shall, upon request of the County Department of Public Works, be immediately moved aji�d,t�e.sole expense of the Permittee. 5. No material used for fill or backfill in the construction of the encroachment shall be borrowed or.taken froni,within the County right of way. 6. At least orle lane -of any public road, under the jurisdiction of the Board of Supervisors of Butte County, and other pubric'roads junctioning or intersecting therewith, sFiall lie kept,open for travel by the general public at all times. No public road under the jurisdiction of the Board shall be dosed to travel by the general public without special permission, in writing, from the Board of Supervisors. 7. The Permittee, by the acceptance of this permit, shall assume full responsibility for all Lability for personal injury or damage to property which may arise out of the work herein permitted or which may arise out of the failure on the part of the Permittee to do the work provided for under this permit In the event any claim of such liability is made against the County of Butte or any department, official, or employee thereof, the Permittee shall defend, indemnify, and hold them and each of them harmless for such claim, 8. An excavations shall be backfilled and compacted immediately after work therein has been compfefed. Trenches's'hall not tie left open farther than 300 feet in advance of pipe laying operations or 200 feet to the rear thereof, unless otherwise permitted by the Engineer. Unless, otherwise permitted under the Special Conditions, backfill shall be place and mechanically compacted in such a manner that the telative compaFtioti throughotAe entire fill within the County road right of way shall conform to the percentage of compaction as stated below. Permittee shall notify foreman 24 hours before backfilling and/or paving. a. The relative compaction from the bottom of excavation to a plane five feet (6) below finish surface grades shall be no less than ninety percent (90%) as determined by Test Method No. Calif. 216-0 of the Materials and Research department, State of California, Transportation Department, Division of Highways, or other approved test method. b. The relative compaction from a plane five feet (51 below the finish surface grade to said finish surface grad shall be no less than ninety-five percent (95%) as determined by the above testing method. Permittee shall bear all costs and responsibility for compaction tests. a The relative compadion from a plane five feet (5) below the finish surface grade to said finish surface grad shall be no less than ninety-five percent (95%) as determined by the above testing method. Permittee shall bear all costs and responsibility for compaction tests. Material for use as trench backfill in any existing or proposed roadway section shall be sand, shall be place in 8" lifts, and be compacted to a relative compaction of not less than 95%. Material for use as backfill in roadside gutter excavations shall be the native material and be compacted to a relative compaction of not less than 90%. Any pavement rotting shall be scored, or saw cut before trenching. Minimum depth of cover over all underground facilities shall be 30 inches, except drainage culverts. All installations, parallel with roadway, shall be placed as dose to the right -of --way line as possible. No portion of the back ills) shall be compacted by ponding or jetting. Al pavements, curbs, gutters, sidewalks, borrow ditches, pipes, headwalls, road signs, trees, shrubbery, and/or other permanent road facilities impaired by or as a result of construction operations at the construction site(s), or at other ground(s) occupied by materials and/or equipment, shall be restored immediately upon backfilling or the excavation to the original grades and cross sections, and to a condition as good as, or better than, existed prior to the construction. An surfacing materials of roadways and driveway approaches cut or damaged by or as a result of construction operations, shall be replaced within ONE WEEK following the backfilling of excavation, weather permitting, with compacted layers of surfacing materials at least as thick as the existing, and no less than two inches (2') of asphalt concrete over eight inches (8") of aggregate base, according to current California State Specifications. 9. Whenever necessary to secure permission from abutting property owners, such authority must be secured by the Permittee prior to starting work. 10. The future safety and convenience of the traveling public shall be given every consideration in the location and type of construction. Permittee shall cause to be placed, erected, and maintained an warning signals, rights, barricades, signs, and other devices or measures essential to safeguard travel by the general public over and at the site of work authorized herein. 11. If the construction work covered by this permit is to be done by a private oontractor hired by the appricant, applicant shah notify contractor as to the special conditions and requirements contained herein. Page 2 of 2 N. e o s 33 ' 860 47' E C) 685.04 W /85.04 sss►o 47 5./ Ac. 0� O i4 SsF Olv = 48 ,� 109 Ac. DR/ VE- E C) J C h Z� ER 0BL,Yo,D /B0/�Z0000/ W h 0 B 7 9pp 6'.-1LT 3;-- 0 12.26. o /2.73 Al' �' 26 ?� 57 ,y \ 0 co ,s2 O Q o 1.039At Z 2 h0/6 $ /68.68 3.33AC ti 3.18 20315 4 ti 3 /9G 33 �6 lip x - /g 2 .313 7 10* 5,- ^� 4 04 v so O 32 Q / e � 00 10 0� 33 /7 /51 / .93,4 j �B 1 0 62 NOR R 11 12 � Q 5 Cr - CV NI 2 h - a. 8 / illi Q IN: Q 6 8 NL A R 135.15 A5.05 115.05 /40.0/ 1/9.99 ti J O 103:32 119 48 0 v GLENESS 216.70 14Q0/. t/9.99 Cb / 159.48 18.15 LU N2 183.42 o0 2/. ►. ��. p N _ 22 y6 24 234 ►— O `� 42 41 40 V I \ 173.54 227.10 1Tl.51� IB7.36 170.95 140.34 140.34 NOTE= These parcels are for o:sessmenl purposes 52 only and may nollconslilule legal parcels. ;,� �. �. ._. .-� n .. .3,..r.•.{.:a �! •y,.a.�.lw - : r,,x "„ ._ .., �,�..0 �Ytlf '}:*wow ,r�,.�' f. v , ,�. _ ; { - 069=360'007 '498-2274 `MENEFEE, BOB 145 RIVERVIEW DR:. OROV !-T OWNER . , r , ' •" :` .;� .., . 'UPGRADE ELECT ,TO 400,AMP } e r .' «-• iLR�lR��_�"�T�'1:: _* T-'iTr.r ,rti..,� y.,, : w..*.i,.h..,�..�„��,�'s�+R�7r^+-"'�•s - rr. — A 235 3-. COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, Califorgia 95165 • Telephone (530) 538-7541 PERMIT -NO. (Rev. 12/96) APPLICATION AND PERMIT""" ASSESSOR PARCEL NUMBER 069-360-007 ZONING BUILDING PERMIT OWNER TELEPHONE 5R 4-17111 SQ. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS 0 F 4 CONTRACTOR'S ME.. �' TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDERS MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDINGADDRESS � 145 RIMVIEW DR R Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF 0, Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 1 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ff Describe Work: UPGRADE ELE TO 400AMP Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 0V OR Main Service 2o0A OR LESS 23.00 23 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. 'C License Class Lic. No. /. % OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO tOooA 46.00 NEW CONST. DWELNJG UP. OR ADONS. ( DW: ACC. BLDS. SO 5,so 3.5QFr: NOFFgEOSID ANC.OUT rI @7,50 POWER APPARATUS a SINGLE OUTLET CIR. Ex. Occu RES OFIXEDA BA20 @ 1.550 PLNS. FIXEDS (REST . OR Ex. Occup.OUTLETS REslo. EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE $ • WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ I 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. I ❑ 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: 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.) ❑ 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 should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with.+th a rovisions. y X v Date i, - `/ Signature of Applicant - owner CI -Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEI= $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 43.00 HAz. D. FEES IMP V/ FLOOD COF PARCEL V PD HD ISSUE 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. --/w Dat J // PERMIT EXPIRES ON / —' Dale Receipt No. 2:M94 %� �-� l� j -7�� �� WHITE-D.D.S.-B.D. CANA -ASSESSOR P1NMNSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 11;� 7 County Center Drive • Orovill6, Calitbrnia 95965 • Telephone (530) 538-7541 ER l (Rev. 12/96) APPLICATION AND PERMIT / ASSESSOR PARCEL NUMBER 069-360-007 ZONING Gll_� BUILDING PERMIT OWNER TELEPHONE SO. FT. OCC. BUILDING VALUATION .OWNERS MAILING ADDRESS *6 TAFQRFT CT_ OROVTT,T,F., CA 95966 CONTRACTOR'S NAME OWNER TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDERS MAIUNG ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. —Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAIUNG ADDRESS Plan Checking Fee $ BUILDING ADDRESS 145 RIVERVIEW DR OROVILLE Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF IN Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other )ff Describe Work: UPGRADE ELE TO 400AMP Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 600OR LE Main Service 200A VORLESS 23.00 23 QQ 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,hrt force and effect. S License Class Lic. No. DECLARATION OWNER -BUILDER DEC ARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING occUP. OR ADDNS. a ACC. BIDS. 3 SASE FT. NON-RESID. MULTI -OUTLET 97.50 POWER APPARATUs a SINGLE OUTLET CIR. Ex, Occup. OUTIET OR FOQURES BAL @ 1: 0 Ex. Occup. oFlxuTE�°�A ES ) E RA, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 43.00 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: Carrier MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt $ 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 f I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall fo wi mply th se rovisions. X Date S gnature of Applicant - 0105wner 2-1C%ntractor ❑ Agent An OSHA permit is required for excavations over 5' " deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ _ Occ CONST. TYPE FEE $ 43.00 HAZ. [TOTAL D. FEES2E� Oo CDF PARC PD HO ISSUE 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. C/ `%" C at� '� 011 PERMIT EXPIRES ON /-) _A*_ G, I ate ' I Receipt No. 250694 t o WHITE-D.D.S.-B.D. CANA .ASSESSOR PJNK-IRSPECTOR GOL OD -APPLICANT *-_- �--.,r.u•:..--R,_ �.�;'"`!`�°.�'fi'3°sY.'�A".T•Ri� �3"'�i,.-r.+'.�^.:;�s:mtn.�'n""'St+y".rr,-•a-'-- ... .,..,..•.,.rn..-...:>.--....r,.�.<.:-.'a.:n.y-'£a ...--.�.�_... COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMEi County Center Drive Oroville, California 959dT SERVICES -BUILDING DIVISION (Rev., 2/96) 4 ` APPLICATION?* ANIS • Telephone (530) 538-7541 PERMIT NO. . °� ERMIT ASSESSOR PARCEL NUMBER , - ZONING OWNER s- T N k >T . OWNERS MAILING ADDRESS 4,_t 06 LAFOR CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAILING ADDRESS - CONSTRUCTION LENDER - t LENDER'S MAIUNG ADDRESS ARCHITECT OR ENGINEER ARCHITECT OR ENGINEER'S MAILING ADDRESS . • ,t . P [gyp BUILDING ADD 145 IVERVIE DR1MVSCOYlLLn LOT NO. BUBON6pNS PARCEL MAP NAME . - MI USEOFSTRUCTURE $F QX Duplex ❑ Mobilehome ❑ Other SPECIFY ` 1s.•, TYPE OF WORK .. { New DX: Addition ❑ R • ❑ Utilities ❑ Installation 13Other ❑ t Describe Work: s,!• 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 i II force and effect / License Class aLic. No. [c OWNER -BUILDER DECLA A I hereby affirm under penalty of perjury that I am exempt from the Contraors License Law for the following reason: IV 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 sate. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. N; ❑ I•am exempt under Sec. Business and Professions„Code for this reason -� WORKERS' COMPENSATION DECLARATION I 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. r My workers' compensation insurance carrier and policy number are: 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.) la 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' compensation provisions of section 3700 of the Labor Code, 1 shall fort_hw4h comply w- those pr visions. X .i Date Signature of App icant -Contractor ❑ Agent An OSHA permit is required for efeavations over 60° deep and em litio r construction of structures over 3 stories in height. rReceiptNo. 2443TE-D.D.S.-B.D. CANARY- SPECTOR -APP A T BUILDING PERMIT SO. FT. I OCC. BUILDING VALUATION Total Valuation Is o .s - Ex. Occup. o �eA 5.00 Filing Fee $ Mobile Home Facilities 20.00 Permit Fee $ PARCFl PD Plan Checking Fee $ Energy Plan Checking Fee $ S PERMIT FEE S PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home JSJGJWJ(g?20.00 PERMIT FEE _ ELECTRICAL PERMIT -Filing Fee 20.00 Main Service =aL`F a 23.00 � Main Service ( 2wA TO I**0A ) 46.00 EX. OCCU OUT ET OR MURES o .s - Ex. Occup. o �eA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Wisc. Wiring 23.00 PERMIT FEE 1 $ MECHANICAL PERMIT I Fling Feb20.00 6.50 PERMIT FEE I S 11 Mobile Home Installation Fee Is I. —#I-. cm Is °CcJ' CONST' TYPE TOTAL FEE $ HAZ D. FEES IMP FLOOD COF PARCFl PD �' This permit is hereby issued under the applicable provision: of the Butte County Code and/or Resolutions to do wor► indicated above for which fees have been paid. By Date — PERMIT EXPIRES ON I— RESIDENTIAL 069-3607007 PERMIT#98-1363 PERMIT NO. MENEFEE, -Bob__ ' 145 Riverview Dr.,.Oroville ? _ PERMIT EXPII' , New -Family . _. i . OWNER I CONTR. " C-1 67 - ASSESSOR PARCEL LOCATION Ls/cQ CX17- OFFICE COPY AddressIFiC GA eter E)32d�_Dated - 7' 9/ EL CTRIC Meter By Date CHECKED r BY SRA �. . FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. r SPECIAL INSPECTION ITEMS i VERIFY Temp., Power Pole -- OFFICE COPY T Address Ti M ST Dum- ELECTRIC I [ Meter. By Date' fes"` JOB FINALU(Date) Signatu V=OK O = Not OK = Not Applicable =Not Ready MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements - Setbacks - Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location-Test-FallCNConcrete 4. Water, Location -Test -Easement Needed (Sketch) 5. Electricity; Locabon-Clearances-Gmd-/ /Amp -Concrete 6. Gas; Location-TestANrap; / %Vft. / /Nat. or/ /"L"ft./ /LPG -- - - 7. Well Clearance & Disconnect 8. Utility Clearance _ Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements- Setbacks Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/0 to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert of Occupancy 12. Permanent Foundation Only: License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B=1 I MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils-Size-DepthSpacingConnectors-Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.Connectors Shthg.-Rfg.-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors - 7. Electric 8. Frmg.; Sils-AnchorsStuds-Rftrs-Trusses 9. Siding; Nailing VeneerSbicco-Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Lendings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date , _ Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/6Circulating Equip. -Heater 8. Elec.; Grounding; Equip, w/3 Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. TesWater Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 o = No OK RESIDENTIAL (Single & Duplex) - = - = Not Applicable . = Not Readv Date MRDERFLOOR (Plants) OK extent #'s J( 1/Ftg., Main; Soils-Elec. Gmd. / /" Ftg. Depth 3. Ftg. Garage; Soils-Steel-Elec. G /" Ftg. Depth 4. F orches & Decks; Soils I-/ /" Ftg. Depth temwalls, Main; St ockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold D s and Special Anchors 7. Slab ,eel -Wrapped __�PL`UMBING (Permit) OK except #'s P' -Fireplace Ftg.-Steel (J 2p . D.W.V.; Fall -Fitting -Test -2 Way C/0 -Sewer Test 10. U as Pipe; Size Anchors - Yard Gas Piping; Size Test 01- Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date inLl7 rl Card B-1 Date Card B-1 Date ' __�PL`UMBING (Permit) OK except #'s WateJ Itr.; Vent -Access -Combustion Air Baffle 1 ater Pipe; Test & Anchor -Nail Protection .; Test Fittings & Anchor -Nail Protection ,72 qower 21. Pan; Test, First Floor -Tub Access hover, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors Date C�I�J Card B -1-e Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 23. F' re & Transformer Clearance -Ins. Protection Elec. Receptacles Spacing -Lights & Switches at Doors 25. Size Bojes & No. of Conductors Stapled 26. Rqwex I stalled Close to Edge of Studs & C.J. .quip. Ground made up w/Mech Fastners-Bond Gas & Water 28. 2 Appliance Circuts in Kitchen & Conductor Size GFI 29.,Sub eed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 30.ge Circ. / / ga Cu or AI -Oven Circ. / / ga Cu or AI Insulated Neutral 0 Yes 0 No 31. Service -Riser Conductors & Ground -Main Disconect 32. uip. Clearances Panels -Motors -Meth. Epuip. . Cloth es=Closet Light -Shower Light -Spa Light 3 moke Detector Date Card B-1 Date Card B-1 Date and B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 35, -KC. Ducts Insulation & Support X36. Ve,DI.Fan, Exhaust above insulation 37 ondensate Drain & Overflow, Size & Grade fA(nance-Vent Access -Comb. Air-Retum Air Vent 115 outlet Atti ss & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date F AMING (Plans) OK except #s 40. s Proper Materials & Anchors Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. B_wKng Walls over Girders & Floor Nailing 6 laic Stop in Walls (rat proof) ire Stops, Furred Ceilings -Stairs -Chasers -Tubs .45. ders & BeamsSize & Bearing Date MING (Continued) Vv"Hangers-Post Caps -Anchors -Connectors 47. g. Joist-Rftr. Ties-Purlin-roff Brac.-Truss-Shting.-Rfng. Fireplace Ties or Type A Flue -Fireplace Throat clearance 49. c Access; Size & Romex Protection -Draft Stop -Ins. Baffles Bd_rw. Windows or Exiting Doors -Sill Hgt. & Dimensions 5j,,*,-Iarage Fire Protection Framing 52. fol5erty Line Firewall & Openings Ext. D rs-One 3 -Check Garage 3rd Story, 2 Exits 54. S ' s; Width -Headroom -Rise -Run -Landing -Fire Protection L55!Plywood on Roof Overhang -Attic Vents -Rafter Outriggers Tal. Stuccoyl"sh-Drip Screed -Fd. Vents-Underflr. Access 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s t teps-Door & Sidelight Protection -Landings S etector Furnace; Vents -Clearance -Comb, Air-Conector- In Garage; Above Floor -Ducts -Meth. Protection Fixtures & Tub Trim & Subpanel, Breaker Sizes & Labels N ( _7W!Fireplaca-or`Stove. Clearance -Hearth LJJ-EFec. Outl is at Wood Panel, Int. & Ext. i . Fixt. & Alliance; Ground. -Air Gap -Cooking Clearance 73., utlets & Recepticales at Kit. Counter '�Ga:ag.. Fire Door; Swing -Landing -Closure C Duct in ara a -Dam r 76. W ; Vents -Clearance -Comb. Air Connector-P.R.V. In Gar , Above Floor -Meth. Protection EI . Mech. Equip. Listed for Location ec. "cles in Garage G.F.I. -Romex Protection nsulation-Foam-Looked in Attic '�,N 80. Guard rails & Deck Construction -Post Caps �AVBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor f) Yes ,X.4f. Follq)v -Instld./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No . Unit Disconnect, Electrical -Plumbing 85 s Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings e ,l3tsicennect, Electrical, Plumbing 7. -Iec-Trim, G.F.I. Receptacle -Underground t entilation Throuaht House 89. Glass Protection 90. Co tion Pr nspections 91. kase -Me s a as -Electric ater & Sewer Connected -C/O to Grade -HD Approval nergy Compliance Certificate -Other Certificates Card B- Date Card B-1 Dat Card B-1 ate Card B-1 Dat Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION .=7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-754y PERMIT No. ( Rev.12/96) APPLICATION AND PERMIT 7 8,- / 3 o:;° 73 ASSESSOR PARCEL MUM I ZONING BUILDING PERMIT OWNER BOB MENEFEF OWNERS MWNG ADDRESS #6 LAFORET < CONTRACTOWS NAME OWNER cowrRAcMAIS WAILING ADDRESS CONSTRUCTIONLENDER LENDER'S MAIUNG ADDRESS ARCHITECT OR ENGINEER ARCWTECT OR ENGINEERS MAILING ADDRESS '°ADDRESS ; IVERVIEW DRIVE, OROVILLE LAT NO. I SLISDNISIONSNAME USEOFSTRUCTURE SF OX Duplex ❑ Mobilehome O Other TYPE OF WORK New OX Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other O Describe Work: 3 BEDROOM 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 se is i II force and effect Class _ _X License Class Lic. No. •Sf�_/5__ OWNER.BUILDER DECLA ATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: Ij 1, 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. ❑ 1, 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 I 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: Carrier Policy Number (The above sections need not be completed if the permit le for work of a valuation /of one hundred dollars ($100) or less.) IN I certify that in the performance of the work for which this permit Is issued, 1 shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if 1 should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall foovIgh comply v those p visions. X _ Date 7 Z13=lr� Signature of Ap icant - Contractor ❑ Agent An OSHA permit is required for xcavations over 6W deep and demolition or construction of structures over 3 stories in height. , _ -e'.i•G.. / /i 6..0"-, 7WA SO. FT. I OCC. I BUILDING VALUATION 750 C Fireplace 1 Total Valuation is Flin Fee $ Permit Fee $ Plan Checkin Fee $ Energy Plan Checking Fee $ a PERMIT FEE $ PLUMBING PERMIT Each Trap Solar or heat pump water heater Water piping Each gas water heater or vent Gas piping system 1 - 5 outlets Building sewer Mobile Home I S I G I W PERMIT FEE _ ELECTRICAL PERMIT eoav oR iEss Main Service 2IIA OR LEss Main Service 200A TO IIOOA NEW CONST. OWELLMG OCCUP. OR ADONIS. ( i ACC. SLAS. 9,750. a. W- 6.00 20.00 765.50 23.00 1. 306.08 Fling Fee 20.00 7.00 91.00 23.00 15.00 15.00 15.00 15.00 15.00 15.00 ®20.00 Ig Fee 20.00 23.00 23.00 46.00 3.5¢F° RO.29 EX. OCCU . OUTLET OR FIXTURES 8Z ® ,sI Ex. Occup. ov ►�EOTsiti�w 5.00 _ Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE i146-29 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling is on Hood 6.50 Ventilation 90 1 R on nenAAm cct a F Mobile Home Installation Fee S46-00 Energy Inspection Fee I $ °C0 CONST. TYPE TOTAL FEES 1,7435;.87 3.87 R Vt.! ilA2. D. F ES IMP FLO D CD$' PARC�Y PD 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. Date Inspec RFV 1014 1-7 'COUNTY OF BUTTE BUILDING DIVISION. DEPARTMENT OF DEVELOPMENT SERVICES 411 Main-Street?,Chico, -bA �(8bd).8911-:-27511 7 County Center Oroville , ,`Ck%(530)538-7541 Q41- CO-RRECTION NOTICE. 130 ' .OWNER' 'PERMIT NO. A inspection indicates that the following bu county Ordinances the routine violations of Ei exist at -"' -1hi — office when correction of work is atiove address and should be corrected. Pleaseiiqotic-e'�ct is o w completed. If you have any questions pertaining 6.tfiiki�tter, or need additibnal expianatioh' please contact this office immediately. —„A -Li 46 < Date Inspec RFV 1014 1-7 46 Date Inspec RFV 1014 08/22/99 19:45 FAX 530 891 8560 LOERKE INSUL. CO 19jul LOERKE�NSULATION CO., INC. .--rte-- DESCRIPTION 1. ROOF Material _ Thickness (ir 2. CEILING Batt or Blanl Thickness (ii Loose Fill Ty Contractors 3. EXTERIOR Material —E Thickness (i 4. RAISED FLI Material _E Thickness (i 5. SLAB FLOC Material _-_ Thickness _ Perimeter If 6. FOUNDATI, Material Thickness C.L#499150: Item 93 Verdi e'J 'J Number and 5tri3e- INSTALLATION INSULATION CERTIFICATE 0r4v, tic_ City .. � � R�i�►[tiil, Brand Name Thermal Resistance (R -Value) Type._Eibat9laa�l�i�tls__ _..— Brand Name Johns Manville Thermal Resistance (R-Value)— Fiberglass _ Brand Name Johns Manville in. installed weight(ft sq_ , (,S `j tb, Minimum Thickness 4,-�-S' inches. Installed weight per square foot to achieve Thermal Resistance (R Value) A?g Brand Name Johns -Manville �. Thermal Resistance (R-Valua} R�I prolass Batts Brand Name Johns Manville Thermal Resistance (R -Value) f2-1 i / PERIMETER Brand Name Thermal Resistance (R -Value) elation Depth (inchea)__.... V WALL Brand Name :hes) Thermal Resistance (R -Value V that the above insulation was installed in the building at the above location in conformance nt Energy Efficiency Standards for residential buildings (Title 24,Part 6, California Code of is indcated on the 'Certificate of compliance, where applicable. . LOERKE INSULATION CO., INC. --.,,� nata I u con dor. ame i�a u� re, 6aLe g General Contrador (Co. ame) Or owner , 5ignature�ate . ftnalure, tlafiF— installing SubcontractofliCo. Name) car General Contractor (Co..Name) OrUM or ; nate lfnu�icontrac�or o: am r General Contractor (Co. ame)" Or er 05/25/1999 13:55 MEEKS - CHICO 4 5892942 NO.959 1701 Nov -05-97 09:50A wbdo �� f,��� 9166052831 P.02 :"�;riEC�tG0��1��UUl� F/ '�JJ - I Certificate of Conformance CeMltcate .05134 0 ?HE UNOERSIGNEU MANUFACTURER HERE13Y CERTIFIES that the structural wood products Ideni fled below and marked with a cotieclive mark of Engined Wood Systems (EM) were man- ufactured to accordance with the spedlications Indicated below ANSI Standard A190.1-1992. for Structural Glued Lamined Timber S���z �•cv�1s S�,P�� 7`v ,rob NWM _ Job I.00OUM cusumve ordw No. WB -98516 onto .ELK GROVE. CALIFORNIA 9/11/97 Moore 0awNo. 09-05550 UWfiLAS fIRLLARCIt. EXTERIOR 6LyE. 240OF-V4„ ARCHITECTURAL APPEARANCE, INDIVIDUAL WRAP, ENDS b SIDES SEALE0,7.ERO CAMBER. This _ _--QUALITY CONTROL SUPERV149R—___ can My BOISE CASCADE CORidaA P. 0. BOX 50 pale_ 9/26/97 BOISE, ID 83728 IT IS HEREBY CERTIFIED that the structural glued laminated timber production of the above-named manufacturet which carries a colleative mark of Engineored Wood Systems (EWS) Is subject to regular audll by Engineered Woad Syaiems, such audit conslsting of the Inspoctlon %dh reasonablo frequetty of the menvlacturinp process, with adequate sampling to verify the quality of glutam construction and Iho adequacy of glue bond. DY4.4 � AUL--�- Thomas G. VVWamson Exeauthm Vice President Er1ORNE&W WOOD GYSUM9- A HEIAM GURPUTATIOM OF APA 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 ER M 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. Y.r'3 R; ?F,r „sG `9 :9i ,tl ;:rye ' , 3 �e. •fM'� Date .7 Inspector �u REV 10/' 2 �-•�.-,.. ,---�n�,---.-T..4.-.. «.y.�.raicra�.- sar�a,a:.��--x�r.-vrs COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT'OF DEVELOPMENT SERVICES 411 MainStreet • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER\ PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice 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. e .Y I r : f r i e .Y I r : f n� v wiac - COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530)'538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection i icates that the following violations of butte county Ordinances exist at the above address an hould be corrected. Please notice this office when correction of work is =3 completed. If y have any questions pertaining to this matter, or need additional explanation, -` please cont this office immediately. 4 - aa: is r, :d - 's COUNTY OF BUTTE ` BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice 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. .g Dat"' Z Q I Inspector Al/-E-� REV Z/92 COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION .--7 County Center Drive • Oroville, California 95965 • Tef6phone (530) 538-754PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT 19 3 o �c3 ASSESSOR PARCEL NUMBER ZONING BUILDING PERMIT 069-36-0-007 AP -1 OWNER TELEPHONE SO, FT, OCC. BUILDING VALUATION BOB MENEFEE 529-3711 .OWNERS MAIUNG ADDRESS 229 R 123,876.00 750 C 9,750.00 CONTRACTOR'S NAME TELEPHONE OWNER CONTRACTORS MAIUNG ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace 1 1,500.00 Total Valuatlon $ 135,126.00 ARCHITECT OR ENGINEER LICENSE NO. —Filing Fee $ 20.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Permit Fee $ 765.50 149 Plan Checking Fee $ 497.58 BUILDING ADDRESS. IVERVIEW DRIVE, OROVILLE Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 1,306.08 LOT NO. SUSDNISION'S NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE Each Trap 11 7.00 91.00 Solar or heat pump water heater 23.00 SF ❑X Duplex ❑ Mobilehome ❑ Other Water piping 15.00 15.00 SPECIFY TYPE OF WORK Each gas water heater or vent 15.00 15.00 Gas piping system 1 - 5 outlets 15.00 New ❑X Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Building sewer 15.00 Describe Work: 3 BEDROOM Mobile Home I S I G W @20.00 PERMIT FEE $ 171.00 ELECTRICAL PERMIT Fling Fee 20.00 800V 0 Main Service 20.AORlESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP, SO I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter OR ADorls. ( a ACC. BLDs. 3.5¢FT. $0.29 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, NON -ID. MULTBRANCI.OUTLET @7.50 and my license isI 1 11 force and effect. POWER APPARATUS 8 SINGLE OUTLET CIR. License Class Lic. No. —�A��5 h Ex. Occup. OUTLET OR FIXTURES BAS @':50 OWNER -BUILDER DECLARATION • 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Ex. Occup. o 'rs R=ID °,R, 5.00 Law for the following reason: Temporary Service 23.00 I, as owner of the property, or my employees with wages as their sole compensation, Mobile Home Facilities 20.00 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 Misc. Wiring 23.00 to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this PERMIT FEE t reason 146-99 WORKERS' COMPENSATION DECLARATION MECHANICAL PERMIT Fling Fee 20.00 1 hereby affirm under penalty of perjury one of the following declarations: Heating 19-00 ❑ 1 have and will maintain a certificate of consent to self -insure for workers' Cooling compensation, as provided for by section 3700 of the Labor Code, for the i 5 -no performance of the work for which this permit is issued. Hood 6.50 ❑ 1 have and will maintain workers' compensation Insurance, as required by Section Ventilation i, 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: Carrier PERMIT FEE $ 74.50 Policy Number Mobile Home Installation Fee $ i -00 (The above sections need not be completed if the permit is for work of a valuation Energy Inspection Fee $ /of one hundred dollars ($100) or less.) Occ CONST. TYPE U1I certify that in the performance of the work for which this permit is issued, I shall R3 VAI TOTAL FEE $ 1,743.87 not employ any person in any manner so as to become subject to workers' HAZ. D t/ ES IMP FEFLogD cDf/ pmt5v PD s 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 11 foI comply w' those p visions. This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work X _ Date indicated above for which fees have been paid. Signature of Ap licant -GPw ❑ Contractor ❑ Agent \An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. By Date X5 79 Receipt No. PERMIT EXPIRES ON NHITE-D.D.S.-B.D. CANARY -ASSESSOR PI -INSPECTOR I GOLDENROD-APPL CA T D e i _t c sses r e I d 7//q%t (11 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION / 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO.. (Rev. 12/96) u APPLICATION AND PERMIT - / 3 ASSESSOR PARCELNUM�l/(//1_ 34 6 , CTC ZONING BUILDINGPERMIT OWNER ! XJ�NE A r Q ` l / FT. OCC. BUILDING VALUATION MAILINGSO. .OWNERMAILING DRESS 75 C/ p CONTRACTOR'S NAME _ / TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDER'S LWUNG ADDRESS Fireplace l�(J Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Flina Fee 20.00 Permit Fee 6. SEL $ ARCHrTECT OR ENGINEERS MAILING ADDRESS Plan Chocking Fee $ BUILDING ADDRESS i&0 kA r, zz Energy Plan Checking Fee $ U PERMIT FEE S LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF E3 Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 06 TYPE OF WORK New Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: �'Q jj / %� Gas piping system 1 - 5 outlets 15.00 •00 Building sewer 15.00 Mobile Home I S I G I W (920.00 PERMIT FEE $ C) ELECTRICAL PERMIT Fling Fee 20.00 Main Service '* oA L�sg 23.00 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 Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION I 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: 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.) ❑ 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' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Main Service WELL TO 48.00 NEW CONST. DWELLING OCCUP. CCU OR ADONS. ( a ACC. SLOT O 3.5,sS,.NEW CONST. NON -RESOD. MULTF0%.= @7.50,? 4 Q� PS0 APPARATUS a SINGLE OUTLET CIR EX. OCCU . OUTLET OR FDMRES BAL O I•'. Ex. Occup. OLmET8APP6 °ERIC 5.00 Temporary Service 23.00 06 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S MECHANICAL PERMIT Fling Fee 20.00 Heating 6LA_ Cooling/� • p� Hood 6.50 Ventilation PERMIT FEt $ Mobile Home Installation Fee $ 6 Energy Inspection Fee $ - Q c CONS T n OTA , FEE $ r U ,, O IMP 0 F PARC Po HD ss UE This permit is hereby issued under the of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON applicable provisions Resolutions to do work been paid. Date (Date) ReceiptNo. 7777 7 3 — WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT 7� ?A r W COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ► 17 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER:h(XZ--?.dASSESSOR PARCEL NUMBER: U '- Proposed Building Use: Building Inspector: Date: At time of permit application, I was advised the following data must be su miffed prior to permit processing an or issuance: Date Received By ❑ 1. All items have been submitted .------------------------------------------------------------------------------------- ❑ 2. Plot plans, 3/4 sets, signed by the preparer of plans. ------ 03. Complete plans, 3/4 sets, signed by the preparer of plans. 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- n ' eered truss details and layout in duplicate (required prior to plan revi�Jw) No faxes! ------------------ nergy Design Compliance and supporting documentation .------- -�-l9� �-=�'____________________ f Statement of Intent for Non -Heated and A/C Buildings.--------------------------------------------------------- ❑ 8. Hazardous Material Form. ❑ 9. anufactured Home data and installation instruc ons inc udia ie Down Specifications.------------------ Mees of $Y------� ,� Z J;�Ppact fees as shown on the attached schedule. ----------------- -- -- - ---- - - cmalifornia Department of Forestry plan appro fees. --------------------------- ❑ 13. Flood elevation certificate. ---------------------------------------------------------------------------------------- f Sanitation and plot plan approval Health Department. ------------------------------------------- ❑ 15. City of Chico plumbing permit.----------------------------------------------------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. ❑ 17. Planning approval for (A) Use: (B) Parking: wf 1118. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------------- �❑'19. Encroachment Permit for driveway (construction approval prior to occupancy). �------- ❑ 20. Pre -inspection for ` required. Request to Building Inspector on ❑21. Contractor's license information. (Number, Name Style, Classification). ---------------------- =------ ❑2 orkers' Compensation carrier and policy number. ----------------------------------------------------------- Owner-Builder Verification (Given to owner ❑, Mailed to owner 0) - -------------------------------------- 024�Letter of signature authorization. -------------------------------------------------------------------------------- .e.rded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- ❑ v Letter of intent on building use.---------------;---------------------------------------------------------------- --r1�' (J 02 ❑27. Manufactured Home utility clear-- --- ance. ----------- -- �` • -- ---------------------___-- ❑ 28. Existing violations and/or expired permits.---------------------------------------------------------------------- (Date) ❑29. 13433 A, ❑Grant Deed, ❑ M.H..LTitle, ❑ Check to H.C.D $ .--------------- @i<Other: SCJ 4aae i QR/L& ------- , When you issue the permit, process as follows ❑ Mail to owner, ❑Mail to co tractor. �lephone 5� �� and hold for pickup at r V i ,o ce. ❑tee er wi inspector. Applicant `i� Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date:eu`r, By: Copy of plans sent ❑ Health Department, ❑ Fire Dept, 13 Other: Date: -,.n., _Bv: 1. Index permit application for the abov items numb 6 Plan Check List 2. Additional items re Contractor, desi , own ,was advised of the abov data by m one, ail, ❑ Building Division counter, b ate: �_--V Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, as advised of the above required ,❑ phone, 13mail, 13 u ivision co ter, by �D tt: Plans reviewed by: �- Date: Plans approved by: o� Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date. — — Yellow Copy - Department of Development Services, Building Division. > l.,.Y.,...r•-...•:. �... 1=.�r-.-•..-,..:.r`�^�'+�".x��`'•►��,, �.y� �-iv..+.F'.:�'11i:,,•�•ai:r�i�v��'�:.i�k'icr.�"Fa:sl ,.:•..�,...-w. .•..:,.7=� �..rr;.,.-.•.i ........iy' ^"^�-..t , -., .. ,r BUTTE -COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District . C% �U (� (�� Building Department No. A.P. Number Qj!p�— .10-007 Jurisdiction: = City County Property Owner tL-1Qh Property Location/Address �� / I t• (/ ��(%� ��D Subdivision Lot No. Residential Development Sq. Footage G� 4 No o Living Mobile Home Addition (Group R) Units Installation Commercial/Industrial New moor rians reviewea Dy bcnooi uistnct versonneq District Identification No. 9 h School District certifies that , I (Street Address) ` (City) k (State) Sq. Footage - •-"`r�-;-` �'llricfuding�'Ezte�ioi"--" "" Roofed Areas) 7a,9-9� Date (Applic 1 (Phone Number) -AJ (Zip Code) has complied with the requirements of Resolution No. 9 %- g ��Q C1 by payment of $ representing 9 ,, square feet. B 2926 s .< ULL MITIGATION $ Schooypistrict Representative Date F• ; Paid by Check # Remarks: • t Notice: You may protest the imposition of the fees identified above by submitting a written protest tothe District, in compliance with 41- -- --� Gooernment Code Section 66020(a►, within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees in any court action. -If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is ,,,i�.notlfiled 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.xis (2/97)dmm 4) d J COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 SCHEDULE OF FEES DUE OWNER PROPOSED BUILDING USE S, F_ &_7 BUILDING PERMIT FEES -- Balance Due ................ -- Additional Fees Due ........... -- Additional Fees Due ........... $ -- Revised Plan Checking Fee ....... '$ 2. SCHOOL DISTRICT FEES (paid at'District Office) 3 - SHERIFF FEES (paid at Building Division) ? f Residential ........ x $360.00 = $_= Units Commercial (sq.ft.)... x $0.03 = $ Sq.Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x : _ $ #Units Amt. Commercial (sq.ft.) .. x =$ Sq.Ft. Amt. 5. RECREATION DISTRICT FEES (paid at District Office) A.P. OD DATE /� rp l/ qJ2 RECEIPT # DATE REC 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FRE INSPECTION AND P AN CHECK $89.00 (paid at Building Division) C � � 01g43311 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT • DATE —r,#' Pursuant to Government Code Section 66020, you are hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 2/97) 0 A, J OWNER 1, . COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION • 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 PROPOSED BUILDING USE �- F_ SCHEDULE OF FEES DUE 1. BUILDING PERMIT FEES -- Balance Due ................ -- Additional Fees Due ........... A. P. -007 DATE� �� Ip /9e RECEIPT # $ / �► �. $ ... -- Additional Fees Due ........... $ DDATE�REC '�yr6 Gall 4 b -- Revised Plan Checking Fee ....... $ —44�2. SCHOOL DISTRICT FEES J (� (paid at District Office) ` 3. SHERIFF FEES (paid at Building Didi OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the ajor labor and materials for construction of the proposed property im vement : YES NO O - 2. I HAVE ff HAVE NOT ❑ signed an application for a building permit for the proposed work 3. I have contracted with the following person (firm) to provide the proposed construction:..., r ,- ADDRESS: MY: PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, but I have hired the following person to coordinate; supervise, and provide the major work: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. - 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TVPF. nF wnuic SIGNED: !, PROPERTYOWNER: SOCIAL SECURITY NUMBER:_ DATE: 7— - - NOTE: -Thu Owner -Builder Verification is required by Section 7983— California Health and Safety Code. This verification must be completed iutd returned to our office before we are permitted to issue the permit. OVER OWNER BUILDER INFORMATION I Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, -you should be aware that as "owner-buildee, you are the responsible parry of record on'such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is 5300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, Workers compensation insurance, disability insurance costs, and unemployment compensation contributions:. , ♦ There may be financial risks for you if you do not carry out these obligations,and these risks are especially stiious with respect to worker's compensation insurance. ' ♦ For more specific information about your obligations gderFederal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Paymen�' and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work persocially or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. rely, Mic el C. Vi iia, C.B.O. M ger, Building Inspection NOTE. This Owner-Builder.Informatlon is required by Section 19830 of the California Healdr and Safety Code. OVER RESIDENTIAL PLAN CHECKING GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY OWNER: BUR DINGPERMITNUMBER: 1LAN CHECKER: 42� S A. P. NUMBER: Zoning requirements: (side yards and number of permitted living units). Valuation. Plans signed by designer. Proper description of work on application. Existing violations on property. Items on data sheet, (Impact Fees, Environmental Health, Developer Fees, eta.). -4.—' Recorded notice of violation. Complete parcel size and dimensions. Setbacks, side yards, easements, etc. Other buildings or structures. Grading, fills and/or drainage. Flood hazard. Special conditions on creation map (Noise, S.R.A., Fire Sprinklers, Water Tender, Trees, etc.). F.A.U. & F.A.S. road setback. Building or utilities across lot lines (Record form). Complete to scale plan with dimensions. Required windows for light`and ventilation (Section 1203). Required windows for second exit (Section 310.4). Skylights (Section 2409 & 2603.7). Glazing in Hazardous Locations (Section 2406). . Required room sizes, ceiling heights (Section 310.6). G.F.C.I. in baths, garage, kitchen, wet bar and exterior outlets (N.E.C. 210). Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. Location of water heaters, heating and cooling equipment, other electrical or gas equipment. Garage firewall, door size and closer (Section 302.4). Minimum of one 3'0" exterior door (Section 1004.6).. Fireplace and wood stove location, alcoves and clearance. Smoke detectors (Section 310.9.1). ' 0— Plumbing fixtures, water closet clearances and shower size. STRUCTURAL DETAILS: Conventional Construction - Unusually Shaped Buildings (Section 2326.5.4). Standard bracing or engineered design (Section 2326.11.3). Clerestory requiring balloon framing and/or engineering. Three story building requiring engineered calculations and plans. Foundation plan complete enough to construct building. Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct building. Roof construction details complete enough to construct building. - Rafter ties or bearing ridge beam. Fireplace construction details and Calc. if necessary. Garage door and/or porch header sizes. Stud heights. Adobe soils - special foundation design. Retaining walls requiring design. Special Inspection requirements. Header size. Sheetrock nailing inspection required? July 1996 3.2 • s ,LANEOUS ITEMS TO LOOK Ot1'i' FOR Stairway details: landings, rise and run, head clearance, handrails (Section 1006). Guardrail details (Section 509). Brick or stone veneer (Section 1403). Exterior plaster - weep screeds (Section 2506). Proper roof pitch for roof covering (Section 1501). Roof covering type - (fire hazard). Foam insulation - protection. 36" halls and stairways. Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts. Two exits on three - story dwellings (Section 1003). Underfloor access and ventilation (Section 2317.7). Attic access and ventilation (Section 1505). Combustion air for fuel burning appliances - L.P.G. requirements. Noise requirements on duplexes. Energy design. Flashing at all exterior openings. C.D.F. responsible area requirements. 7 F� &,VJ C06 (Z' July 1996 3.3 E.H. USE ONLY, - Plot Plan Attached Floor Plan A�ached e Sent to B.O. �T/� a =rt0: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance y i jg t, ►r' F U Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Publi Private Well Clearance forOs�welling. Other Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist 0 Date 1. 1.%7 N. Cr. df M..u. a. a moi. 33 ?76 /e 810 0/0 E. .. - /O h 6� - h q ?8p, \ 0 N 8/0 0/,W S 86* 47' E t 685.04 W /85.04 sssro A; 5.1 Ac. O � \J� s 7 101, �Fo 'Y / / s� 0 4� O 48 h s' W9 Ac, ti DRI L4 } O3 7] 1 4 ,e y C) ti S 890 27'W -F Q / .7/ 0 � o c O % k 26 2s 7 ' ;1.039Ac Z'. /`r4 0 $ h0 5 :••`/68.68 �3:33AC 12 140-70 / 890 27 E 0� 2p3� 5 '4. a Q 6 O �iS,/ ti '� � \ 3 � 633 ,�. � •00. /o,-..��", � _ , 150. /O" .'3 O 7 Q A '� 55. 2pje \O Q h '�0•y 3/• : 130• a. 3.97 AC. 3 0'-� Q4_ /04 / /8 2 /�00 r€ 10 f+32 / � M h 268. /5 /7 tri j 51 .9 sc I 1 Wp, b /4 w 2ilg O �6 r W+ M O 6�2 / NOR v 89 0 30 ' E i° O •.. O al. I�+`" 2 �i 8 �J l'115.0M N �4 N 5 r 115.05 140.01 /l 349.07 , 5� 3515 16 ►03.32' 119 0 EN$S 9 216.70 14a0/ /I V r.r / 6 .. E • 185.1 - Oa 9•'48 r •+ / N ` /3 J +/5 183.42 yin,.;� '(V 0 a`.. 23 -22 0 ''iry; o; 20th ►� �. . \ �hh• y.6; 24 5 • a �` ,.r .0 a U'!� 42 Nom` 41 @0 534.95 -/73.,554 227.10 n- /171.51 ' 187.36'-=J• 40:34' ' 14 .S 880 57 W5 • , i ia` �?' NOTE.'Thesae panels `are asses "` 14 CORNER �' 52 only and may nof,consfitub legal parcels. GLENDALE RIDGE. -;TR. M. O. R. BIC= //. 4,PG -25826 bA171 A MTRdF MANOR M. n R RK._24 G. 42 B 43 BALLANTRAE MANOR UNIT NO.2 M.O.R. .'BK.30 PC _ _ , P� w V] 0. gppROVED Bute Goin Envlron�ntal ` J I •R u ta� �Z 41.'_- �x',hi te* yam.. �_..w�..�.��-�•Ir�'we,� .. ..,..,` Ilk J w V] 0. gppROVED Bute Goin Envlron�ntal ` J And when recorded mail to: Building Division #7 County Center Drive Oroville, Ca. 95965 t� tt� '?� III I'�I II I� (III � II I'll' I IIIII� I III 1.998-0033340 Recorded Official Records County Of Butte CANDACE J. GRUBBS Recorder 09:01AM 05 -Aug -1998 REC FEE 10.00 COPIES 1.50 Maureen Page 1 of AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code requires this acknowledgment to be recorded prior to issuance of a building. pcm it. The property described herein is adjacent to land or included %viihin an area zoned for agricultural. purposes, and restIleg s"W this property may be subject to incomcniences or discomfort' from the use of agricultural chemicals. including. but not�,tmrted�to herbicides. pesticides. and fertilizers: and from the pursuit of agricultural operations including: "but not'lirtuted.- culxatiqn. plowing, spraying, pruning, and harvesting which occasionally generate dust. smoke. noise. androdor. Butte Couhtyzhas establisfied agricultural purposes and residents within said zones and on adjacent propem- shouprepared to be prepto accept such incgm>en�cnce,or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte. State of California. described as follows: •7 Date: G'd PROPE& WNERS: ' ' cc - State of California ) On �( 30 /9 before me, D t 111 personally appeared r� l ►rt ka4 known to me (or proved to me on the basis of sfit within instrument and acknowledged to me that enc c� zz� a*� yI ronall-, isfactory evidence) to he the persons) whose name(s) is/arc subscribed to the he/she/thev executed the same in his/hcr/their authorized c:tpacity(ics), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which (fie person(s) acted. csccutcd the instrument. /7 /1 WITNESS m%-,KAd amYgfficial seal. Signatu 1.V.n /,"Z- –360 "d0— .conn G. Dahlmeier Comm. #11072020 NOTARY PUBLIC CALIFORNIA BUTTE COUNTY Erman. Exp. Sept. 17. 1999 DESCRIPTION THE LAND REFERRED TO IN THIS REPORT IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS: THAT PORTION OF LOT 8, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "GLENDALE RIDGE TRACT UNIT NO. 1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON DECEMBER 6, 1927, IN BOOK 11 OF MAPS, AT PAGE(S) 25 AND 26. BEGINNING AT A POINT IN THE NORTHWESTERLY LINE OF SAID LOT 8, DISTANT THEREON NORTH 17 DEG. 54' EAST 200 FEET FROM THE MOST WESTERLY CORNER OF SAID LOT 8, AND RUNNING THENCE SOUTH 17 DEG. 54' WEST, ALONG SAID NORTHWESTEF:LY LINE, 200 FEET TO SAID MOST WESTERLY CORNER, THENCE SOUTH 72 DEG. 06' EAST ALONG THE SOUTHWESTERLY LINE OF SAID LOT, 213.73 FEET TO AN ANGLE POINT IN SAID LINE; THENCE SOUTH 51 .DEG. 20' EAST ALONG SAID SOUTHWESTERLY LINE, 215.20 FEET TO AN ANGLE POINT IN SAID LINE; THENCE SOUTH 83 DEG. 34' EAST ALONG SAID SOUTHWESTERLY LINE 168.68 FEET TO AN ANGLE POINT IN SAID LINE; THENCE SOUTH 46 DEG. 05' EAST ALONG SAID SOUTHWESTERLY LINE, 271.10 FEET TO AN ANGLE POINT IN SAID LINE; THENCE SOUTH 84 DEG. 02' EAST ALONG SAID SOUTHWESTERLY LINE, 2.49 FEET; THENCE LEAVING SAID SOUTHWESTERLY LINE AND RUNNING NORTH 17 DEG. 54' EAST PARALLEL WITH THE SOUTHERLY PORTION OF THE NORTHWESTERLY LINE OF SAID LOT 8, 200 FELT; THENCE NORTHWESTERLY IN A STRAIGF.T.LINE TO THE POINT OF BEGINNING. TABLE OF CONTENTS TOC Project Title.......... Meneffe Residence Date... .... 07/29/98 Project Address........ Riverview Drive ******* --------------------- Oroville, CA *v4.51* ; 9 op- / _3 C/�3 Documentation Author... Steve Nelson ******* ; Buil ing Permit # Steve Nelson 9 — 3 1 Hall Drive ; Plan Check / bate Oroville, CA 95966 916-589-3585 ; Field Check/ Date Climate Zone........... 11 _____________________ Compliance Method...... MICROPAS4 v4.51'for 1995 Standards by Enercomp, Inc. ---------------------------------------------- MICROPAS4 v4.51 File-MENEFFE Wth-CTZ11S92 Program -TOC User#-MP2019 User -Steve Nelson Run -Typical House ---------------------------------------- --------------------------------------- TABLE OF CONTENTS ----------------- Report Page FORM CF -1R ................ 1 FORM MF -1R ................ 4 FORM C -2R ................. 6 HVAC SIZING ............... 10 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Wood Page 1 CF -1R Project Title.......... Meneffe Residence R-11 Date....... . 07/29/98 Project Address........ Riverview Drive ******* ------------ -------- R-19 Oroville, CA *v4.51* (NW) Documentation Author... Steve Nelson ******* ; Building Permit # 20.0 Steve Nelson Front (NW) 8.0 1 Hall Drive Front ; Plan Check / Date 16.0 Oroville, CA 95966 Front (NW) 16.0 916-589-3585 Right ;FieldCheck/Date Climate Zone........... 11--------------------- Back - - --- Compliance Method...... MICROPAS4 v4.51 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.51 ----------------------------------------- File-MENEFFE Wth-CTZ11S92 Program -FORM CF -1R User#-MP2019 User -Steve Nelson Run ------------------------------------------------------------------------------- -Typical House GENERAL INFORMATION ------------------- Conditioned Floor Area..... Building Type............... Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Stories.......... Floor Construction Type.... Glazing Percentage......... Average Glazing U -value.... Component Frame Type Type ------------ ------- Wall Wood 2294 sf Single Family Detached New Front Facing 298 deg (NW) 1 1 Raised Floor 15.9 % of floor area 0.61 Btu/hr-sf-F BUILDING SHELL INSULATION ------------------------- Cavity Sheathing Insul Assembly R -value R -value R -value U -value Location/Comments R-17.8 R-0 Wall Wood R-21 Roof Wood R-11 Door None R-0 Floor Wood R-19 Area Orientation (sf) Window Front (NW) 20.0 Window Front (NW) 20.0 Window Front (NW) 20.0 Window Front (NW) 20.0 Window Front (NW) 20.0 Window Front (NW) 8.0 Window Front (NW) 16.0 Window Front (NW) 16.0 Window Right (SW) 30.0 Window Back (SE) 15.0 Window Back (SE) 15.0 Door Back (SE) 33.0 Window Back (SE) 20.0 R-0 R-27 R-0 R-0 R-17.8 R-21 R-38 R-0 R-19 FENESTRATION # of U- Pan - Value es 0.600 0.600 0.600 0.600 0.600 0.720 0.600 0.600 0.600 0.600 0.600 0.600 0.600 ------- ------------------------ 0.065 Ext.wall Ext.wall-stor. 0.059 Ext.wall Ext.wall-stor. 0.025 Attic 0.330 Solid Wood 0.037 Wood Floor Interior Over - Shading/ Exterior hang/ Framing Description Shading Fins Type 2 Drapes.Std None Yes Vinyl 2 Drapes.Std None Yes Vinyl 2 Drapes.Std None Yes Vinyl 2 Drapes.Std None Yes Vinyl 2 Drapes.Std None Yes Vinyl 2 Drapes.Std None Yes Metal 2 Drapes.Std None Ye"s Vinyl 2 Drapes.Std None Yes Vinyl 2 Drapes.Std None Yes Vinyl 2 Drapes.Std None Yes Vinyl 2 Drapes.Std None Yes Vinyl 2 Drapes.Std None Yes Vinyl 2 Drapes.Std None Yes Vinyl CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R .......... ------------Date ....... 07/29/98 Project Title Meneffe Residence -------------------------------------------------------- MICROPAS4 v4.51 File-MENEFFE Wth-CTZ11S92 Program -FORM CF -1R User#-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- FENESTRATION Type Exposed -------------------------- SlabOnGrade No Equipment Type --------------- HPPackage HPPackage THERMAL MASS ------------ Area Thickness (sf) (in) ------ --------- 399 3.5 HVAC SYSTEMS ------------ Minimum Duct Efficiency Location 8.00 HSPF Crawlspace 9.70 SEER Crawlspace Location/Comments• ------------------------ Stor.room flr. Duct Thermostat R -value Type R-4.2 # of Interior Setback Over - Area U- Pan- Shading/ Exterior hang/ Framing Orientation ------------------- (sf) Value es Description Shading Fins Type Window Back (SE) ----- 14.0 ----- 0.600 ---- 2 --------------- None ----------- None ---- Yes --------- Vinyl Window Back (SE) 9.0 0.600 2 None None Yes Vinyl Window Back (SE) 14.0 0.600 2 Drapes.Std None Yes Vinyl Window Left (NE) 30.0 0.600 2 Drapes.Std None Yes Vinyl Door Left (NE) 34.0 0.600 2 Drapes.Std None Yes Vinyl Window Left (NE) 3.0 0.600 2 None None Yes Vinyl Skylight Back (SE) 8.0 0.800 2 None None None Metal Type Exposed -------------------------- SlabOnGrade No Equipment Type --------------- HPPackage HPPackage THERMAL MASS ------------ Area Thickness (sf) (in) ------ --------- 399 3.5 HVAC SYSTEMS ------------ Minimum Duct Efficiency Location 8.00 HSPF Crawlspace 9.70 SEER Crawlspace Location/Comments• ------------------------ Stor.room flr. Duct Thermostat R -value Type R-4.2 Setback R-4.2 Setback WATER HEATING SYSTEMS --------------------- Number in Energy Tank Type Heater Type Distribution Type System Factor ------------ ----------- ------------------- ------ -------- Water Heater to meet minimum CEC Standards SPECIAL FEATURES/REMARKS ------------------------ Tank External Size Insulation (gal) ------ R -value ---------- CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... Meneffe Residence Date.. .... 07/29/98 ------------------------------------------------- ' MICROPAS4 x4.51 File-MENEFFE Wth-CTZ11S92 Program -FORM CF -1R User#-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- COMPLIANCE STATEMENT -------------------- 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, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/ Remarks section. DESIGNER or OWNER Name.... John Starr Company. Better Builders Const. Address. 5263 Royal Oaks Dr. Oroville, CA 95966 Phone... (916) 589-2574 License. #323225 Signed.. ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... (date) Signed.. (date) DOCUMENTATION AUTHOR Name.... Steve Nelson Company. Steve Nelson Address. 1 Hall Drive Oroville, CA 95966 Phone... 916-589-3585 Signed .. �– —� '1-Z'( -k8 (date) MANDATORY•MEASURES CHECKLIST: RESIDENTIAL Page 4 MF-1R Project Title.......... Meneffe Residence Date........ 07/29/98 Project Address........ Riverview Drive ******* --------------------- Oroville, CA *v4.51* Documentation Author... Steve Nelson Building Permit # Steve Nelson 1 Hall Drive ; Plan Check / Date Oroville, CA 95966 916-589-3585 ; Field Check Date ' Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS4 v4.51 for 1995 Standards by Enercomp, Inc. ' MICROPAS4 v4.51 File-MENEFFE Wth-CTZ11S92 Program-FORM MF-1R User#-MP2019 User -Steve Nelson Run-Typical House ' ------------------------------------------------------------------------------- Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as binding minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES -------------------------- Design- Enforce- er ment *150(a): Minimum R-19 ceiling insulation. 150(b): Loose fill insulation manufacturers labeled R -Value. *150(c): Minimum R-13 wall insulation in framed walls (does not apply to exterior mass walls). *150(d): Minimum R-13 raised floor insulation in framed floors; minimum R-8 in concrete raised floors. 150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. 118: Insulation specified or installed meets CEC quality standards. Indicate type and form. 116-17: Fenestration Products, Exterior Doors and Infiltration/ exfiltration controls a. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. b. Manufactured fenestration products have label with certified U -value, and infiltration certification. c. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed to comply with Sec. 151 meets CEC quality standards. 150(e): Installation of Fireplaces, Decorative Gas Appliances and gas logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. MANDATORY -MEASURES CHECKLIST: RESIDENTIAL Page 5 MF -1R Project Title.......... Meneffe Residence Date... .... 07/29/98 - ---------------------------------------- ' MICROPAS4 v4.51 File-MENEFFE Wth-CTZ11S92 Program -FORM MF -1R User#-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES -------------------------------------------------------------- Design- Enforce- er ment 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the CEC. 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. 150(i): Setback thermostat on all applicable heating systems. 150(j): Pipe and Tank insulation 1. Indirect hot water tanks (.e.g., unfired storage tanks or backup solar hot water tanks) have insulation blanket (R-12 or greater) or combined interior/exterior insulation (R-16 or greater). 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (R-4 or greater). 3. All buried or exposed piping insulated in recirculating sections of hot water system. 4. Cooling system piping below 55 degrees insulated. 5. Piping insulated between heating source and indirect hot water tank. *150(m): Ducts and Fans 1. Ducts constructed, installed and sealed to comply with UMC sections 601 and 603; ducts insulated to a minimum installed value of R-4.2 or ducts enclosed entirely within conditioned space. 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System installed with: a. At least 36 inches pipe between filter and heater for future solar heating.' b. Cover for outdoor pools or outdoor spa. 3. Pool system has directional inlets and a circulation pump time switch. 115: Gas-fired central furnace, pool heater, spa heater or household cooking appliance have no continuously burning pilot light (Exception: Non -electrical cooking appliance with pilot < 150 Btu/hr.). LIGHTING MEASURES ----------------- Design- Enforce- er ment 150(k): 40 lumens/watt or greater for general lighting in kitchens and rooms with water closets; and recessed ceiling fixtures IC (insulation cover) approved. COMPUTER METHOD SUMMARY Page 6 C -2R Project Title.......... Meneffe Residence Date . 07/29/98 Project Address........ Riverview Drive ******* --------------------- Oroville, CA *v4.51* ' Documentation Author... Steve Nelson Building Permit # Steve Nelson 1 Hall Drive ; Plan Check / Date Oroville, CA 95966 916-589-3585` ;FieldCheck/Date Climate Zone........... 11--------------------- - - --- Compliance Method...... MICROPAS4 v4.51 for 1995 Standards ---------------- by Enercomp, Inc. ------------------------------------------------- MICROPAS4 v4.51 File-MENEFFE Wth-CTZ11S92 Program -FORM C -2R User#-MP2019 User -Steve Nelson Run -Typical House = _ MICROPAS4 ENERGY USE --------------- SUMMARY = = Energy Use ---------------------------- Standard Proposed - Compliance = _ (kBtu/sf-yr) _----------------------- Design ---------- Design Margin = = Space Heating.......... 16.37 ---------- 13.66 ---------- - 2.71 = = Space Cooling.......... 15.06 15.68 -0.62 = - Water Heating.......... 10.95 10.95 0.00 = = Total 42.38 40.29 2.09 = _ *** Building complies with Computer Performance GENERAL INFORMATION ------------------- Conditioned Floor Area..... 2294 sf Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 298 deg (NW) Number of Dwelling Units... 1 Number of Building Stories. 1 Weather Data Type.......... ReducedYear Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Footprint Area ............. Ground Floor Area.......... Slab -On -Grade Area.. ..... Glazing Percentage......... Average Glazing U -value.... Average Ceiling Height..... Raised Floor 1 18352 cf 2263 sf 2263 sf 399 sf 15.9 % of floor area 0.61 Btu%hr-sf-F 8 ft COMPUTER METHOD SUMMARY Page 7 C -2R Project Title.......... Meneffe Residence Date..... .. 07/29/98 MICROPAS4 v4.51 File-MENEFFE Wth-CTZ11S92 Program -FORM C -2R , User#-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- BUILDING ZONE INFORMATION Floor # of Vent Special Area Volume Dwell Cond- Thermostat Height Vent Area Zone Type -------------- (sf) --------- (cf) --------- Units ----- itioned ------- Type ------------ (ft) (sf) HOUSE ------ --------- Residence 2294 18352 1.00 Yes Setback 0.0 1.4 OPAQUE SURFACES Area U- --------------- Insul Act Solar Form 3 Location/ Surface -------------- (sf) ------ value ----- R-val ----- Azm Tilt --- Gains Reference Comments HOUSE ---- ----- ------------ ---------------- 1 Wall 244 0.065 17.8 298 90 Yes W.19.2X6.16 Ext.wall 2 Wall 117 0.065 17.8 298 90 Yes W.19.2X6.16 Ext.wall 3 Wall 159 0.065 17.8 298 90 Yes W.19.2X6.16 Ext.wall 4 Wall 152 0.065 17.8 298 90 Yes W.19.2X6.16 Ext.wall-stor. 5 Wall 312 0.059 21 208 90 Yes W.21.2X6.16 Ext.wall 6 Wall 32 0.059 21 208 90 Yes W.21.2X6.16 Ext.wall 7 Wall 168 0.059 21 208 90 Yes W.21.2X6.16 Ext.wall-stor. 8 Wall 331 0.059 21 118 90 Yes W.21.2X6.16 Ext.wall 9 Wall 189 0.059 21 118 90 Yes W.21.2X6.16 Ext.wall 10 Wall 152 0.059 21 118 90 Yes W.21.2X6.16 Ext.wall-stor. 11 Wall 200 0.059 21 28 90 Yes W.21.2X6.16 Ext.wall 12 Wall 112 0.059 21 28 90 Yes W.21.2X6.16 Ext.wall 13 Wall 32 0.059 21 28 90 Yes W.21.2X6.16 Ext.wall 14 Wall 168 0.059 21 28 90 Yes W.21.2X6.16 Ext.wall-stor. 15 Roof 2263 0.025 38 n/a 0 Yes R.38.2X4.24 Attic 16 Door 20 0.330 0 298 90 Yes None Solid Wood 17 Door 18 0.330 0 28 90 Yes None Solid Wood 18 Door 36 0.330 0 28 90 Yes None Solid Wood 19 Door 33 0.330 0 28 90 Yes None Solid Wood 20 Door 18 0.330 0 28 90 Yes None Solid Wood 21 Floor 1864 0.037 19 n/a 0 No FC.19.2X8.16 Wood Floor FENESTRATION SURFACES # of --------------------- Vent SC SC Interior Area Pan- Frame Open U- Act Glass Int Shading/ Surface (sf) es Type Type value Azm Tlt Only Shade Description ----------- HOUSE ----- ---- --------- --- --- ----- --- --- ---- ---- --------------- 1 Window 20.0 2 Vinyl Slider 0.600 298 90 0.88 0.78 Drapes.Std 2 Window 20.0 2 Vinyl Slider 0.600 298 90 0.88 0.78 Drapes.Std 3 Window 20.0 2 Vinyl Slider 0.600 298 90 0.88 0.78 Drapes.Std 4 Window 20.0 2 Vinyl Slider 0.600 298 90 0.88 0.78 Drapes.Std 5 Window 20.0 2 Vinyl Slider 0.600 298 90 0.88 0.78 Drapes.Std 6 Window 8.0 2 Metal Fixed 0.720 298 90 0.88 0.78 Drapes.Std 7 Window 16.0 2 Vinyl Slider 0.600 298 90 0.88 0.78 Drapes.Std 8 Window 16.0 2 Vinyl Slider 0.600 298 90 0.88 0.78 Drapes.Std 9 Window 30.0 2 Vinyl Slider 0.600 208 90 0.88 0.78 Drapes.Std 10 Window 15.0 2 Vinyl Slider 0.600 118 90 0.88 0.78 Drapes.Std COMPUTER METHOD SUMMARY Page 8 C -2R Project Title.......... Meneffe Residence Date........ 07/29/98 ---------------- ------------------------------------------------ ' MICROPAS4 v4.51 File-MENEFFE Wth-CTZ11S92 Program -FORM C -2R User#-MP2019 User -Steve Nelson Run -Typical House ' ------------------------------------------------------------------------------- FENESTRATION SURFACES OVERHANGS AND SIDE FINS ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin -- Area # of Vent Left Rght SC SC Interior Area Pan- Frame Open U- Act Hght Glass Int Shading/ Surface (sf) es Type Type value Azm Tlt Only Shade Description ----------- 11 Window ----- 15.0 ---- 2 --------- Vinyl ------ Slider ----- 0.600 --- 118 --- 90 ---- 0.88 ---- 0.78 --------------- Drapes.Std 12 Door 33.0 2 Vinyl Hinged 0.600 118 90 0.88 0.78 Drapes.Std 13 Window 20.0 2 Vinyl Slider 0.600 118 90 0.88 0.78 Drapes.Std 14 Window 14.0 2 Vinyl Slider 0.600 118 90 0.88 0.78 None 15 Window 9.0 2 Vinyl Slider 0.600 118 90 0.88 0.78 None 16 Window 14.0 2 Vinyl Slider 0.600 118 90 0.88 0.78 Drapes.Std 17 Window 30.0 2 Vinyl Slider 0.600 28 90 0.88 0.78 Drapes.Std 18 Door 34.0 2 Vinyl Hinged 0.600 28 90 0.88 0.78 Drapes.Std 19 Window 3.0 2 Vinyl Slider 0.600 28 90 0.88 0.78 None 20 Skylight 8.0 2 Metal Fixed 0.800 118 23 0.88 1.00 None OVERHANGS AND SIDE FINS ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin -- Mass Type --------------- HOUSE 1 S1abOnGrade THERMAL MASS Area Thick Heat Conduct- Surface (sf) (in) Cap ivity R -value Location/Comments ------ ----- ----- -------- -------- -------------------------- 399 3.5 28.0 0.98 R-2.0 Stor.room flr. Area Left Rght Surface (sf) Hght Wdth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght HOUSE 1 Window 20.0 5.0 4.0 2.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 2 Window 20.0 5.0 4.0 2.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 20.0 5.0 4.0 2.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 4 Window 20.0 5.0 4.0 2.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 5 Window 20.0 5.0 4.0 8.0 1.0 n/a n/,a n/a n/a n/a n/a n/a n/a 6 Window 8.0 6.7 1.2 8.0 1.3 n/a n/a n/a n/a n/a n/a n/a n/a 7 Window 16.0 4.0 4.0 2,0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 16.0 4.0 4.0 2.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 9 Window 30.0 5.0 6.0 2.0 9.0 n/a n/a n/a n/a n/a n/a n/a n/a 10 Window 15.0 5.0 3.0 2.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 11 Window 15.0 5.0 3.0 2.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 12 Door 33.0 6.7 5.0 16.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 13 Window 20.0 5.0 4.0 16.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 14.0 3.5 4.0 2.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 9.0 3.5 2.5 2.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 14.0 3.5 4.0 6.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 17 Window 30.0 5.0 6.0 2.0 5.7 n/a n/a n/a n/a n/a n/a n/a n/a 18 Door 34.0 6.7 5.0 20.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 19 Window 3.0 6.7 5.0 20.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a Mass Type --------------- HOUSE 1 S1abOnGrade THERMAL MASS Area Thick Heat Conduct- Surface (sf) (in) Cap ivity R -value Location/Comments ------ ----- ----- -------- -------- -------------------------- 399 3.5 28.0 0.98 R-2.0 Stor.room flr. COMPUTER METHOD SUMMARY Page 9 C -2R Project Title.......... Meneffe Residence Date ... 07/29/98 ----------------------------------------------------------- ' MICROPAS4 v4.51 File-MENEFFE Wth-CTZ11S92 Program -FORM C -2R User#-MP2019 User -Steve Nelson Run -Typical House ------------------------------------------------------------------------------- System Type ---------------- HOUSE .HPPackage HPPackage Tank Type ------------ Water Heater HVAC SYSTEMS Minimum Duct Duct Duct Efficiency Location R -value Efficiency 8.00 HSPF Crawlspace 9.70 SEER Crawlspace WATER HEATING SYSTEMS --------------------- Number in Heater Type Distribution Type System to meet minimum CEC Standards SPECIAL FEATURES/REMARKS ------------------------ R-4.2 0.830 R-4.2 0.860 Tank External Energy Size Insulation Factor (gal) R -value HVAC SIZING Heating Cooling Page 10 HVAC Project Title.......... Meneffe Residence Opaque Conduction and Solar...... Date........ 07/29/98 Project Address........ Riverview Drive ******* --------------------- Glazing Solar .................... Oroville, CA *v4.51* Infiltration ..................... Documentation Author... Steve Nelson Internal Gain .................... Building Permit # 2100 Steve Nelson 3171 1666 Sensible Load .................... 1 Hall Drive 34991 ; Plan Check / Date n/a Oroville, CA 95966 Minimum Total Load 34886 41989 916-589-3585 ; Field Check/ Date Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS4 v4.51 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.51 - -------------------------------------- File-MENEFFE Wth-CTZ11S92 Program -HVAC SIZING User#-MP2019 User -Steve Nelson Run ------------------------------------------------------------------------------- -Typical House GENERAL INFORMATION Floor Area ................. 2294 sf Volume ..................... 18352 cf Front O'rientation.......... Front Facing 298 deg (NW) Sizing Location............ OROVILLE RS Latitude ................... 39.5 degrees Winter Outside Design...... 30 F Winter Inside Design....... 70 F Summer Outside Design...... 104 F Summer Inside Design....... 78 F Summer Range ............... 37 F Interior Shading Used...... No Exterior Shading Used...... No Overhang Shading Used...... No Latent Load Fraction....... 0.20 HEATING AND COOLING LOAD SUMMARY Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. Heating Cooling Description --------------------------------- (Btuh) ----------- (Btuh) Opaque Conduction and Solar...... 12414 ----------- 7081 Glazing Conduction ............... 8862 5761 Glazing Solar .................... n/a 14098 Infiltration ..................... 10439 4286 Internal Gain .................... n/a 2100 Ducts ............................ 3171 1666 Sensible Load .................... 34886 34991 Latent Load ...................... n/a 6998 Minimum Total Load 34886 41989 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. LAND DEVELOPMENT BUILDING [-ENVIRONMENTAL- HEALTH - PERMIT CLEARANCE Building Permit ft- o:-_ OWNER A.P. -NAME: TNYaP . T�� NUMBER: PRINT LAST FIRST _ COUNTY ZONING nn 3 �S DESIGNATION: /T FLOOD ZONE: X FLOOD MAP: APPROVED: CONDITIONALLY APPROVED: RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS OR MAP DEED INFORMATION: DATE OF CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: _1� YES NO LEGAL ACCESS REQUIRED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: %tr ��^L i'r"i (0 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 BUILDING DIVISION UNLESS OTHERWISE NOTED. 10 1. Maintain a 50 ft. building setback from centerline of road. _ 2. Maintain a ft.building setback from right-of-way/centerline of 3. Maintain a 100 ft. leachfield setback from all existing wells. 4. Maintain a ft. leachfield setback from 5. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. -O 6. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. 7. Connect to a public water supply. _ 8. Connect to a public sewer system. _ 9. 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. _ 10. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ 11. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone numbdr below) _ 12. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 13; 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. Peyn mW to be made to d►e Pifwmkg DhdsAw. _ 14. 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. 15. Deer Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board. of Supervisors. X 16. Pay school impact mitigation fees. - X 17. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. _ 18. 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. _ 19. 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 significance and suggest appropriate mitigation measures. _ 20. 21. 22. 23. 24. 25 Nd M WdOMC) GNV1 31in810 A1Nf100 566111X30 03AI333H LD 9/95 - C:1WP51\FORMS.K\8LDGPERM.CLR PROPOSED 1 rn_ o x 1 1 1 1 1 I BD PANG ANI AREA 1 �a �' 1 1 1► 1 I 1 EXISTING SEPTIC SYSTEM 11 \ �'� :' 1 12 14 alz SITE PLAN: 830'f: \ Ct` i \ 1� rF F C00 4; ol vae 215' 1 OWNER 805 MENEFEE 145 RIVERVIEW ORIVE ORCMLLE, G,A 95966 \ BUTTE CO. APN 069-36-01 BUTTE CO. AF'N 069-36-01 SPECIAL INSPECTIONS: I. REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT SPECIAL INSPECTOR PER SECTION 1101 OF THE UBC AND LOCAL BUILDING DEPARTMENT REWIREMENTS. 2. THE CONTRACTOR SHALL SUBMIT SPECIAL INSPECTOR CERTIFICATIONS TO THE BUILDING DEPARTMENT AT THE TIME OF PERMIT APPLICATION. THE SPECIAL INSPECTOR MUST BE APPROVED BY THE BUILDING DEPARTMENT PRIOR TO BEGINNING CONSTRUCTION. .3. ALL INSPECTOR'S WANDWRITTEN DAILY LOGS SHALL BE AVAILABLE ON THE JOBSITE FOR REVIEW BY BUILDING DEPARTMENT FIELD INSPECTORS. • 4. COPIES OF ALL INSPECTOR REPORTS SHALL BE FILED WITW THE LOCAL BUILDING DEPARTMENT AND CRANDALL ENGINEERING. REPORTS SHALL BE FILED WEEKLY DURING CONSTRUCTION. REPORTS WALL NOTE ALL DISCREPANCIES WWETWER CORRECTED OR NOT. 5. UPON COMPLETION OF THE PROJECT, TWE INSPECTOR SHALL SUBMIT A FINIAL, SIGNED REPORT STATING WHETHER TWE WORK REQUIRING SPECIAL INSPECTION WAS, TO T14E BEST OF THE INSPECTOR'S KNOWLEDGE, WAS PERFORMED IN CONF•OWANCE TO THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORK IANSHIP PROVISIONS OF THE UBC AND/OR ICBG REPORT. 6. SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING ITEMS AND. PROCEDURES AS NOTED. HIGH STRENGTH BOLTING: A. ALL HIGH STRENGTH BOLTS ARE TO BE INSTALLED USING *TURN OF THE NUT" METHOD SPECIFIED IN THE NINTH EDITION OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS U51NG ASTM A325 OR A490 BOLTS'. B. TESTER SHALL VERIFY THAT THE MEMBERS TO BE CONNECTED ARE PROPERLY ALIGNED PRIOR TO TIGHTENING AND THAT BOLT'S AND WASHERS CONFORM ' ' WITH THE ASTM SPECIFICATION (A325 OR A490) AS REQUIRED ON THE PLANS. C. TESTER SHALL OBSERVE THE CALIBRATION PROCEDURES WHEN REQUIRED AND MONITOR THE INSTALLATION OF BOLTS TO DETERMINE THAT ALL PLIES OF CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER . INDEX Or DRAWINGS GENERAL. NOTES: L GCNSTRICTION SHALL CONFORM TO THESE FLANS AND ALL APPLrABL.E CODES AND LOCAL ORDINANCES INCLUDING TI•E 2001 EDITION OF THE CALIFOWA BUILDING: CODE. 2. STEEL BUILDING SHELL SHALL BE DESIGNED BY OTHERS TO UBC AND MEIMA REOLIRD'ENTS. MANUFACTURER SHALL PROVIDE SHOP DIeAWINGS AND CAL. - CULATOa A .- CUL.ATIONS AS REQUIRED BY LOCAL BWLDWG DEPARTMENT. MINIMUM DESIGN LOADS: ROOF LIVE LOAD: MINIMUM PER UBC TABLE 16-C ` W20 LOAD: 80 MPH / E) OSURE 'B' SEISMIC ZONE ill - SOIL PROFILE Sd 3. STEEL BUILDING SHALL BE FABRICATED (INCLUDING ALL WELDING) IN AN RISC CERTIFIED SHOP APPROVED BY THE' LOCAL BUILDING DEPARTMENT PER UBC 1101.1. BUILDING MANUFACTURER SHALL SUBMIT CERTIFICATIONS AND OTHER INFORMATICN AS REQUIRED FOR APPROVAL BY BUILDING DEPARTMENT. C1 SITE PLAN Al FLOOR PLAN 4 SECTION A2 ELEVATIONS 51.1 FOUNDATION PLAN • S12 FOUNDATION DETAILS O , r O•I O O 1 O 23'-0" r 12 x 12''Ru. _ I2'�X 12' R.U. 3'X10' TRANSLUCENT FRP, ROOF PANELS eITOTAL OF 4) PRIVATE GARAGE _ (UI OCCUPANCY) _ ._ GRAVITY ROOF VENTS WITW THIS AREA IS TO BE USED ONLY - - - L/MANUAL DAMPERS FOR THE STORAGE OF PRIVATE TOTAL OF 2 MOTOR VEHICLES. I EXPOSED STEEL COLUMNS BY BUTLER - \y = FLOOR PLAN: BUILDING DATA - 2001 G.B.G. OCCUPANCY GROUP: U-1 (PRIVATE GARAGE)' TYPE OF CONSTRUCTION: V N LOCATION ON PROPERTY: S' TO PL AT SOUTH MORE THAN 100' TO PL NORTH, EAST AND WEST FLOOR AREA: PROPOSED AREA ■ 2100 SQ FT. ALLOWABLE AREA 3000 SQ FT. (CBC 312.23) HEIGHT: PROPOSED HEIGHT ■ 11'-3"t MAXIMUM ALLOWABLE HEIGHT 40' NUMBER OF STORIES: PROPOSED: SINGSLE STORY ALLOWABLE : SINrsLE STORY OCCUPANT LOAD, II OCCUPANTS AT I PER 200 SF. (ALL OTHERS) EXITS: I EXIT-AtO RED FOR LESS THAN 30 OCCUPANTS I EXIT PROVIDED OPEN I � I � � I _ I� SLOPE CONCRETE SLAB TO DRAIN AS SWOWN t —...�....—...�. to i � f I — — — — — — — J OPEN BUTLERIB STEEL ROOFING W1 2N -AL FINISH GUTTER I� \Z -PURLINS c W-0 "t O.G. 3" FIBERsLASS INSULATION (R 10) WITW VINYL BACKING STANDARDII I I NOTE: GIRT BY —�I—I VINYL INSULATION BACKING SWALL IN !WAVE A FLAME SFIREAD INDEX OF 25 r7 PER TO UBC R LESS CEED 50 WWENDTES D 9 BUTLER –6WA96"LL STEEL SIDING STEEL FRAME BY BUTLER M.G. 4" CONCRETE SLAB WITH 6/6/1010 WUIM I TITLE: PRIVATE GRAGE FOR BOB MENEFEE OROVILLE (BUTTE CO), Ca FLOOR PLAIN 4 SECTION Revisions: SCALE: SHEET %l r"t OF 5 RLE JRG:C:/WIN oIADWG MEN � CRAND.ALL ENGINEERING. 4060 Pander000'Moy PO Be= 124, Y l d p l a o s, CA 95345 Phase: (200)000-4044 Fax: (200)00 0-4744 NORTH VALLEY f11RiH:DlN® SYSTEMS JOB: 03031