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058-670-015
X67-15 3211-91B,P,E,M NIEMI,Mark U e 3219 T rov� �� wsf){✓� 058-67-0-015 93-0$82 BP NIEMI, Mark F 3219 Trgvor Road, Oroville new single family, ,/ ? 058-670-015 PERMIT#95-0650 I NIEMI, Mark ` i 3219 Trevor Rd.*, Oroville Cogt; David A. Welsh �'sJq 1st Renewal of BP#93=882 "f u 4 RESIDENTIAL 1 058-67-0-015 93-0882 BPEM NIEMI, Mark 3219 T*vor Road, Oroville I (new single family] w j w •. • `t Xv T OFFICE COPY i Address 4 GAS G i Meter By Dattf/%yL7 1 ELE m e er By Date II GAS I y Date ' ELECTRIC s � • Meter By. Da • 2 } ? 400 FINAL RID (Data) Signature i -V OK O=Not OK Not Applicable Not Ready MOBILE HOMES ' = Date/Initials MOBILE HOME UTILITIES (Plans) OK except #'a 1. Zoning Requirements -Setbacks -Easements 2. Solis; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O Concrete 4. Water; Location -Teat -Easement Needed (Sketch) 5. Electricity; Location-Clearences-Grnd-/ /Amp -Concrete 6. Gas; Location -Teat -Wrap: / /"L'ft. / /"Nat. or/ /%"ft./ /"LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date/Initials MOBILE HOME INSTALLATION (Plans) OK except #'a 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 -Fell -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Exits; Insp.-Sketch 10. Cert. of Occupancy MISCELLANEOUS Date/Initial DECKS, COVERS, CARPORTS, GARAGES, (Plans)OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Griders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg: Rfg -Bracing 5. Alum. Awn.; Columna -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg; Sils-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Date/Initials 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, Distances-GFI 5. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Pane Iboa rds-Ins. to Main in Conduit . 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test V=OK O = Not OK = Not Applicable = Not Ready OK RESIDENTIAL (Single & Duplex) Main; Soils-Elec. Grnd. tg. Depth 13,Ft'g., Garage; Soils-Steel-Elec rn tg. Depth —4. Ftg., Porches & Decks; Soils -Steel-/ /Ftg. Depth 5. Stemwalis, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab; Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel a,fokV.-, fall -Fitting -Teat -2 Way C/O -Sewer Test UF. as Pipe; Size -Anchors - yard gas piping: size -test lAe1fater Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground 13. P19pem's & Ducts; Clearance -Material -Support -Ins. G eis-Sills-Anchor Bolts -Joists -Vents -Cripples Access & Ventilation 16. Insulation Date/Initials PLUM INO Permit OK except N's Ir"Woefi-itr.; Vent -Access -Combustion Air -Baffle W ipe; Test & Anchor -Neil Protection V.; Test -Fittings & Anchor -Nell Protection Sho an; Test, First Floor -Tub Access ---- 20. Te Tub & Shower, Second Floor -Tub Access Gas Pipe; Size & Anchors Date/initials 2A-'Fix!VW& Transformer Clearance -Ins. Protection lac, Receptacles Spacing -Lights & Switches at Doors ize oxes & No. of Conductors -Stapled AfToLrkInstalled Close to Edge of Studs & C.J. Ground made up w/Mach. Fastners-Bond Gas & Water 2 Appliance Circuts in Kitchen & Conductor Size/GFI 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or Al 29. Range Circ. / / ga. Cu or AI -Oven Circ. / / ga. Cu or Al. Insulated Neutral ❑ Yes ❑ No 3 ervice-Riser Conductors & Ground -Main Disconnect 31 ui : Clearances Panels -Motors -Meth. Equip. 33t,6 thes Closet Light -Shower Light -Spa Light Smoke Detector Date/Initials MEC ICAL Permit OK except k's GC A&D cts Insulation & Support 35 -lent Fan; Exhaust above insulation 36. Condensate Drain & Overflow; Size & Grade 37. Furnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet 38. Attic Access & Platform if Furnance in Attic Date/Initials FRAM Plans OK except k's 3 roper Material & Anchors . W St ds -Nailing, Spacing & Bracing -Plates -Sound 44'_B4NIPrng Walls over Girders & Floor Nailing r top in Walls (rat proof) it ops; Furred Ceilings -Stairs -Chases -Tub Date/Initials / FRAMING (Continued) 48' CI . Joist-Rftr. ties-Purlirt—roof Brac-Truss-Shthng.-Ring. Mace Ties or Type A Flue -Fireplace Throat clearance . Att' Access; Size & Romex Protection -Draft Stop -Ins. Baffles dr . Windows or Exiting Doors -Sill Hgt. & Dimensions 5%4arLige Fire Protection Framing 44-�frogorty Line Firewall & Openings 5 oors-One 3' -Check Garage -3rd Story, 2 Exits 58'St4iw,-Width-Headroom-Rise-Run-Landing-Fire Protection plywood on Roof Overhang -Attic Vents -Rafter Outriggers 55. Sidi ailing Veneer jifirltuSco Mesh -Drip Screed -Fd. Vents-Underflr. Access "azing Area -Glass Protection -Skylights -Plastic 58. 24Lar Wells; Nailing -Bolts nsulation-Wells-Ceilings 4,71_ 60. Infiltration -Walls -Windows 493. Furnac Vents -Clearance -Comb. Air -Connector - I rage; Above Floor -Ducts -Mach. Protection 65!G.F ath Fixtures & Tub Access -Spa 0,11fiec. Trim & Subpanel; Breaker Sizes & Labels 67. Sta Rails 18."rir"ce or Stove; Clearances -Hearth 89--flec.-Outlets at Wood Panel; Int. & Ext. It.Fi . & Appliance; Grnd.-Air Gap -Cooking Clearance utlets & Receptacles at Kit. Counter Ge ire Door, Swing -Landing -Closer A.C. in Garage -Damper Z4! IAV r. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. In G Above Floor -Mach. Protection 7 . ec. & Mach. Equip. Listed for Location I eceptacles in Garage; (G.F.I.)-Romex Protection I ation-Foam-Looked in Attic ❑ Yes Gua lls & Deck Construction -Post Caps Zq,fd_n. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor 'es 80. Following instld.; Drive es No; Walks ❑ Yes No; Planters ❑ Yes No t$t- Brown -Finish j2 A.0 it Disconnect, Electrical, Plumbing ants Above Roof; Plbg: Appliance -Fireplace -Clearance to PI terior Elec. Trim; G.F.I. Receptacle -Underground e_aUhiron Throughout House W. Cgr44ictions from Previous Inspections G est -Meters Tagged; Gas -Electric r & Sewer Connected -C/O to Grade -HD Approval Energy Compliance Certificate -Other Certificates Comments at Final: COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DI ION 7 County Center Drive - Oroville, California 9.5965 - Telephone (916) 538- 4_ O PERMIT NO. APPLICATI-GN AND PERMIT ASSESSOR PARCEL NUMBER 058-670-015 ZONING BUILDING PERMIT OWNER Mark Niemi TELEPHONE 534-9261 SO, FT, OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS 3219 Trevor Rd., Oroville, CA 95965 CONTRACTOR'S NAME Unknown TELEPHONE - p CONT TORS MAILING ADDRESS q5q.2 (p Fireplace CONST�TION LENDER un n UNKNOWN Total Valuation Is LENDER'S MAIUNG ADDRESS I -, Chico q5lq2-7— 1-390 Filing Fee $ 20,00 Permit Fee $ 365-95 tC RECA, ENGINEER LICENSE NO. Plan Checking Fee $ Energy Plan Checking Fee $ -Penalty ARCHITECT OR ENGINEER'S MAIUNG ADDRESS 1_70& tI . $ SUILDINGADDRESS 3219 Trevor Rd. Oroville PERMITFEE $ .2 5 1 PLUMBINGPERMIT Filing Fee 1 20.00 Each Trap 7.00 LOT NO. SUBDIVISION'S NAME PARCEL MAP Solar or heat pump water heater 23.00 USE OF STRUCTURE SF IR Duplex ❑ Mobilehome ❑ Other SPECIFY Water piping 15.00 Each gas water heater or vent 15.00 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Unities ❑ Installation ❑ Other KI Describe Work: 1st renewal of by#93-882 Mobile Home I S I GI W 1 920.00 PERMITFEE $ Contractor ELECTRICAL PERMIT Filina Fee 20:00 Main Service%-oA oR OR LESS ( zoLEss ) 23.00 Main Service ( 200A TO I000A ) 46.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9commencin with Section 7000 of Division 3 of the Business and Professions Code, and my license ) is in full force andeffect. License Class Lic. No. �� OW ER -BUIL I hereby affirm underpenaltyof 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. J$ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason NEW CONST. DWELLING OCCUP. OR ADONS. ( & ACC. BLDS. ) 3.50 FSO. T. NEW CONST. MULTI.OUTLET NON-RESID. ( BRANCH CIRCUITS ) 97.50 POWER APPARATUS (a SINGLE OUTLET CIR.) 2e @ 1.00 Ex. Occup. ( OUTLET OR FIXTURES ) BAL 50 FIXED EX. Occup. OUTLETS(RESD.)EA 5,00 ( ) Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring "23.00 PERMITFEE $ Contractor WORKERS' COMPENSATION DECLARATION _ -)t- 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. ❑ 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 Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMITFEE $ Contractor Policy Number (The above sections need not be completed if the permit is for work of a valuation Of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so' as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date _��� "Signature of Applicant - J9 Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee Is occ CONST. TV PE I TOTAL FEE $ 385.25 HA2. 0. FEES IMP FLOOD COF PARCEL 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. By Date PERMITEXPIRESON 4/7/96 (Date) Receipt No. WHITE-D.D.S.-B.D. CANA -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT M COUNTY OF BUTTE DepartmF,nit of DeveloVLment Services Building Division Oroville: 7 County Center Dr., Oroville CA 95965 Ph: 916-538-7541 Chico: 1469 Humboldt Rd., Chico CA 95928 Ph: 916-891-2751 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 major labor and materials for construction of the proposed property improvement (yes "or no) - 2. o) 2. I (have/have not) 3 signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction: Name Address City Phone Contractor's License No. 4. I plan to provide portions of this work, but I, have hired the followilig person to coordinate, supervise, and provide the major work: Name tivi Address q Q l /A- r- 10 c t_+2A S AVI - City C)h i C_ (p Phone Contractor's License No. ti -7 d q S' 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: . Property Owner /+0,K?A Social Security Number ,5h9 - .27 - 9%-7 3 Date 41&0 i4 2 Z/, / 94 S— NOTE: This Owner -Builder Verification is sent to you as required by Sections 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. l '! r Y: �v 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 j•.- I , . x..._. CORRECTION NOTICE R PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. ;y3.. €=� Date REV 1 Inspector 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 OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contao'this office immediately. C _ s a , P ` n DG-te Inspector REV 10/92 3' f OWNER PERMIT NO. A routine inspection i cates that the following violations of Butte County Ordinances exist at the above add nd should be corrected. Please notify this office when correction of work ?: is completed.) ou have any questions pertaining to this matter, or need additional explanation, please con ct this office immediately. n Tt a64 t ,.. - ` COUNTY OF BUTTE , s BUILDING DIVISION ' DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 891-2751 r., = 7 County Center Drive, Oroville, CA - (916) 538-7541 '.� 747 Elliott Road, Paradise, CA - (916) 872-6307 ' CORRE TION NOTICE OWNER PERMIT NO. A routine inspection i cates that the following violations of Butte County Ordinances exist at the above add nd should be corrected. Please notify this office when correction of work ?: is completed.) ou have any questions pertaining to this matter, or need additional explanation, please con ct this office immediately. n Tt Owner: Permit No. ENERGY C E R• T I F ICAT ION 3219 Trevor Road, Concow, Ca. LOCATION A.P. No. DESCRIPTION OF INSULATION ROOF Material Brand Name Thickness(inches) Thermal Resistance (R Value) EXTERIOR WALL ' Material FIBERGLASS BATTS Brand Name SCHULLER INT. Thickness(inches) 6"" Thermal Resistance(R Value) R19 CEILING Batt or Blanket TypeFIBERGLASS BATTS Brand Name SCHULLER INT. Thickness(inches) 10" & 12" Thermal Resistance(R Value)R30C & R38 Loose Fill Type Brand Name Minimum ThicknesW nches) Number of Bags Wt. per bag lb. Area covered(ft. ) Thermal Resistance(R Value). FLOOR, ELEVATED— Material LEVATED—Material Thickness(inches) FLOOR, SLAB Material Thickness(inches) Width(inches) FOUNDATION WALL Material Thickness(inches) Brand Name Thermal Resistance(R Value) Brand Name Thermal Resistance(R Value) Brand Name Thermal Resistance(R Value) I hereby certify that the above insulation was installed in the above building in conformance with the State of California Energy Requirements. LOE:RKE INSULATION CO., INC. 499150 F NAME/0 R STATE CONTRACTOR'S LICENSE NO. �J January 11, 1996 SIG URE OF INSTAWtION APPLICATOR DATE I hereby certify the above insulation and all required items as shown on the Building Department approved plans and attachinents have been installed as required by the State of California Energy Requirements. All equipment, devices and materials are of the quality prescribed or are specifically approved by the State of California. A Q K 0/1-M I FIRM NAME/OWNER (Please print) §101*TVRV OF 07NGRAL CORTRACTOR OWNER STATE CONTRACTOR'S LICENSE NO. DATE THIS CERTIFICATE MUST BE ON FILE WITH THE BUILDING DEPARTMENT PRIOR TO FINAL INSPECTION APPROVAL AND A COPY SHALL BE POSTED WITHIN THE BUILDING. January 1984 V 4 COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS PERMIT NO. , . iais • 7 County Center Drive - Oroville, Cal!Jis�n85965 -Telephone: 916/538-7541. _ APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER _670-Q1 9 ZONFNG R -i n BUILDING PERMIT OWNER - TELEPHONE 934-9261 SQ. FT. OCC. BUILDING VALUATION OWNER' L NG ADDRESS QR C. A 95Q69 21n7 R $113,778 CONTR R• N M r•N T,% TELEPHONE 7 CONTR AILING ADDRESS CONSTRUCTION LENDER UNKNOWN Fireplace tt tt 5 500 Total Valuation $ LENDS ILING ADDRESS Filing Fee $ 15.00 Permit Fee $ 730.50 ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ 5.6.25 ARCHI R ENGINEER'S MAILING ADDRESS Energy Plan Checking Fee $ 20.00 Penalty $ BUILDING ADDRESS - 7TREVOR ROAD Permit fee $ OROVILLE, CA 9-59-6-5 PLUMBING PERMIT Filing Fee 15.00 Each Trap 2 5.00 60.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 7.00 Each qas water heater or vent 7.00 USE OF STRUCTURE SFU Duplex❑ Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets 5.001 5.UU Building sewer 15=1 15.00 Mobile Home Is G W @ 15.00 TYPE OF WORK NewiR Addition❑ Remodel❑- Utilities[] Installation❑ Other❑ Describe work:_ 3 EDRM (REPLACES #91-3211) Permit Fee $ 109.0 Contractor ELECTRICAL PERMIT Filing Fee 15.00 Main service 200AORLESS 18.50 18.50 CONTRACTORS LICENSE LAW 1 declare under penalty of perjury (check one): I am licensed under provisions of Chapt. 9, Div. 3 of the BUSIneSS and Professions Code and my license is in full force and effect. License No. Classification 1, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) I, as the owner, am exclusively contracting with licensed contract - (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason Main service 200ATO1000AI 37.50 NEW CONST. ( DWELLING OccuP.19 13 103.65 OR ADONS. \ ACC. BLDGS. 6e9q•tc• NEW CONSTR. U TI -OUTLET @ 5.00 NON.RFSID BRANCH CIRC ITS (POWER APPARATUS &) SINGLE OUTLET CIR. Ex. Occup(OUTLETS OR FIXTURES 20 @ 76 F AL 0 46 FIXED APPLNS. OR Ex. Occup. OUTLETS (RESID.) EA.) 3.00 Temporary service 15.00 ---- 0 Mobile Home Facilities 15.0ors. Misc. Wiring -15.00 Permit Fee S 137.15 WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of.Consent to Self -Insure. I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Contractor MECHANICAL PERMIT Filing Fee 15.00 Heating 9 nn Cooling Hood 6.50 Ventilation ---- Permit Fee $ 47.0 Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, jud ents, costs, and expenses which may in any way accrue ag t aid Co j y in onnquence of the granting of this permit. Date 14/-7-93 Signature of Applicant - Ownel Contractor ❑ Agent ❑ An OSHA permit is required For excavations over 5' d nd demoliti or onstruct- ion of structures over 3 stories in height. 0 L.5-_ Mobile Home Installation Fee S Energy Inspection Fee $ 40.00 occ CONST TYPE TOTAL FEE $ 1,154.90 HAz 11 IMP ___ FLOOD COF PARCEL PD HD XX ISSUE This permit is hereby issued under the applicable provi- sions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. PJaE T UBLIC WORKS By D t ej PERMIT EXPIRES a e Receipt No. 135970-$129.25//�� �- (�' 4C� WNITE-D.P.W., YELLOW-A98C990R, PINK -INSPECTOR. GOLDENROD -APPLICANT y; COUNTY OF BUTTE - DEP,ARTMENT OF PUBLIC WORKS P Mrj NO ... 7 County Canter Drive - Oroviife, California 9.65 - Telephone: 916:'538-7541 - APPLICATIOkAND PERMIT ASSESSOR PARCEL NUMBER ZONING BUILDING PERMIT 1i OWNET LEPHONE SO. FT. OCC. BUILDING VALUATION 6� ; .a , ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building -Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement should you become subiect Heating q, 0C), CO. .A C';, 0R'5 NAME' _- TELEPHONE Cooling - 7'..5 L' Hood ' CONTRACTOR'S.MAWLITIG ADDRESS T F� t Fireplace , tI.-,CC r `r...D (� CONSTftUCTION LENDER j,; ,/U rIl , UNKNOWN Total Valuation$ Filing Fee yam, $ 15.00 LENDER'S MAILING ADDRESS Permit Fee PAR EL 15SUE , ARTCHI OR ENGINEER LICENSE NO. Plan Checking Fee Energy Plan Checking Fee $ ?�1 �:,7 •j ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty Permit fee PLUMBING PERMIT $ $ Filing Fee 15.00 BUILDING gORESS Each Trap 5.00( } ) This permit is hereby issued under the applicable provi- Solar or heat pump water heater 20.00 LOT NO.I SUBDIVISION NAME PARCEL MAP Water piping 7.00 Each gas water heater or vent 7.00 •; USE OF STRUCTURE SF PJ Duplex❑ Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets 5.00 _ ) Building sewer 15.00 Mobile Home S G W @ 15.00 TYPE OF WORK New 7 Addition ❑ Remo I Utilities ❑ Installation[] Other ❑ Describe work: 6 H la CC- — i3� Permit Fee $ _0�i Contractor ELECTRICAL PERMIT Filing Fee 115.00 - Main service 600VORLESS 200A OR LESS 18.50 Main service 200ATO1000At 37.50 CONTRACTORS LICENSE LAW I re under penalty of perjury (check one): ElNON.RESID I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification ❑ I, as the owner, or my employees with wages as their sole compen- sation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am. exclusively contracting with licensed contract - ars. (Sec. 7044) ❑ I am exempt under Sec. Business and Professions Code for this reason NEW CONST. / DWELLING Dc OR ADONS, l ACC. BLDGS. 3.64sq.ft. NEW CONSTR. U I.OUTL T BRANCH CIRCUITS) ,r @ 5.00 v POWER APPARATUS a SINGLE OUTLET CIR. / Ex. OCCUp\OUTLETS OR FIXTURES 20 7644 944 FIXED APLNS Ex. OCCUp. OUTLETS (RESID 1REA-) I 3.001 Temporary service 1 15.00 -� Mobile Home Facilities 1 15.00 Misc. Wiring15.00 Permit Fee $ WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): Contractor 4 3Z� 1 MECHANICAL PERMIT FiIingFee1 15.00 1 ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building -Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement should you become subiect Heating q, 0C), Contractor I certify that I have read this application and state that the above information Cooling - 7'..5 L' Hood 6.50 i., Ventilation Butte to enter upon the above-mentioned property for inspection purposes. to the W. C. provisions of the Labor Code, you must forthwith comply with such Permit Fee- $ !� Provisions or this permit shall be deemed revoked. Contractor I certify that I have read this application and state that the above information Mobile Home Installation Fee S is correct. I agree to comply to all County Ordinances and State Laws relating Energy Inspection Fee $ ill. 0G'• to building,construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. occ CONST TYPE I also agree'to save, indemnify and keep harmless the County of Butte against I TOTAL. FEE: $ 115,4 all liabilities, judgments, costs. and'expenses which may in any way accrue HAz 0FEES IMP FLOOD CDF PAR EL 15SUE , against said County in consequence of the granting of this perm it..p 1 --- I I IPO I j' ;, ,. , In— t xAlk Date = LLcr,)-.:: This permit is hereby issued under the applicable provi- S ure of A' licant - Owner' ' ,� PP l� Contractor C Agent ❑ :.Po Bions of the Butte County Code and/or resolutions to do inaicated for fees have An An OSHA over SO" deep and demoli an construct. tover work abo,.a which been paid. ion of structures 3 stories ineheight.Ions or DIRECTOR OF•PUB:.IGA ._ 'KS Receipt No. .: ;_! /2J=r� By _ Dzte _ .,�- _ f - - PERMIT EXPIRES Date nNIT[•D. •. W.. 7fLLOW•ASSE3SOR• PINK•IN9P[c TOR, JQLa E4 R00•A 'r LTC ANT COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS PERMIT NO. 7 County Center Drive - Oroville, California 95965 - Telephone: 916/538-7541 �1 J 7-s APPLICATIO AND PERMIT. J O ASSESSOR PARCEL NUMBER ZONING ID BUILDING PERMIT OWNEMT LEFHONE SQ. FT. OCC.1 BUILDING VALUATION OWNER'S MAILI NG ADDRESS yV; I[e 915-w- /101 Ai IM14 CO TR C OR•S NAM 0 TELEFHONE CONTRACTOR'S MAKrNG ADDRESS CON$T�tUCTION LENDER UNKNOWN Fireplace 2 ac so f -o Total Valuation $ Filing Fee _6_0 -4 $ O 15.00 LENDER'S MAILING ADDRESS Permit Fee $ . ARC I ECT OR ENGINEER LICENSE NO. Plan Checking Fee Energy Plan Checking Fee $ ARCMITECT OR ENGINEER'S MAILING ADDRESS Penalty Permit fee PLUMBING PERMIT $ _Jr Filing Fee 15.00 BUILDING A DRESS f ©� Each Trap 5.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 7.00 0 Each pas water heater or vent 7.00 USE OF STRUCTURE SF P Duplex❑ Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 15.00 Mobile Home S I G I W @ 15.00 TYPE OF WORK New Ex Addition[] Remo I Utilities ❑ Installation❑ Other ❑ Describe work: Ct W Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 15.00 Main service 200AORLESS 1. 18.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): ❑ I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) El 1, as the owner, am exclusively contracting with licensed contract - ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason Main service 200ATO 1000A) 37.50 NEW CONST. / DWELLING OCCUP.a OR ADONS. l ACC. SLOGS. 3.6Q sq.ft. /O f L} NEW CONSTFL ULTI-OUTLET NON-RESID BRANCH CIRCUITS) @ 5.00 POWER APPARATUS e SINGLE OUTLET CIR. ) EX. OCCU OUTLETS OR FIXTURES P 20 79d FIXED APPLNS. OR Ex. Occup. OUTLETS (RESID.) EA.) I 3.00 Temporary service 15.00 -® Mobile Home Facilities 15.00 Misc. Wiring '15.00 Permit Fee $ WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Contractor MECHANICAL PERMIT Filing Fee 15.00 Heating 9 d Cooling Hood 6.50 Ventilation Permit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said County in consequence of the granting of this perm. .,L�fvTY OF aI�Trlk X Date BUILDING DEPT Signature of Applicant - Owner ❑ Contractor ❑ Agent1:1/��1 (7j 1t 1��� An OSHA "� R t1 l permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Receipt No.245s ` �` —=—`1_•---. wNITE•D.P.W.. YELLOW-ASSE750R, PINK -INSPECTOR. DENROO-APPLICANT Mobile Home Installation Fee S Energy Inspection Fee $ ©O OCC CONST TYPE TOTAL FEE $ / r PD D ISSUE RAz DFEES IMP -- FLOOD COF PARCELL This permit is hereby issued under the applicable provi- sions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By Date PERMIT EXPIRES Date f•�-:" .40 - --� ,i,�i -1f.` - .."l.•r"r�^sl'�''`7�-"+'�`7�M�.y,:-,�,�j�.ISO`V'+5'+I'�•.�;:i.,(�.,,;,T►•.+�t,k..�1Iy:,},:.1•r�,f;,,r71:�%"�'n^'�f-'^ti'°"i.�r �'.,COUNTYOF BUTTE - DEPARTMENTOF DEVELOPMENT SERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 -TELEPHONE (916) 538-7541 PERMIT APPLICATION ®ATASHEET OWNER Ark S I .OP I A. P. No. Proposed Building Use 4A Building Inspector Date At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED BY 1. All items have been submitted . ........................ . 2. Plot plans, 3/4 sets, signed by preparer of plans . ........................... �A :qS 3_ Complete plans, 3/4 sets, signed by preparer of plans. .4. Engineered plans and calcs, 3/4 sets, with wet signature on plans . ........:... . 5. Hazardous Material Form. .............................................. 6. Energy Design Compliance and supporting documentation. 7. Statement of Intent for Non -Heated and A/C Buildings. ...................... 8. Engineered truss details and layout in duplicate (required prior to plan check). .... 9.. Mobilehome data and manufacturer's installation instructions 2 sets. ........... 10. Fees of $ _.�. ../6. -5 ................ 11. Impact fees ass own on attached schedule... 12. California Department of Forestry plan approval/fees. ....................... . 13. Flood elevation letter (100 year floo by C i ornia Engineer... :: 14. Sanitation and plot plan approval r V Health Department. ............ 15. City of Chico plumbing permit. ........................................ . 16. Plot plan and business license approval from City of Biggs/Gridley. ............. 17. Planning approval for (A) Use: (B) Parking: 18. Contact Land Development.a bout (A) Improvements (B) Drainage. ........... 19. Driveway permit (construction approval required prior to occupancy). . . Prednspedion' re_que Pre -inspection for required.... to Building lnepector (Date) 21. Contractor's license information. (No., Name Style, Classification) . .............. 22. Certificate of Workmans Compensation Insurance . .......................... 23. Owner -Builder Verification (Given to owner , Mail to owner _). ........... r WKZ 24. Recorded copy of Agricultural Acknowledgement Statement . ................ ir 25. Letter of signature authorization. ........................................ 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. .... . 27. Letter of intent on building use. :........................................ 28. Mobilehome utility clearance . .......................................... 29. Documentation of legal access. .... ..................:................. . 30. Documentation of 50% subdivision developed or (A) Road improvements completed and (B) Parcel meets zoning area and frontage requirements . .............. . 31. Existing violations/expired permits . ...................................... 32. Plan check list . ..................................................... 33. -34. When you issue the permit, process as follows: Mail to owner. Mail to contractor. Telephone and hold for pickup at office. Deliver with inspector. Other Parcel Creation / Acreage Applicant Date e / 71-7 73 Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution Date Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted p for to permit issuachecked above). 1. Index permit for above items No. 2. Additional items required: Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Plans checked by Date Plans approved by 1 �L1_4 Date -Cj Sets of plans on hold in File cabinet AP folder Copy - Department of Public Works TO: Building Department FROM: Encroachment Permit Section RE: Driveway Clearance T/LIieAl <' owner location AP # Driveway permit a (/ has been issued for the above property. Pl-lla Pi0wix �i /o _ 17--q/ si ature date j COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS — BUILDING DIVISION 7 COUNTY CENTER DRIVE — OROVILLE, CALIFORNIA 95965 — TELEPHONE (916)5387541 AA OWNER A a ✓' A. P. NO. PROPOSED BUILDING USE u) J 1%'� DATE `/ �% 93 REC. # DATE REC School District Fees aro 11n ,o n ( Y S (paid.at District Office) 2. Sheriff Fees (paid at Building Department) Residential.......... X- SZO =s—,360 unit amt. Commercial(per sq.ft.) X =$ sq.ft. amt. 3.. Urban..Area Fees (paid at Building Department Residential (per-unit) X =$ # units amt.. Commerical( per- sq . f t . ) X' sq.ft. amt. 4. Recreation District Fees (paid at -District Office) 5. Drainage District Fees (Contact Land Development) ....... 6. Other 7. Other At time of permit application, I was advised the. above fees are required to be paid prior. to issuance of the permit. el– /)w APPLICANT rzz."� !., t DATE y— i - '� 3 Return to DPW AGRICULTURAL STATErZ T OF AMIOWLEDGEMNT FOR RESIDENTIAL -DEVELOPMi F.NT Section 26-8.1of the Butte County Code requires this acknowledgement be recorded prior to issuance of a building permit. The property described herein is adjacent�.��� to land or included within an area zoned 1 for agricultural purposes, and residents of this property may be subject to incon- Recorded I veniences or discomfort arising from the official Records I use of agricultural chemicals, including, County of I but not limited to herbicides, pesticides, Butte I dace J. Grubbs I and fertilizers; and from the pursuit Can of agricultural operations including, Recorder I but not limited to cultivation lowin 1:33pm 28 -Jun -93 I 93=27'0'85 Rec Fee 11.00 Check 11.00 COUNTY OF BUTTE BUILDING DEPT J u L 13 1993 PUBL XX 3 p g, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricul- tural zones which have as a priority use for productive agricultural purposes, and residents within said zones and on adjacent property should be prepared to accept- such inconvenience or discomfort from normal, necessary farm operations. All that real progertysituate in the County of Butte, State of California, described as follows: Date: y PROPERTY OWNERS: /k] A -K iL AJ r Lz-y►-% I ')� A 2L A N ( 9--ni l State of CALIFORNIA) On this the 8th day of APRIL 1993 , before me, the ) SS. undersigned Notary Public, personallylapp.eared County of BUTTE ) MARK NIEMI AND DARLA NIEMI Personally known to me. EX Proved to me on the basis LISA CHRlSTENSEN 0 of satisfactory evidence. a. COMM.#952532 W to be the person(s) whose name(s) are m "ee NOTARY PUBLIC - CALIFORNIA -0 U' BUTTE COUNTY - subscribed to the within instrument and acknowledged that they My Comm. Expires Jan. 14; ?996executed the same for the purposes therein contained. IN WITNESS WHEREOF, I hereunto set my hand and official seal. Present A.P. No. Totary ublic y 93-2'7085- 90-085 16 3-2'1085• 90-08516 Crder No. 3-148288 SCHEDULE C The land referred to herein is described as follows: All that certain real property situate in the County of Butte, State of California, described as follows: PARCEL A: Parcel 2, as shown on that certain Parcel Map being a portion of the Southwest quarter, Section 16, Township 21 North, Range 4 East, M.D.B. & M., filed in the office of the Recorder, County of Butte, State of California, on December 12, 1979 in Book 75 of Parcel Maps, at pages 29 and 30. PARCEL B: Nonexclusive easement for road and public utility purposes 60 feet in width as shown on that certain Parcel Map being a portion of the Southwest quarter, Section 16, Township 21 North, Range 4 East, M.D.B. & M., filed in the office of the Recorder, County of Butte, State of California, on December 12, 1970 in Book 75 of Parcel Maps, at pages 29 and 30. PARCEL C: An Easement over all that portion of the 60 foot wide road lying outside the exterior boundaries of that certain Map filed in the office of the Recorder, County of.Butte, State of California, on December 12, 1979, in Book 75 of Maps, at pages 29 and 30. PARCEL D: A non-exclusive easement for road purposes and public utility purposes over a strip of land the uniform width of 60.00 feet lying 30.00 feet on each side of the following described centerline: BEGINNING at a point in the:East-West centerline of said Section 16, distance South 88° 42' 30" East, 1129.09 feet from the West quarter corner of said Section 16, said corner marked by a fence corner post in a mound of rocks; thence form said point of beginning, along the following eight (8) courses: (1) from a tangent that bears North 05" 05' 20" West along the arc of a curve, concave to the Northeast, having a radius of 200.00 feet, subtended by a chord bearing North 000 42' 45" East, 40.42 feet, (2) North 06° 30' 50" East, 118.93 feet, (3) along the arc of a tangent curve, concave to the Southeast, having a radius of 100.00 feet, subtended by a chord bearing North 470 07' 05" East,'130.17 feet, (4) North 87° 43' 20" East, 226.31 feet, (5) along the arc of a tangent to the left; thence along the arc of said curve, through a central angle of 960 37' 33", an arc distance of 168.64 feet; thence South 75" 08' 51" West, 9.24 feet to the beginning of a 100.00 foot radius curve to the right; thence along the arc of said curve through a central angle of 66° 37' 51", an arc distance of 116.29 feet; thence North 38° 13' 18".1 -Jest, to a point on the West line of said Southwest quarter of Section 16. (Continued) IL { t�Zl� �93-2.7085 • " Order No. 3-148288 PARCEL E: A non-exclusive easement for road purposes and public utility purposes over a strip of land 60.00 feet in width, lying 30.00 feet on either side of a line in the Southwest quarter of Section 16, Township 21 North, Range 4 East, M.D.B. & M., and more particularly described as follows: COMMENCING at the West quarter corner of said Section 16; thence along the North line of said Southwest quarter, South 880 42' 30" East, 1930.36 feet; thence South 0° 18' 10" West, 1370.11 feet; thence South 87° 38' 54" Fast, 548.07 feet; thence South 0° 07' 29" West, 100.00 feet; thence South 870 38' 54" East, 100.00 feet to the East line of said Southwest quarter of Section 16; thence along said East line, South 0° 07' 29" West, 290.89 feet to the centerline of Truex Road and the true point of beginning for the centerline of the Easement herein described; thence from said true point of beginning, South 59° 28' 50" West, 6.36 feet to the beginning of a 150.00 foot radius curve to the right; thence along the arc of said curve, through a central angle of 56° 08' 40", an arc distance of 146.99 feet; thence North 64" 22' 30" West, 258.85 feet to the beginning of a 300.00 foot radius curve to the right; thence along the arc of said curve, through a central angel of 19° 43' 36", an arc distance of 103.29 feet; thence North 44° 38' 54" West, 409.30 feet to the beginning of a 300.00 foot radius curve to the right; thence along the arc of said curve, through a central angle of 18° 19'•.31", an arc distance of 95.95 feet; thence North 26° 19' 23" West, 133.20 feet to the beginning of a 400.00 foot radius curve to the left; thence along the arc of said curve, through a central angle of 230 53' 30", an arc distance of 166.80 feet; thence North 50° 12' 53" West, 623.55 feet to the beginning of a 300.00 foot radius curve to the right; thence along the arc of said .curve, through a central angle of 14° 22' 39", an arc distance of 75.28 feet; thence North 350 50' 14" West, 101.01 feet to the centerline of an intersecting 60.00 foot road easement; thence along said centerline, along the arc of a 100.00 foot radius curve to the left, whose tangent at this point bears North 54° 09' 46" East, through a central angle of 95° 37' 29", an arc distance of 183.58 feet; thence North 410 27' 43" West, 84.61 feet to the beginning of a 100.00 foot radius curve to the right; thence along the arc of said curve, through a central angle of 52° 12' 02", an arc distance of 91.11 feet; thence North 10° 44' 19" East, 21.92 feet to the beginning of a 100.00 foot radius curve to the left; thence along the arc of said curve, through a central angle of 19° 30' 57", an arc distance of 34.06 feet; thence North 80 47' 38" West, 29.76 feet to the beginning of a 100.00 foot radius curve to the right; thence along the arc of said curve, through a central angle of 100° 05' 08", -an arc distance of 174.68 feet to a point 30.00 feet South of the North line of said Southwest quarter of Section 16; thence parallel with said North line, South 88° 42' 30" East, 41.80 feet to the East boundary of an existing 60.00 foot road easement EXCEPTING THEREFROM all that portion thereof lying within Parcel A. AP No. 058-670-015 TO: Building Dcpartmont FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location Plan Approved for: Sewage Disposal J� Clearance for 3 bedroom mobile home. Other Hold final for Final clearance O.K. for: NOTE: • Envi onmental e th Specialist 8/92 Water Supply: Public. Plot I%in Auyclied I lour Hutt Atuiched�4 Seat to N.13: - - - l_ 52",(67- � AP# r � Private Well Date \ F+ °o SQ, � Sx. c Its O- a� x\\SO Aj Lp 7:23 Ac N 0� �\x ' �0 �.'x O e w D in -V. \ o A r 00 • \ � f ^ �� i ..'°�a.>7.�„7���4'�� '�`�P.��•�i:" 2•�,x M I, d ' . � xiJ+(•- ik 4�` a -, '� , •% 4. R•2on°°o'. �\ Parcel 2 0 .4 ��... <GS ��t° �. IgI^� 1 Ey. Parcet ac r Y F •Aunj INi 0 ' \ _ (V/ O •,FIs I ..".}., N`:;`` y''`/ . c 0, �� APPROVED -: h \� Butte County,;!'.`..:' \ 00, °coo° <Envk�nmental -Healt CLI %P o Oz Date. I` \ ' . 6 Sig' re of . IV \� X00\� . / ,:u�r'.`4 Stu•'' .. vJ� ^N / ch 3 Meas. n Q:1 5 4 07 47. 8 t� • i� � \� S89°13156 E 44.48 peed J" �,.,,�. r� .�;:eft �. �,.• �-��-> `� �'� _� � � t Environmental riealth • �,,._►�.�•� ►��_ f',',:-• r'►• �,• � JUN 2 8 1993 oroville, Calitomia APPROVED �. _ .... j Butte County'--,. j—� Environmental Heat ate' Signa y— -.__•..,..,._.�..... ..� �..--`'" •..,.-'' GL'. iii !�`,t•�<, -,l� � . i• t ' rely }, :� 1 �� L � ► , i r' 1� E See � oL�_ O r �\ w. C),\j Qui l , -�=�� ,� o" Jaw t c c, +1 a t eyr -3 z 740 4o 4a eS A 0 "J yv CC.%/ Crl o 1, C 4—,, C) 7 Xe- /v,-& We- IMP fro CP ^0 &IS to 0 s 5 If bL< 6a ca"s-e I FT FTG2 REV 3-31-92 FAINT FOOTING 8/14/42 DESCRIPTION15-1 -------------LOAD DATA-------------1--------------SOIL DATA ------------- POINT LOAD ) 6.540 PIPS :SOIL ERG CAPACITY) 1.500 KSF UNIFORM LOAD ) KIPS/FT LIVE LOAD 'L ) 80.000 ------------CONCRETE DATA ----------1------ REINFORCING STEEL --------- CONCRETE F'c ) 2.500 KSI )STEEL FFY ) 40.000 KSI m CONSTANT ) 16.824 1 0 FACTOR ) .900 ; ------------------------------FOOTING DATA ---------------------- FOOTING SIZE ) 2.250 FT. FOOTING THICKNESS(t) ) 12.000 IN. DISTANCE TO REINF(d) > 8.000 ICJ. FOOTING WEIGHT ) .759 ):IPS TOTAL P AXIAL ) 7.299 KIPS TOTAL BEARING PRESSURE ) 1.442 KSF COK) NET BEARING PRESSURE ) 1.242 KSF FACTORED BEARING PRESSURE ) 2.1.19 KSF (1.71LL+1.40L) ----------------------------FOOTING STRESSES ---------------------------- DIAGONAL TENSION - FACTORED LOADS - ONE WAY ACTION :(OK) Vu=(P net)#(EFFECTIVE AREA) ) 3.774 KIPS Vn=Vc=2(F'c)'`.5lbw9d ) 21.600 KIPS 0 Vn ) IL 440 KIPS DIAGONAL TENSION - FACTORED LOADS - TWO WAY ACTION AGK) Vu=(P net)l(EFFECTIVE AREA) ) 4.784 KIPS Vn=Vc=4(F'dA.5tbotd ) 51AOO KIPS 0 Vn ) 46.080 KIPS -------------------------FOOTING REINFORCEMENT --------------------- Mu=(P net)tbl^2!2 1.341 FT-KIPS/FT REQUIRED Rn=(Mu/O)bd`'2 ) 23.276 PSI REQUIRED p (BENDING, MOMENT) ) .0006 REQUIRED As (BENDING MOMENT) ) .056 !N'2/FT = .126 IN'' MIN. REQUIRED p UBC 2610(f) ) .0009 33X INCREASE APPLIED MIN. REQUIRED As UBC 2610(f) ) .075 !N'2/FT = .168 INA 2 MINIMUM REINFORCEMENT AS GOVERNED BY: ---MINIMUM REINFORCEMENT --1 I NO. 4 BARS E.W. 1 1 NO. 5 BARS E.W. 1 1 NO. 6 BARS E.W. 1 1 NO. 7 EARS E.W. 1 t -3 7 / 36 yea /s. o b 7a 7 . o a 3 4 3 ..-"6 20 .00 -10 / cj "7•�_ �+1�-3T�i`�'""4I'�';— '^.ty."�'�+mm.��..>,�,,�.,,;a-- -•.. �., ��A�r...�,..,. ��, carr ��1"�`�/..,,�.. r",�`M yf r�!+.�i . ` rv'-+7y'r�'�vhr+K++a sy*w.tv:�wttk,i::f�..� j.,�.f� District Identification No. 9 3 5 3 ' School District certifies that (Applicant) ?(Street Address) (Phone Number) (City) (State) (Zip Code) has complied with the requirements of Resolution No. �� 5' I U by payment of $ representing --, � 1 U 7 square feet. School District Representative Paid by Check Number - ! Bank Number Paid by Cash c 1. -2 - Date If, subsequent toAhe School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this.project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeformmkt (4/92) 11 ro: 2GP7" I �i E o eJ IE CAD D�T� SHEE I Tip 4 f Z 14T—LL7LV467M TE S Q L+TIA tL Do E S KcrT— 4�c � ' i 1, A-�o e�•�-c�� ;�i :�.c ' ,,e,. • Lbo.-•,. � wc�e,,. .�,, �� t t �+e�. t-ar � P P¢,� --< �r^'t'�' 4 -o-vv\ pl a 4-e_ _ s U.i E,-= 8/91 RESIDENTIAL PLAN CHECKING GUIDE MISCELLANEOUS•ITEMS TO LOOK OUT FOR ' T- Stairway-detals: landings, rise and run, head clearance, handrails (ec. 3306). 2. Guardrail details (Sec. 1711 & 3306(j). or stone veneer (Chapter 30). 3 � 4�terior plaster - weep screeds (Sec. 4706). 5- yoper roof pitch for roof convering (Chapter 32). 6. Roof covering type - (fire hazard). 8C: am insulation - protection. 36" halls and stairways. iving area over garage - complete 1 -hour separation required on garage side inc ui. supporting walls and posts, etc. o exits on three-story dwellings (sec. 3303 & see Mezannines - 1716). 1l� i access and ventilation (Sec. 3205). lY erfloor access and ventilation (Sec. 2516). 1stion air for fuel burning appliances - L.P.G. requirements. requirements on duplexes. tl7Energgvy design. 1Z Flashing at all exterior openings. 1Z�2'B responsible area requirements. a s - SIH � U CduN6'cTt � dR- << 8 f l 41, p 20 7 0 �2 0 p -l7-91 (_Gee- 4nA � l�G --�� iI 1 r - r RESIDENTIAL PLAN CHECKING GUIDE (S.F., DUPLEX & MISC. ONLY) t I , - OWNER N)Acm I GEN�ERAL�/ oning requirements: (sideyards and number �! Valuation. U W-V,;rWQ%D 3 moans signed by designer. t✓� Proper description of work on application. existing violations on property, Bldg. Permit # A.P. # ,S 7- .� Plan Checker 9- t -9 1 of permitted living units). 8/9`1 Items on data sheet. (W.C., fees, Health, Developer Fees, License law, etc). Recorded notice of violation. PLOT PLAN lemplete parcel size and dimensions. Setbacks, sideyards, easements, etc. — 6ttrer buildings or structures. 4.` - ding, fills, drainage. 5.Flood hazard. 6'.',,,Special conditions on creation map, stible, and foundations). 7. & FAS road setback. (noise, CDF, fire sprinklers, non -comb - 8. Bui ding or utilities across lot lines (Record form). FLOOR PLAN lv plete to scale plan with dimensions. -21 squired windows for light and ventilation (Sec. 1205). f/ Required windows for second exit (Sec. 1204). � ig is (Chapter 34 & Sec. 5207). ' n impact glass (Sec. 5406). 6�! u red room sizes, ceiling heights (Sec. 1207)., GF Is in baths, garage, kitchen, and exterior outlets (Article 8 fight fixtures, switches, receptacles, and exterior receptacles t ante of mechanical equipment. 9. ocations of water heater, heating and cooling equipment, other 1�o gas equipment. 1_ !�•a e firewall, door size, and closer'(Sec. 503(d)(3)). 3'0" exterior exit door -(sec. 3304 M. 17/ F lace and wood stove location alcoves, and clearance. 1 SpioCe detectors (Sec.. 1210). 14 ---Plumbing fixtures, water closet clearances and shower size. 210-8). for main - electrical STRUCTURAL DETAILS „ 2/ Standard bracing or engineered design (Table 25V). eLA- tst:el shape, size, or split level house requiring lateral design. Clerestory requiring balloon framing andgig 'story building requiring engineered calculations and plans. ndation plan complete enough to construct building. loor construction details complete enough to construct building. 7, Elevations and wall construction details complete enough to construct Roof construction details complete enough to construct building. ace construction details and.calcs if necessary. fterties or bearing ridge beam.Garage door or porch,header sizes. fa Stud heights. 1Adobe soils - special foundation design.. 14 Retaining walls requiring design. _ 15. Special Inspection required. building � 3/23J�s. U Co,jSj-OM(AJ-C -ralkl,� DCYLAjtj--Fo L�v &.L- �E 63HIC0106 'L,-.jl7R LA -M POD2T(oN r6E FF f EES Y— OX (G. pow 7Z C FEE PaM (T A)Zc) (le-lA I Lei (�6 11,24c)-te pec f, Lxs)i i—i'f +la -i L--ivi POIF 0 T141 INCWDIG ALL gTRUCTURELAND QUIpMF , ENTNS. ERHA Ov GS SHALL BE CLEAR OF ALL _NT EASEM - N 0 FT. FRO'Ni THE SIDE AND A SET BACK OF LINES AND THE REAR PROPERTY O FT, FP FT. F:poi,,A 3 HE RCfkE) CENTERLINE SF 'Al I -L BE p,,, 'NT EXCEPT 4D EoLqpMEl: CUtAR OF STrlU(%,TURES xR . "I, ' IV PmP" nw wd a motbaak \c' Of 80 9L &M QW rad Amu be Qum of Moe& �611 V. Mors= . tql RE--V�JVED BY ��IR BUTTE Co E DEPT. CALIF. DEPT. of FORESTRY apprc)ved as submitted ,)ro 'd with conditio-s per attachord she, Deto CDF FIRE SAFE REQUIREMENTS AP# PERMIT # NAME Under authority of PRC 4290, the following checked items are required by the Butte.County Fire Department and are made a part of this permit. These requirements are minimums and will be superseded by Butte County local regulations which equal or exceed these standards. Field inspections will be made by the Butte County Building Department for compliance.. V 1272.00 Maintenance of Defensible Space. To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued avail- ability, access and utilization of the defensible space provided for in these standards, annual maintenance must be provide for by the land owner. Driveway Standards �] 1273.02 Surface. All driveway surfaces and structures (bridges, 1273.07_ culverts and other app-irte-iant structures which supple- ment the roadway bed or shoulders) shall provide unob- structed access to conventional drive vehicles, includ- ing sedans and fire apparatus weighing up to 40,000 pounds. 1273.03 Grade. Not to exceed 16 percent unless paved. 1273.04 Driveway Radius ,[L] 1. No roadway -shall have a horizontal inside radius of -curvature of less than 50 feet and additional sur- face width of 4 feet shall be added to curves of 50- 100 feet radius; 2 feet to those from 100-200 feet. 2. The length of verti^:�l curves in roadways exclusive of gutters, ditches and drainage structures designed to hold or divert water shall be not less than 100 feet. [�} 1273.05 Turnarounds. If required, will have a minimum turning radius of 40 feet.from the center of the road. [ 1273.05. Turnouts. Shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. [�} 1270.10 Width. All driveways shall provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 .feet along its entire length. Page 1 o;f :2.-, .-'- L i -f �- A/iE-A W,17 _ e - AP # PERMIT # NAME [ 1273.10 Turnouts. Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where a driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. 1273.10 Turnaround. A turnaround shall be provided at all building sites on driveways over 300 feet in length and shall be within 50.feet of the building. 1273.11 Gates �j 1. Gate entrances shall be at least two feet wider than the roadway it serves. .2. The gates must be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on that roadway. [ ] 3.* Where a one-way road with a single traffic lane provides entrance, a 50 foot turning radius shall be used. Fuel Modification 1276.01 Setback for Structure Defensible Space. [1 1. All parcels 1 acre arid larger shall provide a mini- mum 30 foot setback for buildings and accessory buildings from ul] property lines and/or the center of the road.t �— 3 ] 2. ,For parcels less than 1 acre, local jurisdiction shall provide for the same practical effect. See Other Requirements below. [%T,. 1276.02 Disposal of Vegetation and Fuels. Disposal, including chipping, burying, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and .construction,* road and driveway construction and fuel modification shall be completed prior to completion of road construction ,r fi�ial inspection of a building permit. Page 2 of 3 AP ## PERMIT # Other Requirements [ ] If Building Setback is 15 to 30 Feet: Class A or B roof Enclosed eaves 1 j M q7eJL NAME [ ] If Building Setback is Less Than 15 Feet Choose any.3 of the following: - Metal or no doors on aide toward property line with insuffi- cient setback - Class A or B roof with enclosed eaves - Interior automatic sprinkler system per NFPA 13D - Glass area not to exceed 10% of wall area toward property line with insufficient setback - Siding from the following list: Stucco - 3 coat Hardi-Board or Plank Masonry Masonry veneer Metal Other Butte County Fire Department approved materials Id IRA Date Signature ly Page 3 of 3 4a� AP# CDF FIRE SAFE REQUIREMENTS PERMIT # NAME Under authority of PRC 4290, the following checked items are required by the Butte County Fire Department and are made a part of this permit. These requirements are minimums and will be superseded by Butte County local regulations which equal or exceed these standards. Field inspections will be made by the Butte County Building Department for compliance. 1272.00.Maintenance of Defensible Space. To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued avail- ability, access and utilization of the defensible space provided for in these standards, annual maintenance must be provide for by the land owner. Driveway Standards '(] 1273.02 Surface. All driveway surfaces and structures (bridges, 1273.07 culverts and other appirte-ant structures which supple- ment the roadway bed or shoulders) shall provide unob- structed access to conventional drive vehicles, includ- ing sedans and fire apparatus weighing up to 40,000 pounds. 1273.03 Grade. Not to exceed 16 percent unless paved. 1273.04 Driveway Radius .(� 1. No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional sur- face width of 4 feet shall be added to curves of 50- 100 feet radius; 2 feet to those from 100-200 feet. 2. The length of verti^tel curves in roadways exclusive of gutters, ditches and drainage structures designed to hold or divert water shall be not less than 100 feet. [�} 1273.05 Turnarounds. If required, will have a minimum turning radius of 40 feet from the center of the road. [ 1273.05 Turnouts. Shall be a minimum.of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. [�} 1270.10 Width. All driveways shall provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. Page 1 of :3.-. P AP # PERMIT # NAME [ 1273.10 Turnouts. Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where a driveway exceeds 800 feet, turnouts shall be provided no more --kk-- than 400 feet apart. fly] 1273.10 Turnaround. A turnaround shall be provided at all building sites on driveways over 300 feet in length and shall be within 50 feet of the building. 1273.11 Gates 1. Gate entrances shall be at least two feet wider than the roadway it serves. V� 2. The gates must be located at least 30 feet from the roadway and shall open to, allowa vehicle to stop without obstructing traffic on that roadway. [ ] 3. Where a one-way road with a single traffic lane .provides entrance, a 50 foot turning radius shall be used. Fuel Modification 1276.01 Setback for Structure Defensible Space. [1 1.. All parcels 1 acre and larger shall provide a mini- mum 30 foot setback for buildings and accessory buildings from ul] property lines and/or the center of the road. �0� -�- � [ ] 2. For parcels less than 1 acre, local jurisdiction shall provide for the same practical effect. See Other Requirements below. [%'�, 1276.02' Disposal of Vegetation and Fuels. Disposal, including chipping, burying, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction and fuel modification shall be completed prior to completion of road construction :,r fi_ial inspection of a building permit. Page 2 of 3 AP # PERMIT # Other Requirements [ ] If Building Setback is 15 to 30 Feet: Class A or B roof Enclosed eaves r , 41 T,2 je�_ NAME [ ] If Building Setback is Less Than 15 Feet. Choose any 3 of the following: Metal or no doors on side toward property line with insuffi- cient setback - Class A or B roof with enclosed eaves - Interior automatic sprinkler system per NFPA 13D - Glass area not to exceed 10% of wall area toward property line with insufficient setback - Siding from the following list: Stucco - 3 coat Hardi-Board or Plank Masonry Masonry veneer Metal Other Butte County Fire Department approved materials K] Date Signature Page 3 of 3 list, A I X95 a GtJ Lxt aaQ .9rlz`l Dom► S �.� ��ru� v�,,( zly P-1 CA la�o�o�o app 3Z/9 �o v� 9 S q6. 9�6 (77 Mark and Darla Niemi 3219 Trevor Road Oroville, CA 95965 Dear Mark: ' 6'a count '7 BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 April 5, 1995 This is in response to your letter of 4/4/95 requesting information for the Contractors State License Board. Perhaps the best way for me to address your request is to describe the history of the project, and provide you with memos from our file. You originally applied for a building permit to construct a wood - frame single family dwelling. After the plan review was completed and the building permit issued, you opted to change the construc- tion to light gage steel studs, joists, and roof trusses. I informed you that .under Business and Professions Code Sections 6737 and 5537 as well as Chapter 23 of the 1991 Uniform Building Code, this change would require complete plans, specifications, and calculations prepared, stamped, and signed by a registered civil engineer or licensed architect. The plan review process of the revised plans was somewhat lengthy. During the plan review process the building construction apparently continued despite the fact that no approved plans had been issued by this office. Having discussed the fact that construction had proceeded without approved plans with the design engineer, the building division manager, Michael Vieira, and I decided to make a field inspection to determine the extent of the problems. Upon making that inspection we observed that the construction had proceeded with rather flagrant disregard for the plans. Since no approved plans had been issued, it was no surprise that there were numerous cases where the construction did not conform to the approved plans. As you know, I itemized the non -conforming conditions found during our inspection and have included these memos herein for reference. I hope the memos serve as a sufficient description of the problems which were discovered. Sincerely, oh R. Henry, P.E. Plan Check Engineer 119 MEMO TO FILE Owner: Mark Niemi A.P. No. 058-670-015 From: John R. Henry, Plan Check Engineer Date: 12/01/94 Subject: Field Inspection on Thursday, 12/01/94 The building permit (#93-883) 'was originally issued for a conventional wood -frame residence. After issuance, a contractor (Michael Lee) proposed to convert the building construction from wood frame to light gage, cold formed steel construction. Due to various delays in the process, approved plans for the conversion to steel construction were never issued. During the process of plan checking the revised plans and resolving some engineering problems, the construction apparently continued without approved plans on the job site. A field inspection of the building was made on Thursday, 12/01/94 by myself and Michael Vieira. The building had been constructed to the stage of having the exterior walls framed as well as the steel trussed roof structure -in place. The following discrepancies were observed between the plans (still not approved at the time of our inspection) and the as -built conditions found in the field: 1. Gable end walls at vaulted ceilings are platform framed whereas the plans indicate balloon framing. 2. The entrance foyer walls (front and rear) are platform framed whereas the plans indicate balloon framing. 3. The top plate track splice required to develop the roof diaphragm chord and collector forces is not provided in accordance with the plans. 4. The DTS braces are not installed in accordance with the plans. The number of chord studs, number of screws to the studs, and number of screws to the brake formed plates are not per plans. The DTS braces which require double straps are not installed per plans. 5. The STAB bolt washers (5.5" x 5.5" x 0.511) are not installed per plans. A non -approved spacer of some kind is used between the STAB nut and washer to make up for a probable 1.5" error in setting the STAB bolts. Memo to Niemi File, A.P. No. 058-670-015 Page 2 6. The location of where the STAB bolts go through the brake formed plates is not per plans (4.5" from end). 7. There is no brake formed plate where DTS passes through the floor above the rear cripple wall per plans. 8. The bearing shoe required at each truss bearing point at the top plate track and the associated connection is not per plans. 9. The U channel lateral bracing between trusses is not installed per truss plans. 10. The hardware required to provide the connection of the roof to the top plate track and wall is not installed per plans. 11. The beam supporting the roof between the entrance foyer and hallway to the bedrooms is not per plans. 12. The roof framing system over the entrance foyer is not per the plans. 13. The height of the rear cripple wall appears to be about 8' whereas the plans indicate about 61. 14. The roof framing system over the entrance porch area is not in conformance with the truss plans. 15. The location of where the DTS strap connects to the brake formed plate is not per plans. The above list may not reflect all of the discrepancies between the construction and the plans. It is necessary for the plans to be in conformance with the actual construction, or vice versa. This will involve modifying the field conditions to conform to the engineering and plans, or revising the engineering to accommodate the field conditions, or both. Memo to Niemi File, A.P. No. 058-670-015 Page 3 The following items were noted during a review of the photo slides taken during the inspection. 16. Details 4/7 and 5/7 do not represent the actual field conditions. These details should be revised to reflect actual construction. 17. A stud is required at each end of the brake formed plate per plans. No such stud exists at each brake formed plate in the field. 18. The left elevation shows a raked brake formed plate at the roof level. No such plate exists in the field. MEMO TO FIELD INSPECTOR Owner: Mark Niemi From: John R. Henry, Plan Check Engineer Date: 12/01/94 I A.P. No. 058-670-015 The following discrepancies found in the field must be resolved as described in the engineer's letter of December 15, 1994: 1. Gable end walls at vaulted ceilings are platform framed whereas the plans indicate balloon framing. 2. The entrance foyer walls (front and rear) are platform framed whereas the plans indicate balloon framing. 3. The top plate track splice required to develop the roof diaphragm chord and collector forces is not provided in accordance with the, plans . 4. The DTS braces are not installed in accordance with .the plans. The number of chord studs, number of screws to the studs, and number of screws to the brake formed plates are not per plans. The DTS braces which require double straps are not installed per plans. 5. The STAB bolt washers (5.5" x 5.5" x 0.511) are not installed per plans. A non -approved spacer of some kind is used between the STAB nut and washer to make up for a probable 1.5" error in setting the STAB bolts. 6. The location of where the STAB bolts go through the brake formed plates is not per plans (4.5" from end). 7. There is no brake formed plate where DTS passes through the floor above the rear cripple wall per plans. 8. The bearing shoe required at each truss bearing point at the top plate track and the associated connection is not per plans. 9. The U channel lateral bracing between trusses is not installed per truss plans. Memo to field inspector Page 2 10. The hardware required to provide the connection of the roof to the top plate track and wall is not installed per plans. 11. The beam, supporting the roof between the entrance foyer and hallway to the bedrooms is not per plans. 12. The roof framing system over the entrance foyer is not per the plans. 13. The height of the rear cripple wall appears to be about 8' whereas the plans indicate about 61. 14. The roof framing system over the entrance porch area is not in conformance with the truss plans. 15. The location of where the DTS strap connects to the brake formed plate is not per plans. The above list may not reflect all of the discrepancies between the construction and the plans. The following items were noted during a review of the photo slides taken during the inspection. 16. Details 4/7 and 5/7 do not represent the actual field conditions. These details should be revised to reflect actual construction. 17. A stud is required at each end of the brake formed plate per plans. No such stud exists at each brake formed plate in the field. 18. The left elevation shows a raked brake formed plate at the roof level. No such plate exists in the field. COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville. California 95965 - Telephone: 916/538-7541 APPLICATION AND PERMIT rY 32-1 ASSESSOR PARCEL NUMBER 58-67-15 ZONING -10 BUILDING PERMIT OWNER Mark Niemi TELEPHONE 534-9261 SQ. FT. DCC. BUILDING VALUATION 2,112 R 2.00 OWNER'S MAILING ADDRESS - 3219 Trevor Rd., Oroville 854 M 15 372.00 CONTRACTOR'S NAME Owner TELEP ONE - Cov CONTRACTOR'S MAILING ADDRESS Fireplace A 3@ 4,500.00 CONSTRUCTION LENDEROvfVN Unknown ✓/ Total Valuation $ ���.'',��, � p -j Filing Fee $ 10.00 LENDER'S MAILING ADDRESS Permit Fee $508.00 ARCHITECT OR ENGINEERLIC None NO. Plan Checking Fee $254.00 Ener Plan Checking Fee Energy g 15.00 ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS Permit fee $787.00 PLUMBING PERMIT Filing Fee 10.00 3219 Trevor Rd., e Each Trap L2 2.00 24.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP n 7J �� , Water piping 1 5.00 5.00 Each qas water heater or vent 1 5.00 5.00 USE OF STRUCTURE SF ® Duplex❑ Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets 1 5.00 9,00 Building sewer 5.00 Mobile Home S G W 0_00ea TYPE OF WORK New ] Addition.❑ Remodel❑ Utilities [I Installation❑ Other ❑ Describe work: __ New 3 BEdroom Single Family Permit Fee $ 0 Contractor ELECTRICAL PERMIT Filing Fee 10.00 00V OR Main service 100 AMP ORSLESS 1 10.00 10.00 Main service EA. ADD'L 100 AMP 1 2.50 2.50 CONTRACTORS LICENSE LAW 1 declare under penalty of perjury (check one): F]NON.RESID I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification. [� I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST. DWELLING OCCUP.. OR ACDNS. ACC. BLDGS. , X /z2sgft 74.15 NEW CONSTR. MULTI -OUTLET BRANCH CRC ITS 2,50 ea I POWER APPARATUS e (SINGLE OUTLET CIR. I eA0L®a3o30Q Ex. OCCup�OUTLETS OR FIXTURES Z FIXED APLNS Ex. Occup. OUTLETS P(RESID )REA.I 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. byirin 15.00 9 Permit Fee $ 96.65 WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ 1 have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. d1 shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed.revoked. Contractor MECHANICAL PERMIT Filing Fee 1 10.00 Heating Dual Pack 116.00 1 6.00 Heat Pum Cooling Over 3 Ton 1 11.001 11.00 Hood 1 3.00 1 3,00 Ventilation permit Fee $ 30.00 Contractor I certify that I have read this application and state that the above information Js correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said Country in consequence of the granting of this permit. X zz l �f �yt�� �_�b_�/ Date Signature of Applicant - Owner V Contractor ❑ Agent ❑ An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ 30,00 OCC CONST TYPE TOTAL FEE $ 997.65 HAz. CUA PARK SCHL I F CDF PAR PD I HD. ISSUE. This permit is hereby issued under the applicable sions of the Butte County. Code and/or resolutions work indicated above for which fees have been DIRECTOR OF PUBLIC WORKS By Date PERMIT EXPIRES Date provi- to do paid. Receipt No. 100809 PC $309:00// WHITE-O.P.W., YELLOW -ASSESSOR, PINK -INSPECTOR, GOLDENROD -APPLICANT OWNER COUNTY OF BUTTE - DEPARTMENT'OF PUBLIC WORKS - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILL'L-, CALIFORNIA 95965 - TELEPHONE: 9,1'6/538-7541 PERRIP PAICATION DATA SHEET' (ejgr Proposed Building Use�� ` Permit No. A. P. No. ilding Inspector V Date . ZZ11)Iq At time of permit application, I was advised the following d �'� mu� be submitted prior to permit processing and/or issuance: DATE RECEIVED APPROVED 1. All items have be'bn submitted. .... pp11 2. Plot plans in duplicate/triplicate, s'gnee b r darer of plans ........ 3. Complete plans in duplicate/triplic e, sign d,, y preparer of plans . . 4. Complete engineered plans and ca s, with et signature on plans .. 5. Hazardous Material Form .... . . 6. Energy Design Compliancel•an su �orti�g documentation ......... 7. Statement of Intent for Non-H\\\\e an :ti, C Buildings .. 8. Engineered truss details and IaVr(Q in V plicate (required prior to plan check) 9. Mobilehome installation data Includl,n manufacturer's installation instructions...... �.`,X /10. Fees of $ I „ \ 11. Chico Urban Area fees paid ...................................... . 12. Parkes pad .......................................... U 13. U } ICY School District fees paid .............. 14. Sanitation approval from OJZW, Health Department 15. City of Chico plumbing permit ..................................... 16. Plot plan and business license approval from City of (see City for other requirements) 17. Planning approval for (A) Use: (B) Parking: _T ....... ,18. Improvements may be required. Contact Land Development Section DPW — �19. Driveway permit (construction approval required prior to occupancy) /O 20. Pre -Inspection for required Pre-Inspec. request to Building Inspector (Date)i Ij 211 Contractor's license information (No., Name Style, Classifications ... r 22. Certificate of Workmans Compensation Insurance .................. _ 23. Qwner-Builder Verification (Given to owner ❑, Mail to owner❑) ...... f 24: Recorded copy of Agricultural Acknowledgment Statement .'....... 2 L er of signature authorization .......................... , ..... . 27. ? When you issue the permit, process as follows: Mail to owner. Mail to contractor. i-0 "Telephone 5 3��—�2G� and hold for pickup at �U I �. p pice. Other Deliver w/inspector. ,o� \ Applicant �lc�%fi���l1��'- `.Date .f ,. Copy Of Hdz-Mat form sent Health Dept. Fire Dept. air Pollution Date Copy of Plans sent efalth Dept. Fire Dept. Other Date="' By The following data must be submitted -prior to permit is uance: Circle new it m not checked above). 1. Index permit for above items No. l& � 2. Additio al items required: f C• GOMPL�7E PEnt�D(1.7L } D t1PAR0yC—_ Contractor, esig owner, was advised of above required data by one_rnail_counter by-10— own' y 16—d—. .te 0'ZC� - Contractor, esigner, owner, was advised of above required data by—phone —ma ll—counter by date Plans, checked by K Date S_ Zg-ct�ans approved by Date Sets of plans on hold in File cabinet AP folder Copy—DPW i BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: 1916) 536-7541 FAX: (916) 538-2140 Mark Niemi March 7, 1995 3219 evor Rd. 3219 Tle, CR 95965 RE: Building Permit # 93-882 Expiration Date: 04/07/95 A.P. # 058-670-015 With reference to the above subject, our records indicate that your building permit expires on the above date and your permit falls into the category marked below: [x] Permit work started, but not completed. Permit may be renewed for 1/2 the original building permit fee (plus a $20.00 filing fee). The renewal permit will extend the building permit for an additional year from the original expiration date. Should you not renew your permit within 30 days of the expiration date, all work must cease until a new building permit has been issued. For your convenience, we are enclosing a renewal application form and owner -builder form to be completed and signed by you where indicated and returned to this office together with the fee shown. Please return all copies of the application form. [ ] No inspections have been made on permit work. Inspections are required to verify code compliance. We are unable to renew a permit where the work has not been started and inspected prior to permit expiration. After expiration of your permit, no work may be started until a new permit has been issued. If our records are in error or should you have any questions concerning this matter, please contact the Orovi 11P office. Thank you for your prompt attention concerning this matter. Yours very truly, Mie el C. Vieira, C.B.O. MCV:ahb Manager, Building Inspection Attachments Chico Office . - 1469 Humboldt Rd/891-2751 Paradise Office - 747 Elliott Rd/872-6307 1 nC v1rt;i., 1 icv.)a cv )urri.,r t-,viv1.i-A.ivr COUNTYOFBUTTB BURIM OCT 0 k 694 Date: 9-29-94 Job 9:94023.0 �Q••�•••••�1y,9 Sheet: C 1 SNE P 4.9 l��c Cr _ 09 NC 4452 sem'•.cIV1 -.•��� Truss Calculations VF Addendum #1 for Michael Lee Steel Home Supply Mark & Darla Niemi Residence Omville, Ca Table of Contents Pages 1. Coversheet C1 2. Screw Shear Capacity 1-7 3. Allowable Web Axial Loads 8-9 4. Allowable Chord Axial Loads 10-11. 5. Revised Detail for Wood Tails 12 NOTE : These truss drawings and calculations are for the exclusive use of The Steel Truss and Supply Company. Unauthorized use for the purpose of truss fabrication by anyone other than The Steel Truss and Supply Company is prohibited and violators will be prosecuted to the full extent of the law. 2751 $echelli .Lane • Redding, CA 96002 FAX (916) 222-2690 • Phone (916) *":,I 4i AISI• Specification Provisions for Screw Connections The following design provisions for screw connections were prepared by Subcommittee 3 on Connections of the AIM Committee on Specifications. It was approved by the AISI Committee on Specifications at its Feb. 6.1993. meeting held in Nashville. Tenn. and willbe included in future editions of the AISI Specifications. A. Provisions for Screw Connections Si l E4.1 Minimum Spacing Specification for the Design of Cold -,Formed Steel Structural Members The distance between the centers of fasteners shall not be less than 3d. E4 Screw Connecilons The following notation applies to this section: d = nominal screw diameter 0 = factor of safety '-= 3.0 allowable shear force per screw P, = nominal sheat strength per screw P. =,allowable tcnsion' force per screw P. = nominal tension strength per screw PMS = pullout force per screw P... = pull -over force per screw it = thickness of member in contact with the screw head 12 = thickness of member not in contact with the screw head 17�1= tensile strength of member in contact with the screw head - F 2 = tensile strength of member not in contact .with the screw head All E4 requirements shall. apply to self -tapping screws with 0.08 in.:d:0.25 in. The screws shall be thread -forming or thread -cutting. with or -Without a self -drilling point. Alternatively, design values, for a particular application shall be permitted to be based on tests according to Section F.• For diaphragm applications. Section D5+ shall be used; !..: Screws shall be installed and tightened in accordance with the manufacturer's recommendations. 'Ile tension force on the.net section of each member joined by a screw connection shall not exceed T, from Section C2' or P, from Section E3.2.0 *See AISI Specification. 1986 ed. with 1989 Addendum • E4.2 Minimum Edge and End Distance The distance from the center of a fastener to the edge of any part shall not be less than 3d. If the connection is subjected to shear force in one direction only, the minimum edge distance shall be reduced to 1.5d in the direction perpendicular to the force. E4.3 Shear E4.3.1 Connection Shear The shear force per screw shall not exceed P. calculated as follows: P.=Pr/f2 For Vt,< 1.0. Pm shall be taken as the smallest of PW = 4.2 (t2' d)',-- Fua (Eq. E4.3.1) Pm = 2.7 tt d Ful (Eq.'E4.3.2) P� = 2.7 4 d Fut (Eq. E4.3.3) For t2/tl 2 2.5.13� shall'be taken as the smaller of P� = 2.7 tr d F.1 (Eq. 1143.4) P. = 2.7 4 d Fut (Eq. E4.3.5) For 1.0 < t2/t, < 2.5. P� shall be determined by Unear Interpolation between the above two cases. February 1993 CCFSS Tech Bulletin •ii 0�n�ui i� Fig. l E4.1 Minimum Spacing Minimum Spacing is the same as specified for bolts. E4.2 Minimum Edge and End Distance Tests have shown that screw connections loaded in shear will almost always exhibit edge failure when the distance from the center of the screw to the free edge is less than three times the diameter of the screw. E4.3 Shear Screw connections loaded in shear can fail in one mode or in combination of several modes. These modes arc screw shear. edge tearing. tilting and subsequent pull-out of the and bearing of the joined materials. Tilting of the screw followed by threads tearing out of the lower sheet reduces the connection shear capacity from that of the typical connection bearing strength. Pro Tilting Eq. E 4.3.3 i i i Eq.E 4.3.1 t2 Fig. 2 These provisions are focused on the tilting and bearing .failure modes. Two cases are given depending on the ratio of thicknesses of the connected members. Normally. the head of the screw will be in contact with the thinner material as shown In Figure 3. However, when both members are the same h, less. or when the thicker member is in contact with the ,crew head, Equations E4.3.1 . E4.12 and E4.3.3 apply as shown in Figure 4. a) t.A,>2.5 tilting N/A bearing Pm = 2.7 vfd , or bearing P. = 2.7 4d17.2 b) Ut<1.0 Fig. 3 tilting PM = 4.2 (t23d)'n F., or bearing P� = 2.7 t,dF, or bearing P. = 2.7 4dF�a Fig. 4 It is necessary to determine the lower bearing capacity of the two members based on the product of their respective thicknesses and tensile strengths. Shear capacity of the screw fastener itself should be known and documented from testing. Screw strength should be well established and published by the manufacturer. E4.4 Tension Screw connections loaded in tension can fail either by pulling out of the screw from the plate (pull-out) or pulling of material over the screw head and the washer. if a washer is present. (pull -over) or by tensile fracture of the screw. The serviceability concerns of gross distortion are not covered by the formulas given in E4.4. Diameter and rigidity of the fastener head assembly as well as sheet thickness and tensile strength have a significant effect on the pull -over failure load of a connection. There are a variety of washers and head styles in use. Washers must be at least .050 in. thick to withstand bending forces with little or no deformation. 3 Allowable Screw Shear Forces BUILDEX 12-14 SD SCREW Screw Size #12 Nominal Diameter (d) 0.216 in. Screw Shear Cap. (Psc) 2:138 kips DESIGN VALUES Guage Design Thickness (in) Fu ksi F (ksi) 20 .0.0346 45 33 18 0.0451 45 33 - 16 0.0566 65 50 14 '0.0713 65 50 12 0.1017 65 50 LEGEND 1.0<t2/t1 <2.5 t2/t1 < 1.0 Controlling Value CONTROLLING EQUATIONS Pas = (Psc/1.25)/3 Pas = [4.2(t2**3*d)**1/2*Fu2]/3 ' Pas = [2.7*t1 d*Ful ]/3 Pas = .[2.7*t2d*Fu2]/3. SAFETY FACTOR S. F. = 3 7-7-94 I PARKER ENGINEERING SCREW SHEAR CAPACITIES BUILDEX #12-14 SD SCREW NUMBER GUAGE (TOP/BOTTOM OF SCREWS 20+/20 20+/18 20/16+ 18/16+ 16+/16+ 1 0.19 0.28 0.30 0.40 0.57 . ........ . 95 U 5. 0.94 1.40 1.52 1.98 2.85 A. 4 7 1.32 1.96 2.12 2.77 3.99 . .......... 3:1.:.......::.:4.0: 9 1.69 2.52 2.73 3.56 5.13 ............ . .... ..... .... .. . ....... .....:..::.,:.�..:......5 ................... 3 ).5 0. 12 2.26 3.36 3.64 4.74 6.84 ..... ...... . 2:63.' ....... ... 4!;. 16 3.01 4.48 4.85 6.32 9.12 ... ........ 0 : . ......... . 5.45 : ..5 lb": 26 20 3.76 5.60 ... . 6.06 . . ... ..... . ... . . . 7.90 ..... 11.40 4 ...... .... .... . ... ... 24 4.61 6.727.27 .9..48 13.68 .. ... ..... ..... .... ....... . . . Xw JA 2:: 28 5.26- 7.84 8.48 11.06 15.96 5 4: A b, 32 6.02 8.96 9.70 12.64 18.24 ,66 3 ... ... . :;3 .... ...... 6.77 10.08 10.91 14.22 ................... 20.52 64: 11 51 2 66. 401 7.52 _.1.1.20 1 12.12 15.80 22.80 ITW BUILDEX FASTENER- PERFORMANCE DATA SHEET TRAXX ULTIMATE SHEAR VALUES (POUNDS) DIAMETER THREADS PER INCH POINT GAUGE 26-26 24-24 22-22 20-20 18-18 16-16 14-14 12-1211/8-1/8 3/16-3/16 1/4-1/4 12 14 1 432 '703 753 1018 1452 1/4 14 1 511' 849 885 1244 1764 8 18 2 294 496 560 740 1060 10 16 2 312 478 589 830 1206 1268 12 14 2 365 600 623 898 1370 1758 8 18 3 730 1090 1210 1214 10 16 3 728 1266 1540 1552 10 24 3 .751 1208 1554 1694 12 14 3 769 1358 1620 1970 1986 1/4 14 3 930 14421 2100 2584 26501 2820 12 24 4 2048 2030 12 24 5 1 2700 2720 2762 THE VALUES LISTED ARE ULTIMATE AVERAGES ACHIEVED UNDER LABORATORY CONDITIONS. APPROPRIATE SAFETY FACTORS SHOULD BE APPLIED TO THESE ULTIMATE VALUES BY THE CUSTOMER. FOR ADDITIONAL TECHNICAL INFORMATION, CALL 1-800-323-0720. 6 DNA's 01FAMI0 "C". Stud Cross Reference Chart DimensionId Gauge Design Thickness Product Manufacturer (Inches) Width FlaS(eeler Wi Dietrich Western Cemco MSMA* Angeles 3.5/8 j.3585854" .4t .lw:,�.���1,:.,i a;l, ,:..a.t,.. ., ..�.• � ,11_ :�.I: 22 .0283, .0269 1-40OWC :0329 4CSJ 4WCS 400CS 40OXC 40OX11D .0428 1=fOOWC;WCS 5-10566 : 6000S'0 XHD8" .0713 1-80OWC a 9! 8CSJ 8WCS 800CS 80OXC 80OXHD AGS.W.:.:<:40:OXCS.::. : 400EJ: ; 400XX1ID 6" 2" 600CW 6CSW N/A 60OXCS 600EJ 60OXXHD :.::.t3•" 2::..;.:::> . :> 8bOC:W>:> CSW::::::::;` »:< N/A °: .:;: >.800 .. '..' ; .. CS 800EJ. $OOXXIIU 10" 2" 1 000C WSW N/A 1000XCS IOOOEJ IOOOXXI-ID 12". .211 :.' 1204CW '. '' ;12CSW: ':: ;; :N/A a290XC.S :;::;:':1200.EJ:: 1200XXI:ID . Steel Yield Strengths: Fy = 33ksi, 40ksi, 50ksi *MSMA-Metal Stud Manufacturers Association I) American Sludco, Inc. 2) California Metal Systems, Inc. 3) Consolidated Fabricators Corp. 4) Design Shapes in Steel 5) Kirii (U.S.A.), Inc. 6) Knorr Steel Framing Systems 7) United Construction Supply Thickness - Steel Components Gauge Design Thickness Minimum Thickness (Inches) (Inches) 9 �I ili 1 !I�I!��!,al�lylh�ki���,1�, itLOl ! �, u.I;.,,1, .4t .lw:,�.���1,:.,i a;l, ,:..a.t,.. ., ..�.• � ,11_ :�.I: 22 .0283, .0269 ;�a0346 :0329 18 .0451 .0428 ! 1 5-10566 14 .0713 .0677 a 9! I 2753 Becheili Lane • Redding CA 96002 • BUS (916) 222-2600 • FAX (916) 222-2690 0o TABLE 2.1 Mechanical Properties of Steels Referred to In Section A3.1 of the AISI Specification Minimum Elongation (%) ASTM Steel Designation Designation Structural steel A36 High-strength low -alloy A242 structural steel 1.40 High-strength low -alloy A441 structural manganese - Yield vanadium steel Thickness Zinc -coated steel sheets A446 A of structural quality B (ksi) C 36 D and F Cold -formed welded A500 and seamless Round tubing carbon steel structural A tubing in rounds and B shapes C under Shaped tubing - A 46 B 1.35 C Minimum Elongation (%) Minimum In 8 -in F„/F, Yield Gage Ler 1.61-2.22 Point - 1.40 or Minimum 1.46 Yield Ultimate Thickness Strength F,, Strength F. (in.) (ksi) (ksi) 1.36 36 58-80 and 50 70 under 16 - ' to 11 46 67 } and 50 70 under 25 - to 14 46 67 1.35 33 45 1.15 37 52 1.26 40 55 1.24 50 65 E 50 70 33 45 High-strength low -alloy 42 •58 42 42 46 62 13-19 39 45 46 58 1.43 50 62 Minimum Elongation (%) y In 2 -in. In 8 -in F„/F, Gage Length Gage Ler 1.61-2.22 23 - 1.40 - 18° 1.46 21 18 1.40 - 18° 1.46 21 18 1.36 20 - 1.41 18 - 1.38 16 - 1.30 12 - 1.40 12 - 1.36 25 - 1.38 23 - 1.35 21 - 1.15 25 - 1.26 23 - 1.24 21 - y !: - Structural steel i `' with 42 ksi minimum yield A529 in'. max. 42 60-85 1.43-2.02 - point Hot -rolled carbon steel A570 A 0.0255 25 45 sheets and strips of B to 30 1.8U 23-27 structural quality C 0.2299 33 49 52 1.63 21-25 D 40 55 1.58 18-23 E 1.38 15-21 High-strength low -alloy A572 Or. 42 42 42 58 1.38 13-19 columbium -vanadium 45 60 1.43 24 steels of structural 50 45 50 60 1.33 22 quality 55 55 65 1.30 21 60 60 70 75 l .27 1.25 20 18 High-strength low -alloy A588 65 4 in. 65 80 1.23 1750 structural steel with and 70 1.40 21 50 ksi minimum yield under point Hot -rolled and cold- A606 rolled high-strength Hot -rolled low -alloy steel sheet as rolled and strip with coils 45 65 improved corrosion Hot -rolled 1.44 22 resistance as rolled Hot -rolled and cold- cut lengths A607 Gr. 45 50 70 1.40 22 rolled high-strength 45 60 1.33 Hot -rolled 25 low -alloy columbium 50 Cold -rolled 22 and/or vanaclinm steel 50 GS 1.30 Ilot-rolled 22 ALLOWABLE AXIAL LOAD (STEELER WC Sectloti) 110 blacing: Lx = Ly = Lt' III -Well at midspan: Ly = 0.51_x, Lt = Lx Iols,10orally al. midspair 1.1 = Ly = 0.51.x Length (Feot� Web Depth 11a 3 4. 5, 6 7 0 9 10 11 12 20 33 '11.26 IAG 1.02 0.85 0.72 0.81 0.53 0.47 0.42 0.37 33 "11.11 $ 33 1,11,10 NO 1 1111 1 NMI 111111 11111101111111111"11111 1 WIN 3 - 5/0" 10 33 1.01 1.04 1.42 1,19 1.01 0.07 0.7*6 0.06 0.68 0.62 33........... : i: .� 3:1 i! p�: NO Hill 50 2.38 2.05 1.R7 1.14 0.97 0.83 0.72 0.03 -0.50 0 oi: 110 blacing: Lx = Ly = Lt' III -Well at midspan: Ly = 0.51_x, Lt = Lx Iols,10orally al. midspair 1.1 = Ly = 0.51.x S- [-E- CA[-[-L)LA-T |[)K] CFS Version 2.10 SECTION: 358XC20 Rev. Date 09-29-1994 Rev. Time 14:51:56 ^ Section Input Yield (Fy) 33.000 One Inch = 1.0G00 Modulus (E) 29500.000 Cw Override 0.0000 Unit Weight 3.4000 J Override 0.0000 Part 1 Thickness 0.0346 20 Gage X Y Length Angle Radius Web k CG Placement -0.503 -0.000 } 0.375 2769.000 0.0433 No 0.00 from Lov�Ez'r-Left 1.122 1.812 11.625 0.000 0.0433 No 0.00 from Upper -Right -0.503 -1.812 ,3.625 90.000 0.0433 Sgl 0.00 , / 1.625 180.000 0.0433 No 0.00 ' 0.375 270.0000.0433 No 0.00 � Design Parameters: / K = 1.000 Ky = 1.000 Kt = 1.000 � Lx = 60.000 Ly = 60.000 Lt = 60.000 ^^ /J Cbx= 1.000 Cby= 1.000 � Cmx= 1.000 Cmy= 1.000 ' u~~ rm�x Loads: P Mx Vy Nv Vx Entered 1.0500 0.0000 0.0000 0.0000 0.0000 Applied 1.0500 0.0000 0.0000 0.5282 0.0000 Allowed 2.0614 4.3310 0.9969 1.5108 0.0000 Ae = 0.24088 Ixe = 0.54118 lye = 0.08697 Sxe(t)= 0.29858 Sye(l)= 0.07958 / Sxe(b)= 0.29858 Sye(r)= 0.16343 AISI Interaction Equations / ^^ C5-1 (P,Mx,My) 0.509 + 0.000 + 0.482 = 0.991 C5-2 (P,Mx,My) 0.361 + 0.000 + 0.350 = 0.710 { C3.3-1 (Mx,Vy> 0.000 + 0.000 = 0.000 � C3.3-1 (My,Vx) 0.122 +****** =****** ' . ' � � PARKER ENGINEERING MAXIMUM AXIAL LOAD FOR 6" XC SECTION weak axis bending considered LL = 20 psf DL=7psf 24" O.C. TL = 54 If 10 CA[CULAT \gyJ .^ A)4 1,06. L LOM IN TMLU`J TOP C k 0 R_� CFS Version 2.10 ' SECTION: 6XC16 . Rev. Date 09-22-1994 Rev. Time 07:07:35 Section Input pu ' Yield (Fy) 50.000 1.000 Kt = 1.000 Lx = One Inch = 1.0000 12.000 Lt = 48.000 Modulus (E) . 29500 000 Cby= 1.000 Cw Override 0 0000 . . Unit Weight = 0.875 3.4000 (Mx,Vy) J Override 0.0000 -�-� ~� ^ (My,Vx) 0.155 +****** =****** - _ , Part 1 Thickness 0.0566 16 Gage X Y Length Angle Radius Web k CG Placement -0.383 -0.000 0.375 270.000 0.0849 No 0.00 from Lower -Left 1.242 3.000 1.625 69,000 0.0849 No 0.00 from Upper -Right -0.383 -3.000 6.000 90.000 0.0849 Sgl 0.00 1.625 180.000 0.0849 No 0.00 0.375 270.000 0.0849 No 0.00 Design Parameters Kx = 1.000 Ky = 1.000 Kt = 1.000 Lx = 48,00@ Ly = 12.000 Lt = 48.000 Cbx= 1.000 Cby= 1.000 Cmx= 1.000 Cmy= 1.000 Loads: P Entered 3.6000 ` Applied 3.6000 Allowed 6.5794 Ae = 0.45804 Mx Vy 1.3000 0.0000 1.3000 0.0000 24.8455 2.6480 Ixe = 2.74863 Sxe(t)= 0.90542 Sxe(b)= 0.92726 My Vx 0.0000 0.0000 1.4527 0.0000 3.6878 0.0000 Iye = 0.14783 Sye(l)= 0.12558 Sye(r)= 0.33011 �I NVU CP/��� �^ �CL - �� o^ ~�^- r` ' ' L. I zoOU � P 1 OIL V, C_ \ ccr k� C/oNEERWAT(Ve ��� � v°L~ �A~ �Aw�� AISI Interaction Equations C5-1 (P,Mx,My) 0.547 + 0.053 + 0.402 = 1.003 10 /~V C5-2 (P,Mx,My) 0.429 + 0.052 + 0.394 = 0.875 C3.3-1 (Mx,Vy) 0.003 + 0.000 = 0.003 C3.3-1 (My,Vx) 0.155 +****** =****** �I NVU CP/��� �^ �CL - �� o^ ~�^- r` ' ' L. I zoOU � P 1 OIL V, C_ \ ccr k� C/oNEERWAT(Ve ��� � v°L~ �A~ �Aw�� CERT'IFICAT'E OF COMPLIANCE: RESIDEN'T'IAL Page 1. CF -1R ----- ------------------ -------------------- _._/k4-------- Project Title.......... lk _. (N€�i I ges��csf_ 3 Date----------------- _....... 08/24/94 Project. Addr.ess........ -------------------_-- Documentation Author... JIM PETERSON Bui.ldinq Permit # Company ................ Jim Peterson Telephone .............. (916) 343-7250 Plan Check / Date Compliance Method...... MICROPAS4 by Enercomp, Inc. Field Check/ Date Climate Zone........... 11 -------------------- MICR.OPAS4 v4.01 File-LEE2105-Wth-CT'71:1.S92 Program -FORM CF -1R - User#-MP0400. User -Jim Peterson Run-HOUSE -------------------------------------------------------------- GENERAL INFORMATION Conditioned Floor Area..... 2105 sf Building Type .............. Single Family Detached. Construction Type ......... New Building Front Orientation. Front Facing 0 deg (N) Number. of Dwelling Units... 1 NUTTiher of Stories.......... 1 Floor Construction Type.... Raised Floor. (Package E) BUILDING SHEI:,h INSULA'T'ION ------------------------- Component Insulation Assembly Type R -value U -Value Location/Comments -------------------------- ----------------------------------------- Wall R--I.q 0.082 Roof R-38 0.029 Floor 0.066 FENES'T'RATION ------------ Over- Area U- # of Interior Exterior hang/ Framing Orientation (sf) Value Panes Shading Shading Fins 'Type -------- ----- ----- ------------------------------- ------ -------- Window Front (N) 85.5 0.370 2 Drapes.Std None Yes Metal Window Front (N) 13.5 0.370 2 Drapes.Std None None Metal Window, Left (E) 32.0 0.370 2 Drapes.Std None None Metal Window Bart:. (S) 100.0 0.370 2 Drapes.Std None Yes Metal Window Bark (S) 81.0 0.370 2 Drapes.Std None Tdone I.1eta1 Window Right. (W) 30.0 0.370 2 Drapes.Std None Yes Metal_ Door Right_ (W) 34.0 0.770 ;? Dr.anes.Std None Yes Metal THERMAL MASS ------------- - Area 'Thicknes 4 COUNWOFBU1TE TYPE'-------- Exposed (sf) (in) �L' , 'r COrflf WOWING DEPT A A -------------- ---------------- Interiorflor.? Yes 392 1 1�0\ ems^ o 'r` � U� ZY 1994 A Q CERTIFICATE OF COMPLIANCE: RESIDENTIAL -Page 2 CF -1R ----------------------------- Project Title.......... Date......... 08/24/94 ' MICROPAS4 v4.01 File-LEE2105 Wth.-CTZ11S92 Proaram-FORM CF -1R ' User#-MP0400 User-Jirn Peterson Run-HOUSE -------------------------------------------------------------------------------- HVAC SYSTEMS SPECIAL FEATURES/REMARKS Minimum Duct Duct Thermostat Equipment Type Efficiency Location R -value 'Type Furnace 0.900 AFUE Attic R-5.6 Setback ACSplit 12.80 SEER Attic, R-5.6 Setback WATER ---------------------- HEA'T'ING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R--valLr.e Storage Gas Standard 1 0.544 EF 40 R- 12 SPECIAL FEATURES/REMARKS CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title..........- _..._._....... _.. _...__._.......__._....... Date........ 08/24/94 MICROPAS4 v4.01 File-LEE2105 Wth-CTZ11S92 Program -FORM CF -1R User#-MP0400 User -Jim Peterson Run -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 regUlation.s 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. t)ie Special Features/ Remarks section. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... JIM PETERSON Name.... JIM PETERSON Company. _ _ Company. Jim Peterson. Address. 341 BROADWAY #207- Address. 341 Broadway #207 CHICO.CA. 95928 Chico,, California 95928 Phon.e... (916) 343-7250 Phone... (916) 343-7250 License. Signed .. Signed .. �—. Z-4- - 2d, (date) _._ . _.. _.. ___.........._._.._._ _. (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed. (date) 1. MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 1 MF -1R Project. Title.......... - -- Date........ 08/24/94 Project Address........ --------------------- Documentation Author... JIM PETERSON ; Building Permit # Company ................ Jim Peterson. Telephone .............. (916) 343-7250 Plan Check / Date Compliance Method...... MICROPAS4 by Enercomp, Inc. Field Check/ Date Climate Zone........... 11 --------------------- MICROPAS4 v4.01 File-LEE2105 Wth-CTZ11S92 Program -FORM MF -1R User#-MP0400 User -Jim Peterson Run -HOUSE ! -------------------------------------------------------------------------------- Lowrise residential buildings subiect to the Standards must contain these measurer regardless of the compliance approach used. Items marked with an asterisk (y) 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 speci.ficati.ons for the mandatory mpa.sures 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 leakaae. 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(g): 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 alass door b. Outside air intake with clamper and control. c. Flue clamper and control. 2. No c:•ont inuous burning gas r -i l ot.s al l ovrod . MANDATORY MEASURES CHECKLIST: RESI:DENTIAL Paae 2 MF -1H Project Title.......... _., ___._.. Date........ 08/24/94 MICROPAS4 v4.01 File-LEE2105 Wth-CTZ11592 Program -FORM MF -1R ' Usertl-MP0400 User -Jim Peterson Run -HOUSE --------------------------------------------------------------------------------------- SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES ----------------------------------------------------------------- Design- Enforce- er rrient 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the CEC. 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 waster heater tank„ non-. recirculating systems, insulated (R-4 or areater). :3. All b>>ried or exposed piping insulated in recircu.1ati.ng sections of hot water system. 4. Cooling system piping below 55 degrees insulated. 5. Piping insulated between heati.na_ source and indirect hot water tank. *150(m) : Ducts .and Fans 1. Ducts constructed, installed and sealed to comply with UMC sections 1002 and 1004; ducats insulated to a minimum installed value of R-4.2 or ducts enclosed entirely within conditioned spare. 2. Exhaust fan systems have backdraf.t or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually. operated dampers. 1'1-4: 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 < 1.50 Btu/hr.). LIGHTING MEASURE, ------------------ Desi.cin-- Enforce - eV ment 150(k): 40 lumens/watt or greater for aener.al 1iahti.no in kitchens and rooms with water closets; and recessed cei.Lin.0 fixtures IC (insulation ever) approved. COMPUTER METHOD SUMMARY Paqe 1 c:, --2R Project Ti.tl,e.......... Dat.e........ 08/24/94. Project Addr.ess..... --------------------- Documentation Author... JIM PETERSOI'I Buildi-nq Permit # Company ................ Jim Peterson Telephone .............. (916) 343-7250 Plan Check / Date Compliance Method...... MICROPAS4 by Enercomp, Inc. Field Check/ Date Climate Zone........... 11 --------------------- MICROPA54 v4.01. File-LEE21.05 Wth--C'1'7.,11592 Program -FORM C -2.R User#-MP0400 User -Jim Peterson Run-HOUSE --------------------------------------------------------------------------------- = MICROPAS4 ----------------------------- ENERGY USE SUMMARY = Energy Use Standard Proposed Compliance _ (kBtu/sf-yr) Design Design Margin = = Spa.ce Heating........... 13.96 10.95 3.01 - Space Cooling.......... 12.81 16.00 -3.19 = Water Heating.......... _ 11.50 11.30 0.20 = Total -------- 38.27 -------- 38.2.5 -------- - 0.02 = _ ** Building complies with Computer Perfor.manc-e *** GENERAL INFORMATION ------------------- Conditioned Floor Area..... Building Type .............. Construction 'Type ......... Building Front,Orientation. Number of Dwellinq Units ... Number, of Building Stories. Weather Data 'Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Footprint-- Area.. ......... Ground Floor Area.......... Slab=On-Grade Ar.ea......... Glazing Percentage ......... Average Ceilinq height..... 2.105 sf. Sinq.le Family Detached N e w Front Facing 0 deg (N) 1 1 Fu11.Year Raised Floor (Package E) 20349 cf 2.105 sf 2105 sf 0 s .f- "17 . 9 % of FA 9.'7 ft COMPUTER METHOD SUMMARY Paae 3 C -2R Project Titl.e.......... Late,........ 08/24/94 MiCROPAS4 v4.01 File-LEE2105- Wth-CTZ1.1592 Proqrarn-FORM C -2R - User#-MP0400 User -Jim Peterson Run -HOUSE ------------------------------------------------------------------------------------ FE•,NESTRATION SURFACES OVI',:KHANc�S ATID SIDE FINS ---Window-- ------Overhang------ -Left Fin --- ----Rirrht. Fin --- SC SC: Intel: i or Area # of Fra►tie Open U- Act Glass Int Shade ( s,f ) Surface ----------- (sf_) ---------- Panes Type Type value Ext Azm T.i-l.t Only Shade DeP.cription HOUSE 26 Window 8.0 2 -------- Metal. ------ Slider ----- 0.3'1 --- 1.80 ----- 90 ----- 0.88 ----- 0.78 ------------ Drapr-s . Std 27 Window 16.0 2 Metal Slider 0.37 n/a 180 90 0.88 0.78 Drares.Std n/a 28 Window 15.0 2 Metal Slider 0.37 n/a 2 90 0.88 0 . 78 hraes . S -d 29 Door 17 . 0 2 Metal SlidPr 0 . 77 27 90 0.88 Ci . 78 Drapes. Std 30 Door 1.7.0 2 Metal Slider' 0.'1'1 2.0 270 90 .88 0.78 1?r.ani s.Std n/a 31 Window 15.0 2 Metal Slider 0 .:37 2 70 90 0.88 0.78 Ur. a>?er . Std OVI',:KHANc�S ATID SIDE FINS THERMAL MASS Area Thick Heat Conduct- Surface Mass Type (sf) (in) Cap ivit.y- R-va.l.u.e Location/ Coirimemts ----- ---------------------- --------------------------- HOUSE 1 Inter i orllor,,z 392 1. 0 24.0 0.67 R-0. 0 Tile Floor ---Window-- ------Overhang------ -Left Fin --- ----Rirrht. Fin --- Area Left Raht Surface ( s,f ) Hght Wdth Dpth Hunt Ext Ext Ext Dpth Hgh.t Ext L)t)th Haht. HOUSE ---- ---- ---- ---- 1 Window 16.0 4.0 4.0 2..0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 2 Window 16.0 4.0 4.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 4.0 1.0 4.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 7 Window 10.5 3.5 3.0 2.0 1.5 n/a n/a n/a n/a n/a n/a rr/?. n/a 8 Window 14.0 3.5 4.0 2.0 1.5 -n/a n./a n/a n/a n/a n/a n/a n/a 9 Window 10.5 3.5 3.0 2.0 1.5 n/a n/a n/a n/a n/a' n/a n/a. n/a 10 Window 4.0 2.0- 2.0 2.0 1.5 n/a n./a n/a n/a n/a n/a n/a n/a 11 Window 10.5 3.5 3.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/.a n/a 14 Window 12.0 4.0 3.0 2.0 1.5 n/a n/a. n/a n/a n/a n/a n./a, n/a 15 Window 16.0 4.0 4.0 2.0 1.5 n/a. n/a n/a n/a n/a n/a n/a n/a 16 Window 16.0 4.0 4.0 2.0 1.5 n/a. n/a n/a n./a n/a n/a n/a n/a 24 Window 8.0 4.0 2.0 2.0 1.5 n/a n/a n./a, n/a n/a. n../a n/a. n/a 25 Window 24.0 4.0 6.0 2.0 1.5 n/a n/a. n/a n./a, n/a r''a n/a n/a 26 Window 8.0 4.0 2.0 7...0 1.5 n/a n/a n/a T'),/,gn/a n/a n/a n/a 27 Window 16.0 4.0 4.0 2..0 1.5 n/a n/a n/a n/a n/a r!/a ri/a n/a. 28 Window 1,5.0 5.0 3.0 5.0 1.5 n/a rt/a n/a n/a nja n/a n./a n/a 2.9 Door 17.0 6.8 2.5 8.0 1-.5 n/a n/a n/a n/a. n/a !va n/a n/a 30 Door 1.'1.0. 6.8 2.5 17.0 1.5 n/a r!/a n/a rt/a n/a n/a n/a v: /a 31 Window 15.0 5.0 3.0 14.0 1.5 n/a n/a n./a n/a. n/a. n./a n/a n/a THERMAL MASS Area Thick Heat Conduct- Surface Mass Type (sf) (in) Cap ivit.y- R-va.l.u.e Location/ Coirimemts ----- ---------------------- --------------------------- HOUSE 1 Inter i orllor,,z 392 1. 0 24.0 0.67 R-0. 0 Tile Floor COMPUTER METIJOD SUMMITRY Page 4 (_-2R Project Tit.le.......... Dat:e.. 08%21/94 MICROPAS4 v4.01 File-LEF.2:105 Wt..h--CTZ:L1S92 Proaram-FORM C -ill User#-MP0400 11ser.--Jim Peterson Run ---HOUSE --------------------------------------------------------------------------------------- HVAC SYS'TLMS WATER HEATING SYS`1'I?MS Numher Tank Extcrn�i.1. in Energv Size In^ul-at ion Tank Tyne Heater Type Distribution Tyre System Factor (ga:!Lie 1 Storage Cas Standard 1 0.544 40 R --J.2 `;PEC'IAI',�FF�1T'TIiRC��lRF1�1ARK: ------------------------- Minimum Duct 17uC t Duct. System '.Type Efficiency Location P -value Efficiency HOUSF Furnace 0.900 AFUE Attic R-5.6 0.837 ACSplit 17..80 SPEP Attic R-5.6 0.823 WATER HEATING SYS`1'I?MS Numher Tank Extcrn�i.1. in Energv Size In^ul-at ion Tank Tyne Heater Type Distribution Tyre System Factor (ga:!Lie 1 Storage Cas Standard 1 0.544 40 R --J.2 `;PEC'IAI',�FF�1T'TIiRC��lRF1�1ARK: ------------------------- PROPOSED FRAMED ENVELOPE ASSEMBLY FORAM -3R / ENV -3 for Residential. & Nonresidential F31-3ildinus - E%FRAME Version 1..00 Project Name: NEIMI FRAMEI: E11VEL,O?i? A,,C1FHP[,Y F±`FZM--3f2 / ENV toi:- Res.irlential ,?, Nonresidential Buildinas - EZFPA1,11; Version 1..00 1't'r;cf4anir- rdl?Th�j AFsembly hump VIA I,L 1 ' As!,e!r!T)e Ida1.1 ' Frami na Mat*eri a.1 META I:, ' F.'rami.nci Spacing 24" , �.� Frami-na Size ' ActuaJ. depth 6.000" ' ��_ _ O Actual width 1..61.5" Cavity Insulat'_r>1j �-! R-Valt.te 19.0 r Knock -out (¢) 14.0 Web Thickness 0.0600" lnsttl at i on Tame R --value Interi.or flancte 0.0 , SKF.I'CI-t OF ASSEMBLY Exterior f.1.a.nae 0.0 _..__----------------------------------------- ('ON`;'1'1rU(71.1ON COMPONEN'T'S Description R-vaaue Thickness .Int/Ext .Air/ ' Extr ri.o.r. Comronents T.ns htet:a.l. Outside surface air fi.1m 0.17 N/A N/A N/A ' 1. '1/8 Stucco 0.17 0.88" YES NO ' 2. 1" Foam Board , 7.00 1.00" YES NO 1 nter i.or Components 1.. 5/8 Gyp. 13d. , 0.55 6.:15" NO NU ILL -!side surface air .film 0.68 N/A N/A N/A !---------- -------------------------------- --------------- RESULJ'S -------------------------- Tota]. R-va1_ue 12.617 h.. f. t2. F/Btu ' Tota1 U -value 0.070 Btu/h.ft2.F +----- - ---- ---------------------------------------------------------- --------------------------------------CO1•MMEN'TS COMMENTS 4------- ---- - --------- --------- ---- ----- , FRAMEI: E11VEL,O?i? A,,C1FHP[,Y F±`FZM--3f2 / ENV toi:- Res.irlential ,?, Nonresidential Buildinas - EZFPA1,11; Version 1..00 1't'r;cf4anir- rdl?Th�j cOM OHENT UESCP LPTION F-- -- - ------ ---------- ----- - ---- ___----------------------- Assembly Name ROOF Assembly Type Wall ' , Framing Material METAL Framing Spacing 24" Framing Size Actual depth 6.000" / Actual. width 1.62.5" ---.._ _--- _ Cavity Insulation ' R -value 38.0 Knock-oLl t. { (I C) t•leb '1'hicl:ne'ss 0.0600" Insulat. ort '.Cape R -value interior.- f1a.nae 0.0 ' .'KF:Tr.'H OF ASSEMBLY Exterior flange 0.0 ' +--------- ------------------------ CQNSTRUC'TION COMPONENTS 'Description R -value `Ch i c k n e s s Int/Ex.t Air./ Exter-for Components: Ins Motal c ul-side surface ail:' Ei.l.m C,.17 N/A N/A N/A 1. 12" Insulatiom 38.00 1.2.00" YES I! 2.. '1 /2 plywd. 0.62 0.501, YES NO :Lr!ter._l.or. GomponPrlt=� : , 1. S/8 Gyp. Bd. 0.56 6.25" NO Inside surface air f.:t1m 0.68 N/A N/A N/A EZESI)I,'1'S Total R -value 43.972 h. ft2. F/Btu 'total U --value 0. 023 13tu./h. ft2 . F , PROPOSED FRAMED ENVELOPE ASSEMBLY FORM -3R / ENV -3 for. Residential & Nonr.esi_dential. Buildings - EZFRAME Version 1.0() +-------------------------------------------------------------------- F.ro jest Name: NEiMI +- -- - -- -------------------------------------------------------------- - -- - -- + C.:OMPr`NFN`F DE9(_''RIP'F1:ON i__- ---- - -- - -- --- -- - --- Asseml).ly Name Floor f c-se,1 !)!.y Type Wal l ' Frami.no Metal ' rctm111n nari rio t?A_" 17r�rri n q i ^� H COMPONENT DESCR.IPTI.ON I 1 I 'Yotal. R -value 16.289 h.ft2.F/Btu i Total. U -value 0.061 f_tt,_t/h. ft2. F I C:0f1ill f'N1,S I I I I 1 Ascemibl.y Name FLOOR Assembly'Tyne Floor Z Fr.a.rnina Matoria.l METAL F:rami.rig Sracina. 2411 INLvL Framina Size Actual (IPv h. 6.00011 , 1 Actual. width 1.62511 , 1 Cavity,7n.su.lation -- _- R -value 19.0 ' 1 I:n�ch-out (Q 1 1.4.0 AFF OCT1 V R- vAL U We 1) `.I'Izi.cicness 0 . 0600" ' ' OF VeNTe-o C(ZAwLSPAcC Insulation 'Pape R -value Inter.i.or flange 0.0 ' SKETCH OF ASSEMBLY Exterior flange 0.0 - --- ----------------- ----- --+ r01N1S 1;R1.1C'L'ION COMPONENTS Uescr i ption R --value 'I'hicl;.ness Int,/Ext- -Ai.r/ , ! ex for Component.s :i Ins Metal ' (t o q u n .�.+ti_d�� r.fac.- air. fi!_m U.:l.7 N/A Pilin Nle , 1. Airspace 1 . 00 18.6011 me Y ES I 2 AJ.rsp,ace I 1 5. of) ►_8 . 001' NO YES 1 1 1 • 1 l ri t e�' i.or C'onirr)oner:t>_ : , I I Carnet Q, Pad 2.08 1.0o" YIES _ . 1 1/8 111,Y . 1.. 56 1 . 01.11 NO NC) Inside surface air f i.lm IV/A Pd/R -I A I 1 I 'Yotal. R -value 16.289 h.ft2.F/Btu i Total. U -value 0.061 f_tt,_t/h. ft2. F I C:0f1ill f'N1,S I I I I 1 `:h.✓ 1 tib C I LLL 1 If UJJ UUMYANY Date: 2-18-94 Job #:94023.0 Sheet: Cl COUNTY OF sum BUILDING DEPT ' JUL 2 1 1994 Truss Calculations Rp F ESS/� forLIP rn �Q •.•..•,•�q� Michael Leea N� 5'2 Steel Home Supply EXP 3. Madc & Dada Niemi Residence sfq .•C cul 0000006911 Oroville, Ca TF F CP►6�FOQ� r Table of Contents pages 1. Cover Sheet Cl 2. Gravity Analysis 1-16 3J3 NOTE : These truss drawings and calculations are for the exclusive use of The Steel Truss and Supply Company. Unauthorized use for the purpose of truss fabrication by anyone other than The Steel Truss and Supply Company is prohibited and violators will be prosecuted to the full extent of the law. r' 20250 Charlanne Drive Redding, California 96002 FAX (916) 221 8943 Phone (916) 223 3322 I i TRUSS NOTES Job #: 94023.0 Loads: Load Case 1 Load Case 2 Top Chord DL 7 psf 7 psf LL 20 psf 0 psf Bottom Chord DL 7 psf 7 psf LL 10 psf 7 psf Member Sizing: * All member sizes assume STEELER or e@al. * All members were .sized using the attached tables. 1. Maximum Axial Loads;- for chords. • . 2. Allowable Axial Loads "'for webs Axial forces computed using FASTFRAME program. Values included in "Beam Data" in output. Top Chords: T1 ,T2 & T3 6XC .1 8Ga Fy = 33 ksi T4, T5 & T6 6XC 16Ga Fy = 50 ksi Bottom Chords All Trusses 6XC 20Ga Fy = 33 ksi Web Members All Trusses 358XC 20Ga Fy = 33 ksi ✓. ........................................................................................................................ ................................................................................................ .................... itll .1 11 it on o /N I. x 2 ec VIA N \14 cz cis 2 VIA O cz 2 c a --------------------------------.---------------------------- NODAL DATA ' I Global Default Temperature .NODE Coordinates Definition ----------------------------- Boundary Restraints LABEL X Y X-dof Y-dof Z-dof ---------- ---------- (ft.)--------- x y z ---(0,1,2,in,K-in,radians)-- 1 0 0 1 1 2 2 5 0 5.000 3 11.333., 0 4 17.667.r' 0 CHORD 5 22.667 01 � 2 6 5 ✓/" 2.5v// 1 7 1.333 ✓ / 5.6665 2 8 177.667, 2.5 5.590 BEAM- DATA 0.00 Node Temp --- (F) --- ------------7----------------------=----------------------------------- Beam Property End Releases Beam Definition Label I -end I J -end BEAM Length I -node J -node ---------------------.--------------------------------------------------- -or- Tag x y z x y z LABEL (ft) 1 - 2 CHORD 1 B1 5.000 2 - 3 CHORD B2 6.333 3 - 4 CHORD B3 6.334 4 - 5 CHORD 1 B4 5.000 1 - 6 CHORD 1 T1 5.590 6 - 7 CHORD T2 7.081 7 - 8 CHORD T3 7.081 8 - 5 CHORD 1 T4 5.590 2 - 6 WEB 1 1 W1 2.500 6 - 3 WEB 1 1 W2 6.809 3 - 7 WEB 1 1 W3 5.667 3 - 8 WEB 1 1 W4 6.810 8 - 4 WEB 1 1 W5 2.500 13 1 L. -------------------------- BEAM DISTRIBUTED LOAD DATA BEAM I SMag EMag SLoc ELocDir Load Case Factors LABEL (K/Ft, Deg F) (ft) (ft) I 11 2 3 4 5 ------------------------=------------------------------- B1 0.014 y 1 B2 0.014, ���' y 1 B3 0.014 OI (n.00I'0Y 1 /J B4 0.014 L' y 1 (i T1 0.014 y 0.89 • T2 0.014 y 0.89 T3• 0.014 c� Y 0.89 T4 0.014 p �' Y 0.89 B1 0.02 ,��0•01 Y 1 B2 0.02 �L` B3- 0.02 y 1 2 B4 0.02 p Y 1 T1 0.04 p2p Y 0.89 T2 0.04 �L 2 Y 0.89 T3 0.04 y 0.89 T4 0.04 Y 0.89 --------------------- LOAD COMBINATION DATA 'Combination I RunlIncreasel Stress Load Case Multipliers Factors Y -Load Description ? 1 2 3 4 5 Xgrav Ygrav Flag 1:TCLL+DL 1 1.00 1 1 1 1 2:BCLL+DL 1 1.00 1 1 1 1 3: 1.00 4: 1.00 5: 1.00 6: 1.00 7: 1.00 8: 1.00 9: 1.00 10: 1.00 11: 1.00 12: 1.00 13: 1.00 NODE LABEL 1 1 2 2 3 4 4 5 5 6 6 7 7 8 8 NODAL ] Load Comb. 1 2 1 2 2 1 2 1 2 1 2 1 2 1 2 )ISPLACEMENTS AND SPRING/SUl Displacements (in, rad) X Y Rotation ------------------------ -0.000 -0.000 0 -0.000 -0.000 0 0.009 -0.081 -0.0007 0.006 -0.059--0.0005 0.019 -0.089 -0.0000 0.014 -0.065 -0.0000 0.030 -0.081 0.00074 0.021 -0.059 0.00055 0.039 -0.000 0 0.027 -0.000. 0 0.029 -0.081 -0.0006 0.021 -0.058 -0.0004 0.019 -0.084 0 0.014 -0.059 0 0.010 -0.081 0.00063 0.007 -0.0580.00043 --------------- ?PORT REACTIONS Reactions (k,k-ft) X Y Rotation --------------------------- 0.00 0.77✓ 0.00 0.00 0.54✓ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.77 ✓ 0.00 0.00 0.54 -*'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 BEAM LABEL B1 B1 B2 B2 B3 B3 B4 B4 T1 T1 T2 - T2 T3 T3 T4 T4 W1 W1 W2 W2 W3 W3 W4 W4 WS., W5 Load Comb. 2 1 2 1 2 1 2 1 2 1 2 1 2 �1 2 1 2 1 2. 1 2 1 2 1 2 --------------- BEAM END FORCES ........ I Node End ........ Axial Shear Moment -----(K) ----- (K) ---- (K -ft) --- -1.181 0.052 0.000 -0.834 0.082 0.000 -1.181 0.016 -0.085 -0.834 0.086 0.015 -1.181 0.073 0.096 -0.834 0.129 0.150 -1.181 0.018 -0.085 -0.834 0.088 0.015 1.377 0.112 0.000 0.952 0.040 0.000 0.988 0.124 0.047 0.666 0.019 -0.047 0.836_ 0.181 0.249 0.626 0.060 0.097 1.257 0.129 0.047 0.921 0.023 -0.047 -0.034 0.000 0.000 . -0.174 0.000 0.000 0.379 -0.000 0.000 0.266 0.000 0.000 -0.424' 0.000 0.000 -0.453 0.000 0.000 0.379 0.000 0.000 0.266 0.000 0.000 -0.034 0.000 0.000 -0.174 0.000 0.000 ---------------------------- ---------------------------- . ..... J Node End ........ Axial Shear Moment ---(K) ------ (K) ---- (K -ft) -- 1.181 0.018 0.085- 0.834 0.088 -0.015 1.181 0.073 -0.096 0.834 0.129 -0.150 1.181 0.016 0.085 0.834 0.086 -0.015 1.181 0.052 0.000 0.834 0.082 0.000 -1.257 0.129 -0.047 -0.921 0.023 0.047 -0.836 0.181 -0.249 -0.626 0.060 -0.097 -0.988 0.124 -0.047 -0.666 0.019 0.047 -1.377 0.112 0.000 -0.952 0.040 0.000 0.034 0.000 0.000 0.174 0.000 0.000 -0.379 0.000 0.000 -0.266 -0.000' 0.000 0.424 0.000 0.000 0.453 0.000 0.000 70.379 -0.000 0.000 -0.266 -0.000 0.000 0.034 0.000 0.000 0.174 0.000 0.000 kI,— I t -6.> K2 ow 4A Sa E KEf E �-E 4.? f CTt K:sr FA KSS E 6:s.r Kxv E K+� K? Kir t �^t F. K'" s NODE LABEL 2 4 5 6 7 8 9 ----------------------------------------------------- NODAL DATA J'Global Default Temperature ---------------------------- Coordinates Boundary Restraints X Y X-dof Y-dof Z-dof ---------(ft)--------= ---(0,1,2,in,K-in,radians)-- 0f 0' 1 1 2 2.5 0 7 0 11.5✓ 0 16 0 1 2 0 i 5.5 2 2.5 6.75 2 7 4.5 11.5 2.25 BEAM DATA 0.00 Node Temp - --(F) --- Beam Property End Releases Beam Definition Label I-endI I J -end BEAM Length I -node J -node -------------------------------------------------------------- -or- Tag x y z x y z. LABEL (ft) 1 - 2 CHORD 1 B1 2.500 2 - 3 CHORD B2 4.500 3 - 4 CHORD B3 4.500 4 - 5 CHORD 1 B4 4.500 1 - 6 CHORD 1 1 T1 5.500 6 - 7 CHORD 1 1 T2 2.795 7 - 8 CHORD 1 T3 5.031 8 - 9 CHORD T4 5.031 9 - 5 CHORD 1 T5 5.031 2 - 6 WEB 1 1 W1 6.042 2 - 7 WEB 1 1 W2 6.750 2 - 8 WEB• 1 1 W3 6.364 8 - 3 WEB 1 1 W4 4.500 3 - 9 WEB 1 1 W5 5.031 9 - 4 WEB 1 W6 2.250 L -------------------------- BEAM DISTRIBUTED LOAD DATA BEAM I SMag EMag SLoc ELoc Dir Factors Y -Load Load Case Factors LABEL (K/Ft, Deg F) (ft) (ft) I 11 2 3 1 1 1 4 5 B1 B2 0.014 0.014,/' ----------------------------------------------- y 1 3: 1.00 B3 QL1 4: Y 1 5: 0.014 y 1 1.00 B4 0.014 • Y 1 8: T2 O� 0.014 y 0.89 2 T3 0.014 1.00 y 0.89 ' 1.00 T4 0.014 12: y 1.00 0.89 13: T5 0.014 y 0.89 B1 0.02 ,/ y 1 B2 0.02 y 1 B3 0.02 y 1 B4 0.02 y 1 T2 0.04 / �l/ Y 0.89 T3 0.04 ,/ Y 0.89 T4 0.04 Y 0.89 T5 0.04 Y 0.89 --------------------- LOAD COMBINATION DATA Combination Run Stress Load Case MultipliersI Factors Y -Load Description ? Increasel ------------------------------------------------ 1 2 3 4 5 Xgrav Ygrav Flag 1:TCLL+DL 1 1.00 1 1 1 2:BCLL+DL 1 1.00 1 1 1. 1 3: 1.00 4: 1.00 5: 1.00 6: 1.00 7: 1.00 8: 1.00 9: 1.00 10: 1.00 11: 1.00 12: 1.00 13: 1.00 y NODE LABEL 1 2 2 3 3 4 5 5 6 6 7 7 8 8 9 9 NODAL Load Comb. 1 2 1 2 1 2 2 1 2 1 2 1 2 1. 2 2 DISPLACEMENTS AND SPRING/SU] Displacements (in, rad) X Y Rotation -------------------------- 0.000 -0.000 0 0.000 -0.000 0 0.000 -0.016 -0.0004 0.000 -0.012 -0.0004 0.003 -0.036 -0.0002 0.002 -0.026 -0.0001 0.008 -0.038 0.00031 0.006 . -0.028 0.00019 0.013 -0.000 0 0.009 -0.000' 0 0.013 -0.004 0 0.010 -0.003 0 0.018 -0.016 0 0.013 -0.011 0 0.008 -0.033 -0.0002 0.006 -0.024 -0.0002 0.001 -0.038 0.00016 0.000 -0.028 0.00016 --------------- ?PORT REACTIONS Reactions (k,k-ft) X Y Rotation ------------- -0:000.54' ------=------- 0.00 -0.00 0.38 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 0.54 0.00 0.00 0.38 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 10 BEAM LABEL B1 B1 B2 B2 B3 B3 B4 B4 T1 T1 T2 T2 T3 T3 T4 T4 T5 T5 W1 W1 W2 W2 W3 W3 W4 W4 W5 W5 W6 W6 Load Comb. 1 2 .1 2 1 2 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 --------------- BEAM END FORCES ----------7----------------- ---------------------------- .. J I Node End ........ I....... Axial Shear Moment -----(K) ----- (K) ---- (K -ft) --- -0.000 0.020 0.000 -0.000, 0.030 0.000 i -0.502 0.027 -0.005 -0.353 0.072 0.030 -0.762 0.048 0.015 -0.539 0.086 0.050 -0.768 0.019 -0.058 -0.541 0.078 0.007 0.522 0.000 0.000 0.353 0.000 0.000 0.219 0.060 0.000 0.147 0.016 0.000 0.145 0.086 0.000 0.128 0.023 0.000 0.498 0.126 0.109 0.374 0.040 0.027 0.801 0.115 0.033 0.594 0.022 -0.030 -0.407 -0.000 0.000 •-0.300 -0.000 0.000 -0.005 0.000• 0.000 -0.082 0.000 0.000 0.471 0.000 0.000 0.323 0.000 0.000 -0.214 0.000 0.000 -0.260 0.000 0.000 0.291 0.000 0.000 0.209 0.000 0.000 -0.034 -0.006 --0.013 -0.145 -0.002 -0.004 ----------7----------------- ---------------------------- .. J Node End .. Axial Shear Moment ---(K) ------ (K) ---- (K -ft) -- 0.000 0.015 0.005 0.000 0.055 -0.030 0.502 0.036 -0.015 0.353 0.081 -0.050 0.762 0.015 0.058 0.539 0.067 -0.007 0.768 0.044 0.000 0.541 .0.075 0.000 -0.522 0.000 0.000 -0.353 0.000 0.000 -0.158 0.060 0.000 -0.131 0.016 0.000 -0.253 0.130 -0.109 -0.156 0.033 -0.027 -0.606 0.091 -0.020 -0.402 0.016 0.034 -0.909 0.102 0.000 -0.622 0.034 0.000 0.407 0.000 0.000 0.300 0.000 0.000 0.005 0.000 0.000 0.082 0.000 0.000 -0.471 0.000 0.000 -0.323 0.000 0.000 0.214 0.000 0.000 0.260 0.000 0.000 -0.291 0.000 0.000 -0.209 -0.000 0.000 0.034 0.006 0.000 0.145 0.002 0.000 L NODAL DATA NODE Coordinates LABEL X Y ---------- ---------(ft)--------- End Releases 1 0 0 .2 4.5 0 3 9 0 4 13.5 0 5 18 0 6 22.5 0 7 27 0 8 4.5 2.25 9 9 4.5 10 13.5 6.75 11 18 4.5 12 22.5 2.25 --------------------------- Global Default Temperature = 0.00 --------------------------------------- Boundary Restraints Node X-dof Y-dof Z-dof Temp --- (0,1,2,in,K-in',radians)-- (F 1 1 2 1 2 2 ------------------------------------------------------------ BEAM DATA Beam Property End Releases Definition Label I -end J -end BEAM I -node J -node ------------------------------------------------------------ -or- Tag x y z I x y z LABEL 1 - =2 CHORD 1 B1 2 - 3 CHORD B2 3 - 4 CHORD B3 4 - 5 CHORD B4 5 - 6 CHORD B5 6 - 7 CHORD 1 B6 1 - 8 CHORD 1 T1 8 - 9 CHORD T2 9 - 10 CHORD T3 10 - 11 CHORD T4 11 - 12 CHORD T5 12 - 7 CHORD 1 T6 .2 - 8 WEB 1 1 W1 8 - 3 WEB 1 1 W2 3 - 9 WEB 1 1 W3 9 , - 4 WEB 1 1 W4 4 - 10 WEB 1 1 W5 4 - 11 WEB 1 1 W6 11 - 5 WEB 1 1 W7 5 - 12 WEB 1 1 W8 12 - 6 WEB 1 1 W9 Beam Length (ft) 4.500 4.500 4.500 4.500 4.500 4.500 5.031 5.031 5.031 5.031 5.031 5.031 2.250 5.031 4.500 6.364 6.750 6.364 4.500 5.031 2.250 -------------------------- BEAM DISTRIBUTED LOAD DATA BEAM I SMag EMag SLoc ELoc Dir 1 1 1 Load Case Factors LABEL (K/Ft, Deg F) --------------------------------------------------------- (ft) (ft) I 11 1 2 3 4 5 B1 0.014 y 1 1.00 B2 0.014 y 1 1.00 B3 0.014 y 1 B4 0.014 y 1 8: B5 0.014 y 1 _ B6 0.014 y 1 1.00 T1 0.014 y 0.89 T2 0.014 y 1.00 0.89 T3 0.014 y 0.89 T4 0.014 y 0.89 T5 0.014 y 0.89 T6 0.014 y 0.8 B1 0.02 Y 1 B2 0.02 y 1 B3 0.02 y 1 B4 0..02 y 1 B5 0.02 y 1 B6 0.02 y 1 T1 0.04 Y 0.89 T2 0.04 y 0.89 T3" 0.04 y 0.89 T4 0.04 y 0.89 T5 0.04 y 0.89 T6 0.04 y 0.89 LOAD COMBINATION DATA Combination Run Stress Load Case Multipliers Factors Y -Load Description I ? Increasel 1 2 3 4 5 I Xgrav Ygrav Flag 1:TCLL+DL 1 1.00 1 1 1 1 2:BCLL+DL 1 1.00 1 1 1 1 3: 1.00 4: 1.00 5: 1.00 6: 1.00 7: 1.00 8: 1.00 9: 1.00. 10: 1.00 11: 1.00 12: 1.00 13: 1.00 NODE LABEL • 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 12 12 NODAL Load Comb. 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 ---------------------------- DISPLACEMENTS AND SPRING/SU] Displacements (in, rad) X Y Rotation ------------------------- 0.000 -0:000 0 0.000 -0.000 0 0.010 -0.100 -0.0011 0.007 -0.072 -0.0008 0.019 -0.128 -0.0001 0.013 -0.093 _0.0000 0.027 -0.130 -1E-18 0.019 -0.093 -1E-18 0.035 -0.128 0.00011 0.025 -0.093 0.00008 0.045 -0.100 0.00118 0.032 -0.072 0.00082 0.054 -0.000 0 0.038 -0.000 0 0.037 -0.100 -0.0010 0.026 -0.072;-0.0007 0.039 -0.126 0.00008 0.028 -0.090 0.00008 0.027 -0.120 0 0.019 -0.085 0 0.016 -0.126 -0.0000 0.010 -0.090 -0.0000 0.018 -0.100 0.00102 0.012 -0.072 0.00078 --------------- ?PORT REACTIONS Reactions (k,k-ft) X Y Rotation --------------------------- -0.00 0.91 0.00 -0.00 0.65 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 0.00 0.00 0.91 0.00 0.00 0.65 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 0.00 ib -------------------------------------------- -------------------------------------------- Node End .. BEAM END FORCES BEAM ---(K) ------ (K) ---- (K -ft) -- 1.464 I Node End ........ LABEL (Load I....... Comb. Axial Shear Moment --------------------(K)-----(K)----(K-ft)--- 1.035 B1 1 -1.464 0.058 0.000 B1 2 -1.035 0.084 0.000 B2 1 -1.464 0.005 -0.120 B2 2 -1.035 0.061 -0.035 B3 1 -1.228 0.025 -0.000 B3 2 -0.868 0.070 .0.035 B4 1 -1.228 0.038 0.029 B4 2 -0.868 0.083 0.066 B5 1 -1.464 0.058 -0.000 B5 2 -1.035 0.092 0.035 B6 B6 T1 T1 T2 T2 T3 T3 T4 T4 T5 T5 T6 T6 W1, W1 W2 W2 W3 W3 W4 W4 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 -1.464 -1.035 1.692 1.177 1.422 0.979 1.095 0.752 0.987 0.724 1.313 0.951 1.584 1.149 -0.010 -0.129 0.264 0.186 -0.201 -0.245 0.406 ,0.284 0.005 0.069 0.111 0.041 0.097 0.018 0.086 0.011 0.131 0.045 0.119 0.038 0.105 0.015 am -0.120 -0.035 0.000 0.000 -0.015 -0.063 0.040 -0.012 0.153 0.071 0.040 -0.012 -.0.015 -0.063 ' 0.000 0.000 0.000 0.000 ---------------------------- ---------------------------- .. J Node End .. Axial Shear Moment ---(K) ------ (K) ---- (K -ft) -- 1.464 0.005 0.120 1.035 0.069 0.035 1.464 0.058 0.000 1.035 0.092 -0.035 1.228 0.038 -0.029 0.868 0.083 -0.066 1.228 0.025 0.000 0.868 0.070 -0.035 1.464 0.005 0.120 1.035 0.061 0.035 1.464 1.035 -1.584 -1.149 -1.313 -0.951 -0.987 -0.724 -1.095 -0.752 -1.422 -0.979 -1.692 -1.177 0.010 0.129 -0.264 -0.186 0.201 0.245 -0.406 -0.284 0.058 0.084 0.105 0.015 0.119 0.038 0.131 0.045 0.086 0.011 0.097 0.018 0.111 0.041 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.015 0.063 -0.040 0.012 -0.153 -0.071 -0.040 0.012 0.015 0.063 0.000 0.000 )b --------------- BEAM END FORCES BEAM Load .....:. I Node End ... ... LABEL Co. (mbI Axial Shear Moment --------------------(K)-----(K)----(K-ft)--- 0.000 W5 1 -0.649 0.000 0.000 W5 2 -0.568 0.000 0.000 W6 1 0.406 0.000 0.000 W6- 2 0.284 0.000 0.000 W7 1 -0.201 0.000 0.000 W7 2 -0.245 0.000 0.000 W8 1 -0.264 0.000 0.000 W8 2. 0.'186 0.000 0.000 W9 1 -0.010 .0.000 0.000 W9 2 -0.129 0.000 0.000 4 i ---------------------------- ---------------------------- .. J Node End .. Axial Shear Moment ---(K) ------ (K) ---- (K -ft) -- 0.649 0.000 0.000 0.568 0.000 0.000 -0.406 0.000 0.000 -0.284 0.000 0.000 0.201 0.000 0.000 0.245 0.000 0.000 -0.264 -0.000 0.000 -0.186 -0.000 0.000 0.010 0.000 0.000 0.129 0.000 0.000 L o �I G iV M NODAL DATA NODE Coordinates LABEL Y ----- ------X --(Oft)-------0- ---------------------- 1 2 6.75 1.6875 3 13.5 3.375 4 .20.25, 1.6875 5 27 0.5 6 4.5 2.25 7 8.667 4.3335 8 13.5 6.75 9 18.333 4.3335 .10 22.5 2.25 --------------------------------------- Global Default Temperature = 0.00 --------------------------------------- Boundary Restraints Node X-dof Y-dof Z-dof Temp --- (0,1,2,in,K-in,radians)-----(F)--- 1 1 2 2 1 2 2 ' ---------------------- BEAM DATA Beam ------------------------------------------------- Property End Releases Beam Definition Label I -end J -end BEAM Length I -node J -node -------------------------------------------------------------- -or- Tag x y z I x y z LABEL (ft) - 1 - -.2 CHORD 1 B1 6.958 2 - 3 CHORD 1 B2 6.958 3 - 4 CHORD 1 B3 6.958 4 - 5 CHORD 1 B4 6.958 1 - 6 CHORD 1 T1 5.031 6 - 7 CHORD T2 4.659 7 - 8 CHORD 1 T3 5.403 8 - 9 CHORD 1 T4 5.403 9 - 10 CHORD T5 4.659 10 - 5 CHORD 1 T6 5.031 6 = 2 WEB 1 1 W1 2.319 2 -" 7 WEB 1 1 W2 3.267 7 - 3 WEB 1 1 W3 4.927 8 - 3 - WEB 1 1 W4 3.375 9 - 3 WEB 1 1 W5 4.927 9 - 4 WEB 1 1 W6 3.267 4 - 10 WEB 1 1 W7 2.319 /9 L -------------------------- BEAM DISTRIBUTED LOAD DATA BEAM I SMag EMag SLoc ELocDir Load Case Factors LABEL (K/Ft, Deg F) (ft) ( ft) , I 3: I 1 2 3 4 5 B1 0.014 ------------------------------------------------ Y 1 5: B2 0.014 y 1 1.00 B3 0.014 7: y 1 B4 0.014 1.00 y 1 9: T1 0.014 y 6.89 T2 0.014 Y�' 0.89 12: T3 0.014 y 13: 0.89 1.00 T4 0.014 y 0.89 T5 0.014 y 0.8 T6 0.014 y 0.8 B1 0.02 Y 1 B2 _: 0.02 y 1 B3. 0.02 y 1 B4 0.02 Y 1 T1 0.04 y 0.04 Y T3 0.04 Y 0899T2 T4 0.04 y T5 0.04 Y T6 0.04 y LOAD COMBINATION DATA Combination Run Stress Load Case Multipliers Factors Y -Load Description I ? IIncreasel 1 2 3 4 5 I Xgrav Ygrav Flag 1:TCLL+DL 1 1.00 2:BCLL+DL 1 1.00 1 1 1 1 3: 1..00 r 4: 1.00 5: 1.00 6: 1.00 7: 1.00 8: 1.00 9: 1.00 10: 1.00 11 1.00 12: 1.00 13: 1.00 Zo 9 NODE LABEL 1 1 2 2 3 3 4 4 5 5 6 6, 7 8 8 9 9 10 10 Q, NODAL Load Comb. 1 2 1 2 1 2� 1 2 1 2 1 2 1 2 2 1 2 1 2 ---------------------------- )ISPLACEMENTS AND,SPRING/SU] Displacements (in, rad) X Y Rotation 0.000 -0.000 0 0.000 -0.000 0 0.132 -0.420 -0.0030 0.094 -0.301 =0.0021 0.174 -0.483 0 0.123 -0.345 0 0.215 -0.420 0.00305 0.152 -0.301 0.00218 0.347 -0.000 0 0.246 -0.000 0 0.151 -0.348 -0.0040 0.107 -0.247 -0.0029 0.185 -0.457 -0.0008 0.131 -0.326 -0.0004 0.174 -0.471 0 0.123 -0.336 0 0.162 -0.457 0.00082 0.115 -0.326 0.00049 0.196 -0.348 0.00400 0.139 -0.247 0.00292 --------------- ?PORT REACTIONS Reactions (k,k-ft) X Y Rotation --------------------------- -0.00 0.92 0.00 -0.00 0.66 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 0.92 0.00 0.00 0.66 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 0.00 BEAM LABEL Bl B1 B2 B2 B3 B3 B4 B4 T1 T'1 T2 T2 T3 T3 T4 T4 T5 T5 T6 T6 W1 W1 W2 W2 W3 W3 W4 W4 W5 W5 W6 W6 Load (Comb. 1 2 1 2 1 2 1 2 1 2 •1 2 1 2 1 2 1 2 1 2 1' 2 1 2 1 2 1 2 1 2 1 2 --------------- BEAM END FORCES ... I Node End ... Axial Shear Moment -----(K) ----- (K) ---- (K -ft) --- -2.606 0.084 0.000 -1.791 0.121 0.000 -2.463 0.011 -0.254 -1.713 0.109 -0.042 -2.487 0.084 0.000 -1.770 0.121 0.000 -2.629 0.011 -0.254 -1.848 0.109 -0.042 2.937 0.176 0.000 2.018 0.085 0.000 2.755 0.023 -0.342 2.055 -0.027 -0.286 2.117 0.119 0.017 1.490 0.023 -0.041 2.001 0.113 0.000 1.460 0.038 0.000 2.655 0.177 0.017 2.029 .0.079 -0.041 2.829 .0.040 -0.342 1.990 -0.029 -0.286 0.097 0.000 0.000 -0.085 0.000 0.000 -0.105 0.000 0.000 -0.275 0.000 0.000 0.563 -0.000 0.000 0.373 -0.000 0.000 -1.588 0.000 0.000 -1.238 0.000 0.000 0.563 0.000 0.000 0.373 0.000 0.000 -0.105 -0.000 0.000 -0.275 -0.000 0.000 ----------------------------- ---------------------------- .. J Node End .. Axial Shear Moment ---(K) ------ (K) ---- (K -ft) -- 2.629 0.011 0.254 1.848 0.109 0.042 2.487, 0.084 0.000 1.770 0.121 0.000 2.463 0.011 0.254 1.713 0.109 0.042 2.606 0.084 0.000 1.791 0.121 0.000 -2.829 0.040 0.342 -1.990 -0.029 0.286 -2.655 0.177 -0.017 -2.029 0.079 0.041 -2.001 0.113 0.000 -1.460 0.038 0.000 -2.117 0.119 -0.017 -1.490 0.023 0.041 -2.755 0.023 0.342 -2.055 -0.027 0.286 -2.937. 0.176 0.000 -2.018 0.085 0.000 -0.097 0.000 0.000 0.085 0.000 0.000 0.105 -0.000 0.000 0.275 -0.000 0.000 -0.563 0.000 0.000 -0.373 0.000 0.000 1.588 0.000 0.000 1.238 0.000 0.000 -0.563 -0.000 0.000 -0.373 -0.000 0.000 0.105 0.000 0.000 0.275 0.000 0.000 LL L.S --------------------------------- --------------------------------------- BEAM END FORCES ------------------------------------------------------------------------ BEAM (Load I....... I Node End ........ J Node End .. LABEL Comb. Axial Shear Moment ••Axial Shear Moment --------------------(K)-----(K)----(K-ft)--- ---(K)------(K)----(K-ft)-- W7 1 0.097 0.000 0.000 -0.097 0.000 0.000 W7 2 -0.085 0.000 0.000 0.085 0.000 0.000 M CFS Version 2.10 L� SECTION: XC61650 Rev. Date 02-17-1994 Rev. Time 10:39:18 Design Parameters: Kx 1.000 Ky = 1.000 Kt = 1.000 Lx•= 61.200 Ly = 12.000 Lt = 61.200 Cbx= 1.000V Cby= 1.000 Cmx= 1:000 ✓ Cmy= 1.000 ✓ Loads: P Mx ! Vy My Vx Entered 2.8900 3.4800 0.0000 0.0000 0.1650 Applied 2.8900 3.4800 0.0000 1.1348 0.1650 Allowed 5.3876 24.6566, 2.6221 3.7411 0.0000 Ae = 0.48333 Ixe .= 2.76769 Iye = 0.15385 Sxe(t)= 0.90254 Sye(1)= 0.12878 Sxe(b)= 0.94349 Sye(r)= 0.35752 AISI Interaction Equations C5-1 (P,Mx,My) 0.536 + 0.145 + 0.309 = 0.990 C5-2 (P,Mx,My) 0.348 + 0.141 + 0.303 = 0.792 C3.3-1 (Mx,Vy) 0.018 + 0.000 = 0.018 C3.3-1 (My,Vx) 0.092 Mx M M� 0V 0,0q x Lb ------------------------------------------------------------ NODAL DATA I Global Default Temperature = 0.00 -------------------------------------------=------------------=------ NODE Coordinates Boundary Restraints Node LABEL X Y X-dof Y-dof Z-dof Temp ---------- --------- (ft) ------ =---- (0,1,2,in,K-in,radians)-----(F)--- 1 0 0 1 1 2 2 3 4 5 6 7 8 9 10 11 12 13 14 4.833 1.20825 9.667 2.41675 14.5 3.625 19.333 2..41675 24.167 1.20825 29 0 3.167 1.5835 6.417 3.2085 9.667 4.8335 14.5 7.25 19.333 4.8335 22.583 3.2085 25.833 1.5835 2 1 2 2 ----------------------------- BEAM DATA BeamProperty ------------------------------------------ End Releases Beam Definition Label I -end J -end BEAM Length e I-nodJ-node ------------------------------------------------------------- -or- Tag x y z I x y z LABEL (ft) 1 - 2 CHORD 1 B1 4.982 2 - 3 CHORD B2 4.983 3 - 4 CHORD 1 B3 4.982 4 - 5 CHORD 1 B4 4.982 5 - 6 CHORD B5 4.983 6 - 7 CHORD 1 B6 4.982 1 - 8 CHORD 1 T1 3.541 8 - 9 CHORD T2 3.634 9 - 10 CHORD T3 3.634 10 - 11 CHORD 1 T4 5.403 11 - 12 CHORD 1 T5 5.403 12 - 13 CHORD T6 3.634 13 - 14 CHORD T7 3.634 14 - 7 CHORD 1 T8 3.541 8 - 2 WEB 1 1 W1 1.708 2 - 9 WEB 1 1 W2 2.551 9 - 3 WEB 1 1 W3 3.345 3 - 10 WEB 1 1 W4 2.417 10 - 4 WEB 1 1 W5 4.982 4 - 11 WEB 1 1 W6 3.625 4 - 12 WEB 1 1 W7 4.982 12 - 5 WEB 1 1 W8 2.417 5 - 13 WEB' 1 1 W9 3.345 13 - 6 WEB 1 1 W10 2.551 6 - 14 WEB 1 1 W11 1.708 L L� -------------------------- BEAM DISTRIBUTED LOAD DATA BEAM I SMag EMag SLoc ELoc Dir Load Case Factors LABEL ----------------------------------- (K/Ft, Deg F) (ft) (ft) I 11 2 3 4 5 BI 0.014 ------------------------------------ y 1 B2 0.014 y 1 B3 0.014 y 1 B4 0.014- y 1 B5 0.014 y 1 B6. 0.014 / y 1 T1 0.014 / y p.89 T2 0.014 y 0.89 T3 0.014 y 0.89 T4 0.014 y 0.89 T5 0.014 y 0.89 T6 0.014 y 0 889 T7 0.014 y 0.89 T8 0.014 y 0.89 B1 0.02 y 1 B2 0.02 y 1 B3 0.02 y 1 B4 0.02 y 1 B5 0.02 y 1 B6 0.02 y 1 T1 0.04 y 0.89 T2 0.04 y 0.89 T3 0.04 Y 0.89 T4 0.04 y 0.89 T5 0.04 y 0.89 T6, 0.04 y 0.89 T7 0.04 y 0.89 T8 0.04 y 0.89 --------------------- LOAD COMBINATION DATA CombinationRun Stress Load Case Multipliers Factors Y -Load Description ? Increasel 1 2 3 4. 5 I Xgrav Ygrav Flag 1:TCLL+DL 1 1.00 1 1 1 1 2:BCLL+DL 1 1.00 1 1 1 1 3: 1.00 4: 1.00 5: 1.00 6: 1.00 7: 1.00 8: 1.00 9: . - 1.00 10: 1.00 11: 1.00 12: 1.00 13: --------------- ----------------------------------------------------------- 1.00 4 NODE LABEL 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 12 12 13 13 14 14 NODAL Load Comb. 1 2 � 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1• 2 1 2 1 2 1 2 1 2 1 2 --------------------------- )ISPLACEMENTS AND SPRING/SU: Displacements (in, rad) X Y Rotation ------------------------- -0.000 -0.000 0 -0.000 -0.000 0 0.116 -0.388 -0.0046 0.083 -0.279 -0.0032 0.172 -0.524 -0.0009 0.123 -0.376 -0.0007 0.198 -0.548 0 0.141 -0.393 0 0.223 -0.524 0.00098 0.160 -0.376 0.00077 0.279 -0.388 0.00467 0.200 -0.279 0.00328 0.395 -0.000 0 0.283 -0.000 0 0.135 -0.302 -0.0057 0.096 -0.215 -0.0041 0.192 -0.450'-0.0022 0.137 -0.322 -0.0016 0.211 -0.523 -0.0011 0.151 -0.375 -0.0007 0.198 -0.535 0 0.141 -0.383 0 0.184 -0.523 0.00114 0.131 -0.375.0.00072 0.203 -0.450 0.00225 0:145 -0.322.0.00165 0.260 -0.302 0.00578 0.186 -0.215 0.00415 --------------- ?PORT REACTIONS Reactions (k,k-ft) X Y Rotation --------------------------- 0.00 0.99 0.00 0.00 0.71 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 0.00 0.00 0.99 0.00 0.00 0.71 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 01.00 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 29 BEAM LABEL B1 B1 B2 B2 B3 B3 B4 B4 B5 B5 B6 B6 T1 T1 T2 T2 T3 T3 T4 T4 T5 T5 T6 T6 T7 T7 T8. T8' W1 W1 W2 W2 Load Comb. 1 2 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 --------------- BEAM END FORCES -0.190 I Node End ........ I....... Axial Shear Moment --=--(K) ----- (K)-=--(K-ft)--- 0.000- -2.526 0.115 0.000 -1.743 0.129 0.000 -2.928 -0.034 -0.402 -2.075 0.033 -0.232 -2.662 0.021 -0.063 -1.897 0.085 0.012 -2.679 0.046 0.000 -1.938 0.080 0.000 -2.945 0.102 -0.063 -2.116 0.131 0.012 -2.543 -0.047 -0.402 -1.784 0.036' -0.232 2.883 0.224 0.000 1.991 0.132 0.000 2.953 -0.048 -0.525 2.171 -0.071 -0.396 2.930 0.075 -0.066 2.094 0.028 -0.064 2.263 0.106 -0.054 1.594 0.013 -0.092 2.147 0.126 0.000 1.564 0.047 0.000 2.852 0.082 -0.054 2.074 0.013 -0.092 2.875 0.204 -0.066 2.151 0.112 -0.064 2.807 -0.072 -0.525 1.971 -0.092 -0.396 -0.190 0.000 0.000 -0.258 0.000 0.000 0.273 0.000- 0.000 0.077 0.000 0.000 JV ---------------------------- ---------------------------- ....... J Node End ........ Axial Shear Moment ---(K) ------ (K) ---- (K -ft) -- 2.543 -0.047 0.402 1.784 0.036 0.232 2.945 0.102 0.063 2.116 0.131 -0.012 2.679 0.046 0.000 1.938 0.080 0.000 2.662 0.021 0.063 1.897 0.085 -0.012 2.928 -0.034 0.402 2.075 0.033 0.232 2.526 0.115 0.000 1.743 0.129 0.000 -2.807 -0.072 0.525 -1.971 -0.092 0.396 -2.875 0.204 0.066 -2.151 0.112 0.064 -2.852 0.082 0.054 -2.074 0.013 0.092 -2.147 0.126 0.000 -1.564 0.047 0.000 -2.263 0.106 0.054 -1.594 0.013 0.092 -2.930 0.075 0.066 -2.094 0.028 0.064 -2.953 -0.048 0.525 -2.171 -0.071 0.396 -2.883 0.224 0.000 -1.991 0.132 0.000 0.190 -0.000 0.000 0.258 -0.000 0.000 -0.273 -0.000 0.000 -0.077 -0.000 0.000 �f BEAM LABEL W3 W3 W4 W4 W5 W5 W6 W6 W7 W7 W8 W8 W9 W9 W10 W10 W11 W11 Load Comb. 1 2 1 2 2 1 2 1. 2 1 2 1 2 1 2 1 2 --------------- BEAM END FORCES ....... I Node End ........ Axial Shear Moment -----(K) ----- (K) ---- (K -ft) --- 0.252 0.000 0.000 0.165 0.000 0.000 -0.248 0.000 0.000 -0.302 0.000 0.000 0.629 -0.000 0.000 0.454 -0.000 0.000 -1.695 0.000 0.000 -1.315 0.000 0.0.00 0.629 0.000 0.000 0.454 0.000 0.000 -0.248 0.000 0.000 -0.302 0.000 0.000 0.252 -0.000 0.000 0.165 -0.000 0.000 0.273 -0.000 0.000 0.077 -0.000 0.000 -0.190 -0.000 0.000 -0.258 -0.000 0.000 ---------------------------- .... . . J Node End ........ Axial Shear Moment --- (K) ------ (K) ---- (K -ft) -- -0.252 -0.000 0.000 -0.165 -0.000 0.000 0.248 0.000 0.000 0.302 0.000 0.000 -0.629 0.000 0.000 -0.454 0.000 0.000 1.695 0.000 0.000 1.315 0.000 0.000 -0.629 -0.000 0.000 -0.454 -0.000 0.000 0.248 0.000 0.000 0.302 0.000 0.000 -0.252 0.000 0.000 -0.165 0.000 0.000 'r -0.273 0.000 0.000 -0.077 0.000 0.000 0.190 0.000 0.000 0.258 0.000 0.000 4w --4 .q ik -------------------------------------------------------------------=---- NODAL DATA Global Default Temperature = 0.00 -------------1--------------------------------------------------------- NODE Coordinates I BoundaryRestraints Node LABEL X Y X-dof Y-dof Z-dof Temp --------- (ft) --------- --- (0,1,2,in,K-in,radians)-----(F)--- 0 0 1 1 2 4.833 1.20825 9.667 2.41675 1 2 3 4 5 6 7 8 9 10 11 12 13 14 14.5 3.625 19.333 2.41675 24.167 1.20825 27.083 0.47925 3.167 1.5835 6.417 3.2085 9.667 4.8335 14.5 7.25 19.333 4.8335 22.583 3.2085 27.083 0.9585 ----------------------------- Beam 'Property Definition Label I -node J -node -or- Tag ----------------------------- 1 - 2 CHORD 2 - 3 CHORD 3 - 4 CHORD 4 - 5 CHORD 5 - 6 CHORD 6 - 7 CHORD 1 - 8 CHORD 8 - 9 CHORD 9 - 10 CHORD 10 - .11 CHORD 11 - 12 CHORD 12 - 13 CHORD 13 - 14 CHORD 8 - 2 WEB 2 - 9 WEB 9- - 3 WEB 3 - 10 WEB 10 - 4 WEB 4 - 11 WEB 4 - 12 WEB 12 - 5 WEB 5 - 13 WEB 13 - 6 WEB 14 - 7 WEB 14 - 6 WEB BEAM DATA End Re: I -end x y z 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 2 2 2 Leases J -end x y z 1 1 1 1 1 1 1 1 � 1 1 1 1 1 1 1 1 ------------ BEAM LABEL ------------ B1 B2 B3 B4 B5 B6 T1 T2 T3 T4 T5 T6 T7 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 Beam Length (ft) 4.982 4.983 4.982 4.982 4.983 3.006 3.541 3.634 3.634 5.403 5.403 3.634 5.031 1.708 2.551 3.345 2.417 4.982 3.625 4.982 2.417 3.345 2.551 0.479 2.927 0,1 ------------------------------------------------------------------------ BEAM DISTRIBUTED LOAD DATA BEAM SMag --------------------------------- EMag SLoc ELoc Dir Load Case Factors LABELI ------------------------------------------------------------------------ •(K/Ft, Deg F) (ft) (ft) I 11 2 3 4 5 B1 0.014 y 1 B2 0.014 y 1 B3 0.014 y 1 B4 0.014 y 1 B5 0.014 y 1 B6 0.014 y 1 T1 0.014 y 0.89 T2. 0.014 y 0.89 T3 0.014. y 0.89 T4 0.014 y 0.89 T5 0.014 y 0.89 T6 0.014 y 0.89 T7 0.014 y 0.89 B1 0:02 y 1 B2 0.02 y 1 B3 0.02 y 1 B4 0.02 y 1 B5 0.02 y 1 B6, 0.02 y 1 T1 0.04 y 0.89 �. T2 0.04 y 0.89 T3 0.04 y 0.89 T4 0.04 y 0.89 T5 0.04 y 0.89 T6 0.04 y 0.89 T7: 0.04 y 0.89 15`�) ' � -- ------------------------------------------------------------------------ _-_--_----_-------__----------__-_-_-----------------_-------_-__------_. LOAD COMBINATION DATA Combioatioo Run lIncreasel Stress Load Case Multipliers Factors ][-Load Description ------------------------------------------------- | ? l 2 3 4 5 | }{gzan Ygran Flag 1:TCLL+DL l ^ 1.00 ----------------------- l l l � l 2:BCLLf0L l 1.00 l l l l 3: 1.00 *: ' 1.00 5: 1.00 8:. 1.00 7: . 1.00 8: 1.00 9: ' 1.00 lO: 1.00 ll: 1.00 12: 1.00 |------------------------------------------------------------------_----- 13: | | l,OD | | | | �r NODE LABEL 1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11 11 12 12 13 13 14 14 NODAL Load Comb. 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 --------------------------- DISPLACEMENTS AND SPRING/SU Displacements (in, rad) X Y Rotation -0.000 -0.000 0 -0.000 -0.000 0 0.097 -0.317 -0.0035 0.069 -0.228 -0.0025 0.137 -0.400-0.0001 0.098 -0.288 -0.0002 0.150 -0.380 0 0.108 -0.274 0 0.182 -0.317 0.00164 0.130 -0.229 0.00120 0.235 -0.166 0.00405 0.168 -0.121 0.00297 0.276 -0.000 0 0.198 -0.000 0 0.111 -0.252 -0.0046 0.079 -0.179 -0.0033 .0.149 -0.360 -0.0013 0.107 -0.258 -0.0010 0.153 -0.398 _0.0003 0.110 -0.286 7--0.0001 0.121 -0.368 0 0.087 -0.265 0 0.130 -0.317 0.00164 0.093 -0.228 0.00105 0.161 -0.227 0.00284 0.116 -0.164.0.00216 0.260 -0.001 0 0.186 -0.001 0 15% --------------- ?PORT REACTIONS Reactions (k,k-ft) X Y Rotation --------------------------- 0.00 0.92 0.00 0.00 0.66 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 0.00 0.00 0.92 0.00 0.00 0.66 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 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 BEAM LABEL B1 B1 B2 B2 B3 B3 B4 B4 B5 B5 B6 B6 T1 T1 T2 T2 T3 T3 T4 T4 T5 T5 T6 T6 T7 T7 W1 W1 W2 W2 W3 W3 (Load Comb. 1 2 1 2 1' 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 --------------- BEAM END FORCES ... I Node End 0.000 Axial Shear Moment -----(K) ----- (K) ---- (K -ft) --- -2.340 0.108 0.000 -1.609 0.124 0.000 -2.678 -0.030 -0.371 -1.896 0.037 -0.209 -2.403 0.023 -0.054 -1.711 0.086• 0.019 -2.157 0.047 0.000 -1.567 0:078 0.000 -2.029 0.065 -0.064 -1.433 0.113 0.020 0.013 -0.053 -0.221 -0.001 0.005 -0.134 2.673 0.212 0.000 1.841 0.123 0.000 2.718 -0.039 -0.483 2.002 -0.064 -0.366 2.649 0.072 -0.059- 1.892 0.026 -0.059 1.973 0.109 -0.037 1.386 0.015 -0.080 1.859 0.119 0.000 1.357 0.041 0.000 2.272 0.109 -0.013 1.659 0.039 -0.060 1.787 0.083 -0.125 1.364 0.002 -0.129 -0.156 0.000 0.000 -0.234 0.000 0.000 0.230 0.000 0.000 0.046 0.000 0.000 0.262 0.000 0.000 0.172 0.000 0.000 ,-S 4 ---------------------------- ---------------------------- .. J Node End ., Axial Shear Moment ---(K) ------ (K) ---- (K -ft) -- 2.357 -0.041 0.371 1.650 0.040 0.209 2.695 0.097 0.054 1.937 0.128 -0.019 2.420 0.045 0.000 1.752 0.078 0.000 2.140 0.021 0.064 1.526 0.086 -0.020 2.012 0.002 0.221 1.391 0.051 0.134 -0.023 0.094 0.000 -0.024 0.094 0.000 -2.597 -0.060 0.483 -1.821 -0.084 0.366 -2.640 0.195 0.059 -1.982 0.105 0.059 -2.570 0.084 0.037 -1.872 0.014' 0.080 -1.856 0.123 0.000 -1.356 0.045 0.000 -1.975 0.114 0.013 -1.388 0.019 0.060 -2.350 0.047 0.125 -1.680 0.001 0.129 -1.895 0.133 0.000 -1.392 0.054 0.000 0.156• -0.000 0.000 0.234 -0.000 0.000 -0.230 -0.000 0.000 -0.046 -0.000 0.000 -0.262 -0.000 0.000 -0.172 -0.000 0.000. L' �. BEAM; ' LABEL W4 W4 W5 W5 W6 W6 W7 W7 W8 W8 W9 W9 W10 W10 W11 Wil W12 W12 x (Load Comb. 1 2 1 2 1. 2 1 2 1 2' 1 2 1 2 2 1 2 --------------- BEAM END FORCES ---------------------------- ---------------------------- .. J I Node End'........ .. I....... Axial Shear Moment Moment -----(K) ----- (K) ---- (K -ft) --- -0.250 0.000 0.000 -0.303 0.000 0.000 0.640 0.000 0.000 0.462 -0.000 0.000 -1.445 0.000 0.000 -1.136 0.000 0.000 0.377 0.000 0.000 0.277 0.000 0.0.00 -0.026 0.000 0.000 -0.137 0.000 0.000 -,0.132 -0.000., 0.000 -0.144 -0.000 0.000 0.511 -0.000 0.000 0.227 -0.000 '0.000 0.826 0.000 0.000 0.566 0.000 0.000 -1.641 0.000 0.000 -1.226 0.000 0.000 ---------------------------- ---------------------------- .. J Node End .. Axial Shear Moment ---(K) ------ (K) ---- (K -ft) -- 0.250 0.000 0.000 0.303 0.000 0.000 -0.640 -0.000 0.000 -0.462 0.000 0.000 1.445 0.000 0.000 1.136 0.000 0.000 -0.377 -0.000 0.000 -0.277 -0.000 0.000 0.026 0.000 0.000 0.137 0.000 0.000 0.132 0.000 0.000 0.144 0.000 0.000 -0.511 0.000 0.000 -0.227 0.000 0.000 -0.826 0.000 0.000 -0.566 0.000 0.000 1.641 -0.000 0.000 1.226 -0.000 0.000 ca eGI B U T T E C O U N T Y B U I L D I N G D E P A R T M E N T F A X C 0 V E R S H E E T DATE ¢ FAX NUMBER (916) 538-2140 `D 41 oi " TO: ST��� 7Rll SS sewe '�l Co • FAX NUMBER: 222 2 Qo ATTENTION: REGARDING: A.P. NO. PERMIT NO. SUBJECT: M/C�/�C SEE 7GlSS�S SPECIAL T_NSTRUCTIONS: [ ] SEE PLAN CHECK LIST TO FOLLOW [ ] REVIEW AND RESPOND ACCORDINGLY - FOR YOUR .INFORMATION ONLY 0 OTHER:- ! 07E%/ F SINCERELY, JOHN HENRY, P.E. PLAN CHECK ENGINEER 56Af 7- +/�/eon err . LAN DO F NATURAL WEALTH AND BEAUTY BUILDING DIVISION r.: • •:� . is+�•-'- • •.. DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 B U T T E C O U N T Y B U I L D I N G D E P A R T M E N T F A X C 0 V E R S H E E T DATE ¢ FAX NUMBER (916) 538-2140 `D 41 oi " TO: ST��� 7Rll SS sewe '�l Co • FAX NUMBER: 222 2 Qo ATTENTION: REGARDING: A.P. NO. PERMIT NO. SUBJECT: M/C�/�C SEE 7GlSS�S SPECIAL T_NSTRUCTIONS: [ ] SEE PLAN CHECK LIST TO FOLLOW [ ] REVIEW AND RESPOND ACCORDINGLY - FOR YOUR .INFORMATION ONLY 0 OTHER:- ! 07E%/ F SINCERELY, JOHN HENRY, P.E. PLAN CHECK ENGINEER 56Af 7- +/�/eon (2) DRYWALL SCREWS INSTALLED INTO WOOD TAIL PRIOR TO TRUSS ASSEMBLY DRYWALL SCREW — l\C\' 0 E.N. 8d 6" 0/C — CCX ROOF PLY EXPOSED COND.— SCABBED ON la rm WOOD—TAIL ,,.,.��K; :r 2x WOOD BLOCKING W/ 18ga. BENT CLIP ANGLE W/ 3—#8 RWD INTO TRACK & 3—DRYWALL SCREWS INTO BLOCKING SECTION NOT TO SCALE STL553. DWG I STEEL TRUSS TOP TRACK GYP. BD. C—STUD NOTE: SEE TRUSS DETAILS FOR ADD'L INFO i Roberts Consulting Engineering 1708 Salem Street • Chico, CA 95928 • (916) 894-8801 December 15, 1994 Mr. John Henry - Plan Check Engineer Building Division Department Of Development Services 7 County Center Drive Oroville, CA 95965-7541 RE: Niemi Residence Dear John, COPS' I am sending a response to your "Memo To File" list dated December 1, 1994 and December 14, 1994 for a proposed steel conversion on Building Permit # 93-0882 for the Niemi Residence located on AP #058-670-015. The itemized responses for your comments are as follows: List Dated December 1, 1994 1 Gable end walls are to be balloon framed. 2 The entrance foyer is partially platform framed and are full height framed at the beam support studs, which support the wall out of plane. 3 Top track splices are required and shall be installed. 4 The DTS strap configurations have been re -analyzed given the existing locations of the SSTB .Anchor Bolts. The strap sizes have been changed to reflect the 4" width used rather than the 3" width originally requested by Steel Home Supply. Many of the double sided DTS straps have been revised to single sided due the width increase. 5 The plate washers are required, and will be installed. The non -approved spacer, (a short piece of pipe), is acceptable provided that the plate washer is installed and the nut is fully threaded onto the bolt. 6 The location of the SSTB bolts within the break formed plates are not in accordance with the plans and shall be replaced or re -installed as required. 7 Break formed plate to installed at the floor at the rear cripple wall. 8 The truss bearing shoes shall be installed in accordance with the Parker Engineering Plans. - 9 Truss bracing shall be installed in accordance with the Parker Engineering Plans. 10 The hardware required at the top track to the roof shall be installed in accordance to the plans. 11 The beam between the entrance foyer and the hallway to the bedrooms, B3 has been 'a analyzed and changed in the calculations to match the existing construction. v MW �A i' Roberts Consulting Engineering 1708 Salem Street • Chico, CA 95928 • (916) 894-8801 12 The roof framing system in the entrance foyer has been revised to match the existing construction. 13 The change in the rear cripple wall height has been accounted for in the calculations, especially in the DTS Frame Analysis. 14 The entrance framing has been added to the drawings. The beams previously supporting the framing in the calculations B 12 & B 14 have been deleted. 15 The location of the DTS straps on the break formed plates is to be corrected to match the plans. List Dated December 14, 1994 16 Sill details have been created to depict additional actual field conditions and are attached to this letter. (The details 171, Studs are required at each end of the break formed plate and are to be installed after proper placement of the break formed plates. 18 The break formed plates are to be installed along the raked plates in accordance with the plans. Thank -you for your help. If you have any questions please contact me at the address and number above. Sincerely yours, Charles J. Roberts, PE. att. Sill connection details (hard copy mailed) r CHARLES ROBERTS 1708 SALEM ST. CHICO, CA 95928 ......... nt A :`i ^, = iV a U �,� l `/V EA L T H r. i D 3 =. ' BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE. CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 DATE: 8/31/94 RE: PROPOSED STEEL CONVERSION A. P: 058-670-015 B.P.# 93-0882 With reference to the above subject, attached is: [ X] Plan check list [ ] Red marked calculations [ ] Red marked plans Other: ACTION REQUIRED: [ X] Comply with plan check list [ X) Resubmit plans with revisions as required [ ] Resubmit calculations with revisions as required. Remarks: If you should have any questions, please call (916) 538-7541, between 3:00 & 5:00. Very truly yours, CC: MARK NIEMI 3219 TREVOR ROAD OROVILLE, CA 95965 John R. Henry Plan Check Engineer NO7 Sl�I�3�iiTTE� � De'= PERMIT APPLICANT: CHARLES ROBERTS DATE: 8/31/94 PERMIT # 93-0882 CLARIFY 362DS25P STUD REQUIRED AT INTERIOR PARTITIONS- PLANS MUST INDICATE SPECIFIC STUD DESIGNATION REQUIRED. PROVIDE ALL CONNECTION DETAILS AT ROOF/CEILING SYSTEM SHOWN IN SECTION B ON SHEET 6. COORDINATE GLULAM RIDGE BEAM SHOWN ON B/6 WITH HEADER SCHEDULE (B-11). t PROVIDE A 12" WIDE CONTINUOUS FOOTING AT THE PORCH PER UBC.SEC. 2907. CLARIFY TYPICAL HEADER TO BE USED. SECTION A ON SHEET 6 SHOWS 6X12. 'CLARIFY MAXIMUM CEILING JOIST SPAN OF 4 FEET IN CALCULATIONS. SECTION B/6 INDICATES 7 FOOT SPAN. x COORDINATE ANCHOR BOLT NOTE ON SECTION A/6 WITH STEEL DESIGN REQUIREMENTS. 8. NOTE STUDS REQUIRED AT BALLOON FRAMED -WALLS. 9. ANALYSIS OF (BALLOON FRAMED) CLERESTORY WALLS MUST INCLUDE INCREASED TRIBUTARY WIND LOADING AREA DUE TO WINDOWS. PROVIDE SUPPORTING DOCUMENTATION FOR ALLOWABLE LOAD CAPACITY OF SCREWS USED IN CONNECTIONS. 11 INTERIOR BRACED WALLS AT LINES 2 AND 3 CREATE SEPARATE ROOF DIAPHRAGMS. PROVIDE A CONTINUOUS BOUNDARY MEMBER AND INDICATE DIAPHRAGM NAILING ON THE PLANS. TOP PLATE TRACK SERVES AS THE COLLECTOR TO DRAG ROOF DIAPHRAGM SHEAR TO BRACED WALLS AS WELL AS THE DIAPHRAGM CHORD. PROVIDE AN ANALYSIS OF COLLECTOR FORCES AND DESIGN SPLICE AND CONNECTION TO DTS PLATE -ACCORDINGLY. �-X3. CLEARLY INDICATE.TRACK SPLICE CONNECTION ON PLANS. C3QF00TING MUST INDICATE ONE #4 REBAR PER SIMPSON SSTB REQUIREMENTS. PROVIDE FRAMING AND CONNECTION DETAILS AT CLERESTORY ENTRANCE WALL. ,ROVIDE ANALYSIS OF AXIAL LOADING AT COMPRESSION STUD AT DTS BRACED WALLS. PLANS MUST INDICATE THE NUMBER OF SCREWS REQUIRED AT THE BRAKE FORMED PLATE - TO -STUD CONNECTION. CLARIFY IF NO ANCHORAGE OTHER THAN THE SSTB BOLTS.EXISTS AT THE FOUNDATION. . PROVIDE AN .ANALYSIS OF THE OUT -OF -PLANE FORCE CONNECTION OF STUD WALLS AT THE FOUNDATION. 18.' PROVIDE A NOTE ON THE PLANS WHICH ADDRESSES UBC SEC. 302(C) AND SEC. 307. PROVIDE COMPLETE CALCULATIONS FOR TRUSSES INCLUDING ALL CONNECTIONS. PROVIDE DATA SUPPORTING THE ALLOWABLE CAPACITY OF SCREWS USED TO FASTEN MEMBERS. PROVIDE CALCULATIONS FOR EACH MEMBER TYPE AND FOR EACH CRITICAL LOAD CONDITION. THE SUBMITTED CALCULATIONS ONLY INCLUDE THE ANALYSIS OF ONE , TRUSS TOP CHORD MEMBER. MEMO TO FILE Owner: Mark Neimi A.P. No. 058-670-015 From: John R. Henry, Plan Check Engineer Date: 12/01/94 Subject: Field Inspection on Thursday, 12/01/94 The building permit (#93-883) was originally issued for a conventional wood -frame residence. After issuance, a contractor (Michael Lee) proposed to convert the building construction from wood frame to light gage, cold formed steel construction. Due to various delays in the process, approved plans for the conversion to steel construction were never issued. During the process of plan checking the revised plans and resolving some engineering problems, the construction apparently continued without approved plans on the job site. A field inspection of the building was made on Thursday, 12/01/94 by myself and Michael Vieira. The building had been constructed to the stage of having the exterior walls framed as well as the steel trussed roof structure in place. The following discrepencies were observed between the plans (still not approved at the time of our inspection) and the as - built conditions found in the field: 1. Gable end walls at vaulted ceilings are platform framed whereas the plans indicate balloon framing. 2. The entrance foyer walls (front and rear) are platform framed whereas the plans indicate balloon framing. 3. The top plate track splice diaphragm chord and collector accordance with the plans. required to develop the roof forces is not provided in 4. The DTS braces are not installed in accordance with the plans. The number of chord studs, number of screws to the studs, and number of screws to the brake formed plates are not per plans. The DTS braces which require double straps are not installed per plans. 5. The STAB bolt washers (5.5" x 5.5" x 0.511) are not installed per plans. A non -approved spacer of some kind is used between the STAB nut and washer to make up for a probable 1.5" error in setting the STAB bolts. s Memo to Neimi File, A.P. No. 058-670-015 Page 2 6. The location of where the STAB bolts go through the brake formed plates is not per plans (4.5" from end). 7. There is no brake formed plate where DTS passes through the floor above the rear cripple wall per plans. 8. The bearing shoe required at each truss bearing point at the top plate track and the associated connection is not per plans. 9. The U channel lateral bracing between trusses is not installed per truss plans. 10. The hardware required to provide the connection of the roof to the top plate track and wall is not installed per plans. 11. The beam supporting the roof between the entrance foyer and hallway to the bedrooms is not per plans. 12. The roof framing system over the entrance foyer is not per the plans. 13. The height of the rear cripple wall appears to be about 8' whereas the plans indicate about 61. 14. The.roof framing system over the entrance porch area is not in conformance with the truss plans. 15: The location of where the DTS strap connects to the brake formed plate is not per plans. The above list may not reflect all of the discrepencies between the construction and the plans. It is necessary for the plans to be in conformance with the actual construction, or vice versa. This will involve modifying the field conditions to conform to the engineering and plans, or revising the engineering to accomodate the field conditions, or both. ,:;14 Memo to Niemi File, A.P.. No. 058-.670-015 Page 3 The following items were noted during a review of the photo slides taken during the inspection. 16. Details 4/7 and 5/7 do not represent the actual field conditions. These details should be revised to reflect actual construction. 17. A stud is required at each end of the brake formed plate per plans. No such stud exists at each brake formed plate in the field. 18. The left elevation shows a raked brake formed plate at the roof level. No such plate exists in the field. Roberts Consulting Engineering 1708 Salem Street • Chico, CA 95928 • (916) 894-8801 November 15, 1994 Mr. John Henry - Plan Check Engineer Building Division Department Of Development Services 7 County Center Drive Oroville, CA 95965-7541 RE: Niemi Residence Dear John, I am sending a response to your Plan Check List dated August 31, 1994 for a proposed steel conversion on Building Permit # 93-0882 for the Niemi Residence located on AP #058-670-015. The itemized responses for your comments are as follows: 1 362DS25P and 362SS25P studs specified on cross section A/6 as typical interior studs. 2 Connection detail for eve to wall condition added. 3 Glu -Lam specification corrected. 4 12" wide footing specified at the porch. 5 Reference to 6x12 removed, replaced with 3-600CS 18P (corresponds to B1 in calcs), see section A/6 6 4' span. in calculations is correct, detail added to B/6 to provide support at required intervals. 7 Anchor bolts shown are typical sill bolting, not the anchorage used for holdowns. 8 Proper size for balloon framed walls shown, see left elevation on sheet 4 9 The studs are doubled -up at the window locations. 10 Steeler screw capacity chart attached to this letter. 11 Detail added at the eves of Section B/6 to provide continuous boundary conditions and proper shear transfer. 12 Sheet 32 of the calculations has been revised to support the design of the top track as a collector. 13 Detail 6/7 revised to indicate design of the splice for collector plates and a reference to detail 6/7 has been added to detail 1/7. Of une cnu ,G O pI 14 Details 2/7 & 4/7 revised to show required reinforcing as required bey ftS1041 Strong Tie. la®l Roberts Consulting Engineering 1708 Salem Street w Chico, CA 95928 * (916) 894-8801 15 Details added. 16 Sheet 33 of the calculations has been revised to clearly indicate the analysis for the compression studs and for the screws required for the attachment of the break -formed plate to the compression studs. Detail 6/7 has been revised to indicate the required screws. 17 See response to comment 7. 18 Notes added. 19-21 See responses provided by Parker Engineering, (on a separate submittal). Thank -you for your help. If you have any questions please contact me at the address and number above. Si Charles J. Cxn 3-3 r-9 --4- cc: Steel Home Supply att. Steeler Screw Capacities (sent via fax) Revised Calc Sheets a 2 11/15/94 Niemi Residence -Braced Frame Analysis P5 3 z Chord Force Summary Chord Data Unit Load (w) Chord Force Chord Chord Length (L) Depth (D) (Wind or Seismic) (T) = w•LZ Boundary Line ft ft I Kis 8•D 1 & 2 A or C 35 29 165 0.87 2 8T 3 A or C 16 25 165 0.21 3 a 4 A or C 28 25 165 0.65 5 8E 6 B or D 23 36 155 0.28 A 8T C 1 or 2 29 35 325 0.98 B 8E D 5 or 6 36 23 165 1.16 Max Frame Load: (kips) 4.21 Track Thickness (t) 18 gage Required 0.0451 inches Track Width = T•0.75.1.67 Fy = 33 ksi Fy0.95•t Width (w) = 4.0 inches Screw Size No. = 10 Shear Capacity = 258 pounds Required Screws Number Required = 13 -No. 10's At Splice = T90.75 (Shear Cap.) P5 3 z 11/15/94 Niemi Residence - Braced Frame Analysis DTS BRACED FRAME SUMMARY » DTS# DTS Strap #10 Screws Max Stud Max. Pc Added #10 Screws A.B. Size Locations Size Required Height Load Studs* Required (Wall Lines) Feet Kis Per Stud** DTS1 Single 3" x 18g IOea. 13 1.88 1-600CSl8P 8 5/8 x 12" embed 5,6,A-lower,D or STAB 16 DTS2 Double 3" x 18g 1Oea. 14 3.37 2-600CS18P 7 5/8 x 12" embed 1,C ' or STAB] 6 DTS3 Double 3" x 18g 1Oea. 15 5.78 3-600CS18P 8 7/8 x 12" embed . 2,3,4,A-2 Story, B or STAB28 * Based on a stud capacity of: (for single studs) (for multiple studs) * * Based on a screw capacity: 2070 lbs. @ Height < 14 1210 lbs. @ Height < 16 3450 lbs. @ Height < 14 2790 lbs. @ Height < 16 258 lbs. for #10 screws STRUCTURAL CALCULATIONS RCE Job #94-007 CONSULTING ENGINEERING Chico, CA 95928 (916) 894-8801 for Mark & Darla Niemi Niemi Residence 3219 Trevor Road Oroville , CA 95965 Calculation Index: P 1) Gravity Analysis 1-14 2) Lateral Analysis 15-35 Revision Summary: Rev. 0 Initial Issue Rev. 1 Plan check response Rev. 2 Revised to match as -built conditions. These Calculations have been prepared for plans drawn by Jim Peterson for the above indicated property. The results of the calculations have been incorporated on said plans. ROBERTS 1708 Salem Street CONSULTING ENGINEERING Chico, CA 95928 (916) 894-8801 - — �l,= x \:—,- cciA (E Xx+ Uwe n --. LA MA 4'D Esq �f " N�evv�� Kes �rav��� Loads 4 Mises Z� I T-lz.l 8 rs- Sic' Lv�_� — Wa,1 I Li ✓e. (=rl+) 5 ps; IOPs�F 5aL 10 5-�- G Cp Si-ud s 2.0 ►`�1 i sem. 2.8 IOPs�F 5aL 10 5-�- 2 `ilk — . Ghc�k =n-� , (►� n .ar i n�, Wa It hA i n. La—Z-ere:� l Load s = s S. u Tr 3 y/� x I `��+" x ZS NCax " 34 Z SS 2 5 F> ID o `�3CoZDSzSP`I o� So i se's I" \ ax Sicln = 4' O" L L = ►aPs� L L O P Ca00 s ly Sd Zfl Max span Z,4'� oc, SPacin� 2,e, 7- DS Z5 P'� 4 �- S„ 3CoZSSZ5 P" Lf 10 0 l.lsc e��er GE MC.d `�� Z DSZS P or �Zc� IGF30 �P �' 34d3 -P "moo „Z —cP d OZ S-2OOa)j ,o .,o h hZ 004') . ,21 < ups . oo o Gi�nw w'''S 51.Q was Uo�1 ► puv� SCI J o , o ` tis G,,s rov-i rul.m -�ti— Orz s ��0� -Psyr Z > W -T, "moo „Z —cP d OZ S-2OOa)j ,o .,o h hZ 004') . ,21 < ups . oo o Gi�nw w'''S 51.Q was Uo�1 ► puv� SCI J o , o ` tis G,,s rov-i rul.m -�ti— 281 WSHEIAS EYGI:nS(y5SOUAIif- •12.382 1W SI - FS EYE-I:n:;l. 5SOUAIiC momNational�Brand n2%9 zwsrntels elsf:YE-En,[^ssD,�•vir. •12392 H[CYCI.CDWIIIIC 5SOUMI:- 1 0 79 -o L 0 Vj if, i r rtr0. 6 T 0 0 41 I ►� n N � LA .o 0 � G V� nTj � . m d^ �g O O v N =\ t o o= 281 WSHEIAS EYGI:nS(y5SOUAIif- •12.382 1W SI - FS EYE-I:n:;l. 5SOUAIiC momNational�Brand n2%9 zwsrntels elsf:YE-En,[^ssD,�•vir. •12392 H[CYCI.CDWIIIIC 5SOUMI:- 1 0 79 -o L 0 Vj if, i r rtr0. 6 T 0 0 41 I ►� n N � LA 3 . � V� m d^ 281 WSHEIAS EYGI:nS(y5SOUAIif- •12.382 1W SI - FS EYE-I:n:;l. 5SOUAIiC momNational�Brand n2%9 zwsrntels elsf:YE-En,[^ssD,�•vir. •12392 H[CYCI.CDWIIIIC 5SOUMI:- 1 0 79 -o L 0 Vj if, i r rtr0. 6 T 0 0 41 Ur �V Cil T I VVVVVV`U `L V L Li Y Poor,+ Ind = Cz• (zo+ ILA 33�z 1� _ ��� @ Z� In, L- U r i�crtn occi = (S ' (a V t✓1ax Mor-ncn-� M Ztp.914 Z-1-� -, A6 � G (o 1 S t 93 sh eat- e -.A P per e::�Lv c� o Vq — iiak✓ Ei=� L l�� l� Z i� Mn = S F, I/lrn -7-(Z• 3 3 1✓1 n = 2 3 491 11-1 MG = lLAIC -4 S c = 0 1 Z- i n •�o r (o UOGS 18 Z 3. -LI`iv �iGi I L Q� -- ZS Trn 3 - GEMGo Cp00'1s t8 PSS (�91 z -4- Z(o�gy z. = O,S�} < S�ZO) 47-1 IS s�PPor"'�• 3-;y(0Z = 1�38� < I��I10 ►J (a 1co�d 3 • y (oZ = 1,38fo > 1l lzz: LA s c 3- W 3 4=-nA -ivb, s4-i4�fcam narS '2 P M y3+NC 03/03/94 = Hiemi Residence - Wood Beams q Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member Case Load Load (ft) Lat Supt F'b Cs (ft) (ft) Stress Errors (klf) (k) b/d (in) (in) (psi) Increase Case 1 Uniform Load B3 DL 0.088 N/A 7.00 95 1,250. 1,700 240 N/A N/A 25% LL 0.100 N/A 3.50 24 1,250 5.90 total 0.188 N/A 9.25 Req'd A= 6.48 Act'l 1= 230.84 Req'd Beam Size: Shear-OK RDL 0.308 Req'd S= 8.84 deft dl= 0.01 4 10 Bending-OK RLL 0.350 Req'd 1= 17.07 deft tl= 0.03 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.00 Ft = 625 Ke = 1.0 le/d < 50 - OK WLComp. 2.40 fc = 74 K = 28.77' DLTen. 0.00 Fc = 925 le/d = 9.08 Check: fc/F'c + fb/(F'b-)k) < 1 0.257 < I -OK LLTen. 0.00 ft = 74 J = 0.00 (fb-ft)/F'b < 1 0.130 < I -OK WLTen. 2.40 ft/Ft + fb/Fb < 1 0.296 < I -OK Case I Uniform Load B4 DL 0.088 N/A 12.00 95 1,250 1,700 240 N/A N/A 25% LL 0.100 N/A 3.50 24 1,250 5.90 total' 0.188 N/A 9.25 Req'd A= 12.42 Act'l 1= 230.84 Req'd Beam Size: Shear-OK RDL 0.528 -' "kiq'd S= 25.99 def! dl= 0.10 4 10 Bending-OK RLL 0.600 Req'd 1= 85.99 def! d= 0.22 { DF #1 } Defl: OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.00 Ft = 625 Ke = 1.0 le/d<50.OK WLComp. 2.40 fc = 74 K = 28.77 DLTen. 0.00 Fc = 899 le/d = 15.57 Check: fc/F'c + fb/(F'b-Jfc) < 1 0.610 < 1 -OK LLTen. 0.00 ft = 74 J = 0.26 (fb-ft)/F'b < 1 0.473 < I -OK WLTen. 2.40 ft/Ft + fb/Fb < 1 0.639 < I -OK Case 1 Uniform Load B5 DL 0.088 N/A 5.00 95 1,250 1,700 240 N/A N/A 25% LL 0.100 N/A 3.50 24 1,250 5.90 total 0.188 N/A 9.25 Req'd A= 4.11 Act'l I= 230.84 Req'd Beam Size: Shear-OK RDL 0.220 Req'd S= 4.51 def! dl= 0.00 4 10 Bending-OK RLL 0.250 Req'd 1= 6.22 r def! tl= 0.01 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c -OK Loads; LLComp. 0.00 Ft= 625 Ke= 1.0 le/d<50.OK WLComp. 2.40 fc = 74 K = 28.77 DLTen. 0.00 Fc = 925 le/d = 6.86 Check: fc/F'c + fb/(F'b-Jfc) < 1 0.171 < I -OK LLTen. 0.00 ft = 74 J = 0.00 (fb-ft)/F'b < 1 0.043 < 1 -OK WLTen. 2.40 ft/Ft + fb/Fb < 1 0.209 < 1 -OK •---•----•-•-------------•------------•-•-•-•-•---•---•-•---•-•-•--••--•-•---•-----------------...._.__._.......------•-•-----•-----------------------•-•-----------•------------------------•---------------•-•------------•-•----•-- %4eacicF @ SE>/ SLI � F -S Via = 38 tZ k✓ E �� �" LA F. -4toK ►�1n = 5e F� (S� _ . �' �8� 1 0, 14 < 1, 0 m ° Mnx SPan = �Z • lln'�-�ofm Lid" ��ISa kI� .nuu _nI ora o Me:kX Mom, = LAO n(PI C m � G A V _ 1�-41 ' (711 Via = 38 tZ k✓ E �� �" LA F. -4toK ►�1n = 5e F� (S� _ . �' �8� 1 0, 14 < 1, 0 m �Natimal 'Brand 4��.3 69 20uslifl ri; FF' `;T.E,-,sr >FOumii 03/0.'x/94 - Niemi Residence - Wood Beams P5 I Z Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member Case Load Load (ft) Lat Supt F'b Cs (ft) (ft) Stress Errors (HO (k) b/d (in) (in) (psi) Increase Case 1 Uniform Load B6 DL 0.310 N/A 13.00 85 1,350 1,600 240 N/A N/A 25% LL 0.340 N/A 5.50 102 1,350 8.63 total 0.650 N/A 11.50 Req'd A= 50.85 Act'I 1= 697.07 Req'd Beam Size: Shear -OK RDL 2.015 Req'd S= 97.64 def! dl= 0.18 6 12 Bending -OK RLL 2.210 Req'd 1= 401.64 defl t1= 0.37 { DF f/1 } Defl.-OK Axial DLComp. 0.00 Fc = 925. fc<F'c - OK Loads; LLComp. 0.00 Ft = 625 Ke = 1.0 le/d<50-OK WLComp. 2.40 fc = 38 K = 27.91 DLTen. 0.00 F'c - 865 le/d = 18.55 Check: fc/F'c + fb/(F'b-1k) < 1 0.857 < I -OK LLTen. 0.00 ft = 38 J = 0.45 (fb-ft)/F'b < 1 0.783 < 1 -OK WLTen. 2.40 ft/Ft + fb/Fb < 1 0.866 < I -OK Case I Uniform Load BB DL 0.310 N/A 13.00 85 1,350 1,600 240 N/A N/A 25% LL 0.340 N/A 5.50 102 1,350 8.63 total 0.650 N/A 11.50 Req'd A= 50.85 Act'I I= 697.07 Req'd Beam Size: Shear -OK RDL 2.015 Req'd S= 97.64 def! dl= 0.18 6 12 Bending -OK RLL 2.210 Req'd I= 401.64 def! d- 0.37 ( DF N1 } Defl.-OK Axial DLComp. 0.00 Fc= 842 fc<F'c - OK Loads; LLComp. 0.00 Ft = 625 Ke = 1.0 le/d<50.OK WLComp. 1.00 fc = 16 K = 29.25 DLTen. 0.00 F'c = 796 le/d - 18.55 Check: fc/F'c + fb/(F'b-]k) < 1 0.828 < 1 -OK LLTen. 0.00 ft = 16 J = 0.41 (fb-ft)/F'b < I 0.796 < 1 -OK WLTen. 1.00 ft/Ft + fb/Fb < 1 0.831 < 1 -OK Case i Uniform Load I -------------�_.� _.�- ----------••------- B9 DL 0.268 N/A 12.00 85 1,350 1,600 240 N/A N/A 25% LL 0.280 N/A 5.50 102 1,350 7.84 total 0.548 N/A 9.50 Req'd A= 40.29 Act'I I= 392.96 Req'd Beam Size: Shear -OK RDL 1.608 Req'd S= 70.14 def! dl= 0.20 6 10 Bending -OK RLL 1.680 Req'd I= 266.33 deft d= 0.41 { DF N1 } Defl.•OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.00 Ft= 625' Ke= 1.0 le/d<50-OK WLComp. 0.90 fc = 17 K = 27.91 DLTen. 0.00 F'c = 865 le/d = 18.55 Check: fc/F'c + fb/(F'b-Jfc) < 1 0.872 < i -OK LLTen. 0.00 ft = 17 J = 0.45 (fb-ft)/F'b < 1 0.838 < 1 -OK WLTen. 0.90 ft/Ft + fb/Fb < 1 0.875 < 1 -OK 22-14150 SHEETS 22-142 100 SHEETS A-0 22-144 200 SHEETS i LJO N �p -� 4 s s Q N x + )K 91 CD �` _ W0 � ✓ - U� U� Ol r w ro N 4A22-141 SO SHEETS 22-142 100 SHEETS 22-144 200 SHEETS nC1 03/0 t/94 - Niemi Residence - Wood Beams L 14 Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member Case Load Load (ft) Lat Supt F'b Cs (ft) (ft) Stress Errors (klf) (k) b/d (in) (in) (psi) Increase Case I Uniform Load B10 DL 0.268 N/A 17 165 2400 1,800 240 N/A N/A 15% Std. Width LL 0.280 N/A 24 2341 5.13 Std. Depth total 0.548 N/A Req'd A= 31- Act'l 1= 1,441 CAMBER Req'd GL8 Size: Shear -OK RDL 2.278 Req'd S= 88 deFl dl= 0.19 0.29 5.125 15.0 Bending -OK RLL 2.380 Req'd I= 673 def! t1= 0.40 ( 24F -V4 } DeFl: OK Axial DLComp. 0.00 Fc = 1,650 fc<F'c - OK Loads; LLComp. 0.00 Ft = 1,150 Ke = 1.0 le/d <50 - OK WLComp.. 1.00 fc = 13 K = 22.16 DLTen. 0.00 Pc = 1,572 le/d = 13.60 Check: fc/F'c + fb/(F'b-]fc) < I 0.468 < I -OK LLTen. 0.00 ft = 13 J = 0.23 (fb-ft)/F'b < 1 0.454 < I -OK WLTen. ---------------------•-----------------•--- 1.00 --------------•------------ ft/Ft + Po/Fb < 1 0.459 < 1 -OK Case 1 Uniform Load -------------------• -- — — — — BI I DL 0.140 N/A 22 165 2400 1,800 240 N/A N/A 15% Std. Width LL 0.200 N/A 24 2317 5.38 Std. Depth total 0.340 N/A Req'd A= 26 Act'l I= 1,919 CAMBER Req'd GLB Size: Shear -OK RDL 1.540 Req'd S= 93 deft di- 0.21 0.32 5.125 16.5 Bending -OK RLL 2.200 Req'd I= 905 deH tl= 0.52 { 24F -V4 } DeN: OK Axial DLComp. 0.00 Fc = 1,650 fc<F'c - OK Loads; LLComp. 0.00 Ft = 1,150 Ke = 1.0 le/d < 50 - OK WLComp. 1.00 fc = 12 K = 22.16 DLTen. 0.00 Fc = 1,501 le/d = 16.00 Check: fc/F'c + fb/(F'b-]fc) < 1 0.407 < 1 -OK LLTen. 0.00 , ft =, 12 ) = 0.45 (fb-ft)/F'b < 1 0.394 < 1 -OK WLTen. 1.00 ft/Ft + fb/Fb < 1 0.395 < 1 -OK @GA�a�a �P = I S5 PIS c - FP = t!►2oCo�CBCo- Iti� + �z • �. - 1 8) + (%y , y lo) �NouSc SG 1 S _ Gar�ol S F�p = 3ZS PIS . @Garages FP � O, 3 4 Primar''j. = leo rm` a 0 P zus �nIP z @GA�a�a �P = I S5 PIS c - FP = t!►2oCo�CBCo- Iti� + �z • �. - 1 8) + (%y , y lo) �NouSc SG 1 S _ Gar�ol S F�p = 3ZS PIS . @Garages FP F --\AJ Fl- 14 (H- L41. — oo-+ I& I LO 0- n2"" 50 SHEEIS 1'YE-Crc;f°1 5 SOUAr�E 42382 IW SrIi:EiS FIF-I:ASr°SSOUARE �=Mlianal-lwd 42,89 As :r.rs rrt,.EnSE iaOu;alp 39;! RECYCi I:U L,IiIF bSO1141L slm uSA Q National"Brand a&362 nc?SriC(.i5 fvfCle;(e S:rhlMlt. • ,� a[`9D9' 42.392 G?00 S ,LE;7C OT. .A,f b i(h 4pli !(0Cl'LED N'r71:1: 0 5OlJl.Hf. 3c00' . Y3 A _ G�e-A �DTSI ' DT53 DTS Z 3' - B PTS 1 :rD (DTS 1 ;CEr6,' 1 SI - L • -- - - JwDTSI r � M - DTS (� p `�1 0 1 1 fT C � N � PrCJee+ 1 02118/94 Niemi Residence - Braced Frame Analysis Braced Frame Lateral Load Summary Roof Loadings .Wall Line ID Tributary Length ft. Unit Load (Seismic/Wind Controlled) k.l.f. Wall Load (horiz.) (kips) 1 17.50 0.165 Wind 2.888 2 25.50 0.165 Wind 4.208 3 22.00 0.165 Wind 3.630 4 21.00 0.165 Wind 3.465 5 12.00 0.155 Seismic 1.860 6 12.00 0.155 Seismic 1.860 A 15.00 0.325 Seismic 4.875 B. 18.00 0.165 Wind 2.970 C 15.00 0.325 Seismic 4.875 D 18.00 0.165 Wind 2.970 1 st Floor Loadings Wall Line ID Tributary Length ft. Unit Load (Seisrnic/Wind Controlled) k.l.f. Wall Load (horiz.) (kips) A 15.00 0.366 Seismic 5.490 12/07/94 Niemi Residence - Braced Frame Analysis ID = Line A - 2 Story Shear Capacity = Case A 1 Pr= 2.438 Kips Pf= 1.830 Kips Hr= 8.0 Feet Hf= 8.5 Feet Lr= 3.9 Feet Lf= 4.1 Feet Par= 5.587 Kips Pcr= 5.027 Kips Paf= 9.782 Kips Pcf= 3.774 Kips Anchorage Per U.B.C. 2624b a c Pr E NPar First FloorEM Hr F Pcr y Pcf y f R Paf Strap Thickness (t) = 18 gage 0.0451 inches Fy = 33 ksi Width (w) = 9.0 inches R _0 2 Required Strap Width (w) = Paf•0.75.1.67 Fy0.95•c Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap = Pa•0.75 No. Req'd. @ Roof = 17 -No. 10's (Shear Cap.) No. Req'd. @ 241. = 13 -No. 10's No. Req'd. @ Base = 29 -No. 10's Vu = 4.27 Kips Pu = 8.80 Kips • Ab = 0.60 int fly= 60 ksi f'c= 2.5 ksi As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts = 1 0 = - 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab*f's 0*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)] Vs= 0.75*Ab* f's 0*Vc= 0*800*Ab*L*(0f'c) 1 0*Vc= 0*2*1*dee*L*(0f'c) 1 I = (1/0)*[(2Pu/Pc)2 + (2Vu/Vc)2] I = 0.90 < 1 OKII I = (2Pu/Ps)2 + (2Vu/Vs)2 I = 0.39 < 1 OKII ' Use: 0.875 inch dia. A.B.'s 12 inch embed. Ps= 32.47 Kips 0*Pc= 16.84 Kips Vs= 27.06 Kips 0*Vc= 15.63 Kips 0*Vc= 29.41 Kips 12/07/94 Niemi Residence - Braced Frame Analysis Pr F R Par First Floor r F Pcr y Pcf y f K Paf -I �Lr — Lf__ �, 9cv 2 P� ?_01A ID = Line A - 2 Story Pu = 5.87 Kips Ab = 0.60 Int Case A2 60 ksi f'c= 2.5 ksl Pr= 2.438 Kips Strap Thickness (t) = 18 gage Required Strap Pf= 1.830 Kips 1 0..0451 inches Width (w) = Paf•0.75.1.67 Hr= 8.0 Feet Fy = 33 ksi Fy0.95•t Hf= 8.5 Feet Width (w) = 6.5 inches OL*(f'c)'/i*[(2.8*As)+(4*At)] Lr= 5.8 Feet 0*Vc= 0*800*Ab*L*(Of'c) 1 0*Vc= Lf= 6.2 Feet Par= 4.144 Kips Screw Size No. = 10 Required Screws At Pcr= 3.352 Kips Shear Capacity = 258 pounds Bracing Strap = Pa•0.75 Paf= 7.256 Kips No. Req'd. @ Roof = 13 -No. 10's (Shear Cap.) Pcf= 2.316 Kips No. Req'd. @ 2-17I. = 10 -No. 10's No. Req'd. @ Base = 22 -No. 10's Per U.B.C. 2624b ex c Vu = 4.27 Kips Pu = 5.87 Kips Ab = 0.60 Int fly= 60 ksi f'c= 2.5 ksl As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts= 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension -Zone (y/n) ? n Ps= 0.9*Ab* f's 0*Pc= OL*(f'c)'/i*[(2.8*As)+(4*At)] Vs= 0.75*Ab*f's 0*Vc= 0*800*Ab*L*(Of'c) 1 0*Vc= 0*2*1*dee*L*(Of'c) 1 I = (1 /0) * [(2Pu/Pc)Z + (2VuNc)2] i = 0.51 < 1 OK!! I = (2Pu/Ps)2 + (2VuNs)2 i = 0.23 < 1 OK!! Use: 0.875 inch dia. A.B.'s 12 inch embed. Ps= 32.47 Kips 0*Pc= 16.84 Kips Vs= 27.06 Kips 0*Vc= 15.63 Kips 0*Vc= 29.41 Kips 1207/94 Niemi Residence - Braced Frame Analysis Frame ID = Line A - Lower P= 1.830 Kips H= 7 Feet L= 8 Feet Pa= 2.432 Kips PC= 1.601 Kips Per U.B.C. 2624b ex c PF % Pr m NK Pa H Strap Thickness (t) = 18 gage Required Strap 0.0451 inches Width (w) = Pa•0.75.1.67 Fy = 33 ksi Fy0.95•t Width (w) = 2.5 inches Screw Size No. = 10 Required Screws At Shear Capacity 258 pounds Bracing Strap = Pa90.75 Number Required = 8 -No. 10's (Shear Cap.) Vu = 1.83 Kips Pu = 1.60 Kips Ab = 0.31 int fly= 60 ksl f'c= 2.5 ksi As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts = 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)l Vs= 0.75*Ab*f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c). 1 1 = (1 /0) * [(2Pu/Pc)2 + (2Vu/Vc)2] I = (2Pu/Ps)2 + (2Vu/Vs)2 1 = 0.1 1 < 1 OKI! Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips O*Vc= 7.98 Kips O*Vc= 29.41 Kips 121-07/94 Niemi Residence - Braced Frame Analysis Frame e ID = P= H= L= Pa= PC= PF Pc J, R Pa H Rcv Z 2.970 Kips Strap Thickness (t) = 18 gage Required Strap 12 Feet 0.0451 inches Width (w) = Pa•0.75.1.67 12 Feet Fy = 33 ksl Fy0.95•t 4.200 Kips Width (w) = 4.0 inches 2.970 Kips Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap = Pao 0.75 Number Required = 13 -No. 10's (Shear Cap.) Anchorage Per U.B.C. 2624b u c Vu = 2.97 Kips Pu = 2.97 Kips Ab = 0.31 int f'y= 60 ksi f'c= 2.5 ksi As = 185 int At = 0, int de = 12 in (0 = N/A) #bolts= 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= '0.9*Ab* f's 0*Pc= OL*(f'c)'/z*[(2.8*As)+(4*At)] Vs= 0.75*Ab*f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(0f'c) 1 I = (1 /0) * [(2Pu/Pc)2 + (2VuNc)2] i = 0.44 < 1 OKI! I = (2Pu/Ps)2 + (2VuNs)2 i = 0.31 < 1 OKI! Use: O>QT inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips O*Vc= 7.98 Kips O*Vc= 29.41 Kips �5 r. 12/67/94 Niemi Residence - Braced Frame Analysis PE Pc J, K Pa H g„ Z F5 2 3 D = Line C Pu. = 2.44 Kips Ab = P= 2.438 Kips Strap Thickness (t) = 18 gage Required Strap H= 8 Feet At = 0.0451 inches Width (w) = Pa•0.75.1.67 L= 8 Feet Fy = 33 ksi Fy0.95•t Pa= 3.447 Kips Width (w) = 3.5 Inches Anchor Embedded In PC=- 2.438 Kips 0.9*Ab* f's O*Pc= OL*(f'c)'/2*[(2.8*As)+(4*At)] Vs= 0.75*Ab* f's O*Vc= 0*800*Ab*L*(Of'c) 1 -Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap = Pa•0.75 Number Required = 1.1 -No. 10's (Shear Cap.) Per U.B.C. 2624b at c Vu = 2.44 Kips Pu. = 2.44 Kips Ab = 0.31 int f'y= .60 ksi f'c= 2.5 ksi As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts = 1 0 = 0.65 L= 1 Special Inspection - provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'/2*[(2.8*As)+(4*At)] Vs= 0.75*Ab* f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c) 1 i (1/0)*[(2Pu/Pc)2 + (2VuNc)2] i = 0.30 <.I 00 i = (2Pu/Ps)2 + (2VuNs)2 i = 0.21 < 1 OKII Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips 0*Vc= 7.98 Kips O*Vc= 29.41 Kips 127/94 Niemi Residence - Braced Frame Analysis P= 1.444 Kips H= 13 Feet L= 10 Feet Pa= 2.368 Kips PC= 1.877 Kips Per U.B.C. 2624b 8i c PE PCJ,NPa,' H i Strap Thickness (t)' _ Fy = Width (w) Screw Size No. Shear Capacity = Number Required = Vu = 1.44 Kips Pu = 1.88 Kips Ab = 0.31 int fly= 60 ksl f'c= 2.5 ksl As = 185 inz At = 0 inz de = 12 in (0 = N/A), #bolts= 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n c Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'/z*[(2.8*As)+(4*At)] Vs= 0.75*Ab*f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*de2*L*(Of'c) 1 P,5 Z 4 18 gage Required Strap 0.0451 inches Width (w) = Pa•0.75.1.67 33 ksi Fy0.95•c 2.5 inches O*Vc= 29.41 Kips 10 Required Screws At 258 pounds Bracing Strap = Pa•0.75 7 -No. 10's (Shear Cap.) I = (1/0)*[(2Pu/Pc)2 + (2VuNc)2] i = 0.12 < 1 OK!! i = (2Pu/Ps)2 + (2VuNs)2 i = 0.10 < 1 OKH Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips O*Vc= 7.98 Kips O*Vc= 29.41 Kips r 127/94 Niemi Residence - Braced Frame Analysis Pr F NParFirst Floor r F EM Pcr y Pcfy f R Paf 0 Z ?C) Z,5 ID = Line 1 - North Loads 16.84 Kips Vs= 13.81 Kips Pr= 2.888 Kips Strap Thickness (t) = 18 gage Required Strap Pf= 0.000 Kips 0.0451 inches Width (w) = Paf90.75.1.67 Hr= 8.0 Feet Fy = 33 ksi Fy0.95•t Hf= 4.8 Feet Width (w) = 4.0 Inches Lr= 7.5 Feet Lf= 4.5 Feet Par= 4.227 Kips Screw Size No. = 10 Required Screws At Pcr= 3.087 Kips Shear Capacity = 258 pounds Bracing Strap = Pa•0.75 Paf= 4.227 Kips No. Req'd. @ Roof = 13 -No. 10's (Shear Cap.) Pcf= 0.000 Kips No. Req'd. @ 24I. = 0 -No. 10's No. Req'd. @ Base = 13 -No. 10's Per U.B.C. 2624b et c Vu = 2.89 Kips Pu = 3.09 Kips Ab = 0.31 int f'y= 60 ksi Vc= 2.5 ksi As = 185 int At = 0 int de = 12• in (0 = N/A) #bolts= 1 0 = 0.65 L= . 1 pecial Inspection rovided (y/n)? n Lnchor Embedded In enslon Zone(y/n)? n Ps= 0.9*Ab* f's 0*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)] Vs= 0.75*Ab* f's 0*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c) 1 I = (1/0)*[(2Pu/Pc)2 + (2VuNc)2] i = 0.43 < 1 OKII I = (2Pu/Ps)2 + (2VuNs)2 I = . 0.31 < 1 OKII . Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips O*Vc= 7.98 Kips O*Vc= 29.41 Kips 12/07/94 Niemi Residence - Braced Frame Analysis PE N Pc J, IC Pa H 94--o F- F -eF -e3 3 ZCo D = Line 1 - South Loads P= 2.888 Kips Strap Thickness (t) = 18 gage Required Strap H= 14 Feet 0.0451 inches Width (w) = Pa•0.75.1.67 L= 12 Feet Fy = 33 ksi Fy0.95•t Pa= 4.437 Kips Width (w) = 4.0 inches Pc= 3.369 Kips Screw Size No. Shear Capacity = Number Required = Anchorage Per U.B.C. 2624b ex c Vu = 2.89 Kips Pu = 3.37 Kips Ab = 0.31 int f'y= 60 ksi f'c= 2.5 ksl As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts = 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded. In Tension'Zone(y/n)? n Ps= 0.9*Ab* Vs O*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)] Vs= 0.75*Ab*Vs O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c) 1 10 Required Screws At 258 pounds Bracing Strap = Pa•0.75 13 -No. 10's (Shear Cap.) i = (1 /0) * [(2Pu/Pc)2 + (2VuNc)2] i = 0.44 < 1 OK11 I = (2Pu/Ps)2 + (2VuNs)2 i = 0.34 < 1 OKII Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips O*Vc= 7.98 Kips O*Vc= 29.41 Kips :VI 12?07/94 Niemi Residence - Braced Frame Analysis PE Pc J, R Pa H PC -V 2 D D = Line 2 P= 4.208 Kips Strap Thickness (t) = 18 gage Required Strap H = 1 1 Feet 0.0451 inches Width (w) = Pa•0.75.1.67 L= 10 Feet Fy = 33 ksi Fy0.95•t Pa= 6.255 Kips Width (w) = 6.0 inches PC= 4.628 Kips Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap = Pa•0.75 Number Required = 19 -No. 10's (Shear Cap.) Anchorage Per U.B.C. 2624b ex c Vu = 4.21 Kips Pu = 4.63 Kips Ab = 0.60 int fly= 60 ksi f'c= 2.5 ksi As = 185 int At = 0 int de = 24 in (0 = N/A) #bolts= 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'/z*[(2.8*As)+(4*At)] Vs= 0.75*Ab*f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc.= 0*2*1*dee*L*(Of'c) 1 I = (1 /0) * [(2Pu/Pc)2 + (2VuNc)2] i = 0.38 < 1 00 I = (2Pu/Ps)2 + (2VuNs)2 f= 0.18 <100 Use: 0.875 inch dia. A.B.'s 24 inch embed. Ps= 32.47 Kips O*Pc= 16.84 Kips Vs= 27.06 Kips O*Vc= 15.63 Kips O*Vc= 117.62 Kips 1.� g 121D7/94 Niemi Residence - Braced Frame Analysis Frame ID = P= 3.630 Kips H = 1 1 Feet L= 6.5 Feet Pa= 7.135 Kips PC= 6.143 Kips Anchorage Per U.B.C. 2624b ex c P F �� Pc J, R Pa H Strap Thickness (t) = 18 gage Required Strap 0.0451 inches Width (w) = Pa•0.75.1.67 Fy = 33 ksi Fy0.95•t Width (w) = 6.5 inches Screw Size No. = 10 Required Screws At Shear Capacity 258 pounds Bracing Strap = Pa•0.75 Number Required 21 -No. 10's (Shear Cap.) Vu = 3.63 Kips Pu = 6.14 Kips . Ab = 0.60 int f'y= 60 ksi f'c= 2.5 ksi As = .185 int At .= 0 int de = 12 in (0 = N/A) #bolts = 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= '0.9*Ab* f's 0*Pc= OL*(f'c)'/z*[(2.8*As)+(4*At)] Vs= 0.75*Ab*f's 0*Vc= 0*800*Ab*L*(0f'c) 1 0*Vc= 0*2*1*dee*L*(0f'c) 1 I = (1/0)*[(2Pu/Pc)2 + (2VuNc)2] i = 0.49 < 1 OKII I = (2Pu/Ps)2 + (2VuNs)2 i = 0.22 < 1 O0 Use: 0.875 inch dia. A.B.'s 12 Inch embed. i I Ps= 32.47 Kips 0*Pc= 16.84 Kips Vs= 27.06 Kips 0*Vc= 15.63 Kips 0*Vc= 29.41 Kips v 12/07/94 Niemi Residence - Braced Frame Analysis Pc y K Pa H L� D = Line 4 Pu = 6.50 Kips Ab = P= 3.465 Kips Strap Thickness (t) _ 18 gage Required Strap H= 15 Feet At = 0.0451 inches Width (w) = Pa•0.75.1.67 L= 8 Feet Fy = 33 ksi Fy0.959t Pa= 7.363 Kips Width (w) = 7.0 inches Anchor Embedded In PC= 6.497 Kips Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)l Vs= 0.75*Ab* f's O*Vc= Screw Size No: = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap = Pa•0.75 Number Required = 22 -No. 10's (Shear Cap.) Anchorage Per U.B.C. 2624b ex c Vu = 3.47 Kips Pu = 6.50 Kips Ab = 0.60 int f'y= 60 ksi f'c= 2.5 ksi As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts = 1 0 _. 0.65 L— 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)l Vs= 0.75*Ab* f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(0f'c) 1 I = (1 /0) * [(2Pu/Pc)2 + (2VuNc)2] i = 0.51 < i OKI1 i = (2Pu/Ps)2 + (2VuNs)2 f = 0.23 < 1 OKII Use: 0.875 inch dia. A.B.'s 12 inch embed. Ps= 32.47 Kips O*Pc= 16.84 Kips Vs= 27.06 Kips O*Vc= 15.63 Kips O*Vc= 29.41 Kips 12/12/94 Niemi Residence - Braced Frame Analysis PE PC R Pa H D = Line 5 P= 0.930 Kips H= 9 Feet L= 3 Feet Pa = 2.941 Kips PC= 2.790 Kips Strap Thickness (t) = 18 gage Required Strap 0.0451 inches Width (w) = Pa•0.75.1.67 Fy = 33 ksi Fy0.95•t Width (w) = 3.0 inches Screw Size No. = Shear Capacity = Number Required = Anchorage Per U.B.C. 2624b u c Vu = 0.93 Kips Pu = , 2.79 Kips Ab = 0.31 int fly= • 60 ksi ' f'c= 2.5 ksi As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts = 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)] Vs= 0.75*Ab* f's `. O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*de2*L*(Of'c) 1 10 Required Screws At 258 pounds Bracing Strap = a•0 5 9 -No. 10's (Shear Cap.) i = (1 /0) * [(2Pu/Pc)2 + (2VuNc)2] i = 0.1 1 < 1 00 i = (2Pu/Ps)2 + (2VuNs)2 i = 0.13 < 1 00 Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips O*Vc= 7.98 Kips O*Vc= 29.41 Kips c 12 17/94 Niemi Residence - Braced Frame Analysis R.=0 2 P5 3 t PE pCy R H PNa ne ID = Line 6 P= 1.860 Kips Strap Thickness (t) = 18 gage Required Strap H= 9.33 Feet 0.0451 inches Width (w) = Pa90.75.1.67 L= 7.58 Feet Fy = 33 ksi Fy0.95•t Pa= .2.950 Kips Width (w) = 3.0 inches PC= 2.289 Kips Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap = Pa90.75 Number Required = 9 -No. 10's (Shear Cap.) Anchorage Per U.B.C. 2624b ex c Vu = 1.86 Kips Pu = 2.29 Kips Ab = 0.31 !n2 - f'y= 60 ksi f'c= 2.5 ksi As = 185 in2 At = 0 in2 de = 12 In (0 = N/A) #bolts = 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's 0*Pc= OL*(f'c)'/2*[(2.8*As)+(4*At)] Vs= 0.75*Ab*f's 0*Vc= 0*800*Ab*L*(0f.'c) 1 0*Vc= 0*2*1*dee*L*(0f'c) 1 I = (1/0)*[(2Pu/Pc)2 + (2VuNc)2] i = 0.19 < 1 OKI! I = (2Pu/Ps)2 + (2VuNs)2 i = 0.15 < 1 00 Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips 0*Pc= 16.84 Ki s . Vs= 13.81 Kips 0*Vc= 7.98 Kips 0*Vc= 29.41 Kips 091,30/94 Niemi Residence - Braced Frame Analysis Chord Chord Force Summary Chord Data Chord Chord Length (L) Depth (D) Boundary Line ft ft Unit Load (w) (Wind or Seismic) I Chord Force (T) = w*L2 Kis 8•D 1 8E 2 A or C 35 29 165 0.87 2 & 3 A or C 16 25 165 0.21 3 81 4 A or C 28 25 165 0.65 5 & 6 B or D 23 36 155 0.28 A STC 1 or 2 29 35 325 0.98 BUD 5 or 6 36 23 165 1.16 Max Frame Load: (kips) Track Thickness (t) 10.0451 Fy = Width (w) = Screw Size No. = Shear Capacity = Number Required = 18 gage inches 33 ksi 4.0 inches 10 258 pounds 13 -No. 10's Required Track Width = Required Screws At Splice = 4.21 T•0.75.1.67 Fy0.95•t T•0.75 (Shear Cap.) 12/12/94 Niemi Residence.- Braced Frame Analysis -DTS BRACED FRAME SUMMARY DTS# DTS Strap # 10 Screws Max Stud Max. Pc Added #10 Screws A.B. Size Locations Size Required Height Load Studs* Required (Wall Lines) Feet Kis Per Stud DTS1 Single 4" x 18g IOea. 13 2.44 2-600CS18P 5 5/8 x 12" embed 1,5,6,A-Lower,C,D or STAB 16 DTS2 Double 4" x 18g 15ea. 15 6.14 3-600CS18P 8 7/8 x 12" embed 2,3,4,A -Case A2,B or STAB28 DTS3 Double 5" x 18g 15ea. 8.5 8.8 3 -600CS 18P 12 7/8 x 12" embed A -Case A 1 or STAB28 * Based on a stud capacity of: (for single studs) - (for multiple studs) * * Based on a screw capacity: 2070. lbs. @ Height < 14 1210 lbs. @ Height < 16 3450 lbs. @ Height < 14 2790 lbs. @ Height < 16 258 lbs. for #10 screws sit -ON ?/0 gICJ Int]' •.�1.;M �"7✓d37� W Jl.1db1� ZZ 0 a n aQ•riffi bz I b� I Otb'Z S �3� 1 8OZ'h Z I V V SS�J J�1� J��IJs 1pu 17 SaSSaJ�S l.l1�bJ��1� �oo'I ZZ 0 a n aQ•riffi CcmPar� -Ea APA'es�'s 3�8 STF� Z w/#Co sc�ewS = 42S �Sc��w +o I S g ��.•ds) 0 11 z 3%8 STR : w/#8 strle_- LAJs cae-,��ii 0 O U w 8 Scre ws I S5 suds �rr i n gam ) A I s o Lk s 4 Rt.-) Acs q c c. o" rt+ -Cor 25 B U T T E C 0 U N T Y B U I L D I N G D I V.I S 1 0 N F A X C 0 V E R S H E E T FAX NUMBER (916) 538-2140 DATE:LL - ATTENTION: rTr- COMPANY : R06e-P- 7-.S FAX REGARDING: SUBJECT: SPECIAL INSTRUCTIONS: SEE PLAN CHECK LIST TO FOLLOW H REVIEW AND RESPOND ACCORDINGLY xFOR YOUR-INFORMAT ION ONLY H COMMENT: SINCERELY, Jo HENRY�,P.E. PLAN CHECK ENGINEER .. . . ....... A T U R A -V BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 B U T T E C 0 U N T Y B U I L D I N G D I V.I S 1 0 N F A X C 0 V E R S H E E T FAX NUMBER (916) 538-2140 DATE:LL - ATTENTION: rTr- COMPANY : R06e-P- 7-.S FAX REGARDING: SUBJECT: SPECIAL INSTRUCTIONS: SEE PLAN CHECK LIST TO FOLLOW H REVIEW AND RESPOND ACCORDINGLY xFOR YOUR-INFORMAT ION ONLY H COMMENT: SINCERELY, Jo HENRY�,P.E. PLAN CHECK ENGINEER I ,r' MEMO TO FILE Owner: Mark Neimi A.P. No. 058-670-015 From: John R. Henry, Plan Check Engineer Date: 12/01/94 Subject: Field Inspection on Thursday, 12/01/94 The building permit (#93-883) was originally issued for a conventional wood -frame residence. After issuance, a contractor (Michael Lee) proposed to convert the building construction from wood frame to.light gage, cold formed steel construction. Due to various delays in the process, approved plans for the conversion to steel construction were never issued. During the process of plan checking the revised plans and resolving some engineering problems, the construction apparently continued without approved plans on the job site. A field inspection of the building was made on Thursday, 12/01/94 by myself and Michael Vieira. The building had been constructed to the stage of having the exterior walls framed as well as the steel trussed roof structure in place. The following discrepencies were observed between the plans (still not approved at the time of our inspection) and the as - built conditions found in the field: 1. Gable end walls at vaulted ceilings are platform framed whereas the plans indicate balloon framing. 2. The entrance foyer walls (front and rear) are platform framed whereas the plans indicate balloon framing. 3. The top plate track splice required to develop the roof diaphragm chord and. collector forces is not provided in accordance with the plans. 4. The DTS braces -are not installed in accordance with the plans. The number of chord studs, number of screws to the studs, and number of screws to the brake formed plates are not per plans. The DTS braces which require double straps are not installed per plans. 5. The STAB bolt washers (5.5" x 5.5" x 0.511) are not installed per plans. A non -approved spacer of some kind is used between the STAB nut and washer to make up for a probable 1.5" error in setting the STAB bolts. Memo to Neimi File, A.P. No. 058-670-015 Page 2 6. The location of where the STAB bolts go through the brake formed plates is not per plans (4.5" from end). 7: There is no brake formed plate where DTS passes through the floor above the rear cripple wall per plans. 8. The bearing shoe required at each truss bearing point at the top plate track and the associated connection is not per plans. 9. The U channel lateral bracing between trusses is not installed per truss plans. 10. The hardware required to provide the connection of the roof to the top plate track and wall is not installed per plans. 11. The beam supporting the roof between the entrance foyer and hallway to the bedrooms is not per plans. 12. The roof framing system over the entrance foyer is not per the plans. 13.'The height of the rear cripple wall appears to be about 8' whereas the plans indicate about 61. 14. The roof framing system over the entrance porch area is not in conformance with the truss plans. 15. The location of where the DTS strap connects to the brake formed plate is not per plans. The above list may not reflect all of the discrepencies between the construction and,the plans.' It is necessary for the plans to be in conformance with the actual construction, or vice versa. This will involve modifying the field conditions to conform to the engineering and plans, or revising the engineering to accomodate the field conditions, or both. Memo to Niemi File, A.P.. No. 058-670-015 Page 3 The following items were noted during a review of the photo slides taken during the inspection. 16. Details 4/7 and 5/7 do not represent the actual field conditions. These details shoul-d,be revised to reflect actual construction. F 17. A stud is required at each end of the brake formed plate per plans. No such stud exists at each brake formed plate in the field. 18. The left elevation shows a raked brake formed plate at the roof level. No such plate exists in the field. 4 ��MO TO FILLD INSP$CTOR Owner: Mark Niemi A.P. No. 058-670-015 From: John R. Henry, P1an,Check Engineer Date: 12/01/94 The following discrepancies found in the ` field must be resolved as described in the engineer's letter of December 15, 1994: 1. Gable end walls at vaulted ceilings are platform framed whereas the plans indicate balloon framing. 2. The entrance foyer walls (front and rear) are platform framed whereas the plans indicate balloon framing. 3. The top plate track splice required to develop the roof diaphragm chord and collector forces is not provided in accordance with.the plans. 4. The DTS-braces are not installed in accordance with the plans. The number of chord studs, number of screws to the studs, and number of screws to the brake formed plates are not per plans. The DTS braces which require double straps are not installed per plans. 5. The STAB bolt washers (5.5" x 5.5" x 0.511) are not installed per plans. A non -approved spacer of some kind is used between the STAB nut and washer to make up for a probable 1.5" error in setting the STAB bolts. 6. The location of where the STAB bolts go through the brake formed plates is not per plans (4.5" from end). 7. There is no brake formed plate where DTS passes through the floor above the rear cripple wall per plans. 8. The bearing shoe required at each truss bearing point at the top plate track and the associated connection is not per plans. 9. The U channel lateral bracing between trusses is not installed per truss plans. Memo to field inspector Page 2 10. The hardware required to provide the connection of the roof to the top plate track and wall is not installed per plans. 11. The beam supporting the roof between the entrance foyer and hallway to the bedrooms is not per plans. 12. The roof framing system over the entrance foyer is not per the plans. 13. The height of the rear cripple wall appears to be about 8' whereas the plans indicate about 61. 14. The roof framing system over the entrance porch area is not in conformance with the truss plans. 15.. The location of where the DTS strap connects to the brake formed plate is not per plans. The above list may not reflect all of the discrepancies between the construction and the plans. The following items were noted during a review of the photo slides taken during the inspection. 16. Details 4/7 and 5/7 do not represent the actual field conditions. These details should be revised to reflect actual construction. 17. A stud is required at each end of the brake formed plate per plans. No such stud exists at each brake formed plate in the field. 18. The left elevation shows a.raked brake formed plate at the roof level. No such plate exists in the field. i n .d Roberts Consulting Engineering 1708 Salem Street • Chico, CA 95928 • (916) 894-8801 . I . December 15, 1994 Mr. John Henry - Plan Check Engineer Building Division Department Of Development Services 7 County Center Drive Oroville, CA 95965-7541 RE: Niemi Residence Dear John, I am sending a response to your "Memo To File" list dated December 1, 1994 and December 14, 1994 for a proposed steel conversion on Building Permit # 93-0882 for the Niemi Residence located on AP #058-670-015. The itemized responses for your comments are as follows: List Dated December 1. 1994 1 Gable end walls are to be balloon framed. 2 The entrance foyer is partially platform framed and are full height framed at the beam support studs, which support the wall out of plane. 3 Top track splices are required and shall be installed. 4 The DTS strap configurations have been re -analyzed given the existing locations of the SSTB .Anchor Bolts. The strap sizes have been changed to reflect the 4" width used rather than the 3" width originally requested by Steel Home Supply. Many of the double sided DTS straps have been revised to single sided due the width increase. 5 The plate washers are required, and will be installed. The non -approved spacer, (a short piece of pipe), is acceptable provided that the plate washer is installed and the nut is fully threaded onto the bolt. . 6 The location of the SSTB bolts within the break formed plates are not in accordance with the plans and shall be replaced or re -installed as required. 7 Break formed plate to installed at the floor at the rear cripple wall. 8 The truss bearing shoes shall be installed in accordance with the Parker Engineering Plans. 9 Truss bracing shall be installed in accordance with the Parker Engineering Plans. 10 The hardwarerequired at the top track to the roof shall be installed in accordance to the plans: 0 11 The beam between the entrance foyer'and the hallway to the bedrooms, B3 has beenc wa analyzed and changed in the calculations to match the existing construction. v tta Q �.:., ren Q7 Roberts Consulting Engineering 1708 Salem Street • Chico, CA 95928 • (916) 894-8801 12 The roof framing system in the entrance foyer has been revised to match the existing construction. 13 The change in the rear cripple wall height has been accounted for in the calculations, y especially in the DTS Frame Analysis. 14 The entrance framing has been added to the drawings. The beams previously supporting the framing in the calculations B 12 & B 14 have been deleted. 15 The location of the DTS straps on the break formed plates is to be corrected to match the plans. List Dated December 14, 1994 16 Sill details have been created to depict additional actual field conditions and"are attached to this letter. (The details 17 Studs are required at each end of the break formed .plate and are to be installed after proper placement of the break formed plates. 18 The break formed plates are to be installed along the raked plates in accordance with the plans. Thank -you for your help. If you have any questions please contact me at the address and number above. a Sincerely yours, 6 �000��- Charles J. Roberts, PE. att. Sill connection details (hard copy mailed) 2 N5 -I 41 2. fM-7-,-&v-?eo Fei - e:.-*V-r1ovWcff ( 'Cal, Bev To Fep&c S�fPri, � ��D S TUP 7lc'� clC. 's?L/C6 Nam' �17 DT5 #l�T i�Gf -IV e viol O/` ST/�I�SP(4- z q, ?A -CE S-rhtss �p�cKs — m�E�2, sruoco icg� ag43 S�uOS� UrJMk12kED (01 NO 6FQe �L�KIkUEL PER ��AnIS --r .4,i.�� Inev It /<z (gA 0 4 -TW ti /A/c ,cgoEs 43 -by T2uS�-j'�cFC :FL130ES I�1¢3 � I J/ ---;" 032° ''STU0c0 UD FII)OS-F Mf}II�ICKEn 41 b32q �03 "It V"i calif ornia eX 'F-' e.tal prod C'e�i7C--0 i, M5SteeI Framing Products ICBO Report Nowr December 1989 CEMCC! Structural Steel Framing CEMC0 Partition Steel Framing Serving the Western Construction Industry Since its founding in 1974, California Expanded Metal CEMCO's management has been instrumental in the innova- Products Co. (CEMCO) has established an unparalleled tion and development of many new and improved products reputation for manufacture of quality products which are us- which are now used widely throughout the industry. ed throughout the construction industry in the eleven Western states. The Use of This Catalog Offering a Broad Selection of Products CEMCO manufactures a wide selection of products including: Structural Steel Framing, Partition Steel Framing components along with Metal Lath and Accessory products. All items are manufactured of high quality materials at CEMCO's modern facilities in the City of Industry, California. Experienced Management to Serve You CEMCO's management team offers over 100 years of com- bined experience and service to the construction industry. Section I This catalog represents an effort to provide both descriptive product information as well as reliable data to the architect and contractor who are involved in the design and construc- tion of industrial and commercial structures. All products and reference data are listed in the Table of Contents shown below. For further information on any of the products or data described within this catalog, we invite you to contact us. Call: (818) 369-3564 (714) 990-6581 TABLE OF CONTENTS Structural Steel Framing PAGE "C" Studs and Joists, Series -"CS & ECS............ 1 Standard Flange Studs, Series -"SFS.. .............. 1 Wide Flange Studs, Series-"WFS................... 1 Standard Leg Track, Series-"SLT.. ................ 1 Deep Leg Track, Series -"DLT.. ................... 1 Bridging, Senes-"B.............................. 1 Section Properties Table No. I Studs & Joists Series -"CS", 1-5/8" Flange, 14 -16 -18 -20 -Gauge...... 2-3 Series -"ECS", 1-3/8" Flange, 14 -16 -18 -20 -Gauge .... 3 Series-"WFS", 1-3/8" Flange, 18 -16 -14 -Gauge. .; .... 4 Series -"SFS", 1 " Flange, 18 -16 -14 -Gauge .......... 4 Track Series-"SLT", 29/32" Flange, 18 -16 -Gauge ............... 5 Series -"DLT", 1-1/2" Flange, 18 -16 -Gauge ............... 5 Bridging Series -"B", 3/4" and 15/16" Flanges, 18 -Gauge ........... Table No. II Allowable Concentrated Loads ........................ . Series -"CS", Joists, 1416 -18 -20 -Gauge Table No. VI Allowable Curtain Wall Spans & Wind Loads, . Series -"CS", 14-16-1820 Gauge ..........• ..... . Series -"ECS", 14 -16 -18 -20 -Gauge ............... Series-"WFS & SFS", 16 -18 -Gauge .............. Structural Steel Framing Example Typical Construction Details .................... Section 11 Partition Steel Framing "C" Studs and Joists, Series --SS & CSS.. .......... Track: Series -"SST", "SSTL", "CST" & "CSTL", 25 -20 -Gauge ................................ Furring Channel, Series-"FHC", 25 -Gauge .......... Section Properties Table No. VII PAGE 17 18 19 20 21 21 21 "C" Studs — Series -"SS & CSS", 25 -20 -Gauge ..... 22 Track — Series -"SST", "SSTL", "CST" & "CSTL" ... 23 Furring Channel — Series-"FHC.................. 23 Table No. VIII 5 Allowable Stud Heights for Non -Bearing Curtain Walls . 24-25 Series -"SS & CSS", 25 -20 -Gauge 5 Table No. IX Allowable Loads and Spans for Ceiling Joists & Runners 26 Series-"SS25", "SS20", ' CSS25" & "CSS20" Table No. III Table No. X "C" Joist Spans, Series -"CS", 14 -16 -18 -20 -Gauge ......... 7 Methods of Obtaining the Equivalent of Continuous Lateral Support of Studs and Joist Flanges.......... 27 Table No. IV Table No. XI Allowable Loads and Spans for Ceiling Joists & Runners .... "SFS", 8 Allowable Partition Heights Based on Gypsum Series 1816 Gauge Wallboard and 25 -Gauge Steel Studs, Acting As A Table V Composite Section ........................... 27 Combined Axial and Wind Loads Table No. XII Series -"CS", 14 -16.18.20 -Gauge ...................... 9-10 Section Properties, for 25 -Gauge Studs, and Gypsum Series -"ECS", 14 -16 -18.20 -Gauge ..................... 11-13 Wallboard Acting As A Composite Section ........ 27 Series-"WFS", 16.18 -Gauge ....................... .13-14.15 Details for Dry Wall ............................... 28 Series -"SFS", 16-18 Gauge .......................... 15-16 ' J,S%0A1 Sf . 9� ICBG Evaluation Service, Inc. - TM ASubsidiary corporation ofthe International Conference of Building Officials EVALUATION REPORT Report No. 3403P Copyright © 1993 ICBG Evaluation Service, Inc. March, 1993 Filing Category: DESIGN—Steel (038) CEMCO STRUCTURAL STEEL FRAMING AND PARTITION STEEL FRAMING CALIFORNIA EXPANDED METAL PRODUCTS COMPANY 263 COVINA LANE CITY OF INDUSTRY, CALIFORNIA 91744 I. Subject: CEMCO Structural Steel Framing and Partition Steel Fram- ing. II. Description: A. General: CEMCO products consist of structural steel framing bearing elements and partition steel framing nonbearing ele- ments, formed from hot- and cold -rolled steel of various gauges. Section properties, allowable partition heights and joist spans are set forth in tables of this report. B. CEMCO Structural Framing: 1. "C" Studs and Joists (XXC, XCS, CS and ECS): The "C" -shaped studs and joists are roll -formed, punched or unpunched studs in depths of 12, 10, 8, 6, 4, 35/8, 31/2, and 21/2 inches. The sections have 21/2-, 2-,15/8-, and 13/8 -inch -wide flanges with a mini- mum 9/16 -inch return lip and are formed from steel having a design thick- ness of 0.0747 inch (No. 14 gauge), 0.0598 inch (No. 16 gauge), 0.0478 inch (No. 18 gauge) and 0.0359 inch (No. 20 gauge). The studs have "rect- angular" 21/2 -inch- wide by 41/4 -inch -long punchouts in the 12 -,10 -and 8 -inch stud sections, 11/2 -inch -wide by 3 /q� inch -long punchouts in the 6-, 4-, 35/8- and 31/2 -inch stud sections and /4 -inch -wide by 2 -inch -long punchout in the 21/2 -inch stud section. Table No. I describes section prop- erties. Web punchouts are spaced 24 inches on center and at least 12 inches from ends. 2. Standard Flange Studs (SFS): The roll -formed, punched channels are formed in 8, 6,'4, 35/8 and 21/2 inch depths from 0.0598- and 0.0478 -inch design thickness steel. The sections have 1 -inch -wide flanges. The punchouts consist of the same rectangular pattern specified in Section II B 1. Table No. I describes section properties. Web punchouts are spaced 24 inches on center and at least 12 inches from ends. 3. Wide Flange Studs (WFS): Wide flange studs are punched channel studs, in depths of 8, 6, 4, 35/8, and 21/2 inches and roll formed from steel with design thicknesses of 0.0598 and 0.0478 inch. All sections have 13/8 -inch -wide flanges. Web punchouts consist of the same rectangular pattern specified in Section II B 1. Table No. I describes section properties. Web punchouts are spaced 24 inches on center and at least 12 inches from ends. 4. Track Sections (SLT): Standard track sections are unpunched chan- nel sections, sized in depths to fit over the flanges of XXC, XCS, CS, ECS, WFS, and SFS studs and joists and are formed from steel having design thicknesses of 0.0598 and 0.0478 inch. The track sections are sized to accommodate 10-, 8-, 6-, 4-, 35/8-, 31/2-, and 21/2 -inch -deep stud and joist sections. Table No. I describes section properties. 5. Deep Leg Track Sections (DLT): These sections have wider flanges than the standard track sections. They are manufactured from steel in design thicknesses of 0.0747, 0.0598 and 0.0478 inch and fit over the 12-, 10-, 8-, 6-, 4-, 35/8-, 31/2- and 21/2 -inch -deep stud and joist sections. Table No. I describes section properties. 6. Special Deep Leg Track (SOLT): These sections have wider flanges than the standard track sections. They are formed from steel having design thicknesses of 0.0747, 0.0598 and 0.0478 inch, and fit over the 12-,10-, 8-, 6-,4-, 35/8-, 31/2-, and 21/2 -inch -deep stud and joist sections. Table No. I describes section properties. 7. Special Medium Leg Track (SMLT): These sections have wider flanges than the standard track sections, are formed from steel having a design thicknesses of 0.0697, 0.0548 and 0.0438 inch and fit overthe 12-, 10-, 8-, 6-, 4-, 35/8-, 31/2- and 21/2 -inch -deep stud and joist sections. Table No. I describes section properties. 8. Allowable Loadings and Spans: Allowable concentrated loads, reactions, spans and heights for joists, ceiling runners, curtain walls and interior studs are in Tables Nos. II to V. C. CEMCO Partition Steel Framing: 1. Studs and Floor -Ceiling Tracks: Partition steel framing studs are roll formed from continuous coils of Nos. 25, 22 and 20 manufacturer's standard gauge sheet steel. Series DS25, SS25, SS22 and DS20 and SS20 are produced from steel having design thicknesses of 0.0188, 0.0285 and 0.0347 inch. Studs have a modified "C" shape with flange stiffeners consisting of a flat section with a perpen- dicular lip. Series SS25 and Series SS20 stud flanges are 11/4 inches on one flange and 13/8 inches on the opposite flange. Series DS25 and DS20 stud flanges are 11/4 inches wide. All studs have indention patterns on both flanges to receive cladding fasteners. Table No. VI describes section properties. Series DS25 studs are avail- able in depths of 15/8, 21/2, 31/2, 35/8 and 4 inches. Series DS20 studs are available in depths of 21/2, 31/2, 35/8, 4, 6 and 8 inches. Series SS25 studs are available in depths of 15/8, 21/2, 31/2, 35/8, and 4 inches. Series SS22 studs are available in depths of 21/2, 35/8, 4, 6, and 8 inches. Series SS20 studs are available in depths of 21/2, 31/2, 35/8, 4, 6 and 8 inches. . Stud webs have utility punchouts spaced 24 inches on center and a minimum of 12 inches from ends. The CST25 and Series SSTL25 floor -ceiling track series are produced from steel having a design thickness of 0.0188 inch; Series SST22 and Series SSTL22 from a design thickness of 0.0285 -inch steel; and Series SST20 and Series SSTL from a design thickness of 0.0359 -inch steel. Track widths equal stud depths, and flanges are 11/4 to 11/2 inches wide. Flanges are bent inward to provide a clamping force when the studs are inserted. There are no other attachments required to connect the stud to the floor or ceiling tracks. 2. Allowable Stud Heights and Joist Spans: The allowable spans and heights for ceiling runners, curtain walls and interior partitions are set forth in Tables Nos. VIII and IX. 3. Furring Channels (FHC25-FHC20): Screwable furring channels are manufactured from galvanized steel, roll formed into hat -channel sec- tions from 0.0188- and 0.0359 -inch -thick sheets. Channels have a 23/4 -inch base width, base flanges 1/2 inch wide with a depth of 7/8 inch. The FHC25 section has hemmed edges. See Table No. VI for section prop- erties and Table No. VII for allowable spans. Evaluation reports of lCBO Evaluation Service, Inc., are issued solely to provide information to Class A members of /CBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics orany olherattributes not specifically addressed nor as an endorsement or recommen- dation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBG Evaluation Service, Inc., technical staff has reviewed the test results and/or otherdata, but does not possess lest facilities to make an independent verification. There is no warranty by ICBG Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 2 Page 2 of 2 Report No. 3403P 4. Continuous Lateral Support of Studs: Methods of obtaining contin- uous lateral support of studs and joist flanges are noted in Table No. X. 5., Concentrated Loads: Allowable concentrated loads based on web crippling are in Table No. XI. D. Materials and Design: 1. Materials: Nos. 14 and 16 gauge hot- rolled steel complies with ASTM A 446, Grade D and ASTM A 570, Grade 50, and galvanized per ASTM A 525. All have a minimum yield point of 50 ksi. No. 18 gauge cold -rolled steel complies with ASTM A 446, Grade A, ASTM A 525 galvanized and ASTM A 611 Grade C, and has a minimum yield point of 33 ksi. No. 20 gauge cold -rolled steel complies with ASTM A 446, Grade A and ASTM A 525 and has a minimum yield point of 33 ksi. 2. Design: Section properties and load tables are based on design cri- teria in U.B.C. Standard No. 27-9. Deflection criteria for joists are based on members having a maximum deflection of U360 for live loads and U240 for dead loads plus live loads. Deflection criteria for studs are as noted in the tables. All material thicknesses noted are base metal thick- nesses, exclusive of finish material and are available with either a galva- nized or factory -applied paint finish. Continuous adequate lateral support must be provided for both stud flanges with wall coverings and minimum attachments in accordance with the code. The tables referenced in this report assume that both flanges of the joists are supported by sheathing or bracing complying with U.B.C. Standard No. 27-9. E. Fire -resistive Construction: CEMCO sections may be used in fire -re- sistive construction where generically indicated in Table No. 43-8 of the Uniform Building Code or where similar steel thicknesses are specified for generic assemblies in the Fire Resistance Design Manual, 12th Edition, as published by the Gypsum Association. F. Identification: CEMCO Structural Steel Framing and Partition Steel Framing are permanently identified with name "CEMCO-ICBG ES No. 3403P" and minimum thickness stamped onto section. Pallets have an identifying tag indicating company name, gauge of steel and section des- ignation. III. Evidence Submitted: Details, allowable load and span tables, and calculations. 1992 Supplement to the U.B.C.: This report is unaffected by the supple- ment. Findings IV. Findings: That the CEMCO Structural Steel Framing and Partition Steel Framing described in this report comply with the 1991 Uniform Building Code and 1992 Supplement, subject to the following condi- tions: 1. Allowable spans and loadings are in Tables Nos. I through XI of the CEMCO catalog "Steel Framing Systems," dated 1993, which is a part of this report. 2. Complete plans are submitted to the building official for approval; including calculations for load-bearing conditions. 3. Installation complies with this report, the code and manufactur- er's instructions. This report is subject to re-examination in two years. K"MCC0 California Expanded Metal Products Co. Section,�l Structural Steel Framing "C" Studs and Joists (CS & ECS): Manufactured in 10", 8", 6", 4", 3=5/8", 3-1/2", 3-1/4" and 2-1/2" widths, from 14, 16, 18 and 20 gauge steel. Flange sizes available are 1 -3/8" -and 1-5/8" with a 9/16" return for extra stiffness. "C" studs and joists are available with the web punched or unpunched. Standard Flange Studs (SFS): Manufactured in 10", 8", 6", 4", 3-5/8", and 2-1/2" widths, from 14, 16 and 18 gauge steel, with a 1 " flange. Wide Flange Studs'(WFS): Manufactured in 10", 8", 6", 4", 3-5/8", and 2-1/2" widths, from 14, 16 and 18 gauge steel, with 1-3/8" flange. Standard Leg Track (SLT): Manufactured in 10", 8", 6", 4", 3-5/8", 3-1/2", 3-1/4" and 2-1/2" widths, from 16 and 18 gauge steel. Leg is 29/32" high. Web is unpunched. Deep Leg Track (DLT): Manufactured in 10", 8", 6", 4", . 3-5/8", 3-1/2", 3-1/4" and 2-1/2" widths, from 16 and 18 gauge steel. Leg is 1-1/2" high. Web is unpunched. Bridging (B): Manufactured to fit inside all sizes of studs. Bridging has a 3/4" or 15/16" leg and unpunched web. Materials: No. 14 and 16 gauge sections are fabricated from steel conforming to ASTM A-446 Grade D, galvaniz- ed and ASTM A-570 Grade 50, hot -rolled, with a minimum yield of 50,000 psi. No. 18 gauge sections comply with ASTM A-446 Grade A, galvanized and ASTM A-570 Grade 33, hot -rolled, and have a minimum yield point of 33,000 psi. No. 20 gauge sections comply with ASTM A-446 Grade A, galvanized and ASTM A-611 Grade C, cold- rolled, with a minimum yield point of 33,000 psi. All sections are painted with rust -inhibited paint or galvanized with a zinc coating. Utility: CEMCO Structural Steel Framing components are ideally suited for load bearing walls, roof joists and floor joists and are compatible with all types of building materials and techniques of construction. "EM" T "C" Studs "SFS" Standard Flange Studs "B" Bridging "SLT" Standard Leg Track "WFS" Wide Flange Studs "DLT" Deep Leg Track ..CS., "c" studs N The Section Properties set forth in Table I for CEMCO Structural Steel Framing and Table VII for CEMCO Partition Steel Framing are based upon the specifica- tions for the design of cold -formed steel structural members of the American Iron and Steel Institute. (U.B.C. Standard No. 27-9). The Section Properties are used as a basis for deriving the CEMCO Load and Span Tables which will provide the most design needs. For special conditions the Section Property Tables may be used by the designer to develop other allowable loads and spans. The load tables in this brochure establish allowable spans for CEMCO Structural and Partition Steel Framing members, incorporating variable spacings based upon the most frequently used combinations of dead, live, wind and snow loads. The data covers a wide variety of framing elements including rafters, ceiling joists or runners, flooi joists, non-bearing interior and exterior wall studs and bearing in- terior and exterior wall studs subjected to combined vertical and horizontal loads. The allowable loads and spans set forth in these tables are based upon the ac- cepted deflection, bending shear and axial load design criteria set forth in the Uniform Building Code and other nationally recognized standards. The deflection criteria are based upon members having a maximum deflection of U360 for live load and U240 for combined live load and dead loads. Recognition The CEMCO framing components are recognized in ICBO Report #3403-P for structural application. Fre resistive ratings are assigned in accordance with Chapter 43 of the U.B.C. Structural Steel Framing Section Properties set forth in Table I are based on the provision of the U.B.C. and the design criteria of the American Iron & Steel Institute. The material thicknesses shown are for uncoated material. The allowable compres- sive stresses are based upon yield stresses of 50,000 lbs./sq. in. for No. 14 and No. 16 gauge and 33,000 lbs./sq. in. for No. 18 and No. 20 gauge. TABLE NO. 1 SECTION PROPERTIES1," Section Section Designation 01menslons on Inches) Nominal Gauge Appiox.4 Welpht In Ibs. (per 1L) Gm= Area (sq.lns.) Net Area (W.Ins.) AIIow.s able �p� Won Suess F".s . Column Factor 0 Malin -Ade Mlnor-Axle Allowable Reshtinp Moment n Ibs.) p Dept flanpe Utll Pu Outs R m Tho' I In! S In 3 r In. I In.4 r In. A B C D (t) 9 Series "CS" - PUNCHED "C" STUDS & JOISTS, 1-5/8" FLANGE 250CS14P0.0747 250CS16P 2-1/2 1-5/8 1 14 0.0598 16 1.530 0.478 0.404 1.240 0.387 0.328 30, 1 0.844 0.477 0.381 0.998 0.149 0.557 11,445 2.662 0.846 0.391 0.313 1.005 0.123 0.564 9,391 2.675 250CS18P 0.0478 18 1.001 0.312 0.265 19,800 0.847 0.319 0.255 1.011 0.101 0.569 5,053 3.306 250CS20P 0.0359 20 0.759 0.237 0.201 18,840 0.807 0.244 0.195 1.016 0.078 0.574 3,682 3.319 325CS14P 325CS16P 3-1/4 1-5/8 1-5/8 0.0747 14 0.0598 16 1.639 0.534 0.413 1.327 0.432 0.335 30,000 0.773 0.864 1 0.531 1.271 0.153 0.536 15,942 2.613 0.775 0.706 0.435 1.278 0.127 0.542 13,048 2.629 325CS18P 0.0478 18 1.071 0.348 0.271 19,800 0.777 0.574 0.353 1.284 0.104 0.547 6,999 3.253 325CS20P 0.0359 20 0.811 0.264 0.205 18,840 0.741 0.439 0.270 1.290 0.081 0.553 5,088 3.269 350CS14P 350CS16P 31/2 1-5/8 1-518 0.0747 14 0.0598 16 1.704 0.553 0.432 1.380 0.447 0.350 30'000 0.781 1.032 0.590 1.366 0.162 0.542 17,689 2.647 0.783 0.843 0.482 1.373 0.134 0.548 14,455 2.665 0 _- -x 9/16 350CS18P 0.0478 18 1.112 0.360 0.283 1 19,800 0.784 0.685 0.392 11.379 0.110 0.553 7,753 3.297 350CS20P 0.0359 20 0.843 0.273 0.214 18,840 0.737 0.523 0.299 1.385 0.085 0.559 5,631 3.314 362CS14P 362CS16P 35/8 1-5/8 1-5/8 0.0747 14 0.0598 16 1.737 0.562 0.441 1.406 0.455 0.357 30,000 0.784 1.122 0.619 1.413 0.166 0.544 18,579 2.662 0.786 0.917 0.506 1.420 0.138 0.550 15,176 2.680 t 362CS18P 0.0478 18 1.133 0.366 0.288 19,600 0.788 0.745 0.411 1.426 0.113 0.556 8,136 3.316 362CS20P 0.0359 20 0.858 0.277 0.219 18,840 0.727 0.568 0.314 1.432 0.087 0.561 5,908 3.333 400CS14P 400CS16P 4 1-5/8 1-5/8 0.0747 14 0.0598 16 1.835 0.590 0.469 1.484 0.477 0.380 000 0.794 1.421 0.710 1.551 0.178 0.549 21,315 2.700 0.789 1.159 0.580 1.559 0.147 0.555 17,391 2.718 400CS18P 0.0478 18 1.196 0.384 0.306 19 8 00 0.787 0.941 0.470 1.565 0.121 0.561 9,315 3.364 400CS20P 0.0359 20 0.905 0.291 0.232 18,840 0.696 0.717 0.359 1.571 0.093 0.566 6,758 3.383 or Iootnoies refer io end Or rabie. Nn ni 7 n O T__1 r - TABLE NO. I ' (continued) SECTION PROPERTIES 1.2.5 Section Section Designation Dimensions (In Inches) Nominal Gauge Approx.4 Weight In lbs. (per ft.) Gross Area s (9•Ins.) IAllow-6 Net Area (sq.ins.) able Comprea• slon Stress Fb-ps.l. Column Factor D Major -Axis, Minor -AXIS Allowable Resisting Moment (In lbs.) kur g, Depth Flange Utlll Punc Outs Flange Return Thick, neat I In. S In. r In. 1 In. r In. A B C D (t) `y a g X- t -X Series "CS" - PUNCHED "C" STUDS & JOISTS, 1-5/8" FLANGE (continued 600CS14P 600CS16P 6 1-5/8 2-1/2 0.0747 14 2.199 0.740 0.0598 16 1.827 0.597 0.553 30,000 0.447 29,210 0.697 0.649 3.692 3.001 1.231 1.000 2.234 2.243 0.205 0.170 0.527 0.533 36,917 29,219 2.700 2.722 600CS18P 0.0478 18 1.429 0.480 0.360 19,180 0.649 2.429 0.810 2.250 0.139 0.539 15,528 3.373 600CS20P 0.0359 20 1.080 0.362 0.273 17,570 0.574 1.846 0.615 2.257 0.107 0.544 10,814 3.395 800CS14P9116 BOOCS16P 800CS18P 8 1-5/8 2-1/2 0.0747 14 2.706 0.889 0.0598 16 2.183 0.716 0.0478 18 1.754 0.575 0.703 28,720 0.567 26,800 0.456 17,560 0.595 0.556 0.556 7.513 6.093 1 4.921 1.878. 1.523 1.230 12.925 2.907 2.917 0.238 0.197 10.161 0.517 0.524 0.529 53,942 40,814 21,606 13.400 2.717 2.742 1000CS14P 1000CS16P 1000CS18P 10 1-5/8 2-1/2 0.0747 14 3.217 1.039 0.0598 16 2.589 0.836 10.0478 18 2.079 0.671 0.852 26,790 0.686 24,380 0.551 15,940 0.52213.112 0.489 0.489 10.617 8.564 2.622 2.123 13.564 1.713 13.573 3.553 0.259 10.214 10.176 0.500 0.506 0.512 70,254 51,773 27,309 2.683 2.710 3.363 Series "ECS" - PUNCHED "C" STUDS & JOISTS, 1-3/8" FLANGE 250ECS14P 250ECS16P 250ECS18P 250ECS20P 2-1/2 1-3/8 1 9/16 0.0747 14 1.400 0.441 0.366 000 0.831 0.422 0.338 0.978 0.099 0.474 10,126 0.0598 16 1.136 0.357 0.298 0.833 0.347 0.277 0.985 0.083 0.481 8,322 2.312 2.327 0.0478 18 0.918 0.288 0.241 19,800 0.834 0.283 0.226 0.991 0.068 0.486 4,484 2.879 0.0359 20 0.697 0.219 0.183 18,840 0.795 0.217 0.174 0.996 0.053 0.491 3,272 2.893 325ECS14P 325ECS16P 325ECS18P 3-1/4 1-3/8 1-5/8 0.0747 14 1.509 0.497 0.376 30000 0.756 0.769 0.473 1.244 0.102 0.454 14,203 , 0.0598 16 1.223 0.402 0.305 0.758 0.630 0.388 1.252 0.085 0.460 11,636 2.263 2.280 0.0478 18 0.987 0.324 0.247 19,800 0.761 0.513 0.316 1.258 0.070 0.465 6,253 2.824 325ECS20P 0.0359 20 0.749 0.246 1 0.187 18,840 0.726 0.392 0.242 1.264 0.054 10.471 4,550 2.842 350ECS14P 350ECS16P 350ECS18P 350ECS20P 3-1/2 1-3/8 1-5/8 0.0747 14 1.574 0.516 0.394 0.765 0.922 0.527 1.337 0.109 0.459 15,811 0.0598 16 1.275 0.417 0.320 30,000 0.767 0.755 0.431 1.345 0.090 0.465 12,939 2.291 2.309 0.0478 18 1.029 0.336 0.259 19,800 0.769 0.614 0.351 1.351 0.074 0.470 6,947 2.860 0.0359 20 0.780 0.255 0.196 18,840 0.724 0.469 0.268 1.357 0.058 0.475 5,052 2.878 362ECS14P 362ECS16P 3-5/8 1-3/8 1-5/8 0.0747 14 1.607 0.525 0.404 30,000 0.769 1.005 0.554 1.383 0.111 0.461 16,631 0.0598 16 1.301 0.425 0.328 0.771 0.822 0.453 1.391 0.093 0.467 13,603 2.303 2.321 362ECS18P 0.0478 18 1.050 0.342 0.265 19,800 0.773 0.668 0.369 1.397 0.076 0.472 7,301 2.876 362ECS20P 0.0359 20 0.796 0.259 0.201 18,840 0.713 0.511 0.282 1.404 0.059 0.477 5,307 2.894 400ECS14P 400ECS16P 4 1-3/8 1-5/8 0.0747 14 1.704 0.553 0.432 30000 0.781 1.277 0.639 1.519 0.119 0.464 19,156 , 0.0598 16 1.379 0.447 0.350 0.775 1.043 0.522 1.528 0.099 0.471 15,650 2.331 2.351 400ECS18P 0.0478 18 1.112 0.360 0.283 19,800 1 0.733 0.848 0.424 1.534 0.082 0.476 8,391 12.913 400ECS20P 0.0359 20 0.843 0.273 0.214 18,840 1 0.681 0.647 0.323 1.540 0.063 0.481 6,093 2.932 600ECS14P 600ECS16P 6 1-3/8 2-1/2 0.0747 14 2.074 0.703 0.516 30,000 0.681 3.364 1.121 2.188 0.138 0.442 33,639 0.0598 16 1.674 0.567 0.417 29,210 0.631 2.737 0.912 2.198 0.114 0.449 26,651 2.314 2.337 600ECS18P 0.0478 18 1.348 0.456 0.336 19,180 0.630 2.217 0.739 2.205 0.094 0.454 14,174 2.900 600ECS20P 0.0359 20 1.019 0.344 0.255 17,570 0.554 1.687 0.562 2.213 0.073 0.459 9,879 2.923 BOOECS14P 800ECS16P 8 1-3/8 2-1/2 0.0747 14 2.581 0.852 0.665 28,720 0.577 6.926 1.732 2.851 0.159 0.432 49,731 0.0598 16 2.081 0.686 0.537 26,800 0.537 5.621 1.405 2.862 0.132 0.438 37,657 2.310 2.336 800ECS18P 0.0478 18 1.673 0.551 0.432 17,560 0.536 4.543 1.136 2.870 0.108 0.443 19,947 2.901 000ECS14P 000ECS16P I 10 1-3/8 2-1/2 0.0747 14 3.089 1.001 0.815 a0.564 12.193 2.439 im0.415 65,325 0.0598 16 2.487 0.806 0.656 0.470 9.878 1.976 0.421 48,172 2.266 2.294 000ECS18P 0.0478 18 1.997 0.647 0.527 0.470 7.972 1.594 0.426 25,422 2.851 For footnotes, refer to end of table. W rF (D TABLE NO. I (continued) SECTION PROPERTIES 1,2.5 Dimensions Allow -4 Section Designation (In Inches) Nominal Gauge Approx.4 Weight 0 In lbs. (per h.) Gross Area (sq.ins.) Net Area (sq.ins.) able Comp"'. Sion Stress Fb-p.s.i. Column Factor 0 MaJbr•Axis Minor -Axis Allowable Resisting Moment (in lbs.) Lur ry, Depth Flange Utlli Pune Outs Thick•3 nese 1 In! S in .3 r In. 1 In.4 r In. A 8 C ( t ) 18 -Gauge - Series "WFS" - PUNCHED WIDE FLANGE STUDS, 1-3/8" FLANGE 250WFS18P 2-1/2 1 0.745 0.243 0.195 0.464 0.244 0.195 1.001 0.040 0.403 2,227 2.365 362WFS18P 400WFS18P 3-5/8 4 1-5/818 0.878 0.939 0.297 0.315 0.219 0.237 0.426 0.435 0.567 0.719 0.313 0.360 1.383 1.512 0.044 0.046 0.384 0.384 3,575 4,110 2.366 2.387 1-3/8 0.0478 11,430 600WFS18P 800WFS18P 6 8 21/2 1.193 1.518 0.410 0.506 0.291 0.386 0.382 0.316 1.890 3.927 0.630 0.982 2.147 2.786 0.052 0.059 0.357 0.341 7,200 11,218 2.346 2.301 -+ 16 -Gauge - Series "WFS" - PUNCHED WIDE FLANGE STUDS, 1-3/8" FLANGE 250WFS16P 2-1/2 1 0.926 0.302 0.242 0.487 0.300 0.240 0.996 0.049 0.401 4,372 1.922 362WFS16P 400WFS16P 3-5/8 4 1-5/8 1.091 1.169 0.369 0.392 0.272 0.295 0.448 0.457 0.700 0.889 0.386 0.445 1.377 1.507 0.054 0.057 0.382 0.382 7,046 8,107 1.920 1.937 1-318 16 0.0598 18,230 600WFS16P 800WFS16P 6 8 2-1/2 1.485 1.892 0.511 0.631 0.362 0.481 0.399 0.331 2.344 4.877 0.781 1.219 2.141 2.780 0.065 0.073 0.356 0.340 14,243 22,230 1.902 1.864 t 14 -Gauge - Series "WFS" - PUNCHED WIDE FLANGE STUDS, 1-3/8" FLANGE t000WFS14P 10 1-3/8 2-1/2 14 0.0747 2.863 0.935 0.748 22,880 0.373 10.753 2.151 3.392 0.096 0.320 49,214 1.798 18 -Gauge - Series "SFS" - PUNCHED STANDARD FLANGE STUDS, 1" FLANGES 250SFS18P 2-1/2 1 1 18 0,0478 0.623 0.207 0.159 16'000 0.621 0.190 0.152 0.957 0.017 0.283 2,427 1.737 362SFS18P 400SFS18P 3-5/8 4 1-5/8 0.755 0.261 0.817 0.279 0.183 0.201 0.567 0.452 0.250 0.583 0.579 0.290 1.317 0.018 1.442 0.019 0.265 0.263 3.992 1.712 4,633 1.715 600SFS18P 6 2-1/2 1.070 0.374 0.255 0.465 1.573 0.524 2.050 0.022 0.240 8,385 1.648 800SFS18P 8 1.395 0.470 0.350 15,360 0.382 3.360 0.840 2.674 0.024 0.225 12,898 1.579 16 -Gauge - Series "SFS" - PUNCHED STANDARD FLANGE STUDS, 1" FLANGES X_oil -x 250SFS16P 2-1/2 1 0.772 0.257 0.197 0.631 0.233 0.186 0.952 0.020 0.281 4,595 1.409 362SFS16P 400SFS16P 3-5/8 4 1.5/8 0.938 1.016 0.324 0.347 0.227 0.250 0.576 0.558 0.308 1.311 0.592 0.715 0.358 1.436 0.022 0.263 0.024 0.262 7,588 8,816 1.388 1.390 1 16 0.0598 24,650 600SFS16P 6 2.1/2 1.334 0.467 0.317 0.474 1.948 0.649 2.044 0.026 0.238 16,008 1.334 800SFS16P 8 1.741 0.586 0.437 23,540 0.389 4.171 1.043 2.668 0.029 0.223 24,547 1.277 t 14 -Gauge - Series "SFS" - PUNCHED STANDARD FLANGE STUDS, 1" FLANGES 1000SFS14P 10 1 2-1/2 14 0.0747 2.673 0.879 0.692 23,530 0.416 9.373 1.875 3.266 0.038 0.207 44,117 1.210 For footnotes, refer; t- -end of table. __ Nni pop ..t n rF I= ON V/ e�M Un to TABLE NO. 1 (continued) SECTION PROPERTIES"b ' Section Section Designation Dimensions (in Inches) Nominal Gauge Approx.4 Weight In lbs. (per 8.) Gross Area (sq.lns.) Allow -1 able Com res• siun Stress Fb-p.a.l. Column factor D Major -Axis Minor -Axis Allowable nesisting Moment (in lbs.) Lug n' Depth p Flange g Thick-� nese I In.4 S In.3 r In. 1 In. r In. A B (t) 18 -Gauge - Series "SLT" - UNPUNCHED STANDARD TRACK, 29/32" FLANGE 250SLT18UP 325SLT18UP 2-11/16 3-7/16 0.719 0.844 0.207 0.243 0.755 0.644 0.214 0.387 0.159 0.225 1.017 0.015 1.263 0.016 0.271 0.258 2,703 3,824 1.682 1.651 350SLT18UP 362SLT18UP 3-11/16 3-13/16 18 0.864 0.906 0.255 0.261 16,980 0.661 0.637 29/32 0.0478 0.460 0.499 0.629 1.683 0.249 0.262 0.300 0.544 1.343 0.016 1.383 0.017 1.502 0.017 2.121 0.018 0.254 0.252 0.247 0.221 4,228 4,442 5,098 9,237 1.642 1.633 1.614 1,512 400SLT18UP 600SLT18UP 4-3/16 6-3/16 0.969 1.299 0.279 0.374 0.603 0.464 800SLT18UP 1 8-3/16 1.632 1 0.470 1 15,130 1 0.391 1 3.486 1 0.852 1 2.724 1 0,019 1 0.201 12,8134 1.420 16 -Gauge - Series "SLT" - UNPUNCHED STANDARD TRACK, 29/32" FLANGE r L 1 250SLT16UP 325SLT16UP 2-11/16 3-7/16 29/32 0.0598 0.892 1.049 0.257 0.302 26,110 0.767 0.685 0.263 0.477 0.196 0.278 1.011 0.019 1.257 0.020 0.269 0.257 5,113 1.365 7,253 1.338 350SLT16UP 362SLT16UP 3-11/16 3-13/16 1.068 1.125 0.317 0.324 0.679 0.648 0.567 0.616 0.308 0.323 1.338 0.020 1.377 0.020 0.252 0.251 8,041 1.332 8,432 1.323 400SLT16UP 600SLT16UP 4-3/16 6-3/16 16 1,205 1.621 0.347 0.467 26,114 0.610 0.474 0.777 2.086 0.371 0.674 1.496 0.021 2.114 0.022 0.245 0.219 9,686 1.307 17,650 1.223 800SLT16UP 8-3/16 2.035 0.586 23,200 0.398 4.328 1.057 2.717 0.023 0.200 24,531 1.148 1000SLT16UP 10-3/16 2.451 1 0.706 1 19,590 1 0.352 1 7.742 1 1.520 1 3.312 1 0.024 1 0.184 1 29,770 1.082 18 -Gauge - Series "DLT" - UNPUNCHED DEEP LEG TRACK, 1-1/2" FLANGE 25ODLT18UP 325DLT18UP 2-11/16 3-7/16 0.917 1.042 0.264 0.300 0.459 0.436 0.313 0.550 0.233 0.320 1.089 0.061 1.355 0.066 0.482 0.470 2,204 3,030 2.795 2.806 35ODLT18UP 3-11/16 1.075 0.312 0.447 0.648 0.351 1.442 0.069 0.466 3,320 2.800 362DLT18UP 3-13/16 1-1/2 0.0478 18 1.104 0.318 9,460 0.419 0.700 0.3e7 1.485 0.068 0.464 3,475 2.797 400DLT18UP 4-3/16 1.163 0.335 0.403 0.872 0.416 1.612 0.070 0.457 3,941 2.790 60ODLT18UP 6-3/16 1.496 0.431 0.328 2.218 0.717 2.268 0.077 0.424 6,786 2.713 80ODLT18UP B-3/16 1 1 1 1 1.830 1 0.527 1 0.275 1 4.427 1 1.081 1 2.899 1 0.082 1 0.394 1 10,234 2.616 16 -Gauge - Series "DLT" - UNPUNCHED DEEP LEG TRACK, 1-1/2" FLANGE ` 250DLT16UP 325DLT16UP 2-11/16 3-7/16 1.139 1.295 0.328 0.373 0.469 0.426 0.386 0.680 0.287 0.396 1.084 1.350 0.076 0.082 0.480 0.468 4,506 5,988 2.276 2.276 35ODLT16UP 362DLT16UP 3-11/16 3-13/16 1.310 1.371 0.388 0.396 0.412 0.406 0.801 0.866 0.434 0.454 1.437 1.480 0.086 0.087 0.464 0.462 6,815 6,842 2.306 2.306 1 1-1/2 0.0598 16 15,072 40ODLT16UP 60ODLT16UP 4-3/16 6-3/16 1.451 1.868 0.418 0.538 0.367 0.309 1.079 2.754 0.515 0.890 1.607 2.263 0.088 0.093 0.455 0.422 7,762 13,414 2.282 1.230 80ODLT16UP 1000DLT16UP 8-3/16 10-3/16 2.281 2.698 0.657 0.777 0.257 0.218 5.503 9.568 1.344 1.878 2.894 3.510 0.096 0.097 0.392 0.368 20,257 28,305 1.116 1.000 18 -Gauge - Series "B" - UNPUNCHED BRIDGING, 3/4" FLANGE 362B18UP 1 40OB18UP 3-7/16 3-13/16 3/4 0.0478 18 0'792 0.854 0'228 0.246 18,610 0.710 0.668 0.344 0.446 0.200 0.234 1.229 1.347 0.009 0.010 0.203 0.198 3,728 4,353 1.336 1.316 18-Gau e - Series "B" - UNPUNCHED BRIDGING, 15/16" FLANGE 250B18UP 1 60OB18UP 2-5/160.667 5-13/16 15/16 0.0478 18 1,246 0.192 0.359 16,650 0.785 0.484 0.154 1.459 0.133 0.502 0.894 2.015 0.016 0.020 0.289 0.235 2,213 8,359 1.753 1.594 UI structural properties are computed in accordance with the Uniform Building Code Standard No. 27-9, edition, as amended, and the A.I.S.I., September, 1980, Cold -Formed Steel Design Manual. later to page 2 for material specifications. lase steel thickness does not include the thickness of zinc (galvanizing) or other protective coatings. Lpproximate weight with zinc or other coatings. Veb stiffeners are required at ends of studs or joists to provide a means of transmitting end reactions from ie web for 16 and 18 -gauge members having 10 -inch and 8 -inch depths, respectively. 6Allowable bending stress assumes both flanges are laterally stayed by adequate bridging and/or wall covering as specified in U.B.C. Standard No. 27-9. Wall coverings complying with the Uniform Building Code and at- tached as noted in the code are deemed to meet this requirement, except as noted in Footnote 3 of Table No. V. 7Maximum bridging spacing to develop the allowable listed bending stress, (Fb). 8Two SFS studs or joists back to back are required at all gypsum wallboard joints to provide adequate attach- ment surfaces. Lvi 7TY [CEMCPJ Structural Steel Framing Allowable Concentrated Loads Table II supplies the designer with allowable reactions or con- where web crippling at the support may be the governing centrated loads for studs or joists subject to bending forces, criteria. TABLE NO. 111,5 MAXIMUM ALLOWABLE CONCENTRATED LOADS AND REACTIONS FOR SERIES "CS" - PUNCHED "C" JOIST WITH UNREINFORCED WEB (Pounds) Joist Length of Support Conditions= Joist Length of Support Conditions= Designation Bearing DesignationBearing pnches) 1•A- 1.8- 1-C4 1-D4 (Inches) 11-113 1.83 1-C4 J.D. Series "600 -CS", Joist Depth, 6 -inches Series 11800-CS11, Joist Depth, 8 -inches 14 -Gauge 14 -Gauge 2.50 1,470 2,198 1,034 2,539 2.50 1,358 2,107 954 2,281 3.00 1,543 2,343 1,086 2,560 3.00 1,454 2,246 1,002 2,300 600CS14P 3.50 1,617 2,487 1,137 2,582 800CS14P 3.50 1,524 2,385 1,050 2,319 4.00 1,691 2,632 1,189 2,603 4.00 1,593 2,524 1,098 2,338 4.50 1,764 2,777 1,241 2,624 4.50 1,663 2,662 1,145 2,357 16 -Gauge 16 -Gauge 2.50 928 1,459 643 1,501 2.50 858 1,381 577 1,294 3.00 983 1,570 681 1,516 3.00 909 1,486 611 1,308 600CS16P 3.50 1,038 1,681 719 1,531 800CS16P 3.50 960 1,591 645 1,321 4.00 1,092 1,792 757 1,547 4.00 1,010 1,696 680 1,334 4.50 1,147 1,902 795 1,562 4.50 1,061 1,743 714 1,348 18 -Gauge 18 -Gauge 2.50 459 718 311 638 2.50 413 668 268 516 3.00 490 780 332 646 3.00 441 726 286 522 600CS18P 3.50 522 843 354 654 800CS18P 3.50 470 784 305 529 4.00 553 905 375 662 4.00 498 842 323 535 4.50 585 967 397 670 4.50 527 900 342 542 20 -Gauge 20 -Gauge 2.50 272 440 177 303 2.50 206 378 124 198 3.00 295 484 191 308 3.00 223 417 134 202 600CS20P 3.50 317 528 206 313 800CS20P 3.50 240 455 144 205 4.00 339 573 220 318 4.00 257 493 154 208 4.50 362 617 235 323 4.50 274 531 164 211 Series "1000 -CS", Joist Depth, 10 -inches Series "1000 -CS", Joist Depth, 10 -inches 14 -Gauge 16 -Gauge 2.50 1,300 2,017 874 2,023 2.50 788 1,304 512 1,088 3.00 1,365 2,149 918 2,040 3.00 835 1,403 542 1,100 1000CS14P 3.50 1,430 2,282 962 2,057 1000CS16P 3.50 881 1,502 572 1,111 4.00 1,496 2,415 1,006 2,074 4.00 928 1,601 602 1,122 4.50 1,561 2,548 1,050 2,091 4.50 974 1,700 632 1,133 'The values listed are computed in accordance with Section 27.917 in U.B.C. Standard No. 27-9, Table No. 27-9C. ZFor clarification of support conditions refer to 1980 AISI Specifications for the Design of Cold -Formed Steel Structural Members Commentary, Section 3.5.1-1. Continuous members shall be investigated for combined bending plus web crippling or shear forces per AISI criteria. sAt locations of one concentrated load or reaction acting either on the top or bottom flange when the clear distance between the bearing edges of this and adjacent opposite concentrated loads or reactions is greater than 1.5h. CONDITION 1-A For end reactions of beams or concentrated loads on the end of cantilevers when the distance from the edge of bearing to the end of the beam is less than 1.5h. CONDITION 1-B For reactions and concentrated loads when the distance from the edge of bearing to .he end of the beam is equal to or larger than 1.5h. 4At locations of two opposite concentrated loads or of a concentrated load and an opposite reaction acting simultaneously on the top and bottom flanges when the clear distance between their adjacent bearing edges is equal to or less than 1.5h. CONDITION 1-C For end reactions of beams or concentrated loads on the end of cantilevers when the distance from the edge of bearing to the end of the beam is less than 1.5h. CONDITION 1-D For reactions and concentrated loads when the distance from the edge of bearing to the end of the beam is equal to or larger than 1.5h. sCombined bending and web crippling shall be investigated where applicable per AISI Section 3.5.2. 4� . V 1, Structural Steel Framing CrCMC0 "C" Joist Spans (1-5/8" Flanges) Table I I I is applicable to either roof rafters or .f oor_joists and covers a wide range of the most frequently used live and dead load combinations. The table assumes that the upper and lower flanges are supported by sheathing and/or brac- ing in accordance with the requirements of the A.I.S.I. de- sign specifications. Required member sizes are obtained by entering the table with the appropriate live and dead load combination in the left column and proceeding horizontally to the right to the span and then up to the required member size at the top of the table. TABLE 1111'4'5 Series "CS" — PUNCHED "C" JOIST SPANS (1-518" Flanges) DESIGN CONDITIONS SIMPLE -SPAN= TWO EQUAL SPANS — CONTINUOUS JOISTS Pounds Sq.Ft. Design Loads Joist1000CS Spacing 600CS — "C" Joist 800CS — "C" Joist — "C" Joist 600 CS — "C" Joist 800 CS — "C" Joist 1000CS — "C" Joist 14 Ga. 16 Ga. 18 Ga 14 Ga. 16 Ga. 18 Ga.= 14 Ga. 14 Ga. 16 Ga. 18 Ga. 14 Ga. 16 Ga. 18 Ga? 14 Ga. 10# D.L. +20# L.L. 12 16 24 20•_1,• 18'-3" 15'-11" 18,_9•• 17'-0" 14'-10" 17•_5•• 15'-10" 13'-2" 25'-5•• 23'-1" 20,_2•, 23'-8" 21'-6" 18,_10•, 21,_11•, 19'-0" 15,•6•, 30•_7•• 27'-10" 42'-3" 28•-0" 42'-0" 19'0„ 25'-4" 21'-8" 17,_8•• 18'-0" 15'-6" 12'-0" 34'-3" 29'-8" 24'.9" 28•_7•• 24'-9" 20'-3" 21'-6" 18'-7" 15'-2" 39•-0" 33'-8" 27'-3•• =30# T.L. 10# D.L. +30# L.L. 12 16 24 17'-6" 15'-11" 13'-11" 16'-4" 14'-10" 13'-0" 15'-3" 13'-10" 11'-5" 22'-2•• 20'-2" 17'-7" 20•_8•• 18'-10" 16'-5" 19'-0" 16'-5" 13'-5" 26•_9,• 24'-3" 21'-3" 24•-0" 20'.9" 16'-10" 21'-8" 18'-10" 15'-3" 15'-5" 13'-4" 10'-8" 29,-8" 25'-9" 20'-9" 24•_9•• 21'-6" 17'-6" 181_71• 16'-1" 13'-2" 33'-0" 29'_ 23'-6" =40# T.L. 10# D.L. +40# L.L. 12 16 24 15'-11„ 14'-6" 12'-8" 14'-10" 13'-6" 11'-9" 13'-10" 12'-6"• 10' 2" 20'-2" 18'-4" 16'-0" 18'-10" 17'-1" 14'-11 " 17'-0" 14'-8" 12'-0" 24'.9" 22'-1" 19'-3" 21'-6" 18'-5" 15'-1 " 19'-6" 16'-10" 13'-7" 13._10.• 11'-10" 9'-5" 26'-6" 23'-0" 18'-6" 22._2.. 19'-2" 15'-8" 16'-8,• 14'-5" 11'-6" 30•-0" 25'-4" 20'-4" =50# T.L. 10# D.L. +50# L.L. 12 16 24 14'-9" 13'-5" 12'-8" 13'-9•• 12'-6" 10'-11" 12,_10•• 11'-5"- 9'-3" 18•_9•• 17'-0" 14'-10" 17•-6„ 15'-10" 13'-10" 15'-6" 13'-5" 10'-11" 22•_7•• 20'-6" 17'-11 " 19'.5" 16'-10" 13'-3" 17'-8" 15'-3" 12'-5" 12'-6" 10'-10" 8'-5" 24'-3,• 20'-9" 17'-0" 20'-6" 17'-6" 14'-0" 15•_2•• 13'-2" 10'-8" 27'-0" 23'-3" 18'-9" =60# T.L. 10# D.L. +100# L.L. 12 16 24 11'-9" 101-8" 9'4" 10'-11" 9'-11" 8'$" 9'-8" 8'-5" 6'-10" 14'-10" 13'-6" 11'-10" 13'-10" 12'-7" 11'-0" 11'-5" 9'-11" 8'-1" 17'-11" 16'-3'-' 14'-2" 14'-3" 12'-0" 9'-4" 13'-0" 11'-0" 8'-10" 8'-10" 7'-5" 15'-9" 17'-9" 15'-3" 12'-3" 14'-10" 12'-6" 9'-10" 11'-0" 9'4" 7'-4" 19'-9" 16'-0" 13'-6" = 110# T.L. 20# D.L. +20# L.L. 12 16 24 18'-3•• 16•_7•• 14•_6•• 17'-0" 15•_5•• 13'-6" 16•_1•' 13'-11" 11'-5.' 23._1•, 21'-0„ 18'-4" 21'-6" '9'-7" 17•_1,•' 19'-0" 16'_5•• 13'-5" 27' 10" 25'-3" 22•_1,. 23'-10" 20'-8•. 16'-10" 21•_8•• 18'-10" 15'-3" 15'-6" 13'-4., 10'-8" 29 8" 25'-9•• 20'-8'• 24 9" 21 _6„ 17'-6" 18.7 16•_1•• 13•_2•• 33.9 29•-0" 23'-6•. =40# T.L. 20# D.L. +30# L.L. 12 16 24 16'-11" 15'-4" 13•_5•• 15' 9" 14'-4" 12'-6" 14'-5" 12'-6" 10._2•' 21'-5" 19'-6" 17'0" 20'-0" 18'-2" 15•_10•• 17 0" 14'.8" 12'-0" 25'-10" 23'-5" 20'-6" 21'-4" 18'-5" 15'-0" 191-6" 16'-8" 13•_7•• 13'-9" 11'-10" 9'-5" 26'-7" 23'-0" 18'-8•• 22'-6" 19'-4" 15'-8" 16'-8" 14'-5" 11•_6.. 30 -0" 25'-9" 20'-9" =50# T.L. 20# D.L. +40# L.L. 12 16 24 15'-11" 14' 6" 12'-8" 14'-10" 13' 6" 11'-9" 13'-2" 11'-5 9'-3" 20'-2" 18' 4" 16'-0" 18'-10" 17'_1 14'-11" 15'-6" 13'-5 10'-11" 24'-3" 22'-1" 19'-3" 19'-5" 16.10 13'-6" 17'-8" 15.3 12'-5" 12' 6" 10'-8" 8'-5" 24'-3" 20'-10 ' 17'-0" 20'-3" 17'-6" 14'-3" 15'-2" 13'-2" 10'-6" 27'-3" 23'-6" 19'-0" =60# T.L. 20# D.L. +50# L.L. 12 16 24 14•_9•• 13'-5" 11'-9" 13'-9" 12'-6" 10'-11" 12'-2" 10'-6" 8'-7" 18'-9•• 17'-0" 14'-10" 17'-6" 15'-10" 13'-10" 14'-4" 12'-5" 10'-2" 22._7., 20'-6" 17'-11" 18'-0" 15'-7" 12'-6" 16'-3" 14--1 " 11'-6" 11'-5" 9'-10" 7'-8" 22'-5•• 19'-3" 15'-6" 18•_9•• 16'-3" 13'-0" 14,_1,. 12'-2" 9'-8" 25'-0" 21'-6" 17'-6" =70# T.L. 20# D.L. +100# L.L. 12 16 24 11'-9" 101_81• 9'-4" 10'-11" 9'-11" 8'-8" 9'-3" 8'-1" 6'-7" 14'-10" 13'-6•• 11'-10" 13•_10,• 12'-7" 10'-8" 10•_11•• 9'-6" 7'-9" 17•_11•, 16•_3•• 14'-2" 13'-6" 11'-3" 9'-0" 12'-5" 10'-6" 8'-3" 8'-6" 7'-1" 5'-6" 17'-0" 14'-6" 11'-9" 14'-3•• 12'-0" 9'-3" 10•_6•• 91-01, 7'-0" 19'0" 16•_0" 12'-9" =120# T.L. 30# D.L. +20# L.L. 12 16 24 16•_11•. 15'-4" 13•_5•• 15•_9•• 14'-4" 12'-6" 14'-5" 12'-6" 10•_2•, 21'-5" 19'-6" 17'-0" 20'-0" 18 -2" 15'-10" 17'-0" 14'-8" 12'-0" 30•_7•, 27'-10" 24'-3•• 21•-4•, 18'-5" 15,_1•, 19'-6" 16'-10" 13'-7" 13•_6•• 11' 7" 9'-5" 26'.7" 23'0" 18'-8•• 22'-6.• 19'-4" 15'-8" 16•_8•• 14'-5" 11 8•• 30'-0" 26'-0" 20•_9,• =50# T.L. 30# D.L. +30# L.L. 12 16 24 15'-11" 14'-6" 12'-8" 14'-10' 13'-6" 11'-9" 13'-2" 11'-5" 9'-3" 20'-2" 18'-4" 16'-0" 18'-10" •17'-1 " 14'-11" 15'-6" 13'-5" 10'-11" 26'-9" 24'-3" 21'-3" 19'-5" 16'-10" 13'-4" 17'-8" 15'-3" 12'-5" 12'-5" 10'-7" 8'-6" 24'-3" 21'-0" 17'-0" 20'-4" 17'-6" 13'-1" 15'-2" 13'-2" 10'-6" 27'.3" 23.6" 18'.9" =60# T.L. 30# D.L. +40# L.L. 12 16 24 15'-1" 13'-9" 12'-0" 14'-1" 12'-10" 11•_2'• 12'-2" 10'-6" 8'-7" 19'-2" 17'-5" 15•-3•, 17'-10" 16'.3" 13'-11" 14'-4" 12'-5" 10'-2" 24'-3" 22'-1" 19'.3" 18'-0" 15'-7" 12'-3" 16'-3" 14'-1" 11'-6" 11'-6" 9'-10" 7'-8" 22'-5" 19'-3" 15'-6" 18'-9" 16'-3" 13'-0" 14--l" 12--l" W-8" 25'-0" 21'-6" 17'-6" =70# T.L. 30# D.L. +50# L.L. 12 16 24 14•_6•, 13•_2•• 11'-6" 13'-6" 12'-3" I 10.9 11'-5•" 9'-10" I 8'-1" 18•417._1•, 16'-8•, 1 14•_7 15'-6" 13•-0" 13•_5.• 11•4.. 9'-6" 22•_7.• 20•-6" 17.11 1 16•_10•• 14'-3" 11'0" 15•_3•, 13'-2" 10•_6" 10'-8" 9'-0" 7'-1" 20'-10" 17•_10•, 14'6" 17'-6•• 15•_2•• 11•0• 13'-2" 11 3.• 91-0" 23'-6" 20'-0" 16'-0" =80#T. L. 30# D.L. +100# L.L. 12 16 24 11'-9" 10'-8" 9'-4" 10'-11" 9'-11, 8'-8" 8'-11" 7'-9" 6'-4" 14'-10" 15,_6• 11.9,• 13'-10" 12'-6" 10'-3" 10'-6" 9'-1" 7'-5" 17'-11" 16'-3" 14•_2 13'-0" 10'-9• 8'-3" 11' 10" 10•_3" 7'-9" 8'-0" 6'-9" 5'.1" 16'-3" 14 0" 11•_3•• 13'-6." 11'-4" 8'-10" 10'-3" 8' 8" 6'-10" 18'-0" 15,-4•• 12'-3.. =130# T.L. 'The table assumes that the upper and lower flanges are supoorted by sheathing and/or bracing. Bracing and connectors must be designed in accordance with the re- quirements noted in Section 27.929 of U.B.C. Standard No. 27-9. 2Simple spans are limited by deflection (L/240 for total load, L/360 for live load) or total load bending stress, whichever governs. 3Two equal span -joists are limited by combined bending and shear stresses per U.B.C. Standard, Section 27.916(c). Transverse bearing stiffeners are required at interior supports and shall be designed for actual bearing width of support per U.B.C. Standard, Section 27.910(b). 4End reactions and interior concentrated loads exceeding load values in Table II (Allowable Concentrated Loads) will require web stiffeners. SPunched joists shall require a vertical stiffener at supports with dimensions equal to the width of bearing and its height and gauge equal to the depth and gauge of the joist. [Cic"MCPJ Structural Steel Framing Allowable Loads and Spans for Ceiling Joists and Runners Table IV specifies the allowable spans forLceiling joists or run- ners and may be used to design supports for either acous- tical the or plaster systems. The required member size is obtained by entering the table with the appropriate live and dead load combination in the left column and proceeding horizontally to the right to the span and then up to the re- quired member size at the top of the table. A live load of 10 pounds per square foot must be used under the special load conditions of Table 23-B of the U.B.C. where the attic area is not accessible or if accessible, total access is not provded from below. TABLE NO. IV 1,2.3 Series "SFS" — PUNCHED STANDARD FLANGE STUDS, V FLANGE DESIGN CONDITIONS 18 -GAUGE 0 = 0.0478) 16 -GAUGE 0 = 0.0598) Jolst Joist & Runner Designation Joist 8 Runner Designation Design Loads & Depth On Inches) Depth On Inches) Pounds per Sq. Ft. Runner Allowable -Spans on ft. b Ins.) Allowable -Spans on ft. & Ins.) 250SFS18P 362SFS18P 400SFS18P 600SFS18P 250SFS16P 362SFS16P 400SFS16P 600SFS16P Spacing on Inches) .1/2 5/8) 4 6) (2-1/2) (3-5/8 4 6 4# = D.L. 12 14'-8" 19'-6" 21'-2" 29'-6" 15'-8" 20'-11" 22'-9" 31'-9" + 0# = L.L. 16 13'-3" 17'-9" 19'-3" 26'-10" 14'-2" 19'-0" 20'-8" 28'-10" 4# = T.L. 24 11'-7" 15'-6" 16'-10" 23'-5" 12'-5" 16'-7" 18'-0" 25'-2" 4# = D.L. 12 9'-5" 12'-6" 13'-8" 19'-0" 10'-0" 13'-6" 14'-8" 20'-5" + 10# = L.L. 16 24 8'-6" 7'-6" 11'-5" 9'-9" 12'-5" 10'-6" 17'-3" 14'-2" 9'-2" 8'-0" 12'-3" 10'-8" 13'-3" 11'-7" 18'-6" 16'-3" =14# = T.L. 7# = D.L. 12 12'-2" 16'-2" 17'-7" 24'-6" 13'-0" 17'-4" 18'-10" 26'-4" + 0# = L.L. 16 11'-0" 14'-9" 15'-11" 22'-3" 11'-9" 15'-9" 17'-1" 23'-11" = 7# = T.L. 24 9'-7" 12'-10" 13'-11' 19'-5" 10'-3" 13'-9" 15'-0" 20'-11" 7# = D.L. 12 9'-7" 12'-0" 13'-0" 18'-2" 9'-8" 12'-11" 14'-0" 19'-7" + 10# = L.L. 16 8'-2" 10'-10" 11'-8" 15'-9" 8'-9" 11'-9" 12'4" 17'-10" =17# = T.L. 24 6'-11" 8'-10" 9'-6" 12'-10" 7'-8" 10'-3" 11'-1" 15'-6" 10# = D.L. 12 10'-9" 14'-4" 15'-4" 21'-9" 11'-6" 15'-5" 16'-9" 23'-4" + 0# = L.L. 16 24 9'-9" 8'-6" 13'-0" 11'-5" 14'-2" 12'4" 19'-9" 16'-9" 10'-6" 9'-2" 14'-0". 12'-3" 15'-3" 13'-3" 21'-3" 18'-6" =10# = T.L. 10# = D.L. 12 8'-6" 11'-5" 12'-4" 16'-9" 9'-2" 12'-3" 13'-3" 18'-6" +10# = L.L. 16 24 7'-9" 6'-5" 10'-0" 8'-2" 10'-9" 8'-9" 14'-6" 11'-10" 1 8'-4" 7'-3" 11'-1" 9'-9" 12'-0" 10'-6" 16'-10" 14'-11" =20# = T.L. 1 D.L. = Dead Load L.L. = Live Load T.L. = Total Load 'Situations where L.L. = 0 are for dead load only and should not be used where attic or loft is accessible. 21-imited by either U240 T.L. deflection, U360 L.L. deflection or stress for single spans. 3Compression top flange shall be braced by sheathing or cold rolled channel bridging at 2'-6" o/c maximum spacing. Bracing and connectors musfbe designed in accordance with Section 27.929 of U.B.C. Standard No. 27-9. Combined Axial and Wind Loads Table V is applicable to interior and exterior bearing wall studs that are subjected and proceeding down to the appropriate axial load. Then proceed to the left to horizontal and axial forces. The required member sizes are obtained by enter- column for the required member size. ing the top of the table with the unsupported height and spacing of the stud TABLE NO. V1.2.3 Series "CS" - PUNCHED "C" STUDS, 1-5/8" FLANGES (Maximum Allowable Axial Loads In Pounds) HEIGHT 8' 10' 12' 14' 1 16' 1 16' 1 20' SPACING 16' 24" 16" 1 24" 12" 16" 1 24" 1 12" 1 16" 1 24" 1 12" 1 16" 24" 1 12" 16" 1 24" 1 12" 1 16" 24" Designation 5 Lbs. Per Square Foot Surface Load (Interior Walls) 362CS14P 362CS16P 7,382 6,017 7,382 6,017. 6,834 5,560 6,834 5,560 5,871 4,783 5,871 4,783 5,676 4,422 4,719 3,722 4,474 3,501 4,065 3,131 3,443 2,696 3,229 2,530 2,870 '2,179 2,583 2,007 2,393 1,835 2,074 1,547 1,982 1,811 1,524 362CS18P 3,458 3,458 3,291 3,291 3,020 2,921 2,562 2,429 2,212 1,846 1,824 1,619 1,274 1,334 1,148. 837 1,526 973 1,371 805 1,112 525 362CS20P 2,456 2,456 2,346 2,205 2,119 1,939 1,626 1,626 1,437 1,117 1,202 1,020 716 863 696 416 " 603 452 400CS14P 400CS16P 7,961 6,449 7,961 6,449 7,737 6,255 7,737 6,255 6,865 5,565 6,865 5,565 6,865 5,524 5,834 4,748 5,777 4,532 5,298 4,100 4,533 3,568 4,278 3,849 3,419 3,182 2,811 2,637 2,433 2,090 3,337 2,950 2,672 1 2,467 2,122 2,045 1,860 1,550 400CS18P 400CS20P 3,678 2,508 3,678 2,508 3,605 2,462 3,605 2,462 3,366 2,321 3,366 2,257 3,114 1,948 2,997 1,966 2,762 1,768 2,361 1,428 2,343 1,526 2,108 1,325 1,714 986 1,787 1,567 1,198 1,335 1,134 .798 600CS14P 600CS16P 8,326 8,326 8,326 8,326 8,326 8,326 8,326 8,326 8,326 8,326 7,837 7,837 7,837 1,151 7,247 958 7,247 635 7,145 846 6,587 667 6,487 367 5,888 6,468 6,468 6,468 6,468 6,468 6,468 6,468 1 6,389 6,389 6,389 6,027 6,027 6,027 5,616 5616 5,352 5,157 4,935 4,409 600CS18P 600CS20P 3,617 2,462 3,617 2,462 3,617 2,462 3,617 2,462 3,617 2,462 3,617 2,462 3,617 2,462 3,617 2,456 3,612 2,456 3,612 2,388 3,486 2,382 3,486 1 2,352 3,342 2,017 3,342 2,234 3,259 2,019 2,819 1,637 3,056 2,782 2,309 800CS14P 800CS16P 9,249 9,249 9,382 97:084 9,382 9,249 9,249 9,249 9,249 9,249 9,249 9,382 9,382 9,382 9,378 9,378 9,378 1,921 9,017 1,684 9,017 1,274 9,017 7,084 7,084 7,084 7,084 7,084 7,084 7,084 7,084 7,084 7 084 7,084 7,084 7,084 7,084 7,084 6,899 6,899 6,899 800CS18P 800CS20P 3,974 2,688 3,974 2,688 3,974 2,688 3,974 2,688 3,974 2,688 3,974 2,688 3,974 2,688 3,974 2,688 3,974 2,688 3,974 2,688 3,974 3,974 3,974 3,974 3,974 3,974 3,904 3,904 3,705 2,688 2,688 2,662 2,688 2,688 .2,445 2,643 2,542 - - 15 Lbs. Per Square Foot Wind Load 362CS14P 7,382 7,382 6,590 5,794 5,122 4,654 3,867 3,563 3,140 2,430 362CS16P 6,017 5,887 5,070 1 4,346 3,922 3,500 2,790 2,678 2,296 362CS18P 3,425 2,941 2,602 1,980 2,109 1,721 1,396 362CS20P 2,199 1,766 1,544 999 1,232 895 400CS14P 7,961 7,961 7,737 7,155 6,465 5,944 5,062 4,712 4,217 3,387 3,325 2,883 2,345 400CS16P 6,449 6,449 6,162 5,407 4,972 4,501 3,705 3,571 3,124 2,475 400CS18P 3,678 3,325 3,138 2,506 2,641 2,228 1,518 1,862 1,439 1,230 400CS20P 2,381 1,982 1,854 1,315 1,548 1 1,199 1,005 600CS14P 8,326 8,326 8,326 8,326 8,326 8,326 8,326 6,400 5,764 4,688 600CS16P 6,468 6,468 6,468 6,468 6,468 6,468 6,298 6,389 6,334 5,506 5,744 5,213 4,294 4,703 4,148 3,206 3,761 3,212 600CS18P 600CS20P 3,617 2,462 3,617 2,415 3,617 2,383 3,400 1,999 3,617 2,319 3,449 2,044 2,881 1,536 3,415 2,011 3,024 1,662 2,312 1,030 2,832 1,569 2,375 1,168 1,570 2,251 1,756 1,714 800CS14P 800CS16P 9,249 7,084 9,249 7,084 9,382 7,084 9,382 7,084 9,249 7,084 9,249 7,084 9,249 7,084 9,249 7,084 9,249 7,084 9,249 7,037 9,382 7,084 9,382 7,084 9,326 6,447 1,143 9,378 7,084 712 9,378 6,835 8,640 .758 9,017 8,571 7,331 BOOCS18P 3,974 3,974 3,974 3,974 3,974 3,974 3,734 3,974 3,863 3,252 3,889 3,483 2,733 3,563 3,075 5,826 2,183 6,666 3,091 6,026 2,531 4,895 1,530 BOOCS20P 2,688 2,688 2,688 2,521 2,688 20 Lbs. Per Scuare Foot Wind Load 362CS14P 7,382 7,012 6,044 5,111 4,654 4,113 3,203 3,140 2,651 362CS16P 6,017 5,361 4,574 3,726 3,500 3,011 2,296 362CS18P 3,097 2,500 2,177 1,437 1,721 1,268 362CS20P 1,905 1,373 1,172 895 400CS14P 7,961 7,886 7,417 6,432 5,944 5,338 4,314 4,217 3,646 2,883 400CS16P 6,449 6,050 5,646 4,748 4,501 3,954 3,031 3,124 2,609 400CS18P 3,475 2,899 2,708 1,943 2,228 1,741 1,439 400CS20P 2,111 1 1,615 1,487 836* 1,199 786 600CS14P 600CS16P 8,326 6,468 8,326 6,468 8,326 6,468 8,326 6,440 8,326 6,468 6,468 5,691 6,334 5,770 4,768 5,213 4,583 3,500 5,764 4,148 5,024 3,500 3,775 3,212 600CS18P 600CS20P 3,617 2,462 3,584 2,164 3,539 2,124 3,003 1,645 3,449 2,044 3,065 1,700 2,361 1,074 3,024 1,662 2,541 1,233 1,669 2,375 1,825 1,756 1,171 463 1,168 687 712 +efer to footnotes at end of table. Mn _3 0n n� 7 n. O TABLE NO. V1.2,3 (continued) Series "CS" - PUNCHED "C" STUDS, 1-5/8" FLANGES (Maximum Allowable Axial Loads In Pounds) HEIGHT 8'10' 12' 14' 16' 18' 20' SPACING 16" 24" 16" .24" 12" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" saca20 Lbs. PS Ft Wind Load Designation Per tiquare Foot oa(continued) 800CS14P 9,249 9,249 9,382 9,382 9,249 9,249 9,249 9,249 9,249 9,031 9,382 9,382 8,480 9,378 8,994 7,644 8,571 7,724 6,241 800CS16P 7,084 7,084 7,084 7,084 7,084 7,084 7,078 7,084 7,084 6,396 7,084 6,721 5,674 6,835 6,149 4,921 6,026 5,254 3,903 800CS18P 3,974 3,974 3,974 3,837 3,974 3,889 3,288 3,863 3,450 2,688 3,483 2,975 2,048 3,075 2,469 1,375 2,531 1,849 641 800CS20P 2,688 2,662 2,628 1000CS14P 9,944 9,944 9,944 9,944 9,944 9,944 9,944 .9,944 9,944 9,944 9,944 9,944 9,803 9,944 9,944 9,072 9,944 9,685 8,309 25 Lbs. Per Square Foot Wind Load 362CS14P 7,382 6,492 5,556 4,502 4,241 3,635 2,767 362CS16P 5,705 4,881 4,130 3,174 3,127 2,587 362CS18P 2,790 2,093 1,791 1,376 362CS20P 1,631 1,011 835 400CS14P 7,961 7,375 6,905 5,780 5,482 4,801 3,652 3,781 3,142 400CS16P 6,386 5,579 5,179 4,156 4,084 3,470 2,731 400CS18P 3,179 2,503 2,312 1,431 1,857 1,305 365 400CS20P 1,856 1,276 1,150 1 885 600CS14P 8,326 8,326 8,326 8,038 8,326 5,200 600CS16P 6,468 6,468 6,468 6,004 6,468 6,089 5,131 5,906 5,251 4,097 4,734 4,018 3,654 1 2,926 600CS18P 3,617 3,318 3,264 2,630 3,158 2,703 1,879 2,658 2,091 1,078 1,957 1,325 1,311 600CS20P 2,330 1,926 1,878 1,313 1,783 1,378 647 1,337 835 803 800CS14P 9,249 9,249 9,382 9,382 9,249 9,249 9,249 9,249 9,249 8,386 9,382 9,036 7,697 9,175 8,298 6,728 7,928 6,954 5,257 800CS16P 7,084 7,084 7,084 7,084 7,084 7,084 6,600 7,084 6,818 5,802 6,862 6,180 4,964 6,315 5,514 4,095 5 439 4,551 800CS18P 3,974 3,974 3,974 3,520 3,967 3,582 2,868 3,551 3,060 2,162 3,099 2,498 1,413 2,617 1,905 632 2,013 1,223 800CS20P 2,688 2,458 2,416 1000CS14P 9,944 1 9,944 1 9,944 1 9,944 9,944 9,944 9,944 9,944 9,944 1 9,927 1 9,944 1 9,944 1 9,114 1 9,944 9,649 8,260 9,871 8,976 7,374 30 Lbs. Per Square Foot Wind Load 362CS14P 7,012 6,011 5,111 3,947 3,867 3,203 362CS16P 5,361 4,437 3,726 2,673 2,790 362CS18P 2,500 1,712 1,437 362CS20P 1,373 674 999 400CS14P 7,886 6,900 6,432 5,182 5,062 4,314 3,387 400CS16P 6,050 5,143 4,748 3,613 3,705 3,031 400CS18P 2,899 2,132 1,943 958 1,518 908 400CS20P 1,615 957 836 600CS14P 8,326 8,326 8,326 7,573 4,688 3,775 600CS16P 6,468 6,468 6,440 5,594 6,298 5,691 4,608 5,506 4,768 3,476 4,294 3,500 3,206 600CS18P 3,584 3,065 3,003 2,279 2,881 2,361 1,428 2,312 1,669 1,570 600CS20P 2,164 1,700 1,645 1,001 1,536 1,074 248 1,030 463 800CS14P 9,249 9,249 9,382 9,382 9,249 9,249 8,762 9,249 9,031 7,781 9,326 8,480 6,965 8,640 7,644 5,875 7,331 6,241 4,353 800CS16P 7,084 7,084 7,084 6,997 7 084 7,078 6,149 7,037 6,396 5,246 6,447 5,674 4,303 5,826 4,921 3 329 4 895 3,903 800CS18P 3'S7w 3,889 1 3,837 3,217 3,734 3,288 2,469 3,252 2,688 1,666 2,733 2,048 819 2,183 1,375 1,530 641 800CS20P 1 21662 2,260 1000CS14P 1 9,944 1 9,944 1 9,944 9,944 9,944 1 9,944 9,944 9,944 9,944 9,389 1 9,944 9,803 8,465 9,944 9,072 7,501 9,325 8,309 6,504 40 Lbs. Per Square Foot Wind Load (continued next page) 362CS14P 6,328 5,134 4,311 3,203 362CS16P 4,730 3,632 3,002 362CS18P 1,963 1,013 362CS20P 897 Refer to footnotes at end of table. 0n ni 7 n O M TABLE NO. V1,2,3 (continued) Series "CS" - PUNCHED "C" STUDS, 1-5/8" FLANGES (Maximum Allowable Axial Loads In Pounds) HEIGHT 8' 10' 12' 14' 1 16' 16' 20' SPACING 16" 24" 16" 1 24" 12" 1 16" 1 24" 1 12" 1 16" 1 24" 1 12" 1 16" 1 24" 12" 1 16" 24" '12" 16" 21" Bae Designation 40 Lbs. Per Square Foot Wind Load � 400CS14P 7,213 6,032 5,576 4,106 4,314 3,446 400CS16P 5,430 4,347 3,970 3,031 400CS18P 2,377 1,447 1,270 908 195 400CS20P 1,167 371 600CS14P 8,326 7,980 7,880 6,721 3,775 600CS16P 6,468 5,954 8,565 4,836 5,691 4,953 3,651 4,768 3,885 3,500 600CS18P 3,232 2,587 2,511 1,625 2,361 1,726 597 1,669 891 600CS20P 1,850 1,275 1 1,207 422 1 1,074 511 463 800CS14P 9,249 9,249 9,382 9,216 9,249 9,086 7,853 9,031 8,180 6,668 8,480 7,448 5,618 7,644 6,437 4,316 6,241 4,948 800CS16P 7,084 7,084 7,084 6,346 7,084 6,447 5,312 6,396 5,613 4,223 5,674 4,738 3,094 4,921 3,833 3,903 800CS18P 3,974 3,483 3,417 2,644 3,288 2,733 1,725 2,688 1,993 747 2,048 1,211 1,375 396 641 800CS20P 2,391 1000CS14P 1 9,944 9,944 9,944 9,944 9,944 9,944 9,453 9,944 9,744 8,387 9,803 8,894 7,266 9,072 8,002 6,105 8,309 7,077 4,912 Series "ECS" - PUNCHED "C" STUDS, 1-3/8" FLANGES 5 Lbs. Per Square Foot Surface Load (Interior Walls) 362ECS14P 6,094 6,094 6,094 6,094 5,208 5,208 4,817 4,021 3,787 3,394 2,912 2,708 2,365 2,171 1,989 1,684 1,652 1,489 1,214 362ECS16P 4,998 4,998 4,975 4,975 4,260 4,141 3,748 3,174 2,962 2,607 2,281 2,095 1,785 1,601 1,519 1,243 1,268 1,120 871 362ECS18P 2,974 2,974 2,959 2,893 2,708 2,506 2,158 2,071 1,864 1,514 1,532 1,337 1,010 1,102 926 631 790 632 366 362ECS20P 2,118 2,118 2,105 1,897 1,833 1,661 1,364 1,385 1,207 907 1,008 838 553 709 554 293 484 344 400ECS14P 6,613 6,613 6,613 6,613 6,154 6,154 6,103 5,196 4,963 4,502 3,879 3,634 3,224 2,909 2,691 2,326 2,229 2,033 1,705 400ECS16P 5,381 5,381 5,381 5,381 4,988 4,988 4,744 4,129 3,881 3,465 3,045 2,824 2,452 2,265 2,068 1,737 1,720 1,542 1,245 400ECS18P 3,186 3,186 3,186 3,186 3,041 3,038 2,678 2,598 2,371 1,985 2,004 1,780 1,404 1,508 1,299 949 1,109 920 601 400ECS20P 2,176 2,176 2,176 2,088 2,087 1,958 1,660 1,696 1,508 1,185 1,298 1,108 789 964 783 480 695 528 247 600ECS14P 6,976 6,976 6,976 6,976 6,976 6,976 6,976 6,976 6,976 6,976 6,976 6,976 6,976 6,559 6,559 6,202 5,947 5,642 5,059 600ECS16P 5,392 5,392 5,392 5,392 5,392 5,392 5,392 5,392 5,392 5,392 5,392 5,392 5,392 5,072 5,072 4,615 4,574 4,271 3,758 600ECS18P 3,141 3,141 3,141 3,141 3,141 3,141 3,141 3,141 3,141 3,141 3,141 3,141 2,908 3,022 2,864 2,443 2,684 2,424 1,975 600ECS20P 2,130 2,130 2,130 2,130 2,130 2,130 2,130 2,130 2,130 1,931 2,130 2,030 1,709 1,955 1,749 1,384 1,666 1,441 1,052 800ECS14P 7,889 7,889 7,889 7,889 7,889 7,889 7,889 7,889 7,889 7,889L2,368 9 7,889 7,889 7,889 7,889 7,889 7,889 7,889 7,889 800ECS16P 6,080 6,080 6,080 6,080 6,080 6,080 6,080 6,080 6,080 6,0800 6,080 6,080 6,080 6,080 6,080 6,080 6,080 6,080 800ECS18P 3,495 3,495 3,495 3,495 3,495 3,495 3,495 3,495 3,495 3,4955 3,495 3,495 3,495 3,495 3,400 3,495 3,495 3,157 800ECS20P 2,368 2,368 2,368 2,368 2,368 2,368 2,368 2,368 2,368 2,368 2,368 2,215 2,368 2,344 2,006 2,366 2,181 1,786 15 Lbs. Per Square Foot Wind Load (continued next page) 362ECS14P 6,094 5,636 5,567 1 4,788 4,283 3,832 3,074 2,914 '2,509 1,944 362ECS16P 4,918 4,362 4,265 3,556 3,265 2,857 2,172 2,172 362ECS18P 2,693 2,230 2,153 1,547 1,721 1,348 1,084 362ECS20P 1,725 1,327 1,262 742 991 400ECS14P 6,613 6,372 6,303 5,525 5,505 4,997 4,140 3,936 3,459 2,659 2,720 2,296 400ECS16P 5,381 4,941 4,878 4,169 4,205 3,747 2,974 2,955 2,524 1,996 400ECS18P 3,040 2,589 1 2,536 1,935 2,216 1,815 1,129 1,506 1,100 400ECS20P 1 1,906 1 1,530 1,486 1 984 1 1,277 1 944 785 V/ fmF Nn n� 7 n O N TABLE NO. V1.2,3 (continued) Series "ECS" - PUNCHED "C" STUDS, (Maximum Allowable Axial Loads 1-318" FLANGES In Pounds) HEIGHT 8' 10' 1 12' 14' 116' 1 18' Y0' SPACING 16" 24" 16" 1 24" 12" 1 16" 1 24" 12" 1 16" 1 24" 1 12" 1 16" 1 24" 1 12" 16" 1 24" 1 12" 116" 24" Section Designation 15 Lbs. Per Square Foot Wind Load 600ECS14P 6,976 6,976 6,976 6,971 6,976 6,976 6,302 6,976 6,494 5,617 6,534 5,939 4,922 5,471 4,848 3,796 4,342 3,737 600ECS16P 5,392 5,392 5,392 5,226 5,392 5,283 4,643 5,254 4,811 4,044 4,845 4,326 3,434 3,978 3,435 2,515 3,128 2,595 600ECS18P 3,141 3,141 3,141 2,733 3,075 2,780 2,252 2,757 2,392 1,746 2,420 1,985 1,222 1,902 1,432 1,412 600ECS20P 1 2,130 1,946 1,915 1,556 1,855 1,597 1,138 1,577 1,259 700 1,284 907 914 800ECS14P 7,889 7,889 7,889 7,889 7,889 7,889 7,889 7,889 7,889 7,586 7,889 7,870 6,967 7,889 7,372 6,333 7,543 6,863 5,689 800ECS16P 6,080 6,080 6,080 6,080 6,080 6,080 6,080 6,080 6,080 5,589 6,080 5,837 5,047 5,925 5,402 4,491 5,551 4,956 3,924 800ECS18P 3,495 3,495 3,495 3,480 3,495 3,495 3,059 3,495 3,182 2,606 3,207 2,821 2,129 2,897 2,442 1,634 2,573 2,048 1,125 800ECS20P 2,368 2,368 1 2,368 2,078 2,344 2,115 1,697 2,097 1,806 1,288 1,831 1,482 859 1,551 1,141 415 1,258 787 20 Lbs. Per Square Foot Wind Load 362ECS14P 5,827 5,114 5,032 4,121 3,832 3,310 2,509 362ECS16P 4,537 3,883 3,778 2,951 2,857 2,385 362ECS18P 2,377 1,822 1,738 1,020 1,348 362ECS20P 1,453 975 906 400ECS14P 6,562 5,850 5,769 4,857 4,997 4,407 3,413 3,459 2,908 2,296 400ECS16P 5,114 4,465 4,392 3,561 3,747 3,216 2,524 400ECS18P 2,733 2,188 2,125 1,409 1,815 1,344 1,100 400ECS20P 1,650 1 1,196 1,143 544 944 600ECS14P 6,976 6,976 6,976 6,455 6,976 6,534 5,667 6,494 5,893 4,864 5,939 5,241 4,053 4,848 4,125 3,737 3,038 600ECS16P 5,392 5,392 5,388 4,777 5,283 4,845 4,087 4,811 4,285 3,383 4,326 3,714 2,668 3,435 2,803 2,595 600ECS18P 3,141 2,908 2,865 2,363 2,780 2,420 1,783 2,392 1,951 1,178 1,985 1,464 1,432 600ECS20P 2,030 1,709 1,671 1,235 1,597 1,284 732 1,259 878 211 907 457 800ECS14P 7,889 7,889 7,889 7,889 7,889 7,889 7,630 7,889 7,829 6,915 7,870 7,252 6,181 7,372 6,661 5,434 6,863 6,059 4,677 800ECS16P 6,080 6,080 6,080 61080 61080 1 6,080 5,627 6,080 5,801 5,001 5,837 5,297 4,357 5,402 4,779 3,700 4,956 4,249 3,033 800ECS18P 3,495 3,495 3,495 3,157 3,495 3,207 2,639 3,182 2,790 2,089 2,821 2,350 1,514 2,442 1,891 922 2,048 1,417 800ECS20P 2,368 2,215 2,181 1,786 2,115 1,831 1,318 1,808 1,454 823 1,482 1,057 307 1,141 645 787 221 1000ECS14P 8,567 8,567 8,567 8,567 8,567 1 8,567 1 8,567 8,567 1 8,567 8,426 8,567 1 8,567 1 7,772 8,567 8,2001 7,100 8,380 7,662 6,414 25 Lbs. Per Square Foot Wind Load 362ECS14P 5,454 4,647 4,556 3,529 3,434 2,851 362ECS16P 4,195 3,457 3,345 2,414 2,497 362ECS18P 2,089 1,453 1,364 1,016 362ECS20P 1,205 658 585 400ECS14P 6,191 5,384 5,292 4,264 4,548 3,886 3,039 400ECS16P 4,776 4,041 3,957 3,020 3,342 2,746 400ECS18P 2,450 1,825 1,753 936 1,457 400ECS20P 1,415 902 832 600ECS14P 6,976 6,863 6,792 5,992 6,654 6,081 5,100 6,037 5,355 4,194 5,408 4,619 3,280 4,296 3,485 3,204 600ECS16P 5,392 5,131 5,070 4,372 4,950 4,450 3,589 4,411 3,814 2,793 3,860 3,167 2,953 600ECS18P 3,087 2,656 2,606 2,024 2,507 2,090 1,357 2,057 1,549 666 1,589 992 600ECS20P 1,865 1,489 1,446 941 1,360 998 365 969 531 565 800ECS14P 7,889 7,889 7,889 7,889 7,889 7,889 7,126 7,889 7,354 6,310 7,400 6,694 5,476 6,831 6,021 4,630 6,251 5,337 3,775 800ECS16P 6,080 6,080 6,080 5,877 6,080 5,945 5,186 5,911 5,386 4,470 5,427 4,808 3,737 4,928 4,216 2,991 4,418 3,614 BOOECS18P 3,495 3,414 3,370 2,856 3,284 2,915 2,252 8 1,615 2,464 1,917 955 2,023 1,387 278 1,569 844 800ECS20P 2,353 2,018 1,978 1,514 1,900 1,567 970 a[a 8 398 1,160 668 764 194 357 I OOOECS14P 8,567 8,567 8,567 8.567 8,567 8,567 8.567 7 7 887 8,567 8,230 7,138 8,351 7 628 6,371 7,834 7.012 5 591 Refer to footnotes at end of table. Nn n� 7 n O I-V 0 TABLE NO. V1,2,3 (continued) Series "ECS" - PUNCHED "C" STUDS, 1-3/8" FLANGES (Maximum Allowable Axial Loads In Pounds) HEIGHT 8' 10' 12' 14' 16' 18' 20' SPACING 15" 24" 16" 24" 12" 1 16" 1 24" 1 12" 1 16" 1 24" 1 12" 1 16" 24" 1 12" 1 16" 1 24" 12" 1 16" 1 24" Section Designation 30 Lbs. Per Square Foot Wind Load 362ECS14P 5,114 4,222 4,121 2,990 ' 3,074 362ECS16P 3,883 3,068 2,951 2,172 362ECS18P 1,822 1,113 1,020 362ECS20P 975 366 400ECS14P 5,850 4,958 4,857 3,723 4,140 3,413 2,659 400ECS16P 4,465 3,653 3,561 2,528 2,974 400ECS18P 2,188 1,489 1,409 1,129 400ECS20P 1,196 611 544 600ECS14P 6,976 6,534 6,455 5,568 6,302 5,667 4,582 5,617 4,864 3,584 4,922 4,053 3,796 600ECS16P 5,392 1 4.845 4,777 4,001 4,643 1 4,087 32134 4,044 3,383 2,255 3,434 1 2,668 1 2,515 600ECS18P 2,908 2,420 2,363 1,709 2,252 1,783 964 1,746 1,178 1,222 600ECS20P 1,709 1,284 1,235 669 1,138 732 700 211 800ECS14P 800ECS16P 7,889 6,080 7,889 6,080 7,889 6,080 7,543 5,551 7,889 6,080 7,630 5,627 6,661 4,779 7,586 5,589 6,915 5,001 5,754 3,982 6,967 5,047 6,181 4,357 4,831 3,168 6,333 4,491 5,434 3,700 3,896 2,343 51689 3,924 4,677 3,033 800ECS18P 800ECS20P 3,495 2,215 3,207 1,831 3,157 1,786 2,573 3,059 2,639 1,891 2,606 2,089 1,176 2,129 1,514 439 1,634 922 1,125 1,258 1,697 1,318 645 1,288 823 859 307 415 1000ECS14P 8,567 1 8,567 1 8,567 1 8,567 8,567 1 8,567 1 8,200 8,567 8,426 1 7,388 1 8,472 7.772 1 6,553 1 7,908 7,100 5,702 7,330 6,414 4,838 40 Lbs. Per Square Foot Wind Load 362ECS14P 4,501 3,461 3,344 362ECS16P 3,323 2.373 2,246 _ 362ECS18P 1,337 500 362ECS20P 558 400ECS14P 5,238 4,196 4,078 2,759 3,413 400ECS16P 3,908 2,559 2,851 400ECS18P 1,710 882 787 - 400ECS20P 796 1 102 600ECS14P 6,750 5,939 5,847 4,807 5,667 4,922 3,656 4,864 3,085 2,495 4,053 3,039 600ECS16P 5 034 4,326 4,245 3,332 4,087 3,434 2,318 3,383 2,608 2,668 600ECS18P 2,576 1,985 1,917 1,135 1,783 1,222 252 1,178 600ECS20P 1,420 907 848 173 732 249 211 800ECS14P 800ECS16P 7,889 6,080 7,870 5,837 7,789 5,766 6,863 4,956 7,630 5,627 6,967 5,047 5,820 4,039 6,915 5,001 6,120 4,303 4,754 3,100 6,181 4,357 5,255 3,542 3,673 2,1461;7, 5,434 3,700 4,379 2,769 4,677 3,493 800ECS18P 3,344 2,821 2,760 2,048 2,639 2,129 1,228 2,089 1,465 377 1,514 779 922 3,033 800ECS20P 1,955 1,482 1,427 787 1,318 859 823 264 307 1000ECS14P 8,567 8,567 8,567 8,380 8,567 8,472 7,448 8,426 7,717 6,483 7,772 6,938 5,497100 6,142 4,496 6,414 5,333 T484 Series "WFS" - PUNCHED WIDE FLANGE STUDS, 1-3/8" FLANGES 5 Lbs. Per Square Foot Surface Load (Interior Walls) 250WFS16P 2,436 2,253 1,799 1,515 1,321 1,167 907 855 721 497 560 443 368 264 250WFS18P 1,240 1,020 856 595 664 509 246 399 252 209 1 362WFS16P 2,510 2,510 2,510 2,336 2,510 2,366 2,039 1;990 1,791 1,454 1,495 1,304 983 1,094 918 623 785 626 361 362WFS18P 1,397 1,306 1,287 1,065 1,250 1,090 806 959 779 470 693 507 194 469 288 400WFS16P 2,762 2,762 2,762 2,670 2,762 2,699 2,370 2,522 2,303 1,927 1,927 1,746 1,375 1,495 1,287 936 1,111 920 598 400WFS18P 1,538 1,502 1,483 1,261 1,446 1,287 1,001 1,218 1,027 693 927 723 374 670 464 116 455 254 600WFS16P 2,955 2,955 2,955 2,955 2,955 2,955 2,955 21955 2,955 2,763 2,955 2,875 2,520 2,915 2,679 2,271 2,746 2,479 2J614 600WFS18P 1,655 1,655 1,655 1,655 1,655 1,655 1,476 1,655 1,532 1,273 1,543 1,369 1,060 1,403 1,200 840 1,258 1,024 800WFS16P 3,338 3,338 3,338 3,338 3,338 3,338 3,338 3,338 3,338 3,338 3,338 3,338 3,338 3,338 3,338 3,125 3,338 3,305 2800WFS18P 1,842 1,842 1,842 1,842 1,842 1,842 1,842 1,842 1,842 1,752 1,842 1,830 1,577 1,842 1692 1,393 1,740 1,547 1 wl w ivvuwivs ai Hnv vi WOW. Nn n� 7 n O TABLE NO. V''2'3 (continued) Series "WFS" - PUNCHED WIDE FLANGE STUDS, 1-318" FLANGES (Maximum Allowable Axial Loads In Pounds) HEIGHT 8' 10' 12' 14' 16' 18' 20' SPACING 16" 24" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" Section 15 Lbs. Per Square Foot Wind Load Designation ati 250WFS16P 1,637 1,148 250WFS18P 477 362WFS16P 2,142 1,757 1,713 1,218 1,627 1,273 1,039 362WFS18P 897 556 517 440 120 40OWFS16P 2,474 2,083 2,039 1,537 1,952 1,593 981 1,460 1,062 40OWFS18P 1,092 749 710 259 632 309 269 60OWFS16P 2,955 2,78.1 2,746 2,356 2,679 2,399 1,919 2,378 2,044 1,474 2,070 1,683 1,025 1,758 1,318 1,443 60OWFS18P 1,543 1,288 1,258 915 1,200 954 524 935 637 120 660 311 378 80OWFS16P 3,338 3,338 3,338 3,198 3,338 3,236 2,815 3,217 2,926 2,419 2,948 2,606 2,014 2,672 2,278 1,602 2,390 1,946 1,186 80OWFS18P 1,842 1,764 1,740 1,456 1,692 1,489 1,124 1,472 1,220 744 1,240 939 411 998 649 748 351 20 Lbs. Per Square Foot Wind Load 25OWFS16P 1,301 250WFS18P 175 362WFS16P 1,878 1,425 1,373 795 1,273 362WFS18P 664 257 211 120 40OWFS16P 2,206 1,747 1,695 1,108 1,593 1,173 1,062 40OWFS18P 858 448 710 309 60OWFS16P 2,875 2,520 2,479 2,019 2,399 2,070 1,507 2,044 1,653 988 1,683 1,231 1,318 60OWFS18P 1,369 1,060 1,024 614 954 660 150 637 283 311 80OWFS16P 3,338 3,338 3,305 2,903 3,236 2,948 2,448 2,926 2,579 1,980 2,606 2,200 1,504 2,278 1,815 1,022 1,946 1,425 80OWFS18P 1,830 1,577 1,547 1,201 1,489 1,240 799 1,220 916 381 939 578 649 232 351 25 Lbs. Per Square Foot Wind Load 250WFS16P 1,002 250WFS18P 362WFS16P 1,641 1,129 1,070 957 362WFS18P 452 284 40OWFS16P 1,966 1,447 1,388 726 1,273 799 40OWFS18P 645 177 123 60OWFS16P 2,690 2,285 2,239 1,717 2,149 1,775 1,140 1,746 1,305 556 1,339 830 928 60OWFS18P 1,209 852 811 342 731 394 368 80OWFS16P 3,338 3,137 3,096 2,636 3,017 2,688 2,117 1 2,662 2,266 1,587 2,297 1,836 1,049 1,925 1,400 506 1,549 960 80OWFS18P 1,700 1,403 1,368 966 1,300 1,012 504 989 638 665 252 332 30 Lbs. Per Square Foot Wind Load 250WFS16P 250WFS18P 362WFS16P 1,425 859 795 362WFS18P 257 40OWFS16P 1,747 1,173 1,108 379 981 40OWFS18P 448 60OWFS16P 2,520 2,070 2,019 1,443 1,919 1,507 806 1,474 988 1,025 60OWFS18P 1 1,060 1 660 1 614 1 524 1 150 1 1 120 80OWFS16P 1 3,338 2,948 2,903 2,390 2,815 1 1 2,448 1,815 2,419 1,980 1,228 2.014 1,504 635 1,602 1,022 1,186 80OWFS18P 1,577 1,240 1,201 748 1,124 799 232 774 381 411 lefer to footnotes at Pnd of table. In n� 7 n O y, TABLE NO. V''2,3 (continued) Series "WFS" - PUNCHED WIDE FLANGE STUDS, 1-318" FLANGES (Maximum Allowable Axial Loads In Pounds) HEIGHT 8' 10' 12' 14' 16' 18' 20' SPACING 16"1 24" 16" 1 24' 12" 16" 24" 1 12" 16" 1 24" 12" 1 16" 1 24" 12" 16" 24" 12" 1 16" 1 24" Section Designation s. Per 40 LbPSquare Foot Wind Load 25OWFS16P 250WFS18P 362WFS16P 1,036 376 362WFS18P 40OWFS16P 1,353 '683 607 40OWFS18P 60OWFS16P 2,211 1,683 1,623 951 1,507 1,025 209 988 421 60OWFS18P .787 311 256 150 80OWFS16P 3,072 2,606 2,552 1,946 2,448 2,014 1,271 1,980 1,464 585 1,504 907 1,022 345 800WFS18P 1,348 939 892 351 799 411 381 Series "SFS" - PUNCHED STANDARD FLANGE STUDS, 1" FLANGES 5 Lbs. Per Square Foot Surface Load (Interior Walls) 250SFS16P 2,132 1,896 1,448 1,215 986 870 674 632 533 365 414 326 271 250SFS18P 1,197 991 803 578 586 462 254 340 231 362SFS16P 2,315 2,225 2,204 1,966 2,162 1,992 1,706 1,657 1,490 1,208 1,171 1,021 770 830 697 474 595 475 362SFS18P 1,420 1,277 1,258 1,051 .1,223 . 1,074 818 933 774 507 657 505 1 248 442 299 277- 148 400SFS16P .2,576 2,549 2,527 2,286 2,485 2,312 2,021 2,228 2,032 1,701 1,643 1,462 1,158 1,187 1,025 754 867 722 477 400SFS18P 1,585 1,483 1,464 1,252 1,428 1,276 1,015 1,237 1,059 755 915 737 438 651 481 197 442 285 600SFS16P 2,654 2,654 2,654 2,654 2,654 2,654 2,487 2,654 2,546 2,279 2,558 2,376 2,070 2,411 2,206 1,860 2,264 2,035 1,650 600SFS18P 1,662 1,662 1,662 1,595 1,622 1,612 1,422 1,604 1,472 1,244 1,483 1,328 1,062 1,358 1,181 877 1,231 1,031 690 800SFS16P 3,096 3,096 3,096 3,096 3,096 3,096 3,096 3,096 3,096 3,031 3,096 3,096 2,834 3,096 2,963 2,637 3,017 2,802 2,438 800SFS18P 1,860 1,860 1,860 1,860 1,860 1,860 1,860 1,860 1,860 1,725 1,860 1,800 1,562 1,826 1,669 1,395 1,714 1,535 1,224 15 Lbs. Per Square Foot Wind Load 250SFS16P 1,357 931 250SFS18P 506 362SFS16P 1,795 1,463 1,426 1,010 1,353 1,056 362SFS18P 898 598 564 400SFS16P 2,112 1,775 1,737 1,314 1,663 1,361 1,295 400SFS18P 1,097 790 756 366 688 409 600SFS16P 2,558 2,294 2,264 1,931 2,206 1,968 1,568 1,950 1,671 1,203 1,693 1,374 839 1,435 1,076 1,178 600SFS18P 1,483 1,257 1,231 940 1,181 972 616 956 708 288 728 442 497 800SFS16P 3,096 3,045 3,017 2,704 2,963 2,739 2,360 2,721 2,458 2,014 2,478 2,176 1,667 2,234 1,893 1,319 1,990 1,610 971 800SFS18P 1,860 1,737 1,714 1,452 1 1,669 1 1,481 1 1,157 1,467 1 1,242 1 854 1 1,259 1 997 548 1,047 748 238 833 497 20 Lbs. Per Square Foot Wind Load 250SFS16P 1,071 250SFS18P 506 362SFS16P 1,567 1,183 1,139 1,056 362SFS18P _692 342 302 400SFS16P 1,880 1,490 1,446 957 1,361 1,011 400SFS18P 887 529 488 409 600SFS16P 2,376 2,070 2,035 1,650 1,968 1,693 1,230 1,671 1,349 808 1,374 1,006 1,076 600SFS18P 1,328 1,062 1,031 • 690 972 728 311 7081 419 442 800SFS16P 3,096 2,834 2,802 2,438 2,739 2,478 2,039 2,458 1 2,153 1 1,638 2,176 1,826 1,236 1,893 1,498 834 1,610 1,170 800SFS18P 1,800 1,562 1,535 1,224 1,481 1,259 876 1,242 1 976 1 522 997 689 164 748 398 497 105 rieTer 10 Toommes az ena OT tame. Mn ni n O TABLE NO. V''2,3 (continued) Series "SFS" - PUNCHED STANDARD FLANGE STUDS, 1" FLANGES (Maximum Allowable Axial Loads In Pounds) HEIGHT 8' 10' 1 12' 14' 1 16' 18' 20' SPACING 16" 24" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" sao 25 Lbs. Per Square Foot Wind Load Desi nnatiati on 250SFS16P 250SFS18P 362SFS16P 1,365 935 887 362SFS18P 509 114 400SFS16P 1,675 1,238 1,189 1,094 400SFS18P 699 296 251 600SFS16P 2,215 1,872 1,833 1,402 1,758 1,450 931 1,426 1,065 1,093 600SFS18P 1,189 887 853 467 786 510 488 163 188 800SFS16P 2,972 2,648 2,611 2,203 2,540 2,248 1,755 2,225 1,883 1,306 1,909 1,517 856 1,592 1,150 1,274 782 800SFS18P 1,676 1,404 1,373 1,020 1,312 1,059 626 1,039 739 227 762 414 481 198 30 Lbs. Per Square Foot Wind Load 250SFS14P 250SFS16P 362SFS16P 1,183 711 362SFS18P 342 400SFS16P 1,490 1,011 957 400SFS18P 529 600SFS16P 2,070 1,693 1,650 1,178 1,568 1,230 661 1,203 808 839 600SFS18P 1,062 728 690 264 616 311 288 800SFS16P 2,834 2,478 2,438 1,990 2,360 2,039 1,498 2,014 1,638 1 1 1,006 1 1,667 1,236 1 512 1,319 834 971 800SFS18P 1,562 1,259 1,224 833 1,157 876 398 854 522 548 164 238 40 Lbs. Per Square Foot Wind Load 250SFS16P 250SFS18P 362SFS16P 858 362SFS18P 400SFS16P 1,160 607 400SFS18P 224 600SFS16P 1,810 1,374 1,325 778 1,230 839 808 600SFS18P 832 442 397 311 800SFS16P 2,590 2,176 2,130 1,610 2,039 1,667 1,041 1,638 1,203 472 1,263 738 843 800SFS18P 1,355 997 956 497 876 548 522 134 164 'Values listed are in pounds per stud. Y Axial loads shown are based on a limitation of maximum stress and / or U120 deflection criteria for interior walls and U240 for exterior walls. If a deflection criterion of U360 must be met, first select a stud for wind load only. 31-oad-bearing studs shall require bridging at 30 -inches on center maximum spacing unless proposed wall covering can be shown to provide adequate bracing per U.B.C. Standard No. 27-9. n ni 7 n O 0 Allowable Curtain Wall Spans ble VI specifies the allowable spans in feet and inches for interior and exterior systems and U240 for brittle finish systems. Then proceed down to the required n -bearing studs that are subjected only to horizontal forces. The required span in feet and inches and select the required member size from the left-hand ember sizes are selected by entering the top of the tables with the required column. id load and stud spacing using deflection criteria of U120 for flexible finish TABLE NO. VI1'2.3 Series "CS" — PUNCHED "C" STUDS, 1-5/8" FLANGES - :FLECTION L / 120 L / 240 L / 120 L / 240 L / 120 L 1240 MACING 12" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" 12" 16" 24" Section SURFACE -LOAD WIND—LOAD WIND -LOAD Isignation 5 Lbs./Sq.Ft. — Interior 15 Lbs./Sq.Ft. 20 Lbs./Sq.R. 52CS14P 30'-10 28'-3" 24'-6" 24'-6" 22'-3" 19'-5" 21'-5" 19'-5" 17'-0" 17'-0" 15'-5" 13'-6" 19'-5" 17'-8" 15'-5" 15'-5" 14'-0" 12'-3" 52CS16P 28'-10" 26'-3" 22'-11" 22'-11" 20'-10" 18'-2" 20'-0" 18'-2" 15'-10" 15'-10" 14'-5" 12'-7" 18'-2" 16'.6" 14'-5" 14'.5" 13'-1" 11'-5" 52CS18P 26'-11" 24'-6" 21'-4" 21'-5" 19'-5" 17'.0" 18'-8" 17'-0" 14'-10" 14'-10" 13'-6" 11'-9" 17'-0" 15'-5" 10'-8" 13'-6" 12'-3" 10'-8" 52CS20P 24'-7" 12'4" 19'-6" 19'-6" 17'-9" 15'-6" 17'-0" 15'-6" 13'-3" 13'-6" 12'-4" 10'-9" 15'-6" 14'-0" 11'-5" 12'-4" 11'-2" 9'-9" )OCS14P 33'-5" 30'-4" 26'-6" 26'-6" 24'-1" 21'-0" 23'-2" 21'-0" 18'-5" 13'-5" 16'-8" 14'-7" 21'-0" 19' 1" 16'-8" 16'-8" 15'-2" 13'-3" )OCS16P 31'-3" 28'-4" 24'-9" 24'-9" 22'-6" 19'-8" 21'-8" 19'-8" 17'-2" 17'-2" 15'-7" 13'-8" 19'-8" 17'-10" 15'-7" 15'-7" 14'-2" 12'-5" )OCS18P 29'-1" 26'-5" 23' 1" 23'-1" 21'-0" 18'4" 20'-2" 18'-4" 16'-0" 16'-0" 14'-7" 12'-9" 18'-4" 16'$" 14'-5" 14'-7" 12'-3" 11'-6" )OCS20P 26'-7" 24'-2" 21'-1" 21'-1" 19'-2" 16'-9" 18'.5" 16'-9" 14'-2" 14'-8" 13'-4" 11'-7" 16'-9' 15'-0" 12'-3" 13'-4" 12'-1" 10'-6" )OCS14P 45'-11" 41'-9" 36'-5" 36'-5" 33'-1" 28'-11" 31'-10" 28'-11" 25'-3" 25'-3" 23'-0" 20'-0" 28'-11" 26'-3" 23'-0" 23'-0" 20'-10" 18'-3" )OCS16P 42'-10" 38'-11" 34'-0" 34'-0" 30'-11" 27'-0" 29'-9" 27'-0" 23'-7" 23'-7" 21'-5" 18'-9" 27'-0" 24'-6" 21'-5" 21'-5" 19'-6" 17'-0" )OCS18P 39'-11" 36'-3" 31'-8" 31'-8" 28'-10" 25'-2" 27'-8" 25'-2" 21'-5" 22'-0" 20'-0" 17'-5" 25'.2" 22'-9" 18'-7" 20'-0" 18'-2" 15'-10" )OCS20P 36'-5" 32'-10" 26'-10" 28'-11" 26'-3" 23'-0" 25'-3" 21'-11" 17'-11" 20'-0" 18'-3" 15'-11" 21'-11" 19'-0" 15'-6" 18'-3" 16'-6" 14'-5" )OCS14P 58'-2" 52'-11" 46'-2" 46'-2" 42'-0" 36'-8" 40'-4" 36'-8" 32'-0" 32'.0" 29'-1" 24'-5" 36'-8" 33'4" 29'-1" 29'-1" 26'-5" 23'-1" I6CS16P 54'-3" 49'-4" 43'-1" 43'-1" 39'-2" 34'-2" 37'-7" 34'-2" 29'-11" 29'-11" 27'-2" 23'-9" 34'-2" 31'-0" 27'-2" 27'-2" 24'-8" 21'-6" IOCS18P 50'-6" 49'-11" 37'-11" 40'-1" 36'-5" 31'-10" 34'-0" 31'-0" 25'4" 27'-10" 25'-3" 22'-0" 31'-0" 26'-10" 21'-11" 25'-3" 23'-0" 20'-0" 0CSI4P 70'-0" 63'-8" 55'-7" 55'-7" 50'-6" 44'-2" 48'-7" 44'-2" 38'-6" 38'-6" 35'-0" 30'-7" 44'-2" 40'-1" 35'-0" 35-0" 31'-10" 27'-10" WIND -LOAD WIND -LOAD WIND -LOAD 25-Lbs./Sq.Ft. 30 Lbs./Sq.Ft. 40 Lbs./Sq.R. 12CS14P 18'-0" 16'-5" 14'-4" 14'4" 13'-0' 11'4" 17'-0" 15'-5" 13'-6" 11'-6" 12'-3" 10'-9" 15'-6" 14'-0" 12'-3" 12'-3" 11'-2" 9'-9" 12CS16P 16'-10" 15'4" 13'-5" 13'-5" 12'-2" 10'-8" 15'-10" 14'-5" 12'-7" 12'-10" .11'-5" 10'-0" 14'-5" 13'-1" 11'-5" 11'-5" 10'-5" 9.111 12CS18P 15'-9" 14'4" 12'-0" 12'-6" 11'4" 9'-11" 14'-10" 13'-5" 11'-0" 11'-9" 10'-8" 9'-4" 13'-5" 1V-8" 9'-6" 10'0" 9'-9" 8'-6" i2CS20P 14'-5" 12'-7" 10'-3" 11'-5" 10'-4" 9'-0" 13'-3" 11'-6" 9'-4" 10'-9" 9'-9" 8'-6" 11'-5" 9'-11" 8'-1" 9'-9" 8'-10" 7'-9" OCS14P 19'-6" 17'-9" 15'-6" 15'-6" 14'-1" 12'-6" 18'-5" 16'-8" 14'-7" 14'-7" 13'-3" 11'-7" 16'-8" 15'-2" 13'-3" 13'-3" 12'-0" 10'-6" OCS16P 18'-3" 16'-7" 14'-6" 14'-6" 13'-2" 11'-6" 17'-2" 15'-7" 13'-8" 13'-8" 12'-5" 10'-10" 15'-7" 14'-2" 12'-5" 12'-5" 11'-3" 9'-10" OCS18P 17'-0" 15'-6" 12'-10" 13'-6" 12'-3" 10'-9" 16'-0" 14'-5" 11'-9" 12'-9" 11'-7" 10"-1" 14'-5" 12'-5" 10'-2" 11'-7" 10'-6" 9'-2" OCS20P 15'-6" 13'-5" 11'-0" 12'-4" 11'-3" 9'-10" 14'-2" 12'-3" 10'-0" 11'-7" 10'-6" 9'-3" 12'-3" 10'-7" 8'-8" 10'-6" 9'-7" 8'-5" OCS14P 26'-10" 24'-5" 21'4" 21'4" 19'-4" 16'-11" 25'-3" 23'-0" 20'-0" 20'-0" 18'-3" 15'-11" 23'-0" 20'-10" 18'-3" 18'-3" 16'-7" 14'-6" OCS16P 25'-0" 22'-9" 19'-11" 19'-11" 18'-0" 15'-9" 23'-7" 21'-5" 18'-9" 18'-9" 17'-0" 14'-10" 21'-5" 19'-5" 17'-0" 17'-0" 15' 5" 13'-6" OCS18P 23'4" 20'4" 16'-7" 18'-6" 16-10" 14'-9" 21'-5" 18'-7" 15'-2" 17'-5" 15'-10" 13'-10" 18'-7" 16'-1" 13'-2" 15'-10" 14'-5" 12'-7" OCS20P 19'-7" 17'-0" 13'-10" 16'-11" 15'-4" 13'-5" 17'-11" 15'-6" 12'-8" 15'-11" 14'-6" 12'$" 15'-6" 13'-5" 11'-0" 14'-6" 13'-2" 11'-0" DCS14P 34'-0" 30'-11" 27'-0" 27'-0" 24'-6" 21'-5" 32'-0" 29'_1" 25'-5" 25'-5" 23'.1" 20'-2" 29'_1" 26'-5" 23'_1" 23'_1" 21' 0" 18'-4" DCS16P 31'-9" 28'-10" 25'-2" 25'-2" 22'-10" 20'-0" 29'-10" 27'-2" 23' 8" 23'-8" 21'-6" 18'-10" 27'-2" 24' 8" 21'-4" 21'-6" 19'-6" 17'-1" OCS18P 27'-9" 24'-0" 19'-7" 23'-5" 21'-4" 18'-8" 25'-4" 21'-11" 17'-10" 22'-0" 20'-0" 17'-6" 21'-11" 19'-0" 15'-6" 20'-0" 18'-3" 15'-6" DCS14P 41'-0" 37'-3" 32'-6" 32'-6" 29'-6" 25'-10" 38'-6" 35'-0" 30'-7" 30'-7" 27'-10" 24'-3" 35'-0" 31'-10" 27'-10" 27'-10" 25'-3" 22'-0" Dotnotes refer to end of table. Mn ni 7 n O TABLE NO. V1 1.2.3 (continued) Series "ECS" — PUNCHED "C" STUDS, 1-318" FLANGES DEFLECTION L / 120 L / 240 L 1 120 L / 240 L 1120 L /240 SPACING 12" 1 16" 24" 1 12" 1 16" 1 24" 12" 1 16" 24" 1 12" 1 16" 1 24" 12" 16" 1 24• 12" 16" 24" Section SURFACE -LOAD WIND—LOAD WIND -LOAD Designation 5 Lbs./S .Ft. — Interior 15 Lbs ./S .Ft. 20 Lbs ./S .Ft. 362ECS14P 29'-9" 27'-0" 23'-7" 23'-7" 21'-6" 18'-9" 20'-7" 18'-9" 16'-5" 16'-5" 14'-11" 13'-0" 18'-9" 17'-0" 14'-11 14'-11" 13'-6" 11'-10" 362ECS16P 27'-10" 25'-3" 22'-1" 22'-1" 20'-0" 17'-6" 19'-4" 17'-6" 15'-4" 15'-4" 13'-11" 12'-2" 17'-6" 15'-11" 13'-11" 13'-11" 12'-8" 11'-0" 362ECS18P 26'-0" 23'-7" 20'-7" 20'-7" 18'-9" 16'-4" 18'-0" 16'-4" 14'-3" 14'-3" 13'-0" 11'-4" 16'-4" 14'-10" 12'-9" 13'-0" 11'-10" 10'-4" 362ECS20P 23'-9" 21'-7" 18'-10" 18'-10" 17'-2" 15'-0" 16'-6" 15'-0" 12'-6" 13'-0" 11'-10" 10'-4" 15'-0" 13'-4" 10'-10" 11'-10" 10'-9" 9'.5" 400ECS14P 32'-3" 29'-3" 25'-7" 25'-7" 23'-3" 20'4" 22'-4" 20'-0" 17'-9" 17'-9" 16'-1" 14'-1" 20'-4" 18'-5" 16'-2" 16'-2" 14'-8" 12'-9" 400ECS16P 30'-2" 27'-4" 23'-11" 23'-11" 21'-9" 19'-0" 20"-11" 19'-0" 16'-7" 16'-7" 15'-0" 13'-2" 19'-0" 17'-3" 15'-0" 15'-0" 13'-8" 12'-0" 400ECS18P 28'-1" 25'-6" 22'-4" 22'-4" 20'-3" 17'-8" 19'-6" 17'-8" 15'-5" 15'-5" 14'-0" 12'-3" 17'-8" 16'-1" 13'-8" 14'-0" 12'-9" 11'-2" 400ECS20P 25'-8" 23'-4" 20'-2" 20'-2" 18'-6" 16'-2" 17'-10" 16'-2" 13'-5" 14'-2" 12'-10" 11'-3" 16'-2" 14'-3" 11'-7" 12'-10" 11'-8" 10'-3" 600ECS14P 44'-6" 40'-5" 35'-4" 35'-4" 32'-1" 28'-0" 30'-10" 28'-0" 24'-6" 24'-6" 22'-3" 19'-5" 28'-0" 25'-6" 22'-3" 22'-3" 20'-3" 17'-8" 600ECS16P 41'-7" 37'-9" 33'-0" 33'-0" 30'-0" 26'-2" 28'-10" 26'-2" 22'-10" 22'-10" 20'-9" 18'-2" 26'-2" 23'-9" 20'-9" 20'-9" 18'-11" 16'-6" 600ECS18P 38'-9" 35'-2" 30'-9" 30'-9" 27'-11" 24'-5" 26'-10" 24'-5" 20'-6" 21'4" 19'-4" 16'-11" 24'-5" 21'-9" 17'-9" 19'-4" 17'-7" 15'-4" 600ECS20P 35'4" 31'-5" 25'-8" 28'-0" 25'-6" 22'-3" 24'-2" 20'-11" 17'-1" 19'-5" 17'-8" 15'-5" 20'-11" 18'-2" 14'-10" 17'-8" 16'-0" 14'-0" 800ECS14P 56'-7" 51'-5" 44'-11" 44'-11" 40'-10" 35'-8" 39'-3" 35'-8" 31'-2" 31'-2" 28'-4" 24'-9" 35'-8" 32'-5" 28'-4" 28'-4" 25'-9" 22'-5" 800ECS16P 52'-10" 48'-0" 41'-11" 41'-11" 38'-1" 33'-3" 36'-7" 33'-3" 29'-0" 29'-0" 26'-5" 23'-0" 33'-3" 30'-3" 26'-5" 26'-5" 24'-0" 21'-0" 800ECS18P 49'-2" 44'-8" 36'-5" 39'-0" 35'-6" 31'-0" 34'-1" 29'-9" 21'-4" 27'-1" 24'-7" 21'-6" 29'-9" 25'-9" 21'-0" 24'-7" 22'-4" 19'-6" 1000ECS14P 68'-4" 62'-2" 54'-3" 54'-3" 49'-4" 43'-0" 47'-5" 43'-0" 37'-8" 37'-8" 34'-2" 29'-10" 43'-0" 39'-2" 34'-2" 34'-2" 31'-0" 27'-2" WIND -LOAD WIND -LOAD WIND -LOAD 25-Lbs./Sq.Ft. 30 Lbs.1Sq.Ft. 40 Lbs.1Sq.Ft. 362ECS14P 17'-5" 15'-10" 13'-10" 13'-10" 12'-6" 11'-0" 16'-5" 14'-11" 13'-0" 13'-0" 11'-10" 1'-4" 14'-11" 13'-6" 11'-10" 11'-10" 10'-9" 9'-4" 362ECS16P 16'-3" 14'-10" 12'-11" 12'-11" 11'-9" 10'-3" 15'-4" 13'-11" 12'-2" 12'-2" 11'-0" 9'-8" 13'-11" 12'-8" 11'-0" 11'-0" 10'-0" 8'-9" 362ECS18P 15'-2" 13'-10" 11'-5" 12'-0" 10'-11" 9'-7" 14'-3" 12'-9" 10'-5" 11'4" 11'-4" 9'-0" 12'-9" 11'-0" 9'-0" 10'-4" 9'-5" 8'-2" 362ECS20P 13'-9" 11'-11" 9'-9" 11'-0" 10'-0" 8'-9" 12'-6" 10'-10" 8'-10" 10'-4" 9'-5" 8'-3" 10'-10" 9'-5" 7'-7" 9'-5" 8'-7" 7'.6" 400ECS14P 18'-10" 17'.2" 15'-0" 15'-0" 13'-7" 11'-10" 17'-9" 16'-1" 14'-1" 14'-l" 12'-9" 11'-2" 16'-1" 14'-8" 12'-9" 12'-9" 11'-7" 10'-2" 400ECS16P 17'-7" 16'.0" 14'-0" 14'-0" 12'-8" 11'-1" 16'-7" 15'-0" 13'-2" 13'-2" 12'-0" 10'-5" 15'-0" 13'-8" 12'-0" 12'-0" 10'-10" 9'-6" 400ECS18P 16'-5" 14'-11" 12'-3" 13'-0" 11'-10" 10'-4" 15'-5" 13'-8" 11'.2" 12'-3" 11'-2" 9'-9" 13'-8" 11'-10" 9'-8" 11'-2" 10'-2" 8'-10" 400ECS20P 14'-9" 12'-9" 10'-5" 11'-11" 10'-10" 9'-6" 13'-5" 11'-8" 9'-6" 11'-3" 10'-2" 8'-11" 11'-8" 10'-0" 8'-3" 10'-2" 9'-3" 8'-1" 600ECS14P 26'-0" 23'-8" 20'-8" 20'-8" 18'-9" 16'-5" 24'-6" 22'-3" 19'-5" 19'-5" 17'-8" 15'-5" 22'-3" 20'-2" 17'-8" 17'-8" 16'-0" 14'-0" 600ECS16P 24'-4" 22'-1" 19'-3" 19'-3" 17'-6" 15'-4" 22'-10" 20'-9" 18'-2" 18'-2" 16'-6" 14'-5" 20'-9" 18'-10" 16'-6" 16'-6" 15'-0" 13'-1" 600ECS18P 22'-5" 19'-5" 15'-10" 18'-0" 16'-4" 14'-3" 20'-6" 17'-9" 14'-6" 16'-11" 15'-4" 13'-5" 17'-9" 15'-4" 12'-6" 15'-4" 14'-0" 12'-2" 600ECS20P 18'-9" 16'-3" 13'-3" 16'-5" 14'-11" 13'-0" 17'-1" 14'-10" 12'-1" 15'-5" 14'-0" 12'-1" 14'-10" 12'-10" 10'-6" 14'-0" 12'-9" 10'-5" 800ECS14P 33.1" 30'-1" 26'-3" 26'-3" 23'-10" 20'-10" 31'-2" 28'-4" 24'-9" 24'-9" 22'-5" 19'-8" 28'-4" 25'-9" 22'-5" 22'-5" 20'-5" 17'-10" OOOECS16P 30'-11" 28'-0" 24'-6" 24'-6" 22'-3" 19'-5" 29'-0" 26'-5" 23'.0" 23'.0" 21'-0" 18'-4" 26'-5" 24'-0" 20'-5" 21'-0" 19'-0" 16'-8" 800ECS18P 26'-8" 23'-0" 18'-10" 22'-10" 20'-9" 18'-2" 21'-4" 21'-0" 17'-2" 21'-6" 19'-6" 17'-0" 21'-0" 18'-3" 14'-11" 19'-6" 17'-9" 14'-11" IOOOECS14P 40'-0" 36'-4" 31'-9" 31'-9" 28'-10" 25'-2" 37'-8" 34'-2" 29'-10" 29'-10" 27'-2" 23'-9" 34'-2" 31'-0" 26'-11" 27'-2" 24'-8" 21'-6" 'or footnotes refer to end of table. 0n m 7 n O Ir TABLE NO. V1 1,2.3 (continued) Series "WFS" — PUNCHED WIDE FLANGE STUDS- 1. -Vit" 1;1 eNr.19c DEFLECTION L / 120 L / 240 L 1120 L 1240 l / 120 L 1240 SPACING Section Designation 250WFS16P 250WFS18P 362WFS16P 362WFS18P 400WFS16P 400WFS18P 600WFS16P 600WFS18P 800WFS16P 800WFS18P 12" i6"1 24" 1 12" i6" 24" SURFACE -LOAD 5 Lbs./Sq.Ft. — Interior 19'-11" 18'-0" - 15'-9" 15'-9" 14'-4" 12'-6" 17'-3" 14'-11" 12'-2" 14'-9" 11'-5" 11'-8" 26'-5" 24'-0" 20'-11" 20'.11" 19'-0" 16'-7" 21'-10" 18'-11" 15'-5" 19'-6" 17'-9" 15'-5" 28'-7" 25'-11" 22'-8" 22'-8" 20'-7" 18'-0" 23'-5" 20'-3" 16'-7" 21'-1" 19'-2" 16'-7" 39'-5" 35'-10" 30'-10" 31'-4" 28'-5" 24'-11" 31'-0" 26'-10" '21'-11" 29'-2" 26'-6" 21'-11" 50'-4" 45'-9" 38'-6" 40'-0" 36'-4" 31'-9" 38'-8" 33'-6" 27'-4" 37'-2" 33'•6" 27' 4" 12" 1 16" 1 24" 12" 1 16" 24" WIND—LOAD 15 Lbs./Sq.Ft. 13'-10" 1 12'-6" 10'-11" 1 10'-11" 9'-11" 8'-8" 11'-6" 9'-11" 8'-2" 10'-3" 9'-4" 8'-1" 18'-4" 16'-7" 14'-5" 14'-6" 13'-2" 11'-6" 14'-7" 12'-7" 10' 4" 13'•6" 12'•3" 10'-3" 19'-10" 18'-0" 15'-6" 15'-9" 14'-3" 12'-6" 15'-7" 13'-6" 11'-0" 14'-8" 13'-4" 11'-0" 27'-4" 24'-10" 20'-5" 21'-9" 19'-9" 17'-3" 20'-8" 17'-11" 14'-7" 20'-3" 17'-11" 14'-7" 43'-11". 31'-5" 25'-8" 27'-9" 25'-2"---[ 22'-0" 25'-9" 22'-4" 18'-3" 25'-9" 22'-4" 18'-3" 12" 1 16" 24" 12" 1 16" 1 24" WIND•LOAO 20 Lbs./S .Ft. 12'-6" 11'-5" 9'-10" 9'-11" 9'-0" 7'-11" 9'-11" 8'-7" 7'-0" 9-4" 8'-5" --11 16'-7" 15'.1" 12'-6" 13'-2" 12'-0" 10'-5" 12'-7" 10'-11" 8'-1" 12'-3" 10'-11" 8'-11" 18'-0" 16'-4" 13'-5" 14'-3" 13'-0" 11'-4" 13'-6" 11'-8" 9'-7" 13'-4" 11'-8" 9'-7" 24'-10" 21'-9" 17'-9" 19'-9" 17'-11" 15'-8" 17'-11" 15'-6" 12'-8" 17'-11" 15'•6" 12'-8" 31'-5" 27'-3" 22'-3" 25'-2" 22'-11" 20'-0" 22'-4' 19'-4" 15'-9" 22'-4" 19'-4" 15'-9" 250WFS16P 11'-8" 250WFS18P 8'-11" 362WFS18P 15'-5" 362WFS18P 11'-3" 400WFS16P 16'-8" 400WFS18P 12'-1" 600WFS16P 22'-6" 600WFS18P 16'-0" 800WFS16P 28'-1" 800WFS18P 20'-0" 10'-7" 7'-7" 13'-8" 9'-9" 14'-8" 10'-6". 19'-5" 13'-10" 24'-4" 17'-4" WINO -LOAD 25-Lbs./Sq.Ft. 18'-10" 9'-3" 6'-3" 8'-7" 11'-2" 12'-3" 8'-0" 11'-3" 12'-0" 13'-3" 8'-7" 12'-1" 15'-11" 18'-4" 11'-4" 16'-0" 19'-10" 23'-4" 14'-2" 20'-0" Series "SFS" 8'-4" 7'-8" 11'-1" 9'-9" 12'-0" 10'-6" 16'-8" 13'-10" 21'-3" 17'-4" 7' 4" 10'-11" 6'-4" 8'-2" 9'-9" 14'-5" 8'-0" 10'-4" 10'-6" 15'-6" 8'-7" 11 •0„ 14'-6" 20'-5" 11'-4" 14'-7" 18'-7" 25'-8" 14'-2" 18'-3" — PUNCHED 9'-10" 7'-0" 12'-6" 8'-11" 13'-5" 9'-7" 17'-9" 12'-8" 22'-3" 15'-9" STANDARD WIND -LOAD 30 Lbs./Sq.Ft. 8'-0" 8'-8" 7'-11" 6'-11" 9'-10" 5'-9" 8'-1" 7'-0" 5'-9" 7'.0" 10'-3" 11'-6" 10'-5" 9'-2" 12'-6" 7'-3" 10'-3" 8'-11" 7'-3" 8'-11" 11'-0" 12'-6" 11' 4" 9'-11" 13'-5" 7'-10" 11'-0" 9'-7" 7'-10" 9'-7" 14'-6" 17'-3" 15'-8" 13'-8" 17'-9" 10'-4" 14'-7" 12'-8" 10'4" 12'-8" 18'-2" 22'-0" 20'.0" 17'-5" 22'-3" 12'-11" 18'-3" 15'-9" 12'-11" 15'-9" FLANGE STUDS, V FLANGES 8'-6' 6'-1" 10'-10" 7'-9" 11'-8" 8'-3" 15'-5" 10'-11" 19'-3" 13'-8" WIND -LOAD 40 Lbs./Sq.Ft. 7' 0" 7'-11" 5'-0" 7'-0" 8'-10" 10'-5" 6' 4" W-11" 9'-6" 11' 4" 6'-9" 9'-7" 12'-7" 15'-8" 8'-11" 12'-8" 15'-B" 20'-0" 11'-2" 15'-9" 7'-2" 6' 1" 6'-3" 5'-0" 9'-6" 7'-9" 8'-4" 6'-4" 10' 4" 8''-4 9'-p" 6'-9" 14'-3" 1 10'-11" 12'-5" 8'-11" 18'-2" 13'-8" 15'-9" 11'.2" 250SFS16P 250SFS18P 362SFS16P 362SFS18P 400SFS16P 400SFS18P 600SFS16P 600SFS18P 800SFS16P 800SFS18P 18'-3" 17'-1" 24'-5" 22'-10" 26'-7" 24'-9" 30'-2" 33'-5" 47'-10" 42'-4" 16'-7" '15'-6" 22'-3" 20'-0" 24'-2" 21'-6" 27'-5" 29'-0" 43'-5" 36'-8" SURFACE -LOAD 5 lbs./Sq.Ft. — Interior 14'-6" 14'-6" 12'-9" 13'-7" 19'-5" 19'-5" 16'-4" 18'-1" 21'-1" 21'-1" 17'-7" 19'-8" 24'-0" 23'-11" 23'-8" 27'-5" 38'-0" 38'-0" 29'-11" 35'-4" 13'-2" 12'-4" 17'-8" 16'-5" 19'-2" 17'-10" 21'-9" 24'-11" 34'-6" 32'-1" 11'-6" 10'-9" 15'-5" 14'-4" 16'-9" 15'-7" 19'-0" 21'.9" 30'-2" 28'-0" 12'-8" 11'-10" 17'-0" 15'-5" 18'-5" 16'-7" 20'-11" 22'-3" 33'-2" 28'-3" 11'-6' 10'-5" 15'-5" 13'-4" 16'-9" 14'-4" 19'•0" 19'-4' 30'-1" 24'-5" WIND -LOAD 15 Lbs./Sq.Ft. 10'-0" 10'-0" 8'-6" 9'-5" 13'-5" 13'-5" 10%11" 12'-6"11'-5" 14'-7" 14'-7" 11'-9" 13'-7" 16'-7" 16'-7" 15'-9" 19'-0" 26' 4" 26'-4" 19'-11' 24'-6" W-2" 8'-6" 12'-3" 13'-3" 12'-5" 15'-1" 17'-3" 23'-11" 22'-3" 8'-0" 7'-5" 10'-8" 10'-0" 11' 7" 10'-10" 13'-2" 15'-1" 20'-11" 19'-5" 11'-6" 10'-5" 10'-5" 9'-0" 15'-5" 14'-0" 13'-4" 11'-6" 16'-9" 15'-2" 14'-4" 12'-5" 19'-0" 17'-3" 19'-4" 16'-9" 30'-1" 27'-4" 24'-5" 21'-2" WIND -LOAD 20 Lbs./Sq.Ft. 9'-2" 9'-2" 8'-4" 7' 4" 8'-6" 7'-9" 12'-3 12'-3" 9'-5" 11'-5" 10'-4" 13'-3" 13'-3" 12'-1" 10'-2" 12'-5" 11'-3" 15'-1" 15'-1" 13'-B" 13'-8" 17'-3" 15'-8" 23'-11" 23'-11" 21'-9" 17'-3" 22'-3" 20'-3" 7'-3" 6'-9" 9'-8" 9'-0" 10'-6" 9'-1p" 12'-0" 13'-8" 19'-0" 17'-3" 250SFS1 250SFS18P P 362SFS16P 362SFS18P 400SFS16P 400SFS18P 600SFS16P 600SFS18P 800SFS16P 800SFS18P 1 Tha 10'-8" 9'-4" 14'-4" 11'-11" 15'-6" 12'-10" 17'-8" 17'-3" 28'-0" 21'-10" tahulatart 9'-9" 8'-0" 13'-0" 10'-4" 14'-1" 11'-2" 16'-0" 14'-11" 25'-5" 18'-11" hainhte WIND LOAD 25 Lbs./Sq.Ft. 8'•6" 8'-6" 6'-7" 7'-11" 11'-4" 11'-4" 8'-5" 10'-7" 12'-4" 12'-4" 9'-1" 11'-6" 14' 0" 14'-0" 12'-3" 16'-0" 21'-5" 22'-3" 15'-5" 20'-8" — K—A — k -.k n.,....,... 7'-9" 7'-3" 10'-4" 9'-7" 11'-3" 10'-5" 12'-9" 14'-7" 20'-2" 18'-9" �...,.�-.,... 6'-9" 6'-3" 9'-0" 8'-5" W-10" 9'-1" 11'-2" 12'-3" 17'-7" 15'-5" 10'-0" 8'-6" 13'-5" 10'-11" 14'-7" 11'-9" 16'-7" 15'-9" 26'-4" 19'-11'.' 9'-2' 7'4" 12'-3" 9'-5" 13'-3" 10'-2" 15'-1" 13'-8" 23'-11" 17'-3" WIND -LOAD 30 Lbs./Sq.Ft. 8'-0" 8'-0" 6'-0" 7'-5" 10'-7" 10' 8" 7'-8" 10'-0" 11'-5" 11'-7" 8'-4" 10'-10" 13'-2" 13'-2" 11'-2" 15'-1" 19'-6" 20'-11" 14'-1" 19'-5" 7'-3" 6'-9" 9'-8" 9'-0" 10'-6" 9'-10" 12'-0" 13'-8" 19'-0" 17'-3" 6'-4" 5'-11" 8'-6" 7'-8" 9'-3" 8'-4" 10'-5" 11'-2" 16'-7" 14'-1" 9'-2" 7' 4" 12'-3" 9'-5" 13'-3" 10'-2" 15'-1" 13'-8" 23'-11" 17'-3" 8'-4' 6' 4" 11'-1" 8'-2" 12'-1" 8'-9" 13'-8" 11'-10" 20'-8" 15'-0" WIND -LOAD 40 Lbs./Sq.Ft. 7'-2" 7'-3" 5'-2" 6'-9" 9' 2" 9'-8" 6'-8" 9'-0" 9'-11" 10'-6" 7'-2" 10,'6" 12'-0" 12'-0" 9'-8" 13'-8" 16'-11" 19'-0" 12'-3" 17-3 1 6'-7" 6'-2" 5'-9" 5'-3" B'-10" 8'-2" 9'-7" 8'-9" 7'-8" 6'-8" B' 4" 7'-2" 10'-11" 11'-10" 9'-6" 9'-8" 17'-3" 15'-0" 151-0 12'-3" -��M. — Vvult Vy aNN[UvUU wan coverings in accoraance With the Uniform Building Code. 2 Flexible Fin ish—gypsumboard, paneling, soundboard and similar material not classified as brittle. 3 Brittle Finish—stucco, portland cement plaster, the veneers and similar material. "Fr [CEMC-DA Structural Steel .Framing STRUCTURAL STEEL FRAMING EXAMPLE TYPICAL CONSTRUCTION DETAILS 20 S O BENT ANGLE V SHINGLES 8" STUD) 0 O O O SHEATHING 0 i 0 GYPSUM WALLBOARD METAL LATH 336" STUD CHANNEL Q Q / 2/2" STUC PLUMBING O �n GROMMETS WEL 0 `WIRING O t WALL SECTION HEADER DETAIL MANSARD ROOF 20 Sec on _.11 _ Partition Steel Framing.,, CEMC0 PARTITION STEEL FRAMING "COMPONENTS Partition Studs (SS and CSS): CEMCO Partition Studs are roll formed "C" shaped sections manufactured in eight widths: 8", 6", 4", 3-5/8", 3-1/2", 3-1/4", 2-1/2" and 1-5/8". Manufactured from 20 gauge and 25 gauge hot dipped galvanized steel. The web has utility punchouts, spaced 24 inches on center. Partition Track (SST, SSTL, CST and CSTL): CEMCO Partition Tracks are roll formed "U" shaped sections in eight widths: 8", 6", 4", 3-5/8", 3-1/2", 3-1/4", 2-1/2" and 1-5/8". Manufactured from 20 gauge and 25 gauge hot dipped galvanized steel, with 1-1/4" or 1-1/2" legs bent inward to provide a clamping force when studs are inserted. Furring Channel (FHC): CEMCO Furring Channel (HAT CHANNEL) is roll formed from 25 gauge hot dipped galvanized steel. The hat shaped channel provides 7/8" of furring and a 1-3/8" knurled surface for attachment. Hemmed flanges provide extra stiffness and ease of handling. Materials: CEMCO Partition Steel Framing sections are manufactured from hot dipped galvanized steel confor- ming to ASTM A446 Grade A, with a minimum yield point of 33,000 PSI. Recognition: I.C.B.O. Report #3403-P. Furring Hat Channel Partition Studs Partition Track N N Table No. VII sets forth the section properties necessary for the design of both design conditions that are not covered by the typical framing conditions set forth vertical and horizontal framing systems. These properties are used for special in Tables I through VI. TABLE NO. VII1-2 SECTION PROPERTIES Refer to footnotes at end of table. i n ni 7 n O M r� 0 M w Olmenslons (In Inches) Approx.4 Net Allowable AIWwaWe Depth Rengeb Flangeb Flange Retum U'l Pul SECTION SectloM' Deslgnatlon WeIgM In Lbs. (Per R) Area In (Sp. Ins.) Compresslon Stress (".s.l.) Resktlng Moment an lbs.) Major - Axis A B C D E I S r Series "SS25" - PUNCHED "C" STUDS, (t = 0.0188)3 162SS25P 15/8 1-3/32 0.295 0.065 19,800 905 0.038 0.046 0.671 250SS25P 2-1/2 0.350 0.074 18,890 1,482 0.101 0.078 0.996 325SS25P 35OSS25P 3-1/4 3.1/2 13/8 1-1/4 1/4 0.400 1-1/2 0.415 0.088 0.093 17,350 16,840 1,960 2,108 0.188 0.225 0.113 0.125 1.274 1.364 362SS25P '400SS25P 3-5/8 4 0.095 0.102 16,580 1 15,810 2,180 2,384 0.244 0.308 0.131 0.151 1.408 1.539 0.420 0.450 B Series "CSS25" - PUNCHED "C" STUDS, (t = 0.0209)3 162CSS25P 15/8 13/32 0.325 0.072 19,800 1,001 0.043 0.051 0.670 250CSS25P 325CSS25P 350CSS25P 2-1/2 3.1/4 3-1/2 1-1/2 0.390 0.445 0.460 0.082 0.098 0.103 19,410 18,020 17,560 1,686 2,256 2,436 0.112 0.209 0.249 0.087 0.125 0.139 0.995 1.273 1.362 E C 13/8 1-1/4 1/4 362CSS25P 3-5/8 0.470 0.105 17,330 2,524 0.271 0.146 1.407 400CSS25P 4 1 1 0.500 1 0.113 1 16,630 2,780 0.342 0.167 1.538 Series "SS20" - PUNCHED "C" STUDS, (t = 0.0360)3 25OSS20P 2-1/2 0.680 0.145 2,972 0.193 0.150 0.986 325SS20P 3-1/4 0.770 0.172 19,800 4,307 0.363 0.218 1.266 35OSS20P 3-1/2 0.800 0.181 4,779 0.433 0.241 1.357 NOt 362SS20P 3-5/8 1318 1-1/4 11/32 1-1/2 0.820 0.186 5,021 0.471 0.254 1.402 40OSS20P 60OSS20P 4 6 0.860 1.100 0.199 0.271 19,740 17,590 5,748 9,142 0.595 1.585 0.291 0.520 1.534 2.208 '800SS20P 1 8 1 1 1 1 1 1.360 0.357 1 15,440 1 12,590 3.425 1 0.815 2.888 Series "CSS20" - PUNCHED "C" STUDS, (t = 0.0396)3 250CSS20P 2-1/2 0.745 0.159 3,247 0.211 0.164 0.984 325CSS20P 31/4 0.850 0.189 4,710 0.397 0.238 1.265 350CSS20P 31/2 0.890 0.199 5,227 0.473 0.264 1.355 19,800 362CSS20P 35/8 13/8 1-1/4 11/32 1-1/2 0.900 0.203 5,492 0.515 0.277 1.400 400CSS20P 4 0.950 0.218 6,309 0.652 0.319 1.532 600CSS20P 6 1.220 0.298 18,180 10,348 1.736 0.569 2.206 '800CSS20P 1 8 1 1 1 1 1.500 1 0.377 16,220 1 14,151 1 3.535 0.872 1 2.847 Refer to footnotes at end of table. i n ni 7 n O M r� 0 M w SECTION TABLE NO. VII (continued) PARTITION TRACK 40OSSTL25 4 0.505 60OSSTL25 6 0.647 Series "CST25" - Track - 25 -Gauge 162CST25 1-5/8 0.310 250CST25 2-1/2 0.372 325CST25 3-1/4 0.426 350GST25 3-1/2 0.443 % 362CST25 3-5/8 1-1/4 0.0209 0.452 400CST25 4 0.479 600CST25 6 0.621 25 -Gauge: FURRING CHANNEL (t = 0.0188) (Hat Channel) Furring Approx. Area Allowable Bending Resisting Major -Axis SECTION Section Size Weight (in Stress Moment Designation (in Ins.) (in lbs. sq. Ins.) (in p.s.i.) (in lbs.) In.� in.3 per h.) FHC25 7/8 .280 .082 14,180 346 0.011 0.0244 FURRING CHANNEL ALLOWABLE SPANS 10 psf Ceiling Load total -load CHANNEL SPACINGSPAN (3 -Span Condition) (in Inches) (In feet & Inches) 12 V-0" 16 4'-6" 19 4'-0" 24 3'_6" All structural properties are 'computed in accordance with the Uniform Building Code Standard No. 27-9, 1985 Edition, as amended, and A.I.S.A., September, 1980, Cold -Formed Steel Design Manual. 2FIefer to page 20 for material specifications. 3Base steel thickness does not include the thickness of zinc (galvanizing) or other protective coatings. eApproximate weight with zinc or other coatings. sAllowable bending stress assumes both flanges are laterally stayed by adequate bridging and/or wall covering as specified in U.B.C. Standard No. 27-9. Wall coverings complying with and attached in accordance with the Uniform Building Code are deemed to meet this requirement. e'Web stiffeners are required for all sections identified with an asterisk (') and at all reactions and concentrated load locations for sections where the h/t ratio exceeds 200. Dimensions (in Inches) Approx. Receiving Flange Steel Section Weight Designation Stud Size (Leg) Thickness in lbs. A . B 1 (t) (t) (per ft.) Series "SST25" - Track - 25 -Gauge 162SST25 1-5/8 1-5/8 0.300 250SST25 2-1/2 2-1/2 0.362 325SST25 3-1/4 3-1/4 0.416 350SST25 3-1/2 1-1/4 0.0209 0.433 362SST25 3-5/8 0.442 40OSST25 4 4 0.469 60OSST25 6 6 0.611 Series "SSTL25" - Track - 25 -Gauge 162SSTL25 1-5/8 I 1 0.336 250SSTL25 2-1/2 Series."SSTL20" - Track - 20 -Gauge 0.398 325SSTL25 3-1/4 0.635 0.451 35OSSTL25 3-1/2 1-1/2 0'0209 0.469 362SSTL25 3-5/8 0.479 40OSSTL25 4 0.505 60OSSTL25 6 0.647 Series "CST25" - Track - 25 -Gauge 162CST25 1-5/8 0.310 250CST25 2-1/2 0.372 325CST25 3-1/4 0.426 350GST25 3-1/2 0.443 % 362CST25 3-5/8 1-1/4 0.0209 0.452 400CST25 4 0.479 600CST25 6 0.621 25 -Gauge: FURRING CHANNEL (t = 0.0188) (Hat Channel) Furring Approx. Area Allowable Bending Resisting Major -Axis SECTION Section Size Weight (in Stress Moment Designation (in Ins.) (in lbs. sq. Ins.) (in p.s.i.) (in lbs.) In.� in.3 per h.) FHC25 7/8 .280 .082 14,180 346 0.011 0.0244 FURRING CHANNEL ALLOWABLE SPANS 10 psf Ceiling Load total -load CHANNEL SPACINGSPAN (3 -Span Condition) (in Inches) (In feet & Inches) 12 V-0" 16 4'-6" 19 4'-0" 24 3'_6" All structural properties are 'computed in accordance with the Uniform Building Code Standard No. 27-9, 1985 Edition, as amended, and A.I.S.A., September, 1980, Cold -Formed Steel Design Manual. 2FIefer to page 20 for material specifications. 3Base steel thickness does not include the thickness of zinc (galvanizing) or other protective coatings. eApproximate weight with zinc or other coatings. sAllowable bending stress assumes both flanges are laterally stayed by adequate bridging and/or wall covering as specified in U.B.C. Standard No. 27-9. Wall coverings complying with and attached in accordance with the Uniform Building Code are deemed to meet this requirement. e'Web stiffeners are required for all sections identified with an asterisk (') and at all reactions and concentrated load locations for sections where the h/t ratio exceeds 200. TYPICAL WEB STIFFENERS6' >* M41, Nn m 7 n O Dimensions (in Inches) Approx. Receiving Flange Steel Section Weight Designation Stud Size (Leg) Thickness in lbs. A 8 (t) (per ft.) Series "SST20" - Track - 20 -Gauge 162SST20 1-5/8 0.569 25OSST20 2-1/2 0.686 325SST20 3-1/4 0,787 350SST20 10.821 . . 00396 , 0'821 362SST20 3- 5/8 0.838 40OSST20 4 0.889 60OSST20 6 1.158 80OSST20 6 I 1 1,428 Series."SSTL20" - Track - 20 -Gauge 162SSTL20 1-5/8 0.635 250SSTL20 2-1/2 0.754 325SSTL20 3-1/4 0.855 350SSTL20 3-1/2 1.1/2 00396 . 0.889 362SSTL20 3-5/8 0.905 40OSSTL20 4 0.956 60OSSTL20 6 1,226 80OSSTL20 1 8 1 1 1 1.495 Series "CSTL20" - Track - 20 -Gauge 162CSTL20 1-5/8 0.554 250CSTL20 2-1/2 0.672 325CSTL20 3-1/4 0.773 350CSTL20 3-1/2 1.1/4 0.0396 0.806 362CSTL20 3-5/8 0.823 400CSTL20 4 0.874 600CSTL20 6 1.143 TYPICAL WEB STIFFENERS6' >* M41, Nn m 7 n O Studs for Interior and Wind Load Curtain Walls Allowable Stud Heights for Non -Bearing Curtain Walls Enter that portion of the table bearing the required wind load conditions with for Partition Steel Framing Studs in non-bearing, interior and exterior curtain the required unsupported stud height and select the approximate stud size. wall type construction. The allowable heights are dependent upon the stud spac- Table No. VIII sets forth the allowable unsupported height in feet and inches ing and the wind loads that the building's location is subjected to. TABLE NO. VI11' 23°' Sprips 11SS95" _- 95 -(sauna — Piiime i4g:n "C" CTI nc /+ _ n M nal DEFLECTIONS U120 U240 U120 U240 U120 L/240 SPACING 12" 16" 24" 12" 16" 24" 12" 16"1 24" 1 12" 1 16' 24" 12" 1 16" 1 24" 1 12" 1 16" 1 24" Designation Depth WIND -LOAD — 5 Lbs./Sq. Ft. Interior 10 Lbs./Sq. Ft. Interior 15 Lbs./Sq. Ft. Exterior '162SS25P 1-5/8" 10'-0" 9'-0" *250SS25P 2-1/2" 10'-0" 9'-0" 8'-0" '325SS25P 3-1/4" 16'-2" 14'-0" 11'-5" 13'-6" 12'-3" 10'-9" 13'-2" 11'-5" 8'-2" 10'-9" 9'-9" 8'-2" 10'-10" 8'-2" 9'-4" 8'-2" '350SS25P 3-1/2" 16'-6" 14'-4" 11%8" 14'-4" 13'-0" 11'-4" 13'-6" 11'-8" 8'-2" 11'-4" 10'-4" 8'-2" 10'-10" 8'-2" 10'-0" 8'-2" :362SS25P 3-5/8" 17'.0" 14'-9" 12'-0" 14'-9" 13'-4" 11'-8" 13'-11" 12'-0" 8'-2" 11'-8" 10'-8" 8'-2" 10'-10" 8'-2" 10'-3" 8'-2" 400SS25P 4" 17'-10" 15'-5" 12'-8" 15'-11" 14'-5" 12'-8" 14'-6" 12'-3" 8'-2" 12'-8" 11'-5" 8'-2" 10'-10" 8'-2" 10'-10" 8'-2" Series "CSS25" — 25 -Gauge — PUNCHED "C" STUDS t = 0.0209 WIND -LOAD — 5 Lbs./Sq. Ft. Interior 10 Lbs./Sq. Ft. Interior 15 Lbs./Sq. Ft. Exterior 162CSS25P 1-5/8" 10'-5" 9'-5" 8'-3" 8'-3" 8'-3" 250CSS25P 2-1/2" 14' 4" 13'-0" 10'-7" 11' 4" 10' 4" 9'-0" 11' 4" 10'-4" 9'-0" 8'-2" 9'-2" '325CSS25P 3-1/4" 17'-4" 15'-0" 11'-3" 14'-0" 12'-9" 11'-1" 14'-0" 12'-3" 10'-0" 11'-1" 10'-1" 8'-10" 11'-7" 10'-0" 9'-9" 8'-10" '350CSS25P 3-1/2" 18'-0" 15'-7" 11'-9" 14'-10" 13'-5" 11'-3" 14'-9" 12'-9" 10'-5" 11'-9" 10'-8" 9'-4" 12'-0" 10'-5" 10'-3" 924" '362CSS25P 3-5/8" 18'-4" 15'-11" 11'-0" 15'-3" 13'-10" 1 t'-3" 15'-0" 13'-0" 10'-8" 12'-2" 11'-0" 9'-8" 12'-3" 10'-7" 10'-7" 9'-7" '400CSS25P 4" 19'-3" 16'-8" 1 11'-7" 16'-6" 15'-0" 11'-3" 15'-9" 13'-8" 11'-2" 13'-1" 11'-11 10'-5" 12'-10" 11'-1" 11'-5" 10'-5" WIND -LOAD — 20 Lbs./S . Ft. Exterior 25 Lbs./Sq. Ft. Exterior 30 Lbs./Sq. Ft. Exterior '250CSS25P 2-1/2" 8'-8" '325CSS25P 3-1/4" 10'-0" 8'-6" 8'-10" 8'-0" 9'-0" 8'-2" '350CSS25P 31/2" 10'-5" 8'-6" 9'-4" 8'-0" 9'-0" 8'-8" '362CSS25P 35/8" 10'-7" 8'-6" 9'-7" 8'-0" 9'-0" 8'-11" '400CSS25P 4" 11'-1" 8'-6" 10'-5" 8'-0' 9'-0" 9'-0" Series "SS20" — 20 -Gauge — PUNCHED "C" STUDS (t = 0.0360) WIND -LOAD — 5 Lbs./Sq. Ft. Interior 1 10 Lbs./Sq. Ft. Interior 15 Lbs./Sq. Ft. Exterior 250SS20P 2-1/2" 17'-2" 15'-7" 13'-8" 13'-8" 12'-5" 10'-10" 13'-8" 12'-5" 10'-10" 10'-10" W-10" 8'-7" 11'-11" 10'-10" 9'-5" 9'-5" 8'-7" 325SS20P 3 1/4" 21'-2" 19'-3" 16'-10" 16' 10" 15'-3" 13'-4" 16'-10" 15'-3" 13'-4" 13'-4" 12'-2" 10'-8" 14'-8" 13'-4" 11' 4" 11'-8" 10'-7" 9'-3" 350SS20P 3-1/2" 22'-6" 20'-5" 17'-10" 17'-10" 16'-3" 14'-2" 17'-10" 16'-3" 14'-2" 14'-2" 12'-10" 11'-3" 15'-7" 14'-2" 11'-11" 12'-4" 11'-3" 9'-10" 362SS20P 3-5/8" 23'-1" 21'-0" 18'-4" 18'-4" 16'-8" 14'-7" 18'-4" 16'-8" 14'-7" 14'-7" 13'-3" 11'-7" 16'-0" 14'-7" 12'-3" 12'-9" 11'-7" 10'-1" 400SS20P 4" 25'-0" 22'-7" 18'-5" 19'-10" 18'-0" 15'-9" 19'-10" 18'-0" 15'-1" 15'-9" 14'-4" 12'-6" 17'-4" 15'-1" 12'-4" 13'-9" 12' 6" 10'-11" 600SS20P 6" 34'-8" 30'-3" 24'-8" 27'-6" 25'-0" 21'-10" 27'-6" 24'-8" 19'-5" 21'-10" 19'-10" 17'-4" 23'-3" 20'-2" 13"-0' 19'-0" 17'-4" 13'-0" '800SS20P 8" 41'-0" 35'-6" 29'-0" 35'-6" 32'-4" 28'-3" 33'-5" 29'-0" 23'-8" 28'-3" 25'-8" 22'-5" 27'-4" 23'-5" 13'.0" 24'-8" 22'-5" 19'-4" WIND -LOAD — 20 Lbs./Sq. Ft. Exterior 25 Lbs./Sq. Ft. Exterior 30 Lbs./Sq. Ft. Exterior 250SS20P 2-1/2" 10'-10" W-10" 8'-2" 8'-7" 10'-0" 8'-0" 9'-4" 8'-2" 325SS20P 3-1/4" 13'-4" 12'-0" 9'-10" 10'-7" 9'-7" 8'-5" 12'-5" 10'-9" 8'-9" 9'-10" 8'.11" 11'-4" W-10" 8'-0" 9'-3" 8'-5" 350SS20P 3-1/2" 14'-2" 12'-7" 10'-4" 11'-3" 10'-3" 8'-11" 13'-0" 11'.3" 8'-9" 10'-5" 9'-6" 8'-3" 11'-11" 10'-4" 8'-5" 9'-10" 8'-11" 362SS20P 3-5/8" 14'-7" 13'-0" 10'-7" 11'_7" 10'-6" 9'-2" 13'_4" 11'_7'• 8'-9" 10'.9" 9'-9" 8'-6" 12'-3" 10'-7" 8'-8" 10'-10" 9'-2" 8'-0" 400SS20P 4" 15'-1" 'IT -1" 10'-8" 12'-6" 11'4" 9'-11" 13'-6" 11'-8" 8'-9" 11%7" 10'-6" 9'-3" 12'-4" 10'-8" 8'-8" 10'-11" 8'-8" '600SS20P 6" 20'-2" 17'-5" 14'-3" 17'-4" 15'-9" 14'-3" 18'-0' 15'-7" 12'-9" 16'-1" 14'-7" 12'-9" 16'-6" 14'-3" 11'-8" 15'-2" 13'-9" 12'-0" '800SS20P 8" 22'-5" 20'-6" 16'-9" 22'-5" 20'-4" 16'-9" 21'-2" 18'-4" 15'-0" 21'-2" 18'-4" 15'-0" 19'-4" 16'-9" 13'-8" 19'-4" 16'-9" 13'-8" WIND -LOAD — 35 Lbs./Sq. Ft. Exterior 40 Lbs./Sq. Ft. Exterior 250SS20P 2-1/2" 8'-8" 8'-2" 325SS20P 3-1/4" 10'-6" 9'-1" 8'-5" 8'-0" 9 S" 8'-6" 18'-5" 350SS20P 3-1/2" 11'-0" 9'-6" 9'-4" 8'-5" 10' 4" 8'-11" 8'-11" 8'-1" 362SS20P 3-5/8" 11'-4" 91_91• 8'-0" 9'-7" 8'-8" 10'-6" 9'-2" 9'-2" 8'-4 '400SS20P 4" 11'-5" 9'-0" 8'-0" 10'-4" 9'-5" 8'-0" 10'-8" 9'-3" 9'-11" 9'-0" :600SS20P 6" 15'-3" 13'-2" 10'-9" 14'-4" 13'-0" 10'-9" 14'-3" 12'-4" 10'-1" 13'-9" 12'4" 10'-1" 800SS20P 8" 17'-11" 15'-6" 12'-8" 17'-11" 15'-6" 12'-8" 16'-9" 14'-6" 1 11'-10" 16'-9" 14'-6" 11'-10" n ni n O r�� TABLE NO. VIII''2,3.4• (continued) series "CSS20" — 20 -Gauge — PUNCHED "C" STUDS t = 0.0396 DEFLECTIONS U120 LI240 U120 U240 U120 1.1240 SPACING 12" 16" 1 24" 12" 1 16" 1 24" 12" 16" 24" 1 12" 16" 24" 12" 16" 24" 12" 1 16" 1 24" Designation Depth WIND -LOAD — 5 Lbs./Sq. Ft. Interior 10 Lbs./Sq. Ft. Interior 15 Lbs./Sq. Ft. Exterior 250CSS20P 2-1/2" 17'-8" 16'-0" 14'-0" 14'-0" 12'-9" 11'-2" 14'-0" 12'-9" 11'-2" 11'-2" 10'-1" 8'-10" 12'-3" 11'-2" 9'-9" 9'-9" 8'-10" 325CSS20P 3-1/4" 21'-10" 19'-10" 17'-4" 17'-4" 15'-9" 13'-9" 17'-4" 15'-9" 13'-9" 13'-9" 12'-6" 10'-11" 15'-2" 13'-9" 11'-10" 12'-0" 10'-11" 9'-6" 350CSS20P 3-1/2" 23'-2" 21'-0" 18'-4" 18'-4" 16'-7" 14'-7" 18'-4" 16'-8" 14'-7" 14'-7" 13'-3" 11'-7" 16'-0" 14'-7" 12'-5" 12'-9" 11'-7" 10'-1" 362CSS20P 3-5/8" 23'-10" 21'-8" 18'-11" 18'-11" 17'-2" 15'-0" 18'-11" 17'-2" 15'-0" 15'-0" 13'-8" 11'-11" 16'-6" 15'-0" 12'-9" 13'-1" 11'-11" 10'-5" 400CSS20P 4" 25'-9" 23'-5" 20'-5" 20'-5" 18'-7" 16'-3" 20'-5" 18'-7" 16'-3" 16'-3" 14'-9" 12'-10" 17'-10" 16'-3" 13'-8" 14'-2" 12'-10" 11'-3" 600CSS20P 6" 35'-8" 32'-2" 26'-3" 28'-4" '25'-2" 22'-6" 28'-4" 25'-9" 21'-5" 22'-6" 20'-5" 17'-10" 25'-9" 21'-5" 17'-6" 19'-8" 17'-10" 15'-7" '800CSS20P_ 8" 43'-5" 37'-7" 30'-9" 35'-11" 36'-7" 28'-6" 35'-5" 30'-9" 25'-1" 28'-6" 25'-11" 22'-7" 28'-11" 25'-0" 20'-5" 24'11" 22'-7" 19'-9" WIND -LOAD — 20 Lbs./Sq. Ft. Exterior 25 Lbs./Sq. Ft. Exterior 30 Lbs./Sq. Ft. Exterior 250CSS20P 2-1/2" 11%2" 10'-2" 8'-6" W-10" 8'.0" 10'-4" 9'-4" 8'-3" 9'4" 8'-6" 325CSS20P 3-1/4" 13'-9" 12'-6" 10'-3" 10'-11" 9'-11" 8'-8" 113--1111' 12'-9" 11'-3" 9'-2" 10'-2" 9'-3" 8"-0" 11'-10" 10'-3" 8'-4" 9'-6" 8'-8" 350CSS20P 3-1/2" 14'-7" 13'-3" 10'-9" 11'-7" 10'-6" 9'-2" 13'-6" 11'-10" 9'-8" 10'-9" 9'-9" 8'-6" 12'-5" 10'-9" W-10" 10'-1" 9'-2" 8'-0" 362CSS20P 3-5/8" 15'-0" 13'-6" 11'-0" 11'-11" 10'-10" 9'-5" 12'-1" W-10" 11'-0" 10'-0" 8'-9" 12'-9" 11'-0" 9'.0" 10'-5" 9'-5" 8'-3'% 400CSS20P 4" 16'-3" 14'-6" 11'-10" 12'-10" 11'-8" 10'-3" 15'-0". 13'-0" 10'-7" 12'-0" 10'-10" 9'-6" 13'-8" 11'-10" 9'-2" 11'-3" 10'-3" 8'-11" '600CSS20P 6" 21'-5" 18'-7" 15'-2" 17'-10" 16'-3" 14'-2" 19'-2" 16'-7" 13'-7" 16'-7" 15'-0" 13'-2" 17'-6" 15'-2" 12'-4" 15'-7" 14'-2" 12'-4" '800CSS20P 8" 25'-0" 21'-9" 17'-9" 22'-7" 20'-6" 17'-9" 22'-5" 19'-5" 15'-10" 21'-0" 19'-1" 15'-10" 20'-5" 17'-9" 14'-5" 19'-9" 17'-9" 14'-5" WIND -LOAD — 35 Lbs./Sq. Ft. Exterior 40 Lbs./Sq. Ft. Exterior 250CSS20P 2-1/2" 9'-1" 8'-6" 325CSS20P 3-1/4" 11'-0" 9'-5" - 9'-0" 8'-3" - 10'-3" W-10" 8'-8" 360CSS20P 3-1/2" 11'-6" 10'-0" 8'-2" 9'-7" 8'-9" 10'-9" 9'-4" 9'-2" 8'-4" 362CSS20P 3-5/8" 11'-10" 10'-3" 8'-4" 91-101' 9"-0" 11'.0" 9'-6" 9'-5" 8'-7" 400CSS20P 4" 12'-8" 11'-0" 10'-8" 9'-9" 8'-5" 11'-10" 10'-3" 10'-3" 9'-3" '600CSS20P 6" 16'-3" 14'-0" 11'-5" 14'-10" 13'-5" 11'-5" 15'-2" 13'-2" 10'-9" 14'-2" 12'-11" 10'-9" '800CSS20P 8" 18'-11" 16'-5" 13'-5" 18'-9" 16'-5" 13'-5" 17'-9" 15'-4" 12'-6" 17'-9" 15'-4" 12'-6" The tabulated heights are based on both flanges having continuous adequate lateral support by approved wall coverings in accordance with the Uniform Building Code. =lexible Finish—gypsumboard, paneling, soundboard and similar material not classified as brittle. 3rittle Finish—stucco, portland cement plaster, tile veneers and similar material. 'Web stiffeners are required for all sections identified with asterisk(') and at all reactions and concentrated load locations for sections where the h/t ratio exceeds 200. For typical web stiffener details, refer to end of Table VII Footnotes. In n� 7 n O' [CEMC0 Partition Steel Framing Allowable Loads and Spans for Ceiling Joists and Runners Table No. IX specifies the allowable spans for ceiling joists or runners and may be used to design supports for either acous- tical tile or plaster systems. The required member size is ob- tained by entering the table with the appropriate live and dead load combination in the left column and proceeding horizon- tally to the right to the span and then up to the required mem- ber size at the top of the table. A live load of 10 pounds per square foot must be used under the special load conditions of Table 23-B of the U.B.C. where the attic area is not accessi- ble or if accessible, total access is not provided from below. TABLE IX 1,2.3. PUNCHED "C" STUDS`' DESIGN CONDMONS Series "SS25" — 25 -GAUGE It = 0.0188) Series "SS20" — 20 -GAUGE 0 = 0.0360) Design Load (LbsJSq. Ft.) Joist b Runner spacing n Ins. Joist b Runner Designation — Allowable Spans On ft. 3 Ins.) Joist b Runner Design [on — Allowable Spans On ft. b Ins.) •25OSS25P 2-1/2" '325SS25P 3-1/4" '35OSS25P 3-1/2" '362SS25P 35/8" '400SS25P 4" 25OSS20P 2-1/2" 325SS20P 3-1/4" 35OSS20P 3.1/2" 362SS20P 3'5/8" 4DOSS20P 4" 60OSS20P 6" BMSS20P 8" 4# = D.L. + 0# =L.L. 12 16 24 11'-10" 10'-91, 9'-5" 14'-7" 13'-3" 11'-6" 15'-5" 14'-0" 12'-3" 15'-11 14'-5" 12'-7" 17'-2" 15'-7" 1 13'-7" 14'-8„ 13'4„ 11'-8" 18'-1 •, 16'-6" 14'-5" 19'-3" 17'-0„ 15'-3" 19'-9" 18'-0" 15'-8" 21'-4" 19'-5" 17'-0" 29'-7" 26'-11" 23'-6" 38,-3" 34'-10" 30'-5" = 4# =T.L. 4# =D.L. + 10# = L.L. 12 16 24 9'-4" 8'-4„ 9'-11" 8'-6" 10'-2" 8'-6" 10'-8" 8'-2" 9'-5" 8'-7" 7'-6" 11'.8" 10'-7" 9'-3" 12'-5" 11'-3" 9'-10" 12'-9" 11'-6" 10'-1" 13'-9" 12'-6" 10,-11" 19'0" 17'-4" 14'-9" 24'-6" 21'-2" 17'-4" =14# =T.L. 7# =D.L. + 0# =L.L. 12 16 24 9'-10" 8'-11" 12'-0" 111-0" 8'-6" 12'-10" 11'-8" 8'-6" 13'-2" 12'.0" 8'-6" 12'-3" 12'-11 8'-2" 12'-2" 11'-1" 9'-8" 15'-0" 13'-8" 11'-11" 16'-0" 14'-6" 12'$" 16'-5" 14'-11" 13'-0" 17'-9" 16'.1 " 14'0" 24'-7" 22'-4" 19'-11" 22'-3" 28'-11" 24'-6" = 7# =T.L. 7# =D.L. + 10# = L.L. 12 16 24 8'-6" 8'-6" 9'-3" 8'-0" 8'-2" 8'-5" 9'-0" 8'-3" 7'-2" 11'-2" 10'-2" 8'-10" 11'-10" 10' 9" 9'-5" 12'-2" 11'-1" 9'$" 13'-2" 12'-0" 10'-6" 12'-3" 16'-5" 13'-5" 22'-3" 19'-3" 15'-9" =17# =T.L. 10# = D.L. + 0# =L.L. 12 16 24 8'-9" 10'-9" 9'-9" 8'-1" 11'-511 10'-3" 8'-5" 11'-8" 10'-5" 8'-6" 12'-7" 10'-11" 8'-2" 18'-10" 9'-10" 8'-10" 13'-4" 12'-2" 10'-7" 14'-2" 12'-10" 11'-3" 14'-6" 13'-3" 11'-6" 15'-9" 14'-4" 12'-6" 21'-10" 19'-10" 17'-" 28'-3" 25'-1" 20'-6" =10# =T.L. 10# =D.L. + 10# = L.L. 12 16 24 8'-1" 8'-5" 8'-6" 8'-2" 8'-10" 7'-10" 6'-10" 10'-7" 9'-8" 8'-5" 11'-3" 10'-3" 8'-11" 11'-6" 10'-6" 9'-2" 12'-6" 11'-4" 9'-10" '-2" ::17'-4" -4 20'-0" 17'-9" 14'-6" =20# =T.L. Series "CSS25" — 25 -Gauge (t = 0.0209) Series "CSS20" — 20 -Gauge (t =0.0396) '250CSS25P 2-1/2" '325CSS25P 31/4" '350CSS25P 31/2" '362CSS25P 35/8" '400CSS25P 4" 25VM20P 2-1/2" 325CSS20P 31/4" 350CSS20P 31/2" 362CSS20P 35/8" 400CSS20P 4" 6000SS20P 6" 800CSS20P 8" 4# =D.L. + 0# =L.L. 12 16 24 12'-3" 11'-2" 9'-9" 15'-1" 13'-9" 12'-0" 16'-0" 14'-6" 12'-8" 16'-5" 14'-11" 13'-0" 17'-9" 16'-2" 14,-1" 15'-1" 13'-9„ 1 12•-0" 18',8" 17'-0" 14'-10" 19'-101, 18'-0" 15'-9" 30'-5" 18'-6" 16'-2" 22'-01, 20'-0" 17'-6" 30'-0" 27'-9" 24'3" 38•-8" 35'-2" 30'-9" = 4# =T.L. 4# =D.L. +10# =L.L. 12 16 24 9'-9" 8'-10" 10'-3" 9'-4" 10'-7" 9'-6" 11'-5" 10'-0" 8'-2" 9'-9" 8'-10" 7'-9" 12'-0" 10'-11" 9'-0" 12'-9" 11'-7" 10'-2" 13'-1" 11'-11" 10'-5„ 14'-2" 12'-11" 11'3" 19'-7" 17'-10" 15'-7" 24'-11" 22'-6" 18'-4" =14# =T.L. 7# =D.L. + 0# =L.L. 12 16 24 10'-2" 9'-3" 8'-0" 12'-6" 11'-4" 9'-11" 12'-3" 12'-0" 10'-6" 13'-7" 12'-5" 10'-101, 14'-9" 13'-5" 11'-6" 12'-7" 11'-5" 10'-0" 15'-6" 14'-1„ 12'-4" 16'-5" 14'-11" 13'-0" 16'-11" 15'A" 13'-5" 18'-3" 16'-7" 14'-6" 25'-4" 23•-0" 20'-2" 32'-1" 29'-2" 25'-0" = 7# =T.L. 7# = D.L. +10# =L.L. 12 16 24 9'-4" 8'-2" 9'-9" 8'-6" 10'-0" 8'-6" 10'-5" 8'$" 9'-4" 8'-6" 7'-5" 11'-0" 10'-0" 9'-2" 12'-3" 11'-1" 9'$" 12'-7" 11'-5" 101-0" 13'-7" 12'-4" 10'-10" 18'-10" 17'-1" 14'-3" 23'-6" 20'-5" 16'-7" =17# =T.L. 10# =D.L. + 0# =L.L. 12 16 24 9'-0" 8'3" 11'-2" 10'-1" 8'$" 11'-9" 10'-9" 9'-0" 12'-2" 11'-0" 9'-2" 13'-1" 11'-9" 9'$" 11'-1" 10'-1" 8'-10" 13'-9" 12'-6" 10'-11" 14'-7" 13'3" 11'-7" 15'-0" 13'-8" 11'-11" 16'-3" 14'-9" 12'-11" 22'3" 20'-5" 17'-10" 28'3" 25'-11" 27'-9" =10# =T.L. 10# =D.L. + 10# = L.L. 12 16 24 8'-8" 9'-0" 9'-2" 8'-0" 9'-8" 8'-4" 8'-10" 8'-0" 7'-0" 10'-11" 91.111, 8'-8" 11'-7" 10'-0" 9'-2" 11'-11" 10'-10" 9'-5" 12'-11" 11'-9" 10'3" 17'-10" 16'-1 " 13'-2" 21'-9" 18'-10" 15'-4" =20# =T.L. D.L. = Dead Load L.L. = Live Load •T.L. = Total Load I Situations where L.L. equal 0 are for dead load only and should not be used where attic or loft is accessible. 2 Limited by either LJ240 T.L. deflection, L/360 L.L. deflection or stress for single spans. 3 Compression top flange shall be braced by sheathing or cold -rolled channel bridging at 2'-6" o/c maximum spacing. Bracing and connections must be designed in accordance with Section 27.929 of U.B.C. Standard No. 27-9. 4 "Web stiffeners are required for all sections identified with an asterisk (') and at all reactions and concentrated load locations for sections where the h/t ratio exceeds 200. For typical web stiffener details, refer to end of Table VII, Footnotes. Partition Steel Framing[crcmcpj i. TABLE NO. X2 METHODS OF OBTAINING THE EQUIVALENT OF CONTINUOUS LATERAL SUPPORT OF STUDS AND JOIST FLANGES FACING MATERIAL/ FASTENING Laths Approved for Plaster No. 8 x 3/8" sheet metal screws spaced Facing Each Side as per U.B.C. Table No. 47-C. Single -Ply Gypsum Wallboard, Veneer Flange Base Lath and Gypsum Lath As per U.B.C. Table No. 47-G. Two -Ply Gypsum Wallboard As per U.B.C. Table No. 47-H. Plywood Sheathing No. 6 Phillips Bugle Head Screws A Spaced as per U.B.C. Table No. 47-G. 'For other conditions, required bracing shall be designed per U.B:C. Standard No. 27-9. 2Alternate methods of web stiffening with equivalent properties can be accepted. TABLE NO. XI ALLOWABLE PARTITION HEIGHTS BASED ON GYPSUM WALLBOARD OR .GYPSUM VENEER BASE LATH AND NO. 25 GAUGE STEEL STUDS, ACTING AS A COMPOSITE SECTION. Series "CSS" — PUNCHED "C" STUDS (t = 0.0209)''2 Section Designation Dimensions (In Inches) Facing Each Side Depth Flange Flange Flange Return Utility Punch Outs 1/2 -Inch One Ply 1/2 -Inch Two Ply STUD SPACINGS 16 Inches 1 24 Inches 24 Inches A B C D E STUD HEIGHT 162CSS25P 1-5/8 1-3/8 1-1/4 1/4 1-3/32 11'-0" 10'-0" 12'-4" 250CSS25P 325CSS25P 362CSS25P 2-1/2 3-1/4 3.5/8 1-1/2 14'-8" 17'-10" 19'-5" 13'-5" 16'-0" 17'-3" 15'-10" 18'-3" 19'-5" 400CSS25P 600CSS25P 4 6 20'-8" 18'-10" 18'-5" 17'-8" 20'-8" 19'-0" ,See I aDle No. XI for stud properties. ZAllowable partition heights are applicable only where the gypsum wallboard or veneer base lath is applied with screws in accordance with Chapter 47 of the Code. 3Deflection is limited to the height divided by 120 under a 5 -Ib. -per -sq. -ft. live load. TABLE NO. XII SECTION PROPERTIES FOR NO. 25 GAUGE STEEL STUDS AND GYPSUM WALLBOARD OR GYPSUM VENEER LATH, ACTING AS A COMPOSITE SECTION. Series "CSS" — PUNCHED "C" STUDS (t = 0.0209) Dimensions (In Inches) Mayor (x - x) Axis Depth Flange Flange Utility Punch Utility Punch Net Area Moment Section Section Designation Outs Outs pn,>7 of Inertia Modulus (In.4) On.') A B C D E 162CSS25P 1-5/8 1-3/32 0.072 0.043 0.051 250CSS25P 2-1/2 0.082 0.112 0.087 325CSS25P 3-1/4 1-3/8 1-1/41-1/4 0.098 0.209 .0.125 362CSS25P 3-5/8 1-1/2 0.105 0.271 0.146 400CSS25P 4 0.113 0.342 0.167 600CSS25P 6 0.155 0.907 1 0.297 27 Lgc�co Partition Steel Framing Details: Dry Will CORNER STUDS 77- 779 2" MIN. 8" MAX. r INTERSECTION DRYWALL CORNER BEAD CASING BEAD PARTITION END JOINT OVER STUD INTERSECTION HEAVY rIXTURE SUPPORT MEDIUM WEIGHT FIXTURE SUPPORT it BASE FOR DOORS WEIGHING OVER 80 LBS. OR PAIR OF DOORS. SUPPORT FRAME INDEPENDENTLY OF PARTITION WITH 18 GA. LB. STUDS, BOLT THIS DETAIL ALL RIGHT FOR DOORS UP TO 50 LBS. HEAVIER DOORS (UP TO 80 LBS.) SHOULD HAVE DOOR CLOSER. FURRING CHANNEL WIRED TO1�h"I CEILING RUNNER ATTACHED TO CHANNEL SECTION AT CEILING JAMB ANCHOR I I STUD I I 1 I METAL DOOR FRAME WOOD DOOR FRAME )UGH BUCK WOOD TRIM O u CAULK SECTION AT BASE JAMB ANCHOR I I STUD I I 1 I METAL DOOR FRAME WOOD DOOR FRAME )UGH BUCK GENERAL NOTES C'eli1C0 1� - �.' � � r-_. n p Y fit'" '�'t ` � y,. Mawr � ry �?. 'r�.4 ... y. � a�: i � • INTER -DEPARTMENTAL MEMORANDUM TO: Plan Check and Counter Staff FROM: Plan Check Engineer SUBJECT: Conversion from Wood Frame Construction to Steel Frame Construction on Residential Buildings • DATE: February 17, 1994 Plans.which are being converted from wood frame construction to steel framing construction are to be processed as follows: 1. General Requirements (a) Complete engineering is required for the structural portion.. This means (stamped) structural plans including foundation plan, framing plans, required sections, and all connection details. (b) Complete calculations for gravity and lateral loads are required. (c) Specifications for all structural materials are to be shown on the plans. (d) A note on the plans which addresses UBC Sec. 302(c) is required. (e) The special inspector (if required) must be approved prior to permit issuance. (f) The architectural sheets of the plans, that is, floor plans, elevations, etc., need not be prepared by a professional provided they are completely coordinated with the structural plans, and do not contain any erroneous or conflicting information. (g) Revised energy calculations by an approved computer method is required. 2. Plan Check Fee Procedure If the plan check has been substantially completed, or if the building permit has been issued and no work yet completed,the the following applies: 3.16 (a) If the revision is limited to the structural system only, an additional plan check fee will be charged at the rate of 65 % of the initial plan check fee. (b) If the revision also involved interior changes to the plan, the additional plan check fee is 100% of the initial plan check fee. (c) If the revision involves a change to the footprint or exterior wall system, the applicant must obtain a refund (for refundable fees) and reapply. A new energy plan check fee will be required in all cases. If the plan check has not been started, no additional plan check fee is required. Plans should be indexed pending receipt of items described under General Requirements above. JRH:ahb Jo R. Henry Plan Check Engineer Mi hael C. Vieira, C.B.O. Manager, Building Division t t 0-5K - &�' �'o - 015 S Tltm P &SIGN S��L i�z-u SS ES �C.,; �.G5x730�50ko•65=�308.6� 474, 83 �ufte LAND OF NATURAL WEALTH AND BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE. CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 B U T T E C 0 U N T Y B U I L D I N G D E P A R T M E N T F A X C 0 V E R S H E E T DATE FAX NUMBER (916) 538-2140 TO: Cjr�r�LES RD3,E-,eT5 FAX NUMBER: ATTENTION: REGARDING: A.P. N0. O �70 0�� PERMIT NO. SUBJECT: AI EMI )��51061 CE SPECIAL INSTRUCTIONS: [ ] SEE PLAN CHECK LIST TO FOLLOW REVIEW AND RESPOND ACCORDINGLY [1 ] FOR YOUR INFORMATION ONLY OTHER • p'A 'p"eEvrdas- A6L1G �1 lRL4N5 rwm ST 7/GitiE�� SINCERELY, JOHN Y, P.E. ` PLAN CHECK ENGINEER e B U T T E C O U N T Y I r'�- '• r� - -6,atto Count F. +t L A N D O F N A T U R A L W E A L T H A N D B E A U T Y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE. CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 B U I L D I N G D E P A R T M E N T F A X C 0 V E R S H E E T FAX NUMBER (916) 538-2140 DATE TO: FAX NUMBER ATTENTION: 541, REGARDING: A.P. NO. O�^o PERMIT NO. SUBJECT: SPECIAL INSTRUCTIONS: [ ] SEE PLAN CHECK LIST TO FOLLOW REVIEW AND RESPOND ACCORDINGLY [ ] FOR YOUR INFORMATION, JONLY 9[OTHER: PlA lw&vl oas' SINCERELY, JOHN Y, P.E. PLAN CHECK ENGINEER ST RUCTURAL CALCULATIONS RCE Job #94-007 for STEEL HOME SUS PLY Niemi Residence Oroville , CA Calculation Index: Page # 1) Gravity Analysis 1-14 2) Lateral Analysis 15-35 Revision Summary: Rev. 0 Initial Issue J These Calculations have been prepared for plans drawn by Steel Home Supply for the above indicated property. The results of the calculations have been incorporated on said plans. u 038692 y CIVI 9lFOF CA"LL4 ROBERTS CONSULTING ENGINEERING 1708 Salem Street Chico, CA 95928 (916) 894-8801 G rav ��-� LoQ ds GQm Mist ►'�Z z_ Q I� s� (rec\ u e - k, 6 r-) Uve �4A Z O �ern1 Ke A :�,-L4 sus I t S Z-�Iz GAP 4114 — We, 1 I L,fie. 5 k � • n s-> Li:l o • r ✓ �"N JINn05q 9p!v6 i!; 1�!:)l,� • "��,�u'a`i 'IuV 1035 rIA'I ;!-1'x. 1': Ix):,:t;l;r7.n i1HvlIU-: I, :c'I IQ !:i I n;.:(Yn r,Bff:1 r� • .ulvnl,,;1(11;-7.1 �1 _t r Q � u - U 0 0 � U � a J J U 0 0 0 0 nN1 V � X 6 N -� An s !� JINn05q 9p!v6 i!; 1�!:)l,� • "��,�u'a`i 'IuV 1035 rIA'I ;!-1'x. 1': Ix):,:t;l;r7.n i1HvlIU-: I, :c'I IQ !:i I n;.:(Yn r,Bff:1 r� • .ulvnl,,;1(11;-7.1 0 03 �1 _t r Q � u - U 0 0 � U � a J J U 0 0 0 0 0 03 �1 0 nN1 V � X 6 N 0 03 I mt Re!n., —94-GY�� Gl-�eGk Wa ( ( Skis (LoaA Ca r-4 VA� LCGI A g = C3Y7- 1( + I I ZZ Truss Bd,ar i n End. i A _ Is,:;Psi Tri GEt�Goo dries ��GS� P,�n�.i-�c� �G�� c.�i-ids r�J/ 15/e" Flanc�s (�OOLSZO = Z480 > IlZZ L se ����� S � 11 Cdr C. ZO P @ ZL4 @ I�Z'S c.oR��'�iort sec DTS S�mmctc'� �c� IGgO Qc WG �\ e"a\boon�r aurin mas%/A/C GtOE Gravi'�-c� Loads VJ► n Had 0 .ao @ Sin TXr6 A (5`)(zo+ly)+(I4')(1P, CZE w�v� s- - �E pN a 6o uc--) CoCO�S Zo •I.' .',11 'V"•111 1 1;. 111 I •� •I i :.. Il li.l fl 7. •I.'.1; t;' .'::1111 1;; I it i •1:.1 �:�::, 11 ISI it National "Brand .1_• :ui l 1. \r a V ul1:vr.:10 1 I a• :aaw n:)ec, AN. n n u (� X- N LP 0 fig' v I � � 71 � � 3 og (p O OD OD o 0 V M U N 0 kr) 0 I � v g 0 LA FI - C \Y 0 � � s 0 o= v o � � •I.' .',11 'V"•111 1 1;. 111 I •� •I i :.. Il li.l fl 7. •I.'.1; t;' .'::1111 1;; I it i •1:.1 �:�::, 11 ISI it National "Brand .1_• :ui l 1. \r a V ul1:vr.:10 1 I a• :aaw n:)ec, AN. n n u (� X- N LP 0 fig' v I � � 71 � � 3 og (p O OD OD o 0 V M U N 0 kr) cu V L i o lot r►- i 3 m10 1 N flL �21� N u i J - �i S 1 %% o , c , s 11 L,4, C� / j✓I cx S Hca r 1✓1ax Morn�rl-1M ZCo, 914 bt� d 6 a Sher- Ga P Per GCP t r Dpi S \�38 E �y _ 1,38(Za1500.5�3� tl� C � 33 0 v o `%q ._ �3a CtZ k�/ L iLi 1. I to K 3, 5-4 " Z V-11 :F Ir wzl- - 03/03/94 - Niemi Residence - Wood Beano Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member Case Load Load (ft) Lat Supt F'b Cs (ft) (ft) Stress Errors (klf) (k) b/d (in) (in) (psi) Increase Case I Uniform Load B3 DL 0.088 N/A 7.00 95 1,250 1,700 240 N/A N/A 25% LL 0.100 N/A 3.50 24 1,250 5.90 total 0.188 N/A 9.25 Req'd A= 6.48 Act'I 1= 230.84 Req'd Beam Size: Shear-OK RDL 0.308 Req'd S= 8.84 deft dl= 0.01 4 10 Bending-OK RLL 0.350 Req'd I= 17.07 deft d= 0.03 ( DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.00 Ft = 625 Ke = 1.0 le/d <50 - OK WLComp. 2.40 fc = 74 K = 28.77 DLTen. 0.00 F'c = 925 le/d = 9.08 Check: fc/F'c + fb/(F'b-)fc) < 1 0.257 < I -OK LLTen. 0.00. ft = 74 J = 0.00 (fb-ft)/F'b < 1 0.130 < 1 - OK WLTen. 2.40 ft/Ft + fb/Fb < 1 0.296 < t - OK .................................................................---•----...------......------..................------......-----------................................... -.:...........................----•-............------ Case 1 Uniform Load B4 DL 0.088 N/A 12.00 95 1,250 1,700 240 N/A N/A 25% LL 0.100 N/A 3.50 24 1,250 5.90 total 0.188 N/A 9.25 Req'd A= 12.42 Act'I 1= 230.84 Req'd Beam Size: Shear-OK RDL 0.528 Req'd S= 25.99 deft d1= 0.10 4 10 Bending-OK RLL 0.600 Req'd 1= 85.99 deft d= 0.22 ( DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.00 Ft = 625 Ke = 1.0 le/d<50 - OK WLComp. 2.40 fc = 74 K = 28.77 DLTen. 0.00 F'c = 899 le/d = 15.57 Check: fc/F'c + fb/(F'b-]k) < 1 0.610 < 1 -OK LLTen. 0.00 ft = 74 J = 0.26 (fb-ft)/F'b < 1 0.473 < 1 -OK WLTen. 2.40 ft/Ft + fb/Fb < 1 0.639 < 1 -OK Case 1 Uniform Load B5 DL 0.088 N/A 5.00 95 1,250 1,700 240 N/A N/A 25% LL 0.100 N/A 3.50 24 1,250 5.90 total 0.188 N/A 9.25 Req'd A= 4.11 Act'11= 230.84 Req'd Beam Size: Shear-OK RDL 0.220 Req'd S= 4.51 den dl= 0.00 4 10 Bending-OK RLL 0.250 Req'd 1= 6.22 deft d= 0.01 ( DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 k< Fc - OK Loads; LLComp. 0.00. Ft = 625 Ke = 1.0' le/d<50 - OK WLComp. 2.40 fc = 74 K = 28.77 DLTen. 0.00 F'c = 925 le/d = 6.86 Check: fc/F'c + fb/(F'b-)fc) < 1 0.171 < I -OK LLTen. 0.00 ft = 74 J = 0.00 (fb-ft)/F'b < 1 0.043 < I -OK WLTen. 2.40 ft/Ft + fb/Fb < 1 0.209 < I -OK ......•..............................-----........._......------..................------............------..............................------......-............------......--.....----..................•----.............-- ' 1\ demi 1- -na+- Sem l i-�cadcw- @ • _ �tS,3 VA = , 3a t -z k� E �� LA F,��,-t rt-, i n cc� S 1-1 c a r r1 i rn� Zl Z o 'e- 0, 13 t 3 933 = SL4 3 I IIP IG ° Mqx SPan��- VIII «< o o a x 15::41ca r m 1X38 E1<v — 1 38 (74,Soo-1 3 3 • _ �tS,3 VA = , 3a t -z k� E �� LA F,��,-t rt-, i n cc� S 1-1 c a r r1 i rn� Zl Z o 'e- 0, 13 t 3 933 = SL4 3 I IIP IG T- AM I :'l.:N"I l' I,, I -N:.l .192 I:. I. I A!u 44). I'll 4 lil-cy.-,If e:;OoAm 7Q _ o N � fi VP � :3 -V 7' 04 0.3/01/94 - Niemi Residence - Wood Beams Load UniL Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member ' Case Load Load (ft) Lac Supt F'b Cs (ft) (ft) Stress Errors (klO. (k) b/d (in) (in) (psi) Increase Case 1 Uniform Load 86 DL 0.310 N/A 13.00 85 1,350. 1,600 240 N/A N/A 25% LL 0.340 N/A 5.50 102 1,350 8.63 total 0.650 N/A 11.50 Req'd A= 50.85 Act'l 1= 697.07 Req'd Beam Size: Shear-OK RDL 2.015 Req'd S= 97.64 deft dl= 0.18 6 12 Bending-OK RLL 2.210 Req'd 1= 401.64 def! d= 0.37 { DF #1 } Defi.-CK Axial DLComp. 0.00 Fc= 925 fc<F'c -OK Loads; LLComp. 0.00 Ft= 625 Ke= 1.0 le/d<50-OK WLComp. 2.40 fc = 38 K = 27.91 DLTen. 0.00 F'c = 865 le/d = 18.55 Check: fc/F'c + fb/(F'b-Jfc) < 1 0.857 < I -OK LLTen. 0.00 ft = 38 ) = 0.45 (fb-ft)/F'b < 1 0.783 < I -OK WLTen. 2.40 1 ft/Ft + fb/Fb < 1 0.866 < 1 -OK Case I Uniform Load ........... -.............. --... -.................. -•••••.......... .......... - B8 DL 0.310 N/A 13.00 85 1,350 1,600 240 N/A N/A 25% LL 0.340 N/A 5.50 102 1,350 8.63 total 0.650 N/A 11.50 Req'd A= 50.85 Ac['11= 697.07 Req'd Beam Size: Shear-OK RDL 2.015 Req'd S= 97.64 def! dl= 0.18 6 12 Bending-OK RLL 2.210 Req'd I= 401.64 deb d= 0.37 ( DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 842 fc<F'c - OK Loads; LLComp. 0.00 Ft = 625 Ke = 1.0 le/d<50 - OK WLComp. 1.00 fc = 16 K = 29.25 DLTen. 0.00 F'c = 796 Ie/d = 18.55 Check: fc/F'c + fb/(F'b-1k) < 1 0.828 < I -OK LLTen. 0.00 ft = 16 J = 0.41 (fb-ft)/F'b < 1 0.796 < 1 -OK WLTen. ......................................................... 1.00 ---... -................................................................................................... ft/Ft + fb/Fb < 1 0.831 < I -OK Case I Uniform Load ,_.................................... ............. ............ _ B9 DL 0.268 N/A 12.00 85 1,350 1,600 240 N/A N/A 25% LL 0.280 N/A 5.50 102 1,350 7.84 total 0.548 N/A 9.50 Req'd A= 40.29 Act'I 1= 392.96 Req'd Beam Size: Shear-OK RDL 1.608 Req'd S= 70.14 def! dl= 0.20 6 10 Bending-OK RLL 1.680 Req'd 1= 266.33 deft d= . 0.41 { DF #1 } Defl.-OK Axial DLComp. 0.00 Fc = 925 fc<F'c - OK Loads; LLComp. 0.00 Ft = 625 Ke = 1.0 le/d<50 - OK WLComp. 0.90 fc = 17 K = 27.91 DLTen. 0.00 F'c = 865 le/d = 18.55 Check: fc/F'c + fb/(F'b-]fc) < 1 0.872 < I -OK LLTen. 0.00 ft = 17 J = 0.45 (fb-ft)/F'b < 1 0.838 < 1 -OK WLTen. 0.90 ft/Ft + fb/Fb < 1 0.875 < 1 -OK 03/01/94 - Niemi Residence - Wood Beams - P9 13 Load Unif. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member - Case Load Load (ft) Lat Supt F'b Cs (ft) (ft) Stress Errors (klf) (k) b/d (in) (in) (psi) Increase Case I Uniform Load 612 DL 0.140 N/A 5.00 85 1,350 1,600 240 N/A N/A 25% LL 0.200 N/A ` 5.50 102 1,350 5.97 total 0.340 N/A 5.50 Req'd A= 9.80 Act'I I= 76.26 Req'd Beam Size: Shear -OK RDL 0.350 Req'd S= 7.56 dell dl= 0.02 6 6 Bending -OK RLL 0.500 Req'd 1= 11.95 dell d= 0.04 { DF #1 } Defl.-OK Case 2 Uniform load plus center load ; —--- — ----------- —-------- ------ ------------- •-------------- — ------- -- — — B13 DL 0.108 1.890 7.00 `' 85 1,350 1,600 240 N/A N/A 25% LL 0.000 2.700 5.50 84 1,350 7.12 total 0.108 4.590 9.50 Req'd A= 36.53 Act'I 1= 392.96 Req'd Beam Size: Shear -OK RDL 1.323 1 Req'd S= 61.82 dell dl= 0.05 6 10 Bending -OK RLL 1.350 Req'd 1= 111.63 dell d= 0.10 { DF #2 } Defl.-OK Case 2 Uniform load plus center load -------------•--••----------- ---------••------------•----- -- — B14 DL 0.108 0.350 8.00 85 1,350 1,600 240 N/A N/A 25% LL 0.000 0.500 5.50 96 1,350 5.79 total 0.108 0.850 5.50 Req'd A= 11.40 AM 1= 76.26 Req'd Beam Size: Shear -OK RDL 0.607 Req'd S= 18.23 dell dl= 0.13 6 6 Bending -OK RLL 0.250 Req'd 1= 40.03 dell d= 0.21 { DF #2 } Defl.-OK a 03/01/94 - Niemi Residence - Wood Beams ` P� 11� Load Unif.. Point Length Fs (psi) Fb E (ksi) L/? a b Allow. Member ' Case Load Load (ft) Lat Supt F'b Cs (ft) (ft) Stress Errors (ILIO (k) b/d (in) (in) (psi) Increase Cate I Uniform Load 1310 DL 0.268 N/A 17 165 2400 1,800 240 N/A N/A 15% Std. Width LL 0.280 N/A 24 2341 5.13 Std. Depth total 0.548 N/A Req'd A= 31 Act'I 1= 1,441 CAMBER Req'd GL3 Size: Shear-OK RDL 2.278 Req'd S= 88 deft dl= 0.19 0.29 5.125 15.0 Bending-OK RLL 2.380 Req'd I= 673 deft d= 0.40 { 24F-V4 } Defl.-OK Axial DLComp. 0.00 Fc = 1,650 fc<F'c - OK Loads; LLComp. 0.00 Ft= 1,150 Ke= 1.0 I le/d<50-OK WLComp. 1.00 fc = 13 K = 22.16 Dl-Ten. 0.00 F'c = 1,572 le/d = 13.60 Check: fc/F'c + fb/(F'b-]k) < 1 0.468 < I - OK LLTen. 0.00 ft = 13 J = 0.23 (fb-ft)/F'b < 1 0.454 < 1 -OK WLTen. .............................. 1.00 –.......... --................................ –.......... 1 ft/Ft + fb/Fb < 1 0.459 < I -OK Case 1 Uniform Load i — ......................................................................................... —...... -- .......... .............. � 1111 DL 0.140 N/A 22 165 2400 1,800 240 N/A N/A 15% Std. Width LL 0.200 N/A 24 2317 5.38 Std. Depth total 0.340 N/A Req'd A= 26 Act'I 1= 1,919 CAMBER Req'd GL3 Size: Shear-OK RDL 1.540 Req'd S= 93 deft dl= 0.21 0.32 5.125 16.S Bending-OK RLL 2.200 Req'd 1= 905 deft d= 0.52 { 24F-V4 } Defl.-OK Axial DLComp. 0.00 Fc= 1,650 fc<F'c -OK Loads; LLComp. 0.00 Ft = 1,150 Ke = 1.0 le/d<50 - OK WLComp. 1.00 fc = 12 K = 22.16 DLTen. 0.00 Pc = 1,501 le/d = 16.00 Check: fc/F'c + fb/(F'b-)k) < 1 0.407 < 1 -OK LLTen. 0.00 ft = 12 J = 0.45 (fb-ft)/F'b < 1 0.394 < 1 -OK WLTen. ................... ...................... 1.00 -................................. –............. — ............................................................................................ ft/Ft + fb/Fb < 1 ........... — ......... 0.395 —-------------- < 1 -OK -- I rn 4ZL r L.� F? F, F7? -iR�� S� 6 .9 510AJ ON6y W-CE5 -F-- - , CD, T-- 1,40 ✓ 1 7-1 4 P-� =- (0, (131 - I Li ) -+ (z• y - I a ) + (Z,L4 Njern ��s, C Sdh 16314 - Zo)+(si, iz�-+ (Z•q•Ia) Cv 1s} FI (,4 - L4 - to L FL 1 E3� �� ,ice-iZ �F) i �, ws ►mss s n pvc-1 pu;M r,•�s i i � n 7 zt�o -Z>,LIc'n i o i e rr, E So Q IS'2 cA CIA m 2 I IS'2 02/28/94 Niemi Residence - Braced Frame Analysis r I peq � �q Braced Frame Lateral Load Summary Roof Loadings Wall Line ID Tributary Length ft. Unit Load (Seismic/Wind Controlled) k.l.f. Wall Load (horiz.) (kips) 1 17.50 0.165 Wind 2.888 2 25.50 0.165 Wind 4.208 3 22.00 0.165 Wind 3.630 4 21.00 0.165 Wind 3.465 5 12.00 0.155 Seismic 1.860 6 12.00 0.155 Seismic 1.860 A 15.00 0.325 Seismic 4.875 B 18.00 0.165 Wind 2.970 C 15.00 0.325 Seismic 4.875 D 18.00 0.165 Wind 2.970 1 st Floor Loadings Wall Line ID Tributary Length ft. Unit Load (Seismic/Wind Controlled) k.l.f. Wall Load (horiz.) (kips) . A 15.00 0.366 Seismic 5.490 r I peq � �q 04/12/94 Nieoni Residence - Braced Frame Analysis = Line A - Pr= 2.438 Kips Pf= 1.830 Kips Hr= 8.0 Feet Hf= 6.0 Feet Lr= 8.0 Feet Lf= 6.0 Feet Par= 3.447 Kips Pcr= 2.438 Kips Paf= 6.035 Kips Pcf= 1.830 Kips Anchorage Per U.B.C. 2624b 8E c Pr+ K Par Hr First Floor jj E , Pcr y Pcf y Paf Hf — - R �Lr Lf - i Strap Thickness (t) _ Fy = Width (w) _ 18 gage 0.0451 inches 33 ksi 5.5 inches Screw Size No. =10 i = (1/0)*[(2Pu/Pc)2 Shear Capacity = 258 pounds No. Req'd. @ Roof = o. 1 s No. Req'd. @ 2 -FI. = 8 -No. 10's No. Req'd. @ Base = 18 -No. 10's Required Strap Width (w) _ 5•' Fy0.95 r Mov ioe S0( ace OF 04-r4 . 'llequlied-,6crews At/` Bracing Strom Pa•0.7 (Shear Cap.) Vu = 4.27 Kips i = (1/0)*[(2Pu/Pc)2 + (2Vu/Vc)2] Pu = 4.27 Kips Ab = 0.60 int i = 0.36 < 1 00 f'y= 60 ksi f'c= 2.5 ksi As = 185. int i = (2Pu/Ps)2 + (2Vu/Vs)2 At = 0 int de = 12 in (0 = N/A) i = 0.17 < 1 OKII #bolts= 1 0 = 0.65 L= 1 pecial Inspection Use: 0.875 inch dia. A.B.'s rovided (y/n)? n 12 inch embed. anchor Embedded In ension Zone(y/n)? n Ps= 0.9*Ab* f's Ps= 32.47 Kips O*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)] O*Pc= 16.84 Kips Vs= 0.75*Ab* f's Vs= 27.06 Kips O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 15.63 Kips O*Vc= 0*2*1*de2*L*(Of'c) 1 O*Vc= 29.41 Kips 04/12/94 Niemi Residence - Braced Frame Analysis ID = Line A - ('g 21 P= 1.830 Kips Strap Thickness (t) = 18 gage Required Strap H= 6 Feet 0.0451 inches Width (w) = Pa*0.75.1.67 L= 9 Feet FY = 33 ksi Fy*0.95*t Pa= 2.199 Kips Width (w) = 2.0 inches PC= 1.220 Kips Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap =Pa 0.75 Number Required = 7 -No. 10's (Shear Cap.) Anchorage Per U.B.C. 2624b 8t c Vu = 1.83 Kips Pu = 1.22 Kips Ab = 0.31, int f'y= 60 ksi f'c= 2.5 ksi As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts = 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'/2*[(2.8*As)+(4*At)] Vs= 0.75*Ab*f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c) 1 i = (1 /0) * [(2Pu/Pc)2 + (2Vu/Vc)2] i = 0.15 < 1 OKH I = (2Pu/Ps)2 + (2Vu/Vs)2 i = 0.09 < 1 OV Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips O*Vc= 7.98 Kips O*Vc= 29.41 Kips 04/12/94 Niemi Residence - Braced Frame Analysis Pr F R Par Hr First Floor I I I I I I!ii,.' X911111 l i l III!!. '�!IIIII I IIIII!' :'11111 I F Pcr 4o �f Pcf,y R paf I I _I Lr —I Lf — - = Line B-2 R� 2 Z Pr= 2.970 Kips Strap Thickness (t) = 18 gage Required Strap Pf= 0.000 Kips 60 ksi 0.0451 inches Width (w) = Paf-0.75.1.67 Hr= 12.0 Feet Fy = 33 ksi FY -0.95-t Hf= 2.0 Feet Width (w) = 4.5 inches 0.65 Lr= 9.0 Feet Special Inspection provided (y/n)? n Lf= 1.5 Feet n Ps= 0.9*Ab* f's Par= 4.950 Kips Screw Size No. = 10 Required Screws At Pcr= 3.960 Kips Shear Capacity = 258 pounds Bracing Strap = Pa -0.7 Paf= Pcf= 4.950 Kips 0.000 Kips No. Req'd. @ Roof = No. Req'd. @ 2 -FI. = 15 -No. 10's 0 -No. 10's (Shear Cap:) No. Req'd. @ Base = 15 -No. 10's jAnchorage Per U.B.C. 2624b u c Vu = 2.97 Kips Pu = 3.96 Kips Ab = 0.60 int fly= 60 ksi f'c= 2.5 ksi As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts = 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's 0*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)] Vs= 0.75*Ab*f's 0*Vc= 0*800*Ab*L*(Of'c) 1 0*Vc= 0*2*1*dee*L*(Of'c) 1 i = (1/0)*[(2Pu/Pc)2 + (2Vu/Vc)21 i = 0.24 < 1 OKH i = (2Pu/Ps)2 + (2VuNs)2 I = 0.11 < 1 OKII Use: 0.875 inch dia. A.B.'s 12 inch embed. Ps= 32.47 Kips 0*Pc= 16.84 Kips Vs= 27.06 Kips 0*Vc= 15.63 Kips 0*Vc= 29.41 Kips 04/12/94 Niemi Residence#- Braced Frame Analysis Frame ID = Line C Required Strap P= 2.438 Kips H = 8 Feet L= 8 Feet Pa= 3.447 Kips PC= 2.438 Kips 111111111113 Anchorage Per U.B.C. 2624b u c P,5 Z 3 PF . Pc &, r% Pa H Strap Thickness (t) = 18 gage Required Strap 2.44 Kips 0.0451 inches Width (w) = Pa•0.75.1.67 Fy = 33 ksi Fy0.95•t Width (w) = 3.5 inches 185 int At = Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap = Pa•0.75 Number Required = 11 -No. 10's (Shear Cap.) Vu = 2.44 Kips Pu = 2.44 Kips Ab = 0.31 int fly= 60 ksi Vc= 2.5 ksi As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts = 1 0 = 0.65 L = '1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's O*Pc= OL*(f'c)1h*[(2.8*As)+(4*At)] Vs= 0.75*Ab* f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c) 1 i = (1 /0) * [(2Pu/Pc)2 + (2VuNc)2] i = 0.30 < 1 OK!! i = (2Pu/Ps)2 + (2VuNs)2 i = 0.21 < 1 OKH Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips O*Vc= 7.98 Kips O*Vc= 29.41 Kips 04/12/94 Niemi Residence - Braced Frame Analysis Frame ID = Line D P= 1.444 Kips H= 13 Feet L= 10 Feet Pa= 2.368 Kips PC= 1.877 Kips jAnchorage Per U.B.C. 2624b 8t c PE PC y R Pa H �L Strap Thickness (t) = 18 gage Required Strap 0.0451 inches Width (w) = Pa•0.75.1.67 Fy = 33 ksi Fy0.95•t Width (w) = 2.5 inches Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap =PaeO-75 Number Required = 7 -No. 10's (Shear Cap.) Vu = 1.44 Kips Pu = 1.88 Kips Ab = 0.31 int fly= 60 ksi f'c= 2.5 ksi As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts= 1 0 = 0.65 L= 1 - Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'/2*[(2.8*As)+(4*At)] Vs= 0.75*Ab*f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c) 1 i = (1/0)*[(2Pu/Pc)2 + (2Vu/Vc)2] i = 0.12 < 1 OKI! I = (2Pu/Ps)2 + (2Vu/Vs)2 i = 0.10 < 1 OKI! Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips O*Vc= 7.98 Kips O*Vc= 29.41 Kips. 04/12/94 Niemi Residence - Braced Frame Analysis Frame ID = Line 1 - North Loads Pr= 2.888 Kips Pf= 0.000 Kips Hr= 8.0 Feet Hf= 2.0 Feet Lr= 9.5 Feet Lf= 2.4 Feet Par= 3.775 Kips Pcr= 2.432 Kips Paf= 3.775 Kips Pcf= 0.000 Kips Anchorage Per U.B.C. 2624b & c � P5 2 Pr f - K Par Hr First Floor 110 iii �� ii iii i��ii!p;•H,iui! uw!!i Pf F Pcr y Pcf Hf NK af Strap Thickness (t) = 18 gage Required Strap 0.0451 inches Width (w) = Paf•0.75.1,67 Fy = 33 ksi Fy0.95•t Width (w) = 3.5 inches Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap =Pa 0.75 No. Req'd. @ Roof = 1 1 -No. 10's (Shear Cap.) No. Req'd. @ 2 -FI. = 0 -No. 10's No. Req'd. @ Base = 11 -No. 10's Vu = 2.89 Kips Pu = 2.43 Kips Ab = 0.31 int fly= 60 ksi f'c= 2.5 ksi As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts= 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's 0*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)] Vs= 0.75*Ab* f's - O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c) 1 i = (1 /0) * [(2Pu/Pc)2 + (2Vu/Vc)2] 1 = 0.39 < 1 OKII i = (2Pu/Ps)2 + (2Vu/Vs)2 i = 0.26 < 1 OKII Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips O*Vc= 7.98 Kips O*Vc= 29.41 Kips 04/12/94 Niemi Residence - Braced Frame Analysis ID = Line 1 - South Loads P= 2.888 Kips H= 14 Feet L= 12 Feet Pa= 4.437 Kips Pc = 3.369 Kips jAnchorage Per U.B.C. 2624b 8L c P5 z 60 P F V Pc J, R Pa H i Strap Thickness (t) = 18 gage Required Strap 0.0451 inches Width (w) = Pa•0.75.1.67 Fy = 33 ksi Fy0.95•t Width (w) = 4.0 inches Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap = Pa 0.75 Number Required = 13 -No. 10's (Shear Cap.) Vu = 2.89 Kips Pu = 3.37 Kips Ab = 0.31 inz fly= 60 ks! f'c= 2.5 ksi As = 185 inz At = 0 inz de = 12 in (0 = N/A) #bolts= 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's 0*Pc= Vs= 0.75*Ab* f's 0*Vc= 0*800*Ab*L*(Of'c) 1 0*Vc= 0*2*1*de2*L*(Of'c) 1 i = (1/0)*[(2Pu/Pc)2 + (2VuNc)2] i = 0.44 < 1 OKH i = (2Pu/Ps)2 + (2VuNs)2 i = 0.34 < 1 OK!! Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips 0*Pc= 16.84 Kips Vs= 13.81 Kips 0*Vc= 7.98 Kips 0*Vc= 29.41 Kips 04/12/94 Niemi Residence - Braced Frame Analysis i = Line 2 P= 4.208 Kips 16.84 Kips Strap Thickness (t) = 18 gage Required Strap H= 10 Feet 117.62 Kips 0.0451 inches Width (w) = Pa•0.75.1.67 L= 10 Feet Fy = 33 ksi Fy•0.95•t Pa= 5.950 Kips Width (w) = 5.5 inches PC= 4.208 Kips Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap = Pa 0.75 Number Required = 18 -No. 10's (Shear Cap.) Anchorage Per U.B.C. 2624b 8z c Vu = 4.21 Kips Pu = 4.21 Kips Ab = 0.60 int fly= 60 ksi f'c= 2.5 ksi As = 185 int At = 0 int de = 24 in (0 = N/A) #bolts = 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'/2*[(2.8*As)+(4*At)] Vs= 0.75*Ab*f's O*Vc= 0*800*Ab*.L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c) 1 i = (1/0)*[(2Pu/Pc)2 + (2VuNc)2] i = 0.35 < 1 OKII i = (2Pu/Ps)2 + (2VuNs)2 i = 0.16 < 1 00 Use: 0.875 inch dia. A.B.'s 24 inch embed. Ps= 32.47 Kips O*Pc= 16.84 Kips Vs= 27.06 Kips O*Vc= 15.63 Kips O*Vc= 117.62 Kips 04/12/94 Niemi Residence - Braced Frame Analysis = Line 3 P= 3.630 Kips H= 10 Feet L= 7 Feet Pa= 6.330 Kips PC =. 5.186 Kips Anchorage Per U.B.C. 2624b u c P� Pc R Pa H L Strap Thickness (t) = 18 gage Required Strap 0.0451 inches Width (w) = Pa•0.75.1.67 Fy = 33 ksi Fy0.95•t .Width (w) = 6.0 inches Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap = Pa•0 ,75 Number Required = 19 -No. 10's (Shear Cap.) Vu = 3.63 Kips Pu = 5.19 Kips Ab = 0.60 int f'y= 60 ksi f'c= 2.5 ksi As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts= 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'/2*[(2.8*As)+(4*At)] Vs= 0.75*Ab*f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c) 1 i = (1 /0) * [(2Pu/Pc)2 + (2VuNc)2] ! = 0.39 < 1 OK!! i = (2Pu/Ps)2 + (2VuNs)2 i = 0.17 < 1 OK!! Use: 0.875 inch dia. A.B.'s 12 inch embed. Ps= 32.47 Kips O*Pc= 16.84 Kips Vs= 27.06 Kips O*Vc= 15.63 Kips O*Vc= 29.41 Kips 04/12/94 Niemi Residence - Braced Frame Analysis = Line P= 3.465 Kips H= 15 Feet L= 9 Feet Pa= 6.735 Kips Pc= 5.775 Kips Anchorage Per U.B.C. 2624b u c P5 29 P E- kPa Pa H I I I Strap Thickness (t) = 18 gage Required Strap 0.0451 inches Width (w) = Pa•0.75.1.67 Fy = 33 ksi Fy0.95•t Width (w) = 6.0 inches Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap = Pa -0.75' Number Required = 20 -No. 10's (Shear Cap.) Vu = 3.47 Kips Pu = 5.78 Kips Ab = 0.60 int f'y= 60 ksi f'c= 2.5 ks! As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts = 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'/z*[(2.8*As)+(4*At)] Vs= 0.75*Ab* f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c) 1 i = (1/0)*[(2Pu/Pc)2 + (2VuNc)2] i = 0.43 < 1 OK!! i = (2Pu/Ps)2 + (2VuNs)2 i = 0.19 < 1 OKI! Use: 0.875 inch dia. A.B.'s 12 inch embed. Ps= 32.47 Kips O*Pc= 16.84 Kips Vs= 27.06 Kips O*Vc= 15.63 Kips 0*Vc= 29.41 Kips 04/12/94 Niemi Residence - Braced Frame Analysis (Frame ID = P= 0.930 Kips H= 8 Feet L= 4 Feet Pa = 2.080 Kips PC= 1.860 Kips Anchorage Per U.B.C. 2624b U c PE PC R Pa H Pg O a Strap Thickness (t) = 18 gage Required Strap 0.0451 inches Width (w) = Pa•0.75.1.67 Fy = 33 ksi Fy0.95•t Width (w) = 2.0 inches Screw Size No. = 10 Required Screws At Shear Capacity = 258 pounds Bracing Strap = Pa 0.75 Number Required = 7 -No. 10's (Shear Cap.) Vu = 0.93 Kips Pu = 1.86 Kips Ab = 0.31 int f'y= 60 ksi f'c= 2.5 ksi As = 185 int At = 0 int de = 12 in (0 = N/A) #bolts = 1 0 = 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's O*Pc= OL*(f'c)'h*[(2.8*As)+(4*At)] Vs= 0.75*Ab*f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c) 1 i = (1/0)*[(2Pu/Pc)2 + (2Vu/Vc)2] i = 0.07 < 1 OKI( i = (2Pu/Ps)2 + (2Vu/Vs)2 i = 0.07 < 1 O0 Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips O*Vc= 7.98 Kips O*Vc= 29.41 Kips I 04/12/94 Niemi Residence - Braced Frame Analysis P f - Pc �, IC Pa H 90) 31 P= 1.860 Kips Strap Thickness (t) = 18 gage Required Strap H = 8 Feet 60 ksi 0..0451 inches Width (w) = Pa•0.75.1.67 L= 8 Feet Fy = 33 ksi Fy0.95•t Pa= 2.630 Kips Width (w) = 2.5 inches 0.65 PC= 1.860 Kips Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's Screw Size No. = 10 Required Screws At 0.75*Ab* f's O*Vc= Shear Capacity = 258 pounds Bracing Strap PaoO,75 Number Required = 8 -No. 10's (Shear Cap.) Anchorage Per U.B.C. 2624b a c Vu = 1.86 Kips Pu = 1.86 Kips Ab = 0.31 int f'y= 60 ksi f'c= 2.5 ksi As = 185 'int At = 0 int de = 12 in (0 = N/A) #bolts= 1 0 = . 0.65 L= 1 Special Inspection provided (y/n)? n Anchor Embedded In Tension Zone(y/n)? n Ps= 0.9*Ab* f's 0*Pc= OL*(f'c)'/z*[(2.8*As)+(4*At)] Vs= 0.75*Ab* f's O*Vc= 0*800*Ab*L*(Of'c) 1 O*Vc= 0*2*1*dee*L*(Of'c) 1 i = (1/0)*[(2Pu/Pc)2 + (2VuNc)2] i = 0.17 < 1 OK!! i = (2Pu/Ps)2 + (2VuNs)2 i = 0.12 < 1 OK!! Use: 0.625 inch dia. A.B.'s 12 inch embed. Ps= 16.57 Kips O*Pc= 16.84 Kips Vs= 13.81 Kips O*Vc= 7.98 Kips O*Vc= 29.41 Kips 04/12/94 Niemi Residence - Braced Frame Analysis In P� 3 z Chord Force Summary Chord Data Chord Chord Length (L) Depth (D) Boundary Line ft ft Unit Load (w) (Wind or Seismic) I Chord Force (T)= w -L2 Kis 891) 1 8z 2 A or C 35 29 165 0.87 2 8z 3 A or C 16 25 165 0.21 3 8z 4 A or C 28 25 165 0.65 5 8z 6 B or D 23 36 155 0.28 A 8z C 1 or 2 29 35 325 0.98 B 8z D 5 or 6 36 23 165 1.16 Track Thickness (t) Fy = Width (w) = Screw Size No. = Shear Capacity = Number Required = 18 gage 0.0451 inches 33 ksi 1.5 inches 10 258 pounds 4 -No. 10's Required Track Width = Required Screws At Splice =T T-0.75.1.67 Fy-0.95-t 0.75 (Shear Cap.) In P� 3 z 04/12/94 Niemi Residence - Braced Frame -Analysis DTS BRACED FRAME SUMMARY DTS# DTS Strap #10 Screws Max Stud Max. Pc Added A.B. Size Locations Size Required Height Load Studs (Wall Lines) Feet Ki s DTS 1 Single 3" x 18g l Oea. 13 1.88 1-600CS 18P 5/8 x 12" embed 5,6,A-Iower,D or STAB 16 DTS2 Double 3" x 18g 1Oea. 14 3.37 2-600CS18P 5/8 x 12" embed 1,C or STAB 16 DTS3 Double 3" x 18g 1Oea. 15 5.78 3-600CS18P 7/8 x 12" embed 2,3,4,A-2 Story, B or STAB28 em Ren- L21 c N�ux S1-ress = I Cog P I � �m�a« — IVa►ts `� 5����s Z I—i nG J ir -�lccir -` fGSS z y , Zoe 3 3, Ca30 145 S 1,8C�� 53 61 A y,8�5 I L7, q'40 I zq D z,q�o I Zq N�ux S1-ress = I Cog P I � �m�a« — IVa►ts `� 5����s Z i ComParc -% APA 381 I i Z) 3%8 ST{Z= w/#8 SGrGI.uS ��p = ZG�O �lT 0 o u A �SO SSII �� �i AC� c::�«oLkn+ -F0 r, r • ` I 11 Point System Summary: Climate Zone 11 x 1. Ceiling. Insulation ' -2. Wal( insulation 3. Raised Floor Insulation h 4. Slab Edge Insulation Or U -value [0.0281 or U -value [0.065] or U -value [0.0371 or_ R -value 101 F2 tactor [0.751 Point Scores 5. Infiltration Any Ducts in Unconditioned Space? ( Y / N ) [Y] 6. Fenestration Heat Loss / 7 Type U -value 10.651 Total % Fends. 1161 i Sum1.6 7. Fenestration Heat Gain Int Mass/CFA Numoer of Stones % Fenestration SCshade open . Eft. % Fenes. North �, 5� x 71 2, (A East x Duct Etfic. (1 story: South _ y X 0.83; 2+ story: 0.881 X Wet West �, , C% x = 7,00 Skylight ) x = �) Overhangs? (Y / N ) 0 8. interior Thermal Mass or 9. Exterior Wall Mass 10. Heating System 11. Cooling System 12 Water Heating Shade Eff. Ratio % Exp. Slab 1201 Int Mass/CFA Numoer of Stones Ext. Wag One Two 11iiee` X : I .74 AFUE or HSPF Duct Etfic. (1 story: Etfecave°AFUE (78% or 6.81 0.83; 2+ story: 0.881 X or HSPF t{ baA 110.01 Ones Etf1a (1 story: Effective SEER 0 0.81; 2+ story: 0.871 0 System 1 , b03 Heater Type Energy Factor [SG501 [0.531 System 2 Heater Type (None[ Energy Factor 1. Ceiling Insulation Ext Ins. R -value 1121 Ext Ins. R -value Number of stones Numoer of Stones R slue One Two 11iiee` R-0 .74 -48 -27 R-19 -5 -4 -2 R-30 -1 -1 0 R-38 0 0 0 2. Wall Insulation .71 Iusuiation in Floor .61 Single` Single - .46 R -value Family Family Muull- Ext Ins. R -value 1121 Ext Ins. R -value Auxrfiary Input Distribution (None( ISTD] Auxbdary Input Distribution Point Total: 4- 4. Slab Edge Insulation 4. �3 Numoer of Stones Sum 7-9 Zonal Control Three Adjustment (o] 0 R-5 6 4 2 Zor" Gonnol 2 Adiustment (0] 0 0 Auxrfiary Input Distribution (None( ISTD] Auxbdary Input Distribution Point Total: 4- 4. Slab Edge Insulation 4. -72 -57 Numoer of Stones R-11 R -value One Two Three R-0 0 0 0 R-5 6 4 2 R-7 7 4 2 6. Fenestration Heat Loss 0 0 R-0 -72 -57 - 3 R-11 -7 -6 .4 R-13 -5 -4 -3 R-15 -4 -3 -2 R-19 0 0 0 R-21 1 1- i 3. Raised Floor Insulation 1.01 .91 .81 .76 .71 Iusuiation in Floor .61 .56 Number of stones .46 R -value One Two Three R-0 -14 -9 -5 R-11 -3 .2 -1 R-19 0 0 0 R-30 2 1 1. 5. Infiltration (Duct Air Leakage) Ducts to Unconditioned Space 0 No Duos in Unconantoned Soave 3 7. Fenestration Heat Gain (based on Shaoe Eftecvveness Rano) Eft North Fist Sotto West Skylight s .87 .67 .52 St .87 .67 .52 .51 .87 .67 S2 .51 .87 .67 .52 .51 .67 .66 Fen- or to 10 or or to to or or to to or or to 10 or or or tstra. more .86 ,66 .fess more .86 .66 less more .86 .66 less more .86 .66 less more • less Pon 181. -5 -4 .3 -2 -21 -20 -15 -12 .26 .23 •16 .12 .36 -32 .23 .16 .75 -50 16% -4 -4 .2 -1 -18 -16 .13 .10 .21 .19 .13 .9 .31 .27 .19 -14 .65 -44 141. -4 •3 .2 .1 -14 -13 •11 .8 -16 -14 -10 •7 .26 .23 .16 •11 .55 .38 129'. -3 -2 .1 -1 -11 -10 -8 -6 .12 .10 •7 -4 �21 .18 .13 .8 46 •31 it% -2 -2 .1 0 -10 -9 •7 3 .10 .8 .5 .3 .19 .16 -11 .7 -41 .28 1011. -2 -2 1 0 -8 -8 -6 .5 .8 -7 -4 -2 -16 -14 -9 -6 -37 -25 9% '-2 -1 1 0 -7 -7 -5 -4 -6 -5 .3 .1 .14 .12 -8 -5 -32 -22 8% -1 -1 1 0 -6 -5 -4 .4 .4 .4 .2 0 -11 -10 -6 -4 -28 -19 N. -1 -1 0 0 -5 -4 -4 -3 -3 .3, -1 0 .10 -8 -5 -3 -24 -17 6% -1 -1 0 0 -4 -4 -3 -2 •2 -2 -1 0 -8 -7 -4 .2 .20 -14 5% .1 0 0 0 -3 -3 -2 -2 -2 -1 0 0 -6 -5 -3 -1 -16 -12 4% 0 0 0 0 ••2 -2 -1 -1 •i -1 0 1 -4 -4 -2 0 -12 -10 3% 0 0 0 0 -1 -1 -1 0 0 0 0 1 -2 -2 0 1 -9 .7 2% 0 0 0 1 0 .0 0 0 0 0 .1 1 0._ 0 1 2 -6 -5 1% 1 1 1 1 1 1 1 1 0 0 .0 0 1 1 2 2 -3 -2 0% 1 1 1 1 1 1 1 1 0 0 0 0 3 3 3 3 0 0 8. Interior Thermal Mass Houses With Ducts (R-4.2) Eztentu Method A (Slab -on -grade Construction Only) Pereera Mufti One 'Family u-V.ue Three Exomed Ston Attached Stones Stones 0 Total 1.31 1.21 1.11 1.01 .91 .81 .76 .71 .66 .61 .56 .51 .46 .41 .36 .35 Percent _ or ' to to to to to to 10 to .to to to to to to or Fenestration more 130 1.20 1.10 1.00 .90 .80 .75 70 65 .60 .55 .50 .45 40 less SOY. too •76 -69 •62 •55 48 -41 -38 .34 .31. -27 -24 -20 -17 -13 -10 40T. -77 -58 -52 -47 .41 •36 •30 •27 -25 -22 -19 -i6 .13 -it -8 .5 35% -66 49 -44 -39 -34 -29 -25 •22 -20 .17 •15 -12 -10 •7 -5 -3 301. -54 -40 -36 -31 -27 -23 -19 -17 .15 .13 -11 3 46 -4 .2 0 28Y. -50 -36 •32 -28 -25 •21 -17 -15 -13 -11 -9 -7 -5 .3 •1 1 26% -45 -33 -29 -25 •22 •18 •14 -13 -11 -9 •7 -5 -4 -2 0 2 24% 41 -29 •26 -22 •19 •i6 -12 •11 •9 -7 -6 4 -2 •i 1 3 2211- -36 •25 -22 -19 -16 -13 -10 -8 -7 -5 -4 -2 -1 1 2 4 20% -31 -22 -19 •16 •13 -11 -8 -6 -5 -4 .2 .1 1 2 3 5 18% -27 18 .16 -13 -11 -8 46 -t -3 •2 -1 1 2 3 4 '6 16% -22 -14 -12 •-10 -8 46 .3 .2 -1 0 1 2 3 4 6 7 14% •18 •11 -9 -7 -5 -3 -1 0 1 2 3 4 5 6 7 8 12% -13 •7 .6 .4 -2 -1 1 2 3 4 4 5 6 7 8 9 1011. •8 4 .2 -1 1 2 3 4 5 5 6 7 8 8 9 10 81f. -t 0 1 2 3 4 6 6 7' 7 8 8 9 9 10 11 7. Fenestration Heat Gain (based on Shaoe Eftecvveness Rano) Eft North Fist Sotto West Skylight s .87 .67 .52 St .87 .67 .52 .51 .87 .67 S2 .51 .87 .67 .52 .51 .67 .66 Fen- or to 10 or or to to or or to to or or to 10 or or or tstra. more .86 ,66 .fess more .86 .66 less more .86 .66 less more .86 .66 less more • less Pon 181. -5 -4 .3 -2 -21 -20 -15 -12 .26 .23 •16 .12 .36 -32 .23 .16 .75 -50 16% -4 -4 .2 -1 -18 -16 .13 .10 .21 .19 .13 .9 .31 .27 .19 -14 .65 -44 141. -4 •3 .2 .1 -14 -13 •11 .8 -16 -14 -10 •7 .26 .23 .16 •11 .55 .38 129'. -3 -2 .1 -1 -11 -10 -8 -6 .12 .10 •7 -4 �21 .18 .13 .8 46 •31 it% -2 -2 .1 0 -10 -9 •7 3 .10 .8 .5 .3 .19 .16 -11 .7 -41 .28 1011. -2 -2 1 0 -8 -8 -6 .5 .8 -7 -4 -2 -16 -14 -9 -6 -37 -25 9% '-2 -1 1 0 -7 -7 -5 -4 -6 -5 .3 .1 .14 .12 -8 -5 -32 -22 8% -1 -1 1 0 -6 -5 -4 .4 .4 .4 .2 0 -11 -10 -6 -4 -28 -19 N. -1 -1 0 0 -5 -4 -4 -3 -3 .3, -1 0 .10 -8 -5 -3 -24 -17 6% -1 -1 0 0 -4 -4 -3 -2 •2 -2 -1 0 -8 -7 -4 .2 .20 -14 5% .1 0 0 0 -3 -3 -2 -2 -2 -1 0 0 -6 -5 -3 -1 -16 -12 4% 0 0 0 0 ••2 -2 -1 -1 •i -1 0 1 -4 -4 -2 0 -12 -10 3% 0 0 0 0 -1 -1 -1 0 0 0 0 1 -2 -2 0 1 -9 .7 2% 0 0 0 1 0 .0 0 0 0 0 .1 1 0._ 0 1 2 -6 -5 1% 1 1 1 1 1 1 1 1 0 0 .0 0 1 1 2 2 -3 -2 0% 1 1 1 1 1 1 1 1 0 0 0 0 3 3 3 3 0 0 8. Interior Thermal Mass Houses With Ducts (R-4.2) Eztentu Method A (Slab -on -grade Construction Only) Pereera Mufti One 'Family Two Three Exomed Ston Attached Stones Stones 0 0 .3 0.20 -2 3 -1 10 7 .2 4 -1 --9 -1 20 0.80 0 10 0 1.00 0 30 9 1 17 1 10 1 . 40 14 3 1.60 2 17 1 50 �23 4 14 3 .24 2 60 1 5 1. 3 0 2 70 7.2. 6 4 4 r 2 80 90% 6 7.6 5 7 3 90 3 9 95% 6 8.0 3 100 7 10 4 6 1000% 4 8.5 13 Method B 7 4 Ira less Slab Flow Effective AFUE or HSPF Raised Floor Mass more :nodes 32 Effective Stones /CFA One Two Three One Two Three 0.0 -11 -8 -0 -1 .1 0 0.1 -10 -7 -0 0 0 0 0.3 -9 46 .5 1 1 1 0.5 3 -5 .4 2 2 2 1.0 -6 3 -i h 4 4 5 1.5 -4 .1 1 6 6 6 20 -2 2 4 8 8 8 ZS 1 3 5 9 9 9 3.0 3 6 5 11 10 10 4.0 4 6 7 13 13 13 5.0 4 6 8 14 14 14 6.0 5 7 9 15 15 15 7.0 7 8 10 16 16 16 8.0 8 9 11 16 17 17 9. Exterior Wall Thermal Mass Houses With Ducts (R-4.2) Eztentu : Single. Single- Mufti Wal 'Family Family Family Mass _ Defamed Attached -1410 -410 0.00 0 0 0 0.20 3 3 2 0.40 7 5 4 0.60 --9 8 6 0.80 12 10 7 1.00 14 12 9 1.20 17 13 10 1.40 18 14 it 1.60 =21 17 13 1.80 �23 18 14 200 .24 19 14 10. Heating -System Houses With Ducts (R-4.2) 1000 SEER titan to Sum of Houses With Ducts (R-4.2) 1499 30 Sohn PcKg -25 or -24 to -1410 -410 +6 to Sum of 1-0 AC less Gas Split Pkg -25 -24 -14 -4 +6 16 AFUE HP HP • or to to to to or - NSPF HSPF less -15 -5 .5 +15 more 78% 6.8 . 6.6 - 0 0 0 0 0 0 80% 7.0 6.8 1 1 1 1. 0 0 85% 7.4 7.2. 5 4 3 2 2 1 90% 7.8 7.6 8 7 5 4 3 1 95% 8.3 8.0 11 9 7 5 4 2 1000% 8.7 8.5 13 11 9 7 4 2 less -15 Effective AFUE or HSPF .5 .15 more (AFUE or HSPF x duct efficiency) 32 Effective 0.83 Sum of 1.6 4.9 -29 Gas • Sola Pkg -25 .24 -14 -4 +6 16 AFUE HP HP or to to to to or •3 HSPF NSK less -15 -5 +5 +15 more One Story House 0 0 0 8.1 7.9 0 33% 2.9 Z8 -62- '-53 -44 -34 -25 -16 40% 3.5 3.4 -40 -34 -28 -22 -16 -10 50Y. 4.4 4.2 -19 -16 -13 -10 -7 -5 60% 5.2 5.1 -4 -4 -3 -2 -2 -1 64% 5.6 5.4 0 0 0 0 0 0 70% 6.1 5.9 6 -5 4 3 2 1 WY. 7.0 6.6 13 11 $, A 5 3 90% 7.8 7.6 19 16 13 11 8 5 100% 8.7 8.5 24 20 17 13 10 6 Two or Three Story House -11 A -7 -4 .2 33% 2.9 Z.8 -69 -58 48 -37 -26 -15 4011. 3.5 3.4 -46 -39 -32 -24 -17 -10 501/6 4.4 4.2 -24 -20 -16 -13 -9 -5 60% 5.2 5.1 -9 -8 -6 -5 -3 -2 69% 6.0 5.8 0 0 0 0 0 0 70% 6.1 5.9 1 1 1 1 0 0 80% 7.0 6.8 9 8 6 5 3 2 WY. 7.8 7.6 15 13 10 8 - 6 3 100% 8.7 8.5 20 17 14 11 8 4 Zonal Control Adjustment System Type Resistance 6 4 3 2 1 0 Other 3 3 2 1 1 0 11. Goofing System Adjustment for No Tank insulation now of Wow Hears water Heater Tvoe One Two SG50 .2 •5 SG75 .3 4 SE .5 -9 HP .2 .4 House Slime Adjustment Naas Size (rt') SUM= Houses With Ducts (R-4.2) 1000 SEER titan to Sum of 7.9 1499 30 Sohn PcKg -25 or -24 to -1410 -410 +6 to i6 or AC AC less -15 •5 +5 .15 more 10.0 9.7 0 0 0 0 0 0 11.0 10.7 4 3 2 2 1 0 120 11.6 8 6 5 3 1 0 13.0 126 11 9 6 4 2 0 14.0 13.6 13 it 8 5 2 0 15.0 14.6 16 12 9 6 2 0 it 9 0 Effective SEER 8 SG75 At ' 0.46 .2 (SEER z duct efficiency) -7 .2 Elf SEER as Sum of 7.9 6 5 -5 Spin Pckg -25 or -24 to •14 to -4 to +6 to 16 or AC AC less -15 -5 .5 .15 more One Story House 32 -19 0.83 5.0 4.9 -29 -23 •17 -11 .4 0 6.0 5.8 -16 -13 -9 -6 -2 0 7.0 6.8 -7 -6 -4 •3 -1 0 - 8.0 7.8 -1 0 0 0 0 0 8.1 7.9 0 0 0 0 0 0 9.0 8.7 5 4 3 2 1 0 10.0 9.7 9 7 5 3 1 0 11.0 10.7 12 10 7 4 2 0 12.0 11.6 15 12 9 6 2 0 13.0 126 18 14 10 6 3- 0 14.0 13.6 20 16 11 7 3 0 15.0 14.6 22 17 12 8 3 0 Two or Three Story House 0.60 .4 .1 •3 5.0 4.9 -35 -27 -20 -13 -5 0 6.0 5.8 -21 -17 •12 3 -3 0 7.0 6.8 -11 A -7 -4 .2 0 8.0 7.8 -4 -3 -2 .1 .1 0 8.7 8.4 0 0 0 0 0 0 9.0 8.7 2 1 1 1 0 0 10.0 9.7. 6 5 4 2 1 0 11.0 10.7 10 8 6 4 1 0 1Z0 11.6 13 10 7 5 2 0 13.0 126 16- 12 9 6 2 0 14.0 13.6 18 14 10 6 3 0 15.0 14.6 20 16 11 7 3 0 Adjustment for No Tank insulation now of Wow Hears water Heater Tvoe One Two SG50 .2 •5 SG75 .3 4 SE .5 -9 HP .2 .4 House Slime Adjustment Naas Size (rt') SUM= las 1000 Water 1l m9 titan to Pott Score 1000 1499 30 17 •5 -25 -14 .4 -20 -11 .3 -15 A .3 -10 -0 .2 .5 3 -1 0 0 0 5 3 1 10 6 2 15 9 3 20 11 3 25 14 4 House Stse Adjustment House size (it) Sumw 15M 2000 Watermuctrg to or Pose Score 1999 more 30 0 3 -25 0 2 -20 0 2 -15 0 1 -10 0 1 .5 0 0 0 0 0 5 0 0 10 0 1 15 0 t 20 0 -2 25 0 -2 Zonal Connroi Adjustment All 6 5 -4- 2 1 0 1:. Water Heating One Water Heater - No Abndllarf Credits Dionamn Systrn2 Recto Systems Water CWTU1111111 Erwgr STD MR Pips No Minor Demd Heater Tvoei lanes Factor POU Insul Ort SGW Aa am 0 3 1 -0 -5 0 0.63 5 8 6 .4 0 5 0.73 8 it 9 0 4 8 SG75 At ' 0.46 .2 1 -1 -12 -7 .2 as 3 6 5 -5 -1 4 an 7 10 8 -1 3 7 SE All 0.67 -20 -12 -17 .41 32 -19 0.83 -17 -0 -13 38. -28 .16 IG+ AN am 2 5 3 IE At oat -21 -12 HP 6-11,13,15 1.80 4 7 S -5 -1 4 Two Water Heaters - No AIDdOary Credits'" S1350 All 0M .7 .4 -6 -17 -12 -7 0.63 1 5 3 -8 -4 1 0.73 ', 6. -t0 8' N-2, -2 7 SG75 Al 0.481 -12 N -0 , -1f - -211 -1-1 12 am a 3 0 -11 .6 .1. 0.68 6 9 7 .4 1 6 SE At 0.87 -22 -14 -19 48 -35 -22 11.93 -16 --7 -12 -39 -28 -15 :G All 0.60 .4 .1 •3 IE Aa 0.93 -21 -12 HP 6.11.13.15 1.80 -1 3 1 -10 4 0 Mandatory Measures Checklist: Residential MF-1 Ft Certificate of Compliance: Residential. Climate Zone 11 NOTE: Lownse residential buildings subject to the Standards must contain tnese measures regardless of the compliance approach used. Items marked with an asterisk (') may be suoerseoed oy more stnngent.complrance requirements listed on the Certificate of Compliance. When this checklist is incorporated inio 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. Pro ectTitle � J ierzli BuildP i[ M DESCRIPTION DESIGNER ENFORCEMENT PrejectA es+ .3�q ar � ! Ir,yor R � Checked By/ Date Building Envelope Measures Dxumentatlon Author Telephone Erttoteetnatt Ajseary Use Only §150(a): Minimum R-19 ceiling insulation. Fenestration §150(b): Loose fill insulation manufacturer's labeled R-Value. • §150(c): Minimum R-13 wall insulation to framed walls (does not apply to exterior mass wails). $ LrILDING DATA Area % §150(d): Minimum R.13 raised floor insulation in framed floors; minimum R-8 in concrete raised floors. Arca p�Q 7 Number of Stories North Condido East §150(l): Slab edge insulation - water absorption rate no greater than 0.3%. water vapor transmission rate no Sia Sed FI Number of -Units Z greater than 20 perWinrh. SoUth §118: Insulation specified or installed meets California Energy Commission quality standards. Single Family Detached (SFD) [ ] Addition Alone West Indicate type and form. [ ] Single Family Attached (SFA) E-1 Existing. Building Skylight §116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiitration Controls Multi-Family[ ] Existing-Plus-Addition a. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. [ ] � Total b. Manufactured fenestration products nave label with certified U-value, and infiltration certification. c. Exterior doors and windows weatherstripped; ail joints and penetrations caulked and sealed. $ UILDING SHELL INSULATION §150(g): Vapor bathers mandatory in Climate Zones 14 and 16 only. §150(f): Special infiltration barrier installed to comply with §151 meets Commission quality standards. �OrAponCllt Insulation LOCati10t7�eAII1SIIr`.�L$ §150(e): Installation of Fireplaces. Decorative Gas Appliances and Gas Logs T R-Value (aside' to area 0. �r3. etc-) 1. Masonry and factory-built fireplaces have: a. Closeable metal or glass door Roof ............. b. Outside air intake with damper and control Roof ............. c. Flue damper and control 2 No continuous burning gas pilots allowed. wall"""" Space Conditioning, Water Heating and Plumbing System Measures wall""'""""" §110.13: HVAC eq'ui'pment. water heaters, showerheads and faucets certified by the Commission. Floor ............. Floor ............. §150(i): Setback thermostat on all applicable heating systems. §150(j): Pipe and Tank Insulation SI2[JgC ��'�� 1. Indirect hot water tanks (e.g., unfired storage tanks or backup solar hot water tanks) have insulation FENESTRATION Shading Devic blanket (R-12 or greater) or combined intenohextenor insulation (R-16 or greater). 2 First 5 feet of pipes closest to water heater tank, non-recirculating systems. insulated (R-4 or greater). -Eenestration Area Type interior Exterior Overhang Framing Type 3. All buried or exposes Piping insulated in recirculating sections of hot water system. 4. Cooling system piping oelow 5VF insulated. Orientation S (single, double) oiler blind. etc.) (shutm7een, etc.) ) (metal/wood) 5. Piping Insulated between healing source and indirect hot water tank. §150(m): Ducts and Fans North 1. Ducts constructed. installed and seated to comply with UMC Sections 1002 and 1004: ducts insulated North ) _ to a minimum installed value of 8-4.2 or ducts enclosed entirely within conditioned space. East 2. Exhaust fan systems nave backdraft or automatic dampers 3. Gravity venuianne systems servrno conditioned space have either automatic or readily accessible. East ( ) manually operateo oamoers.. SOuLh §114: Pool and Spa Heating Systems and Equipment SOU [Il 1. System Is cerdfiec with 78% thermal efficiency, on-oif switch, weatherproof operating instructions, - West no electric resistance heating and no oliot light. 2 System Is installed with: I west a. AI least 36' cfpe'petween filter and heater for future solar heating. Skylight....... b. Cover for outpour pools of outdoor spa. 3. Pool system has orrecuona, inlets ano a circulation pump time switch. THERMAL (MASS §115: Gas-tired central turnace. pool neater, spa neater or houtsenold cooking appliance have no f Type/Covering Area Thickness continuously barna plot light. (Exception: Non electncat cooking appliance with pilot c 150 Btu/hr.) i (slab/extoosed. tile, etc 1 (SO (inches) L ocat]On/DescriDUOn (kitchen. bath. etc.) Lighting Measures § 150(k): 40 lumens-war, or greater for general lighting In kitchens and Looms with water closets: and - recessed cerin fixtures iC (insulauon coven approved. COMPLIANCE STATEMENT r This certificate of compliance lists the building features and performance specifications needed to comply"Wth Title 24, Parts 1 and 6, of r the California Code of Regulations, and the administrative regulabons to implement them. This certificate has been signed by the HVAC SYSTEMS Minimum Duty individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be butit in multiple Type (furnace. air Efficiency Location Duct Heat Primp c orientations, arty shading feature that is varied is indicated in the Special Fealloes/Remarks section. conditioner. hent Dunn) CA F UE , SEER.HSPF) (auric, etc.) RValue Thermostat Tyne (Split or pkg ) Designer or Owner (per 6usfneas a Profmalons coq'.) Documentation Author. ' �) 7C Y• C�C� Name: Name: Title/Fimt: TitlerFmm: Address: Address: ' L.. -ti Telephone: Telephone: `" -z�. IIOT WATER SYSTEMS .I.ank B 4 4459A r4 e(dm) t 1 —7 (date) (si moire) IsgaaVSte n (storaRe as. etc.) CapacityNumber En Factor Ct /tDi.tri hnti nn ART Enforcement Agency �q� C�CLJr dTgQ AAE N1, Name: ge: Aide: ' SPECIAL FEATURES/REMARKS Ag Telephone: I (signature/stamp) (oats) SAL �pA c Z c. LI -� Parcel Ac Lp eV v\ cS• � ��` '�N S �,� � '�2 I MeoS. • 2e4''t Qq °.shoo 4448 Deed ; OJ -j4is. ArzeA I LJ /\/ •.�, J►ee�c o��m 4am� � , �Oh '� p�De�1»amee �n4 �►e�borat \ of so it &M tbs S GA tzri tool'= 'a f oentearitboes WAR dw of ' a�esorpp>�aeuat,e�oe� � AS GC3) I i —Y '41 E� tr i ►t ►� -PF /A zs ' I L04— r i „ :x AS L,O)l i-1 if' PLPF \ v a ' \ / � •1v I� '•Oo 4/ V --'Lf4i18�7Lf7. 8 (.1 0 Qq 13,.-L"E Ajjj.48 Deed TH Lj jt4CLjjD1t4G vM 4EW1 S' EASE�, ALL STRI La or S. E AND ALL Vj�At�G4 T�jr- SID ; SHALL BE C Oil O\JER - FT..Fp ..-..Or ��A�t: VRoipc-F�fy LANES, AND A St :s+, \�•• o =J- ilovls, - FT. : -AZ on am avoltm".. ED By Pp4QeiVA-Y BUTTE CO. FIRE DE, IFF DEPT. Of FORESTRY C] approv-ed as sub K ed sawWitt, oved t(ached at(acl,,,ed \14 .. .....-- \\,�- . . V. .... 'Nt-IL- v I i IN N0% 0% . 4 1 < to z� Parcel 4� \ v a ' \ / � •1v I� '•Oo 4/ V --'Lf4i18�7Lf7. 8 (.1 0 Qq 13,.-L"E Ajjj.48 Deed TH Lj jt4CLjjD1t4G vM 4EW1 S' EASE�, ALL STRI La or S. E AND ALL Vj�At�G4 T�jr- SID ; SHALL BE C Oil O\JER - FT..Fp ..-..Or ��A�t: VRoipc-F�fy LANES, AND A St :s+, \�•• o =J- ilovls, - FT. : -AZ on am avoltm".. ED By Pp4QeiVA-Y BUTTE CO. FIRE DE, IFF DEPT. Of FORESTRY C] approv-ed as sub K ed sawWitt, oved t(ached at(acl,,,ed \14 .. .....-- \\,�- . . V. .... 'Nt-IL- v I i