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HomeMy WebLinkAbout039-290-0424 F1. ._ _._. __ ,.__ . � ...__._ _� _ ..... _ -- . _. _ ___.. __� r.__ �__�_�___ _. __ ___ _ __- _�► i � n NOTES t RESIDENTIAL - 77 1 039>290-042iQ43 4 03-0063 PERMIT NO. , HA.LL,,BRADiJACQU -LINE <-I�O`yDAYrON WEST RD., DAYTON CONT: STORNETTA BROS. r NEW SINGLE FAMILY f t ox F� ` r >� SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VEF' OFFIC n)r.USI' & V - SUI Address ` GAS Meter By Date xELECTRIIL C _ Meter By '�D� 2 l// r i i JOB FINALED �. Signature d J'= OK' • ' 0 = Not OK I I . = NotReadyable MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ P' L 'ft. / P Nat, or/ /" L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utilitv Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date • Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements -2. Date 3. Card B-1 Date Card B-1 Date 5. Card B-1 Date , Card B-1 Date PERMANENT END SYSTEM (ONLY) Electric 8. 1. Zoning Requirements -Setbacks -Easements Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B71 Date . Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements -2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing .11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK - = Not Applicable . = Not Ready Date UNDE LOOR (Plans) OK excep 1" o '(ig-Setbacks-Easements- glMain; Soils-Elec. Grnd.= " Ftg. Depth a,oOkg., Garage; Soils-Steel-Elec. Grnd.-/oK/" Ftg. Depth 4. Fto.. Porches & Decks: Soils -Steel-/ /" Ftp. Depth N RESIDENTIAL (Single &-Duplex) t #'s I Date FRAMING—(Contin Floo -Slope arbaers-Post 5. Stem Ils,air , Steel-Blockouts-Wrapped 6. mwa , Gara e; Steel- Blockouts-Wra ed @er0'Hoj0ATbw52±d Special Anchors ab, S I -Wrapped 8. ire lace Ft .-Steel •9 .V.; Fall -Fitting -Test -2 Way C/O -Sewer st 10w4JVGas Pipe; Size Anchors -Yard Gasi ng; Size TeV 1W104,6 1 ater Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. PlgxGms& Ducts; ClearVee--Material-Support-Ins. 1. � ders-Sills or olts-Joists-Vents-Crippies Acces Ventil n 16. Insulation Date'7-3 U Card B-1 041Date 'U Card B-1 DateL. C'7 Card B-1 Date Card B-1 Date PLUMBI Pe it) OK except #'s 1p. ateLHtr.; Vent -Access -Combustion Air Baffle 1 .V; Test Fittings & Anchor -Nail Protection i tIVShower Pan; Test, First Floor -Tub Access 2- 1 T ub & Shower, Second Floor -Tub Access 2 -Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #.'s 2 fixture & Transformer Clearance -Ins. Protection & Switches at Doors Sze s & No. of Conductors Stapled gtfI Close to Edge of Studs & C.J. $ Ground made up w/Mech Fasteners -Bond Gas & Water 30e,5ub Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or AI ange Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insul eutral El Yes O No ce-_Riser Conductors & Ground Main Disconnect . Clearances Panels-Motors-Mech. Equip. 3V- Clothe set Light -Shower Light -Spa Light 3 oke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHA (Permit) OK except #'s gie<g,aac—ts'insuiation & Support e n, Exhaust above insulation Condensate Drain & Overflow, Size & Grade 9 . rnac ent Access -Comb. Ait-Return Air Vent 115 Outlet is Access & Platform if Furnace in Attic Date"Card.B-1 • : Date Card B-1 Date Card B-1 Date Card B-1 Date FRAM�Permit) OK except #'s Sil roper Materials & Anchors . tuds-Nailing Spacing & Braces -Plates -Sound B ' g Walls over Girders & Floor Nailing Dr top in Walls (rat proof) ire ps, Furred Ceilings -Stairs -Chasers -Tubs 4 eaders & Beams -Size & Bearing 4W'Fir Ties or Type A Flue -Fireplace Throat Clearance .wAccess; Size & Romex Protection -Draft Stop -Ins. Baffles dr indows or Exiting Doors -Sill Ht. & Dimensions e Fire Protection Framing -RC Channel erty Line Firewall & Openings Ext. p2_s-One 3' -Check Garage 3rd Story, 2 Exits it idth-Headroom-Rise-Run-Landing-Fire Protection ood on Roof Overhang -Attic Vents -Rafter Outriggers rd•ng-Nailing Veneer 8 ucco Mesh -Drip Screed -Fd. Vents-Underflr. Access �! azina.Area—Glass Protection-Skvliahts-Plastic Interior/Exterior Wall Panels Date Card B-1 Date ;Card B-1 Date Card B Date Card B-1 Date FIN! I s) OK except #'s ,Steps -Door & Sidelight Protection -Landings � oke Detector Furnace Vents -clearance -Comb, Air-Connector- Irl,Garage; Above Floor-Ducts-Mech. Protection & Bath Fixtures & Tub Access -Spa Trim & Subpanel, Breaker Sizes & Labels �tatis & Rails Fjrepla a or Stove, Clearance -Hearth r E�Outlets at Wood Panel, Int. & Ext. Ki zt. &Appliance; Ground -Air -Gap -Cooking Clearance lec. Outlets & Receptacles at Kit. Counter ,-`751 AnadiaFim Door; Swinq- Land ing-Closure "T6. -14.C. t in Garage -Damper 7 . Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in rage; Above Floor-Mech. Protection 7 Ib.,El-ec. & Mech. Equip. Listed for Location ec ceptacles in Garage (F.F.I.)-Romex Protection §8!!rulation-Foam-Looked in Attic (81/9,4ard Rails & Deck Construction -Post Caps dn. VBents & Crawl Hole Door Drainage & Wood -Earth _ Clearance Looked under Floor El Yes 83. Following Instld./DriveQWs_O NoMalkse-WsEl No/Plantem4ffles D No 84.. Stucco Brown -Finish 85 A.2fUnit Disconnect, Electrical -Plumbing en bove Roof, Plbg-Appliance-Fireplace-Clearance to Openings . a ell, Disconnect, Electrical, Plumbing 8 error Elec. Trim, G.F.I. Receptacle -Underground Vepwfion Throughout House 91' gpffi§ctions from Previous Inspections est -Meters Tagged, Gas -Electric . W0,9`Sewer Connected -C/O to Grade -HD Approval nergy Compliance Certificate -Other Certificates 9 . Address Posted f 96. Fire Sprinkler Date Y.9/42�eCard B-1 t/ Date Card B-1 Date Card B-1 f Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: I '� L , —COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Streqj,- Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA - (530) 538.-7541 CORRECTION NOTICE U 12 OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected Please notice this office when correction of work is completed. It you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. K V1 ,q� 117 INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING DIVISION, OROVILLE FROM: 2. ENVIR. HEALTI-1, CIUCO /0j DATE: RELEASE ENV. HEALTH HOLD ON BUILDING FINAL FOR: OWNERNAME:— SEPTIC: WELL: AP#: ADDRESS/LOCATTON:'b&7--4rv/ Comments: GUmemostreleaschold 7 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES . 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive * Oroville, CA - (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. 1( Date Inspector REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street. - Chico, CA - (530) 891-2751 7 County Center Drive * Oroville, CA - (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. It you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive * CiroOle, CA.t(530) 538-754.1 CORRECTION NOTICE C) OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is c'ompleted. If you have any questions pextaining to this matter, or need adcliti6in�al explanation, please contact this office immediately. I 1 -1, -4;*;'Nrj 6,11 " P'r- I kx�-I`e S An -ti 0 Y -i' 5 4 *kw L-Aj C" Q0 r C- COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive -, Oroville, CA * (530) 538-7541 CORRECTION NOTICE 6W/ N�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 notice this office when correction of work is c . ompleted. If yoyh�ve any questions pertaining to this matter, or need additional explanation, please con his office immediately. :7 i 5 WW, PXf Ylle-,'71L Z8-77ei-W Date7— Inspector REV 10/92 ZI/ LUCKKt MULATION CO., INC. HEM .PJz MM'PMN OF tNSTALLAMM I. ROOF !. CELLWG MMA 11 ATfmks ,?%=cm=t% A r= amid Name (R V) sem, 8�► ggqq limo ®f aar x.. I'.d 09SBTBBOES ONI `'_00- woiiu-lnswI 3>18301 eBS:LO f0 82 uer COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center DriveOroville, California 95965 • Telephone (530) 538-7541 IT `(Rev. 12/96) APPLICATION AND PERMIT ®�% " � ASSESSOR PARCEL NUMBER 1 ZONING BUILDING PERMIT OWNER 4 i i516�te-0902 TES E SO. FT. OCC. BUILDING VALUATION 'R 2996 198,004 .OWNERS MAILING ADDRESS 1 1770 DD, RIM _ / o 576 11 10,368 - CONTRACTOR'S NAME STOR =,A 1130S TELEPHONE 29-5-10-12- 579 Cal 77436- 99 nPEN 66.5 CONTRACTOWS MAI NG ADDRESS 343-6656 CONSTRUCTION LENDER ' Fireplace "All LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 593. 11 1 BUILDING ADDRESS Sl/J LK�Energy I Plan Checking Fee $ $ PERMIT FEE $ LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filen ee 0.00 USE OF STRUCTURE SF Duplex ❑ Mobilehome ❑ Other sPECIFv Each Trap s' 7.00 119 .00 Solar or heat pump water heater 23.00 Water piping 15.0015.00 Each as water heater or vent 15.0015-00 TYPE OF WORK NewAddition ❑ Remodel 13Utilities ❑ Installation ❑ Other ❑ Describe Work: .EV SINGLE FAMILY Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 4 5 00 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 500V OR LE Main Service 200AORLESS 23.00 ; LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in ull force and effect. `) I License Class � LIC. NO. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. t�( I have and will maintain workers' compensation Insurance, as required by Section 3700of the Labor Code, for the performance of work for which this permit is issued. My workers' pensatio insurance crier and po1Anumber are: Carrier Policy Number !�a 1 Z— ®® 0%Q, 3`1 O -- ®'I (The above sections need not be completed 0 the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that 0 1 should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forth ith comply with those provisions. X Date 1A '–TZ3 Signature of Apl tic nt - ❑ Owner �GContractor ❑ Agent, An OSHA permit is required for excavations over 5'0"deep and demolition or construction of structures over 3 stories in height. ' Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. SO OR ADDNS. ( ,!.LUNG BL DS. 3.50x: 122-97 NON-R61D. MULTI -OUTLET @7,50 POWER APPARATUS d SINGLE OUTLET CIR. OUTLET OR FIXTURES 20 '•� Ex. OUTLET BAL o .50 Ex. Occup. DFucuTE pELNSS10 EAS 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 165.57 MECHANICAL PERMIT Filing Fee 20.00 Heating 2 20.00 40.00 Cooling Hood 6.50 6.90 Ventilation 4-90 22- PERMIT FEE $ 11 nn Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 3c N�T�� U NTv� TOT L FEE $ 2,078 HAZ. D. MID CDF PAR L HD ISSUE V IF 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. �7�V I �3 By D toli� PERMIT EXPIRES ON / OITE-D.D.S.-B.D. Dele rReceiptNo. 369563 '691075' . % CANARY-ASSE OR PINK-INSVECTOR GOLD ROD -APPLICANT i BUTTE. COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District r'T(JUL+I'YL A.P. Number T7y Property Owner •' '� �`. Property Location%Address Subdivision Residential. Development i+ Jurisdiction: ` .° No of Living Mobile Home Units Installation Commercial/Industrial I New Addition rn A Building Department Representative U I. Ni City Building Department No. I ©County J f er Lot No. ................................................................................................................ ; Sq. Footage Addition/ 'Supplemental to (Group R) Conversion Permit # '(No foundation inspection): ........................ iC Sq. Footage ' (Including Exterior Roofed Areas) O_3 Date (moor Plans reviewed by School District Personnel) District Identification No. PUR 4tlM VAI / F 1 &Zc School District certifies that `._ (Applicant) DAA/roy c��s7 �� (Street Address) (Phone Number) oto 100 y roo 9C (City) (State) (Zip Code) has complied with the requirements of Resolution No. 40a - by payment of $ loalo / • �o representing 112 9a(11 square feet. School District Reo Paid by Check # '. Remarks: AB 2926 $ FULL MITIGATION $ { A 3- /7 f;O 3 . r Date 11 Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. ! If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools_. White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm �� •r.,;�ir. �.�,.-'ae.ti:�.r-r.rxs`e�i���w.+ryc-�v*t�.�,�.��'a'.�;;'R,irr".;e�:r�rt'ir�57�'A+�;»�t+���`�`�` �; �;� F-�it's.�.''i�'��3a• � 3 Vis, '°n'1'I�Yl�"''�`'�`"7" M BUTTE COUNTY -PARK FACILITY FEE PAYMENT CERTIFICATION FORM DURHAM RECREATION AND PARK DISTRICT Assessor Parcel` Number (s): Property Owner (s):. Project Location/Address: UV -Q -Q Subdivison Name: Assessable Square Footage: 2 92Cv Type of Residential Development (check one): dkNew Development Comments: Alteration /Addition U Mobile Home (s) Non -Residential to Residential 2.5.03 Building Division Repr6sentative Date` 2 Durham Recreation and Park District (DRPD) certifies that Applicant Name (.,f" CA Ila, 16, ( Applicant Phone Number 95q 3 k City State Zip Code has complied with the requirements of the Butte County Board of Supervisdrs Resolution No. 93 - 114 by payment for Zg7— (o square feet at $ 1.04 per square foot for a total payment Of $ 0L3- 0_% Q1NZRep)ese_iijtativo PAID BY CHECK No.: Remarks: BANK No.: CIO —y Zn PAID BY CASH: RECEIPT No.: J (0Q —7 :?:,, / -7 0-2, Da e DISTRIBUTION: WHITE - APPLICANT PINK - DRPD YELLOW - BUTTE CO. BUILDING DIVISION '.���Pi�l��i+"'�" ^^ -y�nor ,�. .�'Zvi+-gi'��.��"`1��p#f+vJ.�Tr_;+d- ,�y:.�Y�',��F�':i+� 1�.�` R�`f�►�'f¢Jiii�rtt3c^ri:� :�;v3r{�.Z'''+'� COUNTY OF BUTTE-DEPARTMENT.SOF, DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA, 95965,,^Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET F 639 ,���•��� OWNER: x ASSESSOR PARCEL NUMBER Proposed Building Use: Counter Technician: Date: Items required in order to apply for a permit. All boxes MUST be checked OR m ked NA in order to apply. 16.jL. Plot plans, 3 or 4 sets, signed ty the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! 5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and.wet-signed ng ed by the engineer. _ a Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By /1 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ 1-❑ 9. Plot plan and business license approval from the City df Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................:.. ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... _ ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) /qQ.-Fees as shown on the attached Schedule of -Fees Due Sheet.......................................Ij �%G� 5. Statement of Intent for Non -heated and A/C Buildings ........................................;.. 0 16. Sanitation and plot plan approval from the Environmental Health Department in IT City of Chico Plumbing permit........................................................................ ❑ 8_, Califdrnia Department of Forestry plan approval ❑ paid. Sent by: fd' 19. Planning approval for (A) Use: -jr--6 (B)Parking: (C) Parcel Check: o91t J,r,,p�r�! Contact Land Development about ❑ Improvements, ❑ Drainage .............................. 1. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). l �� ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation ensation Carrier and'Policy Number ..............:............................... ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... W. Letter of Signature authorization.............!...................................................... 7'. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... VVV ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone and hold for pickup. I have been informed of the above items,and requirements for obtaining a building permit. Applicant: Date: - C, 103 1. Index permit application for the above items numbered: In)l I Plan Check Letter 2. Additional items re ' Contractor, designer owne , was advised cf the above data by ph e, i , ❑ counter, by . Date: , 1 Z .O Contractor, designer, er, was advised of the a ove data by, ❑ phone, ❑ mail, ❑ couptter, by Date: Plans reviewed by: Date: Plans approved by: C, Date: Structural reviewed Date: Z O Structural approved by: Date: J�A7 Note transfer by: Date: `1 Yellmv• Rnildino (l 66nn /-�1 E.H. USE ONLY AW Plan A"achad L,-' Floor Man Atuchad Sam to S.D. TO: Building Department FROM: Environmental Health.�,- SUBJECT: Sanitation Clearance gwz- &�� /,A - - 0!2,- 6R elb Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other 01 ance O.K. for: NOTE: lo, Date Environmenta--l- Health Specialist 8/96 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER PROPOS ' D BUILDING USE �J 1 1. BUILDING PERMIT FEES l Balance Due ....................... $ Additional Fees Due ................. $ Additional Fees Due ................. $ Revised Plan Checking Fee .............$ SCHOOL DISTRICT FEES I •li► V77r\a Yom\ (paid at District Office) (Available after Plan Check) 3. SHERIFF FEES (paid at Building Division) ✓✓� ,�,,,.,, � Residential x $360.00 = $ Units Commercial (sq. ft.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... —x_=$ # Units Amt. 0111 W A.P. # (251'0 '6 ' 6;te7 DATE 1 9 � O� RECEIPT # DATE REC. 3' 17 3,)-7� (J--3 3-7-W6A Commercial (sq. ft.) ............ —x_=$ Sq. ft. Amt. 5 RECREATIONAL DISTRICT FEES ,meq Vy'\ JJ 11' 63 (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT DATE i — ' — O Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner ' (Rev. 6100) A � • PROJECT PROCESSING RECORD Applicant: Owner: A. P. #: Q3�% -2ia-043 Permit #: Work Description: ' Date Description of Step or Status 4b VGA 0. p1k If) - - 1 NorthStar' y ENGINEERING Civil Engineers • Surveyors February 16, 2003 Butte County Building Department 7 County Center Drive Oroville, CA 95965 Fax: 538-2140 Attention: Philo Hunt RE: Permit for Hall Residence Building Permit Number: -03-0063 NorthStar Job Number: 8046 Dear Mr. Hunt, I have reviewed the "Structural Comments" for the property located at the address above. I am responding as follows: 1. See signed plans. 2. See revised foundation plan. 3. I have visited the site and there is expansive soil onsite. To account for this we have increased the footing depth to 24" into undisturbed soil and used 244 rebar top and bottom. See revised details. This concludes my response at this time contact me at 893-1600 ext. 210. Sincerely, r Jeff Richelieu, PE NorthStar Engineering If you have any questions, please 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX -893-2113 1 PLAO REVIEW RESPONSE F(OM In order to expedite the review of your plans, please complete the following information and return this form with your re -submittal. If this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a valid response to every item requested in our plan correction letter. `By others" is not considered a valid response. Please indicate your response to each item and the location where the information can be found on the plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL PLANS_ OWNERS NAME f3Te-AV) 3ACquSL),Jl-s� �AL� DATE: S/zIA3 ASSESSORS PARCEL NUMBER PERMIT NUMBER h a Q6l29M04 QA1znA-z,9 c-10 15fAzjr er Lo aye& R5 S o a Q 5 }y T# � -' g M • •- 40 • RESPONSE FOR PLAN CHECK LETTER DATED: Z - (<=p -03 L i--�). 1 -Z',--r A- I . sc. vre- .1/ 4. PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: h a Q6l29M04 QA1znA-z,9 c-10 15fAzjr er Lo aye& R5 S o a Q 5 }y T# � -' g M • •- 40 • PLAN CHECK ITEM # 2 RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: 6 PUK-L IO5 I h a Q6l29M04 QA1znA-z,9 c-10 15fAzjr er Lo aye& R5 S o a Q 5 }y T# � -' g M • •- 40 • PLAN CHECK ITEM # RESPONSE BY: s LOCATION ON PLANS/CAsLCCS: COMMENTS: 15 G u -g o - Novz PLAN CHECK ITEM # .4 RESPONSE BY: s71 MG. LOCATION ON PLANS/CALCS: SWf14 COMMENTS:51 ME WP UL- Pep C��Ll 15 G u -g o - Novz PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: Gje g a-I"uz f Off' L-,t-vtem, o �. n�JY�J�i"('l1 P 1. 6r✓l M9NTh [A February 10, 2003 Brad and Jacqueline Hall 1770 Del Rita Lane Durham, CA 95938 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 039-290-043 Building Permit Number: 03-0063 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: Valongg e a full floor framing plan, drawn at'/4 inch per foot scale. O�e a full roof framing plan, drawn at'/4 inch per foot scale. Any purlins are to be noted with struts to bearing walls. Indicate attic access for the garage and additional attic ' 22 cess for attic over lower floor living space.. �7 f° Provide a ceiling joist plan, drawn at'/4 inch per foot scale. /4. Garage firewall, located between garage and house is incomplete. Your plans indicate that the firewall stops at the ceiling of the garage. Code requires that this firewall be carried. through the attic to the roof sheathing. Provide a construction detail of this wall indicating construction requirements. Cei l r ' Provide construction and code details for staircase. Include rise, run, handrail, attachment of staircase to floor framing and guardrail requirements. S CTURAL COMMENTS: fG . Provide engineer's signature, seal and license expiration date on the plans. Q 2. Provide holdowns and anchor bolts on the plans as specified in the structural calculations. f�( 3. Our records indicate that this parcel contains expansive soils. Provide documentation from l0$ the engineer or a soil testing laboratory verifying that the foundation design is adequate for the soils on site. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Martha. Philo will answer your structural questions. 1 of 2 0 0 Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Martha Christy Philo Hunt, P.E. Plans Examiner Plan Check Engineer cc: Stornetta Brothers Northstar Engineering 2 of 2 • RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, D UPLEX AND MISCELLANEOUS ONLY Owner- Building Permit Number: Plans Examiner: Martha Christy ; A. P. Number: GENERAL: �Zoning requirements - (number of permitted living units). �2 Plans signed by the designer. .3. Proper description of work on the application. (J Existing violations on the property. Recorded notice of violation. 1 _ / 6. Building permit valuation. f/) ,l I O r 5 �w(✓ e LOT PLAN: f° `�' l�(� Completeparcel size and dimensions. S� I Setbacks, side yard, easements, etc.,,_, Other buildings or structures. V l 4 Grading, fills and/or drainage. 5 Flood hazard. 61 Special conditions on Parcel Map: Noise ❑ SRA ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ Federal Aid Route and/or Federal Aid Secondary Route setback requirement. Building or utilities across lot lines (Lot merger approval by Butte County Land Development.) OOR PLAN: Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). Escape or rescue windows shall have a minimum net clear openable area of 5.7 square feet. The minimum net clear openable height dimension shall be 24". The minimum net clear openable width dimension shall be 20". When windows are provided as a means of escape or rescue, they shall have a finished sill height not more than 44" above the floor (Uniform Building Code section 310.4). Skylights (Uniform Building Code section 2409 & 2603.7). Glazing in Hazardous locations (Uniform Building Code section 2406). Habitable space shall have a ceiling height of not less than 7 feet 6 inches except as otherwise permitted in this section. Kitchens, halls, bathrooms and toilet compartments may have a ceiling height of not less than 7 feet measured to the lowest projection from the ceiling (Uniform Building Code section 310.6.1). All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 feet in any dimension (Uniform Building Code section 310.6.2 & 310.6.3). GFCI in baths, garage, kitchen, wet bar, and exterior receptacles (NEC 210). Water heaters which depend on the combustion of fuel shall not be installed in a room used or designed to be used for sleeping purposes, bathroom, clothes closets or in a closet or other confined space opening into a bath or bedroom (Uniform Plumbing Code section 509.0). 1 Fuel burning equipment shall not be installed in a closet, bathroom or a room readily usable as a bedroom, or in a room, compartment or alcove opening directly into any of these (Uniform Mechanical Code section 304.5). 11. Garage firewall separation - required on garage side including supporting walls and posts (Uniform Building - Code section 302.4 exception #3). �bo�i -� U Cti IeYL �C;O{ �i -fp roof- sh�( if. Under no circumstances shall a private garage ave any opening int room used for sleeping purposes (Uniform Building Code section 312.4). 1 Wood stove location - Alcove - UMC section 205 confined space & 223 unconfined space & 304.2). 1 Smoke detectors (Uniform Building Code section 310.9.1). Page 1 of 2 15. Water closet clearances (Uniform Plumbing Code 408.5). 16. Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). 17. Bearing walls shall be supported on masonry or concrete foundations that shall be of sufficient size to support all loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1. Braced wall panels shall start at not more than 8 feet from each end of a braced wall line. Braced wall panels must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not exceed 34 feet on center in both the longitudinal and transverse directions (UBC section 2320.4.1.) Braced wall lines must be continuous throughout the structure. 2. A California licensed architect or registered engineer must prepare a lateral analysis for the areas of the building that do not comply with the Uniform Building Code. This must include the designer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. 3. Clerestory requiring balloon framing and/or engineering. /� 4 Foundation plans complete enough to construct building (Uniform Building Code Table 18-I-C). ` 100 V A4XIIh/ Floor construction details complete enough to construct building. (1 Elevations and wall construction details complete enough to construct building. l eek r 7. Roof construction details complete enough to construct building. 10d Fireplace construction details and calculations if necessary. j 06 9. Garage door header size(s). /� 10. Porch header size(s). 11. Typical header size(s). 12. Stud heights. f; exyansive soil - special foundation design required `~•�-- 14. Retaining walls requiring design. 15. Gypsum wallboard nailing inspection required. 16. If the area below the lowest floor is fully enclosed, than a minimum of two openings are required with a total net area of at least one square inch for every square foot of area enclosed with the bottom of the openings no more than one foot above grade. Alternatively, certification may be provided by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior walls. Building must be designed and anchored to prevent floatation, collapse or lateral movement. Construction design requirements must be shown on the building plans. 17. Electric, heating, ventilation, plumbing and air conditioning equipment and other service facilities shall be designed and/or located so as to prevent water from entering or accumulating with the components during conditions of flooding. SCELLANEOUS ITEMS: Stairway details - landings, rise and run, head clearance, handrails (Uniform Building Code section 1003). Guardrails (Uniform Building Code section 509). Brick or stone veneer (Uniform Building Code section 1403). 4. Exterior plaster - weep screeds (Uniform Building Code section 2506.5). 5. Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). 6. Foam insulation - protection. 7. 36" halls and stairways (Uniform Building Code section 1004.3.3.2). 8. Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). 9 Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7)�t•� 0. ttic access and ventilation (Uniform Building Code section 1505). Uy'►' Sound requirements. Energy design compliance and supporting documentation. CDF responsible area requirements. BUILDING PERMIT REQUIREMENTS: 1. ❑ SRA. 2. ❑ Flood elevation certificate. 3. ❑ Fire Sprinklers required. 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. 6. ❑ Sub-Standard Housing letter. Page 2 of 2 p r SITE PLAN REVIEW APPLICATION AL3 Date: `f Tim/' 0,3 AP# d3`l — a `Jp© �r9 �Qf3i Permit Number (if applicable) APPLICANT INFORMATION Parcel Size: Owners Name: Owners Address: 020 Qe L /9#4 L,4,1 Telephone No.: ,57 (ok Od 03. Situs Address: d X47 ,✓ tarsi' APAQ Proposed Use: Residential ® New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory . ❑ Permanent Second Dwelling, ❑ - Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Single Family Remodel ❑ Commercial Addition ❑ Commercial Remodel ❑ New Industrial ❑ Industrial Addition ❑ Industrial Remodel Other ❑ Septic ❑ Well ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved - ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved By Date a 4' 03 Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ---------__--------------------------------_----------- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Paee 2 of 5 G Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side a Side Street 0-0 Rear a s Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Paee 2 of 5 G A Applicable Development Fees: Standard Fees ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other -------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ _ Road Improvement ❑ North Oroville Area ❑ Other (per map) Amount Formula * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By FOF2 Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:[] No ❑ Yes Comments: Parcel Deemed to be legal /O1 Alike- 90J, ",-i ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger - ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 ❑ Subdivision Map/Parcel Map: Map Date of Recording: ❑ Use Permit/Minor Use Permit Permit Number: Book: Page: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval• ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall.be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. 100 Page 4 of 5 0 —1 0 0 Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 ENCROACHMENT PERMIT County of Butte Department of Public Works 7 Count Center Drive Oroville, CA 95965 Phone (530) 538-7157 Ext. 2016 Fax: (530) 5384356 Download Forms: www.buttecounty.net/publicworks/forms.htiil NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE DONE Phone 530 538-7157 Ext. 2016 Perm Number _T District APPLICATION I / WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over the County roads and highways, all in accordance with County ordinances and general laws. All information exce t signature must be typed or legibly ted. 1. Applicant's Nam 1 1 a. Company Name: 2. Address l o c�3 c� 5 . IN1 , C 3. Phone: 3 LA 3 4. Assessor's Parcel Number: -� r � 5. Location of Work to be 6. Applicant's Si tur 7. Date: CONTRACTOR'S INFORMATION 8. Contractor's Name 9. Address CN 10. Phone: -3 Lt A 11. Fax: _ '3-43 -- 3 el53 12. Contractor's License Number: \ �'1 13. Certificate of Insurance: Yes ❑ No: ❑ 14. Contractor's Signature: 14a. Date Signed: 15. Authorized Agent: TYPE OF WORK TO BE DONE 16. Please Check: Curb: ❑ Gutter: ❑ Sidewalk: ❑ 17. Driveway (List Type): 18. Other: PERMIT GRANTED In compliance with the above request, and subject to all terms, conditions (including those on page 2 of this permit form) and special conditions written below, permission is hereby granted. 19. Conditions v­ Undetground Service Alert .S.A. must be notified two working days prior to any excavation. 800-227-2600 20. ❑ All work shall conform to accompanying: Detail ❑ Plans ❑ Special Conditions ❑ 21. Date Issued 1 22. Expiration Date: 23 Surety: Mike Crump, Director of Public Works By: ** Note: If permits are faxed to any number besides (530) 538-4356, they can be delayed up to one week. Page 1 of 2 General Conditions — See Page 2 GENERAL CONDITIONS 1. It is understood and agreed that the County has prior right to the use of its rights of way. It is further understood and agreed by the Permittee that the doing of any work under this permit shall constitute an acceptance of all the provisions contained herein and failure on the Permittee's part to comply with any provision will be cause for revocation of this permit Except as otherwise provided for public agencies and franchise holders, this permit is revocable at any time. This permit is to be on job at all times while the work is being done. 2. Al work shall be done subject to the supervision of and to the satisfaction of the Public Works Department of the County of Butte. The Permittee shall, at all times, during the progress of the work, keep the County Highway in as neat and dean a condition as is possible and upon completion of the work granted herein, shall leave the County Highway in a thoroughly neat, dean, and usable condition. 3. The Permittee agrees by the acceptance of this permit to property maintain any encroachment placed by the Permittee on any pad of the County Highway and to immediately repair any injury to any portion of the highway, which occurs as a result of the encroachment, until such time as the Permittee may be relieved of the responsibility of such encroachment by the County Department of Public Works. 4. It is further agreed by the Permittee that whenever construction, reconstruction, or maintenance work upon the highway may require the installation provided herein shall, upon request of the County Department of Public Works, be immediately moved by and at the sole expense of the Permittee. 5. No material used for fill or backfill in the construction of the encroachment shall be borrowed or taken from within the County right of way. _ 6. At least one lane of any public road, under the jurisdiction of the Board of Supervisors of Butte County, and other public roads junctioning or intersecting therewith, shall be kept open for travel by the general public at all times. No public road under the jurisdiction of the Board shall be dosed to travel by the general public without special permission, in writing, from the Board of Supervisors. 7. The Permittee, by the acceptance of this permit, shall assume full responsibility for all liability for personal injury or damage to property which may arise out of the work herein permitted or which may arise out of the failure on the part of the Permittee to do the work provided for under this permit In the event any claim of such liability is made against the County of Butte or any department, official, or employee thereof, the Permittee shall defend, indemnify, and hold them and each of them harmless for such claim, 8. All excavations shall be backfilled and compacted immediately after work therein has been completed. Trenches shall not be left open farther than 300 feet in advance of pipe laying operations or 200 feet to the rear thereof, unless otherwise permitted by the Engineer. Unless otherwise permitted under the Special Conditions, backfill shall be place and mechanically compacted in such a manner that the relative compaction throughout the entire fill within the County road right of way shall conform to the percentage of compaction as stated below. Permittee shall notify foreman 24 hours before backfilling and/or paving. a. The relative compaction from the bottom of excavation to a plane five feet (6) below finish surface grades shall be no less than ninety percent (90%) as determined by Test Method No. Calif. 216-0 of the Materials and Research department, State of California, Transportation Department, Division of Highways, or other approved test method. b. The relative compaction from a plane five feet (5') below the finish surface grade to said finish surface grad shall be no less than ninety-five percent (95%) as determined by the above testing method. Permittee shall bear all costs and responsibility for compaction tests. c. The relative compaction from a plane five feet (5) below the finish surface grade to said finish surface grad shall be no less than ninety-five percent (95%) as determined by the above testing method. Permittee shall bear all costs and responsibility for compaction tests. Material for use as trench backfill in any existing or proposed roadway section shall be sand, shall be place in 8" lifts, and be compacted to.a relative compaction of not less than 95%. Material for use as backfill in roadside gutter excavations shall be the native material and be compacted to a relative compaction of not less than 90%. Any pavement cutting shall be scored, or saw cut before trenching. Minimum depth of cover over all underground facilities shall be 30 inches, except drainage culverts. All installations, parallel with roadway, shall be placed as dose to the right-of-way line as possible. No portion of the backfill(s) shall be compacted by ponding orjetting. Al pavements, curbs, gutters, sidewalks, borrow ditches, pipes, headwalls, road signs, trees, shrubbery, and/or other permanent road facilities impaired by or as a result of construction operations at the construction site(s), or at other ground(s) occupied by materials and/or equipment, shall be restored immediately upon backfilling or the excavation to the original grades and cross sections, and to a condition as good as, or better than, existed prior to the construction. Al surfacing materials of roadways and driveway approaches cut or damaged by or as a result of construction operations, shall be replaced within ONE WEEK following the backfilling of excavation, weather permitting, with compacted layers of surfacing materials at least as thick as the existing, and no less than two inches (2) of asphalt concrete over eight inches (8") of aggregate base, according to current California State Specifications. 9. Whenever necessary to secure permission from abutting property owners, such authority must be secured by the Permittee prior to starting work. 10. The future safety and convenience of the traveling public shall be given every consideration in the location and type of construction. Permittee shall cause to be placed, erected, and maintained all warning signals, lights, barricades, signs, and other devices or measures essential to safeguard travel by the general public over and at the site of work authorized herein. 11. If the construction work covered by this permit is to be done by a private contractor hired by the applicant, applicant shall notify contractor as to the special conditions and requirements contained herein. Page 2 of 2 COPY of Document Recorded i)10 -Jan -2003 2003-0002065 AND WHEN RECORDED MAIL TO: Has not been compared with BUTTE COUNTY BUILDING DIVISION original 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural 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 property situate in the County of Butte, State of California, described as follows: 3A-Q� OA Date Q PROPERTY OWNERS: Sr. State of California ) County of %�(2, ) On� J&'l jO ?,Cj3 before me, personany appeared %J)( - A _ — personally known to me (or proved to me, on the basis of satisfactory evidenco to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. A -&i o &A-AAAA AA CYNTHIA JOHNSON Signature C Seal: COMM. 11335942 NcrarueuC.cAUFOUTA COUNTY OF BUTTE Comm. Expires Doe. 22, 2005 A.P. # SP--Q— �a 2 Order No. 05070202-099 EXHIBIT A 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: A PORTION OF THE RANCHO DE FARWELL, BEING IN PROJECTED SECTIONS 29 AND 30, TOWNSHIP 21 NORTH, RANGE 1 EAST, M.D.B. & M., PARTICULARLY DESCRIBED AS FOLLOWS: FROM THE SOUTHWEST CORNER OF LOT 2, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "HANSON SUBDIVISION, BEING PARTS OF SECTIONS 28, 29 AND 33, T. 21 N., R. 1 E.", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 5, 1915, IN BOOK 8 OF MAPS, AT PAGE(S) 26, SAID CORNER BEING THE CENTER OF THE CHICO-COLUSA COUNTY ROAD AND RUNNING THENCE NORTH 3766 FEET TO THE SOUTH SIDE OF A ROAD; THENCE NORTH 89 DEG. 26' WEST, 4706.0 FEET TO THE TRUE POINT OF BEGINNING FOR THE HEREIN DESCRIBED PARCEL; THENCE FROM SAID POINT OF BEGINNING, SOUTH 550.4 FEET; THENCE NORTH 30 DEG. 22' 13" EAST, 633.2 FEET TO THE SOUTH SIDE OF A COUNTY ROAD; THENCE WESTERLY ALONG SAID SOUTH SIDE OF SAID ROAD, NORTH 89 DEG. 26' WEST, 315.2 FEET, MORE OR LESS, TO THE PLACE OF BEGINNING. PORTION OF AP NO. 039-290-025 RESERVING THEREFROWA 60 FOOT EASEMENT FOR INGRESS, EGRESS AND PUBLIC UTILITY PURPOSES ALONG THE NORTHERLY LINE OF THE ABOVE DESCRIBED PARCEL. SAID EASEMENT TO BE FOR THE BENEFIT OF AND APPURTENANT TO THE REMAINING LANDS OF THE GRANTOR HEREIN AND SHALL INURE TO THE BENEFIT OF AND MAY BE USED BY ALL PERSONS WHO MAY HEREAFTER BECOME THE OWNERS OF ANY PARTS OR PORTIONS OF SAID APPURTENANT LAND, AS DESCRIBED IN DEED RECORDED APRIL 2, 2002 IN BUTTE COUNTY OFFICIAL RECORDS SERIAL NO. 2002-0016335. ' EXCEPTING THEREFROM ALL MINERALS, MINERAL SUBSTANCES AND INTERESTS, ORES, METALS, OILS AND GAS, TOGETHER WITH THE FULL AND FREE RIGHT OF WAY, RIGHTS AND PRIVILEGES INCLUDING BUT NOT LIMITED TO THE RIGHT OF INGRESS, EGRESS AND REGRESS UPON SAID PROPERTY, AND THE RIGHT TO USE SO MUCH THEREOF AS MAY BE CONVENIENT OR NECESSARY FOR THE PURPOSE OF SEARCHING FOR, EXPLOITING, MINING, DRILLING, EXCAVATING, USING, PRODUCING, OPERATING, REMOVING, MARKETING AND DISTRIBUTING ALL OF SUCH MINERALS, MINERAL SUBSTANCES AND INTEREST, ORES, METALS, OILS AND GAS, PROVIDED HOWEVER, THERE SHALL BE COMPENSATION FOR ANY DAMAGE OF CROPS AND/OR TREES IN ACCORDANCE WITH THE USUAL PROVISIONS THEREFOR, AS SET FORTH AND CONTAINED IN STANDARD FORM GAS AND OIL LEASES, E.G., THE EXISTING LEASE ON THE LAND AS RESERVED IN THAT CERTAIN DEED FROM H. A. ROTH AND MARY E. ROTH, HUSBAND AND WIFE, TO LEONARD PARNELL, DATED JUNE 22, 1948 AND RECORDED JANUARY 2, 1949, IN BOOK 490, PAGE 481, OFFICIAL RECORDS. PARCEL B: A NON-EXCLUSIVE RIGHT OF WAY 20 FEET IN WIDTH LYING SOUTHERLY OF AND ADJACENT TO THE FOLLOWING DESCRIBED LINE, SAID RIGHT OF WAY BEING A PORTION OF THE RANCHO DE FARWELL, BEING IN PROJECTED SECTIONS 29 AND 30, TOWNSHIP 21 NORTH, RANGE 1 EAST, M.D.B. & M., PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF IAT 2, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "HANSON SUBDIVISION, BEING PARTS OF SECTIONS 28, 29 AND 33, T. 21 N., R. 1 E.", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 5, 1915, IN BOOK 8 OF MAPS, AT PAGE(S) 26, SAID CORNER BEING THE CENTER OF THE CHICO-COLUSA COUNTY ROAD AND RUNNING THENCE NORTH 3766 FEET TO THE SOUTH SIDE OF A ROAD; THENCE NORTH 89 DEG. 26' WEST, 4390.8 FEET TO THE NORTHEAST CORNER OF PARCEL 2, AS DESCRIBED IN DEED, EXECUTED BY CLARENCE M. BAKER, ET UX, TO MAMIE H. PORTER, A WIDOW, ET AL, RECORDED SEPTEMBER 6, 1955, IN BOOK 788, PAGE 519, OFFICIAL RECORDS, AND THE TRUE POINT OF BEGINNING FOR THE LINE HEREIN DESCRIBED; THENCE Order No. 05070202-099 FROM SAID TRUE POINT OF BEGINNING, NORTH 89 DEG. 26' EAST, A DISTANCE OF 500 FEET, MORE OR LESS, TO THE SOUTHERLY EXTENSION OF THE EASTERLY BOUNDARY LINE OF DAYTON WEST ROAD, AND THE END OF SAID LINE. i �,- f I II 0 AND'e '9N R\CORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 Recorded Official Records County Of 811'f r;: CANDACE" J. BRLiBBF. Recorder ROSEMARY DICHSON Assistant 02t15PM 10 -Jan -M. 3 REC FETE 13.00 COWF ORM 1.00 Lisa Page 1 of 3 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals,,.. including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural 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 property situate in the County of Butte, State of California, described as follows: Date 0. `PROPERTY OWNERS: State of California ) County of i�awe ) On 2ZC& before me, personally appeared ( ' A' al �� - personally known to me (or proved to me on the basis of satisfactory evidenceJ to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. CYNTHIA JOHNSON Signature Seal: COMM. # 1335942 11WARY PUetic-cauFORNU► ie COUNTY OF BUTTE Comm. Expires Dec. 22, 2005 A.P. # ..:f f,. F^ Ys Order No. 05070202-099 EXHIBIT A 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: A PORTION OF THE RANCHO DE FARWELL, BEING IN PROJECTED SECTIONS 29 AND 30, TOWNSHIP 21 NORTH, RANGE 1 EAST, M.D.B. & M., PARTICULARLY DESCRIBED AS FOLLOWS: FROM THE SOUTHWEST CORNER OF LOT 2, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "HANSON SUBDIVISION, BEING PARTS OF SECTIONS 28, 29 AND 33, T. 21 N., R. 1 E.", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 5, 1915, IN BOOK 8 OF MAPS, AT PAGE(S) 26, SAID CORNER BEING THE CENTER OF THE CHICO-COLUSA COUNTY ROAD AND RUNNING THENCE NORTH 3766 FEET TO THE SOUTH SIDE OF A ROAD; THENCE NORTH 89 DEG. 26' WEST, 4706.0 FEET TO THE TRUE POINT OF BEGINNING FOR THE HEREIN DESCRIBED PARCEL; THENCE FROM SAID POINT OF BEGINNING, SOUTH 550.4 FEET; THENCE NORTH 30 DEG. 22' 13" EAST, 633.2 FEET TO THE SOUTH SIDE OF A COUNTY ROAD; THENCE WESTERLY ALONG SAID SOUTH SIDE OF SAID ROAD, NORTH 89 DEG. 26' WEST, 315.2 FEET, MORE OR LESS, TO THE PLACE OF BEGINNING. PORTION OF AP NO. 039-290-025 RESERVING THEREFROM A 60 FOOT EASEMENT FOR INGRESS, EGRESS AND PUBLIC UTILITY PURPOSES ALONG THE NORTHERLY LINE OF THE ABOVE DESCRIBED PARCEL. SAID EASEMENT TO BE FOR THE BENEFIT OF AND APPURTENANT TO THE REMAINING LANDS OF THE GRANTOR HEREIN AND SHALL INURE TO THE BENEFIT OF AND MAY BE USED BY ALL PERSONS WHO MAY HEREAFTER BECOME THE OWNERS OF ANY PARTS OR PORTIONS OF SAID APPURTENANT LAND, AS DESCRIBED IN DEED RECORDED APRIL 2, 2002 IN BUTTE COUNTY OFFICIAL RECORDS SERIAL NO. 2002-0016335. EXCEPTING THEREFROM ALL MINERALS, MINERAL SUBSTANCES AND INTERESTS, ORES, METALS, OILS AND GAS, TOGETHER WITH THE FULL AND FREE RIGHT OF WAY, RIGHTS AND PRIVILEGES INCLUDING BUT NOT LIMITED TO THE RIGHT OF INGRESS, EGRESS AND REGRESS UPON SAID PROPERTY, AND THE RIGHT TO USE SO MUCH THEREOF AS MAY BE CONVENIENT OR NECESSARY FOR THE PURPOSE OF SEARCHING FOR, EXPLOITING, MINING, DRILLING, EXCAVATING, USING, PRODUCING, OPERATING, REMOVING, MARKETING AND DISTRIBUTING ALL OF SUCH MINERALS, MINERAL SUBSTANCES AND INTEREST, ORES, METALS, OILS AND GAS, PROVIDED HOWEVER, THERE SHALL BE COMPENSATION FOR ANY DAMAGE OF CROPS AND/OR TREES IN ACCORDANCE WITH THE USUAL PROVISIONS THEREFOR, AS SET FORTH AND CONTAINED IN STANDARD FORM GAS AND OIL LEASES, E.G., THE EXISTING LEASE ON THE LAND AS RESERVED IN THAT CERTAIN DEED FROM H. A. ROTH AND MARY E. ROTH, HUSBAND AND WIFE, TO LEONARD PARNELL, DATED JUNE 22, 1948 AND RECORDED JANUARY 2, 1949, IN BOOK 490, PAGE 481, OFFICIAL RECORDS. PARCEL B: A NON-EXCLUSIVE RIGHT OF WAY 20 FEET IN WIDTH LYING SOUTHERLY OF AND ADJACENT TO THE FOLLOWING DESCRIBED LINE, SAID RIGHT OF WAY BEING A PORTION OF THE RANCHO DE FARWELL, BEING IN PROJECTED SECTIONS 29 AND 30, TOWNSHIP 21 NORTH, RANGE 1 EAST, M.D.B. & M., PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF LOT 2, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "HANSON SUBDIVISION, BEING PARTS OF SECTIONS 28, 29 AND 33, T. 21 N., R. 1 E.", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 5, 1915, IN BOOK 8 OF MAPS, AT PAGE(S) 26, SAID CORNER BEING THE CENTER OF THE CHICO-COLUSA COUNTY ROAD AND RUNNING THENCE NORTH 3766 FEET TO THE SOUTH SIDE OF A ROAD; THENCE NORTH 89 DEG. 26' WEST, 4390.8 FEET TO THE NORTHEAST CORNER OF PARCEL 2, AS DESCRIBED IN DEED, EXECUTED BY CLARENCE M. BAKER, ET UX, TO MAMIE H. PORTER, A WIDOW, ET AL, RECORDED SEPTEMBER 6, 1955, IN BOOK 788, PAGE 519, OFFICIAL RECORDS, AND THE TRUE POINT OF BEGINNING FOR THE LINE HEREIN DESCRIBED; THENCE Order No. 05070202-099 FROM SAID TRUE POINT OF BEGINNING, NORTH 89 DEG. 26, EAST, A DISTANCE OF 500 FEET, MORE OR LESS, TO THE SOUTHERLY EXTENSION OF THE EASTERLY BOUNDARY LINE OF DAYTON WEST ROAD, AND THE END OF SAID LINE. PROJECT: NwthStar ENGINEERING ,civil Engineers • Planners • Surveyors STRUCTURAL CALCULATIONS Brad and Jacqueline Hall Residence LOCATION: Dayton, California f OWNER: Brad and Jacqueline Hall JOB NUMBER: 8046 DATE: November 22, 2002 CODES:. California Building Code, 2001 Edition CODE ENFORCEMENT: County of Butte Building Department .LOADS: Seismic Zone: 3 Wind Speed: 75 mph Exposure: C (Method 2 used, u.n.o.) Soil Bearing: 1000 psf (per CBC TABLE 18 -I -A) NOTES: Are Special Inspections required for Engineering Elements Designed by NorthStar Engineering? No NorthStar Engineering is not responsible for these calculations unless this sheet is stamped by a registered professional engineer and wet signed with RED or BLUE ink. GENERAL: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility of NorthStar Engineering. Eo3 U TE COUNT( Page 1 of38 BUILDING DEPARTMENT APPROVE -3/f/0 3 �� i y NlorthStar 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973530-893-1600 BY: JMR 11/22/02 FAX 530-893-2113 JOB NO: 8046 PG. 2 OF , LATERAL DESIGN GRA✓ IT Y BASED ON THE CALIFORNIA BUILDING CODE, 2001 EDITION GRAVITY LOADS: ROOF: COMPOSITION SHINGLES 3.0 PSF 1/2" OSB OR PLYWOOD 1.5 PSF FRAMING 3.0 PSF R-30 INSULATION (OPTIONAL) 2.0 PSF 5/8" GYPSUM WALLBOARD 3.2 PSF MISCELLANEOUS 1.3 PSF DEAD LOAD, 14.0 PSF LIVE LOAD 16.0 PSF TOTAL LOAD 30.0 PSF FLOOR: FLOORING 1.5 PSF 3/4" PLYWOOD 2.3 PSF FRAMING 3.3 . PSF R-19 INSULATION 1.0 PSF 5/8" GYPSUM WALLBOARD 3.2 PSF MISCELLANEOUS 1.7 PSF DEAD LOAD 13.0 PSF LIVE LOAD 40.0 PSF TOTAL LOAD 53.0 PSF LATERAL LOADS: SEISMIC: 2.5 * 0.36 * W = 0.164 W 5.5 WHERE R = 5.5 SOIL PROFILE = Sd FOR STIFF SOIL PROFILE Ca = 0.36 PER UBC TABLE 16 - Q r -max = (V / 2) * 10 / (Iw * V) = 5 / Iw = 5 /14'= 0.35714 p = 2 - 20 / (r -max * (Ab)^0.5) = 2 - 20 / (r -max * 2966^0.5) = 0.97 p= 1.00 E = p " VW 0.164 W (PER UBC EQ. 30-1) NET FORCE = 0.164 W 11.4 = 0.117 W WIND: EXPOSURE = C METHOD 2 WIND SPEED = 75 MPH Cq 1.3 DESIGN qs 14.5 PSF PRESSURE Ce 0'- 15' = 1.06 Cq*qs*Ce = 0.0200 KSF 15'- 20' = 1.13 = 0.0213 KSF 20'- 25' = 1.19 = 0.0224 KSF 25'- 30' _ . 1.23 = 0.0232 KSF 30'- 40' _ 1.31 = 0.0247 KSF NorthStar 20 DECLARATION DRIVE BY: JMR ENGINEERING CHICO, CA 95973 530-893-1600 11/22/02 FAX 530-893-2113 JOB NO: 8046 PG. 3 OF General Notes: 1. The engineer is responsible for the structural items as noted in the following calculations. Should any changes be made to the design as detailed in these calculations without written approval from the engineer then the engineer assumes no responsibility for the entire structure or portions thereof. 2. All water proofing and flashing (roofs, foundations, retaining walls, decks, garage floors, etc.) is the responsibility of the contractor or owner. 3. These calculations are based on a completed structure. Should an unfinished structure be subject to loads then the engineer shall be contacted for an interim design or if not, will assume no responsibility. 4. These calculations assume undisturbed soils, and level stepped footings. Any other conditions encountered must be brought to the attention of the engineer. 5. All footings shall bear on undisturbed soil with a footing depth below frost line (per local requirements). BY:, DATE: JOB NO: 0694& PAGE 4 OF NorthStar CW Engineers • Planners • Surveyors 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 1/4" - 1' O" C 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 1/4" - 1' O" B Y, ` DATE: JOB NO: e0'j i0 PAGE Cj OF 0 1� I NorthStar Civil Engineers • Planners • Surveyors 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 ------- -tq. N00K I \' I`I .an �• n Ila:. <�- jF:nZMUlMEMT 77� - - - i (q'r�.,,'F:) 7. I' �• cana_ - � � fl �i: GaRnGE ./•' .�, i,n,ii \'C.�—..— ___r.:; _.,i;,: -•;�. i�:.. I I i I _._. I. .�i . � L.:UND. r'ii � ' I -�—� 1 I �1 f i i DINI•'G j ' -- BM10 1 PoRcw; ma. 1_— Woo i I rq i tim ca: I un• I ryq' I Ist FLOOR PLAN .. iiC II I/.;"- i o., By: MEM NorthStar Date: 12/19/02 Job No: 8046 ENGINEERING Page (p of LATERAL DESIGN LINES: "1" COMPLIES WITH U.B.C. SECTION 2320, THEREFORE NO ANALYSIS REQUIRED SHEAR WALL LINE 2: INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. � L1 ILsw1 I L2 [Lsw2 I L3 �Sw3 [ L4 [ Lsw4 L5 I,Lsw5 I, L6 I, L1= 12.5 FT Lsw1= 6 F L2 = 4 FT Lsw2 = 6 F L3 = 7.5 FT Lsw3 = 0 FT L4 = OFT Lsw4 = 0 FT L5 = 0 FT Lsw5 = 0 FT L6 = 0 FT 0.01 KSF TRIB. WEIGHT OF SHEAR WALL (W) = AREAs *- DL + (Hwall / 2) * TOTAL LENGTH OF WALL (L) = 36 FT SHORTEST LENGTH OF SHEAR WALL = 6 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K *. W = 2.29 K LATERAL WIND FORCE ON WALL (Vw) = AREAw * P = 5.08 K LATERAL FORCE THAT GOVERNS (V) 5.08 K WIND GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIBUTARY AREA OF DIAPHRAGM FOR SEISMIC (AREAs) = 593 FT^2 DEAD LOAD OF DIAPHRAGM (DL) = DI -roof + DI -floor = 0.027 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 35 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 30 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 11 FT DEAD LOAD OF WALLS EXTERIOR (Dlwint) = 0.01 KSF DEAD LOAD OF WALLS INTERIOR (Dlwext) = 0.01 KSF TRIB. WEIGHT OF SHEAR WALL (W) = AREAs *- DL + (Hwall / 2) * (Lwext * Dlwext + Lwint * DLwint) W = 19.586 K TRIBUTARY WALL AREA FOR WIND (AREAw) = 254 FT^2 WIND PRESSURE (P) = 0.0200 KSF By: MEM Date: 12/19/02 Job No: 8046 Page 7 of SHEAR WALL LINE 2: NorthStar ENGINEERING (CONTINUED) LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) IV= 0.423 KLF UPLIFT FORCE (Fuplift) = v * Hwall = 4.65 K . 0 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2 / 3 * (0'* Lsw1 / 2 * DL + Lsw / 2 * Hwall * Dlwext) Fdwn = 0.22 K NET UPLIFT FORCE = Fuplift - Fdwn = 4.43 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 = (V / L) * L1 = 1.76 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) _ -0.07 K DSF3 = v * Lsw1 - (V / L) * (L1 + Lsw1 + L2) _ -0.63 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 1.06 K DSF5 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) = 0.00 K DSF6 = v * (Lsw1 + Lsw2 + Lsw3) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.00 K DSF7 = v * (Lsw1 + Lsw2 + Lsw3) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4) = 0.00 K DSF8 = v * (Lsw1 + Lsw2 + Lsw3 +Lsw4) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.00 K DSF9 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / Q * (L1 + Lsw1 + L2,+ Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE = 1.76 K MIN. DRAG STRUT FORCE _ -0.63 K At, S W USE: SHEAR W L NO. 4 SST�Zo PHD5 HOL ON 2- 2X WIT SSTB24 A.B. RA'N S �S MSTC28 STRAP AT AlL TOP PLAT C Sa� 3. T�csc0ss� wl �A iiL� L0 13 N0 \rj }�t,.v2ow� A6 r z£ Me 11 e o No 9-T*VsrA-K- IV Q pQkNs K �L S wevl�ofi D p By: MEM Date: 12/19/02 Job No: 8046 Page Q of SHEAR WALL LINE 3: (TOP FLOOR) INDICATES LENGTH OF DIAPHRAGM ` WITHOUT SHEAR PANEL, TYP. r� II L1 �Lsw1 L L2 LLsw2 L L3 NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L4 � Lsw4L L5 LLsw5 L L6 L1 = 1 FT Lsw1 = 6.67 FTO L2 = 13.5 FT Lsw2 = 8 FTe L3 = 1.5 FT Lsw3 = 0 FT L4 = 0 FT Lsw4 = 0 FT L5 = 0 FT Lsw5 = 0 FT L6 = 0 FT 0.01 KSF TRIB. WEIGHT OF SHEAR WALL (W) = AREAs * DL + Hwall * (Lwext * TOTAL LENGTH OF WALL (L) = 30.67 FT SHORTEST LENGTH OF SHEAR WALL = 6.67 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K * W = 2.93 K LATERAL WIND FORCE ON WALL(Vw) = AREAw * P = 5.98 K LATERAL FORCE THAT GOVERNS (V) = 5.98 K WIND GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIBUTARY AREA OF DIAPHRAGM FOR SEISMIC (AREAs) = 730 FT DEAD LOAD OF DIAPHRAGM (DL) = 0.014 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 83 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 82 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = - 9 FT DEAD LOAD OF WALLS EXTERIOR (Dlwext) = 0.01 KSF DEAD LOAD OF WALLS INTERIOR (Dlwint) = 0.01 KSF TRIB. WEIGHT OF SHEAR WALL (W) = AREAs * DL + Hwall * (Lwext * Dlwext + Lwint * DLwint) W = 25.07 K TRIBUTARY WALL AREA FOR WIND (AREAw) = 258 FT^2 WIND PRESSURE (P) = 0.0232 KSF LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) v = 0.408 KLF By: MEM . NOrthStar 20 DECLARATION DRIVE Date: 12/19/02 ENGINEERING CHICO, CA 95973 Job No: 8046 530-893-1600 Page cr of FAX 530-893-2113 SHEAR WALL LINE 3: (TOP FLOOR) (CONTINUED) UPLIFT FORCE (Fuplift) = v.* Hwall = 3.67 K DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2 / 3 * (0'* Lsw / 2 * DL + Lsw / 2 * Hwall * Dlwext) Fdwn. = 0.20 K NET UPLIFT FORCE = Fuplift - Fdwn 3.47 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 = (V / L) * L1 = 0.20 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) = 1.22 K DSF3 = v * Lsw1 - (V / L) * (L1 + Lsw1 + 1-2) _ -1.41 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 0.29 K DSF5 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) = 0.00 K DSF6 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.00 K DSF7 = v * (Lsw1 + Lsw2 + Lsw3) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4) = 0.00 K DSF8 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = O.00.K DSF9 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE = 1.22 K MIN. DRAG STRUT FORCE _ -1.41 K USE: SHEAR WALL NO.4 MSTC52 STRAP HOLDOWN W/ 48-16d SINKERS ON 2-2X STUDS (APPLIED VERTICALLY) LSTA36 STRAP AT ALL TOP PLATE SPLICES' By: MEM NOrthStar 20 DECLARATION DRIVE Date: .12/19/02 ENGINEERING CHICO, CA 95973 Job No: 8046 530-893-1600 Page p of FAX 530-893-2113 SHEAR WALL LINE 3: (BOTTOM FLOOR) INDICATES LENGTH OF DIAPHRAGM INDICATES SHEAR WALL WITHOUT SHEAR PANEL, TYP. PANEL SECTION, TYP. LL1 [Lsw1 112 ,Lsw2 � L3 ,Lsw3 [_ L4 [ Lswk L5 ,Lsw5 I, L6 I, TOTAL LENGTH OF WALL (L) = 39.67 FT LENGTH OF SHEAR WALL THAT STACKS FROM SECOND FLOOR = 6.67 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K * (Wflr1 + Wflr2) = 6.20 K LATERAL WIND FORCE ON WALL (Vw) _ (AREAw1 * P1 + Vw2) = 12.42 K LATERAL FORCE THAT GOVERNS (V) = 12.42 K WIND GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIB. AREA OF FLOOR DIAPHRAGM FOR SEISMIC (AREAs1) = 707 FT^2 L1 = 1 FT Lsw1 = 6.67 FT L2 = 6 FT Lsw2 = 15 FT L3 = 11 FT Lsw3 = 0 FT L4 = 0 FT Lsw4 = 0 FT L5 = 0 FT Lsw5 = 0 FT L6 = . 0 FT TRIB. WT. OF 2nd FLR. SHEAR WALL (Wflr2) = 25.07 K TOTAL LENGTH OF WALL (L) = 39.67 FT LENGTH OF SHEAR WALL THAT STACKS FROM SECOND FLOOR = 6.67 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K * (Wflr1 + Wflr2) = 6.20 K LATERAL WIND FORCE ON WALL (Vw) _ (AREAw1 * P1 + Vw2) = 12.42 K LATERAL FORCE THAT GOVERNS (V) = 12.42 K WIND GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIB. AREA OF FLOOR DIAPHRAGM FOR SEISMIC (AREAs1) = 707 FT^2 DEAD LOAD OF FLOOR DIAPHRAGM (DL1) = 0.013 KSF TRIB. AREA OF ROOF DIAPHRAGM FOR SEISMIC (AREAs2) = 450 KSF DEAD LOAD OF DECKING DIAPHRAGM (DI -2) = 0.014 FT^2 ROOF DEAD LOAD OF DIAPHRAGM (Dlroof) = 0.014 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 60 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 65 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 10 FT DEAD LOAD OF WALLS EXTERIOR (Dlwext) = 0.01 KSF DEAD LOAD OF WALLS INTERIOR (Dlwint) = 0.01 KSF TRIB. WT. OF 1st FLR. WALL (Wflr1) = AREAs1*DL1+AREAs2*DL2+Hwall*(Lwext*Dlwext+Lwint*DLwint) Wflr1 = 27.99 K TRIB. WT. OF 2nd FLR. SHEAR WALL (Wflr2) = 25.07 K LATERAL WIND'FORCE FROM 2nd FLR. (Vw2) _ 5.98 K TRIBUTARY WALL AREA FOR WIND (AREAw1) = 322 FT^2 WIND PRESSURE (P1) = 0.0200 KSF LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) IV.F 0.573 KLF By: MEM. NorthStar 20 DECLARATION DRIVE Date: 12/19/02 ENGINEERING CHICO, CA 95973 Job No: 8046 530-893-1600 Page of FAX 530-893-2113 SHEARMALL LINE 3: (BOTTOM FLOOR) (CONTINUED) UPLIFT FORCE (Fuplift) = v * Hwall = 5.73 K UPLIFT FORCE FROM SECOND FLOOR (Fupflr2) = 3.67 K DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2/3*(Lsw/2*(0'*DL+O'*Dlroof)+Lsw/2*Hwall*Dlwext) Fdwn = 0.22 K , INET UPLIFT FORCE = Fuplift + Fupflr2 - Fdwn = 9.18 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 =(V/L)-Ll = 0.31 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) = 1.42 K DSF3 = v * Lsw1 - (V / L) * (L1 + Lsw1 + 1-2) _ -0.46 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 3.44 K DSF5 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) = 0.00 K DSF6 = v.* (Lsw1 + Lsw2 + Lsw3) - (V /. L)', (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.00 K DSF7 = v' (Lsw1 + Lsw2 + Lsw3) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4) = 0.00 K DSF8 = v' (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.00 K DSF9 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 .+ L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v * (Lsw1 + Lsw2 +Lsw3 + Lsw4 + Lsw5) - (V / L)' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE _ - 3.44 K S-�W SST�Z� MIN. DRAG STRUT FORCE _ -0.46 K b uk-rA USE: SHEAR�NFALL NO. 6 ' HD10A�LDOWN ON 6X POST WITH SST PHD6 NOLDOWN ON 4X POST WIT SSTE MSTC40 STRAP AT ALL TOP PLATE S �"HERE HOLDOWNS DO NOT STACK By: MEM Date: 12/19/02 Job No: 8046 Page JZ of' SHEAR WALL LINE 4: (TOP FLOOR) INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 � Lsw1 L L2 LLsw2 L L3 NorthStar 20 DECLARATION DRIVE ENGINEERING. CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L4 L Lsw4L L5 LLsw5 L L6 L1 = 6.5 FT Lsw1 = 7.5 FT 12 = 3 FT Lsw2 = 7.5 FT L3 = 6.17 FT Lsw3 = 0 FT L4 = 0 FT Lsw4 = 0 FT L5 = 0 FT Lsw5 = 0 FT L6 = 0 FT TOTAL LENGTH OF WALL (L) = 30.67 FT SHORTEST LENGTH OF SHEAR WALL = 7.5 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K W'= 2.86 K LATERAL WIND FORCE ON WALL (Vw) = AREAwP = 5.98 K LATERAL FORCE THAT GOVERNS (V) = 5.98 K WIND GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIBUTARY AREA OF DIAPHRAGM FOR SEISMIC (AREAs) = 723 FT DEAD LOAD OF DIAPHRAGM (DL) = 0.014 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwex.t) = 77 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 82 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 9 FT DEAD LOAD OF WALLS EXTERIOR (Dlwext) = 0.01 KSF DEAD LOAD OF WALLS INTERIOR (Dlwint) = 0.01 KSF TRIB. WEIGHT OF SHEAR WALL (W) = AREAs " DL + Hwall * (Lwext *Dlwext + Lwint * DLwint) W = 24.43 K TRIBUTARY WALL AREA FOR WIND (AREAw) = 258 FT^2 WIND PRESSURE (P) = 0.0232 KSF LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) IV= 0.399 K By: MEM Date: 12/19/02 Job No: 8046 Page I3 of NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 SHEAR WALL LINE 4: (TOP FLOOR) (CONTINUED) UPLIFT FORCE (Fuplift) = v * Hwall = 3.59 K DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2 /-3.* (0' * Lsw / 2 * DL + Lsw / 2 * Hwall * Dlwext) Fdwn = 0.23 K NET UPLIFT FORCE = Fuplift - Fdwn = 3.36 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 = (V / L) * L1 = 1.27 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) = 0.26 K DSF3 = v * Lsw1 - (V/ L) * (L1 + Lsw1 + 1-2) _ -0.32 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 1.20 K DSF5 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) = 0.00 K DSF6 = v * (Lsw1 + Lsw2 + Lsw3) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.00 K DSF7 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4) = 0.001K DSF8 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.00 K DSF9 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / Q * (L1 + Lsw1' + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE = 1.27 K MIN. DRAG STRUT FORCE _ -0.32 K USE: SHEAR W L NO. 4 MSTC520BTRAP HOLDOWN W/ 48-16d SINKERS d 2-2X STUDS (APPLIED VERTICALLY) LSTA36 STRAP AT ALL TOP PLATE SPLICES FA • By: MEM NorthStar 20 DECLARATION DRIVE Date: 12/19/02 ENGINEERING CH ICO, CA 95973 Job No: 8046 530-893-1600 Page 1,¢ of FAX 530-893-2113 SHEAR WALL LINE 4: (BOTTOM FLOOR) INDICATES LENGTH OF DIAPHRAGM INDICATES SHEAR WALL WITHOUT SHEAR PANEL, TYP. PANEL SECTION, TYP. L1 LLsw1 L L2 Lsw2 � L3 ,Lsw3 j, L4 L Ls4 L5 LLsw5 � L6 L1 = , _ 1 FT Lsw1 = 15 FT L2 = 7.5 FT Lsw2 = 5.75 FT L3 = 9.42 FT Lsw3 = 0 FT L4 = 0 FT Lsw4 = 0 FT L5 = 0 FT Lsw5 = 0 FT L6 = 0 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 65 FT TOTAL LENGTH OF WALL (L) = 38.67 FT LENGTH OF SHEAR WALL THAT STACKS FROM SECOND FLOOR = 5.75 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K * (Wflr1 + Wflr2) = 6.04 K LATERAL WIND FORCE ON WALL (Vw) _ (AREAw1 * P1 + Vw2) = 10.20 K LATERAL FORCE THAT GOVERNS (V) = 10.20 K WIND GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIB. AREA OF FLOOR DIAPHRAGM FOR SEISMIC (AREAs1) = 702 FT^2 DEAD LOAD OF FLOOR DIAPHRAGM (DL1) = 0.013 KSF TRIB. AREA OF ROOF DIAPHRAGM FOR SEISMIC (AREAs2) = 240 KSF DEAD LOAD OF ROOF DIAPHRAGM (DI -2) = 0.014 FT^2 ROOF DEAD LOAD OF DIAPHRAGM (Dlroof) = 0.014 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 83 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 65 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 10 FT DEAD LOAD OF WALLS EXTERIOR (Dlwext) = 0.01 KSF DEAD LOAD OF WALLS INTERIOR (Dlwint) = 0.01 KSF TRIB. WT. OF 1 st FLR. WALL (Wflr1) = AREAs1 *DL1+AREAs2*DL2+Hwall*(Lwext*Dlwext+Lwint*DLwint) Wflr1 = 27.29 K TRIB. WT. OF 2nd FLR. SHEAR_WALL (Wflr2) = 24.43 K LATERAL WIND FORCE FROM 2nd FLR. (Vw2) = 5.98 K TRIBUTARY WALL AREA FOR WIND (AREAw1) = 211 FT^2 WIND PRESSURE (P1) = 0.0200 KSF LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) V = 0.491 KLF u By: MEM NOrthStar 20 DECLARATION DRIVE Date: 12/19/02 ENGINEERING CHICO, CA 95973 Job No: 8046 530-893-1600 Page 1.5 of FAX 530-893-2113 SHEAR WALL LINE 4: (BOTTOM FLOOR) (CONTINUED) UPLIFT FORCE (Fuplift) .= v * Hwall = 4.91 K UPLIFT FORCE FROM SECOND FLOOR (Fupflr2) = 3.59 K DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2/3*(Lsw/2*(0'*DL+O'*Dlroof)+Lsw/2*Hwall*Dlwext) Fdwn = 1 0.19 K NET UPLIFT FORCE = Fuplift + Fupflr2 - Fdwn = 8.31 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 = (V / L) * L1 = 0.26 K DSF2 = v * Lsw1 - (V / L) * (L1 +`Lsw1) = 3.15 K DSF3 = v * Lsw1 - (V / L) * (L1 + Lsw1 + L2) = 1.17 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 2.48 K DSF5'= v * (Lsw1 + Lsw2) - (V /.L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) = 0.00 K DSF6 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.00 K DSF7 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4) = 0.00 K DSF8 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.00 K DSF9 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE = 3.15 K MIN. DRAG STRUT FORCE = 0.00 K / ply}I`K --s- {ov\) Ssr7 43z$ USE: ISHEAR WALL NO. 5 v PPiHaDW6OLDOWN LDOWN ON 4X POST WITH SSTB34 A.B. ON 4X POST WITH SSTB28 A.B. WHERE HOLDOWNS DO NOT STACK MSTC40 STRAP AT ALL TOP PLATE SPLICES By: MEM Date: 12/19/02 Job No: 8046 Page I& of SHEAR WALL LINE A: (TOP FLOOR) INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 L Lsw1 I, L2 NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L3 ,Lsw3 � L4 L Lsw4L L5 LLsw5 1, L6 TOTAL LENGTH OF WALL (L) = 46 FT SHORTEST LENGTH OF SHEAR WALL = 3 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K - W = 2.79 K LATERAL WIND FORCE ON WALL (Vw) = AREAw' P = 3.29 K LATERAL FORCE THAT GOVERNS (V) = 3.29 K WIND GOVERNS WHERE L1= 6.5 FT Lsw1=. 3FT� L2 = 3 FT Lsw2 = 6.83 FT 74 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 82 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = L3 = 7.34 FT Lsw3 = 6:83 FT / L4 = 3 FT Lsw4 = 3 FT L5 = 6.5 FT Lsw5 = 0 FT L6 = 0 FT TOTAL LENGTH OF WALL (L) = 46 FT SHORTEST LENGTH OF SHEAR WALL = 3 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K - W = 2.79 K LATERAL WIND FORCE ON WALL (Vw) = AREAw' P = 3.29 K LATERAL FORCE THAT GOVERNS (V) = 3.29 K WIND GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIBUTARY AREA OF DIAPHRAGM FOR SEISMIC (AREAS) = 705 FT DEAD LOAD OF DIAPHRAGM (DL) = 0.014 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 74 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 82 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 9 FT DEAD LOAD OF WALLS EXTERIOR (Dlwext) = 0.01 KSF DEAD LOAD OF WALLS INTERIOR (Dlwint) = 0.01 KSF TRIG. WEIGHT OF SHEAR WALL (W) = AREAs' DL + Hwall (Lwext Dlwext + LwintDLwint) W= 23.91 K TRIBUTARY WALL AREA FOR WIND (AREAw) = 142 FT^2 WIND PRESSURE (P) = 0.0232 KSF LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 +,Lsw4 + Lsw5) IV = 0.167 KLF By: MEM Date: 12/19/02 Job No: 8046 Page 1? of SHEAR WALL LINE A: (TOP FLOOR) UPLIFT FORCE (Fuplift) = v * Hwall = NorthStar ENGINEERING (CONTINUED) 1.51 K 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2 / 3 * (0'* Lsw / 2 * DL + Lsw / 2 * Hwall * Dlwext) Fdwn = 0.09 K NET UPLIFT FORCE = Fuplift - Fdwn = 1.42 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 = (V / L) * L1 = 0.47 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) _ -0.18 K DSF3 =v * Lsw1 - (V/ L) * (L1 + Lsw1 + 1-2) _ -0.39 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 0.26 K DSF5 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) _ -0.26 K DSF6 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.39 K DSF7 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 +12 + Lsw2 + L3 + Lsw3 + L4) = 0.18 K DSF8 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / Q * (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.47 K DSF9 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / Q * (L1 + Lsw1 + L2 +Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE = 0.47 K MIN. DRAG STRUT FORCE _ -0.39 K USE: SHEAR W L NO. 1 MSTC40 STRAP HOLDOWN W/ 36-16d SINKERS N 2-2X STUDS (APPLIED VERTICALLY) LSTA36 STRAP AT ALL TOP PLATE SPLICES By: MEM NorthStar 20 DECLARATION DRIVE Date: 12/19/02 ENGINEERING CHICO, CA 95973 Job No: 8046 530-893-1600 Page 1 $ of FAX 530-893-2113 SHEAR WALL LINE A: (BOTTOM FLOOR) INDICATES LENGTH OF DIAPHRAGM INDICATES SHEAR WALL WITHOUT SHEAR PANEL, TYP. PANEL SECTION, TYP. L1 L Lsw1 � L2 Lsw2 - � L3 Ij sw3 (, L4 I, Lsw4L L5 LLsw5 L L6 L1 = 5.5 FT Lsw1 = 3 FT L2 = 3 FT Lsw2 = 6.83 FT L3 = 7.34 FT Lsw3 = 6.83 FT r/ L4 = 3 FT Lsw4 = - 3 FT L5 =. 5.5 FT Lsw5 = ' 0 FT L6 = 0 FT TOTAL LENGTH OF WALL (L) = 44 FT LENGTH OF SHEAR WALL THAT STACKS FROM SECOND FLOOR = 3 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K * (Wflr1 + Wflr2) = 5.42 K LATERAL WIND FORCE ON WALL (Vw) _ (AREAw1 * P1 + Vw2) = 7.03 K LATERAL FORCE THAT GOVERNS (V) 7.03 K WIND GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIB. AREA OF FLOOR DIAPHRAGM FOR SEISMIC (AREAs1) = 631 FT^2 DEAD LOAD OF FLOOR DIAPHRAGM (DL1) = 0.013 KSF TRIB. AREA OF DECKING DIAPHRAGM FOR SEISMIC (AREAs2) 120 KSF DEAD LOAD OF DECKING DIAPHRAGM (DI -2) = 0.014 FT^2 ROOF DEAD LOAD OF DIAPHRAGM (Dlroof) = 0.014 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 75 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 65 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 9 FT DEAD LOAD OF WALLS EXTERIOR (Dlwext) = 0.01 KSF DEAD LOAD OF WALLS INTERIOR (Dlwint) = 0.01 KSF TRIB. WT. OF 1st FLR. WALL (Wflr1) = AREAs1*DL1+AREAs2*DL2+Hwall*(Lwext*Dlwext+Lwint*DLwint) Wflr1 = 22.48 K TRIB. WT. OF 2nd FLR. SHEAR WALL (Wflr2) = 23.91 K LATERAL WIND FORCE FROM 2nd FLR. (Vw2) _ 3.29 K TRIBUTARY WALC AREA FOR WIND (AREAw1) = 187 FT^2 WIND PRESSURE (P1) = 0:0200 KSF LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) V = 0.358 KLF By: MEM NOrthStar 20 DECLARATION DRIVE Date: 12/19/02 ENGINEERING CHICO, CA 95973 Job No: 8046 530-893-1600 Page I q of ' FAX 530-893-2113 SHEAR WALL LINE A: (BOTTOM FLOOR) (CONTINUED) UPLIFT FORCE (Fuplift) = v * Hwall = 3.22 K UPLIFT FORCE FROM SECOND FLOOR (Fupflr2) = 1.51 K DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2/3*(Lsw/2*(0'*DL+O'*Dlroof)+Lsw/2*Hwall*Dlwext) Fdwn = 0.09 K NET UPLIFT FORCE = Fuplift + Fupflr2 - Fdwn = 4:63 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 = (V / L) * L1 = 0.88 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) _ -0.29 K DSF3 = v * Lsw1 - (V / L),* (L1 + Lsw1 + 1-2) _. -0.76 K DSF4 = v.* (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 0.59 K DSF5 = v * (Lsw1 + Lsw2) - (VI L) * (L1 + Lsw1 + L2 + Lsw2 + L3) _ -0.59 K DSF6 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.76 K DSF7 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4) = 0.29 K DSF8 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.88 K DSF9 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1-+ L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V /-L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE = 0.88 K MIN. DRAG STRUT FORCE E _ / -0.76 K i rt A -W USE: SHEAR WALL NO. 3 d PHDS OLDOWN ON 2- 2X WIT SSTB24 A.B. PHD2 HOLDOWN ON 2- 2X WITH SS . . WHERE HOLDOWNS DO NOT STACK LSTA36 STRAP AT ALL TOP PLATE SPLICES 0 By: MEM Date: 12/19/02 Job No: 8046 Page 2 p of SHEAR WALL LINE B: INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 LLsw1 L L2 N o rth Sta r 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L3 LLsw3 L L4 L Lsw4L L5 LLsw5 L Lfi L1 = 11 FT Lsw1 = 8 FT L2 = 17 FT Lsw2 = 0 FT L3 = 0 FT Lsw3 = 0 FT L4 = 0 FT Lsw4 = 0 FT L5 = 0 FT Lsw5 = 0 'FT L6 = 0 FT TOTAL LENGTH OF WALL (L) = 36 FT SHORTEST LENGTH OF SHEAR WALL = 8 FT LATERAL SEISMIC FORCE ON WALL (Vs) = KW = 1.88 K LATERAL WIND FORCE ON WALL (Vw) = AREAw' P = 2.00 K LATERAL FORCE THAT GOVERNS (V) = 2.00 K WIND GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIBUTARY AREA OF DIAPHRAGM FOR SEISMIC (AREAs) = 468 FT^2 DEAD LOAD OF DIAPHRAGM (DL) = DI -roof + DI -floor = 0.027 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 50 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 12 FT ' HEIGHT OF TRIBUTARY WALLS (Hwall) = . 11 FT DEAD LOAD OF WALLS EXTERIOR (Dlwint) = 0.01 KSF DEAD LOAD OF WALLS INTERIOR (Diwext) = 0.01 KSF TRIB. WEIGHT OF SHEAR WALL (W) = AREAs * DL + (Hwall / 2)' (Lwext' Dlwext + Lwint' DLwint) W = 16.046 K TRIBUTARY WALL AREA FOR WIND (AREAw) = 163 FT^2 WIND PRESSURE (P) = - 0.0123 KSF t By: MEM Date: 12/19/02 Job No: 8046 Page 2 tj of SHEAR WALL LINE B: NorthStar ENGINEERING (CONTINUED) LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) IV= 0.251 KLF UPLIFT FORCE (Fuplift) = v * Hwall = 2.76 K 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2 / 3 * (0'* Lsw1 / 2 * DL + Lsw / 2 * Hwall * Dlwext) Fdwn = 0.29 K NET UPLIFT FORCE = Fuplift - Fdwn 2.46 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 = (V / L) * L1 0.61 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) = 0.95 K DSF3 = v * Lsw1 - (V / L) * (L1 + Lsw1 + L2) = 0:00 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 0.00 K DSF5 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) = 0.00 K DSF6 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) ' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.00 K . DSF7 = v' (Lsw1 + Lsw2 + Lsw3) - (V / L)(L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4) = 0.00 K DSF8 = v' (Lswi + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 +•Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.00 K DSF9 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K. DSF10 v ' (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE = 0.95 K MIN. DRAG STRUT FORCE = 0.00 K USE: SHEAR/MALL NO: 2 PHD2 HOLDOWN ON 2- 2X WIT KI STRAP AT ALL TOP PL� By: MEM Date: 12/19/02 Job No: 8046 Page 22 of SHEAR WALL LINE C: (TOP FLOOR), INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L1 �,Lsw1 [ L2 [Lsw2 [ L3 ,Lsw3 I. L4 �, Lswk L5 [Lsw5 L L6 I, L1 = 14.67 FT Lsw1 = 5 FT L2 = 6 FT Lsw2 = 7.83 FT .L3= 12.5 FT Lsw3 = 0 FT L4 = 0 FT Lsw4 = 0 FT L5 = 0 FT Lsw5 = 0 FT L6 = 0 FT TOTAL LENGTH OF WALL (L) = 46 FT SHORTEST LENGTH OF SHEAR WALL = 5 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K * W = 2.96 K LATERAL WIND FORCE ON WALL (Vw) = AREAw * P = 3.62 K LATERAL FORCE THAT GOVERNS (V) = 3.62 K WIND GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIBUTARY AREA OF DIAPHRAGM FOR SEISMIC (AREAs) = 748 FT DEAD LOAD OF DIAPHRAGM (DL) = 0.014 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 83 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) _ . 82 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 9 FT DEAD LOAD OF WALLS EXTERIOR (Dlwext) = 0.01 KSF DEAD LOAD OF WALLS INTERIOR (Dlwint) = 0.01 KSF TRIB. WEIGHT OF SHEAR WALL (W) = AREAs * DL + Hwall * (Lwext * Dlwext + Lwint * DLwint) W = 25.32 K TRIBUTARY WALL AREA FOR WIND (AREAw) = 156 FT^2 WIND PRESSURE (P) = 0.0232 KSF LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) IV= 0.282 KLF i By: MEM NorthStar 20 DECLARATION DRIVE Date: 12/19/02 ENGINEERING CHICO, CA 95973 Job No: 8046 530-893-1600 Page 2 3 of FAX 530-893-2113 SHEAR WALL LINE C: (TOP-tFLOOR) (CONTINUED) UPLIFT FORCE (Fuplift) = v * Hwall = 2.54 K DOWNWARD FORCE RESISTING UPLIFT (-Fdwn) = 2 / 3 * (15'* Lsw / 2 * DL + (Lsw / 2 + 2') * Hwall * Dlwext) Fdwn = 0.62 K NET UPLIFT FORCE = Fuplift - Fdwn = 1.92 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 = (V / L) * L1 = 1.15 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) _ -0.14 K DSF3 = v * Lsw1 - (V / L) * (L1 + Lsw1 + 1-2) -0.61 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 0.98 K DSF5 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) = 0.00 K DSF6 = v' (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.00 K DSF7 = v' (Lsw1 + Lsw2 + Lsw3) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 +'L3 + Lsw3 + L4) = 0.00 K DSF8 = v' (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L)(L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.00 K DSF9 = v' (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) ' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v ' (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE = 1.15 K MIN. DRAG STRUT FORCE _ -0.61 K USE: SHEAR WALL NO. 2 MSTC40 STRAP HOLDOWN W/ 36-16d SINKERS 9N/2 -2X STUDS (APPLIED VERTICALLY) LSTA36 STRAP AT ALL TOP PLATE SPLICES By: MEM . NOrthStar 20 DECLARATION DRIVE Date: 12/19/02 ENGINEERING CH ICO, CA 95973 Job No: 8046 530-893-1600 Page 2.4 of FAX 530-893-2113 SHEAR WALL LINE C: (BOTTOM FLOOR) INDICATES LENGTH OF DIAPHRAGM INDICATES SHEAR WALL 'WITHOUT SHEAR PANEL, TYP. PANEL SECTION, TYP. L1 �, Lsw1 [ L2 ,Lsw2 [ L3 [Lsw3 I L4 �, Lswj L5 [Lsw5 L L6 I. L1. = 1 FT Lsw1 = 6 FT 0.117 L2 = 3 FT Lsw2 = 8 FT TRIB. AREA OF ROOF DIAPHRAGM FOR SEISMIC (AREAs2) = L3 = 3.5 FT' Lsw3 = 6 FT / L4 = 6 FT Lsw4 = 3.5 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = L5 = 44 FT Lsw5 = 0 FT 0.01 KSF L6 = 0 FT Wflr1 = 50.88 K TRIB. WT. OF 2nd FLR: SHEAR WALL (Wflr2) = TOTAL LENGTH OF WALL (L) = 81 FT LENGTH OF SHEAR WALL THAT STACKS FROM SECOND FLOOR = 3.5 FT LATERAL SEISMIC FORCE ON WALL (Vs) = K * (Wflr1 + Wflr2) = 8.91 K LATERAL WIND FORCE ON WALL (Vw) = (AREAw1 * P1 + Vw2) = 7.07 K LATERAL FORCE THAT GOVERNS (V) = 8.91 K SEISMIC GOVERNS WHERE CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.117 TRIB. AREA OF FLOOR DIAPHRAGM FOR SEISMIC (AREAs1) = 663 FT^2 DEAD LOAD OF FLOOR DIAPHRAGM (DL1) = 0.013 KSF TRIB. AREA OF ROOF DIAPHRAGM FOR SEISMIC (AREAs2) = 946 KSF DEAD LOAD OF ROOF & FLOOR DIAPHRAGM (DI -2) = 0.027 FT^2 ROOF DEAD LOAD OF DIAPHRAGM (Dlroof) = 0.014 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 87 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 65 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 11 FT DEAD LOAD OF WALLS EXTERIOR (Dlwext) = 0.01 KSF DEAD LOAD OF WALLS INTERIOR (Dlwint) = 0.01 KSF TRIB. WT. OF 1st FLR. WALL (Wflr1) = AREAs1*DL1+AREAs2*DL2+Hwall*(Lwext*Dlwext+Lwint*DLwint) Wflr1 = 50.88 K TRIB. WT. OF 2nd FLR: SHEAR WALL (Wflr2) = 25.32 K LATERAL WIND FORCE FROM 2nd FLR. (Vw2) = 3.62 K TRIBUTARY WALL AREA FOR WIND (AREAw1) = 173 FT^2 WIND PRESSURE (P1) = 0.0200 KSF LATERAL FORCE PER UNIT LENGTH (v) = V / (Lswi + Lsw2 + Lsw3 + Lsw4 + Lsw5) IV= 0.379 KLF By: MEM NOrthStar Date: : 80402 ENGINEERING Job No: 8046 Page 2 ! of SHEAR WALL LINE C: (BOTTOM FLOOR) (CONTINUED) UPLIFT FORCE (Fuplift) = v * Hwall = 4.17 K UPLIFT FORCE FROM SECOND FLOOR (Fupflr2) = 2.54 K 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2/3*(Lsw/2*(0'*DL+O'*Dlroof)+Lsw/2*Hwall*Dlwext) Fdwn = 0.13 K ' NET UPLIFT FORCE = Fuplift + Fupflr2 - Fdwn = 6.58 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 (V / L) * L1 = 0.11 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) = 1.50 K DSF3 = v * Lsw1 - (V / L) * (L1 + Lsw1 + L2) = 1.17 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 3.33 K DSF5 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + 1-3) = 2.94 K DSF6 = v * (Lswi + Lsw2 + Lsw3) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 4.56 K DSF7 = v * (Lsw1 + Lsw2 + Lsw3) - (V / L) * (L1 +-Lsw1 + L2 + Lsw2 + L3'+ Lsw3 + L4) = 3.90 K DSF8 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8= 4.84 K DSF9 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / Q * (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v * (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / L)(L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K MAX. DRAG STRUT FORCE = 4.84 K MIN. DRAG STRUT FORCE _ / 0.00 K USE: SHEAR WALL NO. 3/ PHD8 HOkDOWN ON 4X POST WI SSTB34 A.B. PHD5 MOLDOWN ON 2- 2X WIT ERE HOLDOWNS DO NOT STACK MSTC66 STRAP AT ALL TOP PLA PLICE By: MEM Date: 12/19/02 Job No: 8046 Page -Z& of SHEAR WALL LINE D: INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. NorthStar 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L1 Lsw1 L2 Lsw2 L3 sw3 L4 L LswA L5 LLsw5 L L6 180 FT^2 i DEAD LOAD OF DIAPHRAGM (DL) = DLroof + DI -floor = Cl LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 38 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 10 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 9 FT i DEAD LOAD OF WALLS EXTERIOR (Dlwint) = 0.01 KSF I , L1 = 12 FT Lsw1 = 3.42 FT/ L2 = 14.58 FT Lsw2 = 0 FT L3 = 0 FT Lsw3 = 0 FT L4 = 0 FT Lsw4 = 0 FT L5 = 0 FT Lsw5 = 0 FT L6 = 0 FT TOTAL LENGTH OF WALL (L) = 30 FT SHORTEST LENGTH OF SHEAR WALL = 3.42 FT \ LATERAL SEISMIC FORCE ON WALL (Vs) = K " W = 0.82 K LATERAL WIND FORCE ON WALL (Vw) = AREAw * P = 0.52 K LATERAL FORCE THAT GOVERNS (V) = 0.82 K SEISMIC GOVERNS WHERE CONSTANT FOR.SEISMIC CALCULATIONS (K) = 0.117 TRIBUTARY AREA OF DIAPHRAGM FOR SEISMIC (AREAs) = 180 FT^2 i DEAD LOAD OF DIAPHRAGM (DL) = DLroof + DI -floor = 0.027 KSF LENGTH OF TRIBUTARY WALLS EXTERIOR (Lwext) = 38 FT LENGTH OF TRIBUTARY WALLS INTERIOR (Lwint) = 10 FT HEIGHT OF TRIBUTARY WALLS (Hwall) = 9 FT i DEAD LOAD OF WALLS EXTERIOR (Dlwint) = 0.01 KSF I , DEAD LOAD OF WALLS INTERIOR (Dlwext) = 0.01 KSF TRIB. WEIGHT OF SHEAR WALL (W) = AREAs' DL + (Hwall / 2) ' (Lwext' Dlwext + Lwint * DLwint) j W = 7.02 K TRIBUTARY WALL AREA FOR WIND (AREAw) = 26 FT^2 j WIND PRESSURE (P) = 0.0200 KSF i By: MEM Date: 12/19/02 Job No: 8046, Page Z% of SHEAR WALL LINED: NorthStar ENGINEERING (CONTINUED) LATERAL FORCE PER UNIT LENGTH (v) = V / (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) IV= 0.240 KLF UPLIFT FORCE (Fuplift) = v * Hwall = 2.16 K 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 I DOWNWARD FORCE RESISTING UPLIFT (Fdwn) = 2 / 3 * (0' * Lsw1 / 2 * DL + Lsw / 2 * Hwall * Dlwext) Fdwn = 0.10 K a NET UPLIFT FORCE = Fuplift - Fdwn = 2'.06 K HOLDOWN REQUIRED DRAG STRUT FORCE DSF1 = (V / L) * L1 = 0.33 K DSF2 = v * Lsw1 - (V / L) * (L1 + Lsw1) = 0.40 K DSF3 = v * Lsw1 - (V / L) * (L1 + Lsw1 + 1-2) = 0.00 K DSF4 = v * (Lsw1 + Lsw2) - (V / L) * (L1 + Lsw1 + L2 + Lsw2) = 0.00 K DSF5=v'(Lsw1 +Lsw2)-(V/L)*(Ll +Lsw1 +L2+Lsw2 +L3)= 0.00 K DSF6 = v * (Lsw1 + Lsw2 + Lsw3),- (V / L) ' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3) = 0.00 K DSF7 = v' (Lsw1 + Lsw2 + Lsw3) - (V / L)' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4) = 0.00 K DSF8 = v' (Lsw1 + Lsw2 + Lsw3 + Lsw4) - (V / L) ' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) DSF8 = 0.00 K DSF9 = v ' (Lsw1 +. Lsw2 + Lsw3 + Lsw4) - (V / L)' (L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) DSF9 = 0.00 K DSF10 = v' (Lsw1 + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (V / L)(L1 + Lsw1 + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) DSF10 = 0.00 K ' MAX. DRAG STRUT FORCE = 0.40 K MIN. DRAG STRUT FORCE _ .00 K USE: SHEAR ALL NO. 2 . PHD OLDOWN ON 2-:2X WITCSi'lr,;B2�O A.B.LSTA36 STRAP AT ALL TOP PLATE CES BY: DATE: JOB N0: 0)0.4(0 PAGE 2 Qj OF NorthStar Civil Engineers • Planners - Surveyors 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 ' FAX 530-893-2113 SHEAR WALL SCHEDULE SHEAR WALLIQ 0 Q ® A 0 A ALLOWABLE LOAD/FOOT 208 304 392 512 608 784 940 PLYWOOD 1, 2, 8 3/8" 3/8"3/811 3/8" 3/8"CDX 3/8"CDX 3/8"CDX CDX CDX CDX CDX 2 SIDES 2 SIDES 2 SIDES EDGE NAILING 4 8d o 6" 8d 0 4" 8d 0 3" 3 8d 0 2" 3 8d 0 4" 3 8d 0 3" 3 IOd is V13 FIELD NAILING 4 8d 0 12" 8d 0 12" 8d 0 12" 8d 0 12" 8d 0 12" 8d 0 12" IOd ia 12" FOUNDATION SILL 5 PLATE THICKNESS 2X 2X 2X 2X 3X 3X 3X CLIP, BLOCK6 L550 L550 L590 L590 L590 L590 L590 TO PLATE 0-24" 0' 16" 0 20" to 14" 0 12" 01011 ga 8" 5/8,10 5/8,10 5/8" m 5/8,10 5/8,10 5/8,10 5/8110 ANCHOR BOLT 48" o.c. 34" o.c. 101 oz. 12" o.c. 26" o.c. 20" oz. 18" OZ. SPACING 1/2" 0 1/2" 0 1/2110 1/2110 1/2" 0 - 1/2" 0 1/2" 0 34" o.c. 24" o.c. II" o.c. 8" o.c. 18" o.c. 14" o c. II" o.c. RETROFIT ANCHOR `� 12FB05x10 RFBs5xl0 RFBs5x10 RFB#5xl0 RFB05xl0 RFB#5xl0 RFB#5x10 BOLT SPACING 48" oz. 42" o.c. 16". o.c. 12110.c. 26" o c. 20" o.c. 18" o.c. NOTES: 1. OVER DOUGLAS FIR STUDS A 16" O.C., HEM -FIR TOP PLATES ARE OKAY 2. ALL PANEL EDGES BACKED WITH 2 -INCH NOMINAL OR WIDER FRAMING U.O.N. 3. ALL VERTICAL 5TUD5 RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL BE APPLIED OVER 3-INCH'NOMINAL OR WIDER FRAMING WITH NAILS STAGGERED. 4. NAILS SHALL BE SINKERS. 1F MACHINE NAILS ARE USED, NAILS WITH A PARTIAL HEAD ARE NOT PERMITTED. 5. PRESSURE TREATED HEM FIR SILLS REQUIRED, 6. SIMPSON MANUFACTURED CLIPS AT 24" O.C. FOR ENTIRE BALANCE OF WALL LINE. "BLOCK" MAY BE TRUSS CHORD OR RAFTER PER DETAIL. i. ANCHOR BOLTS SHALL HAVE A MINIMUM 2" X 2" X 3/16" THICK PLATE WASHER. 8. OSB WITH ALLOWABLE STRESS AND THICKNESS EQUIVALENT TO SPECIFIED PLYWOOD MAY BE SUBSTITUTED FOR 3/8" CDX WHERE OCCURS. 0513SHALL BE RATED FOR EXTERIOR USE. 9. FOR ANCHOR BOLTS REQ'D IN RETROFIT SITUATIONS, SEE NOTE 6-3 ON SHEET 5-1. By: MEM Date: 12/19/02 Job No: 8046 Page 2 q of NorthStar ENGINEERING FLOOR JOIST AT SECOND FLOOR LIVING AREA & BEDROOMS MAXIMUM FLOOR TRIBUTARY WIDTH (Wtribfloor) = 1.33 FT MAXIMUM CEILING TRIBUTARY WIDTH (Wtribceiling) 14.335 FT MAXIMUM SPAN LENGTH (Lspan) = 16 FT. UNIFORM DEAD LOAD (wDL) = DL * Wtrib = 17 PLF UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 53 PLF 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 w Lspan CONCENTRATED LOAD FROM CEILING (P) = ((DLceiling + LLceiling) * Wtribceiling + 9'* 10psf) * Wtribfloor P = 406 LBS WHERE DLfloor = 13 PSF DI -ceiling = 5 PSF LLfloor = 40 PSF LLceiling = 10 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) USE: 14" BCI 450 FLOOR JOIST AT 16" O.C. FLOOR JOIST AT SECOND FLOOR ABOVE GARAGE (FUTURE LIVING AREA) MAXIMUM FLOOR TRIBUTARY WIDTH (Wtribfloor) = MAXIMUM SPAN LENGTH (Lspan) = 24 FT UNIFORM DEAD LOAD (wDL) = DL * Wtrib = UNIFORM LIVE LOAD (wLL) = LL * Wtrib = WHERE w 1.33 FT 17 PLF Lspan 53 PLF DI -floor = 13 PSF LLfloor = 40 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) USE: 14" BCI 90XL FLOOR JOIST AT 16" O.C. BEAM AT ROOF RIDGE OVER GARAGE - BM1 w MAXIMUM TRIBUTARY WIDTH (Wtrib) 12 FT MAXIMUM SPAN LENGTH (Lspan1) = 23.5 FT MAXIMUM SPAN LENGTH (Lspan2) = 9.5 FT Lspan1 Lspan2 UNIFORM DEAD LOAD (wDL) = DL * Wtrib = 168 PLF UNIFORM LIVE LOAD (wLL) = LL * Wtrib = WHERE 192 PLF DL = 14 PSF LL = 16 PPF DESIGN ANALYSIS: (SEE COMPUTER SH T ON PAGES THAT FOLLOW) USE: 51/4"X16" VERSA -LAM �5 Yx-_� 1 wN vIoP-tsLr tier s By: MEM NOrthStar Date: 12/19/02 ENGINEERING Job No:: 804 8046 Page ?)p of' BEAM AT GARAGE DOOR - BM2 MAXIMUM TRIBUTARY WIDTH (Wtrib) = 2 FT MAXIMUM SPAN LENGTH (Lspan) = 16.5 FT UNIFORM DEAD LOAD (wDL) = DL' Wtrib + 10psf * 12'= 148 PLF UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 32 PLF CONCENTRATED LOAD (P) = (wDL + wLL) * Lspan1 / 2 = 4230 LBS WHERE 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 P w Lspan DL= 14 PSF wDL = 168 PLF Lspan1 = 23.5 FT LL = 16 PSF wLL = 192 PLF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) .r USE: 5 1/8"X15" 24F -V4 GLU-LAM PL A+6 S 1- VW Cj,/Z 11 iC /Z'� Vea /A CA BEAM AT SECOND FLOOR MASTER BATHROOM - BM3 w MAXIMUM TRIBUTARY WIDTH (Wtrib) = 15.34 FT MAXIMUM SPAN LENGTH (Lspah) = 8 FT ZI UNIFORM DEAD LOAD (wDL) = DL * Wtrib = 215 PLF Lspan UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 245 PLF WHERE DL = 14 PSF LL = 16 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) USE: 6X` 10 DOUGLAS FIR LARCH BEAM AT SECOND FLOOR BEDROOM #2 - BM4 & BM5 w MAXIMUM TRIBUTARY WIDTH-(Wtrib) = 15.34 FT MAXIMUM SPAN LENGTH (Lspan) = 6 FT UNIFORM DEAD LOAD (wDL) = DL * Wtrib = 215 PLF Lspan UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 245 PLF WHERE DL = 14 PSF LL = 16 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) USE: 6�OUGLAS FIR LARCH #1 �c 12 By: MEM NOrthStar 20 DECLARATION DRIVE Date: 12/19/02 ENGINEERING CH ICO, CA 95973 Job No:. 8046 530-893-1600 Page of FAX 530-893-2113 BEAM AT CENTER OF FAMILY ROOM - BM6 w MAXIMUM TRIBUTARY WIDTH (Wtrib) = 14.34 FT MAXIMUM SPAN LENGTH (Lspan) _ 18.5 FT UNIFORM DEAD LOAD (wDL) =.DL * Wtrib-= 186 PLF Lspan UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 573 PLF WHERE DL = 13 PSF LL = 40 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET. ON PAGES THAT FOLLOW) USE: BOISE CASCADE 5 1/4"X14" VERSA -LAM BEAM AT ENTRY - BM7 w MAXIMUM TRIBUTARY WIDTH (Wtrib) = 6 FT MAXIMUM SPAN LENGTH (Lspan) = 12.5 FT UNIFORM DEAD LOAD (wDL) = DL,* Wtrib = 78 PLF Lspan UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 240 PLF WHERE DL=- 13 PSF LL = 40 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) USE: BOISE CASCADE 3 1/2"X14"VERSA-LAM BEAMS SUPPORTING ENTRY "BM7" - BM8 & BM9 P w MAXIMUM TRIBUTARY WIDTH (Wtrib) = 2 FT MAXIMUM SPAN LENGTH (Lspan) = 12 FT UNIFORM DEAD LOAD (wDL) = DL * Wtrib = 26 PLF Lspan UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 80 PLF CONCENTRATED LOAD (P) = (wDL7 + wLL7) * Lspan7 / 2 = 1987.5 LBS WHERE DL= 13 PSF wDL7 = 78 PLF Lspan7 = 12.5 FT LL = 40 PSF. wLL7 = 240 PLF DESIGN ANALYSIS: (SEE COMPUTERSHEET ON PAGES HAT FOLLOW) USE: BOISE. CASCADE 3 1/2 X14" VERSA -LAM 9 By: MEM NOrthStar 20 DECLARATION DRIVE Date: 12/19/02 CHICO, CA 95973 Job No: 8046. ENGINEERING 530-893-1600 Page . 32 of FAX 530-893-2113 BEAM BETWEEN DINING ROOM AND SITTING ROOM - BM10 w MAXIMUM TRIBUTARY WIDTH (Wtrib) = 14.335 FT MAXIMUM SPAN LENGTH (Lspan) = 12 FT UNIFORM DEAD LOAD (wDL) = DL * Wtrib = 186 PLF Lspan �. UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 573 PLF WHERE DL= 13 PSF LL = 40 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES AT FOLLOW) USE: BOISE CASCADE 3 1/2"X14" VERSA -LAM BEAM AT FAMILY ROOM SLIDING GLASS DOOR - BM11_ P I w MAXIMUM ROOF TRIBUTARY.WIDTH (Wtribroof) =' 15.335 FT v ♦ v v MAXIMUM FLOOR TRIBUTARY WIDTH (Wtribfloor) =1 9 FT MAXIMUM SPAN LENGTH (Lspan) = 12.5 FT Lspan UNIFORM DEAD LOAD (wDL) = DLroof * Wtribroof.+ DI -floor * Wtribfloor + 10psf * 10'= 199 PLF UNIFORM LIVE LOAD (wLL) = LLroof * Wtribroof + LLfloor * Wtribfloor = 613 PLF CONCENTRATED LOAD FROM ROOF BEAM (P) = (wDL4 + wLL4) * Lspan4 / 2 = 1380.15 LBS CONCENTRATED LOAD FROM SHEARWALL HOLDOWNS (Psw) = 2056.66 LBS WHERE DLroof = 14 PSF wDL4 = 215 PLF Lspan4 = LLroof = 16 PSF wLL4 = 245 PLF DLfloor = 13 PSF LLfloor = 40 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) USE:, BOISE CASCADE 5 1/4"X11 7/8" VERSA -LAM 6 FT By: MEM Date: 12/19/02 Job No: 8046 Page Z�3 of NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 BEAM BETWEEN KITCHEN AND NOOK - BM12 P I w MAXIMUM ROOF TRIBUTARY WIDTH (Wtribroof) = 15.335 FT v v v v MAXIMUM FLOOR TRIBUTARY WIDTH (Wtribfloor) = 9 FT MAXIMUM SPAN LENGTH (Lspan) = 16` 5 FT Lspan UNIFORM DEAD LOAD (wDL) = DLroof * Wtribroof + DLfloor * Wtribfloor + 10psf * 10'= 199 PLF UNIFORM LIVE LOAD (wLL) = LLroof * Wtribroof + LLfloor * Wtribfloor = . 613 PLF CONCENTRATED LOAD FROM ROOF BEAM (P) = (wDL4 + wLL4) * Lspan4 / 2 = 1380.15 LBS CONCENTRATED LOAD FROM SHEARWALL HOLDOWNS (Psw) = 2056.66 LBS WHERE DLroof = 14 PSF wDL4 = . 215 PLF Lspan4 = 6 FT LLroof = 16 PSF wLL4 = 245 PLF DLfloor = 13 PSF LLfloor = 40 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) USE: BOISE CASCADE 51/4"X14" VERSA -LAM BEAM BETWEEN DINING ROOM & SCREENED PORCH - BM13 P I w MAXIMUM ROOF TRIBUTARY WIDTH (Wtribroof) = 15.335 FT v ♦ v v MAXIMUM FLOOR TRIBUTARY WIDTH (Wtribfloor).= 9 FT Ll 0 MAXIMUM SPAN LENGTH (Lspan) = 8.5 FT - Lspan UNIFORM DEAD LOAD (wDL),= DLroof * Wtribroof + DLfloor * Wtribfloor + 10psf * 10'= 199 PLF I UNIFORM LIVE LOAD (wLL) = LLroof * Wtribroof + LLfloor * Wtribfloor = 613 PLF CONCENTRATED LOAD FROM ROOF -BEAM (P) = (wDL3 + wLL3) * Lspan3 / 2 = 1840.2 LBS CONCENTRATED LOAD FROM SHEARWALL HOLDOWNS (Psw) = 2056.66 LBS WHERE DLroof = 14 PSF wDL3 = 215 PLF Lspan3 = 8 FT LLroof = 16 PSF wLL3 = 245 PLF DLfloor = 13 PSF LLfloor = 40 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES TH T FOLLOW) ., USE: BOISE CASCADE 5 1/4 X117/8" VERSA -LAM By: MEM NorthStar 20 DECLARATION DRIVE Date: 12/19/02 ENGINEERING CHICO, CA 95973 Job No: 8046 530-893-1600 Page 3.4. of FAX 530-893-2113 BEAM AT BACKYARD PORCH - BM14 & BM15 w MAXIMUM TRIBUTARY WIDTH (Wtrib) = 7 FT MAXIMUM SPAN LENGTH (Lspan) 17.5 FT UNIFORM DEAD LOAD (wDL) = DL * Wtrib + 20plf =' 118 PLF Lspan UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 112 PLF WHERE DL = 14 PSF LL = 16 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET. ON PAGES THAT FOLLOW) USE: . 6X12 DOUGLAS FIR LARCH #1 RAFTERS SUPPORTING DORMER OVER GARAGE - BM16 THRU BM19 MAXIMUM TRIBUTARY WIDTH (Wtrib) = 4.5 FT MAXIMUM SPAN LENGTH (Lspan) = 12 FT UNIFORM DEAD LOAD (wDL) = DL * Wtrib + 10psf * 5'= 113 PLF UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 72 PLF WHERE DL= 14 PSF LL = 16 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) USE: TRIPLE 2X8 DOUGLAS FIR LARCH #2. w Lspan NorthStar Engineering 20 Declaration Drive 530-893-1600 Title : Dsgnr: MEM Description : Date: Job # 8046 2 Scope Page J lRev: 510001 Timber Beam & Joist ' Description Beams1 A ( -At SIDE Timber Member Information 1 1 Results Ratio = BM1 BM2 BM3 BM4 & BM5 BM6 BM7 BM8 & BM9 Timber Section in-kl LVL:5.250x 5.125x15.0 6x10 6x10 LVL:5.250x LVL:3.500x LVL:3.500x Beam Width in 5.250 5.125 5.500 5.500 5.250 3.500 3.500 Beam Depth in 16.000 15.000 9.500 9.500 14.000 14.000 14.000 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade ft ( � se Cascade, Vers. Blas Fir, 24F • bOouglas Fir • Larch,Douglas Fir • Larchpise Cascade, Vermis Cascade, VersBoise �� Cascade, Versa Fb - Basic Allow psi 2,800.0 2,400.0 165.0 1,350.0 85.0 1,350.0 85.0 2,800.0 285.0 2,800.0! 285.0 2,800.0 Fv - Basic Allow psi - 285.0 126.1 49.6 46.2 Fv : Allowable psil 285.0 Elastic Modulus ksi 2,000.0 1,800.0 1,600.0 1,600.0 2,000.0.1'2,000.0 2,000.0,/ Load Duration Factor I 1.000 -1.000 1.000 1.000 1.000 1.000 1.000 Member Type Glul-am Sawn Sawn @ Left End DLlbs' Sawn Sawn Repetitive Status 860.00 No No No No No - No No Center Span Data . 735.00 5,300.25 1,500.00 480.00 Max. DL+LL lbs 4,230.00 Span ftJ 23.50 16.50 8.00 6.00 18.50 12.50 12.00 Dead Load #/ft 168.00 148.00 215.00 215.00 186.00 78.00 26.00 Live Load #/ft '192.00 32.00 245.00 245.00 573.00 240.00 80.00 Point#1 DL lbs 1,380.00 6,300.00 1,987.50 1,630.00 Deflections • ' 1,988.00 LL lbs @ X ft 8.250 6.000 Results Ratio = 0.4755 0.8355 0.5021 0.3468 0.8114 0.2328 0.2951 Mmax @ Center in-kl 298.21 385.36 44.16 24.84 389.65 74.53 94.46 @ X = ft 11.75 8.25 4.00 3.00 9.25 6.25 6.00 fb : Actual psi 1;331.3 2,005.1. 533.8 300.3 2,272.0 651.9 826.2 Fb : Allowable psil 2,800.0 2,400.0 1,350.0 1,350.0 2,800.0 2,800.0 2,800.0 Location ft ( i Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psis 67.1 86.3 42.7 29.5 126.1 49.6 46.2 Fv : Allowable psil 285.0 165.0 85.0 85.0 285.0 285.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DLlbs' 1,974.00 4,371.00 860.00 645.00 1,720.50 487.50 1,150.00 LL lbs) 2,256.00 264.00 980.00 735.00 5,300.25 1,500.00 480.00 Max. DL+LL lbs 4,230.00 4,635.00 1,840.00 1,380.00 7,020.75 1,987.50 1,630.00 @ Right End DL lbs 1,974.00 4,371.00 860.00 645.00 1,720.50 487.50 1,150.00 LL lbs) 2,256.00 264.00 980.00 735.00 5,300.25 1,500.00 480.00 Max. DL+LL lbs 4,230.00 4,635.00 1,840.00 1,380.00 7,020.75 1,987.50 1,630.00 Deflections • ' Center DL Defl in I -0.322 -0.488 -0.032 -0.010 -0.204 -0.027 -0.085 L/Defl Ratio876.7 405.9 3,046.3 7,220.9 1,087.4 5,603.8 1,697.3 Center LL Defl in I -0.368 -0.021 -0.036 -0.011 -0.629 -0.082 4023 L/Defl Ratio 767.1 9,626.5 2,673.3 6,336.7 353.0 1,821.3 6,175.6 Center Total Defl in j -0.689 -0.508 -0.067 -0.021 -0.833 -0.109 -0.108 Location ft ( 11.750 8.250 4.000 3.000 9.250 6.250 6.000 L/Defl Ratio ( 409.1 - 389.5 1,423.8 3,375.0 266.5 1,374.5 1,331.4 NorthStar Engineering 20 Declaration Drive 530-893-1600 Page Rev: 510001 Description Beams2 Timber Member Information Title : Dsgnr: MEM Description : Scope : Timber Beam & Joist Date: Job # 8046 Point #1 DL lbs BM10 BMll BM12 BM12 BM13 BM14 & BM15 16 THRU BM19 Timber Section lbs LVL:3.500x LVL:5.250x LVL:5.250x LVL:5.250x LVL:5.250x 6x12 3-2x8 Beam Width in 3.500 5.250 5.250 5.250 5.250 5.500 4.500 Beam Depth in 14.000 11.875 14.000 14.000 11.875 11.500 7.250 Le: Unbraced Length ft 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 Timber Grade UDefl Ratio se Cascade, Versa se Cascade, Versaise Cascade, Versa)ise Cascade, Versa)ise Cascade, VersaDouglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 2,800.0 2,800.0 2,800.0 2,800.0' 2,800.0 1,350.0 875.0 Fv - Basic Allow psi 285.0 285.0 285.0 285.0 0 285.0 85.0 95.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 2,000.0 2,000.,0 ' 1,600.0 1,600,0 Load Duration Factor Shear OK 1.000 1.000 1.000 1.150 1.000 1.000 1.000 Member Type 4.080 8.750 6.000 @ Left End DLlbs 1,116.00 Sawn Sawn Repetitive Status 4,055.04 No No No No No No No Center Span Data 2,605.25 980.00 432.00 Max. DL+LL lbs 4,554.00 6,793.50 8,455.36 Span ft 12.00 12.50 16.50 16.50 8.50 17.50 12.00 Dead Load #/ft 186.00 199.00 199.00 199.00 199.00 118.00 113.00 Live Load #/ft 573.00 613.00 613.00 613.00 613.00 112.00 -. 72.00 Point #1 DL lbs LL lbs @X ft Point #2 DL lbs' LL lbs @X ft Point #3 DLlbs 419.59 LL lbs @X ft 1,380.00 1,380.00 1,380.00 6.250 3.000 3.000 2,057.00 1,380.00 1,380.00 6.250 9.000 9.000 319.20 419.59 1,726.00 126.57 105.66 9.000 1,840.00 1.500 2,057.00 1.500 Results Ratio = 0.5121 0.9239 0.8738 0.9122 0.4947 0.6456 0.8911' Mmax @ Center in -k' 163.94 319.20 419.59 503.76 126.57 105.66 39.96 @ X = ft 6.00 6.25 8.71 8.98. 3.40 8.75 6.00 fb : Actual psi 1,433.9 2,586.9 2,446.6 2,937.4 1,025.8 871.5 1,013.7 Fb : Allowable psi 2,800.0 2,800.0 2,800.0 3,220.0 2,800.0 1,350.0 1,137.5 UDefl Ratio 1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi) 112.6 144.9 154.0 170.0 141.0 42.8 46.1 Fv :Allowable . psi 285.0 285.0 285.0 327.8 285.0 85.0 95.0 Center Total Defl in Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions It 6.000 6.250 8.184 8.250 4.080 8.750 6.000 @ Left End DLlbs 1,116.00 2,962.25 3,398.11 4,182.66 4,055.04 1,032.50 678.00 LL lbs ( 3,438.00 3,831.25 5,057.25 5,057.25 2,605.25 980.00 432.00 Max. DL+LL lbs 4,554.00 6,793.50 8,455.36 9,239.91 6,660.29 2,012.50 1,110.00 @ Right End DL lbs 1,116.00 2,962.25 2,645.39 3,586.84 1,533.46 1,032.50 678.00 Ll lbs 3,438.00 3,831.25 5,057.25 5,057.25 2,605.25 980.00 432.00 Max. DL+LL lbs 4,554.00 6,793.50 7,702.63 8,644.09 4,138.70 2,012.50 1,110.00 Deflections Center DL Defl in -0.054 -0.240 -0.279 -0.393 -0.046 -0.223 -0.231 UDefl Ratio 2,656.2 626.2 710.8 503.4 2,208.2 940.6 624.5 Center LL Defl in -0.167 -0.230 -0.426 -0.426 -0.049 -0.212 -0.147 UDefl Ratio 862.2 652.7 465.0 465.0 2,075.9 991.0 980.2 Center Total Defl in -0.221 -0.469 -0.704 -0.819 -0.095 -0.435 -0.377 Location It 6.000 6.250 8.184 8.250 4.080 8.750 6.000 UDefl Ratio 650.9 319.6 281.1 241.7 1,072.4 482.6 381.5 By: MEM NorthStar Date: 12/19/02 Job No: 8046 ENGINEERING Page 3-7 Of TYPICAL FOOTING UNDER GLU-LAM OR VERSA -LAM BEAMS MAXIMUM REACTION (P)-=. 7K CHECK SOIL BEARING (q) = P'/ (W ; L) = 0.93 K < WHERE WIDTH OF,FOOTING (W) = 2.75 FT LENGTH'OF FOOTING (L) = 2.75 FT USE: 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 1 K OK 2.75 FT WIDE 2.75 FT LONG 1 FT THICK W/ 4- #4 REBAR EACH WAY AT BOTTOM OF FOOTING FOOTING UNDER INTERSECTIONS OF BM11 & BM12 AND BM12 & BM13 MAXIMUM REACTION (P) = 15.8 K CHECK SOIL BEARING (q) = P / (W " L) = 0.75 K < 1 K WHERE .WIDTH OF FOOTING (W) = 3.5 FT LENGTH OF FOOTING (L) = 6 FT USE: 3.5 FT WIDE 6 FT LONG 1 FT THICK W/ 6- #4 LONGITUDINALLY & 9- #4 TRANSVERSE AT BOTTOM FOOTING UNDER BM1 & BM6 AT LINE 3 MAXIMUM REACTION (P) = 7 K , CHECK SOIL BEARING (q) = P / (W ' L) = 0.88 K < WHERE WIDTH OF FOOTING (W) = 2 FT LENGTH OF FOOTING (L) = 4 FT USE: OK 1 K OK TWO FOOTING SIDE BY SIDE: 2 FT WIDE 4 FT LONG 1 FT THICK W/ 4- #4 LONGITUDINALLY & 7- #4 TRANSVERSE AT BOTTOM OR ONE COMBINED FOOTING: 4 FT WIDE 6 FT LONG 1 FT THICK W/ 7-#4 LONGITUDINALLY & 1044 TRANSVERSE AT BOTTOM ' By: MEM NorthStar Date: 12/19/02 Job No: 8046 ENGINEERING Page3 g 49- of ?j C/ FOOTING UNDER INTERSECTION OF BM9 & BM10 MAXIMUM REACTION (P) = 6.2 K CHECK SOIL BEARING (q) = P / (W * L) _ 0.46 K < WHERE WIDTH OF FOOTING (W) = 3 FT LENGTH OF FOOTING (L) = 4.5 FT USE: 3 FT WIDE 4.5 FT LONG 1 FT THICK W/ 5- #4 LONGITUDINALLY & 7- #4 TRANSVERSE AT BOTTOM FOOTING UNDER BM8 & BM9 AND END OF BM14 MAXIMUM REACTION (P) 2K CHECK SOIL BEARING (q) = R/ (W * L) = 0.72 K . < WHERE WIDTH OF FOOTING (W) = 1.67 FT LENGTH OF FOOTING (L) = 1.67 FT USE: 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 1 K OK 1.67 FT WIDE 1.67 FT LONG 1 FT THICK W/ 2- #4 REBAR EACH WAY AT BOTTOM OF FOOTING FOOTING UNDER BM1 AT LINE 2 MAXIMUM REACTION (P) = 8.4 K CHECK SOIL BEARING (q) = P / (W * L) = 0.93 K < 1 K WHERE WIDTH OF FOOTING (W) = 3 FT LENGTH OF FOOTING (L) = 3 FT USE: 3 FT WIDE 3 FT LONG 1 FT THICK W/ 4- #4 REBAR EACH WAY AT BOTTOM OF FOOTING N DATE: 5/11/2016 JOB #: 14-B-83392 BY: WJN PAGE: 1 OF 5 W. GILBERT.ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING ANCHOR BOLT CALCULATIONS PROJECT: New Metal Building Foundation Design for Garco Job No. 14-B-83392 LOCATION: 4505 Dayton West Road, Chico, CA 95928 �ofF \ L� P ------------------ OWNER: Brad & Jacqueline Hall t(n JOB NUMBER: 14-B-83392 15 1 /16 DATE: 5/11/2016 tiT C t V l 1_ CAL RISK CATEGORY: II - Normal LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE �� 6 WIND EXPOSURE CATEGORY: C ULTIMATE WIND SPEED: 110 mph v I � SEISMIC DESIGN CATEGORY: D �. SOIL SITE CLASS: D - STIFF SOIL SOIL BEARING: 1500 psf NOTES: *No special inspections are required for engineering elements designed in these calculations. *Anchor bolt calculations are based on the reactions found on page's 19 and 20 of Garco's calculation package for job number 14-B-83392 W Gilbert Engineering is not responsible for these calculations unless this cover sheet is stamped by Wesley Gilbert and wet signed with Red or Blue ink. Any structural or non-structural items that are not specifically addressed in the following calculations (including but not limited to metal building reactions and metal building elements) are designed by others and are not the responsibility of W Gilbert Engineering. BUTTE COUNTY 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020MAY 13 2016 DEVELOPMENT SERVICES 1 5 -0003 DATE: 5/11/2016 ►: r JOB #: 14-B-83392 BY: WJN PAGE: 2 OF 5 W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN 9.1 1.4D ' 9.5 1.21D + 1.0E + 1.O1- + 0.25 9.2 1.21) + 1.61- + 0.5(Lr or S or R) 9.6 0.9D + 1.OW 9.3 1.21) + 1.6(Lr or S or R) + (1.01- or 0.5W) 9.7 0.91) +1.OE 9.4 1.21) +1.OW + 1.O1- + 0.5(Lr or S or R) REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 1 & 3 COLUMN (S): 1 & 3 FRAME LINE (S): A FRAME LINE (S): B VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) D (DEAD) _ L (LIVE) _ Lr (ROOF) _ S (SNOW) _ R (RAIN) _ W (WIND) _ (-) W (WIND) E (SEISMIC) _ (-) E (SEISMIC = 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 JOB #: 14-13-83392 BY: WJN PAGE: 3 OF 5 W. GILBERT EN EE GIN RING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS RESULTS LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN COLUMN (S): 1 & 3 COLUMN (S): 1 & 3 FRAME LINE (S): A FRAME LINE (S): B VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) 9.1 9.2 -Lr 9.2-5 9.2-R 9.3 -Lr, L 9.3 -Lr, W 9.3 -Lr,( -)W 9.3-5, L 9.3-S, W 9.3-5,(-)W 9.3-R, L 9.3-R, W 9.3 -R,( -)W 9.4 -Lt 9.4-5 9.4-F 9.5 9.S -(-)E 9.E 9.6-(-)W 9.7 9.7-(-)E MAXIMUM = MINIMUM = 2.8 0.0 4.8 0.0 2.4 0.0 2.4 0.0 9.9 0.0 9.9 2.7 2.9 -2.5 2.4 0.0 2.4 2.7 -4.6 -2.5 2.4 0.0 2.4 2.7 -4.6 -2.5 4.8 5.4 2.4 5.4 2.4 5.4 4.5 1.3 0.0 0.0 1.8 5.4 -12.3 -5.0 3.9 1.3 -0.6 0.0 9.9 5.4 -12.3 -5.0 .140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 JOB #: 14-B-83392 BY: WJN PAGE: 4 OF S W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN 9.1 1.4D 9.5 1.2D + 1.0E + 1.01- + 0.2S 9.2 1.2D + 1.61- + 0.5(Lr or S or R) 9.6 0.9D + 1.OW 9.3 1.2D + 1.6(Lr or S or R) + (1.OL or 0.5W) 9.7 0.9D +1.OE 9.4 1.2D +1.OW + 1.01- + 0.5(Lr or S or R) REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): FRAME LINE (S): D (DEAD) = L (LIVE) = Lr (ROOF) = S (SNOW) = R (RAIN) _ W (WIND) _ (-) W (WIND) E (SEISMIC) = (-) E (SEISMIC = VERTICAL (KIPS) 1&3 C a HORIZONTAL (KIPS) COLUMN (S): 2 FRAME LINE (S): A & C VERTICAL HORIZONTAL (KIPS) (KIPS) 3.8 0.7 0 0 S.6 1.2 0 0 0 0 0 4.5 -12.1 -7.7 1.2 1 -1.2 -1 140 Yellowstone Drive, Suite 110 Chico, CA 95973 - (530) 809-1315 I Fax: (530) 517-6020 DATE: S/11/2016 JOB #: 14-B-83392 BY: WJN PAGE: S OF S Wo®r, W. GILBERT ENGINEERING ciViL ENGINEERING AND LAND 1;11RVFY1NG LOAD COMBINATIONS RESULTS LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN COLUMN (S): 1 & 3 COLUMN (S): 2 FRAME LINE (S): C FRAME LINE (S): A & C 9.1 9.2 -Lr 9.2-5 9.2-F 9.3-1r, L 9.3 -Lr, W 9.3 -Lr,( -)W 9.3-S, L 9.3-S,% 9.3-5,(-)% 9.3-R, L 9.3-R, % 9.3 -R,( -)UA 9.4 -Li 9.4-! 9.44 9.! 9.5-(-)L 9.E 9.6-(-)" 9.i 9.7-(-)L VERTICAL HORIZONTAL (KIPS) (KIPS) ' MAXIMUM = . 6.3 3.8 MINIMUM = -8.0 0.0 VERTICAL HORIZONTAL (KIPS) (KIPS) 5.3 1.0 7.4 1.4 4.6 0.8 4.6 0.8 13.5 2.8 13.5 6.4 3.8 -3.4 4.6 0.8 4.6 4.4 -5.1 -5.3 4.6 0.8 4.6 4.4 -5.1 -5.3 7.4 8.6 4.6 8.0 4.6 8.0 6.2 2.2 2.9 -0.6 3.4 7.8 -15.9 -11.7 5.1 2.0 1.7 -0.8 13.5 8.6 -15.9 -11.7 R 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 i 9 DATE: 5/11/2016 JOB #: 14-B-83392 BY: WJN PAGE: 1 OF 10 W GILBERT ENGINEERING OPP" CIVIL ENGINEERING/LAND SURVEYING FOUNDATION & FOOTING CALCULATIONS LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE PROJECT: New Metal Building Foundation Design for Garco Job No. 14-B-83392 LOCATION: 4505 Dayton West Road, Chico, CA 95928 OWNER: Brad & Jacqueline Hall 9 `o pRpf- F SS ^� O,y�� JOB NUMBER: 14-B-83392 v DATE: 5/11/2016 16 G P. 2/ 1/16 RISK CATEGORY: II - Normal WIND EXPOSURE CATEGORY: C F CAL ULTIMATE WIND SPEED: 110 mph SEISMIC DESIGN CATEGORY: D SOIL SITE CLASS: D - STIFF SOIL SOIL BEARING: 1500 psf S� (TI :n NOTES: *No special are inspections required for engineering elements designed in these calculations. *Foundation Calculations are based on the reactions found on page 18 of Garco calculation package for job number 14-B-83392 W Gilbert Engineering is not responsible for these calculations unless this cover sheet is BUTTE stamped by Wesley Gilbert and wet signed with Red or Blue ink. COUNTY MAY 13 2016 Any structural or non-structural items that are not specifically addressed in the following calculations (including but not limited to metal building reactions and metal building elements) are' DEVELOPMENT designed by others and are not the responsibility of W Gilbert Engineering. SERVICES ("403 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 F4.(fE- CAGY �P�-rLr 1> �c�1 DATE: 5/11/2016 JOB #: 14-13-83392 BY: WJN PAGE: 2 OF 10 W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING FOUNDATION REINFORCMENT CALCULATIONS THICKNESS OF CONCRETE SLAB = LENGTH OF FOUNDATION (TRANSVERSE STEEL) = WIDTH OF FOUNDATION (LONGITUDINAL STEEL) = CONCRETE VOLUME MIN. AREA OF TRANSVERSE STEEL REQUIRED AREA GRADE 40 GRADE 60 OF STEEL (SI) = 6.000 5.400 MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 #3 54.55 49.09 #4 30.00 27.00 #5 19.35 17.42 #6 13.64 12.27 5.00 INCHES 50 FEET 30.00 FEET 3333.33 YD MIN. AREA OF LONGITUDINAL STEEL REQUIRED AREA GRADE 40 GRADE 60 OF STEEL (SI) = 3.600 3.240 MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 #3 32.73 29.45 #4 18.00 16.20 #S 11.61 10.45 #6 8.18 7.36 TRY 55 - #3 REBAR TRY 33 - #3 REBAR TRANSVERSE STEEL SPACkING = 10.8 LONGITUDINAL STEEL SPACING = 10.7 USE 55 - #3 (GRADE 40) BARS @ 10.8" O.C. USE 33 - #3 (GRADE 40) BARS @ 10.7" O.C. OKAY PER ACI 10.5.4 SPACING <=18 INCHES ON CENTER 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 0 0-0 COLUMN FOOTING LOCATION: JOB #: 14-13-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING ALLOWABLE SOIL BEARING VALUE = lA & 3A 1500 PSF PAGE: 3 OF 10 MINIMUM FOOTING AREA A, min = 1.67 SF Is A, actual > A, minty) A, actual = 1.77 SF YES V,/ MAXIMUM I, MAXIMUM GRAVITY = n Ur 2� (00 2.50 KIPS MAXIMUM UPLIFT= �. %w `O $ 1.20 :KIPS 0+05 THICKNESS OF CONCRETE SL B Cd� �VV } `75 L►� 1'19K 5.00 INCHES AREA OF SLAB USED TO RESIST UPLIFT = 26.66 SQ. FT. CONTINUOUS FTG.? (1=YES, 0=N0) = 1 YES DEPTH OF CONTINUOUS FOOTING = 12.00 INCHES WIDTH OF CONTINUOUS FOOTING = 12.00 INCHES LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = 8.00 FEET FRICTION RESISTANCE PER CBC TABLE 1806.2 = 130.00 PSF FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= -0.50 FEET FOOTING AREA USED FOR FRICTION RESISTANCE _ -2.00 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ -0.26 KIPS MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.3 1/2 DL = 0.15 KIPS FRICTION RESISTANCE USED = 0.00 KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH = 1.33 FEET LENGTH = 1.33 FEET DEPTH (D) = 1.00 FEET GRAVITY CAPACITY = 2.65 KIPS O.K. > 2.50 KIPS UPLIFT CAPACITY = 1.88 KIPS O.K. > 1.20 KIPS CONCRETE VOLUME = 0.07 YD USE: 1.33' x 1.33' x 1.00' DEEP WITH NO HAIRPIN (NO HORIZONTAL FORCES) WITH 2 - #4 (GRADE 40) REBAR LONGITUDINAL STEEL * 5" O.C. 2 - #4 (GRADE 40) REBAR TRANSVERSE STEEL * 5" O.C. * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAYBE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 JOB #: 14-B-83392 BY: WJN PAGE: 4 OF 10 => W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: 1A & 3A t Pu = 1.7P = 2.0 KIPS UPWARD PRESSURE = 1153 PSF UNIFORM LOAD PER FOOT OF FOOTING = 1.15 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING) / 2 = 0.26 KIP -FT. 4/3 Mu = 0.34 KIP -FT. LONGITUDINAL STEEL TRY: 2 - #4 REBAR f'c = 2,500 PSI fy = 40,000 PSI As = 0.40 IN d = 9 IN b = 1.3 FT T = As(fy) = 16.00 KIPS T = C = .85(fc)(b)(a) = 33.9 a .KIPs a= 0.47 0)Mn=0.9*T(d-0.5*a)/12= 10.52 KIP -FT. > 4/3 Mu :. OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 2'- #4 REBAR SPACING = -5.0 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. I HAIRPIN CALCULATIONS MIN. AREA OF STEEL PER FOOTING (Pu FROM ANCHOR BOLT DESIGN) GRADE 40 GRADE 60 SI / FOOTING 0.383 0.345 Pu = 0 KIPS Fu = 40 KSI MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 REQUIRED AREA OF BAR #4 1.92 1.72 0.000 SI #5 1.24 1.11 #6 0.87 0.78 REQUIRED BAR DIAMETER #7 0.64 0.57 0.000 in i #8 0.48 0.48 Use 0- #5 GRADE 60 BA� USE 2 - #4 GRADE 40 BARS 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 COLUMN FOOTING LOCATION: JOB #: 14-13-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING 1B,& 36 I ALLOWABLE SOIL BEARING VALUE = 1500 PSF MINIMUM FOOTING AREA A, min = 4.47 SF Is A, actual > A, min A, actual = 8.53 SF YES MAXIMUM GRAVITY = 6.70 MAXIMUM UPLIFT = 4.80 THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FRICTION RESISTANCE PER CBC TABLE 1806.2 = FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= FOOTING AREA USED FOR FRICTION RESISTANCE _ UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.8 1/2 DL = FRICTION RESISTANCE USED = TRY THE FOLLOWING FOOTING SIZE: ' GRAVITY CAPACITY = 13.19 KIPS UPLIFT CAPACITY = 4.81 KIPS CONCRETE VOLUME = 0.50 YD3 . 5.00 66.00 1 12.00 12.00 8.00 130.00 0.08 7.08 0.92 0.40 0.40 WIDTH = 2.92 LENGTH = 2.92 DEPTH (D) = 1.58 O.K. > 6.70 O.K. > 4.80 PAGE: 5 OF 10 KIPS KIPS INCHES SQ. FT. YES INCHES INCHES FEET PSF FEET SQ. FT. KIPS KIPS KIPS FEET FEET FEET KIPS KIPS USE: ,_ 2.92' x 2.92'. x 1.58' DEEP WITH 1- #6 (GRADE 60) HAIRPIN (4' LONG AT EACH LEG) WITH 2 #7 (GRADE 60) REBAR LONGITUDINAL STEEL * 14.5" O.C. 2 - #7 (GRADE 60) REBAR TRANSVERSE STEEL * 14.5" O.C. * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAYBE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 1 i DATE: 5/11/2016 ►c. COLUMN FOOTING LOCATION JOB #: 14-B-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS 113 & 3B Pu = 1.7P = 8.2 KIPS UPWARD PRESSURE = 957 PSF UNIFORM LOAD PER FOOT OF FOOTING = 0.96 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING 2) / 2 = 1.02 KIP -FT. 4/3 Mu = 1.36 KIP -FT. LONGITUDINAL STEEL TRY: 2 - #7 REBAR f'c = 2,500 PSI fy = 60,000 PSI As = 1.20 INZ d = 16 IN b - 2.9 FT T = As(fy) = 72.00 KIPS T = C = .85(fc)(b)(a) = 74.5 a KIPs a= 0.97 (DMn = 0.9 * T (d - 0.5 * a) / 12 = 83.57 KIP -FT. > 4/3 Mu % CHECK ON CENTER SPACING OF STEEL IN FOOTING: PAGE: 6 OF 10 OKAY FOR: 2 - #7 REBAR SPACING = 14.5 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. HAIRPIN CALCULATIONS -MIN. AREA OF STEEL PER FOOTING (Pu FROM ANCHOR BOLT DESIGN) GRADE 40 GRADE 60 SI / FOOTING 1.329 1.196 Pu = 5.4 KIPS Fu = 60 KSI MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 REQUIRED AREA OF BAR #4 6.64 5.98 0.160 SI #5 4.29 3.86 #6 3.02 2.72 REQUIRED BAR DIAMETER #7 2.21 1.99 0.451 in #8 1.68 1.51 I Use 1- #4 GRADE 60 BAR USE 2 - #7 GRADE 60 BARS 140 Yellowstone Drive, Suite 110 Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 COLUMN FOOTING LOCATION JOB #: 14-13-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING 1C & 3C ALLOWABLE SOIL BEARING VALUE = 1500 PSF MINIMUM FOOTING AREA A, min = 1.87 SF Is A, actual > A, min A, actual = 6.25 SF I YES MAXIMUM GRAVITY = MAXIMUM UPLIFT= THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FRICTION RESISTANCE PER CBC TABLE 1806.2 = FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= FOOTING AREA USED FOR FRICTION RESISTANCE = UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.2 1/2 DL = FRICTION RESISTANCE USED = 2.80 3.10 5.00 36.00 1 12.00 12.00 8.00 130.00 0.17 5.16 0.67 0.10 0.10 TRY THE FOLLOWING FOOTING SIZE: WIDTH = 2.50 LENGTH = 2.50 DEPTH (D) = 1.67 GRAVITY CAPACITY = 9.48 KIPS O.K. > 2.80 UPLIFT CAPACITY = 3.11 KIPS O.K. > 3.10 CONCRETE VOLUME = 0.39 YD PAGE: 7 OF 10 KIPS KIPS INCHES SQ. FT. YES INCHES INCHES FEET PSF FEET SQ. FT. KIPS KIPS KIPS FEET FEET FEET KIPS KIPS USE: 2.50' .x 2.50' x . 1.67' DEEP WITH 1- #4 (GRADE 40) HAIRPIN (4' LONG AT EACH LEG) WITH 2 - #7 (GRADE 60) REBAR LONGITUDINAL STEEL * 12" O.C. 2 - #7 (GRADE 60) REBAR TRANSVERSE STEEL * 12" O.C. * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 COLUMN FOOTING LOCATION r JOB #: 14-B-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS 1C & 3C Pu = 1.7P = 5.3 KIPS UPWARD PRESSURE = 843 PSF UNIFORM LOAD PER FOOT OF FOOTING = 0.84 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING2)/ 2 = 0.66 KIP -FT. 4/3 Mu = 0.88 KIP -FT. LONGITUDINAL STEEL TRY: 1 2 - #7 REBAR f'c = 2,500 PSI' fy = 60,000 PSI As = 1.20 IN d = 17 IN b = 2.5 FT T = As(fy) = 72.00 KIPS T = C = .85(fc)(b)(a) = 63.8 a KIPS a= 1.13 (DMn=0.9*T(d-0.5*a)/12= #6 2.73 2.46 88.97 KIP -FT. > 4/3 Mu CHECK ON CENTER SPACING OF STEEL IN FOOTING: PAGE: 8 OF 10 OKAY FOR: 2 - #7 REBAR SPACING = 1 12.0 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. HAIRPIN CALCULATIONS MIN. AREA OF STEEL PER FOOTING (Pu FROM ANCHOR BOLT DESIGN) GRADE 40 GRADE 60 SI / FOOTING 1.202 1.082 Pu = 3.8 KIPS Fu = 40 KSI MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 REQUIRED AREA OF BAR + #4 6.01 5.41 0.169 SI #5 3.88 3.49 #6 2.73 2.46 REQUIRED BAR DIAMETER i #7 2.00 1.80 0.464 in 1 #8 1.52 1.52 I Use 1- #4 GRADE 40 BAR t USE 2 - #7 GRADE 60 BARS 140 Yellowstone Drive, Suite 110 Chico, CA 95973 - (S30) 809-1315 - Fax: (530) 517-6020 i DATE: 5/11/2016 JOB #: 14-13-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING COLUMN FOOTING LOCATION: (Hi) ALLOWABLE SOIL BEARING VALUE = 1500 PSF MINIMUM FOOTING AREA A, min = 6.27 SF Is A, actual > A, min A, actual = 12.82 SF I YES MAXIMUM GRAVITY MAXIMUM UPLIFT = THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FRICTION RESISTANCE PER CBC TABLE 1806.2 = FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= FOOTING AREA USED FOR FRICTION RESISTANCE = UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ MAX UPLIFT RESISTANCE = 1/2 DL, DL = 1.4 1/2 DL = FRICTION RESISTANCE USED = 9.40 6.40 5.00 75.00 1 12.00 12.00 8.00 130.00 0.42 12.73 1.65 0.70 0.70 TRY THE FOLLOWING FOOTING SIZE: WIDTH = 3.58 LENGTH = 3.58 DEPTH (D) = 1.92 GRAVITY CAPACITY = 19.92 KIPS O.K. > 9.40 UPLIFT CAPACITY = .6.45 KIPS O.K. > 6.40 CONCRETE VOLUME = 0.91 YD PAGE: 9 OF 10 KIPS KIPS INCHES SQ. FT. YES INCHES INCHES FEET PSF FEET SQ. FT. KIPS KIPS KIPS FEET FEET FEET KIPS KIPS USE: 3.58-� x 3.58' x 1.92' DEEP WITH 1- #6 (GR, ►DE 60) HAIRPIN (4' LONG AT EACH LEG) WITH 2 - #9 (G ADE 60) REBAR LONGITUDINAL STEEL * 18" O.C. 2 - #9 ADE 60) REBAR TRANSVERSE STEEL * 18" O.C. * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAYBE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 JOB #: 14-B-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS i COLUMN FOOTING LOCATION: 2A & 2C • Pu = 1.7P = 10.9 KIPS UPWARD PRESSURE = 849 PSF UNIFORM LOAD PER FOOT OF FOOTING = 0.85 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING 2) / 2 = 1.36 KIP -FT. 4/3 Mu = 1.81 KIP -FT. LONGITUDINAL STEEL TRY: I2 - #9 REBAR PC = 2,500 PSI fy = 60,000 PSI As = 2.00 IN d = 20 IN b = 3.6 FT T = As(fy) = 120.00 KIPS T = C = .85(fc)(b)(a) = 91.3 a KIPS a= 1.31 (DMn=0.9*T(d-0.5*a)/12= 2.97 174.44 KIP -FT. > 4/3 Mu :. CHECK ON CENTER SPACING OF STEEL IN FOOTING: I PAGE: 10 OF 10 OKAY FOR: 2 - #9 REBAR SPACING = 1 18.0 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH &CONSERVATIVE. HAIRPIN CALCULATIONS (Pu FROM ANCHOR BOLT DESIGN) Pu = 11.7 KIPS Fu = 60 KSI REQUIRED AREA OF BAR 0.347 SI REQUIRED BAR DIAMETER' 0.664 in Use 1- #6 GRADE 60 BAR ` MIN. AREA OF STEEL PER FOOTING i GRADE 40 GRADE 60 SI / FOOTING 1.980 1.782 MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 #4 9.90 8.91 t #5 6.39 5.75 #6 4.50 4.05 #7 3.30 2.97 #9 1.98 1.78 USE 2 - #9 GRADE 60 BARS 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315Fax: (S30) 517-6020 ,Aa DATE: 5/11/2016 JOB #: 14-B-83392 BY: WJN PAGE: 1 OF 5 W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING ANCHOR BOLT CALCULATIONS PROJECT: New Metal Building Foundation Design for Garco Job No. 14-B-83392 LOCATION: 4505 Dayton West Road, Chico, CA 95928 OWNER: Brad & Jacqueline Hall JOB NUMBER: 14-B-83392 DATE: 5/11/2016 RISK CATEGORY: II - Normal LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE WIND EXPOSURE CATEGORY: C ULTIMATE WIND SPEED: 110 mph SEISMIC DESIGN CATEGORY: D SOIL SITE CLASS: D - STIFF SOIL SOIL BEARING: 1500 psf NOTES: *No special inspections are required for engineering elements designed in these calculations. *Anchor bolt calculations are based on the reactions found on page's 19 and 20 of Garco's calculation package for job number 14-B-83392 W Gilbert Engineering is not responsible for these calculations unless this cover sheet is stamped by Wesley Gilbert and wet signed with Red or Blue ink. Any structural or non-structural items that are not specifically addressed in the following calculations (including but not limited to metal building reactions and metal building elements) are desi ned by others and are not the responsibility of Gilbert Engineering. BUTTE COUNTY 140 Yellowstone Drive, Suite 110 - Chico, CA 9S973 (S30) 809-131S - Fax: (S30) S17-6 20 MAY I B 701q DEVELOPMENT SERVICES D (DEAD) _ L (LIVE) _ Lr (ROOF) _ S (SNOW) _ R (RAIN) _ W (WIND) _ (-) W (WIND) E (SEISMIC) _ (-) E (SEISMIC = i r 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 DATE: 5/11/2016 JOB #: 14-B-83392 BY: WJN PAGE: 2 OF 5 W. GILBERT ENGINEERING `= CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN 9.11.4D 9.5 1.21) + 1.OE + 1.OL + 0.2S 9.2 1.2D + 1.6L + 0.5(Lr or S or R) 9.6 0.91) + 1.OW 9.3 1.21) + 1.6(Lr or S or R) + (1.OL or O:5W) 9.7 0.9D +1.OE 9.4 1.2D +1.OW + 1.OL + 0.5(Lr or S or R) REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 1&3 COLUMN (S): 1 & 3 FRAME LINE (S): A FRAME LINE (S): B VERTICAL HORIZONTAL, VERTICAL HORIZONTAL (KIPS) (KIPS) ! (KIPS) (KIPS) D (DEAD) _ L (LIVE) _ Lr (ROOF) _ S (SNOW) _ R (RAIN) _ W (WIND) _ (-) W (WIND) E (SEISMIC) _ (-) E (SEISMIC = i r 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 4 DATE: 5/11/2016 JOB #: 14-B-83392 BY: WJN PAGE: 3 OF S � w y W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS RESULTS LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN 9.1 9.2 -Lr 9.2-5 9.2-P 9.3 -Lr, L 9.3 -Lr, W 9.3 -Lr,( -)W 9.3-S, L 9.3-S, W 9.3 -S,( -)W 93-R, L 9.3-R, W 9.3 -R,( -)W 9.4 -Li 9.4-! 9.4-F 9.! 9.S -(-)E 9.E 9.6-(-)" - 9.i 9.7-(-)E MAXIMUM = 3.8 0.0 MINIMUM = -3.0 0.0 MN 2.8 0.0 4.8 0.0 COLUMN (S): 1 & 3 COLUMN (S): 1 & 3 FRAME LINE (S): A FRAME LINE (S): B VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) ' (KIPS) (KIPS) 9.1 9.2 -Lr 9.2-5 9.2-P 9.3 -Lr, L 9.3 -Lr, W 9.3 -Lr,( -)W 9.3-S, L 9.3-S, W 9.3 -S,( -)W 93-R, L 9.3-R, W 9.3 -R,( -)W 9.4 -Li 9.4-! 9.4-F 9.! 9.S -(-)E 9.E 9.6-(-)" - 9.i 9.7-(-)E MAXIMUM = 3.8 0.0 MINIMUM = -3.0 0.0 MN 2.8 0.0 4.8 0.0 2.4 0.0 2.4 0.0 9.9 0.0 9.9 2.7 2.9 -2.S 2.4 0.0 2.4 2.7 -4.6 -2.5 2.4 0.0 2.4 2.7 -4.6 -2:5 4.8 S.4 2.4 5.4 2.4 5.4 4.5 1.3 0.0 0.0 1.8 5.4 -12.3 -5.0 3.9 1.3 -0.6 0.0 9.9 5.4 -12.3 -5.0 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 I DATE: 5/11/2016 JOB #: 14-B-83392 BY: WJN PAGE: 4 OF 5 j1h W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN 9.1 1.4D 9.5 1.2D + 1.0E + 1.O1- + 0.25 9.2 1.2D + 1.61- + 0.5(Lr or S or R) 9.6 0.9D + 1.OW 9.3 1.2D + 1:6(1-r or S or R) + (1.01- or 0.5W) 9.7 0.91D +1.0E 9.4 1.2D +1.OW + 1.01- + 0.5(Lr or S or R) REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 1&3 FRAME LINE (S): C VERTICAL HORIZONTAL (KIPS) (KIPS) . D (DEAD) _ L (LIVE) _ Lr (ROOF) _ 5 (SNOW) _ R (RAIN) _ W (WIND)= (-) W (WIND) E (SEISMIC) _ (-) E (SEISMIC = COLUMN (S): 2 FRAME LINE (5): A & C VERTICAL HORIZONTAL (KIPS) (KIPS) 3.8 0.7 0 0 5.6 1.2 0 0 0 0 0 4.5 -12.1 -7.7 1.2 1 -1.2 -1 E i 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 DATE: 5/11/2016 JOB #: 14-B-83392 BY: WJN PAGE: 5 OF 5 { W. GILBERT ENGINEERING CIVIL ENGINEERING AND LANG SURVFYING LOAD COMBINATIONS RESULTS S�l_U_1 �I1:7���L1�L�L��T�173��7;���L�P►IQ:I�]I��I3_LI�I;L�I;�3�I>�i]�jL�3>;: COLUMN (S): 1 & 3 COLUMN (S): 2 FRAME LINE (S): C FRAME LINE (S): A & C VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) 9.] 9.2 -Li 9.2-5 9.2-F 9.3 -Lr, I 9.3 -Lr, W 9.3 -Lr,(-)" 9.3-5,1 9.3-5, %A 9.3 -S,( -)%A 9.3-R, I 9.3-R, %A 9.3 -R,( -)%A 9.4 -Li 9.4-.' 9.44 9.! 9.5-(-)I 9.( 9.6-(-)V1 9.1 9.7-(-)1 MAXIMUM = 6.3 3.8 MINIMUM = -8.0 0.0 i 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 5.3 1.0 7.4 1.4 4.6 0.8 4.6 0.8 13.5 2.8 13.5 6.4 3.8 -3.4 4.6 0.8 4.6 4.4 -5.1 -5.3 4.6 0.8 4.6 4.4 -5.1 -5.3 7.4 8.6 4.6 8.0 4.6 8.0 6.2 2.2 2.9 -0.6 3.4 7.8 -15.9 -11.7 5.1 2.0 1.7 -0.8 13.5 8.6 -15.9 -11.7 (530) 809-1315 - Fax: (530) 517-6020 Anchor Designer TM A o` Software Version 2.4.5940.248 1.Project information Customer company: Brad & Jacqueline Hall Customer contact name: Darr Hays Customer e-mail: dan@haysassoc,iates.com Comment: 2. Input Data &Anchor Parameters General Design method:ACI 318-1.1 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, her (inch): 7.000, Anchor category: - Anchor ductility: Yes hmin (Inch): 8.38 Cmin (inch): 1.11 Smin (inch): 2.50 - - Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 1/4 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com Project description: Anchor Bolts and Base Plate Testing for Column Footing at 1A & 3A Location: 4505 Dayton West Road, Chico, CA Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Uncracked Compressive strength, fc (psi): 2500 4Wc,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.00 x 7.00 x 0.25 Z 3000 lb Ib IIA BZJTTE COU-Sry MAY 13 n$ DE�LOPMENT SERVICES V516-1031 . ........ _..... __....... ......... a____ ... _.... _..... _..____.__._...._ _._a .._...._.....__..._.._.._... ...... .... Input data and results must be checked for agreement with the existing circumstances; the standards and'guidelines must be checked for plausibility. Simpson Strong= Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com t.7i►vi�.�•�c■ Anchor Designer T1 Software Version 2.4.5940.248 <Figure 2> Company: W Gilbert Engineering I Date: 5/11/2016 Engineer: Wes Gilbert Page: 2/4 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com Recommended Anchor Anchor Name: Heavy Hex Bolt - 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 ,w Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sirnpsan Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 fax: 925.847.3871 www.strongtie.com Anchor Designer T11 Software Version 2.4.5940.248 Company: W Gilbert Engineering I Date: 5/11/2016 Engineer: Wes Gilbert I Page: 3/4 Project: 14-13-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vu.. (lb) Vu., (lb) J(Vuaz)'+(Vuay)' (lb) 1 1500.0 0.0 0.0 0.0 2 1500.0 0.0 0.0 0.0 Sum 3000.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3000 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'NX (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.1) Nsa (Ib) 0 ^N (lb) 13100 0.75 9825 0.0 <Figure 3> W ri 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = k,Adfcharl 5 (Eq. D-6) kc Aa fc (psi) her (in) Nb (Ib) 24.0 1.00 2500 5.333 14780 ONcbg =0 (ANcI ANco) 9'ec,NPed,N`lo,NV/op,NNb (Sec. D.4.1 & Eq. D-4) AN. (in Z) ANco (int) VjBc,N VBd,N Yc,N Vcp,N Nb (Ib) 0 ONcbg (lb) 256.00 256.00 1.000 0.944 1.25 1.000 14780 0.70 12205 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ONpn = OYyc.PNp = OVfc.P8Abrgfc (Sec. D.4.1, Eq. D-13 & D-14) Wc,P Ab g (int) fc (psi) 0 ONpn (lb) 1.4 0.67 2500 0.70 13152 _.... __..... _ Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com It-�It'il�.z•��l■ Anchor Designer""^ Software Version 2.4.5940.248 11. Results Interaction of Tensile and Shear Forces (Sec. D.7 Tension Factored Load, Nu. (lb) Steel 1500 Concrete breakout 3000 Pullout 1500 Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 4/4 Project: 14-13-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Design Strength, 6Nn (lb) Ratio Status 9825 0.15 Pass 12205 0.25 Pass (Governs) 13152 0.11 Pass 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 7.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 1/5 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: • (530) 809-1315 E-mail: - wes@wgilbertengineering.com 1.Proiect information Customer company: Brad & Jacqueline Hall Project description: Anchor Bolts and Base Plate Testing for Column .Customer contact name: Dan Hays Footing at 1 B & 3B Customer e-mail: dan@haysassociates.com Comment: Location: 4505 Dayton'West Road, Chico, CA Fastening description: 2. Input Data &Anchor Parameters General • Base Material Design method:ACI,318-11 Concrete: Normal -weight Units: Imperial units Concrete thickness, h (inch): 19.00 State: Untracked Anchor Information: Compressive strength, f (psi): 2500 Anchor type: Cast -in-place 4Jc,V: 1.4 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter (inch): 0.625 Supplemental reinforcement: No " Effective Embedment.depth; her (inch): 7.000 • Reinforcement provided at corners: No Anchor category:-- Do not evaluate concrete breakout in tension: No Anchor ductility: Yes Do not evaluate concrete breakout in shear: No hmm'(inch): 8.38 ' Ignore 6do requirement: Yes Cmc (inch): 1.11 Build-up grout pad: No Smi� (inch): 2.50 Base Plate Load and Geometry Length x Width x Thickness (inch): 8.00 x 6.00 x 0.38 Load factor source: ACI 318 Section 9.2 r Load combination:- not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load.at front row: No' Anchors only resisting wind and/or seismic loads: Ye A300 Ib <Fi ure 1> 11 ... .......... ......................................... ......................... ..... ............ ................. ......... .......... ...... ....._ _.....__.._._.._- Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. SimbpomStrong-Tie Cohipanv Inc.: 5956 W.'Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer TM Software Version 2.4.5940.249 <Figure 2> Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 2/5 Project:, 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com Recommended Anchor Anchor Name: Heavy Hex Bolt - 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sirrnoson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com . LILI&IO Anchor Designer TM M Software Version 2.4.5940.249 Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 3/5 Project: 14-6-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vu.. (lb) Vuay (lb) 4(Vuax)'+(Vuay)2 (lb) 1 3075.0 1350.0 1350.0 1909.2 2 3075.0 1350.0 1350.0 1909.2 3 3075.0 1350.0 1350.0 1909.2 4 3075.0 1350.0 1350.0 1909.2 Sum 12300.0 5400.0 5400.0 7636.8 Maximum concrete compression strain (b/ae): 0.00 I <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 12300 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Na (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strenqth of Anchor in TensionlSec. D.5.1 01 02 Y OXT 03 N. (lb) 0 ONsa (lb) 13100 0.75 9825 I 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2) Nb = kc1a0chol 5 (Eq. D-6) i kc f'c (psi) he, (in) Nb (Ib) 24.0 1.00 2500 7.000 22224 ONcbg =0(ANc/AN.)Pn,N%d,NPC,N'/'cp,NNb (Sec. D.4.1 & Eq. D-4) ANc (in') ANco (int) Pec,N Ped.N PC.N PcP,N Nb (Ib) 0 r6Ncbg (lb) 576.00 441.00 1.000 1.000 1 1.25 1.000 22224 0.70 25399 6. Pullout Strength of Anchor in Tension (Sec. D.5.31 ONpn = 0'F,.^ = 0V1c,P8Ab19Pc (Sec. DA. 1, Eq. D-13 & D-14) P'.P AbIg (int) f'c (psi) o ONpa (lb) 1.4 0.67 2500 0.70 1 13152 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson strong= re Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM Software Version 2.4.5940.249 8. Steel Strength of Anchor in Shear (Sec. D.6.11 VSB (lb) 09MUr 0 OgrouroVsa (lb) 7865 1.0 0.65 5112 Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 4/5 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) Shear perpendicular to edge in y -direction: Vby = minj7(l./de)02gdaAl 4ca115; 9xia4Nca,t 5j (Eq. D-33 & Eq. D-34) la (in) da (in) da Pc (psi) ca, (in) Vey (Ib) 5.00 0.63 1.00 2500 12.67 18907 OVcbgy = 0 (Avc/A vco)V'ec,vPed,vV'c,vPh,vVby (Sec. D.4.1 & Eq. D-31) AVc (in 2) Avco (in 2) V'ec,V %d,V V'c,v Ph.V Vby (Ib) 0 OVcbgy (Ib) 665.00 722.00 1.000 0.953 1.400 1.000 18907 0.70 16258 Shear perpendicular to edge in x -direction: Vbx = minJ7(la/de)02Jdaa.Vf'ccB,1 5; 9A.*P cB,151 (Eq. D-33 & Eq. D-34) la (in) da (in) As f'c (psi) ca, (in) Vbx (lb) 5.00 0.63 1.00 2500 12.67 18907 OVcbgx = 0 (Avc/Avco)V'ec,VTod,VV'c.VV'h,VVbx (Sec. D.4.1 & Eq. D-31) Avc (in') AVc. (in 2) V'eC.V Ted,V Vo,V V'h,V Vbx (Ib) 0 0Vcbgx (Ib) 665.00 722.00 1.000 0.953 1.400 1.000 18907 0.70 16258 Shear parallel to edge in x -direction: Vby = minj7(1a1da)024daA.4fCCa,15; 9da4Fcca,75j (Eq. D-33 & Eq. D-34) /a (in) da (in) Aa Y. (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 12.67 18907 16Vcbgx = Ql(2)(AVc/Avco)V'ec,vPed.vPc,vPh,vVby (Sec. D.4.1 & Eq. D-31) Avc (In2) Avco (in 2) V'ec.v Wed.v V'o.V V'h.v Vby (Ib) 0 OVcbgx (Ib) 665.00 722.00 1.000 1.000 1.400 1.000 18907 0.70 34132 Shear parallel to edge in y -direction: Vbx = minj7(le/da)021Id.A.N1f'.ca,15; 9aa4Fcca,151 (Eq. D-33 & Eq. D-34) /a (in) da (in) Aa N (psi) ca, (in) Vbx (lb) 5.00 0.63 1.00 2500 12.67 18907 OVcbgy = (2)(AVc/Avco)V'ac,vP.d,VV'c,vTh,vVbx (Sec. D.4.1 & Eq. D-31) Avc (int) Avco (int) V'ec,v V'ed,v V'c,v Ph,v Vox (Ib) 0 OVcbgy (lb) 665.00 722.00 1.000 1.000 1.400 1.000 18907 0.70 34132 10. Concrete flout Strength of Anchor in Shear (Sec. D.6.3) 41Vcpg = Ok, Ncbg= Ok p(ANc/ANco)V'ec,NV'ed,NV'c.NV'cp,NNb(Eq. D-41) kcp ANC (in 2) ANC. (in 2) V'ec.N V'ed.N V'c.N V'cp.N Nb (Ib) 0 OVcpg (Ib) 2.0 576.00 441.00 1.000 1.000 1.250 1.000 22224 0.70 50798 11. Results Interaction of Tensile and Shear Forces (Sec. D.71 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sirnps n Strong Tle Cornpany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer TM R Software Version 2.4.5940.249 Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert I Page: 5/5 Project: 14-13-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status Steel 3075 9825 0.31 Pass Concrete breakout 12300 25399 0.48 Pass (Governs) Pullout 3075 13152 0.23 Pass Shear Factored Load, Vua (lb) Design Strength, oVn (lb) Ratio Status Steel 1909 5112 0.37 Pass T Concrete breakout y+ 5400 16258 0.33 Pass T Concrete breakout x+ 5400 16258 0.33 Pass II Concrete breakout y- 2700 34132 0.08 Pass II Concrete breakout x- 2700 34132 0.08 Pass Concrete breakout, - - 0.47 Pass (Governs) combined Pryout 7637 50798 0.15 Pass Interaction check Nu.I^. V„a/¢Vn Combined Ratio Permissible Status Sec. D.7.3 0.48 0.47 95.4% 1.2 Pass 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 7.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. U ..............._..._.__.....--_-___....__._.._...__._..._-..._..___.._._.._.__..__..._...._..____...__.____._._......._._.__.__.....__ __._....__..._....._...._ .._ .._......_....__ ._... . Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-'r'ie Corripany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer" Software Version 2.4.5940.250 1.Proiect information Customer company: Brad & Jacqueline Hall Customer contact name: Dan Hays Customer e-mail: dan@haysassociates.com Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, het (inch): 7.000 Anchor category: - Anchor ductility: Yes hmin (Inch): 8.38 Cmin (Inch): 1.11 Smn (inch): 2.50 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes <Figure Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 1/5 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Project description: Anchor Bolts and Base Plate Testing for Column Footing at 1 C & 3C Location: 4505 Dayton West Road, Chico, CA Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 20.00 State: Uncracked Compressive strength, f� (psi): 2500 4).,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No. Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No 'Base Plate Length x Width x Thickness (inch): 8.00 x 7.00 x 0.25 Z ,----------- _-...­__._...... _............ .. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong - Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, -CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ��i�'����'��'■ Anchor Designer TM Software Version 2.4.5940.250 <Figure 2> Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 2/5 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Recommended Anchor Anchor Name: Heavy Hex Bolt - 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerT"' Software Version 2.4.5940.250 3. Resulting Anchor Forces Company: W Gilbert Engineering I Date: 5/11/2016 Engineer: Wes Gilbert I Page: 3/5 Project: 14-13-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vu.. (lb) Vuay (lb) q(Vuax)2+(Vuay)2 (lb) 1 4000.0 1900.0 1900.0 2687.0 2 4000.0 1900.0 1900.0 2687.0 Sum 8000.0 3800.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 8000 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v: (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4 Steel Strength of Anchor in Tension(Sec. D.5.1) N,a (Ib) 0 ^. (lb) 13100 0.75 9825 5 Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = kcda*cho S (Eq. D-6) kc Aa f'c (psi) her (in) Nb (Ib) 24.0 1.00 2500 7.000 22224 3800.0 <Figure 3> 5374.0 ONcby =0 (ANc/ANco)Y%c,NPedN PC.NY%p,NNb (Sec. D.4.1 & Eq. D-4) ANC (int) ANco (int) TBC.N Vetl.N 'Pc,N WCp.N Nb (Ib) 0 r6Ncb9 (lb) 504.00 441.00 1.000 1.000 1.25 1.000 22224 0.70 22224 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ONpn = OV'c,PNp = OVc,P8Abrgfc (Sec. D.4.1, Eq. D-13 & D-14) y%,P Abry (in 2) f'c (psi) 0 ONpe (lb) 1.4 0.67 2500 0.70 13152 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM Software Version 2.4.5940.250 8. Steel Strength of Anchor in Shear (Sec. 13.6.1) Vsa (lb) Og out 0 OgrautOVsa (Ib) 7865 1.0 0.65 5112 Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 4/5 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com 9. Concrete Breakout Strength of Anchor in Shear (Sec. 0.6.2) Shear perpendicular to edge in y -direction: Vby = minJ7(1a/da)024d.A.gPCca,1.5; 9xlaqf.ce1' S1 (Eq. D-33 & Eq. D-34) Vby (Ib) /a (in) da (in) Aa Fc (psi) Ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 13.33 20419 OV cby =0 (Avc/Avco) Ped,vrfc,vPh,vVby (Sec. D.4.1 & Eq. D-30) 30016 Avc (int) Avco (in') Wed,v VIC.V %.V Vby (lb) 0 OVcby (Ib) 600.00 800.00 0.925 1.400 1.000 20419 0.70 13882 Shear perpendicular to edge in x -direction: Vbx = minl7(/e/ da)° 2q daxl a -,I Fcca,' 5; 9A84fCCat1'51 (Eq. D-33 & Eq. D-34) /a (in) da (in) AS F, (psi) ca, (in) Vb. (Ib) 5.00 0.63 1.00 2500 13.33 20419 OVcbgx = 0 (Avc/AVco)VPec.vtPed.vWc.v�Ph,VVbx (Sec. D.4.1 & Eq. D-31) Ave (in 2) Avco (in 2) Pec.V 'Fa d,V PC.V 'Ph,V Vbx (Ib) OVcbgx (Ib) 600.00 800.00 1.000 0.903 1.400 1.000 20419 0.70 13545 Shear parallel to edge in x -direction: Vby = minj7(la/ da)0.2q da taq f'Cca,' S; 9.laNIPcca,l•51 (Eq. D-33 & Eq. D-34) la (in) da (in) x1.a PC (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 13.33 20419 OVcbx =¢ (2)(Avc/Avco)1fed,vtPcy1Ph.vVby (Sec. D.4.1 & Eq. D-30) Avc (in 2) Avco (in 2) Ved.v 'NC.v 'Ph,v Vby (Ib) 0 OVcbx (lb) 600.00 800.00 1.000 1.400 1.000 20419 0.70 30016 Shear parallel to edge in y -direction: Vbx = minj7(la/da)02VdaAa4Pccm15; 9Mfcca,' 51 (Eq. D-33 & Eq. D-34) la (in) da (in) Aa PC (psi) ca, (in) Vbx (Ib) 5.00 0.63 1.00 2500 13.33 20419 ¢Vcbgy = 0 (2)(Avc/AVco)'Pec,VtPed.VPC,VrPh,VVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2) Avco (in 2) tPec,V Ped,V PC,V Vh,V Vbx (Ib) 0 OVcbgy (Ib) 600.00 800.00 1.000 1.000 1.400 1.000 20419 0.70 30016 10. Concrete Pryout Strength of Anchor in Shear (Sec D 6 3) OVcpg = OkcpNcbg = Okcp(ANc / ANco) %C,N Ped,N tPC.N Yxcp,NNb (Eq. D-41) kcp ANC (InZ) ANco (in 2) rPec,N V ed,N rPC.N :xcp,N Nb (Ib) 0 0Vcpg (Ib) 2.0 504.00 441.00 - 1.000 1.000 1.250 1.000 22224 0.70 44449 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-`ij►v �.�•�c■ Anchor Designer T1 ,. Software Version 2.4.5940.250 Company: W Gilbert Engineering I Date: 5/11/2016 Engineer: Wes Gilbert Page: 5/5 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Tension Factored Load, Nua (lb) Design Strength, o% (lb) Ratio Status Steel 4000 9825 0.41 Pass (Governs) Concrete breakout 8000 22224 0.36 Pass Pullout 4000 13152 0.30 Pass Shear Factored Load, Via (lb) Design Strength, oW (lb) Ratio Status Steel 2687 5112 0.53 Pass (Governs) T Concrete breakout y+ 3800 13882 0.27 Pass T Concrete breakout x+ 3800 13545 0.28 Pass Concrete breakout y- 1900 30016 0.06 Pass Concrete breakout x- 3800 30016 0.13 Pass Concrete breakout, - - 0.39 Pass combined Pryout 5374 44449 0.12 Pass Interaction check NualoNn Vua/OVn Combined Ratio Permissible Status Sec. D.7.3 0.41 0.53 93.3% 1.2 Pass 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 7.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com M!!= Anchor•Designerlm Software - Version 2.4'5940.'251 Company: . . W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 1/5 Project: 14-8-83392 Address: i 140 Yellowstone Drive, Sit110 wes@wgilbertengineering.com _.__..........__._._..__.___._ Customer company: Brad & Jacqueline Hall Customer contact name: Dan Hays Customer e-mail: dan@haysassociates.com Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: . Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.750. Effective Embedment depth, her (inch): 9.000 Anchor category: - Anchor ductility: Yes hmin (Inch): 10.50 Cmin (inch): 1.22 Smin (Inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at -front row: No Project description: Anchor Bolts and Base Plate Testing for Column Footing at 2A & 2C Location: 4505 Dayton West Road, Chico, CA Fastening description: Base Material Concrete: Normal -weight Concrete thickness, In (inch): 23.00 State: Uncracked Compressive strength, f� (psi): 2500 4)..v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No . Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do'not evaluate concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness. (inch): 10.50 x 8.00 x 0.38 r_.. ....._.___� _...._..__ .__....�._..--_.___.._........_..-.-......._....._..-......._...... ................... ........................ .... .......... _.._......... ..... .. Input data and results.hiusl be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie COMpany Inc, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ue Phone: (530) 809-1315 _ ...................._..._._.__.__.......__..._.._...._....___.___._._.__,.__.._.__..._ ..---......._____.: E-mail: wes@wgilbertengineering.com _.__..........__._._..__.___._ 1.Project information Customer company: Brad & Jacqueline Hall Customer contact name: Dan Hays Customer e-mail: dan@haysassociates.com Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: . Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.750. Effective Embedment depth, her (inch): 9.000 Anchor category: - Anchor ductility: Yes hmin (Inch): 10.50 Cmin (inch): 1.22 Smin (Inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at -front row: No Project description: Anchor Bolts and Base Plate Testing for Column Footing at 2A & 2C Location: 4505 Dayton West Road, Chico, CA Fastening description: Base Material Concrete: Normal -weight Concrete thickness, In (inch): 23.00 State: Uncracked Compressive strength, f� (psi): 2500 4)..v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No . Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do'not evaluate concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness. (inch): 10.50 x 8.00 x 0.38 r_.. ....._.___� _...._..__ .__....�._..--_.___.._........_..-.-......._....._..-......._...... ................... ........................ .... .......... _.._......... ..... .. Input data and results.hiusl be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie COMpany Inc, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com UIV'I Anchor Designer TM Software Version 2.4.5940.251 <Figure 2> Company: W Gilbert Engineering I Date: 5/11/2016 Engineer: Wes Gilbert I Page: 2/5 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Recommended Anchor Anchor Name: Heavy Hex Bolt - 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 4pa,ei Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson StrongTie Company Inc:. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com l�711?�11+7•�►■ Anchor DesignerT"' Software Version 2.4.5940.251 W Company: W Gilbert Engineering I Date: 5/11/2016 Engineer: Wes Gilbert Page: 3/5 Project: 14-13-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vu. (lb) Vuay (lb) q(y."x)'+(Vuay)' (lb) 1 3975.0 2925.0 2925.0 4136.6 2 3975.0 2925.0 2925.0 4136.6 3 3975.0 2925.0 2925.0 4136.6 4 3975.0 2925.0 2925.0 4136.6 Sum 15900.0 11700.0 11700.0 16546.3 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 15900 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.1) Nsa (lb) 0 ^a (lb) 19370 0.75 14528 5. Concrete Breakout Strength of Anchor in Tension (Sec D 5 21 Nb = kcddfchef'.s (Eq. D-6) kc Aa fc (psi) her (in) Nb (lb) 24.0 1.00 2500 9.000 32400 <Figure 3> ONcbg =0(ANclANco)VPec,NPed,NPc,NTcp,NNb (Sec. D.4.1 & Eq. D-4) ANc (In Z) ANco (int) PBc.N Ped,N VPc,N Pcp.N Nb (Ib) 0 ONcbg (Ib) 961.00 729.00 1.000 1.000 1.25 1.000 32400 0.70 37372 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) I ONpn = OV-'c,PNp = OWc,P8Abrgfc (Sec. D.4.1, Eq. D-13 & D-14) `Pc,P Abrg (int) fc (psi) 0 ONpn (lb) 1.4 0.91 2500 0.70 { 17856 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com �7j►'li�.�•�c� Anchor Designer TM Software Version 2.4.5940.251 8. Steel Strength of Anchor in Shear (Sec. D.6.11 Vsa (lb) 09rou, 0 Ogou„OVse (lb) 11625 1.0 0.65 7556 Company: W Gilbert Engineering I Date: 5/11/2016 Engineer: Wes Gilbert Page: 4/5 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge in y -direction: Vby = minJ7(/e/da)024deAe4Pcca,1 5; 9Aegf1cca,15j (Eq. D-33 & Eq. D-34) le (in) de (in) Aa N (psi) ca, (in) Vby (Ib) 6.00 0.75 1.00 2500 15.33 27019 OVcbgy = 0 (Avc/Avco)'Pec,v'Ped,v'Pc,v'Ph,vVby (Sec. D.4.1 & Eq. D-31) Avc (int) Avco (int) Pa.,V `Ped.v 9o,V 'Ph.V Vey (Ib) 0 OVcbgy (Ib) 989.00 1058.00 1.000 0.954 1.400 1.000 27019 0.70 23622 Shear perpendicular to edge in x -direction: Vbx = minl7(la/da)02gdaAagf1cce,15; 9Aagf'cce,151 (Eq. D-33 & Eq. D-34) /a (in) de (in) As is (psi) ca, (in) Vbx (Ib) 6.00 0.75 1.00 2500 15.33 27019 r6Vcbgx = 0 (Avc/Avco)'Pec,v'Ped.v'Pc.V'Ph,vVbx (Sec. D.4.1 & Eq. D-31) /e (in) da (in) Aa fc (psi) ca, (in) Vox (Ib) 6.00 0.75 1.00 2500 15.33 Avc (int) Avco (int) 'fxec,v 'Ped,v 'Pc,v '/xh,v Vox (Ib) to OVcbgx (Ib) 989.00 1058.00 1.000 0.954 1.400 1,000 27019 0.70 23622 Shear parallel to edge in x -direction: Vby = minj7(1e/de)1.24deAa4 cce,7 5; 9A.4fcca,151 (Eq. D-33 & Eq. D-34) le (in) de (in) Aa f(psi) ca, (in) Vby (Ib) 6.00 0.75 1.00 2500 15.33 27019 OVcbgx = 0 (2)(Avc/Avco)'Pec,v'Pod,v'Pc,v'Ph.vVby (Sec. 0.4.1 & Eq. D-31) Avc (int) Avco (int) 'Pec.v Wed,V 'Pc.v 'Ph,v Vby (Ib) 0 oVcbgx (lb) 989.00 1058.00 1.000 1.000 1.400 1.000 27019 0.70 49503 Shear parallel to edge in y -direction: Vb. = minj7(1a/da)02gdeAegf'cca,15; 9A.Vfcce,l 51 (Eq. D-33 & Eq. D-34) /e (in) da (in) Aa fc (psi) ca, (in) Vox (Ib) 6.00 0.75 1.00 2500 15.33 27019 OVcbgy = 0 (2)(Avc/Avco)'Pec,v'Ped,V'Pc,v'Ph,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in') Avco (in 2) %c,v 'Ped,V '%xc,v 'Ph,V Vbx (Ib) 0 OVcbgy (Ib) 989.00 1058.00 1.000 1.000 1.400 1.000 27019 0.70 49503 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) 0Vcpg = Okc^bg = Okcp(ANc / ANco)'Fec,NPed,N'Pc,N'Pcp,NNb (Eq. D-41 ) kcp ANc (in 2) ANco (in 2) '%xec.N 'Ped,N 'Pc.N 'Pcp,N Nb (Ib) 0 OVcpg (Ib) 2.0 961.00 729.00 1.000 1.000 1.250 1.000 32400 0.70 74744 11. Results Interaction of Tensile and Shear Forces (Sec. D.71 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simr;son Strong. -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com It�uvl�Z•�►■ Anchor DesignerT"' Roe , Software Version 2.4.5940.251 Company: W Gilbert Engineering Date: 5/11/2016 1 Engineer: Wes Gilbert Page: 5/5 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com _..-.._....__... __.__..___._...._._........_______._..__._.___._.__. Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status Steel 3975 14528 0.27 Pass Concrete breakout 15900 37372 0.43 Pass (Governs) Pullout 3975 17856 0.22 Pass Shear Factored Load, W. (lb) Design Strength, OVA (lb) Ratio Status Steel 4137 7556 0.55 Pass T Concrete breakout y+ 11700 23622 0.50 Pass T Concrete breakout x+ 11700 23622 0.50 Pass II Concrete breakout y- 5850 49503 0.12 Pass II Concrete breakout x- 5850 49503 0.12 Pass Concrete breakout, - - I 0.70 Pass (Governs) combined Pryout 16546 74744 ' 0.22 Pass Interaction check NuaI^ VualOVn Combined Ratio Permissible Status Sec. D.7.3 0.43 0.70 112.6% 1.2 Pass 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 9.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this'design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Conr!pany Inc:. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com DATE: 5/11/2016 JOB #: 14-B-83392 BY: WJN PAGE: 1 OF 10 W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING PROJECT: LOCATION: OWNER: FOUNDATION & FOOTING CALCULATIONS LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE New Metal Building Foundation Design for Garco Job No. 14-B-83392 4505 Dayton West Road, Chico, CA 95928 Brad & Jacqueline Hall JOB NUMBER: 14-B-83392 DATE: 5/11/2016 RISK CATEGORY: II - Normal WIND EXPOSURE CATEGORY: C ULTIMATE WIND SPEED: 110 mph SEISMIC DESIGN CATEGORY: D SOIL SITE CLASS: D - STIFF SOIL SOIL BEARING: 1500 psf NOTES: *No special are inspections required for engineering elements designed in these calculations. *Foundation Calculations are based on the reactions found on page 18 of Garco calculation package for job number 14-B-83392 i BUTTE W Gilbert Engineering is not responsible for these calculations unless this cover sheet is COUNTY stamped by Wesley Gilbert and wet signed with Red or Blue ink. MAY 13 2016 Any structural or non-structural items that are not specifically addressed in the following DEVELOPMENT calculations (including but not limited to metal building reactions and metal building elements) are SERVICES designed by others and are not the responsibility of W Gilbert Engineering.`b����� 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 JOB #: 14-B-83392 BY: WJN PAGE: 2 OF 10 W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING FOUNDATION REINFORCMENT CALCULATIONS THICKNESS OF CONCRETE SLAB = LENGTH OF FOUNDATION (TRANSVERSE STEEL) = WIDTH OF FOUNDATION (LONGITUDINAL STEEL) = CONCRETE VOLUME MIN. AREA OF TRANSVERSE STEEL f REQUIRED AREA GRADE 40 GRADE 60 OF STEEL (SI) = 6.000 5.400 5.00 INCHES 50 FEET 30.00= FEET 3333.33 YD MIN. AREA OF LONGITUDINAL STEEL REQUIRED AREA GRADE 40 GRADE 60 OF STEEL (SI) = 3.600 3.240 MIN. # OF BARS PER FOOTING MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 BAR SIZE GRADE 40 GRADE 60 #3 54.55 49.09 #3 32.73 29.45 #4 30.00 27.00 #4 18.00 16.20 #S 19.35 17.42 #5 11.61 10.45 #6 13.64 12.27 #6 8.18 7.36 TRY 55 - #3 REBAR TRY 33 - #3 REBAR TRANSVERSE STEEL SPACEING = 10.8 LONGITUDINAL STEEL SPACEING = 10.7 USE 55 - #3 (GRADE 40) BARS @ 10.8" O.C. USE 33 - #3 (GRADE 40) BARS @ 10.7" O.C. OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: S/11/2016 COLUMN FOOTING LOCATION: JOB #: 14-B-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING 1A&3A ALLOWABLE SOIL BEARING VALUE = 1500 PSF MINIMUM FOOTING AREA A, min = 1.67SF Is A, actual > A, min A, actual = 1.77 1SF YES MAXIMUM GRAVITY= MAXIMUM UPLIFT= THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FRICTION RESISTANCE PER CBC TABLE 1806.2 = FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= FOOTING AREA USED FOR FRICTION RESISTANCE = UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.3 FRICTION RESISTANCE USED = 2.50 1.20 5.00 26.66 1 12.00 12.00 8.00 130.00 -0.50 -2.00 -0.26 1/2 DL = 0.15 0.00 PAGE: 3 OF 10 KIPS KIPS INCHES SQ. FT. YES INCHES INCHES FEET PSF FEET SQ. FT. KIPS KIPS KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH = 1.33 FEET LENGTH = 1.33 FEET • DEPTH (D) = 1.00 FEET GRAVITY CAPACITY = 2.65 KIPS O.K. > 2.50 KIPS UPLIFT CAPACITY = 1.88 KIPS O.K. > 1.20 KIPS CONCRETE VOLUME = 0.07 YD USE: 1.33' x 1.33' x 1.00' DEEP WITH NO HAIRPIN (NO HORIZONTAL FORCES) WITH 2 - #4 (GRADE 40) REBAR LONGITUDINAL STEEL * 5" O.C. 2 - #4 (GRADE 40) 'REBAR TRANSVERSE STEEL * 5" O.C. * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAYBE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (S30) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 COLUMN FOOTING LOCATION: JOB #: 14-13-83392 BY: WJN W. GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS 1A & 3A Pu = 1.7P = 2.0 KIPS UPWARD PRESSURE = 1153 PSF UNIFORM LOAD PER FOOT OF FOOTING = 1.15 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING') / 2 = 0.26 KIP -FT. 4/3 Mu = 0.34 KIP -FT. LONGITUDINAL STEEL TRY: 2 - #4 REBAR f'c = 2,500 1.7Z PSI fy = 40,000 #6 PSI As = 0.40 0.64 IN' d = 9 IN b = 1.3 FT T = As(fy) = 16.00 KIPS T = C = .85(fc)(b)(a) = 33.9 a KIPS a= 0.47 (DMn=0.9*T(d-0.5*a)/12= 10.52 KIP -FT. > 4/3 Mu CHECK ON CENTER SPACING OF STEEL IN FOOTING: PAGE: 4 OF 10 OKAY FOR: 2 - #4 REBAR SPACING = 5.0 INCHES ON CENTER OKAY PER ACI 10.S.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. HAIRPIN CALCULATIONS (Pu FROM ANCHOR BOLT DESIGN) Pu = 0 KIPS Fu = 40 KSI REQUIRED AREA OF BAR 0.000 SI REQUIRED BAR DIAMETER 0.000 in MIN. AREA OF STEEL PER FOOTING GRADE 40 GRADE 60 SI / FOOTING 0.383 0.345 MIN. # OF BARS PER FOOTING 44 1.9Z 1.7Z #5 1.24 1.11 #6 0.87 0.78 #7 0.64 0.57 #8 0.48 0.48 Use 0- #5 GRADE 60 BAR USE 2 - #4 GRADE 40 BARS 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 (530) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 COLUMN FOOTING LOCATION: JOB #: 14-B-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING ,1B&3B ALLOWABLE SOIL BEARING VALUE = 1500 PSF MINIMUM FOOTING AREA A, min = 4.47 SF Is A, actual > A, min A, actual = 8.53 1SF I YES MAXIMUM GRAVITY = MAXIMUM UPLIFT= THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FRICTION RESISTANCE PER CBC TABLE 1806.2 = FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= FOOTING AREA USED FOR FRICTION RESISTANCE = UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.8 1/2 DL = FRICTION RESISTANCE USED = 6.70 4.80 5.00 66.00 1 12.00 12.00 8.00 130.00 0.08 7.08 0.92 0.40 0.40 PAGE: 5 OF 10 KIPS KIPS INCHES SQ. FT. YES INCHES INCHES FEET PSF FEET SQ. FT. KIPS KIPS KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH = 2.92 FEET LENGTH = 2.92 FEET DEPTH (D) = 1.58 FEET GRAVITY CAPACITY = 13.19 KIPS O.K. > 6.70 KIPS UPLIFT CAPACITY = 4.81 KIPS O.K. > 4.80 KIPS CONCRETE VOLUME = 0.50 YD USE: 2.92' x 2.92' x 1.58' DEEP WITH 1- #6 (GRADE 60) HAIRPIN (4' LONG AT EACH LEG) WITH 2 - #7 (GRADE 60) REBAR LONGITUDINAL STEEL * 14.5" O.C. 2 - #7 (GRADE 60) REBAR TRANSVERSE STEEL * 14.5" O.C. * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAYBE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 8091315 - Fax: (530) 517-6020 0 DATE: 5/11/2016 JOB #: 14-13-83392 BY: WJN PAGE: 6 OF 10 00 W GILBERT ENGINEERING P116' v CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS r COLUMN FOOTING LOCATION: 1B & 3B t Pu = 1.7P = 8.2 KIPS UPWARD PRESSURE = 957 PSF UNIFORM LOAD PER FOOT OF FOOTING = r 0.96 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING2)/ 2 = i 1.02 KIP -FT. 4/3 Mu = 1.36 KIP -FT. LONGITUDINAL STEEL TRY: 2 - #7 REBAR f'c = 2,500 PSII fy = 60,000 PSI', As = 1.20 IN 2: d = 16 IN b= 2.9 FT T= As(fy) = 72.00 KIPS T = C = .85(fc)(b)(a) = 74.5 a KIPS a= 0.97 mMn = 0.9 * T (d - 0.5 * a) / 12 = 83.57 KIP -FT. > 4/3 Mu :. OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 2 - #7 REBAR SPACING = 14.5 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. HAIRPIN CALCULATIONS MIN. AREA OF STEEL PER FOOTING (Pu FROM ANCHOR BOLT DESIGN) i GRADE 40 GRADE 60 I SI / FOOTING 1.329 1.196 Pu = 5.4 KIPS i Fu = 60 KSI MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 REQUIRED AREA OF BAR #4 6.64 5.98 0.160 SI I #5 4.29 3.86 #6 3.02 2.72 REQUIRED BAR DIAMETER #7 2.21 1.99 0.451 in i #8 1.68 1.51 Use 1- #4 GRADE 60 BAR 140 Yellowstone Drive, Suite 110 USE 2 - #7 GRADE 60 BARS CHico, CA 95973 - (530) 809-1315 Fax: (530) 517-6020 I ' a I i t DATE: 5/11/2016 COLUMN FOOTING LOCATION JOB #: 14-B-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING 1C & 3C ALLOWABLE SOIL BEARING VALUE = 1500 PSF MINIMUM FOOTING AREA A, min = 1.87 SF Is A, actual > A, min A, actual = 6.25 SF YES MAXIMUM GRAVITY = 2.80 MAXIMUM UPLIFT = 3.10 THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FRICTION RESISTANCE PER CBC TABLE 1806.2 = FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5' = FOOTING AREA USED FOR FRICTION RESISTANCE = UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.2 j 1/2 DL = FRICTION RESISTANCE USED = 5.00 36.00 1 12.00 12.00 8.00 130.00 0.17 5.16 0.67 0.10 0.10 TRY THE FOLLOWING FOOTING SIZE: WIDTH = 2.50 LENGTH = 2.50 DEPTH (D) = 1.67 GRAVITY CAPACITY = 9.48 KIPS O.K. > 2.80 UPLIFT CAPACITY = 3.11 KIPS O.K. > 3.10 CONCRETE VOLUME = 0.39 YD PAGE: 7 OF 10 KIPS KIPS INCHES SQ. FT. YES INCHES INCHES FEET PSF FEET SQ. FT. KIPS KIPS KIPS FEET FEET FEET KIPS KIPS USE: 2.50' x 2.50' x 1.67' DEEP WITH 1- #4 (GRADE 40) HAIRPIN (4' LONG AT EACH LEG) WITH 2 - #7 (GRADE 60) REBAR LONGITUDINAL STEEL * 12" O.C. 2 - #7 (GRADE 60) REBAR TRANSVERSE STEEL * 12" O.C. * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 COLUMN FOOTING LOCATION JOB #: 14-B-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS 1C & 3C PAGE: 8 OF 10 Pu = 1.7P = 5.3 KIPS MIN. AREA OF STEEL PER FOOTING UPWARD PRESSURE = 843 PSF GRADE 40 UNIFORM LOAD PER FOOT OF FOOTING = 0.84 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING z) / 2 = 1.082 0.66 KIP -FT. 4/3 Mu'= 0.88 KIP -FT. LONGITUDINAL STEEL TRY: MIN. # OF BARS PER FOOTING 2 - #7 REBAR f'c = 2,500 PSI #4 fy = 60,000 PSI #5 As = 1.20 IN #6 d = 17 IN REQUIRED BAR DIAMETER j .b = 2.5 FT' 1.80 T = As(fy) = 72.00 KIPS 1.52 T = C = .85(fc)(b)(a) = 63.8 a KIPs a= 1.13 (DMn = 0.9 * T (d - 0.5 * a) / 12 = 88.97 KIP -FT. > 4/3 Mu % OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 2 - #7 REBAR SPACING = 12.0 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM:. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. I HAIRPIN CALCULATIONS MIN. AREA OF STEEL PER FOOTING (Pu FROM ANCHOR BOLT DESIGN) + GRADE 40 GRADE 60 SI / FOOTING 1.202 1.082 Pu = 3.8 KIPS Fu = 40 KSI MIN. # OF BARS PER FOOTING I BAR SIZE GRADE 40 GRADE 60 REQUIRED AREA OF BAR #4 6.01 5.41 0.169 SI f #5 3.88 3.49 #6 2.73 2.46 REQUIRED BAR DIAMETER j #7 2.00 1.80 0.464 in i #8 1.52 1.52 Use 1- #4 GRADE 40 BAR USE 27 #7 GRADE 60 BARS 7 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 _ i V DATE: 5/11/2016 �k COLUMN FOOTING LOCATION JOB #: 14-13-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING 2A & 2C ALLOWABLE SOIL BEARING VALUE = 1500 PSF MINIMUM FOOTING AREA A, min = 6.27 SF Is A, actual > A, min A, actual = 12.82 SF YES MAXIMUM GRAVITY = MAXIMUM UPLIFT= i THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = i LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FRICTION RESISTANCE PER CBC TABLE 1806.2 = FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= FOOTING AREA USED FOR FRICTION RESISTANCE = UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ MAX UPLIFT RESISTANCE = 1/2 DL, DL = 1.4 1/2 DL = FRICTION RESISTANCE USED = 9.40 6.40 5.00 75.00 1 12.00 12.00 8.00 130.00 0.42 12.73 1.65 0.70 0.70 TRY THE FOLLOWING FOOTING SIZE: j WIDTH = 3.58 LENGTH = 3.58 DEPTH (D) = 1.92 GRAVITY CAPACITY = 19.92 KIPS i O.K. > 9.40 UPLIFT CAPACITY = 6.45 KIPS O.K. > 6.40 CONCRETE VOLUME = 0.91 YD PAGE: 9 OF 10 KIPS KIPS INCHES SQ. FT. YES INCHES INCHES FEET PSF FEET SQ. FT. KIPS KIPS KIPS FEET FEET FEET KIPS KIPS USE: 3.58' x 3.58'; x 1.92' DEEP WITH 1- #6 (GRADE 60) HAIRPIN (4' LONG AT EACH LEG) WITH 2 - #9 (GRADE 60) REBAR LONGITUDINAL STEEL * 18" O.C. 2 - #9 (GRADE 60) REBAR TRANSVERSE STEEL * 18" O.C. * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAYBE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER t 140 Yellowstone Drive, Suite 110 Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 5/11/2016 irk, JOB #: 14-B-83392 BY: WJN W GILBERT ENGINEERING PAGE: 10 OF 10 CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: 2A & 2C ` Fu = 60 KSI 1 Pu = 1.7P = 10.9 KIPS UPWARD PRESSURE = 849 PSF GRADE 40 UNIFORM LOAD PER FOOT OF FOOTING = 0.85 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING / 2 = 1.36 KIP -FT. 4/3 Mu = 1.81 KIP -FT. LONGITUDINAL STEEL TRY: 2 - #9 REBAR f'c = 2,500 PSI 4.50 fy = 60,000 PSI 3.30 As = 2.00 IN 1.98 d = 20 IN b = 3.6 FT' T = As(fy) = 120.00 KIPS T = C = .85(fc)(b)(a) = 91.3 a KIPS a= 1.31 mMn = 0.9 * T (d - 0.5 * a) / 12 = 174.44 KIP -FT. > 4/3 Mu % OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 2 - #9 REBAR SPACING = 18.0 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. HAIRPIN CALCULATIONS MIN. AREA OF STEEL PER FOOTING (Pu FROM ANCHOR BOLT DESIGN) GRADE 40 GRADE 60 -SI / FOOTING 1.980 1.782 Pu = 11.7 KIPS Fu = 60 KSI MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 REQUIRED AREA OF BAR #4 9.90 8.91 0.347 SI #5 6.39 5.75 #6 4.50 4.05 REQUIRED BAR DIAMETER #7 3.30 2.97 0.664 in #9 1.98 1.78 Use 1- #6 GRADE 60 BAR USE 2 - #9 GRADE 60 BARS 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 BUILDER /CONTRACTOR RESPONSIBILITIES Drawing Validity - These drawings, supporting structural calculations and design certification are based on the Shop Primed Steel - All structural members of the Metal Building System not fabricated of corrosion resistant order documents as of the date of these drawings. These documents describe the material `supplied by the material or protected by a corrosion resistant coating are painted with one coat of shop primer meeting the manufacturer as of the date of these drawings. Any changes to the order documents after the date on these performance requirements of SSPC Point Specification No. 15. All surfaces to receive shop primer are cleaned of drawings may void these drawings, supporting structural calculations and design certification. The loose rust, loose mill scale and other foreign matter by using, as a minimum, the hand tool cleaning method Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which SSPC-SP2 (Steel Structures Painting Council) prior to painting. The coat of shop primer is intended to protect the result in changes to the drawings, supporting structural calculations and design certification., steel framing for only a short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in RIGHT ENDWALL the field pending erection should be kept free of the ground and so positioned as to minimize woter-holding Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data offirms that the pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes removal of foreign material due to improper field storage or site conditions are not the responsibility of the Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product manufacturer. The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion that specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any standard practice Sept 86 Section 4.2.1) (Mar 05 Section 4.4.1) field applied coating. Minor abrasions to the shop coat (including galvanizing) caused by handling, loading, shipping 1.20 unloading and erection after painting or galvanizing are unavoidable. Touch-up of these minor abrasions is the Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and responsibility of the End Customer (MBMA 06 IV 4.2.4) specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor PROJECT NOTES is responsible for securing all required approvals and permits from the appropriate agency as required. Builder is responsible for State. Federal and OSHA safety compliance - The Builder/Contractor is responsible for Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 applying and observing all pertinent safety rules and regulations and OSHA standards as applicable. ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi for round compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, HSS and 46 ksi for rectangular HSS. Material properties of cold form light gage steel members conform to the braces, false work or other elements required for erection will be determined, furnished and installed by the requirements of ASTM A1011 SS Grade 55 or ASTM A1011 HSLAS Class 1 Grade 55, with a minimum yield point erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) of 55 ksi. Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal All bolt joints with A325 Type 1 bolts are specified as snug -tightened joints, unless noted otherwise, in Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. Materials by Others -All interface and compatibility of any' materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and concerning any interface between materials if furnished as a part of the order documents, the manufacturers or any special inspections (including inspection of the high strength bolts or field welds) as required during assumptions will govern. erection. The coordination and the costs associated for setting up and Special Inspections are the responsibility of the Erector, Owner, Architect, or Engineer of Record. Correction of Errors - Normal erection operations include the correction of minor misfits by moderate amounts of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. Design is based upon the more severe loading of either the roof snow load or the roof live load. Errors which cannot be corrected by the foregoing means or which require major changes in the member configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is Loads, as noted, are given within order documents and are applied in general accordance with the applicable responsible either to correct the error or to approve the most efficient and economical method of correction to provisions of the model code and/or specification indicated. Neither the manufacture nor the certifying engineer be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mar 05 Section 7.14) declares or attests that the loads as designated are proper for the local provisions that may apply or for site specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by an Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has Architect and/or engineer of record for the overall construction project. been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these This project is designed using manufacture's standard serviceability standards. Generally this means that all plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the building configuration shown on stresses and deflections are within typical performance limits for normal occupancy and standard metal building these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly stated in the contract documents. building not indicated on these drawings. Safe Commitment -The Metal Building Manufacturer has a commitment to manufacture g quality building X• -bracing (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond —i;y components that can be safely erected. However, the safety commitment and job site practices of the erector this state. are beyond the control of the building manufacturer. It is strongly recommended that safe working conditions and occident prevention is the top priority of any job site. Local, State and Federal safety and health The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be standards, whether standard statutory or customary, should always be followed to help ensure worker safety. attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using Make certain all employees know the safest and most productive way to erect a building. Emergency procedures should be known to all employees. Daily meetings highlighting safety procedures are also recommended. The use concentrated loads and may require separate support members within the roof system. of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where applicable are recommended Forur oses of determinin lift re uirements no bundles su lied b the DESIGN LOADING THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS.REQUIRED BY: CBC 13 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. FRAME / ROOF DEAD LOAD SUPERIMPOSED 2.000 PSF COLLATERAL (LIGHTS) 5 PSF FRAME / ROOF LIVE LOAD 12 /20.00 PSF RISK CATEGORY II — Normal DRAWING -INDEX I ISSUE I PAGE I DESCRIPTION I 1 I C1 I COVER SHEET 1 F1 ANCHOR BOLT PLAN 1 F2 ANCHOR BOLT REACTIONS 1 F3 ANCHOR BOLT DETAILS 1 E1 ROOF FRAMING PLAN 1 E2 FRONT SIDEWALL '!;y 1 E3 BACK SIDEWALL SNOW LOAD B3 RESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.25 1 E4 LEFT ENDWALL GROUND SNOW LOAD (Pg) 0.0000 PSF SEISMIC RESPONSE COEFFICIENT(Cs) 0.163 0.163 0.163 BLDG DESIGN BASE SHEAR (V) 3.01 (k) 2.69 SNOW LOAD IMPORTANCE FACTOR (Is) 1.0000 1 E5 RIGHT ENDWALL FLAT ROOF SNOW LOAD (Pf) 0 PSF 1 E6 FRAME CROSS SECTION SNOW EXPOSURE FACTOR (Ce) 1.0 83. STEEL ORDINARY CONCENTRIC BRACED FRAMES 1 DET1-18 STANDARD DETAILS THERMAL FACTOR (Ct) 1.20 DETAILED FOR SEISMIC RESISTANCE , WIND LOAD ULTIMATE WIND SPEED 110 MPH WIND EXPOSURE CATEGORY C TOPOGRAPHICAL FACTOR 1.0 INTERNAL PRESSURE COEFFICIENT (GCpi) 0.18 /-0.18 ZONE 4, COMPONENT WIND LOAD 5 10FT2 27.923 PSF PRESSURE -30.290 PSF SUCTION ZONE 5, COMPONENT WIND LOAD < ioFT2 27.923 PSF PRESSURE —37.318 PSF SUCTION ZONES PER ASCE 7-10; FIG. 30.4-1 ZONES PRESSURES SHOWN ARE UN—FACTORED RAIN INTENSITY 5—MINUTE DURATION, 5—YEAR RECURRENCE (I1) 4.0000 IN/HOUR 5—MINUTE DURATION, 25—YEAR 60000 IN/HOUR RECURRENCE (12) ., SEISMIC LOAD SEISMIC IMPORTANCE FACTOR (le) 1.00 Se 0.623 So. 0.540 S1 0.279 SDI 0.343 SITE CLASS D SEISMIC DESIGN CATEGORY D P P 9 q pp y ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual member weights of other structural members. If additional information is required contact the customer service TRANSVERSE LONGITUDINAL RS department. FRONT BACK Foundation Desi9n - The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) Dissimilar Materials - Never allow your roof to come in contact with, or water runoff from, any dissimilar metal including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar and grout. Debris Removal - Any foreign debris such as sawdust, dirt, animal droppings, etc. will cause corrosion of the roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically inspected for such conditions and if found, they should be removed. STANDARD NOTES Enclosed Building: This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc.) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind velocity is reached. ISSUE DATE DESCRIPTION BY CK'O DSN BUTTE 0 4/29/15 FOR ERECTOR INSTALLATION PNR PNR GXV COUNTY 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV MAY 13 2016 DEVELOPMENT SERVICES Rev. 8/12/14 �0> >1 BASIC FORCE RESISTING SYSTEM- C4 B3 B3 RESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.25 3.25 SYSTEM OVER—STRENGTH FACTOR(Qa) 3.0000 2.0000 2.0000 SEISMIC RESPONSE COEFFICIENT(Cs) 0.163 0.163 0.163 BLDG DESIGN BASE SHEAR (V) 3.01 (k) 2.69 (k) THE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES THE LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES BASIC FORCE RESISTING SYSTEM - C4. STEEL ORDINARY MOMENT FRAME 83. STEEL ORDINARY CONCENTRIC BRACED FRAMES H. STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE G2. INVERTED PENDULUM SYSTEMS CANTILEVERED COLUMN SYSTEMS DRAWING STATUS ❑ FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑X FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL: 509-444-7126 MONDAY — FRIDAY 7:30AM To S:OOPM ENGINEERING SEAL THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, FOUNDATION DESIGN AND ERECTION OF THE BUILDING. THESE DRAWINGS AND THE METAL BUILDING SYSTEM THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. BUILDING SIZE: 30'-0" x 50'-0" x 18'-0" 3.0:12 GaBuilding Systems 2714 S. Garfield Road Office: (509) 244-5611 an MCI Company Airway Heights, WA 99001 (800) 941-2291 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 4/29/15 1 N.T.S. 1 A 14-B-83392 I CI 1 C64613 ay � !— wo NA �� I1 1/2" 50'-0" OUT— CP ' C U � O I M N X O Dia= 5/8" * Dia= 3/4" ® DO= 1 " CD 112 - L 01 �O 2 N ISSUE DATE 0 5/ 6/15 1 5/2/16 L01 BY CK'D DSN. PNR PNR GXV Building Systems Garco g � GN EH GXV en NCI Company w o � o / J 2 z PROJECT: TDA - GARAGE CL I CONCRETE NOTCH DETAIL CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL C a� LOCATION: CHICO, CA 95928 ro CAD DATE 5/ 6/15 SCALE N.T.S. PHASE 1 E N ID A JOB NUMBER 14-B-83392 SHEET NUMBER F1 ISSUE 1 IL o C) N L C> I ~ v _ O o - .=i I N iD to 00f �� I , 1/2 - STEEL /2" STEEL LINE 112 PLAN FIN. FLOOR N ISSUE DATE 0 5/ 6/15 1 5/2/16 w BY CK'D DSN. PNR PNR GXV Building Systems Garco g � GN EH GXV en NCI Company w o � o / J 2 z PROJECT: TDA - GARAGE CL CONCRETE NOTCH DETAIL X -bracing 24'-R" ANCHOR BOLT PLAN ISSUE DATE 0 5/ 6/15 1 5/2/16 DESCRIPTION FOR ERECTOR INSTALLATION REV FOR ERECTOR INSTALLATION BY CK'D DSN. PNR PNR GXV Building Systems Garco g � GN EH GXV en NCI Company 2714 S. Garfield Road Office: (509) 244-5611 Airway Heights, WA 99001 (600) 941-2291 1 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE 5/ 6/15 SCALE N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 14-B-83392 SHEET NUMBER F1 ISSUE 1 a ISSUE DATE 0 5/ 6/15 1 5/2/16 NOTES FOR REACTIONS ANCHOR BOLTS & BASE PLATES BUILDING REACTIONS ARE BASED ON Wind-Long2 THE FOLLOWING BUILDING DATA: (k) Panel -Shear WIDTH (FT) = 30 LENGTH 50 EAVE HEIGffHHT ((FT) = 18 / 18 ROOF SLOPE lrise/12) = 3.0:12 / 3.0:12 DEAD LOAD(jDsf) = 2.000 COLLATERAL LAD (psf) = 5 ROOF LIVE LOAD (psf) = 20.00 FRAME LIVE LOAD (psf = 12 ROOF SNOW LOAD (ps) = 0 GROUND SNOW LO psf = 0.0000 WND SPEED (MPH) = 110 WIND CODE = CBC 13 EXPOSURE = C CLOSE0 OPEN = Closed IMPORT CE - WIND = 1.00 MPORTANCE - SEISMIC = 1.00 SEISMIC ZONE = D ANCHOR BOLT SUMMARY ANCHOR BOLTS & BASE PLATES BASIC COLUMN REACTIONS (k ) Wind-Long2 DI(in) (k) Panel -Shear P(in) Qty Locate -Seismic - (Ib/ft) Type Line O 8 Jamb 5/8' F1554 2.00 O 16 Endwall 5/8' F1554 2.00 0 8 Frame 3/4' F1554 2.50 ® 4 WindBent 1' F1554 3.00 GENERAL NOTES 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. 3. THE MANUFACTURER DOES NOT PROVIDE 'MAXIMUM' LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION DESIGN 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER OF FORCES TO THE FOUNDATION. THE METAL BUILDING MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. R IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. (UNLESS NOTED) 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS NOTED OTHERWISE. BUILDING BRACING REACTIONS ANCHOR BOLTS & BASE PLATES BASIC COLUMN REACTIONS (k ) Wind-Long2 f Reactions (k) Panel -Shear -Wall - Col -wnd - -Seismic - (Ib/ft) Loc Line Line Harz Vert Harz Vert Wind Seis L_EW 1 C,B 2.4 3.8 0.7 1.2 F_SW A 2,3 2.9 1.9 1.3 0.9 R_EW 3 B,C 2.4 3.8 0.7 1.2 B_SW C 3,2 2.9 1.9 1.3 0.9 FRAME LINES: 4 4 T COLUMN LINE H ~f IV RIGID FRAME: ANCHOR BOLTS & BASE PLATES BASIC COLUMN REACTIONS (k ) Wind-Long2 Seis_Left Seis_Right L ne Frm Col Anc._Bolt Base -Plate (lin) Grout Harz Vert Harz Vert Harz Line Line Oty Dio Width Lengtlh Thick (in) Vert 1 C 0.0 -0.8 2 C 4 0.750 6.000 10.50 0.375 0.0 0.9 WindWind 0.0 Frm Col 2 A 4 0.750 6.000 10.50 0.375 0.0 Live Wind_Leftt wnd_Rightl Wind_Left2 Wind_Right2 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Line Line Vert Vert Vert Frame Column -----Dead-----Collateral- ----- Live ------ Wind -Left 1- -Wind_Rightl- --Wmd_Left2- Harz Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horz Vert Horiz Vert 2 C 0.2 1.4 0.5 2.4 1.2 5.6 -6.2 -12.1 4.5 -4.2 -7.7 -8.1 2 A -0.2 1.4 -0.5 2.4 -1.2 5.6 -4.5 -4.2 6.2 -12.1 -2.9 -0.2 Frame Column-Wind-Right2---Wind-Lon I- --Wind_Long2--Seismic-Left Seismic -Right -Seismic-Long Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 C 2.9 -0.2 3.0 -10.1 2.1 -9.4 -1.0 -1.2 1.0 1.2 0.0 -1.1 2 A 7.7 -8.1 -2.1 -9.4 -3.0 -10.0 -1.0 1.2 1.0 -1.2 0.0 -1.1 ENDWALL COLUMN: Col BASIC COLUMN REACTIONS (k ) Wind-Long2 Seis_Left Seis_Right L ne Line Harz Vert Harz Vert Harz Vert Harz Vert 1 C 0.0 -0.8 0.5 -1.5 0.9 WindWind 0.0 Frm Col Dead Collat Live Wind_Leftt wnd_Rightl Wind_Left2 Wind_Right2 Press Suct Line Line Vert Vert Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Harz 1 C 0.2 0.3 1.1 2.4 -5.3 0.0 3.2 2.4 -5.3 0.0 3.2 0.0 0.0 1 B 0.8 1.2 4.7 0.0 -0.6 2.4 -8.8 0.0 -0.6 2.4 -8.8 -3.1 3.4 1 A 0.3 0.5 1.8 0.0 -1.8 0.0 -2.1 0.0 -1.8 0.0 -2.1 -1.6 1.8 3 A 0.3 0.5 1.8 0.0 -2.1 0.0 -1.8 0.0 =2.1 0.0 -1.8 -1.6 1.8 3 B 0.8 1.2 4.7 2.4 -8.8 0.0 -0.6 2.4 -8.8 0.0 -0.6 -3.1 3.4 3 C 0.2 0.3 1.1 0.0 3.2 2.4 -5.3 0.0 3.2 2.4 -5.3 0.0 0.0 Frm Col Wind -Longi Wind-Long2 Seis_Left Seis_Right L ne Line Harz Vert Harz Vert Harz Vert Harz Vert 1 C 0.0 -0.8 0.5 -1.5 0.9 -1.5 0.0 1.7 1 B 0.5 -5.3 0.0 -3.7 0.0 1.5 0.9 -1.7 1 A 0.0 -1.3 0.0 -2.3 0.0 0.0 0.0 0.0 3 A 0.0 -2.3 0.0 -1.3 0.0 0.0 0.0 0.0 3 B 0.0 -3.7 0.5 -5.3 0.9 -1.7 0.0 1.5 3 C 0.5 -1.5 0.0 -0.8 0.0 1.7 0.9 -1.5 DESCRIPTION BY I CK'D I DSN FOR ERECTOR INSTALLATION PNR PNR GXV Garco Building Systems REV FOR ERECTOR INSTALLATION GN EH GXV . NCI Company PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) 1 C 2 0.625 7.000 8.000 0.250 0.0 1 B 4 0.625 6.000 8.000 0.375 0.0 1 A 2 0.625 7.000 8.000 0.250 0.0 3 A 2 0.625 7.000 8.000 0.250 0.0 3 8 4 0.625 6.000 8.000 0.375 0.0 3 C 2 0.625 7.000 8.000 0.250 0.0 2714 S. Garfield Road Office: (509) 244-5611 Airway Heights, WA 99001 (800) 941-2291 OWNER: BRAD AND JACQUELINE HALL CAD DATE SCALE I PHASE I BUILDING ID I JOB NUMBER SHEET NUMBER I ISSUE 5/ 6/15 N.T.S. 1 A 14-B-83392 F2 I 064613 Dia O N CL d N .- N DO= 5/8" o CL I � tG O O I DETAIL A Dia N 5/8' DETAIL 8 Dia= 5/8" 7- F 00 oto 4- L --1/2 1 1/2 8" SW 1 1/2" DETAIL E Dia- 1" 1 T�- a I O N I aD DETAIL F 1 1/2- 4" DETAIL C Dia= 3/4° -T- N 01 4° SW See Plan DETAIL D Framed Opening Width 1 3/4 1 3/4 Door Opening Width at 1 1/4 1 1/4 Equal Equal Equal Equal N N + Steel Line + + Steel Line + + + + + Ramp (If Required) ARDiFramed Opening AR Layout AR Dia Walk Door AR Layout 5 8' 1/2" DATE DESCRIPTION 5/ 6/15 FOR ERECTOR INSTALLATION 5/2/16 REV FOR ERECTOR INSTALLATION BY CK'O DSN PNR PNR GXV Building Systems GN EH GXV Gar co an NCI Company 2714 S. Garfield Road Airway Heights, WA 99001 Office: (509) 244-5611 (600) 941-2291 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO. CA 95928 CAD IDATE 5/ 6/15 SCALE N.T.S. PHASE 1 BUILDING A ID JOB NUMBER 14-B-&uq9 SHEET NUMBER F3 ISSUE I C64613 in d- C. L I — I C- LL W PURLIN LAP GENERAL NOTES: 1. INSTALL ALL PURLIN AND FLANGE BRACES (FB) AS SHOWN. 2. ROOF PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. STRUT PURLINS, IF PROVIDED, MUST BE INSTALLED AND FASTENED TO ROOF SHEETING PER °PBR" PANEL ROOF DETAIL. 4. DO NOT ADD ANY ADDITIONAL ROOF OPENINGS WITHOUT BUILDING MANUFACTURER APPROVAL OR PROFESSIONAL ENGINEER APPROVAL. 5. DO NOT STACK SHEET BUNDLES ON ROOF. ONLY RAISE INDIVIDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. 50'-0" OUT -TO -OUT OF STEEL 2 25'-0° 25'-0° I I P-1 T P-2 T G2 ER -1 RR -2 ER -4 PC80 SPACED EQUALLY (TYP) Ce/6 cg E P=1 Typ RF1-2 ER -3 C�.6 cg G I 1 P-2 Typ ER -2 I--1 Rrl—I t—Z S-1 3/4 3'-1 3/4' ROOF FRAMING PLAN ISSUE DATE DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 1 REV FOR ERECTOR INSTALLATION d - I in M U O O Of F52 -D B (17) P-210X25Z14 28'-1 1/2" E-1 IOES3L14 24'-11 1/2' E-2 1OES31-11 4 24'-11 1/2° ROOF SHEETING PANELS: 26 Go. PR Golvalume GarcoBuilding Systems 2714 S. Garfield Road Office: (509) 244-5611 en NCI comparry Airway Heights, WA 99001 (800) 941-2291 I PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE I PHASE I BUILDING ID JOB NUMBER SHEET NUMBER ISSUE s/ 6/15 N.T.S. 1 A 14—B-83392 E1 1 KP er.�ormlr 3 —Tn—nI IT nr QW171 L, I -1 L-, EC -6 RF1-1 EC -1 GIRT 2'-1 3/4' LAPS 2'-1 3/4' SIDEWALL FRAMING: FRAME LINE C YA Y Y F2955—D GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. SIDEWALL SHEETING & TRIM: FRAME LINE C PANELS: 26 Go. PR — Saddle Tan ISSUE DATE DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION ' MEMBER TABLE FRAME LINE C MARK PART LENGTH E-1 t0ES3L14 2411 E-2 1OES3L14 24'-11 G-6 8X25Z14 27'-1 1 G-7 8X25Z16 27'-1 1 G-8 8X25Z14 27'-1 1 G-9 8X25Z16 27'-1 1 CB -4 1/4- CABLE 30'-4" Sarco Building Systems 2714 S. Garfield Road Office: (509) 244-5611 Mq company Airway Heights, WA 99001 (800) 941-2291 1 PROJECT: TDA — GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER I ISSUE 5/ 6/15 N.T.S. 1 A 14-B-83392 E3 1 C6613' KP.818Qn01T v 05. 2016 a USE (1) HARDENED WASHER PER EACH 5/8"0 BOLTS A325 AND UP. TYP.UNLESS NOTED I 8" 3" � Q3„ 12 12 BEARING FRAME ONLY! BOLT TABLE W8X10 19'-5 1/8" EC -3 81`35C14 WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL FRAME LINE 1 ER -1 1OF25C12 15'-7 1 3/16" LOCATION: CHICO, CA 95928 ER-2 LOCATION as U TYPE DIA LENGTH RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. ER -1 ER -2 4 4 4 A325 5 8 2 WASHER NOT NEEDED ON CUP SIDE. EC-1/ER-1 4 4 A325 1/2" 1 1/4 - /4"EC-2/ER-1 8X25Z16 EC -2 ER-1 4 4 A325 1/2p 1 1/4 - /4-EC-3/ER-2 _ G-3 EC -3 ER-2 4 4 A325 8X25Z16 1'-5" .I F916—D C o1 I 7 C '—' EC -1 EC -2 EC -3 2'-0" 12'-0" J. 3'-0" ENDWALL FRAMING: FRAME LINE 1 GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Ga. PR — Saddle Tan DATE DESCRIPTION 5/ 6/15 FOR ERECTOR INSTALLATION 5/2/16 REV FOR ERECTOR INSTALLATION EC -2 W8X10 19'-5 1/8" EC -3 81`35C14 16'-7 1/8" ER -1 1OF25C12 15'-7 1 3/16" LOCATION: CHICO, CA 95928 ER-2 IOF25C12 15'-7 13/16" CAD DJ -1 8F25C16 14'-8" I BUILDING SJ -1 8F25C16 5'-0 9/16" SHEET NUMBERT1uE E4 SJ -2 8F25C16 2'-3 1/8" DH -1 8F25C16 12'-0" 3"� G-1 8X25Z16 11'-8" 12 G-2 8X25Z16 1'-5 1/4" _ G-3 8X25Z14 15-3 3/4" G-4 8X25Z16 1'-5" CB -1 1/4" CABLE 14' -5 - CB -2 1/4" CABLE 17'-0" CB -3 1/4" CABLE 1 15'-2" .I FI AAIrF GAArF TART F DATE DESCRIPTION 5/ 6/15 FOR ERECTOR INSTALLATION 5/2/16 REV FOR ERECTOR INSTALLATION BY CK'D DSN PNR PNR GXV Building Systems GN EH GXV Gar co an NCICamparry 2714 S. Garfield Road Airway Heights, WA 99001 Office: (509) 244-5611 (800) 941-2291 1 PROJECT: TDA — GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE 5/ 6/15 SCALE N.T.S. I PHASE 1 I BUILDING ID A JOB NUMBER 14-B-83392 SHEET NUMBERT1uE E4 C64613 BEARING FRAME ONLY! ( WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL USE \ 1) HARDENED RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. WASHER NOT NEEDED U CLIP SIDE. WASHER PER EACH 5/8"0 BOLTS A325 AND UP. NOTED BOLT TABLE FRAME LINE 3 IV —/ I/U 19'-5 1/8" EC -6 8F25C16 16'-4 1/8" LOCATION as UAN TYPE DIA LENGTH ER-3/ER-4 EC-4/ER-3 EC-5/ER-4 EC-6/ER-4 JAMB/ER-4 4 4 A325 5 8 4 4 A325 5/8" 4 4 A325 1/2" 4 4 A325 1/2' 4 A325 1/2" 2 1 3/4' 1 1/4 11/4' 1 11/4' 4 TYP.UNLESS LACIAo o TAMu DJ -1 8F25C16 1-' 7 C I —1 7 EC -4 EC -5 EC -6 _ 3'-0" _ I _ 12'-0" 12 -0" ENDWALL FRAMING: FRAME LINE 3 GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. 8" 3„ h�, .Q3„ 12 12 F916 -D c�(1 F.Sn F5 � ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Ga. PR - Saddle Tan iUE DATE DESCRIPTION LV—T UI JJ1ilY EC -5 W8X10 IV —/ I/U 19'-5 1/8" EC -6 8F25C16 16'-4 1/8" Building stems S. 9 n Road Office: (509) 244-2291 ER -3 IOF25C12 15-7 13/16" Airway Heights, � NC1 Y Airway Heights, WA 99001 ER -4 1OF25C12 15'-7 13/16" DJ -1 8F25C16 14'-8" 1 SJ -1 8F25C16 5'-0 9/16" SJ -2 8F25C16 2'-3 1/8" CUSTOMER: BRAD AND JACQUELINE HALL OWNER: DH -1 8F25C16 12'-0" 3"� G-1 8X25Z16 11'-8" 12 G-2 8X25Z16 1'-5 1/4" SCALE G-4 8X25Z16 1'-5" JOB NUMBER G-5 8X25Z14 15'-33/4" CB -1 1/4" CABLE 14'-5" I N.T.S. CB -2 1/4" CABLE 17'-0" 14—B-83392 CB -3 1/4" CABLE 15'-2" iUE DATE DESCRIPTION BY CK'D DSN 0 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR GXV Garoo Building stems S. 9 n Road Office: (509) 244-2291 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV Airway Heights, � NC1 Y Airway Heights, WA 99001 (800) 941-2291 1 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE s/ s/ls I N.T.S. I 1 I A 14—B-83392 E5 1 C6013 KP GrivAl y 05, 201 SPLICE BOLT TABLE Qty Mark Top Bot Int Type Dia _ Len SP -1 4 4 0 A325 3/4" 2 1 SP -2 4 4 0 A325 3/4" 2" t7FLANGE BRACES: BOTH SIDES(UNLESS NOTED) FBxxA(1): xx=Iength(in) A — L2X2X14G Mork 1 Start End 1 Thick I Len tl Wash RF1-1 10.0 15.0 10.134 196.7 B USE (1) HARDENED 15.0/15.0 0.156 14.0 B RF1-2 10.0 10.0 0.134 162.4 WASHER PER EACH 5/8"0 BOLTS A325 AND UP. F52—D TYP.UNLESS NOTED 4" ) 4' �1I4 96 Go PBR, Go\volume 32 �/R ®4'-8 , i..,. %3" 12 GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN—OF—NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE—TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN—OF—NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SUP CLITICAL 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN La I1'-3 1/2" 26'-0 1/2" 1'-3 1/2- 11 CLEARANCE + — 30'-0" OUT—TO—OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 2 ISSUE DATE DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION 1/4" 3"'L!_,, 12 00 d x1/4 x zu0. 5 x 1/4� x 24.2 GarcoBuilding Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company Airway Heights, WA 99001 (800) 941-2291 1 PROJECT: TDA — GARAGE :USTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE I SCALE I PHASE I BUILDING ID JOB NUMBER SHEET NUMBER I ISSUE 5/ 6/15 N.T.S. 1 A 14-B-83392 I E6 1 C64613 KPaiuty v 05. 2016 Purlin A Steel Line(2)1/2"xl 1/4" 1/4" (1) #113 A325 M. Bolts (2) 1/2" x 1 1/4" Anti—Roll Clip A325 Bolts \ 3/16' Plate Rafter 0 0 Purlin Clip RA1 0 2" 2" 3/16" Plate of Rafter Rake Angle Purlin Clip OO O Purlin Clip EW Rafter Purlin 3/16" Plate 3/16" Plate ' Anti—Roll Clip Anti—Roll Clip O _ 3/16' Plate]- O 3/16' Plate Flange Brace5971 3 16" 3 (At Each Purlin) 3/16" 3 3/16" 3 1/2" x 1 1/4" A325 Bolts Cold Formed Rafter Main Frame Rafter (Typ.) (U.N.) Section A Section A A5 SECTION THRU COLD FORMED RAFTER ANT PURLIN ANTI—ROLL CLIP Refer To Endwall Drawing For Bolt Dia. And Type B 16 CORNER COLUMN TO ENDWALL RAFTER ENDWALL COLUMN WELDED CLIP LI VV YY TILL VII\IJ 1/2';0 x 1 1/4" A325 BOLTS C6) ENDWALL COLUMN TO WALL GIRT Endwall Rafter EW Column Endwall Rafter X1/2" Washer Column Side 1/2" Washer Column Side Not Clip Side Not Clip Side _ I I Endwall Column 4 1/2" x 1 1/4" II 4 1/2" x 1 1/4" A325 Bolts (Typ. U.N. on A325 Bolts (Typ. U.N. on Endwall Drawing) Endwall Drawing) B4 ENDWALL COLUMN TO RAFTER B6 HOT ROLLED ENDWALL COLUMN TO RAFTER Corner Column Welded Plate 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) U4 CORNER COLUMN TO WALL GIRT SW Girt * PART SC -5 APPLICATION 8" Girt Depth SC -54 10" Girt Depth SC -55 12" Girt Depth 0 i in Welded Clip Welded -- . Clip I o 0 0 Endwall FCorner Column Girt 1 I 0 0 0 L---- --------- Sheetin Sheeting clipT_ 123 Clip 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) D 17 ROTATED CORNER COLUMN TO WALL GIRTS ISSUE DATE DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION BY CK'D DSN PNR PNR GXV Building Systems Garco 9 " GN EH GXV � Md ��Y 2714 S. eights, Road Airway Heights, WA 99001 Office: (809) 244-22 1 (800) gat -2291 f PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE 5/ 6/15 SCALE N.r.s. PHASE 1 BUILDING A ID JOB NUMBER 14—B-83392 SHEET NUMBER DET1 ISSUE 1 C64613 ENDWALL COLUMN Width as Door Jamb EW Column Required EW Rafter - II A , e ai O O II � t II i L ff� BASE PLATE e3 a * SECTION "A" PLAN ELEVATION (*) = Refer To Anchor Bolt (*) = Refer To Anchor Bolt (*) = Refer To Endwall Drawing Plan Plan For Bolt Quantity, Dia. & Type E5 BASE PLATE FOR DOOR JAMB E8 BASE PLATE FOR ENDWALL COLUMN RAFTER SPLICE AT SURFACE CHANGE E3 BASE PLATE FOR ENDWALL COLUMN Eave Strut Roof Purlin RF Column �"m`> ® Flange Brace Clip Flange Brace (As Required) Steel Line —� Eave Strut 1/4°twoll trut ^ -- 0 0 0 0 0 0 0 I Additional0 Flange Brace ; ' Eave Strut ----------- ----� ,� (As Required) Additional `. . - ----. ---------- -----------Flange o17'(As ---------------------- Brace °.`� Required) ° Flange BraceRF EW Rafter Rigid Frame Rafter`,0 Column Rigid Frame Wall Girt Column Flange Brace Clip Rafter 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts x 1 1/4" A325 Bolts (Typ.) (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) ) (U.N.) (Typ.) G 2 ROOF PURLIN TO INTERIOR FRAME RAFTER H 2 WALL GIRT TO RIGID FRAME COLUMN 6 LOW SIDE EAVE STRUT TO COLD FORMED RAFTER 2 EAVE STRUT TO RIGID FRAME ISSUE DATE DESCRIPTION BY CK'D DSN 0 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR Gxv Garco Building Systems NCI C=npafly 2714 S. Garfield Road Office: Airway Heights, WA 99001 (509) 244-5611 (� 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV (800) 941-2291 � /� C 0613 PROJECT: TDA — GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL up W' MIT ay 05, 2016 LOCATION: CAD CHICO, CA 95928 DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE CNA,!'� C*` 5/ 6/15 N.T.S. 1 A 14-B-83392 DET2 1 *PART APPLICATION Door Jamb Wall Girt Door Header SC544 1/4" Cable or 1/2" Rod Cable Door Jamb SC545 5/16" Cable or 5/8" Rod Wall Girt SC546 3/8" Cable SC547 1/2" Cable Base Cable Anchor* >—\ SC548 3/4" Rod n SC549 1" Rod a. SC550 1 1/4" Rod Welded Welded Clip EyeBolt ,� I i Door Jamb n Base jam/ Welded Clip Wall Girt i Cable Anchor 1 Diameter (SC551 or SC552) Bolt Opening Width o 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts Door Jamb �'� 1/2" x 1 1/4" A325 Bolts (TyP•) (U.N.) (TYp•) (U.N.) (TYP•) (U.N.) Anchor Bolts K3 WALL GIRT TO DOOR JAMB L8 DOOR JAMB TO WALL GIRT M3 DOOR HEADER TO DOOR JAMB Q6 DIAGONAL BRACE CLIP TO FLOOR DETAIL 6 Stitch Screws () Stitch Screw 1/4-14 x 7/8" SO Rigid Frame Column 1/4"-14 x 7/8" Rake Angle Roof Panel at 12" O.C. - Lap Tek Die Formed RA1-24( Tape Seal HW -505 = —_ Steel Line Ridge Cap Rake Trim F50 Base Closer Member Screws - #12 S.D. Screw 12 —14 x 1 1/4" Member Screw (See Fastener Detail) at 5"-7"-5" O.C. 12-14 x 1 t/4" SD Purlin Wall Panel Anchors By Others* a Base Angle (RA1) Finished Floor .... � Rake Trim Outside Foam Min: ; ;•' / "PBR" Peak Purlins F50 Closure up to Ing 4:12 roof slope 1 1/2" *Minimum 1/4" Diameter Anchor Roof Panel Stitch Screw 1/4" 14 x 7/8" \� or Equivalent Power—Driven Fastener at 12 O.C. (*) = Refer To Anchor Bolt At 24" On Center Maximum. 1/2" Tape Sealant Standard (Fixed) Plan HW -507 For roof runs 124'-11" or less Standard Rake Section (Metallic) PBR Roof — Sheeted Wall R2 ANCHOR BOLTS AT SIDEWALL COLUMNS T3 SECTION THRU WALL PANEL AND CONCRETE FOUNDATION "PBR" ROOF FIXED RIDGE DETAIL Trim -80 TRIM 108 ISSUE DATE DESCRIPTION BY CK'D DSN 0 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR GXV Building Systems NCI Company Airway Heights, WA 99001 Riirco 9 y 2714 S. Garfield Road Office: (509) 244-5611 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH Gxv (800).941-2291 PROJECT: TDA — GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL EV, ay 05, 2016 LOCATION: CHICO, CA 95928 crv►16. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBERISSUE (VC 5/ 6/15 N.T.S. 1 I AL A 14-B-83392 DET3 1 Inside closure with 111/2' 1" 1 1/4" Tape seal on top I1 and bottom N J (2) Runs 1/4° Bead ' Rake Trim Urethane Tube Sealant PBR Roof Panel Top Flange o O Isarews Top Bolts - See Rigid Frame sh Drawings For Size 7/8° (Typ.) Fastener #14 Panelo01/8 x 3/16"B WebIntermediate x Flat Eave Trim Pop Rivet 13/1 " O.C. Bolts 4'4M—a Rake Trim F2955 Stitch Screw OO OO— (As Required) Member Screw AT 20" O.C. See Rigid Frame Drawings For Size ° Min. 14 1/8 x 3/ 6.6 "/Member 12-14 X 1 1 4" SDFastener at 5", ] 5 Screwo 1'-0" O.G. •o � O1° Bottom Bolts - See Rigid Frame re Stitch Screw 1/4°-14 7/8' Po Rivet p Member Screw J Bottom Flange O Drawings For Size O x at 6• O.C. at 60" O.C. 12-14 X 1 1/4' SD Steel Tape Mastic Outside PanelA Line Remove Bearing Leg Panel Peak Box --,.,Closure Extension Beyond Flange Is PBR Roof Eove Corner Trim L. Major Rib Optional, At Top & Bottom. Rake Angle RAI —1 Strut (F830) Wall Fastener WOII Panel1/4°-14 Stitch Screw Outside Panel Closure x 7/8° ve Trim BOLTS FOR RIGID FRAME RAFTER at each high rib Standard Peak Box Detail Flat Trim -1 1/4" Wall Parte-PBR Roof U 2 AT BUILDING PEAK — PBR Roof TRIM -106 TRIM -120 TRIM -186 RIDGE TIE PC80 Field locate and provide *Column - WF or Maximum a slot for the 'Y' bracing. �'1 1/8" Larger than 'Y' bracing 0 o Top Flange OO DO Cable Cee _ � �, 1 2' 1 2" Diameter. Ridge Tie Top Bolts - See Rigid Frame - _ Bldg.Ridge, Drawings For Size _ O O - Flo -Loc Grip - o = Inside Flan U o g p PC80_ (SYM.) = Bracing Pad _ _ _ _ o E" Web Eyebolt - (If Req'd) CJ p Of (V15 Intermediate Bolts :2 O O— (As Required) Hillside E 86 F + a See Rigid Frame Drawings For Size Washer - E _ Oo 00 I j Bottom Bolts - See Rigid Frame "' Zee Web Peak Purli I Bottom Flange o Dr61 .awings For Size ® Nut _ _ _ _ _ _ _ _ Fastener #55 * Similar connection Outside Flange Down 12-24 x 14" DP5 At Ride for Rafter. - - 3 Each end of PC80_ Flat *For Cable, Unravel Flo -Lock Grip Insert EyeBolt Through Slot in Web. Washer and Remove Eye Bolt, Slip Through Then Assemble Hillside Washer, Flat Washer, and Nut. Slotted Girts, then Reassemble Cable. U3 BOLTS FOR RIGID FRAME RAFTER TO COLUMN CONNECTION (�2 DIAGONAL CABLE, EYEBOLT END CABLE AT FLUSH WALL GIRT ISSUE DATE DESCRIPTION BY CK'D DSN 0 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR GXV Building Systems 2714 S. Garfield Road ClarAirway Heights, WA 99001 Office: (509) 244-5611 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV an NCII Company (800) 941-2291 � C64613� PROJECT: TDA -GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL EV.6121110111 ay 05, 2016 LOCATION: CHICO, CA 95928 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/ 6/15 N.T.S. 1 A 14-B-83392 DET4 1 12" 12" 12" 9 1/2" 9 1/2" 9 1/2" 2 1/2" 2 1/2" 2 11 Sheeting Direction Detail "A" All Roof Members Except As Noted Below 12" 12" 12" 2 1 /2" Stitch Screw Tape Seal 1/4-14 x 7/8' At 20" O.C. Detail "A" Member Screws 4" 12-14 x 1 1/4" at 5" 7" 5" Continous 2 1/2" Tape Seal Roof Panel) Purlin _ Sheeting Direction Detail "A" At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laps Fastener Location for "PBR" Roof Panel Standard Grade Description p Fastener Number Application _ PP_ 1/4"-14 x 7/8" 4A Stitch & Trim Screw 12-14 x 1 1/4" 17A Member Screw 12-14 z 1 1/2" 176 Member'Screw 12-14 x 2" 28 Member Screw Long Life Description p Fastener Number Application pp 1/4"-14 x 7/8" 4 Stitch & Trim Screw 12-14 x 1 1/4" 3 Member Screw 12-14 x 1 1/2" 3A Member Screw 12-14 x 2" 58 Member Screw Note:- ------ — -- Standard details call for 1 1/4" fasteners as member screws by default. 1 1 /4", 1 1 /2", or 2" depending on insulation, application, or customer request. Self—Drilling Screw Application SCRW1 Roof Panel TRIM -175 ISSUE DATE I DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION BY CK'D DSN 'NR PNR GXV Building Systems GN EH GXV F2iico an NCI CompwW PROJECT: TDA — GARAGE CUSTOMER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE I PHASE BUIL 5/ 6/15 N.T.S. 1 TRIM -174 2714 S. Garfield Road Office: (509) 244-5611 Airway Heights, WA 99001 (800) 941-2291 C M13 OWNER: BRAD AND JACQUELINE HALL Ev. GrAwl ay 05, 201 Cry�� IG ID JOB NUMBER SHEET NUMBER ISSUE 14-13-83392 DE T5 1 7" 5" 7" 5" 7" 12" 12" 12" 7" 5'` 7" 5" 7" A 2 1/2" 12 12" A g A B "PBA"/"AVP" Panel 2 1/2" 12' 12', B "PBR" Panel "PBU" Panel - Member Screw 12-14 x 1 1/4"SD °PBR" Panel 12" O.C. at Each Member "PBU" Panel Bearing Leg Bearing Leg Extended Leg 'PBA" Panel Stitch Screw Stitch Screw 1/4-14 x 7/8" 1/4714 x 7/8' Sheeting Direction SO, at 20" O.C. Sheeting Direction SD, at 20" O.C. Sheeting Direction 0 = At Base, Rake, Eave, and Mid Span End Laps 6" 6" 6" 6" 6" ±6" 12" 12" 12" .©= At Intermediate Member, 2 12 12 B "RVPBR" Panel and at Optional Liner Panel "RVPBU" Panel Fastener Location for Panel At Wall ISSUE DATE I DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION BY CK'D DSN 'NR PNR GXV Building Systems GN EH GXV F2iico an NCI CompwW PROJECT: TDA — GARAGE CUSTOMER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE I PHASE BUIL 5/ 6/15 N.T.S. 1 TRIM -174 2714 S. Garfield Road Office: (509) 244-5611 Airway Heights, WA 99001 (800) 941-2291 C M13 OWNER: BRAD AND JACQUELINE HALL Ev. GrAwl ay 05, 201 Cry�� IG ID JOB NUMBER SHEET NUMBER ISSUE 14-13-83392 DE T5 1 Ade OO Edge Q NOTES: Joint TTHK. WELD SIZE S 16 Go 1/16": 0.0625 inch 14 Go 5/64": 0.0781 inch 12 Go 7/64": 0.1094 inch 0 2_24 10 Go 9/64": 0.1406 inch 2_24 0 L 2�V T Q 3" TYPICAL COLD—FORMED CONNECTIONS ® L 2 s 3/8" Thk L 2 Below 3/8" The Material . Has No Joint a . < 3/8" Thk > ----- < 3/8" Thk 5 or i 3/8" Thk � : 3/8" Thk BGTSM BGTSM < 3/8" Thick Q Typ �< 3/8" Thick or or i 3/8 Thick -- Z -k BGTSM Straight Column Type 1 la ab Thk or T ®*I I ,;2 368" Thk BGTSM Typ Typ Interior Wide Flange Base Plate < 3/8" Thick 0 or i3/8 Thick BGTSM � —< Typ a O Typ < 3/8" Thick or i3 8 Thick BGTSM Straight Column Type 2 iUE DATE I DESCRIPTION 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION b t s 3/8" 1 a > 3/8" 1 Z©<3/8" Thk b or �z 38" Thk © BOTSM <3/8" Thk or O ' �z 3//8" Thk BGTSM © L 2 Weld Int"3-6 n L 2 Over 24 Deep Webs Typ Q "AT Interior Column Conn Plates v A gNot�h Note!!! > TypBGTSM = Back Gouge To Solid Metal (Typ.) Typical Stiffener Detail SECTION A—A Revised 4/25/1 Notice This Drawing And The Information Contained And Or Depicted hereon, either expressly or implied, is CONFIDENTIAL AND 2cking Ring— PROPRIETARY and may not be reused, reprinted, distributed tme Ntateriol or otherwise disclosed Pipe FW_1/WELD DETAIL SHEET GarcoBuilding Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company Airway Heights, WA 99001 (800) 941-2291 /t PROJECT: TDA — GARAGE C 6613 CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUEDNE HALL � 80=1 LOCATION: CHICO. GA 95928 ay 05, 201 CIVIL. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE Or CA`,�( 5/ 6/15 N.T.S. 1 A 14—B-83392 DET6 I ** Note: Sizes Of Fillet Weld >3/8" Thk For Web—To—Flange Weld Web Flan e Thickness s 3/8" Thknge Thickness 3/16" 1/4" To 1/2" Over 1/2" 10 Go & 3/16" 3/16" See Note 2 © 1/4" 3/16" See Note *6uoVtoorrMF1., 5/16" See Note 1/4" 2 1 3/8" 5/16"Over 3/8" See Note 3 Typ At/8" Thk Notes: Webs or® ��x 3/8" Thk BGTSM 1.) 3/16" Flanges Are Not To Be Used For Web Thickness Of 1/4" Or Over Unless Specified ' By Engineering. 2.) Weld Size Equals To Thickness Of Web Or See Note 5. 3.) For Web Thickness Over 3/8" All Fillet Sizes Are To Be Specified By Engineering. 4.) Weld Both Sides Of Web To Flange 3" Beyond Both Ends Of Bracket. 02 1/2° 5.) Flange To Flange Or flange To Connection Plate Weld Sizes Are Determined By The o ( 2 1/2" Following Criteria: Typ Flg Brace Clip tf < 3/8" 3/16" Fillet 3/8"< tf < 3/4" NWith 1/4" Fillet tf > 3/8" N With 5/16" Fillet Weld Need Not Exceed Thickness Of Thinner Part Joined. 6.) Weld Size Is To Be 1/16" Less Than Thicker Plate, But Not To Exceed Thickness Of b © L/2 Thinner Plate. © L 2 7.) Opposite Side Weld Length To Be a Dimemension Plus 3 Inches, and b Dimension Plus 3 Inches. v A gNot�h Note!!! > TypBGTSM = Back Gouge To Solid Metal (Typ.) Typical Stiffener Detail SECTION A—A Revised 4/25/1 Notice This Drawing And The Information Contained And Or Depicted hereon, either expressly or implied, is CONFIDENTIAL AND 2cking Ring— PROPRIETARY and may not be reused, reprinted, distributed tme Ntateriol or otherwise disclosed Pipe FW_1/WELD DETAIL SHEET GarcoBuilding Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company Airway Heights, WA 99001 (800) 941-2291 /t PROJECT: TDA — GARAGE C 6613 CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUEDNE HALL � 80=1 LOCATION: CHICO. GA 95928 ay 05, 201 CIVIL. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE Or CA`,�( 5/ 6/15 N.T.S. 1 A 14—B-83392 DET6 I END PBR Wall Panel - Three Sided Framed Opening Trim Installation with Field Notch Panel at Head Trim FPW07022 Note: Trim Installation can be done by Field Notch Panel as shown on.PW07022 & PW07023 DR with Feld Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Opening Width + 6" (+1" Lap when req'd) 3", Opening Width . 3" e I I /- Finish Floor Line I I o Width Note: All trim Is to be Note: Field measure Opening Width installed BEFORE blanketand Height before making field cuts insulation is applied to walls. and adjust cut dimensions accordingly. PBR Wall Panel - Three Sided Framed Opening Field cut Panel Field Notch Panel at Head Trim PWO7023 OR See PW07023 Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 Qa with Field Notch and Bend Tabs at Head Trim as shown on PWO7024 & PW07025. Opening Width + 6" (+1" Lap when req'd) & PW07027 n .Note: Panel position is shown with I Front Yew End View 1" Lap with (2) Fasteners #14 J" x J" Pop Rivet Note, All trim is to be and HW540 Caulking Opening Width 3" Opening Width 3" r �� Head Trim F481 / at Head Trim measure before cutting Panel and Trim. See v PW07030 a vPop o Note. For Optional" tFastener m #14A J" x j" Pop Rivet of 20" O.C. at Cold Form Channel Closure Trim PW07025 for details. c at 20" O.C. at Cold Form OR see PW07028 o w OR Fastener #207 12-24 x 1}" Fastener #207 12-24 x 1}' Pancake DP5 at 20" O.C. at n J L Pancake DP5 at 20" O.C. at Hot Rolled o+ 3:+ N Hot Rolled Bead of HW540 Tube Coulkin V) c }" Bead of HW540 Tube Caulking " 1 Lop with (2) a, o o c + u from Header to Floor (see section) Fasteners #14 }" x 1" Lap with (2) o A" Pop Rivet Typ at Fasteners #14 a" x Jamb Trim F482 Jamb Trim F482 Head & Jamb Trim c f);" Pop Rivet Typ of or Alternate F484 or.Alternate F484 when required. Field Head & Jamb Trim c' notch as required. o' when required. Field o See notch as required. 0 PW07029 See e I I /- Finish Floor Line I I o Width Note: All trim Is to be Note: Field measure Opening Width installed BEFORE blanketand Height before making field cuts insulation is applied to walls. and adjust cut dimensions accordingly. PBR Wall Panel - Three Sided Framed Opening Field cut Panel Field Notch Panel at Head Trim PWO7023 OR Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 Qa with Field Notch and Bend Tabs at Head Trim as shown on PWO7024 & PW07025. Opening Width + 6" (+1" Lap when req'd) Head Trim F481 .Note: Panel position is shown with I Front Yew End View 1" Lap with (2) Fasteners #14 J" x J" Pop Rivet Note, All trim is to be and HW540 Caulking Opening Width 3" Opening Width 3" r �� Field notch Panel / at Head Trim Head Trim F481 J See PW07027 J for Jamb Trim field cut detail Jamb Trim F482 or Alternate F484 Fastener #14A J" x I" Pop J Field cut Panel Rivet at 20" O.C. at Cold Form ' OR Fastener #207 12-24 x 1}" Pancake DP5 at 20" O.C. at Hot Rolled Head Trim F481 .Note: Panel position is shown with Panel Rib and Opening on 1'-0 module. Note, All trim is to be Location of Rib may vary depending on installed BEFORE blanket the Opening Width and location. Field insulation is applied to walls measure before cutting Panel and Trim. STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) PBR Wall Panel - Three Sided Framed Opening Trim Installation with Field Notch and Bend Tabs at Head Trim PW07024 Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 gR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Field Cut Opening Width + 6' (+1" Lap when req'd) and Remove Opening Width + 3" Opening Width 1}" See PW07025 i & PW07027 n Head Trim F481 See Field Notch and Bend PW07030 a 1}" Tab behind Jamb Trim. Attach with Fastener #14 i" x" vPop Fastener #14A j" x Ir Pop Rivet Rivet. See m of 20" O.C. at Cold Form PW07025 for details. c OR w Fastener #207 12-24 x 1}" Pancake DP5 at 20" O.C. at n J L Hot Rolled N Bead of HW540 Tube Coulkin rn c from Header to Floor (see section) ' o c + u 1" Lap with (2) o Jamb Trim F482 Jamb Trim F482 Fasteners #14 a" x or Alternate F484 or Alternate F484 f);" Pop Rivet Typ of Head & Jamb Trim c' when required. Field notch as required. 0 See PW07029 Note, For "Optional" Channel Closure Trim see PW07028 PBR Wall Panel - Three Sided Framed Opening Field Notch and Bend Tabs at Head Trim FPW07025 Note: Trim Installation can be done by Field- Notch Panel as shown on PW07022 & PW07023 DR with Field Notch and Bend Tabs at Head Trim'os shown on PW07024 & PW07025. Opening Width + 6" (+1" Lap when req'd) - •opening Width + 3" -Note, Field measure Opening Width and •Opening.Width 1}" cut Head Trim to -Field Cut required length. Remainder and Remove Head Trim F481 I Front Yew II —}}— 1" Lap with (2) Fasteners End View See End Cut Detail #14 J" x A* Pop Rivet and HW540 Caulking 1}" Opening Width Do not cut or Note: All trim is to be remove back leg installed BEFORE blanket insulation is applied to walls Bend 1J" Tab 1}" down 90 degrees Note: Panel position is shown with Panel Rib and Opening on l'-0 module. Location of Rib may vary depending on Field Cut the Opening Width and location. Field and Remove measure before cutting Panel and Trim. End Cut Detail ,(Mewed from top of Head Trim) Opening Width 1}" Opening Width Field Notch, and Bend 1j" Tab ' behind Jamb Trim. Attach with Fastener #14 x J" Pop Rivet Finish Floor Line Head Trim f481 See PW07027 for Jamb Trim field cut detail Opening Width Jamb Trim x482 or Alternate F404 Fastener 1j14A J" x jr Pop � Rivet at 20 O.C. at Cold Form OR Note: All trim is to be Note: Field measure Opening width Fastener #207 12-24 x 1 j" installed BEFORE blanket and Height before making field cuts Pancake DP5 at 20" O.C. at insulation is applied to walls. and adjust cut dimensions accordingly. Hot Rolled WE DATE DESCRIPTION BY CK'D DSN 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR GXVBuilding Systems �4 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV rc0 . NCI Corrrpany PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 o 2714 S. Garfield Road Office: (509) 244-5611 Airway Heights, WA 99001 (800) 941-2291 OWNER: BRAD AND JACQUELINE HALL CAD DATE SCALE I PHASE BUILDING ID1 JOB NUMBER SHEET NUMBER ISSUE 5/ 6/15 N.T.S. 1 A 14—B-83392 DEf7 1 1 Field cut Panel C64613 6 PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening Jamb Trim Field Cut Details PW07027 "Optional' Channel Closure Trim PW07028 Jamb Trim Installation PW07029 Head Trim Installation PW07030 I--- 44" { Opening Width + 7" (+1" Lap when req d) 31" Opening Width 31' T Panel PBR Wall o o Alternate Jamb Trim F484 Jamb Trim F482 Jamb Wall Member Strew Channel Closure Trim Too Yew Too View Fastener �14A �' x �" Pop Rivet ( Cold Form shown Hot Rolled similar) 12-14 x at 5"-7"-5" _ Form Fastener 14A x Po �• r P • 4a" 0 See at 20" O.C. at Cold Form O.C. at Cold OR Rivet at 20" O.C. of Cold Form }" 3J' }" • d PW07030 OR Fastener X207 12-24 x 11" "Optional" 12-24 x _ at 5"-7"-5" O.C. Hot Rolled OR Fastener Q207 12-24 x 7}' � Pancake DPS at 20" O.C. at Channel Closure Trim at Pancake DP5 at 20" O.C. at Field Cut and Remove r s Fastener p14A �" x Pop Rivet Hot Rolled See PW07028 for details. Hot Rolled of at 20" O.C. at Cold Form rs"i n I n J t + rn m x OR Fastener #207 12-24 x 11" Pancake DP5 at 20" O.C. at Hot Rolled Double Sided Tape (Not by Bldg Mfg) Blanket Insulation }' }" Bead of HW540 Tube Caulking (Header to Floor) "Optional" Header 7 m c 1' Lap typ of Head i i Head Trim F481 Channel Closure Trim (Cold Form shown Cut and remove + m Channel Closure Trim &Jamb when �� i i i� =» See PW0728 for details Hot Rolled similar)c ' o- required.cut ired. Field t • v remainder of front fold m Channel Closure Trim to length if reqc�d � — � r — — Z _ + rn x� and notch. J t x n Side View at Head Trim (2) Fasteners X14 x 1}" Pop Rivet of lap c a o Seo Pee PBR Wall Panel Blanket mat• `Field Cut Wall Panel c rn n c m v capillary lip of JambsTrimon o' . = Finish Floor Line Opening Width � + �' 1' Lap when required. Field cut and notch Field Flatten Trim leg when required 09 required. Finish Floor Line o' oa 1" Field bend tab down 90 degrees Jamb Trim F482 (shown) =Channel Closure 2}" Field cut and remove Trim Piece Mark or Alternate Jamb Trim F484 F981 — 8" member dF2994 Channel Closure Trim — 8 " member F2991 — 8} member o 3}" F2992 — 8J" member V F982 — 10" member Finish Floor Line ,r F2993 � 31" Field cut and remove F169 — 10}" member — 12" member II F2995 — 121" member Side View Sill Trim trim is tbe fhnnnnl fansure Trim at Jambs o Alternate Jamb T; 6-n F404 P; ufilc at installedAll ed BEFORE blanket Jamb Trim F482 and insulation is applied to walls. Note, Panel position is shown with Nate: Field measure Opening Height Alternate Jamb Trim F484 Panel Rib and Opening on V—O module. Note: All trim is to be before making field cuts and adjust Front View Note, Feld measure Opening Width Note: All trim is to be Location of Rib may vary depending on installed BEFORE blanket cut dimensions accordingly. Right Jamb Trim as shown and Height before making field cuts Instatled BEFORE blanket the OPening Width and location. Field insulation is applied to walls Left Jamb Trim opposite hand End Cut Detail and adjust cut dimensions accordingly, insulation is applied to walls. measure before cutting Panel and Trim. r ISSUE DATE DESCRIPTION BY CK'D DSN ' - 0 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR GXV Building Systems 2714 S. Garfield Rood Office: (509) 244-5611 Ga 1'co Airway Heights, WA 99001 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV an Nd Company (800) 941-2291 STANDARD FRAMED OPENING DETAILS PBR WALL PANEL) Cg�g»� "PROJECT: TDA -GARAGE CONT. CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL �55, 20it LOCATION: CHICO, CA 95928 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE!�'� 5/ 6/15 N.T.S. 1 A 14—B-83392 I CSL DET8 I Knock Down Walk Door Sections �•AC05131 8", 10", 12" Girls Dec'11 e00 Door Header An • Door Header Angle See Chart Girt See Chart w/(one) Wall Member Screw 12-14 x _ Girt Each End At 12' O.C. o oar Frame Walk Door Clip (WDC) Girt Walk Door Anglle (WDA) 7— _ Shown In Detail "B", Used a For Door Bracing Only And 'N o Is Not Req'd. If Optional Girt Door Header o p t 3'-6" Is Used. Section Thru Header Attachment To Framing Elevation Concrete, By Others Girt (Field Wall Member Screw Cut At Jamb)12-14 x _ (TYP•) Door Jamb Section At 3'-6 Girt Field Weld or use Door Jamb Wall Member Screw Aluminum 12-14 x _ Threshold Door Jamb Field Anchors By Erector Tape Sealant Door Header Angle Piece Mark For Door DHA3 3070 DHA4 4070 DHA6 6070 Detail "A" Detail "B" At Base w/ Swing—Out Door At Brace (Typ. Both Jambs) Door (WDC) lember Screw Ix Bend Door e (WDA) PBR Wall Panel - Walk Door & Glass -Front Walk Door P PW09022 PBR Wall Panel - Walk Door & Glass- Front Walk Door v�PW09023 PBR Wall Panel - Walk Door & Glass -Front Walk Door P PWO9027 Trim Installation with Field Notch Panel at Head Trim Dec'l1 R60 Field Notch Panel at Head Trim Dec'11 e00 Jamb Trim Field Cut Details Dec'11 e00 Note: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023 - Q$ with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. Note: Trim Installation can be done by Field Notch Panel as shown on 9024PWO9&2 & 9025.PWO93 QR with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & PW09025. T 0 I 1�, ^� 1�, - 0 o Door Width + 6}" (+ 1'-6 for each SideLite) L o Y 0 3 1}" Door Width + 3�" (+ 1'-6 for each SideLite) o o See PW09023 Panel Rib Optional Jamb Trim F484 Jamb Trim F482 o & PWO9027 Top Yew Top View c 0 00 Door Width + 3j" 3 o y (+ 1'-6 for each SideLite) 1�" 0 0 4}" 0 7 N 3 u 2 b Door Width }" 3a" ' - Door Width + 3J" " (+ 1'-6 for each SideLite) 1�" o ` a oo (+ 1'-6 for each SideLite) 11 a it o L Head Trim F481 Field notch Panel o I o I Field Cut and Remove SeeDoor Width at Heod Trim s °' . PWO9030 I (+ 1'-6 for each SideLite) 1}" _ o _o or PWO9032 c � ' 3 0 3 I �3" Walk Door o —� `. %' "� "' "� `� 2" Gloss–Front Door o q 0 Fastener #14A J" x �" Pop 0 PRivet at 20' O.C. - c /. ,� o a 3 .✓ Cut and remove remainder of front fold 0 0 3 t O _ m }" Bead of HW540 Tube Caulking o l m ` = Heod Trim F481 0 Caulk these ed es from Header to Floor (see section) I 9 3o q `oo I o after installation18 o m p See PWO9027 - I li o I Side View at Head Trim o0 l o Jamb Trim F482 Jamb Trim F482 for Jamb Trim o I O " o 1. I or ptio onal F484 or Optional F484 field cut detail I .. I ( a I e 3 p 3; I so Jamb Trim F482 PW09029 or Optional F484 o or PWO9031 I i I I of Fastener #14A }" x Field cut Panel Finish Floor line Pop Rivet at 20" O.C. 1` Finish Floor Line Door Width(+ V-6 for each SideLite) Door Width + 31" (+ V-6 for each SltleLite) Sido Viow at Sill Trim - Note: Panel position is shown with Jamb Trim F482 and Panel Rib and Door on 1'-0 module. Note: Field measure Door Height before Optional Jamb Trim F484 Note: All trim is to be Note: Field measure Door Width and Note: All trim is to be ,Location of Rib may vary depending on making field cuts and adjust cut dimensions Front View installed BEFORE blanket Height before making field cuts and installed BEFORE blanket the Door Width and location. Field accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown insulation is applied to walls. adjust cut dimensions accordingly. insulation is applied to walls. measure before cutting Panel and Trim. Trim & at .1}" below Finish Floor Line. Left Jamb Trim opposite hand STANDARD WALKDOOR DETAILS (PBR WALL PANEL) SUE DATE DESCRIPTION BY CK'D DSN 0 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR GXV Building Systems 2714 S. Garfield Road Office: (509) 244-5611 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV giico en NCI Company Airway Heights, WA 99001 (600) 941-2291 1 PROJECT: TDA — GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/ 6/15 1 N.T.S. 1 A 14-B-83392 DET9 1 C 64613 EXP•8180=01 ay 05, 201 PBR Wall Panel - Walk Door & Glass -Front Walk Door Jamb Trim Field Cut Details E1 }' .11�� i }' PBR Wall Panel - Knock Down Walk Door Jamb Trim Installation - Optional Jamb Trim F484 Jamb Trim F482 Too View Too Vie, °a 411" J" Bead of HW540 Tube Coulkin9 o (Header to Floor) 0 o 0 0' Fastener #14A o v_ o 1 Field Cut and Remove Pop Rivet at 20' 0. C. 3o u 3 .2 Double Sided Tape �3' Walk Door (Not by Bldg Mfg) 2� Glass—Front Door Blanket Insulation i Cut and remove remainder of front fold `o Side view at Head Trim p N a 3 � o o « I I 0.. i • Fnish Floor Line Side View at Sill Trim Jamb Trim F482 and Note: Field measure Door Height before 0 ion Jamb Trim F484 making field cuts and adjust cut dimensions Front View accordingly so that Jamb Trim fits to Heod Right Jamb Trim as shown Trim & at ii' below Finish Floor Line. Left Jamb Trim opposite hand PBR Wall Panel -J &te: Terminate Blanket Insulation at capillary lip of Jamb Trim Feld Flatten Trim leg when required Jamb Trim F482 (shown) or Optional Jamb Trim F484 Optional Jamb Trim F484 Profile Walk Door Jamb (Profile may vary) Field Cut Wall Panel �: I Door Width Door Width .+ 3}7 NntS: Pnnnl position is shown with Panel Rib and Door on V-0 module. Note: All trim is to be Location of Rib may vary depending on Finstalled BEFORE blanket the Door Width and location. Field insulation is applied to walls. measure before cutting Panel and Trim. Pepe PBR Wall Panel - Knock Down Walk Door PW09032 Head Trim Installation Dec'11 JR0o PBR Wall Panel Wall Member Screw_ 12-14 x _ at 5-7'-5' O.C. Fastener Q14A J" x Ir Pop Rivet at 20' O.C. Head Trim F481 Walk Door Header (Profile may vary) Finish Floor Line Note, All trim is to be installed BEFORE blanket Insulation is applied to walls. STANDARD WALKDOOR DETAILS (PBR WALL PANEL) CONT. ISSUE DATE DESCRIPTION BY CK -0 DSN 0 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR GXV Garco Building Systems 2714 S. Garfield Road Office: (509) 244-5611 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV an MCI company Airway Heights, WA 99001 (800) 941-2291 C 64613 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL EV.G1 ay 055 2 LOCATION: CHICO, CA 95928 , ,R\ CAD DATE 5/ 6/15 SCALE N.T.S. PHASE 1 I BUILDING ID A JOB NUMBER 14-B-83392 SHEET NUMBER DET10 I ISSUE' CA` 1 FIELD SERVICE PROCEDURES IN ORDER TO GIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM, PLEASE HANDLE ANY SHORTAGES OR BACK CHARGES IN THE FOLLOWING MANNER: CAREFULLY CHECK YOUR PACKING LIST WHILE UNLOADING. MARK ANY ITEMS, WHICH APPEAR TO BE MISSING AND NOTIFY THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE TTLEBLOCK AS SOON AS POSSIBLE. CALUNG SOMEONE ELSE COULD DELAY THE PROPER RESPONSE. SHORT MATERIALS - IMMEDIATELY UPON DELIVERY OF MATERIAL, QUANTITIES ARE TO BE VERIFIED BY THE CUSTOMER AGAINST QUANTITIES THAT ARE BILLED ON THE SHIPPING DOCUMENT. NEITHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE MATERIAL SHORTAGES AGAINST THE QUANTITIES BILLED ON SHIPPING DOCUMENT IF SUCH SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL IS DELIVERED, AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT. IF THE CARRIER IS THE MANUFACTURER, CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IF THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING TO THE QUANTITIES THAT ARE BILLED ON THE SHIPPING DOCUMENTS, BUT ARE LESS THAN THE QUANTITIES ORDERED OR THE QUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE ORDER DOCUMENTS, CLAIM IS TOO BE MADE OF THE MANUFACTURER. DAMAGED OR DEFECTIVE MATERIAL - DAMAGED OR DEFECTIVE MATERIAL, REGARDLESS OF THE DEGREE OF NUTGT—m9s-f1TTNbTED ON THE SHIPPING DOCUMENTS BY THE CUSTOMER AND ACKNOWLEDGED IN WRITING BY THE CARRIER'S AGENT. THE MANUFACTURER IS NOT RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, INCLUDING, BUT NOT LIMITED TO: FASTENERS, SHEET METAL, 'C' & 'Z' SECTIONS & COVERING PANELS THAT BECOME WET AND/OR DAMAGED BY WATER WHILE IN THE POSSESSION OF OTHERS. PACKAGED OR NESTED MATERIAL THAT BECOMES WET IN TRANSIT MUST BE UNPACKED, UNSTACKED AND DRIED BY THE CUSTOMER. IF THE CARRIER IS THE MANUFACTURER, THE CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE MANUFACTURER. IF THE CARRIER IS A COMMON CARRIER, THE CUSTOMER MUST MAKE THE CLAIM FOR DAMAGE TO THE COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY CLAIM WHATSOEVER INCLUDING, BUT NOT LIMITED TO LABOR CHARGES OF CONSEQUENTIAL DAMAGES RESULTING FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT CAN BE DETECTED BY VISUAL INSPECTION. , OIL CANNING IS NOT CAUSE FOR REJECTION EXCESSIVE MATERIAL - THE MANUFACTURER RESERVES THE RIGHT TO RECOVER ANY MATERIAL DELIVERED IN EXCESS OR THOSE REQUIRED BY THE ORDER DOCUMENTS. INITIAL CLAIM - IN THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN OR VERBAL INITIAL CWM' TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, DRAFTING, BILL OF MATERIALS OF FABRICATION ERROR. THE 'INITIAL CLAIM' INCLUDES: 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS INCLUDINGUANTIT . Q ES 2. DESCRIPTION OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING ESTIMATED MAN-HOURS. 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATED QUANTITIES AND COST. 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER. Erection Guide R� AUTHORIZATION FOR CORRECTIVE WORK NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS OF REAMING, CHIPPING, WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO UNE THROUGH THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE FOREGOING MEANS OR WHICH REQUIRE MAJOR CHANGES IN THE MEMBER CONFIGURATION SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO ENABLE WHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE MOST EFFICIENT AND ECONOMICAL METHOD OF CORRECTION TO BE USED BY OTHERS. (AISC 303-10, SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR IS THE FAULT OF THE MANUFACTURER, AN 'AUTHORIZATION FOR CORRECTIVE WORK' MUST BE ISSUED IN WRITING BY THE MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED THE MAXIMUM TOTAL COST SET FORTH. ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT PROPOSED IN THE INITIAL CLAIM' MAY BE DIRECTED BY THE MANUFACTURER IN THE 'AUTHORIZATION OF CORRECTIVE WORK.' ONLY THE FIELD SERVICE DEPARTMENT MAY AUTHORIZE CORRECTIVE WORK. FINAL CLAIM - THE 'FINAL CLAIM' IN WRITING MUST BE FORWARDED BY THE CUSTOMER TO THE MANUFACTURER WITHIN TEN (10) DAYS OF COMPLETION OF THE CORRECTIVE WORK AUTHORIZED BY THE MANUFACTURER. THE 'FINAL CLAIM' MUST INCLUDE: 1. ACTUAL NUMBER OF MAN-HOURS BY DATE OF DIRECT LABOR USE ON CORRECTIVE WORK AND ACTUAL HOURLY RATES OF PAY. 2. TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. 4. COST OF MATERIAL (NOT MINOR SUPPLIES) AUTHORIZED BY THE MANUFACTURER TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAID INVOICES. 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK (SUM OF 1, 2, 3 & 4). THE 'FINAL CLAIM* MUST BE SIGNED AND CERTIFIED TRUE AND CORRECT BY THE CUSTOMER. 'FINAL CLAIMS" ARE CREDITED TO THE CUSTOMER BY THE MANUFACTURER IN AN AMOUNT NOT TO EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH IN WRITING IN THE 'AUTHORIZATION FOR CORRECTIVE WORK' OR TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK. •• IMPORTANT NOTE •• - COST OF EQUIPMENT (RENTAL OR DEPRECIATION), SMALL TOOLS, SUPERVISION, OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CLAIMS. SHIPMENT ARRIVAL TIME - EVERY EFFORT WILL BE MADE TO SEE THAT THE CARRIER ARRIVES AT THE JOBSRE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. MANUFACTURER MAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS ASSOCIATED WITH A SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE AGREEMENT HAS BEEN MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME. R1-02 UNLOADING, HANDLING, AND STORING MATERIALS STRUCTURAL - A GREAT AMOUNT OF TIME AND TROUBLE CAN BE SAVED IF THE BUILDING PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO A PRE -ARRANGED PLAN. PROPER LOCATION AND HANDLING OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDLING. NOTE: PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER END, 1'-0-0' FROM END. - INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE -DOWNS FOR LOADS THAT MAY HAVE SHIFTED DURING TRANSIT! REMEMBER, SAFETY FIRST! BLOCKING UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB FROM DAMAGE DURING THE UNLOADING PROCESS. IT ALSO FACILITATES THE PLACING OF SLINGS OR CABLES AROUND THE MEMBERS FOR LATER LIFTING AND ALLOWS MEMBERS TO BE BOLTED TOGETHER INTO SUB-ASSEMBUES WHILE ON THE GROUND. EXTRA CARE SHOULD ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM HANDLING THE STEEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PARTS SUCH AS GIRTS, PURLINS, ETC., THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY SOFTEN REDUCING ITS BOND TO THE STEEL THEREFORE, UPON RECEIPT OF A JOB, ALL BUNDLES OF PRIMED PARTS SHOULD BE STORED AT AN ANGLE TO ALLOW ANY TRAPPED WATER TO DRAIN AWAY AND PERMIT AIR CIRCULATION FOR DRYING. PUDDLES OF WATER SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN ON COLUMNS OR RAFTERS FOR THE SAME REASON. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER TOUCH-UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER. ALL PRIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE ERECTION! - SEE Rt -06 TITLED 'SHOP PRIMED STEEL' TEMPORARY SUPPORTS TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARYPP WILL R SU ORIS LL SECU E THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.). R1-03 DATE DESCRIPTION BY CK'[ 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR 5/2/16 REV FOR ERECTOR INSTALLATION GN EH ROOF AND WALL PANELS MANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED, GALVALUME & GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING & ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE, WHICH MERITS CAUTIOUS CARE IN HANDLING. UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD BE LIFTED OFF THE TRUCKE 0 INSURE THAT NO DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS GROUND MOISTURE & DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE DRAINAGE IN CASE OF RAIN. THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED MOISTURE. THE STAIN IS USUALLY SUPERFICIAL & HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK THE FINISH & REDUCE THE EFFECTIVE SERVICE LIFE. SEE R1-07 'DAMAGE FROM CONDENSATION OR TRAPPED WATER.' CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LINES AND NETS WHEN NECESSARY] PANELS ARE SLIPPERY. WIPE DRY ANY MOISTURE OR SURFACE MATERIAL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW, FROST, OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS ASSUME PANEL SURFACE IS SLIPPERY & ACT ACCORDINGLY. NEVER WALK OR STEP ON SKYLIGHTS OR TRANSLUCENT PANELS! USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. WHEN HANDLING OR UNCRATING THE PANELS, UFT RATHER THAN SLIDE THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. I:iQ1V ELEVATE DAMAGE DURING CONSTRUCTION THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, AND HANDLING METHODS USED DURING THE CONSTRUCTION OF THE METAL BUILDING CAN SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. PANEL DAMAGE DURING CONSTRUCTION CAN BE THE RESULT OF FAULTY INSTALLATION METHODS AND/OR CARELESSNESS. OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND THE FASTENER HEAD. RAIN WATER OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC POLLUTANTS (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PARTICLES COLLECT IN THESE POCKETS. THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT WILL CAUSE CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME POLLUTANTS AWAY, BUT MOISTURE IN THE FORM OF HIGH HUMIDITY CAN KEEP THESE AREAS WET AND CONTINUE THE PROBLEM. OVERDRIVING THE FASTENER ALSO FORCES THE SEALING WASHER FROM UNDER THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPER TORQUE ADJUSTMENT OF THE SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE WILL ELIMINATE THE PROBLEM OF OVERDRIVEN FASTENERS. IT IS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL FASTENERS AND FILLINGS FROM THE SAW CUTTING OF PANELS BE REMOVED FROM THE PANEL SURFACE. CORROSION CAN OCCUR IN A MATTER OF HOURS WHEN THESE SHAVINGS OR FILLINGS ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR CONDENSED MOISTURE. WHEN PANELS ARE PRE -DRILLED OR CUT IN THE STACK PRIOR TO ERECTION ALL SHAVINGS OR FILLINGS MUST BE CLEANED FROM BOTH SIDES OF THE PANEL TO PREVENT CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE ROOF BE SWEPT CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION. THE FINAL CLEANING OF THE ROOF SHOULD BE DONE PRIOR TO INSTALLING THE GUTTER SO THAT THE SHAVINGS ARE NOT DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE. ANY OTHER FOREIGN OBJECTS OR DEBRIS LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE REMOVED FROM THE ROOF. DURING THE ERECTION OF THE ROOF AND THE INSTALLATION OF EQUIPMENT SUCH AS AIR CONDITIONING UNITS, ETC... PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE. WORKMEN SHOULD STEP OR WALK IN THE BROAD FLAT AREAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS AND EDGES WHICH CAN BE BENT BY CARELESS HANDLING. IF THIS DAMAGE IS SEVERE, THE EDGES MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR WEATHER TIGHTNESS OF THE PANEL COULD BE AFFECTED. DRAGGING ONE PANEL ACROSS ANOTHER CAN CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SURFACE ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT DAMAGE AND FOR SAFETY CONSIDERATIONS LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE PANEL DAMAGE. THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE. MUD MAY HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION. DAMAGE CORROSION 0 E MA Y OCCUR WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE LIME STABILIZATION OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT WILL BE ACCELERATED AND MOST LIKELY BE SEVERE. ALL DIRT MUST BE REMOVED FROM THE PANEL WALLS AT THE COMPLETION OF THE WORK. PRE -PAINTED PANELS MAY REQUIRE TOUCH-UP IF THE COATING HAS BEEN DAMAGED DURING HANDLING OR ERECTION. THE APPEARANCE OF THE BLDG. MAY BE AFFECTED IF DAMAGED SPOTS OR SCRATCHES ARE LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF TIE DAMAGE IS EXTENSIVE THEN REPLACEMENT OF THE ENTIRE PANEL SHOULD BE CONSIDERED. R1 —05 �,�� Building systems 2714 S. Garfield Road Office: (509) 244-5611 an NCL Company Airway Heights, WA 99001 (800) 941-2291 PROJECT: TDA — GARAGE I I I I I I (CUSTOMER: BRAD AND JACQUELINE HALL I EMEE13=11MESMOKIL it 4 LOCATION: CHICO. CA 95928 CAD I 5/ DATE I CAL I PHASE I BUILDING ID JOB NUMBER 14-B-83392 SHEET NUMBER I ISSUE DET11 C64613 TYPES OF FINISHES SHOP PRIMED STEEL ALC-SfRQCfORA�{EMETERS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION RESISTANT MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE PAINTED WITH ONE COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF SSPC PAINT SPECIFICATION NO. 15. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD BE KEPT FREE OF THE GROUND AND SO POSITIONED AS TO MINIMIZE WATER -HOLDING POCKETS, DUST, MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. REPAIRS OF DAMAGE TO PRIMED SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL DUE TO IMPROPER FIELD STORAGE OR SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER. THE MANUFACTURER IS NOT RESPONSIBLE FOR DETERIORATION OF THE SHOP COAT OF PRIMER OR CORROSION THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS, NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. MINOR ABRASIONS TO THE SHOP COAT (INCLUDING GALVANIZING) CAUSED BY HANDLING, LOADING, SHIPPING UNLOADING AND ERECTION AFTER PAINTING OR GALVANIZING ARE UNAVOIDABLE. (MBMA 06 N 4.2.4) GALVALUME GALVALUME 15 THE TRADE NAME FOR A PATENTED STEEL. SHEET & COIL PRODUCT HAVING A COATING OF CORROSION RESISTANT ALUMINUM -ZINC ALLOY. THE ALLOY MIXTURE IS BALANCED TO OBTAIN THE COATING THAT RETAINS THE CORROSION RESISTANCE & HEAT REFLECTMIY OF ALUMINUM & THE SACRIFICIAL ACTION OF GALVANIZED. THE BEST PROPERTIES OF BOTH ALUMINUM & ZINC ARE COMBINED IN THIS COATING & OFFER ADDED SERVICE LIFE FOR BUILDING PANELS. PRE -PAINTED UW(T_GACVALUME STEEL AS A SUBSTRATE, PRE -PAINTED STEEL IS GIVEN AN ADDITIONAL RUST INHIBITOR PRIMER COAT. THIS PRIMER COAT FURTHER INCREASES THE CORROSION RESISTANCE. THESE COATINGS ARE APPLIED TO THE EXTERIOR SURFACE OF THE PANELS AND THE WASH COAT, DESIGNED ONLY FOR INTERIOR USE, IS APPLIED ON THE OPPOSITE SIDE. GALVALUME AND PRE -PAINTED STEEL CAN GIVE EXCELLENT SERVICE FOR MANY YEARS IF A FEW RULES CONCERNING THEIR CARE AND MAINTENANCE ARE OBSERVED. ALL OF THESE FINISHES ARE EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT PROVIDED. PAINT AND COATING MAINTENANCE REMOVE SMUDGE MARKS FROM BARE GALVALUME(D. FORMULA 409 HAS PROVEN TO BE SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A CLEAN CLOTH AND RINSE WITH WATER. DO NOT RUB MORE THAN REQUIRED TO REMOVE SMUDGE. NO PRODUCT WILL REMOVE ALL SMUDGE MARKS. REMOVE RUST STAINS. SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A SOFT CLOTH AND RINSE WITH WATER. DO NOT RUB MORE THAN REQUIRED TO REMOVE STAIN. NO PRODUCT WILL COMPLETELY REMOVE RUST STAINS. TO TOUCH-UP SCRATCHES IN PAINT (NOT TO BARE METAL), CLEAN AREA TO BE PAINTED WITH MILD DETERGENT. RINSE THOROUGHLY AND DRY. USING A SMALL ARTISTS BRUSH, LIGHTLY APPLY A MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UP PAINT REQUIRED TO FILL / COVER THE SCRATCH. CONTACT BUILDING MANUFACTURER FOR ASSISTANCE WITH ORDERING / PURCHASING TOUGH -UP PAINT AS NEEDED. Erection GuideR1 Jul'13 02 DAMAGE FROM CONDENSATION OR TRAPPED WATER R IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED WATER OR MOISTURE CONDENSATION WHILE AWAITING ERECTION. HIGH HUMIDITY CONDITIONS WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THE BUNDLE. CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE BODIES OF WATER. IF JOBSITE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE CORNERS TO ALLOW AIR CIRCULATION AROUND THE BUNDLE. THIS WILL HELP PREVENT MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE PANELS. PLASTIC OR OTHER IMPERMEABLE COVERS ARE NOT RECOMMENDED. IMMEDIATE ACTION IS REQUIRED IF THE PANELS ARE FOUND TO BE WET FROM ANY CAUSE. THE BUNDLES MUST BE OPENED AND EACH PANEL UNSTACKED AND THOROUGHLY DRIED ON BOTH SIDES. RE -STACKING THE PANELS AT A SLIGHT ANGLE TO EACH OTHER TO PREVENT NESTING WILL ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS DRY. IN SEVERE CONDITIONS LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE UNSTACKED PANELS AND ACCELERATE DRYING. DAMAGE TO THE PANEL COATING OCCURS WHEN PANELS BECOME WET AND ARE ALLOWED TO STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN 24-48 HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL SURFACE AND IS COMMONLY CALLED WET STORAGE STAIN, ZINC OXIDATION, OR -WHITE RUST-. AIK LIKI ULAIIUN A SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE -PAINTED STEEL UNDER WET STORAGE CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE THEY LACK THE ADDITIONAL PROTECTION OF PAINT. ZINC COATED OR GALVALUME PANELS UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE ALLOWING A SLOW OXIDATION PROCESS CALLED -WEATHERING' TO OCCUR THAT INHIBITS FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. RAPID OXIDATION OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEAD TO 'RED RUST' IN A SHORT TIME IF DISCOLORATION OR STAINS ARE MINOR, A HOUSEHOLD CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE SHOULD BE REPLACED BY THE BUYER BEFORE -ERECTION. R1-07 SAFETY COMMITMENT THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT SAFETY RULES AND OSHA STANDARDS AS APPLICABLE. THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB SITE PRACTICES OF THE ERECTOR ARE' BEYOND THE CONTROL OF THE BUILDING MANUFACTURER. IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, WHETHER STANDARD STATUTORY OR CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL AND SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED. FOR PURPOSES OF DETERMINING LIFT REQUIREMENTS, NO BUNDLE SUPPLIED BY THE MANUFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. IF ADDITIONAL INFORMATION IS REQUIRED CONTACT THE FIELD SERVICE DEPARTMENT. ICE AND SNOW REMOVAL EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT DAMAGE TO ROOF AND POSSIBLE COLLAPSE. DO NOT USE METAL TOOLS TO REMOVE THE ICE OR SNOW AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATINGS. ALSO, BE CAREFUL AROUND PLUMBING PIPES AND FLASHINGS. BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT TRANSMITTING PANELS. THESE PANELS WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DIFFICULT OR IMPOSSIBLE TO SEE IF THEY ARE COVERED WITH ICE AND SNOW. SEE 2002 MBMA LOW-RISE BUILDING SYSTEMS MANUAL APPENDIX A8 FOR DETAILS ON SNOW REMOVAL PROCEDURES. THESE PROCEDURES SHOULD COMMERCE WHEN HALF OF THE DESIGN ROOF SNOW LOAD SHOWN ON THIS SHEET IS REALIZED. DEBRIS REMOVAL ANY FOREIGN DEBRIS SUCH AS SAWDUST, DIRT, LEAVES, ANIMAL DROPPINGS, ETC. WILL CAUSE CORROSION OF THE ROOF, GUTTERS, TRIM, ETC. IF LEFT ON BUILDING SURFACE FOR A LONG ENOUGH TIME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF FOUND, THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WITH THESE ROOF MAINTENANCE GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT TO COME IN CONTACT WITH ROOF PANELS, ESPECIALLY GALVALUME ®, FOR EXTENDED PERIODS OF TIME. PERIODIC INSPECTION ALL HIGH-STRENGTH BOLTS SHALL BE PERIODICALLY INSPECTED FOR TIGHTNESS, PARTICULARLY IN CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. THE CRANE MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 YEARS. DRAINAGE • KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF GUTTER TO ALLOW WATER TO QUICKLY DRAIN FROM ROOF. • DO NOT USE WOOD BLOCKING TO HOLD EQUIPMENT OFF OF PANEL SEAMS. THIS BLOCKS THE FLOW OF WATER AND HOLDS MOISTURE. • DO NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. • ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CAUSE PREMATURE CORROSION. � 1 � DATE DESCRIPTION BY CK'D DSN 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR GXV 5/2/16 REV FOR ERECTOR INSTALLATION GN EH FGXV ROOF MAINTENANCE GUIDELINES • INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS. • INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH URETHANE SEALANT. • ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE ROOF. • REPAINT ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED. • WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS: • USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED. • DO NOT WALK ON ROOF FLASHINGS SUCH AS GUTTER, RAKE, HIP OR RIDGE FLASH. ' DO NOT WALK ON LIGHT TRANSMITTING PANELS (LIPS). THEY WILL NOT SUPPORT A PERSON'S WEIGHT. • GUARD ALL LTPS AND ROOF OPENINGS. - • STEP ONLY IN THE PANEL FLAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING ROOF STRUCTURAL • AFTER OTHER TRADES HAVE BEEN ON THE ROOF FOR ANY REASON. INSPECT THE ROOF FOR DAMAGE CAUSED BY WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS, SCRATCHES IN THE PAINT OR GALVALUME® COATING, EXCESSIVE FOOT TRAFFIC AND PUNCTURES. MAKE SURE THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED FROM THE ROOF IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER THE ROOF. IN CASES WHERE THIS IS NOT POSSIBLE, THE ROOF MUST ADEQUATELY PROTECTED. FOOT TRAFFIC KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT ENDLAPS. ALWAYS WALK IN THE FLAT OF THE PANEL NEAR A SUPPORTING ROOF STRUCTURAL DO NOT WALK ON TRIM OR IN GUTTERS. ON BARE GALVALUME(3) ROOFS, EXCESSIVE FOOT TRAFFIC MAY CAUSE BLACK BURNISH MARKS. IF REGULAR FOOT TRAFFIC IS PLANNED FOR A ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY, DESIGNED AND INSTALLED ROOF WALKWAY SYSTEM. IN ORDER TO LIMIT ACCESS TO THE ROOF, ROOF HATCHES OR ACCESS LADDERS SHOULD BE LOCKED AT ALL TIMES. A SIGN SHOULD BE POSTED AT THE POINT OF ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE ALLOWED ONTO THE ROOF. IN ADDITION, A LOG BOOK SHOULD BE KEPT OF ALL VISITS TO THE ROOF AND THE REASON FOR SUCH VISITS. DISSIMILAR METALS NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY DISSIMILAR METAL INCLUDING BUT NOT LIMITED TO: COPPER, LEAD OR GRAPHITE. THIS INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN CONCRETE, MORTAR AND GROUT. Ball'] Secondary Steel Alignment for all IMP Projects SUPPORT AUGNMENT LIMITS SUPPORT SPAN MAX DEVIATION UP TO 4'-0" 6. 4'-0' TO 8'-0" 8'-0' AND UP e" Correct Alignment 3=-111 giiioBuilding Systems 2714 S. Garfield Road Office: (509) 244-5611 an Nd Company Airway Heights, WA 99001 (800) 941-2291 Mis-Alignment (Unacceptable, Avoid These Conditions) PROJECT: TDA - GARAGE i CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE I PHASE I BUILDING ID I JOB NUMBER SHEET NUMBER ISSUE 5/ 6/15 1 N.T.S. 1 A 14-B-83392 DET12 T C 64613 ay BUILDING ANCHORAGE 1. -To determine that the foundation is square, measure diagonal dimensions to be sure they are of equal length. 2. To determine that the foundation is level, set up a transit or level and use a level rod to obtain the elevation at all columns. 3. Carefully check the location of all anchor bolts against the Anchor Bolt Setting Plan furnished by the Manufacturer. All dimensions must be identical to assure a proper start-up. AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 7.5.1. Anchor rods, foundation bolts and other embedded items shall be set by the owner's designated representative for construction in accordance with embedment drawings that have been approved by the owner's designated representatives for design and construction. The variation in location of these items from the dimensions shown in the embedment drawings shall be as follows: (a) The variation in dimension between the centers of any two anchor rods within an anchor -rod group shall be equal to or less than 1/8 in. [3 mm]. (b) . The variation in dimension between the centers of adjacent anchor -rod groups shallbe equal to or less than 1/4 in. [6 mm]. (c) The variation in elevation of the tops of anchor rods shall be equal to or less than plus or minus 1/2 in. [13 mm]. (d) The accumulated variation in dimension between centers of the anchor -rod groups along the column line through multiple anchor -rod groups shall be equal to or less than 1/4 in. per 100 ft [2 mm per 10000 mm], but not to exceed a total of 1 in. [25 mm] (e) The variation in dimension from center of any anchor -rod group to the column line through that group shall be equal to or less than 1/4 in. [6 mm]. The tolerances that are specified in (b), (c) and (d) shall apply to offset dimensions shown in the structural design drawings, measured parallel and perpendicular to the nearest column line, for individual columns that are shown in the structural design drawings as offset from column lines. 7.5.2. Unless otherwise specified in the contract documents, anchor rods shall be set with their longitudinal axis perpendicular to the theoretical bearing surface. 7.5.3. Embedded items and connection materials that are part of the work of other trades, but that will receive structural steel, shall be located and set by the owner's designated representative for construction in accordance with an approved embedment drawing. The variation in location of these items shall be limited to a magnitude that is consistent with the tolerances that are specified in Section 7.13 for the erection of the structural steel. 7.5.4. All work performed by the owner's designated representative for construction shall be completed so as not to delay or interfere with the work of the fabricator and the erector. The owner's designated representative for construction shall conduct a survey of the as -built locations of anchor rods, foundation bolts and other embedded items, and shall verify that all items covered in Section 7.5 meet the corresponding tolerances. When corrective action is necessary, the owner's designated representative for construction shall obtain the guidance and approval of the owner's designated representative for design. It is extremely important that anchor bolts be placed accurately in accordance with the Anchor Bolt Setting Plan. All anchor bolts should be held in place with a template or similar means, so that they will remain plumb and in correct location during placing of the concrete. A final check should be made after the completion of the concrete work and prior to the steel installation. This will allow any necessary corrections to be made before the costly installation labor and equipment arrives. Erection Guide R2 TE FORM BOARC SPECIFIED COLUMN CENTERLINE STEEL LINE STEEL LINE t1 8' f1/4' FOAM BOARD TEMPLATE 1� Cl— L • f 1/8' C L -'�--�- A B E DIMENSIONS A, B, AND C AS GIVEN ON ANCHOR BOLT PLAN ANCHOR ROD SETTING TOLERANCES tt/z' }1/8• FINISH FLOOR BASE PLATE AND ANCHOR ROD TOLERANCES SHEETING STEEL LINE NOTCH B E D NCHOR BOLTS --- -- PROJECTION OF ANCHOR BOLTS 'D' GIVEN ON ANCHOR BOLT PLAN. SHEETING NOTCH SHOWN BUT NOT REQUIRED FIELD TOLERANCES H/500 MEZZANINE BEAM HEIGHT TOLERANCE DATE Height (t) TOLERANCE CK'D DSN 10' 1 1/4' 1 12' 5/16" 500 15' 3/8' 500 20' 1/2' 25' 5/8- 30' 3/4' 45' 1 1/16- 60' 1 7/16" COLUMN ALIGNMENT TOLERANCES MEZZANINE BEAM HEIGHT TOLERANCE DATE DESCRIPTION BY CK'D DSN Garco Building Systems 2714 S. Garfield Road Office: (509) 244-5611 an,C Compmly Airway Heights, WA 99001 (800) 941-2291 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR GXV 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV PROJECT: TDA — GARAGE f ,USTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95926 CAD DATE SCALE PHASE I BUILDING ID JOB NUMBER SHEET NUMBER I ISSUE s/ 6/15 N.T.S. 1 A 14-B-83392 DE1 I C64613 ay 0 w SIDEWALL 1 1 500 500 500 5001 500 1 1 1 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES Down ° Curb Base Length U P Hill 12° Min. Hill V Pudin Line I OIndicates Roof Panel Support location 0 Indicates Curb Base Support location a U U Q n� o c a p PURUN_V ANGLE (W/ 2 w SELF -DRILLERS•• Panel Rib Floating PP ort Panel Su , Profile a CI "= Up Lift Plaie Curb Base (If Required) ho 0 Section : "A" (Insulation when specified) The curb details shown illustrate the building manufacturers recommended curb style and installation method. It is the erector / installer's responsibility to provide the proper curb style and install them in accordance with the procedures established by these details. Failure by the erector / installer to follow these recommendations may result in the curbs damaging the roof system or excluded from warranties. All roof curbs to be: 1. .080 Aluminum or 18go. Stainless (No Galvolume/No Galvanized) 2. Panel rib to rib installation (No flat skirt or lay -over Curbs) 3. Installed over low end / under high end application for water flow at panel splice 4. Up lift prevention for clip applied roof systems are required if: a. Wind load exceeds 110 mph or b. Curb base crosses a purlin 5. Supported on (4) four side by primary or secondary framing 6. Max Single Curb weight Recommend = 1500ji Roof Curbs (When not Supplied by Building Manufacturer) SUGGESTED METHOD OF PURLIN ATTACHMENT '-Z BLDG ACCESSORIES) ZCUp ROD, ANGLE OR CHAIN DO NOT INSTALL HANGER DO NOT INSTALL PURUN CLIPS OF ANY ROD IN FLANGE OF PURUN KIND ON FLANGE OF PURUN AS SHOWN THE INCORRECT WAY \ HANGER ROD -- SUGGESTED METHODS **(Not by Metal Bldg Manufacturer) An angle is self -topped to the web of the purlin to catch hanger rod. This method does not preclude other forms of attachment to the purlin web. The total hanger load shall not exceed the design collateral load for the building. A sample calculation is shown below: 5' (purlin spacing) x 5' (honger spacing) x 6 psf (collateral load) = 150 lbs. **Stainless Steel See cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. ack Install Install Pipe in center to allow base of rubber roof jack to lay fk Cannot encompass more than 75% of panel. ❑ Vo not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof jacks do not have 20 -year service life and, in the case of lead hats, will cause galvanic corrosion of the roof panels. ❑ Use EPDM rubber roof jacks with an integral aluminum bond bonded into the perimeter of the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone rubber roof jacks. Retrofit ruhher roof jacks are available for applications in which the top of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top of the pipe. ❑ Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealant as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. ❑ Roll down the top of the roof jack and apply tape sealant continuously around the exposed portion of the pipe. Roll the top of the roof jack back over the tape sealant. Apply the stainless steel clamp over top of roof jack and firmly tighten to form a secure compression seal. ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration in center of panel to allow the base of the rubber roof jack to seal to the pan of the panel. If a pipe must be installed through a panel seam, or if the pipe diameter is so large to block the flow of water down the roof panel, you must install a "pipe curb" into the roof and then seal the pipe curb with rubber roof jack. For pipes in which top cannot be accessed, a two-piece pipe curb is available. ❑ In Northern climates, protect all pipe penetrations from moving ice or snow with a snow retention system immediately up slope from the pipe. Step 3 Tri -Bead Tape Sealant HW504 Tri -Bead Tape Sealant HW504 )of Jack** 1/4-14 x 7/8" Lap Tek S.D. w/Wosher at 1° O.C. \\ NOTE: Roll roof jack up over Tri -Bead Tape Sealant and secure the clamp. Roof Jack Installation Ponel profile varies **(Not by Metal Bldg Manufacturer) Roof Jack ** PNR PNR GXV gE **Stainless Steel Clamp Roll Top Down Office: (509) 244-56111 1/4-14 x 7/8' Lap Tek S.D. ° GN EH GXV .Nps w/Washer at 1 O.C. (800) 941-2291 Step 1 Tri -Bead Tape Sealant HW504 PROJECT: TDA - GARAGE Apply Tri -Bead Tape CUSTOMER: BRAD AND JACQUELINE HALL Sealant Continuously HALL **Stainless Steel Clamp around Pipe Roof Jack** Step 2 1/4-14 x 7/8" La Tek S.D. w/Washer at 1 ° O.C. n. 1� �I n, •• Tri -Bead Tape Sealant HW504 5' (purlin spacing) x 5' (honger spacing) x 6 psf (collateral load) = 150 lbs. **Stainless Steel See cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. ack Install Install Pipe in center to allow base of rubber roof jack to lay fk Cannot encompass more than 75% of panel. ❑ Vo not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof jacks do not have 20 -year service life and, in the case of lead hats, will cause galvanic corrosion of the roof panels. ❑ Use EPDM rubber roof jacks with an integral aluminum bond bonded into the perimeter of the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone rubber roof jacks. Retrofit ruhher roof jacks are available for applications in which the top of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top of the pipe. ❑ Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealant as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. ❑ Roll down the top of the roof jack and apply tape sealant continuously around the exposed portion of the pipe. Roll the top of the roof jack back over the tape sealant. Apply the stainless steel clamp over top of roof jack and firmly tighten to form a secure compression seal. ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration in center of panel to allow the base of the rubber roof jack to seal to the pan of the panel. If a pipe must be installed through a panel seam, or if the pipe diameter is so large to block the flow of water down the roof panel, you must install a "pipe curb" into the roof and then seal the pipe curb with rubber roof jack. For pipes in which top cannot be accessed, a two-piece pipe curb is available. ❑ In Northern climates, protect all pipe penetrations from moving ice or snow with a snow retention system immediately up slope from the pipe. Step 3 Tri -Bead Tape Sealant HW504 Tri -Bead Tape Sealant HW504 )of Jack** 1/4-14 x 7/8" Lap Tek S.D. w/Wosher at 1° O.C. \\ NOTE: Roll roof jack up over Tri -Bead Tape Sealant and secure the clamp. C64613 M ISSUE DATE DESCRIPTION BY CK'D I DSN 0 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR GXV gE Building Systems ia 2714 S. Garfield Road Office: (509) 244-56111 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV .Nps Airway Heights, WA 99001 (800) 941-2291 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 pel CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE Erection Guide I I I 12 01 5/ 6/15 N.T.S. 1 A 14—B-83392 DET14 1 C64613 M STEP 1: ERECT FIRST BAY WALL FRAMING - NOTE It is the responsibility of the -PRIMARY FRAM erector to provide temporary erection bracing until the structure is completed. END FRAME RAFTER END POS CORNER I V 1A: Determine from erection drawings furnished with the building the -location of the first braced bay. Framing for this bay will be erected first. 1 B: Stand adjacent primary .frame column and corner column over the anchor rods. Shim or chip out under the base plate if required to ensure that the base is level, at the correct elevation, and is in full contact with the foundation. Plumb and align the columns and install washers and nuts onto the Anchor Rods. NOTE: The end frame may be a bearing frame with the rafter supported by end pposts, or a rigid frame with the rafter self-supporting, and not attached to the end posts. The procedure shown is for a bearing frame. If the building has a rigid end frame, it is erected the some as interior frames as described in steps 1 and 2. 1C: Attach wall girls to the primary frame column and corner column. Bolt girls to the corner column with two bolts. Bolt girt to primary frame column with one bolt through the column flange and secure bolt with sub -nut (see detail on erection drawings). 1D: Install the eave strut by bolting to the top of the columns. Refer to the erection drawings and attach column flange brace where shown. Flange braces may be required on one or both sides of the columns. If a flange brace connects to a girt in the adjacent bay, that brace will be bolted to the girt after the adjacent bay girts are installed. NOTE: As wall girls urs installed around the building, framing for factory located framed openings and accessory framing to which the girts attach should be installed. Field located accessory framing may be installed at the some time as girls or at a later time. 1 E: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at this lime ,but do riot tighten completely until the bay Is plumbed. 1 F: Repeat steps 1B thru 1E for wall framing on the opposite side of the building. 1G: Attach clips to the end posts and stand theseposts over the Anchor Rods. follow the procedure as described for corner columns in step 1B. 1H: Bolt required clips and flange braces to the end frame rafter sections and lift into place atop the end Posts. Bolt rafter sections to corner column and end post cap plates. Bolt rafter sections together at peak. FRAME STEP 2: ERECT FIRST BAY ROOF FRAMING / NOTE It is the responsibility of the erector to provide temporary erection bracing until the PRIMARY FRAME structure is completed. RAFTER / // i ;e II/ TEMPORARY ERECTION BRACING POST Erection Guide R3 CAUTIO Until rafters are bolted in place with purlins and flange braces installed, they are easily damaged by incorrect or careless handling .procedures. Use extreme caution when lifting rafters. Two booms should be used to lift any pinched rafter section 80 feet or more in length. 2A: Bolt primary frame rafter together at peak connection (unless rafter length requires lifting in sections). Attach the required clips and flange braces to the rafter before lifting since these items are more easily installed on the ground. Lift rafter into place between sidewall columns and install bolts in rafter to column knee connections. 2B: Install end boy purlins from end frame rafter to the first interior frame rafter. The end bay purlins will overlap the interior bay Purlins at the frame as described in step 1C. Complete flange brace connection to purlins. 2C: Install roof bracing systems but do not tighten completely until the bay is plumbed. 2D: Plumb and square the first bay. After alignment, tighten wall bracing first and the roof bracing working from eave to peak. Tighten any remaining bolts. Plumbing and aligning a total structural system begins with the first braced boy and continues through completion. Accurate alignment of the first bay is essential for correct alignment of succeeding bays. The installer is responsible for choosing the best 'method suited for plumbing and aligning the structural system. STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR -BAY NOTE It is the responsibility of the END BAY erector to provide temporary PURUN erection bracing until the structure is completed. END FRAME RAFTER END -TEMPORARY ERECTION BRACING BAY GIRT V GIRT COLUMN 3A: After end frame is plumb and square, install endwall girts and flange braces for end post if required. 38: Attach wall girls to the primary frame columns (see step 1C). 3C: Install eave struts (see step 1D). 3D: Attach roof purlins for this boy to the two rafters. Purlins will bolt to the rafter flange in the some manner as girts to column flanges (see step 1C). connect flange braces to purlins. 3E: Check alignment, plumb and square the two bays just erected. Tighten all bolts and bracing. STEP 4: ERECT REMAINING STRUCTURAL FRAMING NOTE . It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. PURLINS, EAVE STRUT END - FRAME POST 'PRIMARY FRAME . TEMPORARY ERECTION BRACING Storting at the opposite end of the first bay erected, install the remaining ' interior frames, girts, purlins, eave struts, bracing, end frames and end posts using the procedures described in the preceding steps. Be sure all wall girts, roof purlins and flange braces as shown on the erection drawings are installed. Constant checks should be made to ensure the building is square, plumb and aligned. All X -Bracing should be checked that it is'installed to a taut condition with all slack removed. Do not tighten beyond this state. DATE DESCRIPTION 5/ 6/15 FOR ERECTOR INSTALLATION 5/2/16 REV FOR ERECTOR INSTALLATION BL CK'D DSN PNR PNR GXV Building Systems GN EH GXV Ga rco an MCI Company 2714 S. Garfield Road Airway Heights, WA 99001 Office: (509) 244-5611 (800) 941-2291 1 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUEUNE HALL LOCATION: CHICO, CA 95928 CAD DATE 5/ 6/15 SCALE N.T.S. I PHASE 1 BUILDING ID A JOB NUMBER 14-B-83392 SHEET NUMBER DE] ISSUE 1 C64613 I PRE -ERECTION NOTES: The following notes, procedures and suggested recommendations are important parts of the pre -erection process. 1.) Prior to the time the erection crew arrives, a responsible person should check the job site for foundation readiness, square, and accuracy and Anchor Rod size and location. The drawing shown below indicates a method which may be used to check the foundation and bolts for square. ANCHOR 2' ZRODS 1 r 76' XEQUAL � 1p GONA OULD LS BE Measure along adjacent sides of foundation using a pair of dimensions shown. If the diagonal distance between these points is as noted, the corner is square. Diagonal measurements between opposite Anchor Rods will indicate if these bolts are set square. 2.) When unloading the building, carefully check off each item from the packing - list. Bundles and boxes will have a list attached indicating the contents. 3.) Unload and layout the -building columns on the foundation. 4.) Unload the rafters onto the foundation so that they can be erected from whichever end of the building you wish to start. Your crane will move from one end of the building to the other while standing columns and hanging rafters. 5.) Layout the girts and purlins on dunnage or wood blocking around the foundation as near as possible to where they will be installed. 6.) Unload and place trim crates out of the way, since these will be the last required. 7.) Unload and place panels and insulation out of the way. NOTE: In extremely cold conditions, the vinyl facing on insulation will become brittle, requiring very careful handling. 8.) Avoid lifting panel stacks with cables, chains or other devices which could damage the panel.. Upon unloading, and. every morning thereafter, inspect he panel bundles for moisture between the panels. This is especially important with golvolume or galvanized panels. The panel finish must be protected at all times before and during erection to preserve the appearance and function of the panels. 9.) All hardware boxes should be protected from theft and moisture, especially items such as tube caulking and locksets. Store mastic away from heat. LAYOUT OF BUILDING COMPONENT oO 0 ® }} s�vs � � � RAMP O 2 o o O 1. Girts, Eave Struts and Purlins 2. End Frames and Endpost 3. Main Frames 4. Clips, Bolts, Screws, ETC. 5. Endwoll Glrts 1.) Layout primary and secondary framing around the slab as shown. 2.) Place components and crates on the slab or on wood blocking to prevent contact with the ground. 3.) Block one end of components higher than other end to allow drainage of rain water. 4.) Leave one end of the building open for erection equipment access. 5.) Construct temporary ramp of timbers from grade to slob to prevent damage to concrete edge from equipment traffic. 6.) Install clips and flange braces onto columns and rafters before these members are in the air. Clip and flange brace locations are shown on erection drawings. Erection Guide�. R3 May'12 GENERAL ERECTION NOTES 1.) All clips, flange braces, bolts, bracing systems, ETC. must be installed as shown on erection drawings. 2.) It is extremely important, especially during construction, that panels at the eaves, rakes and ridges be kept secure. MASTIC SEALANT Proper mastic application is critical to the weather tightness of a building. Mastic should not be stretched when installed. Apply only to clean, dry surfaces. Keep only enough mastic on the roof that can be installed in a day. During worm weather, store mastic in a cool dry place. During cold weather (below 60') mastic must be kept worm (60°-90°) until application. After mastic has been applied, keep protective paper in place until panel is ready to be installed. 3.) Column bases must not be lag screwed or "RED HEADED" to concrete unless specified on erection drawings for the building. IMPORTANT NOTE: 4.) Tighten column wind brace rods/cables (exterior and interior) before All details, recommendations and suggestions contained in the ERECTION GUIDE tightening roof rods/cables. Roof rods/cables ore tightened from eave to peak. portion of this drawings set are for general guidelines only, and not meant to be all-inclusive. Industry accepted installation practices with regard to all areas not 5.) High strength bolts (A325) must be used where specified. specifically discussed in this section should be followed. Only experienced, knowledgeable installers familiar with accepted practices should be used to assure TEMPORARY CONSTRUCTION BRACING a quality project. 1.) It is the responsibility of the erector to maintain stability of the structure during all stages of erection, particularly when left overnight. 2.) Temporary supports, such as temporary guys, braces or other elements shall be the total and complete responsibility of the erector. The temporary supports required shall be determined and furnished by the erector. 3.) Temporary construction supports shall be provided wherever necessary to accommodate all construction loads to which the structure may be subjected, left in place as long as may be required for safety. PANEL CAUTIONS AND' NOTES To minimize potential of corrosive action at the bottom edge of wall panels, the contractor must assure that the following procedures are followed: 1.) The concrete foundation should be cured for a minimum of seven (7) days before wall panels are installed. (un -cured concrete is highly alkaline and metal panels can undergo varying degrees of corrosive attack when in direct contact with the concrete.) After the first week of the curing cycle, the reaction between metallic coatings on steel and the concrete is essentially halted. CLEAN DIRT FROM WALL PANEL AROUND PANEL BASE � i11ZLL11L PANEL NOTCH FOUNDATION (SHOWN) OR� SEALANT IS NOT BASE TRIM T EXTRUDES FAR BEYOND 4. MIN. I g SLOPE FINISH GRADE AWAY FROM BUILDING 2.) Top of finish grade at building to be a minimum of four (4) inches below bottom of panel. 3.) Finish grade is to slope away from building to insure proper drainage. 4.) Upon completion of finish grading, ull dirt is LD be cleaned from around base of wall panel where it may have collected in panel notch or on base trim. FASTENER INSTALLATION Correct fastener installation is one of the most critical steps when installing roof/wall panels. Drive the fastener in until it is tight and the washer is firmly seated. Do not overdrive fasteners. A slight extrusion of neoprene around the washer is a good visual tightness check. Always use the proper tool to install fasteners. A fastener driver (screw gun) with a RPM of 1700-2000 should be used for self -drilling screws. A 500-600 RPM fastener driver should be used for self -tapping screws. Discard worn sockets, these can cause the fastener to wobble during installation. �Sl12LL11L CORRECT DEGREE OF J fLL2LL11L TOO TIGHT � i11ZLL11L TOO LOOSE TIGHTNESS SEALANT SQUEEZED TOO THIN SEALANT IS NOT NOTE SLIGHT CIRCLE OF EXTRUDES FAR BEYOND COMPRESSED TO SEALANT FASTENER HEAD FORM SEAL NOTE: Always remove metal filings from surface of panels at the end of each work period. Rusting filings can destroy the paint finish and void any warranty It is emphasized that the Manufacturer is only a manufacturer of metal building components and is not engaged in the installation of its products. Opinions expressed by the Manufacturer about installation practices noted in the ERECTION GUIDE are intended to represent only a guide as to the sequencing and how the components could be assembled to create a building. Both the quality and safety of installation and the ultimate customer satisfaction with the completed building are determined by the experience, expertise, and skills of the installation crews, as well as the equipment available for handling the materials. Actual installation operations, techniques and site conditions are beyond the Manufacturers control. DATE DESCRIPTION 5/ 6/15 FOR ERECTOR INSTALLATION 5/2/16 REV FOR ERECTOR INSTALLATION giiioBuilding Systems 2714 S. Garfield Read Office: (509) 244-5611 an NCI Comparry Airway Heights, WA 99001 (800) 941-2291 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCA11ON: CHICO, CA 95928 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/ 6/15 N.T.S. 1 A 14-B-83392 DET16 1 C64613 NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall panels are installed. WOOD BLOCKING FOR GIRT ALIGNMENT PANELS 5A: Before installing wall panels, the girts must be aligned to a level position so that there is no visible sag. This should be done directly ahead of panel installation. Girt leveling may be accomplished by standing a. section of gable ongle vertically against the outside girt flanges at approximate mid -bay location. When girls are level, attach the girt flanges to the angle with vise grip pliers or temporary screws. Wood blocking cut to fit the spaces may also be used for alignment. NOTE: Temporary girt blocking is not recommended on concealed fastener panels. The removal of the blocks after panel installation can cause oil canning. .00KING NOTE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. 5C: Sidewall panels should be installed so that the panel sidelop is in a direction away from the prevailing wind. (refer to appropriate lap detail included with erection drawings.) 5D: Install remaining sidewall insulation and panels, being careful to maintain correct panel coverage. It is suggested that the foundation be marked in increments of panel width to allow visual checking of panel coverage as installation progresses. NOTE: Check periodically to ensure that all panels are aligned and plumb. 5E: At the finishing corner of a sidewall, the last panel may required additional lap or trimming for installation of corner trim refer to the details in the erection drawings. Screw Alignment Panel (Through Fastened Pod Only) KEEP END OF PANELS ALIGNED STEP 6: INSTALL ENDWALL PANELS 6A: Install gable angles/supports onto the ends of purlins and eave struts. This angle is to butt -up to each other or is spliced as required except at expansion joints where a one inch gap is maintained between ends of adjacent sections to allow for expansion. Gable angle splices may occur on or -between purlins and the angle must be attached to each purlin and the eave strut. NOTE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. NOT END FRA PURLIN Detail shown for ribbed roof panel RAFTER GABLE only. For standing seam rake and ANGLE gable angle installation, see 7'• erection details. AT I EXPANSION JOINT TYPICAL EAVE STRUT BUTT LAP CONDITION 66: See erection drawings sheeting layouts for panel starting dimensions, panel trim locations, and lap locations. 58: If walls are to be insulated, place a continuous run of contact tape along the eave strut and base member. NOTE: At the base cut off the insulation a minimum of 1/2" above the bottom of t6 wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. Roof Pane Insulation Double Faced Tape______(Not by manufacturer) (Not by manufacturer) to be used to secur Note insulation. Trim insulation and turn vinyl back Insulation must not be exposed to weather. Wall Panel-/ —CONTACT TAPE NOTE. After drillingpanels, it is important to clean metal Pilin s off all panel surfaces, I TRIM DIMENSION IS MEASURED FROM CENTER Fiberglass Insulation Vapor Barrier to to OUTSIDE of INSIDE of Building including btween panels that are not installed that day, to avoidruststains. ' TRIM•—i OF FIRST MAJOR RIB. (See Erection Drawings) INSULATION CAD DATE 5/ 6/15 SCALE N.T.S. `SIDEWALL INSULATION MUST MEET ENDWALL BUILDING ID A BASE ANGLE/TRIM SHEET NUMBER DEi17 ISSUE 1 INSULATION TO SEAL THE CORNER " " CONTACT TAPE 58: If walls are to be insulated, place a continuous run of contact tape along the eave strut and base member. NOTE: At the base cut off the insulation a minimum of 1/2" above the bottom of t6 wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. Roof Pane Insulation Double Faced Tape______(Not by manufacturer) (Not by manufacturer) to be used to secur Note insulation. Trim insulation and turn vinyl back Insulation must not be exposed to weather. Wall Panel-/ BY CK'D DSN PNR PNR GXV Building Sysfams GN EH GXV Garco anNC1Compmry Insulation Office: (509) 244-5611 (800) 941-2291 1 (Not by manufacturer) Fiberglass Insulation Vapor Barrier to to OUTSIDE of INSIDE of Building Building Eave Detail (See Erection Drawings) Insulation (Not by manufacturer) Wall Panel No e� Finished Floor Trim insulation and turn vinyl back Insulation must not be exposed to G weather. Base Detail (See Erection Drawings) Starting at a building corner, attach the first piece of blanket insulation to the contact tape on the eave strut. Pull tight and adhere to tape at the base. It is recommended that insulation not be installed more than 6 feet ahead of panels. Erection Guide R4 Jan '12 GABLE ANGLE PURLIN CONTACT TAPE SAVE STRUT ENDWALL GIRT WOOD BLOCKING— BASE ANGLE/TRI 1111\j I CONTACT TAPE INSULATION �[JOWk_ 6C: Align and level girts on endwall. 6D: If the walls are to be insulated, place a continuous run of contact tape along the gable angle and base member. Storting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle, pull tight and adhere to tape at the base. Cut off excess insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE: At the base cut off the insulation a minimum"of 1/2 inch above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. 6E: Start at the corner, trim panel (if required) and set in place. Refer to corner details in the erection drawings for the panel starting distance from the corner, When the panel is located and plumb, install fasteners. 6F: Install remaining endwall insulation and panels, being careful to maintain the correct panel coverage as suggested in step 5D. 6G: Install corner trim. ISSUE DATE DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION BY CK'D DSN PNR PNR GXV Building Sysfams GN EH GXV Garco anNC1Compmry 2714 S. Garfield Road Airway Heights, WA 99001 Office: (509) 244-5611 (800) 941-2291 1 PROJECT: TDA — GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE 5/ 6/15 SCALE N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 14—B-83392 SHEET NUMBER DEi17 ISSUE 1 C64613 STEP 7: INSTALL ROOF PANELS 7A: Install eave trim' over top of Iidewall panels and eave struts with fasteners per erection drawings eave detail. i 78: If the roof is insulated, place a continuous run of contact tape along top of eave struts at both sidewalls. Lay a starter roll of blanket insulation from eave to eave across roof and secure to contact tape. (refer to packing list for width of insulation starter roll). It is recommended that insulation be installed no more than 6 feet ahead of panels. NOTE: For PBR roofs with a ridge panel, it is recommended that both sides of the ridge of a building be sheeted simultaneously. This will keep the insulation covered for the maximum amount of time and the panel ribs con be kept in proper alignment for the ridge panel. This is critical on the "PBR" panels so that the ridge caps can be properly installed. Check for proper coverage as the sheeting progresses. Note panel -sheeting sequence below! NEVER STEP ON LIGHT TRANSMITTING PANELS, TRANSLUCENT PANELS, OR UNATTENDED ROOF PANELS. Panels May Collapse If Not Properly Secured! Roof panels must be completely attached to the purlins and to panels on either side before they can be a safe walking surface. Light transmitting panels or translucent panels can never be considered as a walking surface. Partially attached or unattached 'panels should never be walked on! Do Not: 1. Step on rib at edge of panel. 2. Step near crease in rib at edge of panel. 3. Step within 5 feet of edge on unsecured panel. A single roof panel must never be used as a work platform. An OSHA approved runway should be used for work platforms! (Consult OSHA Safe+,. -4 W -1+h f— rtio r_­+­­f:­ c..f-k, m-+1 7C: Install the first run of roof panelsacross the building from eave to eave, or eave to ridge.To allow proper installation of rake trim, the starting location for the first panel must be as shown in rake details included with the erection drawings. When the first run is properly located and aligned with the correct endlops and eove overhang, fasten to purlins. Roof panels should be installed so that the sidelop is in a direction away from the prevailing wind. Refer to appropriate lap detail. 7D: Install remaining roof insulation and panels. To avoid accumulative error due to panel coverage gain or loss, properly align each panel before it is fastened. Occasional checks should be made o ensure that correct panel coversgge is maintained. Special attention should .be given .to. fastener, mastic _and-.closure — — -- requirements. Refer to details with erection drawings. 7E: At finishing end of roof, the last panels may require field modification for installation of rake trim. Refer to rake details. DO NOT BACK LAP THROUGH FASTENED ROOF SHEETS. NOTE: Roof panel types and installation requirements will vary. Refer to the appropriate details for the specific panel used. IMPORTANT: Loose fasteners, blind rivets, drill shaving, ETC.. must be removed from roof to guard against corrosion. PANELS NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall panels are installed. LOCKING T ALIGNMENT iUE DATE 0 5/ 6/15 1 5/2/16 RAKE STEP 8: INSTALL TRIM AND ACCESSORIES 8A: Install rake trim and gable closure. 8B: If included with the building, install the eave gutter, corner closures and downspouts. NOTE: Remove all loose fasteners, blind rivets, drill shavings, etc... from gutter to guard against corrosion. 8C: Install accessories (doors, windows, louvers, etc...) not previously installed. Refer to the appropriate details for installation instructions. IMPORTANT: Remove debris from roof and wall surfaces during installation and after. Clean surface of sheeting as required to remove smudges and touch-up any minor/mild scratches with color match touch-up paint. DESCRIPTION BY CK -0 DSN FOR ERECTOR INSTALLATION PNR PNR GXV Building Systems REV FOR ERECTOR INSTALLATION GN EH GXV Ga rco an NCI CanpwW PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 2714 S. Garfield Road Office: (509) 244-5611 Airway Heights, WA 99001 (800) 941-2291 OWNER: BRAD AND JACQUELINE HALL CAD IDATE SCALE PHASE I BUILDING ID JOB NUMBER SHEET NUMBER I ISSUE 5/ 6/15 N.T.S. 1 A 14-B-83392 I DEf18 1 C64613 16 PROJECT ANALYSIS - ACCESSORY BUILDING GENERAL CODES: PROJECT TITLE: OWNER CURRENT LAND USE: CURRENT ZONI NG: GP DESIGNATION: JURISDICTION: BUILDING SITE DATA 2013 CALIFORNIA BUILDING CODE OFFICE BUILDING BRAD & JACQUELINE HALL 4505 DAYTON WEST ROAD, CHICO, CA 95928 SINGLE FAMILY RESIDENT AG -4O AG COUNTY OF BUTTE 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 NEW BUILDING ANALYSIS USE: OCCUPANCY GROUP: CONSTRUCTION TYPE: FLOOR AREA ALLOWED. BASIC = PROPOSED FLOOR AREA AG STORAGE OCCUPANCY: AG STORAGE U 11-B 12,000 SQ. FT. 1,500 SQ. FT. - OCCUPANT LOAD - 5 SHEET AND PLAN INDEX SHEET NO. AREA % OF TOTAL GROSS SITE AREA: 88,427 SQ. FT. +/- 100.0000/0 EXISTING HOME 2,926 SQ. FT. 3.308% PROPOSED NEW BUILDING: 1,500 S4 FT. 1.6960/6 REMAINING AREA 91AO SQ, FT. 94.996% NEW BUILDING ANALYSIS USE: OCCUPANCY GROUP: CONSTRUCTION TYPE: FLOOR AREA ALLOWED. BASIC = PROPOSED FLOOR AREA AG STORAGE OCCUPANCY: AG STORAGE U 11-B 12,000 SQ. FT. 1,500 SQ. FT. - OCCUPANT LOAD - 5 SHEET AND PLAN INDEX SHEET NO. SHEET DESCRIPTION SD -1 SITE DEVELOPMENT PLAN SWC -1 STORM WATER CONTROL PLAN A-1 DIMENSIONED FLOOR PLAN A-2 ELEVATIONS SCALE: 1" = 60'-0" LOCATION MAP LEGEND (E) = EXISTING (E) PROPERTY LINE (E) SFR -HOME (E) DRIVEWAY SEPTIC TANK & DISPOSAL FIELD (E) WELL 0 PROPOSED 1500 SF AG BUILDING I REVISIONS: I A BUILDING DESIGNED FOR BRAD & JACQUELINE HALL MAILING & PROPERTY ADDRESS: 4505 Dayton West Road Chico, CA 95928 ASSESSOR'S NO: 039-290.043 m FA - 7.1�A HAYS & ASSOCIATES DESIGN -DEVELOPMENT 1351 MANGROVE AVE -STEA CHICO. CALIFORNIA &5878 OFFICE (538) 6265777 OANGHAYSASSOCIATES.COM SITE DEVELOPMENT PLAN DRAWN MMI CHECKED _WG APRIL 2016 JOB NO. SHEET NO. SD -1 I / i (E) i / LEGEND I / WATTLE / PERIMETER / SURROUNDING I BUILDING FOOTINGS EXCAVATIONS / I / I / 1 / I / �V SCALE: 1" = 60'-0" REVISIONS A BUILDING DESIGNED FOR BRAD & JACQUELINE HALL MAILING & PROPERTY ADDRESS: 4505 Dayton West Road Chico, CA 95928 ASSESSOR'S NO: 039-290-043 6,r��/vo HAYS & ASSOCIATES DESIGN - DEVELOPMENT 1351 MANGROVEAVE•STEA CHICO, CALIFORNIA 95928 OFFICE ISM 6245777 DANCHAYSASSOCIATES.COM STORM WATER CONTROL PLAN DRAWN MMI CHECKED VVG APRIL 2016 1"=W .105 NO. SHEET NO. SWC -1 3( DIMENSIONED FLOOR PLAN SCALE: 3/16" = 1'-0" 91 NOTES: 1) THIS BUILDING HAS NO PLUMBING 2) THIS BUILDING HAS NO ELECTRICAL REVISIONS: A BUILDING DESIGNED FOR BRAD & JACQUELINE HALL MAILING & PROPERTY ADDRESS: 4505 Dayton West Road Chico, CA 95928 ASSESSOR'S NO: 039.290-043 i HAYS & ASSOCIATES DESIGN • DEVELOPMENT 1351 MANGROVEAVE- STE A m NA 4 CHICO. CALIFORNIA959M OFFICE (530) 624-5M OAN@HAYSASSOCATMOOM DIMENSIONED FLOOR PLAN DRAWN MMI CHECKED WG APRIL 2016 3116- = SHEET NO. A-1 PRP GTFFI NORTH ELEVATION SOUTH ELEVATION STEEL EAVE TRIM - TYP EELCORNER TRIM - TYP STEEL RAKE WEST ELEVATION EAST ELEVATION NOTES: 1) THIS BUILDING HAS NO PLUMBING 2) THIS BUILDING HAS NO ELECTRICAL REVISIONS: _d A BUILDING DESIGNED FOR BRAD & JACQUELINE HALL MAILING & PROPERTY ADDRESS: 4505 Dayton West Road Chico, CA 95928 ASSESSOR'S NO: 039-290-043 v, - Asr NAYS 8 ASSOCIATM DESIGN • DEVELOPMENT 1351 MANGROVE AVE-STEA CHICO, CALIFORNIA95.928 OFFICE (530) 624-5777 DANCHAYSASSOCIATES.COM ELEVATIONS DRAWN MMI CHWG ECKED APRIL 2016 1!8" = 1' SHEET NO. A-2 SITE PLAN 0 P�f?16EL-$3 oP � 036I - 2�0-025 PAY'(ON , I�IU'(tE Go. I CIA. lad, it *550-4of Environmental Health MAR - 5 2003 Chico, California +4 - itl 01 oT 0 o c 130 i L CD N THIS WALL i i N CD N 0 1 3x4 S.H. Q>� 1. ALL HEADERS TO BE 4x12 D. F. #2 U. 0. N. ►„ �„ �„ „ + „ 1►8„ • PASS-THRU. o N , o 60 3Q 20 144 36 HL TLE ---y x ATTIC w IN 2 0 OF _ 24 0 N r wfNDow - 2 F. A. U. TO BE IN ATTIC / SIIAP. MSTC66 w/ HEAD 0 7'0" COUNTER a 0 ALL 3'6* LG. • (76)-16d _ ---- - GFl - ----- I I W.P. W.P. / I � - 2nd ACCESS ac w LIGHT, SWITCH, at TOP PLATE SPLICES T 6i LG. 3 PHD5 2nd FLR- F. 1 1 a LG. GFl s Lc. 1. I I I FLR. - _ _ GFl MAINTENANCE PLATFORM.. k BM. TO TOP PLATE PHOS 6 .1 2 , ON 2-2x I � 2-2x10 f — , PHD5 PHD5 (� 2 / 2 x 4 S. H. ,� e x a DR THIS WALL - 3 x 5 SAH N -2x ON 2-2x 3 SAFETY GL 12 x a HL SL GL. DR. 1 3 ON 2 2x 0 2 OBSCURE - GFl. - - . 3. PROVIDE FLASHING ® ALL EXTERIOR . Ho. o a o _ . » 51 2",x 117/8» ._ _ 30 - __ 11 a V OPENINGS EXPOSED TO WEATHER. ....... .. 4 v 51/4 x T/ � 4 1 � / : VERSA LAM. HDR ...... , ._ G o GFI3 VERSA LAM. HDR D W < TE TLE SHWR. I o � / OMIT DBL. TOP PLA C. U. 110 PLATE, w/H c� $o _ o I i P.C. 4 1 _ � oMIT DBL TOP PLATE .- � � ` - 4. ALL BRACE WALLS TO BE INSTALLED TO w/ SA 6 o I - - I `�. NO HIGHER THEN TOP PLATE. U » - - . o WATER GLASS \ . r i KIT I� 2x6 „ 310 I.G. ` N PHD2 SOFTENER $.3 .�.. v' I III WALL A - l PHD6 5. PROVIDE 18 Ht. PLATFORM , P. R. V. k ON 2-2x s Lc. 1 E. vNYL i, oN 2-2x �, I wooD 22o asc. SEISMIC RESTRAINTS 0 WATER HEATER PHD5 ? TOR` i _ N' M I 5#9 LG i ON 2-2x 6 1 3 S , 2� SIDES FAM ILT , •- 53 5 PHD6 N 1 90 HL -� i _ _ 6. BATH RMS. '& LAUNDRY RM. EACH TO BE 2 -SIDES » cz a� N v I �ON 2 2x 6 _ m WOOD c� I .. - of c) GARAGE��= 2 — 2x6 0 •r m 1 30 _ 2 -SIDES SERVED BY A SEPARATE 20 AMP. BRANCH 1 -HR WALL BETWIJ. I I WALL 1 x CIRCUIT. THIS CIRCUIT SHALL SERVE NOLo t SHEAR WALL 1 2 D 4 5 6 ALLOWABLE LOAD / FEET 20B -304 392 512 608 . 1, 2 , &6 79'0" 3/8" 3/8" 3/8" 3/8" C. D. X. 100 PLYWOOD C,L. X. C. D. X. C. D. X. 28'0" 2 SIDES 2 SIDES OF, 8d ® 6" 8d ® 4" 3 51'0" 8d ® 2" 3 8d ® 4" 3 8d ® 3" 3 FIELD NAILING 5 8d ®12„ 8d @ 12" 8d 12" 8d @ 12" ` 8d ® 12" 8d @ 12" a SILL THICKNESS 16'6" 2x 34'6" 2x 3x 14'6" 13'6" LS50 LS50 . LS90 -LS90 17'4^ LS90 172" ® 24" 01 207 14" ® 12" ® 10" ANCHOR BOLT 1/2" ®42" 1/2" @ 30" 1/2" @ 11" - 1/2" 8" _ � 1/2" 14" NOTES = J HEM. FIR DBL. TOP PLATES. 2) ALL PANEL EDGES BLOCKED w/ 2x FRAMING U. O. N. 3) VERTICAL FRAMING FOR EDGE NAILING ® ABUTTING PANELS TO BE 2-2x STUDS NAILED TOGETHER w/ 16d ® 3" 0/CG 4) SIMPSON CLIPS 0 24" 0/C FOR ENTIRE BALANCE i V 5) MALS TO BE 8d SINKERS.,,PARTIAL HEAD NAILS ARE NOT ALLOWED. 6) EXTERIOR RATED 0. S. B. w/ EQUAL ALLOWABLE ( STRESS & THICKNESS AS SPECIFIED PLYWD. MkY BE SUBSTITUTED. 7) ANCHOR BOLT WASHERS TO BE 2" SQ. x 3/16" THK. C"" 8) PRESSURE TREATED DOUGLAS FIR SILLS REQUIRED. r 6x6 POST w/ (2) - SUP. 66L - C) I 3'5' LG PHD2 2 k DN. W. P. 4'x 4'10■ CASED OPENNG w/ ' c) 9 j o EA. SIDE*T)ER ON 2-2x 6 x a St GL DR GFl REkIOVABLE SCREEN UNIT 6x12 HDR BEAM M DN. 3 - 3'x 5S H. I � Q {i n51/4" x 117/8"' RETAINING WALLA x 14 LAM. 6x6 POST w/ CC66 v riPATIO NOO K (Ii I VERSA LAM. HDRSLAP. OMIT DBL. TOP PLATE24" HL POURED CONC. v o �' SCREENED SAAP. MSTC28 w `a _ o WOOD I- c' PORCH III(36)-16d 0 ALL/ TOP PLATE SPLICES THIS WALL SMP. MSTC40 w/ 52 16d 0 ALL ( }- 'WOOD CES.. TOP PLATE SPLICES 0 N � x- M o 16 •- o .. v o I I o in TLE COUNTER o TILE WOOD CEL o = R o NOTES O - CD N THIS WALL i i N CD N 0 1 3x4 S.H. Q>� 1. ALL HEADERS TO BE 4x12 D. F. #2 U. 0. N. ►„ �„ �„ „ + „ 1►8„ • PASS-THRU. o N , o 60 3Q 20 144 36 HL TLE ---y x ATTIC w IN 2 0 OF _ 24 0 N r wfNDow - 2 F. A. U. TO BE IN ATTIC / SIIAP. MSTC66 w/ HEAD 0 7'0" COUNTER a 0 ALL 3'6* LG. • (76)-16d _ ---- - GFl - ----- I I W.P. W.P. / I � - 2nd ACCESS ac w LIGHT, SWITCH, at TOP PLATE SPLICES T 6i LG. 3 PHD5 2nd FLR- F. 1 1 a LG. GFl s Lc. 1. I I I FLR. - _ _ GFl MAINTENANCE PLATFORM.. k BM. TO TOP PLATE PHOS 6 .1 2 , ON 2-2x I � 2-2x10 f — , PHD5 PHD5 (� 2 / 2 x 4 S. H. ,� e x a DR THIS WALL - 3 x 5 SAH N -2x ON 2-2x 3 SAFETY GL 12 x a HL SL GL. DR. 1 3 ON 2 2x 0 2 OBSCURE - GFl. - - . 3. PROVIDE FLASHING ® ALL EXTERIOR . Ho. o a o _ . » 51 2",x 117/8» ._ _ 30 - __ 11 a V OPENINGS EXPOSED TO WEATHER. ....... .. 4 v 51/4 x T/ � 4 1 � / : VERSA LAM. HDR ...... , ._ G o GFI3 VERSA LAM. HDR D W < TE TLE SHWR. I o � / OMIT DBL. TOP PLA C. U. 110 PLATE, w/H c� $o _ o I i P.C. 4 1 _ � oMIT DBL TOP PLATE .- � � ` - 4. ALL BRACE WALLS TO BE INSTALLED TO w/ SA 6 o I - - I `�. NO HIGHER THEN TOP PLATE. U » - - . o WATER GLASS \ . r i KIT I� 2x6 „ 310 I.G. ` N PHD2 SOFTENER $.3 .�.. v' I III WALL A - l PHD6 5. PROVIDE 18 Ht. PLATFORM , P. R. V. k ON 2-2x s Lc. 1 E. vNYL i, oN 2-2x �, I wooD 22o asc. SEISMIC RESTRAINTS 0 WATER HEATER PHD5 ? TOR` i _ N' M I 5#9 LG i ON 2-2x 6 1 3 S , 2� SIDES FAM ILT , •- 53 5 PHD6 N 1 90 HL -� i _ _ 6. BATH RMS. '& LAUNDRY RM. EACH TO BE 2 -SIDES » cz a� N v I �ON 2 2x 6 _ m WOOD c� I .. - of c) GARAGE��= 2 — 2x6 0 •r m 1 30 _ 2 -SIDES SERVED BY A SEPARATE 20 AMP. BRANCH 1 -HR WALL BETWIJ. I I WALL 1 x CIRCUIT. THIS CIRCUIT SHALL SERVE NOLo t SHEAR WALL 1 2 D 1 -HR CEILING w/ N HouSE k cARA D. 1 ZERO aR 1210 0 _ OTHER OUTLETS. x � I { v, 5/8 TYPE X �, FTG. TO CE11NG REFR IW F P w00 s r- .r - r ' .o GYP. BRD. - w/ 5/a TYPE X - I 12 H. IN IN 7. ALL BATH ROOMS TO HAVE FLUORESCENT r` GYP. B'RD. 4" x 16' i 51/ i\ 1 o HEARTH FLOOR R, LIGHTS. o = I o OUTLET 1 FL00 M VERSA LAM. i FREEZER WOOD .� K °-,� I W. , . OFF SET FAN ACCESS a r 6x6 POST w/ SIMP. CC66 IRDGE 119 f LG I -+ `~ 51 4 x 16 VERSA LAM. RD�GE � 1 � ,�{, c_t 0 RIDGE I 1 FLUE `FY m o CONT. SEARING T -- � 2T5"±LONG — L �I 4x6 o � � b � � � S1�AP. POST � � x 5 S= GF11 o I HU614TF x ' I 00 H 2x6 _ x 14 _ 5� 2 2x10 0 3 31/2. - 2-2x10 6 51 4 x 14 _ W.P. GFl t WALL sx / r I I C, x < o _ �_ � I .. ' cv :VERSA LAM. HDR. POST VERSA UM. _ 2 6 # n3> _ 31 2x14 00 _ I N d' i I _ < < i I w 1 ERSA LAM. FLUSH BM. I - - - -- o LA 3/8 CDX PLYWOOD w/ 8d ®6 /12 0/C < I FLUSH BM , x PHD5 W d I I I '' - - - -- BL K. ALL EDGES, & 1/2" DIAx 10 A. B. C ON 2-2x 6 I -t > 2nd I 22 I.G.0 / 3-2 a GFl o : & SNP. PHD2 TO •� W 2 - SIDES .� FLR PANEL QUARTER POINTS, " 1 I SDEs i - > 2 GFl ..- „ „ 1'6" L, > W 1 10 2 2 4 ®EA END OF PANEL r, L . .r l ..,r +� � _ o / 110 ( - x . 15 < / 1 i z I 1.�4Uh1D.: x I .., I qF$ CASED / F. A. U. „ " / .,. ..__.. / 1 v -- STRUCTURAL GRADE SHT G. - < AB THERMO PLY STRUC U N I I OPENING � ► " � I „ „ VINYL ,� o / o - r , 4 0 w 16 GA. CROWN x 1 1 4 LG. 2a , » I, - SITTING / / ■ , IRONNc a o 3'10 LG. I I 2 i �� 2nd FLR i - N TO BE IN LINE w FRAMING I BOA � 3 • � 2 W000 o 220 DISC. w/ CROW / PHD2 A t I t I 3 3j -�n "" 1 3 2x o I _ MEMBER ®3 6 0 C BL K. ALL EDGES. ON 2-2x f�.. / / ► EC 1 2 DIA. x 10 A. B. w/IN 12 OF EA E o I I I 2 x 3 FIXED OVAL 2x6 / " DORMER LINE e . » I E--- FAN ' . P. C. GFl o H0.0 8 0 � �� 1 WALL I � � � 15 LG. - - 110 PLATE _ - - - N - � � 31 2x14 � � / i PHI dt — 4' ■ RD. w DRYWALL SCREWS _ �' RSAUM.� uP I _ 5 �C � i 2 GYP. B / _ - - - - - � � VE 1 x14 c-2 � L� / ..,y.�..w__'� .. _...: _,«_..:_ ..�_ ..`�__; - I E. F. 0 3 /2 ON 2-2x sxlo BM . FLUSH eM. W I VERSA LAM. _ 0 C. UNBLK D. ONE SDE OF WALL. 3 x 5 S H. 9 LG 3'x 5 S H. - ,. I 1 'cv 2 SIDES 7 / ► .. _ 0110. II m , f EJ HD.0 8'0 PHD2 /2\ HD. o ao 00 I � § -. RACE WALLS TO HAVE ANCHOR o PLATE u _ I EXTERIOR B ON 2 2x -1 c� _ 0 C. y 00 DESK Y . ENTRY I BOLTS w W 12 OF EA. END k 6 / ` ` . o WOOD 0° 1 O / 5 0 2 0 s a Lc.m wooD 510050 70 >6- ' - _ „ W HD1oA GFl 1 AD 1/2- GYP. BRD. w/ DRYWALL SCREWS / h . ON 4x6 3x 7 _�w:.....�,.,... " _ .�.._ :; _..�..._.:.� O/CLK D.' BOTH SIDES OF WALL. -1-I 3'x 6' S H. 3'x 6' S. H. � 2'x 7 SAFETY - 3x6 S. 3 LG. 3'x6 S. H. sxa HDR. PHD5 /3\ sxa HDR tH 6x8 HDR T4" x 1'6" NSOM 6x8 DR r- . _ ON 2-2x SHEAR WAL SCHEDULE SHEAR WALL 1 2 3 4 5 6 ALLOWABLE LOAD / FEET 20B -304 392 512 608 784 1, 2 , &6 3/8„ 3/8" 3/8" 3/8" 3/8" C. D. X. 3/8" C. D. X. PLYWOOD C,L. X. C. D. X. C. D. X. C. D. X. 2 SIDES 2 SIDES EDGE NAILING 5 8d ® 6" 8d ® 4" 3 8d @ 3" 3 8d ® 2" 3 8d ® 4" 3 8d ® 3" 3 FIELD NAILING 5 8d ®12„ 8d @ 12" 8d 12" 8d @ 12" ` 8d ® 12" 8d @ 12" a SILL THICKNESS 2x 2x 2x 2x 3x 3x CLIP =- BLOCK 4 LS50 LS50 . LS90 -LS90 LS90 LS90 TO PLATE ® 24" ® 16" 207 14" ® 12" ® 10" ANCHOR BOLT 1/2" ®42" 1/2" @ 30" 1/2" @ 11" - 1/2" 8" 1/2" 18" 1/2" 14" NOTES = 1) OVER DOUGLAS FIR SILL & STUDS, AND HEM. FIR DBL. TOP PLATES. 2) ALL PANEL EDGES BLOCKED w/ 2x FRAMING U. O. N. 3) VERTICAL FRAMING FOR EDGE NAILING ® ABUTTING PANELS TO BE 2-2x STUDS NAILED TOGETHER w/ 16d ® 3" 0/CG 4) SIMPSON CLIPS 0 24" 0/C FOR ENTIRE BALANCE i OF WALL LINE. 5) MALS TO BE 8d SINKERS.,,PARTIAL HEAD NAILS ARE NOT ALLOWED. 6) EXTERIOR RATED 0. S. B. w/ EQUAL ALLOWABLE ( STRESS & THICKNESS AS SPECIFIED PLYWD. MkY BE SUBSTITUTED. 7) ANCHOR BOLT WASHERS TO BE 2" SQ. x 3/16" THK. C"" 8) PRESSURE TREATED DOUGLAS FIR SILLS REQUIRED. ., z 7 } . r ) O� I tt1 O O ` i O Q) O �Q 0 L �U- i ( a ;y C"" _ ._ r 73 C) k ' c) 9 j o I � Q {i ri ., O� O O ` i O Q) O �Q 0 L �U- i a C"" _ ._ r p. J. G. i I DATE ` JAN 3 2003 JOB NO. HALL RES. JA. y" , 1 2 2003 r OF 4 SN��75 . • _,00 1 xp N I DN. y p L MASTER . • _,00 1 xp N I DN. y p ,O MASTER 1 ! 1 K. A BL LL WOOD EDGES 0 SUB-FLR BTWN. THESE»00 v -4 TWO N S ,.LE 0 LONG J-1 `°'coQ� oMSTC52 . • .�22 <0 CEIL. .-WOOD 76 LG o0 `--—--CES FANON 2-2x r FAN . , N�4Ll. ! k ------ ---_-- _ _..--- # 1 n 210 r n 1 010 / n 44 WOOD r n 126 •,' =b �� f �, o 4 c� .. p _ �+ o M i ,. ao �nto s a Lc : N .- MSTC52 _x ON 2-2x 3x5 S.H. 3x5 S. H. 1 1 HD. sa HD. sa � 3 0 FULL r SIX 5 S. H. 1 ,. 3'x 5 S. H. 1 0 6 � ., - . SAFETY GL. GFl `r HD. 0 6 8 HD. a f- 50 50 roll 70 >, 50 f n 50 r n I n 60 20 3 LG 610 LG. » 16 FULL SAFETY GL 10 6 LG. 3TC M�STC40 MSTC40 _ IISTC„40 bISTC40 APPROVED ON 2- x _ 2 ON 2 2x N — 0 2 2x _ ON 2 2x NOS ES • Butte - e e Coun tY 42 Hl RAILING :. Environmental Hey Ith • r, A r, 4 PORCH — 1. PROVOE SIMP. LSTA36 w 1 / 26 6d ®ALL TLE FLOOR EXTERIOR WALL TOP PLATE SPLICES, •J � - MAINTENANCE P LATFORM. 138 110 20 136 , n 27 0 80 8'0" ► n 156 1 n 13 0 10 r n 156 / n of 35 0 r n, 44 0 Lo / n 79 0 21nd II — � 1/4 - 1 II 0 0 F z O o+ 3 cC O N M to b I m I z < J 0- z z O F < 0 z D O i v N M M b m t N 00 �. n. x 0 o CL 0 ix N co U ,;Y 00 /o h N i� 0 0 GENERAL NOTES 1. DESIGN BASED ON 1500 PSF ALLOWABLE SOIL BEARING PRESURE. 2. CONSTRUCTION SHALL CONFORM TO THE 2013 CALIFORNIA BUILDING CODE AND ALL REQUIREMENTS OF THE BUTTE COUNTY BUILDING DEPARTMENT. 3. SPECIAL INSPECTION IS REQUIRED IN ACCORDANCE WITH 2013 CBC FOR HIGH STRENGTH A325 BOLTS. SPECIAL INSPECTOR MUST BE EMPLOYED BY THE OWNER AND APPROVED BY THE BUTTE COUNTY BUILDING DEPARTMENT. INSPECTOR'S REPORTS NOTING DISCREPANCIES, IF ANY, TO BE FILED WITH THE BUILDING DIVISION WEEKLY DURNING CONSTRUCTION, WHETHER CORRECTED OF NOT. ALL INSPECTORS' DAILY LOGS TO BE MAINTAINED ON SITE FOR REVIEW BY THE CITY INSPECTORS. 4. THIS FOUNDATION DESIGN IS BASED ON COLUMN REACTIONS PROVIDED BY HERITAGE BUILDING SYSTEMS FOR JOB # 14-B-83392. 5. FOOTING SIZE MAY BE INCREASED UP TO 12" PER SIDE AT CONTRACTOR'S OPTION. 6. DIMENSIONS SHOWN FOR ILLUSTRATION ONLY- USE GARCO BUILDING SYSTEM SHEETS TO SET ANCHOR BOLTS AND DOOR FRAMING ANCHORS. CONCRETE NOTES 1. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI, WITH SLUMP NOT TO EXCEED 4". AGGREGATE SHALL BE A MAXIMUM OF 1IN FOUNDATIONS AND 4" IN THE SLAB. CURING COMPOUND SHALL BE APPLIED TO THE SLAB IMMEDIATELY AFTER FINAL TROWELLING. 2. CRACK CONTROL JOINTS TO BE MADE AT 12' OC MAX AND MAY BE CONSTRUCTION JOINTS OR 14" SAWCUTS MADE AS SOON AS PRACTICAL AFTER PLACING OF CONCRETE. 3. REINFORCING BAR TO BE GRADE 40 (MIN) WITH 30" LAP SPLICES. MAINTAIN 3" CLEARANCE WHEN POURED AGAINST SOIL AND 2" ELSEWHERE. WELDED WIRE MESH (WWM) SHALL BE LAPPED NOT LESS THAN TWO WIRE SPACES. BARS ARE TO BE CONTINUOUS AROUND CORNERS. 4. DUE TO EXPANSIVE SOILS - SATURATE THE SOIL TO A DEPTH OF 24" PRIOR TO POURING OF CONCRETE. 16"x16" #4 ELLS @ 36" OC 12" CONST. • + ' .: JOINT MIN ..• ,. 2 - #4 ,BARS I I _ - • • I- IN PERIMETER I •' - • I I= III I—' FOOTING —III—' UNDISTURBED OR 12" 95% COMPACTED SOIL I SINGLE -POUR DOUBLE -POUR i PERIMETER FOUNDATION TYP— MAY BE CONSTRUCTED SINGLE OR DOUBLE—POUR NOT TO SCALE 8 j \ F3 ♦ w 12,-4„ w E3 f ED I— I F2 ::D I� 0 L-- --� ;I A 50'-0„ OUT—TO OUT OF STEEL 25,-0„ 25,_0„ W GIL.BERT 8„ ENGINEERING I I I I 140 YELLOWSTONE DRIVE, / �► ,,,+I� Q SUITE 110 t� I I CHICO, CALIFORNIA 95973 F4 , I F3 I TEL (530) 809-1315 L — -— — FAX (530) 517-6020 iF/ HAIRPIN HAIRPIN jl WES@WGILdERTENGiNEERING.COM / 90' W/ 8 LEGS `ti 45' W/ 8 LEGS � / TYP @ SIDE & '' TYP @ CORNER / CIVIL ENGINEERING l / ENDWALLS �`. ` SURVEYING / PROPERTY SURVEYS / CONSTRUCTION STAKING I 12,-4„ O PROFESS/pN E. p/< W m r N. 63 � 5" PCC SLAB 0/ 2" SAND 0/ 4" CRUSHED ROCK WITH CONTIGUOUS 12" X 12" PERIMETEIR FOOTING 53—#3 (GRADE 40) TRANSVERSE REBAR @ 10.8" 0. C. 33—#3 (GRADE 40) LONGITUDINAL REBAR @ 10.7" O.C. F❑❑TING SCHEDULE �`--- - ANCHOR DOLT SCHEDULE F1, 16' SQ x 12' TH F3, 42' SQ x 26' TH CENTERED IN SLAB NO HAIRPIN NEEDED HAIRPIN 1-#4 (GRAD 40) 2-#4 (GRADE 40) EACH WAY 3-#8 (GRADE 60) EACH WAY A36 THREADED ROD WITH A36 THREADED ROD WITH 5' ON CENTER 12' ON CENTER F2. 43' SQ x 30' TH F4, 48' 'SO x 33' TH .�. HAIRPIN 1-#6 (GRADE 60) HAIRPIN 1-#6 (GRADE 60) EMBEDDED 9 INCHES EMBEDDED 23 INCHES 3-#8 (GRADE 60) EACH WAY 3-#9 (GRADE 60) EACH WAY — �0w 12.3' ON CENTER 14' ON CENTER J 16"x16" #4 ELLS @ 36" OC 12" CONST. • + ' .: JOINT MIN ..• ,. 2 - #4 ,BARS I I _ - • • I- IN PERIMETER I •' - • I I= III I—' FOOTING —III—' UNDISTURBED OR 12" 95% COMPACTED SOIL I SINGLE -POUR DOUBLE -POUR i PERIMETER FOUNDATION TYP— MAY BE CONSTRUCTED SINGLE OR DOUBLE—POUR NOT TO SCALE 8 j \ F3 ♦ w 12,-4„ w E3 f ED I— I F2 ::D I� 0 L-- --� ;I A 50'-0„ OUT—TO OUT OF STEEL 25,-0„ 25,_0„ W GIL.BERT 8„ ENGINEERING I I I I 140 YELLOWSTONE DRIVE, / �► ,,,+I� Q SUITE 110 t� I I CHICO, CALIFORNIA 95973 F4 , I F3 I TEL (530) 809-1315 L — -— — FAX (530) 517-6020 iF/ HAIRPIN HAIRPIN jl WES@WGILdERTENGiNEERING.COM / 90' W/ 8 LEGS `ti 45' W/ 8 LEGS � / TYP @ SIDE & '' TYP @ CORNER / CIVIL ENGINEERING l / ENDWALLS �`. ` SURVEYING / PROPERTY SURVEYS / CONSTRUCTION STAKING I 12,-4„ O PROFESS/pN E. p/< W m r N. 63 � 5" PCC SLAB 0/ 2" SAND 0/ 4" CRUSHED ROCK WITH CONTIGUOUS 12" X 12" PERIMETEIR FOOTING 53—#3 (GRADE 40) TRANSVERSE REBAR @ 10.8" 0. C. 33—#3 (GRADE 40) LONGITUDINAL REBAR @ 10.7" O.C. ANCHOR DOLT SCHEDULE CENTERED IN SLAB F1. INCH CAST -IN-PLACE F3. a INCH CAST -IN-PLACE O A36 THREADED ROD WITH A36 THREADED ROD WITH (D DOUBLE NUT & 2' WASHER DOUBLE NUT & 2' WASHER .�. Z EMBEDDED 9 INCHES EMBEDDED 23 INCHES 1- — �0w F2. i INCH CAST -IN-PLACE F4. i -INCH CAST -IN-PLACE J A36 THREADED ROD WITH A36-THREADED--ROD-WITH- 36-THREADED--R❑D-WITH- CD � DOUBLE DOUBLE NUT & 2' WASHER DOUBLE NUT & 2' WASHER 0o EMBEDDED 27 INCHES EMBEDDED 30 INCHES Z _j00 16"x16" #4 ELLS @ 36" OC 12" CONST. • + ' .: JOINT MIN ..• ,. 2 - #4 ,BARS I I _ - • • I- IN PERIMETER I •' - • I I= III I—' FOOTING —III—' UNDISTURBED OR 12" 95% COMPACTED SOIL I SINGLE -POUR DOUBLE -POUR i PERIMETER FOUNDATION TYP— MAY BE CONSTRUCTED SINGLE OR DOUBLE—POUR NOT TO SCALE 8 j \ F3 ♦ w 12,-4„ w E3 f ED I— I F2 ::D I� 0 L-- --� ;I A 50'-0„ OUT—TO OUT OF STEEL 25,-0„ 25,_0„ W GIL.BERT 8„ ENGINEERING I I I I 140 YELLOWSTONE DRIVE, / �► ,,,+I� Q SUITE 110 t� I I CHICO, CALIFORNIA 95973 F4 , I F3 I TEL (530) 809-1315 L — -— — FAX (530) 517-6020 iF/ HAIRPIN HAIRPIN jl WES@WGILdERTENGiNEERING.COM / 90' W/ 8 LEGS `ti 45' W/ 8 LEGS � / TYP @ SIDE & '' TYP @ CORNER / CIVIL ENGINEERING l / ENDWALLS �`. ` SURVEYING / PROPERTY SURVEYS / CONSTRUCTION STAKING I 12,-4„ O PROFESS/pN E. p/< W m r N. 63 � 5" PCC SLAB 0/ 2" SAND 0/ 4" CRUSHED ROCK WITH CONTIGUOUS 12" X 12" PERIMETEIR FOOTING 53—#3 (GRADE 40) TRANSVERSE REBAR @ 10.8" 0. C. 33—#3 (GRADE 40) LONGITUDINAL REBAR @ 10.7" O.C. 1 12,-0„ / / i / F1 i QL -t.. --J 4" 1 / F4 24'-8" • 7 / /1s • S CIVIL Or CALIV I F2 �+ J < r z 0 / 7 0 zILL � Q w 16,-4/, BUTTE J COUNTY _ JUN 0 3 2016 w z DEVELOPMENT J ♦ r - 1� - a SERVICES W Fl L J 06 24 —8 4// m FOUNDATION PLAN— SCHEMATIC ONLY NOT TO SCALE CARRY PERIMETER ANCHOR BOLT SIZE, GRADE REINFORCING THROUGH AND EMBEDMENT PER FOOTINGS TYP. ANCHOR BOLT SCHEDULE GRADE AWAY FROM FOUNDATION HAIRPIN SIZE PER @ 57. FOR 10' MINIMUM FOUNDATION SCHEDULE EDGE OR PER CBC1803.3 , r--------------------------------------1 m 0 CENTERED IN SLAB z O (D O� .�. Z O 0 1- — �0w f - J L CD � 06 0o ] it Z _j00 W 1 12,-0„ / / i / F1 i QL -t.. --J 4" 1 / F4 24'-8" • 7 / /1s • S CIVIL Or CALIV I F2 �+ J < r z 0 / 7 0 zILL � Q w 16,-4/, BUTTE J COUNTY _ JUN 0 3 2016 w z DEVELOPMENT J ♦ r - 1� - a SERVICES W Fl L J 06 24 —8 4// m FOUNDATION PLAN— SCHEMATIC ONLY NOT TO SCALE CARRY PERIMETER ANCHOR BOLT SIZE, GRADE REINFORCING THROUGH AND EMBEDMENT PER FOOTINGS TYP. ANCHOR BOLT SCHEDULE GRADE AWAY FROM FOUNDATION HAIRPIN SIZE PER @ 57. FOR 10' MINIMUM FOUNDATION SCHEDULE EDGE OR PER CBC1803.3 , r--------------------------------------1 m / I I / L-------------------------------------- i UNDISIUKULU SOIL OR SOIL COMPACTED TO 95% RC. VARIES PER SIDEWALL FOOTING TYP FOOTING SCHEDULE NOT TO SCALE FOOTING SECTION TYP NOT TO SCALE DI DI DI Cl J( 0 CENTERED IN SLAB z z0 (D O� Z O 0 1- — �0w f - J L � 06 0o ] it Z _j00 W Q Q 200 Z Lr) iw O 0L u_ Nt FOOTING THICKNESS ; VARIES PER �' '.•• •'" :� FOOTING SCHEDULE . ,• . '.� .• `. ; ' . �� :. '. ,: VARIES PER �' ''• •'' FOOTING SCHEDULE • . HA St cl / I I / L-------------------------------------- i UNDISIUKULU SOIL OR SOIL COMPACTED TO 95% RC. VARIES PER SIDEWALL FOOTING TYP FOOTING SCHEDULE NOT TO SCALE FOOTING SECTION TYP NOT TO SCALE DI DI DI Cl J( W r_ 0 m LL 0 D 0 U 0 U U LL 0 r ■ 0 Q z0 (D O� Z O 0 1- — �0w J L � 06 0o z Z _j00 W Q Q 200 Z Lr) Z) O 0L u_ Nt W r_ 0 m LL 0 D 0 U 0 U U LL 0 r ■ E J. -l- �l l.� ���