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HomeMy WebLinkAbout065-510-036rs-A 065-510-036 PERMIT#97-0887 LEWIS, Jack & Barbara 14489 Coutolenc Rd., Magalia _ New Single Family 065-510-036 PERMIT#97-1630 LEWIS, Jack & Barbara -14 14489 Coutelenc, Magaliam% Temp Ele for Lot Develop ment I%� B07-1234 065-510-036 MISCELLANEOUS Storage Shed STORAGE BLDG (1200) 14489 COUTOLENC RD LEWIS FAMILY TRUST, 1 Butte County Department of Developm� ices Building Division couly� ° 7 County Center Drive SUN Oroville, CA 95965 . X2010 530.538.7601 Phone www.buftecounty.neVdds DEVELOP 0.538.2140 Fax REFUND REQUEST APPLICATMs Butte County Code 3-41(d) Refund Policy. The Building Official shall not authorize the refunding of any fee paid except upon written application riled by the person originally paying the fee. The Building Official shall deduct all Development Services Department costs prior to authorizing any refund and shall charge one hour at the building division standard hourly rate to process the refund application and recover costs related to application, file set-up, and file archiving fees. Refunds may be processed as follows: The Building Official may authorize the refunding of: (1) any fee paid which was erroneously paid or collected (Refund processing fee not required). (2) permit fees and the plan checking fee when the application for a permit is withdrawn or cancelled before any plan checking is done. (3) the permit fees paid prior to the expiration of the permit providing no work has been done pursuant to the permit. (4) the permit fees paid prior to the expiration of the permit application, if the permit requested is not issued, but not after 180 days from the date of fee payment. (5) The Building Official shall not authorize the refunding of any filing fees, nor any plan checking fees, for work plan checked. INSTRUCTIONS: Submit this application to Development Services for determination of refundable fees. A claim will be generated for any fees to be refunded and sent to the address below for signature (by the person whose name is on the receipt) and return to Development Services for payment processing. CLAIMANT'S NAME: f"Z- � „ "t. _.%--o... , j - C"�,. ADDRESS (Include City/St/Zip) PHONE(S): ( 53d)E-MAIL ASSESSOR'S PARCEL NO.: L-) [Please use one claim form per permit.] BLDG PERMIT NO.: _ _ _ 0 M /0 -60"? Receipt No. 1 Receipt No. 2 1 Receipt No. 3 RECEIPT NO.:ll��nt�l RECEIPT DATE: .� /0101'D RECEIPT AMOUNT: REASON FOR REFUND REQUEST: c I�0 ,.doM r P Note: This refund form is for fees paid and receipted at the time of application/issuance for a building permit. This may involve fees Development Services has collected for other departments such as Fire, Agriculture, Land Development and Environmental Health or collection of County Wide Impact Fees. In the event other department fees were paid along with building permit fees, Development Services will check with those departments to determine if any of the fees paid to them are refundable. This does not include fees paid directly to other departments, nor parks and recreation or school fees. If you paid other fees and were issued receipts other than from Development Services, please check with them for refund information. Building Plans for cancelled permits will be disposed of within 10 working days upon submission of a Request for Refund. If you want the plans, you may pick them up prior to that time. Signature is required of the individual who originally paid fees or authorized representative of the business that paid fees. Signature Date K:/Forms/Refund Application 012608 180 day calculator from date of receipt is: #VUE! Buffe. County Departmdn't of Developm'e* nt S TIM SNELLINGS., DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 Cdunty Center Drive Oroville, CA.96965 (§30).538-7601 Telephone (531a�638-7785 Facsimile Cv�t�ag3 ;� . B U IL D I N G * P LA N NI N G *A.DMINISTR'ATIO 4 AFFIQ VIT REQUESTING DUPLICA (Cali mia Health and Safety Codi Se6tlonl9851 - The official copy of the buildingplans ay nut be duplicatEdwithout ritten licensed, or registered. professional, if a who Signed theplans and the bu **I hereby request duplicate copies of the bui g,plans oh.file-with.the Butte Development Services, Building//Division for: Assessor's*Pircel Number:� Permi Located at: 'P-4 X UYI-14-n lepic- 1-0 2,2, ;�Z_ (Addrehs) (City) (Zip Code) I am aware of the following three provisions of the California, Hea and Safety Code as follows: 1. Thatt.he'co'py..O*f the plans shall only be used for-thetmainteriance,v eration, and use of the building.-. 2.* That thei drawings are instruments of 'professional service and are inc plete without the interpretation of the.ceirtified, licensed or registered. professional of.reco .3That 'subdi.vi'Si6n:(a) of Section 55.36*.25.of the Business and Professions de states that a licensed architect- Who signs plans, Specifications, reports, or docume . nts,shall,.not be sponsible for damage caused by subsequent changes,tp,. or use of those plans, specifications, repo s, or documents where the Subs by equent changes or uses, includi .,ch' ng . anges. or uses Made by sta or local governmentagencies'. are not authorized or approved'in writingb'y:'the licensed ar itect who originally signed the plans, specifications, reports,. or documents:'provided . that the wi en authorization or approval was not unreasonably withheld by :the architect anarchif6 i d the arphit tura) rendered by the architect who.signed and stamped the plans,-soecifitaitionsi teports,-oir .do.cUmentswas no.t.a.it6aproxiryiatecause 'ofthe damage '' turr—ent7b-uilaiifg-6Wn-er:�IbnajaAm.,, L�l esigh Profession of -Record i nature of person requesting ies: service -73 LS !"C�6f­arct- l? hone, N Um b9il, Address:. UMet It �5 q .FOR BUILDING DIVISION USE -ONLY 13 Ovaiee Permission- Date Sent: D@te,Received 13 Profenional Permission- Date Sent: Dite: Received S/7/� 0 12/7/07 M California Health and Safety Code 19851. (a) The official copy of the plans maintained by the building department of the city of county provided for under Section 19850 shall be open for inspection only on the premises of the building department as a public record. The copy may not be duplicated in whole or in part except (1) with the written permission, which permission shall not be unreasonably withheld as specified in subdivision (f) of the certified, licensed or registered professional or his or her successor, if any, who signed the original documents and the written permission of the original or current owner of the building, or, if the building is part of a common interest development, with the written permission of the board of directors or governing body of the association established to manage the common interest development, or (2) by order of a proper court or upon the request of any state agency. (b) Any building department of a city or county, which is requested to duplicate the official copy of the plans maintained by the building department, shall request written permission to do so from the certified, licensed, or registered professional, or his or her successor, if any, who signed the original documents and from (1) the original or current owner of the building or (2), if the building is part of a common interest development, from the board of directors or other governing body of the association established to manage the common interest development. (c) The building department shall also furnish the.form of an affidavit to be completed and signed by the person requesting to duplicate the official copy of the plans, which contains provisions stating all of the following: (1) That the copy of the plans shall only be used for the maintenance, operation, and use of the building. (2) That drawings are instruments of professional service and are incomplete without the interpretation of the certified, licensed, or registered professional of record. (3) That subdivision (a) of Section 5536.25 of the Business and Professions Code states that a licensed architect who signs plans, specifications, reports, or documents shall not be responsible for damage caused by subsequent changes to, or use of, those plans, specifications, reports, or documents where the subsequent changes or uses, including changes or uses made by state or local governmental agencies, are not authorized or approved by the licensed architect who originally signed the plans, specifications,. reports, or documents, provided that the architectural service rendered by the architect who signed the plans, specifications, reports, or documents was not also a proximate cause of the damage. (d) The request by the building department to a licensed, registered, or certified professional may be made by the building department sending a registered or certified letter to the licensed, registered, or certified professional requesting his or her permission -to duplicate the official copy of the plans and sending with the registered or certified letter, a copy of the affidavit furnished by the building department which has been completed and signed by the person requesting to duplicate the official copy of the plans. The registered or certified. letters shall be sent bythe building department to the most recent address of the.licensed, registered, or certified professional available from the California State Board of Architectural Examiners. (e) The governing body of the city or county may. establish a fee.to be paid by.any person who requests the building department of the city or county to duplicate the official copy of any plans pursuant to this section, in an amount which it determines is reasonably necessary to cover the costs of the building department pursuant to this section. (f) The certified, licensed, or registered professional's refusal to: permit the duplication of the plans is unreasonable if, upon request from the building department, the professional does either of the following: (1) Fails to respond to the local building department within 30 days of receipt by the professional of the request. However, if the building department determines that professional is unavailable to respond within 30 days of receipt of the request due to serious illness, travel, or other extenuating circumstances, the time period shall be extended by the building department to allow the professional adequate time to respond, as determined to be appropriate to the individual circumstance, but not to exceed 60 days. (2) Refuses to give his or her permission for the duplication of the plans after receiving the signed affidavit and registered or certified letter specified in subdivisions (c) and (d). 19852. The governing body of a county or city, including a charter city, may prescribe such fees as will pay the expenses incurred by the building department of such city or county in maintaining the official copy of the plans of buildings for which it has issued a building permit, but the fees shall not exceed the amount reasonably required by the building department in maintaining the official copy of the plans of buildings for which it has issued a building permit. The fees shall be imposed pursuant to Section 66016 of the Government Code. 19853. This chapter shall not apply to any building containing a bank, other financial institution, or public utility. "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. 12/7/07 ----- "o Y � - TEL: 805.550.4532 ,4 m r rr P.O. BOX 3618 �STHI BUILDING -1 DI\G' � S . FL B I IAG ._ h!0 Etfil' , FAX: 805.782.0260 EI`GIRE160 SAN LUIS OBISPO, CA 93403-3618 Y Y;y .A -T-'%LTN FFTRUiT DT\G'TEL: 805.550.4532 P.O. Box 3618 (,IN] 1 T3IIVb FAX: 805.782.0260 t ST�FI LANI lvGly�; SAN LUIS OBISPO,�CA934�03-3618—F �. F M FACTORY DIRECT METAL PO BOX 991-898 REDDING, CA 96099 Phone: (530) 244-7510 30'x 40'x 10'-0" Eave Height Steel Storage Shed (4' o.c. Frame Spacing) 0 IIID i - • W, w PROJECT INFORMATION OWNER NAME : JACK LEWIS PROJECT ADDRESS: 14489 COUTOLENC ROAD MAGALIA, CA 95954 SHEET INDEX 1- 2-3 4- 5- 6- 7- 8- 9- 10 DESIGN LOADS: BUTTE COU -f DEAD LOAD: 5 PSF BUILDIN DiVl I LIVE LOAD: 0 PSFSF SNOW LOAD:- 55 PSF fj � WIND LOAD: 75 MPH EXP. ACP R SEISMIC: ZONE 4 ' COVER SHEET GENERAL NOTES ROOF FRAMING PLAN FOUNDATION PLAN FRONT, BACK & INTERMEDIATE WALL FRAMING/ ELEVATION RIGHT & LEFT SIDE WALL FRAMING / ELEVATION CONNECTION DETAILS CONNECTION DETAILS MISC. INFORMATION NOTICE TO BUYER: NOTE: THESE CONSTRUCTION DRAWINGS AND SPECIFICATIONS ARE FOR BUILDING PERMIT EVALUATION ONLY. THE CONTRACTOR OF RECORD IS RESPONSIBLE FOR ERECTING THE STRUCTURE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. STELL BUILDING ENGINEERING INC. SUPPLI-S TECHNICAL DRAWINGS PREPARED FOR PERMIT PROCESSING BY THE LOCAL BUILDING DEPARTMENT. YOUR DEALER IS INDEPENDENT AND NOT A CONTRACTOR OR AGENT OF STEEL BUILDING ENGINEERING INC. © COPYRIGHT 2007 STEEL BUILDING ENGINEERING INC FACTORY DIRECT METAL DRWN: NG 04 13010 DWG. N0. N` llll`STEEL STORAGE SHED CHK: JCP 30 .:� :• ..:. ,�D ENGINEERING -� rt -.STEEL BUII.DING� 04 07 COVER SHEET APPR: RA 04130107 Of: 10 N.0.90Y l618 - SAN LUIS 0315P0. CA 93A05 505) 546-5427 -:AN 1805) 782-0260 SCALE: AS SHOWN JOB NO.: SBE -0708-07j REV: 0 I m STATEMENTS 1. THESE CONSTRUCTION DRAWINGS AND SPECIFICATIONS ARE FOR BUILDING PERMIT EVALUATION ONLY. THE CONTRACTOR OF RECORD IS RESPONSIBLE FOR ERECTING THE STRUCTURE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 2. STEEL BUILDING ENGINEERING INC. SUPPLIES TECHNICAL DRAWINGS PREPARED FOR PERMIT PROCESSING 'BY THE LOCAL BUILDING DEPARTMENT. YOUR DEALER IS INDEPENDENT AND NOT A CONTRACTOR OR AGENT OF STEEL UILDING ENGINEERING INC. These drawings, notes and details are instruments of service and are the property of STEEL BUILDING ENGINEERING INC. All drawings, information, specifications, ideas, designs and arrangements represented within these documents shall remain the property of STEEL BUILDING ENGINEERING INC. No part thereof shall be copied, disclosed to others or used in connection with any work or project other than the specific project for which they hove been prepared, developed and licensed, without the expressed written consent of STEEL BUILDING ENGINEERING INC. COPYRIGHT 2007. STEEL BUILDING ENGINEERING Ynese plans and specifications are instruments of service prepared for contract construction work and shall be used only under specific agreement and license with . Contractor shall verify all dimensions and existing conditions. Report any discrepancies to STEEL BUILDING ENGINEERING INC. prior to commencing work. Material contained in these documents may not be reproduced in whole or in port without the written consent of STEEL BUILDING ENGINEERING INC. These plans ore the property of STEEL BUILDING ENGINEERING INC. and may only be used for the project as specified in the contract or licensing agreement. GENERAL NOTES 1.0 DESIGN CRITERIA: 1.1 DESIGN CODES & REFERENCES 2001 Edition of the California Building Code Steel Allowable Stress Design, Ninth Ed. (AISC) Concrete Reinforced Concrete Design Handbook (ACI) Ultimate Strength Design Handbook (ACI) 1.2 DESIGN LOADS Dead Load: Structure Weight Live Load: 0 psf Wind Load: 75 mph, Exp. C Snow Load: 55 psf Seismic Load: Zone 4, O.M.R.F. 1.3 DESIGN MATERIALS & STRESSES Steel Tubing N.'onufoctured per ASTM—A500 Carbon Steel 16-22 Gouge — cold rolled steel 16-7 Gouge — hot rolled steel Hot Dipped Galvanized ASTM A-123 and ASTM A-153 Bolts Anchor Bolts: ASTM A-36 or better Machine Bolts: ASTM A-307 or better Reinforcing Steel ASTM A -615-76A Grade 40: #4 bars and smaller Fy = 40,000 psi Grade 60: #5 bars and larger Fy = 60,000 psi Concrete Normal Weight F'c = 2500 psi in 28 days Soil FoundotJois hove been proportioned based on an allowable soil bearing value of 1000 psf (w/ 1/3 increased for seismic) in accordance with the 1997 UBC, and the 2001 CBC. ►, APPROVED © COPYRIGHT 2007 JACK LEWIS STEEL BUILDING ENGINEERING INC. FACTORY DIRECT METAL DRWN: NG 04 30 07 DWG. N0. x;;1111?: STEEL BUILDING . ENGINEERING STEEL STORAGE SHED CHK: JCP 04130107 << GENERAL NOTES 1Nc—neTeo. : 04130107 APPRRAOF: 0kP010 P.805) 3611 6-8417 N• FAX IS 805) 782-025D SCALE: NONE JOB NO.: SBE -0708-07 REV. 0 v n rPdPPai Ninrcc- 2.1 CONCRETE SPECIFICATIONS 1. All concrete shall be normal weight and attain a minimum compressive strength of 2500 psi in 28 days. All concrete edges, corners, and intersections shall be tooled or chomfered I" whether or not shown on the drawings. 2. The maximum concrete slump shall be: Slabs ..... 3" ±1" All other work ..... 4" ±1" 3. The minimum cement content shall be 5 X socks per cu yord and shall be a standard brand type II, low alkali, per ASTM C-150. 4. Any water reducing agents added shall be used to reduce the woter/cement ratio. 5. Aggregate shall conform to ASTM C-33. Maximum aggregate size shall be 1" U.O.N. Use 1/4" aggregate for slabs on grade. 6. Anchor bolts to be full diameter, cut thread made from ASTM A-36 steel by on American manufacturer and installed per "Lateral Requirements" on the following pages. 7. Curing: Freshly deposited concrete shall be protected from premature drying and excessively hot or cold temperatures, and shall be maintained with minimal moisture loss at a relatively constant temperature for the period of time necessary for the hydration of the cement (typically 7 days) 8. Special Inspection is NOT required for the footing concrete. 22 CONCRETE REINFORCING SPECIFICATIONS 1. All reinforcing steel shall be continuous. Splices in reinforcement shall NOT be made at or near points of maximum stress. Splices shall be lapped not less than 30 bar diometers and in no case less than 24". Reinforcing bars shall hove minimum bend radius of 6 times the bar diameter. Bars shall not be heoled to focilitote bending. Once bent, steel shall not be straightened. . 2. Reinforcing bars to be deformed bars conforming to ASTM A -615-76A: #3 & #4 .... Grade 40; #5 & larger... Grade 60 3. All reinforcing steel, shall be accurately positioned end adequately tied, using proper choirs and bolsters. Nails in wall or stem wall forms will not be acceptable. Supports and choirs placed against exposed surfaces shall be galvanized or provided with plastic feet. 4. Concrete cover over reinforcing is required as follows: 3"....where concrete is exposed to and cast against earth. 2"....where concrete is exposed to earth but cast against formwork. 1 �"....where not exposed to earth or weather. 2. J S011 SPECIFICATIONS 1. Minimum required soil bearing (DL+LL) to be 1000 psf. 2. Expansive index = _-- (assumed* / from report) *verification may be required by building official 3. It is recommended that on building sites exhibiting characteristics of instability, a soils investigation be performed runless waived by the local building review agency). Any deviation from the design values shall be brought to the engineers' attention. 4. All required FII and bockfill shall be compacted to at least 9C% of maximum density unless otherwise noted on a soils report. 2 4 STEET SPECIFICATIONS 1. All structural steel plates, bar, angles and channels shall conform to ASTM A36 Standards. 2. All steel tube products shall be manufactured per ASTM—A500 Grade A-1008 and 1010 Carbon Steel Grade B-1710 thru 1022 Carbon Steel/ 15 gouge and heavier Grade C-1015 thru 1022 Carbon Steel/ 15 gouge and heavier 3. Carbon Steel used shall conform to the following: 16 gauge — 22 gouge (cold rolled steel) 16 gouge — 7 gouge (hot rolled steel) 4. Wall thickness: Cold rolled tubing (see table 9 of ASTM A-513) Hot railed tubing (see table 6 of ASTM A-513) 5.. Bend;ng Radius: (Minimum Workable) 2 X to 3 Limes the outside diameter (round) 3 M to 5 times the outside dimension (shapes) BUTTE 9 TE �0 %4NTY,, 8 Y BUILLE)UNp �1V1Sj�N PR APOVED (D COPYRIGHT 2007 JACK LEWIS STEEL BUILDING ENGINEERING INC.1 FACTORY DIRECT METAL DRWN: NG -0413 077OF STEEL BUILDING ENGINEERING rrrr� o—n—P�Q A T—E—iSSTEEL STORAGE SHED CHK: JCP 04 30 07 GENERAL NOTES APPR: RA 04130107 � F0805) 5eb-8427N• rAM 605) 732--0260' SCALE: NONE JOB NO.: SBE -0708-07 REV: 0 10 boys Q 48.00" D.C. (Ref.) t PURLIN — (CONT. 10 BAYS) (TYP. Or 12) 1 " V 482.00" (40'-0" NOM.) V V V FOR FRONT WALL FOR BACK WALL FRAMING SEE PAGE 6 FRAMING SEE PAGE 6 ROOF FRAMING PLAN SCALE: 1/8" = 1'-0" NOTE: Purlins are spaced Gul 37.00" c.c. m c� w J D W (Z J N a L0 00 1=- 6. W J cm W CZ J N N ul 00 fl' STITCH SCREW 1/4-14 x 7/8" AT 30" O.C. HAT CHANNEL SUB -GIRT 26 GA. METAL 2X3 RAFTER ROOFING SHEATHING ON HAT CHANNEL 7 BUTTE COUNTY SCALE: NTS N� BUILDI„ nG DIVISION APPROVED JACK LEWISC COPYRIGHT 2007 STEEL BUILDING ENGINEERING INC. FACTORY DIRECT METAL DRWN: NG 04130-10-7) 'STEEL WELDING STEEL STORAGE SHED CHK: JCP 04 30 07 ENGINEERINGROOF FRAMING PLANAPPR: RA 04 30 07 1*1N aeOORA ab1 P.O.80x 1618 SAN LUIS 081570, CA 8!407 $GALE: AS SHOWN JOB NO.: SBE -0708-07 REV: 0 805 546-8427 • FAX 805 ]82-0260 Root Decking W 0[ W m W C W m W W C W mm ti W Oc N OC � U W K W m ti Q co m ti U W K m ti W K W 4Y W m ti W K C W m ti C W m ti ti U K ti W C N W C W C W C N N " V 482.00" (40'-0" NOM.) V V V FOR FRONT WALL FOR BACK WALL FRAMING SEE PAGE 6 FRAMING SEE PAGE 6 ROOF FRAMING PLAN SCALE: 1/8" = 1'-0" NOTE: Purlins are spaced Gul 37.00" c.c. m c� w J D W (Z J N a L0 00 1=- 6. W J cm W CZ J N N ul 00 fl' STITCH SCREW 1/4-14 x 7/8" AT 30" O.C. HAT CHANNEL SUB -GIRT 26 GA. METAL 2X3 RAFTER ROOFING SHEATHING ON HAT CHANNEL 7 BUTTE COUNTY SCALE: NTS N� BUILDI„ nG DIVISION APPROVED JACK LEWISC COPYRIGHT 2007 STEEL BUILDING ENGINEERING INC. FACTORY DIRECT METAL DRWN: NG 04130-10-7) 'STEEL WELDING STEEL STORAGE SHED CHK: JCP 04 30 07 ENGINEERINGROOF FRAMING PLANAPPR: RA 04 30 07 1*1N aeOORA ab1 P.O.80x 1618 SAN LUIS 081570, CA 8!407 $GALE: AS SHOWN JOB NO.: SBE -0708-07 REV: 0 805 546-8427 • FAX 805 ]82-0260 7.00" (TYP.) 36.00" 48.00" 48.00' 48.00" n 1 r . O O FOR FRONT WALL FRAMING SEE PAGE 6 L ° A <d °° d° ° °a ° ° ° ° a .d a ° d. ° C ° C Q ° C d14 d a ° d° °° I ° 4" Concrete Slab wf °° a d° °; ° d A6/6/1°0/10/ Welded Wife Fabric ° d ° ° o d d d ° o 0 ° do ° ° ° ° O d. ° c 2 ° ° °e °d d ° ° d d ° ° ° ° c ° d o,I c ° ° d ° O ° ° d ° 48.00" I 48.00" I 48.00' JA 8.00" I 48.00" I 48.00' I 48.00" I 48.00" I 48.00" 136.00 I BACK F-f- -I- -I- -f- FFOR RAMING SE 482.00" (40'--0" NOM.) FOUNDATION PLAN SCALE: 1/8" = 1'-0" See Pion SCALE: NTS LEGEND • ITW/RAMSET REDHEAD WEDGE ANCHOR 2"x3' Post ■ 2"x3" RECT. TUBING D"• 1/2"0 ITW/RAI)SET REDHEAD WEDGE ANCHOR ■ 2"x2" SOUARE TUBING 2'x2" Rose Roil road Edge Fooling Bar on lop ALL IIPAGE 6 8* Thickened Edge Concrete Slob r BU _ -BUILDING DI% 11 SION APPROVED ITW/RAMSET WEDGE ANCHOR DETAIL O SCALE: Nrs FACTORY DIRECT METAL DRWN: NG 04/3F/07") DWG. N0. N;;111L. STEEL WELDING' STEEL STORAGE SHED CHK: JCP 04130107 71} ENGINEERING FOUNDATION PLAN r• Inc o a P�AT7 E D -I APPR: RA 041301075 OF: 10 P.a�SX 5i6B8, SAN aP.B015)a181�a26a 2 SCALE: AS SHOWN I JOB NO.: SBE -0708-07 REV: 0 FRONT WALL FRAMING SCALE: 1/8" = I'-0" BACK WALL FRAMING SCALE: I/8" = I'-0" ALL FASTENERS ON EXTERIOR FACE OF FRAMING ARE TO BE FLAT HEAD SCREWS. TYPICAL INTERMEDIATE FRAME SCALE: 1/8" = I'-0" N 'VST ® CUUN u L D I iVI APPR- 0S; ©COPYRIGHT 2007 JACK LEWIS STEEL BUILDING ENGINEERING INC. FACTORY DIRECT METAL DRWN: NG 04 30 07 DWG. N0. Nilll;. STEEL BUILDING STEEL STORAGE SHED CHK: JCP 04130107 ENGINEERING FRONTIBACK & INTERMEDIATE WALL FRAMING • � P e Teo • APPR: RA 04130107 OF: 610 F 605x 36 5/6e8R7N• FAX 605) 752-0260 SCALE: 1 $" = i'-0" JOB NO.: S8E-07C'8-07 REV: O 1 RIGHT SIDE WALL FRAMING SCALE: 1/8" = 1'-0" Roof Decking LEFT SIDE WALL FRAMING SCALE: 1/8" = 1'-0" 3.00" 10— 9.00" DOUBLE C"CHANNEL (PLAN VIEW) NOTE: ALL FASTENERS ON EXTERIOR FACE OF FRAMING ARE TO BE FLAT HEAD SCREWS. JACK LEWIS FACTORY DIRECT METAL DRWN: NG 04 30 07 DWG. N0. .STEEL BUILDING STEEL STORAGE SHED CHK: JCP 04130107 '7;;;' ENGINEERING RIGHT & LEFT SIDE WALL FRAMINGIELEVATION APPR: RA 04.130.107 OF: t 10 v0805A 6A6BBA17N•(AIX BBSP7 B1A 0160, SCALE: 118" = 1'-0" IJ68 NO.: SBE -0708-07 REV: 0 BUTTE COUNTY � iVISION DOUBLE C -CHANNEL SECTION B -B Area = 1.41 in' Ix = 7.94 in' ly = 2.11 ins Sx = 2.64 In Sy = 0.70 in' Fy = 50 Ksi © COPYRIGHT 2007 STEEL BUILDING ENGINEERING INC. FACTORY DIRECT METAL DRWN: NG 04 30 07 DWG. N0. .STEEL BUILDING STEEL STORAGE SHED CHK: JCP 04130107 '7;;;' ENGINEERING RIGHT & LEFT SIDE WALL FRAMINGIELEVATION APPR: RA 04.130.107 OF: t 10 v0805A 6A6BBA17N•(AIX BBSP7 B1A 0160, SCALE: 118" = 1'-0" IJ68 NO.: SBE -0708-07 REV: 0 VERTICAL 2' X 3' GALVENIZED CORE POST STEEL MEMBER CORE PIN MADE FROM STAINLESS SPELL I -J/4'% 2-3/4'WV" FRAMING SCREWS 1-3,X4'X 2-3/4'14 GA. 14 CA. STEEL TUBING STEEL CORE INSERT M - 3/4„ - E FROM IN CORE PIN WELDED TO. i i BASEPLATE THE 2'%3' BASEPLATE GALVENIZED STEEL TUBING 3' COLUMN TO BASE RAIL DETAIL �1/ SCALE: AS SHOWN 2' % 3' GALVENIZED STEEL MEMBER 2"'X 3' GALVENIZED STEEL RAFTER 1-3/4'X 2-3/4'14 GA. STEEL CORE INSERT z CORNER TO RAFTER DETAIL SCALE: 3/4" = 1'-0" COLUMN TO CORNER DETAIL �LJ SCALE: 3/4" = 1'-0" 2' X 3' GALVENIZED STEEL RAFTER 2' X 3' GALVENIZED STEEL PEAK 1-3/4'X 2-3/4'14 GA. STEEL CORE INSERT (�)�RAFTER TO PEAK DETAIL /4" = 1'-0" 15:00" "BK 40" PEAK O�CqOER DETAIL SCALE: 3/4" = 1 '-0" ©PEAK DETAIL SCALE: 3/4" = 1'-0" 1-1/2" X 1-1/2. 18 CA. HAT CHANNEL MAC GIRT SPACED 33' O.C. MS . I 4 X CCH IDE OF GIRT BUTTECOUNTY ®, 1 UILD�NG DIVISION APPROVED 2' X 3' GALVENIZED STEEL RAFTER (DHAT CHANNEL TO RAFTER DETAIL SCALE: 1-112" = I' -C" JACK LEWIS© COPYRIGHT 2007 STEEL BUILDING ENGINEERING INC. FACTORY DIRECT METAL DRWN: NG 54130 07 DWG. N0. WELDING] STEEL STORAGE SHED CHK: JCP 04130107 7 ENGINEERING CONNECTION DETAILS T: P R A D. APPR: RA 04 30 07 OF: 10 P.0.00X 5618 •SIN • IVISF4X 0815)0.005 787-0180 C4 86003 BS SCALE: AS SHOWN JOB NO.: SBE -0708-07 REV: 0 B 518-8,3] :n>tlxs ' I ' 6"xl 3/4"xl8 GA. BRACKET WITH MIN. W (2) P12 x i' tEK SCREWS TO EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION. (� VERTICAL TO RAFTER DETAIL SCALE: AS SHOWN B-57 BRACKET, 7'x5-3/4", IB GA. \ ) 7 INTI MIN. (3) 112 x 1' IEK SCREWS f0 \jam EACH MEMBER. ONE BRACKET ON EACH SITE OF CONNECTION. TRIM BRACKET TO SLOPE OF RAFTER. 2'x3' DOOR POST /DOOR HEADER DETAIL �J/ SCALE: AS SHOWN B-57 BRACKET, 7x5-3/4', 18 GA. WI IN MIN. (3) 112 x 1- 0 SCREWS i0 EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION. TRIM BRACKET TO SLOPE OF RAFTER. HEADER 0 o ° o -o 0 2'.2' TRUSS BRACE 2'x3' SIDE POST 6"x1 3/4"08 GA B-15 BRACKET WIN MIN. (2) 112 x I" TEK SCREWS TO - " IBER. ONE BRACKET SDI OF CONNECTION. HEADER ®VERTICAL TO HEADER DETAIL SCALE: AS SHOWN W:0 B-57 BRACKET, 7'.5-3/4% 18 GA. WTH MIN. (3) 112 x I' TEK SCREWS TO EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION. TRIM BRACKET TO SLOPE OF RAFTER. 2'x2' WEB MEMBER :ATRUSS DETAIL `+ SCALE: 1" = 1'-0" U -5E BOTTOM CHORD CONNECTION DETAIL SCALE: AS SHOWN JACK LEWIS NUIt: STEEL BUILDING :#_ ENGINEERING F.P 0 R A TL Dim P.. BOX 3618• SAN LUIS OBISPO. CA 93403 805) 546-8427 • FAX 305 782-0260 18.00" 2"x3" Vertical Unit J" Tr- ("01 pNaT� COAILRNER BRACE DE, E: I" V"�✓ UVISION A APPRO 0 ©COPYRIGHT 2007 STEEL BUILDING ENGINEERING INC. 01 FACTORY DIRECT METAL DRWN: NG 04130-1-0-7) " 4 30 07) "DWG. N0. STEEL STORAGE SHED CHK: JCP 04130107 Q CONNECTION DETAILS APPR: RA 04.130 07 OF: 10 SCALE: AS SHOWN 1,10B NO.: SBE -0708-07 REV: 0 37 3/4" Overall Width 36" Overall Coverage 9.00" 01 3.13" 3.13" ANTI -SIPHON SIDE LAP METAL DECKING PROFILE (ROOF) 26 GA. GRANDRIB 3 Ix = 0.0130, Sx = 0.0205 Fy = 80 ksi. lt�El� #12X1 SELF -DRILLING SCREW USED IN MOST JOINING APPLICATIONS 36.00" (COVERAGE) 9� o METAL DECKING PROFILE (WALLS) 26 GA. GRANDBEAM S Ix=0.015, Sx=0.0194 Fy = 80 ksi. 2" X 2" SQUARE TUBING 14 Co., Ix = 0.3481, Sx = 0.3481 Fy = 50 ksi: 2- X 3" RECT. TUBING 14 Go., Ix = 0.9101, Sx = 0.6067 Fy = 50 ksi. ®8 U T T rE7 C 01, J ,,ITY GAGE NO. SCHEDULE 11 METAL DECKING 26 Go. GRANDBEA14 SW.4LLS 26 Go. GRANDRIB ROOF F Fy = 86 ksi. = 80 ksi. 2"x2" SQUARE TUBING 14 Go- Fy = 50 ksi. 2"x3" RECT. TUBING 14 Go. F = 50 ksi. ®8 U T T rE7 C 01, J ,,ITY GAGE NO. 10 11 12 14 15 16 18 20 221 24 ! 6-? p29:i �/ R y30' DESIGN THICKNESS. INCHES 0.1345 0.1196 0.1046 0.0747 0.0673 0.0598 0.0478 0.0359 0.0299 0.0239 0.0179 0.0135 0.0120 JACK LEWIS 0 COPYRIGHT 2007 FACTORY DIRECT METAL DRWN: NG 04 30 07 DWG. N0. U1G; STEEL BUILDINGO ENGINEERING STEEL STORAGE SHEED CHK: JCP 04130107 ! h a TBD. MISC. INFORMATION APPR: RA 04130107 OF: 10 P.O.BOX 1618 •SAN UIS LOBISPo, U 9)O! SCALE: AS SHOWN JOB NO.: SBE -0708-07 REV: 0 805 516-8177 • .. 80! 781-0160 T a STRUCTURAL CALCULATIONS for a 30' x 40' x 10'-0" eave height STEEL STORAGE SHED (4' Frame Spacing) (21 Pages) Factory Direct Metal PO Box 991-898 Redding, CA 96099 Owner Name: Jack Lewis Project No. ADG-0708-07 April 24, 2007 THE ADAMES DESIGN GROUP 1600 WILSON STREET SAN LUIS OBISPO, CA 93401 (805) 801-2332 Prepared by: N . GODOI Checked by: R. ADAMES BUTTE COUNTY I Engineer's Seal � .s��a �i ��gV1S10N P THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N . GODOI I PAGE DESIGN GROUP I Project No. ADG-0708-07 Checked by: R. ADAMES 1 2 of 21 TABLE OF CONTENTS 1.0 Design Criteria 1.1 Design Codes and References 3 1.2 Design Loads 3 1.3 Design Materials and Stresses 3 2.0 General Notes 2.1 Concrete Specifications 4 2.2 'Soil Specifications 5 2.3 Steel Specifications 5 3.0 Design Parameters 6 4.0 Structural System 7 5.0 Structure Loads 5.1 Vertical Loads 7 5.2 Lateral Loads 8 5.3 Load Combinations 8 6.0 Structural Analysis 20 6.1 Roof & Wall Sheathing Design 9 6.2 Check Anchor Bolts at Base Rail 10 6.3 Check Purlin 11 6.4 Check Roof Sub-Girts 12 6.5 Check Header 13 6.6 Check 3x2 Column 14 6.7 Check Moment Resisting Elbow Connection 14 6.8 Column Footing 15 6.9 Check Truss 16 6.10 Anchorage to Resist Uplift 17 6.11 Allowable Loads for TEK Screws & Metal Sheathing 18 6.12 Check Metal Sheathing Acting as a Vertical Diaphragm 19 7.0 Structure Sketches Figure 7.1- Structure Plan 20 Figure 7.2- Typical Frame 20 Figure 7.3- Front Wall Framing 21 Figure 7.4- Back Wall Framing 21 Figure 7.5- Right Side Framing ► BUTTE COLIN2TY APID WEED I THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N. GODOI PAGE DESIGN GROUP. Project No. ADG-0708-07 Checked by: R. ADAMES 3of 21' 1.0 DESIGN CRITERIA: 1.1 DESIGN CODES & REFERENCES • 1997 Edition of the Uniform Building Code 2001 Edition of the California Building Code Steel Allowable Stress Design, Ninth Ed. (AISC) Concrete Reinforced Concrete Design Handbook (ACI) Ultimate Strength Design Handbook (ACI) 1.2 DESIGN LOADS Dead Load: Structure Weight Live Load: 20 psf Wind Load: 80 mph, Exp. C Snow Load: 20 psf Seismic Load: Use Group I, Category D 1.3 DESIGN MATERIALS & STRESSES Steel Tubing Manufactured per ASTM -A500 Carbon Steel 16-22 Gauge — cold rolled steel 16-7 Gauge — hot rolled steel Hot Dipped Galvanized ASTM A-123 and ASTM A-153 Bolts Anchor Bolts: ASTM A-36 or better Machine Bolts: ASTM A-307 or better Reinforcing Steel ASTM A -615-76A Grade 40: #4 bars and smaller Fy = 40,000 psi Grade 60: #5 bars and larger Fy = 60,000 psi Concrete Normal Weight Pc =2500 psi in 28 days Soil Foundations have been proportioned based on an allowable soil bearing value of j 7E (w/ 1/3 increased for seismic) in acco-r . e'e COUNTY with the 1997 UBC, and the 2000 WNILDI G DMti02*1� AOPROV : THE ADAMES SUBJECT: STEEL STORAGE SHED I Prepared by: N . GODOI I PAGE DESIGN GROUP I Project No. ADG-0708-07 I Checked by: R. ADAMES 14 of 21 2.0 GENERAL NOTES: 2.1 CONCRETFSPECIFICATIONS 1. All concrete shall be normal weight and attain a minimum compressive strength of 2500 psi in 28 days. All concrete edges, corners Slabs.....................3" ±1" chamfered 3/4" whether or not shown on the drat All other work......... 4" fl" 2. The maximum concrete slump shall be: 3. The minimum cement content shall be 5 '/2 sacks per cu yard and shall be a standard brand type II, low alkali, per ASTM C-150. 1 4. Any water reducing agents added shall be used to reduce the water/cement ratio. 5. Aggregate shall conform to ASTM C-33. Maximum aggregate size shall be 1" U.O.N. Use 3/4" aggregate for slabs on grade. 6. Anchor bolts to be full diameter, cut thread made from ASTM A-36 steel by an American manufacturer and installed per "Lateral Requirements" on the following pages. 7. Curing: Freshly deposited concrete shall be protected from premature drying and hot or cold temperatures, and shall be maintained with minimal moisture loss at a relatively constant temperature for the period of time necessary for the hydration of the cement (typically 7 days) 8. Special Inspection is NOT required for the footing concrete. 2.2 CONCRETE REINFORCING SPECIFICATIONS 1. All reinforcing steel shall be continuous. Splices in reinforcement shall NOT be made at or near points of maximum stress. Splices shall be lapped not less than 30 bar diameters and in no case less -than 24". Reinforcing bars shall have minimum bend radius of 6 times the bar diameter. Bars shall not be heated to facilitate bending. Once bent, steel shall not be straightened. 2. Reinforcing bars to be deformed bars conforming to ASTM A -615-76A: #3 & #4 .................. Grade 40 #5 & larger...............Grade 60 3. All reinforcing steel, shall be accurately positioned and adequately tied, using proper chairs and bolsters. Nails in wall or stem wall forms will not be acceptable. Supports and chairs placed against exposed surfaces. shall be galvanized or provided with plastic feet. 4. Concrete cover over reinforcing is required as follows: BUILb ����� 3" ............ where concrete is exposed to and cast against earth. C. 2 where concrete is exposed to earth but cast against forrp)arlk. APPROVED 1 '/2" ......... where not exposed to earth or weather. N THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by.: N . GODOI PAGE DESIGN GROUP Project No. ADG-0708-07 Checked by: R. ADAMES 5 of 21 2.3 SOIL SPECIFICATIONS 1. Minimum required soil bearing (DL+LL) to be 1000 psf. 2. Expansive index = (assumed* / from report) *verification may be required by building official 3. It is recommended that on building sites exhibiting characteristics of instability, a soils investigation be performed (unless waived by the local building review agency). Any deviation from the design values shall be brought to the engineers' attention. 4. All required fill and backfill shall be compacted to at least 90% of maximum density unless otherwise noted on a soils report. 2.4 STEEL SPECIFICATIONS 1. All structural steel plates, bar, angles and channels shall conform to ASTM A36 Standards. 2. All steel tube products shall be manufactured per ASTM -A500 Grade A-1008 and 1010 Carbon Steel Grade B-1010 thru 1022 Carbon Steel/ 15 gauge and heavier Grade C-1015 thru 1022 Carbon Steel/ 15 gauge and heavier 3. Carbon Steel used shall conform to the following: 16 gauge — 22 gauge (cold rolled steel) 16 gauge — 7 gauge (hot rolled steel) 4. Wall thickness: Cold rolled tubing (see table 9 of ASTM A-513) Hot rolled tubing (see table 6 of ASTM A-513) 5. Bending Radius: (Minimum Workable) 2'/2 to 3 times the outside diameter (round) 3 %z to 5 times the outside dimension (shapes) BUTTE COUNTY I WLDING UAVISE , M, AFF P R0�,"EF THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by :N . GODOI PAGE DESIGN GROUP Project No. ADG-0708-07 Checked by: R.. ADAMES 6of..21 3.0 DESIGN PARAMETERS Building Dimensions Width lid ft Roof RiseLength ft Roof RunEave Height ft Frame S acin p gft" Header Length O ft 'Post Number of Post in Transverse Direction" Number of Post in Longitudinal Direction 1 Occupancy Category 4. Standar=d ®c'cupancy Strue ; E es Enclosure, �Partall� Enclosed t Closest Distance to Seismic Source" Elbow Connection Brace Horizontal Lengthy , 8 in Brace Vertical Length 18 in t Soil Type: rev ift, Foundation Type: Slab on ; radeN^ Anchor, Type: lied Hea sg W?ede Slab Thickness4 in Pier Diameter: 1�TT/ 1 in Concrete Density g ;1w44 lbs/ft^3 Peir Depth: in Roof Sheathing (Vertical) Wall Sheathing, (Horizontal) Roof Sheathing Gage: 26 Ga.; Wall Sheathing;Gage; 26 Ga. Purlin Spacing 3.75 ft c.c. Truss type: Standard Truss - THE: -----MES SUBJECT: STEEL STORAGE SHED -T Prepared by: N . GODOI PAGE DESGN GROUP Project No. ADG-0708-07 Checked by: R. ADAMES 7 of .21 4.0 STRUCTURAL SYSTEM 4.1 ROOF SYSTEM = Steel decking over steel tube rafters. Diaphragm will be considered flexible�for calculation purposes. 4.2 WALL SYSTEA. Longitudinal VAL-ght` ram'e Bear rig �Uall ystern Transverse - Ordinary Moment Resisting Frame 4.3 FLOOR SYSTEM — 4" concrete slab on grade 4.4 FOUNDATION SYSTEM— 8" thickened edges with ITW/RAMSETRedhead wedge anchors 5.0 STRUCTURE LOADS 5.1 VERTICAL LOADS 5.1.1 Roof Loads Dead Loads (Estimated) Live Load0 psf Decking: 2.0 psf Snow Load 55 psf. Framing: 1.5 psf - Misc. 1; 5 psf Total 5.0 psf 5.1.2 Wall Loads Dead Load (Estimated) Live Load ® psf Steel Siding over Tubing:.Itmpsf Total 5 psf N 5.1.3 Floor Loads Dead Loads (Estimated) Live Load ® psf Concrete Slab: 144 psf Not, applicable for floor type. Total 144 psf, - 7.0 Structure Sketches Figure 7.1- Structure Plan Figure 7.2- Typical Frame Figure 7.3- Front Wall Framing Figure 7.4- Back Wall Framing t . BUTTE COUNT`��; Figure 7.5- Right Side Framingo BLDINro f13 r A101 E THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N . GOD01. PAGE DESIGN GROUP Project No. ADG-0708-07` ' . Checked by: R. ADAMES 8 of 21 5.2 LATERAL LOADS 5.2.1 Wind Loads Site Conditions Wind Speed: 75 :; mph Wind Pressure: 14.5 psf CBC Table 16-F Exposure: C Iw: 1 + CBC Table- 16-K P = C,Cggsl,v UBC Sec. 1620 Method 1 (Normal Force Method) UBC Sec. 1621.2 Ce 1.06 (Structure Less Than 20' Tall) CBC Table 16-G Pwall 12 psf Inward Proof -18 psf 'Outward 5.2.2 Seismic Loads - Total Design Base V = 3 Ca W CBC Sec. 1630.2.3.2 R Na= 1.0 CBC Table 16-S Ca=0.40Na= 0.4 ' R= 4.5 ' CBC Table 16-N , V= 0.27 W 5.3 LOAD COMBINATIONS , Using Working Stress Design for Streel Structures (Reference CBC Section 1607.4.2) 1) DL +LL= 5 + 0= 5 psf 2) DL + W= 5+-.18= -13 psf ` 3) DL + S = 5 + 55= 60 psf DL + S Governs 60 'psf"�°"� CQU��I- Note: Floor DL and LL is excluded due to Slab on GradUIL4NG DIV9IM > APPROVED &VANEffamm exam INNEW-KNIN1,119M x" 410 Roof Leeward -1.2 (1.06)(-1.2)(14.5)(1) -18.44 Roof Windward '0.9 (1.06)(0.9)(14.5)(1) 13.83 Roof Windward -1.2 (1.06)(-1.2)(14.5)(1) -18.44 Wall Leeward -0.5 (1.06)(45)(14.5)(1). -7.69 Wall Windward 0.8 (1.06)(0.8)(14,5)(1) 12.30 Pwall 12 psf Inward Proof -18 psf 'Outward 5.2.2 Seismic Loads - Total Design Base V = 3 Ca W CBC Sec. 1630.2.3.2 R Na= 1.0 CBC Table 16-S Ca=0.40Na= 0.4 ' R= 4.5 ' CBC Table 16-N , V= 0.27 W 5.3 LOAD COMBINATIONS , Using Working Stress Design for Streel Structures (Reference CBC Section 1607.4.2) 1) DL +LL= 5 + 0= 5 psf 2) DL + W= 5+-.18= -13 psf ` 3) DL + S = 5 + 55= 60 psf DL + S Governs 60 'psf"�°"� CQU��I- Note: Floor DL and LL is excluded due to Slab on GradUIL4NG DIV9IM > APPROVED 0 THE ADAMES SUBJECT: STEEL STORAGE SHED. Prepared by: N. GODOI PAGE DESIGN GROUP I Project No. ADG-0708-07 Checked by: R. ADAMES 9 of 21 6.0 STRUCTURAL ANALYSIS 6.1 ROOF SHEATHING AND SHEAR WALL DESIGN 6.1.1 Roof Contribution Roof LL DL + S = 60 psf 6.1.2 Wall Contribution Roof DL (5 psf)(30 ft) = 150 lb/ft DL at mid -height = (5 psf )(1 Oft /2 ) = 25 6.1.3 Lateral Contribution Wind = (12 psf x (10 ft /2)) + (18 psf x 3.75 ft) _ Seismic = ( 0.27 )( 150 plf + 25 plf ) _ 127.5 plf > 47.3 plf Roof Sheathing PLAN plf 128 plf 47 plf Wind Governs 3.75ft �— < 5 ftCD ~ X ELEVATION Unit Shear in transeverse direction, Based on 4 ft. c.c. frame spacing v= 127.5 plf x 4 ft = 255 lbs/post 2 Posts Unit Shear Longitudinal Direction: v=(18vsfx0.5x3.75ftx30ft)+(12nsfx(10ft/2)x30ft) 2 x 11 Post 128 6.1.4 Roof Pressure due to Wind Load BUTTE COUNT' SUILDiN.G m1 , op Pressure Load at Roof is 18 psf (Outward) tPPVj'=-0 Use 26 Ga. Fabral's Metal Sheathing. Rated at 56 psf Wind Load, 45 psf Live Load, for a 4' span. Fasten to rafters per manufacturers instructions, using No. 12-14 sheet metal scres reated at 1,620 lbs shear or bearing and 752 lbs pullout. P=THEADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N . GODOI PAGE DESIGN GROUP Project No. ADG-0708-07 Checked by: R. ADAMES '10 of 21 6.2 CHECK ANCHOR BOLTS AT BASE OF POSTS Total shear load transferred to base from roof diaphram along tranverse axis: R= 255 lbs; so, for one 1/2" dia. ITW/RAMSET RedHead Wedge Anchor embeded a min. 2 1/2" into 2000 psi concrete with 1 1/2" edge distance and 5' o.c. spacing, allowable shear is 1190 lbs. And concrete with 1 1/2" edge distance and 5' o.c. spacing, allowable shear is 1190 lbs. And allowable tension is 580 lbs without special inspection. Reference ICBO #ER -1372 Table 3. Thus, 255 lbs/ 1190 lbs= 0.21 say 1 bolt min. at each column for shear transfer. 0 BUTTE COUNT BUILDING DIVIGI�., N APPROVED THE ADAMES SUBJECT: STEEL STORAGE SHED I Prepared by: N . GODOI I PAGE Inre I DESIGN GROUP I Project No. ADG-0708-07 I Checked by: R. ADAMES 111of 21 6.3 CHECK P URLINS w= 225 Of Moment Coefficient for Continuous Beam, Uniform Load, Equal Span, Equally Loaded Equally Loaded = 0.105 (seepage 2-312 Allowable Stress Design, 9th Edition- AISC) Try : Number of Sub -Girt Spans 5 K= 1.0 Bending w= 60 psf x 3.75 ft = 225 plf M= wl^2 x 0.105 = (225plf )(4 ft)^2 (0.105) _ fb= M/Sx = 4536 lb -in /0.116 in^3 = 39.1 Fb= 48 ksi 48 ksi > 39.14 ksi Shear Axial VOM We Sx 0.116 in' A 0.262 int Ix 0.084 in' ry 0.567 in rx 0.567 in Ma 0.344 k -ft Fy 80 ksi 378 ksi V= 225 plf (4 ft)/2 = 450 lbs fv= 1.5V/A = 1.5(450 lbs)/ 0.262in^2 = 2.58 ksi Fv= 22 ksi 22 ksi > 2.58 ksi lb -ft = 4536 lb -in Bending O.K. Shear O.K. Axial load in sub -girt acting as drag sturt. From Sec. 6.1= 255 lbs fa= P/A =255 lbs / 0.262in^2 = 0.973 ksi Cc= 102.02 Kl/r =84.66 Cc > Kl/r Use Eqn E2-1 Fa= 18.92 ksi Combined fa/Fa= 0.97 ksi/18.92 ksi = 0.051 <.15 Use Eqn. H1-3 Fcomb= 0.867 < 1.0 Combined O.K. Deflection Da= L/360= (4ft)(12 in/ft) / 360 = 0.13333 in BIRMTE, COURNITY A= ()(wl^4)/EI = [(0.0065)(225plf)(4ft)^4(1728)]/[(29000)(0.084)] 0]i 0.133 in > 0 in Deflectio = IWK! USE:NV MWGIRT T ITHE ADAMES SUBJECT: STEEL STORAGE SHED I Prepared by: N. GODOI PAGE DESIGN GROUP Project No. ADG-0708-07 Checked by: R. ADAMES 12of 21 6.4 CHECK ROOF SUB-GIRTS w= 225 Plf t"450 lbs 4 ft 450 lbs I� Try : ML2&2` K= 1.0 Bending Gr so sj$ectionjRroperhes Sx 0.324 in A 0.520 int Ix 0.324 in ry 0.789 in rx 0.789 in w= 60 psf x 3.75 ft = 225 plf . M= wl^2 / 8 = ( 225 plf)(4 ft)^2 / 8 = 450.0 lb -ft = 5400 lb -in fb= M/Sx = 5400 lb -in /0.324 in^3 = 16.7 ksi Fb= 33 ksi 33 ksi > 16.65 ksi Bending O.K. Shear V= 225 plf (4ft )/2 = 450 lbs fv= 1.5V/A = 1.5(450 lbs)/ 0.52 in^2 = 1.3 ksi Fv= 22 ksi 22 ksi > 1.3 ksi Shear O.K. Axial Axial load in sub -girt acting as drag sturt. From Sec. 6.1= 255 lbs fa= P/A =255 / 0.52in^2 = 0.865 ksi Cc= 102.02 Kl/r =60.8 Cc > Kl/r Use Eqn E2-1 Fa= 24.27 ksi Combined fa/Fa= 0.86 ksi / 24.27 ksi = 0.036 <.15 Use Eqn. H1-3 Fcombined= 0.540 < 1.0 Combined O.K. Deflection Da'.= L/360=(4ft)(12 in/ft)/360= 0.133 in A= (5w1^4)/(384 EI) = [5 (225plf)(4ft)^4(1728)]/[(384)(29000)(0.324)]= 0.138 in 0.133 in < 0.14 in Deflection O.K. USE: ® 212 I Ga ATE COUNT BUILDING DIVISION APPROVEED THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N . GODOI PAGE DESIGN GROUP Project No. ADG-0708-07 Checked by: R. ADAMES 13of 21 6.5 CHECK HEADER 2.4 `kips 11.2 kips 1.2 kips . 10 ft lCros I Section Piro -qlf s " Sx 3.13 in A 1.67 int ' Ix 9.38 in' ry 1.23' in rx 2.37 in Number Member sx A Ix ry, rx 4 6CS2.5x070 FTF. 3.13 1.67 9.38 1.94 2.37 6CS2.5x065 FTF 2.91 1.55 8.72 1.94 2.37 Red Iron Wide Flange 6CS2.5x059 FTF 2.65 1.41 7.94 1.94 2.37 Double Channel 6CS2.5x070 WTW 3.13 1.67 9.38 1.23 2.37. Double Tube Welded 6CS2.5x065 WTW 2.91 •1:55 8.72 1.23 2.37: Double Tube Stiched 6CS2.5x059 WTW 2.65 1.41 7.94 1.23 2.37 Bending _ P= 60 psf x 4 ft x 10 ft = 2:4 kips M= 6 kip -ft fb= M/Sx = 6 lb -in /3.127 in^3 = 1.9 ksi Fb= 33 ksi 33 ksi > 1.92 ksi Bending O.K. Shear V= (2.4 kips)(1)/2 = 1.2 kips fv= 1.5V/A = 1.5(1.2 lbs)/ -1.672 in^2 = 1.077 ksi Fv= 22 ksi 22 ksi > 1.08 ksi Shear. O.K. Deflection Da = L/360=(10ft)(12 in/ft)/360= 0.333 in Deflection Coeficient for Equally Loaded, Equally Spaced' TTE COUNTY '^ Point Loads (pg. 2-295, ASD, 9th Edition-AISC) ; 0.021 BUILDING 041VISI I N A = (Pl^3)(0.0208)= (2.4kips)(1Oft* 12 in/ft)^3(0,0208)= 0.317 in APP. ROV. 0.333 in > 0.32 in Deflection O.K. USE: 6CS�2,SxQ70 W`T THE ADAMES SUBJECT: STEEL.STORAGESHED .. Prepared by N . GODOI PAGE DESIGN GROUP Project No. ADG-0708-07 Checked by: R. ADAMES 1.14of 21 Cro,: s S -ct�o Piro ert!es Sx 0.619 in A 0.725 inz Ix . `0.928 in4 ry 0.826 in rx 1.131 in. 3600'lbs .l Bending w= 12 psf x 4 ft= 48p1f / 2 columns 24.0 plf M= wl^2 / 8 = (24 plf)(' 10 ft)^2 / 8= 300 lbs -ft . fb= M/Sx = 300 lb -in /0.619 in^3 = 5.82 ksi -w= 24.0 plf 10 ft Fb= 33 ksi 33 ksi >'5.82 ksi Bending O.K. Shear V= 24plf (10 ft )/2 = 120 lbs fv 1.5V/A = 1.5(120 lbs)/ 0.725 in^2 0.2 ksi` .Fv= 22 ksi 22 ksi > 0.25 ksi Shear O.K. Axial P= (60 psf)(4 ft)(30 /ft/2) 3600 lbs fa= P/A = 3600 lbs/ 0.725in^2 = 4.97 ksi 3600 Ibs Cc= 102.02 Kl/r =174.33 Kl/r > Cc Use Eqn E2-2 Fa— 4.91 ksi Combined fa/Fa 1.011' >.15 Use Eqn. Hf -1 & HI -2 Fcombined= 0.327 < .1.0 Combined O.K. USE:23x�3r 14�gGGa ` 6.7 CHECK MOMENT RESISTING ELBOW CONNECTION K= ®65 ; _ - -� 18 *091 Ibs 12 3 lbs -ft 1Vfome KNOW, b�o�w DL+S (60)(4)(30/2)(18) DL+LL (5)(4)(30/2)(18) 64800 lbs -in 5400 lbs -in DL+W (12+5)(4)(10)(18) 122401bs DL+S Governs 64800 lbs -in -in 18 in UTTE COUNT" BUILDING DIVI&DIN 64800 Ib b�PRO%� M 5091 lbs THE ADAMES SUBJECT: STEEL STORAGE SHED I Prepared by: N. GODOI PAGE DESIGN GROUP I Project No. ADG-0708-07 I Checked by: R. ADAMES 1150f 21 Try Bending M= 64800 lb -in = 5400 lb -ft fb= M / Sx = 5400 lb -in /2.15 in^3 = 30.14 ksi Fb= 33 ksi 33 ksi > 30.14 ksi Bending O.K. Axial Z= (182+182)1/2= 25.5 in Z/Y=P/Fy 25.46 in/ 18 in. = P/ (60psf)(4ft)(15ft) P= 5091 lbs ft= P/A = 5091 lbs/ 0.95in^2 = 22.64 ksi Ft= 0.6Fy= 0.6(50,000psi) = 33.00 ksi Axial O.K. USE: Number of Screws 4 For One No. 12-14 metal screw allowable shear : 1620' lbs Shear in Screw due to moment=64800lb-in/(18in)(4screws) _ 20 14 Ga i i i 2.6 3 in. i i i 9.08 in. ! I r] 1x1 !16 Ga MSe OMPI-opertie- s]� Centroid 9.08 in Ix 19.53 in Sx 2.15 in A 0.950 int 900 lbs/screw 900 > 1620 Screws Adequate 6.8 COL UMN FOOTING Slab on Grade Volume of Slab: (4ft)(15ft)(4in/12in/ft) = 20.00 ft^3 Dead Load of Concrete: (144 pcf)(20 ft^3)= 2880 lbs 470.0 < 2880 Anchorage Force Provided by slab is Adequate to Resist Uplift 0 BUTTE COUNTY I BUILDING DIVISION - APPRO ED THE ADAMES SUBJECT: STEEL STORAGE SHED I Prepared by: N. GODOI d PAGE DESIGN GROUP Project No. ADG-0708-07 Checked by: R. ADAMES 15of 21 6.8 CHECK TRUSS STANDARD WEB TRUSS ANALYSIS 1800 lbs G1 '1800 Ibs 1800 lbs E 1 ! 3.375 1.1I a R I B A C D 8.5 ft 10.0ft 4.Oft 4.5 ft P1=( 4ft)( 60psf)( 0.25 x 30ft)= 1800 lbs a= ATAN(H/0.5L) = ATAN( 3.375/((0.5)(27 ft)= 14.04 degrees (3= ATAN(H/(l/3)L) = ATAN( 3.375/((1/6)(30 ft)= 34.02 degrees y= ATAN(h/(1/6)L) = ATAN( 1.1/4 ft)= 15.71. degrees Sum of the moments about point A (P1)(1/6L)+(P2)(1/2L)+(P1)(5/6L) - By(L) = 0 By = 2700 lbs Sum of the forces in the Y (-)Ay - P1 - P2 - P 1 + By = 0 Ay = 2700 lbs Analyze Joint A Find Diagonal Component at Joint A AE = (2700lbs)/SIN(14.04) = 11132.4 lbs (Compression) AC= COS(14.04) (11132.39 lbs) = 10800 lbs (Tension) Analyze Joint E Sum of the forces in the Y -direction 0 = - lbs + SIN(14.04)(11132.4) - EG SIN(14.04) + EC SIN(15.71) EG = 11132.4 + 1.116 EC Sum of the forces in the X -direction 0 = 11132.4 COS(14.04) - EG COS(14.04) - EC COS(15.71) 0 = 10799.8 - (11132.4 + 1.116 EC ) COS(14.04) - EC COS(15.71) EC = 0 lbs (Tension) EG = 11132.4 lbs (Compression) Analyze Joint C COUNTY Sum of the forces in the Y -direction � 0=-SIN(15.71)(0) + SIN(34.02) CG BUILDR IVIVO N"". CG = 0.0 lbs (Tension)APPROVED E Sum of the forces in the X -direction ��� 0 = COS(34.02)(0) + CD - 10800+ COS(15.71)(0) CD= 10800.0 lbs (Tension) I THE ADAMES' SUBJECT: STEEL.STORAGE:SHE9 : Prepared by: N . GODOI` _ PAGE DESIGN GROUP Project No. ADG-07007' Checked by: R. ADAMES 16of 21'; 1Vlenlber umber Size fa �ksi; Fc tks z t si: fa/F� . �# of $@rews- AE 20 14 Ga O:K. 15.36 32.5 24.8 0.47 11 EG 20 14 Ga O.K. 15.36 32.0 24.8. 0.48 11' CG2xg2,14 Ga O.K. - 0.00 32.4 24.8 0.00, j- 0 , EC 2x2 14 Ga O.K. 0.00 32.6 1 24.8 0.00 0 CDx2Ga O.K. 18.77 31.9 24.8 0.76 11 AC 2x2 14 Ga O.K. 18.77-1 32A 24.8 0.76 11 LX mbe AE 0.725 0.826 -4.64 5.62 1'1132 (C ) EG 0.725 0.826 9.28 11.23 11132 (,C ) CG 0.57528 0.78659 6.03 7.67 0 (T) , EC' 10.5752810.786591 4:16 5.28 0 ( C ) CD 0.57528 0.78659 101-1-]2-71L 10800,(T) AC 0.5752810.786591 8.51 10.811 10800 (T ) r . THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N. GODOI PAGE 0 DESIGN GROUP Project No. ADG-0708-07 Checked by: R. ADAMES 1170f 21 6.10 ANCHORAGE TO RESIST MAXIMUM UPLIFT Overturning Force on Structure due to inward wind pressure (per frame basis) 12 psf x 4 ft spacing x 10 ft eave return = 480.0 lbs per frame Overturning Moment (M1 ot) = 480 lbs x 10 ft = 4800.0 lbs -ft Force Couple at base of structure resisting Overturning Moment (Ml ot) T1 = Cl = Mot/ Span = 4800 lbs -ft / 30ft = 160.0 lbs (uplift) Uplift Forsce on Structure due to outward wind pressure (per frame basis) 18 psf x 4 ft spacing x 15 ft = 1080 lbs per frame Overturning Moment (M2 ot) 1080 lbs x 22.5ft = 24300 lbs -ft Force Couple at base of structure resisting Overturning Moment (M2 ot) T1 = C1 = Mot/ Span = 24300 lbs -ft / 30ft = 810 lbs (uplift) Dead Load of structure resisting uplift: (5 psf)( l Oft-+ 30ft + l Oft)(4 ft)/2 = Net Uplift at base of frame: 500 lbs - 160 lbs - 810 lbs = Anchor Type: 500 lbs per column -470.0 lbs For one Red Head Wedge Anchor embeded into 2000 psi concrete following manufacturer's recommendations, allowable shear is 1190 lbs. Allowable tension is 1164 lbs. 470.0 < 1164 Red Head Wedge Anchor Adequate Use Red Head Wedge Anchor embeded min 2.25in into 2,000 psi concrete following manufacturer's recommendations to resist uplift. LTTE COUNT SUiL I G r)i VISION APPVEFD F0THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N . GODOI PAGE DESIGN GROUP Project No. ADG-0708-07 Checked by: R. ADAMES 18of 21 6. ALLOWABLE LOADS FOR TEK SCREWS AND METAL SHEATHING Screw Type #12-14 Self -drilling d =0.216 in dw = 0:375 in Per manufacturer's Specification Sheet Pts = 2778lbs (screw tension strength based on tests) Pss = 2000 lbs (screw shear strength based on tests) Minimum edge distance is 0.75 in Top Material Ultimate Strength Ful 60000 psi Base Material Ultimate Strength Fu2 50000 psi Allowable Shear and Tension values for TEK screws based on 2002 AISI Manual Shear Design Strength Connection shear limited by tilting and bearing (Section E4.3.1) t1 0:013 Top Material Q 0,075 Base Material t2/t 1 5.7692 For t2/t1 < 1.0, Pns is the smaller.of For t2/t1. > 2.5, Pns is the smaller of Pns = 4.2*023d)"*Fu2= 2406 lbs Pns = 2.7*t1*d*Ful = 455 lbs Governs Pns = 2.7*t1*d*Fu, = 379 lbs Governs Pns = 2.7*t2*d*Fu2 = 2187 lbs Pns = 2.7*t2*d*Fu2 = 2187 lbs Pns/f) = 152 lbs �= 3 Pns/S2 = 126 lbs ALLOWABLE Connection strength limited by end distance (Appendix E4.3.2) Pns = t*e*Fu = 585 lbs Pns/Q = 195 lbs Shear in screw (Section E4.3.3) Pns = 0.8Pss = 1600 lbs Pns/Q = 533 lbs Tension Design Strength Pull-out (Section E4.4.1) Pnot = 0.85*tc*d*Fu2 = 689 lbs Pull -over (Section E4.4.2) Pnov = 1.5*t1 *dw*Fu, = 439 lbs COUNTY Pull -over Governs B BUTTEWIL1H41 DII%1310 Pn/S2 = 146 lbs ALLOWABLE APPRM Tension in screw Pnt = 0.8Pts = 2222 lbs Pnt/f) = 741 lbs THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N. GODOI DESIGN GROUP I . Project No. ADG-0708-07 Checked by: R. ADAMES 6.12 CHECK METAL SHEATHING ACTING AS VERTICAL DIAPHRAM Load acting on Panels at Longitudinal Walls: Load Acting on Panels at Side Walls : 11 post x 127.8 lbs/post = 1406.3 lbs Force per Screw: NEEM lbs 1406.25 lbs /126 lbs per screw = 11.2 screws required to resist shear load 11.2 screws / 11 post = 1.0 screws per post Number of Screws per post: NEU 10 ft x 12 in/ft= 120 in / 10 screws = 12 in spacing required Specify 12 inches center -to -center spacing for screws at primary supporting elements For Fabral 26 Ga. Mighti-Rib PBR panel, with span length of 4 ft and 7 spans: Shear Strength of Metal Sheating V= 1.90.3 plf Minimum Length of Panel Required: 1406.25 lbs /190.3 ft = Length of Side Wall Provided is solo ft Check Panel Overturning: 1406.25 lbs x 10 ft = Uplift = 1406.25 ft -lbs / 40 ft = Load acting on Panels at Transverse Walls: 7.39 ft 14062.5 lb -ft 351.6 lbs Total Shear in Transverse Direction : 255 lbs/post x 2 x 11 post Length of wall required to resist shear: 5610 lbs/ (2 x 190.3 plf) = Length of Wall Provided at Front & Back: = 3'0` ft Check Panel Overturning : 2805 lbs x 10 ft = Uplift = 28050 ft -lbs / 30 ft = 935.0 lbs PAGE 19 of 21 5610.0 lbs 14.7 ft 28050 lb -ft BUTTE COUNTY I WILDING DIVISION Ir., APPVE'D F0THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N . GODOI PAGE DESIGN GROUP Project No. ADG-0708-07 Checked by: R.-ADAMES 20 of 21 7.0 STRUCTURE SKETCHES ' 10 bcvs @ 48.00 ac. (Ref.) (CONT. 10 BAYS) ryp. ' (rrP. or Iz) O Rrol Decking 3 S Z I 2( 2 31 3 31 SII Z Ili IL 4 4 w w Fi- r I SII u z u � SII �I FE-CIFI-1 �I IN 482.00 (40'-0 VOM.) FOR FRONT WALL FRAUINO SCE PACE 6 7.1 STRUCTURE PLAN FOR BACK WALL '.ANINO SCE PAGC 6 360.00!'-(30'-0-) tKJI TE O NTY BUILDING DIVISIM APPROVE) 7.2 TYPICAL INTERMEDIATE FRAME THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N. GODOI DESIGN GROUP I Project No. ADG-0708-07 Checked by: R. ADAMES 7.3 FRONT OF ELEVATION/FRAMING 7.4 BACK ELEVATION/FRAMING 7.5 RIGHT SIDE ELEVATION/FRAMING PAGE 21 of 21 11 ni4_ E COUNTY Divi IQN APPCVtc:L i 7.5 RIGHT SIDE ELEVATION/FRAMING PAGE 21 of 21 11 ni4_ E COUNTY Divi IQN APPCVtc:L Page 3 of 7 ER -1372 TABLE 2 -RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSET/RED HEAD SELF -DRILLING ANCHORI For SI: I inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. TABLE 3-ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1:2,4,5,6 . f', = 2,000 psi r', - 4,000 psi DESCRIPTION Tension Min. Allowable Min. Allowable Spacing ANCHOR INSTALLATION Edge Distance Distance Edgired Spacing Between Anchors With Without With toe Obtain Max. Load RctorsIpplied Max. DIAMETER BOLT DIAMETER ANCHOR DIAMETER EMBEDMENT DEPTH Working Load = 0.85 for Tension Obtain Working Load Load I! ctorlpplied = 0.95 for Tension Inch Inch (inches) (Inches) = 0.75 for Shear (inches) = 0.70 for Shear 1/4 7/16 13/32 115/16 1 37/8 115116 3/8 9/16 17/32 211/16 13/8 53/8 211/16 1/2 11/16 21/32 39/16 113/16 71/8 39/16 5/8 27/32 215/32 43/8 23/16 811/16 43/8 3/4 1 31/4 511/16 27/8 113/8 511/16 For SI: I inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. TABLE 3-ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1:2,4,5,6 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf • ft = 1.355 818 N - m, 1 lbf = 4.45 N. IThe tabulated shear and tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. 2The holes are drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6The anchors are illustrated as follows: . f', = 2,000 psi r', - 4,000 psi f'c - 6,000 psi Tension Tension Tension ANCHOR INSTALLATION EMBEDMENT ' With Without With Without With Without DIAMETER TORQUE DEPTH Special Special Special Special Special Special (inches) (Ibf•ft) (Inches) Insption3 Inspection Shear Inspection Inspection Shear Inspection Inspection Shear 1/4 8 11/8 295 150 350 445 225 350 475 240 350 115/16 525 265 420 825 410 420 825 410 420 21/8 565 280 825 410 825 410 3/8 25 11/2 420 210 580 560 280 655 710 355 790 3 870 435 1,000 1,485 740 1,035 1,530 765 1,125 4 1,200 600 1,485 740 1,530 765 1/2 55 21/4 1,165 580 1,190 1,275 640 1,190 1,760 880 1,760 41/8. 1,165 580 1,810 2,410 1,205 1,810 2,705 1,355 2,040 6 1,335 665 2,410 1,205 2,705 1,355 5/8 90 23/4 1,645 820 1,780 1,795 900 1,780 2,430 1,215 2,405 51/8 1,645 820 2,400 3,730 1,865 2,975 4,095 2,045 3,130 71/2 1,765 880 3,755 1,880 4,095 2,045 3/4 175 31/4 1,780 890 2,530 2,710 1,355 3,430 3,325 1,665 3,995 65/8 2,745 1,375 5,080 4,425 2,210 5,935 5,065 2,530 5,935 10 2,745 1,375 4,470 21235 5,895 2,950 7/8 250 33/4 2,380 1,190 3,290 3,685 1,840 4,145 4,355 2,180 4,790 61/4 3,665 1,835 5,220 5,235 2,620 7,200 6,090 3,045 7,200 8 3,665 1,835. 5,580 2,790 6,090 3,045 1 300 41/2 3,485 1,745 4,020 5,045 2,520 5,705 5,295 2,650 6,120 73/8 3,650 1,825 7,170 5,995 3,000 9,485 8,315 4,160 ' 9,520 91/2 4,675 2,340 6,635 3,315 8,315 4,160 lI/4 500 51/2 4,535 2,270 5,820 6,595 3,300 7,365 8,410 4,205 8,445 8 6,835 3,413 8,770 10,825 5,410 11,065 11,385 5,695 12,640 10 9,035 4,515 11,385 5,695 14,075 7,040 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf • ft = 1.355 818 N - m, 1 lbf = 4.45 N. IThe tabulated shear and tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. 2The holes are drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6The anchors are illustrated as follows: Page 4 of 7 TABLE 4—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR TENSION LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORSt ER -1372 For SI: 1 inch = 25.4 mm. 'Linear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. TABLE 5—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORS' DESCRIPTION DESCRIPTION Edge Distance Min. Allowable Edge Min. Allowable Spacing Between (( D� Edge istance Required (Et) Min. Edge Required to Obtain Max. Distance Spacing Required to Working Anchors ANCHOR DIAMETER EMBEDMENT DEPTH Working Load (Inches) Load Factor Obtain Max. Load (Inches) Load Factor (Inches (Inches) (Inches) Applied = 0.65 (inches) Applied = 0.70 1/4 11/g 2 1 315/16 2 Required to 115/16 115/16 1 37/8 - 115/16 (inches) 21/8 15/8 13/16 33/16 15/8 3/8 11/2 25/8 15/16 51/4 25/8 2 3 .3 11/2 6 3 115/16 4 3 11/2 6 3 1/2 21/4 315/16 2 77/8 315/16 25/8 41/8 31/g 19/16 63/16 31/s 6 6 41/2 21/4 9 41/2 5/8 23/4 413/16 2 "/16 95/8 413/16 31/8 51/8 37/8 115/16 711/16 37/8 47 16 71/2 55/8 213/16 111/4 55/8 3/4 31/4 511/16 27/8 113/8 511/16 3/4 65/g 5 21/2 915/1 6 5 511/16 10 71/2 33/4 15 71/2 7/8 33/4 69/16 35/16 131/8 69/16 N/A131/g 61/4 61/4 31/8. 121/2 61/4 61/4 8 6 3 12 6 1 41/2 77/8 315/16 1 53 /4 77/8 73/8 73/8 73/8 311/16 143/4 73/8 11/4 91/2 71/g 39/16 141/4 71/8 11/4 51/2 95/8 413/ 16 191/4 95/8 16 8 8 4 16 8 10 71/2 33/4 15 71/2 For SI: 1 inch = 25.4 mm. 'Linear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. TABLE 5—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORS' For SI: 1 inch = 25.4 mm. N/A = Not applicable. 'Linear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accoee th';I`abbI LO t A c-11 -O. AK. T , a,E . E D DESCRIPTION (( D� Edge istance Required (Et) Min. Edge (E2) Min. Edge Min. Allowable to Distance at Which Distance at Which Spacing Obtain Max. the Load Factor the Load Factor Spacing Between Working Load Applied - 0.60 Applied - 0.20 Required to Anchors ANCHOR EMBEDMENT (inches) (inches) (inches) Obtain Max. (Inches) DIAMETER (Inches) DEPTH (inches) (See Figure 2) (See Figure 2) (See Figure 2) Working Load (inches) Load Factor Applied = 0.40 1/4 11/8 2 15/16 N/A 315/16 2 115/16 lis/16 1 N/A 37/8 115/16 3/8 11/2 25/8 13/4 N/A 51/4 25/8 3 33/4 3 11/2 6 3 1/2 21/4 315/16 29/16 N/A 77/8 315/16 41/8 53/16 31/8 19/16 63/16 31/8 5/8 47 16 31/8 N/A 95/8 413/16 51 51/8 67/16 37/8 Its/ 16 711/16 37/8 3/4 31/4 511/16 33/4 N/A 113/8 511/16 65/8 85/16 5 21/2 915/16 5 7/8 33/4 69/16 45/16 N/A131/g 69/16 61/4 81/2 61/4 31/8 121/2 61/4 1 41/2 77/8 5 1 /8 N/A 153/4 77/8 73/8 101/16 73/8 311/16 143/4 73/8 11/4 51/2 95/8 61/4 N/A 191/4 95/8 8 . 117/16 1 8 4 16 8 For SI: 1 inch = 25.4 mm. N/A = Not applicable. 'Linear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accoee th';I`abbI LO t A c-11 -O. AK. T , a,E . E D • w V Page 4 of 13 TABLE 2—ALLOWABLE REACTIONS BASED ON WEB CRIPPLING panel name panel thickness minimum bearing len th allowable load per foot of panel coverage at reaction (kips/ft.) end Interior Hefti-Rib 26 ga. 2" 0.115 0.400 24 ga. 0.147 0.469 22 ga. 0.230 0.800 20 ga. 0.389 1.196 18 ga. 0.765 2.115 Mighti-Rib PBR 26 ga. 2' 0.085 0.298 24 ga 0.108 0.345 22 ga. 0.168 0.585 V -Beam 26 ga. 2" 0.157 0.547 24 ga. 0.202 0.643 22 ga. 0.316 1.101 20 ga. 0.537 1.648 18 ga. 1.056 2.919 rul or i n. = .iuq.o mm; i in. = zo.4 mm; 7 Kip = 4.443 KN Tabulated values are in accordance with web crippling requirements of the Specification of Design of Cold -formed Steel Structural Members, 1986 (with December 1989 Addendum), published by AISI, and referenced in Division VII, Chapter 22, of the Uniform Building Code for locations of a concentrated load, or for reaction acting either on the top or bottom flange when the clear distance between the bearing edges of the concentrated load and adjacent, opposite concentrated loads or reactions is greater than 1.5 times the deck depth. TABLE 3—GRAVITY AND WIND LOADS Hefti-Rib nanel nravity anrd wind undiff In=A }nhlo �_ in n.41 ER -5468 panel panel span thk. and yield no. of 4' 5' 6' 7' 8' g' 10 spans gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind strength 26 1 85 82 43 42 25 24 16 15 11 10 7 7 5 5 ga., 80 ksi 2 94 142 60 91 42 58 31 37 23 25 18 17 13 13 3 117 155 75 79 47 46 30 29 20 19 14 14 1 10 10 24 1 117 129 65 66 37 38 24 24 16 16 11 11 8 8 ga., 40 ksi 2 110 156 70 100 49 69--36 51 28 39 22 27 18 20 3 137 195 88 125 61 72 45 46 30 31 21 21 15 16 22 1 168 177 91 91 53 53 33 33 22 22 16 16 11 11 ga., 40 ksi 2 154 223 99 143 69 99 50 . 73 39 53 30 45 25 27 3 193 279 124 172 86 99 63 63 42 42 29 35 21 21 20 1 229 237 123 121 71 70 45 44 30 30 21 21 15 15 ga., 40 ksi 2 220 305 141 195 98 136 72 100 55 71 43 50 35 36 3 193 381 176 229 122 133 85 84 57 56 40 39 29 29 18 1 310 332 172 170 100 98 63 62 42 42 30 29 22 21 ga 40 ksi 2 300 413 192 264 133 183 98 135 75 100 59 70 48 51 3 375 516 240 322 167 186 119 117 80 79 56 55 41 40 1. Lower of allowable stress or L/180 deflection is tabulated. 2. Wind uplift loads have been increased by 1/i, �DRUIT TE CILDiNG yy®� I�NQQ TY N A10PROVED Page 5 of 13 ER -5468 TABLE 3—GRAVITY AND WIND LOADS -(Continued) Mighti-Rib PBR panel gravity and wind uplift load table (loads are in psf) panel panel span thk. and yield no. of 4' no. of 5' 6' 7' 8' 9' 10' spans gravii7r wind gravity wind 1gravity wind gravity wind gravityl wind gravity wind gravityl wind strength wind 1 45 56 23 29 13 17 - - - - - - - - 26'ga., 23 16 16 11 11 8 8 26 ga., 80 ksi 2 130 197 83 126 80 ksi 8 2 83 68 53 44 32 30 20 22 14 17 - 12 - - 104 3 85 85 44 54 25 32 16 20 - 13 - - - - 165 1 50 75 32 39 19 22 12 14 - - - - - ga., 40 ksi 4 2 70 67 45 43 31 30 23 22 18 17 14 13 - - 25 3 88 83 56 53 36 37 23 27 15 18 - 13- - 33 1 77 100 49 51 28 30 18 . 19 12 13 - - - - 22 ga.' 40 ksi 2 91 102 58 65 40 45 30 33 23 25 18 20 15 15 70 3 114 127 73 81 51 56 34 35 23 24 16 17 12 12 For SI: 1 ft. = 304.8 mm; 1 ksi = 6.89 MPa; 1 psf = 47.9 Pa. 1. Lower of allowable stress or U180 deflection is tabulated. 2. Wind uplift loads have been increased by 'A. V -Beam panel qravitv and wind uplift load table (loads are in Dsf) panel panel span thk. and yield no. of 4- 5' 1 6' 7' 8' 9' 10' spans gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind strength 1 130 126 67 64 38 37 24 23 16 16 11 11 8 8 26 ga., 80 ksi 2 130 197 83 126 58 88 43 57 33 38 26 27 20 19 3 163 238 104 122 72 71 46 44 31 30 22 21 16 15 24 1 165 201 101 103 59 59 37 37 25 25 17 18 13 13 ga., 40 ksi 2 159 219 102 140 71 97 52 71 40 55 31 42 25 31 3 199 274 127 175 88 113 65 71 47 47 33 33 24 24 1 213 266 134 136 77 79 49 50 33 33 23 23 17 17 4 0 ksi ga.' 4 2 213 284 137 182 95 126 70 93 53 71 42 56 34 41 3 267 355 171 227 119 149 87 94 62 63 43 44 32 32 20 1 258 322 165 165 96 96 60 60 40 40 28 28 21 21' ga., 40 ksi 2 258 343 165 220 115 153 84 112 65 86 51 68 41 50 3 323 429 206 275 143 181 105 114 76 76 54 54 39 39 1 338 420k2l 215 124 124 78 78 52 52 52 37 27 27 L 2 E42 449 287 150 200 110 147 84 112 84 89 54 65 3 561 359 187 235 138 148 99 99 99 111 51 51 For SI: 1 ft. = 304.8 mm; 1 ksi = 6.89 MPa; 1 psf = 47.9 Pa. 1. Lower of allowable stress or 0180 deflection is tabulated. 2. Wind loads have been increased by 1/3. TE CO'UNITY BUILDING DIVISION -0- ti • a 41 Page 7 of 13 TABLE 4 -DIAPHRAGM DESIGN VALUES -(Continued) MIGHTI-RIB' PBR PANEL ALLOWABLE DIAPHRAGM SHEAR STRENGTH AND STIFFNESS (G') VALUES 2 SCREWS PER PANEL VALLEY FOR ALL SUPPORTS 7 1 0A903 26 ga. (80 ksi) 24 ga. (40 ksi) 22 ga. (40 ksi) 2 0.1427 57.808 0.1194 74.784 no. of strength stiffness strength stiffness strength stiffness 85.470 span (ft.) spans (kips/ft.) (kipsAn.) (kips/ft.) (kips/in.) (kips/ft.) (kips/in.) 2 0.1249 58.816 0.1045 75.077 1 0.2880 36.279 0.2786 54.406 0.3753 81.265 84.032 9 2 0.2498 51.104 0.2089 70.743 0.2680 97.539 3 0.0987 64.520 0.0825 78.977 3 0.2220 61.057 0.1857 80.349 0.2382 105.966 51.338 4 4 0.2082 67.579 0.1741 86.102 0.2233 110.615 5 0.6799 68.503 0.0669 1 81.244 5 0.1998 71.997 0.1671 89.769 0.2144 113.418 6 0.1943 74.934 0.1625 92.093 0.2084 115.109 7 0.1903 77.028 0.1592 93.694 0.2042 116.232 1 0.2446 40.551 0.2228 58.997 0.2858 85.380 2 0.1998 54.284 0.1671 72.999 0.2144 98.130 3 0.1776 62.785 0.1486 80.645 0.1905 104.360 5 4 0.1665 68.061 0.1393 85.019 0.1786 107.672 5 0.1599 71.508 0.1337 87.726 0.1715 109.620 6 0.1554 73.741 0.1300 89:402 0.1667 110.765 7 0.1523 75.304 0.1273 90.539 0.1633 111.513 1 0.2156 43.823 0.1857 62.178 0.2382 87.803 2 0.1665 56.378 0.1393 74.176 0.1786 97.940 3 0.1480 63.692 0.1238 80.404 0.1588 102.723 6 4 0.1388 68.060 0.1161 83.857 0.1489 105.205' 5 0.1332 70.845 0.1114 85.952 0.1429 106.639 6 0.1295 72.616 0.1083 87.228 0.1389 107.466 7 0.1269 73.841 0.1061 88.084 0.1361 107.498 7 1 0A903 46.372 0.1592 64.436 2 0.1427 57.808 0.1194 74.784 3 0.1269 64.170 0.1061 79.966 4 0.1189 67.864 0.0995 82.777 5 0.1142 70.177 0.0955 84.459 6 1 0.1110 71.629 0.0929 85.470 7 0.1088 72.624 0.0910 86.143 8 1 0.1665 48.391 0.1393 66.074 2 0.1249 58.816 0.1045 75.077 3 0.1110 64.412 0.0929 79.471 4 0.1041 67.592 0.0870 81.816 5 0.0999 69.557 0.0836 83.205 6 0.0971 70.779 0.0812 84.032 9 1 0.1480 50.014 0.1238 67.286 2 0.1110 59.546 0.0929 75.190 3 0.0987 64.520 0.0825 78.977 4 0.0925 67.300 0.0774 80.973 5 0.0888 69.000 0.0743 82.146 10 1 0.1332 51.338 0.1114 68.198 2 0.0999 60.087 0.0836 75.199 3 0.0888 64.549 0.0743 78.507 4 0.0833 67.010 0.0696 1 80.236 5 0.6799 68.503 0.0669 1 81.244 SI: 1 in. = 25.4 mm; 1 ft. = 304.8 mm; 1 Ib./ft. = 14.59 N/m 0.2042 89.248 0.1531 97.445 0.1361 101.235 0.1276 103.168 0.1225 104.271 0.1191 104.896 0.1167 105.294 0.1786 90.109 0.1340 96.846 0.1191 99.927 0.1116 101.479 0.1072 102.357 0.1042 102.846 0.1588 90.610 0.1191 96.229 0.1059 98.788 0.0992 100.066 0.0953 100.782 0.1429 90.8 _ 0.1072 95TH 0.0953 07:797 0.0893 9`':870 ER -5468 19 �G VOU� E Y , DIVISION A&P o0 SD 0.0857 1 99.467 ipfin. = 175 kN/m; 1 ksi = 6.89 MPa �y NOTES: 1. Stitch screws are #10 x 1", 18" o.c. 2. All sheet -to -support screws are #12 x 1". 3. Above values were determined in accordance with Steel Deck Institute Diaphragm Design Manual with a 2.5 safety factor. ` 4. For wind loads only, the above design strength values can be multiplied by 1.064 for a 2.35 safety factor. 5. No edge attachments were figured at the extreme edges of the diaphragm. .. I Ra?trbt .ra �ri83inIJ 2t tY!Ai$r181 DeSCIVIi6h ttllcknPss oft site thane: res ss:, Pullout Values In SteellAverage Ultimate Pounds) 40 a'�Ca 3�uC11. Strengths of Fasteners mater:lal Properties I'toleiial:` Cidle-Clb22 Hewt.Tranrrncn't— Caro Haidan" 6 f Caso Hardness;— Rockdlei) C a���: Caso;DOW #6 dla .: (i ZY.0oi `. rrS ihri1:,12 >?c"1:049'. iJ4` :OOa:1:011" Cora Hardness- Rtrkw' i; C p �� 11 T Decin61-& Metric Conversions. _ h9.2p3l:25") ; 1125' RTWI k8•"19t,l�x't matt'1 1575 140c119 a 10;;0 (:1,Yi 1 -, 8t r,I a�1la r+ to ; alai 4.-t,y1Mj Vzv2�a:;0a4 2.776 I. ,F ht : ,iQ t.„1~3fOp - . 3133; y7,,004 ltr.i4`:2$0' %,-�jSQ+i$ 427s Imok 20;ga mater:lal Properties I'toleiial:` Cidle-Clb22 Hewt.Tranrrncn't— Caro Haidan" 6 f Caso Hardness;— Rockdlei) C a���: Caso;DOW #6 dla .: (i ZY.0oi `. rrS ihri1:,12 >?c"1:049'. iJ4` :OOa:1:011" Cora Hardness- Rtrkw' i; C p �� 11 T Decin61-& Metric Conversions. ! autJlliry 5 degrahes mlra; . ©�snslmet Atl IB t:rest,t,s cir70.5HQOrS>aan C basad an laoratory SQs! : A¢priapiiato a _e y 1`5ct-�Ik Si p -v Oa rr aIj Illy el8t or Spaisx ar I. -OW ilritnq Ine Vf<s a st+r ,s fila 4es nS t a t , nS Ih, 1,uQ .or sust1 app � iQn c00ilion� vary, .i Q Installation Recommendations ps un'p iii) batt rty;fiir iha lise od this vifcein' a66"n, $GrpxyuA•RPlA �_ Metric Conversion Formulas s1a l; atouvy tau { 13 B wiffl sscS*� fl • 1,00a:RPN �V fJeCrflraJJO lNliJJmeJefS OC°�Ifi01 ]( �� q_ lJli3itm@,$t fQBtChers,BhoLttl bQ Inetoa�i:ilpQrpendituar 10 'J� kr ��3r iha Iasloning surlacQ Depth sensing noseplere�' P5J tN�w1o»%�JJ(,r(►ete�sr - s PSI��t�7,��rNCr�wiq�fltldllt►SBtO�?{t� jnt{>,t�);� oAoulp bo ucad is prnvcn! avr� torquing. ` Aounds:FofceioNcvrtons: Pnunrtsi'orc@`x1A�8 ��@�~sons HLAZER�' tlrllling fasteners -are TT BU maufacturetlarttl ested to eonio trn' 4to�'SA°°E J�78 fo elf i g f sten�ers ' " ®I W- "Specral Fasteners :&`:Services For constr c t"on M Need .a. custom, designed ifes,ener . or Oplioatiorijtesis.? Call 6urFastenin.9 Design.&.09ine$rrng.'Center: ; j.�15j 35.1-933 j Page 5 _ 26ga 26 ga t20 i19 k28 1 3 ` m" - 742, 24 9i 1a3� t93 :ii3ya zt>.g.id i;2:i�en iC'trt �"'r 1:52n'ah. ''J� 20;ga 20 -VA ?313 29.8 k2g2 `: 343. d s i8 1 F:. �B9 t Alp SSS t8ti t fi®7 ,.4 16 gsa 578 ! autJlliry 5 degrahes mlra; . ©�snslmet Atl IB t:rest,t,s cir70.5HQOrS>aan C basad an laoratory SQs! : A¢priapiiato a _e y 1`5ct-�Ik Si p -v Oa rr aIj Illy el8t or Spaisx ar I. -OW ilritnq Ine Vf<s a st+r ,s fila 4es nS t a t , nS Ih, 1,uQ .or sust1 app � iQn c00ilion� vary, .i Q Installation Recommendations ps un'p iii) batt rty;fiir iha lise od this vifcein' a66"n, $GrpxyuA•RPlA �_ Metric Conversion Formulas s1a l; atouvy tau { 13 B wiffl sscS*� fl • 1,00a:RPN �V fJeCrflraJJO lNliJJmeJefS OC°�Ifi01 ]( �� q_ lJli3itm@,$t fQBtChers,BhoLttl bQ Inetoa�i:ilpQrpendituar 10 'J� kr ��3r iha Iasloning surlacQ Depth sensing noseplere�' P5J tN�w1o»%�JJ(,r(►ete�sr - s PSI��t�7,��rNCr�wiq�fltldllt►SBtO�?{t� jnt{>,t�);� oAoulp bo ucad is prnvcn! avr� torquing. ` Aounds:FofceioNcvrtons: Pnunrtsi'orc@`x1A�8 ��@�~sons HLAZER�' tlrllling fasteners -are TT BU maufacturetlarttl ested to eonio trn' 4to�'SA°°E J�78 fo elf i g f sten�ers ' " ®I W- "Specral Fasteners :&`:Services For constr c t"on M Need .a. custom, designed ifes,ener . or Oplioatiorijtesis.? Call 6urFastenin.9 Design.&.09ine$rrng.'Center: ; j.�15j 35.1-933 j Page 5 Shear'Values=ln,Stee1.(Average tlititnate Pounds).. _ 26ga 26 ga t20 i19 k28 1 3 ` m" - 742, 24 9i 1a3� t93 t ?Ia` 73it: 22 ga528 ''J� 20;ga 20 -VA ?313 29.8 k2g2 `: 343. d s i8 1 F:. �B9 t Alp SSS t8ti t fi®7 ,.4 16 gsa 578 '703c7eia<zt 752 a 657 83tf ° t0 ga8t7I .539 !f,Si&5 .fit ti165 R85 , 149 �48f 12 8 $. b_. ;i4�76t IGi.?� i9r0 t1t18 3Jla � y� �-� ;� •$9Ja �?7j5 -5:�2. �a•'�wa Shear'Values=ln,Stee1.(Average tlititnate Pounds).. Egg _ 26ga 2?f! 294 PET 22 ga528 ''J� 20;ga hs 70 18ga Sjt. 100 412s�:?i 'l358° �. � V4:42 ,v. EM, 2ao r�s7 14 5970: 258w 24f)5 ; M Ff Egg • ®�® Aft Cert �r ficate.-ofC.®n-formance Certificate 439-57' THE; UNDERSIGNED: MANUFACTURER -HEREBY: CERTI FIES:.tliat.the structuralwood products: identified: below and marked. with a collective mark: of American ,Wood Systems; (AWS); were:. manufactured. in.accordancewith,the specifications indicated below: J ANSIiStandard A190.1-1992, for Structural iGlued'LaminatedlTmber' V a . Proof loaded end joints Job Name Job Location Customer's Order No.. WESTERN WOODS CHICO, CA 60534 Date "06-13-97 Mfgr's Order 57-7522 5-* ,Y ly 17z3 3550 ` �� (3 !0 k15- " x� Mi u ri t Technical Director Signature Title, Wil amette Ind. Vaughn, Oregon 06-13-97 Company- Address . Date IT .IS HEREBY. CERTIFIED that the structural glued laminated timber. production of.the above::. named manufacturer -which carries a collective mark of American Wood. Systems: (AWS) .is subject- to. ubject :.to.regular audit° -by- American Wood -Systems, such audit consisti.ng..of the inspection with-. : :. reasonable frequency of the manufacturing process; with adequate sampling to verify the quality of glulam construction and the adequacy of glue bond. �. WOOD •� RPORgr MCC = SEAL = y'so { b'0' Jy Thomas G. Williamson Executive Vice President. AMERICAN WOOD SYSTEMS - A RELATED CORPORATION OF. APA BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds 0 DBEH Building Review Fee DBF Storage Sheds Plan Check DBFIRE Fire Inspection (SRA) R DBFIRE Fire Inspection (SRA) R DBFIRE SRA Fire Plan Review (S DBMSC Garage/Shop/Strge Wood F DBOMSCF Fire Safe Standards Re DBSMIP Residential PROJECT INFORMATION Owner: LEWIS FAMILY TRUST 14489 COUTOLENC RD MAGALIA, CA 95954 (530)873-6898 LEWIS FAMILY TRUST 14489 COUTOLENC RD MAGALIA, CA 95954 (530)873-6898 '•` FEE INFORMATION $75.70 $303.55 $102.70 $102.70 $102.70 $455.32 $115.98 $2.88 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. X 08/23/2007 Contractor's Signature Date WORKERS' -COMPENSATION DECLARATION t. I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier: Policy Number: Exp. Date: (This section need not be completed if the permitis or onT aund>dollars ($100) or less. rT I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS SUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' compensation provisions ion 3700 of the Labor Code, I shall forthwith comply with those provisions. X 08/23/2007 SignaN Date WARe VERA GE IS UNLAWFUL, AND S ALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY S FEES. CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lenders Address City State Zip Permit No: B07-1234 Issued Date: 08/23/2007 By KCG Expiration Date: 08/22/2008 Occupancy: Zoning: TM5 Square Footage: Building Garage Remdl/Addn 1,200 Other Porch/Patio Total I otal Charged: $1,261.53 Fees Paid: $1._261.53 Balance Due: $0.00 Receipt No: B4349 r OWNER / BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to : onstruct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to :he provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE OMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractor's License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). ❑ I AM EXEMPT under Section B. & P.C. for this reason: 08/23/2007 Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of y sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter t ove mentioned property for inspection purposes. I hereby certify that I am the property own am authorized to actop the pro erty owners behalf. 1 A.�.08/23/2007 �Owrer Contractor OR: E]Agent for Owner DAgent for Contractor FILE COPY t= Site Address: 14489 COUTOLENC RD APN: 065-510-036 Permit type: MISCELLANEOUS Subtype: Storage Shed Description: STORAGE BLDG (1200) 0 DBEH Building Review Fee DBF Storage Sheds Plan Check DBFIRE Fire Inspection (SRA) R DBFIRE Fire Inspection (SRA) R DBFIRE SRA Fire Plan Review (S DBMSC Garage/Shop/Strge Wood F DBOMSCF Fire Safe Standards Re DBSMIP Residential PROJECT INFORMATION Owner: LEWIS FAMILY TRUST 14489 COUTOLENC RD MAGALIA, CA 95954 (530)873-6898 LEWIS FAMILY TRUST 14489 COUTOLENC RD MAGALIA, CA 95954 (530)873-6898 '•` FEE INFORMATION $75.70 $303.55 $102.70 $102.70 $102.70 $455.32 $115.98 $2.88 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. X 08/23/2007 Contractor's Signature Date WORKERS' -COMPENSATION DECLARATION t. I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier: Policy Number: Exp. Date: (This section need not be completed if the permitis or onT aund>dollars ($100) or less. rT I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS SUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' compensation provisions ion 3700 of the Labor Code, I shall forthwith comply with those provisions. X 08/23/2007 SignaN Date WARe VERA GE IS UNLAWFUL, AND S ALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY S FEES. CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lenders Address City State Zip Permit No: B07-1234 Issued Date: 08/23/2007 By KCG Expiration Date: 08/22/2008 Occupancy: Zoning: TM5 Square Footage: Building Garage Remdl/Addn 1,200 Other Porch/Patio Total I otal Charged: $1,261.53 Fees Paid: $1._261.53 Balance Due: $0.00 Receipt No: B4349 r OWNER / BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to : onstruct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to :he provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE OMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractor's License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). ❑ I AM EXEMPT under Section B. & P.C. for this reason: 08/23/2007 Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of y sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter t ove mentioned property for inspection purposes. I hereby certify that I am the property own am authorized to actop the pro erty owners behalf. 1 A.�.08/23/2007 �Owrer Contractor OR: E]Agent for Owner DAgent for Contractor FILE COPY BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds **PLEASE PRINT CLEARLY** OWNER INFORMATION Last NameS First jNaIne Mailing d s City Sta . Zi Fax Fax E-mail APPLICANT INFORMATION CONTRACTOR Name City Address - City Fax State Zip Phone Fax E-mail Lic. # Class APPLICANT INFORMATION ARCi ITECTIENGINEER Name City Address - City Fax State Zip Phone Fax E-mail State License Number APPLICANT INFORMATION Name Address City State Zip Phone Fax E-mail AP CANT IGNATURE X S7 4 PERMIT NO. 67-P3 a3 BIN # WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: v. Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning lood Zone SRA Yes No Occ. Type Const. r `"1<L/ � 1_4'I, g BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-1234 Job Address: 14489 COUTOLENC RD Contractor: Printed: 06/06/2007 11:47 am Fee Description Account Number Fee Amount Paid Date Pmt Amt DBEH Building Review Fee 0021-540013-4614901-1010 $75.70 06/06/2007 $75.70 DBFIRE Fire Inspection (SRA) R 0100-450001-4617240-1010 $102.70 06/06/2007 $102.70 0100-450001-4617240-1010 $102.70 DBOMSCF Fire Safe Standards Re 0010-440001-4210500-1010 $115.98 DBFIRE SRA Fire Plan Review (S 0100-450001-4617240-1010 $102.70 06/06/2007 $102.70 DBMSC Garage/Shop/Strge Wood F 0010-440001-4210500-1010 $455.32 DBSMIP Residential 1001-0-280-1011298 $2.88 DBF Storage Sheds Plan Check 0010-440001-4210500-1010 $303.55 06/06/2007 $303.55 Printed By: Alice Mefford 1,261.53 $584.65 Balance Due: $676.88 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees ma nge during the plan checking process. Signature: Date: 06/06/2007 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds OWNER -BUILDER INFORMATION An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ° If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $500 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. ° If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal ° income tax withholding, federal social security taxes, workers/ compensation insurance, disability insurance costs, and unemployment compensation contributions. There may be financial risks to you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. ° For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through thier own employees, without a license contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor is to secure an "owner -builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board's automated telephone information system at 1-800-321 -CLSB (2752) or by accessing thier website at www.CSLB.ca.gov. PLEASE COMPLETE AND RETURN THE ENCLOSED OWNER -BUILDER VERIFICATION FORM SO THAT WE CAN CONFIRM THAT YOU ARE AWARE OF THESE MATTERS. THE BUILDING PERMIT WILL NOT BE ISSUED UNTILL THE VERIFICATION IS RETURNED. OWNER BUILDER VERIFICATION PLEASE COMPLETE THIS FORM AS REQUIRED BY THE STATE OF CALIFORNIA (SENATE BILL NO. 831 EFFECTIVE JULY 1, 1980). NO BUILDING PERMIT WILL BE ISSUED UNTIL THIS VERIFICATION IS RECEIVED. I PERSONALLY PLAN TO PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY P1. Y IMPROVEMENT. (YES OR NO) / 2 1 I (HAVE/HAVE NOT) SIGNED AN APPLICATION FOR A BUILDING PERMIT FOR THE PROPOSED WORK. ��33.. I HAVE CONTRACTED WITH THE FOLLOWING PERSON (FIRM) TO PROVIDE THE PROPOSED CONSTRUCTION: NAME ADDRESS CITY PHONE CONTRACTORS LICENSE NO 4. I PLAN TO PROVIDE PORTIONS OF THE WORK, BUT I HAVE HIRED THE FOLLOWING PERSON TO COORDINATE, SUPERVISE, AND PROVIDE THE MAJOR WORK: ADDRESS CITY PHONE CONTRACTORS LICENSE NO I WILL PROVIDE SOME OF THE WORK BUT I HAVE CONTRACTED (HIRED) THE FOLLOWING PERSONS TO PROVIDE THE WORK INDICATED: NAME ADDRESS PHONE TYPE OF WORK Description: STORAGE BLDG (1200) Reference Number: B07-1234 Applicant Name: LEWIS FAMILY TRUST, Owner's Name: LEWIS FAMILY TRU AP # Signature of Property Owner: Date: 065-510-036 e: � — , -/,0, —v im Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965. (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds C 01 ey—::. National Pollutant Discharge Elimination System (NPDES)' Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B07-1234 Date: 06/06/2007 Location: 14489 COUTOLENC RD By: AAM Parcel Number: 065-510-036 Owner Name: LEWIS FAMILY TRUST, Description: STORAGE BLDG (1200) Sub Type: Storage Shed Phone: (530) 873-6898 By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturber one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: Title: :Ld1),2 cG� FILE Date: 06/06/2007 California Department of Forestry and Fire Protection Butte County Fire Department Fire Prevention Bureau 176 Nelson Avenue, Oroville CA 95965 (530) 538-7888 Office, (530) 538-2105 Fax Reference Number: B07-1234 Date: 06/06/2007 Location: 14489 COUTOLENC RD By: AAM Parcel Number: 065-510-036 Sub Type: Storage Shed Owner Name: LEWIS FAMILY TRUST, Phone: (530) 873-6898 Description: STORAGE BLDG (1200) To meet the requirements of Government Code section 51182 and Public Resource Code 4291, the Butte County Development Services -Building Department requires a pre -construction inspection to pro -actively provide the below building and site requirements to the property owner. Your property is located within the State Responsibility Area (SRA) of Butte County. All development within the SRA is required to meet the below requirements: ✓ Public Resources Code 4290 ✓ Public Resources Code 4291 ✓ California Building Code, Chapter 7A ✓ Butte County Improvement Standards Requirements prior to scheduling the pre -inspection: ✓ Full plan submittal to Butte County Development Services -Building Division ✓ Driveway and building pad must be identified on site ✓ Structure location must be staked out on the building site Requests for inspections shall be made a minimum of 72 hours in advance by calling the Fire Prevention Bureau's 24 hour inspection line at (530) 538-6837, ext. 169, (When the recording comes on, enter the extension number). For the pre -inspections, the property owner or authorized agent is required to meet the inspector at the construction site with two hard copies of the site plan. I have read and understand the above pre -inspection requirements. 06/06/2007 Date Rev'd 5/7/07 Sig ature All of the Fire Safe Requirements are posted on the Butte County Fire Department website at http://buttefire.ore/Firel)revention/l)rotplan/protDIan.html FILE Butte. County Department of Development Services Tim SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are. some things you can do to expedite your permit: 0 Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municipalcodes.lexisnexis.com/codesibutteco/ Reference Number: B07-1234 Location: 14489 COUTOLENC RD Parcel Number: 065-510-036 Date: 06/06/2007 Owner Name: LEWIS FAMILY TRUST, Phone: (530) 873-6898 Description: STORAGE BLDG (1200) Signature of Property Owner: Date: 06/06/2007 FILE A - GeneratEngineering Contractor - Lic.:# 656586 P.OBox 643- Magalia, Ca. 95954 (53(x),:973-6045. R.-:,Jbbnmne* Jack - Lewis "-07 ..trate - 14489-Coutolenc Read -Magalia. QL- 95954 Address City state ZI-P Additional infiwination To Whom It May -Concern; W -.storage. isplmningon-building.an-ag--stmgf-- qWbailding onhis.MTerty- The site is already level and there is a retaining wall With a concrete drainage system built. into its base on the upper side: The only excavation -4 necessary will be to dig a 12" -by 12" ditch for the footing around the perimeter of the new building - 1,wifl be the 6ne.doiag.that partof. the3ohand.1-amurr, youlbat.botb-Mr- Lewis and L willbe sure to spmad out bay inany area that might have even a slight chance ofwashu-ig out or eroding. Thank you -foryourvonsideration on this matter. Mod Millet BUTTE COUNTY MAY 0 3 2010 DE F,LOPMENT Butte County Department of Development Services TIM SNELLINGS, DIRECTOR PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 TelephoneOM (530) 538-2140 Facsimile 1 www.buttecountv.net/dds www.buttegeneralplan.net ADMINISTRATION * BUILDING * PLANNING REQUEST FOR COPIES Please furnish me with copies of the bu iding f le documents I have indicated for the assessor's parcel numbers) and address(s) I have listed below. I understand there will-Ue a copyy fee`$:25-for the first page and $.06 for each additional page thereafter -payable at the time the copies are picked up. `j o X 'iDX I further understand that Butte County has up to 10 days to respond to this request based on the Public Records Act. Assessor's Parcel Number' CW 5. 510 - C):�p Name of document(s) requested Assessor's Parcel Number Name of document(s) requested Assessor's Parcel Number Name of document(s) requested Assessor's Parcel Number Name of document(s) requested Assessor's Parcel Number Name of document(s) requested Address I �-4y ,�6, q 0 U10 len n Ma`s C1 [4 e0, Address Address Address Address Please Note: Copies of building plans are not covered by the Public Records Act but instead are under California Health and Safety Code Section 19851-19853 and require written authorization from the property owner and the Registered Design Professional before being duplicated and a separate fee of $127.00 is required Printed Name Signature Date X36 x`73 � S7q 6�- Contact Phone Number/Email Address *When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. 3- 1 - I OJ:\20 10 Handouts and Policies for approval\Approved Handouts and Website forms\Request For Copies 3 3 l0.doc C RJ ` '515 Y RESIDENTIAL x'065-510-036 PERMIT07-0887 LEWIS, '"Jack & Barbara 14489 Couto-lenc Rd., Magalia New Single Family - S�, �9 a t;a,J OFFICE COPY Address 6 ' GAS wn Meter By Date • ELECTRIC 'Meter By Datl/44� JOB FINALED (Date) Signature V=OK O = Not OK Not '=Not Ready dyMOBILE 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-Gmd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap; / iL'ft. / /Nat. or/ /"L°ft./ /LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements- Setbacks Easements 2. Footings; Size•Spacing-Marriage Line -f%&-Gas; MHTest-DemandValve-Conn%ctor,_ , w j i'��`•( �?�' 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 Date Card B-1 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: Rfg: Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sils-AnchorsStuds-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 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 -GA 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/6 -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5 Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ✓ = OK 0 = Not OK - = Not Applicable = Not Readv i RESIDENTIAL (Single & Duplex) Date / ANDERFLOOR. (Plans) OK except #'s 4fyfl., Main; SW-Elec. Gmd.-/ (- N Ftg. Depth tg. Garage; Soils-Steel-Elec. Gmd/ f'Ftg. Depth F . Porches & Decks; Soils -Steel-/ P' Ftg. Depth Btgmwalls, Main; Steel-Blockouts-Wrapped !Vtemwalls, Garage; Steel-Blockouts- Wrapped V' K. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel t D. -Fitting-Test-2 Way C/O -Sewer Test 10. OF G 'pe; Size Anchors -Yard Gas Piping; Size Test ater Pipe; Test -Anchors -Regulator -Service Test 12. EIectac.WmdergVLind 1 ie ucts; Clearance-Mate(al-Support-Ins. 1 .Girders -Sills- hor Bolts -Joists Vents-Crippies 1 & Ventilation 16. Insulation Date V/tis / 0) ) Card B-1 C ),/ Date Card B-1 DateC/j�<'7/,O�j /Card B-1 ///7 Date Card E-1 Dater r / PLUM BIhfG (Permit) OK except #'s V14ter Htr.; Vent -Access -Combustion Air Baffle fZoXater Pipe; Test & Anchor -Nail Protection P.W.V-,_jNAtFO&79—s'l-gnchor-NaiI Protection Laower Pan; Test, First Floor -Tub Access Test Tub & Shower, Second Floor -Tub Access Gas Pipe; Sixe & Anchors Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Fixture & Transformer Clearance -Ins. Protection & Switches at Doors VS. Size Boxes & No. of Conductors Staoled Romex Installed Close to Edge of Studs & C.J. 2. quip. Ground made up w/Mech Fastners-Bond Gas & Water 28. ?,,Appliance Circuts in Kitchen & Conductor Size GF] Z9! ' bfeed Wire Size Yj& ga. Cu A'A.C. Wire Size / /ga Cu or Al Range Circ/ ga r`At-Oven Circ. /a / ga Cu or Al Insulated Neutral Yes 0 No ervice-Riser Conductors & Ground -Main Disconect ;;dip. Clearances Panels -Motors -Meth. Epuip. ?!261hes Closet Light -Shower Light -Spa Light Smoke Detector Date / 0 a5q and B -1n Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s `1 C. Ducts Insulation & Support Oti. nt Fan, Exhaust above insulation densate Drain & Overflow, Size & Grade Furnance-Vent Access -Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except #'s S' roper Materials & Anchors 4 . Is Studs -Nailing Spacing & Braces -Plates -Sound Wing Walls ever Girders & Floor Nailing Draft Stop in Walls (rat proof) Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs Headers & Beams -Size & Bearing Hyl Cf g. Joist-Rftr. Ties-Pullin-roff Brac: Truss-Shting.-Rfng. 49. replace Ties or Type A Flue -Fireplace Throat clearance O./Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 90. Adrm. Windows or Exiting Doors -Sill Hgt. & Dimensions V. Garage Fire Protection Framing .property Line Firewall & Openings t. Doors -One 3' -Check Garage 3rd Story, 2 Exits fairs; Width -Headroom -Rise -Run -Landing -Fire Protection V. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers -J3e 'S'ding-Nailing Veneer Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58.JGlazing Area -Glass Protection -Skylights -Plastic Walls; Ils-Windows DateY (f Card B-1 (f Dt9 Card B-1 tl Cate Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s Ext Steps -Door & Sidelight Protection -Landings Z , ­rmoke Detector '95. Furnace; Vents -Clearance -Comb, Air-Conector- _ In Garage; Above Floor -Ducts -Meth. Protection 66. Bedroom Exiting a 67. G.F.I. & Bath Fixtures & Tub Access -Spa Elec. Trim & Subpanel, Breaker Sizes & Labels Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72,- Kit. Fixt. & Appliance; Ground. -Air Gap -Cooking Clearance 73?' Elec. Outlets & Recepticales at Kit. Counter 74: Garage Fire Door; Swing -Landing -Closure ,73'A.C. Duct in Garage -Damper , $p�Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. In Garage; Above Floor -Meth. Protection 77t"Plb., Elec. & Mach. Equip. Listed for Location 78' Elec. Receptacles in Garage (G.F.I.)-Romex Protection 79 -insulation -Foam -Looked in Attic 89f -Guard rails & Deck Construction -Post Caps 81,e*l�dn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor p Yes 82—Following Instld./Drive [Yes 0 No/Walks 0 Yes QKo/Planters 0 Yes o Xiucco Brown -Finish �.C. Unit Disconnect, Electrical -Plumbing encs Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings ater Well, Disconnect, Electrical, Plumbing 87—Exterior Elec. Trim, G.F.I. Receptacle -Underground �FIB�Ventilation Throught House _89. -Glass Protection 90!Corrections from Previous Inspections 94 Gas Test -Meters Tagged, Gas -Electric —a2—Water & Sewer Connected -C/O to Grade -HD Approval Date ' Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411; Main Street, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 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 notify this office'when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, Please contact this office immediately. fi 71 cgq Date Inspector REV 10/92 COUNTY OF BUTTE • . BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 CORRECTION NOTICE r PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions ertaining to this matter, or need additional explanation, please contact this office immedififtelv. Date 1,—� Inspector_ REV 10/92 CORRECTION NOTICE - OWNER PERMIT NO, OWNER A routine in ection indicates that the following violations of Butte County Ordinances exist at the above ddress and should be corrected. Please notify this office when correction of work i 0 if is ted. If you have any questions pertaining to this matter, or need additional explanation, �rs please co t t t lease ontact this office immediately. Date /0 Inspector V REV 10/92 a yL COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 CORRECTION NOTICE - OWNER PERMIT NO, OWNER A routine in ection indicates that the following violations of Butte County Ordinances exist at the above ddress and should be corrected. Please notify this office when correction of work i 0 if is ted. If you have any questions pertaining to this matter, or need additional explanation, �rs please co t t t lease ontact this office immediately. Date /0 Inspector V REV 10/92 a COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 891-2751 7. County Center Drive,.Oroville, CA - (916) 538-7541 7 7 Elliott Road, Paradise, CA - (916) 872-6307 . CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, plee a contact this office immediately. "I ✓' Date /gyr-1 Inspecto r � REV 10192 COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT `Q ASSE VP11wwV ZONING t.5 BUILDNGPERMIT OWNEaACK ANS BARBARA LEWIS ON TELF�. / 1=9265 SO. FT. OCC. BUILDING VALUATION 2050 R_ 155,412.00 OWNER',5�WN(gLgl�,D� StIN ROAD, PARADISE (j j' (��(��J 2050 U 36,9oo.no CONTF0CTO�i,'SAME ' TELEPHONE 11/2 ".. U �1( Y CONTRACTORS MAILING ADDRESS • /J / /• !� iy '-'moi`/ (/C7�,J CONSTRUCTION LENDER Fireplace A 1,500.00 LENDER'S MAILING ADDRESS Total Valuation $ 125.118,on ARCHfCgT.AR F�IfCaIyEN jWt jj�y�A�L LICENSE NO. Fee $ 20.00 —Filing Permit Fee $ 97 5, 50 ARCHITECT OR ENGINEERS MAILING ADDRESS +' Plan Checking Fee $ 6,41, or, suILDIo�G,Aq gS COUTOLENC ROAD 1144��55 Energy Plan Checking Fee $ 23 06 $ PERMIT FEE $ 1652, 55 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SFIOXDuplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 1' 7.00 84 Solar or heat pump water heater 23.00 Water piping 15.00 1 C; Each gas water heater or vent .M 15.00 1 S M TYPE OF WORK • New [3 Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ 2 BEDROOM & SLTUDY fDescribe Work: Gas piping system 1 - 5 outlets 15.00 1 S Buildingsewer 15.00 S M Mobile Home IS I G1 W ±920.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service 2°°A OR LESS 23.00 l LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. `� /� S / License Class - f Lic. No. f c! OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: 111 ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service ( 200A TO ,000A 46.00 NEW CONST. DWELING OCCUR OR ADDNS. ( 8 ACC. BL SO l •, 3.50 LE NON•R. IDT CI'0UTLET MUITS @7,50 97.50 POWER APPARATUS 3 SINGLE OUTLET CIR. Ex. Occup. OUTLET OR F°cruREs 20 @ 1.00 BAL @ .50 Ex. Occu . OUT LETED S a IES D.DEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S ' 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. ❑ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Fling Fee 20.00 Heating 15.00 Cooling Hood 6.50 6.50 Ventilation 9.00 PERMIT FEE $ 65..0 Policy Number (The above sections need not be completed if the permit is for work N. a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation,, provisions of section 3700 of the -Labor Code, I shall forthwith with hose provisions. X _..�=-/(�• _f.<.��_Date Ignatue of Applicant - ❑ Owner ❑ Contractor ❑ Agent1-1 An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ 46•(X occ Rs CONST. TYPE jt^; TOTAL FEE $ 2143.55 HAZ. D'FEESS P FLOG ' ✓ CDF ,�/1j «PARCEL L // PD HD4 V ISSUES This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have J� �' V ey `^ + PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. C i Date a/T/ Date Receipt No. ,h�>`� WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT 1/1 i COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISIONV/ 7 County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT ASSESNOj R,El♦JUI SEfi,.36 ZTM 5 BUILDING PERMIT OWNE JACK AND BARBARA LEWIS TELEPHONE 877-9265 SO. FT. OCC. BUILDING VALUATION OWNEg2 UW L'tOAY N ROAD, PARADISE 2878 R 155,412-00 2050 U 36,900-00 CONTf� WrME TELEPHONE ' A CONTRACTOR'S MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace A 1 ,500.00 Total Valuation $ ARCHR ALR ENGINEER LICENSE NO. Filen Fee $ 20.00 Permit Fee $ 975- n ARCHITECT OR ENGINEERS MAILING ADDRESS Plan CheckingFee $ BUILDING ADDRESS 14489 COUTOLENC ROAD $ Energy Plan Checking Fee $ PERMIT FEE $ 16595 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SFX❑XDuplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 15-00 Each gas water heater or vent 15.00 TYPE OF WORK New 00 Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ 2 BEDROOM & SLTUDY Describe Work: Gas piping system 1- 5 outlets 15.00 15 Building sewer 15.00 Mobile Home I S I G I W 920.00 ' PERMIT FEE $ 164.00 ELECTRICAL PERMITFiling Fee 20.00 00V 0 Main Service 200AOR 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000 of Division 3 of the Business and Professions Code, ( g ) and my license is i full force and effect. License Class _ Lic. No. L112-3 & � OWNER-BUILDERDORATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. KO I am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Main Service 200A TO IDOOA 46.00NEW CONST. DWELLING OCCUP. OR ADDNS. ( a ADC. BUDS. so 3.5aFT: NEW CONST. MULTI -OUT NON-REID. ANC CI CUILET 7.50 POWER APPARATUS 8 SINGLE OUr CIR. Ex. Occup. OUTLET ORFIXTURES BAL p': a D AP Ex. Occup. OUTELETSRESID.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 215.50 MECHANICAL PERMIT Filing Fee 20.00 Heating 3 TON 15.00 Cooling 15.00 Hood 6.50 6.50 Ventilation 2 4.50 9.00 PERMIT FEE S 65.50 Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' com alio provisions of section 3700 of the Labor Code, I shall forthwith c y wi ose provisions. X Date _ gna a of A Icant - ❑Owner ❑Contractor ❑ A ent An HA permit is required for excavations over 5'0" deep and demolition or construction structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 OCC R3 CONST. TYPE VN TOTAL FEE $ 2143.55 HAZ. I D. FEE P FLOO COF Pp H ISSUE This permit is hereby issued under the applicable of the Butte County ode and/or Resolutions indic ed o for hich fees have been By �/ ` gate PERMIT EXPIRES ON l/ Date provisions to do work paid. O �� ReceiptNo.i WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT i I COUNTY OF BUTTE - DEPARTMENT OF DEVELQPMENT SERVICES - BUILDING DIVISION -County Center Drive - Oroville, California 95965 -.Telephone (916) 538-7541,,, �P� IT NO. (Rev.12 5_ n^ �� APPLICATION AND PERMIT �q I.- SESSORPA 1juve __ _ _ _ zow BUILDING PERMIT Q 1 Te -c g0 FT I NC. BUILDING VALUATION OWNEII VtJUNO ADD SS ' I1 rs 'G]llf Rb NAME TELFDNONE �l 00��" GO R'S MAGJNO ADDRESS . Fireplace \ (� LENDER'S MNU+O ADDRESS Total Valuation S ARcmrrFar OR ENGINEER Raok m In, vi LICENSE NO. Filing Fee S - 20.00 Permit Fee S ARCHITECT OR ENOWMS MALJNO ADDRESS Plan Checking Fee SESY SUEDWGADDKESSN O ��C. Energy Plan Checking Fee S S PERMIT FEE $ (0 SQ 1 7117 - COT No. SUBDMSgNSNAME PARCEL WAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 CE- USEOFSTRUCTURE SF Duplex O Mobilehome ❑ Other svEcvr Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 S , TYPE OF WORK NewAddition ❑ Remodel E3UtilitiesE3Installation ❑_ Other Describe Work: Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S G W @20.00 PERMIT FEE S , ELECTRICAL PERMIT Filing Feel 20.00 000' OR LESS Main Service 20.AORLESS Main Service 200A TO 1000A 23.00 46.001 — ' LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter J (commencing with Section 700C) cf Division 3 cf the Business and Professions Code, and my license Is in full force and effect License Class Lic. No.10 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 Seca 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. 4 I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars (5100) or less.) O 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, 1 shall forthwith comply with those provisions. X __ Date Signature of Applicant • O Owner ❑ Contractor O Agent An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. NEN CONST. DWEtI OdG occuP. 3.5¢� ( ,u.LT NEA oJ� coNi+S.. RLET I c NCN-AESIO. `7..-0 POWER APPAPATuS a SINGLE 0 ", T CSR. Ex. Occup. ovrLET OR FIXTURES 20,-D !. 0 4 .•�I uL. Ex. Occup. ofUTLET3EO RAPPLNSEsio. OR EA 5.001 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S S MECHANICAL PERMIT Fling Fee 20.00 . Heating IS: Cooling H 6,50 Hood Ventilation E%• PERMIT FEE $� •> CJ- Mobile Home Installation Fee S EnergyInspectio Fee S C55 c CO PE TOTAL .EES v NAz. D- fEEs AMP f D Of PD ND ISSUE This permit is hereby Issued under the of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON applicable provisions Resolutions to do work been paid. Date ReceiptNo._ s' WHITE-O.D.S.•8.0. CANARY -ASSESSOR PINK -INSPECTOR _GO OENROD•APPLICANT I�yJ,J x'` C'f COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95.965 - TELEPHONE (916) 538-7541 r PERMIT APPLICA.'ION DATA SHEET OWNER: ASSESSOR PARCVZZ7: O�Proposed Building Use: Building Inspector:Date: At time of permit application, I was advised the following data must be submitted prior to permit process' g an or issuance: Date Received By ❑ 1. All items have been submitted .----------------------------------------------=-------------------------------------- ❑2. Plot plans, 3/4 sets, signed by the preparer of plans. E13. Complete plans, 3/4 sets, signed by the preparer of plans. --------------------------------------------- ❑4. ngineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. r5 ngineered truss details and layout in duplicate (required prior to plan review) No faxes! --------- Energy Design Compliance and supporting documentation. ------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. 08. Hazardous Material Form. --------------------------------- El 9. Manufactured Home data and installation instructions including Tie Down Specifications ------------------- 0 10. Fees of $ ` -- ------------------------------------------------------------------------------------- Impact fees as shown on the attached schedule. -ZsT�:�� ----------------------------------------- - ------- - ' California Department of Forestry plan approv --5 �-------------------------- ------------------------------ ❑ 13'. Flood elevation certificate. ---------------------------------------------------------------------------------------- j C 4. Sanitation and plot plan approval (21A LbHealth Department. ------------------------------------------- ���tt ❑__ 15. City of Chico plumbing perinit------------------------------------------------------------------------------------ ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------------------------------- r0 17 lanning approval for (A) Use: (B) Parking: :-------------------------- 8.ontact Land Development about ❑ Improvements, ❑ Drainage, OyLxgal Parcel. ----------------------- al@16. Encroachment Permit for driveway (construction approval prior to occupancy).-120yY-1---4c ❑20. Pre -inspection for required. Request to Building Inspector on ❑21. Contractor's license information. (Number, Name Style, Classification). ------------------------------------ 0 22. Workers' Compensation carrier and policy number. ----------------------------------------------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner 0) - -------------------------------------- 024. Letter of signature authorization. -------------------------------------------------------------------------------- vd2�Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- 026. Letter of intent on building use. ----------------------------------------------------------------------------------- ❑27. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑28. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑29. 0433 A; ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ .--------------- 030. -------------- ❑30. Other: ------- When you issue the permit, process as follows ❑ Mail to owner, ❑Mail to ]�ntractor. E►Telephoneg� �- 99(e5 and hold for pickup at OrbV t M; office. Dyltver with inspector. _ (Date) Applicant�c...�-� Date: �J 'Z w Copy of Haz-Mat form sent o Health Department, ❑Fire Dep ent, ❑ ollution Date:_ By: Copy of plans sent ❑ Health Department, ❑ Fire Department, Other- By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, designer, owner, was adviA of the above required data by ❑ phone, ❑ mail, ❑ Building Division coun er, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, o mail, ❑ Building Division counter, by Date: Contractor, designer, owner, w sed of the above req data by ❑ phone, ❑ mail, ❑ Building Divisin n counter, by Date: Plans reviewed by: GAS Date: Plans approved by: Date: t� ' Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division E.H. USE ONLY „�-•� Plot Plan Attached S Floor Plan Attached Y S Sent to B.D. S / TO: ti Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner /Cocation AP# / Plan Approved for: Sewage Disposal �/ Water Supply: Public Private Well Clearance for Z�twelling. Other Hold final for: J Fina nce O.K. for: oc,2 c eara NOTE- C Environme al H alth ecialist 8/96 S / 6x_eV t., . . - L Date i r..r :sc./". •...j�}r5•-;Er,,..rs^ra„Mws�c�'t:`4�r'a:+r;+7,0iwuI"! M"G :j{ ,�e.�5^max. t;:l}�c'._Z;.. l.,_ .. ...., r •• � I tea `� �40 COUNTY OF BUTTE ' DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 SCHEDULE OF FEES DUE OWNER f�VI S A. P. # ��S PROPOSED BUILDING USE DATE REC # DATE REC . 1. BUILDING PERMIT FEES -- Balance Due ................ $ -- Additional Fees Due ........... $ -- Additional Fees Due ........... $ -- Revised Plan Checking Fee ....... $ 2. SCHOOL DISTRICT FEES (paid at District Office) 3. SHERIFF FEES (paid at Building Division) Residential ........ x $360.00 = $ ll (J V Units Commercial (sq.ft.)... x $0.03 = $ Sq. Ft. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x = $ #Units Amt. Commercial (sq.ft.) .. x =$ 5. RECREATION DISTRICT FEES (paid at District Office) 6. THERMALITO DRAINAGE DISTRICT FEES $425.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) ;0/9 7 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; S = Original-OwnerCopy-Building Div. (Rev. 12/96) r`- 1 i Yf ''fr�j.vFK��ilti ..riltr 1f�f�e�J�Qlt7••-•r.a�u iya'+�irre�.nl.�ieYr+asri9C.. x;yv.' fel BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) c~' School'District . Building Department No. • i A:P. Number �—SilJ� JLU Jurisdiction: City E� County PPoperty Owner Property Location/Address UL Subdivision Lot No. Residential Development No of Living Mobile Home Addition Units Installation Commercial/Industrial Kia,., a A,, ;+i— moor Hans revieweu oy acnow uistnct rersonneU Sq. Footage ti (Group R) Sq. Footage (Including Exterior Roofed Areas) Date Distri t Identification No. q 7 chool District certifies that C / (Applicant) 47 7 - (Street Address) (Phone Number) (City) (State) (Zip Code) has complied with the requirements of Resolution No. by payment of $ representing a;2 --,9'7S- square feet. B 2926 $ ULL MITIGATION $ School District Representative Date ,/ Paid by Check # ✓� Remarks: 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.x(s (2/97)dmm , `,riT'Q�„'.""""'M+ter""pi'�`'�.i"'vv's1'ky"�`,�yn"`v'"7f'Y[®f'�ir;`�r+ � ��yl�P(`?�l�t�'!'Y7''�'4:%:f7ai�e��"'r.`^.rs'•+.�r..nn •�r-�' .�..o-.�*„t.,.+w.� LZ i�� .A�+'"+7r-f N �_. BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) `f School District, a /' O(,t s _; Building Department No. A.P. Number g36iurisdi6tion: City County Property Owner 4 Property Location/Address Subdivision Lot No. Residential Development No of Living Mobile Horne Addition Units Installation Commercial/Industrial Building Depa ve New Addition (Floor Plans reviewed by School District Personnel) District Identification No. (J� Gym School District certifies that (Street Address) (City) has complied with the requirements of Resolution No. representing (1/ square feet. School District Paid by Check # . (State) Sq. Footage. C3 (Group R) Gbove aro. c Sq. Footage (Including Exterior Roofed Areas) Dat (Applicant) 41s (Phone Number) (Zip Code) 3 by payment of $ JFBi 2926 $ [FULL MITIGATION $ Date Notice: You may protest the imposition of the fees Identified ab44e 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 (2/97)dmm And when recorded mail to: Building Division #7 County_ Center Drive Oroville, Ca. 95965 97-029600 k_- - . - j10 -r COWAPM VA'" ` nRtcrtF+A1.. -t�(�I 1MENT AUG 071997 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code requires this acknowledgment to be recorded prior to issuance of a building 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: SEE ATTACHED SHEET Date: !7— PROPERTY State of California ) Countv of X. 7�� ) On % I before me, IN ZZ��-�i personally appeared 11%j^19A ;� G-�LL�� 5 w 1/el *1-1 11/7 i L`i-? Z.otl/)'-, nercnn:ilh known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(i) is/are subscribed to the within instrument and ackno7wledged 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. Catherine M. Luce "' J WITNESS v dad and off •ial seal P �`c'^ r Comm. #1065286 ^ 'NOTARY PUBLIC - CALIFORNIAU' �� 6UTT2 COUNTY Q Signatur al: Y �,`:�H/� Comm Exp. July 18, 1999 -ac -f • .J D(9s^ s/v - o 3 6 7cc 8plb Order No. 48267 P17894MS DESCRIPTION ��-55156 All that certain real property situate in the County of Butte, State of California, described as follows: Being a portion of the Southwest quarter of Section 19, Township 23 North, Range 4 East, M.D.B. & M., and more particularly described as follows: COMMENCING at the West quarter corner of said Section 19; thence along the East and West centerline thereof, North 890 57' 38" East, 387.01 feet to the- Easterly right of way line of the Southern Pacific Railroad and the True. Point of Beginning for the parcel herein described; thence from said True, Point of Beginning and continuing along said East and West centerline, North 890 57' 38" East, 389.23 feet to the Westerly right of way line of Coutolenc Road, as said Road existed on May 6, 1976; thence along said right of way line, South 490 17' 34" West, 179.29 feet; thence South 570 54' 14" West, 119.00 feet to a point 180.00 feet Southerly, measured at right angles from the aforesaid East and West centerline of Section 19; thence from said point, South 89° 57' 38" West and parallel with said East and West centerline, 267.84 feet to a point in the Easterly right of way line of said Southern Pacific Railroad, said point being on the arc of a 1054.93 foot radius curve concave to the Northwest, a radial line at said point bears North 510 34' 08" West; thence from said point and along the Easterly right of way line and the arc of said 1054.93 foot radius curve, through a central angle of 11° 37' 54", an arc distance of 214.16 feet tothe true point of beginning. EXCEPTING and RESERVING THEREFROM all the valuable minerals beneath the surface of said lands, with the right to mine and extract said minerals, it being understood and agreed that in all mining operations the surface of said lands will be protected against damage, and that all such mining shall 'be carried .on from tunnels, shafts or drifts having their orifices outside of the surface area of the above described realty. Said minerals were quitclaimed to a- depth of 50 feet by Deed from Amos H. Hoog, Jr. and Montess E. Hoog, his wife, to Jesse V. Hann and Mary A. Hann, his wife, dated April 1, 1966, and recorded May 3, 1966, under Recorder's Serial No. 27139, records of Butte County, California. State of C'oun'ty 1of � On =\�1 1 I before me,4 �(-�lrljld9- �� L�►�S14ti�, oA+ 'v,e NOTARY PUBLIC personally appeared J Af NAME(S) OF SIGNER(S)- personally known to me - OR - O proved to me on .the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and r"`° OFFICIAL SEAL acknowledged to me that he/she/they y\ executed the same in his/her/their authorized ,� .- Knthnrinr. fl (nllinrFri�mnn r.anar.itv(ins) lnrl Ihal nv his/hr?r/Ihnir CAPACITY CLAIMED BY SIGNER kINDIVIDUAL(S) ❑ CORPORATE OFFICER(S) TITLE(S) ❑ PARTNER(S) ❑ ATTORNEY-IN-FACT ❑ TRUSTEE(S) ❑ SUBSCRIBING WITNESS 1 ❑ GUARDIAN/CONSERVATOR OTHER: CERTIFICATION OF INSULATION' ADDRESS OR TRACT SACRAMENTO INSULATION CONTRACTORS J Acy- �Q�,.ij S M M `' ❑ P.O. BOX 854, WEST SACRAMENTO, CA 95691YLIC. #202026 ; r. ,LOT 1453 GARDEN HWY., YUBA CITY, CA 9599111C. #202026 �(� o j e h i� V ❑ P.O. BOX 9651, FRESNO, CA 93793-9651 LIC. #202026 / > rT� : ❑ P.O.'BOX 1031, RENO, NV 89505 LIC. #10675 • ❑ 3326 A PONDEROSA WAY, LAS VEGAS" NV 89118 LIC. #10675 .• DATE INSULATION COMPLETED • Ill CEILINGS •�• ( SQUARE FEET) ( ", SQUARE FEET) ( SQUARE FEET) TYPE OF INSULATION TYPE OF INSULATION TYPE OF INSULATION MATERIAL MATERIAL MATERIAL 'FIBERGLASS " FIBERGLASS FIBERGLASS FORM FORM FORM ` BATTS BATTS & BLOW BATTS MANUFACTURER'S PRODUCT I.D.' MANUFACTURER'S PRODUCT 1.0: MANUFACTURER'S PRODUCT I.D. MANUFACTURER ' MANUFACTURER MANUFACTURER. ..`OCF OCF OCF` " BAGS R - VALUE APPLIED R - VALUE APPLIED MIN. INSTALLED . R - VALUE ' APPLIED INSTALLED THICKNESS INSTALLED THICKNESS WEIGHT PER SOUARE FOOT INSTALLED _ THICKNESS K36 30M 'KNEE WALLS IF R=VALUE IS OTHER THAN WALLS ABOVE' MATERIAL FORM R VALUE MANUFACTURER FIBERGLASS BATTS k : y OCF' AIR INFILTRATION SEALANT MATERIAL MANUFACTURER W R_GRACE, .i�I¢%V1 THIS IS TO CERTIFY THAT INSULATION AND/OR SEALANT HAS BEEN INSTALLED IN CONFORMANCE WITH APPLICABLE CODES, MATERIAL STA RDS AND EGULATIONS. SIGNATURE— LATION C T ' TITLE at - MANAGER DATE ' /D .�• i �'7 e SIGNATURE—GENE 01A L CONTRACTOR TITLE DATE , REMARKS: SIC -303 '" BUILDER COPY ' IF ■■■e. ■■■■■ •INc --y Y 1■■ ■ ■► tee■ IL -.41L 1 L A IA r— APPLIED Materials Testing and Engineering Inspection TESTING Suit Thorntree Dr. Chico, CA Suite 35 95973 Daily Field Report PROJECT NAME CLIENT OR OWNER JOB NO. Lewis Residence Jack Lewis Pass GENERAL LOCATION OF WORK OWNER OR CLIENT'S REPRESENTATIVE PAGE Cadelink Rd Paradise Jack Lewis 1 of 1 GENERAL CONTRACTOR GRADING CONTRACTOR DAILY FIELD REPORT SEQUENCE NO. Jack Lewis Construction Tom Rolf 2 TYPE OF WORK GRADING CONTRACTOR'S SUPERINTENDENT OR FOREMAN DATE DAY OF THE WEEK Comstruction Building Pad Tom Rolf 07-29-97 Tuesday SOURCE AND DESCRIPTION OF FILL MATERIAL WEATHER TECHNICIAN Red Brown Sandy Silt w/ Small Gravel Clear Warm T. Christie KEY PERSONS CONTACTED (CIVIL ENGR., ARCHITECT, DEVELOPER, ETC.) ELEVATION FIELD TESTING TEST NO. TEST LOCATION DRY MOISTURE % OF FPG DENSITY (CONTENT MAX. DRY Ibs./cu. ft. % DENSITY REFERENCE CURVE COMP MAXIMUM OPTIMUM CURVE DRY DENSITY MOISTURE NO. lbs./cu. ft. CONTENT % COMMENTS: 3 20' N. of SW corner of pad -1'0' 103.0 19.3 94 T-1 110.6 13.6 Pass 4 NW corner of pad -110' 98.92 21.0 90 T-1 110.6 13.6 Pass 5 SW corner of pad -0'0'1 98.9419A 90 T-1 110.6 13.6 Pass 6 NW corner of pad -0'0" 95.0 23.1 86 T-1 110.6 13.6 Fail 7 NW corner of pad -010' 22. 91 T-1 110.6 13.6 Pass DESCRIBE EQUIPMENT USED FOR HAULING, SPREADING, WATERING, CONDITIONING AND COMPACTING All compactive efforts were completed at pad elevations shown above at time of arrival. NOTES: (DESCRIBE WORK COMPLETED DURING THE DAY, ANY PROBLEMS AND THEIR SOLUTION) Arrived at 'obsite at 1100 hrs. to perform compaction testing on the building a located at 14489 Coutolenc in Paradise. Met with Jack Lewis, contractor and owner, Performed five 5 tests in the fill area of pad. Test #6 didn't meet the compaction requirement and was reworled and retested , evident by test V. Tests #345 and #7 all met the 0% relative compaction requirement, CONTINUED WHITE COPY TO OUR FIELD FOLDER YELLOW COPY SENT TO CLIENT ❑ COPY GIVEN TO: REPO v HEIDEUERG GRAPHICS I// •w' CLIENT OR OWNER SSSS■^SSSS■ .......... Jack Lewis ■■■PO PONS: OWNER OR CLIENT'S REPRESENTATIVE PAGE ■N■■. .■N■■ _- �_ • ■, /N� \..dd\JILA639 APPLIED Materials Testing and Engineering Inspection TESTING Suit Thomfree Dr. Chico, CA Suite 35 95973 Daily Field Report PROJECT NAME CLIENT OR OWNER JOB NO. Lewis Residence Jack Lewis Pass GENERAL LOCATION OF WORK OWNER OR CLIENT'S REPRESENTATIVE PAGE Cadelink Rd, Paradise Jack Lewis 1 Of 1 GENERAL CONTRACTOR GRADING CONTRACTOR DAILY FIELD REPORT SEQUENCE NO. Jack Lewis Construction Tom Rolf 1 TYPE OF WORK GRADING CONTRACTOR'S SUPERINTENDENT OR FOREMAN DATE DAY OF THE WEEK Comstruction Building Pad Tom Rolf 07-29-97 Tuesday SOURCE AND DESCRIPTION OF FILL MATERIAL WEATHER TECHNICIAN Red Brown Sandy Silt w/ Small Gravel Clear Warm T. Christie KEY PERSONS CONTACTED (CIVIL ENGR., ARCHITECT, DEVELOPER, ETC.) tLtVAI IUN t-ILLU I tZ5111 U TEST NO. TEST LOCATION DRY MOISTURE % OF FPG DENSITY CONTENT MAX. DRY Ibs./cu. ft. % DENSITY HthtHENUI: CUHVE COMP MAXIMUM OPTIMUM CURVE DRY DENSITY MOISTURE NO. Ibs./al. ft. CONTENT % COMMENTS: 1 25' N. of SW corner of pad -2'0"'98.65 23.7 90 T-1 110.61 13.6 Pass 2 NW corner of pad -210" 100.1 26.0 91 T-1 110.6 13.6 Pass DESCRIBE EQUIPMENT USED FOR HAULING, SPREADING, WATERING, CONDITIONING AND COMPACTING All compactive efforts were completed at pad elevations shown above at time of arrival. NOTES: (DESCRIBE WORK COMPLETED DURING THE DAY, ANY PROBLEMS AND THEIR SOLUTION) Arrived at jobsite at 0800 hrs. to perform compaction testing on the building ad located at 14489 Coutolenc in Paradise. Met with Jack Lewis contractor and owner. Performed two (2) tests in the fill area of pad with approximately one foot of fill laced. Both tests met the 90% relative compaction re uirement. Jack Lewis stated he would contact us for further tesin . Departed 'obsite at 0900 hrs: WHITE COPY TO OUR FIELD FOLDER COPY GIVEN TO: YELLOW COPY SENT TO CLIENT ❑ CONTIN,VIE56 RFP6RT HEIGEWERG GRAPHICS ~mollsounum APPLIED """" TESTING 1111IA '21 CONSULTANTS Laboratory Compaction Data Sheet File No: Client: Jack Lewis Address: 820 Pearson Road City, State: Paradise, CA Zip: 95969 Attn: Jack Lewis Project: Lewis Residence Soil Description: Red Brown Sandy Silt w/ Small Gravel Sample location: Easy Street Stockpile Trial No: Water Added Gross compacted wt: Container Tare: Net compacted wt: Wet density, pcf: Dry density, pcf; Pan No: Gross wet wt: Gross dry wt: Pan tare: Net dry wt: Moisture loss: % Moisture Content: 16 CL .y 109.0 c m V 107.0 105.0 1 2 3 4 200 400 300 6870 7070 7035 2779 2779 2779 4091 4291 4256 120.31 126.21 125.1 107.6 108.-61--110.3 13.4% 1 1 -2-F 3 4 391.7 353.6 371.3 359.8 316.7 337.9 88.7 88.7 88.8 271.1 228.0 249.1 31.9 36.9 33.4 11.8% 16.2%1 13.4% Materials Testing and Engineering Inspection 3080 Thorntree Dr. Chico, CA Suite 35 95973 Phone (916)891-6625 Fax (916) 891-4243 Sample No: T-1 Date: 29 -Jul -97 Tech: B. Carter Sample Weight: Total sample wt: +3/4 rock wt: % of +3/4 rock: Density of +3/4: Rock adj. density: Moisture Content (% of dry weight) •Max density from curve: 110.6 Max adjusted density: 110.6 pcf Optimum moisture: This test was performed per ASTM 1557 Reviewed by: 5000 1% 14.2% 12.3% 14 % 16.3% 18. 9x2 + 1469.5x + 6.4049 R2=1 7L-5178. Moisture Content (% of dry weight) •Max density from curve: 110.6 Max adjusted density: 110.6 pcf Optimum moisture: This test was performed per ASTM 1557 Reviewed by: 5000 1% 14.2% CELLANEOUS ITEMS TO LOOK QTjTe FOR: Stairway details: landings, rise and run, head clearance, handrails (Section 1006). Guardrail details (Section 509). Brick or stone veneer (Section 1403). Exterior plaster - weep screeds (Section 2506). Proper roof pitch for roof covering (Section 1501). Ro6f covering type - (fire hazard). Foam insulation - protection. 36" halls and stairways. Living area over garage - complete I -hour separation required on garage side including supporting walls and posts. Two exits on three - story dwellings (Section 1003). Underfloor access and ventilation (Section 2317.7). Attic access and ventilation (Section 1505). Combustion air for fuel burning appliances - L.P.G. requirements. Noise requirements on duplexes. .i'S. Energy design. VFlashing at all exterior openings. C.D.F. responsible area requirements. Automatic Fire Sprinkler Systems (Section 310.10) For Inspection Jacket: Flood Hazard/Elevation Certificate SRA Requirements Special Inspection Requirements _ Automatic Fire Sprinklers 600 7 3� -y June 1997 3.2 RESIDENTIAL PLAN CHECKING GUIDE / SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY �7 OWNER: BUILDINGPERMITNUMBER. / PLAN CHECKER:�5 �' A. P. NUMBER: Q GENERAL: Zoning requirements: (side yards and number of permitted living units). Valuation. Plans signed by designer. Proper description of work on application. Existing violations on property. Items on data sheet, (Impact Fees, Environmental Health, Developer Fees, etc.). Recorded notice of violation. Complete parcel size and dimensions. Setbacks, side yards, easements, etc. Other buildings or structures. Grading, fills and/or drainage. Flood hazard. - Special conditions on :section tn- p (Noise, S.R.A., Fire Sprinklers, Water Tender, Trees, etc.). _ F.A.U. & F.A.S. road setback. Building or utilities across lot lines (Record form). Complete to scaleplan with dimensions. Required windows forHight and ventilation (Section 1203). Required windows for second exit (Section 310.4). Skylights (Section 2409 & 2603.7). Glazing in Hazardous Locations (Section 2406). Required room sizes, ceiling heights (Section 310.6). G.F.C.I. in baths, garage, kitchen, wet bar and exterior outlets (N.E.C. 210). Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. Location of water heaters, heating and cooling equipment, other electrical or gas equipment. Garage firewall, door size and closer (Section 302.4). Minimum of one 3'0" exterior door (Section 1004.6). Fireplace and wood stove location, alcoves and clearance. Smoke detectors (Section 310.9.1). Plumbing fixtures, water closet clearances and shower size. Conventional Construction - Unusually Shaped Buildings.(Section 2326.5.4). Standard bracing or engineered design (Section 2326.11.3). Clerestory requiring balloon framing and/or engineering. Three story building requiring engineered calculations and plans. Foundation plan complete enough to construct building. Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct building. Roof construction details complete enough to construct building. Rafter ties or bearing ridge beam. Fireplace construction details and calc. if necessary. Garage door and/or porch header sizes. Stud heights. Adobe soils - special foundation design. Retaining walls requiring design. Special Inspection requirements. Header size. .cf 7 OF June 1997 3.2 RESIDENTIAL PLAN CHECKING GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY OWNER: BUILDINGPERMITNUMBER PLAN CHECKER: A P. NUMBER: S ��10 ' 0r GI3 Zoning requirements: (side yards and number of permitted living units). Valuation. Plans signed by designer. Proper description of work ori application. Existing violations on property. �6 Items on data sheet, (Impact Fees, Environmental Health, Developer Fees, etc.). Recorded notice of violation. Complete parcel size and dimensions. Setbacks; side yards, easements, etc. Other buildings or structures. Grading, fills and/or drainage. Flood hazard. Special conditions on creation map (Noise, S.R.A., Fire Sprinklers, Water Tender, Trees, etc.). F.A.U. & F.A.S. road setback. Building or utilities across lot lines (Record form). Complete to scale plan with dimensions. Required windows for light and ventilation (Section 1203). Required windows for second exit (Section 310.4). Skylights (Section 2409 & 2603.7). Glazing in Hazardous Locations (Section 2406). Required room sizes, ceiling heights (Section 310.6). G.F.C.I. in baths, garage, kitchen, wet bar and exterior outlets (N.E.C. 210). Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. Location of water heaters,eating and cooling equipmen , other electrical or gas equipment. Garage firewall, door size and clo— ser S on 302.4). Minimum of one TO" exterior door (Section 1004.6). Fireplace and wood stove location, alcoves and clearance. Smoke detectors (Section 310.9.1). Plumbing fixtures, water closet clearances and shower size. STRUCTURAL DETAILS: 1. Conventional Construction - Unusually Shaped Buildings (Section 2326.5.4). O 2. Standard bracing or engineered design (Section 2326.11.3). 3. Clerestory requiring balloon framing and/or engineering. 0 e47 Three story building requiring engineered calculations and plans. S. Foundation plan complete enough to construct building. 6. Floor.construction details complete enough to construct building. Elevations and wall construction details complete enough to construct building. 8 Roof construction details complete enough to construct building. Rafter ties or bearing ridge beam. `tom Fireplace construction details and calc. if necessary. H. Garage door and/or porch header sizes. 12. Stud heights. Adobe soils - special foundation design. Retaining walls requiring design. -4&-- Special Inspection requirements. 16. Header size. 17. Sheetrock nailing inspection required? July 1996 3.2 _i ANhQU5 ITEMS TO KOOK OUT FOR* Stairway details: landings, rise and run, head clearance, handrails (Section 1006):.... Guardrail details (Section 509). Brick or stone veneer (Section 1403). Exterior plaster - weep screeds (Section 2506). Proper roof pitch for roof covering (Section 1501). Roof covering type - (fire hazard). Foam insulation - protection. 36" halls and stairways. Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts. Two exits on three - story dwellings (Section 1003). Underfloor access and ventilation (Section 2317.7). Attic access and ventilation (Section 1505). Combustion air for feel burning appliances - L.P.G. requirements. Noise requirements on duplexes. Energy design Flashing at all exterior openings. C.D.F. responsible area requirements. 1 / / �' ` ? N o�vtat a�cVr;�_ I- n /oZsPs� sG July 1996 3.3 06/06/1997 14:43 916-342-8372 OACHMAN E ASSOCIATES PAGE 01 C5;) 15 `--v��- owe. Post -It° Fax Note 7671 Date pa°gest To F From CoJDapt. Co. Phone p Phone • Fax p Fax # ORA1NNt pAj(: SHE[T N 0. CM[CIt�O" . ace 140. IDABACHMAN i -ASSOCIATES - ao, I Ema"rA t: tho. e.. (m) 342.413 or .r + V H—I 4 H—I 3.12 x I 2,F—V4 GL 3.125' 24F—V4 OL : u A � iJ x FB -1 (FLUSH) 5.115 x IS' 24F—V4 GL STANDARD CAMBER OON VIII ` p CS) (P 11 + �) 'Ap CD U� \ FS _2 (FLU54) kD I I > 5.125'— x 10.5' 24F—Vq GL p ®w r a A r ON O II -.N OGo,, 11 -IN LD 1 I \ rn Cl*w r N i O m - 1 ` I _m N ,n IOX I I > I I r r i O m - 1 _m N n CJS D Mr rn � l' Up 60 30Vd S31VI00SSV V NVWHOV4 ZLE8-ZVE-9T6 EV:VT L66T/90/90 06/06/1997 14:43 916-342-8372 I Q� • �I i 4 , x 8 OF92 I 1 1 7 I t I I 1 { I 1 1 r- 1 1 1 � t .1 i 1 Ol I I 1 S-5 I I ----- ---------------. 1 x F-3 CONT. LINE I 2'-6' SQ x 1'-0" FOOTING 2-94 E.W. I ' I ' 1 ' I L_ • 12' -9" I I I 1 I DEEP SCORED 1 ' JOINT 1 I I � I l ' 1 I ' 1 4' CONCRETE SLAB I ' WITH L x 6 WI.4 x WI.4 t WWM OVER GRAVEL FILL A5 REQUIRED i I I ' I I I I 1 1 I I I ' I 1 i 1 � I I F-3 1 2-4' 50 x 2-s4 E.W. �---------- ---- Y - - - - - - - - - - - - - - ' - - - - - - - - - - - •- I I i I I OACHMAN & ASSOCIATES PAGE 04 I 1 LAND DEVELOPMENT BUILDING / ENVIRONMENTAL HEALTH - PERMIT CLEARANCE Building Permit No. OWNERS NAME: Lew ` S CL L6r :NUMBER: LD Is— , PRINT LAST NAME FIRST COUNTY ZONING 1� If DESIGNATION: 5' FLOOD ZONE: �� FLOOD MAP: I50r_> APPROVED: CONDITIONALLY APPROVED: RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS X OR MAP DEED INFORMATION: DATE OF CREATION: DEED REFERENCE: 1¢Zf VAZ ZZ 4 - LEGAL ACCESS PROVIDED: ✓ YES NO LEGAL ACCESS REQUIRED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: Ad2 Pi9G6/ 7; g%A4- W,45 -0-57-Y'-140 Z6' /N MAP INFORMATION: DATE OF RECORDING LOT 0 BOOK PAGE COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES NO . IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. -Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THEBU/LD/NG DIVISION UNLESS OTHERWISE NOTED. .L1 1. Maintain a 50 ft. building setback from centerline of road. 2. Maintain a ft.building setback from right-of-way/centerline of 3. Comply with Zoning code for building setback from road. 4. Maintain a 100 ft. leachfield setback from all existing wells, 5. Maintain a ft. leachfield setback from 6. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. X7. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. 8. Connect to a public water supply. 9. Connect to a public sewer system. 10. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. 11. Pay T.D.D. (Thermslito Drainage District) fee in the amount of $ 12. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) _ 13. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 14. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Peymerrt to be madly to the Planning Division. 15. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed.on' a permanent foundation system.which complies with the Seismic Zone 3 requirements of the Uniform Building Code. _' R 16. Deer Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board of Supervisors. X 17. Pay school impact mitigation fees. X 18. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. r _ 19. Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988 as amended. 20. -,If any cultural resources are encountered during ground disturbing activities, all work shall cease in the area of the find pending examination of the site by a professional archaeologist. Thi: p erson would'then be able to assess the site significance and suggest appropriate mitigation measures. 21. 22. 23. 24. 25. 26. 'AI010N1 IDIW4 4Nd1 3.una i0 ,Woo LO 7/96 1661 9 0 AVW "` CAWP5I\FORMS.K\3LDGPERM.CLR C13AI333H JACK & BARBARA LEWIS 820 PEARSON RD PARADISE, CA 95969 Re: B.P.#97-0887 BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 6/02/97 A.P.# 065-510=036 With reference -to the above subject, attached is: [ ] Plan Check List [ ] Red Marked Calculations ( ] Red Marked Plans ( Other Action Required: [ ] Comply With Plan Check List [ ] Resubmit Plans with Revisions As Required ( ] Return All Original Materials and Revised Plans to the Building Department ( Other Should -you have any questions, please contact this office at the address or phone number listed above. Sincerely, LINDA SEXTON PERMIT APPLICANT JACK & BARBARA LEWIS ASSESSOR PARCEL N0. 65-510-036 PERMIT NO. 97-0887 DATE 6/02/97 The above referenced building 'plans were reviewed by this office. Provide additional information and/or make appropriate revisions to plans, specifications, and calculations as follows: IT IS MY UNDERSTANDING THAT YOU NO LONGER WANT THE SECOND FLOOR STORAGE AREA IN - YOUR HOME. PLEASE REVISE YOUR PLANS AND CALCULATIONS, ELIMINATING ALL REFERENCE TO THE SECOND FLOOR. A PLAN CHECK HAS NOT BEEN COMPLETED. I If you wish to discuss any requirements, you may contact me at (916) 538-7541 between 1:0Op.m. and 4:00 p.m., Monday through Thursday. LINDA SEXTON i OfA BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: 1916) 538-7541 FAX: (916) 538-2140 5/28/97 JACK & BARBARA LEWIS 820 PEARSON RD PARADISE, CA 95969 Re: B.P. #97-0887 A.P.# 065-510-036 With reference to the above subject, attached is: [ ] Plan Check List [ ] Red Marked Calculations [ ] Red Marked Plans [x ] Other Action Required: [ ] Comply with Plan Check List [ ] Resubmit Plans with Revisions As Required [ ] Return All Original Materials and Revised Plans to the Building Department [x ] Other Should you have any questions, please contact this office at the address or phone number listed above. Sincerely, LINDA SEXTON "PERMIT APPLICANT JACK & BARBARA LEWIS ASSESSOR PARCEL NO. 065-510-036 PERMIT N0. 97-088 7 DATE 5/28/97 The above referenced building plans were reviewed by this office. Provide additional information and/or make appropriate revisions to plans, specifications, and calculations as follows: 1. IF YOU ARE USING STORAGE ABOVE THE GARAGE, PLEASE REVISE CALCS FOR 125 P.S.F. FLOOR LOAD FOR STORAGE. ALSO SHOW HOW YOU WILL ACHIEVE A 1 HOUR SEPARATION BETWEEN THE GARAGE AND HOUSE AND STORAGE. 2. z GT-3:SI-NG--`rHE-STORAGE, REVISE PLANS TO REFLECT A SINGLE STORY GARAGE - NO STAIRWAY, NO FLOOR ETC., REVISE CALCS SO THEY DO NOT REFER TO 2ND FLOOR. A PLAN CHECK HAS NOT BEEN COMPLETED PENDING THE ABOVE. If you wish to discuss any requirements, you may contact me at (916) 538-7541 between 1:00p.m. and 4:00 p.m., Monday through Thursday. LINDA SEXTON n 065-510-036 PERMIT#9Z-1630` LEWIS,.Jack &I -Barbara -.- 14489 Coutelenc, Magalia, Temp Ele for Lot-kDevelopment 1 F OFFICE COPY Address • { ". .fit �Y � � �... r 1, LGAS �. Meter By -;Date- ELECTRIC DateELECTRIC i\ Meter By Date ` t �;. 17 COUNTY OF BUTTE -DEPARTMENT OFDEVELOP.MENTSERVICES-BUILDINGDIVIS ON 7 County Center Drive - Oroville, California *65965 - Telephone (916) 538-7�541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT ./ Q7- 14n30 ASSESSOR PARCEL NUMBER 06510--036 ZONING v5 BUILbING PERMIT OWNER JACK & BARBARA MIS TE`©7,!,9265 SO. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS e20 PEARSON RD, PARADISE CONTRACTOR'S NAME L' �,� ER iJ1 TELEPHONE CONTRACTOR'S MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENS E NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS .. Plan Checking Fee $ BUILDING ADDRESS '` (jn ;;,�_ �. Energy Plan Checking Fee $ PERMIT FEE $ LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other POWER POLE SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK v New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ _ Describe Work: T114P POWER POLE FOR CONSTRUCTION RES B.P.#0$$7 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service 2o0A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license ' in full forre acid effect.I License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contract rs License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 46.00 W:oLINo OCU000A NEW CONST. DWELLING OCCUP. SO OR ADDNS. ( 8 ACC. S.3.5¢x. NON gEOSIpT' MULTI -OUTLET 97.50 POWER APPARATUS b SINGLE OUTLET CIR. 20 ® 1.00 Ex. OCCUP. OUTLET OR FUTURES BAL @ .50 PPLNS Ex. Occup. ourtEETs RES D.OEA 5.00 Temporary Service 23.00 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 43.00 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE S Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation ovisions of section 3700 of the Labor Code, I shall forthwith comply"with t se provisions. y X ��` _ ce.✓` Date �7 7'� _ Signatur fof Applicant - b Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of stidctures over 3 stories in height. Mobile Home Installation Fee Is Energy Inspection Fee Is occ CONST. TYPE TOTAL FEE $ 43.00 HAZ. p -FEES IMP I FLOOD I CDF PARCEL I PD I HD ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By A:— - Date .� p c 0 PERMIT EXPIRES ON rl / Date Receipt No. LzZ 5 % WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES -BUILDI NG 7 County Center Drive - Oroville, C�aliforrma 95965 - Telephone (916) 5PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 065-510-036 ZONING rIM5 BUIL ING PERMIT OWNER JACK & BARBARA LEWIS TEL�/2�0{YE-9265 / SO. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS 820 PEARSON RD, PARADISE CONTRACTOR'S NAME OWNER TELEPHONE ' CONTRACTOR'S MAILING ADDRESS CONSTRUCTION LENDER Fireplace 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 $ BUILDINGADDRESS Q� Energy Plan Checking Fee $ $ PERMIT FEE S LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other _ POWER POT.F SPECIFY Each Trap 7.00 Solar or heat'pump water heater 2 3. 00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities 1] Installation ❑ Other ❑ Describe Work: TEMP POWER POLE FOR CONSTRUCTION RE: B.P.#0887 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I s I G I W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that 1 am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license ' in full force and effect. License Class Lic. No. / / �� OWNER -BUILDER DECL Rr ANION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A To 1000A 46.00NEW CONST. DWELLING OCCUP. SO OR ADDNS. ( & ACC. BIDS. 3.5¢FT; r",o RES D.TMULCTI.00UTLET 97,50 POWER APPARATUS 8 SINGLE OUTLET CIR. OUTLET OR FXTURES 20 Q 1'00 Ex. Occup. BAL @ .50 Ex. Occup. our IF. A S=.oEEA 5.00 Temporary Service 23.00 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S 43.00 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling - Hood 6.50 Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation ovisions of section 3700 of the Labor Code, I shall forthwith com t se provisions. X Date�� _ Signature f Appli ' t - Owner ❑ Contractor ❑ Agent An OS permit is required for excavations over 60" deep and demolition or construction of St tures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ nn HAZ. D. FEES IMP FLOOD COF PARCEL P- HD ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON &/qj Date ReceiptNo.2-22—, TZ WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT RECE711VED BUTTE COUNTY . _ BUILDING DIVISI6N a oad VJ60W/ CCA.(+Jred SfOV?e Vehe4-- (-3 , 0 P►as� sc���-vk g, p lad Z's, t_ 21,E OIX 20, 0 P-(] C� 3.0 P 1-S vvk.sc, d. S o PAF ) 2� 0-7 sc. /3,o I).u- 3 v, v ll'.r7 L �, 0 P J 7. TL- i 4-1 �l I. W � = (2,'►s�Z � 0`� �) f �2.5-J%Z {- f � S) � � � 0 = . Co g � �� S,fz p- L4 I SSBM 6 9:03 PM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 4/ 7/97 ------------------------------------------------------------------------ Description >> H-1 ---------------------------------GENERAL-------------------------------- Span (L) > 8.250 feet Repetetive ? > N Reduce shear for ba depth > N Laterally supported (Y/N) > Y lu > ,000 feet le > .000 feet Slenderness factor Cs > ,000 Ck > 22.210 --------------------------------ACTIONS-------------------------------- Uniform dead load > .453 kips/ft 40 % TL Uniform live load > .683 kips/ft 60 � TL Uniform total load > 1.136 kips/ft End reactions DL > 1.869 kips LL > 2.817 kips TL > 4.686 kips Design loads Total load moment (M) > 9.665 ft -kips Total load shear (V) > 4.686 kips --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fcl Fc, E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > 376 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > .1-000 Apply to FeL Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 Adjustment for lateral support > 1.000 Adjusted values Species Grade . Fb Ft Fv Fcl F0 E DFGL 24F -V4 2341 1150 165 650 1650 1800000 --------------------------------BEAM DATA ------------------ ------------- Member width > 3.125 inches Member depth > 15.000 'inches Required Actual Comment S (in -3) > 49.537 117.188 <ok> A (in -2) > 42.600 46,8.75 <ok> I (in -4) > 878.906 ------------------------------DEFLECTIONS------------------------------- Total load deflection > .075 inches L/ 1323 <OK> Live load deflection > .045 inches L/ 2200 <OK> Dead load deflection > .030 inches Minimum camber (glu-lams) > .045 inches <1.5*DL deflection> Standard 20001 camber > .051 inches --------------------------CHECK MIN. BRG. AREA -------------------------- Minimum area > 7.209 in -2 Minimum length > 2.307 inches, Assuming full width bearing w 2 r � � i � z � Z , 2 3 � � � I v 6 l0 W�v►� c.ac, . v� o� r I r �'I, y . W. a,\ -2 (oxlOO ISI (,N1� r-u}p. 10. IS, 1-- 0 1 (S-,)(. VGG-4 = 3-3Z�� .17- 1,3 � 1 t26 X17 e -t My.Y, = x{,12- ■ � Z fol -L Z,6-7),0t{cf 0ZS= I, 0O Pl1w.aY, 9,321K vw,ax= y,00,— (.o C�- -rn-(wkwneVS Z X G Tt, to,)/- lot w dlA, '- • 01('Fs Oy0 kSf -t y, 1,x (2 d�- (4- v C -f I � "O-`- se.Q. p 7 9 113 MAXSPAN2 12:47 PM ------------------------------------------------------------------------ Rev 9-28-93 Wood joists - span capacity 4/ 7/97 Description >>Attic floor joists ------------LOADING DATA-----------I------------GENERAL DATA ------------ Dead load > .011 ksf JLoad duration factor > 1.000 Live load > .040 ksf Joist spacing > 16.000 inches Total load > .051 ksf IRepetitive (Y/N)?> Y Tributary load > .068 klf ----------------------------------- Concentrated load> .000 kips Eq uniform load > .000 klf ---------------------------SECTION PROPERTIEb --------------------------- Member thickness > 1.500 inches Member width > 11.250 inches Section modulus > 31.641 in -3 Area > 16.875 in -2 Moment of inertia > 177.979 in -4 --------------------------LUMBER DESIGN VALUES---------------------- --- Base values Species Grade Fb Ft. Fv Fc1 Fc2 E DFL X02 875 575 95 625 1300 1600000 Size factor Cf > 1.000 (APPLY TO Fb) 6LL > .663 inches Size factor Cf > 1.000 (APPLY TO Ft) Check uniform DL additive with concentrated Size factor Cf > Y > 1.000 (APPLY TO Fcl) Check stresses due to concentrated loading.... Repetitive member factor Cr > 1.150 > .000 kips Adjusted values > .000 kips V cap of joist > 1.069 Species Grade Fb Ft Fv FCL Fc] E DFL NO2 1006 575 95 625 1300 1600000 -----------------------------MAXIMUM SPANS ------------------------------ Max. span as limited by: Bending > 17.668 feet Shear > 31.434 feet Total load deflection (L/240) > 21.034 feet. 6TL > 1.052 inches Live load deflection (L/360) > 19.918 feet 6LL > .663 inches -------------------------CONCENTRATED LOAD CHECK ------------- Check uniform DL additive with concentrated load? > Y Max span as limited by concentrated loading > .000 feet Check stresses due to concentrated loading.... V uniform DL > .000 kips V concentrated load. > .000 kips V cap of joist > 1.069 kips % of allowable > .000 M uniform DL > .000 ft -kips M mag with load at midspan > .000 ft -kips M cap of joist > 2.653 ft -kips % of allowable > .000 ---Deflection--- Uniform DL deflection > .000 inches Concentrated load deflection > .000 inches Total load deflection > .000 in. <ok> <ok> L/ 0 I f;D /6fi 7- - o Z o = , I Go'�i •Slog gee,/'- If _ w T1 L VJ � I -Z, 0 � � 4- Cz S',SX,-S4--4, ol-) + 0 2 o = . 4R391 q(z,0Ho) f CS60�j�!' 1l SSBM 6 12:51 ?M ----------- Ruv 0-11-01 CTMDT.F CDAV RRAM - IINTFnRM f.nIn d/ 7107 ila�rrintinn » FR. -1 ----- -r-- ---------------------------------CRNFRAT.----------------- =------------=- Cnar.0.1 ) 71 inn fast Aonatotivo 7 > N r-- 1 - enC Rodnro choar frr hm denth >. }r f.atorally ennnnrtad IV/U1 ) V 11a > nnn fact la > nnn foot Clo-nAcrn_ace fnrtnr rc N nnn. ryfr ) .72,71A ----------------------- '-------- ArTT_nNC--------------------------------- flniffnrm Aaad lnad > 1fA kinc/ft 24 fin ifnrm Iiva lnad > UA Vine/ft 76 4 TT. Ilnifnrm total lnad > AM Linc/ft End reactions nf. ,..1 77n Vine T.1. ) F ARI Vinc TT > 7 7n3 Vinc nacip loads ...... Tnf;il lnad moment IM) > 38 713 ft -Vine -rV Tntal lnad shear fill ) 7 MI Vine -------- 1.IIMRF.R T1RMV VALUES --------------------------- RAca aalnac Cnarioc Prada ph Ft Fy Fri Fri F. -r - nFrT. 24F_1►4 7dnn �15n 1 hS r,.5n 165n MAW AW Cita fartnr frf> 0,55 Annly to Ah --rr-�• Ciro factor Cf' > t,nnn Apply to Ft Ci7.e fartnr rf > 1 nnn Annly. to FrIL az-1. Qenetitiva member factor Cr > 1 nnn T.n2d dnratinn fartnr rA > l nnn. r� Adinctmant for lateral support > 1 nnn ..s-..'-..- . - . Adineted.yalnec Snoring made Rh Ft Fp Frl Frll F. -r-- -- DFCL .74F -V4 2204 1150 165 6.50 165n tAnnOnn ------------------=-------------REAM nATA---=----------------=-'-----::_ Memhor Width > 5 17; !_ELM Member. depth > 18.000 'inches Required- Actual Comment S (i2-3) > 202.48.7 2.76.750 <ok> A (in'2) > 65.471 92.250 <ok> L (in -4) > 2490.750. ------------------------------DEFLECTIONS------------------------------- Total load deflection ) .718 inches L/ 359 <OK> Live load deflection > .547 inches L/ 472 <OK> Dead load deflection ) .172 inches Minimum camber (glu-lams) ) .257 inches <1.5#DL deflection) Standard 2000'R camber > .347 inches --------------------------CHECK MIN. BRG. AREA -------------------------- Minimum area ) 11.081 in -2. Minimum length > 2.162 inches Assuming full width bearing SSBM 612:52 PM Rev 9-13-9 SIMPLE SPAN BEAM - UNIFORM LOAD 4/ 7/97 Description > FB -2 ------- ------------ ------------GENERAL--------------------------- ---- Span (L) > 9.000 feet Repetetive ? > N Reduce shear for bm dept N Laterally supported (Y/N) > Y lu > 000 feet le > 0 'feet Slenderness factor Cs > .00 Ck > 22.210 --------------------------------ACTION -------------------------------- Uniform dead load > .493 kips 45 % TL Uniform live load > .608 kips/ft 55 % TL Uniform total load > 1.101 kips/ft End reactions ........................... DL > 2.219 kips LL > 2.736 kips TL > 4.955 kips Design loads ............................ Total load moment (M) > 11.148 ft -kips Total load shear (V) > 4.955 kips --------------------------LUMBER DESIGN VALUES ------------------ ------- Base values Species Grade Fb Ft FV Fc1 F0 DFGL 24F -V4 2400 1150 165 650 1650 180000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fcl Repetitive member factor Cr > 1.000 Load duration factor Cd > 1.000 1 Adjustment for lateral support > 1.000 Adjusted values Species Grade Fb Ft Fv Fc.L Fc8 E DFGL 24F -V4 2400 1150 165 650 1650 1800000 --------------------------------BEAM DATA ------------------------------- Member width > 5.125 inches Member depth > 10.500 inches . Required Actual Comment S (in -3) > 55.738 94.172. <ok> A (in"2) > 45.041 53.813 <ok> I (in'4) > 494.402. ------------------------------DEFLECTIONS------------------------------- Total load deflection > .183 inches L/ 591 <OR> Live load deflection > .101 inches L/ 1071 <OK> Dead load deflection > .082 inches Minimum camber (glu-lams) > .123 inches <1.5*DL deflection) Standard 2000'R camber > .061 inches --------------------------CHECK MIN. BRG. AREA -------------------------- Minimum area > 7.622 in'2 Minimum length > 1.487 inches Assuming full width bearing �Z -3 uJ i z 0 to Z,1S rfA m 6 = , 63 t� ZK I L Gc � � o k R�&� 33 WTL,, Z5/2-(0gq)-F 7C.o()t .0Z .- ,.6`fS�!' GB —3 P1� t� n1m�iX: 3s,��i S,IZSx t5 aqr c 37,50 /0 v ",6 Q -vYG L (� IT - 716%7 T 7/6%7 tV, 14,(0L) /'.4-1oISTS osnLl Z, � a- z C,// °r (s MAXSPAN2 8:11 PM ------------------------------------------------------------------------ Rev 9-28-93 Wood joists - span capacity 4/ 7/97 Description >>Typical first floor joists ------------LOADING DATA---------- I ------------GENERAL DATA ------------ Dead load > .011 ksf ILoad duration factor > 1.000 Live load > .040 ksf Moist spacing > 16.000 inches Total load > .051 ksf IRe_petitive IY/N)?> Y Tributary load > .068 klf I ----------------------------------- I Concentrated load> .000 kips I Ea uniform load > .000 klf i ---------------------------SECTION PROPERTIES --------------------------- Member thickness > 1.500 inches Member width > 5.500 inches Section modulus > 1.563 in "3 Area > 8.250 in"2 Moment of inertia > 20.797 in"4 --------------------------LUMBER DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fcl FcU E DFL NO2 875 575 95 625 1300 1600000 Size factor Cf > 1.300 (APPLY TO Fb) Size factor Cf > 1.300 (APPLY TO Ft) Size factor Cf > 1.100 (APPLY TO Fc T) Repetitive member factor Cr > 1.150 Adjusted values Species Grade Fb Ft Fv Fcl Fcll E DFL NO2 1308 748 95 625 1430 1600000 -----------------------------MAXIMUM SPANS ------------------------------ Max. ------------------- ---- --- Mas. span as limited by; Bending > 9.848 feet Shear > 15.368 feet Total load deflection (L/240) > 10.283 feet 6TL > .514 inches Live load deflection (L/3601 > 9.738 feet RL > .324 inches -------------------------CONCENTRATED LOAD CHECK ------------------------ Check ------------------ -- - Check uniform DL additive with concentrated load? > Y Max span as limited by concentrated loading > .000 feet Check stresses due to concentrated loading.... V uniform DL > .000 kips V concentrated load > .000 kips V cap of joist > .523 kips <ok> % of allowable > .000 M uniform DL. > .000 ft -kips M max with load at midspan > .000 ft -kips M cap of joist > .824 ft -kips <ok> % of allowable > .000 ---Deflection- Uniform DL deflection > .000 inches Concentrated load deflection > .000 inches Total load deflection > .000 in. L/ 0 File >GIRDER 8:11 PM V 7197 ------------------------------------------------------------------------ Rev 6-22-95 Tvoical floor girder Description >>Tvoical floor girder ------------------------------General data ---------------------------- w uniform > .423 kips/ft ~ Support spacing > 7.000 feet Soil bra_. can. > 1.500 ksf Try > 3.500 in. s 7.250. in. airder --------------------------Lumber desia_n values -------------------------- Base values Species Grade Fb Ft Fv Fc.L Fcj E DFL NO2 875 575 95 625 1300 1600000 Member width > 3.500 inches Member death .> 7.250 inches Repetitive (y/n)? > a Size factor Cf (apply to Fb) > 1.300 Size factor Cf (apply to Ft) > 1.200 Size factor Cf (apply to FcT) > 1.050 Repetitive member factor Cr > 1.000 Adiusted values Species Grade Fb Ft Fv Fc! FO E DFL X02 1137.500 690.000 95.000 625.000 1365.000 1600000 --------------------------------- Summary ------------------------_______. S rea > 27.332 in'3 S > 30.661 W3 tok> A req > 23.376 in'2 A > 25.375 in'2 <ok> I > 111.148 in'4 Total load deflection > .128 inches <ok> -----�_inas-------------------------------- Reactiaa. 2.951 kips Footing size > 17.683 inches souare 12.000 inches deep ,� P= N fr -z F 1S- P- 3K W = ss pvv�1T 3 Sze f - ( fl R _ I� F� $ .PCAEI /91, zr SZ,-- /�- ?iL , �p•Z3z Z3 Vv PT FTG2 1 8:18 PM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 4/ 7/47 Description >>F -1 -------------Load data-------------I--------------Soil data ------------- P .) 4.960 kips ISoil brg capacity.) 1.500 ksf Uniform load > .551 kips/ft Live load $ > 80.000 --------------Concrete-------------I ----------Reinforcing steel --------- F'c > 2.500 ksi IFy > 40.000 ksi m > 18.824 0 > .900 ----------------------=-------Footing datam ------------------------------ Footing size > 2.250 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .759 kips Total P axial > 6.959 kips Total bearing pressure > 1.375 ksf. <ok> Net bearing pressure > 1.225 ksf Factored.bearing pressure > 2.008 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal. tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.577 kips Vn=Vc=2(F'c.)-:5*bw*d_ > 21-:600 kips Vn > 19.440 kips Diagonal tension: - factored. loads - two way action. <ok> Vu=(P net)*(effective area) > 9.275 kips Vn=Vc=4(F'c)".5*bo*d- >- 51:200 kips Q Vn > 46.080 kips ------------------------- Footing,reinforcement--------------------- --- Mu=(P net)*bl-2/2 > 1.271 ft-kips/ft Required Rn=(Mu/O)bd-2 > 22.065 psi Required p (bending moment) > ,0006 Required As (bending moment) > .053 is-2/ft = .120 in -2 Min. required p UBC 2610(f) > .0007 33% increase applied Min. requited As UBC 2610(,f) > 071 in"2/ft = .159 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement --I 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w.. PT FTG2 8:19 PM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 4/ 7/97 Description >>F -2 -------------Load data ------------- I -------------- Soil data ------------- P > 7.330 kips (Soil brg capacity> 1.500 ksf Uniform load > .551 kips/ft I Live load % > 80.000 1 --------------Concrete-------------I----------Reinforcing steel --------- Vc > 2.500 ksi IFy > 40.000 ksi m > 18.824 I 0 > .900 I ------------------------------Footing data ------------------------------ Footing size > 2.750 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.134 kips Total P axial > 9.980 kips Total bearing pressure > 1.320 ksf <ok> Net bearing pressure > 1.170 ksf Factored bearing pressure > 1.918 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension factored loads - one way action <ok> Vu=(P net)*(effective area) > 5.495 kips Vn=Vc=2(F'c)-.5*bw*d > 26.400 kips $ Vn > 23.760 kips Diagonal tension - factored loads - two wap action <ok> Vu=(P net)*(effective area) > 13.654 kips Vn=Vc=4(F'c)'.5*bo*d > 51.200 kips � Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu:(P net)*bl-2/2 > 1.813 ft-kips/ft Required Rn=(Mu/fl bd-2 > 31.480 psi Required p (bending moment) > ,0008 Required As (bending moment) > .076 in-2/ft = .209 in -2 Min. required p UBC 2610(f) > ,0011 33% increase applied Min. required As UBC 2610(f) > ..101 in-2/ft = .278 in'2 Minimum reinforcement as governed by: ---Minimum reinforcement --I. 2 No. 4 bars e.w. I 1 No. 5 bars e.w. I 1 No. 6 bars e.w. I 1 No. 7 bars e.w. I 2° PT FTG2 8:19 PM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 4/ 7/91 Description ))F-3 -------------Load data-------------I -- ------------Soil data ------------- P > 7.200 kips ISoil brg capacity> 1.500 ksf Uniform load > .000 kips/ft Live load % > 80.000 --------------Concrete-----------------------Reinforcing steel-------- F'c > 2.500 ksi (Fy > 40.000 ksi m > 18.824 $ > .900 ------------------------------Footing data ------------------------------ Footing size > 2.500 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing. weight > .938 kips Total P axial > 8.138 kips Total bearing pressure > 1.302 ksf <ok> Net bearing pressure > 1.152 ksf Factored bearing pressure > 1.889 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 4.330 kips Vn=Vc=2(F'c)-.5*bw*d > 24.000 kips Va > 21.600 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 10,968 kips Vn=Vc=4(F'c)'.5*bo*d > 51.200 kips Vn > 46.080 kips --------------- ------Footing reinforcement -------------------------- Mu:(P net)*bl-2/2 > 1,476 ft-kips/ft Required Rn:(Mu/o)bd-2 > 25.625 psi Required p (bending moment) > .0006 Required As (bending moment) > .062 in'2/ft = .155 in -2 Min. required p UBC 2610(f) > .0009 33% increase applied Min. required As. UBC 2610(f) > .082 in-2/ft = .206 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement --I 2 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. I PT FTG2 8:21 PM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 4/ 7/97 Description W-4 -------------Load data------------- I ---=----------Soil data ------------- P > 7.220 kips ISoil brg capacity> 1.500 ksf Uniform load > .655 kips/ft I Live load % > 80.000 1 --------------Concrete-------------I-- ----- --Reinforcing steel--------- V c > 2.500 ksi IFy > 40.000 ksi m > 18.824 > .900 I ------------------------------Footing data ------------------------------ Footing size > 2.670 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.069 kips Total P axial > 10.038 kips Total bearing pressure > 1.408 ksf <ok> Net bearing pressure > 1.258 ksf Factored bearing pressure > 2.063 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads one way action <ok> Vu=(P net)*(effective area) > 5.518 kips Vn=Vc=2(F'c)-.5*bw*d > 25.632. kips 6 Vn > 23.069 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 13.792 kips Vn=Vc=4(F'c)".5*bo*d. > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing. reinforcement -------------------------- Mu=(P net)*bl-2/2 > 1.839 ft-kips/ft Required Rn=(Mu/m)bd-2 > 31.920 psi Required p (bending moment) > .0008 Required As (bending moment) > .077 in-2/ft = .206 in"2. Min. required p UBC 2610(f) > .0011 33% increase applied Min. required As UBC 2610(f) > .103 in:-2/ft = .274 in'2. Minimum reinforcement as governed by: ---Minimum reinforcement --I 2 No. 4 bars e.w. 1 No.. 5 bars e.w.. I 1 No. 6 bars e.w. I 1 No. 7 bars e.w. I ZZ PT FTG2 9:09 PM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 4/ 7/97 ------------------------------------------------------------------------ Description >>F -5 -------------Load data-------------I--------------Soil data ------------- P > 10.520 kips (Soil brg capacity> 1.500 ksf Uniform load > .000 kips/ft I Live load % > 80.000 1 --------------Concrete-------------I----------Reinforcing steel --------- F' c > 2.500 ksi I Fy > 40.000 ksi M > 18.824 > .900 I ------------------------------Footing data ------------------------------ Footing size > 2.830 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.201 kips Total P axial > 11.721 kips Total bearing pressure > 1.464 ksf <ok> Net bearing pressure > 1.314 ksf Factored bearing pressure > 2.154 ksf (1.1*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 6.594 kips Vn=Vc=2(F'c)-.5*bw*d > 27.168 kips $ Vn > 24.451 kips Diagonal tension - factored loads.- two way action <ok> Vu=(P net)*(effective area) > 16.295 kips Vn=Vc=4(F'c)-.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl'2/2 > 2.157 ft-kips/ft Required. Rn=(Mu/f)bd-2 > 37.441 psi Required p (bending moment) ) .0009 Required As (bending. moment) > .091 in"2/ft = .257 in'2 Min. required p UBC 2610(f) > .0013 33% increase applied Min. required As UBC 2610(f) > .121 in-2/ft = .341 in"2 Minimum reinforcement as governed by: ---Minimum reinforcement --I 2 No. 4 bars e.w. I 2 No. 5 bars e.w. 1 No. 6 bars e.w. 1 1 No. 7 bars e.w. V� PT FTG2 9:08 PM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 4/ 7/47 ------------------------------------------------------------------------ Description >)F-6 -------------Load data-------------I--------------Soil data------------- P > 4.690 kips ISoil brg capacity> 1.500 ksf Uniform load > .570 kips/ft Live load % > 80.000 1 --------------Concrete-------------I ----------Reinforcing steel --------- FIC > 2.500 ksi IFY > 40.000 ksi m > 18.824 0 > .900 ---------------------------- Footing size > Footing thickness (t) > Distance to reinf. (d) > Footing weight > Total P axial > Total bearing pressure > Net bearing pressure > Factored bearing pressure > Footing data ------------------------------ 2.250 feet 12.000 inches <ok> 8.000 inches .759 kips 6.732 kips 1.330 ksf <ok> 1.180 ksf 1.935 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension.- factored. loads - one way action <ok> Vu=(P aet)*(effective area.) > 3,446 kips Vn=Vc=2.(F'c)-..6hwd > 21..6QQ kips 0 Vu. > 19'.440. kips Diagonal tensioo_ factored Loads - two. way artion. coke Vu,=(P vt).*(Pffartiva_ area). > 8.>93A kips Va=Vc-4(,.F'c)-_5hari ) 51.>7Q(I k_ins. Vu. ) 4h'Q80. kip& ------------------------- Foo,UtT.rpinf_arrPMRAt------- --- Mai=(P nP_Q*h1-2/7. > 1,7.24 ft-kinslft k%'1ired_ R.n_: (.W-kjbd.-7, > V-1-56. p&L R.emt re. p (Qend.tag monnt). > .QM Required k (h_ending moment) > .051 in-2/ft = .115 in -2 Min. required p UBC 2610(f) > .0007 33% increase applied Min. required As. UBC 2610(f) > .068- in-2/ft = .153 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement --I 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. PT_FTG2 1:27 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 7/ 1/97 Description >>F -7 -------------Load data-------------I--------------Soil data ------------- P > 10.500 kips ISoil brg capacity> 1.500 ksf Uniform load > .696 kips/ft Live load % > 80.000 1 --------------Concrete-------------I ----------Reinforcing steel --------- F'c > 2.500 ksi IFy > 40.000 ksi m > 18.824 $ > .900 ------------------------------Footing data ------------------------------ Footing size > 3.160 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > 1.498 kips Total P axial > 14.197 kips Total bearing pressure > 1.422 ksf <ok> Net bearing pressure > 1.272 ksf Factored bearing pressure > 2.086 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 8.217 kips Vn=Vc=2(F'c)-.5*bw*d > 30.336 kips � Vn > 27.302 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 19.900 kips Vn=Vc=4(F'c)-.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Muz(P net)*bl'2/2 > 2.603 ft-kips/ft Required Rn=(Mu/f)bd-2 > 45.197 psi Required p (bending moment) > .0011 Required As (bending moment) > .110 in"2/ft = .347 in -2 Min. required p UBC 2610(f) > .0015 33% increase applied Min. required As UBC 2610(f) > .146 in"2/ft = .461 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement --I 3 No. 4 bars e.w. 2 No. 5 bars e.w. 2 No. 6 bars e.w. 1 No. 7 bars e.w. I Z3<< Z5,2 PT_FTG2 1:26 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 7/ 1197 ------------------------------------------------------------------------ Description >>F -8 -------------Load data-------------I--------------Soil data ------------- P > 5.520 kips ISoil brg capacity> 1.500 ksf Uniform load > .192 kips/ft Live load % > 80.000 1 --------------Concrete-------------I----------Reinforcing steel --------- F'c > 2.500 ksi IFy > 40.000 ksi M > 18.824 $ > .900 ------------------------------Footing data ------------------------------ Footing size > 2.250 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .759 kips Total P axial > 6.711 kips Total bearing pressure > 1.326 ksf <ok> Net bearing pressure > 1.176 ksf Factored bearing pressure > 1.928 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu:(P net)+(effective area) > 3.435 kips Vn:Vc:2(F'c)'.5+bw*d > 21.600 kips 0 Va > 19.440 kips Diagonal tension - factored loads - two way action <ok> Vu:(P net)+(effective area) > 8.904 kips Vn:Vc:4(F'c)'.5#bo+d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)+bl'2/2 > 1.220 ft-kips/ft Required Rn=(Mu/o)bd'2 > 21.183 psi Required p (bending moment) > .0005 Required As (bending moment) > .051 in-2/ft : .115 in -2 Min. required p UBC 2610(f) > .0007 33% increase applied Min. required As UBC 2610(f) > .068 ,in-2/ft : .153 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement --I 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. PT_FTG2 1:26 AM ------------------------------------------------------------------------ Rev 9-30-93 Point footing 1 7/ 1/97 Description >>F -9 -------------Load data-------------I--------------Soil data ------------- P > 4.720 kips ISoil brg capacity> 1.500 ksf Uniform load > .647 kips/ft Live load % > 80.000 1 --------------Concrete-------------I----------Reinforcing steel --------- F'c > 2.500 ksi IFy > 40.000 ksi m >- 18.824 0 > .900 ------------------------------Footing data ------------------------------ Footing size > 2.250 feet Footing thickness (t) > 12.000 inches <ok> Distance to reinf. (d) > 8.000 inches Footing weight > .759 .kips Total P axial > 6.935 kips Total bearing pressure > 1.370 ksf <ok> Net bearing pressure > 1.220 ksf Factored bearing pressure > 2.001 ksf (1.7*LL+1.4*DL) ----------------------------Footing stresses ---------------------------- Diagonal tension - factored loads - one way action <ok> Vu=(P net)*(effective area) > 3.564 kips Vn=Vc=2(F'c)-.5*bw*d > 21.600 kips 0 Vn > 19.440 kips Diagonal tension - factored loads - two way action <ok> Vu=(P net)*(effective area) > 9.239 kips Vn=Vc=4(F'c)-.5*bo*d > 51.200 kips 0 Vn > 46.080 kips -------------------------Footing reinforcement -------------------------- Mu=(P net)*bl-2/2 > 1.266 ft-kips/ft Required Rn=(Mu/o)bd-2 > 21.980 psi Required p (bending moment) > .0006 Required As (bending moment) > .053 in-2/ft = .119 in -2 Min. required p UBC 2610(f) > .0007 33% increase applied Min. required As UBC 2610(f) > .071 in-2/ft = .159 in -2 Minimum reinforcement as governed by: ---Minimum reinforcement --I 1 No. 4 bars e.w. 1 No. 5 bars e.w. 1 No. 6 bars e.w. 1 No. 7 bars e.w. ' ~\ xp , 3,\ _ . [ / | .� 0« _- _ I- Lei I 3.1 Pi A t� ��2 File >LATDATA3 3:28 PM 4/ 7/97 Rev 8-8-95 Rind pressures on strictures Dogrriptinn ))f.owic residence Rv_nnenre p - Tmportance fact4I > 1 00 Basic ,wind speed ) 80.00 mph ss > 16.,40 psf Roof pitch > 6.00 in 12 9 > 26.57 degrees P R I M A R Y F R A M E S A N D S Y S T E M S Direction Ht. <0'-15'> <20'> <25'> <30'> <40'> Assembly description Ce .62 .67 .72 .76 .84 Cg W A L L S Windward walls .80 .0081 .0088 .0094 .0100 .0110 Inward Leeward walls .50 .0051 .0055 .0059 .0062 .0069 Outward Total wall .0132 .0143 .0154 .0162 .0179 ROOF Rind perpendicular to ridge Leeward or flat roof .70 .0071 .0077 .0083 .0087 .0096 Outward Windward roof Slope 2:12 to less than 9:12 .90 .0092 .0099 .0106 .0112 .0124 Outward or Slope 2:12 to less than 9:12 .30 .0031 .0031 .0035 .0037 .0041 Inward Roof total .0102 .0107 .0118 .0125 .0138 1 Wind parallel to ridge and flat roofs .70 .0071 .0077 .0083 .0087 .0096 Outward * * t ELEMERTS AND COMPONENTS WALL All structures 1.20 .0122 .0132 .0142 .0150 .0165 Inward Enclosed structures 1.20 .0122 .0132 .0142 .0150 .0165 Outward Open structures 1.60 .0163 .0176 .0189 .0199 .0220 Outward Parapets 1.30 .0132 .0143 .0154 .0162 .0179 Inward/outward ROOF Enclosed structures Slope less than 9:12 1.10 .0112 .0121 .0130 .0137 .0152 Outward Open structures Slope less than 4:12 1.60 .0163 .0176 .0189 .0199 .0220 Outward LOCAL AREAS AT DISCONTINUITIES t Wall corners. 2.00 .0203 .0220 .0236 .0249 .0276 Outward Canopies or overhangs at eavesor rakes 2.80 .0285 .0308 .0331 .0349 .0386 Upward. Roof ridges at ends of buildings or eaves and roof edges at building corners 3..00 .0305 .0330 .0354 .0374 .0413 Upward Eaves or rakes without overhangs away from building corners and ridges away from ends of building 2.00 .0203 . .0220 .0236 .0249 .0276 Upward �12h� � wind e�S r/w ec r wti tN' Ivy i B A vS ,VJ 09 ss -'s i (,0107)= A 2�j w� �2, w 3 1'7 WI = S,ZS(- o /v7) = , o,S6 W Z, = 2-4-S,0('13 f r3 o to -7) w3 = S-) 0143-r 9,-7S-(, 0 10 +,S�.ou 1/'7,5-(poyq, A 2�j dj2pti ® w,P-1 d eAf I- wes t d1�1 �3 w I' -.;;- cqt--L+,S) 01L(3 L)6q.r-/ " 6W W3 = �i�,r� ,Dig/�i Lf �010�) =,10� i w`�= 5),o 4.3 (G,3V(.0,07)% ,2t1Kf' �,e jm e o r. Dl(2��► 5e6vKf G T"/WeJT vj r -30.IS- I ' S IVS - . ®l ZLZ , 0 f �_ ^_ LAI 3 [76, 0 (Y) '61-2, CZ), @4C7),Of pis ,oly C X03) - •�31 �" tp3 = 2 ($/z) . of y + .oT)gj,ro3 31 ?el Gras ln/2J7- - crlo w� ZS,S w�l Ii Z 2s,S 3z File >SHEARW 7:59 PM 4/ 7/97 ------------------------------------------------------------------------ Rev. 7-20-95 Shearwall schedule ------------------------------------------------------------------------ Description >> ------------------------------------------------------------------------ Mark Description HF DF 1 3/8" cdg plywood with 8d nails .216 .264 at 6", 12" o.c. 2 3/8" cdg plywood with 8d nails .315 .384 at 41, 12" o.c. 3 3/8" cdg plywood with 8d nails .403 .492 at 3',-12' o.c. V �= Z,S9'` �O= /C Z� Z,f 9 Zt� � 6 N 2S S�/� 4ca(7(K S0 J o A-3p� Vo O'C. 3� COLLCTR2 5:25 PM 4/ 7/91 ---------------------- ------------------------------------------------- Rev 2-13-94 Collector design --------------------------- -------------------------------------------- Description > Line 3 ---------------------------------S V1 V2 Length subject to V1 Diaphragm shear due to V1 Length subject to V2 Diaphragm shear due to V2 Shear per foot - shearwalls (v) Segment W/O Wall Opnq. 14.250 w 14.250 12.000 o 12.000 12.000 o 12.000 5.000 0 5.000 11AR1-------------------------------- > .590 kips > kips > 43.2 feet > .060 ' s/ft > fee > kips/ > .182 kips/ft Shearwall v> V1 V2 Fo e p .00 p 1.737 p 1.018 Y 299 i6 Shearwall stability summary Shearwall summary rev, I.9 Check sheartuall overturning Wall dl Sf fl15 : ksf Roof dl Qom' „'. ksf Floor dl OOtt ksf Design controlled by Seismic Reduction factor for dead load R.1 0.85 7/1/971:59 Page 1 Shearwall stability summary 3y -ti Wall line analysis Shearwall surnrnary re,,.i.o Project: Lewis residence Level Lower Line 3OOQ Total wall length 14.250 feet Shearwall v 0.310 kips/ft Framing DPI Use SW Sill nailing - (Where applicable) 16d good for 0.154 = 0.496 feet 0.310 7/1/971:59 P 4.420 kips v cap 0.384 kips/ft Ok! kips/each 16d nails at 5 V, inches ox. at SW Anchor bolts - (Where applicable) 1/2" dia. good for E}82D€"<' kips/each 0.820 = 2.644 feet 0 0.310 1/2" dia at inches o.c. at SW A35 connectors at blocking/rim joist to top plate A35 good for 0.450 kips/each Length of attachment "€'2550<€ et v 0.167 kips/jig A35 at 32 - inches o.c. at top plate A35 connectors at rim joist to mudsilVcripple wall y plate - (Where applicable) v 0.310 kips/ft A35 at 17inches o.c. at sill Page 1 line geometry Shearwall summary 3,,, i,o Line 3.GW 7/-1 /97'1:59 VI v1 V2 u2 V3 0 V4 u4 Segment Uesc. Waii Ownino 14 4 a O_(if,9 i r--- 14.25 8.00 w I o 14.25 I 0.00 0.00 I 8.00 y I Y l I I I I I i I I I I I I I 0.000 I 3.432 4.00 0 0.00 4.00 v 2.877 12.00 0 0.00 12.00 y 2.600 2.50 o 0.0025.5o y 1.768 0.00 0.00 0.000 i 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 I 0.00 I 0.00 I I I I 1 ' I I I I I I 0.000 I 0.000 0.00 0.00 o.000 0.00 0.00 0.000 0.00 o.o0 0.000 0.00 O.v"v u^.000 0.00 1 0.00 0.000 0.000.00 0.000 I I 0.00 I 0.00 I .0.00 I I I I I I I 0.000 I 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 ; 0.000 0.00 c.00 c.cco 0.00 1 0.00 0.000 0.00 0.00 I I I I I I 0.000 ' I j I I 0.00 I 0.00 I 0.00 I 0.00 I i I I i I I I I I I i I I I 0.000 0.000 vcuc is"ca'uIJ I Maxirnu-m collectur jurce 16d nail good for 14.LJ I 47.JU 3.432 kips kips/each Splice 26 16d nails Page 1 1013 Stability details Shearwall summary rev.l.o 7/1/971:59 Level jtower Line 3000 v 0.310 kips/f 1 Sheanol Dead load trib. Lengths I -• 3 ,� � O > H .2 °- Holdown 14.25 ( 8.00 8.00 20.88 I 0.00 10.412 135.360 141.863 14.2501 -0.02 1 0.00 I -0.02 1 No ties required 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 10.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 , 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 .0.00 0.00 o.00 o.o0 0.00 0.00 0.00 0.000 0.000 0.000 0.0001 0.00 1 0.00 0.00 Page 1 iaW(A (CAIA LAJOU 0, ((-(A V1 A-A ok&r fs I-�3"a1'Srl � 3s fi. z G�- a -E\j-2 31g \[I-( � vA � � A-M— c f P COL CT! PM 4/ 7/97 ------------------------- Rev 2-13-94 Collector design Description Line 4 --------------------- -----------SUMMARY-------------------------------- V1 > 3.150 kips V2 > kips Length subject to V1 > 74.910 feet Diaphragm shear due to Vi > .042 kips/ft Length subject to V2 feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > kips/ft <Shearwall v> Segment W/0 Wall Opng. V1 V2 Force 11.000 o 11.000 y .000 5.160 w 5.160 y -.463 16.000 o 16.000 y . 61 25.500 o 25.500 y .2 �6 4.750 w 4.750 y -,784 12.500 o 12.500 y .526 DUO,T. U 3� Ow -7 ( 6 (y--;7- 3?.1 Wall line analysis Sill nailing -(Where applicable) 16d good for 0.154 = 0.427 feet 0.360 7/1/97 2:09 P 3.570 kips v cap 0.384 kips/ft Ok! ;(54< kips/each 16d nails at 5 inches o.c. at SW Anchor bolts - (Where applicable) 1/1" dia. good for-E}$2t}_ kips/each 0.820 = 2.276 feet 0.360 .1/1" dia. at inches o.c. at SW A35 connectors at blocking rim joist to top plateA35 good for 0.450 kips/each Length of attachment 50"<<' et v .0.061:::...:_ kips/ft _. A35 at 48 inches o.c. at top plate A35 connectors at rim joist to. mu.dsill/cripple wall top plate -(Where applicable) v 0.360 kips/f 1 A35 at 15 inches o.c. at sill Page 1 Sheanvall summary i.o Line 4.000 Line geometry VI VI V2 v2 V3 0 W v4 7/1/97 2:09 Segment Desc. Wall Opening jj*$Wj 0-048 0.000 0.000 0.000 Force 10.75 0 0.00 10.75 y 0.000 5.16 w 5.16 0.00 Y -0.514 16.00 0 0.00 16.00 y 1.098 25.50 0 0.00 25.50 y 0.333 4.75 w 4.75 0.00 y -0.886 12.50 0 0.00 12.50 y 0.598 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 V.VV U.00 0.00 U.UUU 0.00 0.00 j j i j 0.000 0-00 0.00 0-00 0.00 0.000 0.000 0.00 0.00 0.000 5 on 0 Ono A An U0 I V.UV U.UO 0.00 0.000- 0.00 I 0.00 I I 1 j j 0.000 0.00 0.00 I 0.00 I 0.00 I I I I I I I I I I I I I I I I 0.000 I 0.000 0.00 0.00 0.000 Tote?! 991 1 64.75 Maximum collector force 16d nail good for I 1.098 kips kips/each Splice 8 16d nails 1age i 3-7,2 -(5"1-0 ILI -.f S-61 0 Stability details Shearwall summary rev. i.o Level I;Lower . Line 4000; a 0.360 kips/fi Sherr Dead load trio. Lengths - 73 7/1/97 2:09 y 01 `1i d 1 5.160 1 1.98 O 1. 0.00 O Holdown 5.16 18.00 1 8.00 j 20.88 I 0.00 1 0.412 114.8711 5.489 1 1.98 ,H'D2A/2-2x6 j 4.75 8.00 8.00 20.88 0.00 0.412 13.689 4.651 4.750 2.05 0.00 1 2.05 HD2A/2-2x6 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 I 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 i 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 1 0.00 1 0.00 0.00 0.000 0.000 0.000 OAW 0.00 0.00 0.00 I 0.00 0.00 0.00 0.00 0.00 0.000 0:000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 i 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 OA00 1 0.00 0.00 0.00 j 0.00 0.00 1 0.00 0.00 0.00 0.000 0.000 0.000 0.0001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 i 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 6.DO 0,00 0.00 I Page 1 cry� , f Q,VA (7, ?f ISy� Z77' 'SSS' /6dLo cv- golfs 9Z/z�7 % ?,Ib /Z`�J C� 3Z`�-` 3S-ck - y✓L,-� A3rafs;(l �=--7,?l .410 -�/ 4W s (C�l , I38 COLLCTR2 1:57 PM 4/ 7/91 ------------------------------------------------------------------------ Rev 2-13-94 Collector design ------------------------------------------------------------------------ Description » Line B ---------------------------------SUMMARY-------------------------------- V1 > 2.980 kips V2 > 1.800 kips Length subject to V1 > 9.250 feet Diaphragm shear due to V1 > .322 kips/ft Length subject to V2 > 46.000 feet Diaphragm shear due to V2 > .039 kips/ft Shear per foot - shearwalls (v) > .277 kips/ft <Shearwall v> Segment W/O Wall Opng. V1 V2 Force �( 9.250 a 9.250 y y .000 2� 17.250 w 17.250 y -3.342 19.500 o 19.500 y .763 `o A -w �,Iti 6✓ �o Ifs *441 7U Cii A3 -r- 0 r-- o T 9 ( 3 6-8, Slr!no 7,06 3,06 '20 I/f J- lr s; it v? �N� 9✓ �0 67S 3J�a t 3 6 `o 4-3s of sill ILl Z r 9 ��� - 1.7�� -t, COLLCTR2 8:08 PM" 4/ 7/97 ------------------------------------------------------------------------ Rev 2-13-94 Collector design Description » Line D+E Wall Opag. V1 V2 Force 8.000 0 8.000 y .000 ---------------------------------SUMMARY-------------------------------- V1 > 3.060 kips V2 > kips Length subject to V1 > 22.000 feet Diaphragm shear due to V1 > .139 kips/ft Length subject to V2 > feet Diaphragm shear due to V2 > kips/ft Shear per foot - shearwalls (v) > .219 kips/ft <Shearwall v> Segment W/O Wall Opag. V1 V2 Force 8.000 0 8.000 y .000 14.000 w14.000 y -1.113 I N 4�4 1 I, S i` Iy 1 7 r`1 f�oSf Ho • o� ,Csa�ti zo�� (�• I 1 ��. BUTTE COUNTY BUILDING DIVISION ;2 6 . 0y' APPROVED 3DIVISION - BUILDING PLAN APPROVAL ..� f Date: �f ..1 �n�cr�ninn• ,. Fi I� dop y +.n+w...+ww=....s...,.-..mw..r,,:nzeu+• -.w . Tv'mvn.Avm _rsw+en'wnT^eros".'.. ..1•' wrm+rzra+r,�-ri++ieays.. .•�n+.�w.-s,.r..m,<m++.•a•,a , .,r.....>v. .'. _ ........:_ ...a ....... »+:.. .:.+v+,v. .. amarree^ ..inn--Hc+ a'ar. _ '•" ..m.rv.-rvs.....-.....w ..v.........�.-..w . ,.. .. v,..:=c.r+•....vw ...:......r,...+A-v-+.-,cmmm..s-F.s..+.4,.,e+.•m...ez...:Rnrwv.,mw...+nrrn'+...w'+++r^Cv .. -.... , ., ,. ..- .... .. , ,.:-. .. ccw.e.-.. - ea�nma„m..c...r^.^. - .-'?.a ..+tau nwei•T. '. w+ wx.:,m,.m,-...-a..r..-�.+m-.-.:..amrem�rv.er-,-�.-.i.m+..—..-,rc-,.=y.p'..:.t.. Q EROSION AND SEDIMENT CONTROL REQUIREMENTS S (notes to be shown on the plans) INSPECTION AND MAINTENANCE • I Inspect erosion control applications ionsp or to forecast ia�t dailYdu rIr 9 extended n ed rain events, afe r ram events NOTES: AS GAT� BASE weekly tlun �he ran easonand attwo-week .intervals during the non tarnYseaUon. ,. -. ` • 4.. r. - +� I and hydroseed shall here a Iced as soon as i i 1 ` repaired. ed. Stra ,r mu ch d s Areaswhere erosion s ev dent aha be - base. P Y PR CONSTRUCTION ACTIVITY WILL OCCUR BETWEEN APRIL 1 AND Roads and shall surfaced vv�th at inches class 2 aggregate a possible. Care shall6e exercisedto mmmrze the dams_a to protected arleaswhile making re aRs as anyarea R NOVEMBER 15. THE A`REA SHALL BE REVEGETATE D HY ROSEE DED,damaged �nlf requirere-application of straw mulch and hydrowed. Repair of replace sPIiit torn, unraveling, SIRAvV MULCH: slum in lteer rolls. MULCH PROTECTED OTHERWISE STABILIZED NO LATER THAN Apply straw at a minimum rate of A000 IbIacre enher by or hand distribution. Reapplication and may required to maintain soil stabilization over disturbed DECEMBER1 • . � Roughen embankments and fill rills before placing the strawmulch by rolling with a areas and slopes, H I •`'crimping or punching. type roller track walkin' g. t .Where see ds fatl to germinate, or they germinatemate and die, the area must be re-seeded, eeded fertilized, and mulched d LOCATED IN THE PARAD I SE/MAGALIA/Fl R HAVEN WATERSHED D within tha planting season using not less than halfthe original application rates.EUenldstn.butestraw mulch on the soil surface: � z i .Anchor strawmuich�o the surfacece bspunchrn g it into the soil me chanicalIY lrr ailoi systems, ' If applicable, shall be inspected dailYwhile in use to identd_ s_temma malfunctions s and linee PROTECTION. C ON breaks. When tine breaks are detected the system must beshut down immediatelyand beaks repaired before (incorporating). Alternatively, use a tatFife r to straw fibers. A lackifier is typically the sYstem Is Put hack intoe enation. Irrigations stem shall be inspected for complete coverage and adjusted as applied ata rate of 1251blacre. In windy conditions, the rates are typically 180 Iblacre. needed to maintain complete coverage. ' Sediment shall beremoved from fiber rolls when sediment accumulation reaches one-half the designed sediment s ROBERTG. AGEE JR. R 276 NY R�OS�EC�11tilC-r. storage depth, usually one-half the distance between the to of fiber roll and the adjacent ground surface D 9 P� Y P P Sediment removed during maintenance may b, incorporated into earthwork on the site or disposed at an • Use hydrin in con unction with straw mulch State application ratelseed mixture on 9 Y rp P PHONE 877-6253 y 9 1 plans. Supplemental irrigation may be required during dry periods. appropriate location. Hydroseeding mixtures shall conform to the Federal Seed Act, the Fede ral Noxiousus ADDITIONAL AGENCY REQUIREMENTS Vleed Act, and applicable state and local and noxious weed laws. I • if one or more acres of ground is disturbed, a permit must be obtained from the State Water Resource.. Control o s n _ i • Avoid use of h droseedin In areas where it would be orcein atible With future earthwork (SWROB) r to onstruchon. Contact Scott 2ai� v�rAh SWRG6 at 530 22d 47$4 for more information. I y g p Board (,� RC ) pno c ( } FESS active les and would have to be removed. 0 It property is located above 300 ft. elevatfan and excavation exceads 1,o0t7 cubic yards or 10 feet of vertical depth) P G G. AC • .- � - I in either excavation orfs!, a grading permit may be required. Cantactthe Butte Gaunt Land Development • Hydroseedtng can be applied pnor to straw mulch or m a mixture of fiber, seed, etc- 9 9 P Y q Y P �- '<F - DNislvn at (530) 538-766 for more information. Application prior to straw mulch o >� ensures maximum direct contact of the seeds to the soil. If seed is applied in a mixture, '(/C ?0 - increase the seed rate to No. 2 647 a corn en sate for all seeds not having direct contact with the soil: SCALE. 1 EXP. 3/31/08 ,._ W co co coin P �. � 20 Moo x Prior to application, roughen the area to be seeded with the furrows trending along the > conto urs i . • Each seed bag shall be delivered to the site seated and clearly marked as to species, F OF CA1. 1F purity, percent germination, dealer's guarantee, and dates of test, The container shall be 7f` beled to clearly reflect the amount of Pure Live Seed (PLS) con wined. All legume seed Ile— la s shall be pellet inoculated. Inoculant sources shall be speae., specific and shall be applied UJatarateof2lbofinoculantper100lbseed: •-----•--•-•-_--•-----•-- ------ -- - Commercial fertilizer shall conform to the requirements of thee California Food and PROPERTY LINE Agricultural Code. Fertilizer shall be elleted or ranular form: q P g • Follow up application shall be made as needed to cover weak spots and to maintain f - - _ - - _5'-C KC__a=K_WALL _ _ - - - - == adequate soil protecton.. Avoid over spray onto roads, sidewalks, drainage channels, existing vegetation, etc._ 5"X5"CONC. DRAINAGE CHANNEL W OBER ROLLS. i diameter rolls 7- GRAVEL DRIVEWAY MINIMUM 2 OF CL 2 AGGREGATE BASE Use minimum 8 in ` Locate fiber rolls on level contours aced asfollows: / REQUIRED FOR DRIVEWAY/ACCESS ROAD. `� w I ib spaced a o Slope inclination of 4.1 (H V) or flatter. Fiber rolls shall be placed at a maximum / U. interval of 20 ft: PREVIOUS AREA OF GROUND DISTURBANCE \ Q � U o , Slope inclination of between 4:1 and 2:1 (H:V): Fiber rolls shall be placed at: a N- maximum interval of 15 ft o Slope inclination of 2:1 (H:V) or greater: Fiber rolls shall be placed at a maximum \ I �I o interval of 10 ft. ' / a I UJ, 1 • Tum the ends of the fiber roll u slope to prevent runoff from going around the roll. /\ f N I `t _. P P P 9 9 �� PROPOSED Stake fiber rolls into a 2 to 4 in. deep trench with a width equal to the diameter of the fiber / of C� WELL I 00 roll. Drive stakes at the end of each fiber roll and spaced A ft maximum on center. Use / \ I p METAL SHED NI1400 l O? wood stakes vvth a nominal dassification of 0 75 by 0.75 in: and minimum length of 24 in / \ cell N �1/ l I p If more than one fiber roll is placed in a row, the rolls shall be abutted securely to one \ i� r Q \ / 15"F of I TO COUTOLENC ROAD M U another to provide a tight Joint. "-4 01 l '� • .Fiber rolls are:. typically left in place. If fiber rolls are removed, collect and dispose of �. M ? / �I, l - __ Z COV sediment a� accumulation and fill and compact holes, trenches, depressions or any other v \ \ - ground disturbance to blend with adjacent ground. Al / \ � - -I I � � \ Q (� Z CD -z • Refer to instal'ationdetail below / - i l DRIVEWAY _ \ — J LO o - -_ _ _ y Q4 / - - - - - - - - — I EXISTING HOUSE ` \ \ Q O w o __ \ W LL }- , „. g ,,, Q�-✓.\ -- ----- � Woo= -�Y z - --- l eOa v Insto” fiber roll / — —. ' - �Q along a level contour. \ / INSTALL INSPECT AND MAINTAIN FIBER ROLLS PER NOTES AND 18 FIR I d' u y y yup" —' '' I t4 DETAILS SHOWN HEREON. U / ` Fiber rens _ I. y y Vertical spocin9 r, •� ,'� t y y . ` / `. measured olon the — rote of the slaps''' _ _ - -. vwlas between r•. Install o Ilber roll near / ` — ..—. — — — _ —" — '' / / - - - - - SEPTIC TANK O O t0' end 20' slope where It transitions - I Into a steeper slope /• LEACH FIELDS i TYPICAL FIBER ROLL INSTALLATION N.T.S. RECEi r LL Q � d Q / e AUG 15 2007 SCALE Fiber roll Siong 8" �A I)FLOP_ENT Vert TY OF BUTfE ASSHOWN Designed: RGA IJUTT Drawn: .. Cot Dwq, No. HYDROSEEDING APPLICATION RATES/SEED MIXTURE. Checked: AUG 15 2ov Aja' x 32,000 lbs. Straw/AC PROPERTY LINE Date: JULY, 2007 `G'x w/oo stakes 1,500 lbs. Wood fiber/AC - - - - - - - - - - - - - - • - - - - - • - - - - - • - - - - - - --� Dr- sheet Na. max d. SERVICE 120 lbs. Guar base tickifier/AC 09 120 lbs. Green to Gold/AC 1 of 0lsheets N,TRENCHMJOB NO. _ t�T' OETAI / 235 lbs. 15-15 fertilize AC t 9190 ,,