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041-620-017
041-620-017 '02-1399 ' BREADEN, JAMES SIERRA DEL SOL, PARADISE CONT: DAN DAILEY NEW SINGLE FAMILY 041-620-017 03-0306 FBT�JAMES IERRA DEL SOL, =AD INALE WALL BP#02-1399 -�-03 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PER T o. (Rev. 12/96) APPLICATION AND PERMIT �� "`�� ASSESSOR PARCEL NUMBER 041-620-017 ZONING Pupf BUILDING PERMIT OWNER BRE EN JX ES F.877-1721 TELEPHONE SO. FT. OCC. BUILDING VALUATION 2410 R 130 140.00 . OWNERS MAILING ADDRESS 12 I-IOIRSE RUN LNE. 1, CHICO, CLN 95922 305 COV 3965.00 CONTRACTOR'S NAME DAN DAILEY TELEPHONE 1345-5202 597 U 10.746.00 CONTRACTORS MAILING ADDRESS 1211 WINDEEKER CONSTRUCTION LENDER Fireplace I A 1500.00 LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $804.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $522.60 BUILDING ADDRESS 4391 SIERRA DEL SOL PARADISE Energy Plan Checking Fee $ $ PERMIT FEE LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap7.00 91.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat um water heater 23.00 Water piping 15.00 15.00 Each as water heater or vent 1 5.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Unities ❑ Installation ❑ Other ❑ Describe Work: NEW SINGLE FAMILY WATITACMD GARAGE Gas piping system 1 - 5 outlets 15.00 15.00 Building sewer 15.00 Mobile Home I s I G I W @20.00 PERMIT FEE $186.00 ELECTRICAL PERMIT Fling Fee 20.00 Main Service 200AORLESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.POWER License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service EOOA TO 46.00so CCU000A NEW CONST. DW: -UNG OCCUP. OR ADDNS. ( a ACC. Bras. SO 3.50FT: 05.25 NO"�ADSID. MULTI -OUTLET CIRCUITS @7.50 APPARATUs a SINGLE DunFr CI R. Ex. OCCu OUTLET OR FIXTURES 620 O I. 0 Ex. Occup..=RaIo,OE 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring23.00 PERMIT FEE $ 171.25 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure -for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Fling Fee 20.00 Heating Split S Stem 125.00 25.00 Cooling Hood 6.50 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.) ❑ 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'HAZ.D. compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. !! � /- /4 X _ Date l/ _ Sig a re of Applicant - w Owner ❑ Contractor ❑ Agent An SHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ R3/U CONST. TYPE VN TOTAL FEE $ la49.35, FEES IMP �� �, C F ARCEL P HD SU 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 ate 3 Z (9 PERMIT EXPIRES ON v 0'� Oto Receipt No. 353752 $623,3-5 D WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT r c E.H. USE ONLY Mori Plan Attached µ{ Rodi Man A ehrad Sent to 8.0. T0: Building De artme -1 9 P ---�- (N FR Environmental Health (� BJECT. gre anitation Clearance c� e en Jed I 'Sl P��r� C� U I —(02,t�--017 Owner �/ Location AP# Plan Approved for, Sewage DisposaV- Water upply: Public % Private Well Clearance for gdwelling. Other '} (Hold final for: r r:., Final clearance O.K. or: NOTE: Endio 8/96 nmental Health Specialist Date -.-- . -. .' y. ..- .. ��,-� r,Fi'7�, -.. -. .. w. .. L�rriwr r.,,,r_..,� ._...... ..�.-... ..--.,w.r •,:w..,. •.-' .,'t.vs _ � _ � ._ _ 6 4 COUNTY OF BUTTE -DEPARTMENT 'Q .DEVELOPMENT SERVICES -BUILDING DIVISION <1. 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET} �) OWNER: ( C J C�Q JA01e.S ASSESSOR PARCEL NUMBER 0 �/ f 6� _ J I t Proposed Building Use: Ww SP 0J11 ' Counter Technician - 71.P. - Date: s-- J / -v2- It1ems required in order to apply for a permit. All%oxes MUST be checked OR marked NA in order to apply. J 1.. Plot plans, 3 or 4 sets, signed by the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! 5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie 66wn or foundation plans, all in duplicate. ❑ T. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. ,1-4 Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................... ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... ❑ 13. Other .... Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 14. Fees as shown on the attached Schedule of Fees Due Sheet./l..�%?.... ................. O 5. Statement of Intent for Non -heated and A/C Buildings ................... .......... 16. Sanitation and plot plan approval from the Environmental Health Department in 3 OZ ❑ City of Chico Plumbing permit ........................... ..................... . 18. California Department of Forestry plan approval paid. Sent by......... ❑ 19. Planning approval for (A) Use: �(B)Parking: (C) Pa cel Ch k: 6 -?-0Q. ❑�0. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... ® 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). /fit ❑ 22. Pre -Inspection for required...... `......... ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number e ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... Letter of Signature authorization.................................................................... 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ;❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ;❑ 31. Other: When issued Telephone and hold for pickup.. ' I have been informed of the above itemss and. requirements for obtaining a building permit. "Applicant: �0 '%a- Date:"" at� ...i ;1.,.Index permit application for the above items numbered: Plan Check Letter '2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: im C,� Date: f2, 19 • 6 Z Plans approved by: Date: Structural reviewed by' Date: _Structural approved by: Date: 2/107 - Note 02Note transfer by: Date: -! ellow: Building Division COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT r:o `Iev")x/96) ' APPLICATION AND PERMIT ASSES;G R PARCEL NUMBER — / }-1 2O O BUILDINGPERMIT OWNER r Q , pc.17 . - T "Ef7SO. FT. OCC. BUILDING VALUATION OWNERS NG Lr-Phi?o 6ftr ;. ----'-- CONI 1 R'S NAME TELEPN0 E I r%--- -_ COrrt •T I NO 0 E CONSTRUCTION LENDER a P-- •- PARCEL MAP /t • - �'� UNDER S MAILING ADDRESS t �% O Fireplace __ Total Valuation b r�/3 ❑ ARCHRECT OR ENGINEER LICENSE NO Filing Fee S -7C.C^ Mobile Home I S I G I W I I @20.00' & ACC. MULTI -OUTLET BRANCH CIRCUITS ` I I @7.50; .10 Permit Fee S ,I AACHITECT OR ENGINEERS MAILING ADDRESS _ _ Plan CheckingFee Bu4DING ADDRESS - Energy Plan Checking Fee $ �- . S I A A. FA h a4sa >aSL QC -11y -V:� LOT NO. ^y j i SUBDN6gNS NAME I ' p -S� /to ' F 1/ US^11E+0'FSTRUCTU(URE G2 SF ❑ Duplex ❑ Mobilehome ❑ Other SP( TYPE OF WORK New ❑ Addition ❑ �,Rye�model❑ 'Utiliifiles ❑ Installation �e Describe Work: J Vt�t/ S li f L l ej fAni (Ll4 t "FERAIT PEE PA10 SPA • . SHERIFF OTHER AAkbVW RECEMb 3A 3S 00 s X12.35 " TO it IVT zwo COM'111m PERMIT FEE S PARCEL MAP PLUMBING PERMIT Filing Feel 20.CO 139 AC' Each Trap 7.00; ac> Solar or heat pump water heater 1 1 23.00 Water piping t 5.001"oo. Main Service ( Each gas water heater or vent ( 15.00 - 5.00,Gas ❑ Gas i in system 1- 5 outlets j 15.00i o Building sewer 15.00. - Mobile Home I S I G I W I I @20.00' 3A 3S 00 s X12.35 " TO it IVT zwo COM'111m Ex. Occup. oUTLFr OR FDrrURES i PERMIT FEE 1 ELECTRICAL PERMIT I I Fling Fee? 20.00 Main Service 's OR.Ss moA oR mss 2 3.OC °� Main Service ( 200A TO 1000A 1 i I 46.00; NEW CONST. OR ADONS. ( DWSLLINGOCCUP. Zcs f SO, I 3.SCFT.: NE"r�tr I NON-RESIO. l & ACC. MULTI -OUTLET BRANCH CIRCUITS ` I I @7.50; .10 Ex. Occup. oUTLFr OR FDrrURES i BPL I w I FlXED APPLNS. OR Ex. Occup. i I 5.00T ovrLETs RESIO. E. 00 Temporary Service i 23.001 Mobile Home Facilities ( i 20.001 Misc. Wirinq i 23.00; PERMIT FEE 1 $ MECHANICAL PERMIT I Filing Fee I 20.00 Cooling Hood -' 6.501 Ventilation I PERMIT FEE I S' Mobile Home Installation Fee $ Energy Inspection Fee $ con i i ,Ns . A 7 ITOTAL FEE $ G EL n0 . SSL: 6 ' This permit is he ray 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 ReceiptNo. PERMIT EXPIRES ON WHITE-O.O.S.-8.0. CANARY -ASSESSOR PINK -INSPECTOR GOLDEN 900-APPL ICANT m.r, COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 �1I t SCHEDULE OF FEES DUE OWNER PRO OSED BUILDING USE OUJ i C� Qui i 1. BUILDING PERMIT FEES Z4 00 Balance Due ....................... $ Additional Fees Due ................. $ Additional Fees Due ............... ' .. $ Revised Plan Checking Fee .............$ 2. SCHOOL DISTRICT FEES 0 (0dill ` n (paid at District Office) (Available after Plan Check) 6ifielvi cywv 3° r 3. SHERIFF FEES (paid at Building Division) Residential ...................... $36 = $ Units Commercial (sq. ft.) ............... x $0.03 = $_ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... —x—=$ # Units Amt. Commercial (sq. ft.) ............ —x_=$ Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. &&AJk1RE INSPECTION AND PLAN CHECK '$89.0 aid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P.# U'#—(Q20 d/ DATE 5` 3 I y 2— RECEIPT RECEIPT # DATE REC. 37S2,S �4l-�� 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 - 5 31' 10-X— Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner . (Rev. 6/00) Is Y 4 , 3 21- 38`8 PROJECT PROCESSING RECORD Applicant:) Owner: A.P. #: — ��� 20---� Permit Work Description: Date Description of Step or Status ( o 's re v ; C4" -j � • � ��!I-�wv�- �r�-rv�_ PIS �o — .�? iii �.� 2 r I o �Co�i, P•x) 4o fta-�,c frx, � 08/07/02 WED 10:38 FAX 530860 a MiTek® February 12, 2001 TROJAN TRUSS COMPANY [a 002 MiTek Industries Inc 3033 GOLD CANAL DRIVE SUITE 200 RANCHO CORDOVA CA 95670 USA FAX (916) 631 8225 TELEPHONE (916) 631 7811 Trojan Truss Company P.O. Box 85 County Road 25 between 99 West and I-5 Orland, CA 95963 RIE: Trusses supporting A.C. Loads MiTek Industries, Inc. truss designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required for the full panel length carrying the load. Attached with IOd nails at 12" o. c. These rules. only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. If you. have an ns, please call meat 1-800-772-5351. �E Sincere 19 Redo Chief i CNI1. Western q (4�F CA'L Ry/ek NorthStar ENGINEERING Civil Engineers • Surveyors Job #: 7823 Marthy Christy Plans Examiner Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 RE: Breden Residence 12 Horse Run Lane Chico, CA 95928 To Whom It May Concern: Date: August 8, 2002 I have reviewed the truss design and submittal for the Breden residence prepared by Trojan Truss Company. The purpose of the review was to ensure that the truss designer used the proper gravity and lateral loading, truss layout, and spans where required in the design of the trusses. The structural design of the individual trusses, and framing configuration is the sole responsibility of the truss manufacturer. The Truss Designer and Manufacturer shall bear the entire responsibility for designing and constructing the trusses per plan. If you have any questions, or need further clarification, feel free to call me at (530) 893-1600. Sincerely, Jeff Richelieu, PE NorthStar Engineering 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX -893-2113 0 PLAN REVIEW RESPONSE FORM In order to expedite the review ArurommpWacadvalte ft ion surd team this form, with yow tius form is cot comptete, as to all correction bm we will cot be able W woept your ta:�mittat for review. 'tom W be.a� cespoom to every item req+reated is our plan oorreaion !alta. "8y other' is not madderod a valid caponradiate response to each item and the batim where the I - ft ad i can be bood an dw phloa/CdCL owNt:Rs NAMT#W FOAM TO A COPY OF YOUR PIAN UVIEW LMU AND REM WITH REVISED AND p� IDATE: -3 Q-. n -z r:, I 8 r l4- — o ASSESSORS PARCEL NUMBER . PERMIT NUMBER 3 9 t5rUn5t r�K r�n rcn CHECK LETTER DATED: NJ PLAN CHECK ITEM N RESPONSE BY: LOCATION ON PLANS/CALCS: PLAN CHECK ITEM M RESPONSE BY. LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK REM N RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM N RESPONSE BY: ILOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM M COMMENTS: RESPONSE BY: LOCATION ON PLANS/CALCS: RESPONSE FOR PLAN CHECK LETTER DATED PLAN CHECK REM M RESPONSE BY: -22 COMMENTS: wGA I IUN Uri FLANS/CALCS: ------------- ------------- PLAN CHECK REM M RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS PLAN CHECK REM P RESPONSE BY: S COMMENTS: PLAN CHECK REM # CHECK REM # RESPONSE BY: RESPONSE BY: PLAN CHECK ITEM # RESPONSE BY: COMMENTS: LOCATION ON PLANS/CALCS: A-3 LOCATION ON PLANS/CALCS: LOCATION ON PLANS/CALCS: LOCATION ON PLANS/CALCS: PLAN CHECK ITEM p RESPONSE BY: LOCATION ON PLANS/CALCS: August 6, 2002 James Breden 12 Horse Run Lane Chico, CA 95928 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 041-620-017 Building Permit Number: 02-1399 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: Provide location of HVAC system components. If located in the attic please size affected trusses for appropriate loads. Engineer of record is to provide a letter stating that he has reviewed and approved the trusses. STRUCTURAL COMMENTS: PRFovide a lateral analysis of the front of the house along wall line D. This wall does not comply with bracing requirements of UBC Sec 2320. PI ase address the 3 foot access door located in the 25 foot shear wall on the bottom floor all line B.3. Is the glu-lam beam necessary over the pop -out in Bedroom 4? There is a girder truss (T3) at is location. Provide adequate support for the 9.625 kip and the 9.777 kip T15 girder truss reactions. The ,double 2x4 studs provided do not appear adequate. Specify footing size required to support the 11.5 kip T17 girder truss reaction. A footing is shown on the plans but no dimensions are indicated. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Martha. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. 1 of 2 Martha Christy Philo Hunt, P.E. Plans Examiner Plan Check Engineer Cc: Jeff Richelieu, P.E. Dan Dailey 2 of 2 • Owner: (•� Qi►'L Plans Examiner: Martha Christy 0) RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY Building Permit Number: d � — f 3 A. P. Number: Q Lf / —(p ZO —01-7 GP NERAL: Zoning requirements — (number of permitted living units). Plans signed by the designer.. Proper description of work on the application. I Existing violations on the property. - Recorded notice of violation. \ Building permit valuation. J i . LOT PLAN: 1. Complete parcel size and dimensions. 2. Setbacks, side yard, easements, etc. 3. Other buildings or structures. Grading, fills and/or drainage. Flood hazard. 6. Special conditions on Parcel Map: Noise ❑ SRA Fire Sprinklers ❑ Water Tender ❑ Traffic.and Drainage fees ❑ 7. Federal Aid Route and/or Federal Aid Secondary Route setback requirement. 8. Building or utilities across lot lines (Lot merger approval by Butte County Land Development.) FLOOR PLAN: Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). ,rZ. 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). Escape or rescue windows shall have,a,minunum net clear openable area of 5.7 square feet. The minimum net clear openable height dimension shall;be 24". The minimum net clear openable width dimension shall be 20". When windowsareprovided as a mearisoof escape or rescue, they shall have a finished sill height not more than 44"' above the floor (Uniform Building Code section 310.4). 4. Skylights (Uniform Building Code section 2409 & 2603.7). 5. Glazing in Hazardous locations (Uniform Building Code section 2406). �l Habitable space shall have a ceiling height of not less than 7 feet 6 inches except as otherwise permitted in this section. Kitchens, halls, bathrooms and toilet compartments may have a ceiling height of not less than 7 feet measured to the lowest projection from the ceiling (Uniform Building Code section 310.6.1). All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 feet in any dimension (Uniform Building Code section 310.6.2 & 310.6.3). GFCI in baths, garage, kitchen, wet bar, and exterior receptacles (NEC 210). Water heaters which depend on the combustion of fuel shall not be installed in a room used or designed to be used for sleeping purposes, bathroom, clothes closets or in a closet or other confined space opening into a bath or bedroom (Uniform Plumbing Code section 509.0). 10 Fuel bunting equipment shall not be installed in a closet, bathroom or a room readily usable as a bedroom, or in a room, compartment or alcove opening directly into any of these (Uniform Mechanical Code section 304.5). Garage firewall separation - required on garage side including supporting walls and posts (Uniform Building Code section 302.4 exception #3). Under no circumstances shall a private garage have any opening into a room used for sleeping purposes (Uniform Building Code section 312.4). ,YT Wood stove location - Alcove — UMC section 205 confined space & 223 unconfined space & 304.2). Smoke detectors (Uniform Building Code section 310.9.1). Pagel of 2 jzf Water closet clearances (Uniform Plumbing Code 408.5). / Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). 17. Bearing walls shall be supported on masonry or concrete foundations that shall be of sufficient size to support all loads (Uniform Building Code section 1806.3). 1. PRUCTURAL DETAILS: praced wall panels shall start at not more than 8 feet from each end of a braced wall line. Braced wall panels must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not exceed 34 feet on center in both the longitudinal and sverse'&ections (UBC section320.4.1.) Braced will ' lines must be continuous throughout the structure. V6W�—i — a b cod tt� i k)4-6y"OY 2.. A California licensed architect or registered engineer must prepare a lateral analysis for the areas of the building that do not comply with the Uniform Building Code. This must include the designer's "wet" stamp, signature, registration number and expiration date on all sheets of plansdepictingthe designed elements and cover sheets of calculations. 3. Clerestory requiring balloon framing and/or engineering. (tFoundation plans complete enough to construct building (Uniform Building Code Table 18 -I -C). �Floor construction details complete enough to construct building."U-� Yu/_1) Cd . 6. Elevations and wall construction details complete enough to•construct building. �� rhk,( t , cdam. 7. Roof construction details compleie enough to'construct building. T_V ,Q1_) 8. Fireplace construction details and calculations if necessary.— 9. Garage door header size(s). Poly? 10. Porch header size(s). 7' �J T--/-7 11. Typical header size(s). J 12. Stud heights. .13. High expansive soil — special foundation design required. 14. Retaining walls requiring design. 15. Gypsum wallboard nailing inspection required. If the area below the lowest floor is fully enclosed, than a minimum of two openings are required with a total net area of at least one square inch for every square foot of area enclosed with the bottom of the openings no more than one foot above grade. Alternatively, certification may be provided by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior walls. Building must be designed and anchored to prevent floatation, collapse or lateral movement. Construction design requirements must be shown on the building plans. Electric, heating, ventilation, plumbing and air conditioning equipment and other service facilities shall be designed and/or located so as to prevent water from entering or accumulating with the compogents during conditions of flooding. MISCELLANEOUS ITEMS: Stairway details — landings, rise and run, head clearance, handrTIs(Uniform Building Code 'section 1003). 2. Guardrails (Uniform Building Code section 509). h oke" .1 Brick or stone veneer (Uniform Building Code section 1403). 2 . Exterior plaster — weep screeds (Urdform Building Code section 2506.5). Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). Foam insulation — protection. 7. 36" halls'and stairways (Uniform Building Code section 1004.3.3.2). 8. Two exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 0. Attic access and ventilation (Uniform Building Code section 1505). 11. Sound requirements. 12 Energy design compliance and supporting documentation. CILD CDF responsible area requirements. I - PERMIT REQUIREMENTS: 1. SRA. 2. ❑ Flood elevation certificate. 3. ❑ Fire Sprinklers required. 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. 6. ❑ Sub -Standard Housing letter. 'Page 2 of 2 R° .� • r_ - ."ate.._ Vl 041-620-01.7 03-0306 BREDEN, JAMES ,4391 SIERRA DEL SOL PARADISE CONT: RYTHER & DAILEY CONST. NEVJ RETAIN WALL 71 1 ._ �' z // 4_'t .. :. r.....,,y{s. ,!'i.; is r. tiv: , !,..�.1r ^`� v rte,• ,� •_'t -/..'ter. ;e:e•&r',g.,.�,�;.c�`.�-.' 4 '�', COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING. DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO, (Rev. 12/96) APPLICATION AND PERMIT . 03_036<0 ASSESSOR PARCEL NUMBER 041-620-017 . ZONING, BUILDING PERMIT OWNER BREDEN. JAMES TELEPHONE 877-1791 SQ. FT. OCC. BUILDING VALUATION . OWNERS MAILING ADDRESS 240 00 INEW CONTRACTOR'S NAME R AND DAI&Ef-MiST TELEPHONE 345=5202 JC MQACTOR'S. MAILING ADDRESS 969Z� 3llALl EONSTRUCTION LENDER? �� - r Fireplace LENDERS MAILING ADDRESS✓�/ f/✓ (`,/L", '`� /j Total Valuation Is 2.400.00 ARCHITECT OR ENGINEER �y LICENSE NO. ' Filing Fee $ 20.00 Permit Fee $54,00 W ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 14iNG'AD ' EssEnergy SIERRA DEL SOL PARADISE CA Plan Checking Fee $ $ PERMIT FEE $ 109.10 LOT NO. 11 SUBDIVISIONS NAME CASA DEI. SOL PARCEL MAP PLUMBING PERMIT Flin Fee 20.00 9 Each Trap 7.00 USEOFSTRUCTURE SF t Duplex ❑ Mobilehome ❑ Other i SPECIFY t Solar or heat pucp water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New O Addition ❑ Remodel ❑ UBlities ❑ Installation ❑ Other IN, Describe Work: NEW RETAIN WALL FOR RPA 02-1399 r Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home TSLGI W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service zo.AOR 'ss 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisionslof Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.PSING /License ClassC Lic. No. �l��C + OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: { ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason 1 Main Service To 46.00so W:L200A CCU000A NEW CONST. DWEWNG OCCUP. OR AD ( DW: ACC. BLDS. SO 3.5QF7; ONS =RESIDT. MULTI.OUTLET @7.50 OWELER APUTLET CPARATUS ISO IR. Ex. Occup. OUTLET OR FaTUREs zo @ ,.00 BAL @ .Sb LACED APPLNS. . OR Ex. Occup. ourLErs RESIDEa 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: I ❑ 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 perrr)it is issued. My workers' compensation insurance carrier and policy number are: Carrier I Policy,!Number (The above sections need not be completed if the permit is for work ofia valuation of one hundred dollars ($100) or less.) x ` I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith,comply,with those provisions. `' ` ` ( t X te` 1 �� Q Si nature of Applicant - ❑ Owner �0 ContractorNO Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. - I MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood" 6.50 - Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE . TOTAL FEE $ 109.10 RAZ. D. FEES IMP FLOOD I COF PARCEL PD HD ISS This permit is hereby issued under of the Buffe County Code and/or indicated above f which fees have 'By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date 96y/�4 pate Receipt No„ ��nq R � X15 ///% •� WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDEN ROD- APPLICANT i COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ' 7 County Center Drive - Oroville, California 95965 • Telephone (530)5 -7541 PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT 6 3 ^ 030 C° ASSESSOR PARCEL NUMBER 041-620-017 ZONING BUILDING PERMIT OWNER BREDEN JAMES TELEPHONE 877-1791 SO. FT. OCC. BUILDING VALUATION . OWNER'S MAILING ADDRESS CONTRACTOR'S NAME YTHER AND DAILEY CONST TELEPHONE 345-5202 CONTRACTORS MAILING ADDRESS 1211 WINDECKER CHICO. CA 95926 _ CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ 2,400.00 ARCHITECT OR ENGINEER LICENSE NO. Fee $ 20.00 —Filing Permit Fee $54.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 35.10 B L Ess SIERRA DEL SOL PARADISE CA Energy Plan Checking Fee $ $ PERMIT FEE $ 109.10 LAT NO. 11 SUBDIVISIONS NAME 1 CASADEL SOI- PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 1 7.00' USEOFSTRUCTURE SF 10 Duplex ❑ Mobilehome ❑ Other SPECIFY Soler or heat pump water heater ..23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other IX Describe Work: NEW R_ET'AIN WATT. FOR RRI 02-1399 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home ISI GI W1 @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service 20 0A 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, a /� and my license is in full force and effect. �� License Class 2 ` Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DW EWNXi OCCUP. OR ADDNS. ( s Acc. BLAS. SO 3.5¢FT: NONypalpT MULTI -OUTLET . BRANCH CIRCUITS @7,50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FOCTUREs Zp @ 1.00 SAL @ .50 FIXED APPLNS. OR Ex. Occup. oLmFTs RESIO. Ea 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) 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'HAZ. 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 t ompl"tith those provisions. D to / ~/ "0 11bature of App leant - ❑ ner Contractor Agent An OSHA permit is required for excava ns over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEI_ $ Mobile Home Installation Fee $ Energy Inspection Fee $ TYPE TOTALFEE$ 109.10 EOCCONST. D FEES IMP FLOOD cDF PARCEL PD HD Iss This permit is hereby issued under the of the Butte County Code and/or indicated above f whic fees have By_ PERMIT EXPIRES ON applicable provisions Resolutions to do work been paid. Date 7/ 0 4–!6 Data Receipt No WHITE-D.D.S.-B.D. CANARY- S R PINK -INSPECTOR GOLDENROD -APPLICANT �. .��.v�s,�„s+.:a:.�....�"Tay -, . .._ _ ... -....: ... _ .. . _.. — •r zv ... qr v .. ';t�r n .,ywri�..• • `:sl."'�„!ror l.':r.�`� ,'��.�p�'Fi+Z'�"*'�� n � r 1. 1 , r �� .i 'i a� � �' _ \ A (� �... s. Q, t r \ \ 1 \ 1 \ � 1 \ \ f 7O \ \ 1 (j)ct . . i 'ING DIVI�ION- BUILDING PLAN APPROVAL — Dater - 7 - 0 2 Landscaping:__ ��-�3a6 , BUTTE COUNTY BUILDING DEPARTMENT APPRONF-D/a/ E J� Vp Y+�v a.vS WY�l1��.4t t X4.3 t.; y �" `, •' 4c� !r r PROJECT: LOCATION: OWNER: 20 DECLARATION DRIVE CHICO, CA 95973 �p 530-893-1600 ® FAX 530-893-2113 ENGINEERING Civil Engineers_ ___._._ BUTTE COUNTY •Planners •Surveyors SuLDING DEPARTMENT STRUCTURAL CALCULATIONS APPROVED Breden residence (retaining wall design) Sierra Del Sol, Lot #11, Paradise, CA,_, Jim Breden JOB NUMBER: 7823 DATE: February -03 CODES: California Building Code, 2001 Edition CODE ENFORCEMENT: Butte County Building Department LOADS: Seismic Zone: 3 Pf: 20 psf Wind Speed: 75 mph Exposure: C (Method 2 used, u.n.o.) Soil Bearing: 1500 psf (per CBC .TABLE 18 -I -A) Min. Footing Depth: 12 inches NOTES: Are Special Inspections required for Engineering Elements Designed by NorthStar Engineering? No NorthStar Engineering is not responsible for these calculations unless this sheet is stamped by a registered professional engineer and wet signed with RED or BLUE ink. GENERAL: Any structural or non-structural items that are not specifically addressed in the following calculations and/or details are designed by others and are not the responsibility of NorthStar Engineering. , Pagel of 9) t. s rl v � �' +��� Ff •rp ��r w�•, .^rr; r-� { �r. �-, ft.•. -..t- t � .m �`l' f's S> • •��� s . y�;.. v 1. . t ; _ >;•s Y•',� a •l 1 ti e, yA T rti r lr. s : 1:J.. v.��. a ► .i 'lf 4 , Northstar Engineering 20 Declaration Drive Chico, CA 95973 530-893-1600 530-893-2113 Z Title breden residence Page: Job # : 7823 Dsgnr: SM 1i (Z- Date: FEB 3,2003 Description.... This Wall in File: d:1 projects17000 jobs17823 breden reside RetainPro Version 6.0 Cantilevered Retaining Wall Design Build Date : 10 -SEP -2001, (c) 1989-2001 Criteria = 1,500.0 psf Retained Height = 4.67 ft Wall height above soil = 0.00 ft Slope Behind Wal = 2.00: 1 Height of Soil over Toe = 3.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Surcharge Loads Design Summary Total Bearing Load = 1,392 lbs ...resultant ecc. = 4.22 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Frictior Soil height to ignore for passive pressure Soil Pressure @ Toe = 1,199 psf OK Soil Pressure @ Heel = 38 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,320 psf ACI Factored @ Heel = 42 psf Footing Shear @ Toe = 8.8 psi OK Footing Shear @ Heel = 8.1 psi OK Allowable = 85.0 psi Wall Stability Ratios ft= Overturning = 1.86 OK Sliding = 1.63 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 605.1 lbs less 100% Passive Force= - 500.0 lbs less 100% Friction Force= - 487.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results -� = Toe Heel Factored Pressure = 1,320 42 psf Mu': Upward = 1,056 0 ft-# Mu': Downward = 249 289 ft-# Mu: Design = 806 289 ft-# Actual 1 -Way Shear = 8.78 8.15 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd = 0.350 Footing Dimensions & Strength Toe Width = 1.25 ft Heel Width = 1.00 Total Footing Widtt = 2.25 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 1.25 ft _ 3.00 in fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % . = 0.0020 Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Over Heel = 20.0 psf Surcharge Over Toe = 0.0 psf Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Stem Construction Top stem 2nd 3rd ,Stem OK Stem OK Stem OK Design height ft= 3.00 1.50 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Thickness = 8.00 8.00 8.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 24.00 24.00 24.00 Rebar Placed at = Edge Edge Edge Design Data -- fb/FB + fa/Fa = 0.046 0.280 0.853 Total Force @ Section lbs = 59.2 195.6 409.6 Moment.... Actual ft-#= 35.8 217.0 661.8 Moment..... Allowable ft-#= 776.1 776.1 776.1 Shear..... Actual psi = 1.0 3.4 7.0 Shear..... Allowable psi = 19.4 19.4 19.4 Lap Splice if Above in= 20.00 20.00 20.00 Lap Splice if Below in= 20.00 20.00 6.00 Wall Weight psf= 84.0 84.0 84.0 Rebar Depth 'd' in = 5.25 5.25 5.25 Masonry Data -- fm psi= 1,500 1,500 1,500 Fs psi = 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Special Inspection = No No No Modular Ratio'n' = 25.78 25.78 25.78 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 7.60 7.60 7.60 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S ' Fr Key: Not Req'd = Mu<S'Fr ' Northstar Engineering Title breden residence Page: 3 20 Declaration Drive Job # 7823 Dsgnr. S" (Z Date: FEB 3,2003 Chico, CA 95973 Description.... I 530-893-1600 530-893-2113 This Wall in File: d:1 projects17000 jobs17823 breden reside RetainPro Version 6.0 Cantilevered Retaining. Wall Design Build Date : 10 -SEP -2001, (c) 1989-2001 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft • ft-# lbs ft • ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = .Load @ Stem Above Soil = 632.5 2.00 1,265.7 -27.3 0.42 -11.4 Total = 605.1 O.T.M. = 1,254.3 Resisting/Overturning Ratio = 1.86 Vertical Loads used for Soil Pressure = 1,392.2 lbs Vertical component of active pressure used for soil pressure I Soil Over Heel = 171.1 2.08 356.4 Sloped Soil Over Heel = 3.1 2.14 6.5 Surcharge Over Heel = 6.7 2.08 13.9 Adjacent Footing Load = Axial Dead Load on Stem= 0.00 Soil Over Toe = 34.4 0.63 21.5 Surcharge Over Toe _ Stem Weight(s) � = 391.9 1.58 620.6 Earth @ Stem Transitions_ Footing Weight = 337.5 1.13 379.7 Key Weight = 150.0 1.75 262.5 Vert. Component = 297,6 2.25 669.6 Total = 1,392.2 lbs R.M.= 2,330.7 0 8 -in Mas w/ #4 @ Solid Gi 311T #0@18.in @Toe Designer select #0@81. Ariz . reinf. . @ Heefee Appendix A 2. F,7- - NathStar 20 Declaration Drive Chico, California 95973 Civil Engineers..Surveyors Phone. (530) 893-1600 Fax: (530) 893-2113 Chico, Califotni® Web Site: www,norfhstareng.com GENERAL CONDITIONS: 1-1 The Contractor shall verify all dimensions, details and ,job site conditions prior to commencing work and notify the Engineer of any discrepancies. 1-2 All construction and methods shall be In strict conformance with the applicable provisions of the . California Building Code, 2001 Edition, and the 2001 CMC, CPC, CEC, and the CFC as well as all applicable municipal, State, and Federal regulations. 1-3 All work Is subject to the approval of the building official's field inspector. 1-4 The Contractor shall provide all measures necessary to protect the structure, workmen, and all other persons during construction. 1-5 The Engineer Is responsible for the structural Items In the plans only. Should any changes be made from the design as specified In these calculations without approval from the Engineer, then the Engineer will assume no responsibility for any element or system of the structure. I-6 Additional layouts and/or plans (site plan, plumbing, heating and ventilation, mechanical, etc.) by others, unless otherwise noted or indicated on the drawings. 1-7 In the event certain features of the construction are not fully shown on the plans or called for In the notes or specifications, their construction shall be of similar character to conditions shown on the plans and shall be reviewed by the Engineer and Owner prior to construction. 1-8 The drawings and specifications represent the finished structure, and, unless specifically noted otherwise do not show the method of construction. The Contractor is responsible for the method of construction, and shall provide all measures necessary to protect the public, construction workers, and the structure during construction. Such measures shall Include forming, shoring, bracing, scaffolding, etc. 1-9 All water proofing and flashing (roofs, foundations, garage floors, etc_) Is the responsibility of the Contractor or Owner. FOUNDATION: 2-1 The Contractor shall be responsible for the location of all underground facilities or other buried objects which may be encountered but which are not shown on these plans. Locations and depths of any existing utilities that may or may not be shown on these plans are approximate and may not be complete. 2-2 Foundation design Is based upon an assumed soil bearing capacity of 1,500 psf. 2-3 Cuts and fills are to conform with CBC Appendix 3312 and 3313. 2-4 These calculations assume stable, undisturbed soils and level or stepped footings. Any unusual soil conditions such as organic soils, clay pockets, or uncertified fills shall be brought to the attention of the Engineer prior to construction. 2-5 All excavations shall be inspected and approved by the Building Official before concrete Is poured. Footings shall extend into firm, undisturbed native soil 12 inches minimum below existing grade (18 Inches minimum where pre -saturation of soil is required), or as directed by the Engineer, whichever Is lowest. Engineered fill may be used as existing grade provided tests are presented to the Engineer of a 90% relative compaction per ASTM 1557. 2-6 Fill material shall be free from debris, vegetation, and other foreign substances, 2-7 Use 4" diameter perforated pipe sub -drain with 12" min. drain rock full -height behind all retaining walls. Slope pipe to drain to daylight. 2-8 The bottom of all footing excavations shall be clean and level. 2-9 All finished grade shall slope at a minimum slope of 2% away from all foundations a minimum of 10 feet horizontal. 2-10 Foundations shall not be scaled from plan or detail drawings. 2-11 The Contractor shall be responsible for determining the exact location of all anchor bolts, holdown anchors or straps, and embedments, prior to placement of concrete and/or installation of structural framing members.` DETAIL NAME DESIGN: SPM GENERAL NOTES CHECKED: JMR 8-1 PROJECT NAME DATE: 02-2003 JOB NO: 1823 BREDEN RESIDENCE SCALE: N / A 20 Declaration Drive + Chico, California 95973 Civil Engineers..Surveyors Phone: (530) 893-1600 Fax: (530) 893-2113 Chico, California Web Site: www.northstareng.com CONCRETE: 3-1 All concrete shall have a minimum of 5 sacks of cement / cubic yard, a maximum slump of 4" +/- I" and a minimum f'c=2,500 psi after 28 days curing unless otherwise noted. Aggregate size shall be a maximum of 1-1/2" In foundations and 3/4" at all other locations. 3-2 Curing compound shall be sprayed on all exposed surfaces Immediately after final troweling. 3-3 All cement used shall conform to ASTM C-150 and shall be Type Il.or Type III low alkali. 3-4 Aggregate shall conform to ASTM C-33 and shall not contain materials which are alkali reactive as determined by ASTM C-221,289, and 295. If test data is unavailable In regards to alkali reactive materials, provide cement with a maximum alkali content less than OA5% by weight. 3-5 Concrete exposed to freezing or thawing shall be protected in accordance to the latest edition of the ACI code and CBC appendix, chapter 19. 3-6 Water proofing of foundations, retaining walls, and slab on grade Is the responsibility of the Contractor or Owner. 3-1 Vibrate concrete around all bolts, rebar and surfaces. 3-8 Construction ,joints shall be clean and wet prior to pouring concrete. 3-9 Concrete shall have a water -cement ratio of 0.54 Ib./Ib. or less. Addition of water at the fob site Is not permitted unless special Inspection has been provided and test specimens are taken. If hot weather conditions are anticipated at the fob site, concrete materials (aggregates, mixing water, and cement) shall be cooled prior to mixing, and retarders or plasticizers may be added to provide workable concrete. Forms, reinforcing steel and subgrade shall be fogged or sprinkled with cool water dust before concrete Is placed. 3-10 Concrete shall be air entrained a minimum of 5% and maximum of 7$. 3 -II Shrinkage at 28 days shall not exceed 0.055% for dry curing. 3-12 Minimum concrete tensile splitting strength shall be 390 psi. 3-13 All projecting corners of slabs, beams, columns, etc, shall be formed with a 3/4" chamfer, unless specifically noted otherwise. 3-14 Calcium chloride admixtures or chloride -based admixtures shall not be used. REINFORCING STEEL: 5-1 Reinforcing steel shall conform to the provisions of ASTM A-615, Grade 40 for $4 bars and smaller and ASTM A-615, Grade 60 for $5 bars and larger. All rebar is to be deformed. Welded wire fabric shall conform to the provisions of ASTM A 185. 5-2 All lap splices shall not be less than 62 bar diameters of the larger bar. Horizontal laps In adjacent bars shall be staggered 5' - On minimum. 5-3 Reinforcement cover shall be as follows= Concrete cast against and permanently exposed to soil: 3" clear Concrete with soli or weather exposure= $5 bars and smaller: 11/2" clear $6 bars and larger: 2" clear Concrete without soil or weather exposure. 3/4" clear 5-4 All rebar bends shall be made cold. $5 and larger rebar shall not be re-bent. 5-5 All reinforcing steel and anchor bolts shall be accurately secured In position before and during concrete placement. 5-b All reinforcing steel shall be clean and free of deleterious materials at the time of concrete placement. 5-1 Each reinforcing bar shall be wired to a cross bar at a maximum spacing of 24" oz. or at every Intersection. 5-8 A "standard hook" Is defined as either a 180' bend plus a 4 bar diameter extension, but not less than 2 1/2" at the free end of the bar or a 90' bend plus a 12 bar diameter extension at the free end of the bar. Hooks for stirrups and ties shall be as follows: I. $5 bar and smaller, 90' bend plus 6 bar diameter extension at free end of bar, or 2. $6, $l and $8 bar, 90' bend plus 12 bar diameter extension at free end of bar, or 3. $8 bar and smaller,135' bend plus 6 bar diameter extension at free end of bar. DETAIL NAME DESIGN: SPM S -Z GENERAL NOTES (CONTINUED) CHECKED: JMR PROJECT NAME DATE: 02-2003 JOB NO: 1823 BREDEN RESIDENCE SCALE: N / A P A -C. a 6 o r= MASONRY: 20 Declaration Drive Chico, California 95973 Phone: (530) 893-1600 Fax: (530) 893-2113 Web Site: www.northstareng.com II -1 All masonry shall be installed per CBG section 2105. II -2 Cement masonry units shall conform to CBC standard 21-4, grade N, Type I, and shall be single or double open end bond beam units. II -3 Concrete masonry blocks shall have a Vm min. of 1,500 psi with compliance verified as required per GBG section 21053. II -4 Mortar shall be Type 5 and have a minimum f'c = 1000 psi. II -5 Each cell shall be completely filled with grout. II -6 Grout shall be ASTM C279 Type 5 and have minimum f'c = 2,500 psi after 28 days curing. II -1 Reinforcement shall be placed prior to grouting. Reinforcement shall be secured against displacement prior to grouting by wire positioners or other suitable devices at Intervals not exceeding 200 bar diameters. Bolts shall be accurately set and held In place to prevent dislocation during grouting. 11-8 Lap reinforcing the greater of 60 bar diameters or 2'-018. II -9 Locate anchor bolts within 2" of the center of a cell. II -10 Prior to grouting , the grout space shall be clean so that all spaces to be filled with grout do not contain mortar projections greater than 1/2 inch, mortar droppings or other foreign materials. II -II The grouting of any section of wall shall be completed In one day with no interruptions greater than one hour. 11=12 Grout shall be consolidated by mechanical vibration during placement before loss of plasticity in a manner to fill the grout space. II -13 Between grout pours, a horizontal construction point shall be formed by stopping all wythes at the same elevation and with the grout stopping a minimum of 1-1/2 Inches below a mortar ,joint, except at the top of the wall. Where bond beams occur, the grout pour shall be stopped a minimum of 1/2 inch below the top of the masonry. II -14 Cleanouts shall be provided for all grout pours over 5 feet in height. II -15 All cells and spaces containing reinforcement shall be filled with grout. II -I6 Quality assurance shall Include, but is not limited to assurance that: a. Masonry units, reinforcement, cement, lime, aggregate and all other materials meet the requirements of the applicable standards of quality and that they are properly stored and prepared for use. b. Mortar and grout are properly mixed using specified proportions of Ingredients. The method of measuring materials for mortar and grout shall be such that proportions of materials are controlled. c. Construction details, procedures and workmanship are In accordance with the plans and specifications. 11-1-7 Testing Is not required for the units. A letter of certification from the manufacturer of the units shall be provided at the time of, or prior to, delivery of the units to the jobsite to assure the units comply with the compressive strength required as noted on the plans and specifications. II -18 Testing is not required for the grout. A letter of certification from the supplier of the grout shall be provided at the time of, or prior to, delivery of the grout to the jobsite to assure the grout complies with the compressive strength required as noted on the plans and specifications. II -19 Running bond construction shall be used for all masonry. DETAIL NAME DESIGN: SPM S-3 GENERAL MOTES (CONTINUED) CHECKED: JMR PROJECT NAME DATE: 02-2003 JOB NO: 1823 BREDEN RESIDENCE SCALE: N / A PA -e6- 7 aF 20 Declaration Drive Chico, California 95973 Civil Engineers..Surveyors Phone: (530) 893-1600 Fax: (530) 893-2113 Chico,. California _ Web Site: www.northstareng.com MAX. SLOPE �� � 2 ROUND °00 ° 0 GROUT CAP Oo 30' 00- 0,3 000o0�0 (2) #4 CONT., )'j 0001 0000 0 0o TYP. AT TOP OF WALL ' 00fj 00 0010 °oCCLR o (OCo D0� #4 AT 24" O.C., VERT. 00000000 8o CMU 000000 0000000 • 0001 � 00 #4 AT 24" O.C., HORIZ. PROVIDE 000 0 0 o ROUGHENSURFACE Co URFACETO DRAINAGE o 000 0' 1/4" AMPLITUDE. PER NOTE 2-7 ° ��°°nPo ON SHEET S -I • °000 o o (3) #4 TOP, CONT. • #4 AT 24" O.C. iv Ii_3n (2) #4 BCT. 3 CLP. `V (1) #4 CONT. TYP. #4 AT 24" O.C. 12" 2'-3" NOTES: I. DO NOT PLACE BACKFILL UNTIL CONCRETE HAS CURED 14 DAYS MIN. 2. PROVIDE ADEQUATE CONSOLIDATION PER NOTE 3-7 ON SHEET 5-2. 3. PROVIDE SHORING FOR WALL WHILE COMPACTING BACKFILL. f'm = 1500 P51 MORTAR f'c = 1800 PSI TYPE "S" 4. THIS WALL HAS NOT BEEN DESIGNED TO SUPPORT ADDITIONAL SURCHARGE DUE TO FOOTINGS PLACED BEHIND THE WALL, DETAIL NAME DESIGN: SPM S-4 RETAINING WALL DESIGN CHECKED: JMR PROJECT NAME DATE: 02-2003 JOB NO: 7823 BREDEN RESIDENCE SCALE: N /A Nora r.. ENGINEERING Civil Engineers - Planners - Surveyors . Na -1011 STRUCTURAL CALCULATIONS PROJECT: Breden residence LOCATION: Sierra Del Sol, Lot #11, Paradise, CA OWNER: Jim Breden JOB NUMBER: 7823 DATE: May -02 CODES: California Building Code, 1998 Edition 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 CODE ENFORCEMENT: Butte County Building Department BUM CO ARTME6 LOADS: Seismic Zone: 3 APPROVED Pf: 20 psf Wind Speed: 75 mph Exposure: C (Method 2 used, u.n.o.) Soil Bearing: 1500 psf (per CBC TABLE 18 -I -A) Min. Footing Depth: 12 inches NOTES: Are Special Inspections required for Engineering Elements Designed by NorthStar Engineering? No NorthStar Engineering is not responsible for these calculations unless this sheet is stamped by a registered professional engineer and wet signed with RED or BLUE ink. GENERAL: Any structural or non-structural items that are not specifically addressed in the following calculations and/or details are designed by others and are not the responsibility of NorthStar Engineering. Page 1 of V I V. 1 'xy' .. + A�•� •. r + �iTHr • _ ,'JM�, -•far • t�'. ` r • 4f 1 'AiR T j i- ' � h +baa Yi r �3 `r ' •,.*mit. if�. , i BY: SM / JR DATE: May -02 JOB NO: 7823 PG. -z- of NorthStar ENGINEERING PARTIAL LATERAL DESIGN FOR SINGLE FAMILY RESIDENCE BASED ON THE 1997 UNIFORM BUILDING CODE. GRAVITY ROOF: ROOF SHINGLES 2.5 psf LOADS OSB OR PLYWOOD 2.0 psf + FRAMING 5.0 psf INSULATION 2.5 psf GYPSUM WALLBOARD 3.5 psf MISCELLANEOUS 1.5 psf DEAD LOAD 17.0 psf SNOW LOAD (Pf) 20.0 psf TOTAL. LOAD 37.0 psf FLOOR: FLOORING 2.0 psf PLYWOOD 2.5 psf FRAMING 5.0 psf INSULATION 2.5 psf, GYPSUM WALLBOARD 3.5 psf MISCELLANEOUS 1.5 psf DEAD LOAD 17.0 psf LIVE LOAD 40.0 psf TOTAL LOAD 57.0 psf 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 LATERAL SEISMIC: Zone= 3 LOADS R= 4.5 FOR ALL OTHER LIGHT -FRAMED WALLS Soil type = SD FOR STIFF SOIL PROFILE I= 1 PER UBC TABLE 16 - K Ca= 0.36 PER UBC TABLE 16 - Q Cv = 0.54 PER UBC TABLE 16 - R REGULAR DESIGN BASE SHEAR: Ct = 0.02 FOR ALL OTHER BUILDINGS hn = 19.0 ft T= 0.18 secs V= 0.54 "1/ (4.5 0.18)= 0.659W Vmax = 2.5 ` 0.36 * 1 / 4.5 = 0.200 W Vmin = 0.11 ' 0.36 " 1 = 0.040 W For seismic zone 4: Vmin = 0.8' 0.30 "' 0.0 1 / 4.5 = 0.00 W Max sw%= 13% UseV= 0.200W Lw = 4.0 ft AB = 3300 ft^2 r(max) = v`(10/Lw)= 13 % 10 / 4.0 = 0.31 p = 2 - 20 / (r -max' (Ab)^0.5) = 2-20/ (0.31 * 3300 ^0.5)) = 1.00 NorthStar 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973 BY: SM / JR 530-893-1600 DATE: May -02 FAX 530-893-2113 JOB NO: 7823 PG. of E = p VW = 0.200 W PER UBC EQ. 30-1 BASE SHEAR COEFFICIENT = 0.200 W / 1.4 = 0.143 W Vertical distribution of force Level Story Ht. Ht. (hx) Wt. wx Ht. x Wt. h*w/Eh*w VEQ Fx Roof 11.0 ft 23 ft 63.0 k 1449 0.67 11.7 k 0.186 wx . 1st 12.0 ft 12 ft 60.0 k 720 0.33 5.8 k 0.097 wx E = 123.0 k 2169 Base V = 17.6 k SIMPLIFIED DESIGN BASE SHEAR: 3.0 " 0.36 " 1 / 4.5 = 0.240 W E = p * VW = 0.240 W PER UBC EQ. 30-1 BASE SHEAR COEFFICIENT = 0.240 W / 1.4 = 0.171 W Fx USE: C' REGULAR design base shear Roof 0.171 wx (:; SIMPLIFIED design base shear 1st 0.171 wx WIND: EXP = C SPEED = 75 mph Cq = 1.3 METHOD 2 DESIGN qs = 14.5 psf PRESSURE 0'- 15'= 1.06 Cq*qs*Ce = 20.0 psf 15'- 20'= 1.13 = 21.3 psf 20'- 25'= 1.19 = 22.4 psf 25'- 30'= 1.23 = 23.2 psf 30'- 40'= 1.31 = 24.7 psf General Notes: 1. The engineer is responsible for the structural items as noted in the following calculations. Should any changes be made to the design as detailed in these calculations without written approval from the engineer then the engineer assumes no responsibility for the entire structure or portions thereof. 2. All waterproofing and flashing (roofs, foundations, retaining walls, decks, garage floors, etc.) is the responsibility of the contractor or owner. 3. These calculations are based on a completed structure. Should an unfinished structure be subject to loads then the engineer shall be contacted for an interim design or if not, will assume no responsibility. 4. Building sites are assumed to be drained and free of clay or expansive soil. Any other conditions must be brought to the attention of the engineer. 5. These calculations assume stable, undisturbed soils, and level stepped footings. Any other conditions encountered must be brought to the attention of the engineer. 6. All footings shall bear on undisturbed soil with a footing depth below frost line (per local requirements). By: SM / JR Date: 5/22/02 Job No: -7 B Z 3 Page S of PARTIAL LATERAL DESIGN SHEAR WALL: (TOP FLOOR OR ROOF) Location: Grid 1 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L1 Lsw1 L2 Lsw2 L3 IAsw3 k L4 k Lsw L5 LswS L6 36.0 ft 27.5 ft L 12.5 ft 990 ft^2 53 Ib/ft 180 Ib/ft 10% PARALLEL WALL H / W ratio L1 = 0.0 ft Lswl = 4.0 ft 2.13:1 L2 = 5.0 ft Lsw2 = 4.0 ft 2.13:1 L3 = 5.0 ft Lsw3 = 4.0 ft 2.13:1 L4= 6.0 ft Lsw4= 4.0 ft 2.13:1 L5 = 0.0 ft Lsw5 = 0.0 ft 0% L6 = 0.0 ft 0.0 ft 0.0 psf 0.0 ft LENGTH OF SHEARWALL (LswTOT) = 16.0 ft WALL HEIGHT = 8.5 ft TOTAL LENGTH OF WALL (L) = 32.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.171 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL veoDL %wDL to use ROOF DIAPHR. 36.0 ft 27.5 ft 17.0 psf 12.5 ft 990 ft^2 53 Ib/ft 180 Ib/ft 10% PARALLEL WALL 80.0 ft 8.5 ft 10.0 psf 4.3 ft 680 ft^2 213 Ib/ft 73 Ib/ft 100% PERP. WALL 78.0 ft 8.5 ft 10.0 psf 4.3 ft 663 ft^2 0 Ib/ft 71 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft . 0 ft^2 0 Ib/ft 0 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 265 Ib/ft Total vegDL = 324 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 10% TRIBUTARY WALL AREA FOR WIND (Aw) = 350 ft^2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 18.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.8 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 10.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adis/LswTOT = 324 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 454 Ib/ft GOVERNING LATERAL FORCE vgov = 454 Ib/ft WIND GOVERNS By: SM / JR Date: 5/22/02 Job No:15. Page / of NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 SHEAR WALL: (TOP FLOOR OR ROOF) (CONTINUED) Location: Grid 1 UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) " ... _ 2866 ft - Ib /ft WIND =(v w)*cgw= 4544 ft -lb/ft max (mo) = 4544 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * Lswi^2)/2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (M/D) = (Mo - Mr) / Lswi I . SEISMIC ZONE = 3 SHEAR DESIGN FOR SHEARWALL (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. iri spacing ft thick. in spacing (ft) 2X 1.82 2X 2.61 Req'd: SHEAR WALL NO. 3 HOLDOWNS FOR SHEARWALL Uplift A-307 Length Mo Mr MID allthrd dia. Holdowns Strap Holdowns Lswl = 4.0 ft 18176 ft -Ib 1414 ft -Ib 4191 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d / 4x Lsw2 = 4.0 ft 18176 ft -Ib 1414 ft -Ib 4191 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d / 4x Lsw3 = 4.0 ft 18176 ft -Ib 1414 ft -Ib 4191 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d / 4x Lsw4 = 4.0 ft 18176 ft -Ib 1414 ft -Ib 4191 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d / 4x Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib 5/8 NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lswl) = 909 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl + 1-2) _ -227 Ib DSF4 = vgov * (Lswl + Lsw2) (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 682 Ib DSF5 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) _ -454 Ib DSF6 = vgov' (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 454 Ib DSH = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / Q * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) _ -909 Ib DSF8 = vgov ' (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov ' LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb, DSF9 = vgov ' (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 909 Ib MIN. DRAG STRUT FORCE _ -909 Ib USE: LSTA36 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 5/22/02 Job No: -7 S Z 3 Page r--? of SHEAR WALL: (BOTTOM FLOOR) Location: Grid 1 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. NorthStar - 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L1 L Lswl L L2 LLsw2 L L3 I,Lsw3 L L4 ` L Lsw4L L5 LENGTH OF SHEARWALL (LswTOT) = 26.0 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 32.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.171 W L6 TRIB. COMPONENT LENGTH HT. OR W H / W ratio L1 = 0.0 ft Lswl = 13.0 ft 0.77:1 L2 = 6.0 ft Lsw2 = 13.0 ft 0.77:1 L3 = 0.0 ft Lsw3 = 0.0 ft L4 = 0.0 ft Lsw4 = 0.0 ft L5 = 0.0 ft Lsw5 = 0.0 ft L6 = 0.0 ft 100% PERP. WALL LENGTH OF SHEARWALL (LswTOT) = 26.0 ft WALL HEIGHT = 10.0 ft TOTAL LENGTH OF WALL (L) = 32.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.171 W L6 TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL veoDL %wDL to use FLOOR DIAPHR. 32.0 ft 26.0 ft 17.0 psf 10.0 ft 832 ft^2 44 Ib/ft 93 Ib/ft 10% PARALLEL WALL 32.0 ft 10.0 ft 10.0 psf 5.0 ft 320 ft^2 100 Ib/ft 21 Ib/ft 100% PERP. WALL 52.0 ft 10.0 ft 10.0 psf 5.0 ft 520 ft^2 0 Ib/ft 34 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft 0 ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 144 Ib/ft Total vegDL = 149 Ib/ft TRIBUTARY WALL AREA FOR WIND (Aw) = 240 ft^2 FLOOR HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 10.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.0 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 10.0 ft HEIGHT TO BASE OF SHEARWALL ABOVE, (Habove) = 10.0 ft LAT. EQ FORCE (vegTOT) = Total vegDL = 149 Ib/ft LAT. EQ FORCE FROM LEVEL ABOVE (vegTOT*LswTOTab/LswTOTbel) = 200 Ib/ft 348 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 184 Ib/ft LAT. WIND FORCE FROM LEVEL ABOVE (v w ab*LswTOTab/LswTOTbel)= 280 Ib/ft 464 Ib/ft TOTAL GOVERNING LATERAL FORCE vgov1 = 4641b/ft WIND GOVERNS By: SM/JR NorthStar Date: 5/22/02 ENGINEERING Job No: -7 6 'Z 3 Page $ of SHEAR WALL: (BOTTOM FLOOR) (CONTINUED) Location: Grid 1 UNIT OT MM'T, THIS LVL (mol), EQ = veq(dia) * CGdia + veq(extwall) * CG(ext wall) ..= WIND =(v w)*cgw= UNIT OT MMT, TOP FLOOR (mo2), EQ = veq(dia) * (CGdia + Habove) + veq(extwall) * _ WIND =(v w)*cgw= max (mo) = 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 1209 ft - Ib /ft 1844 ft,- lb /ft 3759 ft - Ib /ft 9088 ft - Ib /ft 10932 ft - Ib /ft OVERTURNING MOMENT (Mo) = (mol+mo2) * Lswi RIGHTING MOMENT (Mr) = [[0.66 - wind] or [0.85 - eq] * (wDL2 + wDL1) * Lswi^2] / 2 NET UPLIFT FORCE (M/D) = (Mo - Mr) / Lswi (Add wSL to wDL2 if veq controls) SHEAR DESIGN FOR SHEARWALL (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in s acin ft thick. in spacing ft 2X 1.78 2X 2.56 Gravity load from above = , 100 % Retrofit Length Mo Mr Lswl = 13.0 ft 142122 ft -Ib 23057 ft -Ib Lsw2 = 13.0 ft 142122 ft -Ib 23057 ft -Ib Lsw3 = 0.0 ft 0 ft -Ib 0 ft -Ib Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib DRAG STRUT FORCE Req'd: SHEAR WALL NO. 3 s Uplift A-307 Retrofit 1131 Ib M/D allthrd dia. HD Holdown 9159 Ib 7/8 CHECK TABLE HD10A / 4x6 / SSTB34 9159 Ib 7/8 CHECK TABLE HD10A / 4x6 / SSTB34 0 Ib Not req'd NOT REQ'D NOT REQ'D 0 Ib Not req'd NOT REQ'D NOT REQ'D 0 Ib Not req'd NOT REQ'D NOT REQ'D DSF1 = (vgovl * LswTOT / L) * L1 = 0 Ib DSF2 = vgovl * Lswl - (vgov1 * LswTOT / L) * (L1 + Lswl) = 1131 Ib DSF3 = vgovl * Lswl - (vgovl * LswTOT / L) * (L1 + Lswl + 1-2) _ -1131 Ib DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2) = 0 Ib DSF5 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + 1-3) = 0 lb DSF6 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + 1-4) = 0 Ib DSF8 = vgovl ' (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl ' LswTOT / L)(L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 Ib DSF9 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L)' (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgovl ' (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgovl ' LswTOT / L)' (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 1131 Ib MIN. DRAG STRUT FORCE _ -1131 Ib USE: LSTA36 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 5/22/0 Job No: - Z� Page 9 of PARTIAL LATERAL DESIGN SHEAR WALL: (TOP FLOOR OR ROOF) Location: Grid 3 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 I Lswl I L2 LLsw2 I L3 L1 = 0.0 ft Lswl = L2 = 10.0 ft Lsw2 = L3 = 5.0 ft Lsw3 = L4 = 0.0 ft Lsw4 = L5 = 0.0 ft Lsw5 = L6 = 0.0 ft 10% LENGTH OF SHEARWALL (LswTOT) _ TOTAL LENGTH OF WALL (L) = NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L4 L Lsw4L L5 H / W ratio 19.0 ft 0.45:1 16.0 ft 0.53:1 0.0 ft 0.0 ft 0.0 ft 35.0 ft WALL HEIGHT = 8.5 ft 50.0 ft SEISMIC ZONE = 3 L6 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.171 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL vegDL %wDL to use ROOF DIAPHR. #1 40.0 ft 39.0 ft 17.0 psf 12.5 ft 1560 ft^2 53 Ib/ft 130 Ib/ft 10% PARALLEL WALL 100.0 ft 8.5 ft 10.0 psf 4.3 ft 850 ft^2 170 Ib/ft 42 Ib/ft 100% PERP. WALL 100.0 ft 8.5 ft 10.0 psf 4.3 ft 850 ft^2 0 Ib/ft 42 Ib/ft 0% ROOF DIAPHR. #2 12.0 ft 26.0 ft 17.0 psf 12.5 ft 312 ft^2 0 Ib/ft 26 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 223 Ib/ft Total vegDL = 239 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 10% TRIBUTARY WALL AREA FOR WIND (Aw) = 555 ft^2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 18.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.8 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 10.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = 239 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 329 Ib/ft GOVERNING LATERAL FORCE vgov = 329 Ib/ft WIND GOVERNS By: SM / JR NOrthStar 20 DECLARATION DRIVE Date: 5/22/02 ENGINEERING CH ICO, CA 95973 Job No: -792'S 530-893-1600 Page I d of FAX 530-893-2113 SHEAR WALL: (TOP FLOOR OR ROOF) (CONTINUED) Location: Grid 3 UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) * ... = 2302 ft - Ib /ft WIND =(v w)*cgw= 3294 ft -lb/ft max (mo) = 3294 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * Lswi^2)/2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (M/D) = (Mo - Mr) / Lswi SEISMIC ZONE = 3 SHEAR DESIGN FOR SHEARWALL 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl) = 1878 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lswl + 1-2) _ (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) DSF5 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3) = 0 Ib DSF6 = vgov * (Lswi + Lsw2 + Lsw3) - (vgov' LswTOT / L)' (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3) = 0 Ib Sill plate Anc. bolt Sill plate Anc. bolt 0 lb DSF9 = vgov ' (Lswi + Lsw2 + Lsw3 + Lsw4) - (vgov ' LswTOT / L) ' (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgov ' (Lswi + Lsu2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) ' (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = thick. in spacing ft thick. in spacing (ft) , 2X 2.51 2X 3.60 Req'd: SHEAR WALL NO. 2 HOLDOWNS FOR SHEARWALL Uplift A-307 Length Mo Mr M/D allthrd dia. Holdowns Strap Holdowns Lswl = 19.0 ft 62585 ft -Ib 26839 ft -Ib 1881 Ib 5/8 PHD2 / 2-2x / (5/8") MSTC40 / 36-16d / 2-2x Lsw2 = 16.0 ft 52703 ft -Ib 19033 ft -Ib 2104 Ib 5/8 PHD2 / 2-2x / (5/8") MSTC40 / 36-16d / 2-2x Lsw3 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 = 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl) = 1878 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lswl + 1-2) _ -428 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2) = 1153 Ib DSF5 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3) = 0 Ib DSF6 = vgov * (Lswi + Lsw2 + Lsw3) - (vgov' LswTOT / L)' (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgov * (Lswi + Lsw2 + Lsw3) - (vgov' LswTOT / L)' (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4) = 0 Ib DSF8 = vgov ' (Lswi + Lsw2 + Lsw3 + Lsw4) - (vgov ' LswTOT / L) ' (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 lb DSF9 = vgov ' (Lswi + Lsw2 + Lsw3 + Lsw4) - (vgov ' LswTOT / L) ' (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 lb DSF10 = vgov ' (Lswi + Lsu2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) ' (L1 + Lswi + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 Ib MAX. DRAG STRUT FORCE = 1878 Ib MIN. DRAG STRUT FORCE _ -428 Ib USE: MSTC28 STRAP AT ALL TOP PLATE SPLICES By: SM/JR Date: 5/22/02 Job No: '7 8 Z 3 Page II of SHEAR WALL: (BOTTOM FLOOR) Location: Grid 3 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 L Lsw1 L L2 LLsw2 L L3 NorthStar 20 DECLARATION DRIVE ENGINEERING CHICO, CA 95973 530-893-1600 FAX 530-893-2113 L1 = 0.0 ft Lsw1 = 19.0 ft L2= 4.5 ft Lsw2= 21.5 ft L3= 5.0 ft Lsw3= 0.0 ft L4 = 0.0 ft Lsw4 = 0.0 ft L5 = 0.0 ft Lsw5 = 0.0 ft L6 = 0.0 ft 90 Ib/ft 10% LENGTH OF SHEARWALL (LswTOT) = 40.5 ft TOTAL LENGTH OF WALL (L) = 10.0 psf 50.0 ft INDICATES SHEAR WALL PANEL SECTION, TYP. L4 ' L Lsw4L L5 LLsw5 1, L6 H / W ratio 0.53:1 0.47:1 WALL HEIGHT = 10.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = - 0.171 W TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL vegDL %wDL to use FLOOR DIAPHR. 32.0 ft 39.0 ft 17.0 psf 10.0 ft 1248 ft^2 42 Ib/ft 90 Ib/ft 10% PARALLEL WALL 50.0 ft 10.0 ft 10.0 psf 5.0 ft 500 ft^2 100 Ib/ft 21 Ib/ft 100% PERP. WALL 78.0 ft 10.0 ft 10.0 psf 5.0 ft 780 ft^2 0 Ib/ft 33 Ib/ft 0% DECK 10.0 ft 29.0 ft 10.0 psf . 10.0 ft 290 ft^2 0 Ib/ft° 12 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft . 0 ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 142 Ib/ft Total vegDL = 156 Ib/ft TRIBUTARY WALL AREA FOR WIND (Aw) = 360 ft^2 FLOOR HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 10.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.0 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 10.0 ft HEIGHT TO BASE OF SHEARWALL ABOVE, (Habove) = 10.0 ft LAT. EQ FORCE (vegTOT) = Total vegDL = 156 Ib/ft LAT. EQ FORCE FROM LEVEL ABOVE (vegTOT*LswTOTab/LswTOTbel) = 207 Ib/ft 363 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = 178 Ib/ft LAT. WIND FORCE FROM LEVEL ABOVE (v w ab*LswTOTab/LswTOTbel)= 285 Ib/ft 462 Ib/ft TOTAL GOVERNING LATERAL FORCE vgov1 = 462 Ib/ft WIND GOVERNS By: SM / JR NorthStar Date:-7,'q 7'Z 2 ENGINEERING Job No:: , 3 Page I Z of SHEAR WALL: (BOTTOM FLOOR) (CONTINUED) Location: Grid 3 UNIT OT MM'T, THIS LVL (mol), EQ = veq(dia) * CGdia + veq(extwall) * CG(ext wall) ..= WIND =(v w)*cgw= UNIT OT MM'T, TOP FLOOR (mo2), EQ = veq(dia) * (CGdia + Habove) + veq(extwall) * ..._ WIND =(v w)*cgw= max (mo) = 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 1292 ft -lb/ft 1776 ft -lb/ft 4056 ft - lb /ft 6588 ft - Ib /ft 8364 ft - Ib /ft OVERTURNING MOMENT (Mo) = (mol+mo2) * Lswi RIGHTING MOMENT (Mr) = [[0.66 - wind] or [0.85 - eq] * (wDL2 + wDL1) * Lswi^2] / 2 NET UPLIFT FORCE (M/D) = (Mo - Mr) / Lswi (Add wSL to wDL2 if veq controls) SHEAR DESIGN FOR SHEARWALL 0 Ib , DSF2 = vgovl * Lswl - (vgovl * LswTOT / L) * (1-1 + Lswl) = 1669 Ib DSF3 = vgovl * Lswl - (vgovl * LswTOT / L) * (1-1 + Lswl + 1-2) _ (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 1872 Ib DSF5 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) = 0 Ib Sill plate Anc. bolt Sill plate Anc. bolt 0 Ib DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + 1-4) = 0 Ib DSF8 = vgovl " (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) " (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = thick. in s acin ft thick. in spacing ft DSF9 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / Q " (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 Ib DSF10 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgovl * LswTOT / Q * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb 2X 1.79 2X 2.57 Req'd: SHEAR WALL NO. 3 HOLDOWNS FOR SHEARWALL Gravity load from above = 100% Uplift A-307 Retrofit Length Mo Mr M/D allthrd dia. . HD Holdown Lswl = 19.0 ft 158916 ft -Ib 43978 ft -Ib 6049 Ib 5/8 RFB#5x16 / SET -22 PHD8 / 4x / SSTB34 Lsw2 = 21.5 ft 179826 ft -Ib 56313 ft -Ib 5745 Ib 5/8 RFB#5x16 / SET -22 PHD6 / 4x / SSTB34 Lsw3 = 0.0 ft 0 ft -lb 0 ft -lb 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw4 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib Not req'd NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgovl * LswTOT / L) * L1 = 0 Ib , DSF2 = vgovl * Lswl - (vgovl * LswTOT / L) * (1-1 + Lswl) = 1669 Ib DSF3 = vgovl * Lswl - (vgovl * LswTOT / L) * (1-1 + Lswl + 1-2) _ -16 Ib DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 1872 Ib DSF5 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + 1-4) = 0 Ib DSF8 = vgovl " (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) " (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 Ib DSF9 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / Q " (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 Ib DSF10 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgovl * LswTOT / Q * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 1872 Ib MIN. DRAG STRUT FORCE _ -16 Ib USE: MSTC28 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 5/22/02 Job No: -70Z3 Page 1; of PARTIAL LATERAL DESIGN SHEAR WALL: (TOP FLOOR OR ROOF) Location: Grids B, 113.3 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 L Lsw1 L L2 NorthStar ENGINEERING 11 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L3 LLsw3 L L4 L Lsw4L L5 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.171 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W - H / W ratio L1 = 0.0 ft Lsw1 = 4.0 ft 2.13:1 L2 = 16.0 ft Lsw2 = 4.0 ft 2.13:1 L3 = 29.0 ft Lsw3 = 4.0 ft 2.13:1 L4= 11.5 ft' Lsw4= 4.0 ft 2.13:1 L5= 5.5 ft Lsw5= 0.0 ft 663 ft^2 L6 = 0.0 ft 71 Ib/ft 100% PERP. WALL LENGTH OF SHEARWALL (LswTOT) = 16.0 ft WALL HEIGHT = 8.5 ft TOTAL LENGTH OF WALL (L) = 638 ft^2 78.0 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.171 W SNOW LOAD, % TO INCLUDE (SL) = 25 % or 0.0 psf SL not req'd. (Pf <= 30 psf) TRIB. COMPONENT LENGTH HT. OR W - DL CG A wDL veoDL %wDL to use ROOF DIAPHR. #1 80.0 ft 19.0 ft 17.0 psf 12.5 ft 1520 ft^2 166 Ib/ft 277 Ib/ft 50% PARALLEL WALL 78.0 ft 8.5 ft 10.0 psf 4.3 ft 663 ft^2 85 Ib/ft 71 Ib/ft 100% PERP. WALL 75.0 ft 8.5 ft 10.0 psf 4.3 ft 638 ft^2 0 Ib/ft 68 Ib/ft 0% ROOF DIAPHR. #2 30.0 ft 13.3 ft 17.0 psf 12.5 ft 398 ft^2 0 Ib/ft 72 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft O ft^2 0 Ib/ft 0 Ib/ft 0% Total wDL = 251 Ib/ft Total vegDL = 489 Ib/ft %wSL to use TRIB. SNOW LOAD TO SHEARWALL (wSL) = SL * Adia / L = 0 Ib/ft 50% TRIBUTARY WALL AREA FOR WIND (Aw) = 310 ft^2 BUILDING HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 18.0 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.8 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 10.0 ft LAT. EQ FORCE (vegTOT) = vegDL+ K*SL*Adia/LswTOT = LAT. WIND FORCE (v w) = Aw * P / LswTOT = 402 Ib/ft GOVERNING LATERAL FORCE vgov = 489 Ib/ft SEISMIC GOVERNS By: SM / JR NOrthStar 20 DECLARATION DRIVE Date: 5/22/02 ENGINEERING CH ICO, CA 95973 Job No: '1 S Z 3 530-893-1600 Page 1+ of FAX 530-893-2113 SHEAR WALL: (TOP FLOOR OR ROOF) (CONTINUED) Location: Grids B, 13.3 UNIT OVERTURNING MM'T (mo), EQ = veq(dia) * CGdia + veq(extwall) * ... = 4958 ft - Ib /ft WIND = (v w) * cgw = 4025 ft - Ib /ft max (mo) = 4958 ft - Ib /ft OVERTURNING MOMENT (Mo) = mo * Lswi RIGHTING MOMENT (Mr) = ([0.66 - wind] or [0.85 - eq] * wDL * Lswi^2)/2 (Add wSL to wDL if veq controls) NET UPLIFT FORCE (M/D) = (Mo,- Mr) / Lswi SEISMIC ZONE = 3 SHEAR DESIGN FOR SHEARWALL 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lswl) = 1553 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl + 1-2) _ (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) -1403 Ib DSF6 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 150 Ib DSF7 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) _ Sill plate Anc. bolt Sill plate Anc. bolt 0 Ib DSF10 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 Ib thick. in spacing ft thick. in spacing (ft) 2X 1.69 2X 2.43 Req'd: SHEAR WALL NO. 3 HOLDOWNS FOR SHEARWALL Uplift A-307 Length Mo Mr M/D allthrd dia. Holdowns Strap Holdowns Lswl = 4.0 ft 19832 ft -Ib 1704 ft -Ib 4532 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d / 4x Lsw2 = 4.0 ft 19832 ft -Ib 1704 ft -Ib 4532 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d / 4x Lsw3 = 4.0 ft 19832 ft -Ib 1704 ft -Ib 4532 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d / 4x Lsw4 = 4.0 ft 19832 ft -Ib 1704 ft -Ib 4532 Ib 5/8 PHD5 / 2-2x / (5/8") MSTC66 / 68-16d / 4x Lsw5 = 0.0 ft 0 ft -Ib 0 ft -Ib 0 Ib 5/8 NOT REQ'D NOT REQ'D DRAG STRUT FORCE DSF1 = (vgov * LswTOT / L) * L1 =, 0 Ib DSF2 = vgov * Lswl - (vgov * LswTOT / L) * (L1 + Lswl) = 1553 Ib DSF3 = vgov * Lswl - (vgov * LswTOT / L) * (1-1 + Lswl + 1-2) _ -50 Ib DSF4 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 1503 Ib DSF5 = vgov * (Lswl + Lsw2) - (vgov * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2 + L3) _ -1403 Ib DSF6 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 150 Ib DSF7 = vgov * (Lswl + Lsw2 + Lsw3) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4) _ -1002 Ib DSF8 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 551 lb DSF9 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) = 0 Ib DSF10 = vgov * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgov * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 Ib MAX. DRAG STRUT FORCE = 1553 Ib MIN. DRAG STRUT FORCE _ -1403 Ib USE: LSTA36 STRAP AT ALL TOP PLATE SPLICES By: SM / JR Date: 8/8/02 Job No: -19 2-3 Page t 5- of SHEAR WALL: (BOTTOM FLOOR) Location: Grids B, 6.3 INDICATES LENGTH OF DIAPHRAGM WITHOUT SHEAR PANEL, TYP. L1 I,Lswl L L2 LLsw2 L L3 NorthStar ENGINEERING 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 INDICATES SHEAR WALL PANEL SECTION, TYP. L4 I, Lsw4L L5 LLsw5 I. L6 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.171 W TRIB. COMPONENT LENGTH HT. OR W H / W ratio L1 = 0.0 ft Lswl = 25.0 ft 0.46:1 L2 = 28.5 ft Lsw2 = 20.0 ft 0.58:1 L3= 5.0 ft Lsw3= 0.0 ft 27 Ib/ft L4= 0.0 ft Lsw4= 0.0 ft 78.5 ft L5= 0.0 ft Lsw5= 0.0 ft 785 ft^2 L6 = 0.0 ft 30 Ib/ft 100% PERP. WALL LENGTH OF SHEARWALL (LswTOT) = 45.0 ft WALL HEIGHT = 11.5 ft TOTAL LENGTH OF WALL (L) = 480 ft^2 78.5 ft SEISMIC ZONE = 3 CONSTANT FOR SEISMIC CALCULATIONS (K) = 0.171 W TRIB. COMPONENT LENGTH HT. OR W DL CG A wDL vegDL %wDL to use FLOOR DIAPHR. #1 78.0 ft 16.0 ft 17.0 psf 10.0 ft 1248 ft^2 27 Ib/ft 81 Ib/ft 10% PARALLEL WALL 78.5 ft 10.0 ft 10.0 psf 5.0 ft 785 ft^2 100 Ib/ft 30 Ib/ft 100% PERP. WALL 48.0 ft 10.0 ft 10.0 psf 5.0 ft 480 ft^2 0 Ib/ft 18 Ib/ft 0% DECK 32.0 ft 10.0 ft 10.0 psf 10.0 ft 320 ft^2 0 Ib/ft 12 Ib/ft 0% OTHER 0.0 ft 0.0 ft 0.0 psf 0.0 ft 0 ft^2 . 0 Ib/ft 0 Ib/ft 0% Total wDL = 127 Ib/ft Total vegDL = 141 Ib/ft TRIBUTARY WALL AREA FOR WIND (Aw) = - 240 ft^2 FLOOR HEIGHT TO USE FOR WIND PRESSURE, (Hbuild) = 11.5 ft (up to 40'-0" max) WIND PRESSURE (P) = 20.0 psf C.G. OF WIND PRESSURE FROM BASE OF THIS SW, cgw = 11.5 ft HEIGHT TO BASE OF SHEARWALL ABOVE, (Habove) = 11.5 ft LAT. EQ FORCE (vegTOT) = Total vegDL = 141 Ib/ft LAT. EQ FORCE FROM LEVEL ABOVE (vegTOT*LswTOTab/LswTOTbel) = 174 Ib/ft 315 Ib/ft LAT. WIND FORCE (v w) = Aw * P / LswTOT = . . 107 Ib/ft LAT. WIND FORCE FROM LEVEL ABOVE (v w ab*LswTOTab/LswTOTbel)= 143 Ib/ft 250 lb/ft ' TOTAL GOVERNING LATERAL FORCE v ov1 = 315 Ib/ft SEISMIC GOVERNS By: SM / JR Date: 8/8/02 Job No: 1 °0 23 Page [ (, of NorthStar ENGINEERING SHEAR WALL: (BOTTOM FLOOR) (CONTINUED) Location: Grids B, B.3 UNIT OT MM'T, THIS LVL (mol), EQ = veq(dia) * CGdia + veq(extwall) * CG(ext wall) WIND =(v w)*cgw= UNIT OT MM'T, TOP FLOOR (=2), EQ = veq(dia) * (CGdia + Habove) + veq(extwall) * ..._ WIND = (v w) * cgw = max (mo) = 20 DECLARATION DRIVE CHICO, CA 95973 530-893-1600 FAX 530-893-2113 1171 ft -lb/ft 1226 ft - Ib /ft 3761 ft - Ib /ft 8653 ft - Ib /ft 9879 ft - Ib /ft OVERTURNING MOMENT (Mo) = (mol+mo2) * Lswi RIGHTING MOMENT (Mr) = [[0.66 - wind] or [0.85 - eq] * (wDL2 + wDL1) * Lswi^2] / 2 NET UPLIFT FORCE (MID) = (Mo - Mr) / LsvA (Add wSL to wDL2 if veq controls) (1/2" dia. anc. bolt) (5/8" dia. anc. bolt) Sill plate Anc. bolt Sill plate Anc. bolt thick. in spacing ft thick. in spacing (ft) 2X 2.62 2X 3.77 Gravity load from above = 100% Retrofit Lenqth Mo Mr Lswl = 25.0 ft 246966 ft -Ib 100318 ft -Ib Lsw2 = 20.0 ft 197573 ft -Ib 64204 ft -Ib Lsw3 = 0.0 ft O ft -Ib O ft -Ib Lsw4 = 0.0 ft O ft -Ib O ft -Ib Lsw5 = 0.0 ft O ft -Ib O ft -Ib DRAG STRUT FORCE Req'd: SHEAR WALL NO.2 Uplift A-307 Retrofit 3360 Ib M/D allthrd dia. HD Holdown 5866 Ib 5/8 RFB#5x16 / SET -22 PHD8 / 4x / SSTB34 6668 Ib 5/8 RFB#5x16 / SET -22 PHD8 / 4x / SSTB34 0 Ib Not req'd NOT REQ'D NOT REQ'D 0 Ib Not req'd NOT REQ'D NOT REQ'D 0 Ib Not req'd NOT REQ'D NOT REQ'D DSF1 = (vgovl * LswTOT / L) * L1 = 0 Ib DSF2 = vgovl * Lswl - (vgovl * LswTOT / L) * (1-1 + Lswl) = 3360 Ib DSF3 = vgovl * Lswl - (vgovl * LswTOT / L) * (L1 + Lswl + 1-2) _ -1785 Ib DSF4 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lswl + L2 + Lsw2) = 903 Ib DSF5 = vgovl * (Lswl + Lsw2) - (vgovl * LswTOT / L) * (1-1 + Lsw1 + L2 + Lsw2 + 1-3) = 0 Ib DSF6 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3) = 0 Ib DSF7 = vgovl * (Lswl + Lsw2 + Lsw3) - (vgovl * LswTOT / Q * (1-1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + 1-4) = 0 Ib DSF8 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4) = 0 Ib DSF9 = vgovl * (Lswi + Lsw2 + Lsw3 + Lsw4) - (vgovl * LswTOT / L) * (Ll + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5) _ 0 lb DSF10 = vgovl * (Lswl + Lsw2 + Lsw3 + Lsw4 + Lsw5) - (vgovl * LswTOT / L) * (L1 + Lswl + L2 + Lsw2 + L3 + Lsw3 + L4 + Lsw4 + L5 + Lsw5) = 0 lb MAX. DRAG STRUT FORCE = 3360 Ib MIN. DRAG STRUT FORCE _ -1785 Ib USE: MSTC40 STRAP AT ALL TOP PLATE SPLICES BY: S N'L /of I �-- DATE: OSS— 0 Z— JOB NO: -j $ 3 PAGE `-7 OF NwthStar ENGINEERING Civil Engineers* Planners* Surveyors 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 , i ' I iFl, r-- - E, SHE-'�2--W1�LL. I i , : I i 1 -i-j i I J ALLOWABLE -- -- -- t- LOAD/FOOT i r -Z60 _.I_._ i i ; :5501 _640---' 760-- - 980' _ f PLYWOOD; i 38"CDX..._3 'CDXi _ i GDX ! —CDX __ __'CDX_— STRUCT 1. QX. 2_'S1DE5_ _ 2 5_iDE_5 ?EDGE NAILING i n—' ;8d � 6� �— — l3 8d A►:. 4; l3- 8d Q►i 3: ' a3 ?A11 8d-s3� ; -31- 8,;d -O --2,;8d li-3 f�`, 4 i - u-3' 8d -3i 1 _�1=1ELD NAILING 5 ;_ led 12" l _ _ _..� 8d 0 12" _ _ 8_d 12" - �1 -Sd 12" j. Sd 0 12" - I ad 12;"- Sd 12" -}F-OUNDATION-51LL t 6 ' 2X 2X2X ! - 144 ; -3X ATE.1rTHICKNESS! =�--i-- ---- - '— - ; i - -'------' -r--?-- _s -a--!------- =CUP, -BLOCK r- - -- ii LS50 �- --LS50 -- ---L590'-- --LS90 ---i -1 LS96 L590 - _ 1_L590 r� TO -PLATE' - � - ! . _ -.x_22" II 5/-8 11 i ;- --IL c__ _2A'4"oc."_I" "10 Z. 1/2" 10 —SPACING.—!!,IZIi o.c._ II -_I_L-;__OVERIDOUGLAS__FIR ST -M-5 0- I6;- O.C.,. HEM_F1R _TOP. PLATES ARES OKAY !2. I ALL PANEL EDGES BACKED WITH 2-1NCHNOMINAL OR WIDER FRAMING U.O.N. 3. ALL;' VERTICAL STUDS RECEIVING EDGE i�l-AlL"1NG FROMABUTTING PANELS SHALL _ . BE -AS' SHOWN -IN -4 APPLIED-OVERt 3 INCH NOMINAL -OR WIDER: F-RAMING-W,ITH NAtLS--STAGGERED. r_ __,__ ;__ _3.5 ,NA1L5'5HALL; l3E.Sd HOT"_DIPPED GALVANIZED OR Sd COMMONS -. BILLS 6 PRESSURE TREATED DOUGLAS FIR REQUIRED; s -�l : 51MP50N MANUFACTURED CUPS AT,24" CC --FOR-ENTIRE-.BALANCE OF WALL"LINE: -- "BL.OGK" MAY-BETRUSSjGHORD OR =RAFTER PER DETAIL. - !-- 8 ; ANCHOR BOLT5 SHALL HAVE A' MINIMUM 2" X 210 X 3/16�!-THIGK-;PLATE WASHER. ----' ; ' 4 9.-O58-W,l-TH AL--L-OWABLE-t5TRE55-'AND THICKNE55-EQUIVALENT TOJ5PEC1F_IED_ --` PLYWOOD -MAY__ BE_5UB5TITUTED_F_.OR _3/8" _CD,X WHERE�.O__CCUI 5 OSB SHAL_ L ' BE RA-FORjEXTERIOR 110 FOR ANCHOR BOLTS REQ'D IN RETROFIT;SITUATIONS, SEE NOTE ,6 3 ON SHEET 5-1.i` , BY: DATE: 2 - JOB NO: -7 8 -Z3 PAGE t e> OF A NbrthStar ENGINEERING Civil Engineers e Planners # Sur'vley'ors 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-8q1600 FAX 530 93 : 3 DESIGN VALUES FOR 'ANCHOR BOLTS AND SILL MAILS SHEAR WALL ID A2 5 A Q Q -ALLOWABLE LOAD/FOOT 260 360 490 550. 640 100 960 SILL NAIL le)d.(@ 4" l0 (@..3". Ib -d (@ 311 2 ROWS '2 ROWS 2.'ROWS- 2 ROWS irod (@4" 16d l@ 3" 16.d (@ 3" irod (@ 3" MAIL CAPACITY 300 490. 490 132 980 980 COO 5/8"'0 3 5/8-,0 3 5/8" 0 3 5/6-,0 .5/8".0 5/8"0 .ANCHOR BOLT 2 48" .5/8".0 181: . .1411 1211 - .2,511 2411 1 . 811 SPACING 1/ 2 " (P. 1/ 2 " 1p 3 1/2".0.3 1/2" (P 3 1/2" (P -1/2" (P 1/2" 0 3611 1311 loll 9" ..1all 1511 SILLTHICKNESS2X 2X 2X .2*X 3X 3X 1/211 ANCHOR BOLT CAPACITY 215 360 495 550 641 .110 .1,056 5/8":- OANCHOR -irbo BOLT CAPACITY 291 390 .509 .594 rb 51 1,012 NOTES: I. NAILS PER ICBO REPORT NO. NEP-212 CAPACITY OF Irod SINKER = 94 *1.30 =122 #/NAIL 2.. DESIGN CAPACITY -OF BOLTS PER TABLE 8,2E OF THE '91:NDS.- DS.- CAPACITY .OF CAPACITY.OF 112" (P. ANCHOR BOLT* IN 2X SILL 825..# BOLT CAPACITY OF 112" 0 ANCHOQ-BOLT IN 3X SILL = 1.33 13011 c)10'#./ BOLT CAPACITY .OF 5/6" -0. ANCHOR BOLT IN. 2X SILL = 1.33 * 80,0'= 1184 # /BOLT CAPACITY OF -5/8" (P ANCHOR BOLT IN 3X "SILL = 1.33 * 11.40 = 151e0t / BOLT.' 3. -.REDUCE ANCHOR BOLT CAPACITY IN NOTE 2 BY 50% FOR 2X -SILL PLATE WHEN ALLOWABLE SHEAR PER FOOT 15 > THAN 35.0 PLF < CbOO PLF. BY: DATE: JOB NO: PAGE C) OF hkwthStar ENGINEERING Civil Engineers 9 Planners* Surveyors L 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX 530-893-2113 MAX TO ALL STUDS, l6plAhlb E 46 -TI A F BOTTOM PLATES.; UNBLOCKED.; 00 i# FT ;___�-J ......... is I -N QTI I eAND.�� . ....... . . L PLATE! TO WOOD FLOOR (WHERE U-1 Fro- ZAX-7 -T 100- N AIL -e& E OCCURS) is T FOUNDATION 1/�" WITH 4 -16d PER 16"JAW&H6121 SILL PLATE TO F 70N DIAMETER ANCHOR I BOLTS EMBEDDED .1 MIN. 0 4 -'0", O.C.! MAX. SPACING. jU5E A M1411m, -U-M,-,- OFA 01 BOLTS I PER PIECE -WITH I:BOLT 'LOC--,ATED-WITHIN-12"-OF-,EACH-END .';I 2. AT INTERIOR; WALLS FORA-- AND s AKICHINRB�6CfS--, MAY BE iw REIP-ACED WITH,l 2 HI T11- 2'.-EM6ED-.7AND7OK,,IE: -FRO'--!- ,C..'-INTE1210 INTERIOR -FOOTINGS -13 -A- 12i' -WIDE �- - - EACHLEN,b-.-sp- 'E13 i6 --SHALL* Ei �MIN -A,'- N 0 - I d! 4- 14 1 G - -SL-A 4 K I LUDIN B-1 HIc! A LES,;. --Q,THERWI 5-E- NO -TED --O ---.I-PLANS.--.-: — R7 - -4 : -INSTAL-L' -ANCHOR BOLTS -AT ONE F-IFTH-POINTS -BOLTSPER- RANEL, 4- FOR ANCHOR -'aOLT5iQEa.'D-iIN3,-PETROFIT-51TUATION&-,5 -E, NOTE 6-3 ON SHEET 5=1 F L BY: SM / JR NORTHSTAR ENGINEERING May -02 20 DECLARATION DRIVE JOB NO: '1$ Z3 CHICO, CA 95973, PG. Zo OF (530) 893-1600 CHECK COMBINED AXIAL AND BENDING (DUE TO WIND) FOR STUDS BASED ON 1997 UBC SECTION 2308.2 COLUMN PROPERTIES: C' = 0.8 .8 FOR SAWN, .85 FOR ROUND, .9 FOR GLULAM *** YOU HAVE SELECTED A RECTANGULAR COLUMN *** DEPTH = 5.5 IN WIDTH = 1.5 IN LENGTH (L) = 11 FT L / DEPTH = 24 OKAY < 50 AREA = 8.3 SQ.IN S = 7.56 CU.IN , Ke = 1 SEE UBC SECTION 2307.3 KcE = 0.3 .3 FOR VISUALLY GRADED, .418 FOR GLULAM KbE = 0.438 .438 FOR VISUALLY GRADED, .609 FOR GLULAM Fb = 900 PSI Fb Cf = 1.3 SIZE FACTOR PER TABLE 4A IN NDS Fb* = 1170 PSI( TABULATED VALUE* ADJUSTMENT FACTORS) Fc = 1350 PSI ( SEE TABLE 23 -I -E FOR ROUND TIMBER PILES) Fc Cf = 1.1 SIZE FACTOR PER TABLE 4A IN NDS Fc*. = 1485 PSI( TABULATED VALUE* ADJUSTMENT FACTORS) E' = 1.6 E6 PSI FcE = 833.3 FcE = KcE*E' / ( (L/d)(L/d) ) PC = 705.6 PSI PC = Fc*( (1 + FcE / Fc*) / 2c' - - SQRT((1+FcE /Fc*)/2c')((1+FcE /Fc*)/2c') (FcE / Fc*) / c') ) LOADING CONDITIONS: AXIAL LOAD = 2900 LBS ` fc = P / A = 349 PSI , Fc = 705.6 PSI OKAY F'c > fc WIND LOAD = 26.7 PLF MOMENT = 4846 IN -LBS (MAX.) F" b = 1556 PSI = Fb * 1.33 (FOR WIND) fb = M / S = 641 PSI UNITY CHECK UNITY = (fc/F'c)(fc/F'c)+fb/F'b[i-(fc/FcE)]' < 1.0 OR ELSE NO GOOD UNITY = 0.95 < 1.0 OKAY FOR COMBINED AXIAL AND BENDING USE: 2X6 DOUGLAS FIR LARCH #2 STUDS @ 16" O.C. I Center Span Data Span ft 7.00 9.00 g Z3 NorthStar Engineering NDescription Dead Load #/ft title: j /j .- Dsgnr: S111(L Job # Date: 1:46PM, 22 MAY 02 20 Declaration Drive 702.1 Live Load : l 320.00 Chico, CA 95973 I 360.00 ' Point #1 DL lbs 492.7 Scope: LL Page 21 of 5,150.00 Rev: 550100 User: KW -M3075 Ver 5.5.0, 25 -Sep -2001 (c)1983-2001 ENEACALC Engineering Software ft Timber Beam & Joist d:\ Page 1 o_Ject5\7823 breden residence\7823 brede Description breden residence 2.750 Results Ratio = 0.9520 0.9216 0.5164 0.6277 Timber Member Information in -k 33.52 Calculations are designed to 1997 NDS and 1997 UBC Requirements 36.99 161.37 B1 62 B3 B4 4.50 Timber Section 2.75 4x8 6x8 6x10 5.125x12.0 805.9 Beam Width in 1,312.0 3.500 5.500 5.500 5.125 874.4 Beam Depth in 2,393.8 7.250 7.500 9.500 12.000 Bending OK Le: Unbraced Length ft Bending OK 1.33 1.33 2.00 2.00 48.4 Timber Grade Douglas Fir - larch, Douglas Fir - larch, Douglas Fir - Larch, Douglas Fir, 24F - V Fv : Allowable Fb - Basic Allow psi 82.5 875.0 875.0 875.0 2,400.0 Fv - Basic Allow psi Shear OK 85.0 85.0 85.0 190.0 Reactions Elastic Modulus ksi , 1,300.0 1,300.0 1,300.0 1,800.0 @ Left End DL Load Duration Factor 476.00 0.970 1.000 1.000 1.000 LL Member Type 1,120.00 Sawn Sawn Sawn GluLam Max DL+LL Repetitive Status 1,596.00 No No No No @ Right End DL Center Span Data Span ft 7.00 9.00 6.00 5.50 Dead Load #/ft 136.00 102.00 325.00 702.1 Live Load #/ft 320.00 240.00 360.00 ' Point #1 DL lbs 492.7 4,630.00 LL lbs 5,150.00 @ X ft 2.750 Results Ratio = 0.9520 0.9216 0.5164 0.6277 Mmax @ Center in -k 33.52 41.55 36.99 161.37 @ X = ft 3.50 4.50 3.00 2.75 fb : Actual psi, 1,093.1 805.9 447.1 1,312.0 Fb : Allowable psi 1,185.7 874.4 873.9 2,393.8 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 78.5 48.4 43.9 119.3 Fv : Allowable psi 82.5 85.0 85.0 190.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 476.00 459.00 975.00 2,315.00 LL lbs 1,120.00 1,080.00 1,080.00 2,575.00 Max DL+LL lbs 1,596.00 1,539.00 2,055.00 4,890.00 @ Right End DL lbs 476.00 459.00 975.00 2,315.00 LL lbs 1,120.00 1,080.00 1,080.00 2,575.00 Max. DL+LL lbs 1,596.00 1,539.00 2,055.00 4,890.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL DO in -0.051 L/Defl Ratio 3,881.2 1,652.0 Center LL DO in -0.120 L/Defl Ratio 3,503.9 702.1 Center Total Defl in -0.170 Location ft 3.500 L/Defl Ratio 1,841.5 492.7 -0.060 -0.019 -0.021 1,803.0 3,881.2 3,161.6 -0.141 -0.021 -0.023 766.3 3,503.9 2,842.4 -0.201 -0.039 -0.044 4.500 3.000 2.750 537.7 1,841.5 1,496.8 NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page 2 ?-of Rev: 550100 User: KW -0603075, Ver 5.5.0, 25-� Description C1 Title: Dsgnr: S," Description : Scope: Timber Column Design Job# -729 7-3 Date: 1:46PM, 22 MAY 02 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 4x4 Total Column Height 11.50 ft Le XX for Axial 11.50 ft Rectangular Column Load Duration Factor 0.97 Le YY for Axial 11.50 ft Column Depth 3.50 in Fc 700.00 psi Lu XX for Bending 11.50 ft Width 3.50 in Fb 750.00 psi 50.00 Sawn E - Elastic Modulus 1,300 ksi 29.36 F'c:Allow * Load Dur Factor Douglas Fir - Larch, No.2 Min. Allow k*Lu / d 11.00 Loads 1,125.00 psi Cf:Bending 1.500 F'bx * Load Duration Factor Dead Load Live Load Short Term Load Axial Load 480.00 lbs 1,120.00 lbs 0.00 lbs Eccentricity 0.600in Cf : Axial 1.150 Column OK Using : 4x4, Width= 3.50in, Depth= 3.50in, Total Column Ht= 11.50ft DL + LL DL + LL + ST DL + ST fc : Compression 130.61 psi 130.61 psi 39.18 psi Fc: Allowable 232.07 psi 231.38 psi 231.38 psi fbx : Flexural 134.34 psi F'bx: Allowable 1,125.00 psi 134.34 psi 40.30 psi 1,091.25 psi 1,091.25 psi I Interaction Value 0.5659 0.3187 0.0724 Stress Details Fc: X -X 232.07 psi For Bending Stress Calcs... Fc: Y -Y 232.07 psi Max k*Lu / d 50.00 F'c : Allowable 232.07 psi Actual k*Lu/d 29.36 F'c:Allow * Load Dur Factor 231.38 psi Min. Allow k*Lu / d 11.00 F'bx 1,125.00 psi Cf:Bending 1.500 F'bx * Load Duration Factor 1,091.25 psi Rb : (Led/ b12) ".5 8.518 For Axial Stress Calcs... Cf : Axial 1.150 Axial X -X k Lu / d 39.43 Apal Y -Y k Lu / d 39.43 NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page23 of Rev: 550100 User: KW -0603075 Ver 5.5.0, 25 -Sep -2001 (c)1983-2001 ENEk6LC Engineering Software Description C2 Title: Dsgnr: SM / JR Description: Scope: Timber Column Design Job# -823 Date: 8:45AM, 8 AUG 02 Page 1 LGeneral information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 6k6 Total Column Height 14.00 ft Le XX for Axial 14.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 14.00 ft Column Depth 5.50 in Fc 700.00 psi Lu XX for Bending 14.00 ft Width 5.50 in Fb 750.00 psi 750.00 psi Sawn E - Elastic Modulus 1,300 ksi 0.6194 0.2369 Douglas Fir - Larch, No.2 Loads Dead Load Live Load Short Term Load Axial Load 1,895.00 lbs 3,240.00 lbs 0.00 lbs Eccentricity 0.920 in Column OK Using : 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 14.00ft Stress Details Fc: X -X Fc: Y -Y F'c : Allowable F'c:Allow . Load Dur Factor F'bx F'bx. Load Duration Factor 348.74 psi DL+LL DL+LL+ST DL+ST fc : Compression 169.75 psi 169.75 psi 62.64 psi Fc: Allowable 348.74 psi 348.74 psi 348.74 psi fbx : Flexural 170.37 psi 170.37 psi 62.87 psi F'bx : Allowable 750.00 psi 750.00 psi 750.00 psi Interaction Value 0.6194 0.2369 0.1309 Stress Details Fc: X -X Fc: Y -Y F'c : Allowable F'c:Allow . Load Dur Factor F'bx F'bx. Load Duration Factor 348.74 psi For Bending Stress Calcs... 348.74 psi Max k'Lu / d 348.74 psi Actual k'Lu/d 348.74 psi Min. Allow k"Lu / d 750.00 psi Cf:Bending 750.00 psi Rb: (Led/ b^2) ^.5 For Axial Stress Calcs... Cf : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d 50.00 28.92 11.00 1.000 7.497 1.000 30.55 30.55 1 i `. 34� iF<1 �,1 Y.! �`f •f ��� i��if t � � �i;S4 .. •l �. •' ... •., '�yM +Ail t ' ICJ• 1 k. ;F'!.r b. . �•ll 1 1 t 1i•J !1 Y'r --1�..1 ii; (� r . •� 11 _ .. � •It •. 1:}L�f } A _�.. Y�p�� „ ��• �• - 4. .. f i M L , , • fit w _. •. � A � f � •. )gyp •J •`� � 2i. ♦ ., .•R.•',. I.'7 . . ' • r, 17 f ar /� 0 's M. t / f NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page Zlk of Rev: 550100 User: KW -0603075. Ver 5.5.0.25-' Description C3 Title: / Dsgnr: SN41 J (Z - Description: Scope: Timber Column Design Job # Z S 23 Date: 1:4613M, 22 MAY 02 Page 1 General information Calculations are designed to 1997 NDS and 1997 UBC Requirements' NMI Wood Section 6x8 Total Column Height 13.00 ft Le XX for Axial 13.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 13.00 ft Column Depth 7.50 in Fc 1,000.00 psi Lu XX for Bending 13.00 ft Width 5.50 in Fb 1,200.00 psi Sawn E - Elastic Modulus 1,600 ksi 497.90 psi Douglas Fir - Larch, NO fbx : Flexural 267.75 psi Loads 126.84 psi F'bx: Allowable Dead Load Live Load Short Term Load Axial Load 5,450.00 lbs 6,055.00 lbs 0.00 lbs Eccentricity 1.200 in Stress Details Column OK Using : 6x8, Width= 5.50in, Depth= 7.50in, Total Column Ht= 13.00ft DL + LL DL + LL + ST DL + ST fc : Compression 278.91 psi 278.91 psi 132.12 psi Fc: Allowable 497.90 psi 497.90 psi 497.90 psi fbx : Flexural 267.75 psi 267.75 psi 126.84 psi F'bx: Allowable 1,191.79 psi 1,191.79 psi 1,191.79 psi Interaction Value 0.6139 0.3138 0.1912 Stress Details Fc: X -X 725.64 psi For Bending Stress Calcs... Fc: Y -Y 497.90 psi Max k*Lu / d 50.00 F'c : Allowable 497.90 psi Actual k*Lu/d 26.84 F'c:Allow * Load Dur Factor 497.90 psi Min. Allow k*Lu / d 11.00 F'bx 1,191.79 psi Cf:Bending 1.000 F'bx * Load Duration Factor 1,191.79 psi Rb: (Led/ b^2) ^.5 8.436 For Axial Stress Cates... Cf : Axial 1.000 Axial X -X k Lu / d 20.80 Axial Y -Y k Lu / d 28.36 • .w.t 4 � - kr j . , ' •�d �.a t , �• e r• e ti .r IL +it •w 4:; L ,4. I•'S':a 1..n jIh Y { _4 .- •- - .. ... _ ._az'µ: . NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page -zs of Rev: 550100 User: KW -0603075 Ver 5.5.0, 25 -Sep -2001 (c)19a3-2001 ENEkZ( Engineering Software Description C4 Title : Dsgnr: S ^`1 (_1 %2 - Description: Scope: Timber Column Design Job#`Z92?. Date: 1:46PM, 22 MAY 02 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 6x6 Total Column Height 10.00 ft Le XX for Axial 10.00 ft Rectangular Column Load Duration Factor - 1.00 Le YY for Axial 10.00 ft Column Depth 5.50 in Fc 1,000.00 psi Lu XX for Bending 10.00 ft Width 5.50 in Fb 1,200.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 323.31 psi 323.31 psi Loads Fc: Allowable 693.84 psi Dead Load Live Load Short Term Load Axial Load 4,630.00 lbs 5,150.00 lbs 0.00 lbs Eccentricity 0.920in F'bx: Allowable summary Column OK s Using: 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 10.00ft , DL+LL- DL+LL+ST DL+ST fc : Compression 323.31 psi 323.31 psi 153.06 psi Fc: Allowable 693.84 psi 693.84 psi 693.84 psi fbx : Flexural 324.48 psi 324.48 psi 153.61 psi F'bx: Allowable 1,200.00 psi 1,200.00 psi 1,200.00 psi Interaction Value 0.6161 0.2171 0.1996 Stress Details Fc: X -X 693.84 psi For Bending Stress Calcs... Fc: Y -Y 693.84 psi Max k*Lu / d 50.00 F'c : Allowable 693.84 psi Actual k*Lu/d 26.84 F'c:Allow * Load Dur Factor 693.84 psi Min. Allow k*Lu / d 11.00 F'bx 1,200.00 psi Cf:Bending 1.000 F'bx * Load Duration Factor 1,200.00 psi Rb : (Le d / b^2) ^.5 6.336 For Axial Stress Calcs... Cf : Axial 1.000 Axial X-XkLu/d 21.82 Axial Y -Y k Lu / d 21.82 I f NorthStar Engineering 20 Declaration Drive Chico, CA 95973 Page2�0 of Title : Dsgnr: SM/JR Description : Scope: Job # � g2� Date: 3:49PM, 29 MAY 02 RCY: JJV1W User: JW Iw 075 Ver SSA, ZS'SepCZ ft Timber Ledger Design ' Page 1 (r)ICA4-70(N FNFRCAIC Fnnmeerinn Snflware A•\ nmi�lx\7A77 hrcAcn roelAnnro17A7Z h -A. Description . L1 General Information DL + LL DL + ST Calculations are designed to 1997 NDS and 1997 UBC Requirements Ledger Width 1.500in Uniform Load... ' Point Load... Ledger Depth 7.250 in Dead Load 110.00#/1't Dead Load 0.00 lbs Bending Stress 59.93 psi Live Load 240.00#/ft Live Load 0.00 lbs Bolt Diameter 5/8'. 0.016 Spacing 0.00 ft Bolt Spacing 18.000 in Horizontal Shear 20.00#/ft Offset 0.00 in Load Duration Factors... Douglas Fir - Larch, No.2 Live Load 1.150 Fb Allowable 875.0 psi Short Term 1.330 Fv Allowable 95.0 psi Ledger Stresses DL + LL DL + ST DL+LL+ST Load Combination: DL + LL DL + ST DL + LL + ST Maximum Moment, 787.50 in-# 247.50 in-# 787.50 in-# Bending Stress 59.93 psi 18.83 psi 59.93 psi Stress Ratio 0.060 0.016 0.051 MaximumShear 367.32 lbs 115.44 lbs 367.32 lbs Shear Stress 33.78 psi 10.62 psi 33.78 psi Stress Ratio 0.309 0.084 0.267 Bolt Loading Note: Bolt Design Value from NDS 8.2 / UBC 23 6 Using: Aspen , Stress Summary DL + LL DL + ST DL+LL+ST Max. Vertical Load 525.00 lbs 165.00 lbs 525.00 lbs Allow Vertical Load 2,242.50 lbs 2,593.50 lbs 2,593.50 lbs Max. Horizontal Load 0.00 lbs 30.00 lbs 30.00 lbs Allow Horizontal Load 5,002.50 lbs 5,785.50 lbs 5,785.50 lbs Angle of Resultant 90.0 degrees 79.7 degrees 86.7 degrees Diagonal Component 525.00 lbs 167.71 lbs 525.86 lbs Allow Diagonal Force 611.49 lbs 647.50 lbs 657.93 lbs Final Stress Ratio 0.859 :1.00 0.259 :1.00 0.799 :1.00 Wood Stress & Bolts OK Stress Summary DL + LL DL + ST DL+LL+ST Wood Bending Stress Ratio 0.060 :1.00 0.016 :1.00 0.051 :1.00 Wood Shear Stress Ratio 0.309 :1.00 0.084 :1.00 0.267 :1.00 Bolt Stress Ratio 0.859 :1.00 0.259 :1.00 0.799 :1.00 4 Northstar Engineering Title : Breden residence Page: Z -1 20 Declaration Drive Job # : 7823 Dsgnr: S 'S (L Date: MAY 22,2002 Chico, CA 95973 Description.... 530-893-1600 3.00 ft 530-893-2113 • This Wallin File: d:1 arojects17823 breden residence17823 bn RetainPro Version 6.0 Restrained Retaining Wall Design Build Date • 10SEP-2001, (c)1989-2001 -- Criteria i Soil Data Footing Strengths & Dimensions Retained Height = 3.00 ft Wall height above soil = O.00ft Total Wall Height = 3.00ft Top Support Height = 3.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 3.00 in Soil Density = 110.00 pcf Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Toe Active Pressure = 55.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore fc = 2,500 psi Fy = for passive pressure = 3.00 in Toe Width 0.50 ft Heel Width = 1.00 Total Footing Width = 1.50 Footing Thickness = 12.00 in Key W idth = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 0.50 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0020 Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 80.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding & Overturning ...Height to Top = 11.00 ft Footing Width = 1.00 ft Surcharge Over Toe = 0.0 psf _..Height to Bottom = 5.50 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0.50 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 300.0 lbs at Back of Wall Axial Live Load = 300.0 lbs Arial Load Eccentricity = 1.5 in Design Summary Concrete Stem Construction Total Bearing Load = 1,344 lbs Thickness = 6.00 in Fy = 40,000 psi ...resultant ecc. = 0.93 in Wall Weight = .75.0 pcf fc = 2,500 psi c Soil Pressure @ Toe = 1,173 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 619 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 1,721 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 907 psf Design height = 3.00 ft 1.45 ft 0.00 ft Footing Shear @ Toe = 6.6 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 1.2 psi OK Rebar Spacing = 18.00 in - 18.00 in 18.00 in Allowable = 85.0 psi Rebar Placed at • = Center Center Center Reaction at Top = 132.0 lbs Rebar Depth 'd' = 3.00 in 3.00 in 3.00 in Reaction at Bottom = 466.3 lbs Design Data Sliding Stability Ratio = 1.67 OK fb/FB + fa/Fa = 0.100 0.072 0.161 Sliding Calcs Mu .... Actual = 116.3 ft-# - 83.1 ft-# 186.4 ft-# Lateral Sliding Force = less 100% Passive Force = 466.3 lbs - 375.0 lbs Mn' Phi..... Allowable = 1,158.0 ft-# 1,158.0 ft-# 1,158.Oft-# less 100% Friction Force = - 403.1 lbs Shear Force @ this height = 0.0 lbs 403.1 lbs Added Force Req'd = 0.0 lbs OK Shear..... Actual = 0.00 psi 11.20 psi ....for 1.5 : 1 Stability = 0.0 lbs OK Shear..... Allowable = 85.00 psi 85.00 psi F -Footing Design Results 4eel Rebar Lap Required = 31.20 in 31.20 in Toe Rebar embedment into footing = 6.00 in Factored Pressure = 1,721 907 psf Other Acceptable Sizes & Spacings: Mu': Upward = 204 125 ft-# Toe: None Spec'd -or- Not req'd, Mu < S' Fr Mu': Downward = 31 98 ft-# Heel: None Spec'd -or- Not req'd, Mu < S' Fr Mu: Design = 173 27 ft-# - Key: Not req'd, Mu <S -or- Not req'd, Mu <S' Fr Actual 1 -Way Shear = 6.55 1.15 psi Allow 1 -Way Shear = 85.00 85.00 psi as m 2mr�/•� . \m@ IIF 0 Y 2 Northstar Engineering Title Breden residence Page: 20 Declaration Drive Job # 7823 Dsgnr: s �R Date: MAY 22,2002 Chico, CA 95973 Description.... 530-893-1600 530-893-2113 t This Wall in File: d:1 projects17823 breden residence17823 bn RetainPro version 6.0 Restrained Retaining Wall Design Build Date • 10 -SEP -2001, (c) 1989-2001 Summa of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding & soil pressure.... Sliding Forces Load & Moment Summary For Footing: For Soil Pressure Calcs Stem Shear @ Top of Footing = -233.8 lbs Moment @ Top of Footing Applied from Stem = -106.4ft-# Heel Active Pressure = -232.5 Sliding Force = 466.3 lbs Surcharge Over Heel = 40.0 lbs 1.25ft 50.0ft-# Adjacent Footing Load = lbs ft ft-# Net Moment User For Soil Pressure Calculations Axial Dead Load on Stem = 600.0 lbs 0.63 ft 375.Oft- # 104.0 ft-# Soil Over Toe = 13.8 lbs 0.25 ft 3.04 Surcharge Over Toe = lbs ft ft -f# Stem Weight = 225.0 lbs 0.75ft 168.8ft-# Soil Over Heel = 165.0 lbs 1.25ft 206.3ft-# Footing Weight = 300.0 lbs 0.69 ft 206.8ft-# Total Vertical Force _ 1,343.8 lbs Base Moment = 903.8ft- # IIF 0 Y ,"'� �••�' ��•`�"! ' !:� <f J .} ti{... +'if {• /{If. 'Ji1 . r �i irl - . � .. AI., • ' -y:JFi• iJ rte. M,h �•�H Al• W ki .r i� ' ••yr rw ^ 4p l ' �y • f� y161. .� ry eti Iy[+ •1 . •��} t J} -wx s." Lateral Restraint 132. # 6." Concrete w/ #4W 6" 6:' Concrete w/ #4 @ 1 il. A&AE,F a g '-7 pp - 3' -0" 3" 3" 1'-0" • W #0@18.in 6„ @Toe #0@18.in 6" 1'-0" @ Heel i Northstar Engineering Title Breden residence Page: o 20 Declaration Drive Job # : 7823 Dsgnr-s; IJ (Z- Date: MAY 22,2002 Chico, CA 95973 Description.... 530-893-1600 530-893-2113 This Wall in File: d:1 projects17823 breden n9sidence17823 bn RetainPro Version 6.0 Restrained Retaining Wall Design Build Date • 10SEP-2001 (c) 1989-2001 Criteria Soil Data Footing Strengths & Dimensions Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width .' Heel Width = 1.00 ft 1.00 Wall height above soil = 0.00ft Equivalent Fluid Pressure Method Total Footing Width 2.00 Total Wall Height = 5.00ft Heel Active Pressure = 55.0 psf/ft Toe Active Pressure = 55.0 psf/ft Footing Thickness = 12.00 in Top Support Height = 5.00 ft Passive Pressure = 250.0 psf/ft K Width Water height over heel = 0.0 ft = 12.00 in Key Depth _ 18.00 in Slope Behind Wall = 0.00: 1 FootingIlSoil Friction = 0.300 Key Distance from Toe = 1.00 ft Height of Soil over Toe = 3.00 in Soil height to ignorefc = 2,500 psi Fy = 60,000 psi Soil Density = 110.00 pcf for passive pressure = 3.00 in Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Wind on Stem = 0.0 psf r Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load . Surcharge Over Heel = 80.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs -Used To Resist Sliding & Overturning ...Height to Top = 11.00 ft Footing Width = 1.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 5.50 ft Eccentricity = 0.00 in' Used for Sliding & Overturning Wall to Ftg CL Dist = 0.50 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 300.0 lbs at Back of Wall Axial Live Load = 300.0 lbs Axial Load Eccentricity = 1.5 in Design SummaryConcrete Stem Construction Total Bearing Load = 1,843 lbs Thickness = 6.00 in Fy = 40,000 psi ...resultant ecc. = 1.00 in Wall Weight = 75.0 pcf fc = 2,500 psi Soil Pressure @ Toe = 1,152 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 690 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 1,669 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,000 psf Design height = 5.00 ft 2.73 ft 0.00 ft Footing Shear @ Toe = 12.3 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 0.2 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 85.0 psi Rebar Placed at = Center Center Center Reaction at Top = 235.0 lbs Rebar Depth 'd' = 3.00 in 3.00 in 3.00 in Reaction at Bottom = 993.3 lbs Design Data Sliding Stability Ratio = 1.50 OK fb/FB + fa/Fa = 0.068 0.249 0.547 Sliding Calcs Mu .... Actual = 116.3 ft-# 425.5 ft-# 933.3 ft-# Lateral Sliding Force = less 100% Passive Force = 993.3 lbs - 937.5 lbs Mn * Phi..... Allowable = 1,705.6 ft-# 1,705.6 ft-# 1,705.6 ft-# less 100% Friction Force = - 552.8 lbs Shear Force @ this height = 0.0 lbs 1,109.7 lbs Added Force Req'd ' = 0.0 lbs OK Shear..... Actual = 0.00 psi 30.83 psi ....for 1.5 : 1 Stability = 0.0 lbs OK Shear..... Allowable = 85.00 psi 85.00 psi Footing Design Results Rebar Lap Required = 31.20 in 31.20 in Toe -4cel Rebar embedment into footing = 6.00 in Factored Pressure = 1,669 1,000 psf Other Acceptable Sizes & Spacings: Mu': Upward = 779 132 ft-# Toe: None Spec'd -or- Not req'd, Mu < S * Fr Mu': Downward = 124 137 ft-# Heel: None Spec'd -or- Not req'd, Mu < S * Fr Mu: Design = 655 5 ft-# Key: Not req'd, Mu < S * -or- Not req'd, Mu < S * Fr Actual 1 -Way Shear = 12.29 0.16 psi Allow 1 -Way Shear = 85.00 85.00 psi t 12 Nonthstar Engineering 20 Declaration Drive Title : Braden residence Job # : 7823 Dsgnr: IJ (Z- Date: Page: MAY 22,2002 Chico, CA 95973 Description.... 530-893-1600 ' 530-893-2113 This Wall in File: d:1 orojects17823 breden residence17823 bn RetainPro Version 6.0 Restrained Retaining Wall Design Build Date • 10SEP-2001, (c) 1989-2001 - Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding & soil pressure.... Sliding Forces Load & Moment Summary For Footing: For Soil Pressure Calcs Stem Shear @ Top of Footing = -650.8 lbs Moment @ Top of Footing Applied from Stem = -545.7ft-# Heel Active Pressure = -342.5 Sliding Force = 993.3, lbs Surcharge Over Heel = 40.0 lbs 1.75 ft 70.Oft-# Adjacent Footing Load = lbs ft ft-# Net Moment User For Soil Pressure Calculations A)oal Dead Load on Stem = 600.0 lbs 1.13 ft 675.Oft-# 154.0 ft-# Soil Over Toe = 27.5 lbs 0.50ft 13.8ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 375.0 lbs 1.25 ft 468.8ft- # Soil Over Heel = 275.0 lbs 1.75 It 481.3ft- # Footing Weight = 525.0 lbs 1.00 ft 525.5ft-# 4 _ Total Vertical Force = 1,842.5 lbs Base Moment = 1,688.5ft-# i r s., s� 6 �� Northstar Engineering Title Breden residence Page: 3 3 20 Declaration Drive Job # 7823 Dsgnr: S Date: MAY 22,2002 Chico, CA 95973 Description.... 530-893-1600 530-893-2113 This Wall in File: d:1 projects17823 breden residence17823 bn RetainPro version 6.0 Restrained Retaining Wall Design Build Date: 10SEP-2001. (c) 1989-2001 _ Criteria of 110.00 pcf I Soil Data fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf I Footing Strengths & Dimensions Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = Heel Width 1.75 ft 1.75 Wall height above soil = 0.00ft Equivalent Fluid Pressure Method Total Footing Width - 3.50 Total Wall Height = 7.00ft Heel Active Pressure = 55.0 psf/ft Surcharge Over Heel = 80.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = Toe Active Pressure = 55.0 psf/ft Footing Thickness = 15.00 in Top Support Height = 7.00 ft Passive Pressure Water height over heel = 250.0 psffft = 0.0 ft ' Key W idth = 12.00 in Used for Sliding & Overturning Wall to Fig CL Dist = 0.50 ft Key Depth = 30.00 in Slope Behind Wall = 0.00: 1 FootingIlSoil Friction = 0.300 Key Distance from Toe = 1.75 ft H ' ht Soil over T- = 3 00 in Axial Dead Load = 300.0 lbs at Back of Wall eig Soil Density = 110.00 pcf Soil height to ignore for passive pressure = 3.00 in fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 80.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs -Used To Resist Sliding & Overturning ,,.Height to Top = 11.00 ft Footing Width = 1.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 5.50 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Fig CL Dist = 0.50 ft Axial Load Applied to Stem Footing Type Line Load Base AboveBelow Soil = 0.0 ft Axial Dead Load = 300.0 lbs at Back of Wall Axial Live Load = 300.0 lbs Axial Load Eccentricity = 1.5 in Design Summary Concrete Stem Construction Total Bearing Load = 3,300 lbs Thickness = 8.00 in Fy = 60,000psi ...resultant ecc. = 0.13 in Wall Weight = 100.0 pcf fc = 2,500 psi Soil Pressure @ Toe = 960 psf OK Stem is FIXED to top of footing , Soil Pressure @ Heel = 925 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 1,371 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,321 psf Design height = 7.00 ft 3.91 ft 0.00 ft Footing Shear @ Toe = 13.4 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel 1.2 psi OK Rebar Spacing = 15.00 in 15.00 in 15.00 in Allowable = 85.0 psi Rebar Placed at = Center Center Center Reaction at Top = 390.6 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 1,809.4 lbs Design Data Sliding Stability Ratio = 1.65 OK fb/FB + fa/Fa = 0.028 0.276 0.603 Sliding Calcs Mu .... Actual = 116.3 ft-# 1,143.6 ft-# 2,496.2 ft-# Lateral Sliding Force = less 100% Passive Force = 1,809.4 lbs - 1,992.2 lbs Mn * Phi..... Allowable = 4,137.4 ft-# 4,137.4 ft-# 4,137.4 ft-# less 100% Friction Force = - 990.1 lbs Shear Force @ this height = 0.0 lbs 2,102.3 lbs Added Force Req'd = 0.0 lbs OK Shear..... Actual = 0.00 psi 43.80 psi ....for 1.5 : 1 Stability = 0.0 lbs .OK Shear..... Allowable = 85.00 psi 85.00 psi F600ting Design Results 4eel Rebar Lap Required = 58.50 in 58.50 in Toe Rebar embedment into footing • = 10.50 in Factored Pressure = 1,371 1,321 psf Other Acceptable Sizes & Spacings: Mu': Upward = 2,086 778 ft-# Toe: None Spec'd -or- Not req'd, Mu < S * Fr Mu': Downward = 461 852 ft-# Heel: None Spec'd -or- Not req'd, Mu < S * Fr Mu: Design = 1,625 74 ft-# Key- #4@ 12.50 in, #5@ 19 -or- #4@ 12.50 in, #5@ 19.25 in, #6@ 27. Actual 1 -Way Shear = 13.41 1.16 psi Allow 1 -Way Shear = 85.00 85.00 psi Breden Page: Northstar Engineering Title residence 20 Declaration Drive Job # 7823 Dsgnr. S 7V? I J Date: MAY 22,2002 Chico, CA 95973 Description.... 530-893-1600 + ' 530-893-2113 This Wall in File: d:1 orojects17823 breden residence17823 bp RetainPro Version 6.0 Restrained Retaining Wall Design Build Date: 10SEP-2001, (c) 1989-2001 Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footin Forces acting on footing for sliding & soil pressure.... .Sliding Forces Load & Moment Summary For Footing: For Soil Pressure Calcs Stem Shear @ Top of Footing = -1,235.2 lbs Moment @ Top of Footing Applied from Stem _ -1,465.1ft-# Heel Active Pressure = 574.2 Sliding Force = 1,809.4 lbs Surcharge Over Heel = 86.7 lbs 2.96ft 256.4ft-# Adjacent Footing Load = . lbs ft ft-# Net Moment User For Soil Pressure Calculations Aiaal Dead Load on Stem = 600.0 lbs 1.96 ft 1,175.Oft-# 35.7 ft-# Soil Over Toe , _ ' 48.1 lbs 0.88 ft 42.1 ft-# Surcharge Over Toe lbs ft ft-# Stem Weight = 700.0 lbs 2.08 ft 1,458.3ft-# Soil Over Heel _ 834.2 lbs 2.96 ft 2,467.7ft- # Footing Weight = 1,031.3 lbs 1.75ft 1,805.2ft-# Total Vertical Force = 3,300.2 lbs Base Moment = 5,739.7ft-# .. - � � �.'-�) r . � � .! r f P .. t [+ . r .yl,�,, _ �. 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SM IJ � J�8 � X823 Northstar Engineering Title Breden residence Page: 20 Declaration Drive Job # : 7823 Dsgnr:S r l 1J2 Date: MAY 22,2002 Chico, CA 95973 Description.... 530-893-1600 530-893-2113 This Wall in File: d:1 projects17823 breden residence17823 bn RetainPro Version 6.0 n - nnn nnn, Restrained Retaining Wall Design Criteria • �n Soil Data , I Footing Strengths & Dimensions 110.00 pcf Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width Heel Width- 2.00 ft 3.00 Wall height above soil = 0.00ft Equivalent Fluid Pressure Method Total Footing Width 5.00 Total Wall Height = 9.00ft Heel Active Pressure Toe Active Pressure 55.0 psf/ft - 55.0 psf/ft Footing Thickness - 15.00 in Top Support Height = 9.00 ft Passive Pressure Water height over heel = 250.0 psf/ft = 0.0 ft K Width = 12.00 in Adjacent Footing Load = 0.0 lbs -Used To Resist Sliding & Overturning ...Height to Top = 11.00 ft _ Key Depth 39.00 in Slope Behind Wall = 0.00: 1 3 00 FootingIlSoil Friction = 0.300 Key Distance from Toe = 2.00 ft Height of Soil over T = oe • �n Soil height to ignore fc = 2,500 psi Fy = 60,000 psi Soil Density = 110.00 pcf for passive pressure = 3.00 in Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads uniform Lateral Load Applied to Stem T Adjacent Footing Load Surcharge Over Heel = 80.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs -Used To Resist Sliding & Overturning ...Height to Top = 11.00 ft Footing Width = 1.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 5.50 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Fig CL Dist = 0.50 ft Axial Load Applied to Stem Footing Type Line Load ' Base AbovelBelow Soil = 0.0 ft Axial Dead Load = 300.0 lbs at Back of Wall Axial Live Load = 300.0 lbs Axial Load Eccentricity = 1.5 in Design Summary Concrete Stem Construction Total Bearing Load = 5,477 lbs Thickness = 8.00 in Fy = 60,OOOpsi ...resultant ecc. = 0.79 in Wall Weight = 100.0 pcf fc = 2,500 psi Soil Pressure @ Toe = 1,182 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 1,008 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 1,675 psf Stem Stem Stem ACI Factored @ Heel = 1,428 psf Design height = 9.00 ft 5.02 ft 0.00 ft Footing Shear @ Toe = 19.2 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 5.1 psi OK Rebar Spacing = 9.00 in 9.00 in 9.00 in Allowable = 85.0 psi Rebar Placed at = Center Center Center Reaction at Top = 593.0 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 2,704.5 lbs Design Data Sliding Stability Ratio = 1.65 OK fb/FB + fa/Fa = 0.018 0.362 0.792 Sliding Calcs Mu .... Actual = 116.3 ft-# . 2,367.5 ft-# 5,174.3 ft-# Lateral Sliding Force = 2,704.5 lbs less 100% Passive Force = - 2,812.5 lbs Mn * Phi..... Allowable = 6,532.8 ft-# 6,532.8 ft-# 6,532.8 ft-# less 100% Friction Force = - 1,643.0 lbs Shear Force @ this height = 0.0 lbs 3,389.6 lbs Added Force Req'd = 0.0 lbs OK Shear..... Actual = 0.00 psi 70.62 psi ....for 1.5 : 1 Stability = 0.0 lbs OK Shear..... Allowable = 85.00 psi 85.00 psi F600ting Design Results , Rebar Lap Required = 58.50 in 58.50 in eel Rebar embedment into footing = 10.50 in Factored Pressure = 1,675 1,428 psf Other Acceptable Sizes & Spacings: Mu': Upward = 3,284 3,992 ft-# Toe: None Spec'd -or- Not req'd, Mu < S * Fr Mu': Downward = 602 4,792 ft-# Heel: None Spec'd -or- Not req'd, Mu < S * Fr Mu: Design = 2,682 800 ft-# Key: #4@ 12.50 in, #5@ 19 -or- #4@ 12.50 in, #5@ 19.25 in, #6@ 27. Actual 1 -Way Shear = 19.19 5.05 psi Allow 1 -Way Shear = 85.00 85.00 psi (?��+c:f)i� i;a'i�,� ryliii'.,ar)4; .re:�`� 4 ., ,', f •1!��r'' �. r• ' 2 • v F y ' •"•j Midi Zn As 'M}' • • iii k VAI A • G11� S3 6, �:f7S,����J • a ye . a • � . 1,�AYW 4 y. f 0 t Page: Northstar Engineering Title Breden residence 20 Declaration Drive Job # : 7823 Dsgnr: S (Z_ Date: MAY 22,2002 Chico, CA 95973 Description.... 530-893-1600 530-893-2113 This Wall in File: d:1 oroiects17823 breden residence17823 bn RetainPro Version 6.0 Restrained Retaining Wall Design Build Date • 10SEP-2001 (c) 1989-2001 - Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding & soil pressure.... Sliding Forces Load & Moment Summary For Footing: For Soil Pressure Calcs Stem Shear @ Top of Footing = -1,992.8 lbs Moment @ Top of Footing Applied from Stem _ -3,040.4ft-# Heel Active Pressure = -711.7 Sliding Force = 2,704.5 lbs Surcharge Over Heel = 186.7 lbs 3.83ft 715.6ft- # Adjacent Footing Load = lbs ft ft-# Net Moment User For Soil Pressure Calculations A)dal Dead Load on Stem = 600.0 lbs 2.21 ft 1,325.Oft-# 362.3 ft-# Soil Over Toe = 55.0 lbs 1.00 ft 55.0ft- # Surcharge Over Toe = lbs ft ft-# Stem Weight 900.0 lbs 2.33 ft 2,100.0ft-# Soil Over Heel = 2,310.0 lbs 3.83 ft 8,855.Oft- # Footing Weight = 1,425.0 lbs 2.33 ft 3,319.3ft-# Total Vertical Force = 5,476.7 lbs Base Moment = 13,329.4ft-,# h 4 f 0 t ( • R '- _ -- .. _ .. ! iY1te�, :;S=..i'�F J i F. •_. ..` c. .. c.7 - ... ' ... 1 . i � Y7 pf �•fj •,f31•. ' ,� u+'. ,1; �. ��++^ •liSy�a•. iZI :C {.;',, ,.l:�a ' ( 1•� . :1 t J -+•. °+: 1 � l�•'.�'�,� .�i "�� .. � . � •fir 7Y t tip'r r1 . • �t;�.. � ;rye i - w • �� A w PA -&c /-J(Z- 8." Concre B." Concre r: Load - - DL; Fc:2:5_ksr. FLL: reinf. ratio 0-0020 0:00 Fy: ,40:0 ksi Lt. Allow. wt-c0r- soil . brg.:1.5 fact:: ksi I 1:00 Load factors - DL; 1:60 FLL: reinf. ratio 0-0020 0:00 Mm. N- • �J CO2 Z G Ev C) N = O C-) Xc�a 00 cn o D r - W D in, cc � p rn i40 Z_ Z o � D p W co M < GO M Lobdsl DL I LL ftg. dims!. (ftj ctual .�- -ftg. films. (ft) Actual _ l. JL_ soll"brg. Depth I_ _ Beam ro'd (in) I- I Punch. Act. -to�,4ar "d" I ' Ftg. ' " thick: Vpunch vu I I -/-phi -As -ult req'd V --�mm-- (x=dig) -As -{-ult. req'd"(y dir)-' I min.. - - (kids kiss - ki s - X Y -- X-- Y -' ks -- -stiearr- shear- -- In -I-- in.. --�- ksi -; - sp ._In. - s �_in. - _ s ._ in. 1:4 1 -0.01- I 0.97- i 0.97 I 1'.00 ___ 1..00_ I I 1..-4.9-'-0;66 e 0.69 _ 1 8.00 t ---r 12.00' v-{- 0.001_; 0.01 " 0.29 j- --- 0_0;1 0.29;- 3.2 0.0 1.46 1.46 1.50 1.50 1.42 1.14 1.42 2-21 8.00 -8-00- 12.001 1'2:00- 0.010 I 0:022-1-0:07 0.03 . 0.43 0'.58 0.03 0:07 .43 0.491- 0:58- 5.7 0.0 1:95 1.95 2.00 2.00 1.43 161 9:0 0-0 1 ---2745--2.45- I 1 2:94 , I 2:94- I -2:50 - -2:50' 3:00- 1 - 1-:44-- -2:10 I 3:07 I 3.94 -8:00- I " -8.00__ 1-2:00;- e I 12.00 q:039 I 0..06.0 -0-15- / 1 0.27-- O:i72_ I 0.86 - 0-15- I 0_27 0.72- I I 0.86 130 00 X0.0 -3:00- 1 I -2.58 1 I I 1 1 12.00 I 0.083 e 0.43 1.Ot 0.43 1_01. 1.7.5 342 3..42- 3.50 3.50 1.43 3.03 4.78 8.00 1.1'5- 230 0.0 3x92 3.912 4.00 4.00 4.501 4:50. -5:00 5:00 1.44 1-43- 1-44 3.52 -3:98 --4:48 5.68 6.-55 7:47 I 8.00 `18:00- 1 14 00- I I 12.00 i ?2:00- 1 I. 1.8:00- 1 I 0.111 0.-142 I 0:063 I 0.67 -0:97 1 1 -0..7.7 I 1!15 1X30 2. 1.6 0-67 0:97 I 0..77 130- I 2.16- 29!0 36?0 0.0 0:0 4.40 4 9075.6 4.410 :90- -� 430 0:0 535:35- , I I I -5.50 5.50- 1 1.._42- I 4..9.0 I 8.30 14 _00 - r- 18.00 0.077 1.02 2.38 1.02 2.38 , ---r-- t- r 18.00 1 1. 0.092 ! 1.34 I 2:59 ,� 1.34 ' 1 2.59 I I 2:81 51!.05?83 ' Ir 6.00 6.00 1.42 5.35 9.17 14.00 �-� -. 6.32 6?83 7-30-7-.30--7:50750 6.32 6-.3 I 1 6:50 I -7:00 I 6:50 9 7.00 1 1.42 I 1.-43- I 1:42- 5.$3 I -6:33 1 j -6-781'-1-1188--14.00- 10.08 1.1401 14.00 1 -14:00- I 1 1 6010 701.0 80 0 0.0 0.0 0:0+- 18.00 1 I -18:00- 1 I 1.8.00_ 0-109' I 0-129 I 0.1r48, .0. ( -2-.18--31()2'-2-18 I -2.69 1-72 II I 2.8"1 312.4 I 9-72 I 2 :69 I I 302- I I 3.2 3.46 -,-91):0 0.0,- 7.!.7.9 7...79„ -$..00 8 �0.0 1.42 7.25 12078 �_ _ 14.00 18.00 1,69 3.29 3.29 3.46 N- • �J CO2 Z G Ev C) N = O C-) Xc�a 00 cn o D r - W D in, cc � p rn i40 Z_ Z o � D p W co M < GO M I SIIViPSON StrongTie The Predeflected Holdown (PHD) is a revolutionary development in holdown connections. Predeflected during manufacturing, the PHD i tually eliminates deflection from material stretch. PECIAL FEATURES: Typical I • Wood screws reduce slip due to overdrilled bolt holes. Installa • Smaller centerline reduces eccentricity in the stud. • No stud bolts to countersink. Hold • The slot in the seat provides anchor bolt adjustment. • Fits easily on a 4x stud. MATERIAL: See table. FINISH: Galvanized. INSTALLATION: • Use all specified fasteners. See General Notes. • Place the PHD over the anchor bolt. • Install Simpson's code -recognized SDS'/4X3 wood screws, which are provided with the holdown. (Lag screws will not achieve the same load.) • For an improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. • See SSTB Anchor Bolts, page 25, for anchorage options. The design engineer may specify any alternate anchorage calculated to resist the tension load for a specific job. Anchorage length should take the bearing plate height of is/e' into account, to ensure adequate length of threads to engage the nut. For 3x sill plates use SSTBL. • To tie double 2x members together, the designer must determine the fasteners required to bind members to act as one unit without splitting the wood. CODES: ICBO 5328; City of L.A. RR 25300. PHD5 (others similar) US Patent 5,979,130 For holdowns, per ASTM test standards, anchor bolt nuts should be finger -tight plus 1/3 to 1/2 turn with a wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over -torque the nut. 1.Allowable loads have been increased 33% for earthquake or wind loading with no further increase allowed; reduce where other loads govern. 2. The designer must specify anchor bolt type, length and embedment. See the SSTB Anchor Bolts. 3. See page 10 and 32 for retrofit anchor bolt. 4.Loads are based on static tests on wood studs, limited by the lowest of 0.125' deflection, ultimate divided by 3, or the wood screw value. 5. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and ?he strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 6. Installs best with a low speed W right angle dill with a W hex head driver. 7.PHD installed raised off the sill plate has greater deflection values. HDC product line eliminates eccentricity. Installs with SDS screws (included) to reduce slip and maintain post capacity. MATERIAL: 10 gauge strap. FINISH: Galvanized strap, aluminum base. INSTALLATION: • Use all specified fasteners. See General Notes. • Install on concrete. • Sized for 2-2x, 4x and 2-2x6 members in two load capacities. • Concentric to eliminate bending on the stud. • Install Simpson's code -recognized SDS'/4X2'/2 wood screws, which are provided with the holdown. (Lag screws will not achieve the same load.) • Slot in the seat allows for 3/e° of adjustment perpendicular to plate. • Witness slot in the base to inspect the nut . • Maximum anchor bolt height above concrete is 21/2'. CODE: Submitted to ICBO 3/01. Model Post Dimensions Screw Fasteners Number Allowable° Holdown5' Hold' - Size W H Tension Loads Deflection Deflection„ at Highest Allowable No. of Model Ga Simpson Anchor Avg 2-2x and at Highest' at Highest No. 93/a TWH B CL SDS03 Ult Greater Vertical Allowable Allowable 9'/a 3 5/a 12 4870 Dia. Wood HDC10/22-SDS2.5 Wood Member Design Load Design Load 3 1 7/a 1 24 9665 1 .075 Screws 4x (133) Flush Raised PHD2-SDS3 14 3 95/,a 2/ 1y, % 10 12,520 3610 .033 .076 PHD5-SDS3 14 3 115(8 2/ 1y8 % 14 15,670 4685 .047 .111 PHD6-SDS3 12 3y 13%, 27/ 13. / 18 18,250 5860 .045 .077 _ PHD8-SDS3 10 3y 17){e 27/ 1y, / 24 21,243 6730 .051 .060 1.Allowable loads have been increased 33% for earthquake or wind loading with no further increase allowed; reduce where other loads govern. 2. The designer must specify anchor bolt type, length and embedment. See the SSTB Anchor Bolts. 3. See page 10 and 32 for retrofit anchor bolt. 4.Loads are based on static tests on wood studs, limited by the lowest of 0.125' deflection, ultimate divided by 3, or the wood screw value. 5. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and ?he strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 6. Installs best with a low speed W right angle dill with a W hex head driver. 7.PHD installed raised off the sill plate has greater deflection values. HDC product line eliminates eccentricity. Installs with SDS screws (included) to reduce slip and maintain post capacity. MATERIAL: 10 gauge strap. FINISH: Galvanized strap, aluminum base. INSTALLATION: • Use all specified fasteners. See General Notes. • Install on concrete. • Sized for 2-2x, 4x and 2-2x6 members in two load capacities. • Concentric to eliminate bending on the stud. • Install Simpson's code -recognized SDS'/4X2'/2 wood screws, which are provided with the holdown. (Lag screws will not achieve the same load.) • Slot in the seat allows for 3/e° of adjustment perpendicular to plate. • Witness slot in the base to inspect the nut . • Maximum anchor bolt height above concrete is 21/2'. CODE: Submitted to ICBO 3/01. Model Post Screw Anchor Number Allowable Holdown Deflection No. Size W H B Bolt of SDS Tension at Highest Allowable 1/4x21/2 (133) Design Load HDC5/22-SDS2.5 2-2x 3'/a 93/a 3 5/e 12 4870 .032 HDC5/4-SDS2.5 4x 3a/,a 9'/a 3 5/a 12 4870 .032 HDC10/22-SDS2.5 2-2x 3'r6 14-1'8 3 1 7/a 1 24 9665 1 .075 HDC10/4-SDS2.5 I 4x 39/,a 14116 3 1 7/a 1 24 9665 1 .075 1. The designer must specify anchor bolt type, length and embedment. See the SSTB Anchor Bolts. 2. See page 10 and 32 for retrofit anchor bolt. 3. Loads are based on static tests on wood studs, limited by the lowest of 0.125' deflection, ultimate divided by 3, or the wood screw value. Top View Typical Concrete Wall PHD Offset Installation 8.SDS'/4x3 screws are required for PHD's. Call Simpson for PHD loads using shorter screws. 9. For Hem -Fir loads, request Technical Bulletin T-HEMFIR. HDC10 US Patent Pending 4. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portiop of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 5. Installs best with a low speed 1h* drill with a %' hex head driver. FvR— 1v8 -Z B Z -� For holdowns, per ASTM test standards, anchor bolt nuts should be finger -tight plus 1/3 to 1/2 turn with a wrench. r e. Uses SDS'/4 x 2'/z' F Screws Install on Concrete Typical HDC Installation with 2-2x4 studs (Similar with 2-2x6 studs) 17 SDS1/4X3 Screw US Patent No. WV 6,109,850 See screw HANGER info on SHOWN page 8 Top View Typical Concrete Wall PHD Offset Installation 8.SDS'/4x3 screws are required for PHD's. Call Simpson for PHD loads using shorter screws. 9. For Hem -Fir loads, request Technical Bulletin T-HEMFIR. HDC10 US Patent Pending 4. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portiop of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 5. Installs best with a low speed 1h* drill with a %' hex head driver. FvR— 1v8 -Z B Z -� For holdowns, per ASTM test standards, anchor bolt nuts should be finger -tight plus 1/3 to 1/2 turn with a wrench. r e. Uses SDS'/4 x 2'/z' F Screws Install on Concrete Typical HDC Installation with 2-2x4 studs (Similar with 2-2x6 studs) 17 Holdowns are used to transfer tension loads between floors, to tie purlins to masonry or concrete, etc. Use HDAs and HDs for overturning requirements and other applications to transfer tension loads. All HDAs and the HD15 are self -jigging, ensuring code -required minimum 7 bolt diameter spacing from the end of the wood member to the center of the first bolt hole. HD6A, HD8A, HD1 OA and H014A's seat design allows greater installation adjustability. An overall width of 31/4' for the HD6A, HD8A and HD10A, and 31/i for the HD14A provides an easy fit in a standard 4x wall. HDA SPECIAL FEATURES: • Single piece non -welded design results in higher capacity. • Load Transfer Plate eliminates the need for a seat washer. • Fewer inspection problems. MATERIAL: See table FINISH: HD2A, 5A, 6A, 8A,1OA—galvanized. HD8A may be ordered HDG; check with factory. HD14A, HD15, HD20A—Simpson gray paint INSTALLATION: • Use all specified fasteners. See General Notes. • For an improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. • Bolt holes shall be a minimum of 1/3z to a maximum of 1/16' larger than the bolt diameter (per 1997 NDS, section 8.1.2.1.). • Standard washers are required between the base plate and anchor nut (HD15 only), and on stud bolt nuts against the wood. The Load Transfer Plate is an integral part of the HDA Holdown and no washer is required. See page 10 for BP/LBP Bearing Plates. • See SSTB Anchor Bolts, Simpson's Anchoring Systems and Additional Anchorage Designs for anchorage options. The design engineer may specify any alternate anchorage calculated to resist the tension load for a specific job. • Locate on wood member to maintain a minimum distance of seven bolt diameters, distance is automatically maintained when end of wood member is flush with the bottom of the holdown. • To tie double 2x members together, the designer must determine the fasteners required to bind members to act as one unit without splitting. • For holdowns, anchor bolt nuts should be finger -tight Plus 1/3 to 1/2 turn with a wrench, with consideration given to passible future wood shrinkage. Care should be taken to not over -torque the nut. • Stud bolts should be snugly tightened (1997 NDS, section 8.1.2.4). • For additional information, request T -HD. CODES: BOCA, ICBG, SBCCI NER-393, NER-469; City of L.A. RR 24818, RR 25158 and RR 25293. HD6A and HD14A are not NER listed. HD5A (HD2A similar) U.S. Patent No. 4,665,672 Canada Patent No. 1,253,481 HD10A (HD6A, HD8A HD14A and HD20A similar) WASHMS nlusree Mmum .. WM ." eovr+um E pswi HUE WWI Typical HD15 Holdown Installation SIMPSON StrongTies ,M T Threaded Studs Rod 2-2x Blocking Typical HD5A Tie between Floors To achieve table loads, the minimum bolt end distance is seven bolt diameters. This distance is designed into holdowns. Bolt end distance may be increased, provided the anchor nut is not over -torqued, which could split the stud. Deflection values may be higher. Typical HD5A Holdown Installation with SSTB anchor bolt. Washers are not required at the base. Model No. Material Dimensions Fasteners Stud Anchor s er Bolts Dia Qty Dia Allowable Tenslon Loadsm.s.18 133 (. ). Avg '-'Length,al'Bolt,2,3 Ult in Vertical Wood Member.(DF/SP) 1134 2 2'f� 3, 31h 51k Holdown n Deflection at Highest Allowable Design Load Base Body Ga Gay HB' SB W H B SO CL HD2A 7 12 4X6 2y 23/, 8 2X6 % 1X6 2 % 12150 1555. 2055 2565 2775 2775 2760 0.058 H05A 3 10 5y, 3 3y 91,(6 39/6 Yz 2X6 3a or Y. 2 �; 20767 1870 2485 3095 3705 4010 3980 0.067 HD6A % 7 6X6 3y 3y 11X6 3% 99(s 2Xe Yee 2 '/e 27333 ' 2275;" 2980. 3685 4405 " 5105 5510 0.041 HD8A % 7 6X6 3y 3y, 149,(6 3X6 We 2X6 ye 3 '/e 28667 3220• .4350 5415 :6465 7460 7910 0.111 HD10A 7 6X6 3y 3y, 18X6 33(6 Xe 2X6 1/e 4 % 28667 F 3.945 5540 6935 8310 9540 9900 0.269 HD14A % 3 7 4 3y 20X6 3% % 2X6 1 4 1 38167 — — — — 11080 13380 0.215 H020A 3 7 4 4y, 2D9(6 4y / 2% 1y, 4 1 51333 — — — — 11080 13380 0.250 HD15 I Y. 1. 3 1 7 1 4 3y 24y 4,,(6 1 3% 2y 1y 5 1 55333 — — — — — 153051 0.082 1.Allowable loads have been increased 33% for earthquake or wind loading with no further increase allowed; reduce where other loads govern. 2. HD15 requires a minimum 6x6 nominal post. Minimum post size is required to ensure the load carrying capacityvof the critical net section meets the holdown capacity. 3. Use a minimum 46 nominal post for the HD14A and the HD20A. Minimum post size is required to ensure the load carrying capacity of the critical net section meets the holdown capacity. 4. HB is the required minimum distance from the end of the stud to the center of the first stud bolt hole. End distance may be increased as necessary for installation. 5. The designer must specify anchor bolt type, length and embedment. See SSTB Anchor Bolts and Additional Anchor Designs. 6. See page 32 for anchor bolt retrofit. 7. Lag bolts will not develop the listed loads. 8.Holdowns installed raised off the mudsill have larger deflection values. Consult Simpson for info. 9. Full tension loads apply when HD5A is used with a s/6' anchor bolt. 10. See pgs 6, 7 for testing and other important information. 11. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel jig. 12. For Hem Fir values request T-HEMFIR. SIIVIPSON StaongTie mxucnans Extensive SSTB testing has been done to determine the design load capacity at a common application, the garage stem wall. Design loads are based on the Wowest ultimate, from a series of five tests, with a three -times safety factor. PECIAL FEATURES: • Rolled threads for higher tensile capacity. • Offset angle reduces side -bursting, provides more concrete cover. • Stamped embedment line aids installation. • Configuration results in minimum rebar interference. MATERIAL: ASTM A307 INSTALLATION: • SSTB is used for monolithic and two -pour installations. • Nuts and washers are not supplied with the SSTB; install standard nuts, couplers and/or washers as required. REINFORCED CONCRETE FOUNDATION • Install SSTB before the concrete pour using an MKP or AnchorMate (see page 11). Install the SSTB diagonally at approximately 45• from the wall. Install one #4 rebar 3' to 5" from the top of the foundation. • The SSTB does not need to be tied to the rebar. • Minimum concrete compression strength is 2500 psi. Unless noted otherwise, no special inspection is required for foundation concrete when the structural design is based on concrete no greater than 2500 psi (1997 Uniform Building Code, section 1701.5.1). 3'tos • Use 90% of the table load for 2000 psi concrete. REINFORCED CONCRETE BLOCK e SSTB is 31h' SSTBL is 51/2' I 1'h' SSTB16 (others similar) r C3 U.S. Patent 5,317,850 le I MIN. EDGE -jl Iw DISTANCE • Before concrete pour, install diagonally at approx. 45• in the cell. 14 REBAR ie • Horizontal #4 rebar (minimum 56" long)—approx. one rebar 12' from the top and two rebars approx. 28' from the top. Vertical #4 rebar (minimum 24" long)—install with maximum 24" o.c. spacing. • Grout all cells with minimum 2000 psi concrete. Vibrate the grout per the 1997 Uniform Building Code, section 2104.6.2. oNc OPTIONS: Available in hot -dip galvanized; consult factory.e,. CODES: ICBO 4935, City of L.A. RR 25248. "`V SELECTION TABLE Model 2x, 3x, 2-2x Sill Plates No. Mono Pour Two Pour I PHD2' PLACE • H02A t x LTT20B LTT131 SSTB16 SSTB20 HTT16 CD _ o IN CORNER HD5A 14745 z PHD5' APPLICATION SST824 MTT28B SSTB20 SSTB24 HTT22 16439 1 5175 HDC5/22 SSTB24 — H005/4 7% x LU PHD6' FOR FULL LOCATE " 10100 PHD8' acc SSTB34 H06A 7% 347% HD8A HD10A SSTB28 SSTB34 HD08 4815 SST836 HDC10/22 o HOC10/4 32700 T_ -►1 Typical SSTB Installation Identification on the bolt neaa snowing embedment angle. LINE 4,� = SLAB le . o. FOOTING o Double Pour Installation (SSTB20, 24 and 34) • 6'MIN. 8'FOR %%DIA 450 135°/90*45• 1350• ' SSTB" el 61; o .. • 0" Plan View of SSTB Placement .• o in Concrete Stemwall TYPICAL PLAN VIEWS OF REBAR INSTALLATION 1.SSTBL models are recommended for Corner Installation PHO holdowns on 2-2x and 3x sill plates. Continuous Stemwall T Model Stemwall No. Width Min Dia Length Embed 0 le Avg Ult Concrete Allowable Tension Load (133)1•2 4 Concrete Concrete Concrete f'c = 2500 psi Block Block End SSTB16 6 PLACE • 1 t x DIAGONAL ;R e • - CD _ o IN CORNER o 14745 z J APPLICATION SST824 6 N - �m o o• 12 -MIN. FOR 16439 1 5175 mm cc %'DIA. SSTB a 7% x LU 247% FOR FULL LOCATE " 10100 6385 acc SSTB34 TABLE LOAD APPROX.45 7% 347% z 5' FROM WALL e o o 4815 SST836 MIN. o 287/a . 32700 T_ -►1 11.'MIN. 4815 1.SSTBL models are recommended for Corner Installation PHO holdowns on 2-2x and 3x sill plates. Continuous Stemwall T Model Stemwall No. Width Min Dia Length Embed 0 le Avg Ult Concrete Allowable Tension Load (133)1•2 4 Concrete Concrete Concrete f'c = 2500 psi Block Block End SSTB16 6 S/y 175A 125/e 13640 4420 4780 1850 SSTB20 6 % 21% 16% 14745 4600 4780 1850 SST824 6 Sib 25% 205/e 16439 1 5175 1 4780 1850 SSTB28' 8 7% 29'/e 247% 32700 " 10100 6385 4815 SSTB34 8 7% 347% 287% 32700 10100 6385 4815 SST836 8 7/e 1367/e 287/a . 32700 10100 6385 1 4815 1. Loads may not be increased for short-term loading. Loads apply to earthquake and wind loading. Minimum anchor center -to -center spacing is 2le for anchors acting in tension at the same time for full load. 3. The SSTB was tested in a stem wall with a minimum amount of concrete cover. 4. Maximum allowable load is 8150 lbs. for SSTB28, 34 and 36 when used 5' from the end of a concrete foundation. Use full table load when installed 24' from the end or installed in a corner condition (see illustration). 5. Connection is limited by the lowest of bolt or holdown capacity. 6.PHD and HTT minimum end distance is 4W. 7. Order the SSTBL models for longer thread length (51/2'). SSTBL and SSTB loads are the same. 8.The minimum end distance for slab on grade Strong -Walls Shearwall is 37k". The SSTB28 in a 6" stemwall with an end wall condition and a 31/e" end distance has a load of 6800 lbs. The SSTB in a 8" stemwall with an end wall condition and a 37/e" end distance has a load of 7690 lbs. Z z O � J p'� N 5 Z 5' o MIN. �.I % MIN. End Wall Typical SSTB Installation + with mudsill and holdown M Typical SSTB Installation in Grouted Concrete Block FO(L (?�n-%�Z12.1We_6- DjqL� (- ,�z)a" Z z13 25 EMM The CBSO uses Simpson's SDS screws, which allows for fast installation, reduced reveal and high capacity, while maintaining the net section of the post. MATERIAL: See table. FINISH: Galvanized ®INSTALLATION: • Use all specified fasteners. See General Notes. ® • Install Simpson's code -recognized SOS1/4X2 wood screws, which are provided with the post base. (Lag screws will not achieve the same load.) • Not recommended for non -top -supported installations such as fences. CODES: Submitted to ICBG 10/99. C: 1. For higher downloads, solidly pack grout under 1' standoff plate before installing CBSO into concrete. Base download on post or concrete, according to the code. CBQCOLUMN BASES The CBQ uses Simpson's SDS screws, which allows for fast installation, reduced reveal and high capacity, while maintaining the net section of the post. MATERIAL: See table. FINISH: Galvanized. INSTALLATION: • Use all specified fasteners. See General Notes. • Install Simpson's code -recognized SDS'/4X2 wood screws, which are provided with the post base. (Lag screws will not achieve the same load.) • Not recommended for non -top -supported installations such as fences. CODES: Submitted to ICBG 10/99. Model Nominal Material Dimensions_. ' Number of - Uplift ' Allowable Loads Model No. Post Base Strap W+ W2 D H Simpson SDS'/4 z 2' Avg Uplift Uplift Down SDS'/4 x 2' Size (Ga) (Ga) CB44 , Screws Ult (133) (160) (100) CBSO44-SDS2 4x4 12 10 a x 2'/4 39/,s 3'fz 7'/,s 8% 14 16667 5335 5335 10975 CBSO46-SDS2 4x6 12 10 a x 3 39/,6 55/,6173/4 811/,s 14 16667 5335 5335 14420 CBS066-SDS2 6x6 12 10 a x 3 5'/z 5'/z 6'/e 83. 14 24000 5710 6855 14420 1. For higher downloads, solidly pack grout under 1' standoff plate before installing CBSO into concrete. Base download on post or concrete, according to the code. CBQCOLUMN BASES The CBQ uses Simpson's SDS screws, which allows for fast installation, reduced reveal and high capacity, while maintaining the net section of the post. MATERIAL: See table. FINISH: Galvanized. INSTALLATION: • Use all specified fasteners. See General Notes. • Install Simpson's code -recognized SDS'/4X2 wood screws, which are provided with the post base. (Lag screws will not achieve the same load.) • Not recommended for non -top -supported installations such as fences. CODES: Submitted to ICBG 10/99. Model Nominal Material Dimensions W+FWTID Dimensions " Number of Simpson Uplift Allowable . No. Post Size Base Strap W1 Wz D H SDS'/4 x 2' Ult Uplift Uplift 4250 CB44 (Ga) (Ga) ga x2 7 3% 399(8 Screws — 2 CB044-SDS2 4x4 7 7 a x 2 39/,s 39/,s 8 811/16 12 14350 4200 4200 CB046-SDS2 4x6 7 7 a x 2 39/,6 5% 81811A. CB46 12 14350 4200 4200 CB066-SDS2 6x6 7 7 a x 2 1 51/2 5'h 8 8"/,s 1 12 14350 4200 4200 LCB—Low-cost post base for patios, carports, breezeways and porches. CB—For columns that require high structural values and rugged performance. FINISH: LCB, CB44, CB46, CB66—galvanized; CB -Simpson gray paint or HDG. (� INSTALLATION: • Use all specified fasteners. See General Notes. • For full loads, minimum side cover required is 3' for CB, 2' for LCB. sii • Install all models with bottom of base plate flush with concrete. • Not recommended for non -top -supported installations such as fences. OPTIONS: • The LCB may be shipped unassembled; specify "Disassembled". • LCB and CB are available in rough size. Other sizes available for CB specify W1 and W2 dimensions. Consult Simpson for bolt sizes and allowable loads. See PBS. CODES: BOCA, ICBO, SBCCI NER-393; City of L.A. RR 24818. Model Nominal Post Size Material Base SWp (Ga) Dimensions W+FWTID Post Fasteners Bolts Nails 0ty Dia Uplift Avg Ult Allowable Uplift Loads Nails Bolts (133) (160) (133) (160) LCB44 4x4 12 ga x2 1 16 3%s 1 3y 6y 12-16d 2 1 y 17853 2255 2705 3545 4250 CB44 4x4 7 ga x2 7 3% 399(8 8 — 2 % 14350 — — 4200 4200 LCB46 4x6 12 a x2 16 39(s 5y 6y12 -16d 2 y 17853 2255 2705 3530 4240 CB46 4x6 7 a x2 7 3+,(8 5y 8 — 2 % 14350 — — 4200 4200 C848 4x8 7 cia x2 7 3% 7y 8 — 2 % 14350 ' — — 4200 4200 C135 GLULAM 7 x3 7 SPEC Sy, .8 — 2 3; 14350 — I — 4200 4200 LCB66 6x6 112 cia x2 16 5y 5y 5y 12-16d 2 Y 17853 2255 2705 3525 4230 C866 6x6 1 7 qa x3 7 5y 5y 8 — 1 2 % 14350 — — 4200 4200 CB6-7 6x 7 qa x3 7 5y 7 8 — 2 % 14350 — — 4200 4200 CB7}'-4 PSL 3 ga x3 ' 7 7y 3y 8 — 2 Y4 20650 — — 6650 6650 CB7X-6 PSL 3 ga x3 7 7ye 5% 8 — 2 Y; 20650 — — 6650 6650 C87ye-7 PSL 3 ga x3 7 lye 7 8 - 2 3: 20650 — - 6650 6650 CB68 6x8 7 ga x3 7 5y 7y' 8 — 2 % 14350 — — 4200 4200 CB86 6x8 3 oa x3 7 7y 5y 8 — 2 % 20650 — — 6650 6650 CB7 GLULAM 3 cia x3 '7 SPEC 6% 8 — 2 35 20650 — — 6650 6650 C888 8x8 3 ga x3 7 7y 7y 8 — 2 3i 20650 — — 6650 6650 C139 GLULAM 3 ga x3 7 SPEC 8% 8 — 2 Y: 20650 — — 6650 6650 CB1010 10x10 3 ga x3 3 9y 9y 8 — 2 3: 20650 . — - 6650 6650 CB1012 10x12 3 cia x3 3. 9% 1134 8 — ' 2 3y. 20650 — - 6650 6650 CB1212 12x12 3 ga x3 3 11y 11y 8 — 2 9; 20650 — — 6650 6650 r (L �. � -� 6 NSA V-o(z- & --A -?8 z3 Typical CBSQ-SDS2 Installation Typical CBQ-SDS2 Installation CB9 (CB5, CB7 similar) 1. Uplift loads have been increased 33% and 60% for earthquake or wind loading, with no further increase allowed. 2. PSL'is parallel strand lumber. 3. When ordering Glulam sizes, specify W1. 4. Minimum number of plys to achieve load on CB5 is 3, C87 is 5, CB9 is 5. 37 A�e 4-3 OF :• t , �, 1•' � W a. } 3" min.Q side ti ;J cover y" . CBSO-SDS2 a U.S. Patent 4,924,646 o^. Typical CBSQ-SDS2 Installation Typical CBQ-SDS2 Installation CB9 (CB5, CB7 similar) 1. Uplift loads have been increased 33% and 60% for earthquake or wind loading, with no further increase allowed. 2. PSL'is parallel strand lumber. 3. When ordering Glulam sizes, specify W1. 4. Minimum number of plys to achieve load on CB5 is 3, C87 is 5, CB9 is 5. 37 A�e 4-3 OF SIMPSON StrongTie mwccros A custom connection for post -beam combinations at medium design loads. MATERIAL: PC -12 gauge; PC -16-16 gauge INISH: Galvanized. Some products available in Z -MAX; see Corrosion Resistance information below. INSTALLATION: • Use all specified fasteners; see General Notes. • 9/1s' holes are provided for optional bolting. Loads do not apply to bolted connection. OPTIONS: • For end conditions, specify EPC post caps, providing dimensions are in accordance with table; see illustration. • Some PC and EPC models are available in rough sizes. • For heavy duty applications, see also CC series. CODES: BOCA, ICBO SBCCI NER-443; City of L.A. RR 25149. 1. Allowable loads have been increased 33% and 60% for earthquake 4.Uplift loads do not apply to splice conditions. or wind loading with no further increase allowed; reduce for other 5.Spliced conditions must be detailed by the specifier load durations according to the code. to transfer tension loads between spliced members 2. Lateral loads are in the direction of the beam's axis, as shown. by means other than the post cap. 3.Allowable loads are for nails only. Connectors are steel and will corrode and lose load -carrying capacity if exposed to ocean salt air, corrosive fire -retardant chemicals, fertilizers, fertilizer fumes or other substances that adversely affect steel. Simpson Strong -Tie® offers two additional coating options and stain- less steel products to give you special corrosion -resistant NO -EQUAL quality. In corrosive environments, especially for connectors that are not exposed to rain or periodic washing, deterioration will occur at a faster rate. The service life of galvanized connectors in a temperate marine environment can be greatly improved by homeowner mainte- nance. Fasteners of comparable material should be used to install the product. u uP� GALVAN/ZED " V Typical EPC End Post Cap Installation NERAL h Typical PC Post Cap Installation Contact your Simpson representative for product availability, ordering information and lead times. Preservative pressure -treated and lire -retardant treated wood can be caustic to zinc coated (or galvanized) steel and can cause the metal to deteriorate. Galvanized connectors should not be placed in contact with treated wood unless the treated wood is adequately verified to be suitable for such contact. Some wood treatments may not accelerate metal deterioration. See the wood material supplier for specific recommendations. Zcaanuc /PLEZ/NC • !►S�a X00 Products are hot -dip galvanized after fabrication. (G185) 3 times the zinc of our standard (G60) Connectors are manufactured from Type 316L The coating weight increases with material galvanized products! Z -MAX meets all catalog stainless steel, and provide greater durability thickness. Hot -dip galvanizing is available for load specifications listed for the regular products against corrosion. Stainless steel nails should many products. These products require and all published building code reports. These be used with stainless steel products, and are AW.galvanized fasteners. products require galvanized fasteners. available from Simpson. 41 Model No. Min Post Size W1 DIMENSIONS Wz L, Lz U Fasteners each side Surfaces A B C Allowable Loads Uplift Uplift PC/EPC Latera12 Uit PC EPC (133) (160) (133/160) (133/160) PC44-16 44 33(8 3% 2% 11 7348 4-16d 6-16d 4-16d 3433 1000 1000 925 1000 PC44 44 39(8 33(8 2% 11 73{8 4-16d 6-16d _4-16d 4933 1470 1700 925 1070 PC46-16 46 1 3%, 5y 2% 13 9y, 4-16d 6-16d 4-16d 3433 1000 1000 925 1000 PC46 46 3% 5y 2% 13 9y 4-16d 6-16d 4-16d 4933 1470 1700 925 1070 PC48-16 48 3W8 7y 2% 15 11y 4-16d 8-16d 6-16d 3433 1000 1000 1475 1285 PC48 48 3% 7y 2% 15 11y 4-16d 8-16d 6-16d 4933 1470 1700 2075 1610 PC64-16 46 5y 3158 49f8 11 738 4-16d 6-16d 4-16d 3433 1000 1000 925 1000 PC64 46 5y 39,/8 4% 11 73e 4-16d 6-16d 4-16d 4933 1470 1700 925 1070 PC66-16 6x6 5y 5y 49(8 13 9y 4-16d 6-16d 6-16d 3433 j 1000 1000 925 1285 PC66 6x6 5y 5y 43(8 13 9y, 4-16d 6-16d 6-16d 49331 1470 1700 925 1610 PC68 6x8 5y 7y 48/18 15 11y 4-16d 8-16d 6-16d 4933 1470 1700 2075 1610 PC84 48 7y 3?48 63{8 11 738 4-16d 6-16d 6-16d 4933 1470 1700 925 1610 PC86 6x8 7y 5y 6% 13 9y 4-16d 6-16d 6-16d 4933 1470 1700 925 1610 PC88 8x8 7y 7y 63f8 15 11y 4-16d 8-16d 6-16d 4933 1470 1700 2075 1610 1. Allowable loads have been increased 33% and 60% for earthquake 4.Uplift loads do not apply to splice conditions. or wind loading with no further increase allowed; reduce for other 5.Spliced conditions must be detailed by the specifier load durations according to the code. to transfer tension loads between spliced members 2. Lateral loads are in the direction of the beam's axis, as shown. by means other than the post cap. 3.Allowable loads are for nails only. Connectors are steel and will corrode and lose load -carrying capacity if exposed to ocean salt air, corrosive fire -retardant chemicals, fertilizers, fertilizer fumes or other substances that adversely affect steel. Simpson Strong -Tie® offers two additional coating options and stain- less steel products to give you special corrosion -resistant NO -EQUAL quality. In corrosive environments, especially for connectors that are not exposed to rain or periodic washing, deterioration will occur at a faster rate. The service life of galvanized connectors in a temperate marine environment can be greatly improved by homeowner mainte- nance. Fasteners of comparable material should be used to install the product. u uP� GALVAN/ZED " V Typical EPC End Post Cap Installation NERAL h Typical PC Post Cap Installation Contact your Simpson representative for product availability, ordering information and lead times. Preservative pressure -treated and lire -retardant treated wood can be caustic to zinc coated (or galvanized) steel and can cause the metal to deteriorate. Galvanized connectors should not be placed in contact with treated wood unless the treated wood is adequately verified to be suitable for such contact. Some wood treatments may not accelerate metal deterioration. See the wood material supplier for specific recommendations. Zcaanuc /PLEZ/NC • !►S�a X00 Products are hot -dip galvanized after fabrication. (G185) 3 times the zinc of our standard (G60) Connectors are manufactured from Type 316L The coating weight increases with material galvanized products! Z -MAX meets all catalog stainless steel, and provide greater durability thickness. Hot -dip galvanizing is available for load specifications listed for the regular products against corrosion. Stainless steel nails should many products. These products require and all published building code reports. These be used with stainless steel products, and are AW.galvanized fasteners. products require galvanized fasteners. available from Simpson. 41 See Hanger tables on pages 47 to 53. See Hanger Options on pages 149 to 154 for hanger modifications, which may result in reduced loads These hangers have the highest loads of any face mount hangers! All hangers in this series have double shear nailing. This patented innovation distributes the load through two points on each joist nail for greater strength. It also allows the use of fewer nails, faster installation, and the use of standard nails for all connections. (Do not bend or remove tabs) MATERIAL: See tables, pages 47 to 53. FINISH: Galvanized. Some products available in stainless steel or Z -MAX, see Corrosion -Resistance, page 5. INSTALLATION • Use all specified fasteners. See General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. Y_ H B LUS28 • 16d sinkers (9 gauge x 31/4') may be used where 10d commons are specified with no reduction in load. Where 16d commons are specified, u� 10d commons or.16d sinkers (9 gauge x 31/4') may be used at 0.84 of the table load. • With 3x carrying members, use 16d x 21/2' nails into the header " and 16d commons into the joist with no load reduction. With 2x carrying members, use 10d x 11/z nails into the header and 10d commons into the joist, reduce the load to 0.64 of the table value. OPTIONS: • LUS hangers cannot be modified. • HUS hangers available with the header flanges turned in for 2-2x (31/8") and 4x only, with no load reduction. See the HUSC Concealed Flange illustration. • See Hanger Options, page 149. • Other sizes available; consult your Simpson representative. CODES: BOCA, ICBO, SBCCI Nos. NER-209, NER-421; ICBO 5649; City of L.A. RR 24949 and RR 25076; Dade County No. 00-0512.06. a HUS210 (HUS26, HUS28, and HHUS similar) SIMPSON StrongTie' I m+mtten The GA Gusset Angles' embossed bend section provides added strength. L—Staggered nail pattern reduces the possibility for splitting. LS—Field-adjustabje 0• to 135° angles. MATERIAL: L-16 gauge; GA and LS -18 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners; see General Notes. • LS—field skewable; bend one time only. • Joist must be constrained against rotation (for example, with solid blocking) when using a single LS per connection. CODES: BOCA, ICBG, SBCCI NER-413, NER-443; ICBO 5357; City of L.A. RR 25119, RR 25149; Dade Co., FL 99-0713.05 (1-70, LS50). Model No. Double Shear Double Doug Fir L'arcWd Pine. Spruce -Pine -Fir Dawn '*Allowable Loads _!K . Allowable Loads Avg q Roof W�hbiit� Floor Snow Ultj100), (115)(125)' (100) (115) (125) Nailing Top View Shear 4-10d h Nailing t6 U.S. Patent 4,480,941 Side View GA2 Canada Patent 6-1Od 1,193,418 The GA Gusset Angles' embossed bend section provides added strength. L—Staggered nail pattern reduces the possibility for splitting. LS—Field-adjustabje 0• to 135° angles. MATERIAL: L-16 gauge; GA and LS -18 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners; see General Notes. • LS—field skewable; bend one time only. • Joist must be constrained against rotation (for example, with solid blocking) when using a single LS per connection. CODES: BOCA, ICBG, SBCCI NER-413, NER-443; ICBO 5357; City of L.A. RR 25119, RR 25149; Dade Co., FL 99-0713.05 (1-70, LS50). Model No. L Dome Double Shear Doug Fir L'arcWd Pine. Spruce -Pine -Fir Dawn '*Allowable Loads _!K . Allowable Loads Avg q Roof W�hbiit� Floor Snow Ultj100), (115)(125)' (100) (115) (125) .r< i Nailing prevents tabs 4-10d h breaking off (available on some models) t6 160 U.S. Patent 5,603,580 GA2 3Y4 6-1Od The GA Gusset Angles' embossed bend section provides added strength. L—Staggered nail pattern reduces the possibility for splitting. LS—Field-adjustabje 0• to 135° angles. MATERIAL: L-16 gauge; GA and LS -18 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners; see General Notes. • LS—field skewable; bend one time only. • Joist must be constrained against rotation (for example, with solid blocking) when using a single LS per connection. CODES: BOCA, ICBG, SBCCI NER-413, NER-443; ICBO 5357; City of L.A. RR 25119, RR 25149; Dade Co., FL 99-0713.05 (1-70, LS50). Model No. L Fasteners Doug Fir L'arcWd Pine. Spruce -Pine -Fir Dawn '*Allowable Loads _!K . Allowable Loads Avg q Roof W�hbiit� Floor Snow Ultj100), (115)(125)' (100) (115) (125) GA1 234 4-10d 612 185 185 185 160 160 160 GA2 3Y4 6-1Od 1600 335 385 415 290 335 335 L30 3 4-1Od 758 ;(•220"_ m24kA- -M 2404 190 205 205 L50 5 6-1Od 1983 X335°'.385 420'•;. 290 335 360 L70 7 8-1Od 1983 ;;1445' H_510i `#,555k; 380 435 475 L90 9 10-10d 4667 555 ' j -640x. `PW?t 480 550 600 LS30 3% 6-1od 1933 335 385 420 290 335 360 LS50 4Yee 8-1Od 2180 450 520 560 390 450 485 L 0 6% 10-10d 4233 560 645 675 485 560 580 LS90 7% 12-10d 3233 1 670 1 770 840 580 1 670 730 LM 1y�• LS50 L r� Ls7a y LS Typical LUS28 Installation Standard LUS28 installation use .148x3" (10d common) or .148x31/4" (16d sinker) nail . HUSC Concealed Flanges (not available for HHUS, HGUS and HUS2x) l I' T / L GA1 ADJUSTABLE FROM 0' TO 135' BEND ONE TIME ONLY. SHIPPED AT 45' LS Top View , LOAD DIRECTION 1. GA and L angles—loads are for condition F1 or F2; LS angles—loads are for condition Ft only. 2.GA1 and GA2 angles—loads for F2 are 220 and 335 lbs (100) and 280 and 415 lbs (125), respectively. 3. Roof loads are 125% of floor loads unless limited by other criteria; floor loads may be adjusted for other. load durations according to the code, provided they do not exceed those in the roof column. 4. Use a minimum lumber thickness of 13/:. For 11N lumber, use 0.81 of table load, except GA1 in F1 direction, use 185 lbs. 5. Nail the L angle's wider leg into the joist to ensure table loads and allow correct nailing (see illustration). LOAD DIRECTION Typical LS70 Installation 2i'e' 11'e• L 9 L70. :Q r� L50 50 L30 L90 Typical GA Installation t c_ 46Typical L50 Installation I DLAp,4&Lv Vis' �Sr STRAP TIES The MSTC series has countersunk nail slots for lower nailing pro- . quantity of fasteners used. The LSTI light strap ties are suitable where gun-nailing ' file. Coined edges ensure safer handling. The RPS`meets UBC and City of is necessary through diaphragm decking and wood chord open web trusses. Los Angeles code requirements for notching plates where plumbing, FINISH: HST—Simpson gray paint; PS—HDG; all others—galvanized. Some products heating or other pipes are placed in partitions. are available in stainless steel or Z-MAX; see Corrosion-Resistance, page 5. + Install Strap Ties where plates or soles are cut, at wall intersections,. INSTALLATION: Use all specified fasteners. See General Notes. and as ridge ties. LSTA and MSTA straps are engineered-for use on 11/2' OPTIONS: Special sizes can be made to order. See also HCST. members. The 3' center-to-center nail-spacing reduces the possibility of - CODES: BOCA, ICBG, SBCCI NER-413, NER-443; ICBO 4935, 5357; splitting. For the MST, this may be a problem on lumber narrower than. Dade County, FL. 00-1023.05 (MSTA30, MSTA36, ST12, ST18, ST22); II 31/2'; either fill every nail hole with 10dx1 Yz° nails or fill every other nail City of. LA. RR 25119, RR 25149, RR 25281. hole with, 16d commons. Reduce the allowable load based on the size and. 11/4°-►i 1 �/z ►� � 123e' eh6, /a L� �+— 5Y811 I -W - rTro S rna =U..`=` Y Ui Oil . ,`• d'a � o��¢ N TO1 jt3 pjJ lL A' y ¢ . NP i y` T i . 'fie O- :. ��D•, 1 00 4 00 • � f � �-.. Sett � �� V.-� . •.�_ .. n a ��1 ' LL N N VLim)" �•tit . to {. �' f. ST2115CM . to 3 U. 3.int rn a F° µ ST9, ST12, . • to (n L A a, t . a ST18, ST22 x mt E 1 ST MSTAM36 LSTA and MSTA FHA o U.S. Patent (pilot holes 34,367,973not shown) gn C _ F o y, y ` i 't NQ a I¢��5> LuLv�( H f A Typix +Q p Qr�p+p�Na' sgrQ Ogg bi QQ3'or �re.L Vn�Qq (O9�C;tm�. o3 ~ MSTC28 • z w�I. I HST N UN d 2'h' HST2 and HST5 HST2 HST5 r. 1'h' 3' HST3 and HST6 ' HST3 HST6 v � o MSTI MST LSTI •' N Floor-to-Floor Typical °�; Tie Installation MSTI Installations showing a.° (MIT hanger shown) ` Clear Span VV LSTI similar Typical LSTI Installation 130 E Y G �� �- .��� Z X23 pJA-%.,e-- +6 6 4 E, 11 SIMPSON �� Model No. Ga Dimensions Fasteners (Total) Allowable Tension Loads Floor W I L Nails :4 (100) (133) (160) RPS18 16 1 y, 18 12-16d 810 1080 1295 RPS22 1 y, 229f,16 -10d 905 1205 1445 RPS28 ly, 28y,, 12-16d 810 1080 1295 LSTA9 20 1 X 9 8-1Od , -450 605 725 LSTA12 1Y4 12 10-10d -565 755 905 LSTA15 1 Y, 15 12-10d 680 .905 1085 LSTA18 1 Y, 18 .14-1Od 790 1055 1265 LSTA21 1Y4 21 16-10d 905 1205 1295 LSTA24 1 y, 24 18-1Od 1015 1295 1295 ST292 9 12-16d 790 1055 1130 ST2122 _?Z,_ 2X, 1 OX, 16-16d 1070 1425 1505 ST2115 1 10-16d 450 600 600 ST2215 2X. 116%20-16d 1270 1695 1695 LSTA30 18 1 y4 30 22-10d 1255 1670 1715 LSTA36 14 36 26-1Od 1480 1715 1715 LSTI49 3Y, 49 32-10dxly, 1455 1940 2330 LST173 3y4 73 48-10dxly2 2185 2910 3495 MSTA9 , 1 9 8-1Od 455 610 730 MSTA12 14 12 10-10d 570 766 910 MSTA15 1 y4 15 12-10d 685 910 1095 MSTA18 14 18 14-10d 800 1065 1275 MSTA21 14 21 16-10d 910 1215 1460 MSTA24 1 y4 24 18-10d 1025 1370 1640 MSTA30 16 1y4 30 22-1Od 1265 1685 2025 MSTA36 1y4 36 26-10d 1495 1995 2135 ST6215 2X, 1 6X, 20-16d 1330 1775 2130 ST6224 2X. 235 28-16d 1890 2520 2630 ST9 1 X 9 8-16d 530 705 850 ST12 1 Y4 11 .10-16d 665 885 1065 ST18 14 17y. 14-16d 900 1200 1200 ST22 1y4 21 y, 18-16d 1025 1370 1370 MSTC28 3 28Y4 36-16d sinkers 2070 2760 3310 MSTC40 3 40Y4 52-16d sinkers 2990 3985 4740 MSTC52 3 52y4 62-16d sinkers 3555 4740 4740 MSTC66 14 .3 65 4 76-16d sinkers 4390 5855 5855 MSTC78 3 77y, I 76-16d sinkers 4390 5855 5855 ST6236 2X, 33 40-16d 2575 3430 3430 FHA6 . 12 1X Sy, 8-16d 550_ 735 885 FHA9 1X 9 8-16d 550 735 _ 885 FHAl2 ix, 11 8-16d 550 735 885 FHA18 13 17 8.16d 550 735 885 FHA24 1% 23/7 8-16d 550 735. 885 FHA30 1> 30 8-16d 550 735 885 MSTI26 2X, .26 26-10dxly, 1130 1510 1810 MST136 2X, 36 36-10dx1Y2 1565 2090 2505 MST148 2 48 48-10dxly2 2135 2850 3420 MST160 2Xs 60 60-10dx1Y2 2760 3680 4415 MST172 2X. 72 72-10dx1y 3310 4415 4725 EN DISTA - BEAM and Typical LSTA Installation (hanger not shown) EN DISTA BEAM and Typical LSTA Installation (hanger not shown) Model Notch Plate Widthia W �0 +trc":mit •c...�.Rftf °�S6L, RPS18 2x4 5 5y° �5±12'-RP 28 -- 1r•RPsze RPS 18 -I RPS22 2x6 5 5y° RPS RPS28 2x4 12" RPS28 (INCOMPLETE NAIL < PATTERN SHOWN) Typical RPS Installation 1.— L I ypical IS720 istallation Model No. Ga Dimensions Bolts Oty Dia PS218° 18 4 TY42 PS418° 7 4 PS720° Bolts Qty Dia 8 y RPS Floor -to -Floor Clear Span Table Model No. Clear Span Dimensions Fasteners (Total) Allowable Tension Load (133) (160) Allowable Tension Loads 18 Model No. Oa W L , Nails Bolts Qty Dia Floor (100) Nails (133) (160) Floor (100) Boltss (133) (160) MST27 18 2X. 27 30-16d 4 Y2 2070 2760 2790 1295 1725 2070 MST37 12 2X, 37Y, 42-16d 6 Y, 2860 3815 3815 1825 2435 2920 MST48 2515 2X, 48 46-16d 8 3345 4460 4460 2225 2970 3560 MST60 5740 2X. 60 56-16d 10 Y2 4350 5800 5800 2670 3565 4275 MST72 10 2X,, 72 56-16d 10 y2 4350 5800 5800 2670 3565 4275 HST2 MST160 221X4 38-10dx11h — 6 — — — 3130 4175 5005 HST5 7 5 214 — 12 e — — — 6385 8510 10210 HST3 3 25 — 6 , — — — 4645 6195 7435 HST6 3 6 25y — 121 Y4 — — — 9350 1124651 14955 RPS Floor -to -Floor Clear Span Table Model No. Clear Span Fasteners (Total)— Allowable Tension Load (133) (160) MSTC28 18 12-16d sinker 920 1105 16 16-16d sinker 1225 1470 MSTC40 18 28-16d sinker 2145 2575 16 36-16d sinker 2455 2945 MSTC52 18 44-16d sinker 3375 4050 16 48-16d sinker 3680 1 4415 MSTC66 18 16 64-16d sinker 68-16d sinker 5035 5350 5855 5855 MSTC78 18 80-16d sinker 5855 5855 16 80-16d sinker 5855 5855 MST37 18 20-16d 1905 2285 16 22-16d 2100 2515 MST48 18 32-16d 3135 3765 16 34-16d 3330 4000 MST60 18 46-16d . 4785 5740 16 48-16d 4990 5800 MST72 18 56-16d 5800 5800 16 56-16d 5800 5800 MST136 18 14-10dx11/2 810 975 16 16-10dx11h 930 1115 MST148 18 26-1Odx11/2 1545 1855 16 28-10dx11/2 1660 1990 MST160 18 38-10dx11h 2330 2800 16 40-1Odx11/2 2455 2945 MST172 18 50-10dx11h 3065 3680 16 52-1Odx11h 3190 3830 1. Loaas nave Been Increasea J:f%a ana bU% for earthquake or wind loading with no further increase allowed. Floor loads may not be increased for other load durations. 2.10dx11h' nails may be substituted where 16d sinkers are specified at 0.80 of the table loads. 3.10d commons may be substituted where 16d sinkers are specified at 100% of table loads. 4.16d sinkers (9 gauge x 31/:) or 10d commons may be substituted where 16d commons are specified at 0.84 of the table loads. 5. Allowable bolt loads are based on parallel -to -grain loading and these minimum member thicknesses: MST -21h'; HST2 and HST5-4'; HST3 and HST6-41h". 6. PS strap design loads must be determined by the building designer for each installation. Bolts are installed both perpendicular and parallel -to -grain. 7. Use half of the nails at each member being connected to achieve the listed loads 8. For lap splice details, refer to T-CMST. 131 �� ®NL L�=v�L.., .� add '2 �Z P/� 6 6F `E-? A i NorthStar ENGINEERING Civil Engineers • Surveyors Job #: 7823 Martha Christy Plans Examiner Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 Reply to plan check dated August 6, 2002 for: James Breden 12 Horse Run Lane Chico, CA 95928 APN: 041-620-017 Building permit no.: 02-1399 Non -Structural Comments: 1. See attached letter. 2. See attached letter. Date: August 12, 2002 Structural Comments: 1. The garage has been analyzed as a box (separate structure). The walls surrounding the garage towards the inside of the structure are firewalls. Per "Sheet Note" no. 23 on sheet A-1, the walls run continuous up to the roof diaphragm, providing a shear transfer mechanism into the braced wall panels. 2. This penetration has been shifted to the left to miss the shearwall altogether (see "Rear Elevation" on sheet A-4). 3. This beam has been removed. 4. 4x6 posts have been substituted for the double studs called for at these locations. See sheet A-1. 5. A size has been called out for this footing. See sheet A-3. If you have any questions or need further clarification, feel free to call me at (530) 893-1600. End of Reply Jeff Richelieu, PE NorthStar Engineering 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 530-893-1600 FAX -893-2113 .fes �-., .. �.• �..�-.. ..w ',... BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM �, .. I j V (One form per Buildl g) ~School District �/ f� ll"tet l,l/l'��ij ,.;� F` Building Department No. A.P. Number O �l-l�20-0 -7Jurisdiction'_ A City{ County Property Owner Property Location/A( 5 Subdivision cap_ � �_� I Lot No. I Residential Development FT -1 ................................................................................................................... Sq. Footage No of Living Mobile Home Addition/ 'Supplemental to (Group R) Units Installation Conversion. Permit # *(No foundation inspection): ................................................................................................................... Commercial/Industrial Sq. Footage New Addition (Including Exterior ( _ Roofed Areas) Building Department Representative Date •. (Floor Plans reviewed by School District Personnel) I •, District Identification No.. a 0 0 D 1 ,2 ..> School District certifies that (Applicant) ' Oct' (/0 Street Address) ` (Phone Number) (City) r (State) (Zip Code) has complied with the requirements of Resolution No. /OS- by payment of $`~ represent�clg1 r y ( O square feet. AB 2926 S n , , LS_bu School District Representative 4 Paid by Check # / Remarks: Date 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. '. it. subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate'its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 CQPY of Document Recorded 31 -Jul -2002 2002-0039363 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: ) �/ as , ,4-_:X1r Z5iT "4 Date State of California County of PROPERTY OWNERS: On e/ U,4 V<3 D -Pe4 -)before me, personally appeared �",L}-may L- 5 -F - 43W G,y personally known to me (or 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 acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s acted, executed the instrument. WITNESS m hand and official sea Signature Seal: MAURINE R. JOHNSON Comm, 01321226 t(� N NOTARY pUBIIC•CALIFORNIA Butte County A.P. #corw.+.mow.ar'seDt.10 Description Lot 11 EXHIBIT "A" The land referred to herein is situated in the State of California, County of Butte, and is described as follows; PARCELI: LOT 11, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY UNIT #1 ", WHICH MAP WAS RECORDED IN THE OFFICE OF TIIE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 25, 2000, IN BOOK 149 OF MAPS, AT PAGE(S) 56 THRU 61. THIS DEED IS MADE AND ACCEPTED UPON THE COVENANTS, CONDITIONS AND RESTRICTIONS AS SET FORTH IN THAT CERTAIN DECLARATION OF RESTRICTIONS RECORDED AUGUST 31, 2000, UNDER BUTTE COUNTY RECORDER'S SERIAL NO.2000-33726, BUTTE COUNTY, CALIFORNIA; ALL OF WHICH ARE INCORPORATED HEREIN BY REFERENCE THERETO WITH THE SA4E FORCE AND EFFECT AS THOUGII FULLY SET FORTH HEREIN AT LENGTH AND GRANTEES BY ACCEPTANCE OF THIS DEED APPROVE, ADOPT, RATIFY AND AGREE TO TIIE TERMS OF SAID DECLARATION. APN 041-620-017-000 PARCEL II: AN EASEMENT FOR ROAD PURPOSES OVER LOT A, RV STORAGE OVER LOT B, AND SEWER DISPOSAL OVER LOT C, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY UNIT #V, ", WI IICII MAP WAS RECORDED IN • THE OFFICE OF TIIE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 25, 2000, IN BOOK 149 OF MAPS, AT PAGE(S) 56 THRU 61. PARCEL III: AN EASEMENT FOR INGRESS AND EGRESS 40 FEET WIDE LYING 20 FEET ON EACH SIDE OF TIIE FOLLOWING DESCRIBED LINE: ALL TIIAT CERTAIN REAL PROPERTY SITUATE IN TIIE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: TIIAT PORTION OF TIIE LANDS OF ROBERT CONWAY BEING A PORTION OF TIIE NORTIIWEST ONE QUARTER OF TIIE NORTHWEST ONE QUARTER OF SUCTION 6, TOWNSHIP 21 NORTH, RANGE 4 EAST, M.D.M, AS SHOWN ON THAT CERTAIN RECORD OF SURVEY FOR ROBERT CONWAY, FILED IN THE OFFICE OF THE RECORDER OF TIIE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 22, 1985, UNDER BOOK 101 OF RECORD OF SURVEYS, AT PAGE 9, MORE PARTICULARLY DESCRIBED AS FOLLOWS: CONTINUED PARCEL III: CONTINUED BEGINNING AT THE NORTHWEST CORNER OF SAID SECTION 6; THENCE NORTH 890 28' 22" EAST, ALONG THE NORTHERLY BOUNDARY OF SAID SECTION 6, 868.88 FEET TO A POINT ON THE WEST RIGIIT OF WAY LINE OF PENTZ-MAGALIA HIGHWAY AS SHOWN ON SAID RECORD OF SURVEY, SAID POINT ALSO BEING ON A NON -TANGENT 5040 FOOT RADIUS CURVE, CONCAVE EASTERLY FROM WHICH A LINE TO THE RADIUS BEARS NORTH 840 08' 57" EAST; THENCE SOUTHERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 30 32' 13", A LENGTH OF 311.13 FEET; THENCE SOUTH 90 23' 16" EAST, 654.00 FEET TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED EASEMENT; THENCE SOUTH 800 36' 44" WEST, 344.00 FEET. TO THE END OF SAID EASEMENT. r TO: PLAMING — TARRY PAMM RETURN TO CHICO ENV HEALM f� iJ avvRpvEp a CONOMONALLY APPROVED ❑ RESOLVE PROBLEMS PRIOR r -A O11SPERMIT CLEARANCE P�rmi( s Genera/ Infornration Owners Name: ��}}'%Yl es k &P—D E ki Owners Address: 7� Budding Site Address: L o� �� S/ ED lJ E c 50 L JUN 4 2OR Date: _�-- 3 1-02— APx: d yl—Aa o—off , Parcel Acreage: 13') / / 1 Permit Type: ❑ Agriculture Building ❑ Commercial ❑ Industrial ❑ Mobile Home 0-61) ❑ Residential Access ❑ 2nd Dwelprg ❑ Multi -Fan* >2 units per pared WS k ❑ Well ❑ Other Zone District: Date of Zoning Ordinance: General Plan: A Development Agreement: Use Permit: Variance: Parcel Is In: Land Conservation Agreement ® No ❑ Yes, check use Mlnlmum Acreage: Nitrate Action Plan No ❑ Yes t Violation Area No ❑ Yes Specific Plan No ❑ Yes ❑ Chico ❑ D2N ❑ Cohasset Enterprise Zone ® No ❑ Yes, check use Floodplain & No E] yes t f p Zone: Panel Number: '315i? 5 ® No ❑ Yes Watershed Protection Zone Proposed Use Complies With: Q? General Plan Zoning Pr000sed Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑Accessory Budding Use Commercial/Industrial/Multi-Family Uses: Parking: ❑ Parking Requirements are OK as Shown ❑ Other Landscaping: ❑ Landscaping Requirements are OK as Shown ❑ Other Road and Drainage Improvements Required: ❑ No ❑ Yes Acoiicable Setbacks: grivirorimeriplla Septic Permit Review: Agriculture Affidavit Required ❑ No ❑ Yes " well Permit Review: Designated Well Site ❑ No ❑ Yes Land Oevelopment Review: Drainage Plan (Com/ind/Multi) ❑ No ❑ Yes V-Tr-MK*T-TTrI-- a ❑ Deeds Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed Reference: Legal Access Required: ❑ No ❑ Yes Parcel Frontage on PuNW Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No ❑ Yes Cortxnents: Map Date of Recording: 2' 215 — &-c> fib/ b Lot: l Block: Book: ' Page: _ ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Creation Deed r - ❑ Comply with condition no. of conditions of approval for the ❑ Obtain a Certificate of Compliance (See Planning Division for appik ation). ❑ Construction across property lines is not permitted (See Land Development for a Merger Application/Lot Une Adjustment). ❑ Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to Book 17 of Maps Page 23). {�J ❑ Construct road to ❑ Meet parcel size required by.zone ❑ Meet current EHD requireme: ❑ Other General Comments: J Recording Requested by: LSPI Exchange Corp. and when recorded mail to: LSPI Exchange Corp. 20 South Santa Cruz Avenue, Suite 300 Los Gatos, California 95030 SPACE ABOVE THIS LINE FOR RECORDER'S USE POWER OF ATTORNEY (Specific) 13Y THIS POWER OF ATTORNEY LSPI EXCHANGE CORP. ("Principal"), does hereby appoint James F. Breden, Trustee of the Trust of James F. Breden, dated July 31, 2000 as it's true and lawful attorney. In Principal's name and for Principal's use and benefit, said attorney is authorized hereby: (1) to demand, sue for, collect and receive all money debts, accounts, rents, lease payments, refunds, rebates and compensa- tion as are now or shall hereafter become due, payable, or belonging to Principal as a result of the operations and owner- ship of real property located in the State of California, County of Butte, more fully described in attached Exhibit "A" (hereafter known as "REPLACEMENT PROPERTY") and to take all lawful means for the recovery thereof and to compromise the same'and give discharges for the same; (2) to pay all debts, accounts, payments and obligations arising from the ownership by Principal of REPLACEMENT PROPERTY; (3) to execute, acknowledge and deliver purchase and sale agreements (excluding contracts for deed / land sales contracts), construction agreements, leases, covenants, and assignments of agreements. TRIS POWER OI., ATTORNEY IS LIMITED TO ONLY THOSE MATI'ERS WHICH PERTAIN TO THIS MANAGEMENT, OPERATION, AND IMPROVEMENT OF THE REPLACEMENT PROPERTY. Giving and Granting to said attorney the power and authority to do all and every act and thing whatsoever requisite and necessary to be done relative to any of the foregoing as fully to all intents and purposes as Principal might or could do if personally present. All that said attorney shall lawfully do or cause to be done under the authority of this Specific Power of Attorney is expressly approved. Dated LSP xchange Corp., a Nevada corporatio 7 , STATE OF CALIFORNIA ) COUNTY OF SANTA CLARA ) SS. On 414/o?- before me, for said County and State, personally appeared Vh L,' INil�iaw► a Not; Public in and known to me ( . 's to be the personN whose name(V G'a'* subscribed to the within instrument and acknowledged to me that OsV/they executed the same inis hit/ti & authorized capacity(k, and that by gh%/thVir signatureW on the instrument the person, or the entity upon behalf of which the person(X acted, executed the instrument. Notary's Signature _ WILLIAM HUEY CommLaton # 1242165 Z Notary Pwac - Calif omia � /-�/-(Santa C1ora Countyy % •'•7 Q'•c••`E� �W Nav 18, J i LSPI Exchange Corp. 1999 Page 5 Improvement I3/S r 1 , I t , � 1 e , r• k r e , r• k i w —.. FROM '110 VALLEY T I T_E PARADISE (THU) s 4 2002 9:42/3T. 9:40 /NO. 501149P X66. P .15 Exhibit "A" preliminary RcportOrder No. DU -195854-2 MV Description The land referrcd to herein is situated in the State of California, County of Butte, and is descrihcd as follows: ' PARCEL I: LOT 11, AS SHOWN ON .THAT CERTAIN MAP ENTITLED, "CASA DEL REY UNIT #1 ", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 25, 2000, IN BOOK 149 OF MAPS, AT PAGE(S) 56 THRU 6l. THIS DEED IS MADE AND ACCEPTED UPON THE COVENANTS, CONDITIONS AND RESTRICTIONS AS SET FORTH IN THAT CERTAIN DECLARATION OF RESTRICTIONS RECORDED AUGUST 31, 2000, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 2000-33726, BUTTE COUNTY, . CALIFORNIA; ALL OF WHICH ARE INCORPORATED HEREIN BY REFERENCE THERETO WITH THE SAME FORCE AND EFFECT AS THOUGH FULLY SET FORTH HEREIN AT LENGTH AND GRANTEES BY ACCEPTANCE OF THIS DEED APPROVE, ADOPT, RATIFY AND AGREE TO THE TERMS OF SAID DECLARATION. APN 041-620-017-000 PARCEL 11: AN EASEMENT FOR ROAD PURPOSES OVER LOT A, RV STORAGE OVER LOT B, AND SOWER DISPOSAL OVER LOT C, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL KEY UNIT #1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF TILE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 25, 2000, IN BOOK 149 O MAPS, AT PAGE(S) 56 THRU 61. PARCEL III: AN EASEMENT FOR INGRESS AND EGRESS 40 FEET WIDE LYING 20 FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED LINE: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE .COUNTY OF BUTTE, STATE OF • CALIFORNIA, DESCRIBED AS FOLLOWS: THAT PORTION OF THE LANDS OF ROBERT CONWAY BEING A PORTION OF TRE NORTHWEST ONE QUARTER OF THE NORTHWEST ONE QUARTER of SECTION 6, TOWNSHIP 21 NORTH, RANGE 4 EAST, M.D.M, AS SHOWN ON THAT CERTAIN RECORD OF SURVEY FOR ROBERT CONWAY, FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BU*17E, STATE OF CALIFORNIA, ONNOVEMBER 22, 1985, UNDER BOOK 101 OF RECORD�O.F SURVEYS, AT PAGE 9, MORE PARTTCULARLY DESCRIBED AS FOLLOWS: CONTINUED Pabc 5 AFRO! l \-1I0 VALLEY TIT -E PARAD ;E cTHu) 4 4 2002 9:42!"T. 9:40/NO. Gi011498766 P 16 Preliminary Report Order No. BU=195854-2 MV PARCEL 1I1: CONTINUED BEGINNING. AT THE NORTHWEST CORNER OF SAID SECTION 6; THENCE NORTH 890 28'27" EAST, AT.ONG THE NORTHERLY BOUNDARY OF SAID SECTION 6, 868.88 FEET TO A POINT ON THE WEST RIGHT OF WAY LINE OF PENTZMAGALIA IIIGIIWAY AS SHOWN ON SAID RECORD OF SURVEY, SAID POINT ALSO BEING ON A NON -TANGENT 5040 FOOT RADIUS CURVE, CONCAVE EASTERLY FROM WHICH A LINE TO THE RADIUS BEARS NORTH 840 08' 57" EAST; THENCE SOUTHERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 30 32' 13", A LENGTH OF 311.13 FEET; THENCE SOUTH 90 23' 16" EAST, 654.00 FELT TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED EASEMENT; THENCE SOUTH 800 36' 44" WEST, 344.00 FEET TO THE END OF SAID EASEMENT. i " Page 6 QOO>2(L- / /Vo/z Tf! APPROVED - Butte County Environmental Healtf -,) Ae I � A A- I Date A A r_ lure.— �FU� n� naf-z Environmental Heelih MAY 3 1 2007 Chico, CA f" COUNTY OF BUTTE 355836 FF CIAL REC / OFFI PARTMENT ISSUING RECEIPT Received fro 1 T The Su# o $ T� For oq Received: Received By CASH Title CHECK �� s3- IUSINESS FORMS • (916) 743-6511 COUNTY OF BUTTE 353752 FF CIAL PECEIPT DEPARTMENT ISSUING RECEIPT 3 20� 71 Flo PW pop o KIN, BUTTE COUNTY PLANNING DIVISION LOT IMPROVEMENT AND DEVELOPMENT CAN OCCUR AT ANY LOCATION WITHIN THE CONFINES OF EACH OF THE INDIVIDUAL RESIDENTIAL LOTS. NO BUILDINGS OR STRUCTURES SHALL TH AREA OF THE PUD, EXCEPTING E RECREATION BUILDING AND STRUCTURES RELATED TO THE PARK AND RECREATION AREAS. IF DURING CONSTRUCTION, ANY ARCHAEOLOGICAL REMAINS ARE DISCOVERED ON SITE, CONSTRUCTION SHALL CEASE AND A PROFESSIONAL. ARCHAEOLOGIST SHALL_ BE CONSULTED AND A FULL EXAMINATION SHALL BE COMPLETED. t X DEER MITIFEES ARE TO BE PAID AT THE TIME OF 013TAINING BUILDING PERMITS IFF SUCH ES HAVE BEEN ADOPTED BY THE ,BUTTE COUNTY BOARD SUCH E OF SUPERVISORS. ALL FENCING ON THE PROPERTY SHALL BE CONSISTENT WITH THE: DEPARTMENT . OF FISH AND GAME STANDARDS FOR DEER FENCING.' FISH ANQ,';�GAME=.:STANDARDS ARE NOT APPLICABLE TO THE RECREATION FACILITIES SUCH.•.AS POOL;': BALL -`FIELD WAND TENNIS COURTS. SECURITY FENCING FOR THE RECREATION VEHICLE. PARKING AREA SHALL BE APPROVED BY THE DEPARTMENT OF FISH AND GAME. PRIOR TO ISSUANCE OF BUILDING PERMITS THE APPUCANT SHALL PROVIDE FINAL GRADINr-i0l ANS AN&kIDENTIFY'"ANY VERTICAL.: CUT OR�•'FIL'L° SLOPES" THAT EXCEED , 5 -VERTICAL•' FEET'. IN'.HEI THESE SLOPES SHALL BE REVEGETATEi PRIOR TO ISSUANCE OF OCCUPANCY. A. DEVELOPMENT IMPACT. FEE FOR SHERIFF'S FACILITIES SHALL BE PAID PURSUANT TO THE - PROVISIONS OF CHAPTER 3, ARTICLE II OF THE BUTTE COUNTY CODE, PRIOR TO ISSUANCE OF BUILDING. PERMITS OR USE PERMIT IN THE CASE OF A MOBILE HOME PAR SAID FEE AMOUNT WILL BE DETERMINE AND CALCULATED AS OF THE DATE APPLICATION FOR THE BUILDING PERMIT OR USE PERMIT. ALL FOUNDATIONS SHALL BE, :DESIGNED : IN ACCORD*kCt'i•:LWITh';;TH :--, '. MBER 22, 1999,;:GEOTECH.�ICAL; :INS? DATION FOR..:THE .cA.pfi:.RE:.sul4N: RANEY. GEOTECIINICrAL r' J08. •NO. ,.:. ,. 01ll:-=786;=iON:�FII C WI'f1.1: !T}iE (,IDIN�G DIVISION OF"DEVELOPMENT "`SERVIC£S:` k PRIOR TO ISSUANCE OF BUILDING PERMITS THE APPLICANT SHALL PROVI FINAL GRADING PLANS AND IDENTIFY ANY VERTICAL CUT OR FILL SLOPES THAT EXCEED 5 VERTICAL FEET IN HEIGHT. THESE SLOPES SHALL BE REVEGETATED IN COMPLETE PHASES AND VERIFIED BY THE PLANNING DIVISION PRIOR TO ISSUANCE OF BUILDING PERMITS ON THE NEXT PHA! THE FINAL 2 PHASES SHALL BE COMPLETELY REVEGETATED PRIOR TO ISSUANCE OF BUILDING PERMITS. ON T LAST PHASE OF THE PROJECT. m m --4 Ln 0 m rn 0 _ m m Lo ley. ni (T-t� .r ... ,. .x . ;• (; } .f � .. ,rs ,r ,. ;• ., ` ,r ;a{�`� FLOOR PLAN. I Environmental Health MAY 3 1 2nn? TOTAL 50. FT. = 2,410 Chico, CA ' SCALE= 1/4"=1'- s APPROVED Butte County Envlror-mentui HC'a1U7 jam[_,�I- r MAINTAINED ABOVE THE CONTROLS WITH THE 151APPING. WATER HEATER OPENINGS SHALL BE LOCATED 50 THAT ONE ri COMBUSTION Alii OPENING EXTENDS WITHIN THE UPPER 12" AND THE LOWER 12" OF Ti• -ft ENCLOSURE. REQUIRED COMBUSTION AIR DUCTS SHALL NOT BE LE55 THAN THREE INCHES IN THE LEAST DIMENSION. WATER HEATER EQUIPMENT SHALL BE CERTIFIED BY C.E.C. 22 CLOSET W/ SHELF t POLE F2_31 ONE HOUR FIREWALL ALL LIVING SPACES MUST BE SEPARATED FROM GARAGE SPACES W/ A ONE HOUR FIREWALL ASSEMBLY. ALL WALLS AND GARAGE CEILINGS ARE A PART OF THIS ASSEMBLY. USE 5/8" TYPE 'X' GYP. BD. BD. i• 24 13/8" THICK SOLID CORE WOOD DOOR W/CLOSER 25 ENTERTAINMENT CENTER 26 BOOK SHELF'S 27 GAS FIREPLACE W/ HEARTH INSTALL PER MFR. SPE^.5. FACTORY -BUILT F!REPL ACES SHALL BE = SHEET NOTES CV Q DOUBLE SINK' W/ GARBAGE DISPOSAL 1 PERMANENTLY EQUIPPED WiTH AN EPA CERTIFIED INSERT OR SHALL M2 Di5H WASHER W/ DRAIN TO DISPOSAL. PROVIDE AIR GAP. 00 1= E M33 RANGE W/ HOOD W U BE PERMANENTLY LABELED SHOWING IT MEETS EPA EMISSION LIMITS. M REFRIGERATOR SPACE WITH COLD WATER STUB. �a Cn a O Q FREEZER W HEARTH EXTENSIONS ARE TO BE INSTALLED PER MFR. SPECS. Q MICROWAVE ' N © DOUBLE OVEN c� 1028 WOOD STOVE W/HEARTH ® EATING BAR U (� O p Q PANTRY LM 10 TRASH COMPACTOR 0 tl' 00 FACE FRAME LINEN CAF3INET W/ SHELVES. 0 12 WASHING SPACE. PROVIDE RECESSED HOT, COLD WATER STUB t WASTE LiNE. v, 13 DRYER U 0 EXHAUST DUCTS SHALL BE EQUIPPED WITH A BACK DRAFT -DAMPER. " L THE TOTAL COMBINED HORIZONTAL AND VERTICAL LENGTH SHALL �o NOT EXCEED 14'-0", LM M 22"x30" ATTIC ACCE55 - THE ATTIC ACCESS OPENING SHALL NOT BE LESS THAN 22" BY 30" -31 AND SHALL BE LOCATED 1N A CORRIDOR, HALLWAY OR OTHER WINDOW SEAT READILY ACCESSIBLE LOCATION. 30" MINIMUM UNOBSTRUCTED ! HEADROOM IN THE ATTI SPACE SHALL BE PROVIDED AT OR ABOVE 32 PROVIDE 5/8 TYPE X' GYP. THE ACCESS OPENING. cA Q LAUNDRY SINK BD. UNDER U5EABLE SPACE 16 5'-0" TUB 4 SHOWER W/ SAFTEY GLASS ENCLOSURE W/ TOWEL BAR AND WAINSCOT. ' UNDER STAIRS. V Q SHOWER. INSTALL CEMENT -FIBER BOARD BACKING TO A HEIGHT OF 7'-O" MIN. ABOVE DRAIN INLET BEHIND ALL CERAMIC TILE FIN15HES °r IN THE SHOWER. V O 18 JACUZZI TUB ' 19 MEDICINE CABINET ® MIRROR FRAMELESS NOTE: 21 WATER HEATER WATER HEATERS SHALL BE ANCHORED OR STRAPPED TO RESIST 1. ITEMS THAT ARE LISTED MAY OR MAY NOT OCCUR ON THIS FLOOR PLAN. HORIZONTAL DISPLACEMENT DUE TO EARTHQUAKE MOTION. STRAPPING .,SHALL BEAT Pt.)lNTS IMTHIN THE UPPER ONE—TI- im-D AND LOWER ONLY ITEMS THAT ARE KEYED ON THE PLAN ITSELF ARE REQUIRED. ONE-THIRD. A MINIMUM DISTANCE OF FOUR INCHES SHALL BE GENERAL NOTES MAINTAINED ABOVE THE CONTROLS WITH THE 151APPING. WATER HEATER OPENINGS SHALL BE LOCATED 50 THAT ONE ri COMBUSTION Alii OPENING EXTENDS WITHIN THE UPPER 12" AND THE LOWER 12" OF Ti• -ft ENCLOSURE. REQUIRED COMBUSTION AIR DUCTS SHALL NOT BE LE55 THAN THREE INCHES IN THE LEAST DIMENSION. WATER HEATER EQUIPMENT SHALL BE CERTIFIED BY C.E.C. 22 CLOSET W/ SHELF t POLE F2_31 ONE HOUR FIREWALL ALL LIVING SPACES MUST BE SEPARATED FROM GARAGE SPACES W/ A ONE HOUR FIREWALL ASSEMBLY. ALL WALLS AND GARAGE CEILINGS ARE A PART OF THIS ASSEMBLY. USE 5/8" TYPE 'X' GYP. BD. BD. i• 24 13/8" THICK SOLID CORE WOOD DOOR W/CLOSER 25 ENTERTAINMENT CENTER 26 BOOK SHELF'S 27 GAS FIREPLACE W/ HEARTH INSTALL PER MFR. SPE^.5. FACTORY -BUILT F!REPL ACES SHALL BE NFRC LEVELS ATTACHED, U�VALUES OF DOORS OR WINDOWS SHALL MEET THE TITLE 24 CALCULATIONS: 14. TiTLE 24 INSTALLATION! CERTIFICATION FORM CF -6R SHALL BE POSTED AT THE RESIDENCE PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY. THIS 15 IN ADDITION TO THE INSULATION CERTIFICATE. 15. PROVIDE FLASHING A7 ALL EXTERIOR OPENINGS EXPOSED TO WEATHER 16. ALL ESCAPE OR RESCUE WiNDOWS SHALL HAVE A MINIMUM NET CLEAR OPENABLE AREA OF 5.7 SQUARE FEET. THE MINIMUM NET CLEAR OPENABLE HEIGHT DIMENSION SHALL BE 24 INCHES. THE MINIMUM NET CLEAR OPENABLE WIDTH DIMENSION SHALL BE.20 INCHES. WHEN WINDOWS ARE PROVIDED AS A MEANS OF ESCAPE OR RESCUE, THEY SHALL HAVE A FINISHED BILL HEIGHT NOT MORE THAN 44 INCHES ABOVE THE FLOOR. NG n, IT 15 THE OWNERS / CONTRACTORS RESPON51BiLITY TO VERIFY THAT THIS PROJECT CONFORMS WITH CC t R'S (COVENANTS, CONDITIONS i RESTRICTIONS) OF THE SUBDIVISION AND OR APPROVAL OF THE PROPERTY OWNERS ASSOCIATION. IS. PROVIDE PRESSURE -ABSORBING DEVICES (AiR CHAMBERS OR APPROVED MECHANICAL DEVICES) ON ALL BUILDING WATER SUPPLIES WITH QUICK ACTING 11 r VALVES. 19. PROPANE TANK SHALL BE LOCATED TEN FEET MIN. FROM ANY STRUCTURE, PROPERTY LINE, POWER LINE, OR ANY OTHER SOURCE OF IGNITION. 20. THE PROPANE TANK SHALL BE BOLTED OR OTHERWISE POSITIVELY ATTACHED TO iTS FOUNDATION. 21. VENT PiPiNG,-THE TOTAL AGGREGATE CROSS-SECTIONAL AREA OF THE VENT SHALL BE NOT LESS THAN THE INSTALLED BUILDING SEWER LINE. FOR A 3" DRAIN LiNE-7A7 5Q. INCHES AND FOR A 4" DRAIN LINE -12.57 INCHE5. . ' ' I 22- ELECTRICAL, HEATING, VENTILATION, PLUMBING, AiR CONDITIONING EQUIPMENT AND ` OTHER SERVICE FACILITIES SHALL BE LOCATED OR DESIGNED TO PREVENT WATER _:._DAMAGE. (UMC 304.5) 23, PROVIDE 2x4 DFS 2 STUDS AT 16" O.G. AT INTERIOR WALLS U.O.N. AND 2x6 DF* 2 STUDS AT I6" O.C. AT EXTERIOR WALLS, TYP. U.O.N. 24. SEE CEILING PLAN FOR ADDITIONAL INFORMATION. ' CV 0 PERMANENTLY EQUIPPED WiTH AN EPA CERTIFIED INSERT OR SHALL a_ 00 1= E o U W U BE PERMANENTLY LABELED SHOWING IT MEETS EPA EMISSION LIMITS. 0: 0 �a Cn a O LL W HEARTH EXTENSIONS ARE TO BE INSTALLED PER MFR. SPECS. j N �= �= o c� 1028 WOOD STOVE W/HEARTH U U (� O p N U a - LM INSTALL PER MFR. SPECS. 0 tl' 0 WOOD STOVES SHALL BE EPA CERTIFIED. v, HEARTH -EXTENSIONS ARE TO BE INSTALLED PER MFR. SPECS. U 0 " L 29 LINEN CLOSET �o LM ® HVAC UNIT -31 WINDOW SEAT ! 32 PROVIDE 5/8 TYPE X' GYP. - cA BD. UNDER U5EABLE SPACE 4� UNDER STAIRS. V °r W V NOTE: 1. ITEMS THAT ARE LISTED MAY OR MAY NOT OCCUR ON THIS FLOOR PLAN. ONLY ITEMS THAT ARE KEYED ON THE PLAN ITSELF ARE REQUIRED. GENERAL NOTES I. ALL EXTERIOR HEADERS SH,�LL BE 4x12 D.F. #2 U.O.N. 2. INSTALL STREET ADDRESS NiUMBERS OF SUFFICIENT SIZE AND CONTRASTING MATERIAL TO BE READILY VISIBLE FROM THE STREET. 3. ALL WINDOWS SHALL BE DUAL. GLAZED 4. AN INSULATION CERTIFICATION FORM CF -6R IS REQUIRED TO BE POSTED AT THE RESIDENCE PRIOR TO THE 155UANCE OF A CERTIFICATE OF OCCUPANCY. 5. ALL EXTERIOR DOORS AND WINDOWS SHALL BE WEATHER-STRIPPED. " 6. ALL JOINTSAND PEN'-,1TRATI,.)NS_ IN EXTERIOR WALLSFLOOR, AND CEILINGS SHALL BE CAULKED AND SEALED 7. SHOWER HEADS AND FAUCETS SHALL BE CERTIFIED BY CE.0 S. ALL HVAC EQUIPMEN7 SHALL BE CERTIFiED BY THE C.E.C. 9. ALL GAS APPLIANCES SHALL HAVE INTERMITTENT IGNITION DEVICE. 10. INSULATE ALL DUCTWORK IN UNCONDITIONED SPACE, R-4.2 MINIMUM 11. DUCTS SHALL BE CONSTRUCTED, INSTALLED, AND INSULATED PER U.M.C. 12. ALL HOT WATER LiNES WITHIN: V -O" OF WATER HEATER (IN UNCONDITIONED N SPACE) SHALL BE INSULATED WITH R-4 INSULATION. 13 EXTERIOR WiNDOWS AND DO6QS WITH GLAZING SHALL HAVE A PERMANENT NFRC LEVELS ATTACHED, U�VALUES OF DOORS OR WINDOWS SHALL MEET THE TITLE 24 CALCULATIONS: 14. TiTLE 24 INSTALLATION! CERTIFICATION FORM CF -6R SHALL BE POSTED AT THE RESIDENCE PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY. THIS 15 IN ADDITION TO THE INSULATION CERTIFICATE. 15. PROVIDE FLASHING A7 ALL EXTERIOR OPENINGS EXPOSED TO WEATHER 16. ALL ESCAPE OR RESCUE WiNDOWS SHALL HAVE A MINIMUM NET CLEAR OPENABLE AREA OF 5.7 SQUARE FEET. THE MINIMUM NET CLEAR OPENABLE HEIGHT DIMENSION SHALL BE 24 INCHES. THE MINIMUM NET CLEAR OPENABLE WIDTH DIMENSION SHALL BE.20 INCHES. WHEN WINDOWS ARE PROVIDED AS A MEANS OF ESCAPE OR RESCUE, THEY SHALL HAVE A FINISHED BILL HEIGHT NOT MORE THAN 44 INCHES ABOVE THE FLOOR. NG n, IT 15 THE OWNERS / CONTRACTORS RESPON51BiLITY TO VERIFY THAT THIS PROJECT CONFORMS WITH CC t R'S (COVENANTS, CONDITIONS i RESTRICTIONS) OF THE SUBDIVISION AND OR APPROVAL OF THE PROPERTY OWNERS ASSOCIATION. IS. PROVIDE PRESSURE -ABSORBING DEVICES (AiR CHAMBERS OR APPROVED MECHANICAL DEVICES) ON ALL BUILDING WATER SUPPLIES WITH QUICK ACTING 11 r VALVES. 19. PROPANE TANK SHALL BE LOCATED TEN FEET MIN. FROM ANY STRUCTURE, PROPERTY LINE, POWER LINE, OR ANY OTHER SOURCE OF IGNITION. 20. THE PROPANE TANK SHALL BE BOLTED OR OTHERWISE POSITIVELY ATTACHED TO iTS FOUNDATION. 21. VENT PiPiNG,-THE TOTAL AGGREGATE CROSS-SECTIONAL AREA OF THE VENT SHALL BE NOT LESS THAN THE INSTALLED BUILDING SEWER LINE. FOR A 3" DRAIN LiNE-7A7 5Q. INCHES AND FOR A 4" DRAIN LINE -12.57 INCHE5. . ' ' I 22- ELECTRICAL, HEATING, VENTILATION, PLUMBING, AiR CONDITIONING EQUIPMENT AND ` OTHER SERVICE FACILITIES SHALL BE LOCATED OR DESIGNED TO PREVENT WATER _:._DAMAGE. (UMC 304.5) 23, PROVIDE 2x4 DFS 2 STUDS AT 16" O.G. AT INTERIOR WALLS U.O.N. AND 2x6 DF* 2 STUDS AT I6" O.C. AT EXTERIOR WALLS, TYP. U.O.N. 24. SEE CEILING PLAN FOR ADDITIONAL INFORMATION. ' n7l CV 0 a a_ 00 1= E o U W U N 0: 0 �a Cn a W LL W r- o C-. c j W �= �= o c� 2 693 aU`hi U U (� O p N U a - LM (j) 0 0 aC v, U 0 " L �o LM 4� own" V °r W V n7l 0 a_ O Z W U z 0: 0 N W LL W j W < c� m U W x W (j) QL 0 aC v, U �o n7l Designs JSP Checked: JMR Date: 5-24-02 Job No. 7823 Sheet: A-1 0 a_ U— Z W U z 0: 0 Z W LL W j W < c� m U W x W (j) 0 aC v, U Designs JSP Checked: JMR Date: 5-24-02 Job No. 7823 Sheet: A-1