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047-230-147
�- - _` IIII �'I II"II'IIIII�'II IIII I'I �II� AND WHEN RECORDED MAIL TO: D 2 0103 — 0 GD 3 3 1 9 6 Recorded I REC FEE 7.00 BUTTE COUNTY BUILDING DIVISION Official Records 1 7 COUNTY CENTER DRIVE Count yy Of I OROVILLE, CA 95965 CANDACEUJTEGRUBBS I Recorder I ROSEMARY DICKSON I Assistant I Shauna 03:44PM 22 -May -2003 I Page -1 of 1 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT 1 Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date PROPERTY OWNERS: State of California County of 8, -e - On 7 before me, r 'c- A N' ry �Ufi'iL personally appeared v ' 4awwnl&mr Lor proved to me on the basis of satisfactory evidence to be the person(s) whose name(s),Ware subscribed to the within instrument and acknowledged to me that �hey executed the same in /their authorized capacity(ies), and that by_bisIJtet7their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature/cv*le-f C o (.r�%Y y Seal: MICHAEL D.'COLLINS- COMM. e►1316917 NOTMY � t CAUF00" A.P. # 0q7- � 0 -1y 7 BUTTE COUNTY Comm. AUG.,S, 2005 11f�l�lllil�ll�l1lil��ll��l��I�lI ' a�ti ���-�- z�^Eo�nAyyibi�t'�t; i037TU8 RHEUM .L 33iiiAP i } "14blo:)Sq t;D2K1Q YAAM9 �!t6b!}Z I fli5f2t2�A .ass.�,i•,,n,�..a..�,t..i.n.ti..�,d+.. nv -�✓s ?Ib7vGii;A7 r 3UNI!�7 YYAT.'te6 ii' j ��;• °J f} EGOS ,i? .M -A qx-D mmol 1 I �1 y✓ ' SIVE PLAN REVIEW APPLICATION Date: AP# Y'7 — Permit Number (if applicable) O`S L1 H 8 APPLICANT INFORMATION Parcel Size: Owners Name:1�/�iQf'1�l� Owners Address: Telephone No.: Situs Address: Proposed Use: sidential New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family • Non-residential ❑ New Commercial ❑ Commercial Addition ❑ Commercial Remodel ❑ New Industrial ❑ Industrial Addition ❑ Industrial Remodel . Oth Septic Well Agricultural Exempt Building ❑ Other:_ Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPMENT SER VICES INFORMATION (For Staff Use) ❑ Approved 11 Conditionally Approved ❑ Resolve Problems Prior to Approval Site PIan Stamped Approved • By Date E —1 ej —0—PS Pagel of 5 -�r ALL ITEMS CHECKED APPLY TO THE PROPERTY x Parcel Is In: ❑ Snow Load Area: • ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be, built ElNitrate Action Plan-, (See Environmental Health for standards) • per contract ❑. Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) - • Flood Zone: • Flood Panel No.: G Index Date: `-)— ?rP3— ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must. be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) i Use Requires: ❑ Use Permit ❑ Minor Use Permit El Variance ❑ Administrative' Permit . ❑ Variance s __ ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement • Zoning: I Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. Streets & Highways N/A Fire Prevention Subdivision Map L N/A ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 V Zoning Code Front pso CCS L Side ZS Side Street Rear � (� Height Waterway N/A ❑ Setbacks drawn on site Plan. Streets & Highways N/A Fire Prevention Subdivision Map L N/A ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 V Subdivision Map/Parcel Map: Map Date of Recording: `°Z- 3 _c ; Lot: • Use Permit/Minor Use Permit Permit Number: Book: I � 9 Date of Approval: 61.0 Pager f Parcel Map/Subdivision Map/Use Permit Conditions IM Comply with the following Conditions of Approval: ® Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one 'and two family dwellings and mobile homes, NFPA Standard- 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan • must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. . ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall betaken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa ® Shyni. OtiJ G'P-r-,SS 1 G-1 1 ^ D IJ 12 0 P -j--)0-S 6 1> L Tl 6A -)S 1-n fz�>/ i3k Y �J Il 1P,,C1> s A7-09 C -H E t�> cO)JI�) rr I o.&s Page 4 of 5 Applicable Development Fees: Standard Fees A_ Formula ❑ Fire ❑ School* -- •, ❑ Parks/Recreation ❑ Roads --- Sheriff ❑ Drainage -- ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other --- ----------------------------------------------------------------------------------= Subdivision Map Special Fees """"""'- Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) # Check with school district to verify actual fee if pre -application the building permit. review. A final determination will be made at the time of Parcel Created By ❑ Deeds: • Date of Creation: Deed of Reference: Legal Access Provided: ❑'No ❑ Yes Parcel Frontage on Publicly Maintained Road: Legal [I NoAccess Required []'No Road Name: El Yes Complies with County Standards for Deed Creation:❑ No ❑yeY*es' Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access El Obtain a Certificate of Compliance- 0 ompliance ❑Provide Deed of Creation ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements -------------------------------------------------------------------------------------------------------------------------- Page 3 of 5 BUTTE COUNTY DEPARTMENT- OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 6081 GRINDSTONE RD Owner:KREMER, Permit No: B07-0820 APN: 047-230-147 KEVIN D &KELLEY Issued Date: 05/18/2007 By TMP Permit type: MISCELLANEOUS 6081 GRINDSTONE PL Subtype: Private Pool CHICO, CA 95973 Expiration Date: 05/17/2008 Description: POOL MASTER MP07-0008 (530) 898-8171 Occupancy: Zoning: FR -20 Contractor Applicant: Square Footage: WATER ART INC. DBA ADONIS POOL WATER ART INC. DBA ADOr Building Garage Remdl/Addn 12 PHEASANT RUN COURT 12 PHEASANT RUN COURT CHICO, CA 95973 CHICO, CA 95973 Other Porch/Patio Total (530)891-1197 (530)891-1197 FEE INFORMATION DBEH Building Review Fee $75.70 DBMSC Swim Pool -Master. Plan Co $467.42 Total Charged: $543.12 Fees Paid: $543.12 Balance Due: $0.00 Receipt No: B2686 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License WATER ART INC. DBA ADONIS 266839 / C53 / 04/30/2009 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) 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. of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 05/18/2007 the applicant to a civil penalty of not more than five hundred dollars ($500); Please check one of the following: Contractors Signature Date 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 WORKERS' COMPENSATION DECLARATION OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, ❑ 1, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED ❑I as required by CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractor's License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the STATE FUND 229-0006942 ExpDate: 01/01/2008 Policy olicy Number: . Contractor's License Law.). (This section need not be competed if the permit is or one undred dollars ($100) or less.) ❑ I AM EXEMPT under Section B. 8 P.C. for this reason: ❑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 the Workers' Compensation laws of California, and agree that if I should become subject to the workers'X 05/18/2007 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owners Signature Date provisions. X 05/18/2007 I hereby certify that I have read this application and slate that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused arising out of, in any way connected with HUNDRED THOUSAND DOLLARS $100,000 , IN ADDITION TO THE COST OF COMPENSATION, ( 1 the issuance of this permit. I hereby acknowledge thatt is issuance of this pea rmit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the property owner or am authorized to act on the property owners behalf. CONSTRUCTION LENDING AGENCY 05/18/2007 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name of Permittee [SIGN) Print Date the performance of the work for which this permit is issued. (3097 civ. code) ❑ Owner ❑ Contractor OR; Agent for Owner Agent for Contractor FILE COPY Lenders Address City State zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVELLE: (530) 538-7636 - CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF APPLICATION OWNER CONTRACTOR Name Address D rl467 City G O S Trp Phone 8 �gl7l Fax E-mail I Trp9- AR�CHnIT�ECT N INE CONTRACTOR Name CityL l Address L/A i,,j e City StateJ�,;o I Trp9- Phon % E-mail Fax E-mail tic. #Clas� AR�CHnIT�ECT N INE Name &p0 !J iS f>00 Name n BAC ,f , f + M kM CityL l Address 1-3 u -L+-7 c—Aet-JE , L/A i,,j e city t,,14 t C 0 State CA Zp� � Phone SW2 _,4,-6& Fax -642_ _ ggS 7 Z E-mail Siete UMM Number ((p $0 j APPLICANT NAME Name &p0 !J iS f>00 Address ,.Z P cAC�>v-r a1,J Gf CityL l State CA Zip 96q -7 - 6q-7Phone Phone t _ --� Fax E-mail WA ME WN. 0 P -..A 42, mm ON MA For office use only: Zoning -Z 01 Flood Zone 1 No Occ. I Type Const Subdivision Name Map BookPage Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMff NO. 007-613 BP BIN # LOCATION AP# O y 7--alo o Property Aaress Cross Street WORKER'S COMPENSATION Policy Number 00 6 61,` 2 carrier S T A� i E Colt #P 10S.. FUND ithiring anyone other than license contractors, a cerfiffeate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address MOO? —0000 r Description or Scope of Work: 7 Q • M Su i M M I W 6, Pbc(- Sq. Footage 11 Structure Built without Permits O Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: 70 Amount . 1� Bldg SRA Receipt # Sheriff SMTP 7 S, 20 00. Date: j /„ _� ^ /i Z Total DROP BOX COVER SKEET All of the following information must be completed. Writing must be legible. Date: Assessor's Parcel Number: '1 7, 9 Owner and/or Applicant: X1,5 U� C -s pp cant. ,� Permit/Application Number: E -Mail Address: _/%c (�,- c,; >'-' Contact Phone Number:��� Directed to (Staff Person): a" CA Brox l .'o O -�o y ���� a &,der Butte County DeDartment of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 0 Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municir)alcodes.lexisnexis.com/codes/butteco/ Reference Number: B07-0820 Location: 6081 GRINDSTONE RD Parcel Number: 047-230-147 Owner Name: KREMER, KEVIN D & KELLEY A Description: POOL MASTER Date: 04/18/2007 Phone: (530) 898-8171 Signature of Property Own: ��G 0/�%�?aw'- Date: 04/18/2007 FILE Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 75965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds it Cie. O O 0 O 0 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B07-0820 Date: 04/18/2007 Location: 6081 GRINDSTONE RD By: TMP Parcel Number: 047-230-147 Sub Type: Private Pool Owner Name: KREMER, KEVIN D & KELLEY A Phone: (530) 898-8171 Description: POOL MASTER By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Sign6:� �� Date: 04/18/2007 Title: FILE OW 0 0 0 0 0 Acetic woa�5 .,Department of Public Works C o u n t y o f B U T T E J. Michael Crump, Director 7 County Center Drive Shawn H. O'Brien, Assistant Director Oroville, CA - (530)) 3397 5 53838-77681681 ENCROACHMENT PERMIT NOTICIFICATION (FAX) 538-4356 In order for the Building Division of Development Services to be able to issue your building permit you may be required to obtain an Encroachment Permit from the Department of Public Works. An Encroachment Permit is required any time you construct a driveway access to a County Maintained Roadway. If you were required to obtain an encroachment permit prior to issuance of a building permit, then all construction outlined on the encroachment permit must be completed and Public Works final approval must be obtained prior to the Building Division being able to final your building permit. Contact the Public Works Department, 7 County Center Drive, Oroville, CA 95965, telephone 530-538-7681, Fax 530-538-4356, email PublicWorksDept@buttecoun ..net, if you have any questions. An electronic, fillable version Encroachment Permit Application form is available on line at hqp://www.buttecouniy.net/publicworks/Assets/pdf/Permit Encroachment.pd£ You may request inspection for an issued permit on line at http://www.buttecouniy.net/publicworks/eServices/Permitlnspection.htmi. ENCROACHMENT PERMIT APPLICATION CRITERIA 1: There is a 5 -day minimum processing time on all applications. 2: All applications must be filled out completely and signed by property owner/ and/or licensed contractor. 3: "Location of work to be done" includes address of property and / or assessors parcel number and a description of the location (i.e.: distance from the nearest crossroad or other well-defined landmark). 4: Along with the application, a plot map showing the site location of the driveway approach must be submitted. 5: Applicant must place a flag or similar item at the location to help the inspector locate the site in the field for a pre -inspection. 6: If items #2 — 5 are not completed at the time of the pre -inspection, this application will be delayed or returned for additional information. 7: All applicants must have certificate of general liability insurance on file with public works with at least $ 1,000,000.00 general liability coverage with Butte County Public Works listed as additional insured and Butte County listed as a certificate holder. 8: All work pertaining to the encroachment permit must be finalized or bonded for completion before home occupancy. Permittee has up to one year to complete permit requirements. 9: Current permit fee is $70.60 for encroachment permits. 10. If you were required to obtain an encroachment permit prior to issuance of a building permit, then all construction outlined on the encroachment permit must be completed and Public Works final approval must be obtained prior to the Building Division being able to final your building permit. Contact the Public Works Department, 7 County Center Drive, Oroville, CA 95965, telephone 530-538-7681, Fax 530-538-4356, email PublicWorksDeat(a,buttecounty.net, if you have any questions. You may request inspection for an issued permit on line at http://www.buttecounty.net/publicworks/eServices/PermitInspection.html. • •::� �:.��..��1� . fir)\/.��/',`n����� : • • ' �.:t ' o�sv�• �A IBM si�VA" •Gf.-85973 ''t ...,, t,'; • �: „ PIZ • •' ,'• •+ ,'� ' t., ,,' .. •'rb'�r,,` ''.i ' 1V . 11••'�Iy lo,l ;y. v `..1 ,'; ;. Jam' • �. 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({'+,�t'' r�` ' •fit '�.1,: ' �''� , ... . `.,� �� ' !��1; �.7i: i'•:y.v' +�Y ,!'��'.}:;: Pk. a lv_ ... � � .. ;^y f•. y. ��• .�t� 1�•\II.I; I.ij 2:•,:,• .�. ;:f r• e : i:. .,': SIV•-^_ r. 4• ;\ .. +' •.i';:' �.. � � .. •' �y �%': i•.••• , r .. •, ..I ♦.iA w Ir., �• ..i ♦1'r•f rr .M .. A' • 1 1.1 . 3060 Thorntree Drive #10 (530) 894-8833 voice • email: cj@r-c-e.com Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7541 RE: Kremer Residence Parcel 18, Grindstone Place Chico, CA_ CAPN: 047-230-147 / To Whom It May Concern, • Chico, CA 95973 (530) 894-8882 fax It has been brought to our attention that the contractor for the above project would like to use standard 2x foundation sill framing members. After review of the calculations and layout of the shear walls, we have assembled the following changes to the shear sill plates. 1.) For shear walls specified with wall types 4, 5 and 6, additional anchors may be installed to accommodate the 2x foundation sill (this is the case for wall lines B, D, 2A and 2B). According to the 2001 CBC, 2x sill plates may be used instead of 3x plates if the anchor bolts are designed using half of the allowable capacity. Retrofit anchor bolts shall be installed of the same size and with a spacing that would result in the anchor bolts being spaced at one half of the spacing called out on plan. For example, if the plans called for a type 5 shear wall with '/2 inch anchor bolts at 18 inches o.c., '/z inch retrofit anchor bolts would be installed at 18 inches o.c. to achieve a net spacing of 9 inches o.c. All retrofit bolts shall be installed using Simpson ET epoxy and shall have an embedment depth of 6 inches into the concrete. See the attached detail for more information. 2.) For wall line 3, existing anchor bolts shall be cut off and a 3x nominal sill member shall be installed. New '/2 inch anchor bolts shall be installed with Simpson ET epoxy and shall have an embedment depth of 6 inches. 3.) For wall line 4, two shear walls were added to the plans so that there is one 7 foot and two 3 foot shear walls. Adding these two shear walls brings the stresses below 350 plf. Half-inch retrofit anchor bolts shall be added of the same size and have spacing of 24 inches on center. Simpson PHD2 holddowns shall be installed at the ends of the two new shear walls. Retrofit anchor bolts, 5/8 inch in diameter, shall be installed with Simpson ET epoxy and shall be embedded 18 inches into the concrete. Shear walls are now type 3 and holddowns for the 3 -foot walls are PHD2 and the holddowns for the 7 -foot wall are PHD6. P1/!StONr 70 c73-J�y� 8 BUTTE COUNTY BUILDING DIVISION APPROVED 5U ILDR ' DEPT. COP"' �s o 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com 4.) For wall line 5, the shear stress will flow from the shear wall through the sole plate to the LVL rim board. The LVL rim board is continuous for 20 feet and will drag the shear load into the foundation sill plate. The foundation sill plate is loaded with 391 plf of shear over the 20 feet. The design capacity of a '/2 inch diameter anchor bolt in a 2x plate at 24 inches on center is 409 pounds. Retrofit anchor bolts shall be installed of the same size and with a spacing that would result in the anchor bolts being spaced not greater than 24 inches on center. Install Simpson A35's at 12 inches o.c. from LVL rim board to the foundation sill plate. 5.) For wall line C and D, the shear stress will flow from the shear wall to the sole plate to the blocking below the floor ply to the foundation sill plate. A CS16 strap shall be installed on top of the blocking underneath the floor ply. Half-inch anchors shall be installed such that the spacing is not greater than 24 inches on center. Anchor bolts shall be installed with Simpson ET epoxy and shall be embedded 6 inches into the foundation. The blocking shall be attached to the foundation sill with A35's at 12 inches on center. 6.) Upon the site visit, it was brought to our attention that the foundation at the location of wall line 1 has service conduit placed in the way of the shear connection for the shear wall. The wall that is closest to the garage door shall be replaced with a Hardy Frame "HF10x80 H". This frame shall be installed per manufactures specifications. The wall that is closest to the back of the garage shall be installed as a shear wall type 9. See the amended shear schedule attached to this letter. The existing anchor bolts in the location of this wall shall be cut off and a new 3x sill plate shall be installed with new epoxied anchor bolts with the spacing listed in the shear schedule. Retrofit anchor bolts shall be installed with Simpson ET epoxy and have an embedment of 6 inches. Thank you for the opportunity to be of service. Please contact us at the address and number above if you have any questions. Sin Ch Attached: 1.) Drawings showing locations for anchor bolt fixes. 2.) Amended lateral calculations 3.) Bill for services. L BUTTE COUNTY BUILDING DIVISION APPROVED 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530)538-7541 RE: Kremer Residence Parcel 18, Grindstone Place Chico, CA APN: 047-230-147 To Whom It May Concern, Our office has performed special inspection of the adhesive anchors specified on our revised drawings. The installation performed by the contractor was in accordance with the manufacture's recommendations and our requirements. Thank you for the opportunity to be of service. Please contact us at the address and number above if you have any questions. Sincerely yours, Charles J. Roberts, PE NOTES: 1) MINIMUM PLYWOOD PANEL DIMENSION 15 24". 2) PROVIDE BLOCKING AT ALL PLYWOOD JOINTS. 3) 3/8" PLYWOOD PANELS SHALL BE PLACED WITH THE FACE OF GRAIN PARALLEL TO STUDS, (VERT.) IF STUDS ARE PLACED A MAXIMUM OF 16" ON CENTER OTHERWISE PLACE THE PANELS WITH THE FACE OF GRAIN PERPENDICULAR TO THE STUDS, (HORIZ.). 4) ANCHOR BOLTS SHALL BE SPACED AS INDICATED BELOW 3 WITHIN 9" OF ENDS OF WALL W/ 9" MIN EMBED. USE 2"X2" PLATE WASHERS. 5) ALL EXTERIOR WALLS NOT SPECIFIED SHALL HAVE ANCHOR BOLTS 5PAGED ® 12" ox - 6) TOP PLATE SPLICES SHALL BE 24-16d NAILS U.O.N. 1) WALL SHEATHING (BELOW) MAY BE SWITCHED FROM 3/8" COX TO 3/8" T-1-11 (NO GROVES) OR TO 5/8" T -1 -II (WITH GROVES). USE NAILS AS DESIGNATED BELOW FOR 3/8" T-1-11. USE IOD NAILS AT THE SPACING SHOWN BELOW FOR THE 5/8" T-1-11. 8) USE COMMON OR GALVANIZED BOX NAILS ONLY. DO NOT USE GALVANIZED CASING NAILS. 9) USE 3x OR DBL 2x FRAMING WHERE END NAILING ® 2" O.G. WHERE DBL 2x USED SPLICE STUDS TOGETHER WITH I(od NAILS ® 6" O.G. 10) WHEN 2 ROW5 OF SILL NAILING 15 REQUIRED, USE A STAGGERED NAILING PATTERN. 11) WHERE ALLOWABLE SHEAR VALUES EXCEED 350 PLF, FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANES SHALL NOT BE LE55 THAN A SINGLE 3 -INCH NOMINAL MEMBER. PLYWOOD JOINTS AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL GASES. PER NOTE 3 FROM TABLE 23-11-1-1 OF THE 1991 UBC. INSTALL LONGER ANCHOR BOLT TO INSURE 9" MIN EMBED. SHEAR NAILING SCHEDULE KREMER RES SHEAR WALL SCHEDULE JOB NO. - 2002.016 CIVIL - STRUCTURAL ENGINEERING SURVEYING 3060 Thorntree Dr. Suite #10 - Chico, CA 95973 Phone: (530) 894-8833 - Fax: (530) 894.8882 ci®r-c-e.com - http://w .r-c-e.cam ESSIJ. (�,, \ A 038692 � >� EXP. 3-31-05 SILL CONNECTION WALL SHEATHING d NAILING DE516N MARK SEE NOTES 1 d 8 ANCHOR BOLTS SILL NAILING CAPACITY 3/8" COX ONE SIDE W/ 1/2" dia. A.B. ® I6d ® 4" oz. A 8d ® 6" oz. END NAILING 48" ox- 195 PLF 8d ® 12" o.c. FIELD NAILING 3/8" COX ONE SIDE W/ 1/2" d1a. A.B. ® Ibd ® 4" ox - 8d ® 4" oz. END NAILING 36" O.C. 212 PLF 8d ® 12" ox- FIELD NAILING 3/8" COX ONE SIDE W/ 1/2" dia. A.B. ® I6d ® 3" O.C. A 8d ® 3" ox- END NAILING 24" ox- 350 PLF 8d ® 12" ox- FIELD NAILING 3/8" COX ONE 51DE W/ 1/2" dia. A.B. ® I6d ® 3" Oz. A4 8d ® 3" ox- END NAILING 24" o.c. 390 PLF SEE NOTE II 8d ® 12" o.c. FIELD NAILING 3/8" COX ONE SIDE W/ 1/2" dia. A.B. ® 2 ROIN5 A 8d ® 2" o.c. END NAILING 18" ox- I6d ® 4" o.c. 500 PLF SEE NOTE II 8d ® 12" ox- FIELD NAILING 3/8" COX ONE 51DE W/ 1/2" dia. A.B. ® 2 ROWS A IOd COM. ® 3" ox- END NAILING 12" ox- Ibd ® 4" o.c. 600 PLF SEE NOTE ii IOd COM. ® 12" o.c. FIELD NAILING 3/8" COX ONE SIDE W/ 1/2" dia. A.B. ® 2 ROW5 A IOd COM. ® 2" o.c. END NAILING 12" O.C. I6d ® 3" Oz. 110 PLF SEE NOTE II IOd COM. ® 12" ox- FIELD NAILING 3/8" COX TWO SIDE W/ 5/8" dia. A.B. ® 2 ROWS A 8d ® 2" ox- END NAILING 12" o.c. Ibd ® 3" ox- 980 PLF SEE NOTE II 8d ® 12" oz. FIELD NAILING 3/8" STUG I TWO SIDE W/ 5/8" dia. A.B. ® 2 ROWS A IOd COM.@ 4" oz. END NAILING 12" ox- Ibd ® 3" o.c. 1168 PLF SEE NOTE II IOd ® 12" ox- FIELD NAILING SHEAR NAILING SCHEDULE KREMER RES SHEAR WALL SCHEDULE JOB NO. - 2002.016 CIVIL - STRUCTURAL ENGINEERING SURVEYING 3060 Thorntree Dr. Suite #10 - Chico, CA 95973 Phone: (530) 894-8833 - Fax: (530) 894.8882 ci®r-c-e.com - http://w .r-c-e.cam ESSIJ. (�,, \ A 038692 � >� EXP. 3-31-05 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. Job 2002.016 Gravity Loads: Roof Dead Load 5/8" CDX Ply. 1.8 psf Slope = Tile Roofing 11.0 psf 10 Trusses @ 24" o.c. 5.0 psf to 1/2" Gyp. 2.2 psf 12 Insul. 1.0 psf Misc. 2.8 psf ota (sloped) ps ota oriz ps ota axis ps Roof Dead Load 5/8" CDX Ply. 1.8 psf Slope= Tile Roofing 11.0 psf 10 2x12 @ 24" o.c. 2.0 psf to 1 x Ceiling 2.5 psf 12 Insul. 1.0 psf Misc. 2.5 psf ota (sloped) ps ota oriz ps ota(axial) ps Roof Live Load onstruction I 6.0 ps Wall Dead Load Stucco 10.0 psf (exterior) 3/8 Ply. 1.8 psf 2x6 Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf otaI U.0 ps Wall Dead Load Artif. Stone 20.0 psf (exterior) 3/8 Ply. 1.8 psf 2x6 Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf Wall Dead Load (interior) Copywrite 2001 - Spyder Software 111 1 otal Z8.0 psf 2x6 Framing @ 16" o.c. 1.7 psf Gyp. 2 sides 4.4 psf Misc. 1.9 psf ota8.0 ps 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. Job 2002.016 Floor Dead Load Carpet 1.0 psf 1 st Floor 3/4 TaxG 2.5 psf T]I @ 16" o.c. 5.0 psf Insul. 1.0 psf Misc. 1.5 psf Total 11.0 psf Floor Dead Load Carpet 1.0 psf 2nd Floor 3/4 T&G 2.5 psf T]I @ 16" o.c. 5.0 psf 5/8" Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf Total 13.0 psf Floor Live LoadResidential 40.0 psf 31 Copywrite 2001 - Spyder Software 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. ]ob 2002.016 UBC Wind Loads -- Method I Wind Speed: 75 mph Exposure: C p= Ce•Cq•gs•I where; Ce = 1.06 @ 0 to 15' IWW OLW IWR OWR OLR OPR Ce = 1.13 @ 15 to 20' p= p= p= p= p= p= 12.2 7.6 6.1 0.0 10.7 10.7 psf - @ 0 to 15' Ce = Ce = Ce = Ce = Cq = Cq = 1.19 @ 20 to 25' 1.23 @ 25 to 30' 1.31 @ 30 to 40' 1.43 @ 40 to 60' 0.8 (IWW) Inward @ Windward Wail 0.5 (OLW) Outward @ Leeward Wall 13.0 8.1 6.5 0.0 11.4 11.4 psf - @ 15 to 20' 13.7 8.6 6.9 0.0 12.0 12.0 psf - @ 20 to 25' 14.2 8.9 7.1 0.0 12.4 12.4 psf - @ 25 to 30' 15.1 9.4 7.5 0.0 13.2 13.2 psf - @ 30 to 40' 16.5 10.3 8.2 0.0 14.4 14.4 psf - @ 40 to 60' Cq = 0.4 (IWR) Inward @ Windward Roof Cq = 0 (OWR) Outward @ Windward Roof Cq = 0.7 (OLR) Outward @ Leeward Roof Cq = 0.7 (OPR) Outward @ Parallel To Ridge cls = 14.4 psf I = 1 Importance Factor Roof Sloe = 10 Rise to 12 Horiz. Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines Ito 3 Area Pressure Force 2.00 feet @ 12.2 psf = 24 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' Mean Roof Height = 22.0 feet 2.00 feet @ 8.3 psf = 17 lbs. (OLW) @ 20 to 25' Uplift Pressure = 1 1.6 psf 12.00 feet @ 6.6 psf = 80 lbs. (IWR) @ 20 to 25' 12.00 feet @ 11.6 psf = 140 lbs. (OLR) @ 20 to 25' Fp = 260 plf - horiz. Floor Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines 1 to 3 Area Pressure Force 7.00 feet @ 12.2 psf = 85 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' 0.00 feet @ 13.7 psf = 0 lbs. (IWW) @20 to 25' Mean Roof Height = 22.0 feet 7.00 feet @ 8.3 psf = 58 lbs. (OLW) @ 20 to 25' Uplift Pressure = 11.6 psf 0.00 feet @ 6.6 psf = 0 lbs. (IWR) @ 20 to 25' 0.00 feet @ 11.6 psf = 0 lbs. (OLR) @ 20 to 25' Fp = 144 p horiz. Roof Wind Loading Tributary Normal Resultant Horizontal @ Wali Lines 2 Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 5.00 feet @ 13.0 psf = 65 lbs. (IWW) @15 to 20' 0.00 feet @ 13.7 psf = 0 lbs. (IWW) @20 to 25' Mean Roof Height = 22.0 feet 0.00 feet @ 8.3. psf = 0 lbs. (OLW) @ 20 to 25' Uplift Pressure = 11.6 psf 13.00 feet @ 6.6 psf = 86 lbs. (IWR) @ 20 to 25' 7.75 feet @ 11.6 psf = 90 lbs. (OLR) @ 20 to 25' Fp = 242 plf - horiz. Floor Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines 2 Area Pressure Force 10.00 feet @ 12.2 psf = 122 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' 0.00 feet @ 13.7 psf = 0 lbs. (IWW) @20 to 25' Mean Roof Height = 22.0 feet 0.00 feet @ 8.3 psf = 0 lbs. (OLW) @ 20 to 25' Uplift Pressure = 11.6 psf 3.00 feet @ 6.6 psf = 20 lbs. (IWR) @ 20 to 25' 0.00 feet @ 11.6 psf = 0 lbs. (OLR) @ 20 to 25' Fp = 142 plf - horiz. Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines 5 Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 5.00 feet @ 13.0 psf = 65 lbs. (IWW) @15 to 20' 0.00 feet @ 13.7 psf = 0 lbs. (IWW) @20 to 25' Mean Roof Height = 22.0 feet 5.00 feet @ 8.3 psf = 42 lbs. (OLW) @ 20 to 25' Uplift Pressure = 11.6 psf 13.00 feet @ 6.6 psf = 86 lbs. (IWR) @ 20 to 25' 13.00 feet @ 11.6 psf = 151 lbs. (OLR) @ 20 to 25' Fp = 344 plf - horiz. Floor ,Air4aAV/ - SpyderSoRwim Tributary Normal Resultant Horizontal 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. ]ob 2002.016 @ Wall Lines 5 Area Pressure Force Resultant Horizontal 10.00 feet @ 12.2 psf = 122 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @ 15 to 20' 0.00 feet @ 13.7 psf = 0 lbs. (IWW) @20 to 25' Mean Roof Height = 22.0 feet 10.00 feet @ 8.3 psf = 83 lbs. (OLW) @ 20 to 25' Uplift Pressure = 11.6 psf 3.00 feet @ 6.6 psf = 20 lbs. (IWR) @ 20 to 25' 3.00 feet @ 11.6 psf = 35 lbs. (OLR) @ 20 to 25' 13.00 feet @ Fn = 1 260 nif - horiz. (IWR) Wind Loading Tributary Normal Resultant Horizontal @ Wall Line 6 Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' 0.00 feet @ 13.7 psf = 0 lbs. (IWW) @20 to 25' Mean Roof Height = 22.0 feet 0.00 feet @ 8.3 psf = 0 lbs. (OLW) @ 20 to 25' Uplift Pressure = 11.6 psf 13.00 feet @ 6.6 psf = 86 lbs. (IWR) @ 20 to 25' 13.00 feet @ 1 1.6 psf = 151 lbs. (OLR) @ 20 to 25' Fn = I 9'{R nlf - hnrb Copywrite 200/ - Spyder Software 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 Wind Loading @ Wall Line 7 Mean Roof Height = 22.0 feet Uplift Pressure = 11.6 psf Roof Wind Loading @ Wali Line A Mean Roof Height = 22.0 feet Uplift Pressure = 11.6 psf Roof Wind Loading @ Wall Lines Ridge between A a B Mean Roof Height = 22.0 feet Uplift Pressure = 11.6 psf nd Loading Wali Line B Mean Roof Height = 22.0 feet Uplift Pressure = 1 1.6 psf nd Loading Wall Lines B-E Mean Roof Height = 22.0 feet Uplift Pressure = 11.6 psf Wind Loading @ Wall Lines A-E Mean Roof Height = 22.0 feet Uplift Pressure = 11.6 psf Copywike 200/ - Spyder Software Fn = Tributary Normal Area Pressure 0.00 feet @ 12.2 psf = 0.00 feet @ 13.0 psf = 0.00 feet @ 13.7 psf = 0.00 feet @ 8.3 psf = 10.00 feet @ 6.6 psf = 10.00 feet @ 1 1.6 psf = Fn = Fn = Tributary Normal Area Pressure 0.00 feet @ 12.2 psf = 3.00 feet @ 13.0 psf = 2.00 feet @ 13.7 psf = 5.00 feet @ 8.3 psf = 0.00 feet @ 6.6 psf = 0.00 feet @ 11.6 psf = Fn = Fn = Tributary Normal Area Pressure 0.00 feet @ 12.2 psf = 0.00 feet @ 13.0 psf = 4.00 feet @ 13.7 psf = 3.00 feet @ 14.2 psf = 7.00 feet @ 8.3 psf = 0.00 feet @ 6.6 psf = 0.00 feet @ 1 1.6 psf = Fn = Fp = Tributary Normal Area Pressure 0.00 feet @ 12.2 psf = 3.00 feet @ 13.0 psf = 2.00 feet @ 13.7 psf = 5.00 feet @ 8.3 psf = 6.00 feet @ 6.6 psf = 6.00 feet @ 11.6 psf = Fp = Fp = Tributary Normal Area Pressure 0.00 feet @ 12.2 psf = 3.00 feet @ 13.0 psf = 2.00 feet @ 13.7 psf = 5.00 feet @ 8.3 psf = 12.50 feet @ 6.6 psf = 12.50 feet @ 1 1.6 psf = Fp = Fn = Resultant Horizontal Tributary Normal Area Pressure 10.00 feet @ 12.2 psf = 0.00 feet @ 13.0 psf = 0.00 feet @ 13.7 psf = 10.00 feet @ 8.3 psf = 0.00 feet @ 6.6 psf = 0.00 feet @ 11.6 psf = Fn = Resultant Horizontal Force 0 lbs. (IWW) @ 0 to I5' 0 lbs. (IWW) @15 to 20' 0 lbs. (IWW) @20 to 25' 0 lbs. (OLW) @ 20 to 25' 66 lbs. (IWR) @ 20 to 25' 116 lbs. (OLR) @ 20 to 25' Resultant Horizontal Force 0 lbs. (IWW) @ 0 to 15' 39 lbs. (IWW) @15 to 20' 27 lbs. (IWW) @20 to 25' 42 lbs. (OLW) @ 20 to 25' 0 lbs. (IWR) @ 20 to 25' 0 lbs. (OLR) @ 20 to 25' Resultant Horizontal Force 0 lbs. (IWW) @ 0 to 15' 0 lbs. (IWW) @15 to 20' 55 lbs. (IWW) @20 to 25' 43 lbs. (IWW) @25 to 30' 58 lbs. (OLW) @ 20 to 25' 0 lbs. (IWR) @ 20 to 25' 0 lbs. (OLR) @ 20 to 25' Resultant Horizontal Force 0 lbs. (IWW) @ 0 to 15' 39 lbs. (IWW) @15 to 20' 27 lbs. (IWW) @20 to 25' 42 lbs. (OLW) @ 20 to 25' 40 lbs. (IWR) @ 20 to 25' 70 lbs. (OLR) @ 20 to 25' 91 R nif - hnF17 Resultant Horizontal Force 0 lbs. (IWW) @ 0 to 15' 39 lbs. (IWW) @15 to 20' 27 lbs. (IWW) @20 to 25' 42 lbs. (OLW) @ 20 to 25' 83 lbs. (IWR) @ 20 to 25' 145 lbs. (OLR) @ 20 to 25' 117 nif - hnriT Resultant Horizontal Force 122 lbs. (IWW) @ 0 to 15' 0 lbs. (IWW) @15 to 20' 0 lbs. (IWW) @20 to 25' 83 lbs. (OLW) @ 20 to 25' 0 lbs. (IWR) @ 20 to 25' 0 lbs. (OLR) @ 20 to 25' 909 nif - hnr17 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. Job 2002.016 1997 UBC Seismic Loads - Static Force Procedure where; V = (Cv*I)/(R*T) *W = 0.439 *W (Eqn 30-4) Z = 0.3 Zone 3 V = (2.5*Ca*I)/R *W = 0.164 *W (Eqn 30-5) 1 = 1.00 Importance Factor V = 0.1 1 *Ca*I *W = 0.059 *W (Eqn 30-6) hn = 25 feet R = 5.5 Plywood Shear Walls p= 0.164 *W (Eqn 30-5) governs Soil Profile Type Sp Seismic Source Type A Closest Distance Seismic Source n/a km Ct = 0.02 All other Buildings Foot print area, AB= 3980 ft` T = 0.224 (Method A) Ca = 0.36 Table 16-Q Cv = 0.54 Table 16-R Na = 1.00 Table 16-S Nv = 1.00 Table 16-T W = Building Weight Use 0% of Snow Load in the Seismic design. Seismic Roof Loading Tributary Weights = 53.00 feet of Roof @ 30.98 psf Lines A 10.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V = p onz. ULF 0.00 feet of Floor @ 11.00 psf pit - hor1z. Seismic Roof Loading Tributary Weights = 16.00 feet of Roof @ 30.98 psf Lines A.5 10.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @� 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V = pif - honz. ULT 0.00 feet of Floor @ 11.00 psf pif - honz. Seismic Roof Loading Tributary Weights = 67.00 feet of Roof @ 30.98 psf Lines B 10.00 feet of Ext. Wali @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf . 10.00 feet of Int. Wall @ 8.00 psf V = 1 399 p ho. z. ULT 0.00 feet of Floor @ 11.00 psf pit - honz. Seismic Roof Loading Tributary Weights = 38.00 feet of Roof @ 30.98 psf Lines B to C, D to E 10.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @. 18.00 psf . 0.00 feet of Int. Wall @ 8.00 psf V = p - horiz. ULT 0.00 feet of Floor @ 11.00 psf pif - honz. Seismic Roof Loading Tributary Weights = 52.00 feet of Roof @ 30.98 psf Lines C to D 20.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V 355 p - onz. ULT-� 0.00 feet of Floor @ 11.00 psf pTiTriz W/S Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 30.98 psf Lines A to B 20.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V 205 pif - honz. ULT 63.00 feet of Floor @ 11.00 psf 146 p - onz. Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 30.98 psf Lines B to C 20.00 feet of Ext. Wall @ 28:00 psf 0.00 feet of Ext. Wali @ 18.00 psf 10.00 feet of Int. Wall @ 8.00 psf V 170 p - onz. 36.00 feet of Floor @ 11.00 psf 121 pif - honz. Copyw fte 200/ - Spyder Software 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. ]ob 2002.016 Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 30.98 psf Lines D to E 20.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wail @ 18.00 psf 10.00 feet of Int. Wall @ 8.00 psf V 150 pif - horiz. ULT 25.00 feet of Floor @ 11.00 psf pit - honz. Seismic Roof Loading Tributary Weights = 30.00 feet of Roof @ 30.98 psf Lines 1 to 3 4.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V 170 p onz. ULT 0.00 feet of Floor @ 11.00 psf I ZZ pIt - honz. Seismic Roof Loading Tributary Weights = 94.00 feet of Roof @ 30.98 psf Lines 2 to 5 10.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wali @ 18.00 psf 15.00 feet of Int. Wall @ 8.00 psf V = p - onz. ULU 0.00 feet of Floor @ 11.00 psf [-3S7PIfTri.W/S (UL'RT Seismic Floor Loading Tributary Weight = 0.00 feet of Roof @ 30.98 psf Lines I to 3 16.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Walt @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V = p onz. ULT 26.00 feet of Floor @ 11.00 psf p oriZ. W/S Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 30.98 psf Lines 2 to 5 20.00 feet of Ext. Wali @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 40.00 feet of Int. Wall @ 8.00 psf V 266 pif - honz. ULT 68.00 feet of Floor @ 11.00 psf pt - honz. w15 Seismic Floor Loading Tributary Weights = 30.00 feet of Roof @ 30.98 psf Line 6 0.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V 152 p onz. ULT 0.00 feet of Floor @ 11.00 psf p onz. Seismic Floor Loading Tributary Weights = 24.00 feet of Roof @ 30.98 psf Line 7 0.00 feet of Ext. Wail @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V 122 p - honz. ULT 0.00 feet of Floor @ 11.00 psf pIt - honz. Copywrite 2001 - Spyder Software 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. Job 2002.016 Copywr/te 200/ - SpyderSoftware Lateral Load Summary Roof Level Loadings (2nd Level) Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case A 13.00 225 132 2.92 1.71 Seismic Controls A.5 6.00 91 132 0.54 0.79 Wind Controls B -West Side 6.00 91 132 0.54 0.79 Wind Controls B -West Side 13.00 285 187 3.70 2.43 Seismic Controls B -East Side 14.00 170 337 2.38 4.71 Wind Controls C -West Side 14.00 170 337 2.38 4.71 Wind Controls C -East Side 12.00 254 337 3.05 4.04 Wind Controls D -West Side 12.00 254 337 3.05 4.04 Wind Controls D -East Side 14.00 170 337 2.38 4.71 Wind Controls E 14.00 170 337 2.38 4.71 Wind Controls 1 24.50 122 260 2.98 6.38 Wind Controls 3 24.50 122 260 2.98 6.38 Wind Controls 2 17.00 387 242 6.58 4.11 Seismic Controls 4-5 17.00 387 344 6.58 5.85 Seismic Controls Lateral Load Summary Roof Level Loadings (1 st Level) Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case A 13.00 146 205 1.90 2.67 Wind Controls B -West Side 13.00 146 205 1.90 2.67 Wind Controls B -East Side 14.00 121 205 1.70 2.87 Wind Controls C -West Side 14.00 121 205 1.70 2.87 Wind Controls C -East Side 12.00 0 205 0.00 2.46 Wind Controls D -West Side 12.00 0 205 0.00 2.46 Wind Controls D -East Side 14.00 107 205 1.50 2.87 Wind Controls E 14.00 107 205 1.50 2.87 Wind Controls 1 24.50 86 144 2.10 3.52 Wind Controls 3 24.50 86 144 2.10 3.52 Wind Controls 2 -South Side 11.50 109 238 1.25 2.73 Wind Controls . 2 -North Side 17.00 190 142 3.23 2.41 Seismic Controls 5 -South Side 17.00 190 260 3.23 4.42 Wind Controls 5 -North Side 9.50 87 183 0.83 1.74 Wind Controls 6 16.50 109 238 1.79 3.92 Wind Controls 7 13.50 87 183 1.17 2.47 Wind Controls Copywr/te 200/ - SpyderSoftware 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. Job 2002.016 Copywrite 200 / - Spyder Software Ist LevelSection .I2nd Level (UBC Section .I 2nd East-West Direction: Story Shear 33.53 kips Story Shear 23.34 kips 0.79 9.00 8.00 99 7.12 0.162 3.46 0.457 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. p Max 1.00 p Max 1.00 0 0 own w o Holdown Required. Wall Line Lateral all all all Applied Forces Applied Forces Resisting Resistive e[ Uplift Comments ID • Load Height Length p, Stress Uniform Point OTM Uniform Point OTM Force Used 100° of Tabulated Values See Note (kips) (feet) (feet) 0.04 (pli) (klf) (kips) (foot -kips) (klf) (kips) (foot -kips) (kips) Simpson Produce Copywrite 200 / - Spyder Software w wl UBL Zx P05 I at . 2nd Seismic Level 0.79 9.00 8.00 99 7.12 0.162 3.46 0.457 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. No et p i 0 0 own w o Holdown Required. 2nd Seismic East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Ca aci kis S acin in. O.C. Shear Wall Level 4.00 16.00 0.04 82 5.26 0.072 8.29 No Net Uplift! No Holdown w/ No Holdown Required! 8.75 4.00 4.00 0.04 82 1.32 0.072 0.52 0.199 MST37 w/ PHD2 w/ DBL 2x POST 8[ SSTB 16 A.B. 1.71 4.00 15.50 48 2.99 0.072 5.77 No Net Uplift! No Holdown w/ No Holdown Required! Wind 9.00 16.75 361 54.39 0.072 6.73 2.845 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 8t Stresses 4.00 16.00 48 3.09 0.072 6.14 No Net Uplift! No Holdown w/ No Holdown Required! Bolt Dia. in. Ca aci kis 5 acin 4.00 4.00 m. o.c. 48 0.77 0.072 0.38 0.097 MST37 w/ PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. Horizontal Diaphragm Lengths 8E Siresses East Side Wes[ Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. In. Ca ac! kis S acin ear a 15 n. o.c. Copywrite 200 / - Spyder Software w wl UBL Zx P05 I at . 2nd Seismic Level 0.79 9.00 8.00 99 7.12 0.162 3.46 0.457 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind 1 w w x PU51 81 551 B 16 A.B. Horizontal Diaphragm Lengths 8t Stresses Seismic East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Ca aci kis S acin in. O.C. Shear Wall Copywrite 200 / - Spyder Software w w x 8[ 2nd Seismic Level 7.14 4.00 15.00 476 28.55 0.072 5.40 1.543 MST37 w/ PHD2 w/ DBL 2x POST 8t STB16 A.B. Wind 1 w w x PU51 81 551 B 16 A.B. Horizontal Diaphragm Lengths 8t Stresses Seismic Fast Side West Side Sill Plate Shear Anchorage for above wall line feet (I feet) (pin Bolt Dia. in. Ca aci (kis S acin m. C.Shear Wall Copywrite 200 / - Spyder Software w w x POS 1 8L 551 B 16 A.B. 2nd Seismic Level 8.75 9.00 20.00 437 78.74 0.072 9.60 3.457 w/ PHD2 w/ DBL 2x POST 81 SSTB I A.B. Wind w w x PU51 81 551 B 16 A.B. 2nd Seismic East Side West Side SIII Plate Shear Anchorage for above wall line feet I feet) (plo Bolt Dia. in. Caaci kis Sacin n. o.c.Shear Wall Level 9.00 16.75 0.10 224 33.75 0.072 9.09 1.472 MST37 w/ PHD2 w/ DBL 2x POST 8[ SSTB16 A.B. 8.75 9.00 7.50 361 24.35 0.072 1.35 3.067 MST48 w/ PHD2 w/ DBL 2x PO T 8t STB16 A.B. Wind 9.00 16.75 361 54.39 0.072 6.73 2.845 MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 8t Stresses East Side West Side SIII Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Ca aci kis 5 acin ear Wall m. o.c. Copywrite 200 / - Spyder Software w w x POS 1 8L 551 B 16 A.B. 2nd Seismic Level 8.75 9.00 20.00 437 78.74 0.072 9.60 3.457 w/ PHD2 w/ DBL 2x POST 81 SSTB I A.B. Wind IMST60 1 1 Horizontal Diaphragm Lengths BE Stresses East Side West Side SIII Plate Shear Anchorage for above wall line feet I feet) (plo Bolt Dia. in. Caaci kis Sacin n. o.c.Shear Wall Copywrite 200 / - Spyder Software 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 Copywrite 200 / - Spyder Software No Net Uplift! 0 Holdown Requiredl Ist Seismic Level 0.79 10.00 12.00 66 w w x P051 81 55 15 16 A.B. 2nd Seismic I Horizontal Diaphragm Lengths 81 Stresses East Side West Side Sill Plate Shear Anchorage for above wall line Level 9.00 3.50 0.13 298 9.39 0.162 0.89 2.428. MST48 w/ PHD2 w/ DBL 2x POST 8t SSTB I6 A.B. 4.71 9.00 43-0- 0.10 589 23.85 0.162 1.09 5.057 MST72 w/ PH56 w/ 4x POST 8E SSTB28 A.B. Wind 8.00 2.50 0.10 345 6.89 0.144 0.41 2.595 PHD2 w/ DBL 2x POST u SSTB16 A.B. 9.00 3.50 0.10 589 0.199 18.55 0.162 0.66 5.1 1 1 MST72 w/ PHD6 w/ 4x POST 8t SSTB28 A.B. Horizontal Diaphragm Lengths 8t Stresses East Side West Side 11.20 Sill Plate Shear Anchorage for above wall line 0.86 feet I feet I PHD2 w/ DBL 2x POST Bt SSTB 16 A.B. L Bolt Dia. in. capin kl s S In Wall 3.25 Vac Io.c.Shear Copywrite 200 / - Spyder Software No Net Uplift! 0 Holdown Requiredl Ist Seismic Level 0.79 10.00 12.00 66 W/ x POST 81 55 15 16 A.B. Ist Seismic I Horizontal Diaphragm Lengths 81 Stresses East Side West Side Sill Plate Shear Anchorage for above wall line Level 8.00 2.50 0.10 345 6.89 0.144 _ 0.41 2.595 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 12.68 8.00 2.50 0.10 345 6.89 0.144 0.41 2.595 PHD2 w/ DBL 2x POST u SSTB 16 A.B. Wind 8.00 2.50 0.10 345 6.89 0.144 0.41 2.595 PHD2 w/ DBL 2x POST u SSTB16 A.B. 10.00 3.25 0.10 345 0.199 11.85 0.180 0.86 3.382 PHD2 w/ DBL 2x POST u SST816 A.B. Horizontal Diaphragm Lengths 8t tresses East Side West Side 11.20 0.180 0.86 3.183 PHD2 w/ DBL 2x POST Bt SSTB 16 A.B. L 4.38 10.00 3.25 313 10.17 0.180 0.63 2.934 PHD2 w/ DBL 2x POST 8t 55TB16 A.B. Wind 8.00 2.50 313 6.26 0.144 0.30 2.383 PHD2 w/ DBL 2x POST Bt SSTB16 A.B. 8.00 2.50 313 6.26 0.144 0.30 2.383 PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. 8.00 2.50 313 6.26 0.144 0.30 2.383 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 10.00 3.25 313 0.097 10.48 0.180 0.63 3.031 PHD2 w/ DBL 2x POST u SSTB 16 A.B. 10.17 0.180 0.63 2.934 PHD2 w/ DBL 2x POST 8t SSTB16 A.B. Horizontal Diaphragm Lengths 8L tresses East Side West Side L Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. In. Capacity (kips) Spa cin Shear Wall 0.500 V.0 10 Z4 o.c. Jr.I Copywrite 200 / - Spyder Software No Net Uplift! 0 Holdown Requiredl Ist Seismic Level 0.79 10.00 12.00 66 7.91 0.100 4.80 0.259 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 1 st Wind I Horizontal Diaphragm Lengths 81 Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet) (plo 10.00 Bolt Dia. In. Ca aci kis SW 49 n. o.c. ear a 0.12 Copywrite 200 / - Spyder Software W1 x PQ5 I 8t 5S 15 16 A.B. 1 st Seismic Level 10.00 9.00 0.12 404 36.32 0.180 6.56 3.306 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 12.68 10.00 15.00 528 79.23 0.180 13.50 4.382 PHDS w/ DBL 2x POST 8E SSTB 0 A.B. Wind 10.00 9.00 528 47.54 0.180 4.86 4.742 PHD6 w/ 4x POST 8t SSTB28 A.B. Horizontal Diaphragm Lengths 8t tresses East Side West Side SIII Plate Shear Anchorage for above wall line feet I feet) (plO L Bolt Dia. in. Cap aci kl s 5 acin 15hear Wall Copywrite 200 / - Spyder Software 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 Ist Seismic 10.00 8.50 0.06 213 . 0.080 2.60 1.625 w x POS I 8t SSI Is 16 A.B. Level10.00 10.00 4.00 0.11 385 1.472 21.29 0.080 0.58 5.180 PHD6 w/ 4x POST 8t SSTB28 A.B. 10.00 4.00 0.12 388 15.41 0.080 0.58 3.707 PHD5 w/ DBL 2x POST at SST820 A.B. 14.08 10.00 6.00 0.11 385 23.1 1 0.080 1.30 3.635 PHDS w/ DBL 2x POST 8t SST820 A.B. 14.08 10.00 8.50 761 64.71 0.080 1.93 7.387 HD8A w/ 6x POST 8t SSTB28 A.B. Wind 10.00 24.00 433 3.457 186.98 0.080 15.36 7.151 HD8A w/ 6x POST 81 SSTB28 A.B. 10.00 4.00 761 2.845 41.83 0.080 0.43 10.352 HD 14A w/ 4x POST Bt 1 "dia. A.B. Horizontal Diaphragm Lengths 81 Stresses Fast Side West Side 30.45 0.080 0.43 7.507 HD8A w/ 6x POST 8t SSTB28 A.B. Bolt Dia. in. cap Spacin 10.00 6.00 Mips) 17 n. o.c. 761 45.68 0.080 0.96 7.453 HD8A w/ 6x POST 8E SSTB28 A.B. Horizontal Diaphragm Lengths 8E Stresses Fast Side West Side L I Sill Plate Shear Anchorage for above wall line feet I feet) (pip Bolt Dia. in. C3Dikis Spacin Wall IL- U.buu m. o.c.Shear u Ist 6.93 Seismic 10.00 8.50 0.06 213 18.12 0.080 2.60 1.625 PHUZ W/ x POS I 8E SSTB 16 A.B. Level 10.00 24.00 0.06 213 1.795 94.24 0.080 20.74 3.063 PH D2 w/ DBL 2x POST 8E SSTB16 A.B. 10.00 4.00 0.12 388 51.15 0.080 20.74 1.267 PH D2 w/ DBL 2x POST BE SSTB16 A.B. 14.08 10.00 8.50 433 36.84 0.080 1.93 4.107 PHD5 w/ DBL 2x POST 8E SSTB20 A.B. Wind 10.00 24.00 433 3.457 186.98 0.080 15.36 7.151 HD8A w/ 6x POST 81 SSTB28 A.B. 10.00 4.00 758 104.01 0.080 15.36 3.694 PHDS w/ DBL 2x POST 81 SSTB20 A.B. Horizontal Diaphragm Lengths 81 Stresses Fast Side West Side TJ Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. cap Spacin ear Wall. Mips) 17 n. o.c. Ist Seismic wl UBL 2x FOS V U 551 UZU A. U. Level 10.00 3.00 0.12 388 11.65 0.180 0.73 3.639 PHDS w/ DBL 2x POST 8t SSTB20 A.B. 10.00 4.00 0.12 388 15.53 0.180 1.30 3.558 PHD2 w/ DBL 2x POST ex SSTB 16 A.B. 7.58 10.00 3.00 758 22.75 0.180 0.54 7.404 HD8A w/ 6x POS 8t SSTB28 A.B. Wind 10.00 3.00 758 22.75 0.180 0.54 7.404 HD8A w/ 6x POST 8t SSTB28 A.B. 10.00 4.00 758 30.34 0.180 0.96 7.344 HD8A w/ 6x POST 8t SSTB28 A.B. Horizontal Diaphragm Lengths 8t Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Boit Dia. in. Ca aci kis 5 acin Shear a n. CopywNre 2001 - Spyder Software 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. Job 2002.016 1 Isc Level (UBC Section 1630. 1) 2nd Level (UBC Section 1630.I 6.00 North-South Direction: Story Shear 34.84 kips Story Shear 19.13 kips 5.51 0.072 P Max 1.00 p Max 1.00 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wall ine Lateral all Wall Wall Applied orces Applied Forces ResistingOTMesistive et UpliftComments ID ' Load Height Length pi Stress Uniform Point OTM Uniform Point OTM force Used 100% of Tabulated Values See Note (kips) (feet) (feet) 0.09 (plf) (kin (kips) (foot -kips) (klf) (kips) (foot -kips) (kips) Simpson Products 1 2.98 4.00 6.00 0.10 229 5.51 0.072 1.17 0.723 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 2nd Seismic Level 6.38 4.00 7.00 0.10 229 6.42 0.072 1.59 0.691 MST37 w/ PHD2 w/ DBL 2x POST BL SSTB 16 A.B. 6.38 4.00 6.00 0.09 491 11.78 0.072 0.86 1.819 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 8E Stresses Wind 9.00 7.00 0.09 206 12.96 0.162 3.57 1.341 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Bolt Dia. in. Capacity kis Spacing 4.00 7.00 0.09 491 13.74 0.072 1.18 1.795 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB16 A.B. Horizontal Diaphragm Lengths 8E Stresses 4.11 9.00 5.00 East Side West Side 5.78 Sill Plate Shear Anchorage for above wall line 1.35 feet pl feet I MST37 w/ PHD2 w/ DBL 2x POST u SSTB 16 A.B. BoltDia. in. Ca aci kips Spacing Shear Wall ID 5 16d 0.125 2 in. o.c. 2 6.58 9.00 5.00 0.09 206 9.26 0.162 1.82 1.487 MST37 w/ PHD2 w/ DBL 2x POST 8E SSTB16 A.B. 2nd Seismic Level 6.38 9.00 5.00 0.09 206 9.26 0.162 1.82 1.487 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind 9.00 6.00 0.09 206 1 1.1 1 0.162 2.62 1.414 MST37 w/ PHD2 w/ DSL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 8E Stresses 9.00 7.00 0.09 206 12.96 0.162 3.57 1.341 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Bolt Dia. in. Capacity kis Spacing 9.00 9.00 0.09 206 16.66 0.162 5.90 1.195 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. 4.11 9.00 5.00 128 5.78 0.162 1.35 0.885 MST37 w/ PHD2 w/ DBL 2x POST u SSTB 16 A.B. Wind 9.00 5.00 128 5.78 0.162 1.35 0.885 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 9.00 6.00 128 6.93 0.162 1.94 0.831 MST37 w/ PHD2 w/ DBL 2x POST 8x SSTB 16 A.B. 9.00 7.00 128 8.09 0.162 2.65 0.777 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. 9.00 9.00 128 10.40 0.162 4.37 0.669 MST37 w/ PHD2 w/ DBL 2x POST Bt SSTB 16 A.B. Horizontal Diaphragm Lengths 8E Stresses East Side Wert Side Sill Plate Shear Anchorage for above wall line feet I feet) (pin Boit Dia. In. Capacity kis Spacing lShearWaIllD 2 16d 0.125 6 in. o.c. 3 2.98 9.00 8.00 0.16 373 26.84 0.162 4.67 2.772 MST48 w/ PHD2 w/ DBL 2x POST 8E SSTB 16 A.B. 2nd Seismic Level 6.38 9.00 8.00 797 57.42 0.162 3.46 6.745 HDBA w/ 6x w/ HDBA w/ 6x POST 81 SST828 A.B. Wind Horizontal Diaphragm Lengths 8E Stresses East Side West Side L Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Capacity kis Spacing 8 L__ 16d 0.125 0 in. o.c. lShearWalllD Copywrite 200 / - Spyder Software 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 4-5 6.58 9.00 8.00 0.10 239 0.723 17.23 0.162 4.67 1.571 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 2nd Seismic Level 3.97 9.00 4.00 0.10 239 0.691 8.62 0.162 1.17 1.862 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 12.76 9.00 4.00 0.10 239 1.819 8.62 0.162 1.17 1.862 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB16 A.B. Horizontal Diaphragm Lengths 8t Stresses Wind 9.00 5.50 0.10 239 11.85 0.162 2.21 1.753 MST37 w/ PHD2 w/ DBL 2x POST 8E SSTBI6 A.B. Bolt Dia. In. Capacity (kips) Sacin 9.00 6.00 0.10 239 1.795 12.92 0.162 2.62 1.716 MST37 w/ PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. Horizontal Diaphragm Lengths at Stresses 5.85 9.00 8.00 213 15.32 0.162 3.46 1.483 MST37 w/ PHD2 w/ DBL 2x POST 8E SSTB 16 A.B. Wind jShearWalllD 9 0.625 0.584 6 in. o.c. 9.00 4.00 213 7.66 0.162 0.86 1.699 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 9.00 4.00 213 7.66 0.162 0.86 1.699 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB16 A.B. 9.00 5.50 213 10.53 0.162 1.63 1.618 MST37 w/ PHD2 w/ DBL 2x POST 8E SSTB16 A.B. 9.00 6.00 213 11.49 0.162 1.94 1.591 MST37 w/ PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Horizontal Diaphragm Lengths 81 Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet) (pIn Bolt Dia. in. Capacity kis Spacing Shear Wall ID 2 L6 0.125 6 in. ox 1 5.08 10.00 6.00 0.12 391 0.723 27.80 0.180 2.92 4.148 PHD5 w/ DBL 2x POST 81 SSTB20 A.B. Ist Seismic Level 3.97 10.00 7.00 0.12 391 0.691 32.21 0.180 3.97 4.035 PHD5 w/ DBL 2x POST 8t SST820 A.B. 12.76 10.00 6.00 981 1.819 69.80 0.180 2.16 11.274 HD 14A w/ 4x POST 8t I "dia. A.B. Horizontal Diaphragm Lengths 8t Stresses Wind East Side West Side L Sill Plate Shear Anchorage for above wall line feet I feet I I Bolt Dia. In. Capacity (kips) Sacin 10.00 7.00 F- 0.500 0.409 6 In, o.c. 981 1.795 81.27 0.180 2.94 11.190 HD 14A w/ 4x POST u 1 "dia. A.B. Horizontal Diaphragm Lengths at Stresses East Side West Side Ein. Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. Capacity kis Spacing jShearWalllD 9 0.625 0.584 6 in. o.c. 2A 6.32 10.00 5.50 0.12 408 22.44 0.180 2.45 3.634 PHD5 w/ DBL 2x POST 81 SSTB20 A.B. Ist Seismic Level 3.97 10.00 10.00 0.12 408 40.79 0.180 8.10 3.269 PHD2 w/ DBL 2x POST 8t SSTB16 A.B. 5.29 10.00 5.50 341. 18.77 0.180 1.82 3.082 PHD2 w/ DBL 2x POST 8E SSTB16 A.B. Horizontal Diaphragm Lengths 8t Stresses Wind East Side West Side L Sill Plate Shear Anchorage for above wall line feet I feet I I Bolt Dia. In. Capacity (kips) Sacin 10.00 10.00 F- 0.500 0.409 6 In, o.c. 341 34.12 0.180 6.00 2.812 PHD2 w/ DBL 2x POST et SSTB 16 A.B. Horizontal Diaphragm Lengths 8t Stresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Capacity (kips) Spacing Shear Wall ID 5 0.500 1 0.409 12 in. o.c. 2B 4.74 10.00 8.00 0.18 593 47.42 0.180 5.18 5.280 PHD6 w/ 4x POST 8E SSTB28 A.B. 1st Seismic Level 3.97 10.00 8.00 496 39.67 0.180 3.84 4.478 PHD5 w/ DBL 2x POST et SSTB20 A.B. Wind Horizontal Diaphragm Lengths 8t Stresses East Side West Side L Sill Plate Shear Anchorage for above wall line feet I feet I I Bolt Dia. In. Capacity (kips) Sacin IShearWalllD 6 F- 0.500 0.409 6 In, o.c. Copywrfte 200 / - Spyder Software 3/29/2004 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 3 5.08 10.00 7.50 0.11 363 27.24 0.180 4.56 3.024 PHD2 w/ DBL 2x POST 8E SST816 A.B. I st Seismic Level 10.00 6.50 0.11 363 23.61 0.180 3.42 3.105' PHD2 w/ DBL 2x POST u SSTB 16 A.B. 9.90 10.00 7.50 0.09 707 53.03 0.180 3.38 6.621 PHD8 w/ 4x POST 8E SSTB28 A.B. Wind 10.00 3.00 323 9.70 0.100 0.30 3.133 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind 10.00 6.50 707 45.96 0.180 2.54 6.681 PHD8 w/ 4x POST 8t SST828 A.B. Horizontal Diaphragm Lengths 8t Stresses 10.00 7.00 East Side West Side 22.63 5111 Plate Shear Anchorage for above wall line 1.63 feet I (feet) I PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. Bolt Dia. in. Capacity kis Spacing IShearWallID 7 3.00 0.500 0.409 6 in. o.c. 4 3.72 10.00 3.00 0.09 287 8.60 0.100 0.41 2.730 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 1st Seismic Level 10.00 7.00 0.09 287 20.06 0.100 2.21 2.550 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 7.81 10.00 3.00 0.09 287 8.60 0.100 0.41 2.730 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. 4.20 10.00 3.00 323 9.70 0.100 0.30 3.133 PHD2 w/ DBL 2x POST 8t SSTB 16 A.B. Wind 10.00 4.50 710 31.93 0.100 0.68 6.947 HD8A w/ 6x POST 8t SSTB28 A.B. Horizontal Diaphragm Lengths 8L Stresses 10.00 7.00 323 22.63 0.100 1.63 3.000 PHD2 w/ DBL 2x POST 81 SSTB 16 A.B. Bolt Dia. in. aci kt s Spacing 10.00 3.00 0.500 0.409 6 in. o.c. 323 9.70 0.100 0.30 3.133 PHD2 w/ DBL 2x POST 8E SSTB 16 A.B. Horizontal Diaphragm Lengths 8E Stresses East Side Wert Side Sill Plate Shear Anchorage for above wall line feet I (feet) I Boit Dia. In. Ca aci kips Spacing Shear Wall ID 3 0.500 0.818 24 in. o.c. 5 6.92 10.00 6.50 0.19 629 40.87 0.100 1.90 5.996 PHD8 w/ 4x POST 8t SSTB28 A.B. 1st Seismic Level 10.00 4.50 0.19 629 28.30 0.100 0.91 6.086 PHD8 w/ 4x POST 8t SSTB28 A.B. 7.81 10.00 6.50 710 46.13 0.100 1.41 6.880 HD8A w/ 6x POST 8t SSTB28 A.B. Wind 10.00 4.50 710 31.93 0.100 0.68 6.947 HD8A w/ 6x POST 8t SSTB28 A.B. Horizontal Diaphragm Lengths 8L Stresses East Side West Side LCa Sill Plate Shear Anchorage for above wall line feet I feet) (plo Bolt Dia. in. aci kt s Spacing Shear Wall ID 7 0.500 0.409 6 in. o.c. Copywrlre 2001 - SpyAer Software COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES- UILDING DIVI N 7 County Center. Drive • Oroville, California 95965 • Telephone 530) 58-75 PERMIT NO. (Rev. 12/96). APPLICATION AND PERMIT �`3' �-��'� ASSESSOR PARCEL NUMBER ©(�� �i (� j —7 I ✓V ZONING , TOUILDING /e PERMIT OWNER K c c�' °- �L. 477'617 { Gf7 ` SO. FT. O BUILDING VALUATION � 6116 ,O Qr .OWN / (9 MAILING p �j�f/��OGcJ��r�J} (tet C A.,00� Vi/� 0 v ` ( �,5 CON�RACTOjI'I E V �. WW 3 HQN 9S 10)7, CO11jTO$5 MA1ADDRESS 1 L^` I O CONSTRUCTION LENDER Fireplace Total Valuation Is ? t5.. 9`7. 6 Filing Fee $ 20.00 LENDER'S MAILING ADDRESS ARCHITECT OR ENGINEER LICENSE NO. Permit Fee $ 9 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 61-35 DIN , sp ca Energy Plan Checking Fee $ PERMIT FEE $ 3 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF/ Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK NewX Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: � ��o M �It t G W tt 1 rc 5 ID r IY'%Ic $ ti S I Q Vti, Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE S �P f _ _ g P �� — /yy KJ� ELECTRICAL PERMIT Filing Fee 20.00 800V OR LES Main Service 200.0. LESS 23.00 r 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 full f ce and effect.�� ���/ License Class Lic. No. b OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors license Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Main Service 200A TO IOWA 46.00 NEW CONST. DWEwNG OCCUP. OR ADONS. DW: ACC. BLDS. s0 3.5¢Fr. NoµREs D. MULTI OUTLET @7.50 POW.IN OUTLET ERAPPARATUS a CIR. Ex. Occup. OUTLET OR FOCTVREs BAS @ 1 00 i() Ex. Occup. DFIx�e RFS '. ) EA. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE S Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) �( I certify that in the performance of the work for which this permit is issued, I shall ` not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwit complythos visions. X Date s 1 z Signature of Applicant - ❑ Owner Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height.Date Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ HA2. D. FEES IMP FLOOD CDF PARCEL PD HD Is E This permit is hereby issued under the applicable of the Butte County Code and/or Resolutions indicat d above for which fees have been ^ F — PERMIT EXPIRES O provisions to do work paid. I O3 � kI ate Receipt No. WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT I Received from - The Sum of 0.-4 e - For COUNTY OF BUTTE OFFICIAL RECEIPT OFFICE OR DEPARTMENT ISSUING RECEIPT �,4 6�,te-d e ( � 1, r Received: 03 � IV 5 CASH CHECKOJV5-�- [JAVL;V tlUbINLZib 1-UHMZj - (bM) [4j-t;bl 1 I-OrM 757UZ 3 8 17 3%'. 1 7 20Z I le Is 3 i5-- 5 �07- 030 - /Y Received By - Title By AQ -�r- rLj BUTTE /c2l D.J COUNTY MAY 2 3 2003 DEVELOPMENT w� a SERVICES I / Pere- is 4e, Aeck - RLspnnkler D)an I OP # I-F-4,35, 0u—r AP * s -0-ti-3 C-) rr_ r 4e, ( _ ince r, •� COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING�IVISI N T 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 `P�Egg �IT NO. (Rev. 12/96) APPLICATION AND PERMIT o3'/44W ASSESSOR PARCEL NUMBER 047-230-147 ZONING FR -20 BUILDING PERMIT OWNER KEVIN & KELLY KREMER TELEPHONE 898-8171 SO. FT. OCC. BUILDING VALUATION 4811 R 259 794.00 .OWNER'S MAILING ADDRESS EL.ICAN DR CHICO 9 26 10�P 1191 21 438.00 Do JIM SERRAO TELEPHONE 533-5803 395 C17 615.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace 1o500.00 LENDER'S MAIUNG ADDRESS Total Valuation $ .00 ARCHITECT OR ENGINEER RCF- CHARLES ROBERTS LICENSE NO. 0-3,9692 Filing F@@ $ 20.00 Permit Fee $ 1343.00 ARCHITECT OR ENGINEERS MAILING ADDRESS -1060 THORNTRE.E., CHICO 894-8833 Plan Checking Fee $ 972-95 BUILDING ADDg;,,, //VV��, PT C.14TCn Energy Plan Checking Fee $ 23.00 PERMIT FEE $ IAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF EX Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 194.0 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent T 15.00 TYPE OF WORK New N Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 5 BR Gas piping system 1 - 5 outlets 15.00 15. 0101 Building sewer 15.00 15. Q Mobile Home I S I G I W @20.00 LANDSCAPE SPRINKLERS 15.0 PERMIT FEE $ 264.00 ELECTRICAL PERMIT Fling Fee 20.00 Main Service.A eooR IESS 200A OR IESS 23.00 23.0 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.P License Class Lic. No. OWNER -BUILDER DECLARATION affirm under penalty of perjury that I am exempt from the Contractors License Lathe following reason: I hF1,as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A To 1000A 46.00 NEW CONST. DWELLING OCCUP. OR ADDNS. ( a ACC. BUDS. SO 3.5¢FT: 210.0 T. NOµpESID. ANCHOU CIRCULTS T @7.50 OWER APPARATUS 8 SINGLE OurLEr CIR. Ex. Occup. OUTLET OR FIXTURES 20 .00 @' .50 BAL @ .50 FIXED APPLNS. OR Ex. Occup. ourLETs RES1o. El)_5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 253.07 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation /of one hundred dollars ($100) or less.) Q/ 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' 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 o with comply rt#se provisions. X Date I' Signata of Apg ant - er ❑ Contractor ❑ Agent . quired for excavations over 60" deep and demolition or construction An OSHA of of structures over 3 stories in hei ht. MECHANICAL PERMIT Fling Fee 20.00 Heating 5 20.00 100.0 Cooling 3 25.00 75.0 Hood 1 6.50 6.5 Ventilation PERMIT FEE $ 942,00 Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 3064.02 HAz. D FE�s IMP FLOODcDF ARC pp Ho ISSUEcompensation This permit is hereby Issued under of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES O t the applicable provisions Resolutions to do work been paid. D to �� fl3 Dat Receipt No. 7� WHITE-D.D.S.-B.D. F CANARV ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT I COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541Ole (Rev.12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 047-230-147 ZONING FR -20 BUILDING PERMIT OWNER KEVIN 6, KELLY KUNER TELEPHONE 898-8171 SO. FT. OCC. BUILDING VALUATION 4811 R 25 .00 OWNERS MAILING ADD SS 10 *PELICAN DR CHICO CA 95926 21,438.00 S"NAME -' `� ,J1355 IM DIPP TELEPHONE 17,615.00 p()NrRACTOR'S MAILING ADD SS CONSTRUCTION LENDER Fireplace 1,500.00 LENDER'S MAILING ADDRESS Total Valuation $ 100,147-00 ARCHITECT OR ENGINEER RCE- C LICENSE NO. Filing Fee - $ 20.0 Permit Fee $ 1343.00 ARCHRECT OR ENGINEERS MAW NG ADDRESS 3060 THO Plan Checking Fee $ 872.95 BUILDING ADDRESS Energy Plan Checking Fee $ 23.00 $ PERMIT FEE S 2258.95 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTR TURE SF (R Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 22 7.00 154. Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each as water heater or vent 2 15.00 30.00 TYPE OF WORK New R Addition ❑ Remodel ❑ Utilities O Installs. O Other O Describe Work: 5 BE Gas piping system 1 - 5 outlets 15.00 1 9_00 Building sewer 15.00 19.00 Mobile Home I S I G I W 920.00 LANDSCAPE SPET PRq 19-00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 LES Main Service A OR LESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisi s of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Profe ions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors ense Law ff the following reason: I, as owner of the property, or my employees with wages as their sole compensati 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 IOooA 46.00 NEW CONST. OW EWNG UP. OR ADDNS. ( 6 ACC. BLDS. so.210. O7 3.50N. ►NONN•EW ReSID. BRANCH MULTI.OUTLET @7.50 POWER APPARATUS b SINGLE OUTLET CIR. EX. Occup. OUTLET OR FIXTURES 20 �'; B Ex. Occup. Oflxur EDARa Dom, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 Ix PERMIT FEE $ 253.07 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation 6rone 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' compansatid"rj laws of California and agree th should become subject to the varlie�s' compensation pro I sof section• 3 of the Labor Code, I shall w c y ' h o pr isions. ��t % Date S �.�/ O Sgnature pplica nt =-❑ Owner ❑Contractor Agent OSHA permit is required for excavations over 60" deep and demolition or construction o ctufes over 3 stories in hght. MECHANICAL PERMIT Fling Fee 20.00 Hea 'ng 5 120.00 100.00 CoolInv 3 2 5.00 75.00 Hood 6.50 6.90 Ventilation PERMIT FEE S 242.00 Mobile Home In Ilation Fee $ Energy Inspectio Fee $ 46.00 Occ CONST. TYPE kOTAL FEE $ 3064.02 HAZ. p I P FLO CDF PARCEji i,�/ PD HD ISsuE r of the Butte County Coder This permit is hereby issue\feehave indicated above for which By PERMIT EXPIRES ON I the applicable provisions Resolutions to do work been paid. Date Defy Receipt No. igl4a WHITE-D.D.S.-B.D. CA A Y -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT Ix ; - IX: A #w,,w • — . .I'' 'i..�, 1. w �f; tet.. iil•. i r� COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: G y(� ASSESSOR PARCEL NUMBER O y7 - Z3 0 — `17 Proposed Building Use:Ne J �/L �j/i Counter Technician: Date: Items required in order to apply for a permit. All boxes MUST be checked ed NA in order to apply. Plot plans, 3 or 4 sets, signedty the preparer of the plans. ;k2,. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 9V,,SL- Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 6&L,4.r Engineered truss details and layouts in duplicate. No faxes! �5. Energy compliance design and supporting documentation in duplicate. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ Plot plan and business license approval from the City of Biggs .................................... Letter of intent for non-residential buildings......................................................:.. Detached Accessory Building Form filled out by the owner ..................................... Hazardous Material Form............................................................................... Other .... Rem ining 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 ....................................... tement of Intent for Non -heated and A/C Buildings ............................................. Sanitation and plot plan approval from the Environmental Health De art �ent in C`//l0 7%❑ City of Chico Plumbing permit.........................................Cr 18. California Department of Forestry plan approval C�'paid. Sent by: .................... 019. Planning approval for (A) Use: 0 K (B)Parking: (C) Parcel Check: ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage .............................. ❑ 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ ' ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. 0 -. Owner -Builder Verification (❑ Given to Qwner, ❑ M fled to owner) ................... 2�Letter of Signature authorization.......71 7. Recorded copy of Agricultural AcknowledgmentStateffet........... �- �3 —O3 IVIS ❑ 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 9 and hold for pickup. I have been info he above i s and requirements for obtaining a building permit. Applicant: Date: s/00�o3 1. Index permit application for the above items numbered: 2. Additional items reouired Contractor, designer, n , was advised cf the above data by "IAW6, EI'mail, C Contractor, designer, owner, was advised .of the above data by ❑ phone, ❑ mail, C Plans reviewed by: Date: Plans approved by: Structural reviewed -bac Date: Structural approved Note transfer by: Date: - 3 ,fellow- Building Division Plan Check Letter Date: Date: Date: COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 �f SCHEDULE OF FEES DUE OWNER �X ✓/nI ��LL� ' `R�/�1�/Z. PROPOSED BUILDING USE Ne -J -5761-- `5M 1. BUILDING PERMIT FEES Balance Due ....................... $ Additional Fees Due ................. $ Additional Fees Due .......... :...... $ Revised Plan Checking Fee .............$ 2. SCHOOL DISTRICT FEES CS. -4) (paid at District Office) ailab a er Pl C� 3. SHERIFF FEES (paid at Building Division) Residential ...................... x $360.00 = $ / Units Commercial (sq. ft.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... -x-=$ # Units Amt. 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. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P. # ob?- 1.$0y? y? DATE ,5 RECEIPT # DATE REC. 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 plarycchecking procS*. APPLICANT DATE 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) • c }—AMS• '.. r ' r. .. r r _.. r I , i� I. BUTTE. COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District ,t> , aa:-- C v Building Department No. A.P. Number 0q� LQ Jurisdicti n: city county Property Owner � �. (m e ` V[y \ _1 ` l / l Property Location/Address Subdivision Lot No. :.................................................................................................................: Residential Development Sq. Footage Nobf Living Mobile Home Addition/ 'Supplemental to Units Installation Conversion Permit # *(No foundation inspection): ................................................................................................................... Commercial/Industrial Building Department New Addition imoor runs reviewea oy bcnooi uistnct rersonneu Sq. Footage o3-I(IV' (Group R) I (Including Exterior Roofed Areas) II&/42- Date District Identification No. D7 l% School District certifies that (Applicant) /o (Street Address) (Phone Number) � - A. 9 s( (City) (Staste) r (Zip Code) S54-07 has complied with the requirements of Resolution No. by payment of $ is 29s• s representing � square feet. AB 2926 $ FULL MITIGATION $ School District Representative Date Paid by Check # Remarks: Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 660201a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act ICEQAI, 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 BUTTE COUNTY PARRS DBVEWPMBNT FEE CERTIFICATION FORM' CHICO AREA RECREATION AND PARK DISTRICT Assessor Parce Property Owner Project Locati Subdivision Lot Number(s) (CO Residential Development: (check one) YNew Development _Alteration/Addition _Mobilehome(s) _Non -Residential to Residential Total Number of Dwelling Units Comment: Azok_�; Building Depar ent Representative Date wwwwwwwwwwwwwyrwwwwyrw,rwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*www*w . Chico Area Recreation and Park District(CARD) certifies that f )flu f M PT 998'-81 1 (Applicant) Name) (Phone Number) 10e i c an PoLr l�r. (Street Address) ��1ic1) � City) (St,'te) (Zip Code) has complied with the requirements of Butte Co. Resolution No. 90-140 by payment for dwelling units @ $1,189 for total payment of $ CARD Representative Date PAID BY CHECK NO.. REMARKS: BANK NO. PAID BY CASH RECEIPT NO. tl-21!Mk 057A5 4:151PM a TOTAL 41189.00 Distribution: White --Applicant Yellow --Butte Co. Building Dept. Pink --CARD Goldenrod --City of Chico Building Dept. park.fec (form revised 11/90) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING PIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 53�--5 41 Q - q APPLICATION AND PERMIT J .7.� Q � n"m BUILDING PERMIT PARCEL NUMBER r ' y 7' 13 0 - 1`1'"? 1- A -?- �•* TELEPHONE F:S�OF;r OCC. BUILDING VALUATION �,rrRACTORS U!i✓ xfCL`� ,ELL 89�'-81�/ 1 L i (A�.! D2 CIV>Co C14 9s-�26 - t Z13 NAME TELEPHONE /• O ✓ 61 S- 1) / /ri MAIUN0 ADDRESS LENDER ENDERS MUUNG ADDRESS w� � NEER 3DB©� GNEER'S t9ADDRESS rl `�R FE �uL6DwG�(iDDRESS LpT NO. � � sLJBDIVs1oN5 NOME . USEOFSTRUCTURE SFZSeDuplex ❑ Niobilehome ❑ Other seo TYPE OF WORK New CKAddition ❑ Remodel ❑ LS6es ❑ Installation ❑ Other ❑ Describe Work: 5QA ter✓ a , e S a2� Fireolace 1 0 1 VWO- Total Valuatlon 5 .3 UL) S 11 CENSE o. FM S 20.00 '3�0�92 Fee - Permit Fee L 1:3,113.0o Plan Checkina Fee S -7Z Energy Pian Checking Fee' t L _ S PERMIT FEE = ZZ PLUMBING PERMIT Fling Fee Each Trap7.00 Solar or heat um water heater nEE23.00Water i ing 5.00 /1J • 20.00 �- Each gas water heater or vent 15.00 1 ;3v Gas piping system 1 - 5 outlets 15.00 Building sewer 15.0015-- 5.00%Mobile MobileHome IS I GI @20.00 e!` ,-,4P— .5-'!°C RS l PERMIT FEEZ = - ELECTRICAL PERMIT Firing Feel 20.00 Main Service on � 23.00 15 Main Service 200A TO 100" 46.00 op AWw D K►15�Q0 ( DWELLING! oaxrr. a .cc. Bans. I 3.5¢FST°. 110 - MtnTT °trTtE� 1 vunecm I @7.50 1 EX. Occup. OUTIET OR FKTLREB BAL ® ,pp EX OCCu p� A LN .OR. 5.00 TemporaryTemporwy Service 23.00 Moble Home Facilities 20.00 Wsc. Wirina 23.00 PERMIT FEE = 7-5-3.0-7 MECHANICAL PERMIT Fling Fee 20. n^ Heating j/ . C S llr t-An,r✓' I 20 00 Cooling3 L� . �S W-14 1 1 . 6.5o I JS2 VentBation PERMIT FEE S Ll 4- fkbile Home Installation Fee L Energy Inspection Fee- OCc CONST. TYF'E TOTAL FEE $ 3[ —Z. I D. FEES OMP FLOOD CDF 4AYCEL W 1 MD j 6SUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date _ PERMIT EXPIRES ON COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING VISIO ,tJ2 �03 7County Center Drive • Oroville, California 95965 • Telephone (530) 536- 541 O2�PElrr%N� 96) r ' APPLICATIONANDPERMIT / '-�`Q S ORPARCEL NWBER . 0 y T 1,30 - I If? zD�A 2-0me BUILDING PERMIT R ) / `I 1 _ , TELEPHONE g 1 / SO. FT. OCC. BUILDING VALUATION L L fQ Y 1 �NEbs 1, i (A j o� c�1�Co C- 95-926 e I -f-1V 3 b _ :vNTRA=R'S NAME TELEPHONE O✓ I EMrRAr-m;t,s MAWNO ADDRESS LENDER ENDERS IANUNU AIJPHL b Total Valuation MA ut OR ENM)&M eal .yo as�LICENSE V-9 -L Erin Fee S 2 0.00 Permit Fee S - 13Y3 . ©0 w TE oR ENowEERs wwrxi AooaEss 7.1_I Plan CheckingFee S 2 . �uwu+c� DRESS C �1Q I,.iG�i/v�e CAI J Energy Plan Checking Fee S Z3 S PERMIT FEE s Z2 6 1 9s LOT NO. SU9DMSIDNS NAME PARCEL +""P PLUMBING,PERMIT Flip Fee 20.00 9 Each Tr -__ ._ __ . -__-.. _ _ _7.00 USEOFSTRUCTURE SF.peDuplex ❑ NbbilehorrTe ❑ Other sP�� --- — Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 3D TYPE OF WORK New CKAddition ❑ Remodel ❑ Utifrkm ❑ Instaktion ❑ Other ❑ Describe Work JQ� Gas piping Wstem 1 - 5 outlets 15.00 Building sewer 15.00 1,57 Mobile Home S G W @20.00 eleW-chple sect Rs l PERMIT FEE t 2. I - ELECTRICAL PERMIT Fling Feel 20.00 Main Service mon OR LS 23=12--$ Main Service i 2*" To +*mA ) 465=0 SR A 3 (c>0 p 44hcx- 4 o2 �6Aftwo.4 ZOO, -01irl — U X:-) Ab . Nkm � CAWY%ftJ1,TVr L .50 EX. Occup. OUTLET OR FIXTURES eal .yo Ex. Occup. DVL�ET ro OE S.OD Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Winno 23.00 PERMIT FEE = 25-3.0% MECHANICAL PERMIT Fling Fee 20. n^ Heating. !i Cs %/� t.d�n3� _I 10. �0• Cooling Hood I 6.50 6 Jr6' Ventilation PERMIT FEt S Moble Home Installation Fee $ Energy Inspection Fee $ ! y - DCO 101T. TYPE TOTAL FEE $ 3 � 87 '�!- t —• I D. FEES I IMP I FLOOD I ODF I PARCEL I PD I ND j 6suE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON CDF FIRE SAFE REQUIREMENTS I AP# PERMIT # NAME Under authority of PRC 4290, the following checked items are required by the Butte County Fire Department and are made a part of this permit. These requirements are minimums and will be superseded by Butte County local regulations which equal or exceed these standards. Field inspections will be made by the Butte County Building Department for compliance. �] 1272.00 Maintenance of Defensible Space. To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued avail- ability, access and utilization of the defensible space provided for in these standards, annual maintenance must be provide for by the land owner. Driveway Standards -/_ 1273.02 Surface. All driveway surfaces and structures (bridges, 1273.07 culverts and other apF.,rteaant structures which supple- ment the roadway bed or shoulders) shall provide unob- structed access to conventional drive vehicles, includ- ing sedans and fire apparatus weighing up to 40,000 pounds. [ 1273.03 Grade. Not to exceed 16 percent unless paved. 1273.04 Driveway Radius [�l 1. No roadway shall have a horizontal inside radius of (( curvature of less than 50 feet and additional sur- face width of 4 feet shall be added to curves of 50- 100 feet radius; 2 feet to those from 100-200 feet. [�] 2. The length of vertical curves in roadways exclusive of gutters, ditches and drainage structures designed to.hold or divert water shall be not less than 100 feet. [� 1273.05 Turnarounds. If required, will have a minimum turning radius of 40 feet from the center of the road. ] 1273.05 Turnouts. Shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. [ .1270.10 Width. All driveways shall provide .a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. Page 1 of - 3.-. AP # PERMIT # AME [yJ 1273.10 Turnouts. Driveways exceeding 150 feet in length, but iiia less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where a driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. [� 1273.10 Turnaround. A turnaround shall be provided at all building sites on driveways over 300 feet in length and shall be within 50 feet of the building. 1273.11 Gates . 1. Gate entrances shall be at least two feet wider than the roadway it serves. [� 2. The gates must be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on that roadway. [� 3. Where a one-way road with a single traffic lane provides entrance, a 50 foot turning radius shall be used. Fuel Modification 1276.01 Setback for Structure Defensible Space. l{J 1. All parcels 1 acre aid larger shall provide a mini- mum 30 foot setback for buildings and accessory buildings from ul] property lines and/or the center of the road. [ ] 2. For parcels less than 1 acre, local jurisdiction shall provide for the same practical effect. See. Other Requirements below. �J 1276.02 Disposal of'Vegetation and Fuels. Disposal, including chipping, burying, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction and fuel modification shall be completed prior to completion of road construction �r fi:ial inspection. of a building permit. Page 2 of 3 AP # PERMIT # N E Other Requirements [ ] If Building Setback is 15 to 30 Feet: - Class A or B roof - Enclosed eaves [ ] If Building Setback is Less Than 15 Feet Choose any 3_ of the following: - Metal or no doors on side toward property line with insuffi- cient setback - Class A or B roof with enclosed eaves - Interior automatic sprinkler system per NFPA 13D - Glass area not to exceed 10k of wall area toward property line with insufficient setback - Siding from the following list: Stucco - 3 coat Hardi-Board or Plank Masonry Masonry veneer Metal Other Butte County Fire Department approved materials Date Signature Page 3 of 3 W w CDF FIRE SAFE REQUIREMENTS q7-230-I`�% O _tCg8 ff'e6"�� m-w'j AP# PERMIT # NAME Under authority of PRC 4290, the following checked items are required by the Butte County Fire Department and are made a part of this permit. These requirements are minimums and will be superseded by Butte County local regulations which equal or exceed these standards. Field inspections will be made by the Butte County Building Department for compliance. �] 1272.00 Maintenance of Defensible Space. To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued avail- ability, access and utilization of the defensible space provided for in these standards, annual maintenance must be provide for by the land owner. Driveway Standards [� 1273.02 Surface. All driveway surfaces and structures (bridges, / 1273.07 culverts and other appartezant structures which supple- ment the roadway bed or shoulders) shall provide unob- structed access to conventional drive vehicles, includ- ing sedans and fire apparatus weighing up to 40,000 pounds. [� 1273.03 Grade. Not to exceed 16 percent unless paved. 1273.04 Driveway Radius [�] 1. No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional sur- face width of 4 feet shall be added to curves of 50- 100 feet radius; 2 feet to those from 100-200 feet. [�] 2. The length of vertical -curves in roadways exclusive of gutters, ditches and drainage structures designed to hold or divert water shall be not less than 100 feet. [�J 1273.05 Turnarounds. If required, will have a minimum turning radius of 40 feet from the center of the road. j 1273.05 Turnouts. Shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. [%] 1270.10 Width. All driveways shall provide a minimum 10 foot traf f is lane and unobstructed vertical clearance of 15 feet along its entire length. Page 1 of .3--, 47-2-3a,44-7 3-40 AP # PERMIT # AME 1273.10 Turnouts. Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where a driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. [� 1273.10 Turnaround. A turnaround shall be provided at all building sites on driveways over 300 feet in length and shall be within 50 feet of the building. 1273.11 Gates ] 1. Gate entrances shall be at least two feet wider than / the roadway it serves. [� 2. The gates must be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on that roadway. 3. Where a one-way road with a single traffic lane provides entrance, a 50 foot turning radius shall be used. Fuel Modification 1276.01 Setback for Structure Defensible Space. 1. All parcels 1 acre and larger shall provide a mini- mum 30 foot setback for buildings and accessory buildings from ul] property lines and/or the center of the road. [ ] 2. For parcels less than 1 acre, local jurisdiction shall provide for the same practical effect., See Other Requirements below. ] 1276.02 Disposal of Vegetation and Fuels. Disposal, including chipping, burying, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction and fuel modification shall be completed prior to completion of road construction )r f ----cal inspection of a building permit. Page 2 of 3 f 47 - 4'? 0 2,_ / 4*8 k6tJ1A) AP # PERMIT # NAME Other Requirements [ ] If Building Setback is 15 to 30 Feet: - Class A or B roof - Enclosed eaves [ ] If Building Setback is Less Than 15 Feet Choose any 3 of the following: - Metal or no doors on side toward property line with insuffi- cient setback - Class A or B roof with enclosed eaves - Interior automatic sprinkler system per NFPA 13D - Glass area not to exceed 10% of wall area toward property line with insufficient setback - Siding from the following list: Stucco - 3 coat Hardi-Board or Plank Masonry Masonry veneer Metal Other Butte County Fire Department approved materials Date Signature Page 3 of 3 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION PERMIT NO. 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541 (Rev.12/96) APPLICATION AND PERMIT 7� __._NG BUILDING PERMIT ASSESSOR PAR CEI NUMBER J�_ OCC. BUILDING VALUATION OWP R �� •C cc) NFI 1 7 C.ONSTRUCTON LENDER eOov DR LEss 23.00 Mein Service 2DOA OR ups Main Service tom► To IOWA 46.00 Fireplace LENDEn MA UNG ADDRESS NEW CONST. DWELUNG OCCUP. 3.5¢F7 ( Total Valuation $ DDNS A ACC. BIDS. AR GT OR_ EN�+INEIIi LICENSE NO. cors . MIULTFounu @7.50 FrR, Fee $ 20.00 "ES% CI CURSPERMIT, rE)r-L . C�chal Permit Fee $ $ AR!f T OR ENGINEERS ADDRESS n Temporary Service 23.00 Pian CheckingFee $ Mobile Home Facilities 20.00 Energy Pian Checking Fee $ SHERIFF Suw� ADDRESS m $ $ PERMIT FEE PERMIT FEE $ MECHANICAL PERMIT Filing Fee 20.00 PARCEL MUP OTHER PLUMBING PERMIT Feng Fee 20.00 suaDnnsroNs NAME Hood 6.50 7.00 Each Trap PERMIT FEI_ S USEOFSTRUCTURE Solar or heat pumD water heater 23.00 Energy Inspection Fee $ Water piping 15.00 SFV/� Duplex 0 Mobilehome I] Other s� Each gas water healer or vent 15.00 TYPE OF WORK NAZ D. FEES IMP Gas piping system 1 - 5 outlets CDF 15.00 //�� ❑ Nev�`�. Addition O Remodel O Uti O Other [3 65UE Building sewer $ 15.00 S G W@20.00 I I Moble Home Describe Work: This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work PERMIT FEE S indicated above for which fees have been paid. DATE RECEIVED ELECTRICAL PERMIT Firing Fee 20.00 eOov DR LEss 23.00 Mein Service 2DOA OR ups Main Service tom► To IOWA 46.00 NEW CONST. DWELUNG OCCUP. 3.5¢F7 ( DDNS A ACC. BIDS. cors . MIULTFounu @7.50 FEE PAID "ES% CI CURSPERMIT, rE)r-L Occu . DU12: OR FDrIURES SAL@ M Occup.urLETs ESro oea 5.00 SRA $ Temporary Service 23.00 Mobile Home Facilities 20.00 N6sc. Wring 23.00 SHERIFF $ $ PERMIT FEE MECHANICAL PERMIT Filing Fee 20.00 Heating OTHER $ Cooling Hood 6.50 Ventilation PERMIT FEI_ S Mobile Home Installation Fee $ $ Energy Inspection Fee $ ° CONST. TYPE TOTAL FEE $ NAZ D. FEES IMP I FIDOD CDF PARCEL PD ND 65UE AMOUNT RECEIVED $ I I This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. DATE RECEIVED By Date R'S NTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING PIVI County Center Drive • Oroville, California 95965 • Telephone (530) 538- 541 j APPLICATION AND PERMIT )N 03- y%. 13 0 - I - 7 �°�"`"° Z BUILDINGPERMIT "E SO. FT. OCC. BUILDING VALUATION 111,1YrfLL D ADDRESS LI(Aj 02 CK),110 C14 S^ 6` flitZ1 NAME TELEPHONE /=O ✓ I MAANNO ADDRESS LENDER ENDERS AWUNG ADDRESS aer.rtT OR ENGINEEIR C SU4Dw/G�° DRESS __ll RPT No. ) Q I SUBDIVISIONS NAME SF,k/Duplex ❑ Mob' New EKAdd'ition ❑ Describe Work: l Freolace 1 0 1 1 00 O.. g. Z Filing Fee $ Permit Fee S 4 7 C,4 Plan Checking Fee $ Energy Plan Checking Fee S • S PERMIT FEE S PARCEL Ruw PLUMBING PERMIT Each Trap '1 USEOFSTRUCTURE Solar or heat pump water heater ❑ Other Water piping SFY TYPE OF WORK ❑ Utilities ❑ Installation ❑ Other ❑ c�ev� : )�, .1) o `� 3 SRA sit - p 4 heir _ o_2 ait � V1-1 I Y46 Ill tA.m Cal Each gas water heater or vent •t Gas piping system 1 - 5 outlets Building sewer Mobile Home S I G I W �r✓Os��eP Sri As PERMIT FEE _ ELECTRICAL PERMIT OOOV OR r., Main Service( 2Dw OR LESS Main .Service 2o" TO tORwA T- 20.00 C- - 1,-o Fling Fee 20.00 7.00 23.00 15.00 15.00 30 15.00 15.00 J. @20.00 c- W ig Fee 20.00 23.00 �3 46.00 3.5cso ".. @7.50 Ex. Occup. oun.ET OR FD:TURES Ex. Occup. =6,o1111 5.00 Temporary Service 23.00 Moble Home Facilities 20.00 Wisc. Wiring 23.00 PERMIT FEE S 25-3 . D-? MECHANICAL PERMIT Heating S C S hr Z -,44 -if Hood Fling Fee 20.r"^ -1 10100.- . 3 2� ; %S. 1 i 6.50 6 -l2 Ventilation 7 a -�o PERMIT FE!: S Mobile Home Installation Fee S Energy Inspection Fee i L% OCC CONST. TYPE TOTAL FEE $ 3 HAZ. I D. FEESOMP FLOOD CD q CEL RD HD SS -JE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date _ PERMIT EXPIRES ON m..e November 11', 2003 'Mr. Michael Vieira County of Butte 7 County Center Drive Oroville, CA 95965-3397 Phone: (530);538-7541 Fax: (530) 538-2140 Re: Plan Review: Kremer SFD . Address: Grindstone- Place Dear Mr. Vieira: County of Butte -:FINAL REVIEW Jurisdiction Appl. No.: 03-1448 Linhart Petersen Powers Associates (LP2A) has completed a final review of the following documents:' 1. Plans: Two (2) revised copies of plan sheets Cover through S3 (17 sheets), Sheet 1 dated Marcfi 2003 by Goldman & Rose. 2. Structural Calculations: Two (2) copies dated April 15, 2003 (revised 9-9-03) by RCE Engineering. 3. Title 24 Energy Compliance Documentation: Two (2) copies dated May 06, 2003 -by Donna Wallace. 4. Truss Calculations: Two (2) copies dated April 30, 2003 by Longfellow Lumber Co., Inc. Two (2) copies of EOR review letter, facsimile date stamp of 5-19-03. 5. Electrical Load Calculations: Two (2) copies undated by Homerun Electric. .These documents were reviewed only for their conformance to the 2001 California Building, Plumbing, Mechanical, and- Electrical Codes. We have no further plan review comments. Therefore; .we are recommending approval of the above noted items with the following conditions: 1. Compliance with SRA - CDF requirements (form was not included with plan -set) 2. Redline requirements as noted on plans The above documents now bearing the "LP2A Plan Review Approval' stamp on all appropriate, sheets are enclosed. Please let us know if you have any questions. Thank you. Sincerely, a LINHART PETERSEN POWERS ASSOCIATES Richard N. Essenwanger Plans Examiner bs,RNE Bill Rodgers,. S. E. Structural, Engineer PK/WTB/RNE:ag enclosures LINHART PETERSEN POWERS ASSOCIATES 7610 Auburn Boulevard > • Citrus! Heights, CA 95610 (916) 725-4200 • FAX.(916) 725-8242 • Toll Free (877) 235-0653 Butte County DepartrnentofDevelopmentServices YVONNE CHRISTOPHER, DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile TO: LP2A FROM: Michael Vieira (530) 538-7159 mviei ra(a-buttecou nty. net SUBJECT: Plans Transmittal For Review Per Contract DATE: 7/14/2003 Applicant: Kremer, Kevin & Kelly EA Permit No: 03-1448 Project Type: NSF APN: 047-230-147 100% 70% Plan Check Fees $ 872.95 Energy Calc Fees $ 23.00 $ 611.07 $ 16.10 $ 895.95 $ 627.17 LP2A Fee $ 627.17 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other MAY -19-2003 14:45 FROM:RCE 5308948882. TO:5303426910 P.001/001. 9 3060 Thorntree 'Dr`ive #10 • Chico, CA; 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@-c-e.om Butte County -Building Department r 7 County Center Drive Oroville, CA 95965 (530) 538-7541 RE: Kremer Residence Jul ► 7�0 Parcel 18, Grindstone Place Chico, CA APN: 047-230-147 To Whom It May Concern, Our office has reviewed the truss design and calculations 'f om Longfellow Lumber Co. Inc. for the above project. The layout and design are in agreement with our structural package. Thank you for the opportunity to be of service. ;,"Please contact us at the address and number above if you have any questions. Sincerely yours, , .000 Charles J. Roberts, PE G }y o : o o „ ;��� �-� o RESIDENTIAL PLAN • REVIEW GUIDE o T. o SINGLE FAMILY, DUPLFXAND �+Vu 14-%� MISCELL NEOUS ONLY Owner. Building Permit Number: Plans Examiner: A. P. Number: GENT ERkL: 1. Zoning requirements — (number of permitted living units). 2. Plans signed by the designer. 3. Proper description of work on the application. 4. E:dsting violations on the property. 5. Recorded notice of violation. 6. Building permit valuation. PLOT PLAN: 1. Complete parcel size and dimensions. Setbacks, side vard. easements, etc. 3. Other buildings or structures. 4. Grading, fills andior drainage. _ . - - 5. Flood hazard - _ • 6 Special conditions on Parcel Map: Noise ❑ SRA ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ Federal Aid Route and/or Federal Aid Secondary Route setback requirement 3. Buildina or utilities across lot lines (Lot merger approval by Butte County Land Development) FLOOR PLA`: I. Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). 2. 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). 3. Escape or rescue windows shall have a minimum net clear operable area of 5.7 square feel The minimum net clear openable height dimension shall be 24". The minimum net clear operable width dimension shall be 20". When «indov s are provided as a means of escape or rescue, they shall have a finished sill height not more than 44- above the Rcor (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). 6. Habitable space shall have a ailing height of not less than 7 feet 6 inches except as otherwise pamitted in this section. Kitchens halls. bathrooms and toilet compartments may have a ceiling height of not less dm 7 feet measured to the lowest nroiection from the ceiling (Uniform Building Code section 310.6.1 7 All habitable rooms except kitchens shall have an arra of not less than 70 square feet and not less than 7 &et in any dimension (Uniform Building Code section 310.6.2 & 310.6.3). 3 GFCI in baths. garage, kitchen, wet bar, and exterior receptacles (NEC 210). 9 Water heaters «hick 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 hmo a bath or bedroom (uniform Plumbing Code section 509.0). 10 Fuel burning equipment shall not be installed in a closet, bathroom or a room readily usable as abedtoom. or in a room. compartment or alcove opening directly into any of these (Uniform Mechanical Code stxdoa 30� S� I I Garage firewall separation - required on garage side including supporting walls and posts (Unitbsm8 Code section 302.4 exception #3). is 12 Under no circumstances shall a private garage have any opening into a room used for sleeping purposes (Uniform Building Code section 312.4). 1; Wood stove location - Alcove — U1v1C section 205 confined space &. 223 unconfined space & 304.2). 11 Smok-- detectors (Uniform Building Code section 310.9.1). Paget of 2 15. Water closet clearances (Uniform Plumbing Code 408.5). 16. Shower compartment minimum 1024 sq. in & 30" circle (Uniform Plumbing Code 412.7). 17. Bearing walls shall be supported on masonry or concrete foundations that shall be of sufficient size to support all loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1 Braced w211 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 anter in both the longitudinal and transverse directions (UBC section 2320.4.1.) Braced wall lines must be continuous throughout the structure. - 2. A California licensed architect or registered engineer must prepare a lateral analysis for the area of the building that do not comply with the Uniform Building Code. This must include the desigads' T a stamp, signature., registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. 3. Clerestory requiring balloon framing and/or engineering. 4. Foundation plans complete enough to construct building (Uniform Building Code Table 18 -I -C7. S. Floor construction details complete enough to construct building. 6. Elevations and wall construction details complete enough to construct building. 7. Roof construction details complete enough to construct building. 8. Fireplace construction details and calculations if necessary." 9. Garage door header size(s). 10. Porch header size(s). 11. Typical header size(s). 12. Stud heights. 13. High expansive soil - special foundation design required. 14. Retaining calls requiring design 15. Gypsum wallboard nailing inspection required. 16. If the area below the lowest floor is fully enclosed, than a minimum of two openings are required with a total net area of at least one square inch for every square foot of area enclosed with the bottom of the openings no • mom 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 eaurior walls. Building must be designed and anchored to prevent floatation. collapse or lateral movement_ Construction design requirements must be shown on the building plans. 17. Electric, heating, ventilation, plumbing and air conditioning equipment and other senice facilities shall be designed and/or located so as to prevent water from entering or accumulating with the components during conditions of flooding. MLSCELL.ANTOUS ITEMS: 1. Stain ay details - landings, rise and run head clearance, handrails (Uniform Building Code section 1003). 2. • Guardrails (Uniform Building Code section 509). 3. Brick or stone veneer (Uniform Building Code section 1403). 4. Exterior plaster- weep screeds (Uniform Building Code section 2506.5). - 5. Roof pitch for roof covering (Uniform Building Code Table 15-B-1 & 2, 15-D-1 & 2). 6. Foam insulation - protection. 7. 36" haUs and stairways (Uniform Building Code section 1064.3.3.2). 8. Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). 9. Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 10. Attie access and ventilation (Uniform Building Code section 1505). 11. Sound requirements. 12. Energy design compliance and supporting documentation. 13. MF responsible area requirements. MELDING PERMIT REQUMEMENTS: 1. ❑ SRA. 2. ❑ Flood elevation certificate. 3. ❑ Fire Sprinklers required. •4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. 6. ❑ Sub -Standard Housing lever. Pace -- ')f T VJ AP NO.: 047-230.147 DATES: 06/20/03 OUTTt Count y ofButte T_OWNER: Kevin Kremer Phone: 530 898-8171 °° _-° Kell Kremer Phone: �° Department of Development Services " •' = cOUNty° 10 Pelican Drive Phone: MAIL Building Division ADDRESS: 7 County Center Drive Chico CA 95926- Email: Phone: - Oroville, CA 96965 Phone: _. CONTRACTOR (530) 538-7541 CA Email: RCE Charle Roberts Phone: (530) 894-8833 ARCHITECT OR ENGINEER 3060 Thorntree Lic No.: 38692 PERMIT NUMBER: 03-1419 Chico CA I Email: SITE Grindstone Place Phone: APPLICATION AND PERMIT Chico CA Email: ADDRESS: ZONING FR-20 LOT 18 BLK MAP gK/p(, Flood: X, 0330D SRA ACRES 20.05 SNOW LOAD I OTHERr' USE F o H Other: m ❑Dplx TYPE OF New Addn Rmdl Wits WORK al ❑ ❑ ❑ linstinj ❑ Other 5 Bedroom DESCRIPTION LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penality of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class License No. OWNER-BUILDER DECLARATION I hereby affirm under penality of perjury that I am exempt from the Contractor's State 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: Reason: •WORKERS' COMPENSATION DECLARATION I hereby affirm under penaty of perjury one of the following declarations: 1 have and will maintain a certificate of consent to self-insure for workers' compensation, as provided for by Section 3700 of the Labor Code for the ❑ performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: ❑ Carrier: Policy Number: This section need not be completed if the permit is for one hundred dollars $100 or less). O 1 certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the worker's compensation provisions of Section 3700 of the Labor Code I shall forthwith comply with those provisions. WARNING: FAILURE TO SECURE WORKER'S COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY ❑ I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued. Lender's Name: Lender's Address: I certify that I have read this application and state that the above information Is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above-mentioned property for inspection purposes. S_ ignat_ure of Applicant Date ❑ Owner ❑ :Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. 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. PERMIT EXPIRES ON: Date Date Page 1 of 2 0 AP NO.: 047-230-147 1 DATES: 05/20103 It �-- OWNER: Kremer - Phone: (530) 898-8171 SITE Grindstone Place Chico ADDRESS: CA ch VALUATION CODE SOFT $/SO FT VALUATION ELECTRICAL PERMIT R3 R 4811 $54.00 $ 269 794.00 Filing - _ 1 $ 20.00 $ 20.00 i U 1191 $18.00 $ 21 4J8.00 Main Service COV 1355 $13.00 $ 17 615.00 600V or less/200A or less 1 $ 23.00 $ 23.00 $ 200+A to 1 OOOA $ 46.00 $ $ New Construction or Additions Roofing = 0 ; ft 0 1 $ 60.00 $ Dwelling Occupied & Accessory Bids 1 6002 $ 0.035 1 S 210.07 Fireplace A/0 1 1 M I 1 $ 1,500.00 New Construction Non -Residential TOTAL VALUATION $ 300,347.00 Multi -Outlet Branch Circuits 1 $ 7.501$ PERMIT FEES CITY FEES Power Apparatus 8 Single Outlet Circuits $ Filing 1 $ 20.00 S 20.00 Existing Occupied Permit Fee 1 $ 1,343.00 Outlet or Fixtures 1-20 $ 1.00 $ Permit Fees Mobile Homes @ 112 Fee $ Outlet or Fixtures 20+ $ 0.50 $ Plan Check @ 66% Permit Fee $ 872.95 Fixed Appliances or Outlets (Res) ea. $ 5.00 $ Plan Check Minimum/Mobile Home State Approved Plan $ 23.00 $ Temporary Service $ 23.00 $ Revised Plan Check $ 46.00 $ Moble Home Facilities $ 20.00 1 $ Energy Pian Check Commercial: 4000•: 0'' $ Miscellaneous Wiring$ 23.00 $ Residential: 1 To Master. 1 $ 23.00 Pre -Inspection $ 23.00 $ Energy Inspection Fee - 1 $ 46.00 $ 46.00 Pool Electric $ 30.00 $ Mobile Home Installation Inspection $ 100.00 $ $ $ $ $ $ TOTAL PERMIT FEES $ 2,304.95 TOTAL ELECTRICAL PERMIT FEES $ 253.07 PLUMBING PERMIT MECHANICAL PERMIT Filing 1 $ 20.00 $ 20.00 Filing 1 $ 20.00 $ 20.00 Each Trap 22 $ 7.00 $ 154.00 Heating Up to and including 100,000 BTU $ 15.00 $ Solar or heat pump water heater $ 23.00 $ Greater than 100,000 BTU 5 $ 20.00 $ 100.00 Water piping 1 $ 15.00 $ 15.00 Cooling Up to 3 HP and 100,000 BTU $ 15.00 $ Each gas water heater or vent 2 $ 15.00 $ 30.00 3+ to 15 HP and Over 100,000 BTU 3 $ 25.00 $ 75.00 Gas piping system 1-5 Outlets I 115 -Outlets 1 $15/$3 $ 15.00 Evaporative Cooler $ 15.00 $ Building Sewer 1 $ 15.00 $ 15.00 Extend Ducts In Additions $ 15.00 $ Mobile Home Utilities Sewer. I Water. Gas: 0 $ 20.00 $ Hoods 1 $ 6.50 S 6.50 Landscape Sprinklers 1 $ 15.00 $ 15.00 Ventilation 9 $ 4.50 $ 40.50 $ Gas Fireplace $ 15.00 S TOTAL PLUMBING PERMIT FEES $ 264.00 $ 15.00 $ IMPACT FEES MECHANICAL PERMIT FEES $ 242.00 SHERIFF TOTAL BUILDING PERMIT FEES $ 3,064.02 Residential Per SF Living Unit t 1 $ 360.00 1 $ 360.00 TOTAL OF ALL FEES $ 3,513.02 Multiple Per Living Unit $ 252.00 1 $ MINIMUM PAYMENT OF FEES Commercial Per Sq. Ft. 1 $ 0.03 1 $ Filing Fees $ 80.00 STATE RESPONSIBILITY AREA SRA Per Structure 1 $ 89.001 $ 89.00 Pian Check Fees $ 895.95 DRAINAGE SRA FEES $ 89.00 Thermalitc, lResidential Per Living Unit $ 510.00 $ Other Fees: commercial Per Ordinance 3304 $ MINIMUM PAYMENT OF FEES $ 1,064.95 STREET IMPROVEMENTS Chico Urban Area Residential Per Each Single Living Unit Per Each MI le Living Unit Service Structures Per Sq. Ft. Commercial Medical Structures Per Sq. Ft. Industrial Structures Per Sq. Ft. $ $ $ $ $ 1,982.00 1,370.00 10.19 2.22 1.02 $ $ $ $ $ PAYMENT INFORMATION Date: - Staff: Receipt # 381657 1 Cash Check#1 Check $: 3536.02 FEES PAID 3,536.02 BALANCE OWED $ (23.00) Thernalito Urban Area Residential Per Each Single Living Unit I $ 595.00 $ Date: FTaff,Receipt # Cash Per Each Mliple Living Unit I $ 355.00 $ I Check#1 Check $: Commercial Per Acre Developed $ 23,849.59 $ FEES PAID 0.00 Office Per Acre $ 11,924.80 $ BALANCE OWED $ - Industrial Light Per Acre $ 5,962.40 $ Date: Recei t# I I Cash Heavy17.7 Per Acre $ 1,192.48 S Check# I Check $:I WATER TENDER Per Parcell $ 200.00 $ FEES PAIDI 0.00 RECREATION DISTRICTS - Proof of Payment Only BALANCE OWED $ Chico Area Residential Per Living Unit $ 1,189.00 ❑ Date: -1 Staff: I Receipt # I Cash Durham Residential Per Sq. Ft. $ 1.04 ❑ Check#1 Check $: 0 FEES PAID 0.00 NORTH CHICO SPECIFIC PLAN BALANCE OWED $ (23.00) Resldential Per Dwelling SR -1: SR -3: SR-11PD: 0 $ 31315.00 $ - Occupancy: R3 Construction: ISSUED Rt: R2: R3: 1 0 Is industrial] Industrial SF Commerical SF Office SF School HAZ FEES IMP FLD CDF PRC PD TH. Commercial 0 $ SCHOOL DISTRICTS - Proof of Pa ment Onl a ❑ Ma sville Joint Unified -064 ❑ Note: TOTAL IMPACT FEES Collected by Development Services $ 449.00 Page 2 of 2 SITE PLAN REVIEW APPLICATION C` Date: , '�' AP# i,% Y'7 U� Permit Number (if applicable) O`3 y H P APPLICANTINFORMATION Parcel Size: 2,D • C),S- C Owners Name: Owners Address: Telephone No.: Situs Address:�S`� �y 6 / ~ Proposed Use: sidential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial " ❑ Industrial Addition ❑ Single Family Remodel tso ❑ Commercial Remodel ❑ Industrial Remodel Oth Septic Well Agricultural Exempt Building ❑ Other: i Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPMENT SER VICES INFORMATION (For Staff Use) ❑ Approved is Conditionally Approved ❑ Resolve Problems Prior to Approval ® Site Plan Stamped Approved By Date —� Page 1 of 5 ALL ITEMS CHECKED 'APPLY TO THE PROPERTY ' Parcel Is In: ' A ❑ Snow Load Area:: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ED Nitrate Action Plan (See Environmental Health for standards) . ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and ifterified proper foundation design required) SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: • Flood Panel No.: Index Date: - 2Z - ❑ Sacramento River'Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval,must.be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance : 4 ❑ Detached Building Use Form ❑ Encroachment Permit ' ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning:-- �� Applicable Building Setbacks: Zoning Code Streets & Highways Fire Prevention Subdivision Map Front P�o C� Side ZS Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval neededPfor-encroachments into SRA -setbacks. Page 2 of 5 Applicable Development Fees: Standard Fees Amount Formula ❑ Fire _ ❑ School* ❑ Parks/Recreation ❑ Roads Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other ----------------------------------------------------- -----=------------ Subdivision Map Special Fees IN Water Tender ❑ Road Improvement , ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑Yes Parcel Frontage on Publicly Maintained Road: El No El 'Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 r Offi Subdivision Map/Parcel Map: Map Date of Recording: i _—)- 3 _2 it Lot: ❑ Use Permit/Minor Use Permit Permit Number: 4 Book: I 1 Page: 0. Date of Approval: •r t Parcel Map/Subdivision Map/Use Permit Conditions IM Comply with the following Conditions of Approval: ® Meet the Fire Safe Regulations of Butte County and P.R,C. 4290 Automatic fire suppression sprinkler systems shall be installed in accordance. with the National Fire Protection Association Standard for installation,ofsprinkler, systems in one 'and two family dwellings and mobile- homes, NFPA'Standard 13D,' unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serve's the parcel. ❑ Wood stoves and fireplace inserts shall be EPAiapproved and designed to meet the emission requirements of the California Clean Air Act of ,1988, as amended. ❑ Provide an erosion control plan for building and land disturbance.: The Erosion Control Plan must be prepared by a registered civil engineer 'or ,other"qualified "professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system` or water -storage tank,,payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fiigitive dust emissions from all, driveway other civil construction associated with residential development. Approved dust cointrol measures are found in the fugitive dust control plan for the site approved by the Butte County Air'Quality Management District, a copy of which can be obtained from the Butte County -Department of Development Services, Building Division." ' ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa . ® S►� as �.L a:i P� i1 - �-� r✓ L G� CH LAN S.flrJ �.� fGV C��% A � Cir pep 02. HiG-H-C1tJ6° ��3TAC-Z. ri 5� L -Z � S � G A� 1 � �i—� C � Cc��1 D r7'• r D � S. Page 4 of 5 PARCEL 19 50. x PARCEL 18 / �l GRINDSTONE PLACE ET NOTES: 1. THIS ADDITIONAL INFORMATION SHEET IS FOR ADDITIONAL INFORMATION PURPOSES ONLY, DESCRIBING CONDITIONS AS OF THE DATE OF FILING AND IS NOT INTENDED TO AFFECT RECORD TITLE INTEREST. 2. THE BUILDING SETBACK FROM THE SIDE PROPERTY LINES SHALL NOT BE LESS THAN 30 FEET. 3. FIRE SUPPRESSION SPRINKLER SYSTEMS SHALL BE INSTALLED IN ALL NEW RESIDENTIAL STRUCTURES IN ACCORDANCEWITH THE NATIONAL FIRE PROTECTION ASSOCIATION STANDARD FOR THE INSTALLATION OF. SPRINKLER SYSTEMS IN ONE AND TWO FAMILY DWELLINGS AND MOBILE HOMES, NFPA STANDARD 13D, UNLESS A PRESSURIZED COMMUNITY WATER SYSTEM, WITH HYDRANTS THAT MEET FIRE DEPARTMENT SPECIFICATIONS, SERVES THE PARCELS. 4. DURING CONSTRUCTION, SHOULD ANY ARCHAEOLOGICAL ARTIFACTS BE DISCOVERED. THE PLANNING DIVISION SHALL BE NOTIFIED IMMEDIATELY, AND ALL WORK SHALL CEASE UNTIL A QUALIFIED ARCHAEOLOGIST HAS EXAMINED THE ARTIFACTS AND THE SITE AND SUBMITTED HIS OR HER FINDINGS TO THE PLANNING DIVISION, AND RECOMMENDED CLEARANCE TO CONTINUE HAS BEEN RECEIVED. 5. THE SHERIFF FACILITIES IMPACT FEE SHALL BE PAID, PURSUANT 10 THE PROVISIONS OF CHAPTER 3, ARTICLE II OF THE BUTTE COUNTY CODE, PRIOR 10 THE ISSUANCE OF A BUILDING PERMIT. THE FEE AMOUNT SHALL BE DETERMINED AND CALCULATED AS OF THE DATE OF APPLICATION FOR BUILDING PERMIT. 6. SHALLOW PRESSURE -DOSED LEACHFIELDS COMMONLY KNOWN AS CAPPED OR HIGH -UNE INSTALLATIONS, MAY BE REWIRED ON THESE LOTS. 7. LEACHFIELDS MUST NOT BE INSTALLED DURING WET WEATHER WHEN SOILS ARE SATURATED (TYPICALLY NOVEMBER - MAY). B. CONSTRUCTION, INSTALLATION OR DEVELOPMENT OF STRUCTURE OR FACILITIES ON THE PARCELS/LOTS SHALL COMPLY WITH THE LATEST CALIFORNIA FIRE'SAFE REGULATIONS (PUBLIC RESOURCES CODE 4290) AND ALL OTHER APPLICABLE STATE AND COUNTY CODES, ORDINANCES AND REGULATIONS IN EFFECT AT THE TIME OF APPLICATION FOR IMPROVEMENT PERMITS. _ 9. BUILDING IDENTIFICATION AND /OR ADDRESSES SHALL BE INSTALLED IN CONFORMANCE WITH PUBLIC RESOURCES CODE 4290 AND SHALL BE POSTED AT THE BEGINNING OF BUILDING CONSTRUCTION AND MAINTAINED CONTINUOUSLY THEREAFTER. 10. DEVELOPMENT OF THESE PARCELS'MAY REWIRE PAYMENTANTO THE WATER TENDER FUND! 11. THE PROPERTY OWNERS ARE RESPONSIBLE FOR THE MAINTENANCE OF ALL PRIVATE ROAD SAFETY SIGNS, INCLUDING STOP SIGNS. 12. A PLAN OF THE EXISTING ON-SITE MATURE OAK TREES, LOCATED IN ANY AREA PROPOSED FOR BUILDINGS OR VEHICULAR ACCESS, SHALL BE PROVIDED TO AND APPROVED BY THE PLAN14ING DIVISION PRIOR 10 THE ISSUANCE OF BUILDING PERMITS AND/OR PRIOR 10 GRADING OR VEGETATION REMOVAL. THE APPLICANT SHALL MINIMIZE THE REMOVAL OF MATURE TREES, WHERE POSSIBLE. A MATURE TREE SHALL BE DEFINED AS A TREE W11H A TRUNK MEASURING 4 INCHES IN DIAMETER, 4 FEET ABOVE GROUND LEVEL. MATURE TREES REMOVED SHALL BE REPLACE AT A 3 10 1 RAI10, UTILIZING EXISTING OAK TREE STOCK. I ROAD 13. NO WATER WELL MAY BE LOCATED WITHIN 100 FEET OF THE USABLE SEWAGE DISPOSAL AREA. .b PARCEL 19 � SD PARCEL 18 y'4SSET NOTES: 1. THIS ADDITIONAL INFORMATION SHEET IS FOR ADDITIONAL DATE INFORMATION AND NOTTINTOESCRIBING ENDED O FOFECTIRECORD S AS TID LE INTEREST. 2. THE BUILDING SETBACK FROM THE SIDE PROPERTY LINES SHALL NOT BE LESS THAN 30 FEET. 3. FIRE SUPPRESSION SPRINKLER SYSTEMS SHALL BE INSTALLED IN ALL NEW RESIDENTIAL STRUCTURES IN ACCORDANCE WITH THE NATIONAL FIRE PROTECTION ASSOCIATION STANDARD FOR THE INSTALLATION OF, SPRINKLER SYSTEMS IN ONE AND TWO FAMILY DWELLINGS AND MOBILE HOMES, NFPA STANDARD 13D, UNLESS A COMMUNITY WATER SYSTEM. WITH HYDRANTS MEET FIREPRESSURIZD DEPARTMENT SPECIFICATIONS. SERVES THE PARCELS• 4. DURING CONSTRUCTION, SHOULD ANY ARCHAEOLOGICAL ARTIFACNOTIFIEDS BE IMMEDIATELY. AND TALL PLANNING WORK SHALL CEASE UNTIL BE ALIFIED ARCHAEOLGIST HS EAMINED THE ARTIFACTS AND SITE AND SUBMIT EDOHIS ORA AHERXFINDINGS TO THE PLANNING THE DIVISION. AND RECOMMENDED CLEARANCE TO'CONTINUE HAS BEEN RECEIVED. 5. FEE THE PROVISIONS OF CHAPTER IMPACT3. ARTICLE II B IIOFP HE BUTTUANT 10 COUNTY CODE, PRIOR TO HE ISSUANCE OF A BUILDING PERMIT. THE FEE AM&NT SHALL BE HE DATE OFF APPLICATION FOR BUILCINED AND ULATED AS OF BUILDING PERMIT.. 6. SHALLOW PRESSURE -DOSED LEACHFIELDS COMM014LY KNOWN AS CAPPED OR HIGH -UNE INSTALLATIONS. MAY BE REOUIRED ON THESE LOTS. i �— GRINDSTONE PLACE _1 ® _ 7. LEACHFIELDS MUST NOT BE INSTALLED DURING WET WEATHER WHEN SOILS ARE SATURATED (TYPICALLY NOVEMBER - MAY). 8. CONSTRUCTION. INSTALLATION OR DEVELOPMENT OF STRUCTURE OR FACILITIES ON THE PARCELS40TS SHALL COMPLY WITH THE LATEST CODE 4290)FAND IALL OTHER A FIRE EAPPLIC BLENSTATEBUC ES AND COUNTY CODES, ORDINANCES AND REGULATIONS IN EFFECT AT THE TIME OF APPLICATION FOR IMPROVEMENT PERMITS. 9. BUILDING IDENTIFICATION AND /OR ADDRESSES SHALL BE INSTALLED N CONFORMANCE WITH PUBLIC RESOURCES CODE 4290 AND SHALL BE POSTED AT THE BEGINNING OF BUILDING CONSTRUCTION AND MAINTAINED CONTINUOUSLY THEREAFTER. 10. DEVELOPMENT OF THESE PARCELS'MAY REQUIRE PAYMENT.INTO THE WATER TENDER FUND.4 11. THE PROPERTY OWNERS ARE RESPONSIBLE FOR THE MAINTENANCE OF ALL PRIVATE ROAD SAFETY SIGNS, INCLUDING STOP SIGNS. 12. A PLAN OF IHE EXISTING ON-SITE MATURE OAK TREES, LOCATED IN ANY AREA PROPOSED FOR BUILDINGS OR VEHICULAR ACCESS, SHALL BE PROVIDED TO AND APPROVED BY THE PLANNING DIVISION PRIOR 10 THE ISSUANCE OF BUILDING PERMITS AND/OR PRIOR TO GRADING OR VEGETATION REMOVAL. HE APPLICANT AHALL MATUREIMIZE TREE.HE REMOVAL OF SHALL BE DEFINED SRA TREE WITH AE TREES, R ISLE. TRUNK MEASURING 4 INCHES IN DIAMETER, 4 FEET ABOVE GROUND LEVEL. MATURE TREES REMOVED SHALL BE REPLACE AT A 3 10 1 RAIIO;' UTILIZING EXISTING OAK TREE STOCK. ROAD 13. NO WATER WELL MAY BE LOCATED WITHIN 100 FEET OF THE USABLE SEWAGE DISPOSAL AREA. D MAY -19-2003 14:45 FROM:RCE 5308948882 TO:5303426910 P.001/001 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice a (530) 894-8882 fax email: cj@r-c-e.com Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7541 RE: Kremer Residence Parcel 18, Grindstone Place Chico, CA APN: 047-230-147 To Whom It May Concern, ,c ovED Jul- 2 1 2003 UVHASTASSO'NA'6 OVJERS Our office has reviewed the truss design and calculations from Longfellow Lumber Co. Inc. for the above project. The layout and design are in agreement with our structural package. Thank .you for the opportunity to be of service. Please contact us at the address and number above if you have any questions. Sincerely yours, Charles J. Roberts, PE Teton Series Clad :& zWood Casement Windows J Opening Specifications Nota: 3/4" Finished Floor to Top of Sill helght calculated from 83" header height. E Unh meets Egress Requirements for BOCA and IRC Code. State and local codes may differ. Schedule 4/02 X00/T00'a "v660# Moa11iM ZY0 xou s,zZnH L9ZG-56E-0E9.6T�9T E00Z,60'a29 4f Teton Casement Opening Specifications Teton French Casement Opening Specifications Clpd 4.17 Sq. Ft. Vent & Clear Options Sq. Ft. Daylight Sq. Ft. (3/4")Finished Floor to Top Clad 5q. Ft. Vent & Clear Openingg Sq- Ft. baylight Sq. Ft (3/4")Finished Floor to Top 0 Cir. Opg. ( ' Width Height 0�lonmg Unit of 5111 Hgt. Unit # CIY. Opg. Width HA19ht Opening Unit of 5111 Hgt- i; 1818 0.88 9 3/8" 13 1/2' 0.98 1.25 66 3/8" TCFC-3635 4.76 21 3/4' 31 12" 5,34 9.00 48 A-1824 1.27 9 3/B" 19 1/2' 1.47 3.00_ 60 3/8' _ TCFC-3642 5.66 zi 3/4' 37 12" 6.41 10.50 3/8' 42 3/8" 1 QLA-1ti]o 1.66 `J sib" 25 1/2' 1.91 3.75 54 3/8" TCFC-3648 6.57 21 3/4" 43 1/2' 2.98 22° 19 12" TCCA -1836 2.05 9 3/8^ _ 31 1/2° ZAS 4.50 48 3/8' -423/8- TCFC-3654 7.48 21 3/4° 49 1/2' 7.47 6.54 12.00 13.50 36 3/8" 303/8---- TCCA -1842 TCCA 2.44 9 3/8" 37 1/2' 2.96 5.25 37 1/2° TCFC-3660 8.38 21 3/4' 55 12" 9.61 15.00 24 318° -18d8_ TCCA -1854 2.86 kt 3.22 9 3/8' 9-3/8' 43 1R" 3 45 6 00 36 3/8' �30 TCFC-4236 6,07 27 3/4' 31 1/2" 6.59 10.SO 48 3/8" TCCA -1860 3.61. 9 3/8' 49 12' 55 1R' 3.95 6,75 3/8" TCFC-4242 7,23 27 3/4° 37 1/2- 7,91 12.25 423/8 - TCCA -1866 . 4.00 9 318' 61 1R' 4.44 4.94 7,50 8.25 243/8- 18 3/8' TCFC-4248 8.38 27 3/4° 43 1/2" 9.22 _7S-.75 14.00 36 3/8" -303/8- TCCA-1872 4.38 9 3/8' 67 12' 5.43 9.00 12 3/8' TCFC-4254 TCFC-4260 9,54 27 3/4 49 1/2' 10.54 28" -243/8, TCCA -1878 4.78 9 3/8' 73 12" 5.93 9.75 6 3/8' 7CFC-4836 10.70 7.63 27 3/4" 347/8' 55 1%1- 11.86 17.50 37 112" TCCA -2418 1.50 16° 13 12' 1.47 3.00 66 3/8' TCFC-4842 36 3/8" 34 7/8" 31 1/2" 37 1/2" 7,84 12.00 4g 3B° _42318- TCCA -2424 2.17 16' 19 142' 2,22 4,00 60 3/8" TCFC-4848 . _908 10.54 34 7/8" 43 1/2" 9,41 10.97 14.00 16.00 36 3/8" TCCA -2430 2,82 16" 25 1/2' 2.96 5.00 54 3/8" TCFC-4854 11.99 34 7/8' a'. TCCA -2436 3.50 16" 31 12' Window Width 18 24 28 30 36 42 48 54 49 12" 12,54 18.00 30 3B° 3 3 4 4 S 5 6 Window Height 3.71 6.00 48 3/8° TCFC-d860 13.44 34 7/8' S5 1/2" 1411 20 00 24 '21- TCCA -2442 TCCA -2448 4,83 16' 16' 37 1/2' 43 1!2' 4.45 5.19 7.00 8.00 42 3/8' 36 3/8' TCCA -2454 5,50 16' 491/2, 5.94 9.00 3o3/8, TCCA -2460 6.17 1G" 55 12° 6.69 10.00 243/8o TCCA -2466 6.83 16' 61 1/2' 7,43 11.00 �18 3/8 - TCCA -2472 TCCA-2478 7.$0 8.17 16- 16' 67 1/2" 73 1/2" 9.18 8.92 12.00 13.00 123/8- 23/R'TCCA-2478 6 3/S - TCCA -2818 1.88 ' 20" 13 12- 7.80 3.50 66 3/8° TCCA -2824 TCCA -2830 2.71 3.S4 20' 20" 19 12" 7S in" 2.71 a a7 4.67 C fl� 60 3/8" TCCA -2836 4.38 20° 31 12' 4,54 7.00 48 3/8" TCCA -2842 5.21 20" 37 1/2' 5.45 8.17 42 3/8° TCCA -2848 6.04. _ 20' 43 12' 5.36 9.33 36 3/8" TCCA -2854 6.88 20' 49 1/2° 7,27 10.50 30 3/8" TCCA -2860 7.71 -K- 20" 551/2` 8.18 11.67 243/8' TCCA -2866 8.54 20° 61 12' 9.08 12.83 18 3/8" TCCA -2872 9.38 20" 67 12' 10.01f 14.60 123/9- 23/8`CCA-2878 CCA-2878 10.21 20" 73 1/2- 10,92 20.00 6 3/8" t -3018 Z.06 22" 13 1/2° 1.97 _15,17 3.75 66 3/8" -3024 2.98 22° 19 12" 2.96 5.00 60 3/8" _-3030 3.90 22° 251/2° 3,96 6.25 _ 543/8° TCCA -3036 4,81 22" 31 1/2` 4,95 7.50 48 3/8' TCCA -304.2 5.73 22° 37 1/2° 5.95 8.75 42 3/8' TCCA -3046 6.65 .� 22° 43 12° 6 94 10.00 36 3/8"_ TCCA -3054 i.56 22- 49 1/2' 724 11.25 _ 30 3/8° TCCA -3060 8.49 22° 55 12°• 8.93 12.50 24 3/8" -: TCCA -3066 9.40 22" 61 12° 6.63 13.75 18 3/8" '. TCCA -3072 10,31 22' 67 1/2" 10.92 15.00 1Z 3/8" TCCA -3078 11.23 22" 73 12" 11.92 4.50 6 3/8" TCCA•3618 2.63 28" 13 12" 2.46 6,00 • 66 3/9' TCCA -3624 3,79 28° 191/2- 3.71 7.00 60 3/8" - TCCA -3630 4.96 28" 2512" 4.95 7.S0 543/8° TCCA -363G 6.12 •.t 28° 31 1R° 6.20 9.00 483/8' TCCA•3642 7.29 28" 37 112" 7,44 10,50 -42318- TCCA-3643 8.46 28" 43 12' 8.69 12.00 36 3/8" TCCA-3654 9.63 28" 4912• 9.93 13.50 303/8" TCCA -3660 10.80 28" 55 1/2° 11.18 15.00 24 3/8' TCCA -3666 11.96 28 ° 61 12 ° 12.42 16.50 18 3/8' *TCCA -3622 13.12 ZS" 67 12° 13,67 18.00 12 3/8' a'. 5DL and Grille Standard Lite Patterns Window Width 18 24 28 30 36 42 48 54 60 66 72 # of Liters Across 2 2 2 3 3 3 4 4 S 5 6 Window Height 18 24 30 36 42 48 54 60 66 72 78 # of Lites High 1 2 2 3 3 4 4 5 5 6 6 os 8.94 40 7/8° 31 12" 9.09 13.50 48 3/8" 10.64 40 7/8- 37 1R° 10.91 15.7S 42 3/8' 12,35 40 7/8" 43 12" 12.72 18.00 • 36 3/8° 14.05 40 7/8" 49 1/2' 14.54 20.25 30 3/8" 15.75 40 7/8' 55 1/2' 16.36 22.50 24 3/8' 10.25 46 7/8" 31 1/2" 10.34 15.00 48 3/8' 12-21 14_16 46 7/8° 46 7/8' 37 1/2" 43 12" 12,41 14.47 17.511 20.00 42 3/8" 36 3/8' 16.1146 7/8 49 1/2" 16.54 22.50 30 3/8` 18.07 46 7B" 55 1/2' 18.61 76 nn 1a zR• Teton Picture Window Opening Specifications 600/600'd 7660# MOCINIM 'I`a'O %dOM S,'I'If1H M N1 RCO 161 L9Z9-56£-0£5 ZF:9T 600Z,60'dSS Sq. Ft. (314-) Finished Clad Daylight Sq. Ft- Floor to Top Unit # Opening Unit of Sill Hgt. TCCA -3678 14.91 19.50 63/8, TCCA4242 8.94 12.25 423/8- 23/8"TCCA-4248 TCCA-4248 10,43 _14.00 36 3/8° TCCA -4260 13.42 17.50 24 3/8" TCCA -4266 14.92 19.25 18 3/8" TCCA4272 15.41 21.00 -123/8. TCCA4278 17.91 22,75 6 3/8' TCCA -484? 10.43 14,00 42 3/8" TCCA-4S4S ' 12.18 16.00 36 3/8" TCCA -4854 13.92 18,00 30 3/8" TCCA -4860 15,67 20.00 24 3/8" TCCA -4866 17.41 22.00 18 3/8' TCCA -4872 19,16 24.00 12 3/8' TCCA -4878 20.90 26.00 6 3/8" TCCA -5442 11.93 15,75 42 3/8° TCCA -S448 13.92 18.00 363/8, 63/8 - TCCA -5454 TCCA -5454 15,92 20.25 30 3/8' TCCA: 5460 17.91 22.50 24 3/8' TCCA -5466 19.91 24, 75 18 3/8" TCCA -5472 21.90 27.00 123/8- 23/8"TCCA-5478 TCCA-5478 23.90 29.25 6 3/8' TCCA -6060 20-16 25.00 _ 24 3/8' TCCA,6066 22,40 27.50 18 3/8' TCCA -6072 24.65 30.00 12 3/8' TCCA -6078 26.89 32.50 6 3/8 - TCCA -6666 24.90 30,25 18 3/8° TCCA -6672 27.39 33.00 123/8- 23/8'TCCA-6678 TCCA-6678 29.89 35.75 6 3B° TCCA -7278 32188 39,00 6 3/8' 600/600'd 7660# MOCINIM 'I`a'O %dOM S,'I'If1H M N1 RCO 161 L9Z9-56£-0£5 ZF:9T 600Z,60'dSS xii CrinN..l,. w, DOO/£00'd D6DO# MOGNIM 'I'd0 %d0M S,'I'If1H L9Z9-5Ti£-0£5 ZZ:ST £OOZ,60•ass NCRCC). Product Performance Data WTNDOW.5 & PATTO DOORS Continued from provious page. Product Type Glazing Typo Hallmark Unit "U^ Value Unit "R" Valu* q NWWDA Solar Heat N�ryyp D certified by NFRC Size NFRC 31zo TETON SERIES I.S. 2 I S 2.87 Gain the WDMA aa• ea* AA• Bei Perf. OradA pert. Gni Coetf lent W Clod Catdmenl AfI Lnw E? y..� t .,.11 1x \ p.+� ,�` �.�.�;.. ,�,- �,y tST � id►: 0.38 0.37 2.56 2,70 DP40 60 r � �'+� ° 0.30 Low E2/Argon/Super ,;Po car r•.4rI!rf r i Clad Awning low E2 �i.r . 0.34 0.33 2.94 3.03 DP40 f ill'r �j.„rp,. �,., ���• , F2/Argnr15up1)r 8 0,39 p 0.37 +2.5y88; 2.70 11 _ 60 «V � • 0,30-J� PKLow Sparyr 0.34 •Ia��""/a; Cled Genco€dric Direct Glazed t 2 d"_' `#"t 'y'.tl Low E 0.33 284 3.03 DPSO 60 0.30 h a '.adv ac9 �� 1 irrx" fi '�.. 0,35 0.34_ 2.88 2.94 DP55 va :r• . i :. .e0.36 �' 'il-' ' �'dt- �•:. �!' _.� ibl �% YR.: r�iK` k �.3•^ �,,R , i' T Clad (;eomi lric SRSh Sal Low E2 Sr rr .• r•; Q v�:'; t: .�I -. s . x� l ' 0.35 0.34 2.88 2.94 OP50 0.33 }P" �L..',✓:'1 Low E2/Ar90n/ ;aper Space, +'�,`�•c:• �.. :#a�ae:' .,.° .:. OF " Clad Raglu3 Direct Glhzed � .' 'E:? Low 0.32 0.31 3.13 3,23 DP50 0.33 a Jf ipF C 0.35 0.34 2,86 7.94 DP f. 55 0.3e . „ .: Clad RR(liva Shah Sot Low E2 N:: All � ��1� '. �?Y��" �ic'•� •• s . .,fir •��' j Mlt� E.#: 9r I� ,� 'sf-...��•• Low Ez/Argon/Su{x3r _ 34 2.88 2.84 n DPSo 0.33 IF i (W '�J• E R . ^ .fir. 'I " * � rlc` S acer p yr"r 0.32 0,31 to%wJaF+ ."Idh¢'$1:^ �� =0 Wood Cosemorll InsulatnU _ 3.13 3.23 Di 11,11111, 0.03 i,# i i+ 0.35 rY „fin =e sAi + Air i 3r� `:y.�i Law EZ/Argon/Super $pacer x'0.34 2M188^ 2.94 DP40:.,. arp �c 60 y 0.29 �, as s a�•.a;,�tF'a,��> _ . 3 t'�I��:, 0.30 0.30 3,33 3.33 DP40 80 , 67'.�r110.29 A Wood Awnirifi LOW F._'2r as? ✓ -Y", Y P... ' R"( Pf 0•` -:A. 2S ` .34 A.-:A... . . 284 0 DP5 Low F2/Argari/^uupor Spacyr y't y' Wand Cmirjetdc Direti GIRZHcI I ~ �� je A , �i .. . , LowE-/Arglxi 0,30 0.30 3.33 3.33 DP50 G0 0.28 r -' _Y% - ".,'` :eQa''a _ _ax T0.33 0.32 3.03 3.13 DPW 0.38 �-`1�+ �Y Or s'4!!.w••.'J�.'T.iG7. •4 ' -G4Pr Wex,d Coornetric Sash Set Low E? M.P'.. ,M t0.3� X0,32 w 3.03 3.1:t Di '" -+�°,. 0,3��3�� Low E2 Arr •'* ti w; / IorVSunyr Splicer .Q`" KE''i�''or � �'rt"'' IF �_�a �► ':31 v # 'itr L:t:`-.r :lt�y7t�(t•x''r3•ii Y"^.y.: Wood RR(lius Direct Glhzed t .a d r� .... -,r?'.,, ,.. r!� . xa Low E`/Argon 0.29 0.29 3.45 3.a5 s+ DPSO 0.33 :..81'.. �.� :. i .� _:ry:� .:s4 i•;" o303 ` 0.32` .03 3.13 DPWXl Radius Sacll Set Low E^' Fri 113Wood yr Yt�: y>}' W rw' �Y LL, 0.33 wpr iF,gr.},�, .� . d•, : Low 0.32 3,03 3_ 13 DP50 ,f .r A �` +-.f� '. 0.3.3 k"a3 •, '�_ E2/Arrdon/S''Ix,r Spacer Per(onngiKy �° t � ry v {a 0.29 Grime 11 are F3 Zt3 dependi If a Spr3ciftc grade is required, conal your Norco rte O.ag 3,45 3.45 DF�50 "The "AA" rulers t0 NFRC Residential Sizes, "BB" P ertative. refers to NFp(- Commor0irtl Sizee. "These figures are based on in -I testing by Norco. See page xiii for Data Base Information. xii CrinN..l,. w, DOO/£00'd D6DO# MOGNIM 'I'd0 %d0M S,'I'If1H L9Z9-5Ti£-0£5 ZZ:ST £OOZ,60•ass bgust 19, 2063 Kevin & Kelly .Kremer 10 Pelican Drive Chico, CA 95926 Re:- Plan Review: Kremer SFD Address: Grindstone Place Dear Mr. Kremer: County of Bullis- FIRST REVIEW Jurisdiction.Appl. No.: 03-1-448. LP2A Job No. 203015-037 Linhart Petersen Powers Associates (LP2A) has completed an initial review of the following documents: 1. Plans: One (1) copy plan sheets Cover through S3 (17 sheets), Sheet 1 dated March 2003 by Goldman& Rose: 2. Structural Calculations:. One (1) copy dated April.15, 2003 by RCE Engineering. 3. Title 24 Energy Compliance Documentation: One (1) copy dated May 06, 2003 by Donna Wallace. 4. Truss Calculations: One (1) copy dated April 30. 2003 by Longfellow Lumber Co., Inc. Note: Floodplain Mitigation Measures and/or comments will be reviewed by Butte County. These documents were reviewed -only for their conformance to the 2001 California Building, Plumbing, Mechanical, and Electrical Codes. Our comments follow on the attached -list. Please submit an itemized response letter and two (2) sets of complete and revised documents with all -revisions clouded Sincerely, LINHPR,� P)EVERIEN POWERS ASSOCIATES Structural Engi et PK:ag enclosures cc: Mr. Mich el Vieira, County of Butte, Fax: (530) 538-2140 LINHART PETERSEN POWERS ASSOCIATE- S 761.0 Auburn Boulevard • Citrus Heights, GA 95610 (9!:6) 725-4200 - FAX (910.725-8242 Toll -Free (877) 235-0653 ' ,Kr+emer SFD County of Sufte - Ftmt Review Grindstone Place LP2A Job No.: 2030015-037 August 19, 2003 Page 2 Re: Occupancy Group(s): R3/U1 Type of Construction:. VN, Stories: 2 Building Area -(sq. ft.), 481.1 A. The following plan review documents are based on the County of Butte Building Regulations. For your convenience, the following comments are referred to the 2001. California Building Code unless otherwise noted. B. Please- respond in- writing to each comment by marking. the attached. comment list- or creating a response letter. Indicate which detail, specification, or calculation shows the requested information, Your complete and. clear. responses will. expedite the re -check. and hopefully, approval of this project. Thank you for your assistance. C. Please be sure to include on the resubmittal the architect's/engineer's "wet" stamp, signature, registration number and expiration date on all sheets of plans [all sheets. of plans depicting structural designed elements) and cover sheets of specifications and calculations. UBC 106-.32 D. The following code comments reflect a review of building plans only. If site -related comments are applicable to this project, they will be generated by others (e.g,. City Engineering, Public Works, Health, etc.). - ARCHITECTURAL COMMENTS: 1-. For clarity, revise the cover sheets- to the 2001 California. Building. Code. (based- on_ 1997. UBC), 2001 California Mechanical Code (based on 2000 UMC), 2001 California Plumbing Code,(based on -2000 UPC), the -2001 California Electrical Code (based on. 1999 NEC), and, 2001 California Energy Standards are applicable to this project. 2. Show/specify- compliance with CBC 302.4.exception:.3occupancy separation -between. garage and dwelling. Show/specify compliance with CBC 302.2 members supporting the occupancy separation must be protected. Walls. and ceiling. of garage which separate- the dwelling. must protected-with-no4ess than.1-hour-fire-resistive-construction-on-the--garage-side:-All-wall;--- posts and beams supporting -the ceiling/.floor above: must beprotected with 1 -hour fire resistive, construction as well. 3. Unless plans havebeen prepared by the. owner of this. "exempt" structure,. amend all plan sheets to include name and signature of designer. California Health & Safety Code Section 5536.1 4 Provide the- engineer's "wet" stamp, signature, registration number and. expiration- date on all sheets of plans [all sheets of plans depicting structural designed elements) and cover sheets of specifications -and calculations -as -per California Health & Safety Code. Section- 5536.1 and UBC section 105.3.2. 5 Provide details- showing: that the- master bedroom. stairway complies with. CBC- section 1003.3.6 for "alternate stairways" 6. Provide, the- room usage: and if conditioned. space for the: area-above..the- garage. on: the- floor plan. Kremer SFD County of Butte - First Review Grindstone Place LPZA Job No.: 2030015-037 August 19, 2003 Page 3 7. Provide the window size, type and operation for all windows. See floor plan. 8. Specify location and size. of attic -access. on -plans per CBC 1505.3.- 9. Provide clarification that the windows located in the stairways comply with CBC section 2406.4. 10. Show/specify-compliance with CBC 1003:3.3.6 and 509 handrails: and. guardrails. at -.desk stairs, & landings. Specify the construction, dimensions and materials used for the handrails and guardrails on- plans. 11. On plans please show the minimum hearth requirements for the fireplace per manufacturers specifications or per CBC ch. 31. Also specify the type, make and' manufacturer of fireplace on plans. 12: Maintain 6 feet 8- inches of- headroom clearance for all stairways as per CBC; Section 1003.3.3.3. 13. Specify compliance with CBC 1003:3,3.9 on plans -for -1 -hour fire.resistive- protection.at enclosed usable space below stairs. 14. Provide the window specification sheet from the window manufacture to verify the actual glazing area and the egress requirements of CBC section 310:4 for each window. 15. Show fireplace chimney on plans. Provide a minimum clearance of T above roof/combustibles within.10' per CBC -ch. 31- or per manufacturers -specifications.. 16. Specify size(s), location(s) and type($) of attic ventilation on plans per CBC 1505.3. Provide vent calculations for the attic areas of the upper and lower dwelling roof as well as the roof area over the garage. 1.7. Provide. a. 24" minimum horizontal separation. between. back. to back. receptacle- outlets in the, garage and entry per CBC 709.7. 1 B. Specify/show required weep screed on plans for exterior stucco per CBC 2506.5. Weep screed must be 4- above grade. and 2" abovepaved. areas minimum. - 19. Provide the manufactures installation instructions or "cut sheet" for all adhered veneer showing. compliance with CBC section.1403. Include -attachment details on the plans. 20- Correct/verify stuccothickness. specified -on sheet A7.0 wall details --per CBC Table 254 (7/8" minimum) or provide product listing and specifications. MECHANICAL. PLUMBING AND ELECTRICAL COMMENTS: 21.._ Provide electrical load. calculationsshowing the. minimum required service entrance- panel - and grounding electrode conductor. size/type. 22. Provide the sub panel conductor & conduit size & type on the electrical plans. Kremer SFD County of Butte - First Review Grindstone Place* LPA Job No.- 20300.15-037 August 19, 2003 Page 4 23: Provide a copy -of -the manufactures specifications/listing _showingthe..sub-panel.located in the occupancy separation @ the garage complies with CRC section 709.7 for membrane penetrations: , 24. Receptacle outlets installed -in dwelling.. unit. bedrooms shall. be. protected by an -arc -fault. circuit interrupter as per CEC Article 210-12(b). 25. The -bathroom -receptacles shall; be supplied- by- a.separate 20 amp. circuit. and..shall:.not. have. . exhaust fan, lighting -or other outlets. on. it as per CEC article 210-52 (d). 26. Amend plans to specify shower and tub -shower combinations shall be provided with individual -control valves of the pressure balance or the thermostatic. mixing. valve. type_ as per CPC section 420.0. 27. Specify-minimum/required. service lighting, -receptacle.outlets- and..disconnecting. means- for FAU units on plans per CMC 306 and CEC 110-16 and 440. 28: Clarify how the dryer will be exhausted. to. the outside -of the. building an&.comply with CIVIC Section 504.3.2. 29. Provide two small appliance circuits -for- the kitchen, dinning -room; and breakfast nook. as_ per CEC article 210-52 (b). Note: The required small appliance circuits shall not supply disposal; dishwasher, or other, large -appliances as per CEC article -.210-52 (b). 30, Provide 4 -wire. -receptacles. for. all -ranges, ovens, and- dryers. as. per. CEC- article.. 250.- 60. 31. Specify non -removable backflow prevention devices on all exterior hose bibs as per CPC 603 32. Provide clarification. as to how -the kitchen. sinklocated: at..the island: counter in. the.kitchen will comply with the "special venting for island fixtures" of CPC Section 909.0. 33. Provide clarification as to how the lower leval HVAC units and water heaters will be vented through the second- floor/attic areas- Type. B. or BW gas. vents. with, listed vent. caps. 12.inches- _._._ ... _..in_size_or_smwier_shall-be_pen- itted_to_be. terminated...in. accordance with.Table_8-ATprovided____:..______ _...._._._ they are located -at least 8 feet from. the vertical. wall. -or similar obstruction.. All -other Type -B gas vents shall terminate not less than 2 feet above the highest point where they pass through the roof and at least 2 feet- higher than.any portion of.a building:.within.10. feet.as. per. CMC. Section 806.4. Note: Single wall metal vent connectors shall not originate in an unoccupied attic or concealed space_ and shall not.pass through.an-attic, inside wall-, or. concealed- space., Please clarify. 34..Provide.combustion air calculations.. minimum. sizes &.method.for the -water heater closet.at. the study. T -24 -ENERGY COMPLIANCE COMMENTS.:. 35. -Provide. compliance with CEC .150(k). at. the.. bathrooms. for general. lighting._ Specify. which lighting fixtures will have a rating of 40 lumen/watt or greater (fluorescent lighting is acceptable). ICi+emer SFD County of Butte - First Review . Grindstone Place tPzA Job No.: 2030015-037 August 19, 2003 Page 5 36: Re -run the energy calculations with -all three -HVAC units -as shown on the plans.. The, calculations only show two. Please clarify 37. Provide form 3-R for the roof, wall & floor assemblies. STRUCTURAL COMMENTS: S1 Special Inspections are required -for the following- items on this project: A. Structural welding (shop -and field) per CIBC 170.1.5.5., B. Structural masonry per CBC 1701.5.7. (EOR please verify this requirement.) Please provide a list identifying- all required Special Inspections- on the. cover sheet of the plans. The list must also include the name of the firm, agency or individual responsible for performing -each listed -inspection: S2: Sheet 11; High -Roof Framing Plan: A. Specify the headers over the window seats in "Kara's Bedroom" and in "Kevin's Bedroom". B.. Indicate a cricket necessary to drain the flat valley over "Kevin's Bedroom". C. Clearly identify all elements in the gravity support system. Bearing walls, girders and girder trusses, headers, posts, connection hardware, etc. are to- be. clearly, shown in the plans. Specfically: 1. Indicate the- locations of the girder- trusses,, specifying. the posts. and headers supporting the girder trusses. 2. How is that portion of roof between girder Truss L1 -and the rear -wall of the turret framed? 3. ....Clearly_identify._all..areas- receiving:.Ca.=fill_over framing . _......... ___ 4. Provide (or reference) connection details at the tops of the posts supporting the ridge beams, particularly -those -with. beams. of different. width., D. Amend Roofing Note 3 to specify diaphragm nailing. E. Clearly- identify all roof diaphragm -chord / collector elements (those elements - receiving diaphragm boundary fastening) and their respective splices / connections. Supporting -structural -calculations are required=for these- elements. Additional information required includes, but is not necessarily limited to, the following 1: Indicate chord ties at- both ends. of the headers. discussed. in-. Comment S2A, above. 2.- Indicate chord- ties at both ends of the header over the stair landing- plan right of the Laundry Room. Kremer SFD County of Butte - First Review Grindstone. Place LP2A Job No.: 2030015-037 August 19, 2003 Page 6 S3. 3. The lateral analysis assumes that the second floor shear walls on Lines 4 and 5 (refer to calculation page 2 and L10) are a- single line of resistance.. Indicate collector elements interconnecting these wall lines through the roof diaphragm over the Great -Room. 4. The- lateral analysis assumes that the second floor shear walls. on Lines 2 and 3 (refer to calculation page 2 and L9) are a single line of resistance. Indicate collector elements interconnecting these wall lines through the -roof diaphragm. 5: Provide- a- top plate- splice detail at- the rear wall of the. Master Bedroom where the plate elevation changes from 9'-0 to 7'-6. 6. Indicate chord / collector ties at both ends of Truss D1 over the Master Bath tub. 7. Provide or reference top plate splice details. "Drag -trusses , -if utilized, must be identified -on the drawings.- The identification must include axial loads they are intended to resist. Reference CBC 1633.2.3, 1633.2.4; 1633.2.5; 1633.2.6. and. 2315.5.2. F. Analysis for Beam B20 (ridge beam over Garage): The analysis of this beam indicates a 37' span -with no center support. Amend the analysis to verify that. the. bottom, compression edge is adequate over the middle post shown on the plans. G. Beam 1323: Amend the plan to reflect the conclusions of this calculation, a triple LVL. 5.25"01.1375". H. Provide a ceiling framing layout at the turret. Sheet 11, Low -Roof Framing Plan: A. B. C. Provide or reference section details showing the connection of the lbw-roof'mono- trusses.over.the covered. porches to the exterior walls of the residence. Indicate ties interconnecting the 6x12 beams at the eaves of the porte cochere to the shear walls on Lines C -and- D. Reference CBC 1633.2.5 and 23.1.5.5.2. Presumably, Detail 1/13 occurs at the covered porch beam / post connections. A reference to -this detail shouldbeprovided from the framing -plans. S4. Sheet 10,. Second Floor Framing Plan: A. Clearly identify all floor diaphragm chord / collector elements. (those. elements receiving diaphragm boundary fastening) and their respective splices / connections. Supporting structural calculations are required for these. elements,. Additional information required includes, but is not necessarily limited to, the following: .' Kremer SFD County of Butte - First Review Grindstone Place LP'A Job No.: 2030015-037 .August 19, 2003 Page 7 1. How- are in -plane lateral forces- tributary to the- plan -left edge of the floor diaphragm (which includes an exterior bearing wall) in "Kevin's Bedroom" resisted? An additional shear wall. on the plan -left side of the -Mud Room appears -to -be required, with a collector tie into the floor diaphragm. 2: Indicate -chord-/ collector ties at each end of flush headers in -exterior walls (over the bay window in the Nook, for example). 3. The lateral analysis assumes that the lower -floor shear walls on Lines 2 and 3 (refer to- calculation page 2 and L9)- are a. single. line- of. resistance. Indicate collector elements interconnecting these wall lines through the floor diaphragm. 4. Provide or reference top plate splice details. Reference -CBC 1633,2.3 -,1633,2.4,1633.2.5,1633.2.6 -and -2315.5.2. B. Beam B1: Amend the plans to specify 5.125x12 GLB's at the garage door headers, per Calc. B4.. C. Provide a calculation substantiating the 7' -long header between the Kitchen and Great- Room, supporting floor androof framing. - Provide or reference section details showing shear transfer requirements from the floor diaphragm -to the shear-wallsbelow this.floor plate. S5. Sheet 2, Foundation Plan: A. Provide a -footing schedule specifying. the reinforcing- requirements. at -the spread footings. All spread and-continuousfootings. must. be. specified.as_shown_on. calculation. page 1 and the F -series calculations. For example: Footings F4 and F5 are not _._.___—_....._.. ..__._..specified_on-the_plan,Footing..FB (at the..frontnf-the_Garage)_is_not_detailed, the ___... detail reference through Footing.F11 is incorrect, etc. B. Add a note indicating that all. holdowns. are. shown on. Sheet-3,.the. first floor plan. S6. Sheet 3, Floor Plan: A. The shear walls -at the front -of the Garage appear- to exceed the. maximum aspect, ratio allowed by CBC Table 23 -II -G. Please clarify. B: Amend this sheet.to-include a. reference to the -shear wall schedule, on. Sheet_S3. This comment also applies to Sheet 4. S7. The•detail- referencing on the.S-Sheets appears to- be. -incorrect.- For example,- Detail -12/_S3 makes reference to 1/S6.1, a sheet which was not provided. S8. Please -provide. calculations. for balloon -framed -wall. studs. king studs -and headers. The calculations must consider out -of -plane loading in combination with vertical axial loading, Kremer SFO County of Butte - First Review Grindstone Place LP2A Job No..- 2030015-037 August 19, 2003 Page 8 using -the load combinations -established by CBC 1612.3. Connection. detailing- associated with these elements, with supporting calculations, are also required. Reference CBC Table 23 -IV -B, Footnote 1% If you have any questions regarding the above comments, -please. contact Bill. Rodgers,. SE -at 916- 725-4200 between 9:00 A.M. and 4:00 P.M., M -F. [END] - O �v r r�o Butte County Department of Development Services 0 o Building Division 7 County Center Drive covNty Or ville, CA 95965 (530) 538-7541 REFUND REQUEST APPLICATION REFUND POLICY - Butte County Code 3-41(t) 1. Refunds can only be made upon written request by the person who paid the fees, whose name is on t he receipt issued for the fees paid. Any refund checks will be made payable to the name on the receipt. 2. The request must be made within two years from the date of fee payments on permits not issued, and two years from the date of permit issuance for permits issued - if no construction work has been done. 3. Filing fees and plan check fees for work plans checked are not refundable. 4. Fees paid to other County Departments are not covered by this claim. INSTRUCTIONS: Submit this application to Development Services for determination of refundable fees. A claim will be generated for any fees to be refunded and sent to the address below for signature (by the person whose name is on the receipt) and return to Development Services for payment processing. CLAIMANT'S NAME: MAILING ADDRESS: PHONE: ASSESSOR'S PARCEL NO.: [Please use one claim form per permit.] BLDG PERMIT NO.: - _ _ _ _ Receipt No. 1 Receipt No. 2 Receipt No. 3 RECEIPT NO.: RECEIPT DATE: RECEIPT AMOUNT: REASON FOR REFUND REQUEST: Check those fees which you wish to have considered for refund: [Building Permit Fees OSheriff Fees SRA Fees (CDF Fire Planning) _]Other (specify): Plans for cancelled permits will be disposed of within 10 working days upon submission of a Request for Refund. If you want the plans, you may ick them up prior to that time. Signature K:/Forms/Refund Application 082203 Date t HYDRONICS: RESIDENTIAL FIRE SPRINKLER HYDRAULICS 2.1 - SUBMITTAL. Page 1 CON'PRACTOR: WILL:fAM 1?. SQUYRI:S, JR. I':I:IZI:, P1?0'I.'1;C".1'ION (530) 395-1012 ADDRESS: PO BOX 3176, CHICO, CA 95927-3170 gate: 05-01-2003 File: KREMER-2 KREMER RESIDENCE, 2 HEADS FLOWING STJ�TIC 60.0 Psi RESIDUAL 40.0 Psi FLOW 35 GPM �F SPRINKLER MA.NUF RELIABLE MODEL : F]_/RES/CC MIN SPR FLOW 12.0 GPM MIN SPR FRES : 9.5 Psi- NODE si NODE ELEVATION K- PRESSURE DISCHARGE NO. FEET FACTOR Psi GPM ------------------------------------------------------------------------------- 1 25.0 3.90 9.4 12.0 2 25.0 3.90 10.0 12.3 3 25.0 1.0.9 4 25.0 15.4 5 25.0 21.9 6 25.0 28.0 7 14.0 33 . 2 G1I0N CO IV 8 3.0 SOURCE 38.7 Nr�O Q�0 ES SPRINKLERS FLOWING 2 Wi $r p AREA PER SPRINKLER 2.56 Sq . Ft . r 0 t acti TOTAL DESIGN AREA 512 Sq . Ft . * Lic. NC 275 -16 REQUIRED DENSITY .05 Gpm/Sq.Ft. '�T� COMPUTED DENSITY .05 Gpm/ Sq . Ft . OFC TOTAL SPRINKLER FLOW 24.3 GPM TOTAL DOMESTIC FLOW 0.0 GPM TOTAL WATER REQUIRED 24.3 GPM TOTAL SPRINKLER PRESS 38.7 Psi WATER METER LOSS 0,0 Psi @ SOURCE VALVE FIXED LOSS 0.0 Psi @ SOURCE Copyright(1991) SUPPLY PRESS AVAILABLE 49.8 Psi.. by DEMAND PRESS REQUIRED 38.*7 Psi i-lydron1CS Engineering PRESSURE CUSHION 11.2 Psi- - 3411.9 Fremont B1, Suite 609 Fremont, Ca., 94555 (415) 487-9160 MAXIMUM VELOCITY 8.0 F/S 0 HYDRONICS: RESIDENTIAL FIRE SPRINKLER HYDRAULICS 2.1 - SUBMITTAL. Page 2 CONTRACTOR: W1:I:AI:AM F. SQUYUES, ON. FIRR PMYI'RCTION (530) .345-1012. ADDRESS: PO BOX 3176, CHICO, CA 95927-3176 Date: 05-01-2003 File: KREMER-2 JOB : KREMER RESIDENCE, 2 HEADS FLOWING S PIPS BEG FLOW K -FACTOR LENGTH C -FACTOR PRESSURE NO. GPM FITTING TYPE FTG FR- LOSS Psi END DIAMETER TOTAL i_ / Ft ) WHOM ------------------------------------------------------------------------------ 1 q= 12.0 K= 3.90 L= 9.5 Pt 9.4 Pt 9.4 1 Q= 12,0 F=LB F= 10,0 C= 150 Pe 0.0 Pv -0.3 Vel= 6.2 D= 0.884 TLs 19.5 0.0765 Pf 1.5 Pn 9.2 3 Pt 10.9 ------------------------------------------------------------------------- 2 q= 12.3 K= 3.90 L= 2.0 Pt 10.0 Pt 10.0 2 Q= 12.3 F=LB F= 10.0 C= 1.50 Pe 0.0 Pv -0.3 Vel= 6.4 D= 0.884 TL= 12.0 0.0804 Pf 1.0 Pn 9.7 3 Pt 10.9 --------- 3q= 0.0 x= 0.00 L= 38.5 Pt 10.9 Pt 10.9 3 Q= 24.2 F=9R F= 9.0 C= 150 Pe 0.0 Pv -0.4 Vel= 8.0 D= 1.109 TL= 47.5 0.0937 Pf- 4.5 Pn 10.5 4 Pt 15.4 ---------------------------=--------------------------------------------- 4 q= 0.0 K= 0.00 L= 52.5 Pt 15.4 Pt 15.4 4 Q= 24.2 F=10RL F= 17.0 C= 150 Pe 0,0 Pv -Q.4 Vel= 8.0 D= 1.109 TL= 69.5 0.0937 Pf 6.5 Pn 15.0 5 Pt 21.9 ------------------------------------------------------------------------- 5 q= 0.0 K= 0.00 L= 48.5 Pt 21.9 Pt 21.9 5 Q= 24.2 F=4RBL F= 16.0 C= 15Q Pe 0.0 Pv -Q.4 Vel= 8.0 D= 1.109 TL= 64.5 0.0937 Pf 6.0 Pn 21.5 6 Pt 28.0 ------------------------------------------------------------------------- 6 q= 0.0 K= 0.00 L= 11.0 Pt 28.0 Pt 28.0 6 Q= 24.2 F=R F= 1.0 C='150 Pe 4.8 Pv -0.2 Vel= 5.0 D= 1.400 TL= 12.0 0.0301 Pf 0.4 Pn 27.8 7 Pt 33.2 ------------------------------------------------------------------------- 7 q= 0.0 K= 0.00 L= 11.0 Pt 33.2 Pt 33.2 7 Q= 24.2 F=4RS F= 14,0 C= 150 Pe 4.8 Pv -0.2 Vel. 5.0 D= 1.400 TL= 25.0 0.0301 Pf 0.8 Pn 33.0 8 Pt 38.7 ------------------------------------------------------------------------- Meter = 0.0 Valve = 0.0 ------------------------------------------------------------------------- -------------------------------------------------------------------------- 8 Q= 24.2 <<< SOURCE >>> Pt 38.7 E=>45-Elb L=>90-Elb B=>TeeBch R=>TeeRun C=>CouPlg S=>SwgChk G=>GatVly HYDRONICS : FIRE SPRINKLER HYDRAULIC GRAPH PSI 100 + r , 70 + 60 X Static X X X 50 + X X X X 40 + X Resid 1* Spr Sys 30 + 20 + 10 * Elev Loss 'I 0++--+---+----+------+-------+--------+---------+----------+------------+ 0 200 300 400 500 600 700 800 900 1000 1.35 FLOW -(GPM) JOB : KREMER RESIDENCE, 2 HEADS FLOWING Caution Read, Carefully! Installation Instructions — General I . U C_lh� Mo�IcI,CCI? Cup:;1r rd I n rsl>_or,i_Covr,r hlalo ns; ern; ply o%Zly._with Motel I_=1I I_i,_I_II_I i_CZI 1L- cx I i'1= I I/i 1L5 Iii Pendent Sprinkler. Figure 2 is typical. 2. Do riot use an other CovELp e assembly with Model F1 FR, F-IFR _ f� F f RBIES 18 $prim<�cr. 3, Use only the 135°F temperature rated model CCP cover rpllate assembly with the Model F1/RES 18 Pendent sprin- er. Refer to Bulletin 141 and Ihis caution sheet. for lecfmi- cal information. 4. Use the appropriate temperature rated Madel CCP cover plate assembly with either the Model F 1 FR or 1- I FR OREC endent sprinkler in accordance with Bulletin 143 or 151 and Caution Sheet CA -70. 5, Install sprinklers after ceiling is in place. G. Never apply paint azul/or olher matin ig to :.I rii ikler or con i- cealed sprinkler cover plate. 7. Do not install conce, led sprinklers in ceilir rys which Have positive pressure in the space above, ai id 66 not cover the cup vent holes. An open plenum space must be above the sprinkler cup. g • Use a Model RC1 Wrench, (Fig. 1) to install sprinklers. Face of sprinkler filling to ceiling dimension is shown on Fig. 3 or Fig. 4. Ceiling hole diameter is 2'n 9, Final adjustment of each cover can be i nacle by hand turn- ing the cover plate in the clockwise direction until it is light against the ceiling. 10. Never install the Model F1/RES CCP Concealed Residen- tial Sprinkler in areas where ceiling temperatures exceed 100°F. 11. When residential sprinklers aro installed in plaslic piping systems containing glycei ii ie, special care is required to achieve a proper thread seal. Conlacl 11 ie filling manufac- turer for recommended sealant and inslallatioi i procedure. Installation Wrench Model RC1 Sprinkler Wrench l:a� Fig. I Tech nical-Data_-._ :.,,;y. Thread Maximum Temperature Rating Maximum Size Pressure Sprinkler Cover Ceiling Temp. Maximum hsiu_ ..—J.55111- - .-.55111- I 135:11, 10(y ' Installatinn Data Model F1 /RES/CCP Concealed, Residential Sprinkler Description Tl ie Model F 1/RES CCP Concealed Residential Sprinkler is a UL listed residential sprinkler intended to be installed in the wet pipe sprinkler systems of one and two family dwellings and mobile homes, in residential occupancies up to four stories in height or in the residential portions of any occupancy per NFPA 13D, 13R or13. -I ho Dolleclor of the Model F1/RES 18 is marked "Pend.", "Res. Sprki", 1= I/IBES/ 18;' 155°F and "K=3.9". •1 he frame wrench boss is marked "Risco" and 1F1 3.9". The push on cover plate assembly is labeled "Rasco 135°F (57°C Model CCP cover plate - - - - for use with Reliable Model F1/RES 1 3.9 K orifice, 155°F sprinkler only'. Installation Apply a Teflon` based thread sealant to the sprinkler threads only. The Model RC1 Wrench is then used to engagge the sprigler wrenching surfaces to install the sprinkler in the filling. A 2 / di- ameler hole cul into the ceiling allows the s Drinkker Lobe properly covered by the push on cover plate. Push lAe cover plate assem- bly by hand into the cup. Final adjustment, if required, is made by turning the cover plate clockwise until the cover plate flange is in contact with the ceiling surface. The Model F1 ES 18 Sprinkler is only to be installed with 135"F rated Model 70P o ncea a over Plate_ nssernUli_e_.s. Use care to avoid damagin, the sprinklers before, during and after installation. Replace all sprini lers which have any sign of damage. The temperature rating of residential sprinklers is stamped on the defleclor. The spnnller orifice size is determined by the "K" Factor which is marked on the sprinkler. Reliable authorized plated and painted Model F1/RES Sprinklers are dislinquished by the bronze pipe cap insert. When ceiling tem- peraturos are in doubt, r 1 ioasure with in accurate therrnorneler. Refer to NFPA 13, 13D, 13R and Reliable product Bulletin 141 for further installation details and for specific approval information. `' DuPonl. Registered Trademark. -------------- ------ :.,,;y. NFPA 13,13D and 13R Nominal " '- Maximum ___ _ Minlmum Required Sprinkler Dlscharpe Orifice Sprinkler Distance_, _ _ Single Sprinkler ____ ______ Two Or More Sprinklers Size Spacina To Wall Flow Pressure Flow Ea. Pressure Ea. Model (In.)- ,t� r --- (Ft.) 12x12 -- (Ft.) (psi). — (gp►n) (psi) — - -- - - _ _ 6 —__ _(9pm) 11 _-- — 8.0 10.5 7.2 14 x 14 7 12 9.5 10.5 7.2 F1/RES/CCP 'n 3.9 16 x 16 8 15 14.8 12 9.5 Concealed 16X 18 9 16 16.8 13 11.1 20 x 20 10 18 21.3 14 12.9 The Reliable Automatic Sprinkler Co., Inc., 525 North MacQueslen Parkway, Mount Vernon, New York 10552 Basic Principles ®� These areas must be softened and Solvent Cementing penetrated The solvent cemented connection in thermoplastic _ pipe and fittings is the last vital link in a plastic pipe - �{ installation, It can mean the success or failure of the system as a whole. Accordingly, it requires the same professional care and attention that are given to other components of the system. There are many solvent cementing techniques published covering step by step procedures on just how to make solvent cemented joints. However, we feel that if the basic principles involved are explained, known and understood, a better understanding would be gained, as to what techniques are necessary to suit particular applications, temperature conditions, and variations in size and fits of pipe and fittings. Be aware at all times of good safety practices. Solvent cements for pipe and fittings are flammable, so there should be no smoking nor other sources of heat or flame in working or storage areas. Be sure to work only in a well ventilated space and avoid unnecessary skin contact with all solvents. More detailed safety information is available from Harvel or IPS Weld -On) Corporation. To consistently make good joints, the following should be carefully understood. I The joining surfaces must be softened and made semifluid. Z Sufficient cement must be applied to fill the gap between pipe and fitting. 3 Assembly of pipe and fittings must be made while the surfaces are still wet and fluid. 4 Joint strength develops as the cement dries. In the tight part of the joint the surfaces will tend to fuse together, in the loose part the cement will bond to both surfaces. When using the ONE STEP cementing process, penetration and softening can be achieved by the cement itself (read ONE STEP cementing procedures carefully; refer to installation instructions). For certain sizes, under certain conditions, it may be desirable to use the TWO STEP process which utilizes a primer to ensure adequate softening. For example, when working in cold weather with large diameter pipe, more time and additional applications may be required. Cement coatings of sufficient thickness �'�ar^hnrsss More than sufficient cement to fill the loose part of the joint must be applied. Besides filling the gap, adequate cement layers will penetrate the surfaces and also remain wet until the joint is assembled. Prove this yourself. Apply on the top surface of a piece of pipe two separate layers of cement. First flow on a heavy layer of cement, then alongside it a thin brushed out layer Test the layers every 15 seconds or so by a gentle tap with your finger. You will note that the thin layer becomes tacky and then dries quickly (probably within 15 seconds) The heavy layer will remain wet much longer. Now check for penetration a few minutes after applying these layers. Scrape them with a knife. The thin layer will have achieved little or no penetration. The heavy one, much more penetration. Surfaces must be assembled while they are wet and soft If the cement coatings on the pipe and fittings are wet and fluid when assembly takes place, they will tend to flow together and become one layer. Also, if the cement is wet the surfaces beneath them will still be soft, and these softened surfaces in the tight part of the joint will tend to fuse together. Surfaces Bon Fusec As the solvent dissipates, the cement layer and the softened surfaces will harden with a corresponding increase in joint strength. A good joint will take the required working pressure long before the joint is fully dry and final strength is obtained. In the tight (fused) part of the joint, strength will develop more quickly than in the looser (bonded) part of the joint. Information about the development of bond strength of solvent cemented joints is available. The QUALITYLine 1 Sizes Available: 6" (150mm), 8" (200mm) and 10" (250mm) Voltages Available: 24VAC 120VAC 12VDC (10.2 to 15.6) Polarized 24VDC (20.4 to 31.2) Polarized Service Use: Fire Alarm General Signaling Burglar Alarm Environment: Indoor or outdoor use (See Note 1) -400 to 150°F (-40° to 66°C) (Outdoor use requires weatherproof backbox.) Termination: 4 No. 18 AWG stranded wires 6" BELL SHOWN Finish: Red powder coating Optional: Model BBK-1 weatherproof backbox These vibrating typ3 bells aie desip-ied for use as fire, burglar or general signaling devices. They have low power con- sumption and -iigh decibel ratings. The unit mounts on a standard 4" (101 mm) square electrical box for indoor use or on a model BBK-1 weatherproof oackbnc for outdoor applications. Weatherproof backbox model BBK-1, Stock No. 1500001. ALL DC BELLS AFE POLARIZED AND HAVE BUILT-IN TRANSIENT PROTECTION: SIZE 1FCHE3 rnm} VOLTAGE MODEL NO. STOCK NO. CURRENT (MAX) TYPICAL dB AT 10 Fr. (3m) (2) MINIMUM dB AT 10 FT. (3-)(1) '6(15Q 12VDC PBD126 1706012 .12A 85 76 9 (200 i 12VDC P131)128 1708012 .12A 90 76 10(25-3) 12VDC PBD1210 1710012 .12A 92 78 E050 24VDC PBD246 1706024 .06A 87 76 E (20G) 24VDC PBD248 1708024 .06A 91 79 17 (257} I 24VDC PB02410 1710024 .06A 94 79 6 (156) 24VAC PBA246 1006024 .17A 91 76 6 ;20,D) 24VAC PBA248 1808024 .17A 94 76 10 (250: 24VAC PBA2410 1810024 .17A 94 76 6 (153) 120VAC PBA1206 1806120 .05A 92 82 3 (200) 120VAC PBA1208 1808120 .05A 99 82 10 (2:•0 120VAC PBA12010 1810120 .05A 99 85 Notes: 1.. Minimum dB ratings a -e MIcclated from integrated sound pressure measurements made at Underwriters Laboratories as specified in UL Standard z-64.. UL temperature range is -300 to 150°F (-340 to 660C). 2. Typical dE ratings arE caculatrd from measurements made with a conventional sound level meter and are indicative of output IevelE in an actual installation. Potter Electric Signal Compan/ I M81 Craig Road, St. Louis, MO, 63146-4161 I Phone: 800-325-3936/Canada 888-882-18331 www.pottersignal.com PRINTED IN USA MKT. #8850001 - REV P PAGE 1 OF 2 MFG. #5400776 - 3/99 pp PorrER -Potter Electric Signal Company 2081 Craig Rd.,/P.O. Box 28480 St. Louis, Mo. 63146 1314)878-4321 / (800)325-3936 STK. NO. 1113000 U.S. PAT. NO. 3921989, CANADIAN PAT. NO. 1009680 OTHER PATENTS PENDING. The Model VSR-SF is a vane type waterflow swileh for use on wet sprinkler systems that use 1", 1 1/4", or 1 1/2" pipe size. The unit may also be used as a sectional waterflow detector on large systems. The unit contains two single pole double throw snap action switches and an adjustable pneumatic retard.The switches are actuated when a flow of 10 gallons per minute or more occurs downstream of the device. The flow condi- tion must exist for a period of time necessary to overcome the selected retard period. INSTALLATION: These devices may be mounted in a horizontal or vertical pipe. On horizontal pipe they should be installed on the top side of the pipe where they will be ac- cessible. The units should not be installed within 6" of a valve, drain or fitting which changes the direction of the waterflow. The unit has a 1 " NPT bushing for threading into a non corrosive -TEE". See figure 2 for proper "TEE" size, type and installation. VSR-SF VANE TYPE WATERFLOW FOR SMALL PIPE SWITCH WITH RETARD Potter Electric 5ignai & Mfg. L r u 1967 Leslie Street Don Mills, Ontario, Canada M3B2M3 (416)441-1833 UL & ULC LISTED Service Pressure: Up to 250 PSI Minimum Flow Rete for Alarm: 10 GPM Maximum Surge: 18 FPS Enclosure: Cast Aluminum, red enamal finish. Cover held In place with tamper resistant screws. Contact Ratings: Two sets of S.P.D.T. (Form C) 10 Amp. @ 125/250 V. AC 2 Amp. @ 0-30V. DC Conduit Entrances: Two openings for 1/2" conduit. Usage: Listed Plastic, Copper and Schedule 40 Iron Pipe. Fits pipe sizes - 1", 1 '/a", & 1 1/2" Note: 8 paddles are furnished with each unit, one for each pipe size of threaded or sweat TEE, one for CPVC, and one for polybutylene. Environmental Limitations: 40° F/120° F 4.5° C/49' C Caution: This device Is not Intended for applications In explosive environments. Service Use: NFPA 13 Automatic Sprinkler One or Two Family Dwelling NFPA-13D Residential Occupancy up to 4 Stories R NFPA-71 Central Station NFPA-7 Local NFPA-72B Auxiliary NFPA-72C Remote Station NFPA-72D Proprietary Optional: Cover Tamper Switch , order Stk. No. 0090018 Kit for Outdoor Use: Order Stk. No. 1940036 Screw the device into [lie "TEE" fitting as shown in Fig. 2. Care must be taken to properly orient the device for the direction of waterflow. The vane must riot rub the inside of the "TEE" or bind in any way. The stem should move freely when operated by hand. The device can also be used in copper or plastic pipe installations with the proper adapters so that the specified "TEE" filling may be installed on the pipe run. TESTING: Check the operation of the unit by opening the "Inspection rest Valve" at the end of the sprinkler line or the drain and test connection, if an Inspectors Test Valve is not provided. If there are no provisions for testing the operation of the flow detection device on the system, application of the VSR-SF is not recommended or advisable CAUTION: There are 8 paddles furnished with each unit. These paddles have raised lettering that shows the pipe size and type of "TEE" that they are to be used with. The proper paddle II llal be used. The screw that holds the paddle must be securely tightened. PRINTED IN USA REV D BULLETIN 002 PAGE 1 OF 2 Tac0 INCORPORATED 36 CORONA. CA • (9D9) 737-5599 FIG. 23 HANGER FOR C.P.V.C. PLAS77C PIPE DOUBLE FASTENER STRAP TYPE Size Range - 3/4" thru 2" C.P.V.C. pipe. Material- Carbon Steel with galvanized finish G-90 govt. spec. Function- The Fig. 23 and Fig. 24 are intended to perform as a hanger/restrainer to support only C.P.V.C. piping used in automatic fire sprinkler systems. Fig. 23 and Fig. 24 can be installed on the top or on the bottom of a beam. The Fig. 23 can also be installed on the side of a beam. The Fig. 23 and Fig. 24 can also function as a restrainer to prevent the upward movement of the sprinkler head during activation. Approvals - Underwriters' Laboratories listed to support fire sprinkler piping. Meets and exceeds the requirements of N.F.P.A. 13,13R, and 13D. Features - The Fig. 23 and Fig. 24 incorporate features which protect the pipe and ease installation. The flared edge design FIG. 24 HANGER FOR C.P.V.C. PLASTIC PIPE DOUBLE FASTENER STRAP TYPE — SIDE MOUNT I I t A 1► protects the C.P.V.C. pipe from any rough surface. The Fig. 23 design incorporates snap retainers allowing easier and faster installation. The Fig. 23 and Fig. 24 are easily attached to the building struc- ture using the two hex head self threading screws' furnished with the product. It is recommended that rechargeable electric drills filled with a hex socket attachment be used as Installation tools. No impact tools (such as a hammer) or impact fasteners (such as drive screws or nails) are allowed. Damage has been known to result from installations using impact type tools. No pre drilling of a pilot hole in wood is required. Order By - Figure number and C.P.V.C. pipe size. Patents Pending '-Hardened hex head self threading screw is furnished with the product and is the minimum fastener size acceptable. C.P.V.C. PIPE SIZE A FIG. 23 FIG. 24 B FIG. 23 FIG. 24 C _FIG. 23 FIG. 24_ MAX. HANGER FASTENER APPROX. SPACING HEX HEAD WEIGHT (FT.) SIZE PER 100 3/4 3-1/8 2/16 1-9,16 1-5/32 1-3116 1-3/16 5-1/2 5/16 9 2 6 %315%4"6vrwI3 +k�%9'/8 . 1-1/4 4-3/16 3 2-3/32 1 1/2 1-3 16 1-3/16 `m`7 6 1/2 5/16 11 EN s`l :%'1'.6 3r;�'%i4 .2,3_jj2 ` .f?1=5%8° ? • 1 ' 1-$%16 z` ., , 17. , .. .. , .,;. 2 4-7/8 3-11/16 2-7/16 1-27/32 116 1-3/16 8 5/16 15 REVISED 3/94 .......... GALVANIZED:,j;tF-SSURE-'-rANKS 75 pSi WORK I ING PRESSURE 6.0; II I I ----A -uvw .1:; jqj''I' o-1 (iW'Ov uI ;., 1-11`1 ILIA) C:lvallized Tank Wor.killu I"ressille ...... ()WI 1K:j aIhm I.)in wI Isiol IC�II� roily 2o.110 m 50 Ht- vv 1. 1 1.) S. MulltrlOallm Is '1.3 x .jjj IJ G. '1.3 x 32 '12 f."I 11.4 20 x GO -114 11'2..11224 -120 '111.6 12.2 x 60 -161 -120 22.11 30 x 76 303 110 wesl 220 34.1 'IM.11 32-1 36 x DO .1 .1 G 3J!5 W(.,.,;t '19 Y/14 42 x 67 (340 13 vv,�) V...,O -1 . 36 x '126 665 c r) i -i b (,)- (illi 139.5 9 1.0 4 2-.X 59 j ... . ........ ITIP .......... - 00 cluillbO 900 .;. i_ 1)()III i io t 17.1)11 q i -.-. --.- ---...... I Mid Vel"'(-" ..I All oIIWV!; "'lly- N F E.H. USE ONLY Piot ftn Attechod Floor Man Attached Sent to B.D. / 70: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# V11— Plan Approved for: Sewage Disposal '� ,Water Supply: Public Private Well Clearance for / dwelling. Other Hol, inaljor:----�~_��� mal clearance O.K. for: NOTE: `s O Environme I" l H alth Specialist Date 8196 } Special Conditions c/ 7 — 07 3 O — V7 1. Install shallow, pressure -dosed leach trenches as shown on the attached special system design by NorthStar Engineering. 2. Leach trenches must not be installed during wet weather when soils are saturated (typically November through May). 3. Leach trenches will be installed in the sewage disposal area designated on the recorded parcel map. 4. Install an approved septic tank effluent pump with control panel and audio/visual alarms. 5. Septic tank shall pass a 24-hour water tightness test. 46. Install risers over tank. Risers shall extend two inches (2") above finished grade. V 7. Pressure transport line from septic tank to leach field shall be bedded in sand. \1 8. Place tracing wire along pressure transport line. 9. Minimum depth of pressure transport line is twelve inches (12"). v 10. Pressure distribution lines shall undergo a "squirt" test. V 11. Submit as -built plot map of entire sewage disposal system. 12. Staff from Butte County Environmental Health shall inspect all components of sewage disposal system. ring. I /211 NOTES I. The soil used for the capping fill shall be a silt or sandy silt free of rocks an'd debris. 2. Construction of capping fills shall occur between lune 1 and October I unless otherwise approved by the County and the )engineer. 3. The upper 18" of natural soil must not be saturated or at a moisture content which Cause; of soil structure and porosity when worked. A 4.'fhe absorption trencli area shall be scarified prior to construction to destroy vegetative neat. YPICAL Rototilling is the preferred method. SPECIAL SYSTEMA DESIGN S. There shall be a minimum tell feet of separation between the edge of the till and clic u„t,ic,c sidewalls of the absorption trenches TENTATIVE SUBDIVISION for DAJ Trust G. The first six inches of capping fill shall be mixed thoroughly with file native soil. l:ill nlatenal shall be evenly graded to a final depth.ofsixteen inches over the drainrock. 7. A piezometer shall be installed at the distal end of every trench. Environmental Health t tap,Civil Engineers Planners •Sung -' OCT9 �� A� 20 DECLARATION DRIVE --. 1 `a ----__..__-- ENGINEERING c►nco, CALIFORNIA 9592E Chico, Califomia 91G_003 -1G00 - -- .. i• ' �, � •.'r�:.: j.2: • 7.i.i1 �- ••YY . -.ti �, � plSvoSA� Af�A :li',''�';. f/y'�f*.{►�/' :,' ,104,04 otop r'•".�:. ......... >' fix' 1',.' .1 :-� En Wronmental Nealth �.�:;.• � ���� " � : ... �� � � . ,, � . roGA . � chgcO I .f tr' � !nY l :1 •�Y p le 1'�1r • �.tdia..i',i� ..irk .!• l�t� /.1;:^''• ! .. W. ,al r, 17�?..: � i i ! i , •, Vit" • ''! i'• �, ' t A7t�!►� ! '•,�, fl+ .y'yrti tt.�Lt�, , .j ! � ''' . !' � !" Y .:{. a I J • .. ' . '�l 1 , i J: 1•: ! Z i :r S .rr 1 •T:� t!1 1• C J f r. •a I:r t. • .. ... �� is '1 1 d. t l� r�, tii t,�I' . '. i, • 'c } i . .., r i.'.rw •.. .r .1• ... ... ..r Mirl•�+••ar., �,.rr.wrrlr r•r Nr•. •Il r•.jr'• •�,. .�• J\'r • its (�jT..�l`�r'It'. .Y., ti ,�,, �.•,.."?::'.''•`''1;.'. � '' CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 Project Address........ Grindstone Place ******* Door n/a Chico, California *v6.01* Garage Documentation Author... Donna Wallace ******* Building Permit R-13 399 East 9th Avenue Plan Check Date Chico, CA 95926 Wood R-38 R-0 530-893-4982 Field Check/ Date Climate Zone........... 11 R-11 R-27 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM CF -1R User#-MP0995 User- Run -Kremer Component Type GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Stories.......... Floor Construction Type.... Glazing Percentage......... Average Glazing U -factor... Average Glazing SHGC....... Average Ceiling Height..... 4811 sf Single Family Detached New Front Facing 180 deg (S) 1 2 Raised Floor 21.2 % of floor area 0.39 Btu/hr-sf-F 0.37 14.2 ft BUILDING SHELL INSULATION Frame Cavity Sheathing Total Assembly Type R -value R -value R -value U -factor Location/Comments Wall Wood R-17.8 R-0 R-17.8 0.065 Garage, Turret Door n/a R-0 R-n/a R-0 0.330 Garage Wall Wood R-13 R-0 R-13 0.088 Attic Roof Wood R-38 R-0 R-38 0.030 Great Room Roof Wood R-11 R-27 R-38 0.025 Second Floor Roof Wood R-30 R-0 R-30 0.036 Stairwell Floor Wood R-19 R-0 R-19 0.037 Typical FloorExt Wood R-19 R-0 R-19 0.048 Second Floor FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Factor SHGC Shading Shading Fins Window Front (S) 11.6 0.340 0.340 Standard Standard None Window Front (S) 28.0 0.400 0.300 Standard Standard None Window Front (S) 9.7 0.340 0.340 Standard Standard None Door Front (S) 90.8 0.550 0.650 Standard Standard Yes Window Front (S) 60.0 0.570 0.670 Standard Standard Yes Window Front (S) 2.9 0.340 0.340 Standard Standard None Window Front (S) 3.3 0.340 0.340 Standard Standard Yes Window Front (S) 6.3 0.340 0.340 Standard Standard Yes Window Right (SE) 2.9 0.340 0.340 Standard Standard None Door Left (W) 60.0 0.330 0.320 Standard Standard Yes Window Left (W) 12.0 0.340 0.340 Standard Standard Yes CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM CF -1R User#-MP0995 User- Run -Kremer FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Factor SHGC Shading Shading Fins Window Left (NW) 9.3 0.400 0.300 Standard Standard Yes Window Left (NW) 3.1 0.340 0.340 Standard Standard Yes Window Left (NW) 12.0 0.400 0.300 Standard Standard None Window Left (NW) 11.6 0.340 0.340 Standard Standard None Window Back (NE) 9.3 0.400 0.300 Standard Standard None Window Back (NE) 3.1 0.340 0.340 Standard Standard None Window Back (NE) 12.0 0.400 0.300 Standard Standard None Window Back (NE) 11.6 0.340 0.340 Standard Standard None Window Back (N) 5.2 0.340 0.340 Standard Standard Yes Window Back (N) 16.0 0.340 0.340 Standard Standard Yes Window Back (N) 5.3 0.340 0.340 Standard Standard Yes Window Back (NW) 6.0 0.340 0.340 Standard Standard None Window Back (N) 18.0 0.400 0.300 Standard Standard None Window Back (N) 8.4 0.340 0.340 Standard Standard None Window Back (NE) 6.0 0.340 0.340 Standard Standard None Door Back (N) 72.0 0.330 0.270 Standard Standard Yes Window Back (N) 18.7 0.340 0.340 Standard Standard Yes Window Back (N) 18.7 0.340 0.340 Standard Standard Yes Window Back (N) 20.0 0.340 0.340 Standard Standard None Window Back (N) 20.0 0.340 0.340 Standard Standard None Door Back (N) 40.0 0.330 0.270 Standard Standard Yes Window Back (N) 8.0 0.340 0.340 Standard Standard Yes Door Back (N) 40.0 0.330 0.270 Standard Standard Yes Window Back (N) 8.0 0.340 0.340 Standard Standard Yes Window Back (N) 10.0 0.400 0.300 Standard Standard Yes Window Back (N) 3.3 0.340 0.340 Standard Standard Yes Window Right (E) 10.0 0.400 0.300 Standard Standard Yes Window Right (E) 3.3 0.340 0.340 Standard Standard Yes Window Right (E) 10.0 0.400 0.300 Standard Standard Yes Window Right (E) 3.3 0.340 0.340 Standard Standard Yes Window Right (E) 6.3 0.400 0.300 Standard Standard Yes Window Front (S) 35.0 0.360 0.300 Standard Standard Yes Window Front (S) 6.3 0.400 0.300 Standard Standard Yes Window Left (W) 4.0 0.870 0.700 Standard Standard Yes Door Left (W) 33.3 0.330 0.270 Standard Standard Yes Window Back (N) 25.0 0.360 0.300 Standard Standard Yes Window Back (N) 4.0 0.870 0.700 Standard Standard Yes Window Back (N) 4.0 0.870 0.700 Standard Standard Yes Window Back (N) 25.0 0.360 0.300 Standard Standard Yes Door Back (N) 60.0 0.330 0.270 Standard Standard Yes Window Back (N) 5.2 0.340 0.340 Standard Standard Yes Window Back (NW) 7.5 0.360 0.300 Standard Standard Yes Window Back (NE) 7.5 0.360 0.300 Standard Standard Yes Window Right (E) 4.0 0.870 0.700 Standard Standard Yes Window Right (E) 12.0 0.340 0.340 Standard Standard None Window Right (E) 4.0 0.400 0.300 Standard Standard Yes Window Back (NE) 5.0 0.400 0.300 Standard Standard None Window Right (SE) 5.0 0.400 0.300 Standard Standard None Window Right (E) 8.0 0.340 0.340 Standard Standard None CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM CF -1R User#-MP0995 User- Run -Kremer FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Factor SHGC Shading Shading Fins Window Right (SE) 8.0 0.340 0.340 Standard Standard None Window Front (S) 8.0 0.340 0.340 Standard Standard None Window Front (S) 8.0 0.340 0.340 Standard Standard None Window Left (SW) 8.0 0.340 0.340 Standard Standard None Skylight Front (S) 4.0 0.440 0.350 None None None Skylight Left (W) 4.0 0.440 0.350 None None None Skylight Back (N) 4.0 0.440 0.350 None None None Skylight Right (E) 4.0 0.940 0.600 None None None HVAC SYSTEMS Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R -value Leakage D Type Furnace 0.900 AFUE n/a Crawlspace R-4.2 No No Setback ACSplit 12.00 SEER No Crawlspace R-4.2 No No Setback Furnace 0.900 AFUE n/a Attic R-4.2 No No Setback ACSplit 12.00 SEER No Attic R-4.2 No No Setback WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value WH1 Storage Gas Standard 1 0.48 75 R-12 WH2 Storage Gas Standard 1 0.58 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates non-standard Duct Location. This building incorporates Ducts in a Crawlspace or Basement Location. All supply registers must be within 2 ft of floor. Mandatory Measures require a R-12 or greater external blanket on Gas Storage Water Heaters with Energy Factors less than 0.58. This building incorporates non-standard Water Heating System CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 4 CF -1R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM CF -1R User#-MP0995 User- Run -Kremer HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates non-standard Duct Location. This building incorporates Ducts in a Crawlspace or Basement Location. The local enforcement agency may waive HERS verification for these locations. REMARKS The following fenestration units were U -factors and default SHGC-values: Foyer (Entry) Doors - 90.8 sf Windows above Foyer Doors: 60 sf M. Bath #3 - one 2020 Hopper M. Bath #3 - one 2020 Skylight Bath #4 - two 2020 Hoppers Bath #5 - one 2020 Hopper assigned CEC default Typical fenestration shall be wood -framed with dual -pane, low -e glass by Norco. Maximum values are as follows: Picture: U = 0.34 SHGC = 0.34 Casement: U = 0.40 SHGC = 0.30 Double Hung: U = 0.36 SHGC = 0.30 Swinging Door: U = 0.33 SHGC = 0.27 Sliding Door: U = 0.33 SHGC = 0.32 Reference: NFRC data provided by manufacturer Three skylights shall be wood -framed with dual -pane, low -e glass by Velux. These units have a maximum 0.44 U -factor and a maximum 0.35 SHGC-value. Reference: NFRC data provided by manufacturer CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 5 CF -1R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM CF -1R User#-MP0995 User- Run -Kremer COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... Lenn Goldmann Name.... Donna Wallace Company. Goldmann & Rose Company. Address. 411 Normal Avenue Address. 399 East 9th Avenue Chico, California 95928 Chico, CA 95926 Phone... 530-345-1161 Phone... 530-893-4982 License. I-A ,/�Signed.. A _ r3 Signed.. oCSibv,SA, 13 ate ate ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. date MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 1 MF -1R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 Project Address........ Grindstone Place ******* Chico, California *v6.01* Documentation Author... Donna Wallace ******* 399 East 9th Avenue Chico, CA 95926 530-893-4982 Climate Zone........... 11 Compliance Method...... MICROPAS6 v6.01 for Building Permit Plan Check Date Field Check/ Date 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM MF -1R User#-MP0995 User- Run -Kremer Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES Design- Enforce- er ment *150(a): Minimum R-19 ceiling insulation. R-30 & R-38 150(b): Loose fill insulation manufacturer's labeled R -Value. N/A *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply to exterior mass walls). R-13 & R-19 *150(d): Minimum R-13 raised floor insulation in framed floors. R-19 150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. N/A 118: Insulation specified or installed meets insulation quality standards. Indicate type and form. RIGID INSUL. & F.G. BATTS 116-17: Fenestration Products, Exterior Doors and Infiltration/ Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. BY CONTRACTOR 150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. N/A 150(f): Special infiltration barrier installed to comply with Sec. 151 meets Commission quality standards. N/A 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. BY CONTRACTOR MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 2 MF -1R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM MF -1R User#-MP0995 User- Run -Kremer SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES Design- Enforce- er ment 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. BY CONTRACTOR 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. ATTACHED 150(i): Setback thermostat on all applicable heating and/or cooling systems. BY CONTRACTOR 150(j): Pipe and Tank insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (R-4 or greater). 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water system. 5. Cooling system piping below 55 degrees insulated. 6. Piping insulated between heating source and indirect hot water tank. BY CONTRACTOR *150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and in- sulated, to meet the requirements of the 1998 CMC sectons 601, 603, and 604, and standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL181B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber addhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. BY CONTRACTOR 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. N/A 115: Gas-fired central furnaces, pool heaters, spa heaters or MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 3 MF -1R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM MF -1R User#-MP0995 User- Run -Kremer household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr). BY CONTRACTOR LIGHTING MEASURES Design- Enforce- er ment 150(k)l: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. BY CONTRACTOR 150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in Sec. 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. BY CONTRACTOR COMPUTER METHOD SUMMARY Page 1 C -2R Project Title.......... Kremer Residence Project Address........ Grindstone Place Chico, California Documentation Author... Donna Wallace Date..05/06/03 10:54:45 ******* *v6.01* ******* 44 399 East 9th Avenue Chico, CA 95926 530-893-4982 Climate Zone 11 ENERGY USE Bui inPermit g Plan Check Date Field Check/ Date Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User- Run -Kremer MICROPAS6 ENERGY USE SUMMARY Single Family Detached Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating.......... 16.16 14.75 1.41 Space Cooling.......... 10.24 8.16 2.08 Water Heating.......... 5.92 7.80 -1.88 Total 32.32 30.71 1.61 *** Building complies with Computer Performance *** Zone Type 1ST. FLR Residence 2ND.FLR Residence GENERAL INFORMATION Conditioned Floor Area..... 4811 sf Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 180 deg (S) Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type.......... ReducedYear Floor Construction Type.... Raised Floor Number of Building Zones... 2 Conditioned Volume......... 68263 cf Slab -On -Grade Area......... 0 sf Glazing Percentage......... 21.2 % of floor area Average Glazing U -factor... 0.39 Btu/hr-sf-F Average Glazing SHGC....... 0.37 Average Ceiling Height..... 14.2 ft BUILDING ZONE INFORMATION Floor # of Vent Vent Area Volume Dwell Cond- Thermostat Height Area (sf) (cf) Units itioned Type (ft) (sf) 2733 49130 0.57 Yes Setback 2078 19133 0.43 Yes Setback Air Leakage Credit 8.0 Standard No 8.0 Standard No COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User- Run -Kremer OPAQUE SURFACES Area U- Insul Act Solar Form 3 Location/ Surface (sf) factor R-val Azm Tilt Gains Reference Comments 1ST.FLR 1 Wall 903 0.065 17.8 180 90 Yes W.19.2X6.16 2 Wall 56 0.065 17.8 180 90 No W.19.2X6.16 Garage 3 Door 24 0.330 0 180 90 No None Garage 4 Wall 50 0.065 17.8 135 90 Yes W.19.2X6.16 5 Wall 193 0.065 17.8 270 90 Yes W.19.2X6.16 6 Wall 160 0.065 17.8 270 90 No W.19.2X6.16 Garage 7 Wall 122 0.065 17.8 315 90 Yes W.19.2X6.16 8 Wall 122 0.065 17.8 45 90 Yes W.19.2X6.16 9 Wall 708 0.065 17.8 0 90 Yes W.19.2X6.16 10 Wall 425 0.065 17.8 90 90 Yes W.19.2X6.16 30 Roof 436 0.030 38 270 40 Yes R.38.2X12.16 Great Room 31 Roof 436 0.030 38 90 40 Yes R.38.2X12.16 34 Floor 2733 0.037 19 n/a 0 No FC.19.2X8.16 Typical 2ND.FLR 11 Wall 448 0.065 17.8 180 90 Yes W.19.2X6.16 12 Wall 126 0.088 13 180 90 Yes W.13.2X4.16 Attic 13 Wall 152 0.065 17.8 270 90 Yes W.19.2X6.16 14 Wall 140 0.088 13 270 90 Yes W.13.2X4.16 Attic 15 Wall 18 0.088 13 0 90 Yes W.13.2X4.16 Attic 16 Wall 471 0.065 17.8 0 90 Yes W.19.2X6.16 17 Wall 9 0.065 17.8 326 90 Yes W.19.2X6.16 18 Wall 9 0.065 17.8 34 90 Yes W.19.2X6.16 19 Wall 299 0.065 17.8 90 90 Yes W.19.2X6.16 20 Wall 14 0.065 17.8 45 90 Yes W.19.2X6.16 21 Wall 14 0.065 17.8 135 90 Yes W.19.2X6.16 22 Wall 14 0.065 17.8 90 90 Yes W.19.2X6.16 Turret 23 Wall 14 0.065 17.8 125 90 Yes W.19.2X6.16 24 Wall 14 0.065 17.8 160 90 Yes W.19.2X6.16 25 Wall 14 0.065 17.8 195 90 Yes W.19.2X6.16 26 Wall 14 0.065 17.8 230 90 Yes W.19.2X6.16 27 Wall 51 0.065 17.8 315 90 Yes W.19.2X6.16 28 Wall 51 0.065 17.8 0 90 Yes W.19.2X6.16 29 Wall 51 0.065 17.8 45 90 Yes W.19.2X6.16 32 Roof 1990 0.025 38 n/a 0 Yes R.38.2X4.24 Second Floor 33 Roof 32 0.036 30 180 40 Yes R.30.2X10.16 Stairwell 35 FloorExt 177 0.048 19 n/a 0 No FX.19.2X8.16 Second Floor FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) factor SHGC Azm Tilt Type/SHGC Type/SHGC 1ST.FLR 1 Window Front (S) 11.6 0.340 0.340 180 90 Standard/0.76 Standard/0.68 2 Window Front (S) 28.0 0.400 0.300 180 90 Standard/0.76 Standard/0.68 3 Window Front (S) 9.7 0.340 0.340 180 90 Standard/0.76 Standard/0.68 4 Door Front (S) 90.8 0.550 0.650 180 90 Standard/0.76 Standard/0.68 5 Window Front (S) 60.0 0.570 0.670 180 90 Standard/0.76 Standard/0.68 6 Window Front (S) 2.9 0.340 0.340 180 90 Standard/0.76 Standard/0.68 COMPUTER METHOD SUMMARY Page 3 C -2R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User- Run -Kremer Orientation FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade (sf) factor SHGC Azm Tilt Type/SHGC Type/SHGC 7 Window Front (S) 3.3 0.340 0.340 180 90 Standard/0.76 Standard/0.68 8 Window Front (S) 6.3 0.340 0.340 180 90 Standard/0.76 Standard/0.68 9 Window Right (SE) 2.9 0.340 0.340 135 90 Standard/0.76 Standard/0.68 10 Door Left (W) 60.0 0.330 0.320 270 90 Standard/0.76 Standard/0.68 11 Window Left (W) 12.0 0.340 0.340 270 90 Standard/0.76 Standard/0.68 12 Window Left (NW) 9.3 0.400 0.300 315 90 Standard/0.76 Standard/0.68 13 Window Left (NW) 3.1 0.340 0.340 315 90 Standard/0.76 Standard/0.68 14 Window Left (NW) 12.0 0.400 0.300 315 90 Standard/0.76 Standard/0.68 15 Window Left (NW) 11.6 0.340 0.340 315 90 Standard/0.76 Standard/0.68 16 Window Back (NE) 9.3 0.400 0.300 45 90 Standard/0.76 Standard/0.68 17 Window Back (NE) 3.1 0.340 0.340 45 90 Standard/0.76 Standard/0.68 18 Window Back (NE) 12.0 0.400 0.300 45 90 Standard/0.76 Standard/0.68 19 Window Back (NE) 11.6 0.340 0.340 45 90 Standard/0.76 Standard/0.68 20 Window Back (N) 5.2 0.340 0.340 0 90 Standard/0.76 Standard/0.68 21 Window Back (N) 16.0 0.340 0.340 0 90 Standard/0.76 Standard/0.68 22 Window Back (N) 5.3 0.340 0.340 0 90 Standard/0.76 Standard/0.68 23 Window Back (NW) 6.0 0.340 0.340 326 90 Standard/0.76 Standard/0.68 24 Window Back (N) 18.0 0.400 0.300 0 90 Standard/0.76 Standard/0.68 25 Window Back (N) 8.4 0.340 0.340 0 90 Standard/0.76 Standard/0.68 26 Window Back (NE) 6.0 0.340 0.340 34 90 Standard/0.76 Standard/0.68 27 Door Back (N) 72.0 0.330 0.270 0 90 Standard/0.76 Standard/0.68 28 Window Back (N) 18.7 0.340 0.340 0 90 Standard/0.76 Standard/0.68 29 Window Back (N) 18.7 0.340 0.340 0 90 Standard/0.76 Standard/0.68 30 Window Back (N) 20.0 0.340 0.340 0 90 Standard/0.76 Standard/0.68 31 Window Back (N) 20.0 0.340 0.340 0 90 Standard/0.76 Standard/0.68 32 Door Back (N) 40.0 0.330 0.270 0 90 Standard/0.76 Standard/0.68 33 Window Back (N) 8.0 0.340 0.340 0 90 Standard/0.76 Standard/0.68 34 Door Back (N) 40.0 0.330 0.270 0 90 Standard/0.76 Standard/0.68 35 Window Back (N) 8.0 0.340 0.340 0 90 Standard/0.76 Standard/0.68 36 Window Back (N) 10.0 0.400 0.300 0 90 Standard/0.76 Standard/0.68 37 Window Back (N) 3.3 0.340 0.340 0 90 Standard/0.76 Standard/0.68 38 Window Right (E) 10.0 0.400 0.300 90 90 Standard/0.76 Standard/0.68 39 Window Right (E) 3.3 0.340 0.340 90 90 Standard/0.76 Standard/0.68 40 Window Right (E) 10.0 0.400 0.300 90 90 Standard/0.76 Standard/0.68 41 Window Right (E) 3.3 0.340 0.340 90 90 Standard/0.76 Standard/0.68 42 Window Right (E) 6.3 0.400 0.300 90 90 Standard/0.76 Standard/0.68 2ND.FLR 43 Window Front (S) 35.0 0.360 0.300 180 90 Standard/0.76 Standard/0.68 44 Window Front (S) 6.3 0.400 0.300 180 90 Standard/0.76 Standard/0.68 45 Window Left (W) 4.0 0.870 0.700 270 90 Standard/0.76 Standard/0.68 46 Door Left (W) 33.3 0.330 0.270 270 90 Standard/0.76 Standard/0.68 47 Window Back (N) 25.0 0.360 0.300 0 90 Standard/0.76 Standard/0.68 48 Window Back (N) 4.0 0.870 0.700 0 90 Standard/0.76 Standard/0.68 49 Window Back (N) 4.0 0.870 0.700 0 90 Standard/0.76 Standard/0.68 50 Window Back (N) 25.0 0.360 0.300 0 90 Standard/0.76 Standard/0.68 51 Door Back (N) 60.0 0.330 0.270 0 90 Standard/0.76 Standard/0.68 52 Window Back (N) 5.2 0.340 0.340 0 90 Standard/0.76 Standard/0.68 53 Window Back (NW) 7.5 0.360 0.300 326 90 Standard/0.76 Standard/0.68 54 Window Back (NE) 7.5 0.360 0.300 34 90 Standard/0.76 Standard/0.68 55 Window Right (E) 4.0 0.870 0.700 90 90 Standard/0.76 Standard/0.68 COMPUTER METHOD SUMMARY Page 4 C -2R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User- Run -Kremer Orientation FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade (sf) factor SHGC Azm Tilt Type/SHGC Type/SHGC 56 Window Right (E) 12.0 0.340 0.340 90 90 Standard/0.76 Standard/0.68 57 Window Right (E) 4.0 0.400 0.300 90 90 Standard/0.76 Standard/0.68 58 Window Back (NE) 5.0 0.400 0.300 45 90 Standard/0.76 Standard/0.68 59 Window Right (SE) 5.0 0.400 0.300 135 90 Standard/0.76 Standard/0.68 60 Window Right (E) 8.0 0.340 0.340 90 90 Standard/0.76 Standard/0.68 61 Window Right (SE) 8.0 0.340 0.340 125 90 Standard/0.76 Standard/0.68 62 Window Front (S) 8.0 0.340 0.340 160 90 Standard/0.76 Standard/0.68 63 Window Front (S) 8.0 0.340 0.340 195 90 Standard/0.76 Standard/0.68 64 Window Left (SW) 8.0 0.340 0.340 230 90 Standard/0.76 Standard/0.68 65 Skylight Front (S) 4.0 0.440 0.350 180 40 None/1 None/1 66 Skylight Left (W) 4.0 0.440 0.350 270 40 None/1 None/1 67 Skylight Back (N) 4.0 0.440 0.350 0 40 None/1 None/1 68 Skylight Right (E) 4.0 0.940 0.600 90 40 None/1 None/1 OVERHANGS AND SIDE FINS Window- overhang Left Fin Right Fin - Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 1ST.FLR 4 Door 90.8 10.5 8.6 25.0 7.5 9.8 9.8 n/a n/a n/a n/a n/a n/a 5 Window 60.0 10.5 6.0 25.0 0.5 9.8 9.8 n/a n/a n/a n/a n/a n/a 7 Window 3.3 n/a 2.0 6.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 6.3 n/a 2.5 6.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 10 Door 60.0 9.0 6.7 21.5 2.3 3.3 21.5 n/a n/a n/a n/a n/a n/a 11 Window 12.0 9.0 1.3 21.5 1.0 3.3 21.5 n/a n/a n/a n/a n/a n/a 12 Window 9.3 n/a 4.0 2.0 1.7 n/a n/a n/a n/a n/a n/a n/a n/a 13 Window 3.1 n/a 1.3 2.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 20 Window 5.2 n/a 2.5 14.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 21 Window 16.0 n/a 4.0 2.0 1.7 n/a n/a n/a n/a n/a n/a n/a n/a 22 Window 5.3 n/a 1.3 2.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 27 Door 72.0 9.0 8.0 14.0 1.0 7.5 7.5 n/a n/a n/a n/a n/a n/a 28 Window 18.7 n/a 4.7 14.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 29 Window 18.7 n/a 4.7 14.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 32 Door 40.0 n/a 6.7 6.0 1.7 n/a n/a n/a n/a n/a n/a n/a n/a 33 Window 8.0 n/a 1.3 6.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 34 Door 40.0 n/a 6.7 6.0 1.7 n/a n/a n/a n/a n/a n/a n/a n/a 35 Window 8.0 n/a 1.3 6.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 36 Window 10.0 n/a 4.0 6.0 1.7 n/a n/a n/a n/a n/a n/a n/a n/a 37 Window 3.3 n/a 1.3 6.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 38 Window 10.0 n/a 4.0 6.0 1.7 n/a n/a n/a n/a n/a n/a n/a n/a 39 Window 3.3 n/a 1.3 6.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 40 Window 10.0 n/a 4.0 6.0 1.7 n/a n/a n/a n/a n/a n/a n/a n/a 41 Window 3.3 n/a 1.3 6.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 42 Window 6.3 n/a 2.5 6.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 2ND.FLR 43 Window 35.0 n/a 5.0 2.0 -0.5 n/a n/a n/a n/a n/a n/a n/a n/a 44 Window 6.3 n/a 2.5 2.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a 45 Window 4.0 n/a 2.0 2.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a COMPUTER METHOD SUMMARY Page 5 C -2R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User- Run -Kremer OVERHANGS AND SIDE FINS Window- Overhang Left Fin Right Fin - Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 46 Door 33.3 n/a 6.7 2.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a 47 Window 25.0 n/a 5.0 1.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a 48 Window 4.0 n/a 2.0 2.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a 49 Window 4.0 n/a 2.0 2.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a 50 Window 25.0 n/a 5.0 1.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a 51 Door 60.0 n/a 6.7 2.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a 52 Window 5.2 n/a 2.5 2.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a 53 Window 7.5 n/a 5.0 1.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a 54 Window 7.5 n/a 5.0 1.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a 55 Window 4.0 n/a 2.0 2.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a 57 Window 4.0 n/a 2.0 2.0 0.7 n/a n/a n/a n/a n/a n/a n/a n/a HVAC SYSTEMS Refrigerant Tested ACCA System Minimum Charge and Duct Duct Duct Manual Duct Type Efficiency Airflow Location R -value Leakage D Eff 1ST.FLR Furnace 0.900 AFUE n/a Crawlspace R-4.2 No No 0.772 ACSplit 12.00 SEER No Crawlspace R-4.2 No No 0.689 2ND.FLR Furnace 0.900 AFUE n/a Attic R-4.2 No No 0.767 ACSplit 12.00 SEER No Attic R-4.2 No No 0.669 WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type. Distribution Type System Factor (gal) R -value WH1 1 Storage Gas Standard 1 0.48 75 R-12 WH2 2 Storage Gas Standard 1 0.58 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates non-standard Duct Location. This building incorporates Ducts in a Crawlspace or Basement Location. All supply registers must be within 2 ft of floor. Mandatory Measures require a R-12 or greater external blanket on Gas Storage Water Heaters with Energy Factors less than 0.58. COMPUTER METHOD SUMMARY Page 6 C -2R Project Title.......... Kremer Residence Date..05/06/03 10:54:45 MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -FORM C -2R User#-MP0995 User- Run -Kremer SPECIAL FEATURES AND MODELING ASSUMPTIONS This building incorporates non-standard Water Heating System HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates non-standard Duct Location. This building incorporates Ducts in a Crawlspace or Basement Location. The local enforcement agency may waive HERS verification for these locations. REMARKS The following fenestration units were assigned CEC default U -factors and default SHGC-values: Foyer (Entry) Doors - 90.8 sf Windows above Foyer Doors: 60 sf M. Bath #3 - one 2020 Hopper M. Bath #3 - one 2020 Skylight Bath #4 - two 2020 Hoppers Bath #5 - one 2020 Hopper Typical fenestration shall be wood -framed with dual -pane, low -e glass by Norco. Maximum values are as follows: Picture: U = 0.34 SHGC = 0.34 Casement: U = 0.40 SHGC = 0.30 Double Hung: U = 0.36 SHGC = 0.30 Swinging Door: U = 0.33 SHGC = 0.27 Sliding Door: U = 0.33 SHGC = 0.32 Reference: NFRC data provided by manufacturer Three skylights shall be wood -framed with dual -pane, low -e glass by Velux. These units have a maximum 0.44 U -factor and a maximum 0.35 SHGC-value. Reference: NFRC data provided by manufacturer HVAC SIZING Page 1 HVAC Project Title.......... Kremer Residence Project Address........ Grindstone Place Chico, California Documentation Author... Donna Wallace 399 East 9th Avenue Chico, CA 95926 530-893-4982 Climate Zone 11 Date ******* *v6.01* ******* .05/06/03 10:54:45 Building Permit Plan Check Date Field Check/ Date Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -HVAC SIZING User#-MP0995 User- Run -Kremer GENERAL INFORMATION Floor Area ................. Volume ..................... Front Orientation.......... Sizing Location............ Latitude ................... Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range ............... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... 4811 sf 68263 cf Front Facing 180 deg CHICO EXP STA 39.7 degrees 27 F 70 F 102 F 78 F 37 F No No Yes 0.20 HEATING AND COOLING LOAD SUMMARY Heating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar...... Glazing Conduction ............... Glazing Solar .................... Infiltration ..................... Internal Gain .................... Ducts ............................ Sensible Load .................... Latent Load ...................... Minimum Total Load (S) 21725 10428 17157 9576 n/a 11297 43167 14185 n/a 2100 8205 3270 90253 50856 n/a 10171 90253 61027 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. HVAC SIZING Page 2 HVAC Project Title.......... Kremer Residence Date..05/06/03 10:54:45 MICROPAS6 v6.01 File-KREMER Wth-CTZ11S92 Program -HVAC SIZING User#-MP0995 User- Run -Kremer HEATING AND COOLING LOAD SUMMARY BY ZONE ZONE 11ST.FLR' Floor Area ....................... 2733 sf Volume ........................... 49130 cf Heating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar...... 13503 5155 Glazing Conduction ............... 12112 6760 Glazing Solar .................... n/a 6454 Infiltration ..................... 31068 10209 Internal Gain .................... n/a 1197 Ducts ............................ 5668 1489 Sensible Load .................... 62352 31264 Latent Load ...................... n/a 6253 Minimum Zone Load 62352 37517 ZONE 12ND.FLR' Floor Area ....................... 2078 sf Volume ........................... 19133 cf Heating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar...... 8222 Glazing Conduction ............... 5045 Glazing Solar .................... n/a Infiltration ..................... 12099 Internal Gain .................... n/a Ducts ............................ 2537 Sensible Load .................... 27902 Latent Load ...................... n/a Minimum Zone Load 27902 5273 2816 4844 3976 903 1781 19592 3918 23511 I® Quality Truss .design ®.Roof & Floor Systems 89 Loren Avenue ® Chico, CA 95928-7434 Phone (530) 893-0112 9 (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@.lon.gfellowl.um.ber.com. Customer: KREMER RESIDENCE Address: C -20E (Rev. 3/03) GRINDSTONE PLACE CHICO Job No: ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are In Inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat. TOP CHORDS owner and all other Interested parties. " J5 2. Cut members to bear tightly against each c 5 0 IC6 other. 3. Place plates on each face of truss at each Joint and embed fully. Avoid knots and wane 0'�"Uat joint locations. For 4 x 2 orlentatlon, locate 4. Unless otherwise noted, location chord splices Ce C, O plates 1/8" from outside edge of at 114 panel length (t6" from adjacent joint.) truss and vertical web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of 'This symbol indicates the _ Y fabrication. required direction of slots in connector plates. 6. Unless expressly noted, this design Is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MITek/Gang-Nail Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and In The first dimension is the width all respects, equal to or better than the grade 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 specified, dimension Is the length parallel to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. LATERAL BRACING ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is Installed, unless Indicates location of required SBCCI 87206, 86217, 9190 otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. TM BEARING 13. Do not overload roof or floor trusses with stacks of construction materials. Indicates location of joints at 14. Do not cut or alter truss members or plate without which bearings (supports) occur. MITek Industries, Inc. prior approval of a professional. engineer. 15. Care should be exercised in handling, erection and installation of trusses. TM HYDRO ASR ® PANEL CLIP OM ©1993 Mitek Holdings, Inc. GANG -NAIL -HON'. ALT-- LATERAL BRACE �cTML_ j 5-v�!l;� �R. RE pt.Ac;u� coN T • (S(LACES AT V2 oP_ AT 1 f L f� T � R. PC L FLU(; 5 F 5 (9 '14" 1 cd. (0 w"O.C. '•AG<; WITS L5 b�� P • _ �ofz ��P�A�I���f I�,RAO� HUST OF Ty! Wpb,. TW -0 DETAIL l5 ALT.POR ONS E�RAGB. 1�7 ;2.. &� lop O b" 0. G: TYP. puny 012 Y� NTs 6RA<r--. TO 1�B U-DeV A5 AN &ONTINUoUS LAT[ XXL NOTE: 2X3, 2X4, OR 1X4 GRADED LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-10D PER WEB (TYP). MAR 2 7 2002 BRACE MAY BE ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW) - RESTRAINT RE:0-LAF- i7 AT EAG- WNn OF TRAGI; AHV AT 20'-0" 1HTEIZJALS. RI;nR TO fllf,—cll SUHHARY t?44 l;T FOR R�-GOHH�HPA'floHE OF T1I9: TFLU55 PLATE: lNSTUTE f Qe5Tt Agar MAY aF P901A mp OY"TERM I fjgc- op /rT-PjAp t2 LP�fi��PcL 7PP��(N�GGi�1hl nr�rsn1. 4 OOT = MITES" -T?, E_ S`P. pA LIZEYn 'jfAY 'P_tt4.-e-cC- ?l I �• � �''� GY2 2x�{• /�c 5 ,`�2�;CJ, ►dE(' N(EM j�C-� . iTe May 31, 2002 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 6761900 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 10d nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call meat 1-800-772-5351. QROfESSIN 0NG �1 p Redong Director Western RY/ek SC- PB05 MITek Industries, Inc. OPages 1 of 1 PIGGYBACK TRUSS CONNECTION DETAIL THIS CONNECTION DETAIL SHALL ONLY APPLY TO PIGGYBACK SPANS < 16' PIGGYBACK TRUSS ROOF SHEATHING TO BE CONTINUOUS OVER JOINT. ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 - 10d NAILS TOENAILED. MAXIMUM PURLIN SPACING = 24" O.C. OR THE MAXIMUM ALLOWED ON THE TOP CHORD OF THE BASE TRUSS BASED ON DESIGN REQUIREMENTS. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - led NAILS. NOTE: A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. BASE TRUSS GENERAL NOTES: (1) ALL NAILS SHALL BE COMMON WIRE NAILS OR EQUIVALENT. (2) TEWORARY BRACING FOR ERECTION SHALL BE THE RESPONSIBILITY OF QUALIFIED BUILDING DESIGNER. (3) TRUSS ENGINEERING FOR BASE TRUSS AND PIGGYBACK TRUSS SHALL BE REVIEWED TOGETHER WITH THIS DETAIL. (4) THIS DETAIL CONSIDERS CONNECTIONS FOR GRAVITY LOAD ONLY ANY REQUIREMENTS FOR WIND, SEISMIC, UPLIFTING OR LATERAL FORCE SHALL BE DESIGNED BY QUALIFIED BUILDING DESIGNER. MIARNING - Verijy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE D+gn valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual bu ding component to be Installed and loaded vertically. Applicability of design parameters and proper_ Incorporation ot_ -co a mg esigner — no runs designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- .69 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Mir" Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. 1 SHAPEn ainry CROS! SECTION C -C COMMON TRUSSES C RIDGE HIP -RAFT .RAFTERS SHAPED BLOCK CROSS BLOCK PLAN VIEW L,C ALTERNATE DETAIL: WHEN HIP RAFTERS DO NOT MEET @ COMMON TRUSS. 5u PPzTs ( W a-0 S( VTF li9-s) O 5�- -7 Vo OC- 6W00 tHIP TOP CHORD JACK EXTENSION END JACK SETBACK COMMON TRUSSESRUSSES SECTION B -B rmlWD -2359 CALIFORNIA HIP NIT.k IndusUles, Inc. 6-20-91 REL/. 7//0/92- "Or6; SEE ENGINEERING FOn RAFrER, TAGk ANOTRUfS DESIGNS, LATERAL ST1qf3/I.IT1 OF ROOF :Y5r£hi To OE PROv/OED ray PROTECT RESIGUER, �.l Gi�►2T�e CPI"lv117D9 F3`( OTFttdy � � ¢D � D.0 . CMS. TOP CHORD BRACING PERTOP CHORD JACKEXTENSIONS� ENGINEERING SPECIFICATIONS. ", • / HIP /2' N V SECTION A -A 5,lpOWr5 t[YY.) FP-zAckS £s hAFTGes 4paer CK 50 -Tl o .3a 1x4 CONT BRAGS AT BRACE Ma43ER5 LONSQZ THAN 12' ATTACH AT MIDPOINT OF BRACE W/ 2-8d NAILS 2x4 FF 5TRON5BACK (NAIL TO UXCER W/ 10d o 12' OLS — 2x4 HF LEDGER (NAIL, TO VERTICAL W/ 10d NAILS) "--A35 BRACE TO FLAT r --H-3 AT 48' OC,. A , NOTE: THIS DETAIL MAY BE USED FOR TFV55M WITH PITCHED B.G. ALSO. (0) OPTION To WEB PLATING. USE (3) - 2' WIRE 5TAPLE5 (OAl2 DIAJ15 &A) TOENAILED THRIJ CHORD INTO WEB t THRI) WEB INTO CHORD ON ONE FACE FOR A TOTAL OF b STAPLES. (PI). (51) t (HI) MUST BE PLATED. g '4'D MRoti, 18693 —W ix•r awn 3-10d NAILS EACH END 6-10d COMMON 2xb DIAGONAL NAILS BRACE 0 48' O.G. OA MAX UNBRAGED LENGTH OF &ABLE END STIR. (2x4 FIR -LARCH) - STANDARD = 5' -II' - MI AND BTR — TRL65ES —� IV LL -xvy F;71- TO 7rTG DL 15:0 BG DL PSF P5F NOTE: &ABLE END DESI&N BASED BG LL 0.0 PF ON 15 MPH WIND, E)FO%IRE 'B' TOT.LD. 50.0 P5F AT 0-25 FEET MEAN HEI6HT. DURFA+G. 1.15 TYPE OF JOB DETAIL JOB NAME L oN&FELLOH LUMBER CITY, 5TATE CHICO, CALIFORNIA Date: 10-18-02 Gary Hawkins Drawn: AKH . ARCHITECT (530) 892-2700 Job no.: 02-116 1370RIDGEWOODDR.,'STE.10 FAx:(530)893-0532 %HIco, CA 95973 garya:chosbcglobalnet H m 0 A D m O A2 n O 0 ° z z A3 a o A3&H1 00 %0 w A3&H1 N O I A3&H1 A3&H1 dna r N N A3&H1 A3&H1 z 1 ai z t7 �n Ln Ctj A3&H1 O � d 61 oLn B2 pr B3 N H B d B3&H4 `" ? B3&H2 § CL o B3&H3 • m r r 63&H3 W c o CD H v F � 0 A D m •� n r X 0 C.Q 0 0 0 w O ZI r ; LONGFELLOW LUMBER COMPANY 89 LOREN AVE THE KREMER FAMILY Truss transferred from Layout CHICO, CA Address: GRINDSTONE PLACE INDIAN SPRINGS Job: Telephone: 530-893-0112 Lower Fax: 530-893-0140 Telephone: Ilk 1c0' a NAMTeMJebuVBYM00fA Scale: 1 : 70 Date: 4/30/03 Drawn B :SS Job Truss Truss Type Qty Ply KREMER RESIDENCE 3x4 = R9056686 KREM0430 Al CAL HIP 1 1 18.9.14 1 22-6-15 1 26.0-0 1 3.51 3-9-1 3.8.7 4-2-13 (optional) Longfellow LUmoer t -o., Inc., t.nico, %,a. aoaca-rwsw '4.Lu 1 Jn 1 S UCt I / LUUL IVII 1 CK Ir1UUb UlUb, 1116. 111U 1v1dy V 1 I4;aV: ' ZWUa rdyc 1 1 -2-" 1 35.1 1 7.2.2 7-0-15 10-10-10 I 157.6 I 18-7-1 18-19.114 22-6-15 1 26.0.0 2-0.0 3-5-1 3-9-1 0-2-113 3-511 4-2-13 3,55, 11 0-2-13 3-9-1 3-5-1 5x6 5x6 3 3x4 = 3x8 = Scale = 1:59.2 REACTIONS (lb/size) 7 = 2048/0-5-8, 2 = 2174/0-5-8 Max Horz 2 = 461 (load case 4) Max Uplift 7=-912fload case 5), 2=-971(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=64, 2-3=-2853, 3-4=-2098, 4-13=-2496, 13-14=-2496, 5-14=-2496, 5-6=-2113, 6-7 = -2862 BOT CHORD 2-12=2119, 12-15=2496, 11-15=2496, 11-16=2497, 10-16=2497, 10-17=2497, 9-17=2497, 9-18=2497, 8-18=2497, 7-8=2133 WEBS 3-12=834, 4-12=-755, 4-11 =108, 5-11=-3, 5-9=99, 5-8=-729, 6-8=822 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 105 It by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSIfTPI 11-1995 criteria. 7) Girder carries hip end with 7-6-0 end setback and tie-in span of 4-0-0 from subgirder. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 9) Special hanger(s) or connectionls) required to support concentrated load(s) 520.01b down and 1012.Olb up at 18-8-2, and 520.0Ib down and 101 2.01b up at 7-3-14 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASEIS) Standard Continued on page 2 May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid foruse only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss —�—+ designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliry, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 ��gg,, 6 �q • Handling Instaling and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ! TG k' 3x4 = 3x4 - 1.5x4 II 3x4 - 3x4 = 1 3-5-1 1 7.2.2 1 10-10-10 1 15-1-6 1 18.9.14 1 22-6-15 1 26.0-0 1 3.51 3-9-1 3.8.7 4-2-13 3-8-7 3-9-1 3-51 Plate Offsets IX,Y): 12:0-0-0,0-0-4],(3:0-2-12,0-2-81,16:0-2-12,0.2-81,17:Edge,0-0-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.14 9-11 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.15 9-11 >999 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) -0.08 7 n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 240 Weight: 157 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS -G 'Except' TOP CHORD Sheathed or 4-10-3 oc purlins, except 3-6 2 X 4 DF No.1-G 2-0-0 oc purlins (3-10-0 max.): 3-6. - BOT CHORD 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 5-5-0 oc bracing. WEBS 2 X 4 OF Std -G REACTIONS (lb/size) 7 = 2048/0-5-8, 2 = 2174/0-5-8 Max Horz 2 = 461 (load case 4) Max Uplift 7=-912fload case 5), 2=-971(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=64, 2-3=-2853, 3-4=-2098, 4-13=-2496, 13-14=-2496, 5-14=-2496, 5-6=-2113, 6-7 = -2862 BOT CHORD 2-12=2119, 12-15=2496, 11-15=2496, 11-16=2497, 10-16=2497, 10-17=2497, 9-17=2497, 9-18=2497, 8-18=2497, 7-8=2133 WEBS 3-12=834, 4-12=-755, 4-11 =108, 5-11=-3, 5-9=99, 5-8=-729, 6-8=822 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 105 It by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSIfTPI 11-1995 criteria. 7) Girder carries hip end with 7-6-0 end setback and tie-in span of 4-0-0 from subgirder. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 9) Special hanger(s) or connectionls) required to support concentrated load(s) 520.01b down and 1012.Olb up at 18-8-2, and 520.0Ib down and 101 2.01b up at 7-3-14 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASEIS) Standard Continued on page 2 May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid foruse only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss —�—+ designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliry, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 ��gg,, 6 �q • Handling Instaling and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ! TG k' Job Truss Truss Type Qty Ply KREMER RESIDENCE R9056686 KREM0430 Al CAL HIP 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Thu May 01 14:39:49 2003 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-3=-52.0, 13-14=-143.5, 6-7=-52.0, 2-7=-31.6 Concentrated Loads (lb) . Vert: 3=-520.0 6=-520.0 Trapezoidal Loads (plf) Vert: 3= -117.5 -to -13=-143.5, 14= -143.5 -to -6=-117.5 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -68 Quality Standard, DSB-89 Bracing Specification, and HIB -91 oy" Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719 r Te i\ "� Job Truss Truss Type Qty Ply KREMER RESIDENCE 22.6.15 260-0 1 3-5-1 3.9-1 R9056687 KREM0430 A2 CAL HIP 1 1 12:0-0-0,0-0-41,19:Edge,0-0-41 (optional) Longfellow Lumber Co., Inc., Chico, La. 95928-/434 4.201 SH1 s Uct I/ ZUOZ Ml Iek Industries, Inc. I hu May U1 14:J9:49 ZUU3 Nage 1 -2-0-0 1 3-5-1 1 7-2-2 7-4-15 10-10-10 1 151-6 1 18-7-1 18.4,14 22-615 26.0-0 2-0-0 3-5.1 3-9-1 0-2--113 3-5-11 4-2.13 35.11 0.2.133-9-1 3-5-1 5x6 ii .4 C 3x4 = 3x4 - 1.5x4 II 3x4 - 3x4 = Scale = 1:59.2 LUMBER BRACING TOP CHORD 2 X 6 OF SS -G 'Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except 3-7 2 X 4 OF No.1-G 2-0-0 oc purlins (4-11-0 max.): 3-7. BOT CHORD 2 X 4 DF No.1-G BOT CHORD -Rigid ceiling directly applied or 6-5-10 oc bracing. WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 9=1344/0.5-8, 2=1470/0-5-8 Max Horz 2=484(load case 4) Max Uplift 9=-670(load case 5), 2=-771(load case 5) FORCES IV - First Load Case Only TOP CHORD 1-2=64, 2-3=-1880, 3-4=-123, 3-15=-1344, 5-15=-1344, 5-16=-1612, 16-17=-1612, 6-17=-1612, 6-18=-1360, 7-18=-1360, 7-8=-123, 7-9=-1865 BOT CHORD 2-14=1357, 13-14= 1612, 12-13= 1614, 11-12= 1614, 10-11 =1614, 9-10= 1372 WEBS 3-14=519, 5-14=-509, 5-13=49, 6-13=-3, 6-11 =41, 6-10=-484, 7-10=508 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chard dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI(TPI 1-1995 criteria. 7) Girder carries tie-in spans of 4-0-0 from front girder and 4-0-0 from back girder 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 156.01b down and 303.61b up at 18-8-2, and 156.01b down and 303.61b up at 7-3-14 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASES) Standard Continued on page 2 May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid foruse only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be KID Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance MON regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 5 �[g Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 2 T e W"r 3-5-1 7-2-2 10.10.10 15.1£ 169-14 22.6.15 260-0 1 3-5-1 3.9-1 I 1 3-67 4-243 1 1 3-67 3.9-1 I I 3-5.1 Plate Offsets(X,Y): 12:0-0-0,0-0-41,19:Edge,0-0-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.09 11-13 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.10 9-10 >999 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) -0.05 9 n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min I/defl = 240 Weight: 168 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS -G 'Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except 3-7 2 X 4 OF No.1-G 2-0-0 oc purlins (4-11-0 max.): 3-7. BOT CHORD 2 X 4 DF No.1-G BOT CHORD -Rigid ceiling directly applied or 6-5-10 oc bracing. WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 9=1344/0.5-8, 2=1470/0-5-8 Max Horz 2=484(load case 4) Max Uplift 9=-670(load case 5), 2=-771(load case 5) FORCES IV - First Load Case Only TOP CHORD 1-2=64, 2-3=-1880, 3-4=-123, 3-15=-1344, 5-15=-1344, 5-16=-1612, 16-17=-1612, 6-17=-1612, 6-18=-1360, 7-18=-1360, 7-8=-123, 7-9=-1865 BOT CHORD 2-14=1357, 13-14= 1612, 12-13= 1614, 11-12= 1614, 10-11 =1614, 9-10= 1372 WEBS 3-14=519, 5-14=-509, 5-13=49, 6-13=-3, 6-11 =41, 6-10=-484, 7-10=508 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chard dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI(TPI 1-1995 criteria. 7) Girder carries tie-in spans of 4-0-0 from front girder and 4-0-0 from back girder 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 156.01b down and 303.61b up at 18-8-2, and 156.01b down and 303.61b up at 7-3-14 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASES) Standard Continued on page 2 May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid foruse only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be KID Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance MON regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 5 �[g Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 2 T e W"r Job Truss Truss Type City Ply KREMER RESIDENCE R9056687 KREM0430 A2 CAL HIP 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SRI s Oct 17 2002 M1Iek Industries, Inc. Thu May 01 14:5a:au eUuo rage Z LOAD CASE(S) Standard 11 Regular: Lumber Increase = 1.25, Plate Increase = 1.25 Uniform Loads (plf) Vert: 1-3=-52.0, 16-17=-104.0, 7-9=-52.0, 2-9=-14.0 Concentrated Loads IN Vert: 3=-156.0 7=-156.0 Trapezoidal Loads (plf) Vert: 3=48.0 -to -4=-91.0, 3= -46.0 -to -15=-59.0, 15= -91.0 -to -16=-104.0, 17= -104.0 -to -18=-91.0, 18= -59.0 -to -7=-46.0, 8= -91.0 -to -7=-78.0 A warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use onlywith Walk connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer. not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Inslafling and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply KREMER RESIDENCE I 2 5-5-1 2-0-0 oc purlins (6-0-0 max.): 4-5. Plate Offsets (X,Y): 12:0-2-1,0-1-81,15:0-2-12,0-2-81, 17:0-2-1,0-1-81 R9056688 KREM0430 A3 CAL HIP 1 1 (psf) SPACING 2-0-0 CSI DEFL in (optional) ' Longfellow LUMoer t..o., Inc., l..nlco, La. vDvzo-/9J% 9.4ur Onn J VR n / GVVG rv,ay 14-7-1 -2-0-0 1 55-1 11-2-2 1 - 5 14-$-14 20.6.15 26.0.0 2-0-0 551 59-1 0-2-13 2-2 0.2-13 59-1 551 Scale = 1:79.4 5x6 �\ 4 1.5x4 II 3x4 = 1.5x4 II lr 0 LUMBER BRACING 5-5-1 1 5-5-1 I 11-2-2 59.1 3x4 = 3x8 = } 14-9.14 l 3-7-11 20-6r15 59-1 I 2 5-5-1 2-0-0 oc purlins (6-0-0 max.): 4-5. Plate Offsets (X,Y): 12:0-2-1,0-1-81,15:0-2-12,0-2-81, 17:0-2-1,0-1-81 Rigid ceiling directly applied or 9-9-11 oc bracing. WEBS 2 X 4 DF Std -G WEBS 1 Row at midpt 4-9 REACTIONS LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 2-12=998, 11-12=998, 10-11 =837, 9-10=837, 8-9= 1021, 7-8= 1021 Vert(LL) 0.04 11-12 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.06 11-12 >999 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.03 7 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/deft = 240 Weight: 179 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS -G 'Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except 4-5 2 X 4 DF No.1-G 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 9-9-11 oc bracing. WEBS 2 X 4 DF Std -G WEBS 1 Row at midpt 4-9 REACTIONS (lb/size) 7 = 1059/0-5-8, 2 =1 185/0-5-8 Max Horz 2=540(load case 4) Max Uplift 7=-314(1oad case 5), 2=-412(load case 5) FORCES Ilb) - First Load Case Only TOP CHORD 1-2=64, 2-3=-1433, 3-4=-1164, 4-13=-840, 5-13=-840, 5-6=-1169, 6-7=-1430 BOT CHORD 2-12=998, 11-12=998, 10-11 =837, 9-10=837, 8-9= 1021, 7-8= 1021 WEBS 3-12=77, 3-11 =-203, 4-11 =194, 4.9=7, 5-9=203, 6-9=-229, 6-8=85 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 It above ground level, Using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7.93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Girder carries tie-in spans of 4-0-0 from front girder and 4-0-0 from back girder 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 156.0Ib down and 303.61b up at 14-8-2, and 156.0Ib down and 303.61b up at 11.3-14 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASEIS) Standard Continued on page 2 May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss+ �+*+ designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Instating and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek", �r(� k", Job Truss Truss Type Qty Ply KREMER RESIDENCE R9056688 KREM0430 A3 CAL HIP 1 1 - - - ----- (optional) '--u.... n> >n.o.cn �nn� D� 9 Longfellow Lumber Co., Inc., Chico, Ca. 95928.7434 4.2u1 aH 1 s Uct 17 zuuc rvn rete rnuwurcn, ric. .,ay LOAD CASEIS) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-4=-52.0, 5.7=-52.0, 2-7=-14.0 Concentrated Loads (lb) Vert: 4=-156.0 5=-156.0 Trapezoidal Loads (plf) Vert: 4=48.0 -to -13=-104.0, 13= -104.0 -to -5=-78.0 A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE 0. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Insta�ied and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss� designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibil6ty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard. DSB-89 Bracing Specification. and HIB -91 �gs� l� Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Nl i T k Y Job russ russ ype ty y RESIDENCE BRACING TOP CHORD 2 X 6 DF SS -G -Except- TOP CHORD Sheathed or 4-0-15 oc purlins, except R9056689 KREM0430 B1 CAL HIP 1 1 2-16 2 X 6 DF SS -G WEBS 1 Row at midpt 7-11 WEBS 2 X 4 OF Std -G (optional) Ung el ow um er Co., Inc., Chico, Ca. 01 SR1 s Nov iTek Industries, Inc. Fri May 02 08:25.53 2003 Page -34-0 I 3.5.1 I 7-2-2 715 11.314 1 1700 I 22-2-2 I 26-7-1 28-14 30-6-15 1 34-0-0 1 36-Oo , 3.6.0 3.5-1 3.9.1 0-2.13 4.x15 5-2-2 5-2-2 44-15 0.2-13 19-1 3.5.1 2-0-0 Scale= 1:78.9 8x12 \\ 30 = 3x4 = 3x8 = 3x4 = 5.6 �1 3.57 { 7-2-2 I 11414 I 1700 l 22-2-2 I 26.314 1 30.615 1 34-00 15.1 141 4.7.12 5.2-2 52-2 4-7-12 19-1 161 LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.53 BC 0.63 WB 0.97 DEFL in (loc) I/deft Vert(LL) 0.13 14 >999 Vert(TL) -0.23 14-15 >999 Horz(TL) 0.10 9 n/a 1st LC LL Min Vdefl = 240 PLATES GRIP M1120 220/195 M1120H 165/146 Weight: 223 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS -G -Except- TOP CHORD Sheathed or 4-0-15 oc purlins, except 3-5 2 X 4 OF No.1-G, 5-8 2 X 4 OF No.1-G 2-0-0 oc pudins (3-2-10 max.): 3-8. BOT CHORD 2 X 4 DF No.1-G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-16 2 X 6 DF SS -G WEBS 1 Row at midpt 7-11 WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 2=2956/0-5.8, 9=1716/0-5-8 Max Hoa 2=417(load case 4) Max Uplift 2=-433(load case 5), 9=-254(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=59, 2-3=3957, 3-4=3265,4-5=32114,5-6=32114, 6-7=-2360, 7-8=-1596, 8-9=-2121, 9-10=32 BOT CHORD 2-18=3043, 17-18=3042, 16-17=3214, 1516=3214, 14-15=2935, 13-14=2935, 12-13=2360, 11-12=2360,9-11=1622 WEBS 3-18=55,3-17=1 797, 4-15=-331, 6-1526, 6.14=72, 6-13=-878, 7-13=733, 7-11=-1246, 8-11=1066 ,4-17=94 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 Ib uplift at joint 2 and 254 Ib uplift at joint 9. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 390.Olb down and 36.31b up at 7-3-14 on top chord, and 1759.Olb down and 163.81b up at 8-0-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 May 2,2003 A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE Design valid for use only with MTek connectors. This design's based only upon parameters shovm, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 gg�y. /�;y Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 M i Te k LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-52.0,3-8=52.0, 8-10=-52.0, 2-9=-14.0 Concentrated Loads (Ib) Vert: 3=-390.0 17=-1759.0 Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the i•� responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality central, storage, delivery, erection and bracing, consult OST -88 Duality Standard. DSB-89 Bracing Specification. and HIB -91 q Il y w% Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 Mnofrio Drive, Madison, WI 53719 i 1 l4r Job Truss Truss Type Qty Ply KREMER RESIDENCE 4.5.1 9-2-2 R9056690 KREM0430 B2 CAL HIP 1 1 1 4-5-1 4-9-1 I I 5-0.7 5-6.13 I 1 5-0.7 4-9-1 (optional) Longfellow Lumoer -o., Inc., i,nicu, tea. ctuct/o-Iyo -4w. an a — — cw< rwircn rrruua -3.6-0 1 4-5-1 9.2.2 9-4Ij5 14n 2 10 1 19-9.6 I 24-7.1 24-414 29-6.15 I 34-0.0 136-" , 3-6-0 4.5.1 4-9-1 0-2-13 4-9-11 5-6-13 4-9-11 0.21-13 4-9-1 4-5-1 2-0-0 r 5x6 ii Scale = 1:78.4 5x6 3x4 - 3x8 - 4 LUMBER BRACING TOP CHORD 2 X 6 OF SS -G 'Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except 4-7 2 X 4 OF No.1-G 2-0-0 cc purlins (5-6-4 max.): 4-7. BOT CHORD , 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 OF Std -G WEBS 1 Row at midpt 5-16, 6-15, 6-12 REACTIONS (Ib/size) 2= 1301/0-5-8, 9= 1223/0-5-8 Max Horz 2=488(load case 4) Max Uplift 2=-279(load case 5), 9=-208(load case 5) FORCES Ilb) - First Load Case Only TDP CHORD 1-2=57, 2-3=-1430, 3-4=-1215, 4-5=-952, 5-6=-1180, 6-7=-952, 7-8=-1215, 8-9=-1430 , 9-10=32 BOT CHORD 2-17=1052, 16-17=1052, 15-16=1180, 14-15=1180, 13-14=1180, 12-13=1180, 11-12=1052, 9-11=1052 WEBS 3-17=63, 3-16=-116,4-16=488, 5-16=-414, 5.15=74, 6-15=0, 6-13=74, 6-12=-414, 7-12=488, 8.12=-116, 8-11 =63 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 O�ESS/ 3) Provide adequate drainage to prevent water ponding. Q� ONq 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 00 per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. Z 6) This truss has been designed with ANSI/TPI 1-1995 criteria. t 7) Design assumes 4x2 (flat orientation) purlins at cc spacing indicated, fastened to truss TC w/ 2-1 Od nails. w C 919 19 rn tY LOAD CASE(S) Standard * �3 If A CIV11- OF CAO1 May 2,2003 A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and is for an individual building component to be SAM Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB 89 Bracing Specification, and HIB -91 ®i�i Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719 P �9gY� Te W, 1.5x4 11 4.5.1 9-2-2 14-2-10 19-9.6 24-9.14 29-615 I 344).0 1 4-5-1 4-9-1 I I 5-0.7 5-6.13 I 1 5-0.7 4-9-1 4-5.1 Plate Offsets MY): 12:0-0-0,0-0-41,14:0-2-1 2,0-2-81,17:0-2.12,0-2-81,19:0-0-0,0-0-41 LOADING Will SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.05 13-15 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.11 13-15 >999 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.05 9 n/a BCDL 7.0 Code UBC97/ANS195 1 st LC LL Min I/deft = 240 Weight: 237 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS -G 'Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except 4-7 2 X 4 OF No.1-G 2-0-0 cc purlins (5-6-4 max.): 4-7. BOT CHORD , 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 OF Std -G WEBS 1 Row at midpt 5-16, 6-15, 6-12 REACTIONS (Ib/size) 2= 1301/0-5-8, 9= 1223/0-5-8 Max Horz 2=488(load case 4) Max Uplift 2=-279(load case 5), 9=-208(load case 5) FORCES Ilb) - First Load Case Only TDP CHORD 1-2=57, 2-3=-1430, 3-4=-1215, 4-5=-952, 5-6=-1180, 6-7=-952, 7-8=-1215, 8-9=-1430 , 9-10=32 BOT CHORD 2-17=1052, 16-17=1052, 15-16=1180, 14-15=1180, 13-14=1180, 12-13=1180, 11-12=1052, 9-11=1052 WEBS 3-17=63, 3-16=-116,4-16=488, 5-16=-414, 5.15=74, 6-15=0, 6-13=74, 6-12=-414, 7-12=488, 8.12=-116, 8-11 =63 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 O�ESS/ 3) Provide adequate drainage to prevent water ponding. Q� ONq 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 00 per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. Z 6) This truss has been designed with ANSI/TPI 1-1995 criteria. t 7) Design assumes 4x2 (flat orientation) purlins at cc spacing indicated, fastened to truss TC w/ 2-1 Od nails. w C 919 19 rn tY LOAD CASE(S) Standard * �3 If A CIV11- OF CAO1 May 2,2003 A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and is for an individual building component to be SAM Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB 89 Bracing Specification, and HIB -91 ®i�i Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719 P �9gY� Te W, KREM0430 183 Type Qty Ply I KREMER RESIDENCE R9056691 CAL HIP Ca. 5 11 1 s Oct 17 2002 MiTek 14-10-10 22.9-14 -3-6-0 SS1 11-2-2 11 15` 19-1.6 22-7-1 28-6-15 34-0-0 36-40 3.6-0 55-1 89.1 - 3:1511 4-2-13 3-511 42-13 59-1 5-51 5x6 �, 3x8 - 4 1.5x4 II 3x8 = 3x4 - 3x8 - 1.5x4 II 1.5x4 II 551 11-2-2 14.1410 19-1.6 22-9-14 28.6-15 34-0-0 55-1 59-1 3-8.7 4-2.13 3-8-7 59-1 55-1 E Scale = 1:84.7 LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.69 BC 0.46 WB 0.36 DEFL in (loc) I/dell Vert(LL) -0.06 13-14 > 999 Vert(TQ -0.12 11-13 >999 Horz(TL) 0.06 8 n/a 1 st LC LL Min I/defl = 240 PLATES GRIP M1120 220/195 Weight: 234 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS -G 'Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except 4-6 2 X 4 OF No.1-G 2-0-0 oc purlins (4-9-2 max.): 4-6. BOT CHORD 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G WEBS 1 Row at midpt 5-14,5-11 REACTIONS (Ib/size) 2=1404/0-5-8,8=1404/0-5-8 Max Horz 2=-478(load case 3) Max Uplift 2=-225(load case 5), 8=-225(load case 5) FORCES Ilb) - First Load Case Only TOPCHORD 1-2=32, 2-3=-1666, 3-4=-1398, 4-5=-1093, 5-6=-1093, 6-7=-1398, 7-8=-1666, 8-9=32 12-13=1282, 11-12=1282, 10-11 =1236, BOT CHORD 2-15=1236, 14-15=1236, 13-14=1282, 8-10 = 1236 WEBS 3-15=77, 3-14=-174, 4-14=494, 5-14=-357, 5-13=81, 5-11 =-357, 6-11 =494, 7-11 =-174, 7-10=77 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. live loads R()FES$/� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other O per Table No. 16-B, UBC-97.���� been for the lumber members. QD �.G�<C11 5) A plate rating reduction of 20% has applied green 6) This truss has been designed with ANSI/TPI 1-1995 criteria. Z 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 0 1 01 LU C 919 z LOAD CASE(S) Standard * 3 1) Regular: Lumber Increase= 1.25, Plate Increase = 1.25 Uniform Loads (plf) clo- Vert: 1-4=-52.0, 6-9=-52.0, 2-8=-14.0 Continued on page 2 May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE 19) Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance - regarding fabrication. quality control, storage, delivery, erection and bracing, consult OST -lig Quality Standard, DSB-89 Bracing Speciation,MiTek-, and HIB -91 Te k Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 tLe ti Job Truss Truss Type Qty Ply KREMER RESIDENCE R9056691 KREM0430 83 CAL HIP 5 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SM s Oct 17 2002 Mllek Industries, Inc. Inu May ur I4ay.53 2003 rage 2 LOAD CASE(S) Standard Trapezoidal Loads (Plf) Vert: 4= -59.0 -to -5=-109.0, 5= -109.0 -to -6=-59.0 u Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with Mirek mnneclors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance _ regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Slandard, DSB-89 Bracing Specification, and HIB -91 Mi Handling Instating and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53779 p -. Job Truss Truss Type Qty Ply KREMER RESIDENCE in (loc) I/dell TCLL 16.0 R9056692 KREM0430 C1 MONO TRUSS 1 1 >999 TCDL 10.0 Lumber Increase 1.25 BC 0.49 (optional) Longfellow LUMoer uo., Inc., t,nlco, ua. w.w t am I s Uct 1 r LVUL Iv1I I eK Inoustrles, mc. 1 nu rvtdy U t 1w:oacao cUUo rdyc r -2-" I 3.1 0.6 I 7-6-0 7:" 2-0-0 3-10-6 3-7.10 0-3-7 2X4 I I 4 3x4 = 6 5 3x10 II 4x4 = 3.10.6 ) 7-6-0 I 3-10-6 3-7-10 LOADING(psf) SPACING 2-0.0 CSI DEF in (loc) I/dell TCLL 16.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.01 6 >999 TCDL 10.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.03 5-6 >999 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.01 5 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/deft = 240 LUMBER TOP CHORD 2 X 6 DF SS -G BOT CHORD 2 X 6 OF SS -G WEBS 2 X 4 OF Std -G 'Except' 3-5 2 X 4 OF No.1-G REACTIONS (Ib/size) 1 = 1736/0-5-8, 5 = 1759/Mechanical Max Horz 1=441(load case 5) Max Uplift 1=-217(load case 3), 5=-487(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-1262, 2-3=-0, 3-4=-7, 3-5=-113 BOT CHORD 1-6=933, 5-6=934 WEBS 2-6=1551, 2-5=-1287 Scale = 1:46.5 PLATES M1120 Weight: 56 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 105 ft by 40 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Girder carries tie-in span(s): 26-0-0 from 0-0-0 to 7-6-0 LOAD CASE(S) Standard Continued on page 2 GRIP 220/195 May 2,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component to be "* r Installed and loaded vertically. Applicability of design parementers and proper incorporation of component is responsibility of building designer - not truss - �+ designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resp onsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -118 Quality Standard, DSB-89 Bracing Specification. and HIB -91 ,p Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719 i Te k," - 3x4 ," Job Truss Truss Type City Ply KREMER RESIDENCE R9056692 KREM0430 C1 MONO TRUSS 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR1 s Oct 17 2002 MITek Industries, Inc. Thu May 01 14:39:53 2003 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-5=-435.4, 1-3=-52.0, 3-4=-52.0 V Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE m Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss � designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ATM regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard. DSB-89 Bracing Specification, and HIB -91 [ Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 i T e k.,'%�• Job Truss Truss Type Qty Ply KREMER RESIDENCE Plate Offsets IX,Y►: 11:0-2-1,0-1-81,[3:0-2-1,0-1-81 LOADING (psf) SPACING 2-0-0 R9056693 KREM0430 D1 KINGPOST 2 1 Vert(LL) -0.00 1-4 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 1-4 >999 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-/434 4.201 5H1 s Uct 1 / ZUUZ MileK Industries, Inc. 1 n May 01 14:J9:b4 ZUU3 Nage 1 3-6-0 7-0-0 3-6-0 44 = 3-6-0 4 4 3x4 - 1.5x4 [ 3x4 - Scale = 1:24.7 I �D I 70D I 3-6-0 3-6-0 Plate Offsets IX,Y►: 11:0-2-1,0-1-81,[3:0-2-1,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.03 Vert(LL) -0.00 1-4 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 1-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 240 Weight: 34 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS -G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.t-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G REACTIONS (lb/size) 1 =221/Mechanical, 3=221/Mechanical Max Horz 1=137(load case 4) Max Uplift 1=-21(load case 5), 3=-21(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-163, 2-3=-163 BOT CHORD 1-4=120, 3-4=120 WEBS 2-4=47 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 It by 40 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard May 2,2003 Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE ti fa Design valid for use onty with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not trusses ^++++ deskner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiility of the erector. Additional pennanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 p rg{_ Handling Instalfmgand Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 t Te k ' Job Truss Truss Type Qty Ply KREMER RESIDENCE PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.01 1-3 >999 R9056694 KREM0430 E1 MONO TRUSS 2 1 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a BCDL 7.0 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Thu May 01 14:39:54 2003 Page 1 2x4 I I 4-0-0 4.0.0 Scale = 1:20.9 3x4 - 4-0.0 2x4 , I I 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.01 1-3 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 1-3 >999 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a BCDL 7.0 Code UBC97/ANSI95 1 st LC LL Min I/deft = 240 Weight: 24 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS -G TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 OF SS -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std -G REACTIONS (Ib/size) 1=315/0-5-8,3=315/Mechanical Max Horz 1=222(load case 4) Max Uplift 1=-36(load case 3), 3=-143(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-0, 2-3=-94 BOT CHORD 1-3=0 NOTES 11 This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 It by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANS11TPI 1-1995 criteria. 6) Girder carries tie-in span(s): 7.0-0 from 0-0-0 to 4-0-0 LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-3=-121.9, 1-2=-52.0 May 2,2003 warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 MiTek" Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W1 53719 F d� a R" Job Truss Truss Type Qty Ply KREMER RESIDENCE BRACING TOP CHORD 2 X 6 OF SS -G 'Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except R9056695 KREM0430 F1 ROOF TRUSS 1 1 WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 1 =878/0-5-8, 6=878/0-5-8 (optional) Longfellow Lumoer t.0., Inc., Gnlco, t.a. ut)zi a 5-/434 4.Lu 1 bm I s uct 1 / duu d Iv111 ex Inaustrles, Inc. I nu may u I I4:Cy:00 cuua rage I 3-8.2 3-10-15 7.9-10 I 12-2-6 1 16-1-1 16-114 20-0-0 0 3-8-2 -2--113 3-10-11 4-4-12 3-10-11 0-2-13 3-8-2 Scale = 1:34.9 5x6 5x6 4 3x4 = 3x8 = 3-8-2 3.8-2 3x4 = 3x4 = 5x6 = 3x4 = 7-9-10 4-1-8 12-2-6 4A-12 16-3-14 4-1$ 20.0.0 3-8-2 LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANS195 CSI TC 0.28 BC 0.33 WB 0.28 DEFL in (loc) I/def, Vert(LL) 0.05 10 >999 Vert(TL) -0.08 8-10 >999 Horz(TL) 0.03 6 n/a 1 st LC LL Min I/defl = 240 PLATES M1120 Weight: 102 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS -G 'Except' TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-5 2 X 4 OF No.1-G 2-0-0 oc purlins (5-2-12 max.): 2-5. BOT CHORD 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 1 =878/0-5-8, 6=878/0-5-8 Max Horz 1=150(Ioad case 4) Max Uplift 1=-179(load case 5), 6=-187(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1160, 2-3=-861, 3-12=-1363, 4-12=-1363, 4-5=-861, 5-6=-1160 BOT CHORD 1-11=883, 10-11=1363, 10-13=1363, 9-13=1363, 8-9=1363, 7-8=1363, 6-7=883 WEBS 2-11 =444, 3-11 =-624, 3-10=80, 4-10=-0, 4-8=80, 4-7=-624, 5-7=444 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Girder carries hip end with 3-9-14 end setback 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 77.01b down and 127.41b up at 16-2-2, and 77.Olb down and 127.41b up at 3-9-14 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard Continued on page 2 GRIP 220/195 May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE s� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is dre responsibility of the building designer. Far general guidance regarding fabritation. Quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HI13-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 MOnofrio Drive, Madison. WI 53719 $ i T e kw Job Truss Truss Type Qty Ply KREMER RESIDENCE R9056695 KREM0430 F1 ROOF TRUSS 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Thu May 01 14:39:55 2003 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-2=-52.0, 2-5=-69.7, 5-6=-52.0, 1-6=-18.8 Concentrated Loads (lb) Vert: 2=-77.0 5=-77.0 Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibil6ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Spermcation. and HIB -91 .�.. Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, At 53719 MiTek"-,- ky.;; Job Truss Truss Type Qty Ply KREMER RESIDENCE 20.0-0 I 5.8.2 4-114 R9056696 KREM0430 F2 CAL HIP 1 1 LOADING (psf) SPACING 2-0-0 CSI (optional) Longfellow Lumber Co., Inc., Chico, Ca. ybHZB-/434 4.Zu1 SH1 s uct I i zuuz mneK Inoustrles, Inc. inu may u i I4:aza:oo zuua rage t 5$2 510-15 10.0-0 I 14.1-1 14-114 20.0-0 tt--Il I r i 5.8-2 0-2-13 4-1-1 4-1-1 D-2-13 5-8-2 5x6 5x6 2 3x8 = Scale = 1:42.3 3x4 - 9 8 7 6 3x4 - 3x4 - 1.5x4 3x4 - 3x4 LUMBER BRACING TOP CHORD 2 X 6 OF SS -G 'Except' TOP CHORD 2-4 2 X 4 OF No.1-G BOT CHORD 2 X 4 OF No.1-G BOT CHORD WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 1 =964/Mechanical, 5=964/0-5-8 Max Horz 1=238(load case 4) Max Uplift 1=-340(load case 5), 5=-359(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-1318, 2-3=-953, 3-4=-953, 45=-1318 BOT CHORD 1-9=962, 8-9= 1148, 7-8 = 1148, 6-7 =1 148, 5-6=962 WEBS 2-9=295, 3-9=-288, 3-8=46, 3-6=-288, 4.6=295 Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-4. Rigid ceiling directly applied or 9-2-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries tie-in spans of 4-0-0 from front girder and 4-0-0 from back girder 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 10) Special hanger(s) or connection(s) required to support concentrated load(s) 156.0Ib down and 258.21b up at 14-2-2, and 156.01b down and 258.21b up at 5-9-14 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard Continued on page 2 May 2,2003 A Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE�� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss � designer. Bracingshown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance mum regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST48 Quality Standard, OSB -89 Bracing Specification, and HIB -91 �/p�{[ Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, VVI 53719 H�� 0 - e k 5.8.2 10-0-0 14-3-14 20.0-0 I 5.8.2 4-114 i I 4-3-14 5-8-2 Plate Offsets MY): 11:0-2-1,0-1-81,12:0-2-12,0-2-81, 14:0-2-12,0-2-81,15:0-2-1,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.04 8 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.05 8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.03 5 n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/dell = 240 Weight: 107 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS -G 'Except' TOP CHORD 2-4 2 X 4 OF No.1-G BOT CHORD 2 X 4 OF No.1-G BOT CHORD WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 1 =964/Mechanical, 5=964/0-5-8 Max Horz 1=238(load case 4) Max Uplift 1=-340(load case 5), 5=-359(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-1318, 2-3=-953, 3-4=-953, 45=-1318 BOT CHORD 1-9=962, 8-9= 1148, 7-8 = 1148, 6-7 =1 148, 5-6=962 WEBS 2-9=295, 3-9=-288, 3-8=46, 3-6=-288, 4.6=295 Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-4. Rigid ceiling directly applied or 9-2-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Girder carries tie-in spans of 4-0-0 from front girder and 4-0-0 from back girder 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 10) Special hanger(s) or connection(s) required to support concentrated load(s) 156.0Ib down and 258.21b up at 14-2-2, and 156.01b down and 258.21b up at 5-9-14 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard Continued on page 2 May 2,2003 A Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE�� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss � designer. Bracingshown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance mum regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST48 Quality Standard, OSB -89 Bracing Specification, and HIB -91 �/p�{[ Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, VVI 53719 H�� 0 - e k Job Truss Truss Type Qty Ply KREMER RESIDENCE R9056696 KREM0430 F2 CAL HIP 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR! s Oct 17 2002 MI Tek industries, Inc. i nu wrdy V n 1 •r.oa.uV <uVV r aye LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-2=-52.0, 4-5=-52.0, 1-5=-14.0 Concentrated Loads (lb) Vert: 2=-156.0 4=-156.0 Trapezoidal Loads (plf) Vert: 2= -78.0 -to -3=-104.0, 3= -104.0 -to -4=-78.0 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use onlywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design pammenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during concoction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 i Te kF Job Truss Truss Type Qty Ply KREMER RESIDENCE DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 R9056697 KREM0430 F3 HOWE 1 1 BC 0.17 Vert(TL) -0.03 6-8 >999 BCLL 0.0 Rep Stress Incr NO (optional) Longfellow LUmoef 1.0., Inc., %-nico, t.a. vazyco-i4o4 4.4v. on i a — .I <vvc ..... —or -••�� 5-1.15 I 10-0-0 I 14-10-1 I 20-0-0 5.1-15 4-10-1 55x6 = 4-10-1 5.1-15 3 9 1.5x4 II 5-1-15 I 10-40 5-1-15 4-141 8 7 6 3x8 = 3x4 = 1.5x4 II 14-10-1 I 20-0-0 4-141 5-1-15 3x4 = In 0 Scale = 1:62.6 Plate Offsets IX,Y): [1:0-2-1,0-1-81,15:0-2-1,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.06 Vert(LL) 0.02 1-9 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.03 6-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 5 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/deft = 240 Weight: 123 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS -G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std -G REACTIONS (Ib/size) 11= 645/Mechanical, 5=645/0-5-8 Max Horz 1=-377(load case 3) Max Uplift 1=-60(1oad case 5), 5=-60(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-813, 2-3=-582, 3-4=-582, 4-5=-813 BOT CHORD 1-9=561, 8-9=561, 7-8=561, 6-7=561, 5-6=561 WEBS 2-9=76, 3-8=389, 4.6=76, 2-8=-238, 4-8=-238 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7.93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. �q 6) This truss has been designed with ANSI/TPI 1-1995 criteria. ?,()FESS/0 LOAD CASE(S) Standard coLU f � 1 m elfC 919 X * 3/ CIV1\- TgTFOF C A\0F OEC May 2,2003 warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be IL Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss ar designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult GST -88 Duality Standard, DSB-89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WOnofrio Drive, Madison, WI 53719 i e W— Job Truss Truss Type Qty Ply KREMER RESIDENCE R9056698 KREM0430 G1 MONO TRUSS 1 1 (optional), 1.25 TC 0.44 VertfLL) 0.01 5 t..,. TK., hil—n1 IAo'2Q-57 9nn3 Pane 1 Longfellow LUMDer to., rnC., i Illuv, Id. a�aco ' 3.10-6 I 7-6-0 3-10-6 3-7.10 2x4 11 3 3x4 - 5 4 3x8 I I 4x4 - 3-10-6 1 7-6-0 3-10-6 3.7-10 Scale = 1:46.0 LUMBER 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP LOADING TCLL (psf) 16.0 SPACING Plates Increase 1.25 TC 0.44 VertfLL) 0.01 5 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.02 4-5 >999 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.00 4 n/a BCDL 7.0 Code UBC97/ANS195 1st LC LL Min I/defl = 240 Weight: 55 Ib LUMBER TOP CHORD 2 X 6 DF SS -G BOT CHORD 2 X 6 OF SS -G WEBS 2 X 4 OF Std -G 'Except' 3-4 2 X 4 OF No.1-G REACTIONS (Ib/size) 1=1384/0-5-8,4=1384/Mechanical Max Horz 1=417(load case 4) Max Uplift 1=-181(load case 3), 4=-389(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1006, 2-3=-0, 3-4=-91 BOT CHORD 1-5=744, 4-5=744' WEBS 2-5=1199, 2-4=-1026 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Girder carries tie-in span(s): 20-0-0 from 0-0-0 to 7-6-0 LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-4=-336.4, 1-3=-52.0 May 2,2003 j& Wareing -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II.7473 BEFORE USE Ct r Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 Mi g Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 p�� pi�r;99 F T k Job Truss Truss Type Qty Ply KR MER RESIDENCE in (loc) 1/dell TCLL 16.0 Plates Increase R9056699 KREM0430 H1 KINGPOST 8 1 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 1 (optional) Longfellow Lumoer LO., Inc., t.nico, t -a. t10`JLt1-/464 4.LU I an I s UC1 rY"ZLOUL IVIII BR InUU5lf1e5, mc. rrw ,way V II9:JJ. r LVVJ ray. -0.2.41 1-3-12 { 2.7-8 I-9.121 r62-4 1-3-12 9 1-3-12 42-4 CP co 3x4 - 1-3-12 I 2.7.8 3x4 1.3.12 1-3.12 LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) 1/dell TCLL 16.0 Plates Increase 1.25 TC 0.00 Vert(LL) -0.00 1 >999 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 3 n/a BCDL 7.0 Code UBC97/ANS195 1 st LC LL Min I/defl = 240 LUMBER TOP CHORD 2 X 6 DF SS -G BOT CHORD 2 X 4 OF No.1-G WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 1=72/0-5-8,3=72/0-5-8 Max Horz 1=-56(load case 3) Max Uplift 1=-7(load case 5), 3=-7(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-47, 2-3=-47 BOT CHORD 1-4=31, 3-4=31 WEBS 2-4=15 Scale = 1:10.4 PLATES GRIP M1120 220/195 Weight: 15 Ib BRACING TOP CHORD Sheathed or 2-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASEIS) Standard May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE Nlll-7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual budding component to be O Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 ��11 p i Te k Job Truss Truss Type Qty Ply KREMER RESIDENCE R9056700 KREM0430 H2 KINGPOST 1 1 (optional) REACTIONS (lb/size) 2=494/0-5-8, 4=501/0.5-8 Max Horz 2=-201(load case 3) --r- Max Uplift 2=-471load case 5), 4=-33(load case 5) Inr Thi. Mav 01 14,39.58 2003 Paae 1 Longrenow LUnruer wU- .rw., —1-v, -D_Z-q 53-12 3x6 10-7-8 10-}12 r� 0-24 5-3-12 5-3.12 D-2•4 NO TOP CHORD NOTCHING IS ALLOWED 1.5x4 II WITHIN 24 IN. OF THE HEEL JOINT(S). 3x4 �/ 1.5x4 II 3 3x4 �, rn 0 1 1.5x4 II 10.00 12 3x4 1.5x4 II / 3x4 1.5x4 II 3x4 Z� 1.5x4 II 3x4 Z� 518 to - 1.5x4 II 1.5x4 8x8 II 8x8 - 1.5x4 II 1.5x4 I 1 1.5x4 11 1.5x4 11 0-^11 5.3-12 I 10.5-7 101718 0-2.1 5-1-11 5.1-11 0.2-1 Scale = 1:38.5 LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANS195 CSI TC 0.29 BC 0.50 WB 0.00 (Matrix) DEFL in (loc) I/defl Vert(LL) -0.17 2-4 >745 Vert(TL) -0.31 2-4 >420 Horz(TL) 0.01 4 n/a 1st LC LL Min I/defl = 240 PLATES GRIP M1120 220/195 Weight: 68 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1-G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std -G REACTIONS (lb/size) 2=494/0-5-8, 4=501/0.5-8 Max Horz 2=-201(load case 3) Max Uplift 2=-471load case 5), 4=-33(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1.2=-4, 2-3=-535, 3-18=-532, 4-18=-539, 4-19=-10, 5-19=3 BOT CHORD 2-4=375 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Q�pF ESS/ov 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the Q 0 face), see MiTek "Standard Gable End Detail" ���� C 4) Gable studs spaced at 1-4-0 oc. loads `J f Z 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live per Table No. 16-B, UBC -97.1 W C 919 6) A plate rating reduction of 20% has been applied for the green lumber members. MX 7) This truss has been designed with ANSI/TPI 1-1995 criteria. * 3/ LOAD CASE(S) StandardCIVIC- OFCA(-\� Continued on page 2 May 2,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with Mi Tek connectors. This design is based only upon parameters shown, and is for an individual building component to be� Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ii�ffL �rp� Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 M € t T w�' Job Truss Truss Type Qty Ply KREMER RESIDENCE R9056700 KREM0430 H2 KINGPOST 1 1 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Thu May 01 14:39:58 2003 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 2-4=-14.0, 1-2=-52.0, 4-18=-52.0, 4-19=20.0, 5-19=-20.0 Trapezoidal Loads (plf) Vert: 2= -51.0 -to -3=-102.0, 3= -102.0 -to -18=-52.0 A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 q�y.+ Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 MlTek""- e k Job Truss Truss Type Qty Ply KREMER RESIDENCE R9056701 KREM0430 H3 KINGPOST 2 1 4x4 = loptional) Longfellow Lumber Lo., Inc., unlco, Ga. `J5`JLb-/464 4.Lu I JH I s uct I LUUL MI I eK Ino UStfleS, Inc. I nu May u I I4:d`J:" LUUd rage I 53-12 I 10.7-8 10-},12 0-24 53-12 44 - 5-3-12 0-2.4 Scale = 1:35.3 q LUMBER TOP CHORD 2 X 4 DF No.1-G BOT CHORD 2 X 4 DF No.1-G WEBS 2 X 4 DF Std -G WEDGE Left: 2 X 6 DF SS, Right: 2 X 6 DF SS REACTIONS (lb/size) 1 =336/0-5-8, 3=336/0-5-8 Max Horz 1=208(load case 4) Max Uplift 1=-31(load case 5), 3=-31(load case 5) FORCES [lb) - First Load Case Only TOPCHORD 1-2=-247,2-3=-247 BOT CHORD 1-4=181, 3-4=181 WEBS 2-4=71 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASEIS) Standard May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, mnsull OST -88 Quality Standard, DSBA9 Bracing Specification, and HIB -91 E Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Y Te k `, l� 4x4 = 4 4x4 = 1.5x4 II I 5-3-12 I 10.7-8 ( 53-12 5-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.29 VertILL) -0.02 3-4 > 999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.03 3-4 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a BCDL 7.0 Code UBC97/ANSI95 1 st LC LL Min I/defl = 240 Weight: 43 Ib LUMBER TOP CHORD 2 X 4 DF No.1-G BOT CHORD 2 X 4 DF No.1-G WEBS 2 X 4 DF Std -G WEDGE Left: 2 X 6 DF SS, Right: 2 X 6 DF SS REACTIONS (lb/size) 1 =336/0-5-8, 3=336/0-5-8 Max Horz 1=208(load case 4) Max Uplift 1=-31(load case 5), 3=-31(load case 5) FORCES [lb) - First Load Case Only TOPCHORD 1-2=-247,2-3=-247 BOT CHORD 1-4=181, 3-4=181 WEBS 2-4=71 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASEIS) Standard May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, mnsull OST -88 Quality Standard, DSBA9 Bracing Specification, and HIB -91 E Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Y Te k `, Job Truss Truss Type Qty Ply KREMER RESIDENCE I 1-8-2 7-3.3 1-8.2 Plate Offsets IX,Y): 11:0-2-1,0-1-81, (2:0-2-12,0-2-81,14:0.2.12,0-2.8), 15:0-2-1,0-1-81 R9056702 KREM0430 H4 CAL HIP 1 1 in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Thu May 01 14:39:59 2003 Page 1 -1^2 J 1-8-2 1- 0-1,5 68-9 &11-6 10.7-8 10.9. 12 0-24 1.8.2 0-2.13 69-10 0-2-113 1-8-2 0-24 Scale = 1:19.2 5x6 5x6 Q 3x4 = 1.5x4 II 1.5x4 II 1.5x4 II 3x4 = NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASEIS) Standard May 2,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE 11lllI1® Design valid for use onlywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Mum Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss �+^� designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the rasponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 9 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 t Te 1-8-2 611.6 I 1 D-7-8 I 1-8-2 7-3.3 1-8.2 Plate Offsets IX,Y): 11:0-2-1,0-1-81, (2:0-2-12,0-2-81,14:0.2.12,0-2.8), 15:0-2-1,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.04 7 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.07 7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 5 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 240 Weight: 42 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS -G *Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-4 2 X 4 OF No.1 &Btr-G 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 1 =336/0-5-8, 5=336/0-5-8 Max Horz 1=-62(load case 3) Max Uplift 1=-31(load case 5), 5=-31(load case 5) FORCES 0b) - First Load Case Only TOP CHORD 1-2=-629, 2-3=-488, 3-4=-488, 4-5=-629 BOT CHORD 1-8=503, 7-8=488, 6-7=488, 5-6=503 WEBS 2-8=147, 4-6=147, 3-7=-45 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASEIS) Standard May 2,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE 11lllI1® Design valid for use onlywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Mum Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss �+^� designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the rasponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 9 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 t Te Job russ Truss Type ty y RESIDENCE Plate Offsets [4:0-2-12,0-2-8],16:0-2-12,0-2-8], LOADING (psf) SPACING 2-0-0 CSI R9056703 KREMD430 K1 CAL HIP 1 1 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.17 7-9 >999 M1120H 165/146 (optional) ong a ow Lum er Co., Inc., Chico, Ca. 9 4t 4.201 S 1 s Nov 1 i 2000 MiTekIndustries, Inc. Fri May 02 08:38:18 2003 Page 1 -2-0-0 1 7-2.2 7-V5 12.0-0 I 1S-7-1 16-14 24-0.0 I 2600 , 2-00 7-2-2 0.2-13 4-7.1 4.7.1 0-2-13 7.2.2 2-0-0 Scale = 1:62.8 5x6 /i 56 3x8 = L Ir 300 II axe = I 7-2-2 12-0-0 1&314 24-0-0 I I 7.2-2 4$14 4-314 7.2.2 Plate Offsets [4:0-2-12,0-2-8],16:0-2-12,0-2-8], LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.09 10 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.17 7-9 >999 M1120H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.07 7 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/deft = 240 Weight: 157 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS-G'Except' TOP CHORD Sheathed or 4-3-13 oc purlins, except 4-6 2 X 4 OF No.1-G 2-0-0 oc puffins (3-3-5 max.): 4-6. BOT CHORD 2 X 6 DF SS-G'Except- BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing. 7-12 2 X 4 OF No.1-G WEBS 2 X 4 DF Std -G REACTIONS (Ib/size) 2=2956/0-5-8, 7=2022/0-5-8 Max Horz 2=400(load case 4) Max Uplift 2=-790(load case 5), 7=746(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=33, 2-3=3988, 3-4=2839, 4-5=-2257, 5.6=1894, 6-7=-2501, 7-8=32 BOT CHORD 2-13=2953, 12-13=2955, 11-12=2955, 11-14=2358, 10-14=2358, 10-15=2358, 9-15=2358, 7-9=1912 WEBS 4-11=942,5-11=-161. 5-10=153,5-9=-740, 6-9=763,3-13=1573,3-11=-1023 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 790 Ib uplift at joint 2 and 746 Ib uplift at joint 7. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. ES$/�N 8) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) hanger(s) Q\kOF 9� Special or connection(s) required to support concentrated load(s) 390.01b down and 759.01b up at 16-8-2, and 390.0Ib down 759.01b 7-3-14 top 11384.01b down and up at on chord, and and 128.91b up at 4-0-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. j C Z C 919 rn LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-52.0, 4-6=-117.5, 6-8=-52.0, 2-7=-31.6 CIVIL grFOF Continued on page 2 CA VF May 2,2003 Al warning -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss desituner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance MUMS regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIS -91 �p.+ Handling Install -ng and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, WI 53719 M g !� a k Job russ russ ype ty P y R9056703 KREM0430 K1 CAL HIP 1 1 (optional) LOngtellOW LUmoer L:O., Inc., cnlco, L;a. bbVZS-/434 4.zU1 SK1 S NOV 16 zuuu MI I eK Inaustrles, Inc. t -n May uz ututs:10 zuU3 rage z LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-390.0 6=-390.0 13=-1384.0 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design pammenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Ddve, Madison, WI 53719 I Te k" Job Truss Truss Type Qty Ply KREMER RESIDENCE in (loc) I/defl TCLL 16.0 Plates Increase R9056704 KREM0430 K2 CAL HIP 1 1 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.07 10-12 (optional) Longfellow LUITIDef uo., Inc., unlco, ua. aoyzu-/4s4 4.zu I DY11 s pct I / zuuz ml I eK Inoustrles, Inc. I nu may u I 14:4u:u l zuua rage 1 -2-0-0 1 4-5-1 1 9-2.2 9-04.15 14-7-1 14-91-.14 19-6-15 1 24-0-0 1 26-0-0 -- 1 2-0-0 4-5.1 4-9.1 0-2-13 5-2-2 0-213 4-9-1 4-5-1 2-0-0 5x8 \\ 5x6 \\ 4 1.5x4 II 3x4 - 3x4 - 3x8 - 1.5x4 II 1 4-5-1 1 9-2-2 I 14.9.14 1 19.6.15 1 24-0.0 4-5-1 4-9.1 5-7-11 4-9-1 4-5-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.03 10-12 >999 TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.07 10-12 >999 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.02 7 n/a BCDL 7.0 Code UBC97/ANS195 1st LC LL Min I/defl = 240 LUMBER BRACING TOP CHORD 2 X 6 DF SS -G 'Except' TOP CHORD 4-5 2 X 4 OF No.1-G BOT CHORD 2 X 4 DF No.t-G BOT CHORD WEBS 2 X 4 OF Std -G WEBS REACTIONS (Ib/size) 2=893/0-5-8, 7=893/0-5-8 Max Horz 2=-404(load case 3) Max Uplift 2=-177(load case 5), 7=-177(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=32, 2-3=-943, 3-4=-720, 4-5=-566, 5.6=-720, 6-7=-943, 7-8=32 BOT CHORD 2.13=693, 12-13=693, 11-12=566, 10-11=566, 9-10=693, 7-9=693 WEBS 3-13=63, 3-12=-160, 4-12=173, 5-10=173, 6-10=-160, 6-9=63, 4-10=0 PLATES M1120 I^ 0 Weight: 162 Ib Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4.5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-10 NOTES 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard Scale = 1:62.8 GRIP 220/195 May 2,2003 A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Q Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss +�+� designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Mi �[g Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 9 Te k Job russ russ ype ty y R 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an BRACING occupancy category I, condition I enclosed building, of dimensions 105 It by 40 ft with exposure C ASCE 7-93 TOP CHORD 2 X 6 DF SS-G'Except' R9056705 KREM0430 K3 CAL HIP 1 1 2 X 6 DF SS-G'Except- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-12 2 X 4 OF No.1-G WEBS 1 Row at midpt 3-11,4-10 (optional) LOngiellOW LUmoer to., Inc., unico, t.a. timiLti-f4s4 4.4U1 JM 1 S 1VUV 10 LUUU IVII I eK IIIUU5U1US, Uro. rn 1VIay vL vo:Jo:v I cvvi rays I 12.7.1 2-0-0 1 a-114 1 11-2-2 114.1@-414 19812 1 240.0 12680 280 4-114 &2-14 06id3Q,2-13 6.2.14 x-11.4 2-0-0 Scale =1:91.5 1-212,6 N 402 11 5x6 We = 3x4 = 3x8 = 1.5x4 11 4-114 1 11.2-2 12-9.141 19812 1 24-00 1 4-114 6.2-14 1-7-11 &2-14 4.114 LOADING (Psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANS195 CSI TC 0.14 BC 0.63 WB 1.00 DEFL in (loc) I/defl Vert(LL) -0.07 11-13 >999 Vert(TL) -0.14 11-13 >999 Horz(TL) 0.05 7 n/a 1st LC LL Min I/defl = 240 PLATES GRIP M1120 220/195 Weight: 184 Ib LUMBER 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an BRACING occupancy category I, condition I enclosed building, of dimensions 105 It by 40 ft with exposure C ASCE 7-93 TOP CHORD 2 X 6 DF SS-G'Except' TOP CHORD Sheathed or 4-4-10 oc purlins, except exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4-5 2 X 4 DF No.1-G 3) Provide adequate drainage to prevent water ponding. 2-0-0 oc purlins (6-M max.): 4-5. BOT CHORD 2 X 6 DF SS-G'Except- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-12 2 X 4 OF No.1-G WEBS 1 Row at midpt 3-11,4-10 WEBS 2 X 4 DF Std -G 7) This truss has been designed with ANSI/TPI 1-1995 criteria. REACTIONS (Ib/size) 2=2776/0-5-8, 7=1364/0-5-8 Q?,QF ESS/�N 9) Special hanger(s) or connection(s) required to support concentrated load(s) 2354.01b down and 219.31b up at 4-11-4 bottom Design for FZ Max Horz 2=481 (load case 4) Q ���)Q YG CID f �% Max Uplift 2=352(load case 5), 7=-221 (load case 5) t m LU C 919 FORCES (lb) - First Load Case Only Uniform Loads (plf) TOP CHORD 1-2=33, 2-3=3759,34=1446,4-5=-1043, 5$=1339, 6-7=-1622, 7-8=32 Concentrated Loads (lb) BOT CHORD 2-13=2803,12-13=2804,11-12=2804, 10-11=1118,9-10=1199,7-9=1199 T CIVIL �P 916OF WEBS 3-13=2468, 3-11=2023,4-11=1164,4-10=477, 5-10=627, 6-10=-178, 6-9=77 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 It by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20%4 has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 Ib uplift at joint 2 and 221 Ib uplift at joint 7. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q?,QF ESS/�N 9) Special hanger(s) or connection(s) required to support concentrated load(s) 2354.01b down and 219.31b up at 4-11-4 bottom Design for FZ on chord. unspecified connection(s) is delegated to the building designer. Q ���)Q YG CID f �% LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 t m LU C 919 C �m Uniform Loads (plf) Vert: 1-4=-52.0,4-5=-52.0.5-8=-52.0, 2-7=-14.0 * 3 / Concentrated Loads (lb) Vert: 13=-2354.0 T CIVIL �P 916OF CAUF May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parementers and proper incorporation of component is responsibility of building designer - not Inks designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard. OSB -89 Bracing Specification, and HIB -91 4 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type City Ply KREMER RESIDENCE 3x4=i, -5-0-0 0-h11 6-2-2 I.9-8 = 13.6.15 I1-7.11 R9056706 KREM0430 K4 CAL HIP 6 1 LOADING (psf) SPACING 2-0-0 CSI (optional) LongrenOVV LUm Der LO., Inc., Lnico, La. uDuzo-/-f34 -f.LV I wl1 5 Vct I / LVVL IVII I eK Inu U5if les, Inc. I[IU Ivldy V I I4.4V:VL LVW rdye I 7-7-1 -5-0.0 0-1511 6.2-2 6s4,65'2U4 13-6-15 I 19-0-0 121-0-0 5.0-0 0-5-1 5-9-1 06-0-0 0-5-1 5-9-1 0 -if 3�'t3 \\ 5-9-1 6-5-1 2-0.0\� 5-9-1 5-5-1 2-0.0 1-2-2 to nn f1-9 2 4. r N O Scale = 1:84.4 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per U8C97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be ' N Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss = =� designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 0e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ROOM regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification. and HIB -91 g �`g Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 E T k' 1.5x4 II 3x4 = 1.5x4 II 3x4=i, -5-0-0 0-h11 6-2-2 I.9-8 = 13.6.15 I1-7.11 1 19-0-0 5-0-0 0-5-1 5-9.1 5.9-1 5-5.1 Plate Offsets (X,Y): 15:0-2-1,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.03 10-11 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.06 10-11 > 999 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 5 n/a BCDL 7.0 Code UBC97/ANS195 1st LC LL Min I/dell = 240 Weight: 152 lb LUMBER BRACING TOP CHORD 2 X 6 OF SS -G *Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-3 2 X 4 DF No.t-G 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD 2 X 4 OF No.1-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2 X 4 OF Std -G Except: 6-0-0 oc bracing: 10-11 . WEBS 1 Row at midpt 2-10 REACTIONS (Ib/size) 11=615/0-5-8, 5=731/0-5-8 Max Horz 11=398(load case 4) Max Uplift 11=-55(load case 5), 5=-165(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-343, 2-3=-298, 3-4=-380, 4-5=-661, 5-6=32, 1-11 =-572 BOT CHORD 10-11 =-0, 9-10=272, 8-9=272, 7-8=490, 5-7=490 WEBS 2-10=-146, 2-8=164, 3-8=46, 4-8=-247, 4-7=77, 1-10=336 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per U8C97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard May 2,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be ' N Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss = =� designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 0e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ROOM regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification. and HIB -91 g �`g Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 E T k' Job Truss Truss Type Qty Ply KREMER RESIDENCE on an occupancy category 1, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C LOADING (psf) SPACING 2-0-0 CSI DEFL R9056707 KREM0430 L1 FLAT 1 1 -0.04 6-7 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.59 Vert(TL) (optional) Longfellow LUI IDef L.O., Inc., t-nlco, ua. JbyLC-/434 4.LU 1 Jrt I S Uct I / LUUL IVII I eK Inoustrles, Inc. I nu may U I 14:4U:U3 LUU3 rage I 43.15 8-6-1 12-10-0 4-3-15 4-2-3 4-3-15 5x6 = 3x4 - 1.5x4 II 5x6 - 1 2 3 4 rnv ----- --- - --- -------- -..._ 7UXIV — 2x4 I I MIN ROOF PITCH OF 4/12 2x4 I I Scale = 1:27.3 I 4-3-15 I 8-6-1 I 12-10-0 4-3-15 4-2-3 I 4.3.15 Plate Offsets (X,Y): 17:0-3-0,0-4-41 on an occupancy category 1, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.04 6-7 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.09 6-7 >999 7) Girder carries tie-in span(s): 19-0-0 from 0-0-0 to 12-10-0 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.01 5 n/a LOAD CASE(S) Standard BCDL 7.0 Code UBC97/ANSI95 cr_ 1st LC LL Min I/deft = 240 Weight: 84 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr-G TOP CHORD 2-0-0 oc purlins (4-10-6 max.): 1-4, except end BOT CHORD 2 X 6 OF SS -G May 2,2003 verticals. WEBS 2 X 4 DF Std -G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=2354/0-3-0, 5=2354/Mechanical Max Horz 8=265(load case 4) Max Uplift 8=-351(load case 3), 5=-390(load case 4) FORCES Ilb) - First Load Case Only TOP CHORD 1-8=-1678, 1-2=-1769, 2-3=-1769, 3-4=-1769, 4-5=-1678 BOT CHORD 7-8=0, 6-7= 1769, 5-6=0 WEBS 2-7=-217, 3-6=-217, 1-7=2365, 2-6=0, 4-6=2365 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. FES$( 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 99,0 ON 7) Girder carries tie-in span(s): 19-0-0 from 0-0-0 to 12-10-0 oo �G 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. ���(`�� co t s LOAD CASE(S) Standard LU C 919 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 cr_ Uniform Loads (plf) 3 Vert: 5-8=-323.4, 1-4=-52.0 * clvl1- TgT�OF C A�1F O� May 2,2003 V Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIO -7473 BEFORE USE Design valid for use onlywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss �+ designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilGryof the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST48 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 Mg 4 F Te Ti Job Truss Truss Type Qty Ply KREMER RESIDENCE in (loc) I/defl TCLL 16.0 R9056708 KREM0430 M1 MONO CAL HIP 1 1 >999 TCDL 10.0 Lumber Increase 1.25 BC 0.19 (optional) Longfellow LumOer GO., Inc., l.nlco, l.a. UbUZt$-/434 4.ZV1 SHI S VCt 1 / ZUUL m11eK Inaustrles, Inc. Inu may U 1 14:41.1:1.14 ZUU3 rage I -2-0-0 I 5-8-2 5.10-.15 7.10-0 1 9-10.0 2.0.0 5-8-2 0.2.13 1-11.1 2-0-0 4x4 = 3 3x4 = 2-9-10 I 5.8-2 I 7-10-0 2-9-10 2-10-8 2-1-14 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl TCLL 16.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.02 2-6 >999 TCDL 10.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.04 2-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a BCDL 7.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 240 LUMBER BRACING TOP CHORD 2 X 6 DF SS -G 'Except' TOP CHORD 3.-4 2 X 4 OF No.1 &Btr-G BOT CHORD 2 X 4 DF No.1-G BOT CHORD WEBS 2 X 4 OF Std -G REACTIONS (lb/size) 5=246/Mechanical, 2=362/0-5-8 Max Horz 2=417(load case 4) Max Uplift 5=-123(load case 4), 2=-27(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=32, 2-3=-97, 3-4=-78, 4-5=-232 BOT CHORD 2-6=74,5-6=0 WEBS 3-6=-131, 4-6=200 PLATES M1120 Weight: 55 Ib Scale = 1:42.4 GRIP 220/195 Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 28 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 105 ft by 40 ft with exposure C ASCE 7-93 per UBC97/ANSI95 It end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard May 2,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE t•� Design valid tar use ontywith MTek connectors. This design's based only upon parameters shown, and is for an individual building component to be QD Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance r regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Mi Tek", Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719 ■ II Te k This safety alert symbol is used to attract your ,M attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. 1ACAUTION: A CAUTION identifies safe operating prac- ' tices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° Itis the responsibility of the installer (builder, building contractor, licensed contractor. erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses fora particular roof orfloor. These recommendations are based upon the collective experience of leading technical personnel in the wood truss CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is ad- vised to obtain and read the entire booklet "Com- mentary and Recommendations for Handling, In- stalling & Bracing Metal Plate Connected Wood Trusses, HIB -91" from the Truss Plate Institute. DANGER: A DANGER designates a condition where failure to follow instructions or heed warn- ingwill most likely result in serious personal injury or death or damage to structures. WARNING: A WARNING describes a condition where failure to follow instructions could result in severe personal injury or damage to structures. O TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 • www.tpinst.org industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4 grade marked lumber. All connections should be made with minimum of 2-16d nails. All trusses assumed 2' on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. TRUSS STORAGE CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss." ACAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral CAUTION: Trusses stored vertically should be Bending and lessen moisture gain. braced to prevent toppling or tipping. WARNING: Do not break banding until installation begins. Careshould beexercised in banding remov- al to avoid shifting of individual trusses. . A WARNING: Do not lift bundled trusses by the bands. Do not`use damaged trusses.. o ADANGER: Do not store bundles upright unless properly braced. Do not break bands until bundles are placed in a stable horizontal position. ADANGER: Walking on trusses which arelying flat ' is extremely dangerous and should be strictly prohibited. Frame 1 MONO TRUSS TOP CHORD TEMPORARY BRACING SPAN MINIMUM PITCH TOP CHORD LATERALBRACE SPACING(LB) TOPCHORD DIAGONALBRACE SPACING(DBs) [#trusses] F I SPF/HF Up to 24' 3/12 8' 17 12 Over 24'- 42' 3/12 T 10 1 6 Over 42'- 54' 3/12 6' 6 1 4 Over 54' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. View photos ofa properlybraced roofsystem at www. tpinst org under the "Publications" link. PLUMB ®ry0. �tJye��F ?4, g ` / o Z4,0 z� 12 3 or 11 sJ 6• rZ All lateral braces lapped at least 2 trusses. Continuous Ton Chord Lateral Brace Required! WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. I I I Truss I D/50 Depth 12" D(in) 1' I I Lesser of 2' D/50 or 2" ± 3' Maximum Plumb Misplacement Line INSTALLATION TOLERANCES D(in) D/50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" T 96" 2" 8' 108" 2" 9' OUT -OF -PLUMB INSTALLATION TOLERANCES AWARNING: Do not cut trusses. 10" or Gre Attachrn Required I Length L (in) ......................... ±,/a Lesserof U200 or 2" Bow L (in) L (in) T....... :::..................::......: ± 1/4 Lesser of U200 or 2" Frame 6 L(in) U200 L(ft) 50" 1/4" 4.2- 100" 1/2" 8.3' 150" 3/4" 12.5 - L(in) U200 L(ft) 200" 1" 16.7- 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES DANGER: Under no circumstances should construction loads of any description be placed . on unbraced trusses. 2x4/2x6 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 9 J The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces lapped at least two trusses. Top chords that are laterally braced can buckle Continuous together and cause collapse if there is nodiago- nal bracing. Diagonal bracing should be nailed Top Chord the underside of the top chord when purlins Lateral BracE are attached to the topside of the top chord. Required View photos of a properlybraced roofsystem at www.fpinst.org under the "Publications" link. 10" End diagonals are essential for stability and must be duplicated on both ends of the truss system. =45 0 Attachmer Required 20'sS ee (Dg 1 10trSpFA@2'o,c WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. 4x2 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING Top chords that are laterally braced can buckle together and cause collapse if there Is no diago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Viewphotos ofa properlybraced roofsystem at www.toinst.orgunder the "Publications" link. ►;R WAS k 30, �•�' All lateral braces lapped at least - twotrusses. =4s° End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 /OIWO 3rL Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required 30" or greater — 3 1�2" Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. TOPCHORD • TOPCHORD DIAGONALBRACE MINIMUM LATERALBRACE SPACING(DBJ SPAN DEPTH SPACING(LB) [#trusses] SP/DF SPF/HF Up to 32' 30" 8' 16 10 Over 32'- 48' 42" 6' 6 4 Over 48'- 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 9 J The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces lapped at least two trusses. Top chords that are laterally braced can buckle Continuous together and cause collapse if there is nodiago- nal bracing. Diagonal bracing should be nailed Top Chord the underside of the top chord when purlins Lateral BracE are attached to the topside of the top chord. Required View photos of a properlybraced roofsystem at www.fpinst.org under the "Publications" link. 10" End diagonals are essential for stability and must be duplicated on both ends of the truss system. =45 0 Attachmer Required 20'sS ee (Dg 1 10trSpFA@2'o,c WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. 4x2 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING Top chords that are laterally braced can buckle together and cause collapse if there Is no diago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Viewphotos ofa properlybraced roofsystem at www.toinst.orgunder the "Publications" link. ►;R WAS k 30, �•�' All lateral braces lapped at least - twotrusses. =4s° End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 /OIWO 3rL Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required 30" or greater — 3 1�2" Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. WARNING: Do not attach cables, chains, or hooks WARNING: Do not lift single trusses with spaa�s to the web members. greater than 30' by the peak. 1A 1A v / Approximately Appro~ ximatell /1/2 truss length 1/2 truss length Tag Truss spans less than 30' Line I Spreader Bar Toe In Spreader Bar a Toe In Approximately '/2 to 2/3 truss length Less than or equal to 60' Approximately 1/2 to 2/3 truss length Less than or equal to 60' Toe In Line Toe In Tag Line MECHANICAL INSTALLATION Lifting devices should be connected to Strongback/ the truss top chord with a closed-loop Spreader Bar attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of thetruss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line At or above mid -height Tag Tag Line Line 2/3 to 3/4 truss length CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of Atrusses with similar configurations. Consult registered professional engineer if different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB-89, and in some cases determine that a wider spacing is possible. GROUND BRACING: BUILDING INTERIOR I GROUND BRACING: BUILDING EXTERIOR Frame 2 greater 7 ` PITCHED TRUSS TOP CHORD TEMPORARY BRACING Top chords that are laterally braced can buckle together and cause collapse if there is no diago- SPAN MINIMUM PITCH TOP CHORD LATERALBRACE SPACING(LB) TOPCHORD DIAGONALBRACE SPACING(DBS) #trusses SP/DF SPF/HF Up to 32' 4/12 8' 20 15 Over 32'- 48' 4/12 1 6' 10 7 Over 48'- 60' 4/12 1 5' 6 4 Over 60' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir — All lateral braces lapped at least 2 Continuous Top Chord Lateral Brace1__._,2 trusses. Required 10" or Greater Attachment Required - 32 ortess Top chords that are laterally braced can buckle together and cause collapse if there is no diago- TOPCHORD LATERALBRACE SPACING(LBS) TOPCHORD DIAGONALBRACE SPACING(DBS) # trusses nal bracing. Diagonal bracing should be nailed UD to 28' 2.5 to the underside of the top chord when purlins 17 12 Over 28'- 42' are attached to the topside of the top chord. 6' 9 6 Viewphotos ofa properlybraced roofsystem at 3.0 1 5' www.tolnst.org under the "Publications" link. Over 60' .A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. SCISSORS TRUSS TOP CHORD TEMPORARY BRACING SPAN MINIMUM PITCH DIFFERENCE TOPCHORD LATERALBRACE SPACING(LBS) TOPCHORD DIAGONALBRACE SPACING(DBS) # trusses SP/DF I SPF/HF UD to 28' 2.5 7' 17 12 Over 28'- 42' 3.0 6' 9 6 Over 42'- 60' 3.0 1 5' 5 3 Over 60' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF = Douglas Flr-Larch SP = Southern Pine HF = Hem -Fir SPF = Spruce -Pine -Fir Continuous Ton Chord Lateral Brac Required 10"orG Attachmen Required Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. View photos ofa properlybraced roof system at www.toinst.orgunderthe "Publications" link. All lateral braces lapped at least 2 trusses. y8• Frame 3 =45 0 A00� ry0 1'I' .. `46o 1 �2 4 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. BOTTOM CHORD TEMPORARY BRACING - SPAN MINIMUM PITCH BOTTOMCHORD LATERALBRACE SPACING(LB) BOTTOMCHORD DIAGONALBRACE SPACING(DBs) [#trusses] Up to 32' 4112 15' 20 1 15 Over 32'- 48' 4112 15' 1 10 1 7 Over 48'- 60' 4112 15' 1 6 1 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir ,AV All lateral braces lapped at least 2 trusses. 5�5 BOTTOM CHORD PLANE WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings`: Temporary cross bracing at each end of the building and repeated at WEB MEMBER PLANE Frame 4 STRUCTURAL CALCULATIONS RCE job #2002.016 for Goldmann at Rose Kremer Residence Parcel 18, Grindstone Place Chico, CA Calculation Index: Page # • Project Layout 1 —2 • Gravity Analysis 3-4 • Lateral Analysis LI — LI I • Entry Tube Steel ETS 1 Column Analysis • Masonry Column MCI — MC2 Analysis • Welded Connection W1 —W2 Analysis • Beam Analysis BI — B36 • Floor joist Analysis F11 — F19 • Footings Analysis F1 — F26 essi J. CO Revision Summary: � v E". 441-05 civic �P q� Rev. 0 04/15/03 Initial Issue OF `� CIVIL — STRUCTURAL ENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 Ohone: (530) 894-8833 - Fax: (530) 894-8882 fox dor-c-e.com - IWO://www.r-c.o.com Structural Calculations Criteria Project: Kremer Residence RCE job Number: 2002.016 Owner: Kremer ' Loaction: Parcel 18, Grindstone Place - Chico, CA Date: May 7, 2003 ' Code: Unifrom Building Code, 1997 Edition. Code Enforcement: Butte County Building Department Loads: ' Seismic Design: Seismic Zone: 3 Importance factor: 1.0 ' Soil Profile Type: So Seismic Source Type: A ' Closest Distance Seismic Source: N/A Wind Design: (Method 2) ' Wind Speed: 75 mph Exposure: C Soil Bearing: 1500 psf INotes: ' Special Inspection is required for all shop welding for structural steel. Roberts consulting engineering does not represent that these calcultions or any specifications in ' connection therewith are suitable whether or not modified, for any other site than the one for which they were specifically prepared. Roberts consulting engineering disclaims responsibility ' for these plans and specifications if they are used whole or in part at any other site. Plans are not valid until reviewed and approved by appropriate governmental agencies CIVIL — STRUCTURAL ENGINEERING SURVEYING 3060 Thorntree Dr. Suite #10 - Chico, CA 95973 2hone: (530) 894-8833 - Fax: (530) 894-8882 fax ci@r-c-e.com - http://www.r-c-e.com LU El �° rn rn I I Fb Y � 1 I �\ F4 r— 1 F r � (� S H- r 1 p b' -b• a o q�• 1 1 1 526 r—, T L J I 1 DJI , 5.3 ,p i I I -J �-� rn rn DG 11 FJI j� �}�FIO 1 ,' e 1 9 ea3 1 A z 56 1 5-r j j �o 1 i 4 i (� Im � r-- , I6 ,�. I 1 I 1 1_ I 1 � 1 0 1 I I FII Y I Ib I 1�-- F.B O FND FJz 1 1 1 I 1 F15 trntt 15i 1 I I , W I I F2 Bel 1 I I L_ I rn L r i ; 1, 1 1 > O j I F12_� o o Bq ZF14 2 j 15i r---------�-- t�—�- I 521 r l I ----- L.m rn F8 O I_ 152 I ' QI O N j1 O L_J L_J � 15i 15s -i O 1 6 ❑ ❑ I � 15 I ' 153 �_ F9 F9 O f4 '--�--- --- -- , NOTE, ALL 5EAMS SHOWN ARE c im 1 ; AT 2ND FLOOR LEVEL U.O.N. (D. D 0 f 8'-b' s' -b• o 0— 514 B20 B2I 9'-6' B23 0� LU 7 � 4Z T NOTE, ALL BEAMS SHOWN ARE AT ROOF LEVEL U.ON. T 20 rn rn rn rn t� z n rn 5/7/2003 Lateral Analysis - Kremer Res - R.C.E. Job 2002.016 f9 3 Gravity Loads: Roof Dead Load Slope= 10 to 12 5/8" CDX Ply. 1.8 psf Tile Roofing 11.0 psf Trusses @ 24" o.c.. 5.0 psf 1/2" Gyp. 2.2 psf Insul. 1.0 psf Misc. 2.8 psf 1 x Ceiling ota (sloped) ps ota oriz psf. ota(axial) . ps Roof Dead Load 5/8" CDX Ply. 1.8 psf Slope= Tile Roofing 11.0 psf 10 2x12 @ 24" o.c. 2.0 psf to 1 x Ceiling 2.5 psf 12 Insul. 1.0 psf Misc. 2.5 psf ota (sloped) . ps ota oriz ps ota(axial) ps Roof Live Load onstruction _ 16.0 psf it Wall. Dead Load Stucco 10.0 psf (exterior) 3/8 Ply. 1.8 psf 2x6 Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf ota ps Wali Dead Load Artif. Stone 20.0 psf (exterior) 3/8 Ply. 1.8 psf 2x6 Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf 111 otal 28.0 ps Wall Dead Load 2x6 Framing @ 16" o.c. 1.7 psf (interior) Gyp. 2 sides 4.4 psf Misc. 1.9 psf 111 ota ps Copywi to 2001 - Spyder Software 5/7/2003 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 r,(4 Floor Dead Load Carpet 1.0 psf 1 st Floor 3/4 TRIG 2.5 psf T11 @ 16" o.c. 5.0 psf Insul. 1.0 psf Misc. 1.5 psf Total 11.0 psf Floor Dead Load Carpet 1.0 psf 2nd Floor 3/4 TaxG 2.5 psf T)I @ 16" o.c. 5.0 psf 5/8" Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf Total 13.0 psf Floor Live Load Residential 40.0 psf Copywrite 2001 - Spyder Software 5/7/2003 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 P L i UBC Wind Loads -- Method 1 p= Ce*Cq•gs*l IWW OI W IWR OWR CRR OPR p= P= P= P= P= p= Wind Speed: 75 mph Exposure: C where; Ce = 1.06 @ 0 to 15' Ce = 1.13 @ 15 to 20' 12.2 7.61 6.1 0.0 10.7 10.7psf-@Oto 15' 13.0 8.1 6.5 0.0 11.4 11.4 psf - @ 15 to 20' 13.7 8.6 6.9 0.0 12.0 12.0 psf - @ 20 to 25' 14.2 8.9 7.1 0.0 12.4 12.4 psf - @ 25 to 30' 15.1 9.4 7.5 0.0 13.2 13.2 DO -@30 to 40' 16.5 10.3 8.2 0.0 14.4 14.4 psf - @ 40 to 60' Roof ' Wind Loading @ Wall Lines 1 ro 3 ' Mean Roof Height = 22.0 feet Uplift Pressure = 11.6 psf ' Floor Wind Loading @ Wall Unes 1 to 3 Mean Roof Height - 22.0 feet Uplift Pressure - 11.6 psf Wind Loading ' @ Wall Lines 2 to 5 Mean Roof Height = 22.0 feet Uplift Pressure = 1 1.6 psf ' Floor Wind Loading @ Wall Lines 2 to 5 ' Mean Roof Height = 22.0 feet Uplift Pressure = 11.6 psf nd Loading Wali Line 6 Mean Roof Height = 22.0 feet Uplift Pressure = 11.6 psf Copywdte 2001 - Spyder Software Ce = 1.19 @ 20 to 25' Ce= 1.23@25 to 30' Ce = 1.31 @ 30 to 40' Ce = 1.43 @ 40 to 60' Cq = 0.8 (IWW) Inward @ Windward Wall Cq = 0.5 (OLW) Outward @ Leeward Wall Cq = 0.4 (IWR) Inward @ Windward Roof Cq = 0 (OWR) Outward @ Windward Roof Cq = 0.7 (OLR) Outward @ Leeward Roof Cq = 0.7 (OPR) Outward @ Parallel To Ridge qs = 14.4 psf 1 = 1 Importance Factor Roof Slooe Fp = Tributary Normal Resultant Horizontal Area Pressure 2.00 feet @ 12.2 psf = 1.00 feet @ 13.0 psf = 3.00 feet @ 8.3 psf = 12.00 feet @ 6.6 psf = 12.00 feet @ 11.6 psf = Fp = = 10 Rise to 12 Horiz. Tributary Normal Resultant Horizontal Area Pressure 8.00 feet @ 12.2 psf = 0.00 feet @ 13.0 psf = 0.00 feet @ 13.7 psf = 8.00 feet @ 8.3 psf = 0.00 feet @ 6.6 psf = 0.00 feet @ 11.6 psf = n 13.7 psf = n = = 10 Rise to 12 Horiz. Tributary Normal Resultant Horizontal Area Pressure 0.00 feet @ 12.2 psf = 5.00 feet @ 13.0 psf = 0.00 feet @ 13.7 psf = 5.00 feet @ 8.3 psf = 13.00 feet @ 6.6 psf = 13.00 feet @ 11.6 psf = n 13.7 psf = Fn = = 10 Rise to 12 Horiz. Tributary Resultant Horizontal Resultant Horizontal Force 98 lbs. 24 lbs. (IWW) @ 0 to 15' 13 lbs. (IWW) @15 to 20' 25 lbs. (OLW) @ 20 to 25' 80 lbs. (IWR) @ 20 to 25' 140 lbs. (OLR) @ 20 to 25' 9A9 nlf. hnrls 0 lbs. Resultant Horizontal Tributary Force Resultant Horizontal Area 98 lbs. (IWW) @ 0 to 15' 0 lbs. (IWW) @15 to 20' 0 lbs. (IWW) @20 to 25' 66 lbs. (OLW) @ 20 to 25' 0 lbs. (IWR) @ 20 to 25' 0 lbs. (OLR) @ 20 to 25' 1 A4 n n 13.7 psf = Resultant Horizontal Tributary Force Resultant Horizontal Area 0 lbs. (IWW) @ 0 to 15' 65 lbs. (IWW) @15 to 20' 0 lbs. (IWW) @20 to 25' 42 lbs. (OLW) @ 20 to 25' 86 lbs. (IWR) @ 20 to 25' 151 lbs. (OLR) @ 20 to 25' Resultant Horizontal Tributary Normal Resultant Horizontal Area Pressure Area Pressure Force 0.00 feet @ 10.00 feet @ 12.2 psf = 122 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' 0.00 feet @ 13.7 psf = 0 lbs. (IWW) @20 to 25' 10.00 feet @ 8.3 psf = 83 lbs. (OLW) @ 20 to 25' 3.00 feet @ 6.6 psf = 20 lbs. (IWR) @ 20 to 25' 3.00 feet @ 11.6 psf = 35 lbs. (OLR) @ 20 to 25' Fn = I 960 nlf - hnrb. Resultant Horizontal Tributary Normal Area Pressure 0.00 feet @ 12.2 psf - 0.00 feet @ 13.0 psf = 0.00 feet @ 13.7 psf = 0.00 feet @ 8.3 psf = 13.00 feet @ 6.6 psf = 13.00 feet @ 1 1.6 psf = Fn = Resultant Horizontal Force 0 lbs.. (1WW) @ 0 to 15' 0 lbs. (IWW) @15 to 20' 0 lbs. (IWW) @20 to 25' 0 lbs. (OLW) @ 20 to 25' 86 lbs. (IWR) @ 20 to 25' 151 lbs. (OLR) @ 20 to 25' 5/7/2003 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 1 L 2- Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Line 7 Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' 0.00 feet @ 13.7 psf = 0 lbs. (IWW) @20 to 25' Mean Roof Height - 22.0 feet 0.00 feet @ 8.3 psf = 0 lbs. . (OLW) @ 20 to 25' Uplift Pressure = 11.6 psf 10.00 feet @ 6.6 psf = 66 lbs. (IWR) @ 20 to 25' 10.00 feet @ 11.6 psf = 116 lbs. OLR @.20 to 25' Fp = 183 plf - horiz. Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Line A Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 3.00 feet @ 13.0 psf = 39 lbs. (IWW) @15 to 20' 2.00 feet @ 13.7 psf = 27 lbs. (IWW) @20 to 25' Mean Roof Height = 22.0 feet 5.00 feet @ 8.3 psf = 42 lbs. (OLW) @ 20 to 25' Uplift Pressure = 11.6 psf 0.00 feet @ 6.6 psf = 0 lbs. (IWR) @ 20 to 25' 0.00 feet @ 11.6 psf = 0 lbs. OLR @ 20 to 25' Fp = 108 plf - horiz. Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines Ridge between A 81 B Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @ 15 to 20' 4.00 feet @ 13.7 psf = 55 lbs. (IWW) @20 to 25' 3.00 feet @ 14.2 psf = 43 lbs. (IWW) @25 to 30' Mean Roof Height = 22.0 feet 7.00 feet @ 8.3 psf = 58 lbs. (OLW) @ 20 to 25' Uplift Pressure = 11.6 psf 0.00 feet @ 6.6 psf = 0 lbs. (IWR) @ 20 to 25' 0.00 feet @ 11.6 psf = 0 lbs. OLR @ 20 to 25' Fp = 1 156 plf - horiz. Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Line B Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 3.00 feet @ 13.0 psf = 39 lbs. (IWW) @15 to 20' 2.00 feet @ 13.7 psf = 27 lbs. (IWW) @20 to 25' Mean Roof Height = 22.0 feet 5.00 feet @ 8.3 psf = 42 lbs. (OLW) @ 20 to 25' Uplift Pressure = 11.6 psf 6.00 feet @ 6.6 psf = 40 lbs. (IWR) @ 20 to 25' 6.00 feet @ 11.6 psf = 70 lbs.. OLR @ 20 to 25' Fp = 1 218 Of - horiz. Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines B-E Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' 3.00 feet @ 13.0 psf = 39 lbs. (IWW) @15 to 20' 2.00 feet @ 13.7 psf = 27 lbs. (IWW) @20 to 25' Mean Roof Height = 22.0 feet 5.00 feet @ 8.3 psf = 42 lbs. (OLW) @ 20 to 25' Uplift Pressure = 11.6 psf 14.00 feet @ 6.6 psf = 93 lbs. (IWR) @ 20 to 25' 14.00 feet @ 11.6 psf = 163 lbs. OLR @ 20 to 25' Fp = 364 plf - horfz. Floor Wind Loading Tributary Normal Resultant Horizontal @ Wali Lines B-E Area Pressure Force 10.00 feet @ 12.2 psf = 122 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' 0.00 feet @ 13.7 psf = 0 lbs. (IWW) @20 to 25' Mean Roof Height = 22.0 feet 10.00 feet @ 8.3 psf = 83 lbs. (OLW) @ 20 to 25' Uplift Pressure = 11.6 psf 0.00 feet @ 6.6 psf = 0 lbs. (IWR) @ 20 to 25' 0.00 feet @ 11.6 psf = 0 lbs. OLR @ 20 to 25' Fp = 205 pif - horiz. ICopywrfte 2001 - Spyder Software t - -R.C.E.job 2002.016 P L-3 5/7/2003 Lateral Analysis -Kremer Res R.C.. 1997 UBC Seismic Loads - Static Force Procedure where; V = (Cv*I)/(R*T) *W - 0.439 *W (Eqn 30-4) Z = 0.3 Zone 3 V = (2.5*Ca*I)/R *W = 0.164 *W (Eqn 30.5) 1 = 1.00 Importance Factor V = 0.11 *Ca*I *W = 0.059 *W (Eqn 30-6) hn = 25 feet R = 5.5 Plywood Shear Walls p= 0.164 *W (Eqn 30-5) governs Soil Profile Type Sp Seismic Source Type A Closest Distance Seismic Source n/a km Ct = 0.02 All other Buildings Foot print area, AB= 3980 ft` T = 0.224 (Method A) Ca = 0.36 Table 16-Q Cv = 0.54 Table 16-R Na = 1.00 Table 16-S Nv = 1.00 Table 16-T W = Building Weight Use 0% of Snow Load in the Seismic design. Seismic Roof Loading Tributary Weights = 53.00 feet of Roof @ 30.98 psf Lines A 10.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V horiz. ULT 0.00 feet of Floor @ 11.00 psf 1 775 p o z. Seismic Roof Loading Tributary Weights = 67.00 feet of Roof @ 30.98 psf Lines B 10.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 10.00 feet of Int. Wall @ 8.00 psf V = 1, JYY pi - hotiz. ULT 0.00 feet of Floor @ 11.00 psf p o z. Seismic Roof Loading Tributary Weights = 38.00 feet of Roof @ 30.98 psf Lines B to C, D to E 10.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wail @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V 230 pi - horiz. ULI 0.00 feet of Floor @ 11.00 psf 1 170 plf - horiz. Seismic Roof Loading Tributary Weights = 52.00 feet of Roof @ 30.98 psf Lines C to D 20.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V 355 pif - horiz. ULT 0.00 feet of Floor @ 11.00 psf 1 254 p norm Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 30.98 psf Lines A to B 20.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V = 1 205 p . horizi ULT 63.00 feet of Floor @ 11.00 psf 1 146 p o z. Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 30.98 psf Lines B to C 20.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 10.00 feet of Int. Wali @ 8.00 psf V 176 p o z. ULT 36.00 feet of Floor @ 11.00 psf Izi pit z. ICopywrfte 200/ - SpyderSoftme 1 5/7/2003 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 P L-�A Seismic Floor Loading Tributary Weights - 0.00 feet of Roof @ 30.98 psf Lines D to E 20.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 10.00 feet of Int. Wall @ 8.00 psf V 150 p - horiz. ULT 25.00 feet of Floor @ 11.00 Of rIU/ pirori z. (UL] Seismic Roof Loading Tributary Weights = 30.00 feet of Roof @ 30.98 psf Lines 1 to 3 4.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V 170 p - horiz. ULF 0.00 feet of Floor @ 11.00 Of 122 p 0 z. Seismic Roof Loading Tributary Weights = 94.00 feet of Roof 30.98 psf Lines 2 to 5 10.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wail @ 18.00 psf 15.00 feet of Int. Wall @ 8.00 psf V 542 p - o z. ULT 0.00 feet of Floor @ 11.00 psf 1 .5137 p o z. Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 30.98 psf Lines I to 3 16.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wail @ 8.00 psf V horiz. -ULT 26.00 feet of Floor @ 11.00 psf pit - horiz. Seismic Floor Loading Tributary Weights = 0.00 feet of Roof @ 30.98 psf Lines 2 to 5 20.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 40.00 feet of Int. Wall @ 8.00 psf V = =p - Soriz. ULT 68.00 feet of Floor @ 11.00 psf p NO. Seismic Floor Loading Tributary Weights = 30.00 feet of Roof @ 30.98 psf Line 6 0.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 Of 0.00 feet of Int. Wall @ 8.00 psf V ori'T- ULT 0.00 feet of Floor @ 11.00 psf P o z. Seismic Floor Loading Tributary Weights = 24.00 feet of Roof @ 30.98 psf Line 7 0.00 feet of Ext. Wall @ 28.00 psf 0.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf V 12 2. p- o z. ULT 0.00 feet of Floor @ 11.00 psf 87 p - nonz. Copywa7e 2001 - Spyder Software _ F 5/7/2003 -Lateral Analysis Kremer Res R.C.E. Job 2002.016 q 1_'5 ' Copywrite 2001 - Spyder Soft me Lateral Load Summary Roof Level Loadings (2nd Level) Wali Line ID Tributary Length (ft.) Unit Loads Seismic Wind P -l -f-) (p.i.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case A 13.00 225 132 2.92 1.71 Seismic Controls B -West Side 13.00 285 187 3.70 2.43 Seismic Controls B -East Side 14.00 170 364 2.38 5.09 Wind Controls C -West Side 14.00 170 364 2.38 5.09 Wind Controls C -East Side 12.00 _ 254 364 3.05 4.37 Wind Controls. D -West Side 12.00 _ 254 364 3.05 4.37 Wind Controls D -East Side 14.00 170 364 2.38 5.09 Wind Controls. E 14.00 170 364 2.38 5.09 Wind Controls 1 24.50 122 282 2.98 6.90 Wind Controls 3 24.50 122 282 2.98 6.90 Wind Controls 2 17.00 387 164 6.58 2.79 Seismic Controls 5 17.00 387 164 6.58 2.79 Seismic Controls Lateral Load Summary Roof Level Loadings (1st Level) Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind P -l -f-) (P.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case A 13.00 146 205 1.90 2.67 Wind Controls B -West Side 13.00 146 205 1.90 2.67 Wind Controls_ B -East Side 14.00 121 205 1.70 2.87 Wind Controls C -West Side 14.00 121 205 1.70 2.87 Wind Controls C -East Side 12.00 0 205 0.00 2.46 Wind Controls D -West Side 12.00 0 205 0.00 2.46 Wind Controls D -East Side 14.00 107 205 1.50 2.87 Wind Controls E 14.00 107 205 1.50 2.87 Wind Controls 1 24.50 86 164 2.10 4.02 Wind Controls 3 24.50 86 164 2.10 4.02 Wind, Controls 2 -South Side 11.50 109 238 1.25 2.73 Wind Controls 2 -North Side 17.00 190 260 3.23 4.42 Wind Controls 5 -South Side 17.00 190 260 3.23 4.42 Wind Controls 5 -North Side 9.50 87 183 0.83 1.74 Wind Controls 6 16.50 109 238 1.79 3.92 Wind Controls 7 13.50 87 183 1.17 2.47 Wind Controls ' Copywrite 2001 - Spyder Soft me 5/7/2003 - Lateral Analysis - Kremer Res - R.C.E. Job 2002.016 Copywrlfe 2001- SVYOer SoRware n Level (UBC Section 1630. 1 2ndv on 1630. 1 2nd East-West Direction: Story Shear 32.44 kips Story Shear 22.25 kips 7.52 4.00 I .00 . P Max 1.00 p Max 1.00 o Holdown w o HoldownRequired' Wall ne cera al a a pp Forces pp Forces Resisting es et UpliftComments ID • Load I Height Length A Stress Uniform Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips) feet (feet) 0.04 (pi ldf) (kips) foot -kips (kif) (kips) (foot -kips) (kips) Simpson Products Copywrlfe 2001- SVYOer SoRware ZJB . w w et 551516 A.B. 2nd Seismic Level 7.52 4.00 I .00 . o Net Uplift' o Holdown w o HoldownRequired' 2nd Seismic Fast Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I _ Bol DiaL TZ. In. Ca ad kl S acin n. o.c. ear Wall Level 4.00 16.00 0.04 82 5.26 0.072 8.29 No Net UplifU No Holdown w/ No Holdown Required! 9.46 4.00 4.00 0.04 82 1.32 0.072 0.52 0.199 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. 1.71 4.00 I 0 48 .9 2 77 o Net Uplift! o Holdown w/ No Holdown Required! Wind 9.00 16.75 390 58.82 0.072 6.73 3.110 MST48 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths at Stresses 4.00 16.00 48 3.09 0.072 6.14 No Net Uprift- No Holdown w/ No Holdown Required! L Bolt Dia. in. Ca ac ki 5 acin 4.00 4.00 o.c. 48 0.77 0.072 0.38 0.097 M5T37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths at!��l Eau Side We L Sill Plate Shear Anchorage for above wall line feet I feet Bolt Dia. in. Ca ld 5 acin 5nearWalIlD l6d U. I Zb 11:1 Copywrlfe 2001- SVYOer SoRware ZJB . w w et 551516 A.B. 2nd Seismic Level 7.52 4.00 I .00 501 30.03 0.072 5.40 1.646 MST37 w/ PHD2 w/ DBL 2x POST etSSTB16 A.B. Wind w w at 55TB16 A.B. Horizontal Diaphragm Lengths al Stresses Seismic Fast Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I _ Bol DiaL TZ. In. Ca ad kl S acin n. o.c. ear Wall Copywrlfe 2001- SVYOer SoRware ZJB W/ w 8i . 2nd Seismic Level 9.46 9.-00 473 85.16 OA 9. • 3.778 MST60 w PHD5 w/ DBL 2x POST at SST820 A.B. Wind 1 w w at 55TB16 A.B. 2nd Seismic East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Ca a kl Sacl n. o.c. ear a Level 9.00 16.75 0.10 224 33.75 0.072 9.09 1.472 M5T37 w/ PHD2 w/ DBL 2x POST at 5ST816 A.B. 9.46 .00 7.50 3 O 26.34 0.072 1.35 3.332 MST60 w/ PHD2 w/ DBL 2x POST az 552616 A.B. Wind 9.00 16.75 390 58.82 0.072 6.73 3.110 MST48 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths at Stresses Eau Side West Side Sill Plate Shear Anchorage for above wall line In. feet I feet I j L Bolt Dia. in. Ca ac ki 5 acin ear Wall o.c. Copywrlfe 2001- SVYOer SoRware ZJB W/ w 8i . 2nd Seismic Level 9.46 9.-00 473 85.16 OA 9. • 3.778 MST60 w PHD5 w/ DBL 2x POST at SST820 A.B. Wind 1 1 Horizontal Diaphragm Lengths ai tresses Seismic East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Ca a kl Sacl n. o.c. ear a Copywrlfe 2001- SVYOer SoRware ZJB 9.00 4.513 . w/ PHDZw/DBLZXK)5lFaZ5ST516A.5. 2nd Seismic Level 9.003.50 0.13 298 9.39 0.162 0.89 2.428 MST48 w/ PHD2 w/ DBL 2x POST at SSTB16 A.B. 0 4- 0. 9 9 2 w w x PO H 82 A.B. Wind 9.00 ISO 637 20.06 0.162 0.66 5.543 MST72 w/ PHD6 w/ 4x POST at SST628 A.B. Horizontal lap rag. Lengths BT Stresses • East Side West Side Sill Plate Shear Anchorage for above wall line (feet_' I feet I Bolt Dia. in. Ca a (kips)5 acin ear a n. o.c Copywrlfe 2001- SVYOer SoRware 5/7/2003 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 CopywMe 2001- Spyd&Softwe . W/ at 551316 A.D. Ist Seismic Level 10.00 2.50 0.11 345 1.472 8.61 0.180 0.51 3.243 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 10.00 2.50 0.11 345 8.61 0.180 0.51 3.243 PHD2 w/ DBL 2x POST u SSTBI6 A.B. Wind Wind 10.00 2.50 0.11 345 8.61 0.180 0.51 3.243 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 14.80 10.00 3.25 0.11 345 0.199 11.85 0.180 0.86 3.382 PHD2 w/ DBL 2x POST a SSTB 16 A.B. Horizontal Diaphragm Lengths 8i tresses Wind East Side West Side 11.20 0.180 0.86 3.183 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 4.38 10. .25 m. o.c. 313 3.110 10.17 0.180 0.63 2.934 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Wind 31.99 0.080 0.43 7.892 HDBA w/ 6x POST at SSTB28 A.B. 10.00 2.50 313 7.82 0.180 0.38 2.979 PHD2 w/ DBL 2x POST at SSTB 16 A.B. onzontai DiaphragmLengths at tresses 10.00 2.50 313 7.82 0.180 0.38 2.979 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Bolt Dia. in. Ca a Vacro Va. 10.00 2.50 12 a. 313 7.82 0.180 0.38 2.979 PHD2 w/ DBL 2x POST at SSTBI6 A.B. 10.00 3.25 313 0.097 10.48 0.180 0.63 3.031 PHD2 w/ DBL 2x POST at SSTB16 A.B. i0.17 0.180 0.63 2.934 PHD2 w/ DBL 2x POST S SSTB 16 A.B. orizontal Diaphragm Lengths 8i tresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Boh Dia. in.) n. Ca ac kl Sacro phear Wail CopywMe 2001- Spyd&Softwe . w atA.B. 1st Seismic Level 10.00 9.00 0.12 404 1.472 36.32 0.180 6.56 3.306 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 10.00 1 .00 544 l.b 0.180 13. 4.542 PHDS w/ DBL 2x ST at SSTB20 A.B. Wind Wind 10.00 6.00 0.12 385 23.1 1 0.080 1.30 3.635 PHD5 w/ DBL 2x POST at SSTB20 A.B. 14.80 10.00 9.00 544 48.98 0.180 4.86 4.902 PHD6 w/ 4x POST at SSTB28 A.B. Horizontal Diaphragm Lengths 8i tresses Wind East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet 1 Bolt Dia. in. Ca ac' kl Sacro 115hear wall 4.00 m. o.c. CopywMe 2001- Spyd&Softwe W/ 8E 551516 A.B. ISE Seismic Level 10.00 4.00 0.12 385 1.472 21.29 0.080 0.58 5.180 PHD6 w/ 4x POST at SSTB28 A.B. 15.41 0.080 0.58 3.707 PHD5 w/ DBL 2x POST at SST820 A.B. 10.00 6.00 0.12 385 23.1 1 0.080 1.30 3.635 PHD5 w/ DBL 2x POST at SSTB20 A.B. 14.80 10. 8.50 800 --T7-.W9- 0.080 1.93 7.772 HDBA w/ 6x POST at SSTB28 A.B. Wind 10.00 4.00 800 3.110 44.43 0.080 0.43 11.002 HD 14A w/ 4x POST at 1 "dia. A.B. 31.99 0.080 0.43 7.892 HDBA w/ 6x POST at SSTB28 A.B. 10.00 6.00 800 47.99 0.080 0.96 7.839 HDBA w/ 6x POST ax SSTB28 A.B. onzontai DiaphragmLengths at tresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bolt Dia. in. Ca a Vacro Va. ear Wall 12 a. CopywMe 2001- Spyd&Softwe 5/7/2003 - Lateral Analysts - Kremer Res - R.C.E. Job 2002.016 I Copywn'te 2001- Snyder Software 2.60 LaZ5 HOZ w at 55TB16 A.B. Ist Seismic Lever 10.00 24.00 0.07 213 1.795 94.24 0.080 20.74 3.063 PHD2 w/ DBL 2x POST er SSTB16 A.B. 10.00 4.00 0.12 388 51.15 0.080 20.74 1.267 PHD2 w/ DBL 2x POST at SSTB16 A.B. 14.80 15 .009 5 .7 0.080 1.93 4. 2 PHDS wl DBL 2x POST at 5 TB20 A.B. Wind 10.00 24.00 455 3.778 199.94 0.080 15.36 7.691 HD8A w/ 6x POST at SSTB28 A.B. 10.00 4.00 797 109.27 0.080 15.36 3.913 PHDS w/ DBL 2x POST at SST820 A.B. Horizontal Diaphragm Lengths attresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet i L Bolt Dia. in. Ca ki S do ear W.11 U. 5 Mi U.0 10 IS W. . 5 I Copywn'te 2001- Snyder Software w x POI 1 81551520 A.B. 1 St Seismic Levet 10.00 3.00 0.12 388 11.65 0.180 0.73 3.639 PHDS w/ DBL 2x POST at SSTB20 A.B. 10.00 4.00 0.12 388 15.53 0.180 1.30 3.S58 PHD2 w/ DBL 2x POST at SSTB16 A.B. 7.97 10. .009 3.90 0.180 0.54 7.788 HD8A w/ 6x POT at SSTB28 A.B. Wind 10.00 3.00 797 23.90 0.180 0.54 7.788 HD8A w/ 6x POST at SSTB28 A.B. 10.00 4.00 797 31.87 0.180 0.96 7.728 HD8A w/ 6x POST at SSTB28 A.B. Horizontal Diaphragm Lengths at Stresses East Side West Side J Sill Platte Shear Anchorage for above wall line feetI feet I L Bolt Dia. in. Ca ac' ki S acro iShear Wairu 12n. O.C. I Copywn'te 2001- Snyder Software 5/7/2003 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 1 u on n on 1630. 6.00 North-South Direction: Story Shear 34.84 kips Story Shear 19.13 kips 5.51 0.072 P Max 1.00 p Max 1.00 MST37 w/ PHD2 w/ DBL 2x POST gt SSTB16A.B. Wall Y. Lateral Wall a a ll Applied orces pp Forces Resisting a et Uplift Comments ID Load Height Length p, Stress Uniform Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note kips (feet) (feet) 0.09 (pt (kl (ki (foot -kips kl (kips (foot kips (kips) Simpson Products 1 2.98 4.00 6.00 0.10 229 5.51 0.072 1.17 0.723 MST37 w/ PHD2 w/ DBL 2x POST gt SSTB16A.B. 2nd Seismic Level 6.90 4.00 7.00 0.10 229 6.42 0.072 1.59 0.691 MST37 w/ PHD2 w/ DBL 2x POST gt SSTB16 A.B. 6.90 4.00 6.00 0.09 531 12.74 0.072 0.86 1.980 MST37 w/ PHD2 w/ DBL 2x POST ex SSTB16 A.B. Horizontal Diaphragm Lengths at Stresses Wind 9.00 7.00 0.09 206 12.96 0.162 3.57 1.341 MST37 w/ PHD2 w/ DBL 2x POST at SSTB16 A.B. Bolt Dia. in. Capacity (kips) Spacing 4.00 7.00 0.09 531 14.87 0.072 1.18 1.956 MST37 w/ PHD2 w/ DBL 2x POST ex SST816 A.B. Horizontal Diaphragm Lengths K Stresses 2.79 9.00 5.00 Eau Side West Side 3.92 Sill Plate Shear Anchorage for above wall line 1.35 feet I feet I MST37 w/ PHD2 w/ DBL 2x POST at SSTB16 A.B. Bolt Dia. in. Ca Id Spacing Shear Wall ID 6 16d 0.125 2 in. o.c 2 6.58 9.00 5.00 0.09 206 9.26 0.162 1.82 1.487 MST37 w/ PHD2 w/ DBL 2x POST & SSTB16 A.B. 2nd Seismic Level 6.90 9.00 5.00 0.09 206 9.26 0.162 1.82 1.487 MST37 w/ PHD2 w/ DBL 2x POST gt SSTB 16 A.B. Wind 9.00 6.00 0.09 206 1 1.1 1 0.162 2.62 1.414 MST37 w/ PHD2 w/ DBL 7x POST at SSTB16 A.B. Horizontal Diaphragm Lengths at Stresses 9.00 7.00 0.09 206 12.96 0.162 3.57 1.341 MST37 w/ PHD2 w/ DBL 2x POST at SSTB16 A.B. Bolt Dia. in. Capacity (kips) Spacing 9.00 9.00 0.09 206 16.66 0.162 5.90 1.195 MST37 w/ PHD2 w/ DBL 2x POST to SSTB16 A.B. 2.79 9.00 5.00 87 3.92 0.162 1.35 0.515 MST37 w/ PHD2 w/ DBL 2x POST at SSTB16 A.B. Wind 9.00 5.00 87 3.92 0.162 1.35 0.515 MST37 w/ PHD2 w/ DBL 2x POST rY SSTB16 A.B. 9.00 6.00 87 4.71 0.162 1.94 0.461 MST37 w/ PHD2 w/ DBL 2x POST gt SSTB 16 A.B. 9.00 7.00 87 5.49 0.162 2.65 0.407 MST37 w/ PHD2 w/ DBL 2x POST gt SSTB16 A.B. -LLHorizontal 9.00 9.00 87 7.06 0.162 4.37 0.299 MST37 w/ PHD2 w/ DBL 2x POST gi SSTB16 A.B. Diaphragm Lengths gt Stresses Eau Side West Side Sill Plate Shear Anchorage for above wall line feet I feet) (plQ Bolt(in.) Ca (kips)Spacing Shear Wall ID 2 Ibd0.125 6 1n. o.c 3 2.98 9.00 8.00 0.17 373 26.84 0.162 4.67 2.772 MST48 w/ PHD2 w/ DBL 2x POST aA SSTB16 A.B. 2nd Seismic 1 Level 6.90 9.00 8.00 863 62.12 0.162 3.46 7.333 HD8A w/ 6a w/ HD8A w/ 6x POST & SSTB28 A.B. Wind Horizontal Diaphragm Lengths at Stresses Eau Side West Side Sill Plate Shear Anchorage for above wall line. feet I feet) (pin Bolt Dia. in. Capacity (kips) Spacing Shear Wall ID 7 16d 0.125 O in. o.c Copywr/te 200/ - SpyOerSoRwam 5/7/2003 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 5 6.58 9.00 8.00 0.11 239 0.723 17.23 0.162 4.67 1.571 MST37 w/ PHD2 w/ DBL 2x POST at SSTB16 A.B. 2nd Seismic Level 9.00 4.00 0.11 239 0.691 8.62 0.162 1.17 1.862 MST37 w/ PHD2 w/ DBL 2x POST ez SSTB16 A.B. 13.80 9.00 4.00 0.11 239 1.980 8.62 0.162 1.17 1.862. MST37 w/ PHD2 w/ DBL 2x POST gr SSTB 16 A.B. Wind 9.00 5.50 0.11 239 11.85 0.162 2.21 1.753 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. 9.00 6.00 0.11 239 1.956 12.92 0.162 2.62 1.716 MST37 w/ PHD2 w/ DBL 2x POST at SSTB16 A.B. Horizontal Diaphragm Lengths ei Stresses 2.79 9.00 8.00 101 0.515 7.31 0.162 3.46 0.481 MST37 w/ PHD2 w/ DBL 2x POST at SSTB16 A.B. Wind Shear Wall ID 8 0.500 0.818 6 in. O.C. 9.00 4.00 101 0.515 3.65 0.162 0.86 0.697 MST37 w/ PHD2 w/ DBL 2x POST ex SSTB 16 A.B. 9.00 4.00 101 3.65 0.162 0.86 0.697 MST37 w/ PHD2 w/ DBL 2x POST aE SST8I6 A.B. 9.00 5.50 101 5.02 0.162 1.63 0.616 MST37 w/ PHD2 w/ DBL 2x POST a[ SSTB16 A.B. 9.00 6.00 101 5.48 0.162 1.94 0.589 MST37 w/ PHD2 w/ DBL 2x POST az SSTB16 A.B. Horizontal Diaphragm Lengths gt Stresses East Side West Side L Sill Plate Shear Anchorage for above wait line feet i feet I Bolt Dia. in. Ca ki Spacing Shear Wall ID 2 L-- I 16d 0.125 6 in. o.c 1 5.08 10.00 6.00 0.12 391 0.723 27.80 0.180 2.92 4.148 PHD5 w/ DBL 2x POST H SSTB20 A.B. 1 st Seismic Level 10.00 7.00 0.12 391 0.691 32.21 0.180 3.97 4.035 PHD5 w/ DBL 2x POST ex 5STB20 A.B. 13.80 10.00 6.00 1062 1.980 75.59 0.180 2.16 12.238 HD 14A w/ 4x POST a I'dia. A.B. Wind 10.00 4.00 0.12 402 16.10 0.180 1.30 3.700 PHD5 w/ DBL 2x POST a SSTB20 A.B. 10.00 7.00 0.12 1062 1.956 88.02 0.180 2.94 12.154 HDI4A w/ 4x POST et 1'dia. A.B. Horizontal Diaphragm Lengths ei Stresses 9.94 10.00 5.50 East Side West Side 0.515 Lin. Sill Plate Shear Anchorage for above wall line 1.82 feet I feet) (plQ PHD5 w/ DBL 2x POST ax SSTB20 A.B. Bolt Dia. Capacity ki 5 acin Shear Wall ID 8 0.500 0.818 6 in. O.C. 2 11.07 10.00 5.50 0.12 402 1.487 30.31 0.180 2.45 5.065 PHD6 w/ 4x POST et SST828 A.B. 1st Seismic Level 10.00 10.00 0.12 402 1.487 55.10 0.180 8.10 4.700 PHD6 w/ 4x POST et SSTB28 A.B. 40.24 0.180 8.10 3.214 PHD2 w/ DBL 2x POST at SSTB16 A.B. 10.00 4.00 0.12 402 16.10 0.180 1.30 3.700 PHD5 w/ DBL 2x POST a SSTB20 A.B. 10.00 8.00 0.12 402 32.19 0.180 5.18 3.376 PHD2 w/ DBL 2x POST ex SSTB16 A.B. 9.94 10.00 5.50 362 0.515 22.72 0.180 1.82 3.801 PHD5 w/ DBL 2x POST ax SSTB20 A.B. Wind 10.00 10.00 362 0.515 41.31 0.180 6.00 3.531 PHD2 w/ DBL 2x POST et SSTB16 A.B. 36.16 0.180 6.00 3.016 PHD2 w/ DBL 2x POST gt SSTB16 A.B. 10.00 4.00 362 14.46 0.180 0.96 3.376 PHD2 w/ DBL 2x POST dt SSTB16 A.B. 10.00 8.00 362 28.93 0.180 3.84 3.136 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths ex Stresses East Side West Side L Sill Plate Shear Anchorage for above wall Bne feet I feet) (pin Bolt Dia. in. Ca ki Spacing L:: Shear Wall ID 5 L-- I 0.500 0.818 24 in. o.c. Copyw fte 2001- SpyderSo/hvaie 5/7/2003 - Lateral Analysis - Kremer Res - R.C.E. job 2002.016 3 5.08 10.00 7.50 0.11 363 27.24 0.180 4.56 3.024 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Ist Sekmk Level 10.00 6.50 0.11 363 23.61 0.180 3.42 3.105 PHD2 w/ DBL 2x POST ai SSTB16 A.B. 10.92 10.00 7.50 0.19 780 58.52 0.180 3.38 7.353 HD8A w/ 6x POST ax SSTB28 A.B. Wind 10.00 6.50 sit 33.24 0.180 2.54 4.723 PHD6 w/ 4x POST at SSTB28 A.B. Wind 10.00 6.50 780 50.72 0.180 2.54 7.413 HD8A w/ 6x POST ax SSTB28 A.B. Horizontal Dlaphragm Lengths at Stresses 10.00 4.00 East Side West Side 20.45 Sill Plate Shear Anchorage for above wall line 0.96 feet I feet I PHD6 w/ 4x POST ai SSTB28 A.B. Bolt Dia. in. capacity kl Spacing Shear Wall ID 7 7.00 0.500 0.818 12 in. o.c. 5 10.64 10.00 6.50 0.19 608 39.53 0.180 3.42 5.555 PHD6 w/ 4x POST at SSTB28 A.B. ISE Seismic Level 10.00 4.00 0.19 608 24.32 0.180 1.30 5.757 PHD6 w/ 4x POST 8 SST828 A.B. 10.00 7.00 0.19 608 42.57 0.180 3.97 5.514 PHD6 w/ 4x POST at SSTB28 A.B. 8.95 10.00 6.50 sit 33.24 0.180 2.54 4.723 PHD6 w/ 4x POST at SSTB28 A.B. Wind 10.00 4.00 sit 20.45 0.180 0.96 4.873 PHD6 w/ 4x POST ai SSTB28 A.B. 10.00 7.00 511 35.79 0.180 2.94 4.693 PHD6 w/ 4x POST at SSTB28 A.B. Horizontal Diaphragm Lengths 815tresses East Side West Side Sill Plate Shear Anchorage for above wall line feet I feet I Bo h Dla. in. caacl kl Spacing Shear Wall ID 7 0.500 0.818 12 in. o.c. Copywrfre 200/ . SpyderSaRware •,r ..fl 72 to v b + N `JK i 3 - ..fl to v ..fl b + N `JK I J 22-141 50 SHEETS c�AMPAL] 22-142 22.144 100 SHEETS 200 SHEETS � --I- -7,QO 2.01 v M-� _ 2 (<'-i Or K, RSja y(,3%)&1&?)(Zoe 1.33 31 �4 20 0o O, '�� %).00 1.33 A.- 0. K 3 T��S s"O,c, Fail Nx-.�h-r ��a. 5/7/2003 - Lateral Analysis - Kremer Res. - R.C.E. job 2002.016 rc� W I �Y I b = 6.00 in d = 8.00 in j X P = 0.00 kips d — — — —I— — — — Vx = 0.00 kips I VY = 2.82 kips I Mx = 135.41 in -kips My = 0.00 in -kips I Mz = 0.00 in -kips b Fw = 18.00 ksi I = 1.00 Aw = 2d + 2b = 28.00 in Sx = bd + d2/3 = 69.33 int Sy = bd +b 2 /3 = 60.00 int Jw = (b+d)^3/6 = 457.33 in' fl, = P/A + Mx/Sx + My/Sy f2 = Vx/A + yMz/Jw f3 = Vy/A + xMz/Jw ft = (f12+ f22+f3 2)'/2 1.953 kips/in 0.000 kips/in 0.101 kips/in 1.956 kips/in Required Weld = f t/Fw = 0.109 in Throat Required Fillet = ft/(Fw*.707) = 0.154 in Weld Copyfight 2002 Spyder Sohware 5/7/2003 - Lateral Analysis - Kremer Res. - R.C.E. Job 2002.016 Pq w Z �Y b = 6.00 in d = 6.00 in j X P = 0.00 kips d — — — —I— — — — Vx = 0.00 kips I VY = 3.00 kips I Mx = 229.49 in -kips My = 0.00 in -kips i Mz = 0.00 in -kips b Fw = 18.00 ksi I = 1.00 Aw = 2d + 2b = 24.00 in Sx = bd + d2/3 = 48.00 int Sy = bd + b2/3 = 48.00 int Jw = (b+d)^3/6 = 288.00 in' fl = P/A + Mx/Sx + My/Sy f2 = Vx/A + yMz/Jw f3 = Vy/A + xMz/Jw ft = (f12+ f22+f3 2)'/2 = 4.781 kips/in = 0.000 kips/in 0.125 kips/in 4.783 kips/in Required Weld = f t/Fw = 0.266 in Throat Required Fillet = ft/(Fw*.707) = 0.376 in Weld Copyr/ght 2002 Spyder Software COMPANY PROJECT ® `n, O 1 /^�S R.C.E. Kremer Res. Wood3060 V V Thomtree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA sor►wAM roR woon oaarcry cj@r-c-o.com R. C. E. 2002.018 Apr. 17, 2003 09:28:39 B01 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? 1 Dead Full Area 13 (6.50)1, Bending(+) 1 No 2 Live Full Area 40 (6.50) Bearing: No 3 Dead Full Area 18 (4.00)1 0.50 L/240 No 4 Dead Full Area 31 (15.00) Shear : LC# 3 = No 5 1 Constr. Full Area 16 (15.00) EI -1328.38e06 lb-in2 No -TriDucary wiacn txr) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 10' Dead 3181 Design Value 3181 Live 2500 fv @d = 111 2500 Total 5681 Bending(+) 1 5681 Fb' = 3000 fb/Fb' = 0.46 1.00 Live Defl'n Bearing: 0.33 = L/360 0.25 - Length 1.7 0.50 L/240 1.7 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x12" Self Weight of 14.61 plf automatically Included In loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear fv @d = 111 Fv' = 237 fv/Fv' = 0.47 1.00 Bending(+) 1 fb = 1385 Fb' = 3000 fb/Fb' = 0.46 1.00 Live Defl'n 0.08 = <L/999 0.33 = L/360 0.25 - Total Defl'n 0.25 = L/487 0.50 L/240 0.49 Bending(+): LC# 3 = ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.25 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+): LC# 3 = D+L+C, M = 14201 lbs -ft Shear : LC# 3 = D+L+C, V = 5681, V@d = 4544 lbs Deflection: LC# 3 - D+L+C EI -1328.38e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This Is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). S7- COMPANY PROJECT R.C.E. Kremer Res. oodWo r ks® co Thorntree Dr.#10 Chico CA 95973 parcel 18, Grindstone tOFRVAR! POR WOOD Dl SIGN (530) 894-8833; fax (530) 894-8882 Chico' CA c)@r-c-e.com R. C. E. 2002.018 Apr. 17, 2003 09:28:47 B02 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 6240 Total Start End Start End Load? 1 Dead Full Area 15 (13.00) Bearing: No 2 Live Full Area 40 (13.00) L/360 No 'Tributary Widtn (tt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 24' Dead 2647 Value 2697 Live 6240 Shear 6240 Total 8887 190 8887 Bending(+) 1 fb = 1699 Fb' = Bearing: fb/Fb' = 0.76 Live Defl'n 0.55 = Length 2.7 L/360 2.7 Glulam-Reverse, VG West.DF, 24F -V8, 5-1/8x21" Self Weight of 25.56 pif automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 106 Fv' = 190 fv/Fv' = 0.56 Bending(+) 1 fb = 1699 Fb' = 2239 fb/Fb' = 0.76 Live Defl'n 0.55 = L/528 0.80 = L/360 0.68 Total Defl'n 0.89 = L/322 1.20 = L/240 0.74 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.933 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 53321 lbs -ft Shear : LC# 2 = D+L, V = 8887, V@d = 7591 lbs Deflection: LC# 2 - D+L EI=7119.28e06 lb-in2 Total Deflection - 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). P., 53 COMPANY PROJECT R.C.E. Kremer Res. WoodWorks® 3060 Thorntree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:28:55 803 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 3640 Total Start End Start End Load? 1 Dead Full Area 15 (13.00) Bearing: No 2 Live Full Area 40 (13.00) L/360 No -Trioutary wiatn (Lt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 14' Dead 1467 Value 1467 Live 3640 Shear 3640 Total 5107 190 5107 Bending(+) 1 fb = 1744 Fb' = Bearing: fb/Fb' = 0.73 Live Defl'n 0.34 = Length 1.5 L/360 1.5 Glulam-Simple, VG West.DF, 24F -V4, 5-118x12" Self Weight of 14.61 plf automatically Included In loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 107 Fv' = 190 fv/Fv' = 0.56 Bending(+) 1 fb = 1744 Fb' = 2400 fb/Fb' = 0.73 Live Defl'n 0.34 = L/496 0.47 = L/360 0.73 Total Defl'n 0.54 = L/309 0.70 = L/240 0.78 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' - 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 - D+L, M - 17875 lbs -ft Shear : LC# 2 = D+L, V = 5107, V@d = 4378 lbs Deflection: LC# 2 - D+L EI=1328.38e06 lb -int Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L -live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv Is assumed to be unity for all cases. This is conservative except where point loads occur at 113 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). P`t F>y COMPANY PROJECT ® R.C.E. Kremer Res. WoodW- o r ks 3060 Thomtree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA SORWARV FOR WOOD"SICN cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:29:04 B04 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Point 1475 7.00 No 2 Live Point 3650 7.00 No 3 Dead Point 4675 3.00 No 4 Constr. Point 2137 3.00 No 5 Dead Point 4675 11.00 No 6 Constr. Point 2137 11.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 14' Dead 5540 Design Value 5540 Live 3962 fv @d = 185 3962 Total 9502 Bending(+) 9502 Fb' = 2400 fb/Fb' = 0.84 1.00 Live Defl'n Bearing: Length 2.9 0.51 2.9 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x15" Self Weight of 18.26 plf automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear fv @d = 185 Fv' = 237 fv/Fv' = 0.78 1.00 Bending(+) fb = 2024 Fb' = 2400 fb/Fb' = 0.84 1.00 Live Defl'n 0.24 = L/708 0.47 = L/360 0.51 - Total Defl'n 0.65 = L/257 0.70 = L/240 0.93 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+- 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 3 Fcp'- 650 1.00 1.00 - E' = 1.8 million 1.00 1;00 3 Bending(+): LC# 2 = D+L, M = 32410 lbs -ft Shear : LC# 3 - D+L+C, V = 9502, V@d = 9479 lbs Deflection: LC# 3 = D+L+C EI=2594.49e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tenslon), Fcp(comp'n). F gs COMPANY PROJECT R.C.E. Kremer Res. WoodW-o r ks® 3060 Thorntree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA SOnWARF FOR WOOD DruCN cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:29:12 B05 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 1470 Total Start End Start End Load? 1 Dead Full Area 15 (7.00) Bearing: Length No 2 Live Full Area 40 (7.00)1 L/360 No "TriDutary Wlatn trL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : o' 10`-6,• Dead 628 Value 628 Live 1470 Shear 1470 Total 2098 190 2098 Bending(+) fb = 537 Fb' = Bearing: Length 1.0 Live Defl'n 1.0 Glulam-Simple, VG West.DF, 24F -V4, 5-118x12" Self Weight of 14.61 pif automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 41 Fv' = 190 fv/Fv' = 0.22 Bending(+) fb = 537 Fb' = 2400 fb/Fb' = 0.22 Live Defl'n 0.06 = <L/999 0.35 = L/360 0.16 Total Defl'n 0.09 = <L/999 0.52 = L/240 0.18 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 5507 lbs -ft Shear : LC# 2 - D+L, V = 2098, V@d = 1698 lbs Deflection: LC# 2 = D+L EI=1328.38e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used In the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 113 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). T -t Tto COMPANY PROJECT R.C.E. Kremer Res. WoodWorks® 3060 Thorntree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA SOFIWAR[ FOR WOOD O&IGN cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:29:20 B06 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? 1 Dead Full Area 15 (11.00)71 190 No 2 Live Full Area 40 (11.00) Bearing: No 3 Dead Full Area 18 (9.00)ir L/360 No 4 Dead Full Area 31 (6.00)1, L/240 No 5 1 Constr. Full Area 16 (6.00) No -Trioutary wiatn (Lt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 14' Dead 3719 Value 3719 Live 3752 Shear 3752 Total 7471 190 7471 Bending(+) fb = 1486 Fb' = Bearing: fb/Fb' = 0.62 Live Defl'n 0.18 = Length 2.2 L/360 2.2 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x15" Self Weight of 18.26 plf automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 109 Fv' = 190 fv/Fv' = 0.57 Bending(+) fb = 1486 Fb' = 2400 fb/Fb' = 0.62 Live Defl'n 0.18 = L/940 0.47 = L/360 0.38 Total Defl'n 0.44 = L/378 0.70 = L/240 0.63 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' - 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 23796 lbs -ft Shear : LC# 2 - D+L, V = 6799, V@d = 5585 lbs Deflection: LC# 3 = D+L+C EI=2594.49e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This Is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tenslon), Fcp(comp'n). P9 F-,7 COMPANY PROJECT R.C.E. Kremer Res. WoodWorks® 3060 Thorntree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA SOnWAa¢ FOS WOOD oearcN cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:29:28 B07 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern Shear 1900 Total Start End Start End Load? 1 Dead Full Area 15 (10.00) Bearing: Length No 2 Live Full Area 40 (10.00) L/360 No -Trioutary wiatn (rt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. 9,.6„ Dead 771 Value 771 Live 1900 Shear 1900 Total 2671 85 2671 Bending(+) fb = 920 Fb' = Bearing: Length 1.0 Live Defl'n 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 pif automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBG -UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In Criterion jAnalysis Value Design Value Analysis/Design Shear fv @d = 64 Fv' = 85 fv/Fv' = 0.75 Bending(+) fb = 920 Fb' = 1350 fb/Fb' = 0.68 Live Defl'n 0.12 = L/977 0.32 = L/360 0.37 Total Defl'n 0.19 = L/607 0.48 = L/240 0.39 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 6345 lbs -ft Shear : LC# 2 = D+L, V = 2671, V@d = 2226 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PC) F3S COMPANY PROJECT R.C.E. Kremer Res. WoodWorks3060 Thorntree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA SOFTWOR FOR WOOD DLSfGN cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:29:36 B08 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Total 1470 2720 Start End Start End Load? 1 Dead Point 750 4.00 No 2 Live Point 2000 4.00 No 3 Dead Full Area 15 (10.00) L/240 No 4 Live Full Area 10 (10.00) No -rriDuLary wiuLn t1L) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 5'-6" Dead 650 991 Live 820 1730 Total 1470 2720 Vr = 7896 V/Vr = 0.31 Bearing: Length 1.0 1.0 LVL n -ply, 1.8E, 2200Fb, 1-3/4x11-7/8", 2-Plys Self Weight of 11.98 plf automatically included In loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 2452 Vr = 7896 V/Vr = 0.31 Bending(+) M = 3784 Mr = 15102 M/Mr = 0.25 Live Defl'n 0.01 = <L/999 0.18 = L/360 0.07 Total Defl'n 0.02 = <L/999 0.28 = L/240 0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 2200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 3784 lbs -ft Shear : LC# 2 = D+L, V = 2687, V@d = 2452 lbs Deflection: LC# 2 = D+L EI= 879.14e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. fc, F3i COMPANY PROJECT R. C. E. Kremer Res. WoodWorks3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA .fbrfWARF F'Ok WAbn nF:SICN (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:18:25 B09 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Partial Area 15 (2.00)1 0.00 18.00 No 2 Live Partial Area 40 (2.00P 0.00 18.00 No 3 Live Partial UDL 50 50.00 0.00 18.00 No 4 Dead Partial Area 15 (4.00)1 18.00 24.00 No 5 Live Partial Area 40 (4.00)1 18.00 24.00 No 6 1 Live Point 500 24.00 No "Yri DuLary wioLn iiL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 18' 24' Dead 306 Value 882 Value Anal sis/Desi n Live 843 1776 2957 7896 V Vr Total 1149 M = 3838 Mr - 15102 Bearing: = 0.25 Bending(-) M = 7176 Mr = Length 1.0 = 0.48 1.5 0.11 = 0.0 LVL n -ply, 1.8E, 2200Fb, 1-314x11-7/8", 2-Plys Self Weight of 11.98 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Analysis Value Design Value Anal sis/Desi n Shear V @d = 1776 Vr = 7896 V Vr = 0.22 Bending(+) M = 3827 Mr - 15102 M/Mr = 0.25 Bending(-) M = 7176 Mr = 15102 M/Mr = 0.48 Live Defl'n 0.11 = L/628 0.40 = L/180 1. Please verify that the default deflection limits are appropriate for your application. 0.29 Total Defl'n 0.08 = L/928 0.60 = L/120 0.13 ta canLliever span gove nis ueLrec;Lron) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb'-= 2200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 3827 lbs -ft Bending(-): LC# 2 = D+L, M = 7176 lbs -ft Shear : LC# 2 = D+L, V = 1946, V@d = 1776 lbs Deflection: LC# 2 = D+L EI= 879.14e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. f, P610 COMPANY PROJECT ® R.C.E. Kremer Res. WoodWorks 3060 Thorntree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:29:54 B10 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern Shear 1064 Total Start End Start End Load? 1 Dead Full Area 31 (14.00) Bearing: Length No 2 Constr. Full Area 16 (14.00) L/360 No 'TrlDuLary W1aLn ixL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 9'-6" Dead 2120 Value 2120 Live 1064 Shear 1064 Total 3184 106 3184 Bending(+) fb = 1097 Fb' = Bearing: Length 1.0 Live Defl'n 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 pif automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) CriterionAnal sis Value Design Value Analysis/Design Shear fv @d = 76 Fv' = 106 fv/Fv' = 0.72 Bending(+) fb = 1097 Fb' = 1687 fb/Fb' = 0.65 Live Defl'n 0.07 = <L/999 0.32 = L/360 0.21 Total Defl'n 0.26 = L/437 0.48 = L/240 0.55 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 7563 lbs -ft Shear : LC# 2 = D+C, V = 3184, V@d = 2654 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. P9 sit COMPANY PROJECT R.C.E. Kremer Res. WoodWorks3060 Thorntree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894.8882 Chico, CA SOFM'ARF FOR WOOD 089MY cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:30:03 811 Design Check Calculation Sheet LOADS: ( lbs, psf, or Of ) Load Type Distribution Magnitude Location [ft) Pattern Shear 1200 Total Start End Start End Load? 1 Dead Full Area 31 (20.00)1, Bearing: No 2 Constr. Full Area 16 (20.00) L/360 No -Trioutary wiatn art) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. 7'-6" Dead 2372 Value 2372 Live 1200 Shear 1200 Total 3572 106 -r 3572 Bending(+) fb = 971 Fb' = Bearing: fb/Fb' = 0.58 Live Defl'n 0.04 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 pif automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 81 Fv' 106 -r 2 Bending(+) fb = 971 Fb' = 1687 fb/Fb' = 0.58 Live Defl'n 0.04 = <L/999 0.25 = L/360 0.14 Total Defl'n 0.14 = L/6, 0.38 = L/240 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 6697 lbs -ft Shear LC# 2 = D+C, V = 3572, V@d = 2818 lbs Deflection: LC# 2 = D+C EI= 628.73eO6 lb -int Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. P� frs'Iz COMPANY PROJECT R.C.E. Kremer Res. WoodW- o rks® 3060 Thomtree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA SORWARE FOR WOOD MSICN cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:30:12 B12 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 1520 Total Start End Start End Load? 1 Dead Full Area 31 (20.00) Bearing: Length No 2 Constr. Full Area 16 (20.00) L/360 No -Tributary wiatn irt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 9'-6" Dead 3016 Value 3016 Live 1520 Shear 1520 Total 4536 106 4536 Bending(+) fb = 1066 Fb' = Bearing: Length 1.3 Live Defl'n 1.3 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 pif automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 86 Fv' = 106 fv/Fv' = 0.81 Bending(+) fb = 1066 Fb' = 1687 fb/Fb' = 0.63 Live Defl'n 0.05 = <L/999 0.32 = L/360 0.17 Total Defl'n 0.21 = L/545 0.48 = L/240 0.44 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 10774 lbs -ft Shear : LC# 2 = D+C, V = 4536, V@d = 3621 lbs Deflection: LC# 2 = D+C EI=1115.29e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Fe� S l3 COMPANY PROJECT R.C.E. Kremer Res. WoodW-orks® 3060 Thorntree Dr.#10 Chico CA 95973 Parcel 18, Grindstone Pla e (530) 894-8833; fax (530) 894-8882 Chico, CA soFiwAst FOR w000 orSIGN cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:30:20 B13 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load 1 Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1936 Dead Full Area 18 (10.00r, Total No 2 Dead Full Area 31 (17.00)v 0.37 = L/360 No Total Deflection = 1.50(Defln dead) + Defln Live. 3 Constr. Full Area 16 (17.00)ir 1.5 No 4 Dead Full Area 15 (2.00)1, No not applied equally to all plys. 5 Live Full Area 40 (2.00) No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 11' Dead 4152 Design Value 4152 Fb'+= 2200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 Live 1936 Vr = 14805 1936 Bending(+) 1 Total 6088 M/Mr = 0.59 6088 Live Defl'n 0.09 = <L/999 0.37 = L/360 0.24 Total Deflection = 1.50(Defln dead) + Defln Live. Total Defl'n Bearing: Length 1.5 0.67 1.5 DESIGN NOTES: LVL n -ply, 1.8E, 2200Fb, 1-314x11-7/8", 3-Plys Self Weight of 17.97 plf automatically Included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) Criterion Analysis Value Design Value Analysis/Design Fb'+= 2200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 Shear V @d = 4993 Vr = 14805 V/Vr = 0.34 Bending(+) 1 M = 16743 Mr = 28316 M/Mr = 0.59 Live Defl'n 0.09 = <L/999 0.37 = L/360 0.24 Total Deflection = 1.50(Defln dead) + Defln Live. Total Defl'n 0.37 = L/355 0.55 = L/240 0.67 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 285 1.25 1.00 1.00 (CH = 1.000) 3 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+): LC# 3 = D+L+C, M = 16743 lbs -ft Shear : LC# 3 = D+L+C, V = 6088, V@d = 4993 lbs Deflection: LC# 3 = D+L+C EI=1318.72e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. Pel $ q COMPANY PROJECT WoodWorks® R. C. E. Kremer Res. 3060 Thomtree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:19:33 814 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern Live 960 49 Start End Start End Load? 1 Dead Full Area 27 (7.50) 1671 No 2 Constr. Full Area 16 (7.50) 1669 Yes 'TrIDurary W1aLn tiL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 16' 19' Dead 1699 Value 2483 Value Analysis/Design Live 960 49 1354 106 fv/Fv' = 0.46 Total 2659 747 3837 1671 fb/Fb' = 0.45 Bearing: Length 1.2 110 1.7 1669 0.0 Timber -soft, D.Fir-L, No. 1, 6x14" Self Weight of 17.64 plf automatically included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( stress=Dsl, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 49 Fv' = 106 fv/Fv' = 0.46 Bending(+) fb = 747 Fb' = 1671 fb/Fb' = 0.45 Bending(-) fb = 110 Fb' = 1669 fb/Fb' = 0.07 Live Defl'n 0.06 = L/611 0.20 = L/180 0.29 Total Defl'n 0.19 = L/184 0.30 = L/120 0.65 to canLiLever span governs ueLLecLLvn) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 0.99 1.000 1.00 1.00 3 Fb'-= 1350 1.25 1.00 1.00 0.999 0.99 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 3 = D+C (pattern: C ), M = 10395 lbs -ft Bending(-): LC# 2 = D+C, M = 1531 lbs -ft Shear : LC# 2 = D+C, V = 2817, V@d = 2434 lbs Deflection: LC# 3 = D+C (pattern: C_) EI=1804.25e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. f?:, %15 COMPANY PROJECT WoodWorksR. C. E. Kremer Res. 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA SvfrwnRB Loft WOOD nesir,N (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:19:48 B15 Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Value 3552 Total Start End Start End Load? 1 Dead Full Area 27 (12.00) Fb' No 2 Constr. Full - - 1 16 (12.00) <L/999 No xTrinutary wiatn (rL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : n' J! Dead 6795 o• H 1 :n 6795 Live 3552 Value 3552 Total 10347 = 237 10347 Bearing: Length, 2.4 fb = 2.4 Glulam-Simple, VG West.DF, 24F -V4,6 -3/4x27" Self Weight of 43.29 plf automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBG -UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Q L L = o• H 1 :n Criterion Analysis Value Design Value Analysis/Design ,Q t L. = 237 fv/Fv' = 0.31 Bending(+) fb = 1900 Fb' = 2593 fb/Fb' = 0.55 Live Defl'n 0.41 = <L/999 1.23 A. ADDITIONAL DATA: s two FACTORS: DCM Ct CL CF CV Cfu Cr LC# ��- Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 0.848 1.00 1.00 Shear fv @d 75 Fv' = 237 fv/Fv' = 0.31 Bending(+) fb = 1900 Fb' = 2593 fb/Fb' = 0.55 Live Defl'n 0.41 = <L/999 1.23 = L/360 0.33 Total Defl'n 1.57 = L/282 1.85 = L/240 3. GLULAM: bxd = actual breadth x actual depth. 0.85 A. ADDITIONAL DATA: s two FACTORS: DCM Ct CL CF CV Cfu Cr LC# ��- Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 0.848 1.00 1.00 2 '_- z 3 L ► , 3: FV' - 190 1.25 1.00 1.00 _ _ n Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending (+) : LC# 2 = D+C, M = 95708 lbs -ft �'� R,yV11�-► Irl e -A."3 9X Shear : LC# 2 = D+C, V =10346, V@d = 9088 lbs Deflection: LC# 2 = D+C EI=19928.72e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). P BI t. COMPANY PROJECT WoodWorks® R. C. E. Kremer Res. 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA U (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:21:05 B16 Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] iPattern Live 640 40 Start End Start End Load? 1 Dead Full Area 27 (5.00) Fb' - No 2 Constr. Full Area 16 (5.00) 102 Yes -Tr.lDuLary WIGLn kLL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : n' 16' 19, Dead 1158 Value 1692 Value Analysis/Design Live 640 40 902 106 fv/Fv' Total 1798 fb = 2595 Fb' - 1687 Bearing: Len th 1.0 Bending(-) 1.1 102 0.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( stress=us[, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 40 Fv' = 106 fv/Fv' = 0.38 Bending(+) fb = 696 Fb' - 1687 fb/Fb' = 0.41 Bending(-) fb = 102 Fb' = 1686 fb/Fb' = 0.06 Live Defl'n 0.06 = L/567 0.20 = L/180 0.32 Total Defl'n 0.21 = L/168 0.30 - L/120 0.71 kd C:a11LLlCvcL �LJa„ %JUVC-a ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fb'-= 1350 1.25 1.00 1.00 0.999 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 3 = D+C (pattern: C ), M = 7027 lbs -ft Bending(-): LC# 2 = D+C, M = 1035 Tbs-ft Shear : LC# 2 = D+C, V = 1905, V@d = 1684 lbs Deflection: LC# 3 = D+C (pattern: C_) EI=1115.29e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 'g ew 1 COMPANY PROJECT WoodWorks® R. C. E. Kremer Res. 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:21:36 B17 Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Point 6795 5.38 No 2 Constr. Point 3552 5.38 Yes 3 Dead Full Area 28 (11.00) 0.07 = No 4 Dead Point 1057 5.38 No 5 1 Constr.j Point 1 600 1 5.38 Yes -TrlDULdry W1a Lit tLL MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : n' 10'-9" Dead 5680 Value 5680 Live 2076 2076 Total 7756 Fv' = 7756 Bearing: Length 2.3 Bending(+) 2.3 Glulam-Simple, VG West.DF, 24F -V4,5 -118x15" Self Weight of 18.26 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 143 Fv' = 237 fv Fv' = 0.60 Bending(+) fb = 2309 Fb' = 3000 fb/Fb' = 0.77 Live Defl'n 0.07 = <L/999 0.36 = L/360 0.20 Total Defl'n 0.33 = L/389 0.54 = L/240 0.62 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' - 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M - 36974 lbs -ft Shear : LC# 2 = D+C, V - 7756, V@d = 7348 lbs Deflection: LC# 2 = D+C EI=2594.49e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Pc, FrAa COMPANY PROJECT WoodWorks® R. C. E. Kremer Res. 12) 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:21:52 B18 Design Check Calculation Sheet LOADS: ( lbs, psf, or pit ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Point 1699 8.50 No 2 Constr. Point 960 8.50 Yes 3 Dead Point 1585 8.50 No 9 Constr. Point 869 8.50 Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 17' Dead 1792 1732 Live 912 912 Total 2704 2704 Bearing: Length 1.2 1.2 Timber -soft, D.Fir-L, No. 1, 6x14" Self Weight of 17.64 pit automatically included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Desi n Value Anal sis/Design Shear fv @d = 59 Fv' = 106 fv Fv' = 0.51 Bending(+) fb = 1605 Fb' = 1671 fb/Fb' = 0.96 Live Defl'n 0.18 <L/999 0.57 = L/360 0.32 Total Defl'n 0.69 = L/295 0.85 L/290 0.81 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 0.99 1.000 1.00 1.00 2 FV' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 22346 lbs -ft Shear : LC# 2 = D+C, V = 2704, V@d = 2684 lbs Deflection: LC# 2 = D+C EI=1804.25e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �� e119 COMPANY PROJECT WoodWorks® R. C. E. Kremer Res. 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:22:22 B19 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 1196 Total Start End Start End Load? 1 Dead I Full Area 31 (13.00) 3000 No 2 Constr. Full Area 16 (13.00) L/360 No --LL.LUULCILy WlUL11 kLLI MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : o' 11'-6" Dead 2391 Value 2391 Live 1196 Shear 1196 Total 3587 237 3587 Bearing: Length 1.1 1314 1.1 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x10-1/2" Self Weight of 12.78 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS4997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 85 Fv' = 237 fv/Fv' = 0.36 Bending(+) fb = 1314 Fb' = 3000 fb/Fb' = 0.44 Live Defl'n 0.09 = <L/999 0.38 = L/360 0.24 Total Defl'n 0.37 = L/375 0.58 = L/240 0.64 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 10312 lbs -ft Shear : LC# 2 = D+C, v = 3587, V@d = 3041 lbs Deflection: LC# 2 = D+C EI= 889.91e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind i=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). FN 5-20 COMPANY PROJECT R.C.E. Kremer Res. WoodWorks® 3060 Thorntree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (630) 894-8833; fax (530) 894-8882 Chico, CA SOPIWARI FOR WOOD DINGN cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:32:15 BY0 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern 3837 fv @d = 4275 Start End Start End Load? 1 Dead Full Area 31 (13.00) 2530 No 2 Constr. .Full Area 16 (13.00) 1080 No -Trioutary wiatn trtl MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 37' 39' Dead 8277 Value 9222 Value Live 3837 fv @d = 4275 Fv' = Total 12113 Bending(+) 13498 1467 Fb' = 2530 fb/Fb' = 0.58 Bending(-) fb = Bearing: Fb' = 1080 fb/Fb' = 0.01 Live Defl'n Length 2.8 0.13 = 3.1 0.0 Glulam-Simple, VG West.DF, 24F -V4,6 -3/4x28-1/2" Self Weight of 45.69 plf automatically Included In loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC This section FAILS the design check #### WARNING: This section violates the following design criteria: #### Deflection SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 83 Fv' = 237 fv/Fv' = 0.35 Bending(+) fb = 1467 Fb' = 2530 fb/Fb' = 0.58 Bending(-) fb = 12 Fb' = 1080 fb/Fb' = 0.01 Live Defl'n 0.06 = L/375 0.13 = L/180 0.48 Total Defl'n 0.27 = L/88 0.20 = L/120 1.35 (a cantitever span governs aerlectionj ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 0.843 1.00 1.00 2 Fb'-= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M =111720 lbs -ft Bending(-): LC# 1 = D only, M = 897 lbs -ft Shear : LC# 2 = D+C, V =12184, V@d =10624 lbs Deflection: LC# 2 = D+C EI=23438.11e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv Is assumed to be unity for all cases. This Is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). WoodWorkS® SOF WAY! FOR WOOD DESIGN LOADS: ( lbs, psf, or pif ) {7 Qom. .+ %. j COMPANY PROJECT R.C.E. Kremer Res. 3060 Thomtree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:32:25 B21 Design Check Calculation Sheet Load Type Distribution Magnitude Location [ft) Pattern Shear 2137 Total Start End Start End Load? 1 Dead Point 9222 4.25 No 2 Constr. Point 4275 4.25 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8'-6" Dead 4673 Value 4673 Live 2137 Shear 2137 Total 6811 237 6811 Bending(+) rAnalsis = 2811 Fb' = Bearing: Length 2.0 Live Defl'n 2.0 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x12" Self Weight of 14.61 pif automatically Included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Value Design Value Analysis/Design Shear = 166 Fv' = 237 fv/Fv' = 0.70 Bending(+) rAnalsis = 2811 Fb' = 3000 fb/Fb' = 0.94 Live Defl'n = <L/999 0.28 = L/360 0.25 Total Defl'n = L/336 0.43 = L/240 0.71 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 28813 lbs -ft Shear : LC# 2 = D+C, V = 6811, V@d = 6796 lbs Deflection: LC# 2 - D+C EI=1328.38e06 lb-in2 Total Deflection - 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are,listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used In the calculation of Cv Is assumed to be unity for all cases. This Is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tenslon), Fcp(comp'n). f 7.152 7- COMPANY q527- COMPANY PROJECT R.C.E. Kremer Res. WoodWorks3060 Thorntree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA SOffWAae FOR woon MSICN cj@r-c-o.com R. C. E. 2002.016 Apr. 17, 2003 09:32:32 B22 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Partial Area 15 (4.50) 0.00 6.00 No 2 Live Partial Area 40 (4.50)1 0.00 6.00 No 3 Live Full UDL 50 1.13 = L/240 No 4 Dead Partial Area 15 (2.00P, 6.00 22.50 No 5 Live Partial Area 40 (2.00H, 6.00 22.50 No -Triourary wiazn tzL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 22'-6" Dead 735 Design Value 570 Live 1983 = 2405 1542 Total 2717 Bending(+)= 2112 Mr = 22653 M/Mr = 0.55 1.00 Live Defl'n Bearing: Length 1.0 0.85 1.0 LVL n -ply, 1.8E, 2200Fb, 1-3/4x11-7/8", 3-Plys Self Weight of 17.97 pif automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Value Design Value Anal sis/Design FACTORS: F CD Shear = 2405 Vr = 11844V/Vr = 0.20 1.00 Bending(+)= rAnalis 12537 Mr = 22653 M/Mr = 0.55 1.00 Live Defl'n = L/422 0.75 = L/360 0.85 - Total Defl'n = L/271 1.13 = L/240 0.88 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 12537 lbs -ft Shear : LC# 2 = D+L, V = 2717, V@d = 2405 lbs Deflection: LC# 2 = D+L EI=1318.72e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. P COMPANY PROJECT R. C. E. Kremer Res. WoodWorks® 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:32:12 B23 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Partial Area 15 (4.50) 10.00 18.00 No 2 Live Partial Area 40 (4.50) 10.00 18.00 No 3 Dead Full Area 15 (2.00) L/360 No 4 Live Full Area 40 (2.00) L/240 No 5 Dead Point 225 10.00 No 6 1 Live Point 600 10.00 No -'rriDuLary wiaLn (rL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : o' 18' Dead 652 977 Live 1307 2173 Total 1958 3150 Bearing: Length 1.0 1.0 LVL n-ply,1.8E, 2200Fb, 1-314x11-718", 3-Plys Self Weight of 17.97 pff automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs-ft, or In) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 2652 Vr = 11844 V Vr = 0.22 Bending(+) M = 13174 Mr = 22653 M/Mr = 0.58 Live Defl'n 0.37 = L/584 0.60 = L/360 0.62 Total Defl'n 0.63 = L/344 0.90 = L/240 0.70 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 13174 lbs -ft Shear : LC# 2 = D+L, V = 2988, V@d = 2652 lbs Deflection: LC# 2 = D+L EI=1318.72e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. P't gzq COMPANY PROJECT ® R.C.E. Kremer Res. WoodWorks 3060 Thorntree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA SORWARE FOR WOOD MIGN cj@r-c-o.com R. C. E. 2002.016 Apr. 17, 2003 09:32:48 B24 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft) Pattern Live 768 fv/Fv' = 0.49 Start End Start End Load? 1 Dead Full Area 31 (6.00) fb = 132 No 2 Constr. Full Area 16 (6.00) 0.20 = L/180 Yes x-rriouLary wiaLn tlL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in).: 0' 16' 19' Dead 1552 Design Value 2268 governs Shear Live 768 fv/Fv' = 0.49 1083 Bending(+) fb = 897 Total 2320 3351 fb = 132 Fb' = 1686 fb/Fb' = 0.08 CM Live Defl'n 0.08 = L/472 0.20 = L/180 0.38 Bearing: Length 1.0 0.28 = L/129 1.5 0.92 0.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 pif automatically Included In loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBG -UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design governs Shear fv @d - 52 Fv' = 106 fv/Fv' = 0.49 DATA: Bending(+) fb = 897 Fb' = 1687 fb/Fb' = 0.53 Bending(-) fb = 132 Fb' = 1686 fb/Fb' = 0.08 CM Live Defl'n 0.08 = L/472 0.20 = L/180 0.38 LC# Total Defl'n 0.28 = L/129 0.30 = L/120 0.92 1.00 Bending(+): LC# 3 - D+C (pattern: C_), M = 9058 lbs -ft Bending(-): LC# 2 = D+C, M = 1337 lbs -ft Shear : LC# 2 - D+C, V - 2460, V@d = 2175 lbs Deflection: LC# 3 = D+C (pattern: C_) EI=1115.29e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. to cantilever span governs deflection; ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fb'-= 1350 1.25 1.00 1.00 0.999 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 3 - D+C (pattern: C_), M = 9058 lbs -ft Bending(-): LC# 2 = D+C, M = 1337 lbs -ft Shear : LC# 2 - D+C, V - 2460, V@d = 2175 lbs Deflection: LC# 3 = D+C (pattern: C_) EI=1115.29e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. P9 ZZs COMPANY PROJECT R.C.E. Kremer Res. WoodWorks3060 Thorntree Dr.fl10 Chico CA 95973 Parcel 18, Grindstone (530) 894-8833; fax (530) 894-8882 Chico, CA SORWARI FOR WOOD "SlCN cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:32:57 B25 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Live 640 43 Start End Start End Load? 1 Dead Full Area 31 (5.00)i 1687 No 2 Constr. Full Area 16 (5.00) 1686 Yes 'Tr1Durary W1aLn trL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 16' 19' Dead 1312 Value 1918 Value Analysis/Design Live 640 43 903 106 fv/Fv' = 0.41 Total 1952 755 2821 1687 fb/Fb' = 0.45 Bending(-) fb = 111 Fb' = 1686 fb/Fb' = 0.07 Bearing: 0.06 = L/567 0.20 = L/180 0.32 Length 1.0 L/154 1.2 L/120 0.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 pif automatically Included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBG -UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 43 Fv' = 106 fv/Fv' = 0.41 Bending(+) fb = 755 Fb' = 1687 fb/Fb' = 0.45 Bending(-) fb = 111 Fb' = 1686 fb/Fb' = 0.07 Live Defl'n 0.06 = L/567 0.20 = L/180 0.32 Total Defl'n 0.23 = L/154 0.30 = L/120 0.78 Bending(+): LC# 3 = D+C (pattern: C_), M = 7623 lbs -ft Bending(-): LC# 2 = D+C, M - 1125 lbs -ft Shear : LC# 2 = D+C, V = 2071, V@d = 1831 lbs Deflection: LC# 3 = D+C (pattern: C_) EI=1115.29e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. to canLliever span governs aeriecclon) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fb'-= 1350 1.25 1.00 1.00 0.999 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 3 = D+C (pattern: C_), M = 7623 lbs -ft Bending(-): LC# 2 = D+C, M - 1125 lbs -ft Shear : LC# 2 = D+C, V = 2071, V@d = 1831 lbs Deflection: LC# 3 = D+C (pattern: C_) EI=1115.29e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PC) g7jo COMPANY PROJECT ® R.C.E. Kremer Res. WoodWorks 3060 Thorntree Dr.#10 Chico CA 95973 Parcel 18, Grindstone (530) 894.8833; fax (630) 894.8882 Chico, CA SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R. C. E. 2002.016 Apr. 17, 2003 09:33:06 B26 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 30 896 Total Start End Start End Load? 1 Dead Full Area 31 (2.00P, Bearing: No 2 Constr. Full Area 16 (2.00P, 0.80 = L/240 Yes 3 Dead Full Area 12 (2.00) No 4 Live Full Area 40 (2.00) Yes '1•r1DuLary W1DLn (IL) MAXIMUM REACTIONS (IBS) and BEARING LENGTHS (in) : 0' 16' Dead 808 Design Value 808 Live 896 fv @d = 30 896 Total 1704 Bending(+) 1704 Fb' = 1350 fb/Fb' = 0.42 1.00 Live Defl'n Bearing: 0.53 = L/360 0.28 - Length 1.0 0.80 = L/240 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 pif automatically included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear fv @d = 30 Fv' = 85 fv/Fv' = 0.36 1.00 Bending(+) fb = 573 Fb' = 1350 fb/Fb' = 0.42 1.00 Live Defl'n 0.15 = <L/999 0.53 = L/360 0.28 - Total Defl'n 0.35 = L/551 0.80 = L/240 0.44 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 5793 lbs -ft Shear : LC# 2 = D+L, V = 1448, V@d = 1275 lbs Deflection: LC# 3 = D+L+C EI=1115.29e06 lb -int Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. F9 5Z1 COMPANY PROJECT WoodWorks® R. C. E. Kremer Res. 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:34:23 B27 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern Shear 702 Total Start End Start End Load? 1 Dead Full Area 31 (4.50) 1687 No 2 Constr.i Full Area 1 16 (4.50) L/360 1 Yes -Trioutary wiatn (rz) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 19'-6" Dead 1507 Value 1507 Live 702 Shear 702 Total 2209 106 2209 Bearing: Length 1.0 1066 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 47 Fv' = 106 fv Fv' = 0.44 Bending(+) fb = 1066 Fb' = 1687 fb/Fb' = 0.63 Live Defl'n 0.21 = <L/999 0.65 = L/360 0.32 Total Defl'n 0.89 = L/264 0.98 = L/240 0.91 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 10767 lbs -ft Shear : LC# 2 = D+C, V = 2209, V@d = 1992 lbs Deflection: LC# 2 = D+C EI=1115.29e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, —=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorksR. C. E. Kremer Res. 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA SOFfWARF FOR WOOD" SIGN (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:34:31 B28 Design Check Calculation Sheet LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 31 (6.00) No 2 Constr. Full Area 16 (6.00) Yes 3 Dead Full Area 31 (5.00) No 9 Constr. Full Area 12 (5.00) Yes *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 10' Dead 1767 1767 Live 780 780 Total 2547 2547 Bearing: Length 1.1 1.1 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 62 Fv' = 106 fv/Fv' = 0.58 Bending(+) fb = 929 Fb' = 1687 fb/Fb' = 0.55 Live Defl'n 0.06 = <L/999 0.33 = L/360 0.17 Total Defl'n 0.25 = L/988 0.50 = L/290 0.99 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 6368 lbs -ft Shear : LC# 2 = D+C, V = 2547, V@d = 2144 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, —=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. om COMPANY PROJECT WoodWorksQD R. C. E. Kremer Res. 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA JORWARF FOR WOOD DaWN (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:34:40 B29 Design Check Calculation Sheet I LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Live 576 51 Start End Start End Load? 1 Dead I Full Area 31 (6.00) Fb' - No 2 Constr.1 Full Area 16 (6.00) 709 Yes *Tributary wictn (rt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 12' 19' Dead 794 Value 3017 Value Analysis/Design Live 576 51 1444 208 fv/Fv' Total 1370 fb = 4461 Fb' - 2400 Bearing: = 0.13 Bending(-) fb = 709 Fb' - 1194 fb/Fb' = 0.59 Live Defl'n 0.15 = Length 1.0 L/180 2.5 0.32 0.0 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x12" Self Weight of 14.61 plf automatically included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( stress=asl, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 51 Fv' = 208 fv/Fv' = 0.25 Bending(+) fb = 308 Fb' - 2400 fb/Fb' = 0.13 Bending(-) fb = 709 Fb' - 1194 fb/Fb' = 0.59 Live Defl'n 0.15 = L/568 0.47 = L/180 1.00 0.32 Total Defl'n 0.37 = L/224 0.70 = L/120 0.53 to cantiiever span governs aerlection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 2400 1.25 0.80 1.00 1.000 1.00 1.000 1.00 1.00 3 Fb'-= 1200 1.25 0.80 1.00 0.995 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 0.88 1.00 2 Fcp'= 650 0.53 1.00 - E' = 1.8 million 0.83 1.00 4 Bending(+): LC# 3 = D+C (pattern: C ), M = 3160 lbs -ft Bending(-): LC# 2 = D+C, M = 7267 lbs -ft Shear : LC# 2 = D+C, V = 2385, V@d = 2089 lbs Deflection: LC# 4 = D+C (pattern: C) EI=1328.38e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s -S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). P Bao COMPANY PROJECT WoodWorksR. C. E. Kremer Res. 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA SOflWARffOA WOOD IVSWN (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:34:50 B30 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location (ft] IPattern Live 600 fv Fv' = 0.26 864 Start End Start End Load? 1657 1 Dead Full Area 27 (7.50) Bearing: No 2---Constr.1 0.13 = L/180 Full Area 16 (7.50) Length Yes 0.20 = L/120 'Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 10' 12' Dead 1057 Desi n Value 1585 Shear Live 600 fv Fv' = 0.26 864 fb - 290 Fb' - 1671 Total 1657 Bending(-) 2449 Fb' = 1670 fb/Fb' 0.03 Bearing: Live Defl'n 0.01 = <L/999 0.13 = L/180 0.07 Length 1.0 0.20 = L/120 1.1 0.0 Timber -soft, D.Fir-L, No. 1, 6x14" Self Weight of 17.64 plf automatically included in loads; Service: wet: Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv @d = 28 Fv' = 106 fv Fv' = 0.26 Bending(+) fb - 290 Fb' - 1671 fb/Fb' = 0.17 Bending(-) fb = 49 Fb' = 1670 fb/Fb' 0.03 Live Defl'n 0.01 = <L/999 0.13 = L/180 0.07 Total Defl'n 0.03 = L/772 0.20 = L/120 0.16 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 0.99 1.000 1.00 1.00 3 Fb'-= 1350 1.25 1.00 1.00 0.999 0.99 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 3 = D+C (pattern: C ), M = 4034 lbs -ft Bending(-): LC# 2 = D+C, M = 680 lbs -ft Shear : LC# 2 - D+C, V = 1769, V@d - 1386 lbs Deflection: LC# 3 = D+C (pattern: C_) EI=1804.25e06 lb-in2 Total Deflection - 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. S3 COMPANY PROJECT WoodWorksR. C. E. Kremer Res. 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA $OFIWA&E FOR WOOD M.11r.N (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:35:00 B31 Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Pattern fv @d = 130 2096 Total Start End Start End Load? 1 Dead Point 7683 4.50 No 2 Constr. Point 3552 4.50 Yes 3 Dead Point 1312 4.50 No 4 Constr. Point 640 4.50 Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : o' 9' Dead 4580 Design Value 4580 Live 2096 fv @d = 130 2096 Total 6676 Bending(+) 6676 Bearing: Length 3.8 3.6 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x15" Self Weight of 18.26 pif automatically included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) Criterion Analysis Value . Design Value Analysis/Design Shear fv @d = 130 Fv' = 208 fv/Fv' = 0.62 Bending(+) fb = 1864 Fb' = 2400 fb/Fb' = 0.78 Live Defl'n 0.05 = <L/999 0.30 = L/360 0.17 Total Defl'n 0.22 = L/498 0.45 = L/240 0.48 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 0.80 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 0.88 1.00 2 Fcp'= 650 0.53 1.00 - E' = 1.8 million 0.83 1.00 2 Bending(+): LC# 2 = D+C, M = 29856 lbs -ft Shear : LC# 2 - D+C, V = 6676, V@d = 6653 lbs Deflection: LC# 2 - D+C EI=2594.49e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used In the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT R. C. E. Kremer Res. WoodWorks® 3060 Thorntree Dr. Suite#10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA (530) 894-8833 -fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:35:11 B32 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location (ft) Pattern Start End Start End Load? 1 Dead Point 2983 8.50 No 2 Constr. Point 1359 8.50 Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 17' Dead 1391 1391 Live 677 677 Total 2068 2068 Bearing: Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x14" Self Weight of 17.64 plf automatically included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 0.99 1.000 1.00 1.00 2 EIV, = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 16999 lbs -ft Shear : LC# 2 = D+C, V = 2068, V@d = 2099 lbs Deflection: LC# 2 = D+C EI=1809.25e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s -S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Analysis Value Design Value /Dn Anal sisesi Shear fV @d = 91 Fv' = 106 fv FV' = 0.39 Bending(+) fb = 1217 Fb' = 1671 fb/Fb' 0.73 Live Defl'n 0.13 = <L/999 0.57 L/360 0.23 Total Defl'n 0.53 = L/388 0.85 L/290 0.62 FPS F>3s COMPANY PROJECT WoodWorks® R. C. E. Kremer Res. 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Piace Chico, CA 95973 Chico, CA (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:35:20 B33 Design Check Calculation Sheet I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 1020 Total Start End Start End Load? 1 Dead Full Area 25 (6.00)7 Length No 2 Live Full Area 40 (6.00) L/360 Yes -TrrpuLary w1aLn trL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8'-6„ Dead 690 Value 690 Live 1020 Shear 1020 Total 1710 85 1710 Bearing: fb = 527 Fb' = Length 1.0 Live Defl'n 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 40 Fv' = 85 fv/Fv' = 0.47 Bending(+) fb = 527 Fb' = 1350 fb/Fb' = 0.39 Live Defl'n 0.04 = <L/999 0.28 = L/360 0.16 Total Defl'n 0.09 = <L/999 0.43 = L/240 0.21 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 3634 lbs -ft Shear : LC# 2 = D+L, V = 1710, V@d = 1392 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. fpc� 512.14 COMPANY PROJECT WoodWorksR. C. E. Kremer Res. 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA 80FIWARFMR WOOD WICN (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:35:35 DCJ1 Design Check Calculation Sheet LOADS: ( lbs, psi, or plf ) Load Type Distribution Magnitude Location [ft] Pattern 2 60 Total 135 Start End Start End Load? 1.0 1 Dead Full Area 10 (12.0)1 0.06 = No 2 Live Full Area 10 (12.0) Total Defl'n Yes L/814 *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 12' Dead 75 Value 75 Live 60 2 60 Total 135 Bending(+) 135 Bearing: Length 1.0 1242 1.0 Lumber -soft, D.Fir-L, No.2, 2x8" Spaced at 12" Gc; Self Weight of 2.58 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis Value Design Value Anal sis/Desi n 2 Shear fv @d = 17 Fv' = 95 fv/Fv' = 0.18 Bending(+) fb = 371 Fb' = 1242 fb/Fb' = 0.30 Live Defl'n 0.06 = <L/999 0.40 = L/360 0.15 (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) Total Defl'n 0.18 = L/814 0.60 = L/240 0.29 Clause 4.4.1. ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2 FV' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' - 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 406 lbs -ft Shear : LC# 2 = D+L, V = 135, V@d = 122 lbs Deflection: LC# 2 = D+L EI= 76.21e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �7cj f!>2_G COMPANY PROJECT WoodWorks® R. C. E. Kremer Res. 3060 Thorntree Dr. Suite #10 Parcel 18, Grindstone Place Chico, CA 95973 Chico, CA vfin".114N (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 May 7, 2003 11:35:44 DJ1 Design Check Calculation Sheet LOADS: (lbs. psf, or Of ) Load Type Distribution Magnitude Location [ft] Pattern Shear 480 Total Start End Start End Load? 1 Dead Full Area 15 (24.0) Length No 2 Live Full Area 40 (24.0) L/360 Yes -TriDurary wiarn kind MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 12' Dead 195 Value 195 Live 480 Shear 480 Total 675 95 675 Bearing: fb = 1851 Fb' = Length 1.0 Live Defl'n 1.0 - Lumber -soft, D.Fir-L, No.2, 2x8" I Spaced at 24" Gc; Self Weight of 2.58 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC This section FAILS the design check #### WARNING: This section violates the following design criteria: ##" Bending Deflection SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 84 Fv' = 95 fv FV' = 0.88 Bending(+) fb = 1851 Fb' = 1242 fb/Fb' = 1.49 Live Defl'n 0.49 = L/294 0.40 = L/360 1.22 Total Defl'n 0.79 = L/182 0.60 = L/240 1.31 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2 FV ' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M - 2026 lbs -ft Shear : LC# 2 = D+L, V = 675, V@d = 607 lbs Deflection: LC# 2 - D+L EI= 76.21e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Dead Live Total Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" cic; Slope: 40.0 deg;, Total length: 19'-7", Self Weight of 4.01 plf automatically included in loads; Lateral support Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC WARNING: Member length exceeds typical stock length of 18.0 [fl) SECTION vs. DESIGN CODE Nos -1997: (stress®psi, and In) i Anal ss f 6310 674 285 958 COMPANY PROJECT Bearing: Len th R. C. E. Kremer Res. 1.0 Thomtree Dr. Suite #10 Parcel 18, Grindstone Place WoodWorks3060 Chico, CA 95973 Chico, CA SOFTWARE FOR WOOD DISMN (530) 894-8833 - fax (530) 894-8882 R. C. E. 2002.016 fb - May 7, 2003 11:35:53 RJ1 Design Check Calculation Sheet fb/Fb' = 0.11 LOADS: ( lbs, psf, or plf ) Live Defl'n 0.07 - Load Type Distribution Magnitude Location (ft) Pattern L/120 Start End Start End Load? Total Defl'n 1 Dead Full Area 27 (24.0) No 0.33 = 2 Constr. Full Area 16 (29.0) Yes 'Tributary width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 16'-3.8" 3-3.2" 0' 2'-6" 15' Dead Live Total Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" cic; Slope: 40.0 deg;, Total length: 19'-7", Self Weight of 4.01 plf automatically included in loads; Lateral support Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC WARNING: Member length exceeds typical stock length of 18.0 [fl) SECTION vs. DESIGN CODE Nos -1997: (stress®psi, and In) i Anal ss Value 674 285 958 Value 462 200 662 Bearing: Len th 0.0 fv d 42 Fv' 119 1.0 Bending(+) 1.0 Criterion (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+- 900 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 Fb'-- 900 1.25 1.00 1.00 0.929 1.00 1.000 1.00 1.15 2 Fv' - 95 1.25 1.00 1.00 (CR - 1.000) 2 Fcp'- 625 1.00 1.00 - E' - 1.6 million 1.00 1.00 4 Bending(+): LC# 4 - D+C (pattern: C), M - 1987 lbs -ft Bending(-): LC# 2 - D+C, M = 337 lbs -ft Shear LC# 2 - D+C, V = 536, V@d = 976 lbs Deflection: LC# 4 - D+C (pattern: C) EI- 284.76e06 lb -int Total Deflection - 1.50(Defln dead) + Defln_Live. (D -dead L=live S -snow W -wind I -impact C -construction) (All LC's are listed in the Analysis output) (Load Pattern: s -S/2, X=L+S or L+C, -no pattern load in this span) DESIGN NOTES: 1. Please verity that the default deflection Limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the pro i Anal ss Value Desi n Value Anal sis/Desi n Shear fv d 42 Fv' 119 fv Fv' - 0.3 Bending(+) fb - 754 Fb' - 1299 fb/Fb' - 0.58 Bending(-) fb - 128 Fb' 1195 fb/Fb' = 0.11 Live Defl'n 0.07 - L/581 0.33 = L/120 0.21 Total Defl'n 0.26 - L/199 0.33 = L/120 0.80 visions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. Q� F� g Floor Joists at Jake's bedroom ®III er� nTJ-Beam )6.04 serial) Nu11 7/8 ' TJI@/Pro(TM)-350 @ 16 o/c f"��►''� F� Page l EngiinneOVersio1:41n 1.4.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ' b 20' 1 Product Diagram is Conceptual. LOADS: tAnalysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: ' Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 533 / 200 / 0 / 733 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50" 2.25" 1331200 / 0 / 733 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ -Strand Rim Board® ' -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location ' Shear (lbs) 718 -712 1420 Passed (50%) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 718 718 1308 Passed (55%) Bearing 2 under Floor loading (Ft -Lbs) 3515 3515 5200 Passed (68%) MID Span 1 under Floor loading 'Moment Live Load Defl (in) 0.419 0.490 Passed (U561) MID Span 1 under Floor loading Total Load Defl (in) 0.575 0.979 Passed (U408) MID Span 1 under Floor loading TJPro 33 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32", 5/8" Panels (20" Span 'Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.71 ADDITIONAL NOTES: '-IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. '-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. 'PROJECT INFORMATION: OPERATOR INFORMATION: Kremer Res. Chad Ratzlaff RCE ' 3060 Thorntree Drive Chico, CA 95973 Phone: (530) 894-8833 chad@r-c-e.com ' Copyright O 2001 by Trus Joist, a Weyerhaeuser Business TJIQD and TJ-BeamA are registered trademarks of Trus Joist. e -I Joist -,Pro- and TJ -Pro" are trademarks of Trus Joist. ' F:\2002\016-Kremer\FJ1.sms Floor Joists at Jake's bedroom &21 j ' m(TM) 6 Serial N mr 700z 117/8" TJIO/Pro(TM)-350 @ 16" o/c McNgev- User2eOage 2 EnginVerebn:1.4.16 1:41:35 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ' Load Group: Primary Load Group ^ 19' 7.00" ^ Max. Vertical Reaction Total (lbs) 733 733 'Max. Vertical Reaction Live (lbs) 533 533 Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 32 'Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 712 -712 Max Shear (lbs) 718 -718 Member Reaction (lbs) 718 718 Support Reaction (lbs) 733 733 Moment (Ft -Lbs) 3515 Live Deflection (in) 0.419 Total Deflection (in) 0.575 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 194 -194 Max Shear (lbs) 196 -196 Member Reaction (lbs) 196 196 Support Reaction (lbs) 200 200 Moment (Ft -Lbs) 959 PROJECT INFORMATION: Kremer Res. Copyright O 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-BeamIS are registered trademarks of Trus Joist. e -I Joist -,Pro" and TJ -Pro^' are trademarks of Trus Joist. F:\2002\016-Kremer\FJ1.sms OPERATOR INFORMATION: Chad Ratzlaff RCE 3060 Thorntree Drive Chico, CA 95973 Phone: (530) 894-8833 chad@r-c-e.com � Fez 'F41 P� FJ3 6ON Floor Joists at Jake's bedroom + overhange 11 7/8" TJI®/Pro(TM)-350 @ 16" o/c MEI`'I� FJ-2- TJ-Beam(TM) 6.04 Serial Num e6 r 00 'User. 2 5/720031:42:12 PM Paget Engine Version: 1.4.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ' Overall Dimension: 26' 1 ❑ 2 0 , b 20' y S. i ' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other ' Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 535 / 187 / 0 / 722 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50" 3.50" 834 / 313 / 0 /1147 E1: Blocking 1 Ply TJI®/Pro(TM)-350 ' -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,E1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location ' Shear (Ibs) -770 701 1420 Passed (49%) Lt. end Span 1 under Floor ALTERNATE span loading Vertical Reaction (Ibs) 707 707 1308 Passed (54%) Bearing 1 under Floor ALTERNATE span loading Moment (Ft -Lbs) 3407 3407 3900 Passed (87%) MID Span 1 under Floor ALTERNATE span loading Live Load Dell (in) 0.424 0.491 Passed (U557) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.557 0.982 Passed (U423) MID Span 1 under Floor ALTERNATE span loading TJPro 33 30 Passed Span 1 '-Deflection Criteria: STANDARD(LL:U480,TL:U240). -Allowable moment was increased for repetitive member usage. -Permanent Bracing or a direct applied ceiling is required at third points in the backspan for right cantilever. See literature detail (PB1) for clarification. -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. '-Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. 'TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.71 PROJECT INFORMATION: Kremer Res. Copyright ® 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pro" and T -Pro" are trademarks of Trus Joist. F:\2002\016-Kremer\FJ2.sms OPERATOR INFORMATION: Chad Ratzlaff RCE 3060 Thorntree Drive Chico, CA 95973 Phone: (530) 894-8833 chad@r-c-e.com Floor Joists at Jake's bedroom + overhange TJ -Beam 6.04Serial� r.70020B066865 11 7/8" TJI®/Pro(TM)-350 @ 16" o/c M�MPs�fZ FEZ ' Pegez EEnnpneeVerson:14N16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Permanent Bracing or a direct applied ceiling is required at third points in the backspan for right cantilever. See literature detail (1361) for clarification. PROJECT INFORMATION: Kremer Res. Copyright O 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pro^' and TJ -Pro- are trademarks of Trus Joist. F:\2002\016-Kremer\FJ2.sms OPERATOR INFORMATION: Chad Ratzlaff RCE 3060 Thorntree Drive Chico, CA 95973 Phone: (530) 894-8833 chad@r-c-e.com oner4 WFloor Joists at Jake's bedroom + overhange ''^ aur 11 7/8" TJI®/Pro(TM)-350 @ 16 o/c MEN1� � FEZ 'TJ-8eam(TM) 6.04 serial Num r: 7002006665 Page3 EngineOVerson:1.4. 6 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ' Load Group: Primary Load Group ^ 19' 7.75" ^ 5' 1.75" Max. Vertical Reaction Total (lbs) 722 1147 Max. Vertical Reaction Live (lbs) 535 834 Selected Bearing Length (in) 2.25(W) 3.50(W) Max. Unbraced Length (in) 32 32 99 'Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 665 -720 367 Max Shear (lbs) 671 -770 377 Member Reaction (lbs) 671 1147 'Support Reaction (lbs) 686 1147 Moment (Ft -Lbs) 3069 -971 N/A Live Deflection (in) 0.356 -0.212 Total Deflection (in) 0.489 -0.292 ALTERNATE span loading on odd # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 701 -686 100 Max Shear (lbs) 707 -734 103 Reaction (lbs) 707 837 'Member Support Reaction (lbs) 722 837 Moment (Ft -Lbs) 3407 -265 N/A Live Deflection (in) 0.424 -0.316 ' Total Deflection (in) 0.557 -0.396 ALTERNATE span loading on even # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 145 -230 367 Shear (lbs) 147 -246 377 'Max Member Reaction (lbs) 147 623 Support Reaction (lbs) 151 623 Moment (Ft -Lbs) 540 -971 0 Deflection (in) -0.071 0.104 'Live Total Deflection (in) 0.068 0.024 Loading on all spans, LDF = 0.90 , Dead only 'Design Shear (lbs) 181 -196 100 Max Shear (lbs) 183 -210 103 Member Reaction (lbs) 183 313 Support Reaction (lbs) 187 313 ' Moment (Ft -Lbs) 837 -265 N/A Concentrated live load on overhang(s), all dead load.on span(s) Deflection (in) 0.000 -0.119 All dead load and concentrated live load on overhang(s), all dead load on span(s) Deflection (in) 0.000 -0.080 All dead load on overhang(s), all live load on span(s) Deflection (in) 0.398 0.000 'PROJECT INFORMATION: OPERATOR INFORMATION: Kremer Res. Chad Ratzlaff RCE ' 3060 Thorntree Drive Chico, CA 95973 Phone: (530) 894-8833 chad@r-c-e.com ' Copyright O 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist",Pro- and TJ -Pro" are trademarks of Trus Joist. ' F:\2002\016-Kremer\FJ2.sms WnFloor Joists at Kitchen „ TJ -Beam TM 6.04serial� r.7002i�es 11 718" TJI@/Pro(TM)-350 @ 24 o/c N�� F- 3 ( ) User: 2 5/7/20031:43:01 PM Paget Engine Version: 1.4. 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED F_ a; ;a ' d Product Diagram is Conceptual. LOADS: 'Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (pso: 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: ' Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 700 / 263 / 0 / 963 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50" 2.25" 700 / 263 / 0 / 963 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ -Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: -Deflection Criteria: STAN DARD(LL: U480,TL: U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 23/32", 3/4" Panels (24" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32", 3/4" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.43 ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. 'PROJECT INFORMATION: Kremer Res. 'Copyright m 2001 by Trus Joist, a Weyerhaeuser Business TJIW and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pro" and TJ -Pro- are trademarks of Trus Joist. I1:120021016-Kremer\1J3.sms OPERATOR INFORMATION: Chad Ratzlaff RCE 3060 Thorntree Drive Chico, CA 95973 Phone: (530) 894-8833 chad@r-c-e.com Maximum Design Control Control Location Shear (lbs) 940 -930 1420 Passed (66%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 940 940 1308 Passed (72%) Bearing 2 under Floor loading Moment (Ft -Lbs) 4013 4013 5200 Passed (77%) MID Span 1 under Floor loading Live Load Defl (in) 0.358 0.427 Passed (U573) MID'Span 1 under Floor loading Total Load Defl (in) 0.492 0.854 Passed (U417) MID Span 1 under Floor loading TJPro 35 30 Passed Span 1 -Deflection Criteria: STAN DARD(LL: U480,TL: U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 23/32", 3/4" Panels (24" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32", 3/4" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.43 ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. 'PROJECT INFORMATION: Kremer Res. 'Copyright m 2001 by Trus Joist, a Weyerhaeuser Business TJIW and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pro" and TJ -Pro- are trademarks of Trus Joist. I1:120021016-Kremer\1J3.sms OPERATOR INFORMATION: Chad Ratzlaff RCE 3060 Thorntree Drive Chico, CA 95973 Phone: (530) 894-8833 chad@r-c-e.com 1;� - - - - Pq F:11 e� Floor Joists at Kitchen " TM Serial Number. 70022/ 0M� 11 7/8" TJI®/Pro(TM)User. 2 -350 @ 24 o/c TJ -Beam ( ) 6.04 Se ' 1:43:02 PM Page giineVerso : .4.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ' Load Group: Primary Load Group ^ 17' 1.00" ^ Max. Vertical Reaction Total (lbs) 963 963 'Max. Vertical Reaction Live (lbs) 700 700 Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 32 'Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 930 -930 Max Shear (lbs) 940 -940 Member Reaction (lbs) 940 940 'Support Reaction (lbs) 963 963 Moment (Ft -Lbs) 4013 Live Deflection (in) 0.358 Total Deflection (in) 0.492 ' Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 254 -254 Max Shear (lbs) 256 -256 'Member Reaction (lbs) 256 256 Support Reaction (lbs) 263 263 Moment (Ft -Lbs) 1094 PROJECT INFORMATION: Kremer Res. tCopyright ® 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pro- and TJ -Pro- are trademarks of Trus Joist. ' F:\2002\016-Kremer\FJ3.sms OPERATOR INFORMATION: Chad Ratzlaff RCE 3060 Thorntree Drive Chico, CA 95973 Phone: (530) 894-8833 chad@r-c-e.com Pcj FS$ 1st Floor typical Floor Joists TJ-Beam(TM) 6.04 Serial) Nurn6er7002006865 117/8" TJI@/Pro(TM)-350 @ 24„ o/c KaA 5M FJ y 'User. 2 5/72003 1:45:42 PM Page Engine Version: 1.4.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED F__ _771 �,l Product Diagram Is Conceptual. LOADS: 'Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: ' Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/UpliftITotal 1 Stud wall 3.50” 2.25" 630 / 236 / 0 / 866 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50" 2.25" 6301236101866 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ -Strand Rim Board® ' -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: -Deflection Criteria: STAN DARD(LL: U480,TL:U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 23/32", 3/4" Panels (24" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32", 3/4" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.43 ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. '-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. 'PROJECT INFORMATION: OPERATOR INFORMATION: Kremer Res. Chad Ratzlaff RCE ' 3060 Thorntree Drive Chico, CA 95973 Phone: (530) 894-8833 'chad@r-c-e.com Copyright 0 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam9 are registered trademarks of Trus Joist. e -I Joist -,Pro- and TJ -Pro- are trademarks of Trus Joist. tF:\2002\016-Kremer\FJ4.sms Maximum Design Control Control Location Shear (Ibs) 843 -834 1420 Passed (59%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 843 843 1308 Passed (64%) Bearing 2 under Floor loading (Ft -Lbs) 3233 3233 5200 Passed (62%) MID Span 1 under Floor loading 'Moment Live Load Defl (in) 0.240 0.383 Passed (L 765) MID Span 1 under Floor loading Total Load Dell (in) 0.331 0.767 Passed (U557) MID Span 1 under Floor loading TJPro 42 30 Passed Span 1 -Deflection Criteria: STAN DARD(LL: U480,TL:U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 23/32", 3/4" Panels (24" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32", 3/4" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.43 ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. '-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. 'PROJECT INFORMATION: OPERATOR INFORMATION: Kremer Res. Chad Ratzlaff RCE ' 3060 Thorntree Drive Chico, CA 95973 Phone: (530) 894-8833 'chad@r-c-e.com Copyright 0 2001 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam9 are registered trademarks of Trus Joist. e -I Joist -,Pro- and TJ -Pro- are trademarks of Trus Joist. tF:\2002\016-Kremer\FJ4.sms b[*) 4�a 1 st Floor typical Floor Joists Y c TJ-8eam(TM)6.04 Serial Nu 01 x665 11 7/8" TJ1@/Pro(TM)-350 @ 24" o/c MLS B �J 4 tPag92 W/2003 Versori ; 4 6 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED tLoad Group: Primary Load Group ^ Max. Vertical Reaction Total (lbs) 866 'Max. Vertical Reaction Live (lbs) 630 Selected Bearing Length (in) 2.25(W Max. Unbraced Length (in) 15' 4.00" ^ 866 630 2.25(W) 32 'Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 834 -834 Max Shear (lbs) 843 -843 Member Reaction (lbs) 843 843 'Support Reaction (lbs) 866 866 Moment (Ft -Lbs) 3233 Live Deflection (in) 0.240 Total Deflection (in) 0.331 ' Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 228 -228 Max Shear (lbs) 230 -230 'Member Reaction (lbs) 230 230 Support Reaction (lbs) 236 236 Moment (Ft -Lbs) 882 'PROJECT INFORMATION: Kremer Res. ' Copyright ® 2001 by Trus Joist, a Weyerhaeuser Business MID and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pro- and TJ -Pro" are trademarks of Trus Joist. ' F:\2002\016-Kremer\FJ4.sms OPERATOR INFORMATION: Chad Ratzlaff RCE 3060 Thorntree Drive Chico, CA 95973 Phone: (530) 894-8833 chad@r-c-e.com Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:56:20 PM P (t ' Company Info I Project Info R. C. E. (Project: Kremer Residence 3060 Thorntree Dr.; Suite 10 (Location: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 ' Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 (Job No.: R.C.E. 2002.016 E-mail: cj@r-c-e.com (Footing Id: F1 BM 2 & 3 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, V c ........................ ConcreteType ...................................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... ' Footing Length ..................................................... Footing Depth. PunchingShear Stress .............................................. BeamShear Stress .................................................. ' Reinforcing Standards per ................................ Longitudinal Bottom Reinforcement Required for Strength.. Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... ' Wind Load Soil Bearing........ Seismic Load Soil Bearing ................ ........................ LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 3.50 ft. 3.50 ft. 24.00 in. 6.97 psi n/a psi ASTM -A615 .12 in= (1-#4) .12 in' (144) 1.271 ksf 1.271 ksf 1.271 ksf 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 4.20 0.00 0.00 Live Load 9.90 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 24.00" X W = 3.50' As 1-#9 Bars As =v1-#4 Bars = Cover 3.00 Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:56:24 PM -, rZ ' Company Info I Project Info R. C. E. (Project: Kremer Residence 3060 Thorntree Dr.; Suite 10 (Location: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 ' Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 (Job No.: R.C.E. 2002.016 E-mail: cj@r-c-e.com (Footing Id: F2 BM 2 S 19 6 20 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ Footing Width******,,***,,* ... t Footing Length ..................................................... Footing Depth.. PunchingShear Stress .............................................. BeamShear Stress .................................................. ' Reinforcing Standards per ................................ Longitudinal Bottom Reinforcement Required for Strength ............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... ' Wind Load Soil Bearing....... SeismicLoad Soil Bearing...... .•• ..•............• .............•• 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 4.50 ft. 4.50 ft. 24.00 in. 14.56 psi 2.22 psi ASTM -A615 .27 in' (2-#4) .28 in' (244) 1.340 ksf 1.340 ksf 1.340 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1A DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 13.40 0.00 0.00 Live Load 11.30 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 W = 4.50' As = 2-#4 Bars X L = 4.50' As = 2-#4 Bars :: T3. over 00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:56:30 PM ff1 F3 ' Company Info I Project Info R. C. E. (Project: Kremer Residence 3060 Thorntree Dr.; Suite 10 ILocation: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 ' Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 (Job No.: R.C.E. 2002.016 E-mail: cj@r-c-e.com (Footing Id: F3 BM4 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... t Footing Length ..................................................... Footing Depth. PunchingShear Stress .............................................. BeamShear Stress .................................................. ' Reinforcing Standards per .................................. Longitudinal Bottom Reinforcement Required for Strength.. ........ Transverse Bottom Reinforcement Required for Strength .............. GravityOnly Soil Bearing .......................................... ' Wind Load Soil Bearing....... SeismicLoad Soil Bearing..•. .•..•...........•...•. ...••.......•• 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.500 ksf. 1.995 ksf 1.995 ksf 3.00 ft. 3.00 ft. 18.00 in. 9.05 psi .39 psi ASTM -A615 .09 in' (1-#4) .09 int (1-#4) 1.157 ksf 1.157 ksf 1.157 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 5.60 0.00 0.00 Live Load 4.00 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 18.00" X W = 3.00' As 1-#4 Bars As = 1-#4 Bars ::: Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:56:35 PM 1-1 F4 Company Info I Project Info R. C. E. (Project: Kremer Residence 3060 Thorntree Dr.; Suite 10 (Location: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 (Job No.: R.C.E. 2002.016 E-mail: cj@r-c-e.com (Footing Id: F4 BM 6 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ ' Footing Width,**,***,*,*,*,*,,*,,***,*****,**,*,*,,******,*,,***** Footing Length.. FootingDepth...................................................... PunchingShear Stress .............................................. ' Beam Shear Stress..s per .......................................... Reinforcing Standards per.. Longitudinal Bottom Reinforcement Required for Strength.. Transverse Bottom Reinforcement Required for Strength .............. ' Gravity Only Soil Bearing...... Wind Load Soil Bearing.. SeismicLoad Soil Bearing ...••••....•.............••...•....••. LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 2.50 ft. 2.50 ft. 18.00 in. 5.72 psi n/a psi ASTM -A615 .00 in' .00 int 1.306 ksf 1.306 ksf 1.306 ksf 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.80 0.00 0.00 Live Load 3.80 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 18.00" X W = 2.50' ::::T3. over00" ' Foot2000 v2.1.63, Copyright ri ht © 1999-2001 Spyder Software 4/17/03 3:56:40 PM ' Company Info I Project Info R. C. E. (Project: Kremer Residence 3060 Thorntree Dr.; Suite 10 JLocation: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 (Job No.: R.C.E. 2002.016 E-mail: cj@r-c-e.com (Footing Id: F5 BM 13 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ ' Footing Width*,******,**"*,*************,*** Footing Length. FootingDepth...................................................... PunchingShear Stress .............................................. BeamShear Stress. ......................................... ReinforcingStandards per ................................ Longitudinal Bottom Reinforcement Required for Strength. .....•..•. Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing_._...... ... ' Wind Load Soil Bearing- .......................................... ..•.••..••......••.........•......•.•.•• Seismic Load Soil Bearing.. 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 2.50 ft. 2.50 ft. 18.00 in. 4.60 psi n/a psi ASTM -A615 .00 in' .00 in' 1.082 kaf 1.082 kaf 1.082 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 4.20 0.00 0.00 Live Load 2.00 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d = 18.00" X W = 2.50' ::� Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:56:45 PM 4 ' Company Info I Project Info R. C. E. (Project: Kremer Residence 3060 Thorntree Dr.; Suite 10 (Location: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 ' Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 (Job No.: R.C.E. 2002.016 E-mail: cj@r-c-e.com IFooting Id: F6 BM 15 & 16 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ ' Footing Width.. Footing Length.. FootingDepth...................................................... PunchingShear Stress .............................................. ' Beam Shear Stress......, .... ........................................ Reinforcing Standards per.. Longitudinal Bottom Reinforcement Required for Strength. Transverse Bottom Reinforcement Required for Strength .............. ' Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing.. Seismic Load Soil Bearing.. LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 3.00 ft. 3.00 ft. 18.00 in. 8.32 psi .36 psi ASTM -A615 .08 int (1-#4) .08 in' (1-#4) 1.090 ksf 1.090 ksf 1.090 ksf 1.4DL 1A DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 6.50 0.00 0.00 Live Load 2.50 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 18.00" X W = 3.00' As =J1-#4 Bars As = 1-#4 Bars ::� Cover = 3.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:56:50 PM Pc( F7 ' Company Info I Project Info R. C. E. (Project: Kremer Residence 3060 Thorntree Dr.; Suite 10 ILocation: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 ' Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 (Job No.: R.C.E. 2002.016 E-mail: cj@r-c-e.com (Footing Id: F7 BM 26 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy......................................... ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ ' Footing Width************,*,,**,*** Footing Length.. FootingDepth...................................................... PunchingShear Stress .............................................. Beam Shear Stress.. s per .......................................... Reinforcing Standards per.. Longitudinal Bottom Reinforcement Required for Strength.. Transverse Bottom Reinforcement Required for Strength .............. ' Gravity Only Soil Bearing....,..,.. ................................ Wind Load Soil Bearing.. Seismic Load Soil Bearing.. LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.995 ksf 2.00 ft. 2.00 ft. 18.00 in. 1.47 psi n/a psi ASTM -A615 .00 int .00 in' .990 ksf .990 ksf .990 ksf 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.80 0.00 0.00 Live Load 1.80 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 18.00" X W = 2.00' :::�T3. over00" oot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:57:20 PM Iq Company Info I Project Info ' R. C. E. (Project: Kremer Residence 3060 Thorntree Dr.; Suite 10 (Location: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 (Job No.: R.C.E. 2002.016 E-mail: cj@r-c-e.com (Footing Id: F8 WALL LINE A t FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield ' f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): ' Length, ft. Width, ft. Depth, inches Section: 1 54.00 1.50 18.00 Column & Wall Data: Type Center Length Width ft. in. in. Column 1 Other 0.25 6.00 6.00 Column 2 Other 3.25 6.00 6.00 Column 3 Other 13.25 6.00 6.00 ' Column 4 Other 15.75 6.00 6.00 Column 5 Other 25.75 6.00 6.00 Column 6 Other 28.25 6.00 6.00 Column 7 Other 38.25 6.00 6.00 ' Column 8 Other 40.75 6.00 6.00 Column 9 Other 50.75 6.00 6.00 Column 10 Other 53.75 6.00 6.00 ' Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 225 / 1,500 420 / 1,995 440 / 1,995 Beam Shear Stresses Section: 1 15.72 psi Stirrups not required Punching Shear Stresses: Column 1 ........................... 0.00 psi Column 2 ........................... 0.00 psi Column3 ........................... 0.00 psi Column 4 ........................... 0.00 psi Column 5 ........................... 0.00 psi Column 6 ........................... 0.00 psi Column 7 ........................... 0.00 psi Column 8 ........................... 0.00 psi Column9 ........................... 0.00 psi Column 10 ........................... 0.00 psi Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software Footing Id: F8 Page: 2 4/17/03 3:57:20 PM Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Sections: in 2, Design in 2, Design int/ft, Spacing Section: 1 Strength:.. 0.26 2-#4 0.29 2-#4 0.00 -....N/A.... Pei F9 Stirrups in 2, Spacing Not Reqd... Note: Strength = Steel Required for Strength.. ' Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL ' 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.4EQ 1.05DL + 1.275LL - 1.4EQ 0.9DL + 1.4EQ 0.9DL - 1.4EQ ' Soil Load Cases Considered: 1.ODL 1.ODL + LOLL 1.ODL + 1.OLL + 1.OSL 1.ODL + 1.OLL + 1.OWL 1.ODL + LOLL - 1.OWL 0.667DL + 1.OWL 0.667DL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.ODL + 1.OLL - 1.OEQ ' 0.6670L + 1.OEQ 0.667DL - 1.OEQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 0.00 0.00 0.00 0.00 3.13 0.00 3.45 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 -3.13 0.00 -3.45 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 3.13 0.00 3.45 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 0.00 -3.13 0.00 -3.45 0.00 0.00 0.00 ' Column:5 0.00 0.00 0.00 0.00 3.13 0.00 3.45 0.00 0.00 0.00 Column:6 0.00 0.00 0.00 0.00 -3.13 0.00 -3.45 0.00 0.00 0.00 Column:7 0.00 0.00 0.00 0.00. 3.13 0.00 3.45 0.00 0.00 0.00 Column:8 0.00 0.00 0.00 0.00 -3.13 0.00 -3.45 0.00 0.00 0.00 ' Column:9 0.00 0.00 0.00 0.00 3.13 0.00 3.45 0.00 0.00 0.00 Column:10 0.00 0.00 0.00 0.00 -3.13 0.00 -3.45 0.00 0.00 0.00 Total Vertical Contact Forces: ' 1.ODL = 18.225 kips 1.ODL + 1.OLL = 18.225 kips 1.ODL + 1.OLL + 1.OSL = 18.225 kips 1.ODL + LOLL + 1.OWL = 18.225 kips 1.ODL + 1.OLL - 1.OWL = 18.225 kips ' 0.667DL + 1.OWL = 18.225 kips 0.667DL - 1.OWL = 18.225 kips 1.ODL + LOLL + 1.OEQ = 18.225 kips 1.ODL + 1.OLL - 1.OEQ = 18.225 kips ' 0.667DL + 1.OEQ = 18.225 kips 0.667DL - 1.OEQ = 18.225 kips Envelope Case = 18.225 kips f� Fro Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:57:20 PM Footing Id: F8Page: 3 Col#1Col#2 Col#Col#4 Col#Col#6 Col#Col#8 Col#SC01#10 0-ft.FS #1 �I—H F -I W H—I—H—F-H— H—H -H—I— —H- I 4.7 kips 54 -ft. V, kips 0 M, ft -kips 0 Bearing psf 0 Defl, in. 0 -4.7 kips 12.5 ft -kips -12.3 ft -kips 440 psf 0.098" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:57:33 PM Company Info I Project Info R. C. E. (Project: Kremer Residence 3060 Thorntree Dr.; Suite 10 ILocation: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 (Job No.: R.C.E. 2002.016 E-mail: cj@r-c-e.com (Footing Id: F9 WALL LINE 1 FOUNDATION PARAMETERS Other ' Column 2 Material Properties: Column 3 Other Column Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield 6.00 f'c, psi 6.00 Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Section: 2 2,000 HardRock 3.00 2.00 40 Section: 3 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Low Stress or Beam Shear suppressed under column/wall ' Section: Length, ft. Width, ft. Depth, inches psi Stirrups not required Section: 1 1.50 4.00 18.00 psi Stirrups not required Section: 2 23.00 2.00 24.00 Section: 3 1.50 4.00 18.00 Column & Wall Data: Type Column 1 Other ' Column 2 Other Column 3 Other Column 4 Other Center Length Width ft. in. in. 0.25 6.00 6.00 7.00 6.00 6.00 19.00 6.00 6.00 25.75 6.00 6.00 ' Soil Bearing Results, psf (actual / allowable): psi Column2 Gravity Case Wind Case Seismic Case Section: 1 535 / 1,500 1,214 / 1,995 774 / 1,995 Section: 2 674 / 1,500 1,119 / 1,995 758 / 1,995 ' Section: 3 546 / 1,500 1,214 / 1,995 774 / 1,995 Beam Shear Stresses: Section: 1 ........................... Low Stress or Beam Shear suppressed under column/wall ' Section: 2 29.95 psi Stirrups not required Section: 3 ........................... 41.93 psi Stirrups not required Punching Shear Stresses: Column 1 ........................... 12.63 psi Column2 ........................... 0.00 psi Column3 ........................... 0.00 psi Column 4 ........................... 12.63 psi Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:57:33 PM Footing Id: F9 Page: 2 Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Sections: in 2, Design in 2, Design in'/ft, Spacing Section: 1 MZ FY MZ FY MZ Column:l Strength:.. 0.33 2-#4 0.45 3-#4 0.06 #4 @ 41.1in. Section: 2 Column:2 5.54 0.00 3.97 0.00 -12.74 0.00 -4.83 Strength:.. 0.66 3-#5 1.54 5-#5 0.00 ..... N/A.... Section: 3 4.83 0.00 0.00 0.00 Column:4 0.00 Strength:.. 0.33 2-#4 0.45 3-#4 0.06 #4 @ 41.1in. ?I FiZ Stirrups in 2, Spacing Not Regd... Not Regd... Not Regd... Note: Strength = Steel Required for Strength.. Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: ' 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL ('. ` 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.4EQ 1.05DL + 1.275LL - 1.4EQ 0.9DL + 1.4EQ 0.9DL - 1.4EQ Soil Load Cases Considered: 1.ODL 1.ODL + 1.OLL 1.ODL + LOLL + 1.OSL 1.ODL + 1.OLL + 1.OWL 1.ODL + 1.OLL - 1.OWL 0.667DL + 1.OWL 0.667DL-.1.OWL 1.ODL + LOLL + 1.OEQ 1.ODL + 1.OLL - 1.OEQ 0.667DL + 1.OEQ 0.667DL - 1.OEQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 0.00 0.00 0.00 0.00 12.74 0.00 4.83 0.00 0.00 0.00 Column:2 5.54 0.00 3.97 0.00 -12.74 0.00 -4.83 0.00 0.00 0.00 Column:3 5.54 0.00 3.97 0.00 12.74 0.00 4.83 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 0.00 -12.74 0.00 -4.83 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 27.580 kips 1.ODL + LOLL = 35.520 kips 1.ODL + LOLL + 1.OSL = 35.520 kips 1.ODL + LOLL + 1.OWL = 35.520 kips 1.ODL + 1.OLL - 1.OWL = 35.520 kips 0.667DL + 1.OWL = 23.890 kips 0.667DL - 1.OWL = 23.890 kips 1.ODL + 1.OLL + 1.OEQ = 35.520 kips 1.ODL + 1.OLL - 1.OEQ = 35.520 kips 0.667DL + 1.OEQ = 23.890 kips 0.667DL - 1.OEQ = 23.890 kips Envelope Case = 35.520 kips .. Fc� 3 Foot2000 v2.1.63,. Copyright © 1999-2001 Spyder Software 4/17/03 3:57:33 PM Footing Id: F9 Page: 3 COW 1 Col#2 Col#3 Col#4 FS J 11 FSO 0 -ft. FS #2.-t -H--f-H-�--H-I-r-�-�-I--I--rte 16.1 kips 26 -ft. V, kips 0 M, ft -kips 0 -42.3 ft -kips 1,214 psf Bearing psf 0 Defl, in. 0 0.270" 91.9 ft -kips -16.1 kips Fe\ Fi-► ' Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:57:58 PM Company Info I Project Info R. C. E. (Project: Kremer Residence t 3060 Thorntree Dr.; Suite 10 ILocation: Parcel 18 Grindstone Place Chico, CA, 95973 I Chico, CA 95973 Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 (Job No.: R.C.E. 2002.016 ' E-mail: cj@r-c-e.com (Footing Id: F10 WALL LINE C FOUNDATION PARAMETERS ' Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi ' Section: 1 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches ' Section: 1 42.00 2.00 24.00 Column & Wall Data: Type Center Length Width ft. in. in. ' Column 1 Other 0.25 6.00 6.00 Column 2 Other 8.50 6.00 6.00 Column 3 Other 25.00 6.00 6.00 Column 4 Other 29.00 6.00 6.00 ' Column 5 Other 36.00 6.00 6.00 Column 6 Other 41.75 6.00 6.00 Soil Bearing Results, psf (actual / allowable): ' Gravity Case Wind Case Seismic Case Section: 1 300 / 1,500 775 / 1,995 527 / 1,995 Beam Shear Stresses ' Section: 1 17.99 psi Stirrups not required Punching Shear Stresses: Column1 ........................... 0.00 psi Column 2 0.00 psi ' Column 3 ........................... 0.00 psi Column4 ........................... 0.00 psi Column5 ............................ 0.00 psi t Column 6 ........................... 0.00 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups ' Sections: in', Design in Z, Design inz/ft, Spacing in Z, Spacing Section: 1 Strength:.. 0.87 3-#5 1.04 4-#5 0.00 ..... N/A.... Not Reqd... ' Note: Strength = Steel Required for Strength.. F9 FIS Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:57:58 PM Footing Id: F10 Page: 2 Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.4EQ 1.05DL + 1.275LL - 1.4EQ 0.9DL + 1.4EQ 0.9DL - 1.4EQ Soil Load Cases Considered: 1.ODL 1.ODL + LOLL + 1.0WL 0.667DL - 1.OWL 0.667DL + 1.OEQ Un -Factored Loads, ft -kips: 1.0DL + 1.OLL 1.ODL + LOLL - 1.0WL 1.ODL + LOLL + 1.OEQ 0.667DL - 1.OEQ 1.0DL + LOLL + 1.OSL 0.667DL + 1.0WL 1.ODL + LOLL - 1.OEQ Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY M2 FY MZ FY MZ Column:l 0.00 0.00 0.00 0.00 8.00 0.00 3.85 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 -8.00 0.00 -3.85 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 11.51 0.00 5.87 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 0.00 -8.00 0.00 -3.85 0.00 0.00 0.00 Column:5 0.00 0.00 0.00 0.00 8.00 0.00 3.85 0.00 0.00 0.00 Column:6 0.00 0.00 0.00 0.00 -8.00 0.00 -3.85 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 25.200 kips 1.ODL + 1.OLL = 25.200 kips 1.ODL + 1.OLL + 1.OSL = 25.200 kips 1.0DL + LOLL + 1.0WL = 28.710 kips 1.0DL + LOLL - 1.0WL = 21.690 kips 0.667DL + 1.0WL = 28.710 kips 0.667DL - 1.0WL = 21.690 kips 1.0DL + LOLL + 1.OEQ = 27.215 kips 1.ODL + LOLL - 1.OEQ = 23.185 kips 0.667DL + 1.OEQ = 27.215 kips 0.667DL - 1.OEQ = 23.185 kips Envelope Case = 28.710 kips Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software Footing Id: F10 Page: 3 C01#1 Col#2 q Flu 4/17/03 3:57:59 PM Col#3 Col#4 C01#5 Col#6 IL 0 -ft. I FS #1 10.1 kips 42 -ft. V, kips 0 63.1 ft -kips M, ft -kips 01 -55.2 ft -kips 775 psf Bearing psf 0 Defl, in. 0 0.172" -10.1 kips f� FI, Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:58:21 PM Company Info I Project Info R. C. E. ]Project: Kremer Residence t 3060 Thorntree Dr.; Suite 10 (Location: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 ]Job No.: R.C.E. 2002.016 ' E-mail: cj@r-c-e.com (Footing Id: Fll WALL LINE D FOUNDATION PARAMTERS ' Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi ' Section: 1 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches Section: 1 42.00 1.50 24.00 ' Column & Wall Data: Type Center Length Width ft. in. in. ' Column 1 Other 0.25 6.00 6.00 Column 2 Other 8.50 6.00 6.00 Column 3 Other 19.00 6.00 6.00 Column 4 Other 41.75 6.00 6.00 ' Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 300 / 1,500 921 / 1,995 599 / 1,995 ' Beam Shear Stresses: Section: 1 ........................... 21.67 psi Stirrups not required ' Punching Shear Stresses: Column 1 0.00 psi Column2 ........................... 0.00 psi Column3 ........................... 0.00 psi ' Column 4 ........................... 0.00 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups ' Sections: in 2, Design in 2, Design int/ft, Spacing in 2, Spacing Section: 1 Strength:.. 0.43 2-#5 0.68 3-#5 0.00 -....N/A.... Not Reqd... Note: Strength = Steel Required for Strength.. P1, FIS Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:58:21 PM Footing Id: Fll Page: 2 Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.4EQ 1.05DL + 1.275LL - 1.4EQ 0.9DL + 1.4EQ 0.9DL - 1.4EQ Soil Load Cases Considered: ' 1.ODL 1.ODL + LOLL + 1.OWL 0.667DL - 1.OWL 0.667DL + 1.OEQ Un -Factored Loads, ft -kips: 1.ODL + LOLL 1.ODL + 1.OLL - 1.OWL 1.ODL + LOLL + 1.OEQ 0.667DL - l.OEQ 1.ODL + 1.OLL + 1.OSL 0.667DL + 1.OWL 1.ODL + LOLL - 1.OEQ Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 0.00 0.00 0.00 0.00 4.55 0.00 2.13 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 -4.55 0.00 -2.13 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 8.81 0.00 4.58 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 0.00 -4.53 0.00 -2.13 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 18.900 kips 1.ODL + l.OLL = 18.900 kips 1.ODL + 1.OLL + 1.OSL = 18.900 kips 1.ODL + LOLL + 1.OWL = 23.178 kips 1.ODL + LOLL - 1.OWL = 14.622 kips 0.667DL + 1.OWL = 23.178 kips 0.667DL - 1.OWL = 14.622 kips 1.ODL + LOLL + 1.OEQ = 21.344 kips 1.ODL + LOLL - 1.OEQ = 16.456 kips 0.667DL + 1.OEQ = 21.344 kips 0.667DL - 1.OEQ = 16.456 kips Envelope Case = 23.178 kips Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:58:21 PM Ce, t=n Footing Id: F11 Page: 3 V, kips I Col#1 Col#2 Col#3 Col#4 I' it 9.1 kips 42 -ft. -8.0 kips 41.2 ft -kips M, ft -kips 0 7.9 ft -kips Bearing psf 0 Defl, in. 0 927 psf 0.206" R Fzo ' Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:58:38 PM Company Info I Project Info R. C. E. ]Project: Kremer Residence ' 3060 Thorntree Dr.; Suite 10 ILocation: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 ]Job No.: R.C.E. 2002.016 t E-mail: cj@r-c-e.com IFooting Id: F12 WALL LINE 2 ' FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi ' Section: 1 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches ' Section: 1 25.50 2.00 24.00 Column & Wall Data: Type Center Length Width ft. in. in. ' Column 1 Other 0.50 6.00 6.00 Column 2 Other 6.00 6.00 6.00 Column 4 Other 15.00 6.00 6.00 Column 5 Other 25.00 6.00 6.00 ' Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 3 Stud 3.25 5.50 6.00 20.00 36 No ' Wall 6 Stud 20.00 10.00 6.00 20.00 36 No Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 460 / 1,500 748 / 1,995 801 / 1,995 Beam Shear Stresses: Section: 1 ........................... 14.09 psi Stirrups not required tPunching Shear Stresses: Column1 ........................... 0.00 psi Column 2 0.00 psi Wall 3 0.00 psi ' Column 4 ........................... 0.00 psi Column5 ........................... 0.00 psi Wall 6 ........................... 0.00 psi ' Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: int, Design in 2, Design int/ft, Spacing in 2, Spacing ' Section: 1 Strength:.. 0.48 2-#5 0.46 2-#5 0.00 -....N/A.... Not Reqd... I Note: Strength = Steel Required for Strength.. 1 f FZ, 1 Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:58:38 PM Footing Id: F12 Page: 2 Loading Parameters: 1 Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.2.75WL 0.9DL + 1.3WL 1 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.4EQ 1.05DL + 1.275LL - 1.4EQ 0.9DL + 1.4EQ 0.9DL - 1.4EQ Soil Load Cases Considered: 1.ODL 1.ODL + 1.OLL 1.ODL + LOLL + 1.OSL ' 1.0DL + LOLL + 1.0WL 1.ODL + LOLL - 1.OWL 0.667DL + 1.0WL 0.667DL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.0DL + 1.OLL - 1.OEQ 0.667DL + 1.OEQ 0.667DL - 1.OEQ 1 Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 0.00 0.00 0.00 0.00 4.41 0.00 5.88 0.00 0.00 0.00 ' Column:2 0.00 0.00 0.00 0.00 -4.41 0.00 -5.88 0.00 0.00 0.00 Wall :3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 0.00 4.41 0.00 5.88 0.00 0.00 0.00 Column:5 0.00 0.00 0.00 0.00 -3.36 0.00 -4.02 0.00 0.00 0.00 ' Wall :6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Vertical Contact Forces: 1.0DL = 20.880 kips 1.ODL + LOLL = 20.880 kips ' 1.ODL + LOLL + 1.OSL = 20.880 kips 1.0DL + LOLL + 1.OWL = 21.930 kips 1.0DL + LOLL - 1.0WL = 19.830 kips 0.667DL + 1.0WL = 21.930 kips 0.667DL - 1.0WL 1 = 19.830 kips 1.0DL + 1.OLL + 1.OEQ = 22.731 kips 1.0DL + LOLL - 1.OEQ = 19.029 kips 0.667DL + 1.OEQ = 22.731 kips 0.667DL - 1.OEQ 1 = 19.029 kips Envelope Case = 22.731 kips Py FZZ Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:58:38 PM Footing Id: F12 Page: 3 M11#3 Col#2 CW61196 Col#5 L .� 0 -ft. FS #1 . I 7.6 kips 25.5 -ft. V, kips 0 -7.3 kips M, ft -kips 0 Bearing psf 0 Defl, in. 0 28.5 ft -kips -31.1 ft -kips 801 psf 0.178" P r- 13, Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:58:48 PM Company Info I Project Info R. C. E. (Project: Kremer Residence 3060 Thorntree Dr.; Suite 10 (Location: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 (Job No.: R.C.E. 2002.016 E-mail: cj@r-c-e.com (Footing Id: F13 WALL LINE E FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches Section: 1 25.50 2.00 24.00 Column & Wall Data: Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 300 / 1,500 529 / 1,995 412 / 1,995 Beam Shear Stresses: Section: 1 5.68 psi Stirrups not required Punching Shear Stresses: Column1 ........................... 0.00 psi Type Center Length Width Column3 ........................... 0.00 psi ft. in. in. Column 1 Other 7.00 6.00 6.00 Column 2 Other 10.00 6.00 6.00 Column 3 Other 13.00 6.00 6.00 Column 4 Other 16.00 6.00 6.00 Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 300 / 1,500 529 / 1,995 412 / 1,995 Beam Shear Stresses: Section: 1 5.68 psi Stirrups not required Punching Shear Stresses: Column1 ........................... 0.00 psi Column 2 ........................... 0.00 psi Column3 ........................... 0.00 psi Column 4 ............................ 0.00 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse. Stirrups Sections: int, Design ina, Design inT/ft, Spacing int, Spacing Section: 1 Strength:.. 0.26 1-#5 0.28 1-#5 0.00 -....N/A.... Not Reqd... Note: Strength = Steel Required for Strength.. Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:58:49 PM Footing Id: F13 Page: 2 Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.4EQ 1.05DL + 1.275LL - 1.4EQ 0.9DL + 1.4EQ 0.9DL - 1.4EQ Soil Load Cases Considered: ' 1.0DL 1.ODL + LOLL 1.ODL + 1.0LL + 1.OWL 1.0DL + LOLL - 1.OWL 0.667DL - 1.OWL 1.0DL + 1.OLL + 1.OEQ 0.667DL + 1.OEQ 0.667DL - 1.OEQ Un -Factored Loads, ft -kips: 1.ODL + 1.OLL + 1.OSL 0.667DL + 1.OWL 1.ODL + 1.OLL - 1.OEQ P l'2q Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:1 0.00 0.00 0.00 0.00 7.97 0.00 3.89 0.00 0.00 0.00 Column:2 0.00 0.00' 0.00 0.00 -7.97 0.00 -3.88 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 7.97 0.00 3.89 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 0.00 -7.97 0.00 -3.88 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 15.300 kips 1.ODL + LOLL = 15.300 kips 1.0DL + LOLL + 1.OSL = 15.300 kips 1.ODL + 1.OLL + 1.OWL = 15.300 kips 1.ODL + LOLL - 1.OWL = 15.300 kips 0.667DL + 1.OWL = 15.300 kips 0.667DL - 1.0WL = 15.300 kips 1.0DL + LOLL + 1.OEQ = 15.316 kips 1.ODL + LOLL - 1.OEQ = 15.284 kips 0.667DL + 1.OEQ = 15.316 kips 0.667DL - 1.OEQ = 15.284 kips Envelope Case = 15.316 kips Pq FZ5 Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 4/17/03 3:58:49 PM Footing Id: F13 Page: 3 Col#1 Col#2 Col#3 Col#4 0 -ft. I FS #1 7.2 kips 25.5 -ft. V, kips 0 M, ft -kips 0 529 psf Bearing psf 0 Defl, in. 0 0.118" -7.2 kips 17.0 ft -kips -17.0 ft -kips W 'Foot2000 v2.1.63, Copyright © 1999-2001 SPYder Software 5/7/2003 11:53:20 AM 1c� tU ' Company Info I Project Info R. C. E. (Project: Kremer Residence 3060 Thorntree Dr.; Suite 10 (Location: Parcel 18 Grindstone Place Chico, CA, 95973 1 Chico, CA 95973 ' Phone: (530) 894-8833 (Client: Goldmann & Rose Fax: (530) 894-8882 (Job No.: R.C.E. 2002.016 E-mail: cj@r-c-e.com (Footing Id: F14 BM 27 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... ConcreteCover ...................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ ' Footing Width,**,*,***,*****,,* Footing Length. FootingDepth...................................................... Punching Shear Stress .............................................. ' Beam Shear Stress.. s per .......................................... Reinforcing Standards per.. Longitudinal Bottom Reinforcement Required for Strength.. Transverse Bottom Reinforcement Required for Strength .............. t Gravity Only Soil Bearing..•.•..•.•...........•...•............•..• Wind Load Soil Bearing.. Seismic Load Soil Bearing.. LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 1.500 ksf 1.995 ksf 1.995 ksf 2.00 ft. 2.00 ft. 12.00 in. 6.94 psi .51 psi ASTM -A615 .00 int .00 int .896 ksf .896 ksf .896 ksf 6.00 in. 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.28 0.00 0.00 Live Load 1.06 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d = 12.00" W = X 00, Cover = 3.00" { ��� � -l:r�b: i r r•' ,. 0 I CIVIL — STRUCTURAL ENGINEERING SURVEYING 3060 Thorntree Dr. Suite #10 - Chico,• CA 95973 Phone: (530) 894-8833 - Pax: (530) 894-8882 fox c,10r-c-e.com - http://www.r-c-e.com 10 PARCEL 19 50, 1951 ) >\ 1 PARCEL 18 / - S,SET I I I I I . GRINDSTONE I PLACE 11 I I 7. LEACHFIELDS MUST NOT BE INSTALLED DURING WET WEATHER WHEN SOILS ARE SATURATED (TYPICALLY NOVEMBER - MAY). 8. CONSTRUCTION, INSTALLATION OR DEVELOPMENT OF STRUCTURE OR FACILITIES ON THE PARCELS/LOTS SHALL COMPLY WITH THE LATEST CALIFORNIA FIRE SAFE REGULATIONS (PUBLIC RESOURCES CODE 4290) AND ALL OTHER APPLICABLE STATE AND COUNTY CODES, ORDINANCES AND REGULATIONS IN EFFECT AT THE TIME OF APPUCATION FOR IMPROVEMENT PERMITS. 9. BUILDING IDENTIFICATION AND /OR ADDRESSES SHALL BE INSTALLED IN CONFORMANCE WITH PUBLIC RESOURCES CODE 4290 AND SHALL BE POSTED AT THE BEGINNING OF BUILDING CONSTRUCTION AND MAINTAINED CONTINUOUSLY THEREAFTER. 10. DEVELOPMENT OF THESE PARCELS MAY REQUIRE PAYMENT INTO THE WATER TENDER FUND.4 11. THE PROPERTY OWNERS ARE RESPONSIBLE FOR THE MAINTENANCE OF ALL PRIVATE ROAD SAFETY SIGNS, INCLUDING STOP SIGNS. 12. A PLAN OF THE EXISTING ON-SITE MATURE OAK TREES, LOCATED IN ANY AREA PROPOSED FOR BUILDINGS OR VEHICULAR ACCESS, SHALL BE PROVIDED TO AND APPROVED BY THE PLANNING DIVISION PRIOR TO THE ISSUANCE OF BUILDING PERMITS AND/OR PRIOR TO GRADING OR VEGETATION REMOVAL. THE APPLICANT SHALL MINIMIZE THE REMOVAL OF MATURE TREES, WHERE POSSIBLE. A MATURE TREE SHALL BE DEFINED AS A TREE WITH A TRUNK MEASURING 4 INCHES IN DIAMETER, 4 FEET ABOVE GROUND LEVEL. MATURE TREES REMOVED SHALL BE REPLACE AT A 3 10 1 RATIO, UTILIZING EXISTING OAK TREE STOCK. 0 4 { 13. NO WATER WELL MAY BE LOCATED WITHIN 100 FEET OF THE USABLE SEWAGE DISPOSAL AREA. NOTES: 1. THIS ADDITIONAL INFORMATION SHEET IS FOR ADDITIONAL INFORMATION PURPOSES ONLY, DESCRIBING CONDITIONS AS OF THE DATE OF FILING AND IS NOT INTENDED TO AFFECT RECORD TITLE INTEREST. z., 2. THE BUILDING SETBACK FROM THE SIDE PROPERTY LINES SHALL NOT BE LESS THAN 30 FEET. 3. FIRE SUPPRESSION SPRINKLER SYSTEMS SHALL BE INSTALLED IN ALL NEW RESIDENTIAL STRUCTURES IN ACCORDANCE' WITH THE NATIONAL FIRE PROTECTION ASSOCIATION STANDARD FOR THE INSTALLATION OF. SPRINKLER SYSTEMS IN ONE AND TWO FAMILY DWELLINGS AND MOBILE HOMES, NFPA STANDARD 13D, UNLESS A PRESSURIZED COMMUNITY WATER SYSTEM, WITH HYDRANTS THAT MEET FIRE DEPARTMENT SPECIFICATIONS, SERVES THE PARCELS. 4. DURING CONSTRUCTION, SHOULD ANY ARCHAEOLOGICAL ARTIFACTS BE DISCOVERED. THE PLANNING DIVISION SHALL BE NOTIFIED IMMEDIATELY, AND ALL WORK SHALL CEASE UNTIL A HAS EXAMINED THE ARTIFACTS AND THE QUALIFIED ARCHAEOLOGIST SITE AND SUBMITTED HIS OR HER FINDINGS TO THE PLANNING DIVISION. AND RECOMMENDED CLEARANCE TO CONTINUE HAS BEEN RECEIVED. 5. THE SHERIFF FACILITIES IMPACT FEE SHALL BE PAID, PURSUANT { 10 THE PROVISIONS OF CHAPTER 3, ARTICLE II OF THE BUTTE • COUNTY CODE, PRIOR TO THE IS OF A BUILDING PERMIT. THE FEE AMOUNT SHALL BE DETERMINED AND CALCULATED AS OF f' THE DATE OF APPLICATION FOR BUILDING PERMIT. 6. SHALLOW PRESSURE -DOSED LEACHFIELDS COMMONLY KNOWN AS CAPPED OR HIGH -UNE INSTALLATIONS, MAY BE REQUIRED ON THESE LOTS. I I I I I . GRINDSTONE I PLACE 11 I I 7. LEACHFIELDS MUST NOT BE INSTALLED DURING WET WEATHER WHEN SOILS ARE SATURATED (TYPICALLY NOVEMBER - MAY). 8. CONSTRUCTION, INSTALLATION OR DEVELOPMENT OF STRUCTURE OR FACILITIES ON THE PARCELS/LOTS SHALL COMPLY WITH THE LATEST CALIFORNIA FIRE SAFE REGULATIONS (PUBLIC RESOURCES CODE 4290) AND ALL OTHER APPLICABLE STATE AND COUNTY CODES, ORDINANCES AND REGULATIONS IN EFFECT AT THE TIME OF APPUCATION FOR IMPROVEMENT PERMITS. 9. BUILDING IDENTIFICATION AND /OR ADDRESSES SHALL BE INSTALLED IN CONFORMANCE WITH PUBLIC RESOURCES CODE 4290 AND SHALL BE POSTED AT THE BEGINNING OF BUILDING CONSTRUCTION AND MAINTAINED CONTINUOUSLY THEREAFTER. 10. DEVELOPMENT OF THESE PARCELS MAY REQUIRE PAYMENT INTO THE WATER TENDER FUND.4 11. THE PROPERTY OWNERS ARE RESPONSIBLE FOR THE MAINTENANCE OF ALL PRIVATE ROAD SAFETY SIGNS, INCLUDING STOP SIGNS. 12. A PLAN OF THE EXISTING ON-SITE MATURE OAK TREES, LOCATED IN ANY AREA PROPOSED FOR BUILDINGS OR VEHICULAR ACCESS, SHALL BE PROVIDED TO AND APPROVED BY THE PLANNING DIVISION PRIOR TO THE ISSUANCE OF BUILDING PERMITS AND/OR PRIOR TO GRADING OR VEGETATION REMOVAL. THE APPLICANT SHALL MINIMIZE THE REMOVAL OF MATURE TREES, WHERE POSSIBLE. A MATURE TREE SHALL BE DEFINED AS A TREE WITH A TRUNK MEASURING 4 INCHES IN DIAMETER, 4 FEET ABOVE GROUND LEVEL. MATURE TREES REMOVED SHALL BE REPLACE AT A 3 10 1 RATIO, UTILIZING EXISTING OAK TREE STOCK. 0 4 { 13. NO WATER WELL MAY BE LOCATED WITHIN 100 FEET OF THE USABLE SEWAGE DISPOSAL AREA. T. 23N. R.1 E. M. D. B. &M. 21 -23 85 86 298.03 AC 40.00 ACt 1'=1200' 147.59 ACt ANDERSO 3 FORS 0 O 1 21.87 AC 55 1 1 PM 52-63 15 160.00 AC -* - - 640.00 AC- � .11 130 `9 . 1 7 MR 40.02Acf 85.24 ACt 8 • X17 I 155 2079.46 1 95.25 AC 160.0OAcf 156 1-2 51 04 I 40.00Acf 94 2 78 A �-- - - * BK 56 22 ROCK CREEK .35 00 760 137 480 40 422 �, 1302.03 2603.77 132.80 AC 7 81 91 C) 8 9 13 ls8 C> , R� 1�ti 36 153 141 142 165 40.0OAc 159 m PM 67_92 1 83 P O 6 7 ''Y G c, ptiP� 12�' 160.00Ac 80 O PM 76-4 93 O Q �P Q' 0• 21 13 97 100 AC 152 moo, ���` ��� �R• 144 48 831 160.00 AC A P 1 �, a P 117.36 AC � � � � g °o' � '` �`' G 11 10� CO`' J 41.56 ~' �4,°` p`. ,��145 10 1.21 AC 84 0 14 ACf Fes' AC 00 18 �, Z <v 41.49 292 00 t-H HAGENRIDGE 127 126 �' 19 La 0� 166 N 2 40.66AC 146 2568.10 ROAD 147 Q '�� ^� 2651.89 1067.8160.a7 1272.35 961.05 277 4 At, 1 148 51 3 0 ^ 107 M ARE �0 4 q 2 A 4 4 20.05A (D 20.20AC o �, 45 30/3 "� 2 97 3 0r(3 C 13 5 � 13 164375. � 26.05 AC 53 1 N � � 7.85 32.49 AC 5 26.98 AC o���ti A�1 132 1 `� 137 (D M 174.81 93- RQ PM 79-15 RS 37, 14 LQ 60 3 LO LO A 122 d ' AC r- 300 430 310 300 327 881:97 1�6o°o 40.59 AC 4 s3s.ss ? 705.07 MVS 39 b �� b 2 96 61 1390.67iso 167 R 162 163 c� 122.33 AC 20.03 AC 3S G 67.1 AC 021 002 O.00Ac 20.00Ac 20.00Ac�F40 20 . 152 97 ''B S 10.24 10.26 150 9p2 43 5 1159 2700,10 RS 101- 48 8 @j2° 13422 49 -�1��ti^42S28 9 o Butte County Assessor's Map 25 28 f 1 ,��� of 6P Book 47, Page 23 D 0�� 0 PM 5.5-70 Q� 1 `1- Q NOTE: These roels are for assessment purposes 2 Pa P CREATED BY DB CREATED ON 2-26-1999 PM 1.41-27 �`' P� only and may not constitute legal parcels. REVISED BY SDT REVISED ON 10-08-2002 EFFECTNE 2003-04 ROLL Compiled By The Butte County Assessor's Office SCALE: 1" = 300' w FA N 00'32'17' E 1306.66' / LEGEND ♦- -q L10 0 L20 ` ABANDONECENTERUND OFA ROW E m • FOUND 3/4* IP LS 33.36 PER RI OR AS NOTED ABANDONED UTILITY POLES ` �\ (NO WIRE) OWNERSHIP�` \\ / 60.00' INGRESS, EGRESS & P.U.E. 0 FOUND 3/4' IP RCE 7294 PER R1 w \ UNKNOWN - NO RECORD \ TO BE RESERVED IN DEEDS FOR THE BENEFIT OF PARCELS 16,17,20 & 21 AND OFFERED FOR DEDICATION TO FOUND BRASS CAP STAMPED FOR CORNER AND LS 2843 PER R1 613.38' \ THE COUNTY OF BUTTE V \ d 0 FOUND 3/4' IRON PIPE LS 5616 OR 1/2' REBAR LS 5616 PER no 20' PG&E // \ Tv \ ae MAP BOOK 145, PAGES 30-32 z o \ �• EASE. R4 / m \ DETAIL "B"✓/50' RADIUS \ h \\ 10 SET 3/4' IRON PIPE TAGGED LS 5616 NOT TO SCALE \ 30' PG&E / 056 ACPARCEL 21 �$' ate• �' `t SET 1/2' REBAR AND CAP LS 5616 EASE. R4 4,\ �• ary o CALCULATED POINT NOTHING FOUND OR SET 60.00' INGRESS, EGRESS & P.U.E. - }ayilJryg \ \\ \ 20' PGQcE\\ \ ' M MEASURED TO BE RESERVED IN DEEDS FOR / \ \ 30' PG&E 30' PG&E EASE R4 \ g THE BENEFIT OF PARCELS 20 & 21 14{, \ \ EASE. R4 EASE. R4 18.61., rn C CALCULATED a AND OFFERED FOR. DEDICATION TO E+1 C2 ` V ' . \ - i . 'v $ THE COUNTY OF BUTTE ) �" 2g?.13^ E = - 496.51' 1-0, %, GI R1 RECORD DATA PER MAP BOOK 55, PAGES 70 73 W \\ \2 '$. ¢ R2 RECORD DATA PER MAP BOOK 141, PAGES 27 - 29 SEE DETAIL "B" 1 n ? H .� \Us 20' PG&E $ b a m �\ 'O,• EASE. R4 L90 N 03'55'11' E\\R3 RECO•� \ C0 \y 30' INGRESS `'J1\ 49.64' •P SEE COHASATA E6 -20-66R BUTTE COUNTY RIGHT OF MAP OF SETROADSHEET 1 OF 3, DATED (S 00'34'01' W 1305.55')RI v A AND EGRESS N 00'22'32' W ` BUTTE COUNTY FILE NUMBER E-711 N 00'32'17' E 13D6.66' / \ Y`f0\ �' EASEMENT FOR 363.33' SJR \ DETAIL "C" THE BENEFIT OF \ 'gym• \ \\ w R4 RECORD DATA PER SERIAL NO. 98-33832 \ PARCELS 20 & 21 PARCEL 20 T 481.64' �' 788.91' T-� 7 (113.35')Rt \ 60.00' INGRESS, EGRESS AND \ / \ \ \ m R.M.A. ROAD MAINTENANCE AGREEMENT rx (48209')21 n r \ C � 520,5Y �•',q�2 PUBLIC UTILITY EASEMENT PER 21.98 AC !2v m . , c `- a 11],38• \ g S.N. 98-39532 & R.M.A. PER J J qp I �p P.U.E. PUBLIC UTILITY EASEMENT _A �Z �a y� PARCEL 19 CL fib. F' 20.20 AC CL "m1 C`a' a1,oe�10 L66 L67 ? , eq �� vry _L65 / L68 ! L70e., IFS/ 7(e -'w 9 (5 g 5� "C" PARCEL 18 L 000 DETAIL 1`1�• NOT TO SCALE 60.00' INGRESS, EGRESS & P.U.E.- SCALE: 1" = 300' w FA N 00'32'17' E 1306.66' / LEGEND ♦- -q L10 0 L20 ` ABANDONECENTERUND OFA ROW E m • FOUND 3/4* IP LS 33.36 PER RI OR AS NOTED ABANDONED UTILITY POLES ` �\ (NO WIRE) OWNERSHIP�` \\ / 60.00' INGRESS, EGRESS & P.U.E. 0 FOUND 3/4' IP RCE 7294 PER R1 w \ UNKNOWN - NO RECORD \ TO BE RESERVED IN DEEDS FOR THE BENEFIT OF PARCELS 16,17,20 & 21 AND OFFERED FOR DEDICATION TO FOUND BRASS CAP STAMPED FOR CORNER AND LS 2843 PER R1 613.38' \ THE COUNTY OF BUTTE V \ d 0 FOUND 3/4' IRON PIPE LS 5616 OR 1/2' REBAR LS 5616 PER no 20' PG&E // \ Tv \ ae MAP BOOK 145, PAGES 30-32 z o \ �• EASE. R4 / m \ DETAIL "B"✓/50' RADIUS \ h \\ 10 SET 3/4' IRON PIPE TAGGED LS 5616 NOT TO SCALE \ 30' PG&E / 056 ACPARCEL 21 �$' ate• �' `t SET 1/2' REBAR AND CAP LS 5616 EASE. R4 4,\ �• ary o CALCULATED POINT NOTHING FOUND OR SET 60.00' INGRESS, EGRESS & P.U.E. - }ayilJryg \ \\ \ 20' PGQcE\\ \ ' M MEASURED TO BE RESERVED IN DEEDS FOR / \ \ 30' PG&E 30' PG&E EASE R4 \ g THE BENEFIT OF PARCELS 20 & 21 14{, \ \ EASE. R4 EASE. R4 18.61., rn C CALCULATED a AND OFFERED FOR. DEDICATION TO E+1 C2 ` V ' . \ - i . 'v $ THE COUNTY OF BUTTE ) �" 2g?.13^ E = - 496.51' 1-0, %, GI R1 RECORD DATA PER MAP BOOK 55, PAGES 70 73 W \\ \2 '$. ¢ R2 RECORD DATA PER MAP BOOK 141, PAGES 27 - 29 SEE DETAIL "B" 1 n ? H .� \Us 20' PG&E $ b a m �\ 'O,• EASE. R4 L90 N 03'55'11' E\\R3 RECO•� \ C0 \y 30' INGRESS `'J1\ 49.64' •P SEE COHASATA E6 -20-66R BUTTE COUNTY RIGHT OF MAP OF SETROADSHEET 1 OF 3, DATED (S 00'34'01' W 1305.55')RI v A AND EGRESS N 00'22'32' W ` BUTTE COUNTY FILE NUMBER E-711 N 00'32'17' E 13D6.66' / \ Y`f0\ �' EASEMENT FOR 363.33' SJR \ DETAIL "C" THE BENEFIT OF \ 'gym• \ \\ w R4 RECORD DATA PER SERIAL NO. 98-33832 \ PARCELS 20 & 21 PARCEL 20 T 481.64' �' 788.91' T-� 7 (113.35')Rt \ 60.00' INGRESS, EGRESS AND \ / \ \ \ m R.M.A. ROAD MAINTENANCE AGREEMENT rx (48209')21 n r \ C � 520,5Y �•',q�2 PUBLIC UTILITY EASEMENT PER 21.98 AC !2v m . , c `- a 11],38• \ g S.N. 98-39532 & R.M.A. PER J J qp I �p P.U.E. PUBLIC UTILITY EASEMENT �a y� PARCEL 19 CL fib. F' 20.20 AC CL "m1 C`a' a1,oe�10 L66 L67 ? , eq �� vry _L65 / L68 ! L70e., IFS/ 7(e -'w 9 (5 g ! L75 GR/NDS7WE PEACE b J PARCEL 18 L m z 20.05 AC ' OF 60.00' INGRESS, EGRESS & P.U.E.- TO BE RESERVED IN DEEDS FOR THE BENEFIT OF PARCELS yQ`,�OJ'Ch' 18 & 19 AND OFFERED FOR DEDICATION TO THE COUNTY OF BUTTE \ R.M.A. PER S.N. 98- qq$-oOsJ% �1g�1a P�c q.y 10' 't% z U � Q fp zo$� C� U p o L+ S'n SET � gee a d15 �b mz x.16'. Z`s S. 96-39535 & S.N.l9ge-Dos/9S3 \ 7 G W) �m Cr z 1; Jou. ABUTTERS RIGHTS OF ACCESS DEEDED TO COUNTY OF BUTTE ro ii--,Ia- N 1022.32• �^9 ,1��Lr...c \ \ o oo�P�(�_ „f, L76 849.14' E 46'•3-�- OR?��ratol".��\ \ BASIS OF BEARINGS: N 08'36'57' E 187. `' S as \ \ z a Eo a 51' -� 3g1.1,L1 Q(. 1652,18' (167.56') m LS 1901 \ \ N THE BASIS OF BEARINGS FOR THIS MAP IS THE UNE °d'J (N 08'36'5] E (R1) 3g \ C2 J BETWEEN THE FOUND MONUMENTS AT THE WEST ONE - ,on' � n ", )RI•R2 _ \ \ 1y' - QUARTER CORNER AND THE NORTHWEST CORNER OF z r rn us w ' \ Um m SECTION 26, TOWNSHIP 23 NORTH, RANGE i EAST, <2 ( e... Z iron z \ \ ? a MOUNT DIABLO MERIDIAN. THE BEARING OF SAID LINE 11' . °d N a g Tv z �� O`7•�O BEING NORTH 00'05'41' WEST PER R1. . mo I�' oo ck; n a PARCEL 17 //- ..p\\S'�Js• o _ m 20.44 AC. / / /� \ OJ. w w � $ N I� \ 4°Oaz c� f5 / 0e, / y� "P In m m I w 3 o U M. / -1 / \ 9B sg)X20 7y0A ly O mm NM mm Gl ° 1> vg sp 'i9• 4p- 10 Trp m m NO DETERMINATION OF THE '^ d �1 gsB 1g 'Aj \ vz PARCEL BOUNDARIES WAS m m 19, a p / // PARCEL 16 4 MADE IN THIS AREA `o O0 m z / / 20.28 AC R \�•- C!/L-/.iE•39C 60.00' INGRESS, EGRESS & I PUBLIC UTILITY EASEMENT I \/ 'Sgt/ / ABUTTERS RIGHTS OF ACCESS v PER S.N. 96-039538, \\ / 3 \ 2 l�dp� R.M.A. PER S.N. 98-039537, tN� N 9 a / / DEEDED TO COUNTY OF BUTTE \ \ Q 1 (478.83')RI,R2 / / $ PER S.N.19f)ft. pp f/9 t�I FO 3/4 IP LS 2843 1` ,L89 'o I 478.91' / (lS 3338)RI \ J _ — _-- _-- -- _ — —— I FD PK AND TAG LS 3336 ( L15. ) W ROAD (N GO'05'41' W)4,RI,R2 2623.87' ` 115 , / (3/4' IP LE 3336)21 L28 N 2058 27 E 1 6.56 BASIS OF BEARINGS (2623.46')21 \ / W DUNE.. �OtRECTION� —DISTANCE ] l29 N 563323 E L1 I N 0111 8 W 1 312.73 L30___S 3521 23 W 77.41 _ Oh \ � a pro c�i \ J J i W 1/4 COR N 00'05'41' Vi 2623.87' SEC• 26 C C,RI C,RI DETAIL "A" NOT TO SCALE NOTES: 1. THE EXTERIOR BOUNDARY SHOWN HEREON IS RECORD PER 145 MAPS 30-32 2. BOOK 1548, PACE 413 PROVIDES FOR A 40' ROAD EASEMENT THE LOCATION OF. WHICH IS NOT DEFINED OF RECORD AND MAY OR MAY NOT AFFECT THE HEREON SHOWN PROPERTY. SHEET 2 OF 3 PARCEL MAP FOR D.A.J. TRUST BEING PARCELS 1 AND 4 AND A PORTION OF PARCELS 14 AND 15 PER MAP BOOK 55, PAGES 70 — 73, SITUATE IN SECTIONS 23, 24 AND 26, T. 23 N., R. 1 E., M.D.M. BUTTE COUNTY — CALIFORNIA NorthStarCIVIL ENGINEERS • PLANNERS SURVEYORS 20 DECLARATION DRIVE" CH". CALIFORNIA 95973 ENGdNEERINQ (530) 893-1600 FAX (530)893-2113 AUGUST, 1998. .JOB NO. 5474 6o ok- PH FA•G� . 98 ._. NiJ �l-QUIZ �1 ��f? w %� � Qn I a w�v a� 110 ., 1 r' V rr11 -) e `- U�°.6tlt r , y cu , un l- X11- b. � y , k15a �qjq f ,RAW FRVAA TIATFIL S0, NOTES: CHECKEDi r )0� � i LLSystemto be installed per lY.F,P,A 13D, manufacturers specifications, DATE >:,: and local A.�I..T® ! 2. All piping to be Listed CPVC or equiv. SCALE 3. Pipe hangers to be "Tolco" or equiv. £ 4; Freeze protection, water supply, carpentry and electrical by others. JOB NO. 5. Riser to be installed in "stud bay" within indicated wall., 14 G. Exact pipe run lengths and head locations subject to field verification. SHEET i. Heads to be Reliable Fl/IBES/CACP, K=3.9. Flows based on an 161X16' grid pattern. (see attached cales) \ 8. All pipes to be % inch diameter unless otherwise noted. i s OF SHEETS s>2 . f NATIONAL PfilMTFAST NO. 186A - 24x36 o+p+s NATIONAL PRINTFAST NO. 186A - 2406 I I 11M, RAWN V CHECKED DATE SCALE .1 fT JOB Na. SHEET OF SHEETS it i REVISIONS I 'k �- fi ti Ck t - YI iI NATIONAL PRINTFAST NO. 186A - 2406 I I 11M, RAWN V CHECKED DATE SCALE .1 fT JOB Na. 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