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B16-2890 040-400-093
.. . ' PROPERTY QWNERRINFORM'ATION$�' Name i - _ - i , 'Guc� 'el: t�St-ruc�j-tor-� Last Name ' God '�. First Name r iC' Ic•1 Mailing Addres agaw E�u�CeR,�U V CryiW, Stale 95�9a8 Phone 53o -6a4- Z 9 8 Fa. x'1 Email, a• _ 2Ns9 A' /it -IT C II , ARCHITECT/,E,NGINEER , ,, - Name i - _ - i , 'Guc� 'el: t�St-ruc�j-tor-� Mailing Address - 6a9" NFt>°fe. flue sty: 3l0 City Chi Stale Zip , i0 .. Ph710Y: X948 Fax FM• , Email 12hjS �j vd el4!E,A#,arI Cell ,�r - License No. G51 aa, Class A, � 8 , ARCHITECT/,E,NGINEER , ,, - Name' L �iN ���� �CnNG�Nee(1 �•9 Mailing Address' S y y a ,!>'lerr li L L M,''1_L Rd' City State, Zip Ph o9e .J Fax Email _ ' I�n_j (�Cfcr Cell } -. ot112N :ij rt ;Co CA Slate License No. t: APRLICAN,T ,SIGNATURE AND DATW , Date Print Name: ➢c k G el- - P.ROIJECT -LSO"C 4TlONS? - `^ APN O. 0= Do-vq' -000 Property Address WJWAjL1LqNM§FRMjbENP NG AGEN;CaY City Location must.not be in the city limits of Chico, Gridley, Oroville or Paradise, Mailing Address City'' http:HgismaPs.buttecounty.net/flexviewer/ ccdatasearch/index.html ,191M&d110RKER S COMPKN,$yA ION M Policy Number ). Carrier If hiring other than a licensed contractor, a certificate of worker's compensatiionmust be shown at the time of, permit issuance strictures) are'issued by,the Slate. Tell staff if this permit is for a Mobile Home. Click WJWAjL1LqNM§FRMjbENP NG AGEN;CaY Name Mailing Address City'' State Zip •� = �DESGF2IP�TI„O,tJOR�SG„OPEOFVNORtC ,` ° �;�t D Mobile Home permits (other than installation, foundation, utilities & non-attached strictures) are'issued by,the Slate. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: httpi//www.hcd.c6.gov/codes/mho/HCD- `` . Phone: (916) 255-2501 w, Is this a Manufactured/Mobile Home (circle one) Yes / No. IJOBVVi t _ U TION (Enter valueo�f labor �fncluding $ nangntracted„ pl„�ussmaterIals�ch�?�rge) , ,�`=:�.iv(220 ' Scare, F®etVDeta If' , Living Area: Garage: ” Open Area: ': Covered Area. -r,^.':'," r ' TOTAC'SQ: % f W ID Scture Built without permits / 906 0 -'Proposed Change of'Occupancy/Use - Note previous/current use below: ,. F�OROFFICEUSEOWLY�w�v Zoning`.' Flood Zone:X. SRA: I YES NOS_ NPDES - YES A7 NO [3 Code Enf "• - ' YES ` NO ❑ Legal Lot: , ' YES ❑ NO ❑ Occupancy i ; Type Construction �. IP tt Tech: Date: t Butte County Department of Public Works DENNIS SCHMIDT, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538 7266 Telephone (530) 538 7171 Fax PUBLIC WORKS National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN I ACRE] Reference Number: B16-2890 Date: 12/28/2016 Location: 629 ENTLER AVE By: JMD Parcel Number: 040-400-093 Sub Type: O SHELL BLDG Owner Name: GUDGEL RICHARD AND SANDRARtAMI: Description: iSHELL BLDG -COMM (17606) 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. Signed Date 12/28/2016 Title t w Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 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: Make sure your application is complete. 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 (per Butte County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) 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, if the permit has not issued, but not after 180 days 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 to process the refund application will be assessed. The current refund processing fee is $127.00. 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:Hmunicil2alcodes.lexisnexis.com/codes/butteco/ "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. - Permit Number: B16-2890 Date: 12/28/2016 Parcel Number: 040-400-093 Location: 629 ENTLER AVE, CHICO Phone: Owner Name: GUDGEL RICHARD AND SANDRA FAMI Description: SHELL BLDG - COMM (17606) Signature of'Applicant: Date: 12/28/2016 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 PERMIT APPLICATION DATA SHEET Reference Number: B16-2890 Date: 12/28/2016 Location: 629 ENTLER AVE By: JMD Parcel Number: 040400-093 Sub Type: O SHELL BLDG Owner Name: GUDGEL RICHARD AND Phone: SANDRA FAMI Description: SHELL BLDG - COMM (17606) The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. YES SEWER DISTRICTS ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - 530.533.0740 ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 - 530.533.2000 ❑ City of Chico, PO Box 3420, 411 Main Street, Chico CA 95927 - 530.879.6700 PARKS & RECREATION DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 - 530.895.4711 ❑ Durham Park & Recreation District, 9447 Midway, Durham CA 95938 - 530.345.1921 ❑ Feather River Recreaction & Park District, 1875 Feather River Blvd, Oroville CA 95965 - 530.533.2011 ❑ Paradise Parks & Recreation, 6626 Skyway Road, Paradise CA 95969 - 530.872.6393 SCHOOL DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Biggs Unified School District, 300 B Street, Biggs CA 95917 - 530.868.1281 Nk Chico Unified School District, 1163 East 7th Street, Chico CA 95926 — 530.891.3006 ❑ Durham Unified School District, 4920 Putney Drive, Durham CA 95938 — 530.895.4675 ❑ Gridley School District, 429 Magnolia, Gridley CA 95948 — 530.846.4723 ❑ Marysville School District, 1919 B Street, Marysville CA 95901 — 530.741.6000 ❑ Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 — 530.532.3000 ❑ Oroville Union High, 2211 Washington Ave, Oroville CA 95966 — 530.538.2300 Ext:105 ❑ Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 — 530.872.6400 OTHER ❑ Recorded copy of Agricultural Acknowledgment Statement - See Attached Instructions ❑ City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 — 530.868.5447 ❑ FEMA Flood Elevation Certificate (required within 48 hours or permit will be placed on hold until received) ❑ Other: "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. 5�:' Signature of Applicant:;;9 - b - Date: 12/28/2016 e i Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 GUDGEL RICHARD AND SANDRA FAMI . RE: 040-400-093 Permit No: B16-2890 To meet the requirements of Butte County Code Section 26-12 (available on line at http://municipalcodes.lexisnexis.com/codes/butteco ), one or more of the following may be required before a building permit can be issued for the above referenced project. The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public roads, and drainage facilities; Dedication of any necessary rights of way; and For commercial or industrial uses or for multiple living uses having three (3) or more living units per parcel, the construction of an. enclosure for containers used to hold solid waste and/or recyclable materials for collection. Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, 7 County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26 -12. If construction plans and/or engineering analysis are required, submit information in duplicate in accordance with County Improvement Standards (available on line at htto://www.buttecounty.net/publicworks/divisions/landdevelopment/impstd.html ) with a minimum plan checking deposit of $690.40. - Important Note: If improvements in compliance with County Code Section 26 12 are required, any construction plans and/or engineering analysis must be reviewed and approved by the Land Development Division of the Public Works Department prior to construction of the improvements and the required improvements must be constructed, bonded, or guaranteed with a deposit of an in lieu fee prior to issuance of this building permit. The process can require significant time and must be completed prior to issuance of the building permit. If you have any questions, please contact the Land Development Division at,(530) 538 7266, Monday through Friday, 8:00 a.m. to 4:00 p.m. have read and un stand the above requirements: Signature:r Date: 12/28/2016 Description: SHELL BLDG - COMM (17606) Type: COMMERCIAL '. ` Subtype: O SHELL BLDG Status: UNDER REVIEW . _ .. Applied: 12/28/2016 JMD- Approved:- ; Parcel No: 040-400-093 Site Address: 629 ENTLER AVE CHICO,CA 95926 .. - Subdivision: Block: Lot: ` Issued: , Lot Sq Ft: 0 Building Sq Ft: 0 ti .' Zoning: Finaled: - Valuation: $664,098.32 w Occupancy Type: - Construction Type: 213 Expired: k CLTD DESCRIPTION ACCOUNT CITY AMOUNT No. Buildings: 0 No. Stories: 0 No: Unites: 0�= CHECK # ` Details:, ' Printed: Friday, December 30, 2016 2:45:27 PM 1 of 4 C92"'srsreMs FINANCIAL INFORMATION CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY ' BY IND CRIMINAL JUSTICE 0010-4402300-422000 17606 Y_ x$14.08 $0.00 - 12 2% ADMIN ;. p IND CRIMINAL JUSTICE 5205-52050000-462000 17606 $690.16 $0.0012 98% IND FIRE 12 2% ADMIN 0010-4402300-422000 17606 $35.21 $0.00 ; ` • < IND FIRE 12 98% 5223-52230000-462000 17606 $1,725.39 $0.00 , IND GNRL GOVT CW 12 0010-4402300-422000 17606. '$28.17 , ' $0.00 • •' - - - 2% ADMIN - _ w 6 IND GNRL GOVT CW 12 5201-52010000-462000 17606° $1,380.31 { $0.00 IND GNRL GOVT UA 12 0010-4402300-422000 17606 $28.17 $0.00 ' 2% ADMIN " IND GNRL GOVT UA 12 5206-52060000-462000 17606 $1,380.31 $0.00. ` 98% _IND SHERIFF 12 2% 0010-4402300-422000 17606 $52.82 $0.00 ADMIN IND SHERIFF 12 98% 5222-52220000-462000 17606 '$2,588.08 $0.00 - Printed: Friday, December 30, 2016 2:45:27 PM 1 of 4 C92"'srsreMs • 7 •�• T CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY IND TRNSPRTTN 12 2% 0010-4402300-422000 17606 $292.26 $0.00 ADMIN IND TRNSPRTTN 12 98% 5215-52150000-462000 17606 $14,320.72 $0.00 + ' Total Paid for CFIF INDUSTRIAL 12: $22,535.68 $0.00 - CUA NR INDUSTRIAL 09 5204-52040000-462000 1 17606 $33,451.40 $0.00 Total Paid for CWIFCUA 09: $33,451.40 $0.00 ~' • RENTAL ACCOUNT DB CA SB1473 100 DBCP 0010-4402400-422000. 0 '' `'$27.00 '', $27.00 12/30/16 B018077 .' CHECK RICHARD S. GUDG JMD Total Paid for DB CA SB1473 100 DBCP: $27.00 $27.00 RENTAL ACCOUNT T COMMERCIAL 100 0010-4402300-422000 0 $185.95 $185.95 ' 12/30/16 B018077 CHECK RICHARD S. GUDG JMD Total Paid for. DB CA SMIP,COMMERCIAL 100: $185.95 r $185.95- DBF 0 SHELL BLDG B . •' - TYPES INSP FEE DB 0010-4402400-422000 17606 $2,709.60 y $0.00 CPINSP = DBF 0 SHELL BLDG B - RENTAL ACCOUNT TYPES PLAN CHK FEE DB 0010-4402100-422000 17606 $1,806.40 -$1,806.40 12/30/16 B018077 CHECK RICHARD S. GUDG- JMD . - •CPPCK' - ' Total Paid for DB 0 ALL SHELL BUILDINGS 09: $4,516.00 $1,806.40 - DBMSC TECH INV FEE 0010-4403000-422000 0 $45.16. F$45.16 12/30/16 6018077 - CHECK RENTAL ACCOUNT JMD 0 OCC 09 D CPAA RICHARD S. GUDG Total Paid for DB TECHNOLOGY INVESTMENT FEE:- $45.16 $45.16 DBEH BUILDING 0021-5400000-461199 0 $105.00: $105.00 12/30/16 6018077" CHECK RENTAL ACCOUNT JMD REVIEW FEE PH EH RICHARD S. GUDG Total Paid for DBEH BUILDING REVIEW FEE PH EH: $105.00 $105.00 t. r Printed: Friday, December 30, 2016 2:45:27 PM 2 of 4 CsrsrEMs r rq Y f y ' .j "'At the time of permit application, I wa advised the above fees are required prior to issuance of the permit. These fees may change during the ' - - plan checking proce - Signature: - Date: 12/28/2016 Printed: Friday, December 30, 2016 2:45:27 PM ` 3 of 4&srsrEnas CLTD DESCRIPTION • ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY DBFIRE PLN CK COMM - y '.CHECK RENTAL ACCOUNT LO/MED HZRD 09 F 0010-1401000-461901 2 $228.00 $228.00_ _ 12/30/16 B018077 _ RICHARD S. GUDG. JMD REGSVCSDIV Total Paid for DBFIRE PLN CK COMM LO/MED HZRD 09 F $228.00 $228.00 _ REGSVCSDIV: - DBMSC GENT PLAN f:RENTAL ACCOUNT - MAINT FEE 0 OC_ C 09 0010-4401200-461901 0 $203.22 $203.22 12/30/16 8018077 CHECK RICHARD'S. GUDG JMD DPADV _ - Total Paid for DBMSC GEN'L PLAN MAINT FEE 0 OCC 09 ..' . DPADV: $203.22 1 . $203.22 - DBMSCSCANNING FEE 0010=4402300-422000 s - 0 - r $64:00 ^^` — $64.00--- —12/30/16— -6018077 — —CHECK—. RENTAL ACCOUNT JMD- - 09 DB CPPC RICHARD S. GUDG Total Paid for DBMSC SCANNING FEE 09 DB CPPC: $64.00 i $64.00. DP PLANNING - -CHECK . RICHARD S. GUDG JMD PERMITS 09 DPCUR Total Paid for DP PLANNING CLEARANCE FOR PERMITS 09 - $81:50 $81.50 - - t f DPCUR:TOTALS: $61,442.91 $2,746.23 rq Y f y ' .j "'At the time of permit application, I wa advised the above fees are required prior to issuance of the permit. These fees may change during the ' - - plan checking proce - Signature: - Date: 12/28/2016 Printed: Friday, December 30, 2016 2:45:27 PM ` 3 of 4&srsrEnas ter«. - � _ .-. ,. •, ;a", _1 - -.. •+ .:: ^{ f fK ® • • • B16-2890 •D •CALIFORNIA ' 0 I would like to defer the required impact fees as noted within this fee summary until prior to Final Inspection. I further understand that I am, - required to pay the requested deferred impact fees as noted within this fee summary, before I am allowed to schedule a Final Inspection. Iwill not be allowed to occupy the permitted structure until a final inspection has been performed and approved after all fees have been paid. _ Signature: Date: 12/28/2016 r +r Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90'days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). _ Jf ,+ - Printed: friday, December 30, 2016 2:45:27 PM 4of4 CR SYSTEMS Job Address - Project Name Butte County Department of Development Services PERMIT CENTER 7 County Center.Drive, Oroville, CA 95965 Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax(530)538-7785 FORM NO DPC-01 IACCESSIBILTY UPGRADE WORKSHEETI EFA)4e2 i4vt Applicant -A c_I Gvdj�-,(- Date % Permit Number B Owner Ri C4 6v42 el 1. Construction Cost: $ a. Ground floor $ b. Basement $ No7-e. c. Other floors ( ) $ 2. Construction Cost on the same path of travel during the previous three years: $ 3. Total Construction Cost (add amounts in 1 and 2 above)' $ 4. Current Valuation Threshold (Effective January 2012): $ 150,244.00 SELECT YOUR APPLICABLE ACCESSIBILITY UPGRADE, COMPLIANCE OBLIGATION ❑ This alteration consists solely of accessibility upgrades and is limited to its specific scope of work. ❑ The existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration currently comply with all accessibility provisions as for new buildings. ❑ The total Construction Cost (item 3 above) exceeds the current valuation threshold and the alteration occurs on the ground floor. I will upgrade the existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration to comply with all accessibility provisions as for new buildings. ❑ The total Construction Cost (item 3 above) does not exceed the Current Valuation Threshold (item 4 above) or the alteration occurs on a floor other than the ground floor. I will upgrade the existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration, as applicable, to comply with all accessibility provisions as for new buildings. ❑ The total Construction Cost (item 3 above) does not exceed the Current Valuation Threshold (item 4 above) or the alteration occurs on a floor other than the ground floor and providing compliance with all accessibility provisions as for new buildings would create an unreasonable hardship. I will provide accessibility to the maximum extent feasible without incurring disproportionate costs (i.e. 20 percent of the amount in Item 1 $ ). In choosing which accessible elements to provide, priority will be given to those elements that will provide the greatest access in the order provided in the Cost Table. (Please complete the Cost Table) Signed Building Division Plan Approval ER OR APPLICANT) Cost Table Date 12--:2e-14 Date Step A. Select the compliance status applicable to each category. If "Existing Full" is selected go to Step C. Otherwise, go to Step B. Step B. Select the individual elements in this category that are non -complying. Describe the upgrades necessary for full compliance of each selected individual element and provide their costs. Step C. Go to the next category (2, 3, 4, 5 then 6) and perform Step A. Repeat until all 6 categories have been completed in order. K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC- 01 _Accessibilty_Upgrade_Worksheet_ 11.26.12_rev'd_3.7.2014_AKM. doc Pagel of 3 NOTE: If providing an individual element is unfeasible or the costs of an individual element cause the total costs to exceed the disproportionate costs for this project, note it as such and skip to the next individual element selected. Your total costs should be approximately equal to or greater than the disproportionate costs unless full compliance for each category is achieved prior to exceeding disproportionate costs. Disproportionate Costs for this project $ (Amount from Accessibility Upgrade Worksheet r r ILICATEGORY. <'COSTS 1. PRIMARY ENTRANCE TO ALTERED AREA Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade, Partial,, ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ DOOR A. Change of door : - B. Threshold $ C. Hardware D. Kick plate E. Strike -side clearance F. Other SIGNS AND IDENTIFICATION A. Sign at building entrance B. Sign in building lobby C. Other Subtotal 2. ROUTE TO THE ALTERED AREA Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ CHANGE OF ELEVATION(S) A. Ramps/Curb Ramps B. Lifts C. Elevators $ DOORS A. Change of door B. Threshold 1 C. Hardware - D. Kick plate E. Strike -side clearance F. Signs and identification (Braille) G. Other Subtotal KANEW_WEB SITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC- 01 _Accessibilty_Upgrade_Worksheet_ 11.26.12_rev'd_3.7.2014_AKM. doc Page 2 of 3 12, CATEGORY ' COSTS 3. RESTROOMS SERVING ALTERED AREA Compliance Status: ❑..Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ A. Enlarge restroom B. Enlarge door(s) C. Strike side clearance D. Door symbols E. Signs and identification (Braille) F. Replacement or relocation of fixture (specify) 1. $ 2 3. 4. G. Replacement or relocation of accessories (specify) 1. 2. 3. 4. H. Grab bars (bars and backing) I. Other Subtotal 4. PUBLIC TELEPHONES Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ A. Retrofit/Add Subtotal $ i $ 5. DRINKING FOUNTAINS Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ A. Replace drinking fountain B. Relocate existing drinking fountain C. Provide alcove D. Add wing walls and/or floor treatment E. Other $ Subtotal $ 6. PARKING, STORAGE, ALARMS Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ A. Replace curb ramps B. Re -slope parking space & loading/unloading aisle C. Paint the border of loading/unloading aisle blue D. Other Subtotal $ $ TOTAL $ K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC- 01_Accessibilty_Upgrade_Worksheet_ 11.26.12_rev'd_3.7.2014_AKM. doe Page 3 of 3 *✓+sc ,;i�.i.t�...,.-lii�;: *, .+; �''M.i" _: v; 7. �^'v�w -r „� ,. �ra�a:.t'?..R-l`''"'1--,1i+�'�'t'+l'�y'«asv�fd'�.�C'w""'tt�`i+"°CC"✓L:,�a PHYLLIS L. MURDOCK, DIRECTOR MARK A. LUNDBERG., M.D., M.P.H., HEALTH OFFICER WWW.BUTTECOUNTY:NET/PUBLICHEALTH t 'Ilk ENVIRONMENTAL HEALTH DIVISION PUBLIC HEALTH HAZARDOUS MATERIALSAND EMISSIONS QUESTIONNAIRE; (A BUILDING PERMIT'CANNOT BE APPROVED WITHOUT THIS COMPLETED FORM) PROJECT ADDRESS 6� _I CNS lett /"7 Vi A.P. # 096- 4'160-09 3-000 FIRM NAME Gud qct_ . C�Si- F APPLICANTS ADDRESS 6,;Z9 GAJ 14-& 190! (sit 3;4 CITY, STATE, ZIP C G► I'Cu CSA. q SGz 8 NATURE OF BUSINESS COri/ tY-L C4.0 r CONTACT PERSON A PC- it G ud91 l PHONE NUMBER S3O (.-a (4-9 9 9' 8 TRAKIT NUMBER (for official use only) . 1. Does your business or that of your tenants handle, Store, or transport hazardous materials? NO YES ( ) NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and safety or to the environment if released into the workplace or the environment. "HAZ- ARDOUS MATERIALS" include, but are not limited to:., hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to be injurious to the Health and,safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle, store; or transport 55 gallons, 500 pounds,. or 200 cubic feet (at standard temperature or pressure), of formulation containing hazardous materials? NO V) YES ( ), or Do.you or will your prospective tenants plan to handlehazardous chemicals classified as Regulated Substances above threshold quantities identified in California Code of Regulations, Title 19, Ch. 4.5, sec. 2770.5, Tables 1-3? If you answer YES,to 1 or 2, contact Butte County Division of Environmental Health at (530) 538-7281 for a review of the project. 3: Is the business/facility/operation to be located within 1,000 feet of the outer boundary of a school or a school site? , NO ( ) YES ( ) IF YES, name of school: 4. Does the business/facility/operation have the potential to emit any air pollutants: e.g. dust, soot, odors, fumes, vapors, or other volatile compounds? NO OQ) YES ( ) IF YES, contact the Butte County Air Quality Management district at (530).891-28.82 for permit requirements. Owner or Authorized Company Representative .vi%�Date '1 1 (Signature) BCEHD BCAQMD F❑ The applicant has met or is meeting the applicable requirements of Section 25505, 25533 and 25534 of the Health and Safety code and the requirements for a permit from the Butte County Air . Quality Management District: ° aThe above regulations DO. NOT apply to this facility. BCEHD Signature Date BCAQMD Signature Date WHITE — Building Dept YELLOW — Environmental Health PINK — BCAQMD GOLDENROD , Fire Dept 05/09 TEL- 530.538.7281 202 MIRA WmA' DRIVE FAx- 530.538.5339 I OROVILLE, CA 95965 OUR MISSION IS TO PROTECT THE PUBLIC THROUGH PROMOTING INDIVIDUAL,.COMMUNITY AND ENVIRONMENTAL HEALTH j I ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 March 16, 2015 Mr. Rick Gudgel , Gudgel Construction w 629 Entler Ave t p ROFEssi� Chico, CA 95928 !L^,' PaOREW C�92y� f ;. C-3 934, r ., Subject: Soils Report for Commercial Buildings Entler Ave Chico, CA EVIL APN 040-040-074 FCALIFORN\P Dear Mr. Gudgel: Crandall Engineering is pleased to present this soils report for the construction of several proposed buildings on your property at the above mentioned location. The property is in unincorporated Butte Count near the City of Chico. The location of the proposed building is shown in Attachment #1: Site Plan. The purpose of this investigation was to observe and record site conditions and determine the suitability of underlying soils to support the proposed structures and develop recommendations for the proposed construction as required by both the 2010 and 2013 Edition of the California State Building Code (CBC). Note that development sequence of the site did not match phase numbering shown on Attachment 1 or the other plans. Buildings assigned to Phases 1, 2, and 4 are existing while building #3 is the next proposed building. Original application for the permit for Building #3 was made in December of 2013'so the building is being built under the 2010 Edition of the CBC. No schedule for the construction of buildings 5, 6 and 7 has been determined. If construction of these structures occurs while the Current, 2013 CBC is in effect, this report may be used. If construction occurs after a new code is adopted, this report must be reviewed and amended as required. 1.1 PROPOSED CONSTRUCTION , We understand that the proposed development will consist of 4 pre-engineered steel buildings, associated paving, utilities and other work as shown on Attachment #1. Building areas will vary between about 17,000 square feet to about 24,000 square feet. All buildings will be single story construction supported on shallow foundations. Floors will be concrete slab -on grade. 1.2 PREVIOUS WORK PERFORMED Crandall Engineering has previously worked on this site and assisted in the preparation of plans for the existing improvements and utilities including building plans, utility plans and the design of the drainage System. Percolation testing was performed for the construction of the subsurface drainage disposal system in 2002. Formal soils reports were not required for this previous work and presumptive values per CBC (UBC) tables were used for design. PHONE: 209-966-4844 r FAX: 209-966-4744 • 1 Of 28 1.3 SCOPE OF SERVICES Work included in preparing this report consists of the following: 1) Reviewing available information available pertinent to the development of this site including USGS topography, N.R.C.S. online soil information and review of both the plans for and existing construction on the site. 2) Excavation and logging of 5 test pit. Pits were excavated to a depth of 6' by backhoe. 3) Preparation of this report, which includes: a) Project description b) Description of surface conditions in the areas of the proposed improvements. c) Description of subsurface conditions encountered during pit excavations d) ; 'Development of recommendations for the proposed construction 2.0 } .;SATE CONDITIONS 2.1 SURFACEJCONDITIONS The project site`is currently partially developed as shown on attachment #1. The area:,4f proposed bui►ding #3 is an existing building pad built about 12 years ago at the same time pads for the existing°building were constructed and existing subsurface drainage and septic systems were installed. The near vicinity is paved with asphalt paving and curbs, gutters and drainage systems are existing. The paving extends to about 5 to 10' from the building perimeter on all sides. The actual building pad is bare ground with a thin covering of imported gravel. The area shown as phases 5-7 is currently vacant land with most of the area being used for the storage of construction equipment and storage of materials. The surface consists of bare dirt with some gravel cover and very thin coverage of weeds and grass. The extreme southeast portion is undisturbed ground with several remaining oak trees. Underground utilities including gas, electric, CAN and water have been extended to within several feet of the building lines for building three. No location service has been on site, but it appears that there are no underground utilities existing in the areas of phases 5-7. At the time of construction, an underground locator should be contacted to verify this assumption. The proposed site is relatively flat with overall elevation difference on the site being less than 5'. The highest parts are along Entler Ave. and the previously developed areas and the lowest area being the extreme south corner where there are existing drainage ditches flowing to the south and east. The proposed site's elevation is approximately 215 feet above mean sea level (MSL). 2.2 SUBSURFACE SOIL CONDITIONS The subsurface soil conditions were explored by Crandall Engineering on February 15, 2015, by excavating five test pits to a depth of approximately 6 feet beneath the existing ground surface. Test pit locations are shown on attachment #1 and the logs of the excavations are on attachment #2. The majority of the encountered soils were brown, sandy loam consistent with the designation of Vina Sandy Loam listed in the Butte Area, California, Parts of Butte and Plumas Counties (CA612) by the National Cooperative Soil Survey and downloaded from http://websoilsurvey.nres.usda.gov on February 5, 2015. A copy of pertinent NRCS reports is attached to the end of this report. PHONE: 209-966-4844 FAX: 209-966-4744 2 OF 28 2.3 GROUNDWATER Groundwater was not encountered in the test pits that were excavated for this study. Groundwater elevations can vary throughout the year and from year to year but based on previous experience on this site, groundwater should not be a factor in the proposed construction. 2.4 CBC SEISMIC DESIGN PARAMETERS No active faults are known to pass through the project site. None are shown in the Maps of Known Active Fault Near -Source Zones in California and Adiacent Portions of Nevada published by the ICBO and the area is not in any mapped near -source zone. The area is also,,not indicated as seismically active or requiring special design by the State of California Alquist-Priolo Earthquake Fault Zoning Act maps published by the State of California Department of conservation and available online at www.consrv.ca.gov. Minimum forces for seismic design were determined by using the USGS online web application for Seismic Design Maps at http://earthquake.uses.eov/desienmaps/us/application.php.' Output which is included as Attachments #3 and #4. CBC SEISMIC DESIGN PARAMETERS (ASCE 7-2005 for 2010 CBC) Site Class Designation D Mapped Spectral Accelerations Ss 0.592 Sl 0.226 SDs 0.523 SD1 0.293 CBC SEISMIC DESIGN PARAMETERS (ASCE 7-2010 for 2013 CBC) Site Class Designation D Mapped Spectral Accelerations S, 0.614 Sl 0.271 Sps 0.536 SD1 0.336 Seismic design parameters for retaining walls are not included in this -report as no retaining walls are proposed for this development. 2.5 LANDSLIDE The site is located on flat ground with no significant slopes nearby. No significant risk from landslide exists at this site.. 2.6 LIQUEFACTION Liquefaction is loss of soil strength due to an increase of soil water pressures caused by shaking from a seismic event. In order for liquefaction to occur, the supporting soils must be both saturated granular in nature. While there are some areas of near surface (+5' deep) sand and gravel undelaying this site, the water table tends to be quite deep and only small areas of perched water can produce only very localized saturation. Liquefaction is not a significant hazard on this site. 30F28 PHONE: 209-966-4844 FAX: 209-966-4744 2.7 EXPANSIVE POTENTIAL Expansive soil can experience significant changes in soil volume with changes in soil moisture: Soils with higher clay content have greater expansive potential while granular soils have reduced expansive potential. The high sand content mixed in the soils on site indicate a low expansive potential. The NCSS soil report "Small Commercial Building" does not indicate expansive soil as a hazard for this site. Also, the existing building on site with lightly reinforced slab -on -grade floors have served well. While the supporting soils do have a significant clay content, soil expansion is not a significant hazard for this site. 3.0 CONCLUSIONS AND RECOMMENDATIONS 3.1 FOUNDATION DESIGN VALUES The proposed structures are all proposed to be relatively light steel structures supported of steel frames spaced approximately 30 feet apart. Loads from these frames will not exceed 25 kips and loads from both interior and exterior walls will not exceed 1.0 kip/lineal foot. The surface soils on the site consist of sandy loam conforming to Unified Soil Classification system types ML or Cl which is consistent with NRCS data for the site. These soil types correspond to a Class 5 Materials as listed in CBC Table 1806.2 with the flowing presumptive design values: Bearing Capacity: 1500 PSF Lateral Bearing: 100 PCF Cohesion: 130 PSF These values may be used for design of foundations for the buildings described provided the following conditions listed in this report are met. These values may be increased 33% for short term loading from seismic or wind loads. 3.1.2 Depth and Width of Foundations Foundation depths and widths, unless noted elsewhere herein, be designed in accordance with specified widths and depths noted in Table 1809.7 of the CBC. Minimum continuous footing width should be 12" and continuous footing depth shall not be less than 12" below finished grade when supported on undisturbed earth. As noted, footing depth shall be 12" minimum into undisturbed earth in areas with fill. Reinforcing for continuous footings should be designed by the building engineer but in no case less than 1- #4 bar continuous at the top and bottom of the footing. Pad footings should have a minimum dimension of 2' in both directions and a minimum depth of 2' below finished grade or 1' below the top of undisturbed earth in fill areas. Reinforcing for pad footings should be as designed by the building engineer. All portions of the foundations for any one building should be founded either entirely in cut or entirely in engineered fill material to reduce differential settlement potentials. In the cases where shallow fills will be required for site grading, the proposed foundations should completely penetrate the fill and be based at least 12" into undisturbed earth. 3.1.3 Frost Penetration Ground freezing and frost heave are not a hazard in the Chico area and not a factor considered in design of the proposed foundations. 4 OF 28 PHONE: 209-966-4844 FAX: 209-966-4744 M 3.2 SITE PREPARATION AND GRADING 3.2.1 St rip ping The existing pad for building #3 has previously been stripped and graded. In other areas, prior to general site grading and/or construction of planned improvements, existing vegetation, organic topsoil, debris and loose or deleterious materials should be stripped and disposed of off-site or outside the construction limits. Any tree or shrub root balls encountered during stripping should have the entire root ball removed. All roots larger than 1" in diameter and surrounding soul should be removed. Stripped topsoil (less any boulders or large tree roots) may be stockpiled and reused in landscaped areas. This material should not be incorporated into any engineered fill. 3.2.2 Existing Utilities, Wells, and/or Foundations Any below -grade utility lines, wells, irrigation ponds and other improvements /or foundations encountered during construction should be removed and disposed of off-site. Buried tanks, if present, should be removed in compliance with applicable regulatory agency requirements. 3.2.3 Scarification and Compaction Following site stripping, any areas to receive engineered fill should be scarified to a depth of 12 inches, uniformly moisture -conditioned to near optimum moisture content, and compacted to at least 90 percent of the maximum dry density as determined using the standard test 1 method of ASTM D1557 . 3.2.4 Wet/Unstable Soil Conditions If site preparation or grading is performed in the winter, spring, or early summer seasons, or shortly after significant precipitation, near -surface on-site soils may be significantly over optimum moisture content and must be allowed to dry before continuing with work. 3.2.5 Site Drainage Finished grading should be performed in such a manner that provides a minimum of 10 feet horizontal of positive surface gradients away from all structures. The ponding of water adjacent to structures should not be allowed. Surface runoff should be directed toward engineered collection systems or suitable discharge areas. Roof downspouts should also be collected, conveyed, and discharged away from all structures and into engineered systems, such as storm drains. 3.2.6 Building Pad preparation The building pad for building #3 is essentially complete to the required grade. The area should be scarified to a depth of 6", moisture conditioned and re -compacted.,, if ansoft"spots are ensountered,�the soft# material should be removed and replaced with compacted, mate ial ocr8gAg gl ll,, th"ongpctor's;option`, The final grading plans for buildings #5 through #7 are not completed, but it is expected that after the building areas are prepared according to section 3.23 above, the required fill in all areas will be less than 2'. Native material or imported material approved by the engineer maybe used. Material shall be placed Soil and/or soil -aggregate mixtures used for fill should be uniformly moisture -conditioned to within 2 percent of optimum moisture content, placed in horizontal lifts less than 8 inches in loose thickness, and compacted to at least 90 percent relative compaction. Testing should be performed to verify that the relative compaction is being obtained as recommended herein. Footings for building #5 through #7 should completely penetrate any fill and be bedded at least 12" in the undisturbed subgrade. Compaction testing should be required for any fill exceeding 12" in thickness. At a minimum, testing should consist of one test per every 200 cubic yards of soil being placed or at every 1.5 -foot vertical fill interval, whichever comes first. 5OF28 PHONE: 209-966-4844 FAX: 209-966-4744 3.3 Concrete Slab Floor Concrete slabs on grade are, by their very nature, are subject to cracking. Factors beyond the scope of this report including size, shape, thickness, and reinforcing details may all affect location and extent of cracks. Cracking can be controlled by isolating the slab from the subgrade with a gravel base, reinforcing and properly located and spaced joints. The existing buildings on this site have been constructed with a 4" concrete slab reinforced with welded wire mesh. Based on reports by the owner, these slabs have served will and he wishes to use the same for the proposed buildings. The following conditions should be considered the minimum thickness and reinforcing parameters and should be adjusted if the proposed buildings are to be used for anything other than light commercial use. At a minimum, slabs should be at least 4" thick and reinforced with 6"x6" W1.4/W1.4 wire mesh. It is important that the reinforcing be located near the middle of the slab and firmly held in place during concrete placement. Slabs should be separated from native earth with a minimum of 6" of clean gravel and moisture protection as required by the designer. Sawcut or cold joints should be provided at no more than 20' O.C. with the exact location and spacing to be determined by the building designer. Moisture protection for the slab should be provided by placing a 10 mil visqueen vapor barrier between the slab and subgrade. Normal construction is to place a 6" (+ or -) clean gravel base below the barrier and 2" of sand above the barrier to both protect it and allow the concrete to cure properly. This has-been used in the previous buildings without report of problems although actual system should be designed by the building engineer. 4.0 Limitations This report has been prepared to conform to the requirements of the 2010 and 2013 CBC. Conclusions and recommendations contained in this report are based on the field investigation and research as described herein and are applicable the construction of the buildings described. If the scope or types of construction differ from that described in this report, the engineer should be informed and an amended report required. If subsurface features are encountered during construction that differ from those described, the engineer should be notified and actions taken as directed. Please feel free to contact me if you have any further questions. Sincerely J. Andy Crandall, P.E. C32934/Exp 6/30/16 Attachments: 1) Site plan Sheet 7 of 28 2) Log of test pits 8 3) Design maps Summary Report — Seismic Accelerations ASCE 7-05 9 4) Design maps Summary Report—Seismic Accelerations ASCE 7-10 10 5) NRCS Web Soil Survey — Soil Map 11 6) NRCS Web Soil Survey— Small Commercial Buildings Report 14 7) NRCS Web Soil Survey— Engineering Properties 18 8) NRCS Web Soil Survey - Physical Soil Properties 24 L1 PHONE: 209-966-4844 FAX: 209-966-4744 6 of 28 °s s, 4 Attachment #1 - Site Plan lu UL i : r♦i♦�ioo♦♦io♦i♦♦i poi♦♦i♦i Fi► Do♦♦ooi♦oo♦� ♦♦o♦i♦♦0000i♦i♦ M - �♦����♦i�♦i�♦%��♦i %io�i0♦♦opoio�� 1 1 �%�io�io%o%oio%oi��i♦♦i�io��♦•iD. � iii � 1 U/ii. �oi�%:���♦•io.�i� ..�. r 1 � i -- __ 4 G i 01, i p i i y 7OF28 s Attachment #2 - Lot of Test Pits Test Pit Logs for Gudgel Development - Entler Ave, Chico Test pits excavated by backhoe on 2-13-15. Started at 10:00 AM. Rick Gudgel backhoe operator. Temperature 60 deg + or -, sunny. Significant rain within past week. Surface soils damp with no standing water. Penetrations listed were made by hand -driven %' diameter steel probe. Test Pit #1- NW end of building #3 0"-6" Imported gravel mixed with soil. Damp, very hard. 6"-20" Brown sandy loam with very fine sand. Compacted/hard. Damp. W probe penetration < than 3". 20"-50" Brown sandy loam. Soft. Damp. Penetration > 12" 50"-72" Brown sandy loam. Coarser sand. Increasing gravel & sand to GM at bottom. Damp. Test Pit #2 — SE end of building #3 0"-6" Imported gravel mixed with soil. Damp, very hard. 6"-15" Mottled brown and black sandy loam. Very hard. Pen<1". Imported fill. Compact 15"-32" Brown sandy loam with very fine sand. Compacted/hard. Damp. %:" probe penetration < than 3". 32"-54" Brown sandy loam. Soft. Damp. Penetration > 12" 54"-80"Yellow fine sand/silt loam. Soft. Penetration > 12". Damp Test Pit #3 — NW end of building #5 0"-16" Native fill. Brown sandy loam mixed with gravel. Damp, very hard. Penetration <3" 16"-34" Brown sandy loam with very fine sand. Moderately hard. Damp. Penetration < 12". 34"-75" Brown sandy loam. Soft. Damp. Penetration > 12" Test Pit #4 — NW end of building #5 0"-8" Native fill. Brown sandy loam mixed with gravel. Damp, very hard. Penetration <3" 8"-34" Brown sandy loam with very fine sand. Moderately hard. Damp. Penetration < 12". 34"-75" Brown sandy loam. Soft. Damp. Penetration > 12" Test Pit #5 — NW end of building #5 0"-14" Brown sandy loam mixed with gravel. Damp, very hard. Penetration <3" 14"-24" Brown sandy loam with very fine sand. Soft Damp. Penetration < 3". 24"-758 Brown sandy loam. Soft. Damp. Penetration > 12" 8 OF 28 PHONE: 209-966-4844 FAX: 209-966-4744 Design Maps Summary Report Page 1 of 1 Mum Design Maps Summary Report User—Specified I nput Report Title GUDGEL BUI LDI NG # 3 Sat February 7, 2015 23:56:38 UTC Building Code Reference Document ASCE 7-05 Standard t (which utilizes USGS hazard data available in 2002) Site Coordinates 39.7043°N, 121.7917°W Site Soil Classification Site Class -D — "Stiff Soil" Occupancy Category 1/II/III . - *1 jt �tltl' �r�.ss*.a�'�.'...la...�lri•••'" - .� yep .®2015: ^mw,ar ...—,-..O.ti13pQUeSt. USGS—Provided Output Ss = 0.592 g Sms = 0.785 g Sos = 0.523 g S, = 0.226 g SM, = 0.440 g So, = 0.293 g MCE Response Spectrum, Design -Response Spectrum 4.88 O. AD a-54 0.77 O.i1 0.3fi Q 0.48 V ' 0.40FA 0.30 aha o,a4 O.a4 0.16- 0-12 • - MOD 0.00 O;Ob 0.20 0.40 &.40 0.80 1:00 1.20 t. b0'.1;60 '.l.ti0 2.00 0.00 b.20 0:10 0.6:0 0.6 .1r,'06 1.20 1.:49 1.60 1:00 2.00 Period. T (sec) -Period. T, (sac) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 9OF28 http://ehpl-earthquake.cr.usgs.gov/designmapstustsummary.php'4emplate=mi ni mal& Iatitud... 2/7/2015 Design Maps Summary Report t Design Maps Summary Report User—Specified 1 nput Report Title Gudgel Building #3 -,ASCE 7-10 Wed March 11, 2015 18:37:22 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008), Site Coordinates 39.7043°N, 121.7917°W Site Soil Classification Site Class D — "Stiff Soil" ^ . Risk Category 1/11/III .. Page 1 of 2 USGS—Provided Output - Ss = 0.614 g SMs = 0.804 g SDs = 0.536 g S, = 0.271 g SM, = 0.504 g SDI = 0.336 g - For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.90 T ". 0.00 0.20 0.40 `060. 0124 1.,00.1.20 1.:40. 1.60' 1;80 ''.2.00 Perla4 T (sec) '0.54 0.40 0.42 0. 36 to ;. 0. 30 (A 0.24 0.10 0.12 act; 0.00 r For PGA., T,, C., and Ca, values, please view the detailed report. Period. T. SP -0 00 10 OF 28 http://ehp2-earthquake.wr.usgs.gov/designmapstustsummary.php?templ ate=mi ni mal &I atit... 3/11/2015 3 0 39° 47 21' N 39° 4711' N Soil Map—Butte Area, California, Parts of Butte and Plumas Counties 3 (Gudgel Building #3) 603330 603380 603430 603480 603530 603580 3 Map Scale: 1:2,240 if prbited on A la d9cape (11" x 8.5) sheet N Meters j 0 30 60 120 180 n Feet 0 0 100 200 400 600 -n/// �1�� Map projection: Web Mercator Comer coordinates: WC584 Edge tics: UTM Zone 1ON WGS84 N OD USDA Natural Resources Web Soil Survey o Conservation Service National Cooperative Soil Survey 1 0 --h-IN 4 a V" 0.`F ., ,� �� �) •fp w wV ,u w' i w ,Acs' 7+F R" ru Oi n4 N,umnly�tJW� FT 3 t. f .r` 4711' N 603630 fi0.iG80 603730 603780 3 P 2/5/2015 Page 1 of 3 N O N 00 Soil Map—Butte Area, California, Parts of Butte and Plumas Counties (Gudgel Building #3) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000. Area of Interest (AOI) Stony Spot Warning: Soil Map may not be valid at this scale. Soils Soil Map Unit Polygons Very Stony Spot , Enlargement of maps beyond the scale of mapping can cause y Wet Spot misunderstanding of the detail of mapping and accuracy of soil line Soil Map Unit Lines • placement. The maps do not show the small areas of contrasting 0 Soil Map Link Points p Other , soils that could have been shown at a more detailed scale. ..tea Special Line Features Special Point Features Please rely on the bar scale on each map sheet for map U Blowout Water Features measurements. I--,. Streams and Canals Borrow Pit Source of Map: Natural Resources Conservation Service Transportation Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Clay Spot i -t F Rails Coordinate System: Web Mercator (EPSG:3857) {) Closed Depression. Interstate Highways Maps from the Web Soil Survey are based on the Web Mercator Gravel Pit oar US Routes projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Gravelly Spot Major Roads Albers equal-area conic projection, should be used if more accurate Landfill calculations of distance or area are required. c Local Roads Lava Flow This product is generated from the USDA-NRCS certified data as of Background the version date(s) listed below. Marsh or swamp ® Aerial Photography Soil Survey Area: Butte Area, California, Parts of Butte and Mine or Quarry Plumas Counties Miscellaneous Water Survey Area Data: Version 11, Sep 17, 2014 Perennial Water Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. V Rock Outcrop Date(s) aerial images were photographed: Aug 5, 2011—Apr 29, + Saline Spot 2012 . Sandy Spot The orthophoto or other base map on which the soil lines were 4� Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting Sinkhole of map unit boundaries may be evident.. Slide or Slip Sodic Spot USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/5/2015 Page 2 of 3 7Soil Map—Butte Area, California, Parts of Butte and Plumas Counties Gudgel Building #3 Map 9 Unit Legend Ly, �=� -,` . . '- ` _ , . • � ,. R - - r. ,�y, �z�� `�".�pS�,�c,. �."h "_..rsi sF � � �,t!'i� k. ,� ,M, �; �,.,a'_` � �-.. ...•sz a-�-°•' ra ]tsrar ,`.. � >d -Buttalforma Pai f umas °e Area Cllfts oButte and PlCounties (,CA612) 9,qr ' .f la... -..6 f xrMapUnitKSymbol ? "Map Uhlt NameIta s `Acres in AOI+a `�" P®scent AOIa 'i� ,.`'� of Via' 118 Xerorthents, Tailings and 0 to •'0.0 0.1% lopes 50 percent slopes- 425 425 Vina fine sandy loam, 0 to 1 _ 22.9 99.9% percent slopes ^ Totals for Area of Interest 22.9 100.06/. USDA Natural Resources Web Soil Survey 2/5/2015 Conservation Service National Cooperative Soil Survey Page 3 of 3 13 OF 28. 41 .. 41 r e . -14 USDA Natural Resources Web Soil Survey 2/5/2015 Conservation Service National Cooperative Soil Survey Page 3 of 3 13 OF 28. 39° 4T 21' N 39° 4T 11' N 3 Small Commercial Buildings—Butte Area, California, Parts of Butte and Plumas Counties 3 (Gudgel Building #3) 603330 603380 603430 603480 603530 603580 3 Q Map Scale: 1:2240 ff printed on A landscape (11" x 8.5") sheet A Meters N 0 30 60 120 180 n A ` 0 100 200 400 600 N Map projection: Web Mercator Coma coordinates: WG584 Edge tics: UiM Zone 1ON WGS& 00 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey p 39° 47 21'N v a 0 a �i v 0 0 a 0 39° 47 11'N 603630 603680 603730 603780 3 2/5/2015 Page 1 of 5 Small Commercial Buildings—Butte Area, California, Parts of Butte and Plumas Counties (Gudgel Building #3) USDA Natural Resources 2111111111111 Conservation Service Web Soil Survey National Cooperative Soil Survey 2/5/2015 Page 2 of 5 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Background The soil surveys that comprise your AOI were mapped at 1:24,000. Area of Interest (AOI) Aerial Photography Warning: Soil Map may not be valid at this scale. Soils Soil Rating Polygons Enlargement of maps beyond the scale of mapping can cause ® Very limited misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting Ell Somewhat limited soils that could have been shown at a more detailed scale. Q Not limited Please rely on the bar scale on each map sheet for map [] Not rated or not available measurements. Soil Rating Lines Source of Map: Natural Resources Conservation Service �s Very limited Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: Web Mercator (EPSG:3857) 0,0 � Somewhat limited - Maps from the Web Soil Survey are based on the Web Mercator ..a• Not limited projection, which preserves direction and shape but distorts ,..-40 Not rated or not available distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate Soil Rating Points calculations of distance or area are required. 0 Very limited This product is generated from the USDA-NRCS certified data as of E3 Somewhat limited the version date(s) listed below. p Not limited Soil. Survey Area: Butte Area, California, Parts of Butte and E3 Not rated or not available Plumas Counties Survey Area Data: Version 11, Sep 17, 2014 Water Features r Streams and Canals Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Transportation Date(s) aerial images were photographed: Aug 5, 2011—Apr 29, �-F F Rails 2012 Interstate Highways The orthophoto or other base map on which the soil lines were - m4110 US Routes compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting Me- Major Roads of map unit boundaries may be evident. .0450 Local Roads USDA Natural Resources 2111111111111 Conservation Service Web Soil Survey National Cooperative Soil Survey 2/5/2015 Page 2 of 5 Small Commercial Buildings—Butte Area, California, Parts of Butte and Plumas Counties Gudgel Building #3 Smali Commercial Buildings SmalitCommercial-Buildings Summary byyMap Umt-Butte Area California 'Parts ofiButte arvd Plumas Counties (CA612)i Map'unit f Map uriit^name r *Rating,, ;, Component ¢ rRating reasons K Acres-iri AOI a Percent of AOI symbolr `' Ja4 .bar `, name (percent); tt :,�s'rr.(numeric x7 'f f ); t �3 vF w' ' alun 118 Xerorthents, Very limited Xerorthents Flooding (1.00) 0.0 0.1% Tailings and 0 (80%) to 50 percent slopes 425 Vina fine sandy Very limited Vina, fine sandy Flooding (1.00) 22.9 .99.9% loam, 0 to 1 loam (85%) percent slopes Totals for Area of Interest 22.9 100.0% usDA Natural Resources Niiiiiiiiiiii Conservation Service Small Commercial Bwldings=S mmary,,by Rating Valu RatingAcres in'A01 s g M .t v x P.ercem Zi AOI Very limited 22.9 100.0% Totals for Area of Interest 22.9 100.0% usDA Natural Resources Niiiiiiiiiiii Conservation Service Web Soil Survey National Cooperative Soil Survey 2/5/2015 Page 3 of 5 16 OF 28 -f Ay Web Soil Survey National Cooperative Soil Survey 2/5/2015 Page 3 of 5 16 OF 28 Small Commercial Buildings—Butte Area, California, Parts of Butte and Plumas Counties Description Small commercial buildings are structures that are less than three stories high and do not have basements. The foundation is assumed to consist of spread footings of reinforced concrete built on undisturbed soil at a depth of 2 feet or at the depth of maximum frost penetration, whichever is deeper. The ratings are based on the soil properties that affect the capacity of the soil to support a load without movement and on the properties that affect excavation and construction costs. The properties that affect the load -supporting capacity include depth to a water table, ponding, flooding, subsidence, linear extensibility (shrink -swell potential), and compressibility (which is inferred from the Unified classification of the soil). The properties that affect the ease and amount of excavation include flooding, depth to a water table, ponding, slope, depth to bedrock or a cemented pan, hardness of bedrock or a cemented pan, and the amount and size of rock fragments. The ratings are both verbal and numerical. Rating class terms indicate the extent to which the soils are limited by all of the soil features that affect the specified use. "Not limited" indicates that the soil has features that are very favorable for the specified use. Good performance and very low maintenance can be expected. "Somewhat limited" indicates that the soil has features that are moderately favorable for the specified use. The limitations can be overcome or minimized by special planning, design, or installation. Fair performance and moderate maintenance can be expected. "Very limited" indicates that the soil has one or more features that are unfavorable for the specified use. The limitations generally cannot be overcome without major soil reclamation, special design, or expensive installation procedures. Poor performance and high maintenance can be expected. Numerical ratings indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the use (1.00) and the point at which the soil feature is not a limitation (0.00). The map unit components listed for each map unit in the accompanying Summary by Map Unit table in Web Soil Survey or the Aggregation Report in Soil Data Viewer are determined by the aggregation method chosen. An aggregated rating class is shown for each map unit. The components listed for each map unit are only those that have the same rating class as listed for the map unit. The percent composition of each component in a particular map unit is presented to help the user better understand the percentage of each map unit that has the rating presented. Other components with different ratings may be present in each map unit. The ratings for all components, regardless of the map unit aggregated rating, can be viewed by generating the equivalent report from the Soil Reports tab in Web Soil Survey or from the Soil Data Mart site. Onsite investigation may be needed to validate these interpretations and to confirm the identity of the soil on a given site. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey Gudgel Building #3 2/5/2015 Page 4 of 5 17 OF 28 Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties Engineering Properties This table gives the engineering classifications and the range of engineering properties for the layers of each soil in the survey area. Hydrologic soil group is a group of soils having similar runoff potential under similar storm and cover conditions. The criteria for determining Hydrologic soil group is found in the National Engineering Handbook, Chapter 7 issued May 2007(http:// directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=17757.wba). Listing HSGs by soil map unit component and not by soil series is a new concept for the engineers. Past engineering references contained lists of HSGs by soil series. Soil series are continually being defined and redefined, and the list of soil series names changes so frequently as to make the task of maintaining a single national list virtually impossible. Therefore, the criteria is now used to calculate the HSG using the component soil properties and no such national series lists will be maintained. All such references are obsolete and their use should be discontinued. Soil properties that influence runoff potential are those that influence the minimum rate of infiltration for a bare soil after prolonged wetting and when not frozen. These properties are depth to a seasonal high water table, saturated hydraulic conductivity after prolonged wetting, and depth to a layer with a very slow water transmission rate. Changes in soil properties caused by land management or climate changes also cause the hydrologic soil group to change. The influence of ground cover is treated independently. There are four hydrologic soil groups, A, B, C, and D, and three dual groups, A/D, B/D, and C/D. In the dual groups, the first letter is for drained areas and the second letter is for undrained areas. The four hydrologic soil groups are described in the following paragraphs: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately'fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Depth to the upper and lower boundaries of each layer is indicated. Gudgel Building #3 usDn Natural Resources Web Soil Survey 2/5/2015 Conservation Service National Cooperative Soil Survey Page 1 of 6 `IE -1107 Wk.] Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties Texture is given in the standard terms used by the U.S. Department of Agriculture. These terms are defined according to percentages of sand, silt, and clay in the fraction of the soil that is less than 2 millimeters in diameter. "Loam," for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. If the content of particles coarser than sand is 15 percent or more, an appropriate modifier is added, for example, "gravelly." Classification of the soils is determined according to the Unified soil classification system (ASTM, 2005) and the system adopted by the American Association of State Highway and Transportation Officials (AASHTO, 2004). The Unified system classifies soils according to properties that affect their use as construction material. Soils are classified according to particle -size distribution of the fraction less than 3 inches in diameter and according to plasticity index, liquid limit, and organic matter content. Sandy and gravelly soils are identified as GW, GP, GM, GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH, CH, and OH; and highly organic soils as PT. Soils exhibiting engineering properties of two groups can have a dual classification, for example, CL -ML. The AASHTO system classifies soils according to those properties that affect roadway construction and maintenance. In this system, the fraction of a mineral soil that is less than 3 inches in diameter is classified in one of seven groups from A-1 through A-7 on the basis of particle -size distribution, liquid limit, and plasticity index. Soils in group A-1 are coarse grained and low in content of fines (silt and clay). At the other extreme, soils in group A-7 are fine grained. Highly organic soils are classified in group A-8 on the basis of visual inspection. If laboratory data are available, the A-1, A-2, and A-7 groups are further classified as A -1-a, A -1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an additional ' refinement, the suitability of a soil as subgrade material can be indicated by a group index number. Group index numbers range from 0 for the best subgrade material to 20 or higher for the poorest. Rock fragments larger than 10 inches in diameter and 3 to 10 inches in diameter are indicated as a percentage of the total soil on a dry -weight basis. The percentages are estimates determined mainly by converting volume percentage in the field to weight percentage. Percentage (of soil particles) passing designated sieves is the percentage of the soil fraction less than 3 inches in diameter based on an ovendry weight. The sieves, numbers 4, 10, 40, and 200 (USA Standard Series), have openings of 4.76, 2.00, 0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests of soils sampled in the survey area and in nearby areas and on estimates made in the field. ' Liquid limit and plasticity index (Atterberg limits) indicate the plasticity characteristics of a soil. The estimates are based on test data from the survey area or from nearby areas and on field examination. References: American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Gudgel Building #3 USDA Natural Resources Web Soil Survey 2/5/2015 Conservation Service National Cooperative Soil Survey Page 2 of 6 19 OF 28 N O O n N Go Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties Report—Engineering Properties Absence of an entry indicates that the data were not estimated. The asterisk'*' denotes the representative texture; other possible textures follow the dash. The criteria for determining the hydrologic soil group for individual soil components is found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov.usda.gov/ OpenNonWebContent.aspx?content=17757.wba). Gudgel Building #3 USDA Natural Resources Web Soil Survey 2/5/2015 �i Conservation Service National Cooperative Soil Survey Page 3 of 6 z Engineering Properties—Butte Area, California, Parts of Butte and Plum as Counties Gudgel Building #3 ,' ... .. Y�... Tr ry'l •-_';.._9F1 :c.-_ 11�yi �:«:.. w...-..w.[%..'�t1,. :. ..�..rt�•r`1..yr..^`S of butte anal Nll�umas �ounnds'{�qp'y, Ngn F: �'SJ'� Alga 'CialltArl I yyyy Y S ^FIIQInPP,rIf191PrnjlRlytlRt-1711ttP .i_ t ,.Irks .F #pF'n. _..+ti {' _ '. t. :.: .-'-�`ST'+.r_�'.. ++•• Y4 N 4 Li. .:.K ,'..Ad! W Irk. •y",M.,, sx. F �W'.•".r' fr ,�..F..J••. al.�.aW ikq:L'+64i�Y7 iU�". }+I�sif h i' "� AAep,unitsymbol;andFst }"r. nf,;Nyrirnln.'tlerth IISflOIte,Ytiirq . tix"GIaSSficdGAn,r Fragments '_ 4" i*: a.- ..h1 Percentage,passmgsievenumber—•. i wl:.i. Gi aa.dL' AU, F' •' Ligwd; rF:. P.Iasticlt a2 r - i 11gulltnd i a' fly ilq.p ?'...kar.-. ytt .J..11e; 9roup�e�t��� 'I . f l v' •-. 'x ?!�,, �+ -. _• .i}r n�,I �y': limit' `1.7:..:,:° i'� y indexN '�i+" F-•�i s 1,1 'It1PW1 _ .s .4+�4+ n�r,.a A`14tiH'I Jr* _4 RIV ., :Y: r1 " �=11V , t 4k�4 1 �i.P_'-13.r't, �,:, IA!. I i a ;, <d0 7 y ' i00 MJF' �!l+. ? L`�'�:. T D`'. "` 4..+•`�."'?Lp :..I t1yGJZ7 v`. i. w_1 4 �r �r"l+�l*. .Lf S -=� in !.3, 4JL. {IW'tn'R/,,4 e Y.ihu�"F..."t"� i L -- •l..w.. 4{-f � _ii_' a a ifi _Y� ,..-.,yi•'��r.4w.. a_.3 :w 6 .yi- MYa .. ; .: cnes' In Pct Pct Pct 118—Xerorthents, Tailings and 0 to 50 percent slopes Xerorthents 80 A 0-3 Gravelly very fine GC A-2-4 0 15-75 45-75 40-70 25-50 10-30 21-29 6-10 ' sandy loam, extremely cobbly sandy loam, gravelly fine sandy loam, very gravelly sandy loam 3-8 Extremely cobbly GC A-2-4 0 10-75 30-60. 25-55 15-40 10-40 25-29 9-12 sandy loam, extremely gravelly r sandy loam 8-21 Extremely gravelly SM A-2-4 0 0-50., 10-100 5-100 0-85 0-55 0-20 NP -4 " loamy sand, - extremely gravelly loamy coarse sand, fine sandy loam, sandy loam, loamy coarse sand, loamy sand , 21-26 Loamy sand, loamy SM A-2-4 0 0-50 10-100 5-100 0-85 0-55 0-20 NP -4 coarse sand, sandy loam, fine sandy loam, extremely gravelly loamy coarse ' sand, extremely t gravelly loamy sand USDA Natural Resources i� Conservation Service Web Soil Survey National Cooperative Soil Survey 2/5/2015 Page 4 of 6 Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties Gudgel Building #3 -, 7 - :,-p _- -. ., r - _. �„•. _..�, _' - "� : `,,�--"w0'i�'.,i:`-t� � - � 9,-�'_ ::.x,- 5 . i�re�3 yew:=..�`'S�''.uTf�.�•y�: '� ,rte �•�3' •,�. r,T r ��{� +:Cn meeung P�uNeiUes-Butte Area Gallfrnia, Harts of liufte and Plu ,,L? a^ 9 .mas'Counties _ Map unit symbol and. ,Pct of Hydrolo ' •Depth USDA.texture . ClassficaUon r Fra menu .w. I Percenta e " as sieyve number— Li wd P„I, aStiGlt ;stnl Hama!; ". ,, ��,rhap ; *^, kgic : k 0;;kru at% r ,. TM �e� ,w: c hm�t ` y and®z` } , unit -• you ..,group �= a ae. Unified AASHTO_: >10 3 10!'' } 4;` 10 40 ` .Wy r + Hu `' mches ' inches "?_;. � ,�,� •�, w �,� �� # .e _�, ' , <,. !-'fid^-`n '�1 r r�-� a.,^ a • ..� r,:n> , '= , In Pct Pct Pct 26-35 Loamy sand, loamy SM A-2-4 0 0-50 10-100 5-100 0-85 0-55 0-20 NP -4 coarse sand, sandy loam, fine sandy loam, extremely gravelly loamy coarse sand, extremely gravelly loamy sand 35-48 Loamy sand, loamy SM A-2-4 0 0-50 10-100 5-100 0-85 0-55 0-20 NP -4 coarse sand, sandy loam, fine sandy loam, extremely gravelly loamy coarse sand, extremely gravelly loamy sand 48-59 Loamy sand, loamy SM A-2-4 0 0-50 10-100 5-100 0-85 0-55 0-20 NP -4 - coarse sand, sandy loam, fine sandy loam, extremely gravelly loamy coarse sand, extremely gravelly loamy sand 59-81 Loamy sand, loamy SM A-2-4 0 0-50 10-100 5-100 0-85 0-55 0-20 NP -4 coarse sand, sandy loam, fine sandy loam, extremely gravelly loamy coarse sand, extremely gravelly loamy sand N O n USDA Natural Resources Web Soil Survey 2/5/2015 00 +� Conservation Service National Cooperative Soil Survey Page 5 of 6 N W O n N CO Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties Gudgel Building #3 ' rr".. r `� 1 pt a tti�? -'. � +n� '. ^-4+• •. iA -. ''`'. � Trr*4r.:' f iJ.dMnr�f..- W -��� r. i..-. E � � En Ineenn P'6 "eRlesm-bUL a �► ea Califs iia, f'aita of:Bu o n� oil s;rnil `r � q� 9 p tt ntIPS« • # g�w'*+i x r '..-. X. �` .k..r. '�`ii+'p .-, _ ct- r M•' 4r_a1, a «'$�tx •+.+.. ?w• t C'•' _., w,, •+•�-. '^ , t,at' 3 -t -9j. + ,,yy a..a e +P1 .a !-' yq LP! �r t•^'•Affi x plhp ��nlf symhnl and � r. *:L ti+ b j _.,^�-un - PGt. pf 1. iu� ,I;P C'•; s:t- 2 � ,r .. t=„-..-K.i ,. .�ru"ks. ..ter -;`F .. is _ 'n,-: ;^a: ��"4' f4i'4tiz•.yy.l!{ r:`�St,t�7 .. .k ,. Hydrolor i�Depth., iy USDA texture" 4 rClassi IcaUon:a;4 Fragments. P,ercentage passing s eve number— ..RL-Iquld plasticit% ;xa a-� Y .. F^ x err ,` ,. ax, _xsull laliie ? ma P9xm le i ;eR d �� t,' ..�, r 1a. „ 4 L G'�I�j"'g"��+r�•d',,.;w'1+ 3#F�Un1i5+� 't^%_ �rzes jl S - c bnlfied hAAbHIU.` >IU +r3 `IO?r '.y d 10t ��4' 2M a �+• 1}�'8 `:� '^ i=•TS ti'i� r •a:, P'5� s� 4.. }'x•; - •',+, 'C:" lr',z'l ,��'�yii!�, vi�. �• z,.�5 .!'•+ s .:ds� .- r' t� ""�' �3 �`�.r6 t9' G ' r.. 7tc:q. T1,g, "i'ryiT�., , '9i: a, `t;_. i4 ..�� �3r—:-,«ii--�t In Pct Pct Pct 425--vna fine sandy loam, 0 to 1 percent ' slopes Vina, fine sandy loam 85 A 0-3 Loam, fine sandy ML' A-4 0 0- 95-100 90-100 65-95 35-75 27-40 7-13. loam s 3-11 Fine sandy loam,. CL A-4 0 0 95-100 90-100 65-95 35-75 27-40 7-13 loam 11-23 Fine sandy loam, SC A-4 0 0 95-100 90-100 55-95 25-75 22-33 6-12 loam, sandy loam s 23-37 Sandy loam, loam, SC -SM A-2-4 0 0 95-100 90-100 55-95 25-75 22-33 6-12 fine sandy loam 37-50 Sandy loam, loam, SM A-2-4 0 r 0 95-100 90-100 45-95 5-75 0-27 NP -9 fine sandy loam, coarse sand, K loamy coarse sand, loamy sand 50-54 Sandy loam, loam, SM A-2-4 0 0 95-100 90-100 45-95 5-75 0-27 NP -9 coarse sand, fine - sandy loam, loamy coarse sand, loamy sand 54-80 - Sandy loam, loam, SM A-2=4 0 0 95-100 90-100 45-95 5-75 0-27 NP -9 coarse sand, fine sandy loam, loamy - coarse sand, loamy sand Data Source Information - Soil Survey Area: Butte Area, California, Parts of Butte and Plumas Counties Survey Area Data: Version 11, Sep 17, 2014 USDA Natural Resources Web Soil Survey i Conservation Service National Cooperative Soil Survey 2/5/2015 Page 6 of 6 Physical Soil Properties—Butte Area, California, Parts of Butte and Plumas Counties Gudgel Building #3 Physical Soil Properties This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and similar soils. Depth to the upper and lower boundaries of each layer is indicated. Particle size is the effective diameter of a soil particle as measured by sedimentation, sieving, or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class limits. The broad classes are sand, silt, and clay, ranging from the larger to the smaller. Sand as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table, the estimated sand content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Silt as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter. In this table, the estimated silt content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Clay as a soil separate consists of mineral soil particles that are less than 0.002 millimeter in diameter. In this table, the estimated clay content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of sand, silt, and clay affects the physical behavior of a soil. Particle size is important for engineering and agronomic interpretations, for determination of soil hydrologic qualities, and for soil classification. The amount and kind of clay affect the fertility and physical condition of the soil and the ability of the soil to adsorb cations and to retain moisture. They influence shrink - swell potential, saturated hydraulic conductivity (Ksat), plasticity, the ease of soil dispersion, and other soil properties. The amount and kind of clay in a soil also affect tillage and earthmoving operations. Moist bulk density is the weight of soil (ovendry) per unit volume. Volume is measured when the soil is at field moisture capacity, that is, the moisture content at 1/3- or 1/10 -bar (33kPa or 10kPa) moisture tension. Weight is determined after the soil is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon is expressed in grams per cubic centimeter of soil material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility, shrink -swell potential, available water capacity, total pore space, and other soil properties. The moist bulk density of a soil indicates the pore space available forwater and roots. Depending on soil texture, a bulk density of more than 1.4 can restrict water storage and root penetration. Moist bulk density is influenced by texture, kind of clay, content of organic matter, and soil structure. IrDA Natural Resources Web Soil Survey 2/5/2015 Conservation Service National Cooperative Soil Survey Page 1 of 5 24 OF 28 V. Physical Soil Properties—Butte Area, California, Parts of Butte and Plumas Counties Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity (Ksat) is considered in the design of soil drainage systems and septic tank absorption fields. Available water capacity refers to the quantity of water that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil layer. The capacity varies, depending on soil properties that affect retention of water. The most important properties are the content of organic matter, soil texture, bulk density, and soil structure. Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management of irrigation systems. Available water capacity is not an estimate of the quantity of water actually available to plants'at any given time. Linear extensibility refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. It is an expression of the volume change between the water content of the clod at 1/3- or 1/10 -bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. The amount and type of clay minerals in the soil influence volume change. Linear extensibility is used to determine the shrink -swell potential of soils. The shrink -swell potential is low if the soil has a linear extensibility of less than 3 percent; moderate if 3 to 6 percent; high if 6 to 9 percent; and very high if more than 9 percent. If the linear extensibility is more than 3, shrinking and swelling can cause damage to buildings, roads, and other structures and to plant roots. Special design commonly is needed. Organic matter is the plant and animal residue in the soil at various stages of decomposition. In this table, the estimated content of organic matter is expressed as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of organic matter in a soil can be maintained by returning crop residue to the soil. Organic matter has a positive effect on available water capacity, water infiltration, soil organism activity, and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms. Erosion factors are shown in the table as the K factor (Kw and Kf) and the T factor. Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and Ksat. Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. Erosion factor Kw indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Erosion factor Kf indicates the erodibility of the fine -earth fraction, or the material less than 2 millimeters in size. Gudgel Building #3 USDA Natural Resources Web Soil Survey 2/5/2015 i Conservation Service National Cooperative Soil Survey Page 2 of 5 25 OF 28 Physical Soil Properties—Butte Area, California, Parts of Butte and Plumas Counties Erosion factor T is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in tons per acre per year. Wind erodibility groups are made up of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion, and those assigned to group 8 are the least susceptible. The groups are described in the "National Soil Survey Handbook." Wind erodibility index is a numerical value indicating the susceptibility of soil to wind erosion, or the tons per acre per year that can be expected to be lost to wind erosion. There is a close correlation between wind erosion and the texture of the"surface layer, the size and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion. Reference: United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. (http://soils.usda.gov) Gudgel Building #3 USDA Natural Resources Web Soil Survey 2/5/2015 Conservation Service National Cooperative Soil Survey Page 3 of 5 Physical Soil Properties -Butte Area, California, Parts of Butte and Plumas Counties Report -Physical Soil Properties Gudgel Building #3 s -` hyslt.al Buil Pruprrues-Butte WPlO l.�hfomia N`arts of Butte and piumas Counties 0 -. SP Y t of I �.., rSdtu►ated _. y ' Map gyinbal 'Depth ;Sand ; �.hy nna�st Available ' ,L`mear-- Qrgamc tJ Erosion .'J. :end ° �`4� y end Ifyt]r9uli ' W3teF " extensibility matter. ; :factors e�odibihty. erodibility density . conducGwty capacity - group end®x In Pct Pct Pct g/cc micro m/sec In/In Pct Pct 118- Xerorthents, Tailings and 0 to 50 percent slopes Xerorthents 0-3 -65- -19- 10-16-16 1.50-1.60 16.00-30.00 0.04-0.10 0.0-2.0 0.5-1.0 .05 .20 5 6 48 3-8 -66- -19- 15-15-18 1.50-1.60 14.00-42.00 0.02-0.05 0.01-0.14 0.0-2.0 0.0-2.0 0.1-0.5 .05 .24 8-21 -84- -9- 3-7-7 1.55-1.65 42.00-705.00 0.1-0.5 .15 .15 21-26 -78- -16- 3-6-7 1.55-1.65 42.00-705.00 0.01-0.14 0.0-2.0 0.0-0.5 .24 .24 26-35 -78- -16- 3-6-7 1.55-1.65 42.00-705.00 0.01-0.14 0.0-2.0 0.0-0.5 .24 .24 35-48 -84- -11- 3-5-7 1.60-1.70 42.00-705.00 0.01-0.14 0.0-2.0 0.0-0.5 .15 .15 48-59 -78- -16- 3-6-7 1.55-1.65 42.00-705.00 0.01-0.14 0.0-2.0 0.0-0.5 .24 .24 59-81 -78- -16- 3-6-7 1.55-1.65 42.00-705.00 0.01-0.14 0.0-2.0 0.0-0.5 .24 .24 USDA Natural Resources Web Soil Survey 2/5/2015 i Conservation Service National Cooperative Soil Survey Page 4 of 5 Physical Soil Properties -Butte Area, California, Parts of Butte and Plumas Counties Gudgel Building #3 is T :r_ �g� rr+��� a Physical Soil, Properties Mitt Area California Parts of Butte and Plumas Counties .r a 7 z- ?. t _ f J;7 -. -. �:. ,,� ^*", "Ism`i'�,7'fyyig3.L'^ Map symbol 'Depth,. Sand:' . Silt �vi* aClay h i,�,G"*fAsoIG�„ Moist,. Saturated , ;. .97,m* r Available ,r,s fjLmear Orgamcr Erosions * Wind wind • ' and soil'namef ;' E bulk' ahydrauhc ' water E extensibility matter factors ; erodibdity erodibility . .density conductivity capacity,< #x n ' a a rou index e , r_. " .Kw IU T v 1. .7% .h'�y4 `,�ay 2 1 3 " -' �i i.�.2 _ !_ i_...`- .. _. { �'� .� .t z 5�..� •�f {.+�.r f4 rte. Y?° Ht,.o. �. r .! d...:. i9rL 3: In Pct Pct Pct g/cc micro m/sec In/In Pct Pct 425-vna fine ' sandy loam, 0 to 1 percent slopes vna, fine 0-3 -71- -17- 12-13-20 1.50-1.60 8.00-26.00 0.13-0.16 0.0-1.0 2.5-5.0 .20 .20 4 3 86 sandy loam 3-11 -69- -16- 12-15-20 1.50-1.60 8.00-26.00 0.13-0.16 0.0-1.0 2.5-5.0 .20 .20 11-23 -67- -20- 10-13-18 1.50-1.60 9.00-28.00 0.11-0.16 0.0-1.0 1.0-2.5 .20 .20 23-37 -66- 1, -23- 10-11-18 1.50-1.60 9.00-28.00 0.11-0.16 0.0-1.0 1.0-2.5 .24 '.24 37-50 -69- -24- 1-7-15 1.50-1.60 10.00-150.00 0.03-0.15 0.0 0.1-1.0 .28 .28 50-54 -84 -11- 1-5-15 1.60-1.70 10.00-150.00 0.03-0.15 0.0 0.1-1.0 .05 .05 54-80 -93 - 7- 1- 1- 15 1.70-1.80 10.00-150.00 0.03-0.15 0.0 0.1-1.0 .02 .02 Data Source Information Soil Survey Area: Butte Area, California, Parts of Butte and Plum_ as Counties ` Survey Area Data: . Version 11, Sep 17, 2014 N - 00 O ' N OD USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 2/5/2015 Page 5 of 5 LL ENGINEERING 5448 MERRILL MILL ROAD MARIPOSA,, CA 95338 February 21, 2017 Butte County Department of Development Services 7 County Center Drive Oroville, CA 95965 . 3 tit Subject: Permit B16-2890 & b16-2891, Plan Check #1 y Please consider the following clarifications and requests concerning the plans for the proposed buildings: ACCESSIBILITY COMMENTS: AC1. Since the error is minor in nature, and specific to one location, would you please red -mark any plans in your -;, possession to show the required change. ,Attached is a copy of a portion of sheet C2 showing the notes in ",question with the revision mader } sl t F) P t`t iF Ut 1 !? _� ` + ca' F C' T3 P t t;t r i t,t CGBSC CALGREEN COMPLIANCE COMMENTS ,1 c !, t r� ai n.�ai gJiert erjatt,pla(nt,.i.s a1.ached.rrCG1. Construction waste mu}W tic -4 (JL �rii.1*,_ STRUCTURAL COMMENTS rru 1: - =1: Structural pleris for the metal building,are attached `J r� IN t ,, r r Please call me if youthave'any questions. rrt 3,'- " �' 4 i n tt} = t Siricerel # t 4 It % " �( i1 t- tJ 11 P t'iJ> rr ,$r `?i 4 •a t t t ;'++ ./ i, aY � ri r : 0 f. r tC .1 r3 tJ J. Crandall, P.E.-I - {, A+1711r r • � q r. � �� * r 2934/Exp 6/30/18` c ri ."� C3'� '-• 7 l .✓ r F tot ,y rt,, ! •` t' : (,F 'rt ,) �j r t { . + tri ttF *� � rt `. it .,1 C t. } �, , t i • ` r tt � �. 'i Ccs Rick Gudgel i »! `? r 16037 +i�. �_BIJTTE 4 r j f, n IT t cU 1' .()UNTY 2.2017 ifLUEVELM)MENT J'' SERVICES 'PHONE: 209-966-4844 ACCESSIBILITY SIGNS t PAVEMENT MARKINGS qr - ,• `-' Y,TINTERNATIONAL SYMBOL OF ACCESSIBILITY SIGN INDICATING PUBLIC ENTR.ANCE.'CBC II5-103.12.1 ` ACCESSIBLE PARKING SPACE IDENTIFICATION SIGNS (TOTAL OF3) PER CBC II5-502b. ''• , , f-- , I. INTERNATIONAL SYMBOL OF ACCESSIBILITY SIGN MOUNTED AT 80" ABOVE FG. 01c# 2.',- "VAN ACCESSIBLE".SIGN BELOW'SIGN 3.:."MINIMUM-FINE *250" MOUNTED IMMEDIATELY BELOW 02. SEE w a _ 36° SGQUARE41NtERN4TIONAL SYMBOL OF ACCESSIBILITY PAINTED WHITE ON BLUE C BACKGROUND. LOCATE AS SHOWN SO MARKING IS VISIBLE WHEN SPACE IS OCCUPIED. ,CBG 1157502b.4. i I ; ; PAVEMENT SURFACE MARKING WITH BORDERLINE AND HATCHING AT 36" O.G. IN } CONTRASTING COLOR TO PAVEMENT. CBG 118-50303.3. PROVIDE ALSO "NO <^, PARKING" IN 12" LETTERS AS SHOWN. PAINT 'NO PARKING' WITH 12" WHITE LETTERS. SIGN TO BE LOCATED WHERE VISIBLE TO TRAFFIC ENFORCEMENT OFFICIALS PER CBC 112984.1 ti YELLOW GLUE -DOWN DETECTABLE WARNING MAT CONFOF;e'11NG WITH 2013 :> GBG SECTION II5-241 AND COMPLYING WITH 118-105.1. MAT SHALL EXTED > FULL WIDTH OF PATH -OF -TRAVEL AND MEASURE 36" IN DIRECTION OF �Q DESIGNATED PATH OF TRAVEL FROM PROPOSED BUILDING TO ENTLER AVENUE. y STRIPE PAVEMENT IN DRIVE AREAS WITH 6" BORDER AND DIAGONAL STRIPING AT 36" O.G. PATH OF TRAVEL SHALL HAVE MINIMUM WIDTH OF 36", 1/2" MAXIMUM ABRUPT ELEVATION CHANGE, AND MAXIMUM SLOPES AS FOLLOW: 5% IN DIRECTION OF TRAVEL 2% CROSS SLOPE. PING =ED SIGN NOT 8F-� N. ' EXISTING SIGNS AT ALL DEVELOPMENT ENTRANCES FROM ENTLER AVE. (FIELD VERIFY) CONFORMING WITH CBC IIB -5028 STATING "UNAUTHORIZED VEHICLES ... MAY BE TOWED. AT OWNER'S EXPENSE.... VEHICLES MAY BE RECLAIMED BY CONTACTING (BLANK TO BE FILLED IN AT TIME OF CONSTRUCTION AS - REQUIRED BY OWNER). SEE s � - r BUTTE COUNTY DEPARTMENT 'OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled until completed report submitted !!�� APN: O `i0 - X160 - Oq 3 Building Permit # Submit completed form in person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Owner Name: C_ le- 6,'d G-eL Owner Phone: (5:�) G 2 y- % 8 Jobsite Address: �a2 � �� Lea A V e Project Tvpe: C� Construction o Demolition Jobsite. Contact: ffcK 6wd9-eL Company: (�;LJ 5-eC Ccrn,5�rue�i0lJobsite Phone: (S30) ��Ll 7988 MATERIAL Reuse Tonnage Recycle Tonnage Disposal Tonnage ACTUAL FACILITIES/SERVICE PROVIDERS USED Inert Material (concrete, asphalt)�- Lumber lDODL6 Sq v e Form t,.,r (c Foa Re us Plant/Tree Debris NIA - . co, Dry Wall A11/14 14 FEB G :� Metal a 0 DEVELol-_, . Cardboard t©oo LBS L � •� I( E_, Other: Other: Total tons of material disposed of (not recycled or reused) % 'To -P Total tons of material not disposed (either recycled of reused) % Ta r Percent recycled/reused �0 Please sign indicating that the above information is true and correct to the best of your knowledge: Attach copies of weight receipts, gate tags, or other verifying information for all materials that were reused, recycled or disposed. Applicant: .2=,20-I % (Owner or ontracto Date: Circle whic Final Report returned with comments Final Report approved: (Building Inspector) (Initial) Date: Date: Butte County Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 530.538.7601 Office 530.538.7785 Fax www.buttecounty.net February 15, 2017 GUDGEL CONSTRUCTION 629 ENTLER AVENUE SUITE 36 CHICO, CA 95926 Assessor Parcel Number: 040-400-093 T Building Permit Number: B16-2890 Plan Check # Description: SHELL BLDG - COMM (17606) BLDG #5`T Occupancy Classification: F-1 / S-1 ' Construction Type: II -B Stories: One Fire Sprinklers: No ' Building Total Area: F-1 / S-1 @ 17,606-sf < Covered Area: 0'sf ' Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond in writing to each comment. Complete and clear responses will' expedite the re -check and approval of this project. Please provide two complete revised sets of plans for re -check. ACCESSIBILITY COMMENTS: AC 1. Please update the CBC code section in the Accessibility Signs & Pavement Markings note #F on plan sheet `C2'to show compliance with the 2013 CBC,Chapter 11B format. (Le. 2013 CBC Section I IB -247 and complying with I IB -705.1. PLUMBING, MECHANICAL, ELECTRICAL COMMENTS: No comments (i.e. Under slab only) T-24 ENERGY COMPLIANCE COMMENTS: F No comments (Unconditioned shell building with no lighting at this time.) CGBSC "CALGREEN" COMPLINACE COMMENTS: CGI. Provide a Construction Waste Management form. (See attached) 2013 CalGreen Section 5.408. STRUCTURAL COMMENTS: BUTTE I., Provide plans and structural calculations for the metal building. COUNTY FEB 2 2 2017 DEVELOPMENT SERVICES The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you wish to discuss these plan check comments, please call during our business hours or contact us by e-mail at the address below. Permit status can be tracked by logging on to http://www.buttecouniy.net/dds and clicking Building Permits Status. Rick Mauldin Philo Hunt, P.E. Plans Examiner Plan Check Engineer 530.538.2875 530.538.2130 rmauldin@buttecounty.net phunt@buttecounty.net ,CRANDALL ENGINEERING 5448 MERRILL MILL ROAD MARIPOSA. CA 95338 Sheet �_ of e:1 Job No. I Date: FOUNDATION DESIGN FOR PRE-ENGINEERED STEEL BUILDING: S C S/p Project Name: CLD Ca{af� _� �► l �, c® � QROFE �p Nq Client: Lt7 K�l� —00 Q� 7 Building Manufacturer: ,p Job#C10- ISP - Co11�2 �1 qTF ' F C P&�F � Building Location: Latitude/Longitude: t Elevation: Inspecting Authority: Engineering Design Criteria: Roof Load: >< 20 P.S.F. (Reducible) per CBC Table 1607.1 D Snow: ❑ Other: _ — --- - -- -- - A .�-- - Wind:----- Speed: (-` �_-....--•--__..__-__��-�f: c��� Exposure: B C 5!!i'L.i, a, Lx.-c:�:��f'M Seismic: Risk Category: - PERI ITO Soil Profile: 6UiitCOUNTY DEVELOPMENTSERVICES Accelerations: See sheet 2 REVIEWED FOR SDC: CODE D+o— aANCE CO[4,r3 DATE Soil: Basis for Design: �E Q� G'S — 3/i4-1 15; Y—P—C* Allowable Foundation Pressure: I 7.;;o CP psf Lateral Bearing:®O psf/f below natural grade Lateral Sliding: µs = ---- or Resistance = 1`%O psf PHONE: 209-966-4644 Desi gn Maps Summary Report Design Maps Summary Report User -Specified I nput Report Title GUDGEL BUI LDI NG # 3 4 Sat February 7, 2015 23:56:38 UTC Building Code Reference Document ASCE 7-05 Standard (which utilizes USGS hazard data available in 2002) Site Coordinates 39.7043°N, 121.7917°W Site Soil Classification Site Class D — "Stiff Soil" Occupancy Category MUM i USGS—Provided Output Ss = 0.592 9 SMs = 0.785 g S, = 0.226 g SM, = 0.440 g MCE Response Spectrum • t3.8t3 Q.6L St 56 - --+ • -- - y ..0.48 .-- ..� - - _ _ . - •. , r ,� - . ,... _ _...-. _. A. dk ta. i b G.09 0.00 010.0 0.20 0.40 0.40 d.80 Lao 1.20 l...10 1.50 1.6 2..b© P"od,'T (sec) Sos = 0.523 g Sol = 0.293 g Design Response Spectrum 0.54 0.A As 0 �? 0.2b H 0,24 a.xe 0.12 0.0$ 0.00 C Period,. T (Pec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 9 OF 28 httpJ/ehpl-earthquake.cr. usgs.gov/desi gnmaps/ustsummary. php?templ ate=mi ni mal & l ati tud... 2/7/2015 CRANDALL ENGINEERING ?5448 Merrill Mill Road Mariposa, CA 95338 Phone: 209-966-4844 SHEET ob OF JOB NO. DATE- 4�Lo A or, a 17 tot- nF pj L.�-U05 L-=14.0 45 1 0 1�,� ILL xI. "to CRANDALL ENGINEERING A0. &5448 Merrill Mill Road 'Phone: SHEET OF JOB NO. Mariposa, CA 95338 209-966-4844 DATE: tt) 0�1 f 1 0 1�,� ILL xI. "to Wall Components and Cladding: 1 n5, d; J Wall Zones for Buildings with h <- 60A T— WALL ELEVATION r Wall Zones for Buildings with h > 60 IL i t 3of3 "ASCE710W.)ds" Program Version 1.0 11/112016 10:12 AM s (or,'Roof_"Goin orient§ +fl i� -:;; e, R r;;;�. " Cortlponenl:'G zfi%1 �. , s Kh : '+ " ft ;qh z ,c,' . ,Net Desi n:p'ressures vZonektZone . n" a o- s Zone -1 2 3 + *,y SJost. k 00 70 15_00 18.45 7.04 -32.87 -32.87 -18.73 . ...__.0:70_.... .......... 18.45._..:=...._7.04 32.87-- ----32. 87._._. 18.73: " r x Fof x r rir 17.50 - 0.70 18.45 7.04 fa -32.87 .......... _. 18.73 F ,r �__ _._... v ................................. . .. `. ,..yy ..... ._.._..._ ,. _ P:WInd Load�7abulatiort (or,'Roof_"Goin orient§ 8'Cladding-'. i� -:;; e, R r;;;�. " Cortlponenl:'G zfi%1 �. , s Kh : '+ " ft ;qh z ,c,' . ,Net Desi n:p'ressures vZonektZone . n" a o- s Zone -1 2 3 + *,y SJost. k 00 70 15_00 18.45 7.04 -32.87 -32.87 -18.73 . ...__.0:70_.... .......... 18.45._..:=...._7.04 32.87-- ----32. 87._._. 18.73: " r x Fof x r rir 17.50 - 0.70 18.45 7.04 -32.87 -32.87 .......... _. 18.73 �__ _._... ................................. . .. `. ,..yy ..... ._.._..._ ,. _ Ian tet. , Y � 7 .... . - ;.3tr;�� ......... _...... .... - .._....-...... ............... _........ ...... .... :._......... ........ .: ... ..................... _...... . ,�q; x�'r• Fcr zr xhe 16 00 _ _, 0 7018 45 ...7.04. -32.87 32.87_..:__._19.73 0.70 ^ 18.45 ' 7.04-32.87_. .__....._._-...._.. -32.87 _ -18.73 - Notes: 1..(+) and (-) signs signify wind pressures actin toward 8 away from respective surfaces. 2. Width of Zone 2 (edge), 'a' _ 6A0 ft. 3. Width of Zone 3 (comer), W= 6.40 ft.. - r 4. For monoslope roofs with 9 r- 3 degrees, use Fig. 30.4-2A for'GCp' values with'gh'. 5. For buildings with h > 60' and 9 > 10 degrees, use Fig. 30.6-1 for'GCpi' values with'gh'. " 6. For all buildings with overhangs, use Fig. 30.4-28 for'GCp' values per Sect. 30.10. ' 7. If a parapet- Tin height Is provided around perimeter of roof with 9 r_ 10 degrees, Zone 3 shall be treated as Zone 2. 8. Per Code Section 30.2.2, the minimum wind load for CBC shall not be less than 16 psf. r.. 9. References- : a. ASCE 7-02, "Minimum Design Loads for Buildings and Other Structures":' i b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" - ' • by: Kishor C. Mehta and James M. Delahay (2004). - •` - "ASCE710W.,ds" Program Version 1.0 t9 A Yi ...Y .. ��........ _ i_ _ ... : 0 <= 7 deg. 7 deg. < 0 <= 27 deg. i 27 deg. < 0 <= 45 deg. Roof Zones for Buildings with h <= 60 ft (for Gable Roofs <= 45° and Monoslope Roofs <= 3°) L i i la� .`O Ef6, jAf ROOF PLAN +l Roof Zones for Buildings with h > 60 ft (for Gable Roofs <=10° and Monoslope Roofs <= 3°) 3 of 11/112016 10:15AM i;,'- 517E -BUILT WALL SITE-BUILT CANOPY WEIGHT : 25 FSF ENDWALL FRAME � C -GIRT r R2 \ o G -GIRT RI � O TYPICAL IC DOUBLE EAVE STRUT FOR S INTERIOR GUTTER ITE -BUILT WALL WEIGHT : 25 FSF GIRTS TO SUPPORT . 51TE-BUILT WALL C -GIRT J 1 TYPICAL `J O ALL C -GRITS WILL HAVE BOTH / \ VERTICAL LOADS FROM FLANGES BRACED BY STUDCANOPY 6 6 O WILL BE WALL AT 4' O.C. SUPPORTED BY SITE -BUILT ` r FRAMING ^ ALL C -GRITS WILL HAVE BOTH Q� �y V�cTIV11 A r 1 � y�I:\.ALLY !i'e✓' _ _ FLANGES BRACED BY STUD AT 4WALL ' O.C. NTS✓ y . SECTION B D Lr. W (C40). NTS RI +80 LB/FT +40 LB/FT + OR - 140 LB/FT R2 -80 LB/FT -40 LB/FT -OR - 140 LB/FT TITLE: /TAND&RD GUTTER - C-GIRT R7 C -GIRT (FLIP) RI G -GIRT I O O � D � ALL C -GRITS WILL HAVE BOTH FLANGES BRACED BY STUD WALL 5'-O" AT 4' O.C. SECTION C G NTS D Lr W (040) RI .115 LB/FT +60 LB/FT + OR - 202 LB/FT R2 -115 LB/FT. -60 LB/FT OR - 202 LB/FT GUDGEL DEVELOPMENT: GOLD SHELL BUILDINGS "546 QOFESSip4 REVISIONS: 629 ENTLER AVE, CHICO, CA SSW& c 4 �o agN Cq ( DATE MARK N ENGINEERING .POfi SA WAY CANOPY LOADS �; T. S C 32974 A X5345 CLIENTGUDGEL CONSTRUCTION s, Ems. viL r 1844 FAX: 209-988-4744 629 ENTLER AVE. BOX 36 9le OF 1 CA� C141CO, CA95928 PHONE: (530) 624-1998 II/RnnW 3/32"-1'-0" II/8/201'0 CUDGEL 5\037-1 N 16028 2 a. ENGINEERING DESIGN CRITERIA But 011 ng CodeI.-2013 CALIFORNIA ✓ Bu i i d i ng R i sk Category , ... , ..... Norma t C R i .sk Ca.tegiory I .I) ✓ Roof Dead Load Superimposed ................. 2.72. psf Ca l.t aterra t, ,3. 00 psf W --**'0. 00 psP Ce I l I ng 3. 170 psf--Other) Roof L I eve Load , , , , , , , , , , , , , , , , , , 20, 00 psf reduc.t Ion a t l owed Wind Ultimate .Wind Speed ( Vu lt,, 1 1;0. OC, mph Nom i no. t W i Md Speed t Vaso) 85 Mph IBC sect ion 160�J, 3, 1.) Sera• I cea.b I l I tv W 1 rid Speed . , , 85 mph � Wind Exptasure Catesory .. C Internal Pressure L0 (G -Cpl) 0. 18/-0, I8 Loads for components noteprov I ded by louI l d I ng, manufacturer Corner Areas ( w I th I n 6, 40 of corner) 24, 46 psf pressure -32, 62 psf suet 1 on ❑'6 €�reaj T 2-4; 46 psf pressure -25, 50 psf suYt I on F�e.se va t.ues are the Ptux i Muhl :vita lues' re�ui'red based On a 10 sq Pt area, Cgmpcnents With Larger areas may have: Hower ww.lnd toads, JeISP�IC 'Rafters Seismic Importance Factor :Ie) Panels D,00 Se.1 sm. I c Des I rgn 'Category ri 24.0 240. Solt Site Ctass .., DSt.lff S01"11` 60 S1 0, 591? 9 r/ SCIS ........... a.260 ✓' Soil Ana. l,ys i s Procedure , , . , ., .. , . I I Equ i vo lent Le.tera l Force u Lo fran L I.ne 1 .Basic Force Resisting System B3 2-9 C4 Response Mod I f I c;pt 1 ora Coeff_I c 1 ent C 32) 1�'S Se' i Sm-ic Response Coe= t i i ent (Cs) 3. 50 .c 0. 162 Des i.q'n Base Shear in k i.ps ( v) b, 150 01, 50 Bas I c Structure l System, < from ASCE. 7-10 Tab €e 12. 2-1) B3 - Ord i nosy Stee t Cencentr i ca: i ly Braced Frame C4 - ❑rd I..nary Stee t ,M Ment Frame [� ter_ DEFLECTION CRITERIA I C;,l 0. 526 04L" 0. 326� 60LLL4¢oo-71L�-, rhe,material Supp I.i r?d b v the ttitinu ture+^ has beer, des pried w i h the 7'o i l ow.i ng -m i n i mum, Or -dmf l ect i on Lr iter i u. The actual de£�l ect raay be less depend l: rig do a;ctua l toad and ion aCtuc ? number l enOth. BUILDINICi BEFLECTi❑N LIKI TS... SWA & SW'C C4 3. 25 ✓. 0. 162' 24. 60' Roof -L-Irti1 ts. Live L/ 'Rafters Pur t I ns. Panels Snow L/ 24.0 240. 240 60 Sery I clyc b I l I $ I r>d L/ Totul Gravity L/ 240 24C 240' 60 60 Total UpllftyL/ 24C! 2403 240 60 240.50 Frame .LI.mIis Live H/ ' SIdesway Portal Frame"SIdesway Snow H/U(? 200 Sery I s=ea.b I l i ty W I rad H/ 'Dr 200 Sej sr�I c I ft 'H/ '40, SeryIce-Levet Creme. H/ 100 40 Portal, Service 'wind H/ Total C,rav I ' y FH/ N/A 24© Service Seismic H/ 240, 240 '240 Wal€ Limits Limit Tote( 'Wind Panels L/ 60 Tdta t W I.nd 6 I.rts: L/ 9th Tota.l. W I.nd .Eta' Ce l.umns L/ '120 z " a Roo ab.:rb, vc°m 1 aqY a 1 Iwnovltvn eesyn. o•�q,oW E }) br game en leM ••ln ancnvr roar rrr .n te. Igen, row�I =1 n ykcr n m 1 nF`erylo'Ile".nra of -111d 1-01. � - m; annme are lx N oed�io. ' w mbmluvendlbn,, n 1, oare „e elm p t uclurw °rw °e.•�oorvm.nlr of m m kcal mo..r. m;, 't'-- 11 b -: 11 e.i.: ld °by m.erm - r-.I- wela le. enq�me a snm'� iam °br —d Maa by �Ivunaonor mq.rve..°v s nel m— a'va«vaa au 6) AnN ry ASTIr r195° Gr, 36 melarw uMN I.— eth-1 • - ` ' . t N Y YQ 4 Q CP C.P. 4 4 Q CPQ 1 Rim EMEME kcal gyg N Y i GLI ^P. u 6 w• Abr rp i i B B ,. L I 1� •`• •V •W� �• Wvrecl [ngioa: SOD he Manbe� Is_B-611.1-1 as I a len 1 roRur rR.NF NI -a -0 ':ele �Qerr l`°e - ''-�f r-fif B'-11 e• -l1 r-af �-�f id :-s; r-ef e•-li B• -If r-ef .•-v - - - - B.�9 / I\ � �. b _ b b }Ip' -p OUI pUt pr srFCt b cb b A"C"OR ROO SETTING • PEAN SNC [TIB NF.r PFAN [•OMCNOR AMCrIOR BR'S TO B[ OFSIfi+FO BT rOUNpAnON EIER U9Nc OIARC}CRS S MO 6, TINS IABLC. ROD DESCRIPTION OUANillY _ uARn ACCESSORY SCHEDULE DFscnanoN DF rAA awN i ' aAN[]CR • 6O 16'-O n 6'-0 FRAUFO OBCwx's swA Y[K R 1:_p [ 1: _p rRANCD OPFNwGS © . 12 rwISN rtaw Al EILWNpN Ipp'_O Ire pal It 6i A N/sp]p -G DOORS N/A Rim EMEME kcal gyg N Y i ^P. u 6 w• Abr rp i i o -•.n e � 6[AF[ cpN 1:/]]/16 Ges°ee OC' 1}/1]/16 �• Wvrecl [ngioa: SOD he Manbe� Is_B-611.1-1 a len 1 roRur rR.NF NI -a -0 ':ele �Qerr l`°e . 9r•c er •p'-� qai a ,s _Ilf id vre Iw 1. R:Noo r. wn x,mr. P,L b B.�9 / IIr FRAME DESCRIPMON' USM NAMEEEMI_ ama DATE., 12,69/16 PAM- EA' -1 Endwall EWS !a]0NAMEt6T442A nLE-REW3BLWl PATH: SUPPORT REAC71ONS FOR EACH LOAD CR(AJP NOTE: All reactions ore in kip- orW kip-fL 71ME& $4, 09, IST ,W.ACT,WN NOTATIM -------- -- HL H2 H3 HR �4_ vi VIR 1-.A I -C 1-D 1-E 1-G WAD GROUP R FACTIM TAM COLUMN DEIMPIM DEAD, LOAD; T -A COLLATE -*RAL LOAD L LIVE LO �'k. D PRESSURE-'- 1-0 IMND LOAD AS AN, OUTAMO;D ACTING, SUCTION I -E PAL WINO. FORCE MOM THE LEFT T-G EARTHQUAKE FORCE ACTINGANWARD LOAD - GROUP _HL YL LL Oil V1 Ll H2: V2. L2 H3 V3 L3 11IR VR LR 0.0 Olt 0., 0; 1.3 Oi:D G. '97.9 'so .0, 1,3-* 0.0 OX 0,66 M _c). 0.3 Ct o. 1:0 P.0 D. 0.6 GLO fl. 1.0 0.0 D.O L 7 P., 0. /0.2 --o. 19 01 6.� ;67 -2 -.0.1 2.1 W+ . -3,2 0. =8_,9 -2.7 -t% 2-9 0, .2.7 Q.1 . ),Z CA. JAL-- .-3.2 D. 0. -6.9 -3,5 -3,5 1 0:. -3.5 00 -3.2. C% 0- O. -9-9 -o;.z -.6 -a2 -10.9 -0-7. DA -3.2 cl. -3.2 0. -S,9 -'2- -7.5 -0-2 0. -7.0 -02 0A E..+ C1, 0r. G{ 0, ol 'o [b11;: 'D., 0.,f ol E- olol 0,7 04 0. -out 0. 0 ., 0- ER O. OL CL 0. 0. 0 0. O. 0. 0. D. EL 0. 0. ol 017 01. -1.1 1) LIT Flo, n rl I A. I - UM JMQUP DEIMPIM DEAD, LOAD; C. COLLATE -*RAL LOAD L LIVE LO �'k. D PRESSURE-'- IMND LOAD AS AN, OUTAMO;D ACTING, SUCTION ONO FORCE FRMI THE RIGHT PAL WINO. FORCE MOM THE LEFT E+ EARTHQUAKE FORCE ACTINGANWARD E- EOrHoom'E FORCE ACTING OUTWARD ER EjkRrHQUAKE CE FOA .FRdM R . RIGHT EL EAPT110JAKE FORCE: FF dM LEFT Se 0.00 V-0, b:0032Yx- Ye0:00'isj ,..dO DO.v, MA%Hx • 56 0.00rj0.00''e 4t 00078 ef.�i.000;.^,' MIN Hx f Sc 't"s0A07-a$'F•`zi0:0O X000°.+.' 000 MAXV r Sd Pc�O.00 cq.- x`0:00 1 tr0.00,,*� 000 MINV - - ® -®' E2 We 0.00)4..""•O.00yi 000%tii•4•-L000': ®®-®' t Wb ®lllmw-® MIN Hx - - INC,"�:i0:10 :."Qa 0.00 Ec MA%Hx MA%Hx ' Wd _^^-0:10 b 020 ?MOW MIN Hx CRANDALL ENGINEERING We r r 0.10 > 3,20%'.' SHEET 1� OF_ . { 5448 Merrill Min Road WI STEEL BUILDING FOUNDATION DESIGN 0.00 "=20205'14 Date: 42742.6e7 Mariposa, asses W :0.00 Xa# T. 40:00 +x 'O:ODW 0.00 JOB NO: 160372 - r Wh !' p & B ENDWALL COL WITH SLAB 77010`,.--, 73 20 °13.5.1 • . E '.4$:•y0A0I" w"'}0:00 4',J~.`O.00 !a; O.OD MAXV ' E8 - r MANUFACTURER: Cam - Eh COLUMN LOCATION MIN V ASD FOUNDATION DESIGN BUILDING NO: 15-561142-1 CORNER ;O20s^I ,1:�.;0':00b1: 0.00 Iklfrs .:7:70iJ 1 " BUILDING LINE: 1-A - INTERIOR 2 V MINIMAX • • - • '- CORNER W/SAME @ SIDE 3 D.H.0 • CLIENT: GUDGEL CONST • - USE LOCATION: 1 O6D4 H.O6Wb _ - LOCATION: BUTTE CO, CA - - JOB NO: 16037A - _ _ WINDADJUST= 1.00 fl= 0.50 12= 0.20 - Y Selxmlc SOS= 0.52 TI METAL BUIIDING LOAD REACONS PER MANUFACTURER - - Redundancy ° 320 - (Set to 1.01f Included In Mfr's mlo( Hx V r4. 2.50 'Hx /P= 1.92 FOR ANCHOR DESIGN ' DEAD LOAD I D 0.0 - 0.60 CRITICAL SERVICE LOADS Y Ilx Hx MxiMx V COLLATERAL LOADS 0.0 0.30' Grevlly D 0.00 0.00 0.00 0.90 . „ .• _ Co 0.0 UPIIR - ♦ Do 0.00 0.00 O.OD O.fiO . • / MATERIA EARTH H 1 0.0 H OAD 0.00 0.00 0.00 • • J •� UVELOADI l . L 0.00 1 0.00 1 0.00 0.0 1 0.00 ROOF LOAD lr 1 0.10 1 1 2.10 _ U 0.10 0.10 1 2.10 0.0 1 0.00 1 Se 0.00 V-0, b:0032Yx- Ye0:00'isj ,..dO DO.v, MA%Hx • 56 0.00rj0.00''e 4t 00078 ef.�i.000;.^,' MIN Hx f Sc 't"s0A07-a$'F•`zi0:0O X000°.+.' 000 MAXV r Sd Pc�O.00 cq.- x`0:00 1 tr0.00,,*� 000 MINV - - ® -®' E2 We 0.00)4..""•O.00yi 000%tii•4•-L000': ®®-®' t Wb ®lllmw-® MIN Hx - - INC,"�:i0:10 :."Qa 0.00 Ec MA%Hx MA%Hx ' Wd _^^-0:10 b 020 ?MOW MIN Hx Ed We MIN Mx " 0.10 > 3,20%'.' MAX H. D'AO; 1 0.00 0!00;!•.+/, WI Ee 0.00 "=20205'14 MIN H ' W Se 0.00 V-0, b:0032Yx- Ye0:00'isj ,..dO DO.v, MA%Hx • 56 0.00rj0.00''e 4t 00078 ef.�i.000;.^,' MIN Hx f Sc 't"s0A07-a$'F•`zi0:0O X000°.+.' 000 MAXV r Sd Pc�O.00 cq.- x`0:00 1 tr0.00,,*� 000 MINV - - ADJUSTED x 1.00 E2 We 0.00)4..""•O.00yi 000%tii•4•-L000': MAX Hx t Wb -0.10 c}`Y0:o .2a OSO.�si. .'�3+3 x0` MIN Hx - - INC,"�:i0:10 :."Qa 0.00 Ec MA%Hx MA%Hx ' Wd _^^-0:10 b 020 ?MOW MIN Hx Ed We MIN Mx " 0.10 > 3,20%'.' MAX H. D'AO; 1 0.00 0!00;!•.+/, WI Ee 0.00 "=20205'14 MIN H ' W :0.00 Xa# T. 40:00 +x 'O:ODW 0.00 MAX V ' - r Wh sly-0sl0, fi]� 7� 77010`,.--, 73 20 MIN V ' + SFBMIC LOADS El - Ea 0.000.00e�MAX NX ' E2 , Eb 0.00 ,M. --40.00`§k' ;,-t 0:00', T''!t'Dm,- MIN Hx E3 ' Y Ec *14,100•v?!` i 0.00 VKO.00';i' i'�n02D`N MA%Hx ' E4 MAX W/ Do - Ed !ix;0:00:$%X�^ O.OD I.;12'00.4AI ^;::'.IO:OO. +1 MIN Mx " - E5 D'AO; 1 0.00 0!00;!•.+/, - � Ee . ., e"p(0�001 44,.0`, D.00d!'w 0.00a..�,0.00,^`,J' MAX H Y E6 '. EIHO.00.ib-:i 6:::0.00`$w 0.00 .1';'RO.f1D MIN H ' - • ' E) • . E '.4$:•y0A0I" w"'}0:00 4',J~.`O.00 !a; O.OD MAXV ' E8 - Eh O:051o. -sy 0:005 "`„.:;0.00 0.00 MIN V ASD FOUNDATION DESIGN •' MAX W/ Do :44`0:10?��204$:„ij0:10^"� L)0 D. H. Lr 3 . • 'MIN W/ Do •5±e0.a5:? S'?:402D ^ti o'Onf 0.U6`.wn',: .1.56 0.60. M.0.6Wh 310 ' w " 26037A EW 1/4 �. J • Hx MIN MAX , MAXW D Y'RYO.00:F�p 0.00 xti'i0.00' '9� T'0'90 ' MIN W/D :,�j10.00FiJ! 0.00 ice.-"�U.00. '. a`�*'F.U.90�.11 D MAX W/ Do �: O:UDS 0.00 kU:000„!LS:af0:60�,- D 1 . MIN W/ Do D'AO; 1 0.00 0!00;!•.+/, Hx4W MIN MAX MAX W OR p IDAD : 4 0.064 0.10 7_M'.`3.00 F, D.H. U 3 . MINW D D 1 • - MAX W/ Do y,r(U',/'v.._pm0' 0.10 Ev:N290hP.s°--s'i D. H.L, 3 MIN W/00 ;O20s^I ,1:�.;0':00b1: 0.00 Iklfrs .:7:70iJ D.H.Lr •_ - - V MINIMAX / - ?010:2•x' . 3.00 " D.H.0 - 3 • - - MIN WD =-O:OsiMn,- WODr'-j�-ii-0OS. ..1.98 O6D4 H.O6Wb 110 MAX W/ Do :44`0:10?��204$:„ij0:10^"� L)0 D. H. Lr 3 . • 'MIN W/ Do •5±e0.a5:? S'?:402D ^ti o'Onf 0.U6`.wn',: .1.56 0.60. M.0.6Wh 310 ' w " 26037A EW 1/4 �. J • ' - MATERIALS AND ALLOWABLE STRESSES: SHEET- •*" -. SOIL: 4 _ BEARING CAP: 1.51 ,KSF _ ," - -��- - Date: 1/7/17 " • 1, WIDTH INCREASE: 0% PER FOOT IN EXCESS OF 1'• - JOB NO: IW37A - - w ., DEPTH INCREASE: OX, _ PER FOOT IN EXCESS OF 1' EW 2/4 CONCRETE: fc= 25 KSI @28 DAYS ! REINFORCING: F, 20.0 KSI .,k , - WT= 0.15 KCF.. ALTERNATE CONCRETE DESIGN CONSTANTS: • - • i ; N 10 " 1 . - 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) - - SLAB lf�, • - I ,� �/ )`�+.�,�(i(JT�' Y X'' SIABgTHIIXNE55 �* eYF�'1" ": JNi"•��}'�T a.}t i4- �INCHFS�`�,,',�,",,'.^2�'#"•T`�'y 1�l ',�, 4-i+r .TM�'�� TyL�*/`.iTsYy�.lx °�,-f /-]`� - t/ r- - `rr„"I'� x z 'tREINFORCING -.• p0 �,xea'����!,,,24. INFO C.a.'s �'.t;���,K�;NWAS', aTSq?,IN�/�FFy;Y � , �. sr �r[ ! (. . • - WEIGHT OF SLAB TO RESIST UPLIFT: • i e �. SLAB Mr = Fa x As x T/2 x 1/12 0.000 K -FT " • _ SLAB WT= 0.050 K5F EFFECTIVE SLAB WIDTH - SQRT(2 x Mr / WT) 0.00 , FT -`^✓�� r - , EFFECTIVE SLAB WEIGHT= WIDTH. Wt= 0.000- K/LF FOOTINGS 8 THICKENED SLAB EDGE - FND�WArLLPERIMETFRFO4OTING/TH.1.IaIXl7JED SIAB,A,:k•q.,"" .,^^qq,n . u•�y,, "�'rryyL17- r ,. 3r T��'";'ti{!S.D'^.'€"'*Hj�Y4'x"z�`'k''tx;'.i 5Y 'kJ ,a_r !`�.zTxa',3t'x,.'f,= • %i )''.� ' � i K! b s,T�1+1B IN e+,�-�'(�1•`� d '°.f24z?° �' ��, �'D: `K,�,'� � u� e/ •1t. 1.+.^ j x*RE NRCING"T�•TOP ,.�� � �,� �'^� PAs • �.�' u.::�SQ a �y.J �'F;S.„,;Xy..�"BOTiOM rq �`gy,TOTAL;OFA y��2 BOT%As�= 3 040 3i� IN �"a �, ,• ) UPLIFT: COMBINED WEIGHT OF PERMTTER AND SLAB TO RESIST UPLIFT ' FOOTING WT- Wf - 0.450 KLF SLAB WT.= Ws= 0.000" ; KHF* - - TOTAL WT=Wf+Wa= .0.450 ".KHF ' ," ' 1., ENDWALL Mr=133%x Fs xTOP As x(d-2")xj/12 13.20 K -FT EFFECTIVE ENDWALL L= ' SQRT(2x Mr./VJT)=." � � 7.66 FT - 6 FOR 2 -SIDES -TOTAL WT=2x Lx TOTAL WT= 6.89 K AT INTERIOR & CORNER W/ RETURN I FOR 1 -SIDE -TOTAL WT= Lx TOTAL WT= 3.45-K AT CO R • AVAILABLE FOOTING WTTHIS LOCATION 3.45' %0.60 D7 K T " • - 4 MAXIMUM UPLIFT=' --1.56 K'`_ •. 31. OK- _ + BEARING:.' SOIL PRESSURE: INCREASE FOR WIDTH = - • 0% ~ 1 - 7 INCREASE FOR DEPTH = 096 ' •J'- ' • " ' ti•' - ' 'F .ALLOWABLESP-a 1.50 KSF ., { �• r .. EFFECTIVE LENGTH OF FOOTING FROM POST BASE J • Mr - BOTTOM As x Fs x j x (D-3")/12 = f . • 12.60 K -FT, '• •' ' _ L=SQRT(2x Mr/W ).= - r 3.35 FT EACH SIDE • - • BEARING CAP -SP.x B/12, .2.25 KLF ,. •'FOR2-SIDES-TOTALWT=2x Lx TOTALWT= •:35.06 K ATINTERIO WO W/ RETURN • FOR 1 -SIDE -TOTAL WTa Lx TOTALWT= Y y Y. "7.53•K! --AT copFrCR - -• , - ` AVAILABLE THIS LOCATION = ' 7.53 K MAX VERTICAL LOAD = 3.00 K t AK:F R „ - - TIES, TO SLAB „ MAX H (CORNERS) _ 4110 K �/f . ' i.. 1 • - .MIN 2(1NTERIOR) 0.00 K ti,f, ,^` - • FOR 909 CORNER TIE REQUIRED As= - •�(�L�� 0.01 SO, IN. + F FOR 04 TOTALOF 1 As 0.20 FOR 459 HAIRPIN REQUJRED As = I = NA SQ IN. FOR 44 TOTALOF . 1 As0.20 (NAI; ^y ,✓' r� - •t . t 9 .i •, ' .. REQ'D SPREAD FOR SLAB STEEL=NA FEET - TOTAL REQUIRED HAIRPIN LENGTH = NA i FEET • �/J/ 'LRFD ANCHORAGE DESIGN, ,'J T J ' .� • r '� •J � t 6':O:ttt11'.sr:?I.,1126i?i? LAD . .. MIN W/D K t0:00ia1 0.00 ,ta"IOADb0`. 1:25r3�' .IAD 1 /. _ •. F� » 'MAX W/ DO .%tj0.0D ii 0.00 1 0(£ff0648 �s .IAD. 1- '• • r MIN W/ Do ,s:+c0:00!r 0.00 ; i0:00Rx f `w'5:O:B4�: IAD H-±N`MIN MA% L MAX W/D ,.4016Es.�O.ODs;: '" 0.16 l0t4444 .': 1.2D+ 1.61tr♦ 1.61H♦ f1L s - � MIN w/ o .'aoo7iia'�Faot>o:s D.Hn1-.0,4146M.1 - Lao- } - MA%W/p0 - go. } 'O.00 Y.'•' 0.16 1.2D+ 1.6Lr+ 1.614+ f1L 7 ^ MIN W/ Do "la00S'I .1:c:0:OD'v' 0.00 '1 10.04t,""!i: 1.40- f • - ; Y ,MA%W/D 'k0.16,. .000 x Q8A.16'• ! • 4.44 1.2D+1.6Lr. 1.614+N1 - 7•-• - r " MIN W/D •2.99 - 0.9D+1.OW6+I.6H 125 r'• " MAX W/ Do 1id 0.16 )x' I'O:OOLS`G }016 & -4.08 1.2D+1.6Lr+1.6H+flL • `h ' MIN W/ Do ,.':O SOPwi`O:OUM YaO.'•30i 466 0.91)+'I.OWb+1.614 EW 2/4 , F I KI BOLT HEAD TYPES 0 NONE l•BOl 1 rr^� a51 ^••"�"i'•�.*�" rOLTIHEADpTYPE ,0 . 3 ;DIAM0 - TyREAF�0442IN 4 HEAW HIX _ �7 » Lot "5•EF EfC11VEP03n �r pf�'.r "'�, M� 0•{�)- " . - }�} /✓`". FARING Imo �..�k "�='•� �'�{ ��`�y SNt� g W a fi'� '�^�� isy ' �f ` •y `' RIEy{'NO -go m2�ROW5OF BO yTS 4 TOT �, NICE- �r� i"�- riSHEAR ' � _ ,i«*:.d �+3�, c'.�.v �"''�+W..: �*. ,,, 1>'Xs� �'1'dse '/;'laj'�'0:�rtINCFiES..a.n1' �..,1 �.Mas'i�e atsa v f sINCHES a.y�.r:z'-x�"� ��24k.a"1'�,, i, • w •- -- _ .-------.__- ... _........ ., - > ,... :. • .. �, STEEL Hsa=. K i.. Ce3 -GL C65 L'y? „ _ 60.00. - ANCHOR BOLT DESIGN •AC3318-0S:APPENDI%D - ,FACTORED FORCES TO A.B. SHEAR SHEET I�OF_ t d v ,. - - - LOAD CASE Hx Hx-Hsa . Hz Hx4Hz AXIAL I - Pc = 2500 PSI . SDC "C" OR ABOVE V ' ° 11.2D+1.6Lr+1.6H+f1L 0.16 0.16 0.00 0.16. - Date: I17/17 58600 PSI (A-307. BOLTS) SEISMIC RED = 0.75 , r 100 NO: 16037A .. BOLT HEAD TYPES 0 NONE l•BOl 1 rr^� a51 ^••"�"i'•�.*�" rOLTIHEADpTYPE ,0 . 3 ;DIAM0 - TyREAF�0442IN 4 HEAW HIX _ �7 » Lot "5•EF EfC11VEP03n �r pf�'.r "'�, M� 0•{�)- " . - }�} /✓`". FARING Imo �..�k "�='•� �'�{ ��`�y SNt� g W a fi'� '�^�� isy ' �f ` •y `' RIEy{'NO -go m2�ROW5OF BO yTS 4 TOT �, NICE- BOLT HEAD TYPES 0 NONE l•BOl 1 SQUARE HEAD . ' 2 - HEAW SQUARE 3 HIX HEAD 4 HEAW HIX .�•EMBtEDMENEht••+ d 'S4M-.1enw J,d.,�.1Y.? EDGE DIST SO'2:wINCHES% CONC h.•Yg``�'''.-.-fit_i 5,�E'�w DEPTHh'�, .24` r INCHESA'� ta^•` T�`. ''=Y : i -. z�S NNW .. - 3t tom•' "AX g7rt.'�r`it' ' r. ya "v»°%"A •c..i '`F+.^f y°df."a •••. i± c„ ek �4.s. "' ,t.La '� R AGE r 1 1 V�"� �R° y2§ sb5•,vn. 5 Vis"`• `� �S ,:.r'+N�v"tt vyR ••1j.t.ka1, DOES i14OR LARGER r �Z.2 J.r"�� w `, F 3i,n••".X'7z "5.k ANGLrrE 24 E t Sr if•�i �^C�`��� REINFO"R'yU•NGTIEBOLTSTO STRUCRIRE�(Y `� ��.'h•{,✓dOTy. �' � c`N'�� ':i, rt •N f" �34y; X ...0 Isa r1$�ti.0 INCHES+•t�e P�� A +""../ � .t' + � �-a �c t"4 �0 �r� i"�- riSHEAR ' � _ ,i«*:.d �+3�, c'.�.v �"''�+W..: �*. ,,, 1>'Xs� �'1'dse '/;'laj'�'0:�rtINCFiES..a.n1' �..,1 �.Mas'i�e atsa v f sINCHES a.y�.r:z'-x�"� ��24k.a"1'�,, i, • w •- -- _ .-------.__- ... _........ ., - > ,... :. • .. �, STEEL Hsa=. K i.. Ce3 -GL C65 L'y? „ _ 60.00. ,FACTORED FORCES TO A.B. SHEAR - - - LOAD CASE Hx Hx-Hsa . Hz Hx4Hz AXIAL I 1 46 1 11.2D+1.6Lr+1.6H+f1L 0.16 0.16 0.00 0.16. - 4.44 - r 2 ..1.21)+1.0Wb+f1L+1.6H+055a '. -0.10 -0.10 0.00 0.10:- -`0.00 -2.12 F s 3 1.2D+1:61r+1.6H+f1L 0.16 0.16 .0.16 4.08" • '4 f' 5 1.21)+ 1.OW6+ f1L+ 1.6H+ 05Sa -0.30 -0.30 +0.00 0.10 -2.48 1.26�' -i• 1 4 '. i - .. 1.41) 0.000.00 0.00 0.00 . _ 6 LAD 0.00 0.00 ' 0.00. 0.00. 1.26 - .. r 7 _ >1.4D. 0.00 0.00 10.00 0.00 0.84 1 .O •.. 'B LAD ', - 0.00 0.00 0.00, 0.00 0.84 - "� .:0, 9 ' 1.2D+1.6Lr+1.6H.+f1L - 0.16 0.00. -0.00 0.00 4.44 t_ .. LAO 0.00 - 0.00 0.00 0.00 1.26 Hx I . 11 1.21)+1.61r+1.6H+f1L 0.16 0.00 0.00 0.00 - 4.08 12 ,..- 1.4D •.0.00'' 0.00 0.00 0.000.84 - .13 1.2D+1.6Lr+1.6H+fll 0.16 0.16 '0.00 - 0.16' 4.44 i. . 14 0.95+ 1.OWb+ 1.6H . -0.10 0.00 O.OD - 0.00- -2.39 - .151 1.21)+1.6Lr+1.6H+ILL 0.16 0.16, 0.00 0.16' 4.08 •.,• 16 ' _.. . +0.9D1.OW6+1.6H -0.50 0.00 0.00 0.00 '-2.66 .. - f - A) TENSION ON BOLT GROUP ,11 STEEL STRENGTH(,bNn) _ rl. • " ONsa = 58116 lb` 58.12 K . ' 21 CONCRETE BREAKOUT/' _ , dt 0.75 EDGE'ADIUSTEO hef = SIN 4 DO • IN - - ' '1.5Xhef= 6 - , ,,, •,, -x' ,". BLOCK B = 18 - IN BLOCK D 16 ,..IN , 1 *`' - ` •. h<° 288 SQ. IN. , .. +�.•�ti� Axm 144. SQ IN. Wec N = ." 1.00 CONCENTRIC CONNECTION , } •� A , 1 r• Wed,N : • ca,min = L=" 15 6 IN ` 1.5 X Iie; IN.+ ••r - Wed,N= 0.82 .; ` .. 4 We N = 1.00 CONCRETE LIKELY TO CRACK,. r •'�.,, - - _ , . Wcp,N : b 1.00 CAST IN PLACE ANCHORS Nb- : .9600 Ib - kc=., 24 �FOR CIP `� •` l" �+ I . _ i - . mNcbg=, .11808 -Ib 1tV_� = 11.81 K • w 3) CONCRETE PULLOUT. d. = 0.70 l.r- _, S Wc,P= 1.00 " - NP: CONCRETE UKELYTO.CRACK - - L e eh= + 3.000- FOR L -BOLTS Np 506250 - .. FOR HEADED BOLTS NP '000 t• a. T ' • Opn= 14175 . ib - = 14.18 K - `-. ,°•.. ._41) CONCRETE SIDE -FACE BLOWOUT J_ FORLBOLTSbNsb= •,.. .�.. _.: _ .::. -•-_ -N/A •.�__'....- > : HOR HEAD BO DElTS:.� ' .. _,.,rte.» 0.4 hef= 4.00 • 1141'. r .. -...*. r... r -•7..y -....K... .r:,• "' '"'""" '. ... .. ca,min r 6 IN ..y ' 4.- ., cbNsb= N/A B) SHEAR ON BOLTGROUP •�•. .. -"'s "�I " - . r - 1) STEEL SHEAR 0.65 `•. _ . ... '.bNse= X30220 It, 30.22 K - - ' •'r al BREAKOUT FOR ANCHORS NEAREST EDGE 0.75 1 Wec,N- 1.00 CONCENTRIC CONNECTION- '- ' •' 'Wc,V= 1.25 CONCRETELIKELY TO CRACK - • y -- .'�<. t- t, r , ..�q Hl DIRECTION c,l= 6.00 H2 DIRECION T y, :..11.25 •- 7+ �, - - 4 ' , .. ... •°15%q,= " 16.88 0. , ... -... 15XC.,a �9.DO .. GOVERNS: 6.00-, ... • . GOVERNS:.. •`9.00 ... # .... v`Av. _ 453:52 SQ. IN. , . + .. ` ;. , • /y., = 335.25.,, SOAR. Y ,. ,. ... Ate= 56953 SQ: IN •" '. 4 Avm 569:$3 - SQ IN. .. t. 4 Ar,< jffi _ .. . i Y=n AVco11 wz_ OK . Wed,V- 081 _ eY - .Wed,V. _1.00 w Hi SINGLE ANCHOR SHEAR STRENGTH - H2 SING LE ANCHOR SH EAR STRENGTH d . - .. le= 6.00 IN `g r -' le.6.00 IN ,. • .�, ' Vb= ..17336 = Ib 17.34 K + -/ .-Vb- 6752 'Ib '5 K 6.7 . . ' mVcbg = •� 10.44 K , + d,Vcbg = 350 K° - c r , GROUP cbVcbg= 2088 K GROUPmVcbg= 14.07 '•K- 16037A 4) BLOWOUT FOR ANCHOR GROUP 3) BREAKOUT FOR ANCHOR GROUP N/A - HI DIRECTION c;,= 15.25 H2 DIRECTION c;a= 10.00 0.o = 6.00 Si = 11.25 1.5 %c;,= 22.88 - 15%i'., 15.00 GOVERNS: 6.00 GOVERNS: 11.25 Aa= 501.34 SO. IN. A = 30250 SO. IN. A.m= 1046.53 SO, IN. LB SEE TENSION ABOVE Ate,= 450.00 SO IN. 0cpg = 22042 Ib 22.04 K TENSIONSUMMARY: Wed,V a 0.78 Wed,V = 0.82 Hl SINGLE ANCHOR SHEAR STRENGTH ON. = H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN EMBEDMENT STRENGTH - BREAKOUT: le= 6.00 IN 11.81 Vb= 27360 Ib = 27.36 K Vb= 14528 Ib 14.53 K GROUP (bVcbg= 9.57 K GROUP.OVcbg= 7.51 K EMBEDMENTSTRENGTH-BIOWOUT: 4) BLOWOUT FOR ANCHOR GROUP FOR L -BOLTS dtNsb = N/A HOR HEADED BOLTS: 0.4 hef = 4.00 IN ca,min= 6 IN ,bNsb = N/A 5) PRYOUT STRENGTH FOR GROUP 0.70' kcp= 2.00 Ncbg = 15744 LB SEE TENSION ABOVE 0cpg = 22042 Ib 22.04 K TENSIONSUMMARY: STEEL STRENGTH ON. = 58.12 EMBEDMENT STRENGTH - BREAKOUT: d.Ncbg= 11.81 EMBEDMENT STRENGTH -PULLOUT: QtNpn= 14.18 EMBEDMENTSTRENGTH-BIOWOUT: Nb = N/A SEISMIC] GOVERNING (bNn= .11.81 ;�;,LJz8i8f C) INTERACTION �SFISNIIC'>> 0.2,bNn= 0.2.bVn%= 2.36 ` 77' 1.91 44#7 0.2 bVny= 1501.-3"^' )R ANCHORS NEAREST EDGE I FULL GROUP STRENGTH - BLOWOUT: SHEET _ OF Date: 1/1/17 JOB NO: 00000 ,0Nsa = 30.22 30.22 ovcbg = 20.88 14.02 ,OVcbg = 9.57 751 (bVsb = N/A N/A OVcpe = 22.04 22.04 GOVERNING OVnK= 9.57 GOVERNING 4,Vny= 7.51 i © CRANDALL ENGINEERING 5448 Merrill Mill Road Mariposa, 95338 MANUFACTURER: Cern BUILDING NO: 15-841142-1 BUILDING LINE: 1-0 CLIENT: GUDGEL CONST LOCATION: BUTTE CO, CA JOB NO: 16037A SHEET 0 OFA STEEL BUILDING FOUNDATION DESIGN Di1et 42747.3 16037 JOB NO: A P & B ENDWALL COL WITH SLAB °19.5•1 METAL BUILDING LOAD REACTIONS PER MANUFACTURER HI H1V f2- 0.20 (Set tP 2.0 if Included In Mfr's ulm( /P • 1.92 FOR ANCHOR DESIGN H1IHx4Ni V DEAD LOAD 1 0. 11.30 0.00 M"M ®MEM CO- LOADS 0.0 1.00 Gravity Co 0.0 Uplift MATERIAL/EARTN i�0:00H-a. x.•0:00 k 0.00 .COAD'„? MIN H MEMO 'ur4`U:OOt �' 0.00Y+f?;O:OO.Y--{ 0.00 H LIVE LOAD I L I0.0 1 0.00--7 0.00 MENS ROOFLOADI Lr I f 0.0 630 11111111111110MME . . .. 1.00 0.50 0.52 1.00 2.50 LOADS Na f2- 0.20 (Set tP 2.0 if Included In Mfr's ulm( /P • 1.92 FOR ANCHOR DESIGN H1IHx4Ni V D MESE-_ 0.00 0.00 M"M ®MEM D. 0.00 0.00 O.OD 1.30 MA%H Wf i�0:00H-a. x.•0:00 k 0.00 .COAD'„? MIN H MEMO 'ur4`U:OOt �' 0.00Y+f?;O:OO.Y--{ 0.00 H 0.00 1 0.00--7 0.00 MENS ®m== L 0.00 ASD FOUNDATION DESIGN COLUMN LOCATION CORNER�INTERIOR CORNER W/SAME @ SIDEUSE LO WIND ADJUST. 0. Seismic Sm. Redundancyp. (4. CIOICALSERVICE 1.00 0.50 0.52 1.00 2.50 LOADS Na f2- 0.20 (Set tP 2.0 if Included In Mfr's ulm( /P • 1.92 FOR ANCHOR DESIGN H1IHx4Ni V D MESE-_ 0.00 0.00 2.30 MENS D. ASD FOUNDATION DESIGN COLUMN LOCATION CORNER�INTERIOR CORNER W/SAME @ SIDEUSE LO WIND ADJUST. 0. Seismic Sm. Redundancyp. (4. CIOICALSERVICE 1.00 0.50 0.52 1.00 2.50 LOADS Na f2- 0.20 (Set tP 2.0 if Included In Mfr's ulm( /P • 1.92 FOR ANCHOR DESIGN H1IHx4Ni V D O.OD 0.00 0.00 2.30 MAX H1 D. 0.00 0.00 O.OD 1.30 MA%H Wf i�0:00H-a. x.•0:00 k 0.00 .COAD'„? MIN H W 'ur4`U:OOt �' 0.00Y+f?;O:OO.Y--{ 0.00 H 0.00 1 0.00--7 0.00 0A0 L 0.00 10.00 0.00 0AD Lr 0.00 1 0.00 0.006.20 SOL 0.00 .1-Y0.00E y `0.0004 0:00 ;n MA%Nx Sb 0.00 "00 .-0.00111"d.00.:°. MIN Hx r Sc :i+'.`tO:OD,k 1,...:1:0.00. p:t'v;r O.D0:.+9 0.00 MAXV Sd �`.0:00:�`:,::: �<-k:0.00.=':N :ti,.0:00.: i om MIN v ADJUSTED x 1.00 Wa 2.70 -;0:00,7:s 270 -'NJ 8.90:F. MAX H. Wb -3.50 *0.01) 14.3.501 7748.90'5-:: MIN Hs We OAO 270_;j :8:90.,`x` MAX H1 Wd '+3.70 '? p00 270' HT. �B.'9WT MIN H1 We a <-3'3D �d-+,0.00..?w•, 3.50 '8:90. ^'. MA%H Wf i�0:00H-a. x.•0:00 k 0.00 .COAD'„? MIN H W 'ur4`U:OOt �' 0.00Y+f?;O:OO.Y--{ 0.00 MAXV Wh wQ:70,>. �; :�'>?. O:OO.yx. :-..R:70.i -8.90 MIN V 0.10 `50:00, .�'0:30a/ .O:OO�.f+MAX Hx -0.10 :i:�;0.00�1 :� A10 ':.-0.00sk MIN Hx 0.00 5-V 0.10',15- X0.00'!'!; MAI Hi BE a 0.10bRti 0.00 :'f'Oi10Fi; -1000 ,w MIN H1 ra 0:10'Y ,0.00'.1 p 0.10 ` ..... 0^'T MA%H �. ,0.00 $ 5-4 �0.fA 000 If,.,0.00. . MIN H 0.00 MAR V r}.1., .OlO:s+Ni ffi0A0',= !''"' 0.10,1u' 0.00 MIN V Hx-/W MIN MAR MAX W/ DS :-210-yODD;p:' 210 %C 904 Y. ' D. H.Q6Wb MIN W D 1a / - uQ001,11.+0:00w� 0.00 .' e2:30 D 1 MAX W 00 '�-210 S DAU,'=¢$ L10 H.0.6Wb '1. e:w::...: -<>, - 1° 16037A EW 1/4 MATERIALS AND ALLOWABLE STRESSES: + i �� ' SOIL• BEARING CAP: 1.5 KSF � SHEET OF_ Dec 1/12/17 ' WIDTH INCREASE: 0% PER FOOT IN EXCESS OF 1' ` 100 NO: 16037A DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' EW 2/4 CONCRETE: Pc = 2.5 KSI 0=128 DAYS REINFORCING: Fs= 20.0 KSI wr 0.15 KCF ALTERNATE CONCRETE DESIGN CONSTANTS: N= 10 1= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) SLAB �iT: v::REINFORCI�NG•j..rM, WO w. ,. .+.5bC°I..x, IN?O G As� f7NJA .1. 1K 'I_ WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = Fs x As x T/2 x 1/12 0.000 K- FT , SLAB WT= 0.050 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr/ Wr). 0.00, FT EFFECTIVE SLAB WEIGHT =WIDTH x Wt= 0.000 K/LF f' FOOTINGS & THICKENED SLAB EDGE 1, ENDWAL PERrMLTsc FOO'TING /THIIXFNED SLAT "r .. 71» '� 'w •'a + lr (.. UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: 1 FOOTING WT= Wf - 0.450 KLF SLAB WT= Ws= 0.000 KLF TOTALWT-Wf+Ws= 0.450 KLF 0.90 + 1.OWa♦ 1.6H • ENDWALLMr=133%xFsx TOPAsX(d.2")xj/12= 19.80 K -FT s EFFECTIVEENDWALLL=SQRT(2x Mr/WT)= 9,38 FT - 0.9D♦ 1.0W.+ 1.6H FOR 2 -SIDES -TOTAL WT=2x Lx TOTAL WT= 8.44 K AT INTE OR&CORNER W/RETURN FOR 1 -SIDE -TOTAL WT=Lx TOTAL WT= 4.22 K AT LATER AVAILABLE FOOTING WrTHIS LOCATION= 8.44 X0.60 5.07 K MAXIMUM UPLIFT= 456 K BEARING: SOIL PRESSURE: INCREASE FOR WIDTH - O% ' INCREASE FOR DEPTH - 0% ' ALLOWABLE SP 1.50 KSF - EFFECTIVE LENGTH OF FOOTING FROM POST BASE • - - Mr - BOTTOM As x Fs x j x (D.3")/12 12.60 K -FT L- SQRT (2 x Mr / W) - 3.35 FT EACH SIDE BEARING CAP =SP x B/12 = 2.25 KLF • FOR 2 -SIDES -TOTAL WT=2x Lx TOTAL WT= -' _ 15.06 KATI 6R&CORNER W/ RETURN ' FOR 1 -SIDE -TOTAL WT=Lx TOTAL Wr - 753 K AT RNTER AVAILABLE THIS LOCATION= 15.06 K ' - MAX VERTICAL LOAD - 850 K TES TO SLAB MAX H (CORNERS) - 1.62 K „ MIN 2 (INTERIOR) = 0.00 K FOR 901 CORNER TIE REQUIRED As 0.08 5O. IN. a t, FOR R4 TOTAL OF 1 As 0.20 INA;Frg`',N _ FOR 451 HAIRPIN REQUIRED 0.SO. IN. FOR 94 TOTALOF 1 1 - AS = 0.20 I,NE � '�. o L•� • REQ'D 'D SPREAD FOR SLAB STEEL= KN/A FEET TOTAL REQUIRED HAIRPIN LENGTH = KN/A FEET LRFD AN040RAGE DESIGN ORITICAI 1.RFD FORCES TO ANCH Hx MIN MAX H. :; : W-1`4'.° -4HxElIRK j"i%ti.Y "ti-'Yr'i LOAD CASE LCO MAX W/D 2.70 •r. - a�o:Do XP�u2Io'� -�3.oa-1.2o.1.owa.nL.2.6H,oslr -- •s 3.09E * 1.2D.I.OWD+f1L.1.6H ♦OSLr --_ 59 . .IN W/D -9.90 '.3),0:000+';'?.; •3:SOF'++?. ,'sr EW 2/4 1 ] I 1.2D - 1.61.1. 1.6H - 111. 7 0.90 + 1.OWa♦ 1.6H 124 1.2D-1.61.1♦1.6H♦111. 7 - 0.9D♦ 1.0W.+ 1.6H - 124 i EW 2/4 •+ ANCHOR BOLT DESIGN • AC131"S. APPENDIX D t ,-' ' S �,/ : SHEET -OF- 2500':, OF2500 PSI _ SDC 'C'OR ABOVE Y. Y f �K Date: 1/12/17 - - ' 1 = ,d 58000 'PSI (A-307 BOLTS) - SEISMIC RED v -0.75 100 NO: 16037A 1' s%5 DIAMETER d,. 75,ae CHES 1")e�^" t "1 BOLT HEAD TYPE 0 1 2)"drk ...Yir-+'^c ,l s t§h�•/ yyt'+ '' tl e` BOLT HEAD TYPES .+A ' i.k3r7t . ra 0- NONE(L-BOLT) r -'3i•v� .,.c .p. 7'et'^.T•T.,�.'1- .% ,fX«f+�7 �•h'�� k ^IEFFECn% Ag t 0334Ye SQ.<IN,1: •+ fy y4 3 SQUARE HEAD ".,d M`C + �i 3-` d �vsBEARING!%w A(MR. .� 5='l++cr i,J'�',i��.W 2y t ,*- •G1'i+{ • .2 HEAVY SQUARE t 3 - HEX HEAD _ BOLTSsl'..+-.r ROW50F-.>a.2` •+L,«q -,. EMB�EDMENT'`r hN fINCHE57 iAF t -INCHES - - aE1)G�1)ISTru 2s 7�. +��rt �,.d L�y' •t,2�'1�' SSa� '^Y+C 1 fs,e`� , J .,%' •Y �C � % k.J 9; C 'L4 A fd YR C• .. t#. ia5.*�yym� ° n W.," 6!v,;_" S'., x GAGE 01, - - �0*y ''^s3.,.3 rtv?xi a41r 24 1 i A .w'PITCH "u-n:c�- -t estL e ¢ rA �� �'� �,,��`'�'ni'yx" • , uv�DOES,�,rR�4r0R LARGER REINFORGNG�TI �BOLT5:T05TRUCfUR�?E�IYOR Nl7�.�k• �YM ^t . " - ?"+..r i,'.•''T', 3�ri p3'^Yti r•�d�.i"a,7�" b F4"•tig''�.' 5g+5 rr:?•!• SHEAR ANGLES Isa y, 0» ry 11NCHE5, xw 4 .. fp , tae s0. ce Ni HES �+ �`�`as"!•�i � T� ' a " �- F'SHEAR ANGLE AREA: 't 0 SO, IN. t , CONCRETE Hse-.. • .0.00 K -•... :... --_ ........ ._... _ ,,... •.... 1 .- STEEL Hse =.e . 0.00. K ;.i c:.3c", Caf p t FACTORED FORCES TO A B SHEAR + I LOAD CASE' 'r Hx Hx•Hae H2 Hx4H1 AXIAL - '1 1.21)+ 1OWe+ (1L+ 1.6H+OSU 2.70 2.70 0.00 2.70 •104 i 2 '1.2D+ 1.OWb♦ Ill♦ 1.6H+ MSU -3.50 -3.50- 0.00' .350. -3.04 4 i . 3 1,2D+1.OWa+ILL +1.6H+O5Lr 2.70 2.70 10.00 2.70 4.24 - - - 4 1.21)+1.OWb+ILL +1.6H+OSLr -350 -350 10.00 350 -4.24 5 1.41 0.00 0.00 0 O.. ,6 IAD 0.00 0,00 0.00 -.0600 3.22,-i; ' +:. •N_ ,. I - 7 1.4D 0,00 0.00 0.00 0.00 1.82 ' I. - ' 0.o0 0.00 0.00 1.82 •.I Q 06 9 " 1.2D+1.OWb+f1L+1,6H+O5U •350 0.00 - - 0.00 0.00 -3.04 w - • 10 IAD - .. 0.00 0.00. `0.00 0.00 ' 3.22j X11 '1.2D+1.OWb+f1L+1.6H+O,SLr = -3.50 0.00 0.00 0.00 - --4.24 12 1.4D 0.00 0.o0 0.00 0.00 "1.82 13 "1.2D+1.6U+3.6H+f1L 0.00' •350 0.00 .350 12.68 14 0.9D+1 OWa+1.6H 2.70 0.00 0.00 000 -6.83 i -. a -�. •"15 1.2D+1.6U+1.6H+f1L - 0.00 •3.50 . 0.00 3,50 - 11,48 �.. Sc . 16 """b.9D+1.OWe+1.6H' 2.70 0.00 .0.00 0.00 . •733 i '.+' 1.112 ..., - A) TENSION ON BOLT GROUP- ` - 1) STEEL STRENGTH (cbNn) . = 0,75 .014 29058 ib = 29.06 K < -' 2) CONCRETE BREAKOUT '' .44. -4 +. - �_ 0.75 EDGE ADJUSTED hef- 5.17. IN - .15 %hef = �, 7.75 - IN- •Anm=,.24025 IN '- + 375 SQ IN. N BLOCK 1s 'BLOCK 8 k 2725 `.14221) 15.5 . +'•' �,[ _...p F.- ••. a _ »- _. _ �... A..<= n ANco_OKW?e '.:� Wet N= 1.00 CONCENTRIC CONNECTION. Wed N: ce,min=.- 11.25 1N, 1.5Xhef= l5 ' x"IN, ,d,`' • �'-�- ., Wed,N= "0.93 J r .. We N- 1.00 CONCRETELIKELYTOCRACK.. �•/• , , e + - WcP N : 100:. CAST IN PLACE ANCHORS' i ' • �\ ' j +' Nb- 14093 Ib 4,ka 24 . FOR CIPS 1 t ' dbNcbg= 17188 ..lb = 17.19 K 3) CONCRETE PULLOUT d,= '0.70 r We P= 100, CONCRETE UKELYTO'CRACK. ••/, , 4a. L NP.r eh= 3.000 i. FOR L -BOLTS Np v' 506250 _ - - FOR HEADED BOLTS Np f 0.00 ' i• i '� - t T dtNPn= 7088 ib 7.09 K •. 4) CONCRETE SIDE -FACE BLOWOUT 1 � e FOR L-BOLTStNsb =' N/A o" 4 .1�.._ g�HOR'HEADED BOLTS 4 hef _ _-'0. = 4.00 IN-- .4 ef = r 4.75 IN cbNsb=N/A _ r- 1 '��7//jj' 4y;), EE, I•�1r��]. ' B) SHEAR ON BOLT GROUP 3) STEELSHEAR b 0.65 .+ . ON. .15110, ,lb .15.11 K. ;2), BREAKOUT FOR ANCHORS NEAREST EDGE Wec,N= 1.00 CONCENTRIC CONNECTION - - '> �. ,• y .. .. Wc,V 1.25 CONCRETE LIKELY TO CRACK HI DIRECTION , F 1 � s G=' 24.00 - H2 DIRECTION.'11.25 -, i .'►• ( 1.5%= 16.88 0 - 15 %a,r=.36.00 c.1 + .r.. x GOVERNS: .16.88 » •- - T - ,.,r GOVERNS: 11.25 A. 637.03 • SQ, IN.'.9DO600 SQ. IN. 569.53 S06 IN, - _ A_- '' 56953 SQ IW >" r A1„ <= n AV- USE'Avc Y 56953 A� c= n AVco�i�USE'A" vc y 56953 I + - .♦ t Wed,V = :. 1.00 ' is - Wed,V v 0.79 - a Hl SINGLE ANCHOR SHEAR STRENGTH ~ f - H2 SINGLE ANCHOR SHEAR STRENGTH ' T "+. • - ". l-, 6.00 -IN - le- 6.00 IN , �t a •.Vb=- 17336. Ib' 17.34 K.' Vhv 54017 Ih' 54:02 K• v _ •� w: d'Wbg- .18.18 K . �.-,.4,Vcbg= " ,6352• K y GROUP ¢Vcbg =18.18 K L i GROUP �Vcbg v 127.09 K 16037A ' 4) BLOWOUT FOR ANCHOR GROUP SEISMIC Vz , • 3) BREAKOUT FOR ANCHOR GROUP V 0.24,Vnx 0.2 Vn FOR L -BOLTS cbNsb =N/A - Hl DIRECTION c'„ _ 11.25 H2 DIRECTION cs = 28.00_ SHEET OF <1.2? 24.00 4' = 40 11.25 Date: 1/12/17 1.5 K c;, = 16.88 1.5 K c;t = 36.00 JOB NO: 00000 ' GOVERNS: 16.88 - GOVERNS: 1L25 AK= 424.69 SQ. IN. 0.65 AK 1323.00 SQ. IN. A- 569.53 SQ. IN. O)Nsb - N/A A-= 3528.00 SQ. IN. 0.00 + A,., e= n Avco?` OK Av. -= n AVcox 5- i�;,xOKW. 5) PRYOUT STRENGTH FOR GROUP .. ,;.x.•., _ Wed,V - 1.00 0,70 - Wed,V - 1.00 0.72 Hl SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH N /e= 6.00 IN 0.00 /e= 6.00 IN 1.11 Vb- 17336 ib = 17.34 K - Vb- 68070 Ib = 68.07 K GROUP 4.Vcbg- 12.12 K 0.82 GROUP bVcbg= 23.93 K 4,Vcpg= 4) BLOWOUT FOR ANCHOR GROUP SEISMIC Vz , Nu V 0.24,Vnx 0.2 Vn FOR L -BOLTS cbNsb =N/A Vu Vnx Vu Vn - 1 <1.2? HOR HEADED BOLTS: 0.4 hef = 4.00 IN 0.00 -3.04 1.11 0.00 2.86 ca,min - 11.25 IN 0.43 0.65 OK 3.21)+ 1.0Wb+ Ill+ 1.6H+ 05Lr O)Nsb - N/A -350 0.00 -3.04 1.44 0.00 5) PRYOUT STRENGTH FOR GROUP 0= 0,70 0.43 0.72 OK kcp = 2.00 N 2.70 0.00 -0 .24 1.11 0.00 Ncbg= 22918 LB SEE TENSION ABOVE 0.00 0.60 0.82 OR 4,Vcpg= 32085 Ib = 32.08 K , 0.00 -0.24 1.44 TENSIONSUMMARY: 3.99 0.29 SHEAR SUMMARY: 0.60 Hl H2 STEEL STRENGTH 4,Nsa= 29.06 STEEL STRENGTH ON, e= 15.17 15.11 EMBEDMENT STRENGTH - BREAKOUT: lNcbg= 17.19 BREAKOUT FOR ANCHORS NEAREST EDGE 40Vcbg= 18.18 127.04 EMBEDM ENT STRENGTH - PULLOUT: 4,Npn- 7.09 BREKOUT FOR FULL GROUP �Vcbg= 12.12 23.93 EMBEDMENT STRENGTH - BLOWOUT: Nsb= N/A 5'EISTv11Cti7K; EMBEDMENTSTRENGTH 4,Vsb= N/A N/A GOVERNING tbNn= 7.095I32y EMBEDMENT STRENGTH-PRYOUr 4,vcpg 32.08 32.08 - C) INTERACTION �3EISMICF�''�s 0.00 0.00 GOVERNING OVnx= 12.12 s 0.2 cbNn = 1.42 $?. 1'056 1.41) N GOVERNING mYny a 15.11 - 0.2 mVnx = 0.2 �VnY= ate1 , 2.42 lai2' 3.02 0.00 0.00 0.00 0.00 0.00 OK 1.21)+ 1.OWb+ f1L+ 1.6H+ OSLr N 0.00 0.00 -3.04 LOAD CASF SEISMIC Vz V Nu V 0.24,Vnx 0.2 Vn Nu0.2 4bNn Vu Vnx Vu Vn Nu Nn 1 1 <1.2? 1.2D+ 1.OWa+ f1L+ 1.611+ 051J N 2.70 0.00 -3.04 1.11 0.00 2.86 0.22 0.00 0.43 0.65 OK 3.21)+ 1.0Wb+ Ill+ 1.6H+ 05Lr N -350 0.00 -3.04 1.44 0.00 2.86 0.29 0.00 0.43 0.72 OK 1.20+1.OW+f a1L+1.6H+05Lr N 2.70 0.00 -0 .24 1.11 0.00 3.99 0.22 0.00 0.60 0.82 OR 1.21)+ 1.OWb+ f1L+ 1.6H♦ OSLr N -350 0.00 -0.24 1.44 0.00 3.99 0.29 0.00 0.60 0.89 OR 1.41) N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.40 N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1AD N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.41) N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.21)+ 1.OWb+ f1L+ 1.6H+ OSLr N 0.00 0.00 -3.04 0.00 O.DO 2.86 0.00 0.00 0.43 0.43 OK 3.4D N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 OK 1.20+1.OWb+fllw 7.611+OSlr N 0.00 0.00 -0.24 0.00 0.00 3.99 0.00 0.00 0.60 0.60 OK 1.4D N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2D+1.6Lr+166H+f1L N -3.50 0.00 0.00 1.44 0.00 0.00 0.29 0.00 0.00 0.29 OK 0.91)+1.0Wa+1.6H N 0.00 0.00 -6.83 0.00 0.00 6.42 0.00 0.00 0.96 0.96 OK 1.2D+1.6Lr+1.6H+fll N' -350 0.00 0.00 1.44 0.00 0.00 0.29 0.00 O.OD 0.29 OK 0.9D+1.OWa+ 1.6H N 0.00 0.00 -7.73 1 0.00 0.00 7.27 0.00 0.00 1.09 1.09 OK CRANDALL.ENGINEERING .. 5448 Merrill Mill Road Mariposa, 95338 MANUFACTURER: Cem BUILDING NO: 154-61142.1 BUILDING UNE: 1-0 CLIENT: GUDGELCONSE LOCATION: BUTTE [D, CA JOB NO: 16037A 0.Date: OF STEEL BUILDING FOUNDATION DESIGN Dale: 471: JOB NO: 1 16603703)A P & B ENDWALL COL WITH SLAB °13.5.1 METAL BUILDING LOAD REACTIONS PER MANUFACTURER Hx HE V DEAD LOAD D 0.0 0.90 0.00 1 1,5p Wd COLLATERAL LOADS C 0.0 0.60 Grevlry Co 0.0 Uplift MATERIA EARTH H OA W ..,-;Oa0.5✓ 1 +`i`0.00 Y 'i 000: `• 0.00 MAX V N 1 UVE LOAD L 0.0 OLOO 0.00 L 1 OAD ROOF LOAD U 0.0 3.90 SEtSMICLOADS ®®- 0= 0.20 (Set 101.0 if Intloded In Mfr's cel.) /p= 1.92 FOR ANCHOR DESIGN M Hx-#H7 .3.50 i'WMOCV�--: r;t3:50 i.'r'f:-S:61) "=MIN MOO MOD 0.00 1 1,5p Wd Do I ASD FOUNDATION DESIGN COLUMN LOCATION CORNER 1 INTERIOR 2 CORNER W/ SAME 0) SIDE 3 USE LOCATION: 2 WIND ADJUST= it. Se9m1c5m= Redundancy p= O.= CRITICAL SERVICE 1.00 0.50 0.52 1.00 2.50 LOADS Hx 0= 0.20 (Set 101.0 if Intloded In Mfr's cel.) /p= 1.92 FOR ANCHOR DESIGN M Hx-#H7 .3.50 i'WMOCV�--: r;t3:50 i.'r'f:-S:61) "=MIN MOO MOD 0.00 1 1,5p Wd Do I D.- I 0.00 0.00 I 0.90 WT '��:'€^0:00..".m, E'I. ,OAO.�h' 0.00 0:00 Ni MINH W ..,-;Oa0.5✓ 1 +`i`0.00 Y 'i 000: `• 0.00 MAX V N 1 0.00 O.DO OLOO 0.00 L 1 OAD 0.00 0.00 0.00 U I 0.00 O.OD 0.00 9.90 Sa 0.00 ;0.00 40.00 000'.,; MAX Hx Sb 0.00 '0.00 }000 om:' L MIN Hx Sc f0.00 iNY 0.00 30.00 .. O.OD MAXV Sd r=.0:00.•...1-E><:OpO '-6i 'e'&ODV' 0.00 MINV ADJUSTED x IAO Wa 2.90 .w,: O..00 '.'+ -,r �.. i2i90isr.y: 3:60.'!'' MAX Hx Wit .3.50 i'WMOCV�--: r;t3:50 i.'r'f:-S:61) "=MIN Hx We MOD � '=5:6D'.a MAX Hi Wd ':6'..L 2.90;u%. ,+ 0.00 "-^4190':t :- `,S!60'r .MIN Ht We :i'..:=e3S0"r ,-. '.'--"O;OO,c•., 350 '; ?:=5:60-M MAXH WT '��:'€^0:00..".m, E'I. ,OAO.�h' 0.00 0:00 Ni MINH W ..,-;Oa0.5✓ 1 +`i`0.00 Y 'i 000: `• 0.00 MAX V Wh "'i'..010.1 A *"u0.00,:.. -:0:20 -7.50 MIN Ea 0.10.:0.003, s, O'-iA 0'00 MAX: Eb -0.30 sp00� , fi 010'^ti OAOV:: MIN Ec Y.O:lOs",. e'. 0.00 .(7'0.10.'' 000 .5, MAX Hx Ed -1.10 w=O'!"'' -090 '.: MIN Hx Ee -S:lOYJ 1.10 "-0.90`.'41 MAX H Ef 'r„c 0.00: O.DO 'a^}:0.90 . w MIN H $1,0:00 Xa r` a3+.`OAOk s 'O.OW f 0.90 MAX V Eh T':"R0:00.w.':rL Irc.:]:10'�:?=!7110:4; -0.90 MIN MITICAL ASD FORCES TO FOOTING Ha MIN/MAX Nx ""` "::Ni;}, -. ,ilXaNa.. �',.: "fmV+-:-.�: LOAD CASE ' MAX W/D 174 �`�i0:00 a.,:. fi'li7aC..iG,, 1.86.».,p O.Ha0.6Wa lC p MIN W/D -2.10 $1,0:00 Xa r` D. H a0.6Wb 13 MAX W/ D. 174 'gO:ODZZI -W174r"' d 2:46L3'1$ 14 MIN W/Do D.H.O.6Wa 13 16037A EW 2/4 MATERIALS AND ALLOWABLE STRESSES: • SHEET ^'F SOIL: BEARING CAP: 15 KSF Date: 1/12/17 'f WIDTH INCREASE: 0% PER FOOT IN FXCESSOF 1' _ _ JOB NO: 26037A r - DEPTH INCREASE: 0% PER FOOT IN EXCESS OF EW 2/4 CONCRETE fc- 25 K51@28 DAYS REINFORCING: Fs= 20.0 KSI r • WT= 0.15 KCF ALTERNATE CONCRETE DESIGN CONSTANTS: - tl = 10 1 09 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) SLAB:.!�'• SIABJHICKNESS,xkty y•r Y�Z'* aT� 3'''4 NCHES C`,r�••°'c`'°��'" 7` REINFORCING-..kO Yxti>ti.@stg24IN,O C•, -.+f+ 54•IN,.•t'/sFTq,^K WEIGHT OF SLAB TO RESIST UPLIFT: ' SLAB Mr = Fs x AS X T/2 x J/12 0.000 K- FT SLAB WT= 0.050 KSF EFFECTIVE SLAB WIDTH - SQRT(2 z Mr / WT) 0.00 FT EFFECTIVE SLAB WEIGHT= WIDTH Wt= 0.000 K/LF I, FOOTINGS & THICKENED SLAB EDGE: r ENDWALL 9ERIMET'ER FOOTING'/-TNifl(MFIf�C14R`'L.�'r�+�+S°..r M"`F'�'.Yrr_f...1+"F`'r".�'=:�`t*�"1�!v12�Y!��3w2t.�Yw�w_ :5.wdl-1: _ UPLIFT: COMBINED WEIGHT OF PERMTTER AND SLAB TO RESIST UPLIFT: - ' FOOTINGWT-Wf= 0.450 KLF SLAB WT=Ws= 0.000 .KLF - TOTALWT=WHWs- 0.450 KLF • t - ENDWALLMr=133%x Fsx TOPAsx(d-2")xj/12= 19.80 K -FT EFFECFIVEENDWALLL-SQRT(2x Mr/WT)= 9.38 FT , FOR2-SIDES-TOTAL WT=2x Lx TOTAL WT= 8.44 K AT INTERIOR.&•CORNER W/ RETURN FOR 1•SIDE-TOTALWT= Lx TOTALWT- - 4.22 K AT CORN AVAILABLE FOOTING WTTHIS LOCATION= 8.44 X0.607 K MAXIMUM UPLIFT= • . 3.96 K a.M i•b._.IriuZ - BEARING: SOIL PRESSURE: INCREASE FOR WIDTH= 0% , INCREASE FOR DEPTH - - 0% s ALLOWABLE SP= 1.50 KSF , ' - EFFECTIVE LENGTH OF FOOTING FROM POST BASE ' Mr = BOTTOM As x Fs x j x (D-3")/12 12.60 K -FT L- SORT (2 z Mr/W)= 3.35 FT EACH SIDE - - 3 ` BEARING CAP = SP x B/12 = 2.25 KLF ` FOR 2 -SIDES •TOTAL WT=2z L TOTAL WT= 15.06 K AT INTERIOR W/RETURN - - FOR.1-SIDE-TOTAL.WT- Lx TOTALWT= 7.53 K AT RNTER - ' AVAILABLE THIS LOCATION= 15.06 K ' . MAX VERTICAL LOAD= 5.40 K •' TIES TO SLAB MAX H (CORNERS) - 1.74 K - • MIN 2 (INTERIOR) - 0.00 K F, i^ - • FOR 909 CORNER TIE REQUIRED As= 0.09 SQ. IN. r - FOR 44 TOTAL OF 1 As 0.20 FOR 459 HAIRPIN REQUIRED As= 0.000 SQ. IN. .. ? FOR K4 TOTAL OF 1 -> As = 0.20 ;.;, i REQ'D SPREAD FOR SLAB STEEL = _j _ KN/A FEET y TOTAL REQUIRED HAIRPIN LENGTH = KN/A FEET ULFD ANCHORAGE DESIGN I Ht MIWMAX Id -1 Nx MAX MIN MAX MIN t 1 EW 2/4 ON ' 'ANCHOR BOLT ' Q�•` DESIGN- AQ318-0S.APPENDIX D SKflE4 OF "• Z Pc = 2500 PSI '- , . SDC "C' OR ABOVE V - - ' Date: 1/12/17 6.• 58000 PSI (A•307 BOLTS) - SEISMIC RED= 0.75 JOB NO: 16W7A - r "'ryyq D1AMEIER �wfib°GROSYARF'A�OSqE'` X0.75 yJINCHE534 +.��a'T'- BOLTHEAD TYPE r0�^�` s BOLT HEAD TYPES •, _': .Tr �,. N +'aX 0 NONE (L -BOLT) i,t'gi`r 2� r M.. jj. --m,*&z # `&` -T#� �ws r�" y;s.t•; "6�C: 1 SQUARE HEAD , 4 n"• ' gEARING.Aex a 1' y.E�r`� kh.r 2 HEAVY SQUARE a3{a4 "•"�,yt�••"k'f..t&"?.3�ta . ux�f� ` 3 HEX HEAD ANO BOLTS e re ��nu wxlROWS OF2 BOLTS y"1 ' 2'+r. +�'' A'C`•'L�WN 4 HEAVY HEX • i"['JM w a4' f h f c EMBEDMENisINCHES Y 3 i a`t' y`,„s� 9"7F s,CONC C DEPTicFk^=•Y y �y y24YC INCHES 4c ST'..iefjq 'i125,.ri, ti� zt� �}<' �'� f"c� cFs„S x k x}4�y '�i«ry ",- 'z'S,2a rr..w+, d ,..si •' t ''sv.. r:+ 4 p7rt ''.¢.. a PAGES (/•' G V rt'+� t iL" s"1 Ss t^ 24a. Y �wF"'�".ss•1���d������ PffCH ^k"+.�^E»'�30•s ,A,p z°y y ..'r� i. �,T'� JKKv..c.+A� ab DOES it40R URGER >•t7«.i � ��f �� ��L`` REINFORCING TEiBOLTSgTO STRUCfURD(YOR Y N)iry J ' r - T 3"* • x� SHEAR ANG L ' >4 'tyL��i^. • _S .,��>•.... K'�,rk�.��^;;�€E�p',+�t� ;,, Isa W INCH ' ..�+� ES ?'��� � sT{��T��..f,SY•'a.i'�LuSr"T" '!'^'T'�dsa IO 91NCH w "S.u3"t0~ 'Q INCHES .„.;. ,�•1 - • - SHEA0. ANGLE AREA: _ 0 SQ: IN. VCONCRETE Hu=� 0.00 K •_ .._ _ _ _ - . .. -:. ..) L •_ '. , 4 - + ' STEEL H. ` _ 0.00 K {'..... Ce3..: G._ Gex , t .� (' • ) - FACTORED FORCES TO A -B. SHEAR :+ - ' - - -LOAD CASE - Hx Hx-Hsa H. - H>t�Hx AXIAL• I 1 .. 1 v..3 1.21)+1.OWe ♦fl1+1.6H+OSlr -2.9D 2.90 0.00. 2.90 •1.85 - i -2 1.20+1.OWb+fll+1.6H+OSLr -350 •3.50 0.00 350 ` 3 1.2D+Y.OWa+ f1L+ 1.6H+ O.SLr 2.90 2.90 - 0.00 - , 2.90 -2.57 - i a, i - - ' 4 1.20♦ 1.OWb+flL+1.6H+0.5Lr - ' -3.50 - -3.50 - 0.00 -" 3.50 •2.57 7♦ t .. 5 • - 1.4D . 0.00 - 0.00 0.00 0.00 . 2.10 _ O O 6 1.2+0.2SDSD♦ f).Ed+ fl L+0.2Sa 0.00 .0.00 -2.12 2.12; '0.23 i Hz r. 7 - 8' _ LAD _ 0.00 0.00 ...0.00. 0.00 .: .1.26 - : i - f , ... CI= 0 - -1.ID+1.OWb+I1L+1.6H+OSLr :1.2+0.2SDSD+CL Ed. fl L+0.2Sa 0.00 0.00 •2.12"- -2.12 -0.56-. Ill) + 1.owb + Ill. + 1.6H + OSL, -350 0.00 0.00. 0.00 -.-1.85 10-' 1.4D 0.00 0.00 0.00 0.00 ; 2.10 - } H>•� 11 1.21)'+ 1.OWb+ f1L+ 1.6H+O.SLr. •3.50 0.00 _ 0.00 0.00 : -2.57 12 •- --. 1.40 0.00. 0.00 0.00. 0.00 - 1.26 •I. ' X13 - 1.2D+1.6Lr+1.6H+f1L 0.00 -350 0.00 3.50. .8.04- - 14 - 0.9D+1.OWh+1.6H -0.20 0.00 0.00 - 0.00 -6.15 1.2D+,.6Lr.1.6H+flL 0.00 •3.50 0.00 350. 16 0.9D+1.OWh+ 1.6H. - -0.20 1-0.000.W '..0.00' •, -.�_ ..'. ,. ,,- Y .- - - L..... _._ ...,. .� - _ __.._......... .._. .. ...., .^ J A) TENSION ON BOLT GROUP '.y .,- ' . - + 1) STEEL STRENGTH (4)Nn) c = 0.75- , - 4 bN. 29058. Ib' = 29.06. K 2)CONCRETE BREAKOUT. " - c _ -.0.75 �' :EDGE ADJUSTED hef _ 5.17 IN - - • , -• t1.5 X fief.=.. 7.75 IN. .. - .. ... ,� - BLOCK 8 c 27.25 .• .'= IN BLOCKD- 155 IN • s 'A-_ 422.375.. SQ. IN. 240.25 SQ. IN. Wec N 1.00 r 'Wed CONCENTRIC CONNECTION • V N. •, ce,min= -11.25 IN 1.5 Xhe1= 15IN . y: ... Wed,N- 0.93 . -4' - : Wc,N=• 1.00 CONCRETE LIKELY TO CRACK J i - • .,WCP,N: 1.00- CAST IN PLACE ANCHORS .1 - Nb=.. 14093 .. Ib , kc- 24 , FOR OF ' . } ,,' 4,Ncbg= .17188 ''lb' 117.19 K - - 17 ' - 3) CONCRETE PULLOUT 4) = 0.70 , , - s •. •. - •.Wc,P= 1.00 CONCRETE LIKELY TO CRACK - ..J - �. ,•;,� .4,. Np: eh= 3.000 FOR L -BOLTS NP= ., ;..506250 - L _ _ ' • . , .FOR HEADED BOLTS Np= 0.00 � y + • ,: � , f - 4iNpn = ,7088 ' Ib = 7.09 K _. ,. _w .4) CONCRETE SIDE -FACE BLOWOUT - • 'IE " FORL-BOLTS4tNsb= N/A t•-�' , - - - -- ..4.00. ,-IN`.":.'"'. '__.,."'_-T'"".. .., ..,-.>..---..a+....... ;....-__.._Ty.HOR HEADED' BOLTS: :OA hef x7 - ca,min= 7.75 IN f. �%b= N/A < B) SHEAR ON BOLT GROUP, .� • t. �i ,. , ,� , STEEL SHEAR b. 0.65 . - 4,14.= 15110. lb 15.11 K - • 2)' BREAKOUT FOR ANCHORS NEAREST EDGE R .,; w = 0'75 - - Wec;N= 1.00 CONCENTRIC CONNECTION Wc,V- 1.25 CONCRETE LIKELY TO CRACK'"'` • 4• HIDIRECTION,. a q, = 24.00 - -H2 DIRECTION , ' " - ' q, ' 11.25 / ... + 1.5•X q,= .16.88per ... - 15 X o,,= 36.00 . ... GOVERNS ' 16:88 �� `'A,,=.s GOVERNS: 11.25. _ - A. _ 637.03 SQ.IN. J ' 900.00 SQ.IN.' . ... ,- *. A-=. 56953 • SQ. IN..56953 SQ. IN. , - A,h < n AVco �t 569.53 ASE'Avr cN, ,. A•, o n AVco�'USE+Avc - 569.53 - _ .i Wed,V - -1.00 _ 'Wed,V = -1 0.79 v -„ Yrt P. HI SINGLE ANCHOR SHEAR STRENGTHH251NGlE ANCHOR SHEAR STRENGTH •+ . a s , 'led.• 6.00 IN le'' 6.DO IN - t= • Mr;' 'Yb 17336 = Ih.17.34 K r..yb= 54017' Ib 54.02 lX Q,Vcbg - 18.18 K cbWbg 63.52 �, K • ,GROUP,tVcbg= .1818 ,K 7, '!' GROUP,tVebg- t127.04 K _ - - 16037A .. L EW 3/4 -, n 28.00 3) BREAKOUT FOR ANCHOR GROUP 11.25 Hl DIRECTION- c'„ = 11.25 GOVERNS: 41= 24.00 Av 1323.00 SQ. IN. 1.5 Kc;,= 16.88 _ GOVERNS: 16.88 Ate= 424.69 SQ. IN. A-- 569.53 SQ. IN. Az,- n AVco' . „ OK A.,. Wed,V - 1.00 Hl SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN Vb- 17336 Ib 17.34 K GROUP mVcbg - 12.12 K 4) BLOWOUT FOR ANCHOR GROUP -350 FOR L -BOLTS 4iWb - N/A HOR HEADED BOLTS: 0.4 het= 4.00 IN 1.74 ca,min = 11.25 IN 0.00 tbWb = N/A 5) PRYOUT STRENGTH FOR GROUP 0.70 kcp = 2.00 N Ncbg= 22918 LB SEE TENSION ABOVE 4iVcpg= 32085 Ib 32.08 K TENSION SUMMARY: . 2.42 STEEL STRENGTH. 4tNsa= 29.06 EMBEDMENT STRENGTH - BREAKOUT: Ocbg= 17.19 EMBEDMENT STRENGTH - PULLOUT: bNpn= 7.09 EMBEDMENT STRENGTH.BLOWOUT: cb%b= N/A SI 0.00 GOVERNING QINn= 7.09 Q INTERACTIONSEISNII 0.00 0.2 toNn= 1.42 S:OIi•� 0.2 mVnz= } F•�2Vb ! 2.42 ,��,,�a�s.T:82�j . 'LX, 0.2 PVnv= 3.02 27 H2 DIRECTION c;, = 28.00 S, = 11.25 15 % c'., 36.00 GOVERNS: 11.25 Av 1323.00 SQ. IN. EMBEDMENT STRENGTH - BLOWOUT: A- 3528.00 SQ, IN. N/A Az, <= n AVc4OKzx 4,vcpa= 32.08 Wed,V = 1.00 - H2 SINGLE ANCHOR SHEAR STRENGTH 12.12 le- 6.00 IN GOVERNING bVny= Vb= 68070 Ib = 68.07 K GROUP OVcbg- 23.93 K 0.26 �SHEET _ Date: 1/12/17 108 NO: OOOOD i ncn.,n Oa.- 15.11 15.11 BREAKOUT FOR ANCHORS NEAREST EDGE 068 = 18.18 127.04 BREKOUT FOR FULL GROUP 4tVcbg= 12.12 23.93 EMBEDMENT STRENGTH - BLOWOUT: 4,Vsb= N/A N/A v EMBEDMENT STRENGTH - PRYOUT 4,vcpa= 32.08 32.08 - GOVERNING 4tVnx= 12.12 1.20 GOVERNING bVny= 15.11 LOAD CASE SEISMIC VxV Nu Vz 0.2 Vnx V 0.2 Vn Nu 0.2 Nn Vux Vnx Vu Vn Nu Nn E <1.27 1.2D+1.OWa+ f1L♦ 1.6H+ O.SLr N 2.90 0.00 -1.85 1.20 0.00 1.74 0.24 0.00 0.26 0.50 OK 1.2D+1.OWb+f1L+1.6H+O5L, N -350 0.00 -1.85 1.44 0.00 1.74 0.29 0.00 0.26 0.55 OK 1.2D+1.OWa+f1L+1.6H+OSLr N 2.90 0.00 •2S7 1.20 0.00 2.42 0.24 0.00 0.36 0.60 OK 1.2D+1.OWb+f1L+1.6H+05Lr N .350 0.00 -2.57 1.44 0.00 2.42 0.29 0.00 0.36 0.65 OK 1AD N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2+0.2505 D+[L Ed+fl L+0.25a Y 0.00 -2.12 0.00 0.00 0.93 0.00 0.00 0.00 0.00 0.00 OK 1.40 N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2+0.2SDSD+ 0, Ed+ fl L+0.2Sa Y 0.00 -2.12 -056 0.00 0.93 0.70 0.00 0.00 0.00 0.00 OK 1.20+ 1.OWb+ f3L+ 1.6H+ 05Lr - N 0.00 0.00 -1.85 0.00 MOD 1.74 0.00 0.00 0.26 0.26 OK 1.4D N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 OK 1.21)+.S.OWb c111. + 1.6H +OSLr N 0.00--- 0.00 -2S7 0.00 -0.00 2.42 -0.00 0.G0 0.36 0.36 - OK 1.41) N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2D4 1.6Lr+ 1.6H+ f1L N -350 0.00 0.00 1.44 0.00 0.00 0.29 0.00 0.00 0.29 OK 0.9D+1.OWh+1.611 N 0.00 0.00 -6.15 0.00 0.005.78 0.00 0.00 0.87 0.87 OK 1.2D+1.6Lr+1.6H+f1L N •350 0.00 • 0.00 1.44 Do 0.00 0.29 0.00 0.00 0.29 OK DAD +1.OWh+1.6H N 0.00 0.00•6.69 0.00 0.00 6.29 O.DO 0.00 0.94 0.94 OK iLy r J -Awe 1tk4e- V -a----e FRAME ID USER' NAMF=E 6Lacsa bJITE:1: ,tZl/16 PAGE:4-2 CT+�./tfi./7;. �C+_/1ICt/C. JOB NAME -61142:A FILEfrarr�ey_c F_6l.ira SUPPORT REA IONS FOR EACH LOAD. GROUP •1LOCA3ON: Ori'dlires: 2 4 6 NOTE All reoctioh!; are in kips and kip—"s;_ 11ifE:1 & 3;i: 51 �>�� r�T�nans • HL --�P gzs,QgN - e-A.L- I Ulf LOAD GRMIQ RCA! TIAN T6QI C ^mm, i - COLUMN' gyp,U LOAD GROUP HL VL LWL HI \PR LNR DL ._ -34 4,3 0.0 —34Ql 12.9 110 COLL 311= 3,2 0,0 -3.1 3.2 0�0 EO —1.3 —0.5 0.:0 —1.3 0.4 0-0 ALT -g9 2 -2Q.3 OR 12,6 0 )AL2 —k2;4 —11.5 0101 5 — 00• Litt — ':.� —1 J.A t9.7• /c 3 ? / 1 S.4 0? 0 L%L2 -1. `—ta.4 0.0 T&6 . —19:4 LAW —198 -1 6 —Do `7.0 LA''L4 44L 3 —12.6 =14:4 0,0 $9,2 -- 20,3 010 wL4 —ss G.O t2.d —11.5 Ix0 QL €D& Dead Load U- Roof f*.Livc LQ3d C'OLL R00 00I10teral 'Load EO Lpteral Sersale Laud (parallel to,plane as frame] 4�L1 L'a#oral Prima �wsr�d Lead ry k%L.2 _ `'L,dteral ..Prirnc1ry %% nd Load LVYIJ. LvnAu+9hol Frim ary Wihd 00d L19L2 Langltudiral• Primclry Wind Load LWta L6n.91tudirnal Primary Wind Lard 0&4- Longitudinal Prirnary Wind Load. , iAL3 Lateral PriMary '1lifnd •Li -cd 1AL4L,6tordl Rrfmary 't1 nd La+ad } r " 3W:G`SOV 0.00 X%,630 "5 T"�#7.SOiRi`l;'. +6:5013^;O.00 -IR650.`W'1R xj` 7501X,` 2+3.�A0 0.004L30iF;, 7if'A?40 0.00 ^:`x:'3.'40 :? R 4.'90, ?. 7 - 1 1 1 1 RXMIN/MAX . MAX W/ Ost MIN W/ D MA%W Do MIN W Do ' .LOAD CAfE .� D.H.0 DAD ♦H. D.6Wb D.H.0 _ _ -.. _LCi 3 110 3 MAX IN D MINW D MAXW Do MINW Da .. J`,9748%;+ ;. f 9.60N',:�i! .._._......_..........._'.................... ..._...................... _....... _.................. _.._..................... ......................... _........ ' CRANDALL -ENGINEERING 110 ' <aae t>oF4ot wosA wnr STEEL BUILDING FOUNDATION DESIGN V MIN MAX SHEET OF_ P.O. BOx TCa MAX W D MINW D=7:62 MAX W Do MINW Do 4..18!60 v I=0.W,.'u' 7! ]8.60 20.50 �`.':10:00,"`�o #'iae2E62.'i "7.680.6D.H.0.6Wb .'t�,75 50"Di'.�7•,D:00'?; X15:5w" 17.30 k3:01 `O:OO a 2¢'rS g�yg,,!'C,; -9,60 VB/2017 VB/2017 3 110 3 110 P,,OW''20 o" °° - PNOF@ 207 -08a -SBM PAIL: I FRAME WITH SLAB OB N0: 1603 306-°a0-6744 V33.5.2 • MANUFACTURER: CECO y NO: 15-B-61142.1 WIND ADJUST= 1.00BUILDING BUILDING UNE: 25-B-61142-1 . f1= 0.50 f2= 0.20 • Seismic Sm= 0.52 CiCUDGEL CONST Redundancy p = 1.30 (Set to 1.0 If Included in Mffs calal LOCATION: : BUTTE CO, CA - LL = 2.50 /p= 1.92 FORANCHOR JOB NO: 16037A METAL BUILDING LOAD REACTIONS PER MANUFACTURER ' Hx Hz DEAD LOAD D 3.40 4.30 CRITICAL SERVICE LOADS COLLATERAL LOADS 3.10 3.20 G.v ty FQ Hx2HZ - Co - Uplift D 6.50 0.00 6.50 I.M. Do 3.40 0.00 3.40 4.30 MATERI EARTH H H 0.00 1 0.00 1 0.00 1 0.00 UVELOADI L L O.OD 0.00 0.00 0.00 + ROOF WAIDT U, 1 12.10 13.00 U 12.10 0.00 12.10 13.00 SNOW LOADS S S1 S2 " S3 -S. 0.00 . ti+00DAA )?j[O OD'd+; r9�0:00'..` MAX H. "So SE 0.00'';is:•O.00`,F,s!�i,:i0002'.c: =i,yO:OD.''!:` MIN Hx S5 .. Sc -TV,* 0'00 <SiY,40WO.0.00a'hf 0.00 MAX V S6 Sd 0; Do ::x}'060 6.60n€ 0.00 MINV swnmm�-� ASD FOUNDATION DESIGN Cliff ADJUSTED x 1.00 We 000 00' ?9e0:00 `,5 MAX Hx Wb - -1920 x'=ti!OOOC i ar.,:920 d:c20:30":. MIN Hx We `-19 20 +.E 000 x,:'19.20, MAX Mi Wdit-''1920^0;1; 000 "K'11920 £":20:30"-' MIN Hx We ;!`-'19 2D -*0.00 19.20 :;20130:% MAX H N F Wf '.O OO.k Y 1451100 j:.7' 0.00 7'D.00,kt MIN - W 'ef l'000 i4 '"3-000 �-�IO:OO ,t 0.00 MAXV -20.30 MINV Ea 1-30v,'.w"000k9; ^t:]f304 `i0.50'd.,''! MAX Hx ` Eb -130 .:a4.0 DOt�"I 7GX'3'3010C Ir"0-0.50tik MIN Mx Ec +6 s�=L30 !?i 000 .. 1301„ v ` 4D'S67:1 MAX H: Ed ?-.a" -L30 000 !2 7304 T4;0:5W,?! MIN Hz ` Eex'.94.=3301 swly,000k,.O; 1.30 S'r0i50ve{-MAX H EfVA000�`,'x'".,i000'y".s 0.00 +x+:0:00 --*: MIN H E ; ,ii2:1.30� j. a`"D 001(x7. '.G',,= i.C' 0.50 MAXV Eh`-`r."-L30Witr✓'O.00f+'`:.'CfF;l';30;. Pi -0.50 MINV CAL ASD FORCES TO FOOTING 3W:G`SOV 0.00 X%,630 "5 T"�#7.SOiRi`l;'. +6:5013^;O.00 -IR650.`W'1R xj` 7501X,` 2+3.�A0 0.004L30iF;, 7if'A?40 0.00 ^:`x:'3.'40 :? R 4.'90, ?. 7 - 1 1 1 1 RXMIN/MAX . MAX W/ Ost MIN W/ D MA%W Do MIN W Do W 4:.x,::HL;^•HX=)Hz %P;$f ;Vr.' �'3 - 18.60 00a:00`1..L 1860T;>r ;%`t2050 "'i C' -7.62 1O:OO:�V »'t7.625i ratix"; 768''. 15.50 .O:OO:...tx:15i50^'%4 ivz'17:30^:' -9.48 YfO:OD�i ". �C' r .LOAD CAfE .� D.H.0 DAD ♦H. D.6Wb D.H.0 _ _ -.. _LCi 3 110 3 MAX IN D MINW D MAXW Do MINW Da .. J`,9748%;+ ;. f 9.60N',:�i! 0.61). H+0.6W6 110 V MIN MAX MAX W D MINW D=7:62 MAX W Do MINW Do 4..18!60 v I=0.W,.'u' 7! ]8.60 20.50 �`.':10:00,"`�o #'iae2E62.'i "7.680.6D.H.0.6Wb .'t�,75 50"Di'.�7•,D:00'?; X15:5w" 17.30 k3:01 `O:OO a 2¢'rS g�yg,,!'C,; -9,60 D. H. U D. H. U 0.6D♦M.0.6W6 3 110 3 110 ASD FOUNDATION DESIGN Cliff ADJUSTED x 1.00 We 000 00' ?9e0:00 `,5 MAX Hx Wb - -1920 x'=ti!OOOC i ar.,:920 d:c20:30":. MIN Hx We `-19 20 +.E 000 x,:'19.20, MAX Mi Wdit-''1920^0;1; 000 "K'11920 £":20:30"-' MIN Hx We ;!`-'19 2D -*0.00 19.20 :;20130:% MAX H N F Wf '.O OO.k Y 1451100 j:.7' 0.00 7'D.00,kt MIN - W 'ef l'000 i4 '"3-000 �-�IO:OO ,t 0.00 MAXV -20.30 MINV Ea 1-30v,'.w"000k9; ^t:]f304 `i0.50'd.,''! MAX Hx ` Eb -130 .:a4.0 DOt�"I 7GX'3'3010C Ir"0-0.50tik MIN Mx Ec +6 s�=L30 !?i 000 .. 1301„ v ` 4D'S67:1 MAX H: Ed ?-.a" -L30 000 !2 7304 T4;0:5W,?! MIN Hz ` Eex'.94.=3301 swly,000k,.O; 1.30 S'r0i50ve{-MAX H EfVA000�`,'x'".,i000'y".s 0.00 +x+:0:00 --*: MIN H E ; ,ii2:1.30� j. a`"D 001(x7. '.G',,= i.C' 0.50 MAXV Eh`-`r."-L30Witr✓'O.00f+'`:.'CfF;l';30;. Pi -0.50 MINV CAL ASD FORCES TO FOOTING 3W:G`SOV 0.00 X%,630 "5 T"�#7.SOiRi`l;'. +6:5013^;O.00 -IR650.`W'1R xj` 7501X,` 2+3.�A0 0.004L30iF;, 7if'A?40 0.00 ^:`x:'3.'40 :? R 4.'90, ?. 7 - 1 1 1 1 RXMIN/MAX . MAX W/ Ost MIN W/ D MA%W Do MIN W Do W 4:.x,::HL;^•HX=)Hz %P;$f ;Vr.' �'3 - 18.60 00a:00`1..L 1860T;>r ;%`t2050 "'i C' -7.62 1O:OO:�V »'t7.625i ratix"; 768''. 15.50 .O:OO:...tx:15i50^'%4 ivz'17:30^:' -9.48 YfO:OD�i ". �C' r .LOAD CAfE .� D.H.0 DAD ♦H. D.6Wb D.H.0 _ _ -.. _LCi 3 110 3 MAX IN D MINW D MAXW Do MINW Da .. J`,9748%;+ ;. f 9.60N',:�i! 0.61). H+0.6W6 110 MAXW DR MINW D MAX W/ Do MINW Do 3W:G`SOV 0.00 X%,630 "5 T"�#7.SOiRi`l;'. +6:5013^;O.00 -IR650.`W'1R xj` 7501X,` 2+3.�A0 0.004L30iF;, 7if'A?40 0.00 ^:`x:'3.'40 :? R 4.'90, ?. 7 D - D D - D 1 1 1 1 Hx-)W MINIMAX MAX IN D MINW D MAXW Do MINW Da i'.+'1&60r DOOsn�. 18.60 i!?=2'14`_T? , 20:00;,x 2.14 L64 15.50 1530' $':.0:35 5�L,"6.W� 0.35 `•131730'. x=s D. H.0 U-H.0.750.6Wh 40,75t.0.755a D.H.4 - D. H. Lr 3 46 3 118 V MIN MAX MAX W D MINW D=7:62 MAX W Do MINW Do 4..18!60 v I=0.W,.'u' 7! ]8.60 20.50 �`.':10:00,"`�o #'iae2E62.'i "7.680.6D.H.0.6Wb .'t�,75 50"Di'.�7•,D:00'?; X15:5w" 17.30 k3:01 `O:OO a 2¢'rS g�yg,,!'C,; -9,60 D. H. U D. H. U 0.6D♦M.0.6W6 3 110 3 110 16037A RF 1/4 f ASD FOUNDATION DESIGN - - • SHEET-Zll OF MATERIALS AND ALLOWABLE STRESSES: Date: 1/7/17 SOIL: + - BEARING CAP: 1.5 KSF - JOB NO: 16037A WIDTH INCREASE: 0% PER FOOT IN EXCESS OF V _ - DEPTH INCREASE: '0% PER FOOT IN EXCESS OF V CONCRETE: f c = 2.5 KSI @ 28 DAYS • REINFORCING: Fs = 20.0 KSI WT- 0.15 KCF ' ALTERNATE CONCRETE DESIGN CONSTANTS: N = t10.0 SLAB: 1= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) ��'.g.�,rte.,, rte' SLAB THICKNESS:�y,.✓"Y- '` iy ;��_;,iic?�,j �gcINCHES•�.:'" a saioY >� REIIV"CING .:Y:sa0 @...s..Y:24,h�;.cIN10rC'�i�..^,d'��'E. .b.`" sa•«.S.Y„-.:•sa...c"•^ s,,r�' , . .._ WEIGHT OF SLAB TO RESIST UPLIFT: • - SLAB Mr = ' Fs x As x T/2 x 1/12 = 0.000 K- FT - SLAB WT= 0.050 . KSF - EFFECTIVE SLAB WIDTH = SQRT(2 x Mr/ WTI = 0.00 FT • s + FOOTINGS & COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: FOOTING WT= Wf = 0.225 KLF SLAB WT= Ws = TOTAL WT - Wf ♦ W! 0.225 PERIMETER Mr=Fsx TOP Asx(d-2")xJ/12= EFFECTIVE PERIMETER L= SORT (2x Mr/WT) = FOR 2 -SIDES -TOTAL WT= 2 x L xTnTAI WT= 0.000 KLF 9.60 K -FT 9.24 FT REINFORCING � T�O�P =tf4ygr.TOTAL OF 5' � TOPS •'100 SQ IN � �^•��'"kk `" " _s!.c"TOTALAF �S BOT�As g•�,",l 0U ''} 1' Sq I_N.•;,y- ,•.. L�.,�-__•eA� ,gBOTTOM ti4 , „'s„`_�__ 5-Y ' � _ r ai5 - UPLIR ON FOOTING: WEIGHT: FOOTING=. 13.20 K , ! SLAB AT FOOTING= 0.00 OVERBURDEN @ 120 PCF = ' 0.48 • , PERIMETER FOOTING AND SLAB= 4.16 + - t TOTAL DEADWEIGHT= - 17.84 - X0.60= • 10.70 K s -- •"_ - - MAXIMUM FRAME UPLIFT= - 9.60 K ypK •®A ._ SOIL BEARING: MAXIMUM VERTICAL FOOTING LOAD - 20.50 K ' AREA 32.00 SO, FT. 1 INCREASE IN BEARING FOR WIDTH= 0%• ' INCREASE IN BEARING FOR DEPTH = 0% s ALLOWABLE SOIL PRESSURE= r 1.50 KSF t APPLIED SOIL PRESSURE= 0.64 KSF BENDING STRESSES IN CONCRETE AND REINFORCING: POSITIVE BENDING IN FOOTING _ CANTILEVER FOOTING LENGTH = L/2 = 4.00 FT s POSITIVE MOMENT= SP x W X L-2/2 = , 15.38 K -FT , r P = 0.08% K= 0.1310 1= 0.9563 ., s fs= 5.8 KSI Fs= .20.0 KSI �g� OK' -M •- `' fc= 75 PSI F'c= 1125 • PSI ""•pK r NEGATIVE BENDING IN FOOTING - MOMENTDUETOPERMITERFTG= 16.63 K -FT. .-MOMENT.DUETOFOOTING.WT=-. -- -^' --413:20•K-FT-. ..- TOTAL NEG. MOMENT= 29.83 K -FT '•• 1�,. _.~ ~__ •` ^-��-T�+�`-T�^- -_^ P = 0.08% K = 0.1324 J= 0.9559 ' •A - fs= 11.3. KSI Fs= 20 KSI xsemy .zw3 fc= 136 PSI - F'c= 1125 PSI HAIRPIN FRAME TIE ANGLE ATTO SIDEWALL= 90 DEG MAX. TENSION TO SLAB = : 18.60 K • REQ'D As = 0.93 , SQ IN TOTAL= 0.47 SQ IN/EA SIDE - PROVIDED STEEL- 1f5TOTAL 2 As= 0.62 SQ IN/EA SIDE REQ'D SPREAD FOR HAIRPIN = 0.0 FEET/EA SIDE TOTAL REQUIRED HAIRPIN LENGTH= 0.00 FEET ,�s�{.y►�- 16037A �. • i e �'�I RF 2/4 } IRFD ANCHORAGE DESIGN CRITICAL LRFD FORCES TO ANCHORS SDC •C' OR ABOVE Y 1 �( Ha MIN/MAX H. ':7"✓kW,iA I L.' b6i:4Ifi$f ww,:V,'i LOAD USE LCp MAX W/ OR 1 27.16 10OADVZr,27x1610, .-A4B190*s L2D+L6Lr+1.6H+Ill. 7 MINW D -13.35;i''•';0:00#„��1345":'•'St^'=13:55'd'� 0.9D+LOWb+1.6X 125 MA XW Do 23.44 :'•''i0:0U,w'i ;;;.i29:A0 ?vM:„7g5:96^a.L 1.2D+L6U+1.6H+IIL 7 IN Do -16.14 tXO.00:3i1'•'?:16i1:01?'T:7;j6:43? i., 0.9D+LOWb+1.6X 125 MINW D MAX W Do MIN W1 Do ANCHOR BOLT DESIGN - AC1318-05APPENDIX D fc=2500 PSI IN, conn.. . P.., .. �....,•.•�., e SXEET!�jpOF_ Det.: 1/2/17 108 NO: 16037A SHEAR ANGLE AREA: 0 SQ, IN. CONCRETE Hs a = 0.00 K STEEL Hsa = 0.00 K .. 14 0.91)+1.OWb+1.6H _ ..13.35- -13.35. __.0.00-..13.35._ -13.55 _.. _.« _ _. __...� :..--...•��.� .. _ '�. 'W-.--.._ 1.2D+1.6Lr+1.6H +f1L 23.44 23.44 0.00 23.44 25.96 lfi 0.9D+1.OWb+1.6H -16.14 -16.14 0.00 16.14 A) TENSION ON BOLT GROUP - 1) STEEL STRENGTH((ONn) -=0.75 (�Nsa= 168606 Ib = 168.61 K 2) CONCRETE BREAKOUT dt= 0.75 EDGE ADJUSTED hef= 8.17. IN ' • - 1.5Xhef= +12.25 IN - -BLOCK B= 41 IN BLOCK D. 29.50 IN - + A. = 1209.5 SQ. IN. c A-= 600.25 SQ. IN. •' - A., _ n ANcoMK; ' Wec,N= 1.00 CONCENTRIC CONNECTION �. Wed,N: ca,.In = 12.25 IN 1.5 Xhef= 36 IN - - Wed,N= 0.80 . Wc,N= 1.00 CONCRETE LIKELY TO CRACK Y Wcp,N : 1.00 CAST IN PLACE ANCHORS Nb= 28006 Ib kc= 24 FOR CIP { - - ONcbg = 33947 Ib = .33.95 K 16037A . RF 3/4 SDC •C' OR ABOVE Y 1 �( SEISMIC RED= 0.75 OLTHEADTYP-E.sly, BOLT HEAD TYPES 0 NONEJL-BOLT) 1 SQUAREHEAD SRI 2 HEAVYSQUARE 3 HEX HEAD ^BOLTS,=q ti* TOTAL` ES s '•€pCONC DEPTH$FL 36' ,INCHESuy, GE, STRUCTURE (Y OR N)7 s 0INCHES �,,y�.: 4 HEAVY HEX SHEAR ANGLE AREA: 0 SQ, IN. CONCRETE Hs a = 0.00 K STEEL Hsa = 0.00 K .. 14 0.91)+1.OWb+1.6H _ ..13.35- -13.35. __.0.00-..13.35._ -13.55 _.. _.« _ _. __...� :..--...•��.� .. _ '�. 'W-.--.._ 1.2D+1.6Lr+1.6H +f1L 23.44 23.44 0.00 23.44 25.96 lfi 0.9D+1.OWb+1.6H -16.14 -16.14 0.00 16.14 A) TENSION ON BOLT GROUP - 1) STEEL STRENGTH((ONn) -=0.75 (�Nsa= 168606 Ib = 168.61 K 2) CONCRETE BREAKOUT dt= 0.75 EDGE ADJUSTED hef= 8.17. IN ' • - 1.5Xhef= +12.25 IN - -BLOCK B= 41 IN BLOCK D. 29.50 IN - + A. = 1209.5 SQ. IN. c A-= 600.25 SQ. IN. •' - A., _ n ANcoMK; ' Wec,N= 1.00 CONCENTRIC CONNECTION �. Wed,N: ca,.In = 12.25 IN 1.5 Xhef= 36 IN - - Wed,N= 0.80 . Wc,N= 1.00 CONCRETE LIKELY TO CRACK Y Wcp,N : 1.00 CAST IN PLACE ANCHORS Nb= 28006 Ib kc= 24 FOR CIP { - - ONcbg = 33947 Ib = .33.95 K 16037A . RF 3/4 C) INTERACTION SEISMIC 0.24tNn= 6.79 x5:09` 0.2 gtVnx = 5.02 3:76 0.2 OVny= 6.13f';6'60�ia,. + 1.b1.1 + 1.bH + D+1.OWb+1.6 1.41) 1AD 1.213 + 1.6Lr +. 6Lr+ 1.6H 1.0Wb+1 16037A RF 4/4 3) CONCRETE PULLOUT ct = 0.70 A}�IgL WC,P= 1.00 CONCRETE LIKELY TO CRACK SHEET ✓ \OF_ Np: eh= 3.750 Date: 1/7/17 FOR L -BOLTS Np = 10546.88 10B NO: 16037A FOR HEADED BOLTS Np = 44740.00 ,oNpn = 125272 Ib = 125.27 K 4) CONCRETE SIDE -FACE BLOWOUT - FOR L-BOLTSbNsb= N/A NOR HEADED BOLTS: 0.4 hef = 9.60 IN ca,min = 12.25 IN ONsb = N/A 8) SHEAR ON BOLT GROUP 11 STEELSHEAR d = 0.65 ONsa= 87675 Ib = 87.68 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE m = 0.75 Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V= 1.25 CONCRETE LIKELY TO CRACK HI DIRECTION c<2= 18.00 H2 DIRECTION c,�= 12.25 1.5X5<= 18.38 1.5 Xc•t= 27.00 GOVERNS: 18.00 GOVERNS: 12.25 Ar<= 760.27 SQ. IN. A*= 944.00 SO. IN. A_ = 675.28 SO, IN. A- 675.28 SOL IN. l4<<=n AVw QK .:1;...� .. A -n AVW! K Wed,V = 1.00 Wed,V = 0.84 HI SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH le= 10.00 IN le= 10.00 IN Vb= 25430 Ib = 25.43 K Vb- 45295 Ib = 45.29 K OVcbg= 26.84 K OVcbg= 49.63 K GROUP,bVcbg= 53.68 K GROUP(tVcbg- 198.53 K 31 BREAKOUT FOR ANCHOR GROUP HI DIRECTION c;,= 17.25 H2 DIRECTION c',t= 23.00 c,t= 18.00 4,= 12.25 1.5Xc',<= 25.88 1.5 Xc',t= 34.50 GOVERNS: 18.00 GOVERNS: 12.25 A,, = 843.09 SQ. IN. ,. AK = 1190.25 SO, IN. A<a = 1339.03 SO. IN. am = 2380.50 SQ. IN. A�< r- n AVw-w7O� K < A« r_ n AVw OK Wed,V = 1.00 Wed,V = 1.00 HI SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH - le= 10.00 IN le= 10.00 IN Vb = - 42494 Ib = 42.49 K Vb= 65423 Ib = -65.42 K GROUP(bVcbg= 25.08 K GROUPtbVcbg= 30.67 K 4) BLOWOUT FOR ANCHOR GROUP ' FOR L -BOLTS 4)Nsb= N/A HOR HEADED BOLTS: 0.4 hef = 9.60 IN ca,min= 12.25 IN 4SNsb= N/A S) PRYOUT STRENGTH FOR GROUP 0.70 kcp - 2.00 Ncbg= 45263 LB SEE TENSION ABOVE .bVcpg = 63368 Ib = 63.37 K TENSIONSUMMARY: SHEAR SUMMARY: Hl H2 EEL STRENGTH �Nsa- 168.61 STEEL STRENGTH �Nza = 87.68 87.68 BEDMENT STRENGTH - BREAKOUT: rEMBEDMENT ONcbg = 33.95 BREAKOUT FOR ANCHORS NEAREST EDGE OVcbg = 53.68 198.53 BEDMENT STRENGTH - PULLOUT: ¢Npn= 125.27 BREKOUT FOR FULL GROUP OVcbg= 25.08 30.67 STRENGTH - BLOWOUT: Nsb= N/A SEISMJr?� EMBEDMENT STRENGTH -BLOWOUT: tVsb= N/A N/A .__--NONSEISMICGOVERNING oNn=--•33.95 `�2546�- �--- - EMBEDMENT' STRENGTH=PRYOUT"- - 4,V,pg=" 6397' -63:37 GOVERNING 4OVnx- 25.08 �78:81;a GOVERNING 4OVny= 30.67 C) INTERACTION SEISMIC 0.24tNn= 6.79 x5:09` 0.2 gtVnx = 5.02 3:76 0.2 OVny= 6.13f';6'60�ia,. + 1.b1.1 + 1.bH + D+1.OWb+1.6 1.41) 1AD 1.213 + 1.6Lr +. 6Lr+ 1.6H 1.0Wb+1 16037A RF 4/4 SUPPORT REA01IONS FOR EACH LOAD GROUP nbCATION., GrIldbw 3 6 7 NOTE All reactions ere it: kipr, and.kfp=ft. KA010i. WT . N A710N$ HL —1 VLI LOAD MnLfP RIPAt'"rAll VADI V Imm Ii, ce a, 0 L 50 mr-- r" clml� FRAME W2 USER NAMEEMLacp1a DATF-'12/21/16 PAGIE' 2-2 ct so./tI127. 2,0./1 to./G. JOB NAME 6114-21k FlLE- frcrmes_3_6_jr. fro IWE,. 1& 40:1 COLUMN R, D ool ead Load LL Roos Live Lo*d COLL iiaof C * c1lateral, Lood EQ LOAD OR011 HL VLINL q00 HR VR LNR OL 3.8 4-A —� 4-A 0,0 LL t261-3-2 L44teral Pl"iffiaty Wind'L00d 2:.'6 1.;3 p% Ot COLL 3A 3z —o"D —11 15 EQ—= —1 3 -15- 0--5 --M 0.0 —1.3 0-.5 0.0 WLT- - 4, --71-1.-5 O.D. t2. 0,0 WI -2 — j2T —::i-97 —odD —&o. 6.0, LVL1 —00 .14_i LK -2 —14.1 0;,0 010 LIALI —7.0 7.2 LIAL4 WL3, 1 —12,9-1 :15,'0 - Oi;D t9 6 —20.4 0a 0 WL4 0 0.0 12-7 -1 l:5 DL R, D ool ead Load LL Roos Live Lo*d COLL iiaof C * c1lateral, Lood EQ Lateral Salunit Load [p(mallel to plane Of fl,,aFnel WL1 Lut6rul Primary Wind WL2 .1-oad Latero l'Primary Wind Load' Primary Wind Load LIAL.2, Longi ',udinal.Primary. 'kvin'6.Loo,d tion,91WdInal -POrnary ffindlop.d . POIffiaity.-ftd, Load WL3 'Lateral Primary 'A!Ind.*Lo .1 ad WC4 L44teral Pl"iffiaty Wind'L00d i—:HR VR E. -D I ..... ..... .. ..... ...... . . ........ . .............. ................................... ........... ........... ... . . . ... ... .................. . ... CRANDALL ENGINEERING -E 3 4956 PONDUROSA WAY 'STEEL BUILDING FOUNDATION DESIGN SHEET �2A- Of - 13 Date: 1/8/2017 JOB NO: 16037A 4,5 PMC;;;-* 209-066�CA 9596" PAX: 200-088-0714IRIGID FRAME WITH SLAB V13.5.2 MANUFACTURER: CECO WINDADJUST. LOD • BUILDING NO: 15-841142-1' BUILDING LINE: 3A, 3G, SA. SG, 7A. 7G fl. O.So f2. 0.20 Seismic Soo= 0.52 CLIENT: GUDGELCONST •Redundancy p= 130 (Set to 1.0 If Included In Mfr's talcs) LOCATION: BUTTE CO, CA a.. 2.50 - /P= 2.92 FORANCHOR JOB NO: 16037A METAL BUILDING LOAD REACTIONS PER MANUFACTURER DEAD LOAD 0 SEISMIC LOADS El --7130 .0.50 CRITICAL SERVICE LOADS E2 1.30 0.50 V�:20F40.7. COLLATERA MAMI 3.10 Gravity Hx -D M Ed -V Wd • Co1.10 1 Uplift 1 6.90 0 OD �t*.Hljjj H -E7 Wl, 0.00 .AO.00 Do .90 0.00 3.. so 4.40 Wh MIN L30 'W4 �*?I:30 -A At Ef)�.500 Eb • MATERIA EARTH H 0.00 tl: �u: MAX Hz d NEh H 0.00 1 0.00 1 0.00 0.00 UVELOAD L Ef UOOV24 0-00 VIO.'065iN MIN H E E 0.00 MOD ROOF LOAD1 Lr 1 12.60 1 13.20--1 Lr 12.60 0.00 12.60�13 20 SNOW -- SEISMIC LOADS El --7130 .0.50 ADJUSTED x LOO We 0.00 446;'; �-00O�- -sCr.'00kw' MAX HX E2 1.30 0.50 V�:20F40.7. MIN Hx E3 We M Ed 51 138 d Wd ES MIN Hz E6 770-'OO*n-3-20.301,:MAX H -E7 Wl, 0.00 .AO.00 E8 . ASO FOUNDATION DESIGN ejfil��000,-'y `,5Y000 '+' 1WH1 Sb MINHx Sc It", 0. Op* 0 00 "INV Sd Ir DO 000 11 . -0..-d" MAX W/ DR MINW/DR !LAX W// Do MIN W Do #`6:90.:x$ 40 OX 7 -7 0;4,r.9 1 W,6!30-1�4 0.00 Wx'.%,6:90,�. IMW7 7OWN41 9i 0-w h-WOMWI, -11W- 4,7 - �130JXJ 0.00 I45,,T80W,'I=,(?4;46g4,6j ADJUSTED x LOO We 0.00 446;'; �-00O�- -sCr.'00kw' MAX HX Wb V�:20F40.7. MIN Hx We M MAX Ht 51 138 d Wd 0.00 7,20A0X MIN Hz We 770-'OO*n-3-20.301,:MAX H L5 310 Wl, 0.00 .AO.00 MINH WK VINO 1I.70 Wh MIN L30 'W4 �*?I:30 -A At Ef)�.500 Eb -L30 %,4; MAX Hx MIN Its 0.00 tl: �u: MAX Hz d NEh 001) 0 ;Q, MIN HZ Ee 0:06"V L30 MAX H Ef UOOV24 0-00 VIO.'065iN MIN H E E Om 4k,k4130A! 0. 4 '14130A! MAX V 011601V�� kfti,.X " 11 -0.50 MIN MAX W/ DR MINW/DR !LAX W// Do MIN W Do #`6:90.:x$ 40 OX 7 -7 0;4,r.9 1 W,6!30-1�4 0.00 Wx'.%,6:90,�. IMW7 7OWN41 9i 0-w h-WOMWI, -11W- 4,7 - �130JXJ 0.00 I45,,T80W,'I=,(?4;46g4,6j 0 D 0 D Hx�Hx MIN MAX MIN jOR MAXW Do =1915OA1 �466.66-wq 19.50 "0.00�i0-65 HM-E157r 1716401fi0 6.40 17601��j i. k'. 0.59 D.H+L, D.H+0.75(0.6Wg+0475L+G,7SSa -- 0+H+ IlMIN D. H.L 51 138 d V MIN MAX MAX W D MINW D MAX W/ Do110 MIN W/ Do ud; Jbl�,�t 26.47 PL77�62!j--',, -7.62 73.17 W170it". WO 00'01 4W!1.48741 1.10 1 D . H . 0.75(0.6W,l +0.751. - 0.75 0.6 D + H . 0.6Wb D + H . 0.75fo.6Wal +0,751.+0.75U 0.6. + K. 0.6wb L5 310 16037A RF 114 + ASD FOUNDATION DESIGN MATERIALS AND ALLOWABLE STRESSES: - SHEET��f-_ SOIL:BEARING CAP: 1.5 KSF r Date: 1/8/17 + WIDTH INCREASE: 0% PER FOOT IN EXCESS OF V + _ 108 NO: 16037A DEPTH INCREASE: 0% PER FOOTIN EXCESSOF V CONCRETE: fc = 2.5 KSI @ 28 DAYS . REINFORCING: Fs = 20.0 KSI - WT= 0.15 KCF ALTERNATE CONCRETE DESIGN CONSTANTS: N = 10.0 ' 1 APPROXIMATE MR CALCULATIONS) / SLAB 09 (ASSUMED FOR APPR- WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = FsxAsxx1/12 0.000 K- FT 0.0 ' SLAB WT= 0.050 KSF EFFECTIVE - - EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT) = 0.00 FT EFFECTIVE SLAB WEIGHT = WIDTH x Wt = 0.000 K/LF FOOTINGS B THICKENED SLAB EDGE: t COMBINED W EIGHT OF PERMTTER AND SLAB TO RESIST UPLIFT: , FOOTING WT= Wf = 0.225 KLF SLAB WT= Ws= 0.000 KLF TOTAL WT= Wf ♦ W! 0.225 - UPLIFT ON FOOTING: - WEIGHT: FOOTING= 13.20 K - SLAB AT FOOTING= , 0.00 OVERBURDEN @ 120 PCF = 0.48 M PERIMETER FOOTING AND SLAB= 416 _ " TOTAL DEADWEIGHT= 17.84 X 0.60 10.70 K SOIL BEARING:-• _ - ' MAXIMUM FRAME UPJFT= 9.60K ' t MAXIMUM VERTICAL FOOTING LOAD= 26.47 K AREA = 32.00 SQ. FT. INCREASE IN BEARING FOR WIDTH = 09A ` INCREASE IN BEARING FOR EPTV _ 596 ALLOWABLLE 501. PRESSURE= � 1.50 KSF " APPLIED SOIL PRESSURE= 0,83 KSF BENDING STRESSES IN CONCRETE AND REINFORCING: ' POSITIVE BENDING IN FOOTING - CANTILEVER FOOTING LENGTH = L/2 = 4.00 FT " POSITIVE MOMENT = SP x W x LA2/2 = 19.85 K -FT P = 0.08% K = 0.1310 -1= 0.9563 fs = 7.5 KSI Fs = 20.0 KSI fc = 97 PSI F'c = 1125 PSI NEGATIVE BENDING IN FOOTING MOMENT DUE TO PERMITER FTG= MOMENT DUE TO FOOTING WT= 13.20 K -FT TOTAL NEG. MOMENT= 29.83 K -FT r P = 0.08% K = 0.1324 1= 0.9559 fs= 11.3 KSI Fs= 20 KSI- fc= 136 PSI ' ' F'c= 1125 PSI HAIRPIN/FRAMETIE ANGLE ATTO SIDEWALL= 90 DEG _ MAX. TENSION TO REQ'D 0.98 SQ IN TOTAL= 0.49 SQ IN/EA SIDE - PROVIDED STEEL: i BS TOTAL 2 As= 0.62 'SQ IN/EA SIDE Q'D SPREAD FOR HAIRPIN= - - -�� 0.0 FEET/EA BIDE ' OTAL REQUIRED HAIRPIN LENGTH= 0.00 FEET 16037A RF 2/4 f / 'LRFD ANCHORAGE DESIGN •.1�- - SHEET OF - OR L _CRfTICAL LRFD FORCES TO ANCHORS - Date: 1/2/17 .., Hx MIN/MA% MAX W DR .'.MINW D - MAX W1 Do - - MIN W Do - Ibi xa;�<Hzs •zlCiF4fti':1:aV$.'s>:+;K 28.44 8:�'{OTOO.J`? f 28?44�'H Az °Sr30,365 k - -13.39 ."0x.SU'xOD •%8'/ Li:39' A'r"dE13^47 ;S .24 72. Ctl.Moo a�' I Iiii24`72r `�`i,'r 26.'40 •%�:.. 1618. --i`.30:00+5 5 llIM8M'.I 16f44M CASE LOAD CASE : LZD+ LOAD �fll .. 0.9D. 1.OWb+16H L2D. 1.6Lr ♦ Y6H+/IL 0.91)+I.OWb+1.61-1 LCp 7 125 7 W MIN MAX MAX W D MINW D MAX W Da MINW Da .,.. - y;:^966x'?° 0.00 # 49�fi6h'xp 5 'x1078'ia ^ix.966 `{7 0.00 T.966rt aa1078..r?. ;?.,5 32 - 0.00: 5 32n '4V36.165:11' - :h532v'_2.00 ..'SH2++. T !`.6x16:""_= .-.. •- L40 LAD L AD _ _IAD " 1 1 L Hx4M MIN MAX .. MAX WO - MINW p `MAX W Do ' MIN W Do :528441 O.VO : 28.44 EG,c30:36'f3, x.25068 dof-m:f 0.68 i'+ 35`S4a :s 'ef°•3472a"n '%'D00 rv7 24.72s°2640�7,�5` ? (A;S2it� IFX6-- 6-aj 1 0,52 ,5)-2?SCS ;: - 1.ZD. 1.6Lr+LAM+f1L- 1.2D.1.0W ♦f11+1.6M+0.51r 1.2D+ 1.61x+ 1.6H +f1L. 0.9-0.2SD5 D+ L1 Eb .1,6H 7 58 7 .173 - ..VMIN MAX + ..•.. ' "1'8r MAXW D MINW D - MAX W/ Do ,. MIN W Do 1:s2L49.''aQ 0:00,r e 21 7' .:40,21. 9+=`L3.39nE0:0D-13L39': . -13.47 1� 177711 +^30<OOy�+,�^fT7.7.Z=. .'36.25 0$=`S6s181 GA'fU`0061 "`15'19'x: 1.2D+1.6Lr+1.6H+O.SW ' 0.9D+S.OWb+1.6H. 1.2D+1.6Lr.J6H+0.5W 125 18: 0.9D+LOW6 16H 125 > . ANCHOR BOLT DESIGN = AC3316-05 APPENDIX fc=v 2500 PSI 'ey SDC'C OR ABOVE .,y. ° . fw- - 58000 PSI (A•307 BOLTS) SEISMIC RED = 0.75 ` BOLTHEAUNPE4 r}1c6:,1 .7,�r1 tsy , REAkvxr12�27iw.,`�5g04 HEAD TYPES �;?�1S •2 Wit. '� .'?a "+ w 7 >« 0 NONE L -BOLT i 'fa. { 9 regi x� ""--.ag,,,. ,.`t"s-,1''C" °"'x. .Y•' 7�;Ie'.. - k rY4{-Y. 1 SQUARE HEAD _ _ yrs BE�RING,{"�2737 '.!• r'Y,y.•s ` .,•j�q °6''Y '8� �ng.rk1-g'V'gx'7~"rYit£ t4'ew 2 HEAW SQUARE ��N080� n�SOF�k� 3 HEX HEAD •: , , ' - � s ,yt%a..3. r �� � B 4c � '$� ..a��L � HEAVY . r � Lt . x z.`#', < EMBIE•DMEchi 2q�� CH '4'' CONC DEPTH2)y fs •36 INCH . n y •. x -. EDGE DIST q 12;25 �f �: .�; - _ r 4 Y� ra��L• ,3.,.y - +.Y 3•cs ,�1"h 6.Bk'r -nY � DOES if4ORLLARGER!REINFORCNGTIE.BOLTS TU¢TRUC'R1RE Lr<ORIN)7 "u i y #' ',E SHEgRSANGLE sa •� , {. , aEY,ffiAll s'5i'Ou.,a'kS'AN- ' rM 6 i SHEAR ANGLE AREA: 0 ' SO• IN: CONCRETE Hsa =� '" r .0.00 'K :( i -- - - - ' STEEL Hsa;= 0.00' K ` Ga. Gal i x FACTORED FORCES TO A.B.. SHEAR' • - * LOAD CASE Hx Hx-Hsa Hz Hx4Hz. VERT( - 1 - 1.2D+1.6Li+1.6H+(1L 28.44 28.44 0.00 28.44 30.36 I i. 2 0.9D+1.OWb+1.6H I •13.39 . -13.39 0.00 13.39. •13.47 i' _ Y I _ 3 1.2D+1.6Lr+1.6H+(1L 24.72 24.72 0.00 24.72- 26.40 •t^'' 4 0.9D+ 1.OWb+ 1.6H -16.18 -16.18 0.00 - 16.18 - ` ` S 1.4D -16.44 I" ° ! Y•^ 9.66 , 9.66. , 0.00 9.66. 10.78 . 6 ' = 1.4D 9.66 - 9.66 0.00 9.66 - 0 c. -/ + 7 1.4D 10.78. d ..':.r, Hx I 5.32 .5.32 - 0.00 5.32 6.16 i 1.4D 5.32 5.32 0.00 5.32 6.16. i . O ' O 1 9 1.20+1.6Ue1.6H+.fll - i• 2868 28.44 0.00 28.44 30.36' ;r, `. 10 1.2D+1.OW ♦ Ill +1.6H+O.SLr 0.68 0.68 0.00. 0.68 �. 35.54 "+ ,11 1.2D+1.6Lr+1.6H+flL 24.72 24.72 0.00 24.72. 26.40 -4',-- 12 0.9-0.25D5 D+O, Eb+1.6H- 0.52 -0.52' - 0.00. O.Sb 2.54 13 .- 1.213 6Lr+1.6H+O.SW 21.49 21.49 0.00 21.49 40.21 _ _0:00 li � '� 15 •- 1:20+1.6Lr+1.6H+0.5W 17.77. 17.77 0.00 .. 17.77 36.25 16 0.9D+i.OWb+1.6H i $ - -16.18 16.18 : 0.00 - v 16.18 � '-16 .44 A) TENSION ON BOLT GROUP - - `-'-•••- _ , .. ...... ........._ 7 i ......... ..........._ 1) STEEL STRENGTH (¢Nn) ep `= 0.75` `-G �Nsa = 168606 Ib ` _ -168.61- K 1 " 2) CONCRETE BREAKOUT 4 0.75 EDGE' ADJUSTED hef= 8.17`,. IN 1.SXhef .12.25 .IN BLOCK B= ...41 IN. BLOCK - aL - n +29.50% IN . y /'? A.= 1209.5 SIX IN.- .'. ✓ / • ..,_ - A_ = 600.25 SO. IN. 'r•^' ". Ax, 4= n ANcolRiu3M,- Wec,N= 1.00 CONCENTRIC CONNECTION e.Wed,N : ca,min 12.25 IN 1.5 X lief 36' IN Wed,N= 0.80 f 4+ W0.N= 1.00 CONCRETE LIKELY TO CRACK - •1 W W,.N : r 1.00 CAST IN PLACE ANCHORS :r-• _ - { H - Nb= 28006 Ib- kc=• 24 .FOR CIP f - .,kr, �NcbB= , , . 33947. Ib _ 33.95.. K `-Y '16037A RF 3/4 s • A SEISMIC N Vx V 3) CONCRETE PULLOUT 4,= 0.70 Vx/0.2 Vnz V /0.2 Vn Nu/0.2 Nn WqP= 1.00 CONCRETE LIKELY TO CRACK Vu / Vn Nu Nn F Np: eh= 3.750 0.9D+1.OW6+1.6H N SHEET OF_ FOR L -BOLTS NP= 10546.86 0.00 5.67 Date: 1/8/17 FOR HEADED BOLTS Np = 44740.00 0.93 0.00 lOB NO: 16037A ONpn = 125272 Ib = 125.27 K <1.27 pg 1.2D+1.6Lr+1.6Haf1L N 4) CONCRETE SIDE -FACE BLOWOUT 0.00 -13.47 0.00 2.67 FOR L -BOLTS bNsb= N/A 1.98 0.44 0.00 NOR HEADED BOLTS: 0.4 hef = 9.60 IN 0.83 OK 0.9D+].OWba 1.6H a,min- 12.25 IN -16.18 0.00 -0. 4,Nsb= N/A 0.00 0.00 0.81 B) SHEAR ON BOLT GROUP 0.00 0.81 OK 1) STEEL SHEAR 4t= 0.65 N 9.66 0.00 �Nsa= 87675 Ib = 87.68 K 1.93 0.00 2.42 2) BREAKOUT FOR ANCHORS NEAREST EDGE 0.00 0.48 1.01 Wec,N= 1.00 CONCENTRIC CONNECTION �= 0.75 N 9.66 Wc,V= 1.25 CONCRETE LIKELY TO CRACK 0.00 1.93 0.00 HI DIRECTION c,z= 18.00 H2 DIRECTION 0.00 0.00 1.5X S,= 18.38 S,= 12.25 N GOVERNS: 18.00 1.5X4:= 27.00 1.06 • A. = 760.27 SO, IN. GOVERNS: 12.25 0.00 Am = 675.28 SO, IN. A. = 944.00 SO, IN. OK LAD 1.2D+1.6Lr+1.6H+fll A. r In Avco MR31 Am = 675.28 SQ IN. <= Avco 0.00 0.00 Wed,V = 1.00 A, n 0.00 0.00 0.17 0.17 O.DO 0.00 Wed,V = 0.84 0.17 OK HI SINGLE ANCHOR SHEAR STRENGTH N 28.44 0.68 0.00 0.00 le= 10.00 H2 SINGLE ANCHOR SHEAR STRENGTH 0.00 0.00 IN Vb= 25430 Ib = 25.43 K le= 10.00 IN 0.00 0.17 0.93 069= 26.84 K Vb= 45295 Ib 45.29 K 0.00 4,Vcbg- 49.63 K 0.14 0.00 GR0UP4,Vcbg= 53.68 K GR0UP(tVcbg= 198.53 K 0.00 0.00 3) BREAKOUT FOR ANCHOR GROUP OK 0.9-0.25D5 D+E1, Eb + 1.6H y HI DIRECTION = 17.25 H2 DIRECTION c',,= 23.00 4.93 cn = 18.00 25.88 S, = 12.25 0.00 GOVERN GOVERNS:: 38.00 1.5 X c',, = 34.50 1.2D+1.61f+1.6H +O.SW A 843.09 SQ IN. GOVERNS: 12.25 0.00 A„= 1339.03 SO, IN. A.= 1190.25 SQ. IN. 0.00 0.00 At r- n AVco 'AK{� A- = 2380.50 S0 IN. 0.00 OK _ Wed,V = 1.00 A: m n Avcor""`•rO'K,, L•c`^ ^ xy -13.39 0.00 -13.47 Wed1.00,V = 1.00 0.00 0.00 Hl SINGLE ANCHOR SHEAR STRENGTH 0.00 0.OI 0.70 le= 10.00 H2 SINGLE ANCHOR SHEAR STRENGTH N 17.77 IN Vb= 42494 Ib = 42.49 -K le= 10.00 IN 3.54 0.00 1.98 Vb= 65423 Ib = 65.42 K GR0UP 4tVcbg= 25.08 K OK +1.O1.6H+0.5W 0.9D+1.OWb+1.6H N -16.18 GR0UP 4,Vcbg= 30.67 K -16.44 3.23 4) BLOWOUT FOR ANCHOR GROUP 0.00 0.58 0.00 FOR L -BOLTS tNsb = N/A 0.58 OK HOR HEADED BOLTS: 0.4 hef = 9.60 IN a,min= 12.25 IN 0.00 2.42 0.53 -ONsb = N/A 0.48 1.01 OK 5) PRY0UT STRENGTH FOR GROUP 4= 0.70 kcp = 2.00 Ncbg= 45263 LB SEE TENSION ABOVE IbVcyg = 63368 Ib = 63.37 K ' TENSION SUMMARY: STEEL STRENGTH mcbgNsa = SHEARSUMMARY: HI H2 EMBEDMENT STRENGTH - BREAKOUT: �Ncbg= 33.95 33.95 STEEL STRENGTH 87.68 87.68 EMBEDMENT STRENGTH - PULLOUT: 4tNpn= 125.27 BREAKOUT FOR ANCHORS NEAREST EDGE ¢Vcbg= 53.68 298.53 EMBEDMENT STRENGTH - BLOWOUT: Nsb= N A .,.,-,MIC, SEISMIC'. GTH QtVcbg= 25.08 30.67 30.67 NONSEISMICGVERNING-�Nn=-33:95 EMBEDMENT ETRE -BROUP EMBEDMENT STRENGTH -BLOWOUT: - - -- - • EMBEDMENT-STRENG�TH- P-RVO-UT---- Vc = 63.37 63.37 GOVERNING OVnx= 25.08 SEISMIC^ 1818 , n carts=ernnu GOVERNING -OVny= 30.67 f'23a10•; SEISMIC 0.24,Nn= 6.79 i=py", 0.2 ,YOx= 5.02 •3!-7,6• 0.24tVny= 6.13-�"4:60r D CASF LOAr,1.6 1.2D+1.6Lr+1.6H+f1L SEISMIC N Vx V Nu Vx/0.2 Vnz V /0.2 Vn Nu/0.2 Nn Vux/ Vnz Vu / Vn Nu Nn F 0.9D+1.OW6+1.6H N 28.44 -13.39 0.00 0.00 0.00 5.67 0.00 0.00 0.93 0.00 0.00 0,93 <1.27 pg 1.2D+1.6Lr+1.6Haf1L N 24.72 0.00 -13.47 0.00 2.67 0.00 1.98 0.44 0.00 0.40 0.83 OK 0.9D+].OWba 1.6H N -16.18 0.00 -0. 4.93 3.23 0.00 0.00 0.81 0.00 0.00 0.81 OK 1.4D N 9.66 0.00 0.00 1.93 0.00 2.42 0.53 0.00 0.48 1.01 OK 1.4D N 9.66 0.00 0.00 1.93 0.00 0.00 0.31 0.00 0.00 0.31 OK 1.4D N 5.32 0.00 0.00 1.06 0.00 0.00 0.00 0.31 0.00 0.00 0.31 OK LAD 1.2D+1.6Lr+1.6H+fll N N 5.32 0.00 0.00 1.06 0.00 0.00 0.00 0.17 0.17 O.DO 0.00 0.00 0.00 0.17 OK 1.2D+1.OW +f1L+1.6H+O.SLr N 28.44 0.68 0.00 0.00 0.00 5.67 0.00 0.00 0.93 0.00 0.00 0.17 0.93 OK OK 1.2D+1.6Lra 1.6H+f3L N 24.72 0.00 0.00 0.00 0.14 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.9-0.25D5 D+E1, Eb + 1.6H y 0.52 0.00 0.00 4.93 0.00 0.00 0.81 0.00 0.00 0.81 OK 1.2D+1.61f+1.6H +O.SW N 21.49 0.00 0.00 0.14 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.91)+1.OWb+1.6H N -13.39 0.00 -13.47 4,28 2.67 0.00 0.00 0.70 0.00 0.OI 0.70 OK 1.2D9 N 17.77 0.00 0.00 3.54 0.00 1.98 0.44 0.00 0.40 0.83 OK +1.O1.6H+0.5W 0.9D+1.OWb+1.6H N -16.18 0.00 -16.44 3.23 0.00 0.00 0.58 0.00 0.00 0.58 OK 0.00 2.42 0.53 1 0.00 1 0.48 1.01 OK 16037A RF4/4 Pf a FRAME ID #3 USER NAMEEMIcc*a DATE: 12/21/16 PAGr-3-2 es JOS NAME:6142A I'Mtorne-Of.fta SUPPORT WACIMS FOR LkM.LOAV GROUP *LCCATPON; GoidlIncst 0 NOTE: All reactions are In kips; and kip -ft. TIME 13: 413, 24 REACTION NOTA7MS HL LOAD MMP WA Mnld TAPA r npini mr--� 00LOMN A *-G LOAD GROUP HIL I LNL HR VR LNR OL 4.1 4.5 0.0 -A! ........... 4_5 . . . ... . Q0 LL 13.4 13.5 0.0 -13.4 13.'s 0-0 COLL 3.3 3-4 O.O -3.3 3.4 0.0 EQ -119 _0.7 0,0 -1,9: QJ 0.0 vd-I -23.2 -,211.151 0.0 11.5 -14.4 0.0 %L2 -15.8 -1.2,7 ox 4,0 -5,2, -AO L.WiLl -15..0- -20..2: 040 15,.1.. -:1's. i 0_5_ LWL2 -15.1, 1 0.0, IS. -O -20,2 0-.0 L%1_3 -7.5 -11.0 0.0 7.7 -6,9 0.0 LW -L4 -.:7-7 -6.9 0-0 7.5 -11.0 0.0 -14.4. 0.0 a2 -211. 0.0 -4.0. -5.2 1 0.0- 15,15 . -12. LOAD OL lRoof De�ud Load LL Roof 11me.,. Load COLL R,0Cvf Calididr6l Lcmd EQ Lateral' * ..Selmic Load [parallel to :plane of frame] W11 Lqferlol Primary Wind,load %'L2 Lateral 3 .1 PrimaryWhO Load LVrLti LongltudInal :PrImary ViAnd Load .. LM -2 Longitudinal Prlrvrarly. Wi6d Load LW --3 Lon6itudin'di PrImary Wnd ' Load. LA1_4 55L3Z Lateral -Primary Viin'd. Load %L4 : Lateral Prlrn'ary VAnd Load FRAME ID #7 USER NAME: EWcreso CAM 12./20/16 PAGE: 7-2 Pf 28.13 ,ll& rr,alri .6ulldrig; a JOB 4A1E:431114.2A FILE:. p7, fro SUPPORT REAAG nONSI FOR EAc," -LOAD.. -GRWp L ATIiPWboys .E—(Griffirc A) 1—(Grdin.�: G.) NOTE! Al �ra:ittleNs, we 1r: klPs Qwd kip—at. TIME: 19:1@ 07 4 HL - HR VL R LGAD oRmw mFAr'-nnu TiAI C P mini looric M CoLu *-LEFT IT 1161T LOAD GROUP HL VL L1r1L HR VR LNR L D,1 O'l 0.0 —0, 1 0:97 0.0 L4PJL2. ., , 70 1:.1 5�;8- : —7m LOAD ON DL Roof Dead L o d LEO Lgr-uglb)dl ht9l ' 'gamic Load .[Icm-mated In perp_ phare] LWL1 Ldrngitudufial Pr rMdry Wirld Lodi! WL2: Longitudinal i✓rimary Wind Load y r� CRANDALL ENGINEERING i 5448 Merrill Mill Road Mariposa, 95338 COMBIMED REACTIONS MANUFACTURER: CECO BUILDING NO: 15-8-61142-1 BUILDING LINE: 8A, 8G CU: GUDGEL CONST LOCATION: BUTTE CO, CA JOB NO: 16037A �1 METAL BUILDING LOAD REACTIONS PER MANUFACTURER i� FRAME BASE #1 FRAME BASE #2 Hx Hz V DEAD LOAD D 4.10 4.50 DEAD LOA COLLATERAL LOADS Cg 3.30 3.40 Co MATERIAL/EARTH H LIVE LOAD L --T- ROOF LOAD Lr 13 40 --F13,50 ENE -11 SHEET — - OF_ Date: 1/8/17 JOB NO: 16037A ..... ............ MAX Mx '€-.e0:00 .:0:00^i vT0.00-{L MAX HX • - Wb -2320 •.+'3-`0:00 +'C') (r'23i20�^'n ii;21!96.� .... __....... __....--.....__....-.............. ---...... ..__........ ._...... -. ENGINEERING We �w�151ps<,; 6.50 :1.16:44 t :.:B:BO`'' MAX Hr Wd '-?•''_35:00;=rs -5. - rCRANDALL ®o�gnosa wav(STEEL We ' -t%, 20 ;e..',0:00:?-; 23.20 - `=21.90iti. BUILDING FOUNDATION DESIGN SHEET �OFP04PS`, Ca .90946 MIN V Dete: 1/e/2017 Ot� 209-9813-4840 FAX: 209-068-4744 IRIGID FRAME WITH SLAB JOB NO: 16037A V13.5.2 MANUFACTURER: CECO BUILDING NO: 15-8-61142.1 WINDADJUSTe LOD • BUILDING UNE: 8A, BG f 1 e 0.50 fee 0.20 Selsmic5m: 0.52 CUENT: GUDGELCONST Redundancyp L30 (Set to 1.0 if Included in Mies idol LOCATION: BUTTE CO, CA [l, 2.50 /P. 1.92 FOR ANCHOR JOB NO: 16037A 1 METAL BUILDING LOAD REACTIONS PER MANUFACTURER - DEAD LOAD Hx D 4.10 Hi V 1 5.20 � - CRITICAL SERVICE LOADS - COLLATERAL LOADS I C 3.30 ' 3.40 Gravity Hx H1 Nx�H1 V _ Co Uplift D 7.40 7.40 8.60 . Do MUD 4.10 0.00 1 4.10 5.20 MAT AUEARTH1 N 0.00 0.00 10.00 0.00 - UVE LOAD L L 0.00 0.00 0.00 0.00 ROOF LOAD U 13,40 13.50 SNOW LOADS 5 L+ 13.40 0.00 13A0 13.50 51 52 - 53 So 0.00 F?'t:O:OD`pS"!1.0:00 '3Al0:00.-$; MA%Hx 54 Sb 0.00 'E A.bc d; �R ; g50; - .:w 0:00'f£w'w;:"0:00 ;; X0.00 MIN Hx - SS Sc ; : O:OD?'0;# $9K,O.00Ct.£l 1 ;y0:00110$ MAX V WINDLOADS S6Sd W1 -23.20 _,t on :=.D:00 `3• t=0.00---tW'�^0:00;W 0.00 MIN - SELSMICLOADS EI -190 -1.80 -2.92 , E2 L90 1.98 2.92 E3 -0.57 -6.00 -7.61 f E4 0.57 6.60 7.61 E5 E6 E) EB ASD FOUNDATION DESIGN 'ADJUSTED x 1.00 Wa0.00 ... MAX Mx '€-.e0:00 .:0:00^i vT0.00-{L MAX HX • - Wb -2320 •.+'3-`0:00 +'C') (r'23i20�^'n ii;21!96.� MINHx We �w�151ps<,; 6.50 :1.16:44 t :.:B:BO`'' MAX Hr Wd '-?•''_35:00;=rs -5. - MIN It MAX N We ' -t%, 20 ;e..',0:00:?-; 23.20 - `=21.90iti. Wf :-O:OOi.=.`h+.l "7,20:00'4; 0.00 ;F4,O:ODw MIN M MAXV W JD.^`4.=3704gRT; k,^1:620'ST�, d>:v'9l89;��, 0.40 Wh .' -'':".15:00'-.':} +1' iS:BO:k.„t ;`036:08uiir •27.50 MIN V Ea L901398F^ IS2:74ui3 +EZ62�t'x MAX Mx Eb -1.90 S.rit:=:1;Ap's'# $t'„".,:2;6Y-`i7 ' r:2i922 MIN Ec &'36K> MS7LDgF' . 6.60 r;6?62n,?. ) 61 i Hs MAX Ht Ed tn.0i$7 r -6.00 fiG'1:6!03','Lee 0'f-7i61� MIN HI Ee157�.r.'1d t+a<U;6.;60 d+: 6.62 7teF7i6i+,Y'= MAX H EI :`.` 0:00; x: -'e :;'..:+i{O:OO�C 0.00 C, O-14 MINN EuW57 ,- :44+6:60 Nai **6(62.-9; 7.61 MAX V Eh w07 x46.57,'w`,a1.::92n=6[OOygi ?`Pdt,6:03:"7! -7.61 MINV 16037A RF 1/4 r �0 • ASD FOUNDATION DESIGN _ MATERIALS AND ALLOWABLE STRESSES: ' SHEET _'OF_ - t SOIL: . BEARING CAP: 1.5 KSF - - - Date: 1/8/17 t - WIDTH INCREASE: D% PER FOOT IN EXCESS OF 1' JOBNO: 16037A " ` - DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' ". CONCRETE: fc= 2.5 KSI @ 28 DAYS - REINFORCING: Fz = 20.0 KSI "VT 0.15 KCF • ALTERNATE CONCRETE DESIGN CONSTANTS: '' z N = 10.0 SLAB: 1= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) ,SLAB THICKNESSFy�.`'' x` "`7'i• ^'°e" .•y: ^:.. „�; ^ ..., .�,;56;'....,n '-*'^a.z,ey. T ,�•t*r,4VL INCHES;rs f!:'.Ai` W«...'r X,.e•.S`ii,REINFORGNG �pO�. •.' .:..:.�@! x•s 24^' IN O C:.z,t �. �yy`'��ss+�as. i/•v✓'+',H &.�•"6. '74 z.." Yt� \ :� _.•_ �..al "'.La2oi�Ri X'� rNN/A fi,.34.�:IN /FT. �'�.. v: ",'.�y:ti?'F3-.. ' WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = Fs x As x T/2 x 1/12 = O.000 K- FT ,. .. SLAB WT= 0.050 KSF • EFFECTIVE SLAB WIDTH = SQRT( 2 x M, VM 0.00 FT ' EFFECTIVE SLAB WEIGHT = WIDTH x Wt = 0.000 K/LF 4 r FOOTINGS 8 THIIXENED STAB EDGE I i • ISIDEWALLiPERIMETEo xOOTIN „'/THIIXENED SLw9•''��''�. a //�7�' • *' y z arw. -« w..� �' . ""`" .. ciREINFORGNG- pyt�.d`g''GTOPt''pq TOTq'ib��dzd�`,,x�y'Sr� 7.,,'1`"7t�ip• • i•i�afi" � i� � ;BOTiFOM 714 TOTAL. {'_} L•2 STOP As �� �.54IN . i.. -..x'. -�F »+�1.;: ,,Y:BOT As_�'i��U20•�n�'+l'S .INf s:r����^s': COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: - FOOTING WT= Wf = 0.225 KLF SLAB WT= Ws= , O.00D KLF . - .. TOTALWT=W(♦W!, . PERIMETER Mr= Fs x TOP As x( d - 2•) x J/12= - - 9.60 K -FT EFFECTIVE PERIMETER L SQRT ( 2xM,/VMa 9.24 FT FOR 2 SIDES TOTAL Wr= 2 x L.TOTALWT= 416 K - iRIGID FRy,Aw_Ij�NE:FOOTINL`y m �.ankr t •><•arx-w k �c" b 48 N 2" r L -zR•. �I08 ..,1'y11N * .a �l1 4� 7r ,7ri '' atY zsh4a7 '� t- 24,' IN (w • 2'NEINFQRCJ �;i�' �������� y„qw .z1{"tFirr. �^z k.TOP#4�TOTAL>OF� s5 a•+"' TOP .-.•w'Y.`S`."SL`k .',,4 •BOTTOM~eSTOTAL_OF�6e�^fk�.BOT As �'".Y20'2� • UPLIFT ON FOOTING. - - - '•1 -"tea: • WEIGHT: FOOTING= - • 18.90 K SLAB AT FOOTING = 0.00 f OVERBURDEN @ 120 PCF 1.62 • PERIMETER FOOTING AND SLAB = - TOTAL DEAD WEIGHT 4 16 __ 1 ..,- �..._.- _... _ ., _. ..... • 24.68 X0.60=•. 14.81 - MAXIMUM FRAME UPLIFT= 13.38 K ' 4.8 - - SOIL BEARING: K ,aiSlw�:_*_7_2 MAXIMUM VERTICAL FOOTING LOAD = • ' 28.62 K ' L - AREA= 36.00 SQ. FT. ' 'r • ^ • •INCREASE IN BEARING FOR WIDTH = • 0% 4 INCREASE IN BEARING FOR DEPTH= • ' 0% - - ALLOWABLE SOIL PRESSURE= 1.50 KSF- - AP PLIED SOIL PRESSURE= 0.79 KSF BENDING STRESSES IN CONCRETE AND REINFORCING: • POSITIVE BENDING IN FOOTING' • ,. - 1 w CANTILEVER FOOTING LENGTH = L/2 = 4.50' FT w' • POSITIVE MOMENT = SP x W x L^2/2 = 32.20 K -FT '• • , w t - .v - P= 0.07% K= 0.12401= 0. 9587 -. ~ • . 1- 7.5 KSI F-20.0 "KSI 'a j'OK i• • 1- 89 , PSI F'c= 1125 PSI- S.C'QK: s NEGATIVE BENDING IN FOOTING MOMENT DUE TO PERMITER FTG = 18.71 K -FT r --$- -MOMENT-DU E -TO -FOOTING -WT= -----T'1�-•------ --- - - 21.26' -K -FT _ • TOTAL NEG. MOMENT=r 39.97 K•FT P = 0.07% K = 0.1264 y = 0.9579 .• V .' Is = 9.3 K51 Fs = 20 KSI. OK'"'•"y . fc= 104 PSI - - F'c= 1125 PSI s" - HAIRPIN / FRAME TIE ANGLE AT TO SIDEWALL = '90 DEG V .. MAX. TENSION TO SLAB = 20.80 K , - {/• M REQ'D As 1.04 SQ IN TOTAL= 0.52 SQ IN/EA SIDE • / r - _ PROVIDED STEEL: p5 • TOTAL 2 I Az = ' 0.62 SQ IN/EA SIDE !r�•.3"y " L6/�/ REQ'D SPREAD FOR HAIRPIN = _ - z K 0.0 FEET/EA SIDE _ - - • TOTAL REQUIRED HAIRPIN LENGTH = O.OD FEET +y • ! "Y ��j 16037A • /. i � RF 2/4 LRFD ANCHORAGE DESIGN SHEET4 MAX W/ D� 1'1:1036m'., 0110 t'1.0;365: '4t'$1204''1�';' NX Hx•Nsa Hz HX H2 MIN W/ D X1O36(q 0,00 rYC.1tiE36 iGuk`�12:04: ? L4D 1 MAXWDo v7x 140 1 MINWDo .. "•-1i'.5,74'1. 0.00 ;+?sS;74.s!-! L40 1 -16.54 -16.54 0.00 26.36 ^.7:26i'< L4D 1 Hz4H, MINIMAX - 4 0.9D+1.OWb+1.6H 26.36 0.00 •19.51 -19.51 0.00 MAXW Da':30!32 OUZ-.' 30.32=''231192!t#;9P 1.2D+1.6U+L6H.f1L _ MINW D -NY.-124;;f?j Z:'iy00U�; 2.24 ?iF�,..5;5f);'T!�; 0.9-0.2SD5)D+Q Eb + 1.6H 19.51 10.36 MA%W Do ;:2636 4'0:00 2636 * 27:9&1,°Ka= 1.2D+16Lr+1.6H.fil 173 MINW Do ??-0:39., "'c?•Y0:00»:d. 0,39 %^'x;:21719 „" 0.9-0.2SDSD+ 7 ' Hz i Q Eb+ L6H 173 V MIN MAX 5.74 7.28 0_ -_ MAX W Dg 7%0:00 3192 12D+1.6Lr+1.6H+fll 5.74 5.74 0.00 30.32 - MINW D $e1654 '{ L ". -4.16 LID+ L6Lr+ 1.6H+f1L 7 , MA%W Do ; 2636. �,.v,0:00,aVx ,.�.'i26a36 fC 27.84 D.9D+1.OWb+1.6H 125 MIN We Do .^,.;'�19'.Slu=7%1,`O.00a'';y;51 -17.22 L2D+1.6U+L6H+fit 7 - 0.00 26.36 26.36 0.00 0.90+1.OWb+L6H 125 ANCHOR BOLT DESIGN _ AC131&05 APPENDIX D fc= 2500 PSI SDC"C"OR ABOVE Y ]HtAR ANGLE AREA: Date: 1/8/17 JOB NO: 16037A BOLT HEAD TYPES 0 NONE(L-BOLT) 1 SQUARE HEAD 2 HEAVY SQUARE 3 HEX HEAD 4 HEAW HEX t' 0• SO, IN. CONCRETE Hsa= '0.00 K -• STEELHsa =......_.___.......-..._.....•.._._...__._._._W._.-� • 0.00 K C43 G SHEAR / 1 --'•- 1.21)+1.6Lr+1.6H+f1L NX Hx•Nsa Hz HX H2 I VERT ! 2 0.9D+1.OWb+1.6H 30.32 30.32 0.00 30.32 31.92 3 1.292+ 1.61-r -16.54 -16.54 0.00 26.36 16.54 -34.16 - 4 0.9D+1.OWb+1.6H 26.36 0.00 •19.51 -19.51 0.00 26.36 27.84 r _ 5 .. 6 1'4D 10.36 10.36 0.00 19.51 10.36 -17.22 12.04 ! 7 1.4D 1.4D 10.36 10.36 0.00 10.36 12.04 ' Hz i 8 1.4D 5.74 5.74 0.00 5.74 7.28 0_ -_ + 9 12D+1.6Lr+1.6H+fll 5.74 5.74 0.00 30.32 5.74 7.28 ! Q j 30 5D+Q, Eb+1.6H 0.1.2 30.32 0.00 2.24 2.3 30.32 310 _ I " 11 + 1.2D+1.61r+1.6H +fll 0.00 26.36 26.36 0.00 2.24 5,50 12 0.9-0.25DSD+f1"Eb+1.6H27'84 -0.39 -0.39 0.00 ! a i ' 13 1.2D+1.6Lr+1.6H+f1L 30.32 30.32 0.00 0.39 30.32 2,79 ro • ' 14 - 0.9D+1.OWb+1.6H 1.21)+1.6+ 1.6H+f1L -16.54__16.54_-0.00----16:54-! 31.92! -14:16---- -' - - - -'--� ----- 16 0.9D+1.OWb+1.6H 26 .36 26.36 0.00 2636 27,8q -19.51 •19.51 0.00 19..51 -17.22' •� ' A) TENSION ON BOLT GROUP -.__.__-_.._.. 1) STEEL STRENGTH)4,Nn) �Nsa= 168606 m=0.75. Ib = 168.61 K ... - 21 CONCRETE BREAKOUT 41 0'75 EDGE ADJUSTED hef= 8.17 ' - 1.SXhef= 12.25 IN - IN BLOCK B= 41 + IN BLOCK D= 29.50 IN Ate= 1209.5 SQ, IN. ' A_= 600.25 SO. IN. A,h r_ n ANw CAKED _ - Wec,N= 1.00 CONCENTRIC CONNECTION Wed,N: w,m!n= 12.25 IN ' '1.5X hef= 36 IN , Wed,N= 0.80 - tUc,N= 3.00 CONCRETE LIKELY TO CRACK + Wcp,N: 1.00 CAST IN PLACE ANCHORS + • I - ' ' Nb= 28006 Ib kc = 24 FOR CIP a _ bNcbg= 33947 Ib = 33.95 .K .., _ 16037A .. RF3/4 0 3) CONCRETE PULLOUT 4, = 0.70 wc,p = 1.00 CONCRETE LIKELY TO CRACK NP: eh= 3.750 A. = 944.00 SO.IN. FOR L -BOLTS Np = 10546.88 Am - 675.28 SO, IN. FOR HEADED BOLTS NP = 44740.00 toNPn= 125272 It, = 125.27 K 4) CONCRETE SIDE -FACE BLOWOUT FOR L -BOLTS ¢Nsb = N/A HOR HEADED BOLTS: 0.4 hef = 9.60 IN m,min= 12.25 IN 45.29 K ONsb = N/A 6) SHEARON BOLT GROUP GROUP .�Vcbg = 198.53 K 1) STEEL SHEAR ¢ = 0.65 ¢Nsa = 87675 Ib = 87.68 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V= 1.25 CONCRETE LIKELY TO CRACK HI DIRECTION c.,= 18.00 A„ = 2380.50 50, IN. 1.5X c,�= 18.38 AK - n AVw kxMC.MI GOVERNS: 18.00 A.= 760.27 5O. IN. A., = 675.28 SCL IN. le= 10.00 IN A, -n AVwffil Vb` - 65423 Ib = Wed,V = 1.00 HI SINGLE ANCHOR SHEAR STRENGTH le= 1D.00 IN Vb= 25430 Ib = 25.43 K QVcbg= 26.84 K GROUP OVcbg= 53.68 K 3) BREAKOUT FOR ANCHOR GROUP Hl DIRECTION c',� = 17.25 4s= 18.00 1.5X c'„= 25.88 GOVERNS: 18.00 A = 843.09 SO, IN. Am = 1339.03 SCL IN. Ak-n Avco N't, Wed,V = 1.00 Hl SINGLE ANCHOR SHEAR STRENGTH le= 10.00 IN ..... Vb= 42494. Ib =--41.49 -K- GROUP 4Wcbg = 25.08 K 4) BLOWOUT FOR ANCHOR GROUP FOR L -BOLTS bNsb = N/A HOR HEADED BOLTS: 0.4 hef = 9.60 IN ca,min = 12.25 IN cI,Nsb= N/A 5) PRYOUT STRENGTH FOR GROUP kcp = df = 0.70 2.00 Ncbg= 45263 LB SEE TENSION ABOVE 4)Vcp9 = 63368 Ib = 63.37 K EMBEDMENT STRENGTH - BREAKOUT: Wnsa= 4Ncbg= 33.95 EMBEDMENT STRENGTH - PULLOUT: 25.2 EMBEDMENT STRENGTH - BLOWOUT d1Npn= 1 Q1Ns6NIA= N/4 C) INTERACTION TSEISM (NIC 2 0.2 IN" = 6.79 0.2 dtVnx= 5.02 376 0.2 OVny= 6.13 460 ,� = 0.75 H2 DIRECTION 6l = 12.25 1.5X5,= 27.00 GOVERNS: 12.25 A. = 944.00 SO.IN. Am - 675.28 SO, IN. A.. -- n AVwILt IN Wed,V = 0.84 H2 SINGLE ANCHOR SHEAR STRENGTH le= 10.00 IN Vb= 45295 Ib = 45.29 K 4'Vcbg= 49.63 K GROUP .�Vcbg = 198.53 K H2 DIRECTION c'.s= 23.00 c., = 12.25 1.5 X c'., = 34.50 GOVERNS: 12.25 A.= 1190.25 SQ.IN. A„ = 2380.50 50, IN. AK - n AVw kxMC.MI Wed,V = 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH le= 10.00 IN Vb` - 65423 Ib = 65.42 K GROUP 4�Vcbg = 30.67 K BREAKOUT FOR ANCHORS NEAREST EDGE BREKOUT FOR FULL GROUP EMBEDMENT STRENGTH - BLOWOUT: SHEET � OF Date: 1/8/17 JOB NO: 16037A CONS-= 87.68 87.68 4'Vcbg = 53.68 198.53 (bVcbg = 25.08 30.67 ¢Vsb =_N/A__ -N/A_ 63.37 63.37 GOVERNING Vnx= 25.08 GOVERNING OVny= 30.67 LOAD CASE SEISMIC Vx . Nu V 0.2 Vnx V 0.2 Vn Nu/0.2 Nn Vu x/ Vnx Vu / Vn Nu Nn 1.2D+1.6Lr+1.6H.fll N 30.32 0.00 0.00 F <3.21 0.91)+ 1.0Wb+ 1.6H 6•D4 0.00 0.00 0.99 0.00 0.00 0.99 N -16.54 0.00 -14.16 3.30 0.00 2.09 OK 1.2D+1.6Lr+1.6H+f1L N 26.36 0.00 0.54 0.00 0.42 0,96 OK 0.90+1.0Wb+1.6H 0'� 5•� 0.00 0.00 0.86 O.DO 0.00 0.86 OK N •19.51 0.00 -0.00 3.89 0.00 3.40 N 10.36 0.00 0.00 2'54 0.66 0.00 0.51 1.14 OK 1.40 2.07 0.00 0.00 0.34 0.00 0.00 0.34 OK N 10.36 0.00 0.00 2.07 0.00 1.41) N 5.74 0.00 0.00 0.00 0.30 0.00 0.00 0.34 OK 1.40 1.14 0.00 0.00 0.19 0.00 0.00 0.19 OK N 5.74 0.00 0.00 1.14 0.00 1.2D+1.6Lr+1.6H+i1L N 30.32 0.00 0.00 0.19 O.OD 0.00 0.19 OK 0.9-0.2505 D+O, Eb +1.6H 0.00 6.04 0.00 0.00 0.99 0.00 Y 2.24 0.00 0.00 0.59 O.OD 0.99 OK L0.ZSD5 Lr D. C. H+f11 N 26.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.25 0.00 0.00 0.86 O.OD 0.00 0.86 OK 0.9-0.2505 D+O, Eb +1.6H Y -0.39 0.00 0.00 1.2D+1.6Lr+1.6M +ill 6.14 0.00 0.00 0.00 0.00 0.00 0.00 N 30.32 0.00 0.00 6.04 0.00 0.Op OK 0.9D+1.OW6+1.6H N •16.54 0.00 -14.16 3.30 0.99 0.00 0.00 0.99 OK 1.2D+1.61r+1.6H+fll N26 .36 0 0.00 2.09 0.54 0.00 0.42 0.96 OK .00 0.00 5.25 0.00 0.00 0.90+1.0W6+1.614 N -19.51 0.00 -17.22 3.8g0.86 0.00 0.00 0.86 OK i 0.00 2.54 0.64 0.00 0.51 1.14 OK 16037A RF4/4 r7 LRFD ANCHORAGE DESIGN ...'� CRITICAL LAFD FORCES TO ANCHORS SHEET OF -_ - " Hx MIN/MAX Hx41h MIN/MAX LOAD C0.5E, ,. .... . .. .. f. ' . 0.00 fi`/0.003 2='0:00-fi;".s7U:98ax:c.; 12.691514 s.,4' 'P+A98;„. " Hx MIN/MAX Hx41h MIN/MAX LOAD C0.5E, ,. .... . .. .. " MAX W OR 0.00 fi`/0.003 2='0:00-fi;".s7U:98ax:c.; 12.691514 s.,4' 'P+A98;„. L2+O.2SDS D+gEc+f1L+O.ZS. MIN W/ 0 -. 000. .x:"000 .� .5+0:00 's`, m,.00:98"i•�,`o 1.4D." MAX W Do 000. $:x000 ,6'L4D. - LCD. X0.00 t -.0:98'.}+,a IN W/ Do - - V MINIM AX MAX WD x'000 1 - •:" ," �.. - " 14D 1 W MIN MA% 12:O.2SDS D i Q, fl L+0.25a 14Z 0.9-0.2SD5 D+a Ed + 1.6H 175 1.2+0.25DS O.q Ec+fl l+0.25a ,. . MAX N D MINW D ft`000; -1144-',�r11<-1 '; L2+0.2SDSD+q E<. /l 1.0.25a 142 MAX W Do }= 000 54}i1 y'k 13•y2' 12-59 -=.12%97" �", 55;lC 1.2aQ250S D. q Ed a Il L+0.25a MINW Do 000L`: sft' •1154 :�s711t54 r,� =13;32?kS 1.2.0.2SDS B+q Ec a!1 L+O.ZS.- •r - L fc-.' 2500 MPSI t '.. { SDC -C"OR ABOVE . 1.2+0.2SDS D+4 Edaf1 L+0.25a 143 +aa "��BOLTfHEQD TYPE 4 x` �,iiS''-fz 'zmOSSA+REgU442'...,,SQ,"IN. ri' �kY YBEARINGE � �`"S- C V r� a'+'^20`eiu' 0911" Ell, B�OLTS='`"'f+.,cl,a .^ F sLx - t",+•f` `fix ' Aq �gTOTAL n i. 9 BOLT HEAD TYPES - 0 - NONE(L-BOLT) 1 SQUARE HEAD 2 HEAVY SQUARE 1, 3 HEXHEAD 4 ` HEAVY HEX Yn IEDGPD�ST A f 1- `h.:s.`48 INCHES; ' r t �e.Y"'+Y {{��...r ',.w...i.. -���� ���^,rKg s'i�41 S"CY425.Y �: r "-�GAGE"°'k• 'Y "n �' ,;. r+`�-�`,'gsy,•. Kl 'ate "'ti'� �' �i M��EST'A'p�40R�lARG NIREINFORCING TIE BOLT TO�STAU�CiU`R�+ (x p�?4. ?<.,r`� '1 ,. �� •.. 0 �INCNES � �h� •X��� ���= S' '� � .r -�- .�....�". -'-r..�a'`'x''-"0 INCHES'_"�r"' �FNCHESg'''',•A`..r;3:i�v?Se`�. +.«af�-£*? .t •.� ' SHFAR ANGLEAREA + 5 `�. , • .v' .. . 0 52 IN. .`CONCRETE Hsa = 5 H a t•~ -, _..` STEEL Hsa=0.00 K „( -G43 G _ _• (. ......... FA FORCES TO A.B. SHEAR' QLSE - HX �Hx•Hsa .H.- Hx-)NI. VEFIT 1.413 0.00 0.00 0.00 0.00 -:. F ,.H .� 2 '1.4D 0.98 .' 3 0.00 0.00 0.00 ..0.00. - `0.98 • - - - .,..1.4D 0.00 0.00. 0.00 0.00 4 :4 -. .. 0.98 1.4D .0.00 0.00 0.00 0.00 .+ et S 1.2+0.2505 D+(L Ecafl L+0.25a 0:98 U - , 0.00 • 0.00 12.69 - ' 12.69 "15.14 + T i. 6 1.2+0.2SDS D+fL Ed+fl L+0.2S. O'`.O 1 7 0.00 0.00. .-11.54 11.54 -13:32 Ni 1.2+0.2SD5D+(LEc4f1L+0.25a 0.00 0.00 ,'12.69. ++ ` 8 1.2+0.2SDSD+(LEd+f1L+0.2Sa 12.69 '15.14: 1 0- E ` - 9 - 1.2+0.25DSD+(LEc+f1L+0.25a 0.00" 0.00 .-11.54 r 11.54 •13.32 - O 0.00 0.00 12.69 12.69 15,14'( r O ( V 10 1.4D - - : 0.00 _0.00 0.00 0.00 .0.98 ( r 11 1.2+0.25DSD (L Ec+fl L+0.25. 0.00 0.00 12.69 '' ` ' r 12 1:4D - 12.69 , '..15.14` { - ' X i 0.00 0.00 0.00 0.00 0.98 T _ 13 - 1.2+0.ZSDS D+q, Ec+f1 L f .25a 0.00 FHx�•. 14 - 0.9-0.25D5)D+(L Ed 1.6H 0.00 0.00 __ 11.SA- 15 - 1 -2+0:2 -SDS DT ' LL Ecifl L+0.25a 0.00 -0.00 . 12.69 12.69 15.14 N 0.9-0.25D5 0.00 DOD •11.54 11.54 L : A 16 1) ON BOLT GROUP 13 67,' ).TENSION • • �, i- -- --- ---- STEEL STRENGTH (,ONn) ; + _ r _ __,� ... + �. dWa= - 58116 lb.� � =X58.12+ K - 'y. •5 +•+ w T '.r 2) CONCRETE BREAKOUT EDGE ADI r = :T y 1.5 X hef =" + 14.25 IN "� 0.75".. UST D hef 9.50+� IN E BLOCK 8 = * " 37.25. ".IN +' Y, 1 + • BLOCK D 33.50 IN + ° A., 1247.88 SQ. IN:- + I � A.. . 812.25. SQ, N! y' A. r= n ANw �`',OKs3' WeC'h 1.00• CONCENTRIC CONNECTION'`' � J t + + r - •- " •r Wed,N: - �•, It ',f a,min.= 14.25 IN 1.5 Xhef = i 15 - IN. Wed,N= 0.99 - + �.• t 2 We N = 100 CONCRETE LIKELY TO CRACK Wcp N: 1.0 CAST IN PLACE ANCHORS It ' Nb= '• 35137 Ib ' kc 24 ..FOR CIP- �NcbR = 39879 Ib 39.88, K Y `• RF 3/4 Hx41h MIN/MAX ,. .... . .. .. MA%W D ..MINW D z.? OOOI.i'�'�1269s1*. 000',x3' C"x0:00�q„ 12.691514 s.,4' 'P+A98;„. L2+O.2SDS D+gEc+f1L+O.ZS. MAX W Do v'0000'`'T+1269 "k 0.00 `^' 12.69 X15^14,t�?'9 1.4D 1 .. ' .�. MINW Do _5«3000i'O:OD:' X0.00 t -.0:98'.}+,a .. 11+0.25DS D+q Ec+11 L+D.ZS. 142 - 1.OD. - - - V MINIM AX MAX WD x'000 1 - •:" ," �.. - " MIN W/ D x132.69 _: OOr #+, 11.54�i 5000 i. 15.34 m'0:00 ; ` -13.67 12:O.2SDS D i Q, fl L+0.25a 14Z 0.9-0.2SD5 D+a Ed + 1.6H 175 1.2+0.25DS O.q Ec+fl l+0.25a MAX W Do -. .. MINW Do `},000•z'I' "212:69 a a a :'4000} 'S4,f; X32:69. -�' 15.14 "513i54k,:;-13.67 _... .' 0.9-0.25D5 D+11 Ed+1.6H.. .:175 •. r , N A010R BOLT DESIGN -AC1318-0S APPENDIXD .F +"f - - • -. 4 + # f -- a •r - L fc-.' 2500 MPSI t '.. { SDC -C"OR ABOVE ,• Y: f - 58000 - P51 (A-307 BOLTS) r.%.f� , SEISMIC RED 0.75 'iCUTAMEfERp ;rcp�b: CF'IFS�"'`.4 . +aa "��BOLTfHEQD TYPE 4 x` �,iiS''-fz 'zmOSSA+REgU442'...,,SQ,"IN. ri' �kY YBEARINGE � �`"S- C V r� a'+'^20`eiu' 0911" Ell, B�OLTS='`"'f+.,cl,a .^ F sLx - t",+•f` `fix ' Aq �gTOTAL n i. 9 BOLT HEAD TYPES - 0 - NONE(L-BOLT) 1 SQUARE HEAD 2 HEAVY SQUARE 1, 3 HEXHEAD 4 ` HEAVY HEX Yn IEDGPD�ST A f 1- `h.:s.`48 INCHES; ' r t �e.Y"'+Y {{��...r ',.w...i.. -���� ���^,rKg s'i�41 S"CY425.Y �: r "-�GAGE"°'k• 'Y "n �' ,;. r+`�-�`,'gsy,•. Kl 'ate "'ti'� �' �i M��EST'A'p�40R�lARG NIREINFORCING TIE BOLT TO�STAU�CiU`R�+ (x p�?4. ?<.,r`� '1 ,. �� •.. 0 �INCNES � �h� •X��� ���= S' '� � .r -�- .�....�". -'-r..�a'`'x''-"0 INCHES'_"�r"' �FNCHESg'''',•A`..r;3:i�v?Se`�. +.«af�-£*? .t •.� ' SHFAR ANGLEAREA + 5 `�. , • .v' .. . 0 52 IN. .`CONCRETE Hsa = 5 H a t•~ -, _..` STEEL Hsa=0.00 K „( -G43 G _ _• (. ......... FA FORCES TO A.B. SHEAR' QLSE - HX �Hx•Hsa .H.- Hx-)NI. VEFIT 1.413 0.00 0.00 0.00 0.00 -:. F ,.H .� 2 '1.4D 0.98 .' 3 0.00 0.00 0.00 ..0.00. - `0.98 • - - - .,..1.4D 0.00 0.00. 0.00 0.00 4 :4 -. .. 0.98 1.4D .0.00 0.00 0.00 0.00 .+ et S 1.2+0.2505 D+(L Ecafl L+0.25a 0:98 U - , 0.00 • 0.00 12.69 - ' 12.69 "15.14 + T i. 6 1.2+0.2SDS D+fL Ed+fl L+0.2S. O'`.O 1 7 0.00 0.00. .-11.54 11.54 -13:32 Ni 1.2+0.2SD5D+(LEc4f1L+0.25a 0.00 0.00 ,'12.69. ++ ` 8 1.2+0.2SDSD+(LEd+f1L+0.2Sa 12.69 '15.14: 1 0- E ` - 9 - 1.2+0.25DSD+(LEc+f1L+0.25a 0.00" 0.00 .-11.54 r 11.54 •13.32 - O 0.00 0.00 12.69 12.69 15,14'( r O ( V 10 1.4D - - : 0.00 _0.00 0.00 0.00 .0.98 ( r 11 1.2+0.25DSD (L Ec+fl L+0.25. 0.00 0.00 12.69 '' ` ' r 12 1:4D - 12.69 , '..15.14` { - ' X i 0.00 0.00 0.00 0.00 0.98 T _ 13 - 1.2+0.ZSDS D+q, Ec+f1 L f .25a 0.00 FHx�•. 14 - 0.9-0.25D5)D+(L Ed 1.6H 0.00 0.00 __ 11.SA- 15 - 1 -2+0:2 -SDS DT ' LL Ecifl L+0.25a 0.00 -0.00 . 12.69 12.69 15.14 N 0.9-0.25D5 0.00 DOD •11.54 11.54 L : A 16 1) ON BOLT GROUP 13 67,' ).TENSION • • �, i- -- --- ---- STEEL STRENGTH (,ONn) ; + _ r _ __,� ... + �. dWa= - 58116 lb.� � =X58.12+ K - 'y. •5 +•+ w T '.r 2) CONCRETE BREAKOUT EDGE ADI r = :T y 1.5 X hef =" + 14.25 IN "� 0.75".. UST D hef 9.50+� IN E BLOCK 8 = * " 37.25. ".IN +' Y, 1 + • BLOCK D 33.50 IN + ° A., 1247.88 SQ. IN:- + I � A.. . 812.25. SQ, N! y' A. r= n ANw �`',OKs3' WeC'h 1.00• CONCENTRIC CONNECTION'`' � J t + + r - •- " •r Wed,N: - �•, It ',f a,min.= 14.25 IN 1.5 Xhef = i 15 - IN. Wed,N= 0.99 - + �.• t 2 We N = 100 CONCRETE LIKELY TO CRACK Wcp N: 1.0 CAST IN PLACE ANCHORS It ' Nb= '• 35137 Ib ' kc 24 ..FOR CIP- �NcbR = 39879 Ib 39.88, K Y `• RF 3/4 $ 3) CONCRETE PULLOUT 0= 0.70 Wc,P= 1.00 CONCRETE LIKELY TO CRACK Np: eh= 3.000 A,== 1328.64 SQ. IN. FOR L -BOLTS Np = 5062.50 Am= 2592.00 SQ, IN. FOR HEADED BOLTS Np= 18220.00 �NPn= 51016 It, = 51.02 K 4) CONCRETE SIDE -FACE BLOWOUT FOR L -BOLTS ¢Nsb = N/A HOR HEADED BOLTS: 0.4 hef = 4.00 IN -,.In- 14.25 IN 24.71 K cpNsb= N/A B) SHEAR ON BOLT GROUP GROUP OVcbg= 47.51 K 1) STEELSHEAR d,= 0.65 �Nsa= 30220 It, = 30.22 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V= 1.25 CONCRETE LIKELY TO CRACK HI DIRECTION cu = 14.25 Am= 1667.53 SO, IN. 1.5 XC,= 36.00 GOVERNS: 14.25 A�= 1989.00 SO, IN. Am = 2592.00 SQ. IN. H2 SINGLEANCHOR SHEAR STRENGTH - n Avco %,.��.:;a;. A" .IMO . Wed,V = 0.82 Hl SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN V6= 54017 Ib = 54.02 K OVcbg = 31.82 K GROUP 4,Vcbg= 63.63 K 3) BREAKOUT FOR ANCHOR GROUP Hl DIRECTION c'„ = 29.00 to = 14.25 1.5Xc,,= 43.50 GOVERNS: 14.25 A.= 1819.75 SQ IN. Am= 3784.50 SQ. IN. A�<=n AVco OK: :1 Wed,V = O,BO H1 SINGLE ANCHOR SHEAR STRENGTH Ie= 6.00 IN Vb= 71749 .Ib = 71.75 K GROUP OVcbg = 25.82 K 4) BLOWOUT FOR ANCHOR GROUP FOR L -BOLTS 4Nsb = N/A HOR HEADED BOLTS: 0.4 hef= 4.00 IN m,min= 14.25 IN ,bNsb = N/A 5) PRYOUT STRENGTH FOR GROUP kcp = = 0.70 d, 2.00 Ncbg = 53172 LB SEE TENSION ABOVE ,0V -P9 = 74441 Ib = 74.44 K TENSION SUMMARY: STEEL STRENGTH d'Nsa = 58.12 EMBEDMENT STRENGTH - BREAKOUT: (bNcbg = 39.88 EMBEDMENT STRENGTH -PULLOUT: bNpn= 51.02 C) INTERACTION S ISMIC 0.2¢Nn= 7.98 v-..._�,,.,. ��r,«,,.@:98� 0.2,bVnx= 5.16 6:4387 max- J 0.2 dtVny= 4.12 �'S3_.'„09... (� = 0.75 H2 DIRECTION c,� = 24.00 1.5XS,= 21.38 GOVERNS: 21.38 A,== 1328.64 SQ. IN. Am= 2592.00 SQ, IN. AR <= n AVco'j 'pK�+y�,i Wed,V = 1. 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH Ie= 6.00 IN Vb= 24714 Ib = 24.71 K (oVcbg= 11.88 K GROUP OVcbg= 47.51 K H2 DIRECTION c;s= 19.25 4.. = 24.00 1.5Xc'„= 28.88 GOVERNS: 24.00 A<= 1114.09 SCL IN. Am= 1667.53 SO, IN. Wed,V = 0.85 H2 SINGLEANCHOR SHEAR STRENGTH le= 6.00 IN Vb= 38803 Ib = 38.80 K GROUP.�Vcbg= 20.61 K T FOR ANCHORS NEAREST EDGE FOR FULL GROUP NT STRENGTH - BLOWOUT- SHEET _ OF_ Date: 1/11/17 JOB NO: 16037A W = 30.22 30.22 .PVcbg= 63.63 47.51 IbVcbg= 25.82 20.61 _0V,sb_;N/A-N/A- OPPR = 74.44 74.44 GOVERNING,SVnx= 25.82 GOVERNING 4Vny= 20.61 16037A RF4/4 SUPPORT REAC11ONS.FOR EACH LOAD jjjo-tlP 'LOCA ION'. 06411inev 0 NOTE All revdt1011s fire In kips -arid klp-.1,*, REACTION NOTA71ONS FRAME ID � 'USER NAMr-DWI-am DAMIZ/21/16 PAGE -6-2 NAME -.6114-1;. FlLEjurbe--jqft.m TINE: 13, 10P HL H1 H,3: HIR VL V1. 4,3 F -LA- 1 -6-1 FA F -LD -I OUP LOAD GR- FAMN TABLE GRIDLINES 9 :COLUMN I �A w - 14J LOAD IGROUP HL VL LNL HIR \,R W -13 - *�-D OL -7:7o7o- -0,LINIT LMR" 1-11 H2 -v2-- - L -N. 2 !3 IN LL 0.0 It 0,2 0.10 OLO .1 0.0. 0.0 214 Z 0,0 AD 0.0 M 0OLL .0. _0 -L-00 0.0- --Z-26 -0.0 7.4 1 0.0 9.5 9.5 0.0 0..0 7.4 aG ED -1.5 2,.Bt 0,0 n.n o" 0 Wr U.Q 0.0 T. 1, 0.�) IALI .-5.1 T -7.1 [l 21 OP. a CIO OL Ole, .0.0 *D -C n n ()-�O -21-7 01,10, AI -2 0.0 --4.9 u�, 0 . 0.0 .0 0.0 .0 --- 0.0 .0-.0 -13, 0.0 UIAU 11.8 46 . O.Q: 1.0 - -C�0- -4,9- -0� 0 - 1.2 -15.3 4�3 ab -�6,7 010: 0,0 --10.1 MO LAU -0- 17 3.7 -O -7- 17,2 413 1,15 -7� -10:5 77710-- -6A 11,13 - -0�5 - -0.4. LWL3 1.5 -3,6. 0110 -2.9.. --Z4-6 3;9 -1.2 4.3. 16 .5 6. -St6 LW -4- 1-8 4.1 3.2 2:2 5.6 7,67 4-3. - . a.4 -12A 1 4.9 1 7.8 0-0 5,e T -7,51 5. j -10.4 04- 0-,.0 -10,-6 (11.0m; -0,0 10 G 0 -67 0 G 0 .0 _0 0.3 D'O '0 DL : Rootf Dead -Load LL t Load DOLL ; Roof Ciollutcral. Load EG Lateral Sefsmlic L=d [parallel plane of fiar;rje] Lqieral Prim .cry ATod Lood M2 Lateral Primary Mnd- Load LAU, LongifUdInal Piritwfiry J%q LAA Longitudilrial Prfr.n,3ry Wind Load* LWL3 Longitudinal Primary Wind' Load LIAU Lo.willudIfnal Primary Wind' Lmd Lateral Prirnary IVrad Load - Lateral PirMary 'AYnd Load CRANDALL ENGINEERING 5448 Merrill Mill Road Mariposa, 95338 COMBIMED REACTIONS MANUFACTURER: CECO BUILDING NO: 15-B-61142-1 BUILDING UNE: 9A & 9G CLIENT: GUDGEL CONST LOCATION: BUTTE CO, CA JOB NO: 16037A METAL BUILDING LOAD REACTIONS PER MANUFACTURER FRAME BASE #1 Hx Hz V DEAD LOAD D 0.20 COLLATERAL LOADS Cg Gravity Co Uplift MATERIAL/EARTH I H LIVE LOAD L ROOF LOAD Lr -0.10 0.30 SNWS WIND LOADSNW84.U90! -7.10 -7.00 4.803.70 -3.60-4.607.607 an Wil W12 W13 W14 SEISMWE7 -2.60 D -2.70 .0.78 -0,81 =Hz COLLATERAL LOADS Cg E8 SHEET OF_ Date: 1/8/17 JOB NO: 16037A FRAME BASE #2 DEAD LOAD D W2 =Hz COLLATERAL LOADS Cg W3 Co -7.30 MATERIAL/EARTH H 11 7.30 LIVE LOAD L -5.80 -7.30 ROOF%S5 W6 6.20 7.30 SNOW L W7 WIND LOADS Wl W2 W3 -5.80 -7.30 W4 6.50 7.30 WS -5.80 -7.30 W6 6.20 7.30 W7 Wil W12 W13 W14 E1 E2 E3 E4 ES E6 E7 1.98 2.22 -6.00 7.40 6.60 7.40 Uplift -E 3CRANDALL ENGINEERING 4868 POtVDP370$A NFA. !STEEL P.o. eOX 124 NODPINEB, `A 988148 'RIGID PHOTS: 209.888.4844 PAR: 209-988-4744 i MANUFACTURER: CECO BUILDING NO: 15-B-61142.1 BUILDING UNE: 9A & 9G CLIENT: GUDGELCONST LOCATION: BUTTE CO, CA JOB NO: 16037A METAL BUILDING LOAD REACTIONS PER MANUFACTURER BUILDING FOUNDATION DESIGN SHEET AV OFA Det.: 1/8/2017 FRAME WITH SLAB JOB NO: 16037A V13.5.2 DEAD LOAD Hx Hx V D 0.90 HF Fb1�Ht COLLATERAL LOADS Cg G-Ity 0.00 co Uplift MATERIA EARTH I H Do 0.00 WELOAD L 0.90 MAXH ROOF LOAD Lr -0.30 -0.30 MINH W SNOW LOADS 5 Wh 'r*�-L60.'r' -10.90 S1 H1 52 53 5a SS 56 WIND ADJUST= 1.00 It. 0.50 fl= 0.20 Seismic%s= 0.52 Red-deecy p = 1.30 (Set tO 1.0 If Included in Mfr's ol0) 06= 2.50 /P= L92 FORANCHOR OIRICALSERVICE_LOADS Se 0.00 *S�+ObO.'yz n.,=;•;0:00: k�,:0�003'4: MAX Hx SbI 0.00 'x000 iw "s#000��• J0:00;'.'°. MIN Hx Sc tiffs' :.'x: '.•::O.:::n' C'g'000: rf 00MIN V0:00,; AXV Sd 0O °4 "12,20'AIT] 0.00 ADJUSTED x L00 We 560-4`+OOD Hx HF Fb1�Ht V D 0.00 0.00 0.00 0.90 Do 0.00 0.00 0.00 0.90 MAXH Wf '»y.'3'000 ti"r:'?O:ODf.�S 0.00 MINH W `=v.:.:»3570i.--:;i;6 50 w.7;48%i F.: 1L00 MAX V Wh 'r*�-L60.'r' -10.90 MIN H1 0.00 1 0.00 1 0.00 0.00 L 0.00 O.OD 0.00 0.00 U -0.10 1 0.00 1 0.10 -0.30 Se 0.00 *S�+ObO.'yz n.,=;•;0:00: k�,:0�003'4: MAX Hx SbI 0.00 'x000 iw "s#000��• J0:00;'.'°. MIN Hx Sc tiffs' :.'x: '.•::O.:::n' C'g'000: rf 00MIN V0:00,; AXV Sd 0O °4 "12,20'AIT] 0.00 ADJUSTED x L00 We 560-4`+OOD V:F-5� 60f=17;60`,. MM Hx :c 580 iL'100F' +:,£80t. it'7-66* MIN Hx We 9 0 A� 650 <'»-7;48 >o-#7;1i00!N MAX Hi Wd ;rt .380 7, -580 v,6:93 "' MINHi We Y, :t3i70 'GU'F6'.50F"'0 7.48 .•1100 R, MAXH Wf '»y.'3'000 ti"r:'?O:ODf.�S 0.00 MINH W `=v.:.:»3570i.--:;i;6 50 w.7;48%i F.: 1L00 MAX V Wh 'r*�-L60.'r' -10.90 MIN SEISMIC LOADS El. -1.50 -1.80 -0.82 E2 1.98 -0.43 E. 0.00 ?"'198 " "!14!48*t, MAX HX E3 -0.45 -6.00 -8.18 Eb -150 �`,�+180k (}#;"2:34''+..,•'„-0ie2>; MIN Hx E4 6.60 6.55 Ea mfAO 00if-'' p 6 60 x6!60 "^4` -';6!59;.'15$ MAX Mt ES Ed 1;:.,::;-0.45.,',.:n .14119wfm, MIN Ht E6 Ee h 's1.0'.00a f,,A ;;i,x6�60^::^ 6.60 a.6:59'A MAX If E7 Ef ;.=000 may. `..;000 E+.d 0.00 MINH E8 L' .�-i 0'00 ni �iay.6 60 :; aY';y6.60 6.59 MAX V 6004 d':�6i02!!'.'i -8.18 MINV ASD FOUNDATION DESIGN 16037A RF 1/4 //Z •r .a ASD FOUNDATION DESIGN 4, _ + MATERIALS AND ALLOWABLE STRESSES: SHEET Al OF_ .t 1" r SOIL } a BEARING CAP.' ` 15 KSF.• '•} a a,, Date: 1/8/17- T "A• JOB NO: 16037A WIDTH INCREASE:' . 0% .PER FOOT IN EXCESS OF 2"' _ �- - - DEPTH INCREASE:. 0% L PER FOOT IN EXCESS OF 1' - - ' + �• CONCRETE: - 20.0 • KSI • . „ z fc = ' 2.5 KSI @ 28 DAYS REINFORCING: Fs e - ' WT= 0.15 KCF- .�' ♦ ALTERNATE CONCRETE DESIGN CONSTANTS` a.4 N - 10.0 - ' 1= 0.9 a (ASSUMED FOR APPROXIMATE MR CALCULATIONS) SLAB: _ + rSLABF ICKNE5Y5,. C 'K'a, , z ^.T 'rt• 4. w�`• INCHESr s''t'3f-"'R.r"3it�z X' 'Sr'tx,r �.s - tfiREINFORCING�.4p0i,1'A's@"�• 4s"i, IN"iO Ct-rax�''�'".exAs °G)Ap TA r SQ:`IN FT-'\`tPc. WEIGHT.OF SLASTORESIST UPLIFT: _ V y , T '-SLAB Mr = Fs xAs xT/2x1/12= x0.000 K- FT - - - .SLAB WT= 0.050.:..KSF • EFFECTIVE SLAB WIDTH SART( 2 x Mr / Wn 0.00 FT EFFECTIVE SLAB WEIGHT WIDTH x Wt= ♦l 0000 FOOTINGS & THICKENED SLAB EDGE: /* x�„��gq.�x���'��„.��e�,�"•�'•427�yy�NF��y,;f'7}���',�+,�.23��+�;�•,r.•P" „����r"t�,;yF�� g� �-D .4ab; \,:.. �0�J/�^/ •(� ��. a I 0 IR IS,'.�.\.,✓.. •�. :- yr�.�'"z`9S, r 1"•:�� ' v � � �/`�'' REINFORC "s.'=',a�'" t`.', .;�"S"1� `^',�.r 'e i•ss� "Y�t _rby ''a^+x'w,. n _ k11 a { �J Tm �aOP J f114TOTALrOF h 2 �q ✓ TOP Askf0:40 C a y'Sgji /t ?4IN%-� - c COMBINED WEIGHT OF PERMITERAND SLAB TO RESIST UPLIFT: t - • ..FOOTING WT= Wf = .. ' 0.225 KLF • SLAB WT= Ws=i- 0.000 KLF. " - TOTAL WT=Wf+W:'' .0:225 d • ;. - ''�•' PERIMETERMr-Fs-tOPAs%(d-.2•)xj/12 '•9.60 K -FT + Y ~ EFFECTIVE PERIMETER L = SORT ( 2 x Mr / WT) -. - 9.24 FT 2 51DFS TOTAL Wr 2 x L x TOTAL WT - 4 16 K /. X * FRIGIDTFRAMEFOOTIIVC�'ir, ate. * o frtSr" 3" 10100 VENOM). 'xs48�IN $ 4 ��y r r•,,M�`����•sd•'ax �-''� �e���'`gs+�.z� � . � 'tt,:�'�n " _ . r REINFORCING'"'�f"I.sT: �ml"Cs �,�.,�y���"tj=r<"qS � t�`^+,aG • .� $�.:. ,.. yr C��:'"' z (" �-,�i;'�v.��,��.r�TOu2��g��.RTOTAL.OF��,�.1T0�As� 1"•00.�.���"�SQ�N � f +- - UPLIFT ON FOOTING. ----•. -� �N„c2 ^I ""+' ' " ''"' s } - WEIGHT: FOOTING= ..M � �' •' - - . '11''' � �. $LAB AT FOOTING � -.1238 K I' • •. s ! 'OVERBURDEN@120 PCF= a ' 045 _ ° 7 - . - J ' . ' . r PERIMETER FOOTING AND SLAB .,,t- q 16 t X .60 -`-' ?'•-1 _ _ ..t.•r... 16.98 �0f - " '~ j . �• - MAXIMUM FRAME UPUFT_• .. 1019 K SOILBEARING: - X10.09 K �r:K^si.".�K..,7;.'r. , e, "MAXIMUM VERTICAL FOOTING LOAD 39.47 K. • y' AREA= 30.00 SO, FT. R. INCREASE IN BEARING FOR WIDTH= - 0% - }� s • - ' t + - INCREASE IN BEARING FOR DEPTH = - - F ' 'ALLOWABLE SOIL PRESSURE 1.50 KSF '.'.A • - ^•" APPLIED SOIL PRESSURE0.32- - - '" � .. ' . ... ♦ ' KSF � >��'?OKrn3 • • BENDING STRESSES IN CONCRETE AND REINFORCING: I POSITIVE BENDING IN FOOTING ^y.r ♦ s CANTILEVER FOOTING LENGTH = L/2 i 3.15 FT + - " 'POSITIVE MOMENT =SP xWx02/2= �% �. e - 6.66 K -FT ± P= 0._08% . .. K 0.1330 ':. ♦ '.1 09563' J. • - _ fs= `2.5 K51 t Fs= ' 20:0 KSI KOK' , - c - ._`. tc= 33 P51 F'c 1125 PSI•`�.OKa .r 4 MNEGATIVE BENDING IN FOOTING MOMENT DUE TO PERMRER FTG `• y. - _35.59 KFT -MOMENT-DUE-TO-FOOTINGWr - -- 11.60 K -F7 r z TOTAL NEG. MOMENT= 1. 27.19 KFT' • ca - a P-0.08% R= •0.1324 s .j_ 0.9559. ' - - fs = 10.3 KSI fo=Fs _ -- 20- - KSI �4 ♦ .. � s .. ,124 PSI F'c = 1125 051 4 c r`OKs y - HAIRPIN/FRAME TIE - ANGLEATTO SIDEWALI_ 90 OEGF !' .2 ♦� MAX. TENSION -TO SLAB 3.3 K'. • �ii .� •„ . REQDAs:r 0.37 - t. /SQ IN TO L= 0.08 SQ IN/EA SIDE t aM ...Y .. • •, PROVIDEDSTEEL• - 1114 - TOTAL1 ', - . .1 0.20 '•SO, IN/EA 516E -F-f.-..�' x"n' R 'DSP READ FOR HAIRPIN= 0.0.' FEET/EA SIDE '� TAL REQUIRED HAIRPIN LENGTH = - ,0..0 FEET AS +-•r 1 .. r . :. a i ♦ `'� 16037A 7 ' f 4. F ♦ - ! t RF 2/4 ... 'a•p� E 1 i7-} t tl 4. • '�y -LRFD ANCHORAGE DESIGN , • + . i . �`°�� ^�.� ' -SHEET OF Date: UB/17 + JOB NO: 16037A - - + :.. -MINW/Dx„-0.00,x. - W MIN MAX 2Ar� INCHES�N� r - - �1 36 b MAX W D .I$0:00'� 0,00- j;' O.00.Y�r,° 4A-l"kyjgg�26`d{w�; . • + MAX W DoPa`O:OOi}i1 0.000 0.00 �`-j0:00 OOr. ,,.7L26:z??Fa :,, it`"'" L26:d`. L4D - IAD yiNOHES� MIN Wl Do '�;'b'U:00'.s 0.00. fo--;0,00y'X I^W4L'2Q-M . .. r- f41 L'X -Hz4Hz MIN/MAX 'MAX W D .=585°'•7 '.,O.00z'2 5.85'�,_3,:..' L2D+LOWb+f1L+LSH +0.5Lr 53. - ' MIN W/ D :ZO.00i.#.: 0"ODf; 0.Do, R",YLl6...;.: 1.40 1 }�`?L+S"4�k^'txP.W3�w:i. MAX Do C`:" t:( C _. x SBS '4000;,1;3 _:R: 5.85 53.6:07.. , -L2D+ LOWb+ III+ 1.6H+0.5Lr 53 • v .. MINW Oo�D':;O�OO.G.<, uNWOWM 0.00 ll,%.a twtl7l AAD E(Y OR.N)7 - a"r�. "� ✓... +� _ V MIN MAX '� .. .r. .: ,i .,.• MAX W/ D c.:%4!90{. sS-0.00nn 1.J4'90 8.88 1.2Da7.OW ♦f1l♦L6H+O.SSa - 66 0.9D♦1.OWc+1.6H: 1126.. c^�Lia � 0et�r""q' -777 MIN W D �X=510,?:'$zi0:007 '..5.]D-5i�z .-6.29 i>,C - MAX W/ -0o ;At90:` w}$0`:OO;n$ ta4?BOn.` BAB L2D+LOW -a f1L+1.6H+0.55a 66 ,- - MINW Do ^5.10 'O:OU$ °+-5`"]A."1.' 6.29 0.9Da 1.0Wc 1.6H -1126 �a . + .. .ANCHOR BOLT DESIGN-AC3319-05 APPENDIXD " +Y ` \JC]`• `� , •s fc _,,,<< ' f - `: i .m•.-c.-..>-_-pax--au -2500 PSI 58000 - PSI (A -3D7 BOLTS)' ,u�._�_._.»...,u:.,�.. - .». ...»s...:._._.._�,�-._.__.- '•SDC-C'ORABOVE, SEISMICRED- '�. 0.75- o ' - _. /. ,. - •_1 PE5 NONEJL-BOLT) SQUARE HEAD HEAVY SQUARE HEX HEAD - HEAVY HEX "„ EMBEDMENT 2Ar� INCHES�N� CONC DE 36 b ' '3r S �� yiNOHES� r- f41 L'X ti5,� ��qq..+ }�`?L+S"4�k^'txP.W3�w:i. ��A/�",,;,?"ck�a t<''���"��•�t3�".������x•'»1L�'.�7t ,oga-, rr� DOES#40R FIG ElTIEi80LTSeTO STRUCK E(Y OR.N)7 - a"r�. "� ✓... +� _ .. ,'. . :.. "k ..,..r .r. .: ,i �(1 � � r'-Hf+tlJ�.. �f'Zf�a' rf. .L -a = v "' ..._ C_3.._...:.SHEABANGLE,,J�'pg+ O.�$,�'k�,H'�' �X�• Isa�ry I CHEST ix6_��•,•;- "W'pu� "` t` `• ,1 c^�Lia � 0et�r""q' y�, •N HFS� -,-T � ,f .. Alt i>,C - �� ,- - ,- .nii.a'."r :cn ,:s.Lrti'.iP•7dsa,,,J"1F'U,d'YINCHFS.k-�..X.Li`e.C'i'�317kGed �a . + •l, ~SHEAR ANGLE AREA. - . - 0 SCL IN:. CONCRETE Hsa =- ` 0.00 K r Y vu - - ? - - :1 :�• STEEL EE , , � 0.00 .� N.. Ce'J G4 L,') r .� LL ' 'FACTORED FORCES TO A.B. - SHEAR%• - LOAD CASE HX HX-Hsa .. Nz HX4Nz ' -VERT r c •�� " 1 '4.2D+1.OWa+fIL+1.6H+O.SSa 5.60 S.60 .-0.00 5.60 - 8.68 • - , 2 1.20+1.OWb + f1L+ 1.6H+ 0.51.7-5.85 -5.85 0.00 5.85 " l.07 - • v y ,. 3 -4 1:2D+1.OWa+f1L+1.6H+O.SSa 5.60 5.60 ..0.00. 5.60 ,.' 8:68 � ... - + + ! 1.2D+-1.OWb+f1L+1.6H+0.5Lr - : -S.85 7s.85- 0.00 -5,88 5 1.41) - 0.00 - 0.00. 0.00 0.00 •1.26 I Q O s 6 1.4D. - 0.00 0.00 0.00 0.00 1.26 O- - 7 1.4D,: 0.00 0.00 0.00 0.00 1.26 'i ♦ ^0 - 8 1.40 - 0.00 0.00 0.00 0.00 1.26 O • -.I yfi - • ' * 9 1.2D+1.OWb+f1L+1.6H+0.5Lr -5.85 -5.85 - 0.00 5.85.' -6.07 I 't• + 30 1.4D - 0.00 0.00 0.00. 0.00 1.26 ' 11 -.-1.2D+1.OWb+f1L+1.6H+O.SLr •5.85 :•5.85 0.00 S.BS -6407 ,h Hx1 I - '" ' - -.•, 12 y' 1.4D. 0,00 - 0.00 0.00 0.00, -.1.26 _ f+ • L.. 13 1.2D+1.OW +f1L+1.6H+O.SSa 4.90 .' 4.90 ... 0.00 4.90 8.86' U • 4 -....v a r + 0.9D+S.OWc -+1.6H_ _-5.10--•5.10--0:00--5-10--{;29---I- - - ..•g: 15 1.2D+1.OW +i11,+1.6H+O.SSa 4.90. 4.90. 0.00. 4.90- 8.88 -,.� 5ltir" - ,r 16 - 0.9D+1.OWc+1.6H -5.10 •5:10 -6.29 - ^ - A) TENSION ON BOLT GROUP- ` - ......._-- 1) STEEL STRENGTH((bNn)' .. - 4-0.75, t - - dtNsa = 168606 Ib _ .168.61 � K v Z) CONCRETE BREAKOUT • EDGE ADJUSTED hef= 8.17.' IN 4 ,•r. 1.5.X het 12:25 ` IN BLOCKB 40.5 '- IN BLOCK -0 2950 IN �. Aa,= 1194.75 SO. IN. - A = 600.25 SQ. IN.. N .�4 , �+ i .. AKK r- n ANco,�r`$'pNr c •- fWec,N= 1.00 CONCENTRIC CONNECTION 0min= •12.25 IN ,1.5Xhef=, 36 IN zZ - Wed,N= 0.80- ^ Wc,N =. 1.00 - CONCRETE LIKELY TO CRACK ' M1+•'f " r - �F y, • . Y Wtp,N . - 1:00 ,CAST IN PLACE ANCHORS �.,.. ` Nb= 28006 lb ♦ kc = -' 24 FOR CIP + w . - P ¢Ncbg? 33533 - Ib 33.53 K + T - _ v:R 16037A�� IRF 3/4: 3) CONCRETE PULLOUT 0= 0.70 Wc,P= 1.00 CONCRETE LIKELY TO CRACK Np: eh= 3.750 A,,= 944.00 SO, IN. FOR L -BOLTS Np = 10546.88 A,.m= 675.28 SQ. IN. FOR HEADED BOLTS Np - 44740.00 4tNpn= 125272 Ib = 125.27 K 4) CONCRETE SIDE -FACE BLOWOUT FOR L -BOLTS 4,Wb = N/A HOR HEADED BOLTS: 0.4 hef = 9.60 IN o,min = 12.25 IN 45.29 K ONsb= N/A 8) SHEAR ON BOLT GROUP G ROUP,,Vcbg= 198.53 K 1) STEEL SHEAR 0.65 (bNsa = 87675 Ib = 87.68 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V = 1.25 CONCRETE LIKELY TO CRACK HS DIRECTION ca= 18.00 A- = 2360.50 SQ. IN. 1.5 XS,= 18.38 A„<=nAVw OK GOVERNS: 18.00 A. = 760.27 SO. IN. A_ = 675.28 SO, IN. le= 10.00 IN A,-nAVco ON Vb'= 65423 Ib = Wed,V = 1.00 ' HS SINGLE ANCHOR SHEAR STRENGTH 1 e = 10.00 IN Vb = 25430 Ib = 25.43 K 4,Vcbg= 26.84 K., GROUP4,Vcbg= 53.68 K 3) BREAKOUT FOR ANCHOR GROUP HI DIRECTION c'„= 17.25 Lt = 18.00 1.5Xc'„= 25.88 GOVERNS: 18.00 - A„ = 843.09 SQ, IN. A_= 1339.03 SEL IN. .+ A,., m n AVw ON Wed,V = 1.00 HI SINGLE ANCHOR SHEAR STRENGTH le= 10.00 IN �- - - Vb= . 42494 lb = 42.49 -K GROUPOVcbg= 25.08 K 4) BLOWOUT FOR ANCHOR GROUP FOR L-BOLTS.1Nsb= N/A - HOR HEADED BOLTS: 0.4 hef = 9.60 IN t ,min= 12.25 IN ctNsb= N/A 5) PRYOUT STRENGTH FOR GROUP Qf = 0.70 Xcp = 2.00 Ncbg = 44711 LB SEE TENSION ABOVE 4tVcpg= 62595 Ib = 62.60 K TENSION SUMMARY: STEEL STRENGTH - 4tNsa= 168.61 EMBEDMENT STRENGTH - BREAKOUT: ONcbg= 33.53 EMBEDMENT STRENGTH - PULLOUT: 4tNpn= 125.27 C) INTERACTION - SEISMIC 0.24,Nn= 6.71 503: 0-:2 4,V 5.02 53x7 0.2 ¢Vny= 6.]34:60 4, = 0.75 H2 DIRECTION q�= 12.25 1.5 X c„ = 27.00 GOVERNS: 12.25 A,,= 944.00 SO, IN. A,.m= 675.28 SQ. IN. A„ -n AVw9614w- Z Wed,V = 0.84 H2 SINGLE ANCHOR SHEAR STRENGTH le= 10.00 IN Vb = 45295 Ib = 45.29 K ,bVcbg= 49.63 K G ROUP,,Vcbg= 198.53 K H2 DIRECTION c',+= 23.00 C., = 12.25 1.5Xc',,= 34.50 GOVERNS: 12.25 A�= 1190.25 SQ IN. A- = 2360.50 SQ. IN. A„<=nAVw OK Wed,V = 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH le= 10.00 IN Vb'= 65423 Ib = 65.42 K GROUP,bVcbg= 30.67 K STRENGTH :OUT FOR ANCHORS NEAREST EDGE IUT FOR FULL GROUP )MENT STRENGTH - BLOWOUT: SHEET OF_ Date: 1/8/17 10B NO: 16037A mNsa= 87.68 87.68 4tVcbg = 53.68 198.53 Q,Vcbg = 25.08 30.67 Q,Vsb = N/A N/A 4tVcpR = 62.60 62.60 GOVERNING ¢Vnx= 25.08 GOVERNING ¢Vnyc 30.67 LRFD ANCHORAGE DESIGN ANCHOR BOLT DESIGN - AC1318-05,APPENDIKD Tc= 2500 PSI 3� 4 5 6 i SDC"C"ORABOVE Y A SHEET OF_ Date: 1/11/17 JOB NO: 16037A SHEAR ANGLE AREA: FACTORED FORCES TO A.B. 0 SCL IN. CONCRETE Hsa = 0.00 _ STEEL Hsa= 0.00 SHEAR K-_.-.._. ....... _............ K i - ( i --+j- --=-- ................. _................... ......... _..... ......... _....... Ga3 L G I. Ge? dt = 0.75 BOLT HEAD TYPES flfl� Ix Hx-Msa Hz Hx-*Hz VERT 0 NONE L-BOl rMIN Hz . O O O 14 ' 1 SQUARE HEAD AO 0.00 0.00 0.00 0.98 00 0.00 12.69 12.69 15.14 2 HEAVY SQUARE `*6 00 1 0.00 •11.54 1 11.54 -13.32 3 HEX HEAD 00 0.00 - 0.00 0.00 0.98 00 0.00 12.69 12.69 15.14 4 HEAVY HEX SHEAR ANGLE AREA: FACTORED FORCES TO A.B. 0 SCL IN. CONCRETE Hsa = 0.00 _ STEEL Hsa= 0.00 SHEAR K-_.-.._. ....... _............ K i - ( i --+j- --=-- ................. _................... ......... _..... ......... _....... Ga3 L G I. Ge? dt = 0.75 4)Nsa= 58116 Ib = 58.12 K Ix Hx-Msa Hz Hx-*Hz VERT .00 0.00 0.00 0.00 0.98 .00 0.G0 0.00 0.00 0.98 Hz . O O O 14 ' .00 0.00 0.00 .0.00 0.98 AO 0.00 0.00 0.00 0.98 00 0.00 12.69 12.69 15.14 00 0.00 •11.54 11.54 •13.32 00 0.00 12.69 12.69 15.14 00 1 0.00 •11.54 1 11.54 -13.32 00 0.00 12-69 12.69 15.14 00 0.00 - 0.00 0.00 0.98 00 0.00 12.69 12.69 15.14 00 0.00 0.00 0.00 0.98 00 0.00 12.69 12.69 15.14 00. -0.00_ .--11,54-1-1-54- -18-67--•- 15 D 1.2+0.25DS+ib Ec+f1L+0.25a 0.00 0.00 12.69 12.69 15.14 16 0.9-0.25DS D +f2- Ed + 1.6H I 0.00 I 0.00 -11.54 11.54 -13.67 A) TENSION ON BOLT GROUP - i__.__...__....__...._.. ........... :...__._ 1) STEEL STRENGTH f bNn) dt = 0.75 4)Nsa= 58116 Ib = 58.12 K 2) CONCRETE BREAKOUT �_� 0.75 EDGE ADJUSTED hef= 9.50 IN LS X hef = 14.25 IN BLOCK B= 37.25 IN BLOCK O= IN _33.50 _ Ax,= 1247.88 SQ. IN. , v A- = 812.25 SQ. IN. ., Wec,N= 1.00 CONCENTRIC CONNECTION . - . Wed,N: m,.In= 14.25 IN 1.5 Xhef= 15 IN Wed,N= 0.99 Wc,N= 1.00 CONCRETE LIKELY TO CRACK" z ' ` WCP,N: 1.00 CAST IN PLACE ANCHORS' - _ Nb- 35137 Ib - kc = 24 FOR CIP bNcbg= 39879 Ib = 39.88 K ' 16037A RF 3/4 3) CONCRETE PULLOUT -• 4' = 0.70 Wc,P= 1.00 CONCRETE LIKELY TO CRACK NP: eh= 3.000 A,,= 1328.64 SQ. IN. FOR L -BOLTS Np = 5062.50 A- = 2592.00 SQ. IN. FOR HEADED BOLTS Np = 18220.00 Q,NPn = 51016 Ib 51.02 K 4) CONCRETE SIDE -FACE BLOWOUT FOR L -BOLTS IbWb = N/A HOR HEADED BOLTS: 0.4 hef = 4.00 IN -,min= 34.25 IN _ ,VNsb = N/A B) SHEAR ON BOLT GROUP GROUP 4,Vcbg= 47.51 K 1) STEELSHEAR �= 0.65 ¢Nsa = 30220 Ib = 30.22 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE - Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V= 1.25 CONCRETE UKELYTO CRACK HI DIRECTION c,r= 14.25 Arm = 1667.53 SQ. IN. 1.5X q�= 36.00 !y, - n AVcopIMIL GOVERNS: 14.25 Av.= 1989.00 SO, IN. A- = 2592.00 SQ IN. le= 6.00' IN A� -. AVco OK» ,0.82 Vb= 38803 Ib Wed,V = HI SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN Vb= 54017 Ib = 54.02 , K Ncbg = 31.82 K GROUP,bVcbg= 63.63 K 3) BREAKOUT FOR ANCHOR GROUP Hl DIRECTION c',� = 29.00 c,,= 14.25 1.5 X c;, = 43.50 GOVERNS: 14.25 A. = 1819.75 SQ. IN. • A_ = 3784.50 SCL IN. Ax -. AVw Wed,V = 0.80 HI SINGLE ANCHOR SHEAR STRENGTH ' le= 6.00 IN - Vb= 71749 Ib - _ '71.75 -K GROUP pVcbg= 25.82 K -. 4) BLOWOUT FOR ANCHOR GROUP - FORL-BOLTS.,Nsb= N/A HOR HEADED BOLTS: 0.4 hef = 4.00 IN w,min = 14.25 IN 4,Nsb=.N/A 5) PRYOUT STRENGTH FOR GROUP 4, _ 0.70 kcp = 2.00 Ncbg= 53172 LB SEE TENSION ABOVE 4'Vcpg= 74441 Ib = 74.44 K TENSION SUMMARY: 4tNsa = 58.12 ISTEELSTRENGTH EMBEDMENT STRENGTH - BREAKOUT: 4,Nrbg= 39.88 ' EMBEDMENT STRENGTH - PULLOUT: 4,Npn= 51.02 C) C) INTERACTION SHEET -� ( OF_ 0"': 1/12/17 JOB NO: 16037A 4, = 0.75 H2 DIRECTION c,�= 24.00 1.5X q,= 21.38 GOVERNS: 21.38 A,,= 1328.64 SQ. IN. A- = 2592.00 SQ. IN. 7y, - n AV-'.s.'.T Wed,V = 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN Vb= 24714 Ib = 24.71 K 4,Vcbg = 11.88 K GROUP 4,Vcbg= 47.51 K H2 DIRECTION c',r= 19.25 S, = 24.00 ' 1.5 X c',: = 28.88 GOVERNS: 24.00 AK = 1114.09 SQ, IN. Arm = 1667.53 SQ. IN. !y, - n AVcopIMIL Wed,V = 0.85 H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00' IN Vb= 38803 Ib 38.80 K GROUP 4,Vcbg = 20.61 K cnu,n 41Nsa= 30.22 30.22 BREAKOUT FOR ANCHORS NEAREST EDGE OVcbg= 63.63 47.51 BREKOUT FOR FULL GROUP Ncbg= 25.82 20.61 EMBEDMENT STRENGTH -BLOWOUT: b= N/A EMBEDMENT STRENGTH - PRYOUT V - 74,44 74.44 SEI, GOVERNING oVnx= 25.82 'T,7 GOVERNING 4,Vny= 20.61] SEISNIIG� ,^ 0.2 QINn= 7.98 0.24,Vnx= 5.16 3:87" 0.24,Vny= 4.12 3. l LOAD CASE SEISMIC Vx V Nu Vx/0.2 Vnx /0.2 Vn Nu/0.2 Nn Vu Vnx Vu / Vn M4� c127 ., 1.4D N 0.00 0.00 0.00 0.00 0.00 0.0000 OK 1.42 N 0.00 0.00 0.00 0.00 0.00 0.0000 OK i i.4D N 0.00 0.00 0.00 0.00 0.00 0.0000 OK ! 1.42 N 0.00 0.00 0.00 0.00 0.00 0.000 OK f 1.2+0.2525 Da(b Ec+fl L+0.2Sa Y 12.69 0.00 4.1] 0.00 0.00 0.66 6 OK 1.2+0.2525 D+[y Ed+tl L+0.25a V -31.54 -13.32 3.73 2.23 0.00 0.60 4 OK 1.2+0.2525 Dao, Ec+fl l+0.25a Y 12.69 0.00 4.11 0.00 0.00 0.66 6 OK 1.2+0.25DSD+(16 Ed+fl L+0.2Sa V •11.54 -13.32 3.73 2.23 0.00 OK 1.42 N 0.60 0.45 1.04 1.2+0.2525 D+(b Ec +il L+0.25a Y 12.69 0.00 4.11 0.00 0.00 0.66 0.00 0.66 OK 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2a0.2SDSD+(), Ec+fl L+0.25a V 12.69 0.00 4.11 0.00 0.00 0.66 0.00 0.66 OK p{O{ 1.OD N 2.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2+0.2525 Da O, Ec+(1 L+0.2Sa V 12.69 0.00 4.11 0.00 0.00 0.66 0.00 0.66 OK 0.9-0.2525 D+Q, Ed + 1.6H V •11.54 -13.67 3.73 2.29 0.00 0.60 0.46 1.05 OK 1.2+0.2525 D+O, Ec+t11+0.25a Y 12.69 0.00 4.11 .0 .00 0.00 0.66 0.00 0.66 OK 0.9-0.2525 D+Q, Ed + 1.6H Y •11.54 -13.67 3.73 2.29 0.00 0.60 0.46 1.05 OK 16037A RF4/4 F / i •r " 1 O/T M3 Y +� VLE09T OTT 9M9'O. 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'00'0 00'0 . a • ' OD'L 0'0 n otl01 LOON S • 00'0 00'0 00'0 00'0 . l , � 1 . • . 0'0 ' Otl07 3Af1 ' 00'0 OD'0 000 00'0 H •A - 0.0 X ' H18tl3 B31tlW - ' 06'T 00'0 00'0 ocro" 00 a cull 0'0 03 • • - • - 000E o00 00'0 00'0 0 " -3 - ATNe19I 0['T • I 0.0 I I Sotl07 N8U%MO7, - - A DIEM 1H xH - . a SOtl013]I118351V711180 • O6'[ 00 o ovol Otl30 J A • 1H xH • N9630 tlOH7NV 801' Z6'1 .tl/ OS'Z .'O ,: Inlay c,yw u1papnpu1110't of lai) 0002 =d Nuepunpay';1 " 830n-V1f1NVW 83d SNOT-V380t101 ON1011119 IV13W LS•o mSxlwgaS .. • 1. OLIO .L1 Os'0 ell 1: •l.' VLE09t :ON 80f , r ' - v3'O7 31NI8 :NOLLV701 L :NOLLV701 3S11 1SN0713O0I19 'IMri7 , * +ik •. r , f 306 tJ 3Wtl5/M tl3Ne07 , '° x ♦ s - .�'• , L 801831N1 - i6'86:3NIl 9NIOlInB d , S 83N807 .'- • NOLLVMl NWnim - t'ZVtT9.95T:ON Maims t ♦'` , Wa'7:H3HfLL7tlinNVW a ' ITEM ' BVIS HIIM 103 1lt/MON3 9.1 d Gor essse VLEWT o.I.o Peoa 111W 10jew Bdbs 9tD'LbLLb :area , NJIS34 NOIltf4Nf103 9NI011f1813315 10— 133Hs •. '. .y�j < • .T �NR133M9N3 7lVaNV2l7 0' • 1 ' , ti' ,+ ..• ..n a ., a ♦} '..' - , ,- r' ',t r.k' .. MATERIALS AND ALLOWABLE STRESSES: r 1+' �/•x�j - .. v 7 SHEET / / OF .. SOIL v r 1 BEARING CAP 15 KSF Date:. 1/32/17 t - . - WIDTH INCREASE: 0% PER FOOT IN EXCESS OFl ' JOB NO:, 16037A - k • - DEPTH INCREASE: 0% PER FOOT IN EXCESS OFl ' ]EW 2/4 ` ya 1 •,t 7 CONCRETE.'. -fc2.5 K51@28 DAYS 'T REINFORCING: - Fs= 20.0' K51. 0.15 RCF V 'ALTERNATE CONCRETE DESIGN CONSTANTS: N = 30 - - - C _a 1= .0.9. (ASSUMED FOR APPROXIMATE MR CALCULATIONS) ' • " SLAB - _ '� , SLAB MF Fsz AszT/2 xl/12 0.000 K•FT - � - . 0.050 KSF .- ., EFFECTIVE SLAB WID7H' = SQJi712 x Mr /Wil 0.00 FT -1-. - ' - ,EFFECTIVE SLAB WEIGHT WIDTHz Wt 0000 s' K/lF •�� �. . a FOOTINGS & THICKENED SLAB EDGE ) f ° 1 ENDWALUPERIMETERIFOOTING THICKENED SLA9. mr3O '�R,> / '�"xfd N '�'.{'7c� f p'ri�' ✓� I�,e.'�� t�.t REINFORCING a OP' '4 pA TOTL4OF 4 '' a 1 �` SQ?INS' � F ..>`�'Sf.�.�•�." _.BCm�.MvS. 1t4� TOTAL<O �a��.�.."�"'w..^C BO.Ta?34d��-�0;40� SQ INr�e�!i .. UPIIFT: - COMBINED WEIGHT OF PERMrrER AND SLAB TO RESIST UPLIFT: -TING WT= Wf =. 0.750 :KLF � Ws ,0.000 KLF • - , • - 1- FOO _ SIAB V✓T= "TOTAL WT=Wf♦W,- 0.750 KHF. ENDWALLMr-133%xFsx TOPAsxld•2'1x1/12= - 33.60 K-FT's 1. EFFECTIVEENDWALLL=SQRT(2x Mr/Wn- ' 9.41 FT a r FOR 2-SIDES-TOTAL Wr=2 x Lx TOTAL WT=. ".14.20 K,. AT INTERIOR & CORNER W/ RETURN .FOR1•SIDE-TOTAL WT= Lz TOTALWT= 7.10 K� AT CORNTER - ` + AVAILABLE FOOTING WT THIS LOCATION .1420 X0.6052 K� ,. • 1 _ s 1 MAXIMUMUPUFT ' 8.04 K+ FK�"-+ 5 - 1 S. I BEARING:.+. SOIL PRESSURE: -INCREASE FOR WIDTH = . • 11796 - s .r - INCREASE FOR DEPTH = .ALLOWABLE SP= .1500 KSF a. EFFECTIVE LENGTH OF FOOTING FROM POST BASE . • Mr = j• .. BOTrOMAsz Fax1x1D-3°112 16.20 K-FT - ... y L-SQRT(2x Mr/W)= •3.29 FT EACH SIDE - - - BEARINGCAP-SPx B/12.= 300 KLF 4 FOR 251DE5-TOTAL WT=2x L TOTAL WT= 19.72 K. A7INTERIOR &CORNER W1 RETURN FOR151DE-TOTAL WT=L.TOTAL.K?=„„ .,. - -.,..9.86 K_..� ATCORNTER -1 - - -- AVAILABLE THIS LOCATION 19.72 K } • r MAX VERTICAL LOAD = 10.40 '.. TIES TO SLAB r MAX H (CORNERS) _ ' 258. K .. t 7: • ' * - .. _ - +• i_. - MIN 2(1NTERIOR)= 0.00. K FOR 902 CORNER TIE REQUIRED As 013 SQ. IN L - FOR p4 TOTAL OF 1 , Ash - 0.20 •FOR45a HAIRPIN REQUIREDAs +0.0007 5O, IN t; _ - _, - FOR 44 TOTAL OF _ F. _»_ - 0.20, w a REQ'D SPREAD FOR SLAB STEEL= pN/A FEET .` .. r v _ -TOTAL REQUIRED HAIRPIN LENGTH = pN/A FEET . - LRiD ANCHORAGE DESIGN. t CRITICAL LRFD FORCES TO ANCHORS - -tom Ili 14 MINIMAX I Id en.?T_ lV11_90N MA%W/D 0-F�_.°•i.-'LOAD CASE . - • LC p w O1.20 t Lowe 4 OL t 1.611+O.SLr52 — MINM/.D _• ` f Y a - 3.2D"a1:OWbaf1LT1.53 .i 6H O.SLF . MAX W/ Do 430 MCJCOU'S,u•' 'f,430TL%:�X,r208F 3*„,; 1.2D+1.OWe +f11+1.6H+O.SIr 52 .'f { MIN W/Do A30 �Y:+A:OOT•,;r'T"�430i4%t ]Gt,.A321t•n} 1.2D+IAWb+ OL+ 1.6X+ 0.51.1 53 ' f h f S ti •'i 4` � G ANCHOR BOLT 0ESIGN-AC1318.OS APPENDIKD Pc= 2508 PSI f„„= SHEET�4OF_ SDC "C" OR ABOVE Y I SHEAR ANGLE AREA: 0 SQ. IN. CONCRETE Hu = 0.00 K -••...._.._....._.____._._...___._ . STEEL Hsa - 0.00 K A) TENSION ON BOLT GROUP Dale. 1/12/17 1) STEEL STRENGTH (, rNn) JOB NO: ISM7A BOLT HEAD TYPES 29058 Ib = 29.06 K 0 NONE(L-BOLT) 15 Xhef= 1 SQUARE HEAD 27.25 IN BLOCK D= 15.5 IN 2 HEAVY SQUARE k.= 720.00 SQ. IN. 3HEX HEAD ANe. ; 4 HEAVY HEX Wed,N : A) TENSION ON BOLT GROUP 1) STEEL STRENGTH (, rNn) m= 0.75 0.= 29058 Ib = 29.06 K 2) CONCRETE BREAKOUT m = 0.75 EDGE ADJUSTED hef = 5.17 IN 15 Xhef= 7.75 IN BLOCK B= 27.25 IN BLOCK D= 15.5 IN A.= 41850 SQ. IN. AH,= 422.375 SQ. IN. k.= 720.00 SQ. IN. Am= 240.25 SQ. IN. Am= 364.50 SQ. IN. ANe. ; Wec,N= 1.00 CONCENTRIC CONNECTION Wed,N : ca,min = 9 IN 1.5 X hef = 15 IN A� m n AVco,�,USEAvc�=�.'�. Wed,N= 0.88 Wc,N= 1.00 CONCRETE LIKELY TO CRACK Wcp,N : 1.00 CAST IN PUKE ANCHORS Nb = 14093 Ib 7 kc = 24 FOR CIP 4,Ncbg= 16352 Ib = 16.35 K 3) CONCRETE PULLOUT 41- 0.70 Wc,P= 1.00 CONCRETE LIKELY TO CRACK Np: eh= 3.000 Vb- 54017 Ib = a FOR L -BOLTS Np= 506250 4,Vcbg= 13.35 K FOR HEADED BOLTS Np- 18220.00 4,Npn - 2550. Ib 2551 K 4) CONCRETE SIDE -FACE BLOWOUT FOR L -BOLTS f Mb - N/A -------HOR-HEADED BOLTS:---0:4-hef---4:00-IN- - ca,min= 7.75 IN ONsb- N/A B) SHEAR ON BOLT GROUP 1) STEEL SHEAR �= 0.65 cbNsa - 15110 Ib = 15.11 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE d, = 0.75 Wec,N- 1.00 CONCENTRIC CONNECTION Wc,V- 1.25 CONCRETE LIKELY TO CRACK Hl DIRECTION c� - 2400 I H2 DIRECTION q,- 9.00 15XC=,- 1350 0 15 %S,= 36.00 GOVERNS: 13.50 GOVERNS: 9.00 A.= 41850 SQ. IN. k.= 720.00 SQ. IN. Am= 364.50 SQ. IN. A-= 36450 SQ IN. A=, e= n AVco USE?A 364.50 A� m n AVco,�,USEAvc�=�.'�. Wed,V = 0.78 36450 HI SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN le= 6.00 IN Vb= 12405 Ib 12.40 K Vb- 54017 Ib = a 54.02 K 4,Vcbg= 13.35 K oVcbg- 77.52 K GROUP,bVcbg= 13.35 K GROUP bVcbg= 155.05 K L SEISMIC ' 3) BREAKOUT FOR ANCHOR GROUP Gt ° 9.00 Date: 1/12/17 Hl DIRECTION c;t = 9.00 GOVERNS: 9.00 0.a = 24.00 2 ' A,-= 3528.00 SO, IN. 1.5Xc;t= 1350 A- c= n AVco,- ,,,, ` 4.30 GOVERNS: 1350 0.00 A.= 279.00 SO, IN. le- 6.00 IN M=°364.50 SQ. IN. 68.07 K A., c= n AVco F�OK r, 1.21)+ 1.OWb+ f1L+ 1.6H+ O.SLr Wed,V = 1.00 0.00 Hl SINGLE ANCHOR SHEAR STRENGTH 2.42 /a- 6.00 IN 0.48 Vie = 12405 16 12.40 K a GROUP,bVcbg= 8.90 K ' 4) BLOWOUT FOR ANCHOR GROUP 0.00 0.00 FOR L -BOLTS 41Nsb = N/A 0.00 HOR HEADED BOLTS: 0.4 hef - 4.00 IN 0.48 ca,min- 9 IN N ,bNsb = N/A 0.00 5) PRYOUT STRENGTH FOR GROUP 4r= 0.70 kcp= 2.00 0.48 0.00 Ncbg v 21803 LB SEE TENSION ABOVE 4Ncpg ° 30524 Ib . 30.52 K TENSIONSUMMARY: 0.D 00.00 0.00 STEEL STRENGTH - OW 29.06 0.00 EMBEDMENT STRENGTH - BREAKOUT: ¢Ncbg= 16.35 1.413 1.4D EMBEDMENT STRENGTH - PULLOUT: 014pit 25.51 0.00 EMBEDMENT STRENGTH - BLOWOUT: 014,sbv N/A SI 0.00 GOVERNING ON. 16.35 C) INTERACTION 'SEISMIC,,, 1.40 ' 0.2 (bNn v 3.27 0.00 0.24)Vnx= 1.78 0.00 • 0.2 OVny = 3.02 L27j 0.00 "'••' PN. = 15.11 15.11 FORANCHORS NEAREST EDGE 4rVcbg= 13.35 155.05 OR FULL GROUP oVcbg= 8.90 22.79 IT STRENGTH - BLOWOUT:. (bVsbv N/A N/A IT STRENGTH - PRYOUT Ovcpg- 30.52 30.52 GOVERNING 4tVnx v 8.90 GOVERNING VVny= 15.11 LOAD CASE SEISMIC H2 DIRECTION c;t = 28.00 SHEET OF Gt ° 9.00 Date: 1/12/17 1.5 X c;t = 36.00 JOB NO: WOOD GOVERNS: 9.00 A.- 1260.00 SQ. IN. 2 ' A,-= 3528.00 SO, IN. 1.20+1.OWa +(1L+1.6H+OSLr A- c= n AVco,- ,,,, ` 4.30 Wed,V - 1.00 0.00 H2 SINGLE ANCHOR SHEAR STRENGTH 0.00 le- 6.00 IN 0.48 Vb- '68070 Ib v 68.07 K GROUP bVcbg - 22.79 K OK "'••' PN. = 15.11 15.11 FORANCHORS NEAREST EDGE 4rVcbg= 13.35 155.05 OR FULL GROUP oVcbg= 8.90 22.79 IT STRENGTH - BLOWOUT:. (bVsbv N/A N/A IT STRENGTH - PRYOUT Ovcpg- 30.52 30.52 GOVERNING 4tVnx v 8.90 GOVERNING VVny= 15.11 LOAD CASE SEISMIC Vz Nu 0.2 Vnx V 0.2 Vn Nu 0.2 Nn Vu Vnx Vu Vn Nu Nn 2 11.27 1.20+1.OWa +(1L+1.6H+OSLr N 4.30 0.00 0.00 2.42 0.00 0.00 0.48 0.00 0.00 0.48 OK 1.21)+ 1.OWb+ f1L+ 1.6H+ O.SLr N -4.30 0.00 -8.00 2.42 0.00 3.26 0.48 0.00 0.49 0.97 OK 1.2D+1.OWa+f1L+1.6H+OSlr N 4.30 0.00 0.00 2.42 0.00 0.00 0.48 0.00 0.00 0.48 1.20+ 1.OWb+ f1L+ 1.6H+OSU N -4.30 0.00 -9.32 2.42 0.00 3.80 0.48 0.00 OK 1.413 N - 0.00 -7-.00 0.D 00.00 0.00 0.00 0.00 0.00 0.00 057 0.00 1.05 0.00 OR OK 1.413 1.4D N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.40 N 0.00 0.00 0.00 O.DO 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2D+ 14Wa+ TIL+ 1.6H+ OSLr N N 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.40 N 0.00 0.00 0.00 0.00 0.00 0.D0 0.00 0.00 0.00 0.00 O.DO OK . 1.2D+3.OWe+fll+1.6H+O.SIr -N 0.00 0.00 -0:00 - -0.00 0.00 0.00 0.00 '0.00 O.DO 0.00 0.00 0.00 OK N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.21) . 1.��1.40 1.20+1.61r+1.6H+0.5W N 4.30 .0.00 0.002.42 0.00 0.00 0.48 0.00 OK 0.9D+I.OWb+1.6H N 0.00 0.00 -12.60 0.00 0.00 5.14 O.OD 0.00 0.00 0.00 0.48 OK 1.2D+1.61r+1.6H+O.SW N 4.30 0.00 0.00 2.42 0.00 0.00 0.48 0.00 0.77 0.77 OK 0.9D+1.OWb+1.6H N 0.00 0.00 -1359 0.00 0.00 554 0.00 0.48 OK 0.00 0.00 0.83 0.83 OK i WOOD EW4/4 / r V/1 M3 VLE091 `a. ";inooro..:.tt rS.Qon-a, o0/M Nlw aoro;llI % mR6tIIz�proa;� DO/MxtlW ANIW 00'0 ,u.„OOpCr. "'.. w e. i'ty'"pp'O,FY'x, PS ,�.pppL A TrowI 000K 00O.l4, : 00'0>Dj I{:�00'0}:et x IN NIW 00'0-��`.*d 000 "�-tOp;O �� .. p0'0 q5Ed Xm xvw �6:00'OtlCsi. %�1`000>.t wM.:ao�a:+M. oo'p a5 OS'6 - • NOIS30 NOLLVONOOi 05V A NIW 00'0 7000`E.=.x00D"� r t00'0�:>' 43 00.0 A XM Goo "400os. ;000p Ne. =•1 9D'0�: '+1: 83 83 11 NIW w.000`II 000 y;,00ro,",G-e 1 :00'0::'4:. 13 C3 HBtlW tD"000;iii;° 00'0 a3 93 IN NIW 000a 1+.' x;;00'0'';?;, 00'0 :«000ZT7 D3 93 IN XVW,r�•00'0':, 1;: 0001G 00o ¢Awi,UO'0.'ti 13 V3 XH NIW!, _p00'01c] ",'oo, 'a}v=ot�:, 00'0q3 1 H XVW E3 . TH IroW "4:00'0'ar y'00'0^e�.ry;ROD'07: 00'0 03 L3 OV'L �. 13 WVO171WS135 ANIW 00'0 ,u.„OOpCr. "'.. w e. i'ty'"pp'O,FY'x, PS ,�.pppL A TrowI 000K 00O.l4, : 00'0>Dj I{:�00'0}:et x IN NIW 00'0-��`.*d 000 "�-tOp;O �� .. p0'0 q5Ed Xm xvw �6:00'OtlCsi. %�1`000>.t wM.:ao�a:+M. oo'p a5 OS'6 ANIW 09'01• p.00-0,4y.:t?1;00'0"ra!r. ua 00;0'ay.T. VM • XVW 00.0 ao'o H NIW k',09'01 -A 00'0 !M NBVW e. 'OT:J.' OV9 rt:00ro.jkld9z`.k aM TH NIW ;7:09UI-qs `F>r'00p:1y; 00'0 'a?{::gp'otTdy PM IN %tl W n 03'OT;.',s 00 *0 ,00'O tK+* Dm IN NIW a OS'OT-`.q ;Oot 9 rq <««i00'0'.'?1 OV'9• 9M 1 H XVW 'i;:099r,a:0C94;4 M..-OV0"i.• oV'9 aM 001 x o315nfatl OV'L ANIW 00'0 ,u.„OOpCr. "'.. w e. i'ty'"pp'O,FY'x, PS ,�.pppL A TrowI 000K 00O.l4, : 00'0>Dj I{:�00'0}:et x IN NIW 00'0-��`.*d 000 "�-tOp;O �� .. p0'0 q5Ed Xm xvw �6:00'OtlCsi. %�1`000>.t wM.:ao�a:+M. oo'p a5 OS'6 00'0 00'0 oo'o �1 ao'o aro -V 00.0 t ES o'o zs 0o Is 0o'0 00'0 00ro o0'0 H 096 OV'L 00'0 000 000 oa 03'E 00.000'0 00'0 p A WF>tH TII NOIS3a NOH7NV 901 Z6'T =E/ (al%44N1u1PaDnPu1110,1DII.S) OL'0 v T l IN Savo 13JMtl35 i MUM OS•Z u•0 o0'T =ObuVDunpa" Zso =DOS VIu+9x 09'0 T ! 00'T-isnratl ONIM INOLLVMI 3sn E MS Od 3WVS/M tl3Ntl07 Z HOIH31NI T tl3N8O7 NOLLV701 NWn= VLE091 :ON 9Or V7'07 311118 :NOLLV001 15No71300n9 umm 06 ;3NI7 0NI011n6 T-LVTT9-B5T :ON Molina dal ;v3tlni3vinNV W T'9'ETA HVIS HIMA im iivmaN3 9'$ d BESse Ts tr0a.o 'soduew i sV a NOIS3a NouvaNnod Waiins l331S Pgoa Illw III-ijew a"s ) i —10 ;j�;1334S 9N12133N19N3 11tlaNVZJ� 0 i 0'0 95 oro ss Oro Ps oro ES o'o zs 0o Is 0'0 9 50tl01 MONS 096 0'0 �l Otl0'1100tl oro 1 atlol inn oro M Hltltl3 tl31tlW NII40 0'0 07 NNa�O) o0'T 00 7 WVOl IV831V1103 OV'Z 0'0 0 Ot101 Otl30 n ' TH aH 3tlnl0tlfnNtlW 83d SNOI17tl3tl atl07 ONIQIInB 13 VLE091 :ON 9Or V7'07 311118 :NOLLV001 15No71300n9 umm 06 ;3NI7 0NI011n6 T-LVTT9-B5T :ON Molina dal ;v3tlni3vinNV W T'9'ETA HVIS HIMA im iivmaN3 9'$ d BESse Ts tr0a.o 'soduew i sV a NOIS3a NouvaNnod Waiins l331S Pgoa Illw III-ijew a"s ) i —10 ;j�;1334S 9N12133N19N3 11tlaNVZJ� 0 i MATERIALS AND ALLOWABLE STRESSES: SOIL: BEARING CAP: 15 SHEET OF_ KSF � D 1/12/1) ` WIDTH INCREASE: 0% Date: PER FOOT IN EXCESS OF I' TOB ateNO: 16037A _ DEPTH INCREASE: 0% PER FOOT IN EXCESS OF - EW 2/4 ' CONCRETE: Pc - 2.5 KSI @ 28 DAYS REINFORCING: Fs= 20.0 KSI WT= 0.15 KCF - ALTERNATE CONCRETE DESIGN CONSTANTS: N. 10 J. 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) SLAB: x SLAB THICKMESS,yai"3',3 2"n-ruTmSyINCHES:�kr':ygJp,Sr`,i"p_a..%,�..'„'u �Y3''pPl/A'�SQ:�INfi/FF �eTY3'+• w WEIGHTOF SLAB TO RESIST UPLIFT: SLAB Mr = Fs x As x T/2 x J/12 = 0.000 K- FTSLAB - EFFE Wr= 0.050 KSF EFFECTIVE SLAB WEIGH a SQRT( 2 z Mr / WT) .0 FT " = EFFECTIVE SLAB WEIGHT= WIDTH Wt = 0.000 K/LF FOOTINGS & THICKENED SLAB FOGF: UPLIFT: COMBINED WEIGHT OF PERMFFER AND SLAB TO RESIST UPLIFT: ..- FOOTING WT= Wf - 0.750 KLF SLAB WT = Ws= 0.000 KLF TOTALWr-Wf+Ws= 0.750 KLF - ENDWALL Mr=133%x Fs x TOP As x(d-2')xj/12= 33.60 K -FT EFFECTIVE ENDWALL L- SORT (2 x Mr/Wn= 9.47 FT FOR 2-SIDES-TOTALWr=2z Lx TOTALWT= 14.20 K AT INTERIOR & CORNER W1 RETURN FOR 1 -SIDE -TOTAL WT=Lx TOTAL WT= 7.10 K AT CO -- AVAILABLE FOOTING WT THIS LOCATION= 14.20 X 0.602 X - MAXIMUM UPLIFT= • 4.92 K BEARING: SOIL PRESSURE: INCREASE FOR WIDTH= 0% . x INCREASE FOR DEPTH= 0% - ALLOWABLE SP= 1.50 KSF EFFECTIVE LENGTH OF FOOTING FROM POST BASE , Mr - BOTTOM Asx Fs x j z (D-3")/12 c ,16.20 K -FT r L- SORT (2x Mr/W)= 1 3.29 FT EACH SIDE ' BEARING CAP -SPx B/12= 3.00 KLF .• l FOR 2 -SIDES -TOTAL WT=2x Lx TOTAL WT= 19.72 K RIOR&CORNER W/ RETURN 4. FOR 1 -SIDE -TOTAL Wr=Ix TOTAL Wf= 9.86 K 'AT CORNIER AVAILABLE THIS LOCATION - 19.72 K ' • MAX VERTICAL LOAD= 13.30 K�pK;, . •- TIES TO SLAB MAX N (CORNERS) = 3.84 K' MIN 2 (INTERIOR) 0.00 K • FOR 902 CORNER TE REQUIRED As= - 0.19 SQ. IN. ' FOR K4 TOTAL OF 1 As= 0.20 FOR 452 HAIRPIN REQUIRED As 0.000 SO. IN. s ' FOR R4 TOTALOF 1 -1 A,- 0.20 - REQ'D SPREAD FOR SLAB STEEL - KN/A FEET TOTAL REQUIRED HAIRPIN LENGTH - KN/A FEET - LRFD ANCHORAGE DESIGN CRITICAL LRFD FORCES TO ANC HORS ' H-MIWMAX Nx E.'j�'.Hl.�TT 1�Itii i1R` A'+'-%!In':1f'? i�it LOAD CASE L[0 MA%W/D 6.40e`:i$2.71=v+K'� ' 1.20+I.OWe+Nl+1.6M+0.51r 52 MIN MJ/_D _ £40 X11, : x_1°19 ::':' 1:20 r1:OWbv fiP+l:6Hv 0:5U--. -.53-- MAX W/D4 640v'.0.00+J °�'c 640:P103Ci,' 1.20+1.OWe+NL11.6M +O.Str 51 ' MIN W/ D4 .6.40 %-i'lp;p0't w?6;�^.ay Z*l c2i97'147{. 1.2D I 1.0W +f11 + H AH+n I_. W IM.0-t D� vi 0.00 'ta��,5 1.40 V,,'?r 14'" O.00 ;C1 6.40 r0u E1'.03; 1.2D+I.OWe+III.+LIM+O.SLr 00''+i�'DAO='": 0.00 .36 IAD IAD jp'AtPYd.'6'p.,w,.:'yU:00T,; 19.76 1.2D+ 1.6Lr+ 1.GH+ NL 7049 y,'�O.00,+f§', :y;.:0100?•+„A -718 0.90+I.OWc+1.6H - 1 7D? 4'3!'..O.OD3.+^ 4"^o:00r^, WALL 1.2D+1.6Lr+2AH+Ill -8A4 0.91)+ I.OWc+ 1.6H 1 EW 2/4 0 ' ANCHOR BOLT DESIGN-AC1318-05 APPENDIX fc= 2500PSI f„� = 58000 PSI )A-30) BOLTS) tvoo SDC "C" OR ABOVE Y SEISMIC RED= 0.75 SHEAR ANGLE AREA: 0 SQ. IN. CONCRETE H.- 0.00 K STEEL Hsa = 0.00 K .. A) TENSION ON BOLT GROUP f........_7 .......:.......... .............. ...................._....... . SHEET OF_ 1) STEEL STRENGTH (,ON.) d,=0.75 - Date: 1/12/17 JOB NO: 16037A BOLT HEAD TYPES 0 NONE l -BOL 2) CONCRETE BREAKOUT dt= 0.75 EDGE ADJUSTED hef= 5.17 IN 1 SQUARE HEAD 15Xhef= 7.75 IN 2 HEAW SQUARE 3 HEX HEAD 4 HEAW HEX SHEAR ANGLE AREA: 0 SQ. IN. CONCRETE H.- 0.00 K STEEL Hsa = 0.00 K .. A) TENSION ON BOLT GROUP f........_7 .......:.......... .............. ...................._....... . . _ ... 1) STEEL STRENGTH (,ON.) d,=0.75 - mN. = 29058 Ib = 29.06 K ' 2) CONCRETE BREAKOUT dt= 0.75 EDGE ADJUSTED hef= 5.17 IN - 15Xhef= 7.75 IN - • BLOCK B = 27.25 IN BLOCK D - 155 IN • 'A.<= 422.375 SQ. IN: .. - Anm= 240.25 SQ. IN. Wec,N= 1.00CONCENTRIC CONNECTION Wed,N: ca,min= 9 IN 1.5X hef= 15 IN - Wed,N= 0.88 Wc,N= 1.00 CO' RETE LIKELY TO CRACK Wcp,N : 1.00 CAST IN PLACE ANCHORS Nb- 14093 Ib kc= 24 FOR CIP bNcbg - 16352 Ib = 16.35 K - 3) CONCRETE PULLOUT 41= 0.70 Wc,P- 1.00 CONCRETE LIKELY TO CRACK Np: eh= 3.000 - _ ' • FOR L -BOLTS Np = 506250 - FOR HEADED BOLTS Np = 18220.00 ,,Npn- 25508 Ib 25.51 K 4) CONCRETE SIDE -FACE BLOWOUT - , FOR L -BOLTS ibNsb= N/A ' __.,,_HOR.HEADEO.BOLTS: 0.4 hef--^.4;00-IN - _ ca,min= 7.75 IN ,bNsb - N/A B) SHEAR ON BOLT GROUP 1) STEEL SHEAR 0.65 , (bNsa- 15110 Ib = 15.11 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE dt= 0.75- ' - Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V- 1.25 CONCRETE LIKELY TO CRACK ' Hl DIRECTION 61= 24.00 H2 DIRECTION c., 9.00 15 X c., - 1350 p 1.5 %S1= 36.00 GOVERNS: 1350 GOVERNS: 9.00 ' !y,= 41650 SQ. IN. A,= 720.00 SQ.IN. ' A-= 36450 SQ. IN. - A,== 364.50 SQ. IN. A,., c= n AVC. USE;A6c�= 364.50 A. -- n AVm,��-USE�Arci��„•; -- - Wed,V = 1.00 ,. Wed,V - . 0.78 36950 Hl SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN - le- -6.00 IN Vb= 12405 Ib = 12.40 K Vb= 54017 Ib 54.02 K tVcbg - 13.35 K • - d Vcbg - " 7752 K GROUP,,Vcbg= 13.35 K GROUP 4,Vcbg= 155.05 K 16037A EW 3/4 ZIA SHEET 71 OF _ Date: 1/12/17 JOB NO: ODOM EMBEDMENT STRENGTH - BREAKOUT: - (bNcbg- - 3) BREAKOUT FOR ANCHOR GROUP STEEL STRENGTH BREAKOUT FOR ANCHORS NEAREST EDGE cINsa- 15.11 OVcbg- 13.35 Hl DIRECTION c'„= 9.00 H2 DIRECTION car= 28.00 _ c.a= 24.00 co 9.00 15 K c',,- 1350 15 Xc;t= 36.OD GOVERNS: 1350 GOVERNS: 9.00 Ak 279.00 so, IN. dtVsb- N/A A. -1260.O0 SQ. IN. - A„= 36450 SQ. IN. 16.35 Ate= 3528.00 SQ. IN. EMBEDMENT STRENGTH AK a= n AVco:4r' 30.52 C) INTERACTIONSEISMIC 0.2 Wed,V = 1.00 Wed,V e 1.00 GOVERNING OVnz= GOVERNING �Vny = Hl SINGLE ANCHOR SHEAR STRENGTH ONn - 0.2.bVnz = H2 SINGLE ANCHOR SHEAR STRENGTH 2a L' 1:34 le= 6.00 IN le- 6.00 IN ' .. Vb- 12405 Ib 12.40 K Vb= 68070 Ib 68.07 K GROUP,rVcbg= 8.90 K GROUP bVcbg- 22.79 K 4) BLOWOUT FOR ANCHOR GROUP SEISMIC Vz FOR L•BOLTS bNsb - N/A a E HOR HEADED BOLTS: 0.4 het = 4.00 IN 6.40 0.00 ca,min = 9 IN 0.72 bNsb = N/A ' -6.40 5) PRYOUT STRENGTH FOR GROUP d,= 0.70 nn nnn kcp- 2.00 Ncbg= 21803 LB SEE TENSION ABOVE - bvcpg = 30524 Ib 3052 K TENSION SUMMARY: STEEL STRENGTH I,Nsa- 2906 SHEAR SUMMARY: ZIA SHEET 71 OF _ Date: 1/12/17 JOB NO: ODOM OK OK OK OR S OK OK OK OR j OK ![ OK OK OK OK OK OK 00000 OK OK EW 4/4 /i V EMBEDMENT STRENGTH - BREAKOUT: - (bNcbg- 16.35 STEEL STRENGTH BREAKOUT FOR ANCHORS NEAREST EDGE cINsa- 15.11 OVcbg- 13.35 15.11 155.05 EMBEDMENT STRENGTH -PULLOUT: ONpn= 25.51 BREROUT FOR FULL GROUP bVcbg- 8.90 22.79 EMBEDMENT STRENGTH - BLOWOUT: Nsb= NA SEISMIC EMBEDMENT STRENGTH -BLOWOUT: dtVsb- N/A N/A GOVERNING mNn= 16.35 f ";...'P..M Ltu-_:i EMBEDMENT STRENGTH Vc 3D.52 30.52 C) INTERACTIONSEISMIC 0.2 GOVERNING OVnz= GOVERNING �Vny = 8.90 15.11 ONn - 0.2.bVnz = 3 27 1.78 2a L' 1:34 ♦. - 0.2 dtVny = 3.02 F QF:t '. LOAD CASE - SEISMIC Vz Nu Vz 0.2 Vnz V 0.2 Vn Nu 0.2 Nn V"Vu Vn Nu Nn E 1.2D+1.OWa+ I'll♦ 1.6H+ O.SLr N 6.40 0.00 0.00 3.59 0.00 0.00 %V,, 0.72 0.00 0.00 0.72 1.2D+1.OWb+f1L+1.6H+0.51+ N -6.40 0.00 -1.19 3.59 0.00 049 nn nnn OK OK OK OR S OK OK OK OR j OK ![ OK OK OK OK OK OK 00000 OK OK EW 4/4 /i V CRANDALL ENGINEERING 0XV %5448 Merrill Mill Road Mariposa, CA 95338 SHEET 1...s�fof JOB NO. I�P`� Phone: 209-966-4844 DATE: f c V41, Y ' � Cta- i div �' �£ e� Ju•. {r>� �: �. " f � 1 i Project: untitled J. Addy Crandall, CRANDALL ENGINEERING January 09, 2017 C:\Users\PCUser\Desktop\ Nodes Node X Y Z 'Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ Scissor? -NA- ft ft ft -NA- N001 D 0.00 272.64 0.00 -NA- N001 0.00 0.00 0.00 Yes Yes Yes No Yes No No N002 0.00 10.50 0.00 Yes No Yes No No No No N003 0.00 14.00 0.00 Yes No Yes No No No No N004 0.00 20.00 0.00 No No Yes No No No No Member Elements Member Section Beta Material (1)Node 2 Node Length Rz1 Rz2 OneWay Framing deg ft COL004 Square 2 0.00 ASTM A653 Grade 33 N001 N004 20.00 Rigid Rigid Normal(2-way) Column Member Uniform Loads Load Case Member Direction Offset End Offset Force Moment ft ft Ib/ft ft-Ib/ft W+X COL004 Force X 0.00 16.00 -31.00 -NA- W+X COL004 Force X 16.00 20.00 -71.00 -NA- Nodal Reactions (Extreme Rnws Onlu) Node Result Case :Name FX FY FZ MX .MY MZ . •::Ib. •. : a,t:ft ' Ib 4b Ib IM Ib -.ft Ib -ft N001 D 0.00 272.64 0.00 -NA- 0.00 -NA- N002 D 0.00 -NA- 0.00 -NA- -NA- -NA- N002 W+X -55.75 -NA- 0.00 -NA- -NA- -NA- N003 W+X 690.38 -NA- 0.00 -NA- -NA- Member Extreme Results Member Fz tc:' V> ::Ic; Uz. lc .JVIx lc::: MY4.1c Mz 1c Ib ab . •::Ib. •. : a,t:ft ' :':Ib -ft Ib -ft COL004 -272.64(1) COL004 0.00 37 -343.86 22 344.38 22 -0.00(i) -0.00(1) 0.00(i) 0.00(1)--000(1) -0-00(1) -340.82 22 1198.00 22 (Ic) = Load Case index, shown in,'Load Cases' or'Result Cases' table. Nodal Extreme Disnlac ementc Page 1 VisualAnalysis 12.00.0020 (www.iesweb.com) . DY DZ in -N001- N001 -NA- -NA- -NA- N002 -NA- 0.00 22 -NA- N002 -NA- -0.00(i) -NA- N003 -NA- 0.00 22 -NA- N003 - -0.00(i) -NA- N004 -0.87 -0.00(i) -NA- N004 1, 0-0011(1) 0.00 22 -NA- Page 1 VisualAnalysis 12.00.0020 (www.iesweb.com) 0.0451 33 0.447 1.52 1,224 0.612 1.655 _ _.._... 0.399 .-....u.-, 0.945 ._....r::.:,_,_.,Tiy�. 1224 0503 9.93 x IXNt;1!D 10 :: A�+wi;; 4r y � 4005250-54 0.0566 33 0.556 .1.89 1:512 '0.756 1.649 '.OA9 0.938 1.512 0.653 129 10.41 13.91 1739 810 D.303 1.486 1.139 1.252 2.864 0.443 63,7 40DS250-54 0.0566 50 0.556 1.89 1.512 0.756 1.649 0.49 0.938 1,506 0,576 17.24 18.42 2603 944 0.594 1.821 -2.124 1.244 2.848 0,444 63.8 40DS250-68 0.0713 33 0.693 -2.36 .1:864 .0.932 1.64 .0.599 0.929. ':1864 0.883 3372 1223 0.594 1.821 -2.124 1,244 2,846 0.444 51.6 4005250.68 0.0713 50 0.693 2.36 1.864 0.932 1.64 0.599 0.929 1.864 .17,45'. 0.775 23.19 18.42 3215 895 1.174 2.225 -2.105 1:235 2.826 0.445 64 4005250-97 0.1017 33 0.966 3.29 2.541 1.271 1.622 0.801 0.911 1.253 28.31 24.76 4871 1356 1.174 2.225 -2,105 1.235 2.826 0.445 51.6 40OS250-97 0.1017 50 0.966 3.29 2.541 1.271 1.622 0.801 0.911 .2.541 2.541 1.191 40.06 .'28.7 4394 797 3.329 2.978 -2.066 1.214 2.78 0.448 60.3 40OS300-54 0:0566 33 0.613 2,09 1.732 0.866 1.681 0.760 1.114 1.723 0.680 13.44 41.47 6658 1207 3.329 2.978 -2.066 1.214 2.78 0.448 48.8 40OS300-54 0,0566 50 0.613 2.09 1.732 0.866 1.681 0.760 1.114 1.637 0.592 14.70 2603 944 '0.655 2.802 -2.594 1.496 '3.285 0.377 '70 40OS300-68 :0.0713 33 0.764 2:60 2.139 1.070 .1.673 0.933 1.105 2.139 17.72 0.914 18:06 19.25 3372 1223 0.655 2.802 -2.594 1.496 3.285 0.377 59.9 4005300-68 0.0713 50 0.764 2.60 2.139 1.070 1.673 0.933 1.105 2.099 0.805 24.09 19,68 ,.3215 895 1.295 3.432 -2.574 1.486 3.263 0.378 74.3 4005300-97 '0.1017 33 1.067 163 '2.928 1.464 1:656 1.258 1.086 2:928 1.381 •30.58 26.05 4871 1356 1.295 3.432 -2.574 1.486 3.263 0.378 60.0 40OS300-97 0,1017 50 1.067 3.63 2.928 1.464 1.656 1.258 1.086 2.897 1.307 32.4 4394 197 3.679 4.619 -2:535 1.465 3.216 0.379 70.8 5505131-33 0.0346 33 .0.301 '1.02 1.283 0.467 2.064 ,0.061 0.472 1.283 39.12 0.453 8.95 40.72 6658 1207 3.679 4.619 -2,535 1.465 3.216 0.379 60.3 0.12 0.411 -0.841 0.536 2.278 0,864 33.7 55OS137-43 0.0451 33 0.391 1.33 1.655 0.602 2.059 0.085 0.467 7.48 699 •699 1.655 0.592 13.08 5505137-54 0.0566 .33 :0.486 1.65 2.039 0.741 2:049 0.103 0.46 ' 2.039 16,77 11.6 1550 1199 "•1666. 0.265 0.52 -0.83 0.53 2.268 0.866 31.7 550S137-54 0.0566 50 0.486 1.65 2.039 0.741 2.049 0.103 0.46 2.039 :0.741 0.714 24.03 15.9 2739 0.519 0.632 -0.817 0.523 2.254 0.86B 31.1 .55OS137-68 0.0713 .33 '0.604 2.05 2.503 0.91 2.036 0.123 0.451 -2.503 •0.91 '21.22 20.88 3093 1B81 0.519 0.632 -0.817 0.523 2.254 0.868 25.4 550S137-68 0.0713 50 0.604 2.05 2.503 0.91 2.036 0.123 0.451 2,503 0.909 ,'21.22 4347 2057 1.023 0.764 -0.801 0.514 2.234 0.871 30.4 5505737=97 0.1017 33 0.838 2:85 3.38 1.229 2:008 0.155 0.43 ' 3.38 31.42 1.229 28.89 5350 2532 1.023 0.764 -0.801 0.514 2.234 0.871 24.9 550S137-97 0.1017 50 0.838 2.85 3.38 1.229 2.008 0.155 0.43 3.38 30.35 1.229 .30.35 6282 1997: 2,891 .0.997 -0:766 '.0.497 2,192 0,878. 29.2 55.05162-33 , 0.0346 :33.. '0.327 1.11 1:458 ,;0:530. ::2112, 0:113, 0.589...1:458 44.72 44.72 ' 9518 3026 2.891 0.997 -0.766 0.497 2.192 0.818 23.9 5505162-43 0.0451 33 0.424 1.44 1.883 0.685 2.107 0.145 0,584 1.683 , -0c512 ;10:11. 0.681 14.79' 8.63 199 697 .:5505162=54 D.O566 33 0:528 "...,1.80 .2.324 ;0.845 .2:098 :0.176 0:577. 24 'A.845 ',78.76' 13.14 1550 '2739 0.288 0.905 -.103 0.691 2.448 0.197 39.2 5505164.54 0.0566 50 0.528 1.80 2.324 0.845 2.098 0.176 0.577 .2.3 2.324 0.811 , 17.87 .:1666 .0.564 9.105 '=1:090 O.fi84 :2.434 0.800 '*7 5505162=68 ''''0.0713 `. `33 0:657 ;2,24 • '.2,861' 4;040 "`2:086 '0.212 :0568 2.861 26.86' 23.72' 23.52 3093 1881 0.564 ' ' 1.105 -1,090 0.684 2.434 0.800 31.6 5505762-68 0.0713 50 0.657 2.24 2,861 1.040 2.086 0,212 0.568 2.861 ,14040 1.031 _ 23.-72 4347 ;"205Z '1:114 1:342 -1:072 0:675 2.414 0.803 38.0 5505162-97 0:1017 ' "33 ' 0:915 '111 '3.886 '1;413:2A61 '0.276 0.549 '.3.886 34,942 1.413 '33.91 32.18 5350 2532 1.114 '3.154 1.342 -1.072 0.675 2.414 0.803 31.1 55DS162-97 0.1017 50 0.915 3.11 3.886 1.413 2.061 0.276 0.549 3.886 1.413 50.13 33:91 6282 199.7 1.775 -1:037 `0.656 2.372 0,809' 36.8 550S200-33 0.0346 33 0.362 1.23 1.694 0.616 .2.164 :0.204. 0.751. 1.678 0.559 ' 11.05 50.13 9518 3026 3.154 1.775 -1.037 0.656 2.372 0.809 30 30 55OS200-43 0.0451 33 0.469 1.60 2.189 0.796 2.159 0.261 0.746 2.189 0.776 15.33 9:80 13.96 699 . °699 0:144 1.326 -1:508 0.925 2.742 0.698 1.9 55OS200-54 0.0566 33 0.585 .1.99 '2.706 0.984 2.152 .0:31 0.739 2.706 0.984 21.41 1550 1199 0.318 1,691 -1.496 0.918 2.731 0.700 51.7 5505200-54 0.0566 50 0,585 1.99 2.706 0.984 2.152 0.32 0.739 2.706 0.901 26.98 19:98 2739 .1666 , 0.624 2.072 -1.483 0.911 2.716 0,702 49.2 5505200-68 :0:0713 33 0.729 2.48 3.341 1.215 ,2.141 ' 0.389 :0.731 9.215 -27.03 24.84 3093 1881 0.624 2.072 •1.483 0.911 2.716 0.702 41,8 5505200-68 0.0713 5D 0.729 2.48 3.341 1.215 2.141 0.389 0.731 ..3.341 3.341 ..'27.03 1.17 38.83 4347 2057 1.235 2.531 -1.465 0.902 2.695 0.705 48.5 5505200=97 0:1017 33 : ' 1.016 .3.46 4:563 :1.659 2119 c:0.515 -4.563. ' ^1:659 `36:58..38:58 35.92 5350 2532 1.235 2.531 -1.465 0.902 2.695 0,705 39.6 5505200-97 '0565250-43 0.1017 ':;0;0451. ' 50 1.016 3.46 4.563 1.659 2.119 .'0.712 0.515 0.712 4.563 1.659 57.25 . '6282..:1997., .3:504 :3.384'. =.1:928 0.882 :2.652 0.710 4L4 " 5505250-54 33 0:515 1.75 2:524 :0:918".-2.216 0 445 `;0:93 -2:524 .0.817 c 1615 57.25 9518 1550: 3026 3.504 3.384 -1.428 0.882 2.652 0,710 `0.607 38.6 D.O566 33 0.641 2.18 3.126 1.137 2.208 0.547 0.923 3.126 1.033 20.40 , 1199...:0.349 2:837 :. -1.933..1;163 :3:083. , :626 5505250=54. 0 0566' < 50 ;::0:641 . '2:18: 3.126 1.137 12:208 ' 0.547 ' :0.923 ::3.084 :0:95 19.87 <26:11 2739 1666 '?7861 0.685 3.486 -1.919 1.155 3.067 0.609 62.6 55OS25D-68 0.0713 33 0.800 2.72 3.866 1.406 2.198 0.669 0.914 3.866 .28.44 1,345 29,28 !`'-k 3 : .. -0:665' '3.486 . -1:919 `1.155 ' 3.067 '.0:609 '50.7 550S250-68 0.0713 ". °50 0.800 ..272 . '9.666 :1.406 '2.198 :0:669' ;0.914: 3:664 :1:233 36:91 `:35.43;. 28.52 4347 2057 1.356 ' 4.274 -1.900 '4.274 '-1.900.1:146 1.146 3.046 0.611 '0,611. 59.5 5505250-97 0.1017 33 1.118 3.80 5.304 1.929 2.178 0,897 0.895 5.304 1.925 43.47 ,5350. ,2532::1:356 3.046 .50.5 5505250=97 0.1017 50 ' .1.118 :3:80 5.304 '1.929 2.176' '0.892 0895 5.304 ;1::37 '6179 43.57 60.32 6282 1997 ' 3.855 '3.855 5.761 -1.862 '5.761. 1.126 3.002 0.615 58.4 6005137-33 OA346 33 0.318 1.08 1.562 0.527 2.229 0.069 0:464 1.548 ; 0.455 8.98 :9518 .3026 '-1.862 1.126 3.002 '0.615 . 47.6 0.127 0,500 -0.807 0.519 2.416 0.889 33.5 .600St3743 0.0451 33. 0.413. 1.41 `.2042..0:681 :2.223 .'0.087. '.0:459 8.19- 638 638 2:041 12:74•'11:82 6005137-54 0.0566 33 0.514 1.75 2.518 0.839 2.213 0.105 0.452 2.518 .0.645 0.832 16.44 1416 1246 .0.280. 6.633 -0:796 '0.513 '2.406' 0.690 33.3 :6005137-54 :'.0.0566 '- ',50 0.514 ; :].75 - . 2'518 •:.0:839 `',. 2 213 ; ;: 0.105;, .-OA ." 2.518, 15.95 0377: `•23:26 '.21:24 2739 2823' 1890 0.549 `-0.549 ':0.769_ 0.769 -0.784 0.506 2.391 0.893 33.0 6005.-37-68 0 0713 33 0.640 2.18 3 094 1.031 2.200 0125 0 443 3.094 , t 031 24 05 2 _' _ ;1947 - -0.784 , '0:506, ,2.391 0:893 26.8 . 6005137-68 :, 0 0713 '..-:5 D .0.640 '`-:2.18 r'i :3 094 ':.:1.031,.,,:"2.2'00 0125.:0 443 '1030 ';. 30:84 24.05 4347 2339 1.084 0.930 -0.768 0.497 2.371 0.895 30.1 6 '65137 97 01017 33 0 889 3 03 4188 1.396 2170 0159 0.422.: !31094 4.188 ;26.-89 1 396 i =5350 '-.,J879:;_. i'1:084.:=0:930..• 0:768' 0.497 •::2:371 :0:895 ' 26.5 600513791 .07017 50 0889 303 :4188 7.9962170' 0159.,. 04224388- 34 48 34.49 6911 2512 3.066 1.216 0.734 0,480 2.330 0.901 28.6 -6005137118 01242 33 1065 3 62 4 913 1.638 1396,,.:50.80?»,50:60 10472':3605= _3,066-'1:2160:734-0460. :2:330 >0,90fi .23.6 .60AS13T118,; 01242 50.1065. 3'62 .:4913 1638 ,2147 2147 0.176 0176, 0.406 0406 4.913 -0913.:,;1.638":;6169 1.638 4205 42.05 8267 2391 5.477 1.391 -0.709 0.467 2.298 0.905 27.9 6005162 33 0 0346 33 0 344 1 17 1.793 0.598 2.282 0.116 0.581 .61.69 12526-":,3622' :5.477::;1.391-=0.709:;°0:461=;2298' 0:905 229. 6005162 43 0 0451 "33 6005762-54 0.0566 33 -0447 0 556 1 52 , . '2.316' ..'D:772 2276; 0148. '0 576 1.)93 s0 0 577 1141 767 .:16 68 p ' 9.47 6 " 636 1416 638 1240 0.137 A.137 :, 0.861 -1.072 1:095 ' 0 677 0.670 '2.577 2.587 "0;830 0.828 41.1 6005162-54 .;.0:0566.. 50.• >.Ot556.::1.89 1.89 '2860, 2.860 0.953 2.267 0180 0 570 .053 2267: 2.860�U 953 21 j7' _ 19.75 > .: 2739 1890 0.594 .'-1:062 1.337 -1.049 0.663 2.562 0.832 39.0 38.4 600S162-68 0.0713 33 0.693 2.3'6 3.525 1,175 2.255 0180 :0370. 0 218 0 860,0916'3033 3.525 2Y9p'•'2823,-,1997.:0:59 'H x 6005162 -BB' 00713 :50': '0:693 236 ::3.525,:;1.175•::2.255' 0216 ;. .-560,-;3,525,''.1:164;;39472 1,175 79 26.78 35,1.-9 4347 2339 1.1744 '1.-174: 1.626 -1.032 0.655 2.543 0.835 37,7 60OS162-97 01017 33 0.966 3.29 4.797 1.599 2.229 0 283 0 1 .5350 4,797 1.599 38.372 38.37 :;2879 1:626.,.'-1:032}.`0.-655.'.2:543 0:835 30.8 6005162-97 •;,' 0.1017 -.:.SD„ -0.966 3 29 - ;4791 ..;1.599 2:229, 0-2 .. 0541.; 6911 1.599::%5673' 56,72x:•10472', 2512 3.329 2.153 -0.997 0.636 2.501 0.841 36.4 600S162118 0.1242 33 1.158 3.94 5.652 •,4.797 1.884 2.209 0 321 0.526 , 5.652 1884 3805 '3:329 ._'2.153 , 0,997 0:636 :2.501 0.841 29.8 6005162118. `.0.-1242'':.'50':>`1.158. 3.94 ':5:652; 1 -.8B4:* -'-.--'.2.209: 0321.:'1)526>'S.652 46 82 46.82 8261 1884,'1.-894? `;3622 2391 5.956 2.487 -0.971 0.623 2,470 0.845 35.6 'Web height -to -thickness ratio exceeds 200. Web stiffeners (18.93. ,12526 5.956 2:487' -0:971 `0.623''2:470 0.845:29.1 'Allowable moment includes cold work of forming. are required at all support polnts and concentrated loads. See Table Notes on page 7. CRANDALL ENGINEERING � 5448 Morrill M111 Road SHEET OF Mariposa, CA 95338 JOB NO. Phone: 209-966-4844 DATE .� '"" r• �1. '•.�'- �. F 1 V 'u�• ... � � �, gym. i'� �� 6� Cj � � �`'�..� E� � � . �, ,,ate �•-' R � • ° • y If 7TJ - 0>�9, I- R Q a Screw Table Notes,' - >< L - 1. Capacities based on AISI 5100 Section E4. •2. When connecting materials of different steel thicknesses or' tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design(ASD),and include safety factor of 3.0. t .. 4. Where multiple fasteners are used, screws are assumed to have a center -to -center spacing of at least 3 times the nominal diameter (d). 5. Screws are assumed to have a center -of -screw to edge -of -steel dimension of at least 1.5 times the nominal diameter (d) of the screw. - i Capacities. 6+ Pull-out capacity is based on the lesser of pull-out capacity in sheet closest to screw tip or tension strength of screw. 7, 'Pull -over capacity is based on the lesser of pull -over capacity for sheet closest to screw header or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI Section E4.5 .for combined shear and pull -over. 9. Screw Shear (Pss), tension' (Pts), diameter, and head diameter are from CFSEI Tech Note (F701-12). 30. Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12). 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. Weld -Capacities Table Notes 1. Capacities based 'on the`AISI S160 Specification Sections E2.4 for '6. Transverse capacity is loading,in perpendicular direction of the fillet welds and E2.5 for flare groove welds. - • length of the weld. ' J- 2. When connecting materials of different steel thicknesses`or 7.,. For flare groove welds, the effective throat of weld is .. 'tensile strengths, use the lowest values. "' conservatively assumed to be less than 2t. ' + 3.-Capacities-ar-e-based-on-Allowable-Strength-Design-(ASD)- '-8-For-longitudinal-fillet-welds aa-rriiriimum value of -EQ -E2 44=1" `- 4. Weld capacities are based on E60 electrodes. For material c' E2.4-2, and E2.4-4 was used. ' thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and may provide best results. E2.4-4 was used. 5. Longitudinal capacity is considered to be loading in the direction 10. For longitudinal flare groove welds, a minimum value of of the length'of the weld.. EQ E2.5-2 and E2.5-3 was used. °•°yj1 45 45 499 • 626:. 864432 544 .r 663 ' 68 97- + 0.0713 ... •,... 33 ,; ' 45 t ., 789 1365 859 p48 0.1017 .33 ::. 45 : •. , :1125 • : •' 1269. , j' 7 ::. 54 0.0566 50 MEM �.. . 905 1566 9B5 1202 c ..0.0713 50 55 _ 1.1400=;%i'=;..:. r <1972 _ 97 0.1017 50 65 • 1269 1269 + ' . _ 0 _ [a ea ••d ,� e 0 la __ fi A 3.. u ^• 0 dla r4094,�a��, s _ Shear' Pull -Our Pu11-Ove► :Shear PuO0ut, PuO-0ver :Shear P.�tlFOut. Pii11 Over S6ai . !Pull•Out. P�0.0ver Shear Pu140ut Pub Over 18 27 ' 0.0168 0.0283.' - 33 ;33 33 33. 44 82 24 37 84 127 .''89 48 ' . 29 43 84 127 _ 52 33 ..:.96 50 105 `. 55 102.: 38 57. 105 '•159 60 ::'110 44 . 66. 127 30 • OA312 33 33 95 40 140 103 48 140 .: 111 55 .-159, 175 118 63 175 -127 73 191 , 211 • 33 _ 43 '0.0346 O.D451 33 33 '45 151 61 140 ' •'164 ; 72 ,195 ", ':.177''. _84: ,. :265..: 188 95 ;265 203.' -110 318 54 0:0566:' • ^33 45 45. 214 214 79 -10D, 140 140 244 ,344' 94 .:. 118 795 -.195 263 109 x:370 ...'::.137.;.':386_,;..,394'.: 345 286 124 156 345 302 :424 144 415 68 .. ;`97 ; ` ' 0.0713 ' ;0.1017: 33 45 .:45 214 '214 125 140 140. 140"; 426 426 149 �' 195 195 .523 173 ';548 386' ': 557 -. 196 :933 545 600 180 227 ` 521 656 118 0.1242 .:33:" 33 45 214 140 140 426 ,'195 195 :. 195 .. :246 548. 301 386 386 .777,.: 777 280 342 775 775 1;0.16 1,016 '324 396 936. 1067. 154 ':0.0566 ':.ti:50. 1.65 -.214 '140- 140 426 171 195 534 `198 '386 569 225 625 613 261 752 68 :.97 -• 0.0713 ',' :0:1017.. 50 $0'r.. - 65 :'W 214 214 ': 140 140 140 140-- 426 '426 •195 195 548 249 "' '356 386 777 , 284 775 866 328 948 118 0.1242 •- .50: 65 • 214 140 140 426 .195 195 195 195 548 548 •386 386` : 386 777 777 405 494 775 775 1,016 1016 468 572 1,067 1067 Weld -Capacities Table Notes 1. Capacities based 'on the`AISI S160 Specification Sections E2.4 for '6. Transverse capacity is loading,in perpendicular direction of the fillet welds and E2.5 for flare groove welds. - • length of the weld. ' J- 2. When connecting materials of different steel thicknesses`or 7.,. For flare groove welds, the effective throat of weld is .. 'tensile strengths, use the lowest values. "' conservatively assumed to be less than 2t. ' + 3.-Capacities-ar-e-based-on-Allowable-Strength-Design-(ASD)- '-8-For-longitudinal-fillet-welds aa-rriiriimum value of -EQ -E2 44=1" `- 4. Weld capacities are based on E60 electrodes. For material c' E2.4-2, and E2.4-4 was used. ' thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and may provide best results. E2.4-4 was used. 5. Longitudinal capacity is considered to be loading in the direction 10. For longitudinal flare groove welds, a minimum value of of the length'of the weld.. EQ E2.5-2 and E2.5-3 was used. °•°yj1 45 45 499 • 626:. 864432 544 .r 663 ' 68 97- + 0.0713 ... •,... 33 ,; ' 45 t ., 789 1365 859 p48 0.1017 .33 ::. 45 : •. , :1125 • : •' 1269. , j' 7 ::. 54 0.0566 50 65 �.. . 905 1566 9B5 1202 c ..0.0713 50 55 _ 1.1400=;%i'=;..:. r <1972 _ 97 0.1017 50 65 • 1269 1269 + ' . , may„•, c,, c..y oco..Y.1-ymenr m aerermrne reg or we/Os, WI Bn0 WZ. - - '_ .,mar _._ •`�,.-,._���._,....,....R -- - �__._... .._ - _ � �. � _.* r '• .. f; , _ CRANDALL ENGINEERING 5448 Merrill Mill Road Mariposa, CA 95338 Phone: 209-966-4844 {�'�o..,: °�� R..! � .�..,....._ .��,-cry- � � c�v� �,�,.� • SHEET (:o Io OF JOB NO. DATE: I I 1 J ( Im�wol II° II II LIVE 11 P5F (REDUCED. FOR SLOPE) I Hl I DEAD 1.0 PSF Top 1.0 PSF BOTTOM D SIGN 251 PLF Im�wol Project: ENDWALL CANOPY 2 J. Andy Crandall, CRANDALL ENGINEERING —January 1( C:%User's1PCUseADeskt6p1160.V GUDGEL 5 & 61 ENDWALL CANOPY 2 C:1Users%PCUserlDesktop116037 GUDGEL 5 & 61ENDWALL CANOPY 2.V Company: CRANDALL ENGINEERING Engineer. J. Andy Crandall VisualAnalysis 12.00.0020 Report Table of Contents Project Header Table of Contents Model Summary Nodes Member Elements Nodal Loads Member Uniform Loads Load Cases Nodal Extreme Reactions Nodal Extreme Displacements Design Group Results Member Connection Force Results Model Summary Structure Type: Space Frame 9 Nodes, and 75 Degrees of Freedom 6 Member Elements The model is linear. The model will have 45 unique mode shapes. The size of the model Is: _ 6 R. In the X direction 12 fl, In the Y direction 0 ft, In the Z direction Project: ENDWALL CANOPY 2 J. Andy Crandall, CRANDALL ENGINEERING January 10, 2017 C:Ws'erslPCUser%Desk(i 116637 GUDGEL 5 & 61 . .-N4=Y DY VsualAnalysfs 12.WC;;2C fxnvw.le b.coM) Project: ENDWAL•L CANOPY 2 J. Andy Crandall, CRANDALL ENGINEERING January 10, 2017 C:1User6 lPCUseADesktop11f3037 GUDGEL 5 867 STUD -006 D+,75(L+.6W+Lr) n+X 6.41) - 113929.71 39520.96 F11-1 0.35 OK Lb = 12.00 ft. Cb= 1.no Design Group: DG2 per AISC ASD (2010) Designed As: Square 1, Material: 1SteeIWSTM A570 Grade 33 Members Included (5): BRACE 1, BRACE 2, FRONT, RAFTER, SOFFIT Combined Check Member Result Offset Code Unity Details Name Case ft . Ref. C Check a ft BRACE 1 D+.75(L+.6W+Lr) n -X 2.50 Ht -1b . OK KL = 9.00 R, D+.75(L+.6W+Lr) n -X 0.00 444.31 3479.34 E3-3FB Cb = 1.00, BRACE 2 D+.75(L+.6W+Lr) n -X 3.16 H1 -1b 0.140K Lb = 5.00 ft KL=8.32ft, E3-3FB 0.20 OK KL = 5.00 R Lu = 6.32 fl, FRONT .8D+.6W n+Y Cb = 1.00 , FRONT D+.6W n+X 1.50 H1 -1b 0.15 OK Lb = 6.32 ft Cb=1.00, RAFTER D+.75(L+.6W+Lr)n-X 3.61L H1 -1b 0.390K b=1.00ft SOFFIT D+,gW n -X 3.00 H1 -1b 0.36 OK Lb = 7.21 R KL 6.00 ft, E3-3FB 0.03 OK Lu = 6.00 R, Cb = 1.00. KL = 6.00 R Lb = 6.00 ft r Id1 I,"UCK Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib Ib . Ref. Check Check BRACE 1 D+.75(L+.6W+Lr) n -X 0.00 444.31 3479.34 E3-3FB 0.13 OK Lu = 5.00 ft, BRACE 2 D+.75 L+.6W+ r n- ( L) X 0.00 433.35 2174.59 E3-3FB 0.20 OK KL = 5.00 R Lu = 6.32 fl, FRONT .8D+.6W n+Y 3.00 161.07 9329.53 E3-2FB 0.02 OK KL = 6.32 R Lu = 3.00 R, RAFTER .60+.6W.+Y 7.21 116.31 1672.76 E3-3FB 0.07 OK KL = 3.00 ft Lu = 7.21 R, SOFFIT .6D+.BW n -X 0.00 75.60 2416.21 E3-3FB 0.03 OK Lu = 6.00 R, KL = 6.00 R wrong t-lexure Check Member Result . :Offset Demand Mz Capacity Mz Code Unity Details Name.... Case.' , fl Ib -in Ib -In Ref. Check BRACE i D+.6H 2.50 76.68 4940.12 Fi i -i 0.02 OK Lb = 5.00 R BRACE 2 D+.6H 3.16 193.99 4940.12 F71-1 0.04 OK Cb = 1.00 Lb = 6.32 ft, FRONT ,6De6W a+X1.50 -745.20 4940.12 F71-1 0.15 OK Lb = 3.00 R, RAFTER 0+.75(L+.6W+Lr) 3.61 -1860.96. 4940.12 F11-1 0.38 OK Lb = 7.218, SOFFIT x .6D+,6W a+y 3.00 -3259.1 4940.12 F71-1 0.66 OK Cb = 00 1. Lb = 1. 0 fL Cb = 1.00 Page 4 W-YAnMysis 12.00.0020(w ..fesw b.mm) �\ q Project'':ENDWALL CANOPY 2't J `,Andy Crandall, CRANDALL ENGINEERING January 10, 2017 CAUs PT6Uid.lD6skto'p116037 GUDGEL 5A 6% * Stron Shear Check r: t Result Offset Demand Vy Capacity VY '� Name :::.Case' Code Unity Details a ft@.., BRACE 1 D+ ` Ref. :Check. `� Lr 0.00 r 5.11 11856.29 ' BRACE 2 D+Lr 0.00 G2-1 0.00 OK t r 10.22 11856.29 ° . FRONT' D+.6W a+X 0.00 G2-1 0.00 OK 11856.29 ' RAFTER 0+.75 L+.6W+ 3.61 -214.87 11856.29 ' t G2-1 G2.1 0.01 OK - S •. _ _ . -G2 0.02 OK SOFFIT .6D+.6W n+Y 0.00 -181.07 11856,29 1- 0.02 OK - • '<: •" ` Member Connection Force Results , ,r �- = M`e`mbe � � - <� "Eztl•'!eme`y ri � -M L: INZ C',. uscrxOSUltGas�r, ,a :t}' I X# vaf < uflb�„'S Ib <Moment ,' ft3 }IS _MM BRACE D -114.34 BRACE t D '5.11 -0.00 0.00 ,lij -0.00" 0.00.- + , t Moment Mz -100.7,1 BRACE i+p - 5.11 0.00 0.00 -0.00 0.00. 4 ShearV .-_114.34 BRACE 1 D -' 5.11 _ -0.00 0.00 -0.00- .0.00 9 • f Shear Vr BRACE 1 D - -114.34 5.11 -0.00 0.00 -0.00 0.00 BRACE 1 .. D+•75 L+,6W+Lr a -X - fa ue Mx -114.34 5.11 • -0.00 0.00 -0.00 0.00BRACE ,}•. r • - -444.31 2 M Moment M 5.11 -0.00 0.00 -0.00 0.00 r ' m -268.28 _ BRACE 2 D Moment MZ 10.22 - -0.00 0.00 -0.00 0.00- _ _ -261.4'4 BRACE 2 D -10.22 0.00. 0.00 -0.00' 0.00 Sheer • BRACE 2 - D -268.26 10.22 - -0.00 ' 0.00 -0.00 -0,001 - She Vz -268.26 ^ BRACE 2 D • 10.22 -0.00 0.00 -0.00 0.00 •, To ue Mx -268.26 BRACE 2 D+.75 L+.6W+U n -X - fa Fx 10.22 -• -0.00 0.00 -0.00 -433.35. FRONT - D - Moment M 10.22 -0.00 0.00 104.45 FRONT D - - - ShearVz -0.00 -0.00 0.00 -0.00 0.00 •'" ` 104.45 FRONT :D Tor ue Mx 104.45 -0.00 -0.00 0.00.0.00 A ` r FRONT W+X Shear -0.00 • • -0.00 0.00. -0.00 0.00 --v h '- t ` 0.00 x FRONT W+Y 138.00 -0.00 - 0.00.-0.00 0.00 t• ' +, fa Fx 396.00 FRONT W_X - Moment Mz 0.00 0.00 0.00 -0.00 0.00 , ; + - ' RAFTER •• p _ 0.00 MomentMy -12fi.00 -0.00 0.00 -0.00 0.00 389.50 RAFTER D •'. ShearVz :.. 28.98 -0.00. 0.00 -0.00 -0.00 - 399.50 RAFTER D Tor ue Mx - 399.50 29.98 29.98 -0.00 0.00 -0.00 0.00 -0.00 -0.00 RAFTER D+, 75 L+.6W+Lr n_X ShaerV 336.16 -120.84 -0.00 0.00 -0.00 -0.00 -0.00 1`�.(�) 1- •. RAFTER D+Lr - fa Fx 687.1 RAFTER - - 93.84' 0 0.00 �- -0:o0 -0.00 -0.00. ,S t ' D Moment Mz • SOFFIT � - � -41.49 D 124.42 -0.00 0.00 � -0.00 --0.00 l • - - " ' .. • Moment M 0.00 SOFFIT D 94.22 - -0.00 0.00 - -0.00 - 0.00 , _ t V ShearVz - .0.00 SOFFIT D 94,22 -0.00 0.00 -0.00 0.00 ° To ue Mx - - 0.00 .. SOFFIT � W+X 94.22 -0.00 0.00 -0.00 0.00 °- .' 7, r_ fa Fx 138.0 SOFFIT •• W+Y Momenl Mz - -0.00 -0.00 � -0.0o - -0.00 0.00 • + ` 0.00. .� SOFFIT W+Y Shear 0.00: a 311 ,00 > J 6.00 -0.00 0.00 -0.00 -0.00 + . .a <� ,• - - " - STUD -006 D Moment M -093.43i ' -0.00 -0.00 0.00 -0.00 -0.00 0:00 i • �' .. . STUD -006 D Shear Vz -693.431 -0.00 0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 - ' • - �. -.. - ' „ • STUD -0O6. D To ue Mx -093.431 • STUD -0O6 D+,75 L+.6W+Lr a -X • fa Fx • -0.00 _000 0.00 -0.00 0.00 f • - - , • • +� , -1226.2 1 STUD -006 W_X Moment Mz '' 0.00-0.00 0.00 -0.00 -0.00 F . STUD -006 W_X U.Uo; ShearV -0.00 -0.00 0.00 -0.00 -0.00 t - ♦, '• -504.001 0.00 -0.00 0.00 -0.00 0-0.00 .' + -• ; � . '� + •*� ` : Page 5 I • ° � . - �. ' ' YsualAmlysis 12.00.0020 (t w ..les"b. ) - _ CRANDALL ENGINEERING �t 5448 Merrill Mill Road SHEET OF Mariposa, CA 95338 JOB NO. Phone: 209-966-484`4 A DATE: Lc' r . ci7 moo wonr or rorm/ng. See Table Notes on page 7 ll iy I -A NO ll n =gYu'B,M 362S137-33 362S137-43.,'0.0451 0.0346 33 33:- 0.236 0.306 0.80 0.479 " 0.264 1.424 0.059 `0.075 0.501 0.479 0.23 1 4.59 4.73 1024 521 0.094 0.165 -1.003 0.615 1.813 0.694 34 7 3625137-54 0.0566 33 0.379 :1.04 1.29 0.616 0.756 "0.340. 0.411 ;1:419 '.0.497 '0:616 -.0.32 6:65 676 , =0.207 :0.208 •0.991 .0.608 1.801 '0.697 34:6 362S137-54 '0.0566 .50..0:379 '.1.29 ' :0.756 6.417 1.411 , 1:411 0.091 0.091 0.490 0.490 0.756 •0.756 0.402 7.94 :0:381 '•11:42 8.24 2341 705 0.405 0.251 -0.978 0.601 1.785 0.700 34.6 3625737.68 0.0713 33 0.470 1.60 0.922 0.509 1.401 0.109 0.480 0.922 0.498 9.84 .:-;1.191 10.05 3322 2884 1016 662 0.405 0.251 -0:978 '0.601 1.785 0.700 27.9 362S13768 0.0713 50 " 0.470 1.60 0.922. 0.509' 1.401 '0.109 0.480 .0.922 0.493 14.77 ' 16.24 4370 1004 0.797 0.797 0.302 -0.959 0.302 -0.959 0.592 0.592 1.764 4.764 0.704 0.704 34.6 27.8 362S137-97 3625137-97 0.1017 0.1017 33. '50 0.648 '. 0.648 2.20 2.20 1.229 0.678 1.377 0.137 0.46 1.229 0.662 16.36 16.75 3922 577 2.233 0.390 •0.922 0.573 1.720 0.713 • 30.9 362Si62-33 0.0346 . 33 0.262 0.89 .1.229 0.551 0.678 0.304 1.377 1.450 0.137 0.099 .0.46 0.616 :1.229 .0.862 24.1 24.67 5943 875 2.233 0.390 -0.922 0.573 1.720 0.713 25.1 3625162-43 0.0451 33 .0.340 1.16 0.710 0.392 1.445 0:127 0:611 0.551 0.710 0.268 5.29 0.372 7.34 5.43 1024 521 0.105 0.297 -1.308 0.789 2.048 0.592 42.6 362Si62-54 0.0566 33 0.422 1.44 0.873 0.481 1.438 0.154 0.604 0.873 0.466 9.22 7.62 9.51 1739 2341 676 705 0.230 0.376 41:297 -0.782 2:036 0.594 • 42.5 .362S162.54 362Si62-68 :0.0566 0.0713 50 . 0.422 1:44 6.873 ,0:481. .1.438 :0.154 0.604. 0.873 0.444' '13.28 '13.59 3372 1016 0.451 0.451 0.457 -1.283 0.457-1.283.'.ON. 0.774 2.020 '2.020 0.597 0.597 42.5 34.4 3625162-68 .0.0713 33 50 0.524 0.524 1.78 ' 1.78 1.069 0.590 1.429 0.186 0.596 1.069 0.579 11.43 11.65 2884 662 0.887 0.552 -1.264 0.765 1.998 0.600 42.7 362S162.97 0.1017 33 0.724 2.46 1.069 1.435 0.590 0.792 1.429 1.408 0.186 0.241 0.5961.069 0.577 0.574 •17.18 17.65 4370 1004 0.887 0.552 •1.264 0.765 1.998 -0.600 34.3 3625182-97 -0.1017 -:'50 ' 0.724 146 1:435 .0.792- 11.408 0.241 0.577 1.435 1.435 0.776 18.62 0.776 19.00 28.08 3922 577 "875 2.496 0.723 -1.226 '0.723 0.745 1.954 0.606 36.9 362S200-33 '0.0346 33 0.297 1.01 0.648 0.358 1.478 0.177 0.772 0.647 -'*27.5'2 0.294 5.81 6.19 15943 1024 521 2:496 -1.226 -0.745 .1:954 0.606 31.5 362S200-43 6.0451 '33: 0.385 '1.31 0.836 :0.461 1:474•'..0:227 0.767 0.836 '0.427 8:43• 8.70 1739 7676 0.118 0.577 -1.741 "0.734 1.030 1.024 2.411 0.478 53.6 362S200-54 '3625200-54 0.0566 '0.0566' 33 50 0.479 1.63 1.030 0.568 1.467 0.277 0.761 1.030 '1.030 0.553 10.93 11.23 2341 705 .0.261 0.511 -1.729 0.896 -1.715 1.016 :2.198 2.382 .0.480 0.482 53.5 53.6 362S20D-68 0.0713 33 0.479 0.595 1:63 2.02 1.030 1.265 0.56B' 0.698 1467 '0:277 0.761 '0.490 _14.66 15.47 8372 1016 .0.511.'0.896 -1:715. 1.016 2.382 0.482 43.3 362$20068 . 0:0713 50 :0.595 2.02 1:265 1.458 4.458 0.337 ';0.337 0.753 1.265 1.265: 0.687 15.29' '0,666,.:19.95 15.54 2884 662 1.008 1.089 -1.696 1.006 2.360 0.484 50.6 362S260.97 0.1617 33 0.826 2.81 1.711 .:0.698 0.944 1.44 0.446 .0.753: 0.735 1.711 0.928 21.59 '20.51 .-4370,..:1004.' 1:008 .1:089 =1,696 :1.006 ..2.380 0.484 43.3 3625200 97 0:1017 50' ° 0:826 2:61 1:711 `•0.944 ' .:1:44 ':0:446 `0.735' .1.711 ;0,928 '.32.03 21.95 3922 '5943 577 2.847 '2:847 1.441 -1.658 ' 0.986 2.315 `1315 0.467 50.0 3625250-43 33 0.43 1.46 0.98 0.541 1.51 0.385 0.946 0.98 0.449 8.88 ,'132.57 9.35 1739 :'::875: 676 1.441 -1:658 '•0.986 0:487 40.5 3625250-54 ' 6.0451 ;:0.0566 :33 •::0 535 - 't82 '1:21 U6668: ' _1504. D.473 0:99. 121 0.582 ::11.51 ' :12:46 ' 2341 ".:705. 0.292 0.57.1 1.230 -2.199 1.277 2.830 0.396 64.2 3625250.54 0.0566 50 0.535 1.82 1.21 0.668 1.504 0.473 0.94 1.205 0.514 15.40 16.54 3372 1016 0.571 1.506' ,-2:184 ,':.1.269 2:813 .10.397 ' 64.3 . 3625250-68 ;0.0713 "' 33:;'0.`686 ':2.27 ?. 1:49 :'.0.822 :1:496 }: 0:578:':=0.931 1149 0774 ::06.85 17:68 ''662 ' 1.506 •2.184 1.269 ''1259' 2.813 0.397 52.0 3625250-68 0.0713 50 0.666 2.27 1.49 0.822 1.496 0.578 0.931 •- 1.49 0.689 20.63 22.17 .:2884, ; 1004 1:129, <t837 =2,1@5 '.2:791 :.0.398 •61.4 .3625250.97 ;0.1017 .33 . 0.927 3.16 :2.027 _ '1118". '1.478.;.:0.772 0:912. ,2:027 .'1:i00, .'24:85 )25.26 4370 ';3922 ':'577: 1.129 3.197 1.837 •2.165 1.259 2.791 ' 0.398 52.0 3625250-91 362S300 54 0.1017 '0:0566 50 ' 0.927 3.16 2.027 1.118 1.476 0.772 0.912 2.027 1.046 35.17 36.93 5943 875 3.197 .2:452.":-2:126 2.452 -2.126 1.239 1.239 2.746 2.746 .0.400 0.400 61.0 49.3 3625300.54 0.0566 33 50 0:592 0.592 .2.01. 2.01 '9.390 0.767 '1:533 '0.734 '1.114, .1.383 0.607 ';:11:99 :13:22 2341 705 0.632 :2.316 -2.659 1.522 3.265 0.337 74.5 362S300.68, .0.0713 ' 33 '0:138 2.51 1.390 1.716 0.767 :0:947 1.533 1.525 0.734 6.900 1.114 ' 1.312 0.529 15.83 17.34 3372 1016 0.632 2.316 -2.659 1.522 3.265 0.337 60.2 3625300-68 0.0713 50 0.738 2.51 1.716 0.947 1.525 0.900 1.105. 1.105 1.716. 1.684 :0:811 ::16.02 '17.65 2884 662 -1.250 2.833 =2.640 `1:512 ' 3.243 0.337 74.9 362S300.97 :0:1017 33 ; '1:029 "3.50 2.343 1292 .7;509 .1.213 1:086 2:343 0.716 21.44 '1.217 '26:95 23.42 :28.61 4370 1004 1.250 2.833 -2.640 1.512 3.243 0.337 '0.338 60.4 3625300.97 0.1017 50 1.029 3.50 2.343 1.292 1.509 1.213 1.086 2.32 1.150 34.42 ..3922 36.41 5943 ..577 875 3:548• 3.548 .3.803 '-2.600.,;1:491 3.196 71.6 :4005.137-33 ::::+0:0346 4005137 43 0.0451 :.:33-.' 33 :0249 0.85. .,0.803 .::0.301 "''1:556 s0:061 ::0:496"; 0.603 ;•0:259, ;, 5:12.5:29 .:976 ' '595.:.. 3.803 •2.600 0.099;>;,0•204 1.491 :0.591. 3.196 0.338 '1.897.0.741: 60.9 34.5 400$137-54 `0:0566 50:; 0.323 0.401. 1.10 1.36 0.776 0.953" 0.388 0477 1.551 0.078 0.491 0.776 0.359 7.09 7.47 1739 810 0.219 •'_=0.965 0.257 -0.954 0.591 1.885 0.744 34.3 4005737-68 0.0713 33 0.497 1.69 1.165 0.582 ;1:542 1 531 ...0.094' 0.112 0:484x.".0.953.''0.428 0.475 ..>12.82 .13:38. :3372. 1223.' 0':428 s0'31t. -0:940. A.583,.1t870 .0.747 .21.7 400513768 :.0.0113 S0 0:497' :':1:09 '• 1:165 0587 1531 .0.112. 0.4754 1 165 .1185.._0'558 0.567 11.21 x'16,70 11 51 3215 :;4871 895 0.842 D 375 •0.922 -0.375• X0;922,.0.574 0.574 1.849 `'.0.751 0.751 34.2 4005137.91 4005137=97 0.1017 0.1017. 33 ' ;5D 0.686 Oc686 2.33 '2.33 :• 1.557 4:557 0 779 0779. 1 507 ;1507 0.142 0.454 1.557 '1.557 ,;17.44 0.764 .1.8-88 19.23 .:1356::',6.842 4394 797 2.365 0.486 -0.885 0.555 1`.849 1.806 0.760 :27:6 30.5 ' 4005162-33 0.0346 33 0.275 0.94 0.692 0.346 1.586 !0:142 .; 0.103 0:454 • :0.764 27 61:28.33..6658' :: 1207 '::2.365 '<0 486 '=0885. '0.555 ,1.:806 0.760:.24.8 4005162-43 :0.0451 :33 ` ::0.957.:' '1:21 " x0.892 . %0:446: :',0:131'..0.606.':.`0.892 0.611 0.692 ' 0.299 5.91 ' 823..:8:54. 6.07 `.:1739 976 595 `: 0.110 0.363 4.263 ` 0.766 2.118 0.644 42.3 4005162-54 0.0566 33. 0.443 1.51 1.098 0.549 _'1:561 1.574 0.159 D.600 1.098 .;:0:417 ; 0.526 10.39 °;.'810 ' 0:242 '0'.460 :-1:252 -' 0:761• '2.106 -0.647. 42.2 400S162-54 ^0:0566 ..:50 ;0.443 :.1.51 .1:098. 0:549' :'.1.574 .:x0:959 :0:600' ;'1.098 ,..0:498,^.',14:90`.1;15.25 10.84 .•.3372: 2603 944 "1223.. 0.473 '-0.580 0.560 -1.238 0.754 2.090 0.649 42.2 400S162-68 0.0713 33 0.550 1.87 1.346 0.673 1.564 0.192 0.591 1.346 0.658 13.00 13.30 3215 0:473 :-1:238` 0:754 ..,2.090 • 0.649 34.1 4005162-66 4005162-97 . `0:0113 _. SD `: 0 550 '1.87 ; .1:346:. 0 673 :1.564 s0.192;:,:O:SQ1 . ,1:346:0:696 19:41. 20.15 4871. 895 1356;; 0.933 0:933 0.677 .1.220 '0:677 0.745 J45 2.069 0.653 42.2 4a0S1fi2-$7 01017 01037 33 50 0.762 0.762'`1.2159 2.59 1.812 0.90.6. 1.542 0.249 0.572 1.812 • 0.892 2140 •' 2175 4394 797 P 628 ;1.220 0.88' 1.182 0.725 69 2.025 0.653 0.659 30 38.3 - 4005200-33 0 0346 33 4005200;43 .0.0451 33.;-0524,.1.615.,0235 -0:310-1-.05--0:812-0 1612„ 0906 ..15¢2 406 1:619 0249.,O.b72 0.-183 0 769 0764:..1047.;0:478 ?1.6121;: 0:692 :3164,,; 3215 :6658 1267•; 28280889 1:182 0725'-2025 31.1 - 53.1 0 811 0.328 6.49 6.90 976 595 .0.659- 0.124 0.697 -1.688 1.007 2 462 0.530 "" ' 4005200-54 0.0566 33 0 500 1.70 1.292 0.646 1.608 945 974 . 1739ai-:810',.::0272;;50:886,'.-1 676:;':11000;; 2449 '0.532" --4005206=54:::0:0566; .. _ .;:50''A':0:500 ._1:70: .11:2921=0:646 0.287 0.758 1.608 0287:,;`0.758. 1.292 0.623 12.30 0:549';`.1¢!43; 12.77 2603 944 1'Oc534'`<=1'.0 0.534 1.083 1.662 0.993 2.433 0.534 53.0 4005200-68 0.0713 33 .. 0.622 2.12 1.589 0.795 1.599 0.349 ;;1292 0.750 1731 3872 „ .......1 1223` , ... . ... 83'; =1:662 6 0 993..:2.439 ;.10:534 - 42.9 ' 4005200=66: `::0.0713 50 .:.:0.622 ::2:12; :. 1:589 ' 0 795 '.,1;599: °.0.349 0 750 1.589 0.780 15.40 15.70 10:751 . 2248 23 3215 895 1.054 1.818 -1.643 0.983 2.412 0.536 53.2 40OS200-97 0.1017 33 0.864 2.94 2.155 1.077 1.579 0.462 .:1.589:: 0.731 2155 . r 04 .4891 1356'1;054-.:',1.318,_:;. ,1643?:`0:963'";2.412 '; 0`.536 •. 42.9 4005200 97 ' 0:10.17 ` 50 :0.864 .2.94..2.155: 1:071.'1.579 `;.OA62 -0.731` :2.155= `'1f063' 1.063 24.72 36.68 :;37.17 25.05 ' 4994 797 2.978 ':1.749. 1.749 -1.605 0.963 2.368 0.540 49.3 'Web helght-to-thftness ratio exceeds Zoo. Web stiffeners are reaalred er all cFinnnrr -/- a,.,. :6658',1.1207 ,_ _ -_ :2.978 -1:605 .0:963 2.368 ' 0.540 39.9 ' moo wonr or rorm/ng. See Table Notes on page 7 .1. CRANDALL ENGINEERING LJ J5448 Merrill Mill Road Mariposa. CA 95338 Phone: 209-966-4844 y CT SHEET 1 � OF JOB NO. 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'2.059 • •7.01 •43:269 3.211 ;4;584 .'3'.159. ',1;239" 50 2.059 7.01 43.269 7.211 4.584 3.159 1.239 33::' '2!494` .'8;48 ';51.992 6 665 4 566 ':3:741 1:225 50 2.494 8.48 51.992 8.665 4.566 3.741 1.225 140OS200-97 0.1017 50 1400$200;118 ;0:1242- ;33 140OS200-118 0.1242 50 1400S250-54' 0.0566 50 1400$250 68::''0:0713: 33 140OS250.68 0.0713 50 14005250=97:''it, i017 ,33' 140OS250.97 0.1017 50 i400S250-118 '0.1242 33 1400S250-118 0.1242 50 1406S3ODw54' 0:0566..33 1400S300-54' 0.0566 50 140OS300-68 0.0713 50 14005300 97:::- :0.1017 33 1400S300-97 0.1017 50 1009 ., --3.43' .:23.302 ''3 329:0 4':805 ' °%0:216::10:464 1.009 1400S162-54' 0.0566 50 1400S1624``< 0:07.13..; ?'1:263 1406S162-68 0.0713 50 140QS162=97:--",O;1017 •- .:::33.; 1.263 14005162-97 0.1017 50 1400S162.118 `, 0.1242 ' •.'33" 1 779 140OS162-118 0.1242 50 1400S200.54' :0.0566•' 33. 140OS200.54' 0.0566 50 1.460 . -'68_; 2.162 ;.:.'--7.32 14005200.68 0.0713 50 140OS200-97 0.1017 50 1400$200;118 ;0:1242- ;33 140OS200-118 0.1242 50 1400S250-54' 0.0566 50 1400$250 68::''0:0713: 33 140OS250.68 0.0713 50 14005250=97:''it, i017 ,33' 140OS250.97 0.1017 50 i400S250-118 '0.1242 33 1400S250-118 0.1242 50 1406S3ODw54' 0:0566..33 1400S300-54' 0.0566 50 140OS300-68 0.0713 50 14005300 97:::- :0.1017 33 1400S300-97 0.1017 50 1009 ., --3.43' .:23.302 ''3 329:0 4':805 ' °%0:216::10:464 1.009 3.43 23.302 3.329 4.805 0.218 0.464 ?'1:263 :;4130 e28.952 :4.136 _'4:787 :; 8.262 :0.456 1.263 4.30 28.952 4.136 4.787 0.262 0.456 1 779 .6:05 "`40;115 5 731 4.798::. A:340 0 437 1.779 6.05 40.115 5.731 4.748 0.340 0.437 2.162 ;.:.'--7.32 : 47.928 A:84T''=4.7.-19`:: 0;385•.:'.:0:423; 0.973 2.152 7.32 47.928 6.847 4.719 0.385 0.423 1:066'::;3.63...:;25:951 `;.3.7!17:.;.4:935._,?0{406.;:0.6176 `1177 1177.• 1.066 3.63 25.951 3.707 4.935 0.406 0.617 6.40 44.853 6.408 4.883 6.655 ". 4 2.276 7.75 53.698 7.671 4.857 0.755 0.576 122 3.82 28.702 4.100 5.057 0.707 0.794 1.406 4.78 35.743 5.106 5.042 0.865 0.784 `1.983 '6.75 "40J647109 >5:010;60 0765 1.983 6.75 49.764 7.109 5.010 1.160 0.765 2.400 :, •.8:17 : ;59:676.0.750, 2.400 8.17 59.676 8.525 4.986 1.352 0.750 :1079 :4:01 31:453 4 493` x.165 y:115,"....D 972 1.179 4.01 31.453 4.493 5.165 1.115 0.972 1.477::+5:03::':_39:--"-`.5.-0(-: 5:151"x:];370:,:`;0:963 1.4.77. 5.03 39.201 5.600 5.151 '1.370 0.963 54;6]5:;_7:8;11:`.;` 5.122;0:943: 2.084 7.09 54.675 7.811 5.122 1.854 0.943 21525.';; 8.`59.':;65;655; 9:379 00 ;12:474:'.;;0.926' 2.525 8.59 65.655 9.379 5.100 2.174 0.928 74:743 '2.109, :41:68 , .36.38 1377 '1377 14.298 1.914 57.31 46.75 1377 1377 18.955 2:817 ..55:68 150:95 2771 2771 16.390 2.645 79.19 66.14 2771 2771 26.966 ,4:327 `:85:51 '83.86 :8147 7411 26.735 4.691 122.49 111.30 8147 7411 32.145' 5.357 105.87 -105.87 13189 :9714 32.145 5.168 154.74 147.23 14986 11037 "18.678 2.425 47.93 '42.41 1377 1377 16.334 2.073 62.07 54.74 1377 1377 21:376 :3.215 '63.54 .58.83 2771 2771 20.864 2.963 88.71 76.55 2771 2771 30.417 4.899 96.81 95.43 :8147 7411 30.175 4.660 139.51 126.86 8147 7411 36.347 :6.058 .119.71 :1.19.71 13189 .9714 36.347 5.865 175.59 166.80 14986 11037 18.832 ":2:482.49.05 ,.45.43. :1377 •1377 18.433 2.149 64.34 58.39 1377 1377 :23:963.;;3;496 69:08 -:62.95 2771 '2771 23.575 3.007 90.04 81.59 2771 2771 :34,016: ;5.496 '108:60::10252 8147 .7411 33.835 5.037 150.82 135.37 8147 7411 ''40:726 -B.I86: '134:13 `:133:19.:13189 40.726 6.541 195.84 178.57 14986 11037 '21:648 ;;2.736`.''54:06 -47:36 .1377 _1377 21.043 2.272 68.04 60.65 1377 1377 26:9.18 :4;064.; :80;30.:'65:72 :2771 :.2.771 . 26.510 3.317 9 2771 2771 31616 `:6035.-.3315 2' ..06 ;8147 :. ,741.1 . 37.085 5.631_ 174.57 141.05 8147 7411 A5:106,:.7.323 785:78':.::154:65 13189 ':.'9714 44.727 7.232 243.677 201.68 14986 11037 24.610 :3.295:.' 65.12_' 58.95 :1377 1377 24.087 2.787 83.46 75.92 1377 1377 30.996 14:908 '.96;98, :80:83.:' .2771 ;2774 30.916 4.061 121.59 104.89 2771 2771 43:269'::7.071::15422? 138:56 ':8147.,.•,7411 43.269 6.590 197.31 170.84 8147 7411 51:992 :8:665 '-192:742.:181:90; 13189 -.9714, 51.992 8.260 274.072 238.96 14986 11037 ci iuO :z:4ao;_48.32-:40:86:;';1177 :6.340 -0.732 :0:493 20.365 2.256 67.54 52.13 1177 1177 :27.357 ;3:357. %66.33. ":51:96 ,2385::'`.2365' 1:899 26.375 3.135 93.85 74.56 2365 2365 39965 --.5:248-..-,Io Jjv%69.::8939: 7.739 -0.719 6939' 38.897 4.915 147.14 127.96 6939 6939 42928.:6:659.:131:59' 12407:'1:12745; 0.973 '19287. 47.772 6.282 188.07 171.63 12745 11287 23.767;=;2:866;:-.56.83 .: '4818:: `1177 1177.• 23.199 2.440 73.05 61.67 1177 117) 0:957 :6.340 -0.732 :0:493 - 9.281 0.971 0.957 6.340 -0.732 0.493 4.281 0.971 1:899 ' 7.739 -6.719 :0.485 4.261 '0.972 1.899 7.739 -0.719 0.485 4.261 0.972 5:433 .10.331 -0.691 ::0:470 4.219. 0.973 5.433 10.331 -0.691 6.470 4.219 6.973 9.788 12.002 -0.670 -0.459 4.187 0.974 9.788 12.002 -0.670 0.459 4.187 0.974 1.017 11.550 -1:032 0.661 '4.474 0.947 1.017 11.550 -1.032 0.681 4.474 0.947 .2.020 14.176 -1.017 0.673 4.455 0.948 2.020 14.176 -1.017 0.673 4.455 0.948 .5.783 19.150 -0.987 0.656 4.414 0.950 5.783 19.150 -0.987 0.656 4.414 0.950 10.427::22.451.-0.964 ..0.644 4.384 0.952 10.427 22.451 -0.964 0.644 4.384 0.952 1.078 :19.505 -1:378 '0;892 4:699 .0.914 1.078 19.505 -1.378 0.892 4.699 0.914 2.141 24.034 4:362 :0.884 4:679 6.915 2.141 24.034 -1.362 0.884 4.679 0.915 6.134. 32:734 •-1:329. 0:867' '.4:639 AM 6.134 32.734 -1.329 0.867 4.639 0.916 11:065' '38,619 :,1:305.: 0:854 .,;4:606. ; 0.920 11.065 38.619 -1.305 0.854 4.608 0.920 ..1138 .'30.051 _:1:743 : 1:111 • <'4.940 0.876 1.138 30.051 -1.743 1.111 4.940 0.876 .2.262 37.126. 1:726 '1103. 4.921 •0.877 . 2.262 37.126 -1.726 1.103 4.921 0.877 6484 '50:853 ALM 1:085 '4880 .0.880 6.484 50.853 -1.691 1.085 4.880 0.880 :11.704-:60:251 -1:666 .1:071 •4:849 4:882 11.704 60.251 -1.666 1.071 4.849 0.882 1:244 '54.279 4.363 1:478 '5.341 '0.804 1.244 54.279 -2.363 1.478 5.341 0.804 :2.473 .67:251 =2:346 •1:469 '5.322 :0.806 2.473 67.251 -2.346 1.469 5.322 0.806 7:098 ;92:672 -2:310 :1:450 :.'5:281 •05809 7.098 92.672 -2.310 1.450 5.281 0.809 12.821 :110.302 -2284"•1.436, 5.250' .'0.811. 12.821 110.302 -2.284 1.436 5.250 0.811 1.078 8.980 -0.667 0.454 4.873 0.981 2.141 • :10.966 '-0:654 0.447. 4:853 0.982 2.141 10.966 -0.654 0.447 4.853 0.982 :6:134 '14:651 :0:628 0.433.. 4.810.:0.983 6.134 14.651 -0.628 0.433 4.810 0.983 11065 ':17:032- A422.--4.7.77: - .;,0.984 11.065 17.032 -0.609 0.422 4.777 0.984 1138,. `x6.355.',.=0:946.x:0:633 ':5.062.: '0.965 1.138 16.355 -0.946 0.633 5.062 0.965 43.616 5.580 167.07 146.98 6939 6939 6 484 271560 904 0 609 5.001 0.967 SA'RRR-:•.7+AAA MA7.9�-. : ��c il, din-r��. - ... 7.096 212.47 195.62 12745 11287 26.141 2.527 75.65 66.58 1177 1177 34 239, 4,14581.90': 72 82 _'2365 ;2365 33.565 3.550 106.29 93.79 2365 2365 49579 .130:64'`12065. '6939 <6939 48.650 6.010 179.95 157.94 6939 6939 59;676'; B.330•. 164:61: ;158.62;: ,12745 `11267 59.504 7.881 235.94 210.42 12745 11287 29 581 3 019 59 66::54 74 1177 ;117.7; 27.227 2.580 77.25 69.82 1177 1177 36.290 3.655 6.372 11.704 31.861 -0.883 0.598 4.970 0.968 1:196 ;-27:675; ;'=1;272 ::;0:635'•.:15.275.` `0.942 1.198 27.675 -1.272 0.835 5.275 0.942 2:383 34:118. '=1.257 -',:O--827.'. - 5.255 '':0.943 2.383 34.118 -1.257 0.827 5.255 0.943 6,835 :-`46 520=1:225 '0 811...':5.214 • ::0:945' 6.835 46.520 -1.225 0.811 5.214 0.945 12.342:<$4:927� -1,203';:0798`•`_'5.164'"'0.946 12.342 54.927 -1.203 0.798 5.184 .6.946 u.a:y 42.690 -1.617 1.046 5.499 0.914 98.25 2365 2365 2.503 52.772 -1.601 1.038 5.480 0.915 126:99::6939: :6939'.. 7186 `723W:1:568 1020;,'5.439.: 0.917. 165.45 6939 6939 7.186 72.365 -1.568 1.020 5.439 0.917 16753 `1274511287 12 981,'-'85 812 1:544:.' 1,008' '.5:406:', 0.919 ; IWeb helght-to-thickness ratio exceeds 200. Web stlifeners are re9 wired at a// su pport leis and concentrated loads. 220.81 12745 11287 12.981 85.812 -1.544 1.008 5.408 0.919 'Allowable moment Includes cold work of forming. See Tab/e Notes on page 7. 30.5 37.2 30.2 36.4 29.5 35.8 29.0 '48.0 39.0 47.7 38.7 47.0 38.1 46.5 37.7 59.6 48.3 59.2 48.1 '58.6 47.5 58.2 . 47.1 70.8 57.4 70.5 57.2 66:0 56.7 64.9 53.0 88.0 71.4 87.7 71.2 83.0 70.8 . 81.9 36.6 29.7 '36.2 29.4 35.3 28.7 :34.7 28.1 .147.0 38.2 37.9 45.9 37.3 45:4' 36.8 47.6 58.3 47.3 .57.6 46.7 57.1 46.2 69:9 56.8 56.5 '68.9 55.9 68:5 i� . CRANDALL ENGINEERING -,5 5448 Merrlll'MIII Road SHEET_Jql OF // - Mariposa, CA 95338 JOB NO. Phone: 209-966-4844 • DATE: I Z l i CRANDALL ENGINEERING _ -� 5448 Merrill Mill Road SHEETOF Mariposa, CA 95338 JOB NO. Phone: 209-966844 1 # DATE ! f # )}ice' 11 ,,• aI�_ - t� `P �y p�ay 7 ��� fw 1 #{ ev-' g4 6e4 ti i# G% C l.. 6�2 • MCELROY METAL Effective Section Properties: Channel, Hats, MAC GAS 1 Channel i Hat Sheer Shear Mac -Girt Sub -Girt Center Sheer sheor Center Center • T Y 'j -j--° Center -I---.-< • i Y. l I , Y. ; t I 6l Yo Y L x- -----; ----- -x xj ---�-- -x Yc D R�-----+--- --■ t R D I I s• _ L l Yc i e x- '--J-,-- x D t R -- - d �-- Yc a ; e2 �� ' Y --8_ ( y I d R/ t D Y d -I o 8�� Member I Ga. Shear c.rncuve Positive Moment X Axis aecuon vroperties Negative Moment X Axis Channel 1.4375 x 1.625 16 ChT wF$3°/3t 5s Max 1, SB TOP S. iMW w4mamm Negative Moment Y Axis Hal 1.75 x 1.5 1MIN W "YM -13' -wow ,A6� M, I So LOT Y LEFT SeftI3 ,. -. W99orm, go Mac -Girt 1.5 x 1.5 18 kl -in in° ina Ina 5 51 0.125 0.158 0.151 11 -- 4114 9'Lq1F t- 0 15 •:+:4i'1 (kip -In in° Ina ins IA 5.51 0.125 0.151 0.158 �'' 009$ 0'1 S ;8. 0.290 9.68 WE W-1 9.08 2.74 2.60 Sub -Girt MSG 1 20 e3d� o�i2�;v�o�rrON, 2 kt Sub -Girt MSG 2 20 3�MS,8 5.97 0.249 0.166 0.166 Sub Girt MSG 3 20 Com resslon Tension Shear c.rncuve Positive Moment X Axis aecuon vroperties Negative Moment X Axis A. Pe Te Vey V,. Max 1, SB TOP S. Me. 1, Positive Moment Y Axis Negative Moment Y Axis May 1Y Se IEEE Se RIGHT in= kl (kip)ki W BOT ki n In° (in 3) Se TOP So BOT M, I So LOT Y LEFT SeftI3 FATU0.268. 8 67 a 10.03 L 2.91 1.6n8,c�3.77 5gfe! Ina 0 080 0 135 0.095 b til ODBSa tOT11MePM_- ki In in° Ina Ina 3.77 0.080 0.135 0.095 73'IYy 086 -"00 ?..:: r@ 0 07�f 1 kl -in in° ina Ina 5 51 0.125 0.158 0.151 11 -- 4114 9'Lq1F t- 0 15 •:+:4i'1 (kip -In in° Ina ins IA 5.51 0.125 0.151 0.158 �'' 009$ 0'1 S ;8. 0.290 9.68 WE W-1 9.08 2.74 2.60 4 v ;1.02 ?,W �g�a;fxor�2;ro�D�r�lDjzo6 e3d� o�i2�;v�o�rrON, 2 kt 4.78 0.100 0 132 -n1-AA 4.84 0.102 0 137 0 135 ji� 3}IPM'OU�b 8 5 97 0 249 0 166 0.166 SC, 8,13�s�''0192Z�012� Ff0 5.97 0.249 0.166 0.166 r0'�1 26, . 4. 1'�Tdb192: 1 281_...,28:r 0.264 9.48 WORM 8.53�s 99 2.551 1.91 M:.E€•0 7 Ut $: 0.091 106?s�_.;4r, c°r�S6fiF d�30pr 019J.7' 014)9'+ h59Bx,F 30 e�1i8. ....<..1'L•.;'�3' -. _ 0.120 0.124 .. -�- ��~6„yb°,�„��f,0�,t�b$'$ 0.091 0.120 0.124 ,BTi_�' ��b�{i ri�0{3�0'08�'�`�4F�;r.:0�803f'01�}�4�RS�25 5.79 0.245 0.161 0.161 r .,Uh9,',�01 g 5.79 0.245 0.161 0.161 ' 0.121 ,b 874 6.74 �hfl,_.�',r �_ ..,S33v�5D6DU �69 6 D61+ �D �4.05 OR 3 'Ss ..r . Te 0.95 0.95 1' 1.35 0.014 0.038 0.051 1 301 U 1.08 0 012 0.045 0.030 � 1) ' 1�3? 4 11 0 355 0.150 0.114 5D6v�Q'�69PD 2Ujt 4 11 0 355 0.114 0.150 0.1.150r y 7�6 0.152 5.08 6.72 1.38 1.38 2.00 0.026 0 056 0 058 1 67 0.025 0.068 0.046 ;00 x-.0?L16�5 T258 • a� ' �� 0.169 5.62 r 7.85 1.971 c. 78.x$.. 5Y ?:b _ g,..r..�. � .? W1�7 0' tia . ww"''y!1?8 5 31 0 413 0.169 0.146 f�=,0 0 i 0- 02 0=2283 5.31 0.413 0.148 0.169 t 9:98 }0 t3 x 1.97 I 3.10 0.056 0.086 0.090 2.66 0.055 0.102 0.074 6.77 0.606 0.222 0.188 O 6.77 0.606 0.188 0.222 1. Section properties ere calculated In accordance with the 2007 AISI Nonh American Specification for the Design of Cold -Formed Steel Structural Members. 2. Material: 16 Gauge: A653 SS Grade 55 Steel. 16-20 Gauge: A653 SS Grade 80 3. Strength Increase due to Cold Working has been applied where applicable 4. Web Crippling values are based on a 21nch bearing length, one Range fastened to support 5. Appropriate factors of safety have been applied for Allowable Stress Design (ASD) 6. Strength calculations based m a fully braced condition 7. Consult with an engineering professional before using the above design aids Revised: Mar -13 CRANDALL ENGINEERING . SHEET_ of 15448 Merrill Mill Road /Mariposa,'CA 95338 JOB H0. 1 Phone: 209-966-4844 DATE: 74 f, s L 0 C t: iI J 52 L, LS and S/LS Utility Clips and Skewable Angles L. LS and S/LS angles are load rated and provide the corre:t thickness and number of fasteners the specifier is looking for compared with field fabricated clip angles. These angles also have well-defined fastener locations, and testing ensures that the tabulated load values account for connection eccentricities. The connectors are general utility reinforcing angles with multiple uses. LS and S/LS connecters are skewable and can be used to attach members intersecting at angles. Material: L — 54 mil (16 ga.); LS — 43 mil (18 ga.); S/LS — 43 mil (18 ga.) Finish: Galvanized (G90) Installation: • Use all specified fasteners. • S/LS—field-skewable; bend one time only. • CFS framing must be constrained against rotation when using a single S/LS,per connection. Codes: See page 11 for Code Report Reference Key Chart Model No. _ L(i ) h I Fasteners, I Allowable Loads (lbs:) 'Code fief. 33 mil (20:ga.) 43 mll (:18 ga:) 54 mil.(16 ga.) F1 F2 : F7 .F2 3 4-#10 200 60 315 85 L50 5 i 6-#10 475 — 675 90 J16gL30 L70 7 8-#10 705 — 760 110 L90 9 10410 795 — 9451.10 1740 110 LS30 i 3% I 6-#10 200 � — 370 � — 500 — 160 S/LS50 41% 4410 200f- - 370 S/LS70 6% ,6410 465 — 575 — 715 — � _H90 —7'A — 12410 - 465 - -- 895- -- - 915 — --- .. "" c P" I unry. 2. See pages 65 through 81 for more information on Simpson Strong -Tie fasteners. ADJUSTABLE FROM 01 To 135° BEND ONETIME ONLY. SHIPPED LS and S/LS Top View Typical Installation for Curtain -Wall Head F2 S/ SIMPSON Strong-Tie. cw LS t U.S. Patent 4,230,416 J/LS U.S. Patent 4,230,416 9U. ,-- Typical Installation for Gravity Headers CRANDALL ENGINEERING sNeeT_ of -.x5448 Merrill Mill Road `Mariposa, CA 95338 JOB NO. IED Phone: Phone: 209-9664844 DATE R (t �� ! '-I `--�?� • � ?�' c�.a `/ pal �(p ��-_' � d• '';P. l..L; : � '�- '�-. 305 North Iris Street, P.O. Box 72, Mt. Pleasant, IA 52641-3118 December 19, 2016 • BUTTE V.I.S.E. Company COUNTY 6306 COUNTY ROAD 24 ORLAND, CA 95963-9484 FEB 16 2OV 15-B-61142 DEVELOPMENT RICK GUDGEL #5 SERVICES CHICO, CA 80'0" x 2190" x 1690" 916—alrM) To Whom It May Concern:, ACCREDITED AC472 Phone: (319) 217-4000 Fax: (319)217-4178 This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by tzese documents. These materials, when properly erected on an adequate foundation in accordance with the erection. drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Ceco Building Systems. The attached design criteria information is to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Ceco Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Ceco Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Ceco Building Systems ;/h*ager terials r Metal Buildings NCI Camp ny _ Rick Williamson Dec 27 2016 10:34 AMd Williamson, P.E. of Engineering Q y�I LLS V 2. �oe 15-B-61142 PERMIT # G 16 —2--020 2-0 10 BUT COUNTY DEVELOPMENT SER'!lCrt EVIEWED FCJ-? COD COMPI-Ih"� '�: DATE GF IBy_ J Page 1 of 3 CAM Py 305 North Iris Street, P.O. Box 72, Mt. Pleasant, IA 52641-3118 Building Code ..................... Building Risk Category ............ Roof Dead Load Superimposed ................. Collateral ................... (0.00 psf Ceiling 3.00 psf Other) Roof Live Load .................... Wind 2013 CALIFORNIA Normal (Risk Category II) 2.72 psf 3.00 psf 20.00 psf reduction allowed ACCREDITED AC472 Phone: (319)217-4000 Fax: (319) 217-4178 Ultimate Wind Speed (Vult) ... 110.00 mph Nominal Wind Speed (Vasd) .... 85 mph (IBC section 1609.3.1) Serviceability Wind Speed .... 72 mph Wind Exposure Category ....... C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas (within 6.40' of corner) 24.46 psf pressure -32.62 psf suction Other Areas 24.46 psf pressure -26.50 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category ...... D Soil Site Class D Stiff Soil Ss ........................... 0.597 g Sds .. S1 ........................ 0.260 g Shc ..... Analysis Procedure ............ Equivalent Lateral Force Column Line 1 2-9 Basic Force Resisting System B3 C4 Response Modification Coefficient (R) 3.25 3.50 Seismic Response Coefficient (Cs) 0.162 0.150 Design Base Shear in kips (V) 21.97 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordi-nary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 15-B-61142 0.526 g 0.326 g SWA & SWC C4 3.25 0.162 24.60 Page 2 of 3 Ceco I n B u d S sterns ACCREDITED ari NCI Company AC472. Midwest Service Center Phone: (319) 217-4000 305 North Iris Street, P.O. Box 72, Mt. Pleasant, IA 52641-3118 Fax: (319) 217-4178 The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS...: BLDG -A Roof Limits Rafters Purlins Panels Live L/ 240 240 60 Snow L/ 240 240 60 Serviceability Wind L/ 240 240 60 Total Gravity L/ 240 240 60 Total Uplift L/ 240 240 60 Frame Limits Sidesway Portal Frame Sidesway Live H/ 200 Snow H/ 200 Serviceability Wind H/ 200 Seismic Drift H/ 40 40 Service -Level Crane H/ 100 Portal Service Wind H/ N/A 240 Total Gravity H/ 200 Service Seismic H/ 200 240 Wall Limits Limit Total Wind Panels L/ 60 Total Wind Girts L/ 90 Total Wind EW Columns L/ 120 The Service Seismic limit as shown here is at service level loads. 15-B-61142 Page 3 of 3 DESIGN PACKAGE BUILDER: V.I.S.E. Company CUSTOMER: RICK GUDGEL #5 JOB NUMBER: 15-B-61142 TABLE OF CONTENTS Original Design Completed thru Change Order # 1 Revision History Udate Rev # Reactions? Reason for Revision Pages Revised Page Design Criteria 1 Notes on Drawings 2-3 Deflection Criteria 4 Project Layout/ Model 5 Building Sketch 6 Design Summary 7-20 Frame Profile/Eds2Xds 21-26 Special Det./ Reactions 27-40 Original Design Completed thru Change Order # 1 Revision History Udate Rev # Reactions? Reason for Revision Pages Revised ate Revised Eng. Project Engineer: Checking Engineer: Signing Engineer: Edgardo Lacsa (Mt Pleasant) Rick F. Williamson, P.E. Job Number ........................ 15-B-61142 Builder ........................... V.I.S.E. Company Jobsite Location .................. RICK GUDGEL #S,CHICO,California Building Code 2013 CALIFORNIA Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.72 psf Collateral 3.00 psf (0.00 psf Ceiling 3.00 psf Other) Roof Live Load ...........:........ 20.00 psf reduction allowed Wind Ultimate Wind Speed (Vult) ... 110.00 mph Nominal Wind Speed (Vasd) .... 85 mph (IBC section 1609.3.1) Serviceability Wind Speed .... 72 mph Wind. Exposure Category C Internal Pressure Coef (GCpi) 0.18;-0.18 Loads for components not provided by building manufacturer Corner Areas (within 6.40' of corner) 24.46 psf pressure -32.62 psf suction Other Areas 24.46 psf pressure -26.50 psf suction These -values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category ...... D Soil Site Class .............. D Stiff Soil Ss ........................:.. 0.597 g Sds 0.526 g S1 ........................... 0.260 g Shc ..... 0.326 g Analysis Procedure ........... Equivalent Lateral Force Column Line 1 2-9 SWA & SWC Basic Force Resisting System B3 C4 C4 Response Modification Coefficient (R) 3.25 3.50 3.25 Seismic Response Coefficient (Cs) 0.162 0.150 0.162 Design Base Shear in kips (V) 21.97 24.60 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced --Frame C4 - Ordinary Steel Moment Fraift? — 0 G 112/21/16 BOLT TIGHTENING - Bolted joints with A325 Type 1 bolts greater than 1/2" diameter are specified as pretensioned joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, December 31, 2009. Pre -Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist off type tension control bolts or direct tension indicator as acceptable to the Inspecting Agency and Building Official. Installation Inspection requirements for Pre -Tensioned joints (Specification for Structural Joints Section 9.2) using turn -of -nut method is suggested. The connections on this project are not slip critical. Material properties of steel bar, plate, and sheet used in the fabrication of built-up'structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold -formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. This metaliuiiding"sys em is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc.) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind velocity is reached. The materials by the manufacturer will be fabricated in a facility that has received Certification of Accreditation for the Manufacture of Metal Building Systems (AC472) from International Accreditation Service (IAS). This certification is recognized under Section 1704 of the IBC for approved fabricator. The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using concentrated loads and may require separate support members within file:111311active!Eng/15-B-61142/Project_CriterWnotesondrawing.txt[12121/2016 3:08:27 PM] the roof system. Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings. The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void'the design certifications supplied by the metal building manufacturer. X -Bracing is to be installed to a taut condition with all slack removed. Do not tighten beyond this state. Using stndard gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 54 feet with the first downspout from -both ends of the gutter run within 27 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in/hr rainfall intensity as it corresponds to a 10 year recurrence interval for Canadian projects. { The wall construction by others at building sidewall bay 8 and endwall line 9 has a self weight of 20 psf. This weight has been utilized in the design considerations for the building's seismic design. The wall construction by others at building sidewall bay 8 and endwall line 9 has a self weight of 20 psf. This weight has been utilized in the design considerations for the building's seismic design. The support members provided by the metal building manufacturer have been designed to support the wall system by others and to deflect less than L/360 under wind or seismic loading. The wall system shall be attached to the support members at 1/4 points. file:///Jl/active/Eng/15-B-61142/Project_Criteria/notesondrawing.tXt[12/21/2016 3:08?27 PM] Job Number ........................ 15-B-61142 Builder ............................ V.I-.S.E. Company Jobsite Location ................... RICK GUDGEL #5, CHICO, California The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS...: BLDG -A Roof Limits Rafters Purlins Panels Live L/ 240 240 60 Snow L/ 240 240 60 Serviceability Wind L/ 240 240 60 Total Gravity L/ 240 240 60 .Total Uplift L/ 240 240 60 Frame Limits Sidesway Portal Frame Sidesway Live H/ 200 Snow H/ 200 Serviceability Wind H/ 200 Seismic Drift H/ 40 40 Service -Level Crane H/ 100 Portal Service Wind H/ N/A 240 Total Gravity H/ 200 Service Seismic H/ 200 240 Wall Limits Limit Total Wind.Panels L/ 60 Total Wind Girts L/ 90 Total Wind EW Columns L/ 120 'The Service Seismic limit as shown here is at service level loads. 212/21/16 N H H w i U1 H Bu t lder key Strut, x=oloub l e Z, V. I. S. E. Company xx=triple Z, OMS TlVh3G I S Job Noi 61142A run01 o=p i pe(FM) 0,612 Verstoni ver01-EMLacsa 011-2 0 ,LZ 0 ,LZ 0 ,LZ 0 ,LZ 0 ,LZ 0,82 0,62 Mon Dec 19 14:10 06 2016 f 8 8� A ^ p O U J (oDa3 dq ;ou)� (ooa3 dq ;ou)� (ooa3 Aq }ou) (ooa0 �Cq }ou) L) Adouo3 _ Adouo3 Adouo3 4 O C .11 8 I D: 0 4 2 4 2 4 2 3 6 7,6 4 4 4 4 4 4 4 4 4CIL 0anopy anopy Canopy =I ru O (n o. _ -O !U ru Z 0 t7OD O D O _J1 r- O N 0 C o tdEy- R) O O [canopy Canopy Cano 9101 0191 0102 ` Canopy Canopy Canopy (not by Ceco) (not by Ceco) (not by Ceco) r4'0 P t. ( not by Ceco) opo 0 0 m 14x14 14x14 14x14 14x14 14x14 14x14 14x14FT9 x16OPEN F. o. 1 6 B F. 0. F. 0. 1 6 8 F. 0. F. 0, 1 6 8 F. 0. F. 0. R STUDWALL o N r8 81 Owner 27' 0 27' 0 27'0 27'0 27' 0 27' 0 28'0 29'0 RICK GUDGEL #5 CHIC❑ CA 95928 219'0 P.O. 61142 S I DEWALL SWA 412/21/16 /4m O 0 ilii 1`F o n (U D —X- —�(--- ---X - ij Z © BE U O /2m 0 „ o o(u v ` X/40 o O [canopy Canopy Cano 9101 0191 0102 ` Canopy Canopy Canopy (not by Ceco) (not by Ceco) (not by Ceco) r4'0 P t. ( not by Ceco) opo 0 0 m 14x14 14x14 14x14 14x14 14x14 14x14 14x14FT9 x16OPEN F. o. 1 6 B F. 0. F. 0. 1 6 8 F. 0. F. 0, 1 6 8 F. 0. F. 0. R STUDWALL o N r8 81 Owner 27' 0 27' 0 27'0 27'0 27' 0 27' 0 28'0 29'0 RICK GUDGEL #5 CHIC❑ CA 95928 219'0 P.O. 61142 S I DEWALL SWA 412/21/16 .01 0 0 ilii 1`F L-, ori • '�r� - ij © BE [canopy Canopy Cano 9101 0191 0102 ` Canopy Canopy Canopy (not by Ceco) (not by Ceco) (not by Ceco) r4'0 P t. ( not by Ceco) opo 0 0 m 14x14 14x14 14x14 14x14 14x14 14x14 14x14FT9 x16OPEN F. o. 1 6 B F. 0. F. 0. 1 6 8 F. 0. F. 0, 1 6 8 F. 0. F. 0. R STUDWALL o N r8 81 Owner 27' 0 27' 0 27'0 27'0 27' 0 27' 0 28'0 29'0 RICK GUDGEL #5 CHIC❑ CA 95928 219'0 P.O. 61142 S I DEWALL SWA 412/21/16 Ceco Building Systems Design Summary Program User: EMLacsa Job Number: 61142A Design Summary Report Version: 6.06.0 run01 Date: 12/19/16 Start Time: 02:09:57 R:\..\15-B-61142\ver01-EMLacsa\Bldg-A\run01\61142A_bldg_A_01.cds B U I L -D I N G- A- DESIGN SUMMARY REPORT All connections use ASTM A325N bolts, unless noted otherwise. Al-1—anchor rods are checked according to ASTM F1554 Gr. 36 strengths. Rafter flange braces use the Optional Liner attachment ROOF PLANE ------- RPA R:\Jobs\Active\ENG\15-B-61142\ver01-EMLacsa\Bldg-A\run01\AroofRPA 01.edf Panel UDEK Panel Width .............. 24 in Panel Gage ............... 24 g a Purlins 55.0 ksi Yield Strength Eave Struts .............. 55.0 ksi Yield Strength PURLIN SPACING : 2@4.3456 6@4.9989 1.3153 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 27.000 10X2.5Z14 4 points S 0.000 2.479 C 2 27.000 10X2.5Z14 2 points C 2.479 1.479 C 3 27.000 10X2.5Z14 2 points C 1.479 1.479 C 4 27.000 10X2.5Z14 2 points C 1.479 1.479 C 5 27.000 10X2.5Z14- 2 points C 1.479 1.479 C 6 27.000 10X2.5Z14 2 points C 1.479 1.479 C 7 28.000 10X2.5Z14 2 points C 1.479 3.146 C 8 29.000 10X2.5Z12 3 points C 3.146 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9 @ Supports: 1,2,3,4 5,6,7,8,9 Purlin Stiffened Clips @ Level 2,5,9 @ Supports: 1,2,3,4,5,6,7,8,9 512/21/16 Ceco Building Systems Design Summary Program User: EMLacsa Job Number: 61142A Design Summary Report Version: 6.06.0 run01 Date: 12/19/16 Start Time: 02:09:57 R:\..\15-B-61142\ver01-EMLacsa\Bldg-A\run01\61142A_bldg_A_Ol.cds ------------------------------------------------------------------------------- ROOF PLANE ------- RPC R:\Jobs\Active\ENG\15-B-61142\ver01-EMLacsa\Bldg-A\run01\AroofRPC Ol.edf Panel .................... UDEK Panel Width ........ 24 in Panel Gage 24 ga Purlins ................... 55.0 ksi Yield Strength Eave Struts 55.0 ksi Yield Strength PURLIN SPACING : 2@4.3456 6@4.9989 1.3153 Bay Length Member Size Brace L Lap R Lap Bays # (ft) Identification Locations Exten 20.000 Exten :10X2.5Z14 --------------------------------------------------------------------- 1 29.000 10X2.5Z12 3 points S 0.000 3-.146 C 2 28.000 10X2.5Z14 2 points C'3.146 20.000 1.479 C 3 27.000 10X2.5Z14 2 points C 1.479 1.479 C 4 27.000 10X2.5Z14 2 points C 1.479 1.479 C 5 27.000 10X2.5Z14 2 points C 1.479 1.479 C 6 27.000 10X2.5Z14 2 points C 1.479 1.479 C_ 7 27.000 10X2.5Z14 2 points C 1:479 2.479 C 8 27.000 10X2.5Z14 4 points C 2.479 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9 @ Supports: 9,8,7,6 5,4,3,2,1 Purlin Stiffened Clips @ Level 2,5,9 @ Supports: 9,8,7,6,5,4,3,2,1 RPC Purlin Strut @ 20.000 (ft) :10X2.5Z14 Bays 8 _ RPC Purlin Strut @ 20.000 (ft) :10X2.5Z14 Bays 7 RPC Double Strut @ 20.000 (ft) :10X2.5DZ14 Bays 6 RPC Double Strut @ 20.000 (ft) :10X2.5DZ14 Bays 5 RPC Double Strut @ 20.000 (ft) :10X2.5DZ14 Bays 4 RPC Purlin Strut @ 20.000 (ft) :10X2.5Z14 Bays 3 RPC Purlin Strut @ 20.000 (ft) :10X2.5Z14 Bays 2 RPC Purlin Strut @ 20.000 (ft) :10X2.5Z12 Bays 1 RPC Purlin Strut @ 40.000 (ft) :10X2.5Z14 Bays 8 RPC, Purlin Strut @ 40.000 (ft) :10X2.5Z14 Bays 7 RPC Purlin Strut @ 40.000 (ft) :10X2.5Z14 Bays 6 RPC Purlin Strut @ 40.000 (ft) :10X2.5Z14 Bays 5 RPC Purlin Strut @ 40.000 (ft) :10X2.5Z14 Bays 4 RPC Purlin Strut @ 40.000 (ft) :10X2.5Z14 Bays 3 RPC Purlin Strut @ 40.000 (ft) :10X2.5Z14 Bays 2 .-RPC Purlin Strut @ 40.000 (ft) :10X2.5Z12 Bays 1 RPA Purlin Strut @ 60.000 (ft) :10X2.5Z14 Bays 1 RPA Purlin Strut @ 60.000 (ft) :10X2.5Z14 Bays 2 612/21/16 Ceco Building Systems Design Summary. Program User: EMLacsa Job Number: 61142A Design Summary Report _ Version: 6.06.0 run01 ' Date: 12/19/16 Start Time: 02:09:58 R:\..\15-B-61142\ver01-EMLacsa\Bldg-A\run01\61142A_bldg_A_Ol.cds ------------------------------------------------------------------------------- RPA Double Strut @ 60.000 (ft) :1OX2.5DZ14 Bays 3 RPA Double Strut @ 60.000 (ft) :1OX2.5DZ14 Bays 4 RPA Double Strut @ 60.000 (ft) :lOX2.5DZ14 Bays 5 RPA Purlin Strut @ 60.000 (ft) :1OX2.5Z14 Bays 6 RPA Purlin Strut @ 60.000 (ft) :1OX2.5Z14 Bays 7 RPA Purlin Strut @ 60.000 (ft) :1OX2.5Z12 Bays 8 SWC Eave Strut @ 16.000 (ft) :1OX3.5E14 Bays 8 SWC Eave Strut @ 16.000 (ft) ':1OX3.5E14 Bays 7 SWC Eave Strut @ 16.000 (ft) :1OX3.5E14 Bays 6 SWC Eave Strut @ 16.000 (ft) :1OX3.5E12 Bays 5 SWC Double Strut @ 16.000 (ft) :1OX3.5E14 Bays 4 SWC Double Strut @ 16.000 (ft) :1OX2.5Z14 Bays 4 SWC Double Strut @ 16.000 (ft) :1OX3.5E14 Bays 3 SWC Double Strut @ 16.000 (ft) :1OX2.5Z14 Bays 3 SWC Double Strut @ 16.000 (ft) :1OX3.5E14 Bays 2 SWC Double Strut @ 16.000 (ft) :1OX2.5Z14 Bays 2 SWC Eave Strut @ 16.000 (ft) :1OX3.5E14 Bays 1 SWA Eave Strut @ 16.000 (ft) :1OX3.5E14 Bays 1 SWA Eave Strut @ 16.000 (ft) :1OX3.5E14 Bays 2 SWA Eave Strut @ 16.000 (ft) :1OX3.5E14 Bays 3 SWA Eave Strut @ 16.000 (ft) :1OX3.5E12 Bays 4 SWA Double Strut @ 16.000 (ft) :1OX3.5E14 Bays 5 SWA Double Strut @ 16.000 (ft) :1OX2.5Z14 Bays 5 SWA Double Strut @ 16.000 (ft) ':1OX3.5E14 Bays 6 SWA Double Strut @ 16.000 (ft) :1OX2.5Z14 Bays 6 SWA Double Strut @ 16.000 (ft) :1OX3.5E14 Bays 7 SWA Double Strut @ 16.000 (ft) :1OX2.5Z14 Bays 7 SWA Eave Strut @ 16.000 (ft) :1OX3.5E14 Bays 8 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2) Pipe strut locations for all roof planes are measured from back sidewall. 3) All pipe struts have a 3/8" thick plate and (4) 1/2" A325 bolts connection. 4)A11 purlin strut rows use the same lap lengths as the main purlin design. 5)Lowside eave strut, in bays with a parapet, is to be located 11.0" inside the steel line Eave strut interior connection at SWA uses (4)-1/2" A325 bolts w/SC-18 plate. - Double zee strut connection at SWA uses (4)-1/2" A325 bolts. Eave strut interior connection at SWC uses (4)-1/2" A325 bolts w/SC-18 plate. Double zee strut connection at SWC uses (4)-1/2" A325 bolts. Eave strut connection at end -frame uses (4)-1/2" A325 bolts. 712/21/16 Ceco Building Systems Design Summary -Program User: EMLacsa Job Number: 61142A Design Summary Report Version: 6.06.0 run01 Date: 12/19/16 Start Time: 02:09:58 R:\..\15-B-61142\ver01=EMLacsa\Bldg-A\run01\61142A_bldg_A_01.cds ------------------------------------------------------------------------------ BRACING ---- Roof: 1 bay Rod Plane SWA :Portal Frame Plane SWC :Portal Frame Plane EWB : 1 bay Rod Plane EWD :End Frame 812/21/16 Ceco Building Systems Design Summary Program User: EMLacsa Job Number: 61142A Design Summary Report Version: 6.06.0 run01 Date: 12/19/16 Start Time: 02:09:58 R:\..\15-B-61142\ver01-EMLacsa\Bldg-A\run01\61142A_bldg_A_0i.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\15-B-61142\ver01-EMLacsa\Bldg-A\run01\AWal1SWA 0l.edf Panel .................... AVP Panel Width .............. 36 in Panel Gage ............... 26 ga Girts .................... 1 55.0 ksi Yield Strength GIRTS SPACINGS 7'6 4'2 2'4 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten ---------------------------------------------------------------------- 1 716 27.000 8X2.5Z16 None S10.000 0.000 C 2 716 27.000 8X2.5216 None C 0.000 0.000 C 3 716 27.000 8X2.5Z16 None C 0.000 0.000 C 4 716 27.000 8X2.5216 None C 0.000 0.000 C 5 7116 27.000 8X2.5216 None C 0.000 0.000 C 6 716 27.000 8X2.5Z16 None C 0.000 0.000 C 7 716 28.000 8X2.5216 None C 0.000 0.000 S 1 1118 27.000 8X2.5Z16 None S 0.000 1.479 C 2 1118 27.000 8X2.5Z16 None C 1.479 0.000 C 3 1118 27.000 8X2.5216 None C 0.000 1.479 C 4 1118 27.000 8X2.5Z16 None C 1.479 0.000 C 5 1118 27.000 8X2.5Z16 None C 0.000 1.479 C 6 1118 27.000 8X2.5216 None C 1.479 0.000 C 7 1118 28.000 8X2.5Z16 None C 0.000 0.000 S 1 15'0 27.000 8X2.5Z13 None S 0.000 3.146 C 2 15'0 27.000 8X2.5216 None C 3,146 1.479 C 3 1510 27.000 8X2.5214 None C 1.479 3.146 C 4 15'0 27.000 8X2.5214 None C 3.146 1.479 C 5 15'0 27.000 8X2.5214 None C 1.479 3.146 C 6 15'0 27.000 8X2.5216 None C 3.146 3.146 C 7 1510 28.000 2-8X2.5Z13Nested None C 3,146 0.000 S Note Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. 912/21/16 Ceco Building Systems Design Summary Program User: EMLacsa Job Number: 61142A Design Summary Report Version: 6.06.0 run01 Date: 12/19/16 Start Time: 02:09:58 R:\..\15-B-61142\verol-EMLacsa\Bldg-A\run01\61142A_bldg_A_01.cds ------------------------------------------------------------------------------- FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 810 810 N/A 1-8X3CH14 8X3CH14 4 010 1410 14'0, N/A 8X3.5C12 8X3.5C12 4 12'10 1410 1410 N/A 8X3 5C12 8X3.5C12 5 110 810 8110 N/A 1-8X3CH14 8X3CH14 5 1910 810 810 N/A 1-8X3CH14 8X3CH14 6 010 1410 1410 N/A 8X3.5C12 8X3.5C12 6 1210 1410 1410 N/A 8X3.5C12 8X3.5C12 7 110 1410 14'0 N/A 8X3.SC12 8X3.5C12 1 210 810 810 N/A 1-8X3CH14 8X3CH14 1 1910 810 810 N/A 1-8X3CH14 8X3CH14 2 0'0 1410 1410 N/A 8X3.SC12 8X3.SC12 2 1210 1410 1410 N/A 8X3.5C12 8X3.SC12 3 110 810 810 N/A 1-8X3CH14 8X3CH14 3 1910 OPEN AREAS:for Stud Wall & Parapet Size Wall Distance 2910 x 2010 SWA 19010 P 1012121/16 Ceco Building Systems - Design Summary Program User: EMLacsa Job Number: 61142A Design Summary Report Version: 6.06.0 run02 Date: 12/21/16 Start Time: 05:28:54 R:\..\15 -B-61142 er02-EMLacsa\Bldg-A\run02\61142A_bld4_A,02.cds ------------------------------------------------------------------------------- (FOR SWA STUD WALL SUPPORT GIRTS ON BAY 8) SIDEWALL PLANE SWA -- ( 0.000" Inset columns ) R:\Jobs\Active\ENG\15-B-61142\ver02-EMLacsa\Bldg-A\run02\Awal1SWA_02.edf Panel ....•............-.... AVP Panel Width ...........:... 36 in - 'Panel Gagd ............... 26 ga Girts .................... 55.0 ksi Yield Strength GIRTS SPACINGS 10'6 3'6 ,. Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) --------------------------- (ft) Identification Locations ------------------------------------------ Exten Exten 8 1016 28.083 12X3.5C12 6 points S 0.000 0.000 S 8 1410 28.083 12X3.5C12, 6 points S 0.000 0.000 S Ceco Building Systems Design Summary Program User: EMLacsa Job Number: 61142A Design Summary Report Version: 6.06.0 run01 Date: 12/19/16 Start Time: 02:09:58 R:\..\15-B-61142\ver01-EMLacsa\Bldg-A\run01\61142A_bldg_A_0l.cds ------------------------------------------------------------------------------ SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\15-B-61142\ver01-EMLacsa\Bldg-A\run01\AwallSWC_01.edf Panel .................... AVP Panel Width .............. 36 in Panel Gage ............... 26 ga Girts .................... 55.0 ksi Yield Strength GIRTS SPACINGS 7'6 4'2 2'4 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten -----=--------------------------------------------------------------- 2 716 28.000 8X2.5Z16 None S 0.000 0.000 C 3 716 27.000 8X2.5Z16 None C 0.000 0.000 C 4 716 27.000 8X2.5Z16 None C 0.000 0.000 C 5 716 27.000 8X2.5Z16 None C 0.000 0.000 C 6 716 27.000 8X2.5Z16 None C 0.000 0.000 C 7 716 27.000 8X2.5Z16 None C 0.000 0.000 C 8 716 27.000 8X2.5Z16 None C 0.000 0.000 S 2 1118 28.000 8X2.5Z16 None S 0.000 0.000 C 3 1118 27.000 8X2.5Z16 None C 0.000 1.479 C 4 1118 27.000 8X2.5Z16 None C 1.479 0.000 C 5 1118 27.000 8X2.5Z16 None C 0.000 1.479 C 6 1118 27.000 8X2.5Z16 None C 1.479 0.000 C 7 1118 27.000 8X2.5Z16 None C 0.000 1.479 C 8 1118 27.000 8X2.5Z16 None C 1.479 0.000 S 2 1510 28.000 2-8X2.5Z13Nested None S 0.000 3.146 C 3 15'0 27.000 8X2.5Z16 None C 3.146 3.146 C 4 15'0 27.000 8X2.5Z14 None C 3.146 1.479 C 5 15'0 27.000 8X2.5Z14 None C 1.479 3,146-C 6 15'0 27.000 8X2.5214 None C 3.146 1.479 C 7 1510 27.000 8X2.5Z16 None C 1.479 3.146 C 8 1510 27.000 8X2.5Z13 None C 3.146 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. 1112/21/16 Ceco Building Systems Design Summary Program User: EMLacsa Job Number: 61142A Design Summary.Report. Version: 6.06.0 run01 Date: 12/19/16 Start Time: 02:09:58 R:\..\15-B-61142\ver01-EMLacsa\Bldg-A\run01\61142A ------------------------------------------------------------------------------- bldg_A_01.cds FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 1410 1410 N/A 8X3.5C12 8X3.5C12 2 1310 1410 1410 N/A 8X3.5C12 8X3.5C12 3 1108 810 810 N/A 1-8X3CH14 8X3CH14 3 1910 810 810 N/A 1-8X3CH14 8X3CH14 4 010 1410 1410 N/A 8X3.5C12 8X3.5C12 4 1210 1410 1410 N/A 8X3.5C12 8X3.5C12 5 110 810 810 N/A 1-8X3CH14 8X3CH14 5 1910 810 810 N/A 1-8X3CH14 8X3CH14 6 010 1410 1410. N/A 8X3.5C12 8X3.5C12 6 1210 1410 1410 N/A 8X3.5C12 8X3.5C12 7 110 810 810 N/A 1-8X3CH14 8X3CH14 7.19'0 8'0 810 N/A 1-8X3CH14 8X3CH14 8 010 1410 1410. N/A 8X3.5C12 8X3.5C12 8 1110 OPEN AREAS:for Stud Wall & Parapet Size Wall Distance 2910 x 2010 SWC 010 r 1212/21/16 Ceco Building Systems Design Summary Program User: EMLacsa Job Number: 61142A Design Summary Report Version: 6.06.0 ' run02 Date: 12/21/16 Start Time: 05:28:54 R:\..\15 -B-61142 ver02-EMLacsa\Bldg-A\run02\61142A_bldg_A_02.cds (FOR SWC STUD WALL SUPPORT GIRTS ON BAY 1) SIDEWALL PLANE SWC -- ( 0.000" Inset columns,) R:\Jobs\Active\ENG\15-B-61142\ver02-EMLacsa\B1dg-A\run02\Awal1SWC_02.edf Panel AVP Panel Width .............. 36 in Panel Gage 26 ga Girts 55.0 ksi Yield Strength GIRTS SPACINGS 10'6 3'6 'Bay Elev. Length Member Size Brace L Lap R Lap # (ft --in),' (ft) Identification Locations Exten Exten -------------------------------------------- ------------------------ 1 1016 28.083 12X3.5C12 6 points S 0.000 0.000 S 1 14'0 28.083 12X3.5C12 6 points S 0.000 0.000 S t Ceco Building Systems Design Summary Program User: EMLacsa Job Number: 61142A Design Summary Report Version: 6.06.0 run01 Date: 12/19/16 Start Time: 02:09:58 R:\_.\15-B-61142\ver01-EMLacsa\Bldg-A\run01\61142A_bldg_A_Ol.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design .....".. BEARING FRAME R:\Jobs\Active\ENG\15-B-61142\ver01-EMLacsa\Bldg-A\run01\Awal1EWB 01.edf Panel ................"... AVP Panel Width .............. 36 in Panel Gage ................ 26 ga • RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W8X10 50.0 ksi 38.821 0.000 "38.821 Connections... Left Type- V SEP 6.0" X 3/8" L,1-1/2" A325N Bolts Right: Type -III SEP 6.0" X 3/8" (4)-1/2" A325N Bolts 2 W8X10 50.0 ksi 38.821 38.821 77.642 Connections... Left : Type -III SEP 6.0" X 3/8" (4)-1/2" A325N Bolts Right: Type- V SEP 6.0" X 3/8" W-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA: None PLANE SWC: None Girts "............ 55.0 ksi Yield Strength Girts Spacings 7'6 4'2 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 19.312 8X2.5Z16 None S 0.000 1.479 C 2 716 20.000 8X2.5Z16 None C 1.479 1.479 C 3 716 20.000 8X2.5Z16 None C 1.479 1.479 C 4 716 19.312 8X2..5Z16 None C 1.479 0.000 S 1 1118 19.312 8X2.5216 None S 0.000 1.479 C 2 1118 20.000 8X2.5Z16 None C 1.479 1.479 C 3 1118 20.000 8X2.5Z16 None C 1.479 1.479 C 4 1118 19.312 8X2.5Z16 None C 1.479 0.000 S Note : Maximum distance to extend girt from 'adjacent bay is 36.00 inches. 1312/21/16 Ceco Building Systems Design Summary Program User: EMLacsa Job Number: 61142A Design Summary Report Version: 6.06.0 run01 Date: 12/19/16 Start Time: 02:09:58 R:\..\15-B-61142\ver01-EMLacsa\Bldg-A\run01\61142A_bldg_A_Ol.cds ------------------------------------------------------------------------------- COLUMNS ----- ( 8.250" Bypass columns ) Col Dist. Description Base Elev Baseplate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 1-G 0.000' WlOX12 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.750" A36 1-E 20.000' WlOX12 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.750" A36 Flange Brace @ 11.67 elev. 1-D 40.000' WlOX12 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.750" A36 Flange Brace @ 11.67 elev. 1-C 60.000' WlOX12 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.750" A36 Flange Brace @, 11.67 elev. 1-A 80.000' WlOX12 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.750" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT -TO -COLUMN CLIP COL. NO.' ENDWALL PLANE 1 --------- -------------------- PLANE SWC: 1-E BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 1-D AT PEAK, TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP -LENGTH; 8X2.5C12 BRIDGE CHANNEL 1-C BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWA : l 14.12/21/16 Ceco Building Systems Design Summary. Program User: EMLacsa Job Number: 61142A Design Summary Report Version: 6.06.0 run03 Date: 12/21/16 Start Time: 08:01:55 R:\..\15 -B-61142 ver02-EMLacsa\Bldg-A\runO3\61142A bldg_A_03.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design ........ RIGID BEARING FRAME R:\Jobs\Active\ENG\15-B-61142\ver02-EMLacsa\Bldg-A\run03\AWallEWD_03.edf Panel .................... None Back Panel ................ AVP Panel Width .............. 36 in Panel Gage ............... 26 ga Girts ...................... 55.0 ksi Yield Strength Girts Spacings 10'6 4'6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten 1 1016 9.999 12X3.5C12 None Is 0.000 0.000 S 2 1016 30.000 -12X3.5C12 6 points S 0.000 0.000 S 3 1016 30.000 12X3.5C12 6 points S 0.000 0.000 S 4 1016 9.999 12X3.5C12 None S 0.000 0.000 S 2 1510 30.000 12X3.5C12 6 points S 0.000 0.000 S 3 1510 30.000 12X3.5C12 6 points S 0.000 0.000 S Ceco Building Systems Design Summary Program User: EMLacsa Job Number: 61142A Design Summary Report Version: 6.06.0 run03 Date: 12/21/16 Start Time: 08:01:55 R:\..\15-B-61142\ver02-EMLacsa\Bldg-A\run03\61142A bldg_A_03.cds -------------------------------------------"------------------------------------ COLUMNS ----- ( 0.000" Flush columns ) Col Dist. Description Base Elev Base plate design information # from left Member•Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 9-B 10.000' USE CEP COLUMN ON FRAME LINE 9 (ROTATE 90 DEGREES) - 9-D .40.000' USE CEP COLUMN ON FRAME LINE 9 (ROTATE 90 DEGREES) 9-F 70.000' USE CEP COLUMN ON FRAME LINE 9 (ROTATE 90 DEGREES) STRUT -TO -COLUMN CLIP COL. NO. ENDWALL PLANE --------- PLANE SWA: -------------------- 9-A W10X12 EXTRA CORNER COLUMN W8X10 HR Bracket with (4) - 1/2" A325N Bolts 9-B BETWEEN PURLINS, USINGPC90 Clip with (4) - 1/2" A325N Bolts NO COLUMN EXTENSION NO BRIDGE CHANNEL -- 9-D AT PEAK,PC90 Clip with (4) - 1/2" A325N Bolts NO COLUMN EXTENSION NO BRIDGE CHANNEL 9-F BETWEEN PURLINS, USINGPC90 Clip with (4) - 1/2" A325N Bolts NO COLUMN EXTENSION NO BRIDGE CHANNEL 9-G W10X12 EXTRA CORNER COLUMN.- W8X10 HR Bracket with (4) - =/2" A325N Bolts PLANE SWC: FRAMES ----- Type Span Live Wind Eave Trib Grid Labels CS 80.000 20.00/110.00 16.00/ 26.67 2 " CS 80.000 20.00/110.00 16.00/ 27.00 3,5 CS 80.000 20.00/110.00 16.00/ 27.00 4 CS 80.000 20.00/110.00 16.00/ 27.83 8 CS 80.000 20.00/110.00 16.00/-27.00 6 CS 80.000 20.00/110.00 16.00/ 27.50 7 MS 80.000 20.00/110.00 16.00/ 15.17 9 Note: Usesquareanchor rod layout. Ceco Building Systems FRAME ID #4 USER NAME:EMLacsa DATE:12/21/16 TIME:13:36:51 PAGE: 4 -1 Highway 34 & Iris Road, Mt. Pleasant, IA 52641 cs 80./16./27. 20./110./0. 6 JOB NAME:61142A FILE:frames 2 4 6f.fra LOCATION: Gridlines 2 4 6 (1) All sectional dimensions are in inches. O K m DETAIL FILE: ctive\Eng\15-B-61142\ver01-EMLacsa\Bldg-A\Drftg\x04L.3 (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 3303 lbs (3) Rafter Flange Braces use the Optional Liner Attachment PURLINS(horz. from eave) :10"-Z 2@414 1/811,6@5' H a 10.0X0.75 o 3.75X0.375 GIRTS vert. from floor): 8"-Z 7'6" 4'2" 2'4" 8.25" ca ca N/A WW 6.0X0.5 0.25 12 0. F. WEB THK. WEB LEN. I.F. 6X0.39 6.83' 16' E.H. T w C Y C i I 40' 6X0. 31: 0.156 20.0' 2O 3 4 5 6 N m O i e1 O 8 n Web Dep. LQ, O 30.0 N/A N N rl O K m = O rl 20.0 N N Type w x z HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE N w H a 10.0X0.75 o 3.75X0.375 8.0X0.25 ca ca N/A WW 6.0X0.5 Plate(UP) 3 3 N/A N/A 6.OXO.75 CONNECTION DETAILS GRIDLINES * =2 4 6 N/A N/A 6.0X0.5 Location 1* -G (4)-1 1/4 N/A N/A N/A 40' 6X0. 31: 0.156 20.0' i� a�[�a•au Liiv iru v � z u.. v ' 3125 Symm. Frame 1712/21/16 2O 3 4 5 6 7 8 9 Web Dep. 12.0 26.7014 30.0 N/A 35.0 28.9128 20.0 20.0 20.0 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE 2E/2E Plate(DN) 10.0X0.75 N/A 3.75X0.375 8.0X0.25 8.0X0.75 N/A N/A N/A 6.0X0.5 Plate(UP) N/A N/A N/A N/A 6.OXO.75 N/A N/A N/A 6.0X0.5 Bolts (4)-1 1/4 N/A N/A N/A (8)-3/4 N/A N/A N/A (8)-3/4 i� a�[�a•au Liiv iru v � z u.. v ' 3125 Symm. Frame 1712/21/16 CecO Building Systeme FRAME ID #2 1* -G USER NAME:EMLacsa DATE:12/21/16 TIME:13:40:15 PAGE: 2 -1 Highway 34 & Iris Road, Mt. Pleasant, IA 52641 cs 80./16./27. 20./110./0. 6 JOB NAME:61142A FILE:frames 3 5 7f.fra LOCATION: Gridlines 3 5 7 (1) All sectional dimensions are in inches. 29.0019 DETAIL FILE: ctive\Eng\15-B-61142\ver01-EMLacsa\Bldg-A\Drftg\xO2L.3 (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 3291 lbs (3) Rafter Flange Braces use the Optional Liner Attachment PURLINS(horz. from eave) :1011-Z 2@414 1/8",6@5' 2E/2E Plate(DN) 8.0X0.375 N/A 3.75X0.375 GI 'TSvert.".from floor): 8"-Z 716-1,41211.21411(8.251-) 8.0X0.75 N/A N/A N/A 6.0X0.5 FRAME LINES 3,5 & 7 0.25 12 6X0.3125 0. F. 6X0.25 0.156 WEB THK. 0.185 20.0' WEB LEN. 16.663' • 6X0.25 6X0.3125 Sym, I. F. 6x0.375Frame 1 10.0.1 10'0" 16' E.H. �1 r � a N N � � N N � i N m ap x o - m r r m O N N x c � N t0 O O N o H a H 40' m m w w 3 3 CONNECTION DETAILS GRIDLINES * =3 5 7 Location 1* -G 2O 3 4 5 6 7 8 9 Web Dep. 12.0 28.3302 32.0 N/A 35.0 29.0019 20.0 20.0 20.0 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE 2E/2E Plate(DN) 8.0X0.375 N/A 3.75X0.375 8.OXO.25 8.0X0.75 N/A N/A N/A 6.0X0.5 Plate(UP) N/A N/A N/A N/A 6.0X0.75 N/A N/A N/A 6.0X0.5 Bolts (4)-3/4 N/A N/A N/A (8)-3/4 N/A N/A N/A (8)-3/4 1812/21/16 Ceco Building Systems - FRAME ID #3 1* -G USER NAME:EMLacsa DATE:12/21/16 TIME:13:43:24 PAGE: 3 -1 Highway 34 & Iris Road, Mt. Pleasant, IA 52641 cs 80./16./28.042 20./110./0. 6 JOB NAME:61142A FILE:frame 8f.fra LOCATION: Gridlines 8 (1) All sectional dimensions are in inches. DETAIL FILE: ctive\Eng\15-B-61142\ver01-EMLacsa\Bldg-A\Drftg\x03L.2 (2) All Flange lengths are measured along outer flange. BOLTS: IA325 FULLY TIGHT WEIGHT: 3315 lbs (3) Rafter Flange Braces use the Optional Liner Attachment PURLINS(horz. from eave) :10"-Z 2@414 1/811,6@5' 2E/2E SPLICE SPLICE SPLICE GIRTS vert. from floor 8"-Z 7-6-.4-21-,21411(8,2511) Plate(DN) 8.OXO. 375 N/A 3.75XO.375 l 10.25 _ 12 6X0.3125 0. F. - 6X0.25 0.156 WEB THK. 0.185 20.0' WEB LEN. 16.338' I.F. 6X0.375 6X0.3125 6X0.25 6.338' 10'0" 10'0" 16' E.H. 5 6 LC M w x ' m N X � o -1 _ r o J r CONNECTION DETAILS GRIDLINES * =8 Location 1* -G 2 3 4 5 6 7 8 9 Web Dep. 12.0 31.8555 36.0 N/A 37.0 29.6291 18.0 18.0 18.0 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE 2E/2E Plate(DN) 8.OXO. 375 N/A 3.75XO.375 8.OXO. 25 8.OXO. 75 N/A N/A N/A 6.OXO. 5 Plate(UP) N/A N/A N/A N/A 6.OXO.75 N/A N/A N/A 6.OXO. 5 Bolts (4)-3/4 N/A N/A N/A (8)-3/4 N/A N/A N/A (8)-3/4 _FRAME LINE 8 Symm. Frame 1912121/16 CeCO Building Systems FRAME ID $6 \ USER NAME:EMLacsa DATE:12/21/16 TIME:13:50:45 PAGE: 6 -1 Highway 34 & Iris Road, Mt. Pleasant, IA 52641 ms3 80./16./14.958 20./110./0. rl JOB NAME:61142A FILE:frame 9f.fra LOCATION: Gridlines 9 (1) All sectional dimensions are in inches. DETAIL FILE: ctive\Eng\15-B-61142\ver01-EMLacsa\Bldg-A\Drftg\x06L.7 (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 4046 lbs (3) Rafter Flange Braces use the Optional Liner Attachment PURLINS(horz. from eave) :10"-Z 2@414 1/811,6@5' 12.0 12.0 12.0 12.0 Type GIRTS vert. from floor): 8"-Z 8.25" SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE SPLICE 2E/11 0.25 12 0. F. WEB THK. WEB LEN. I. F. 16' E.H. r n L 12.154' I S'0" CEP COLUMN / TYP. (ROTATE 90 DEGREES) \ N \ x o x � u � z F fu PO W W Ori ri H L lo' r CONNECTION DETAILS : GRIDLINES * =9 30' FRAME LINE 9 ^11 Symm. VP Frame Location \ N \ 4 f'1 rl M ( x o x 12 13* -D 14 Web Dep. 12.0 22.6352 26.0 N/A 24.0 ri u. 00 W 25.239 12.0 12.0 12.0 12.0 Location 1* -G 2 3 4 5 6 7 8 9 10 11* -F 12 13* -D 14 Web Dep. 12.0 22.6352 26.0 N/A 24.0 24.0 24.0 24.0 24.0 25.239 12.0 12.0 12.0 12.0 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE SPLICE 2E/11 BASE CAP/STF BASE CAP/STF Plate (DN) 10.0X0.75 N/A 3.75)(0. 25 9.0%0.25 8.0x0.75 N/A •N/A N/A N/A 6.0X0.375 8.0X0.375 6.0%0.375 8.0x0.375 8.0X0.375 Plate (UP) N/A N/A N/A N/A 6.0X0.75 N/A N/A N/A N/A 6.0X0.375 N/A 2.75x0.375 N/A 2.75x0.375 Bolts (4)-1 1/4 r N/A N/A N/A (8)-3/4 N/A N/A I N/A N/A (6)-3/4 1 (4)-3/4 (4�0 1/h2 /j64)-1/2 7eco Building Systems FRAME ID #7 - USER NAME:EMLacsa DATE:12/20/16 TIME:19:19:07 PAGE: 7 -1 iighway 34 & Iris Road, Mt. Pleasant, IA 52641 pf 28.083/16. main building at planes S JOB NAME:61142A FILE:p7.fra ACATION: bays 8 -(Gridline A) 1 -(Gridline G) (1) All sectional dimensions are in inches. )ETAIL FILE: ctive\Eng\15-B-61142\ver01-EMLacsa\Bldg-A\Drftg\x07L.1 (2) All Flange lengths are measured along outer flange. 3OLTS:A325 FULLY TIGHT WEIGHT: 1899 lbs tafter Offset (15.50") :olumn Offsets- LEFT COLUMN (4.25")- RIGHT COLUMN 16' E.H. 16' E.H. 8X0.3125 WEB THK . 0.156 WEB LEN. 2.625' 20.0' I. F. 8X0.3125 6.271' 10'0" 6'4 1/4" 10 Web Dep. PORTAL FRAME ON BOTH SW'S Location 1* -LEFT 2 3 4 5 6 n7 *-RIGHT 8 9 10 Web Dep. 28.0 28.0 28.0 N/A 24.0 24.0 28.0 28.0 28.0 N/A Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E 2E/2E BASE SPLICE HORZ STF CAP (EXT) Plate(DN) 6.0X0.375 N/A 2.75X0.375 6.0X0.5 8.0X1.0 C 8.0x1.0 c 6.0X0.375 N/A 2.75X0.375 6.0X0.5 Plate(UP) N/A N/A N/A N/A 8.0X1.0 R 8.0X1.0 R N/A N/A N/A N/A Bolts 1 (4)-3/4 N/A N/A N/A (8)-1 (8)-1 1 (4)-3/4 N/A N/A N/A 21 12/21/16 Eds2Xds Mount Pleasant User: emlacsa Job Number: 15-B-61142 Date: 12/21/2016 02:35:03 PM Relative path: \\MTPFILEO 1\TS\jobs\Active\Eng\15-B-61142 Building: Bldg -A CDS file name: 15-B-61142_Bldg-A_Eds2Xds.cds Planes Name I File Left File Right Right File SWA \ver01-EMLacsa\Bld I 1 L -A\run01\AwallSWA 01.edf EWD \ver01-EMLacsa\Bld \ver01-EMLacsa\Bldg- -A\run01\AwallEWD 01.edf SWC \ver01-EMLacsa\Bid A\DRFTG\x04L.3 -A\run01\AwallSWC 01.edf EWB \ver01-EMLacsa\Bld -A\run01\AwallEWB 01.edf RPA \ver01-EMLacsa\Bld -A\run01\AroofRPA 01.edf RPC \ver01-EMLacsa\Bld H -A\run01\AroofRPC 01.edf Frames Frame Left Left File Right Right File Line. Frame I 1 L Frame 2 H \ver01-EMLacsa\Bldg- - H \ver01-EMLacsa\Bldg- A\DRFTG\x04L.3 A\DRFTG\x04L.3 3 1 \ver01-EMLacsa\Bldg- I \ver01-EMLacsa\Bldg- A\DRFTG\x02L.3 A\DRFTG\x02L.3 4 H \ver01-EMLacsa\Bldg- H \ver01-EMLacsa\Bldg- A\DRFTG\x04L.3 A\DRFTG\x04L.3 5 1 \ver01-EMLacsa\Bldg- I \ver01-EMLacsa\Bldg- A\DRFTG\x02L.3 A\DRFTG\x02L.3 6 H \ver01-EMLacsa\Bldg- H \ver01-EMLacsa\Bldg- A\DRFTG\x04L.3 A\DRFTG\x04L.3 7 1 \ver01-EMLacsa\Bldg- I \ver01-EMLacsa\Bldg- A\DRFTG\x02L.3 A\DRFTG\x02L.3 8 J \ver01-EMLacsa\Bldg- J \ver01-EMLacsa\Bldg- A\DFtFTG\x03L.2 A\DRFTG\x03L.2 9 K \ver01-EMLacsa\Bldg- K \ver01-EMLacsa\Bldg- A\DRFTG\x06L.7 A\DRFTG\x06L.7 Portal Frames Plane Name Bay Frame File S1NA .. 18. L \ver01-EMLacsa\Bld-A\DRFTG\x07L.1 SWC I 1 L \ver01-EM Lacsa\Bld-A\DRFTG\x07L.1 REACTIONS BUILDER: V.I.S.E. Company CUSTOMER: RICK GUDGEL #5 JOB NUMBER: 15-B-61142. Notes -" 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout (unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building, as shown on the anchor rod drawing, from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise on the anchor rod layout drawing. f) X -Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes, when x -bracing is present in the sidewall, individual longitudinal seismic loads (RBUPEQ and RBDWEQ) do not include the amplification factor, f)0. (3) For IBC and UBC based building codes, when x -bracing is present in the endwall, individual - transverse seismic loads (EQ) do not include the amplification factor, C4. 3) Reactions are provided as un -factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. a) For projects using ultimate design wind speeds such as 2012 IBC or 2014 Florida building code, the wind load reactions are at a strength value with a load factor of 1.0. The manufacturer does not provide "maximum" load combination reactions. However, the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Rev G 7/01/13 2212/21/16 FRAME DESCRIPTION: USER_ NAME:EMLacsa DATE:12/19/16 PAGE: EW -1 •Endwa11 EWB JOB NAME:61142A FILE:REW3BLDG1 PATH: R:\Jobs\Active\ENG\15-B-61142\'ver01-EMLacsa\Bldg-A\run01\:,•. SUPPORT REACTIONS FOR EACH LOAD GROUP ` NOTE: All reactions are in kips and kip -ft. .. TIME:14:09:57 REACTION NOTATIONS J' ' ENDWALL LINE 1 r 1-G " 1-E••` 1-D .. f f / 1-A H2 H3 , HL VL LL H1 r 1-G " 1-E••` 1-D .. GROUP DESCRIPTION 1-C 1-A DEAD LOAD r r' LOAD GROUP HL VL LL H1 V1. L1 j ^V2 L2 H3• V3 HR • ' VR: LR • _ V2 + F V3.. VR , 1-G j1 -E i' 1-D 1;C 1-A ' LOAD GROUP -REACTION TABLE COLUMN 1-G " 1-E••` 1-D .. GROUP DESCRIPTION 1-C 1-A DEAD LOAD r r' LOAD GROUP HL VL LL H1 V1. L1 H2 ^V2 L2 H3• V3 L3 HR VR: LR D f 0.0 0.6 0. - 0-. '1.3 0.0 0. 0.9f .!0.0 „0. 1.3 • '0.0 0.0 0.6 0. C •- 0.0 _ 0.3 0. 0. 1.0 0. 0 0. 0.6 0. 0 0. - 1 . 0 ,- ,, 0.0 , 0.0 0.3 0. L'._ 0.1 1- 0. -.0. 0.2 0. 3.9 10.1 0. ,_, 6.2 0.2 -0.1 0. -W+y -0.1 -3.2 0. 0. -8.9 2.7 0. •-5:6 2.9 0. -8.9 2.7 0.1 -3. 0. W- 4-0.1 -3:2 0. 0. -8.9 73:5 0. -„5.6 .-3'.5 0. - _ -3. 0.1 -3.2, 0. WR -0.1' -3.2 0. 0. -8.9' '-0.2 0. -3.6 =0.2 '2.3 -10. - 0.1 -3. 0. WL •,' -0.1 -3.2 0. 0.' -8.9 -0.2 -2.3 -7.5 -0.2 0. -7.0 -0.2 0.1 -3 0. t E+ 0. 0. 0. 0.1 0. 0. 0.1 0. 0. 0:1 0. 0. 0. ` E-- 0. 0. •0. 0. 0. -0:1 0. 0. -0.1 0. 0. -0.1 0. 0. 0. ER : 0.1 0. 0.1 0. • 0. 0. ._;. 0. 0.9 0. •1.1 '-0.9 0. :- 0. 0. 0. EL 0. •, 0.11 0. J 0. 0. 0: •-1:1 -0.9 0.1, ,0.1 0.91 0.1 0.1 0. 0. r • LOAD GROUP DESCRIPTION DEAD LOAD r r' C r COLLATERAL LOAD ` .y 1 - L LIVE .LOAD W+r WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION '•' 'WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT } - E+ EARTHQUAKE FORCE ACTING INWARD / E-: EARTHQUAKE FORCE ACTING OUTWARD ER ` EARTHQUAKErFORCE FROM RIGHT rEL EARTHQUAKE FORCE FROM -LEFT. • .. �' x-111. - • .. R• ' ri 2312/21/16 r �. FRAME DESCRIPTION:. USER NAME:EMLacsa DATE:12/19/16 PAGE: EW -2 Endwall EWB JOB NAME:61142A FILE:REW3BLDG1 PATH: R:\Jobs\Active\ENG\15-B-61142\ver01-EMLacsa\Bldg-A\run0l\ MAX. SUPPORT REACTIONS FOR LOAD COMBINATIONS NOTE:(1) All reactions are in kips and kip -ft. - (2) These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit state and include magnification factors whenso required by the seismic provisions of the applicable code for ASD design. Zt is the responsibility of the foundation designer to apply the load factors and load combinations appropriate for the concrete foundation design. TIME:14:09:57 FACTION NOTATIONS .. z HL -- VL V1 V2 1-G. 1-E 1-D LOAD COMBINATION MAXIMUM REACTION TABLE 1-C �- HR VR 1-A ENDWALL LINE 1 COLUMN 1-G 1-E 1-D 1 I� If H2 H3 HL -- VL V1 V2 1-G. 1-E 1-D LOAD COMBINATION MAXIMUM REACTION TABLE 1-C �- HR VR 1-A ENDWALL LINE 1 COLUMN 1-G 1-E 1-D 1-C 1-A LOAD COMB I HL I VL I LL I H1 V1 I L1 I H2 I V2 L2 I H3 I V3 I L3 I HR VR LR GRAVITY LOAD COMBINATION 1 1 0.11 3.0 0.1 0.1 8.61 0.21 0.1 5.51 0.11 0.1 8.61 0.2 -0.1 WIND LOAD MMR114ATTnN 10 0.0 1.0 0. 0. 3.0 1.4 0. 2.0 1.4 0. 3.0 1.4 -0.0 1.0 0. 3 -0.0 -1.6 0. 0. -4.5 1.7 0. -2.8 1.8 0. -4.5 1.7 0.0 -1.6 0. 2 -0.0 -1.2 0. 0. -3.5 1.7 0. -2.2 1.8 0. -3.5 1.7 0.0 -1.2 0. 5 -0.0 -1.6 0. 0. -4.5 -2.1 0. -2.8 -2.1 0. -4.5 -2.1 0.0 -1.6 0. 8 -0.0 -1.2 0. 0. -3.5 -0.1 -1.4 -3.3 -0.1 0. -2.4 -0.1 0.0 -1.2 0. 14 0.0 1.0 0. 0. 3.0 0.1 0. 2.9 0.0 1.1 2.1 0.1 -0.0 1.0 0. 9 -0.0 -1.6 0. 0. -4.5 -0.1 -1.4 -3.9 -0.1 0. -3.4 -0.1 0.0 -1.6 0. 6 -0.0 -1.2 0.1. 0. -3.5 -0.1 0. -1.0 -0.1 1.4 -4.7 -0.1 0.0 -1.2 0. 16 0.0 1.0 0. 0. 3.0 0.1 -1.1 1.1 0.0 0. 3.9 0.1 -0.0 1.0 0. 7 -0.0 -1.6 0.1 0. =4.5 -0.11 0. -1.6 -0.1 1.4 -5.7 -0.1 0.0 -1.61 0. TRANSVERSE EARTHQUAKE LOAD COMBINATION `24 1 0.ol 1.2 0. 0. 3.1 0.1 0.1 3.91 0.01 2.21 1.21 0.1 -0.0 25 1 0.01 1.21 0.1 0.1 3.11 0.1 L -2.21 0.21 0.01 0. •4.9 0.1 -0.01 1.21 0. LONGITUDINAL EARTHQUAKE LOAD COMBINATION 22 0.01 1.21 0.1 0. 3.1 0.3 0. 2.01 0.31 0.1 3.11 0.3 -0.0 1.2 0. 23 0.0 1.2 0. '0. 3.1 -0.1 0. 2.0 -0.2 0. 3.1 -0.1 -0.0 1.2 0. LOAD COMBINATION DESCRIPTION 1 D .+ C + L 2 0.60D + C + 0.60W+ 3 0.60D + 0.60W+ 5 0.60D + 0.60W- 6 0.60D + C + 0.60WR 7 0.60D + 0.60WR 8 0.60D + C + 0.60WL 9 0.60D + 0.60WL 10 D + C + 3/4L + 0.45W+ 14 D + C + 3/4L + 0.45WR 16 D + C + 3/4L + 0.45WL 22 1.31D + 1.31C + 2.00E+ 23 1.31D + 1.31C + 2.00E- 24 1.31D + 1.31C + 2.00ER 25 1.31D + 1.31C + 2.00EL 2412/21/16 Y ti FRAME ID #4 USER NAME:EMLacsa DATE:12/21/16 PAGE: 4 -2 cs 80./16./27. 20./110./0. JOB NAME:61142A FILE:frames 2 4 6f.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 4 6 NOTE: All reactions are in kips and kip -ft. TIME:13:36:51 REACTION NOTATIONS HL -� VL * G ' LOAD GROUP REACTION TABLE GRIDLINES * = 2 4 5 COLUMN DES(�IP�� *-G DL Roof Dead Load *-A LL LOAD GROUP HL VL LNL HR VR LNR DL 3.4 4.3 0.0 -3.4 4.3 0.0 LL 12.1 13.0 0.0 -12.1 13.0 .0.0 COLL 3.1 3.2 0.0 -3.1 3.2 0.0 EQ -1.3 70.5 0.0 -1.3 0. 5' 0.0 WL1 -19.2 -20.31 0.0 12.6 -14.4 0.0 WL2 -12.4 -11.5 0.0 5.8 -5.6 0.0 LWL1 -13.6 -19.4 0.0 13.7 -15.4 0.0 LWL2 -13.7 -15.4 0.0 13.6 -19.4 0.0 LWL3 -6.8 -10.6 0.0 7.0 -6.6 0.0 LWL4 -7.0 -6.6 0.0 6.8 -10.6 0.0 WL3 -12.6 -14.4 0.0 19.2 -20.3' 0.0 WL4 -5.8 -5.6 0.0 12.4 -11.5 0.0 L9AD GROUP DES(�IP�� DL Roof Dead Load LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral'Primary wind Load i-- HR VR *-A FRAME LINES 2, 4 & 6 2512/21/16 FRAME ID #4 USER.NAME:EMLacsa DATE:12/21/16 PAGE: 4 -3 cs 80./16./27. 20./110./0. JOB NAME:61142A FILE:frames 2 4 6f.fra MAX. SUPPORT REACTIONS FOR LOAD COMBINATIONS *LOCATION: Gridlines: 2 4 6 NOTES:(1) All reactions are in kips and kip -ft. TIME:13:36:51 (2) These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit state and include magnification factors when so required by the seismic provisions of the applicable code for ASD design. It is the responsibility of the foundation designer to apply the load factors and load REACTION NOTATIONS HL,, 13.0 14.8 0.0 -9.8 12.1 .0.0 1 VL HL VL LNL HR *-G LNR 67 -5.5 -6.1 LOAD COMBINATION MAXIMUM REACTION TABLE -9.6 COLUMN *-G 9.8 12.1 *-A -13.0 14.8 0.0 0.6DL +0.6WL1 67 0.6DL +0.6WL3 92 GRAVITY LOAD COMBINATION .103 DL +0.75LL +COLE +0.45WL4 1 18.7 20.6 0.0 -18.4 20.5 0.0 2 18.4 20.5 0.0 -18.7 20.6 0.0 WIND LOAD COMBINATIO 103 13.0 14.8 0.0 -9.8 12.1 .0.0 LOAD COMB HL VL LNL HR VR LNR 103 13.0 14.8 0.0 -9.8 12.1 .0.0 55 -9.5 - :6 0.0 5.5 -6.1 0.0 67 -5.5 -6.1 0.0 9.5 -9.6 0.0 92 9.8 12.1 0.0 -13.0 14.8 0.0 TRANSVERSE EARTHQUAKE LOAD COMBINATION 9 1 8.21 8.6 0.0 -5.71 7.71 0.0 8 15.71 7.71 0.0 -8.21 8.61 0.0 -RACR-019T.P• RARTHnTMWR roan rmmnTNATTnu 29 kOAD COMBINATION DESCRIPTION . 1 DL +LL +COLE t 2 DL +LL +COLE 8 1.0737DL +1.0737COLL +0.91EQ 9 1.0737DL +1.0737COLL-0.91EQ 24 .. 0.7947DL +2.5EQ 25 0.7947DL -2.5EQ 28 1.3053DL +1.3053COLL +2.5EQ 29 1.3053DL +1.3053COLL -2.5 11.8 11.1 0.0 -5.1 8.7 0.0 24 -0.6 2.3 0.0 -6.0 4.6 0.0 25 6.0 4.6 0.0 0.6 2.3 0.0 28 5.1 8.7 0.0 -11.8 11.1 0.0 FRAME LINES 2, 4 & 6 1-- HR ' VR *-A 2612/21/16 EQ 55 0.6DL +0.6WL1 67 0.6DL +0.6WL3 92 DL +0.75LL +COLE +0.45WL2 .103 DL +0.75LL +COLE +0.45WL4 FRAME LINES 2, 4 & 6 1-- HR ' VR *-A 2612/21/16 FRAME ID #2 USER NAME:EMLacsa DATE:12/21/16 PAGE: 2 -2 cs 80./16./27. 20./110./0. JOB NAME:61142A FILE:frames_3_5_7f.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: GridlineB: 3 5 7 NOTE: All reactions are in kips and kip -ft. TIME:13:40:15 REACTION NOTATIONS HL . 1 VL *-G LOAD GROUP REACTTnN TAAi.P. rR2nLINRS * = 3 S 7 COLUMN DESQiIPTION *-G DL Roof Dead Load *-A LL LOAD GROUP HL VL LNL HR VR LNR DL 3.8 4.4 0.0 -3.8 4.4 0.0 LL 12.6 13.2 0.0 -12.6 13.2 0.0 COLL 3.1 3.3' 0.0 -3.1 3.3 0.0 EQ -1.3 -0.5 0.0 -1.3 0.5 0.0 WL1 =19.6 -20.41 0.0 12.9 -15.0 0.0 WL2 -12.7 -11.5 0.0 6.0 -6.0 0.0 LWL1 -13.9 -19.7 0.0 - 14.1 -15.7 0.0 LWL2 -14.1 -15.7 0.0 13.9 -19.7 0.0 LWL3 -7.0 -10.8 0.0 7.2 -6.7 0.0 LWL4 -7.2 -6.7 0.0 7.0 =10.8 0.0 WL3 -12.9 -15.0 0.0 19.6 -20.41 0.0 WL4 -6.0 -6.0 0.0 12.7 -11.51 0.0 SAD (3RODP DESQiIPTION DL Roof Dead Load LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load ; LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 - I:ateral Primary Wind Load �-- HR VR *-A FRAME LINES 3, 5 & 7 2712/21/16 FRAME ID #2 USER NAME:EMLacsa DATE:12/21/16 PAGE: 2 -3 cs 80./16./27. 20./110./0. JOB NAME:61142A FILE:frames 3_5_7f.fra MAX. SUPPORT REACTIONS FOR LOAD COMBINATIONS *LOCATION: Gridlines: 3 5 7 NOTES:(1) All reactions are in kips and kip -ft. TIME:13:40:15 (2) These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit-- state imit"state and include magnification factors when so required by the seismic provisions of the applicable code for ASD design. It is the responsibility of the foundation designer to apply the load factors and load REACTION NOTATIONS HL --' r VL *-G LOAD COMBINATION MAXIMUM REACTION TABLE COLUMN *-G 14.9 *-A LOAD COMB I HL I VL I LNL I HR I VR I LNR GRAVITY LOAD COMBINATION 1 19.7 20.9 0.0 -19.4 20.8 0.0 2 1 19.41 20.81 0.0 -19.71 20.91 0.0 WTND LOAD (_OMRTNATTON 103 13.8 14.9 0.0 -10.6 12.4 0.0 55 -9.5 -9.6 0.0 5.4 -6.3 0.0 67 -5.4 -6.31 0.0 9.5 -9.6 0.0 92 10.6 12.41 0.0 -13.8 14.9 0.0 TRANSVERSE EARTHQUAKE LOAD COMBINATION 9 8.7 8.7 0.0 -6.21 7.81 0.0 8 1 6.21 7.81 0.0 -8.71 8.7 0.0 'RASE -ONLY' EARTRODAKE WAD (_OMRTNATTON 29 12.5 11.2 0.0 -5.7 8.8 0.0 24 -0.3 2.3 0.0 -6.4 4.7 0.0 25 6.4 4.71 0.0 0.3 2.3 0.0 28 5.7 8.8 0.0 -12.5 11.2 0.0 LOADCO W -NATION DESCRIEUM 1 DL +LL +COLL 2 DL +LL +COLL 8 1.0737DL +1.0737COLL +0.91EQ 9 1.0737DL +1.0737COLL -0.91EQ 24 0.7947DL +2.5EQ 25 0.7947DL -2.5EQ 28 1.3053DL +1.3053COLL +2.5EQ 29 1.3053DL +1.3053COLL -2.5EQ 55 0.6DL +0.6WL1 67 0.6DL +0.6WL3 �DL 92 +0.75LL +COLL +0.45WL2 103 DL +0.75LL +COLL +0.45WL4 FRAME LINES 3, 5 & 7 HR Ij VR *-A 2812/21/16 FRAME ID #3 USER NAME:EMLacsa' DATE:12/21/16 PAGE: 3 -2 cs 80./16./28..042 20./110./ JOB NAME:61142A FILE:frame 8f.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 8 NOTE: All reactions are in kips and kip -ft. TIME:13:43:24 REACTION NOTATIONS HL - VL *-G LOAD GROUP uRAC!TION TABLE GRIDLINES * 8 COLUMN DESSRIPTION Roof Dead Load *-G LL Roof Live Load *-A COLL LOAD GROUP HL - VL LNL HR VR LNR DL 4.1 4.5 0.0 -4.1 4.5 0.0 LL 13.4 13.5 0.0 -13.4 13.5 0.0 COLL 3.3 3.4 0.0 -3.3 3.4 0.0 EQ -1.9 -0.7 0.0 -1.9 0.7 0.0 WL1 -23.2 -21.9 0.0 11.5 -14.4 0.0 WL2 -15.8 -12.7 0.0 4.0 -5.2 0.0 LWL1 -15.0 _-20.2 0.0 15.1 -16.1 0.0 LWL2 -15.1 -16.1 0.0 15.0 -20.2. 0.0 LWL3 -7.5 -11.0 0.0 7.7 -6.9 0.0 LWL4, '-7.7 -6.9 0.0 7.5 -11.0 0.0 WL3 -11.5 -14.4 0.0 23.2 -21.9 0.0 WL4 -4.0 -5.21 0.01 15.8 -12.7 0.0 hHR 1 VR *-A LOAD GROUP DL DESSRIPTION Roof Dead Load LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load - LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load FRAME LINE 8 2912/21/16 FRAME ID #3 USER NAME:EMLacsa DATE:12/21/16 PAGE: 3 -3 cs 80./16./28.042 20./110./ JOB NAME:61142A FILE:frame 8f.fra MAX. SUPPORT REACTIONS FOR LOAD COMBINATIONS ' *LOCATION: Gridlines: 8 NOTES:(1) All reactions are in kips and kip -ft. TIME:13:43:24 (2) These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit state and include magnification factors when so required by the seismic provisions of the applicable code for ASD design. It is the responsibility oo the foundation designer to apply the load factors and.load REACTION NOTATIONS HL -j 15.7 15.7 0.0 -10.2 VL 0.0 55 -11.5 -10.5 * G 4.4 -5.9 0.0 67 LOAD COMBINATION MAXIMDM REACTION TABLE -5.9 COLUMN *-G 11.5 -10.5 *-A 92 LOAD COMB HL VL LNL HR VR LNR 0.0 GRAVITY LOAD COMBINATION 67 0.6DL +0.6WL3 .92 DL +0.75LL +COLL +0.45WL2 1 20.9 21.4 0.0 -20.7 21.3 0.0 2 20.7 21.3 • 0.0 -20.9 21.4 0.0 WIND LOAD COMBINATION 103 15.7 15.7 0.0 -10.2 12.2 0.0 55 -11.5 -10.5 0.0 4.4 -5.9 0.0 67 -4.4 -5.9 0.0 11.5 -10.5 0.0 92 10.2 12.2 0.0 -15.71 15.7 0.0 TRANSVERSE EARTHQUAKE LOAD COMBINATION 9 1 9.7 9.0 0.0 -6.2 7.8 _ -0.0 8 1 6.21 7.81 0.0 -9.7 9.0 0.0 'RASE -ONLY" EARTROr AKR LOAD COMRTNATTON 29 14.6 11.9 0.0 -4.8 8.5 0.0 24 -1.5 1:9 0.0 -8.0 5:2 0.0 25 8.0 .5.2 0.0 1.5 1.9 0.0 ' 28 4.8 8.5 0.0 -14.6 11.9 0.0 IA�C9>��NATION DESCRIPTION 1 DL +LL +COLL 2 DL +LL +COLL 8 1.0737DL +1.0737COLL +0.91EQ 9 1.0737DL +1.0737COLL -0.91EQ 24 0.7947DL +2.5EQ 25 0.7947DL -2.5EQ 28 1.3053DL +1.3053COLL +2.5EQ 29 1.3053DL +1.3053COLL -2.5EQ 55 0.6DL +0.6WL1 67 0.6DL +0.6WL3 .92 DL +0.75LL +COLL +0.45WL2 103 DL +0.75LL +COLL +0.45WL4 L HR 1 VR *-A FRAME LINE 8 30 12/21/16 FRAME ID #6 USER NAME:EMLacsa DATE:12/21/16 PAGE: 6 -2 ms3, 80./16./14.958 20./110. JOB NAME:61142A FILE:frame 9f.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 9 NOTE: All reactions are in kips and -kip -ft. TIME:13:50:45 REACTION NOTATIONS HL * / / LL �VL �Vl H1 H2/ �V2 3 -G *-F *-D LOAD GROUP REACTION TABLE GRIDLINES * = 9 �z FRAME LINE 9 COLUMN DESCRIPTION Roof Dead Load *-G LL Roof Live Load *-A COLL Roof Collateral Load *-F EQ Lateral Seismic Load [parallel to plane of frame] -*-D Lateral Primary Wind Load *-B Lateral Primary Wind Load LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 H3 V3 LN3 DL -0.0 0.2 0.0 0.0 0.2 0.0 0.0 1.9 0.0 0.0 2.4 0.0 0.0 1.9 0.0 LL -0.1 -0.3 0.0 0.1 -0.3 0.0 -0.0 7.4 0.0 0.0 9.5 0.0 0.0 7.4 0.0 COLL -0.0 -0.0 0.0 0.0 -0.0 0.0 -0.0 1.1 0.0 0.0 1.4 0.0 0.0 1.1 0.0 EQ -1.5 -2.6 0.0 -1.5 2.6 0.0 0.0 2.7 0.0 -0.0 0.0 0.0 0.0 -2.7 0.0 WL1 -5.1 -7.11 0.0 -5.6 7.6 0.0 0.0 -3.01 0.0 -0.0 -10.6 0.0 0.0 -13.2 0.0 WL2 -5.8 -7.0 0.0 -4.9 7.8 0.0 0.0 -0.3 0.0 -0.0 -6.7 0.0 0.0 -10.4 0.0 LWL1 3.8 4.8 0.0 1.0 -4.8 0.0 1.2 -15.3 -4.3 1.6 -10.5 -6.4 1.8 -0.5 -6.4 LWL2 3.7 3.7 0.0 0.9 -3.7 0.0 1.2 -9.3 -4.3 1.6 -10.5 -6.4 1.8 -6.6 -6.4 LWL3 -1.6 -3.6 0.0 -2.9 3.9 0.0 -1.2 -3.9 4.3 -1.6 -6.6 6.4 -1.8 -6.5 6.4 LWL4 -1.8 -4.6 0.0 -3.1 4.9 0.0 -1.2 2.2 4.3 -1.6 -6.6 6.4 -1.8-12.6 6.4 WL3 5.6 7.6 0.0 5.1 -7.1 0.0 -0.0 -13.2 0.0 0.0 -10.6 0.0 -0.0 -3.0 0.0 WL4 4.9 7.8 6.01 5.8 -7.01 0.0 -0.0 -10.4 0.01 0.0 -6.7 0.0 -0.0 -0.31 0.0 LOAD GROUP DL DESCRIPTION Roof Dead Load LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load ' J FRAME ID #6 USER NAME:EMLacsa DATE:12/21/16 PAGE: 6 -3 ms3 80./16./14.958 20./110. JOB NAME:61142A FILE:frame 9f.fra MAX. SUPPORT REACTIONS FOR LOAD COMBINATIONS *LOCATION: Gridlines: 9 NOTES:(1) All reactions are in kips and kip -ft. TIME:13:50:45 (2) These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit state and include magnification factors when so required by the seismic provisions of the applicable code for ASD design. It is the responsibility of the foundation designer to apply the load factors and load REACTION NOTATIONS HL -G *-F *-D LOAD COMBINATION MAXIMUM REACTION TABLE * - HR 1 V3 VR *-B *-A FRAME LINE 9 COLUMN *-G *-A 0.0 *-F H1 H2 H3 -G *-F *-D LOAD COMBINATION MAXIMUM REACTION TABLE * - HR 1 V3 VR *-B *-A FRAME LINE 9 COLUMN *-G *-A 0.0 *-F *-D *-B LOAD COMB HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 H3 V3 LN3 GRAVITY LOAD COMBINATION 2 1 -0.2 -0.4 0.01 0.01 0.01 0.01 0.01 10.7 0.01 0.01 13.41 0.01 0.01 10.3 0.0 1 1 -0.01 0.01 0.01 0.2 -0.4 0.01 0.01 10.31 0.01 0.01 13.4 0.01 0.01 10.71 O.G WTNn T.OAn MMRTNATTON 67 3.4 4.7 0.0 3.1 -4.2 0.0 -0.0 -6.8 0.0 0.0 -4.9 0.0 -0.0 -0.6 0.0 76 -3.5 -4.1 0.0 -2.9 4.9 0.0 0.0 2.9 0.0 0.0 -0.2 0.0 0.0 -3.2 0.0 53 3.0 4.9 0.0 3.5 -4.0 0.0 -0.0 -4.4 0.0 0.0 -1.6 0.0 -0.0 1.8 0.0 56 -3.1 -4.2 0.0 -3.4 4.7 0.0 0.0 -0.6 0.0 0.0 -4.9 0.0 0.0 -6.8 0.0 87 2.9 4.9 0.0 3.5 -4.1 0.0 -0.0 -3.2 0.0 0.0 -0.2 0.0 -0.0 2.9 0.0 42 -3.5 -4.01 0.0 -3.01 4.9 0.01 0.0 1.8 0.0 0.0 -1.6 0.0 0.0 -4.4 0.0 43 2.3 3.1 ____0.0 0.01-1.31 0.7 -2.7 0.0 0.7 -7.3 -2.6 1.0 -3.9 -3.9 1.1 1.6 -3.9 47 -1.0 -1.9 0.0 -1.7 2.6 0.0 -0.7 -0.4 2.6 -1.0 -1.5 3.9 -1.1 -2.0 3.9 100 -1.0 -2.3 0.0 -1.3 2.3 0.0 -0.5 9.8 1.9 -0.7 8.0 2.9 -0.8 2.8 2.9 59 2.3 3.0 0.0 0.6 -2.7 0.0 0.7 -8.1 -2.6 1.0 -4.8 -3.9 1.1 0.9 -3.9 63 -1.0 -2.0 0.0 -1.7 2.5 0.0 -0.7 -1.2 2.6 -1.0 -2.5 3.9 -1.1 -2.7 3.9 99 -0.8 -2.01 0.0 -1.21 2.01 0.0 -0.5 9.5 1.9 -0.7 8.0 2.9 -0.8 3.1 2.9 68 1 3.41 4.71 0.01 3.0 -4.11 0.0 -0.0 -6.7 0.0 0.0 -4.9 0.0 -0.0 -0.7 0.0 103 1 2.21 3.61 0.01 2.8 -3.41 0.0 -0.01 3.81 0.01 0 01 8.01 0.0 -0.01 8.61 0.0 TRANSVERSE RARTHOIDUM LOAD MMHTNATTON 13 1.3 2.5 0.0 1.4 -2.3 0.0 -0.0 -1.5 0.0 0.0 1.3 0.0 -0.0 3.5 0.0 8 -1.4 -2.3 0.0 -1.3 2.6 0.0 0.0 5.8 0.0 0.0 4.1 0.0 0.0 0.8 0.0 5 1.3 2.7 0.0 1.4 -2.2 0.0 0.0 -0.4 0.0 0.0 2.6 0.0 0.0 4.6 0.0 12 -1.4 -2.3 0.0 -1.3 2.5 0.0 0.0 3.5 0.0 0.0 1.3 0.0 0.0 -1.5 0.0- 9 1.3 2.6 0.0 1.4 -2.3 0.0 0.0 0.8 0.0 0.0 4.1 0.0 0.0 5.8 0.0 4 -1.4 -2.2 0.0 -1.3 2.7 0.01 0.0 4.61 0.0 0.0 2.6 0.0 0.0 -0.4 0.0 7 1 -1.3 -2.1 0.01-1.31 2.5 0.0 0.01 5.71 0.01 0.01 4.1 0.01 0.01 0.91 0.0 •HASR-ONLY' RARTHOTIAR'E LOAn MMRTNATTON 25 3.7 6.8 0.0 3.7 -6.5 0.0 -0.0 -5.3 0.0 0.0 1.9 0.0 -0.0 8.4 0.0 28 -3.8 -6.5 0.0 -3.7 6.9 0.0 0.0 10.9 0.0 0.0 5.0 0.0 0.0 -2.9 0.0- 29 3.7 6.9 0.0 3.8 -6.5 0.0 -0.0 -2.9 0.0 0.0 5.0 0.0 -0.0 10.9 0.0 24 -3.7 -6.5 0.0 -3.7 6.8 0.0 0.0 8.4 0.0 0.0 1.9 0.0 0.0 -5.3 0.0 27 -3.6 -6.2 0.0 -3.5 6.6 0.0 0.0 10.6 0.0 0.0 5.0 0.0 0.0 -2.6 0.0 3212/21/16 FRAME ID #6 USER NAME:EMLacsa DATE:12/21/16 PAGE: 6 -4 ms3 80./16./14.958 20./110. JOB NAME:61142A FILE:frame 9f.fra MAX. SUPPORT REACTIONS FOR LOAD COMBINATIONS *LOCATION: Gridlines: 9 NOTES:(1) All reactions are in kips and kip -ft. TIME:13:50:45 (2) These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit state and include magnification factors when so required by the seismic provisions of the applicable code for ASD design. It is the responsibility of the foundation designer to apply the load factors and load REACTION NOTATIONS LOAD COMBINATION DESCRIPTION 1 DL +LL +COLL 2 DL +LL +COLL 4 1.0737DL +0.91EQ 5 1.0737DL-0.91EQ 7 1.0737DL +1.0737COLL +0.91EQ 8 1.0737DL +1.0737COLL +0.91EQ 9 1.0737DL +1.0737COLL -0.91EQ 12 0.5263DL +0.91EQ 13 0.5263DL-0.91EQ 24 0.7947DL +2.5EQ 25 0.7947DL -2.5EQ 27 1.3053DL +1.3053COLL +2.'5EQ 28 1.3053DL +1.3053COLL +2.5EQ 29 1.3053DL +1.3053COLL -2.5EQ 42 DL +0.6WL2 '43 DL +0.6LWL1 47 DL +0.6LWL3 53 DL +0.6WL4 56 0.6DL +0.6WL1 . 59 0.6DL +0.6LWL1 63 0.6DL +0.6LWL3 67 0.6DL +0.6WL3 _ - 68 0.6DL +0.6WL3 76 DL +COLL +0.6WL2 87 DL +COLL +0.6WL4 ^ 99 DL +0.75LL +COLL +0.45LWL4 100 DL +0.75LL +COLL +0.45LWL4 103 DL +0.75LL +COLL +0.45WL4 FRAME ID #7 USER NAME:EMLacsa DATE:12/20/16 PAGE: 7 -2 pf 28.083/16. main building a JOB NAME:61142A FILE:p7.fra SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATION:bays 8 -(Gridline A) 1 -(Gridline G) NOTE: All reactions are in kips and kip -ft. TIME:19:19:07 REACTION NOTATIONS PORTAL FRAME ,ON BOTH SW' S HL _ HR i VL 1 VR *-LEFT *-RIGHT LOAD GROUP REACTION TABLE GRIDLINES * = A G COLUMN *-LEFT *-RIGHT LOAD GROUP HL VL LNL HR VR LNR DL 0.1 0.7 0.0 -0.1 0.7 0.0 LEQ -6.0 -7.4 0.0 -6.6 7.4 0.0 LWL1 -5.8 -7.3 0.0 -6.5 7.3 0.0 LWL2 6.5 7.3- 0.0 5.8 -7.3 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load .LEQ Longitudinal Seismic Load [located in perp. plane] LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load 3412/21/16 FRAME ID #7• USER NAME:EMLacsa DATE:12/20/16 PAGE: 7 -3 pf 28.083/16. main building a JOB NAME:61142A FILE:p7.fra MAX. SUPPORT REACTIONS FOR LOAD COMBINATIONS LOCATION:bays 8 -(Gridline A) 1 -(Gridline G) NOTES:(1) All reactions are in kips and kip -ft. TIME:19:19:07 (2) These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit state and include magnification factors when so required by the seismic provisions of the applicable code for ASD design. It is the responsibility of the foundation designer to apply the load factors and load REACTI( HL HR 5.1 1VL 1VR -3.6 *-LEFT *-RIGHT - LOAD COMBINATION MAXIMUM REACTION TABLE 0.0 COLUMN *-LEFT *-RIGHT 0.0 LOAD COMB HL VL LNL HR VR LNR GRAVITY LOAD COMBINATION 3.5 -3.9 0.0 1 0.1 0,8 0.0 -0.11 0.71 0.0 2 0.1 0.7 0.0 -0.1 0.8 0.0 " WILOAD COMBINATION 49 .. 0.6DL +0.6LWL2 45 4.0 5.1 0.0 3.4 -3.6 0.0 48 -3.5 -3.9 0.0 -4.0 4.8 0.0 49 4.0 4.81 0.0 3.5 -3.9 0.0 44 -3.4 -3.6 0.0 -4.0 5.1 0.0 LONGITUDINAL EARTHQUAKE LOAD COMBINATION 5 5.6 7.6 0.0 6.0 -6.0 0.0 8 -5.4 -6.4 0.0 -6.1 7.2 0.0 9 5.5 7.2 0.0 6.0 -6.4 0.0 4 -5.4 .-6.0 -17.8 0.0 -6.1 7.6 0.0 •RAiR-nNT.Y- RARTUnrrAWR TnAn rnVRTWA'rTnW 33 LOAD COMBINATION DESCRIPTION 1 DL _ 2 DL 4 1.0737DL +0.91LEQ 5 1.0737DL-0.91LEQ 8 0.5263DL +0.91LEQ 9 .0.5263DL-0.91LEQ - 28 0.7947DL +2.5LEQ 29 0.7947DL-2.5LEQ 32 1.3053DL +2.5LEQ 33 1.3053DL-2.5 15.3 19.8 .• 0.0 16.7 -17.8 0.0 28 -15.1 -18.2 0.0 -16.9 19.4 0.0 29 15.3 19.4. 0.0 16.8 -18.2 0.0 32 -15.1 -17.8 0.0 -17.0 19.8 0.0 -.PORTAL FRAME ON BOTH SW'S LEQ 44 DL +0.6LWL1 45 DL +0.6LWL2 48 ." 0.6DL +0.6LWL1 49 .. 0.6DL +0.6LWL2 -.PORTAL FRAME ON BOTH SW'S