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HomeMy WebLinkAbout1917 PALOMAR OAKS WAY; ; CB994548; PermitBuilding Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD#3Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Red. Water Con. Fee 1.•• "%.•'... -..-- - ( $4087%.\ .00 .93 \ $272 .58 \' • iOo'o INCOR N YsWO O ql $o.6d— $0.00 $10,200.00 D1.5 $0.00 $0.00 • City of,Carlsbad 04/13/2000 Commercial/Industrial Permit Permit No: 0B994548 Building Inspection Request Line (760) 602-2725 Job Address: 1917 PALOMAR OAKS WY CBAD Permit Type: COMMIND Sub Type: INDUST Parcel No: 2120911900 Lot #: 15 Status: ISSUED Valuation: $1,299,650.00 Construction Type: VI Applied: 12/10/1999 Occupancy Group: . Reference #: Entered By: RMA Project Title: 46,750 SF SHELL-STEEL FRAMED Plan..Approved: 04/13/2000 Issued: 04/13/2000 Inspect Area: BPA . "THE REALTY-ASSOCIATES FUND V, LP 4350 LA JOLLA VILLAGE DR IVE SAN DIEGO CA 92122 049 ,t 261' 8 / . Total Fees: • $99,751.57/-, Totlyyments foDteç$500.00\ " Bala?ce Due: $99,251.57 I. , V Meter Size \) C-PRMT dthecIWater Con. Fee I $0.00 I I Meter Fee 4j / - I $0.00 i':' $0.00 CF ay6ff-Fee $0.00 y $23,653.63 PFF1GFD Fund)'— , ./ tJ $0.00 11, ibense,-Tax $0.00 License Tàx-CFD Fund) ''I $0.00 tFfficl'mpact'Fee •'7 $5,376.25 Tsacjrnpact9FD Fund) $0.00 MZ1jjsortation Fee $2,337.50 PL±JMBING TOTAL $392.00 ELECTRICAL TOTAL $410.00 MECHANICAL TOTAL $139.00 Master Drainage Fee: $13,788.80 Sewer Fee: $17,736.95 Redev Parking Fee: . $0.00 TOTAL PERMIT FEES $99,751.57 9925157 I FINAL APPROVAL Inspector Date: _____________ Clearance: NOTICE: Please take NOTICE that approval of your project includes the'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified lees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have oreviouslv been aiven a NOTICE similar to this, or as to which the statute of limitations has oreviouslv otherwise exDired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 FOR OFFICE USE ONLY PERMIT APPLICATION , I PLAN CHECK NO C:L g9 CITY bF.CARLSBAD UILDIN'DEPPRT1E'NT EST.VAL. -I, 5 1635Farda,Ave.CarIsbad, Ck92008:. an,Ck.it.. Validated By ,c4cj- _____ Date____________ 1 PROJEC INFORMATION 19 OA __VJA'(__&7 12/10/99 0101 ___02 11 Address (include Bldg/Suite #) • V Business Name (at this address) •-'r-' 500.00 Legal Description Lot No Subdivision Name/Number Unit No Phase Not-' Ttal # of units V flle- ?I9 V V V UW V V V ,.•,V. Assessor's Parcel # V Existing Use V Propos d Use IMILVAG 4 750 Description of Work SQ.FT of Stories # of Bedro6ms # of Bathrooms - - TV ' Name V Addre,,. - . V ' 'Citçi '.' ' State/Zip ' Fix // 3 APPLICANT E Cintt flO n r 4. Agent for QnLr pA _4c'__LA fJjj _4V97{/4S_V Name Address City State/Zip elephone # NER 11,511 V Lc( ?AzrWGV. ___ö__ 12A, SOCT'E'OI _9(4_949J9Bu 4p Name - . V AddressV .. - - ' 'City State!ZFpV V Thcne V V ,•, V MER _L (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve demolish orrepáirtany structure; rior.toits 11 issuance, also requires .the"applicant'for such permit'to file a:signed statement that he is licensed pursuant to-the'provisions of th Contractor's 'License Law' (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) ,or Vthathe is exempt therefrom, and the 'basis for the alleged exemption. Any violation of Section 7031.5 by any applicant fore permit's'ubjects the applicant to aciil penalty of nbt moréthan five hundred dollars ($5001): V VV V VS 1 '•V" _C4'•_________çq... V Name V V , Address - . •, .: City, State/Zip , Telephone V ,VState License # 4J._ License Class 141C _•V',. City'Business License#,/ - Designer Name Address City State/Zip Telephone State License # L WORKER%COMPENSATION V ;lWorkers' Compensation Declaration: I hereby-affirm under penalty of perjury one of the following declarations:V V V '0 I have and will maintain a certificate of,conntVio self-insüre.for-workers' compensation as provided by Section 37.00 of the Labor Code, for the performance, àf the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance gthe, work for which this permit" is issued. My worker's compensation insurance carrier and policy number are: Insurance Company-._C_.44f...i.SVa ______•4.__V V V Policy No. f3o___. _3_V Expiration Date _V/t,VJD ,(THIS SECTION NEED NOT BE COMPLETED F THE PERMIT IS FOR ,ONE HUNDRED DOLLARS ($1001 O LESS) V..,. V..' • ' . 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, shall not employ any, person in an'y manner so as to become Subject to the Workers" Compensation Laws, of California. . ' V • . V • ' V , WARNING Failure to secure workers compensation coverage us unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousanddoIIars ($f00_,0'00), in addition to the cost of compensation, damages as provided for in Section 3706 of the Lab9r coqe, interest and attorney's fees. V SIGNATURE • ...-1'''- ___-. -. ' • • -DATE •./f5/4s ___.--. 7 OWWBUILDThbECLATI , ,, I hereby affirm that I am exempt from the Contractor's License Law for the following reason 0 I, as owner of the property or my employees with wages as their sole compensation, will do'theork and the-structure is not iitended or offered for sale' (Sec. 7044, Business and Professions Code:, The Contractor's License, Law does not apply' to tan ownerof property who builds or improves thereon, and who does such wOrk'himself or through his ownemployees provided that such improvements are'not intended or offered fOr sale. If; however the building or improvement' is: "sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) o I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, 'Business and PrOfessions Code: The' Contractor's License Law' does not apply to an owner of property who builds or improves thereon,' and contracts for Such projects'with -contractor(s) licensed ' ' pursuant to the Contractor's License Law). . • V , iD I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement 0 YES ONO "2. 1-(have -/ have not).signed an.applicàtion for-a building.permit for theprOpoied work. ..Y --- .¶.. - . "" ' ' . . 'V;. •, ,. I 3 I have contracted with the following person (firm) to provide the proposed construction (include name /'address / phone number / contractors license number( 4. I plan.to provide portions of the work, but I have hired the following person to coordinate, supervise and'provi'de the najdt-work" (include náme/addrès/ phone number / contractors license number): ___,, __.V • __'.-,r,. ____'V _, - 5. I Will provide some of the work, but I have contracted (hired) the f011owing persoss to provide the'wOrk indi'cated (include name /addres7'phon'e'number/tye, of work): PROPERTY OWNER SIGNATURE ' DATE ' ", , • -, Is the applicant or future buildingVoccupantVrequired to submit a business plan; acutely hazardous materials registration form' or risk management and prevention' program under Sections 25505, 25533 or 25534 of the Presley'Tanner HazardoUs Substance Account Act? .0 YES '0-No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO -V - V , •'V -: .- ',- --' 'V..,--' ' •.'' - - V,i• VI•' , V - IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OFtOCCUPANCY MAY NOT BE.ISSUED.,UNLESS THE APPLICANT. HAS MET, OR IS MEETING THE • 1REOUIREMENTS,OF THE OFFICE OF EMERGENCY SERVICES AND-THE AIR POUUTION CONTROL DISTRICT.'- ' V - , •• , - V '' - , coNSTRucrIoNENDINGENc.r" I hereby affirm that there is a con strUction lending ageicy for the perforrnen e of the 'i ik for •le hth V pete t ted Sec 3097 CivilC la). - LENDER S NAME LENDER S ADDRESS__________________________________________________________ kjLc,jLçERTIFIç,jJ "1 certify that I have read ,the application and state that the above information is correct and that the information on the plans is accurate. agree to comply with all City, ordinances and State laws relating to building construction I hereby authorize representatives of the Cit, of Carlsbad to enter upon the above mentioned t'property' for inspectioi purposeC.' I 'ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE 'CITY OF CARLSBAD AGAINST ALL LIABILITIES, ,JUDGMENTS.,COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY, IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.,, - OSHA: Al permit Is required for excavations over 5'0 deep and. demolition or constructionof structures over 3-stories in height. • ' - . ' - ' EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned - at any time atter'the•work is commenced for a-period of 180 days (Setion,,106.4.4 Unjforin Building Code).'. ,' ' ''/ ' -' I" - -APPL-lCANT'SSlGNATURE ,'',L -V , - - ,•, . - • - ---- WHITE: Fil <YELLOW: App!icant PINK: -Finance City of Carlsbad : Final Building Inspection JUN - 12001 CITY OF CARLSBAD Dept: Building Eigiñeeriflg' Planning CMWD St Lite Fire -INEERING DEPARTMENT Plan Check#: Date: 05/31/2001 Permit #: 0B994548 Permit Type: COMMIND Project Name: 46,750 SF SHELL-STEEL FRAMED Sub Type: INDUST Address: 1917 PALOMAR OAKS WY Lot: 15 Contact Person: DEAN Phone: 6195726557 Sewer Dist: CA Water Dist: CA • specte Date Inspected:/d Approved /Disapproved: Inspected Date By: • Inspected: Approved: Disapproved: Inspected Date By: • Inspected: Approved: ______ Disapproved: Comments: . j.•. . CityotCarlsbad Final Building lNSDeCtiOI1 Dept: Building Engineering Planning CMWD St Lite fi,eff Plan Check #: Date: 05/31/2001 Permit #: CB994548 Permit Type: COMMIND Project Name: 46,750 SF SHELL-STEEL FRAMED Sub Type: INDUST Address: 1917 PALOMAR OAKS WY Lot: 1.5 Contact Person: DEAN Phone: 6195726557 Sewer Dist: CA Water Dist: CA Inspected By: Date Inspected: Approved: Disapproved: Inspected Date By: Inspected: . Approved: Disapproved: Inspected Date By: Inspected: . Approved: Disapproved: Comments: . . . City of Carlsbad Bldg Inspection Request For: 06/14/2001 Permit# .CB994548 Inspector Assignment: TP Title: 46,750 SF SHELL-STEEL FRAMED Description: Type:COMMIND Sub Type: INDUST Job Address: 1917 PALOMAR OAKS WY Suite: Lot 15 Location: APPLICANT THE REALTY ASSTS FUND V Owner: REALTY ASSOCIATES FUND V L P Remarks: Total Time: Phone: 6195726557 Inspector: Requested.By: DEAN Entered By: CHRISTINE CD Description Act Comments 19 Final Structural Ag 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs PCR00179 ISSUED • Inspection History Date Description Act Insp Comments 06/05/2001 89 Final Combo CO TP 06/04/2001 89 Final Combo NR TP 06/01/2001 89 Final Combo CO TP - 05/31/2001 89 Final Combo NR TP 05/01/2001 14 Frame/Steel/Boltinglwelding AP TP 1-BAR CElL © CORR ALL FLRS 05/01/2001 34 Rough Electric AP TP CElL LITES @ CORR ALL FLRS 05/01/2001 44,Rough/Ducts/Dampers AP TP DUCTS, DMPRS © CORR ALL FLRS 04/24/2001 84 Rough Combo • NR TP NEED FIRE SPKR APP. 04/06/2001 34 Rough Electric AP TP MAIN, SUB PNLS, TRANS 04/03/2001 14 Frame/Steel/Bolting/Welding NR TP NO SUPP., LOC? 04/03/2001 34 Rough Electric NR TP 03/15/2001 18 Exterior Lath/Drywall AP TP COMP 03/12/2001 18 Eterior Lath/Drywall AP TP EAST END OF BLDG 02/21/2001 17 Interior Lath/Drywall AP TP 2ND & 3RD FLR REST RMS & INT. CORR. 02/21/2001 23 Gas/Test/Repairs CO TP NO TEST 02/20/2001 17 Interior Lath/Drywall WC .TP City of Carlsbad Bldg Inspection Request For: 06/14/2001 Permit# CB994548 02/20/2001 18 Exterior Lath/Drywall AP TP 02/16/2001 14 Frame/Steel/Bolting/Welding AP TP 02/16/2001 14 Frame/Steel/Bolting/Welding AP TP 02/16/2001 17 Interior Lath/Drywall WC TP 02/16/2001 34 Rough Electric AP TP 02/16/2001 44 Rough/Ducts/Dampers AP TP 02/15/2001 24 Rough/Topout NR TP 02114/2001 24 Rough/Topout CA TP 02/13/2001 17 Interior Lath/Drywall AP TP 02/13/2001 84 Rough Combo CO TP 02/13/2001 84 Rough Combo AP TP 02/09/2001 14 Frame/Steel/Bolting/Welding NR TP 02/09/2001 22 Sewer/Water Service NR TP 02/08/2001 84 Rough Combo NR TP 02/07/2001 14 Frame/Steel/Bolting/Welding NR TP 02/07/2001 15 Roof/Reroof WC TP 02/07/2001 24 Rough/Topout AP TP 02/07/2001 34 Rough Electric WC TP 02/07/2001 44 Rough/Ducts/Dampers WC TP 02/05/2001 14 Frame/Steel/Bolting/Welding AP TP 02/05/2001 24 Rough/Topout WC TP 02/05/2001 34 Rough Electric AP TP 02/05/2001 44 Rough/Ducts/Dampers AP TP 02/02/2001 84Rough Combo CO TP 02/01/2001 84 Rough Combo NR TP 01/29/2001 14 Frame/Steel/Bolting/Welding CO TP 01/29/2001 14 Frame/Steel/Bolting/Welding PA TP 01/29/2001 17 Interior Lath/Drywall WC TP 01/29/2001 44 Rough/Ducts/Dampers PA TP 01/24/2001 14 Frame/Steel/Bolting/Welding AP TP 01/24/2001 24 Rough/Topout AP TP 01/24/2001 34 Rough Electric AP TP 01/22/2001 14 Frame/Steel/Bolting/Welding PA TP 01/22/2001 24 Rough/Topout CO TP 01/22/2001 34 Rough Electric PA TP 01/22/2001 44 Rough/Ducts/Dampers WC TP 01/17/2001 14 Frame/Steel/Bolting/Welding P1 TP 01/12/2001 13 Shear Panels/HD's NR TP 01/12/2001 14 Frame/Steel/Bolting/Welding NR TP 01/04/2001 11 Ftg/Foundation/Piers - AP TP 01/04/2001 12 Steel/Bond Beam AP TP 01/04/2001 31 Underground/Conduit-Wiring AP TP 12/15/2000 13 Shear Panels/HD's WC TP 12/15/2000 14 Frame/Steel/Bolting/Welding PA TP 12/08/2000 14 Frame/Steel/Bolting/Welding WC TP 12/08/2000 17 Interior Lath/Drywall AP TP 12/06/2000 84 Rough Combo CO TP 12/04/2000 17 Interior. Lath/Drywall PA RB 11/29/2000 15 Roof/Reroof AP RB 11/22/2000 15 Roof/Reroof CO PD Inspector Assignment: TP SOUTH END OF BLDG ONLY F.C. @ PLUMB PENTS 1 HR WALL 3RD FLR REST RMS 1ST FLR RESTRMS 1ST FLR 3RD FLR REST RMS. 2ND FLR HARD CElLS 3RD FLR RESTRM ROOF DRAINS TEST ONLY, SUPPORTS ? 3RD FLR HARD CElL 1ST FLR LOBBY /ELEV. HARD CElL 1ST FLR LOBBY /ELEV. DUCTS CElL 1ST FLR LOBBY /ELEV. 1ST FLR RESTRM CElL 2ND FLR PERM WALLS DUCTS W/IN DUCT SHAFT 1ST FLR WALLS 1ST FLR 1 FLR WALLS 1ST FLR WALLS (N/INCL PLUMB WALLS) NO TEST, CLR NOT COMP. 1ST FLR WALLS (N/INCL PLUMB WALLS) 1 HR TUNNEL WALK THRU 3 FLRS LITE POLE BASES LITE POLE BASES FRNT CLMNS @ ENT & TRIDG 1ST LAYER CORR CElL 2ND FLR 1ST FLR 1ST LAYER LOBBY & CORRIDOR ROOF SHEATHING INSP STRAPS NOT IN City of Carlsbad Bldg Inspection Request For: 06/14/2001 Permit# CB994548 11/02/2000 14 Frame/Steel/Bolting/Welding 11/01/2000 14 Frame/Steel/Bolting/Welding 10/17/2000 66 Grout 10/16/2000 11 Ftg/Foundation/Piers 10/16/2000 12 Steel/Bond Beam 10/03/2000 11 Ftg/Foundation/Piers 10/03/2000 12 Steel/Bond Beam 10/02/2000 11 Ftg/Foundation/Piers 10/02/2000 12 Steel/Bond Beam 09/18/2000 11 Ftg/Foundation/Piers 09/18/2000 66 Grout 09/06/2000 11 Ftg/Foundation/Piers 09/06/2000 66 Grout 08/01/2000 44 Rough/Ducts/Dampers 08/01/2000 61 Footing 07/27/2000 21 Underground/under Floor 07/27/2000 24 Rough/Topout 07/27/2000 61 Footing 07/26/2000 12 Steel/Bond Beam 07/26/2000 21 Underground/Under Floor 07/26/2000 61 Footing 07/21/2000 12 Steel/Bond Beam 07/18/2000 11 Ftg/Foundation/Piers 07/18/2000 12 Steel/Bond Beam 07/13/2000 11 Ftg/Foundation/Piers 07/13/2000 12 Steel/Bond Beam 07/12/2000 11 Ftg/Foundation/Piers 07/12/2000 12 Steel/Bond Beam 06/30/2000 12 Steel/Bond Beam 06/01/2000 21 Underground/Under Floor 06/01/2000 22 Sewer/Water Service 05/30/2000 22 Sewer/Water Service 05/26/2000 21 Underground/Under Floor 05/25/2000 21 Underground/Under Floor 05/23/2000 21 Underground/Under Floor Inspector Assignment: TP CO TP 2 & 3 FLR SHTING PA TP B.N.2 & 3 FLR SHTING © PERM AP TP P.G. © CLMN BASES (N/INCL STR. LND) WC TP AP TP 24 X 24 BASES P.G. @ PERM WC TP AP TP MECH & TSH ENCL S.O.G. CO TP SEE ATTACHED NOTICE CO TP WC TP AP TP 2ND LIFT MECH & TSH ENCL WC TP AP TP 1ST LIFT WC TP AP TP MECH &TSHENCL AP TP MECH. ENCL COMP. WC TP CO TP WC TP AP TP MECH YARD F.S. CO TP MECH YARD & TSH ENCL AP TP ELEV. PIT WALLS AP TP ELEV. PIT SLAB AP TP AP TP S.O.G. AP TP NR TP NR TP PA PD WC TP AP TP BLDG TO MAIN TIE-IN AP TP WATER LINE TO BLDG NS TP DUP SEE S/25 AP TP REST RM SECT. AP TP 4 IN BLDG WASTE ONLY ' - ' ---- .MQEOCON , INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE S SAN DIEGO, CALIFORNIA 92121-2974 • TEL (619) 558-6900 5 FAX (619) 558-6159 V FOUNDATION OBSERVATION REPORT PROJECT N(ME: PROJECT NO. 5.7 9. LOCATION:' I q / G )ui&, Qq 't DATE: ZJ, Zi.Ji FOUNDATION LOCATION (if not entire building) I SQ I T) C...f (lLtS '$ El ADDITIONAL OBSERVATION REQUIRED SUBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION k II'erify soil conditions exp3sed are similar to those anticipated [5 Verify footing excavations extend to minimum depth recommended in soil report El Verify foundation reinforcement complies with minimum recommended in soil report El Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report E1'cerify footings have been extended to an appropriate bearing strata El Other APPLICABLE SOIL REPORT: TITLE: /v /4)t ( pfef'(e( 6A ('uL.- DATE: ir 2U LTc SOIL REPORT RECOMMENDA lIONS BASED ON: 0 Expansion Condition LOW El LOW LI MEDIUM El HIGH Dd17; HIGH El Fill Geometry /JfflL 71(14- 0 Other: 0 MINIMUM FOUNDATION RECOMMENDATIONS: Footing Depth: El 12 Inches El 18 Inches El 24 Inches OTHER 0 to Footing Reinforcement: El No-4 T&B El 2-No.4 T&B [o.5 T&B El Post-Tensioned OTHER: Interior Slab Reinforcement: El 6x6-10/1O 0 6x6-6/6 El No.3@241nches 13'<oX@181nches Slab Bedding Material and Thickness: _______________________________ Vaoor Barrier: El Post-Tensioned- Foundation Width: / 2 " 3g.," OBSEATIONS: E,.6bstantial conformance with Soil Reports (see "Purpose of Observation") 0 Substantial conformance with Foundation Plans. Identify: El Other 5 COMMENTS: NOTE: IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTAINED bL,qL1 I4P7 /AJIJ1M(i) 7ç1L T . fC.FA- - FIELD COPIES TO GEOCON REPRESENTATIVE PLAN FILE NO. PERMIT NOS: cog q FOUNDATION TYPE: 0--C'ONVENTI'ONAL 0 POST-TENSIONED GE000N INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974 • TEL (619) 558-6900 • FAX (619) 558-6159 FOUNDATION OBSERVATION REPORT PROJECT NAME turij &' '' ' " PROJECT NO. 72 Y , Z Z - 05- ..1RJaJ( LOCATION: PC/jw4y 041 VA . DATE: fl'*11 Z"i FOUNDATION LOCATION (if not entire building) . (s,cT2?'K 07,J4 El ADDITIONAL OBSERVATION REQUIRED PLAN FILE NO. PERMIT NOS: EV SUBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION l"erify soil conditions exposed are similar to those anticipated D"ify footing excavations extend to minimum depth recommended in soil report El Verify foundation reinforcement complies with minimum recommended in soil report El Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report El'.iify footings have been extended to an appropriate bearing strata El Other APPLICABLE SOIL REPORT: TITLE: ' ' 4_I t / X1 ,J (1 &A. Ail '5_c) . •& ' " /'?'1'6'(d 7 6('OJJI. 1Z1 '17 i DATE: J'pr IT SOIL REPORT RECOMMENDATIONS BASED ON: Expansion Condition E(VERY LOW 0 LOW El MEDIUM El HIGH Q"'ERY HIGH El Fill Geometry .fh // Other: MINIMUM FOUNDATION RECOMMENDATIONS: Footing Depth: 0 12 Inches El 18 Inches 0 24 Inches OTHER Footing Reinforcement: El No.4T&B El 2-No.4T&B 'o.5T&B 0 Post-Tensioned OTHER: Interior Slab Reinforcement: El 6x6-10/10 El 6x6-616 El No.241nches (No.@18Inches 0Post-Tensioned Slab Bedding Material and Thickness: Vapor Barrier: Foundation Width: Jo" OBSERVATIONS: El/'stantiaI conformance with Soil Reports (see Purpose of Observation") El Substantial conformance with Foundation Plans. Identify: El Other COMMENTS: NOTE IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTAINED bt4- vc2. qc:I,2 FIELD COPIES'TO GEOCON REPRESENTATIVE - FOUNDATION TYPE: ONVENTIONA1 D POST-TENSIONED GNR ENGINEERING . - 858 7949615 11/29/00 11:SBA P.001. GNR (;Ma; Gs ENGINEERING, INC: STRUCTURAL ENGINEERS 990 HIGHLAND DRIVE. SUITE 206 SOLANA BEACH, CA 92075 , TEL.(858)794-9630 FAX (656)794-9615 DATE: 11/29/00 FACSIMILE TRANSMITTAL ( TO: DEAN BLANKARTZ FAX: (760) 6039260 CC: STEVE MUELLER FAX: - (858)453-1913 FROM: PAUL ROONEY CLIENT: BPA , PROJECT NAME: CONE RSTONE BLD'G A PROJECT NO: 99.1140 ACTION: [xj FOR YOUR FILES (xj FOR YOUR INFORMATION []FOR YOUR APPROVAL [J PER OUR CONVERSATION t FOR YOUR REVIEW AND COMMENT PER YOUR REQUEST [1 FOR YOUR SIGNATURE AND RETURN [x] PLEASE SEE COMMENTS BELOW ENCLOSURES: 0 RFI#136 RESPONSE COMMENTS: PLEASE CALL.IF YOU HAVE ANY QUESTIONS - HARD COPY TO FOLLOW: YES (] NO [X) TOTAL PAGES INCLUDING COVER:2 Please contact Tina at (858) 794-9630 ifyou have any trouble with this transmission. GNR ENGINEERING 858 7949815 11/29/00 11:58A P.002 Nnteman (Cl 8114) 11/29/00 10:24 PACE 2/2 RightFAX j'.• /v. , REQUEST FOR INFORMATION NO. 136 Importance: Urgent RFI Date: 1112912000 SUNDT Date Required: 1113012000 Cornerstone Corporate Centre A & a Sundt Project No. 310060 Ninteman Construction Company Building B Tel: 760-603.9008 1900 Wright Place Fax: 760-603-9260 Carlsbad. California 92009 SUBMITTED BY: TO COMPANY: - ORIGINATOR:. Jamie Frye Steven S. Mueller - Ninteman Con struc?jon Company Brian Paul & Associates 4375 Jutland Drive Suite 200 4.350 La Jollo Village Dr. Suite 200 San Diego. Calilornia 92117 San Diego, CA 92122 RR DETAILS CourIiy Coplo: AiiorRFl: LEGPA - MattAdams GNR - PaidRooncy Discipline: Struct.jral . MAROK - Cary Cohn Subject Bldg. A - Loctcn for 7158.1 Spec. Section: Drawings: Cost Schedule: (TBD) Days It is not clear,iere de aii78.1 as called out on sheet SZ.4 is requi red. Please clariry4icre this detail is to be usc.(-- I PROPOS4SOrnON ANSWER L-/N, — • ,4 OWN i,ij 21/b Answered Date: Aricwered - Sohrn C.11bmia 53..flu,d Drno - Svjk 200 iX YZ1i7). SOS71 (2lU). ?3$.d0.6000Tii 6808 SACRAMENTO. SAI'8 DIEGO - TUCSON Coit.Ii A3.20A 00 6011-A CAuOu 00 IOJ.Vi.A$ 00I1.00 0700I-1-30 0070},8 7007.6.b GNRI_I U ENGINEERING, INC. STRUCTURAL ENGINEERS 990 HIGHLAND DRIVE, SUITE 206 SOLANA BEACH, CA 92075 TEL (858) 794-9630 FAX (858) 794-9615 February 05, 2001 . PROJECT NO: 99.1140 Brian Paul & Associates Attention: Mr. Steve Mueller 4350 La Jolla Village Drive, Suite 130 San Diego, CA 92122 1RE Cornerstone Bldg "A" Carlsbad, CA Dear Mr. Mueller: - - On the subject project the structural observation's/site visits have been made, and to the best of my knowledge, all deficiencies have been corrected. Should you have any questions, please feel free to call me. Sin rely, S ,Of ESS1041 -30-03 Cc Mr. Jamie Frye (Sundt Construction) LSMO1O2 Corporate: 2992 E. La Palma Ave., Suite A, Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 www.mtglinc.com Branch: .7313 Carroll Road, Suite G, San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street, El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 Ut'0 February 19, 2001 Director of Building. and Safety City of Carlsbad . 2075 Las Palmas Carlsbad, CA 92009 Project No: 65.12A1B05 Log No: 1-0127 RE: SATISFACTORY COMPLETION REQUIRING SPECIAL . INSPECTION PERFORMED UNDER PERMIT NO. CB994548 and CB994549 Building A, 1917 Palomar Oaks Way Building B, 1900 Wright Place . . To the best of my knowledge, all of the work, from June 1 through October 23, 2000, requiring special inspection for concrete, epoxy-set anchors, high strength bolting, and site welding, testing, and construction observation for the structure constructed under the subject permit is essentially in conformance with the approved plans,. specifications, RFIs, and the applicable workmanship provisions of the Uniform Building Code. . LIMITATIONS Our verification applies to conditions, in the subject areas, observed and/or tested by us as of the date of the report. Our firm is not responsible for work not observed by us or for any changes which may occur outside of our purview or after our inspections. Our work is considered to be in accordance with the usual standards of the profession and with local practice. If you should have any questions concerning this report, please contact me. MTG Douglas Hitchin Senior Materials Cc: Legacy Partners Brian Paul and Associates GNR Engineers, Inc. Ninteman Construction Construction Testing & inspection I- - Geotechnical Engineering Services - . . Corporate: Tel: 714.632.2999 Fax: 714.632.2974 www.mtglinc.com : Branch: 7313 Carroll Road, Suite G, San Diego, CA 92121 2992 E. La Palma Ave., Suite A, Anaheim, CA.92806 . Tel 858 537 3999 Fax 858 537 3990 5 5 .5 . . 'Branch: 441 W. State Street, El Centró CA 92243 . S S o Toll Free' 877.563.TEST Tel: 760.482.0600.'Fax: 760.482.0650 March 13, 2001 Director of Building and Safety. Project No 6512A1B05 City of Carlsbad 0 5 • • -S. 0 • S Log No: 1-0214. --2075 Las Palmas . .: • • 0 .- Carlsbad, CA 92009 0• • • . Re: 1917 Palomar Oaks Way and 1900 Wright Place • • . . .; . • 0 • • • 5 0 Permit No CB994548 and CB994549 We have heard that you do not have copies of all of our reports for these buildings We have 0 combined the reports for both buildings, into one file. This complete package is included herein. If you should have any questions, please contact me Respectfully submitted, ffGL. INC. - SAN DE-"I&--) CLIENT: LEGACY PARTNERS PROJECT NO. 6512305 PROJECT NAME: Comertone BIg B 1900 WRIGEr PLACE PROJECT ADDR. CARLSBAD BP/OSA NO. C.B 994549 PLAN FILE NO. ASTh4 C39/1231 ak Corporate Office Branch Office Branch Office 2992 E. La Palma Ave., Suite A 7313 Carroll Road, Suite G 441 W. State Street Anaheim, CA 92806 San Diego, CA 92121 El Centro, CA 92243 Tel: (714) 632-2999 . Tel: (858) 537-3999 Tel: (760) 482-0600 Fax: (714) 632-2974 Fax: (858) 537-3990 Fax: (760) 482-0650 Report of: COIRESSIVE STRENGTEI - MORTAR / SET - 6337 LAB NUMBER AGE (DAYS) DATE NOMINAL SIZE ACTUAL AREA (SO. IN.) LOAD (LOS) STRENGTH (PSI) TYPE OF FRACTURE 000(4 7 10/3/0: 0 v 4 0 00005 10/2.4/00 2 4 IN, 13,000 4140 00006 2 10/2.4/00 2 4 3.00 13,200 4203 DISTRIBUTION LEGACY PARTNERS NINTEMAN CONSTRUCrION COMPANY BRIAN PAUL AsOaAEs GNR ENGThWRS, INC CiTY OF CARLSBAD MTGL, INC. - SAN DEIGO *FTLE COPY. ON 9/26/00 DATE RECEIVED 09-27-00 AIR 0.00 % ASTMC231 UNIT WEIGHT 0.00 PCF AS'IM C138 CONCRETE TEMP 87 0 F ASM C104 AMBIENT TEMP 83 0 F ADMIXTURES Respectfully Submitted, Avg = 4170 Sarnp1e MEET specified 28 - day ummr!gth requirement at 28 SPECIFIED STRENGTH 2.000 PSI CAST BY 311 -lENS LOCATION i±<ASI-i - CONCRETE SUPPLIER URCO BLOCK MIX NO. TYPE S TYPE Of CEMENT TICKET NO. 0 MIXING TIME MIN WATER ADDED AT SITE AUTHORIZED BY SLUMP 0.00 IN ASIM C143 REMARKS CEMENT: TYPE MV, Ivi]X Thv: 10 IVflN. DATE RECEIVED 0.00 % C'.00 PCF 84 °F 70 °F ON 9/2.6/00 09-27-00 AIR UNIT WEIGHT CONCRETE TEMP AMBIENT TEMP ADMIXTURES AS'IM C231 ASTM C138 ASTM C104 Corporate Office Branch Office 2992 E. La Palma Ave., Suite A 7313 Carroll Road, Suite G I Anaheim, CA 92806 San Diego, CA 92121 Tel: (714) 632-2999 Tel: (858) 537-3999 Fax: (714) 632-2974 Fax: (858) 537-3990 Report of: CORESSIVE S'IT.ENGTH-CONCPEIE Branch Office 441 W. State Street El Centro, CA 92243 Tel: (760) 482-0600 Fax: (760) 482-0650 *FILE COPY Attr: CLIENT: LEGACY PARTNERS PROJECT NO. 6512305 PROJECT NAME: Cornerstone Bldg B 1900 WRIGHT PLACE PROJECT ADOR. CARLSBAD BP/OSANO. CT, 994549 PLAN FILE NO. ASM C39/12.31 CA SET - 6336 LAB NUMBER AGE (DAYS) DATE NOMINAL SIZE ACTUAL AREA (SO. IN.) LOAD (LBS) STRENGTH (PSI) TYPE OF FRACTURE 00001 7 10/3/00 12. 2.8.00 93,000 32.67 00002 10/24/00 12. 2.8.00 146,500 5147 00003 2 10/24/00 12 28.00 142,500 5007 I SPECIFIED STRENGTH 3.250 PSI CAST BY STEVENS LOCATION NORTH EAST PARKThTG LOT: CONCRETE SUPPLIER SC)UTHDOW'N CON C.RETE MIX NO. 10322329 TYPE OF CEMENT TICKET NO. 425213 MIXING TIME MIN WATER ADDED AT SITE AUTHORIZED BY SLUMP 3.75 IN AS11-IC143 REMARKS CEMENT: TYPE flJV MIX TIME: 73 MIN. DISTRIBUTION LEGACY PAR'IN.ERS NINTEMAN CONSTRUCTION COMPANT =AN PAUL GNR ENGThEERS, NC CiTY OF CARLSBAD MTGL.. NC. - SAN DEIGO FThE COPY4' Respectfully Submitted, Avg = 5020 S.reip MEET specified 28 - day suerigth reqthrernent at 28 City / County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 PML FIELD REPORT Branch Office 7313 Carroll Road, Suite G San Diego, California 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 TYPE OF WORK INSPECTOR 0 TECHNICAN AVAILABLE: SOIL REPORT (V) (N) APPROVED PLANS ((N) SPECS)(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER REPORT NO. PG / OF,. CONTRACTOR PLAN FILE NO. 1PERMIT NO. ONTRACTOR PROJECT NAME CTION AOD,RSSJ L 7 bD FPROJET REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUALJMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORKDAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS EQUIPMENT/ MANPOWER USED: (/) '4' /'i '/i h 7/T-uJ iiitt AREA. GID LINES, PIECES OBSERVED: STRUCTURAL NOTES. DETAIL, OR RFIS USED: /k ZFLtJ T/ 7., J$'1J z/c&r1 x— t I1 REMARKS. INCLUDING MEEnNGS.- 0M 44 çq /,e ici /cha. d2 //AiM 1' /M a/y rErfa C; - , /• - )(f L)7 it RWRK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: Oi)"Q$' F TEMPERATURE: SAMPLES TAKEN: TESTS REQUIRED: V71—,f iwl SITE TIME START: (.)9 ñ#v7 SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOENDATIONS, AND/OR THE , PLANS SPECIFICATIONS G CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT AND APPLICABLE SECTION OF THE BUILDING Signature Dale of Report / ICBO Certification Number /r flcI/ Print Name Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 7313 Carroll Road, Suite G San Diego, California 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 FIELD REPORT TYPE OF WORK 01NSPECT6R 0 TECHNICAN t AVAILABLE: SOIL REPORT (V) (N) SPECS4fl (N) APPROVED PLANS k4j (N) APPROVED SHOP DRAWING (V) (N) ARCHITECT ek4/ // /Sr. FOR WEEK ENDING PROJECT. NO. ENGINEER REPORT NO. PG 00o,, OF -. ' CONTRACTOR ,d PLAN FILE NO. PERMIT NO. SUB-CONTRACTOR / PROJECT NAME INSPECTION AODR S / 5'/7 ,4Jenc d±9Ai A DRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAUMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): ,ç c/ CONTRACTORS EOUIPMENT/ MANPOWER USED: 2 cccI/ tY ktt AREA, GRID LINES, PIECES OBSERVED: JF STRUCTURAL NOTES, DETAIL. OR RFIS USED: REMARKS, INcLUDING MEETiNGS: /L'i Cr- Mc cy fcl//Str (J /frj A'/1' JrimI htt cJ/ Es' 'r REWORK AS PERCENT OF ALL WORk TODAY: PERCENT PROJECT COMPLETION: WEATHER: e'.f' TEMPfRATURE:, SAMPLES TAKEN: TESTS REQUIRED- SITE TIME START'3 SITE TIME FINISH: 6' LUNCH PERIOD: .-'"•-'--. TRAVEL TIME: VERIFIED BY:'~D_ -2~~ DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND ZFRIH PP VED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature C..—" Dale of Report ICBO Certification Number Print Name . City / County Certification Number Rev: 7/97 ($tZ- PcOS NON-I ..STRUCTIVE TESTING FIEi PEPORT Pgo'o .iW" &; LOCATION: SMP-RELD --X PROBE Wr DRY_ iti i.iti:.i'iT LEVEL ____ I;;1IM: ENWEER MW J • • • Note my welft repahW as REPAIR in Renwks column above COMMENTS: Total No. of W&ds Accepted: .2C7 . Total No. of Welds Rejected€ I TIME IN I TIME OUT I REGJ]MEHRS I O.T. HRS I — Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 7313 Carroll Road, Suite G San Diego, California 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 FIELD REPORT " _. TYPE OF WORK 9ISPECTOR 0 TECHNICAN AVAILABLE: APPROVED PLANIINI SOIL REPORT (Y) (N) SPECS1(N) APPROVED SHOP DRAWING (V) (N) ARCHITECT LT FOR WEEK ENDING -P 7/ I 'PROJECT NO EJ,NEER REPORT NO. PG OF / CONTRACTOR PLAN FILE NO. PERMIT NO. S,ONTRACTOR PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION M'ANUAL'MTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): ' CONTRACTORS EQUIPMENT / MANPOWER USED:2 C4 • J& t 711'- 1) j7 02c AREA, GRID LINES. PIECES OBSERVED: )(.r)(fl )L) X'')( STRUCTURAL NOTES. DETAIL. OR RFIS USED: a.) Ai A-K REMARKS. INCLUDING MEETINGS., i4 sôh4 i4' S / /y kk ooF 0,:), 0t7 ~- / e9 REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: CJrzJfJi 14. TEMPERATURE: 7q'9 SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START: LUNCH PERIOD: ________________________ SITE TIME FINISH: TRAVEL TIME: VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Al "r ' Signature . Date of eport I BO Certification Number %r Pnnt Name Rev: 7/97 City/ County Certification Number NON-L_TRUCTIVE TESTING FIE REPORT Pag7& r ..iW'7 ____ •:MIMI ______ ' •' 1; EU áT LJ EU JLJ EU EU EU EU , ffiàt-i 1 - EU EU EU eMYT 1150711 ME U 7M?- EU EU iiiTabove COMMENTS: Total No. of Welds Accepd: Total No. of Welds Rejected_& TIME IN I TIME OUT I REG11ME HAS I O.T. HAS C IN PECTOR SIGN4 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 7313 Carroll Road, Suite G San Diego, California 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 FIELD REPORT TYPE OF WORK 0 ISPECTOR 0 TECHNICAN AVAILABLE: SOIL REPORT (Y) (N) SPECS (i')N) APPROVED PLANS$1'(N) APPROVED SHOP DRAWING (V) (N) ARCHITECT /2 / j,9 FOR WEEK ENDING // ENGINEER / I REPORT NO. PG / OF,, CONTRACTOR I _.1 _______________________________ PLAN FILE NO PERMIT NO. I SUB-CONTRACTOR r qj J PROJECT NAME INSPECTION ADORE,S /I7 &w Okcz vv'4 ADDRESS OF PROJECT crfriicI IffkjiffiNi' EU!REMENT: ICI36 FIELD INSPECTION MANUALJMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORKDAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): cTø1 ,4J ,93c CONTRACTORS EQUIPMENT/ MANPOWER USED: AREA. GRID LINES, PIECES OBSERVED: '-.(--cl— STRUCTURAL NOTES. DETAIL. OR RFIS USED: 12 if REMARKS. INCLUDING MEETINGS: 071 ilfrI 41 a4 4,. REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: 1 00 WEATHER: TEMPERATURE: 79 SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION REC6MENDATIONS, AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT " Signature e Dale of Report ICRO Certification Number i'r Print Name /1 City / County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 7313 Carroll Road, Suite G San Diego, California 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 FIELD REPORT lffPijiffiNG REQ IREMENTS: ICRO FIELD INSPECTION MUAIJMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): ,#' ,4771 CONTRACTORS EQUIPMENT / MANPOWER USED: , -1i7ç... JIIIC#)i/,1 :2 qø1i AREA. GRID LINES, PIECES OBSERVED: c-t) -XL. )XS . - LÀ' iJ-I d "•1 L5)L1 t5 L2. ,f I ) J STRUCTURAL NOTES. DETAIL. OR RFIS USED: . REMARKS. INCLUDING MEETINGS: . //Rt/c cnt/ mdh1 I/%.?L n J iJarir .j/-' .,rj ss,'P /Jw ,ic-/iac 4f2- -xr. i- .cp.- '-1 c'c'i 16 4,'1Jiw- REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: !&..V'• TEMPERATURE: . SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START: To ,1'0'' SITE TIME FINISH: ____________________ ______________________ VERIFIED LUNCH PERIOD: ________________________ TRAVEL TIME: __________________________ I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND /ORT PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT J%PPROVED I 10/ Signature Date of Report ICBO Certification Number Print Name . City/ County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 7313 Carroll Road, Suite G San Diego, California 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 FIELD REPORT TYPE OF WORK iNSPECTDR OTECHNICAN .,,lt e92 /y/ AVAILABLE: SOIL REPORT (V) (N) SPECS (4(N) APPROVED PLANSWT (N) APPROVED SHOP DRAWING (V) N( ARCHIIET ?St0 AA ,I 2d/ FOR WEEK ENDING PROJECT. NO. I I A. ENG,R REPORT NO. PG OF / CONTRACTOR M24xw PLAN FILE NO. PERMIT NO. I c-eo19IcLf SUB-CONTRACTOR r,n6-rA1.. PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS EQUIPMENT / MANPOWER USED _7 i'/) AREA. GRID LINES, PIECES OBSERVED: STRUCTURAL NOTES. DETAIL. OR RFIS USED: REMARKS, INCLUDING MEETINGS: T'' 7CT.A1 rLJc i%c REWORK AS PERCENT OF ALL WORK TODAY: ERCENT PROJECT COKAPI ETION1 WEATHER: TEMPERATURE: 75' ' SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START: LUNCH PERIOD: TRAVEL TIME: VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED I OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Dale of Reporl ICBOCrtification Number Print Name City / County Certification Number Rev: 7/97 OU ! TTTTT '. (\ Ij rn .Ll \ :22 12 / 'HDE3 H&F. X148 . / . (SKEV4EO) POP F—Z . X VELOEO I : 0 10 ' '.T0Th. TOSTL. /1.0.511. 51 0 al H6 x SKE _G) I . TY °.STr DU ¶ y2 \ \y >< > m s'- Z . . ND 2X12 I 0/ 15 - EXT.NO . RIP DX-24B 10 S2 fo SK&EP H(? *1 PARTIAL ROOF FRAMING PLAN ________________ ________________________ (;/ Z() FOR I1t MIS NO 94OYN SEE 10 PLY)NOOD 5+-IAT'r4N ' PER PLAN 2x& o EA. j5T. YHER \ - CANTILVEg E?C.EES 2x JOIST PER PLAN cr 2xb YV HiLT1X-DNL. $44T P1N5 t2óJG ST&RL k. (PS 1413.0. 23) rrp..; ",- ____ o . Lft' PER ARL. REVISED DETAIL 10/8-8.1 ocr. ©ORNERSTONE CORPORATE CENTRE BUILDING B CABAD, CALrO&& • /- 50114 Qç3c. E ENN4G m eu . REVISED DETAIL 10/S-8.1 No. 3435 • DATE PAX am 7%bqm DF- X25 Corporate 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE Of WORK 74NSPECTOR 0 TECHNICAN L) AVAILAELE. SOIL REPORT (N) SPECS IM (N) APPROVED p (N) ,ppcwvro SHOP DRAWING (V) ) '&) ?a"/ '- !) ENDINGITEC 7 I2O - REPORT NO. PG / C TOR PLAN FILE NO. PLAN PER IT NO. (c1L1 CIOIt I j44t9L,t'/ ,9,lJ P DIANE / 4V-7 d9 ,i ADD PROJECT / REPORTING REQUIREMENTS: ICBO FIELD INSPEddON MANUAIJMFGL SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC.. FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS EOUIPMENT/ MANPOWER USED: (,) AREA. GRID LINES. PIECES OBSERVED: STRUC1TJRAI. NOTES, DETAIL. DR RFIS USED REMARKS. INCEUWNO WEIING$: 7 '%— M'j ;6/ ç- I4 7~'O 4)/eiCi4 4Q' /1t lt(j REWORK A5 PERCENT OF ALL WORK TODAY:, PERCENT PROJECT COMPLETION: WEATHER: o TEMPERATURE IP SAMPLES TAKEN TESTS RECUIRED: SITE TIME START: _/ 'SLf._' SITE TIME FINISH: / C LUNCH PERIOD: 'cI)' ,1Ii'.,1J TRAWL TIME: _______________________ VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL. OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMM?IUAI IUTI. AND /7E SAPVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Dale 01 Report ICBO Certification Number A P)0/'~ 2 cz — cityi County Certilicatlon Number Rev: 7197 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 7313 Carroll Road, Suite C San Diego, California 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 FIELD REPORT TYPE Of WORK INSPECTOR 0 TECHNICAN AVAR.ABLE SOIL REPORT (Y) (N) SPECS , (N) APPROVED PLANS,4I1 (N) APPROVED SHOP DRAWING 0') (N) r 2 !;, PROJECT. NO. ENGINEER . (~,J/ REPORT NO. PG / OF / CONTRACTOR PLAN FILE NO. LPERM NO SI pNTRAC1OR iMMJ 2cvi PROJECT NAME /' C'.*r ES INSPECTiON AODR 4 ADDRESS OF PROJECT - REPORTING REQUIREMENTS: I(BÔ FIELD INSPECFION MANUAJJMTGI. SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORE AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FlU. OUT AND AUACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAl. TEST REPORTS): CONTRACTORS EQUIPMENT / MANPOWER USED. 7/ r-// ,q AREA. GRID LINES. PIECES OBSERVED: J7 Hi Di STRUC11JP.AI. NOTES. DETAIL, OR REIS USED: REMARKS. )NauNc , p 2 P.Zk f'2! 3'J /7S JIM 412V7 CztA REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: 40 TEMPERATURE,7.5 - SAMPLES TAKEN: TESTS REQUIRED- SITE TIME START: 7 . O9 SITE TIME FINISH: : _____________________ _____________________ ______________________ VERIFIED BY LUNCH PERIOD: _____________________ TRAVEL TIME: ______________________ I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATiONS, AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature i /O AJV<2 'C'c5f6V Date of Report ICBO Certification Number 4- rnAx' Print Name 7 City I County Certification Number Rev- 71 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 7313 Carroll Road, Suite G San Diego, California 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 FIELD REPORT TyPE OF WORK 0 INSPECTOR 0 TECHNICAM 'AVAILABLE SOIL REPORT (Y) (N) - SPECS (Y) (N) APPROVED PLANS Qf (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT i, i )q9-&,l / iarr, FOR WEEK ENOI ,11 I i PROJECT. NO. siz,qo E(NEER 6,01W f74/Y7/ yl REPORT NO. / PS CONTRACTOR PLAN FILE NO. PERMIT NO. I_C- 4 S Lf SUB-CONTRACTOR Z4rr' kY)4J V PROJECT NAME Cor'fr ti' Cot1p. ( INSPECTiON ADDRESS qi w'Ct~ ADDRESS DI PROJECT ctrkJ Ct -. ICBO FIELD IPISPECliON MANUAIJMTGi. SOIL, MANUAL REVIEW PREVIOUS REPORTS AND USTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND EElS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S. IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMiT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): '9sm' /3I yfi// CONTRACTORS EOUIPMENT / MANPOWER USED: / iiiii 3 '/ cz4/2iI , /'c7Or AREA, GRID LINES. PIECES OBSERVED: --2 1 / / 1 STRUCTURAL NOTES, DETAIL. OR RRS USED: REMARKS. INaUWNa *WINCS A t bzi4 ,C7tJ Fh. jki r3lp1E;*&A1 rcp1'w) cs,rJ I7f,Y ZJ , c 77i cV/$ (Mr oar c) rh4 o/flTh Fkt. [m42k)p 4L c j REWORK AS PERCENT OF ALL WOtiK To PROJECT COMPLETION is! PERCE'NT WEATHER S'uYJ/CJ(cJ(" 9 TEMPERATURE -33 SAMPLES TAKEN: uis REOJIRED: SITE TIME START: (0 ,9t' SITE TIME FINISH: .3 1. 00 LUNCH PERIOD: TRAVEL. TIME: -'' - VERIFIED BY- Q4_________ I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RIffOMMENDAnoNs. SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT / / /2 TN APPROVED iq<z X?I ..i iran r.,c..-..,.,... M...I... 7.•clY City / County Cecthcahon Number Rev CORPORATE OFFICE 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 P!.MTO!. FIELD REPORT CONTINUED BRANCH OFFICE 904 Rancheros Drive, Suite I. San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 T ro ScT L y caAcbj. I PRJ NO csiz ,c PLAN FILE NO. I PERMIT NO I REPORT NO. PG .2 OF I ______________ Signatuve Dale of Report Certification Number Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF YMK _NSPECTOR 0 TECHNICAN AVAILABLE, SOIL REPORT (Y) (N) SPECS&))(N) APPROVED PLANS(N) APPROVED SHOP DRAWING (Y) (N) A (! FOR jP 72,L9 I61NEER ffxtJAJ REPORT NO. P6 or J i&n M4 PLAN FILE NO. IJyg SGPNTRPfTOR JA)Ij&I I}" PRJEC1 NAME (4 ,AJ INSPECTION ADDRESS I / P !M r () 5 AD ECT 12/ REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANIJALJTGi. SOIL MANUAL REVIEW PREVIOUS REPORTS AN IF THERE IS NON-CONFORMING WORK AT 11113 END OF THE WORK DAY. OR MISSING MTRS, AND RFIS, ETC., FELL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFiCIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USEP BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS EQUIPMENT / MANPOWER USED- AREA, GRID LINES. PIECES OBSERVED- '(:<-/ fe STRUCTURAL NOTES. DETAIL. OR OFIS USED: REMARKS. MUWG I L REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER TEMPERATURE: 7/ SAMPLES TAXEN TESTS REQUIRED: SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECtIMMENDATIONS. AND /05 APPROVED P NS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 41-z1thj Date of Report ICBO Certif Number —h Pnrt Name C(ty I County Certification Number Q., 7107 I - — .'d&ifl•*• PP 0 - — - - iAiJ,) IaIi12!S '1L ilm I , I 44' 1! NON.DESTRUCTWi TESTING FIELD REPORT OF 7 PROJECT pP z)k IOBNO5lt -tq X79.1 DATE.)3?t4 LOcAflO SHOP YIELD________ y1 Ai/)Af1 W1J5I2 TRANSDUCER ME THOD; VT MT PT EQUIPMENT MFG/MO ____________________ I . TRANSDUCER SIZ]ES WET--.PARTICLE COLOR EVELUINSPECTOR MATERIAL c CODEeSE ON * I ________________________ REPRESENTiNG M(CT'. L- ENGINEER Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877 563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE Of WORE EN1SPECTOR 0 TECHNICAN AVAILABLE: SOIL REPORT (Y) (N) SPECS QN) APPROVED PLANS N) APPROVED SHOP DRAWING t!N) ARCH]JJCT . ?)1J(\N ?)' iTE' FOR WEEK ENDING O- t4--ot PPPJEU NO. (05 % -LAC O6 ENGINEER - <,.w. EWiEEINL REPORT NO. PG I O CONTRACTOR f'1INtrr1Pn.4 PLAN pti RE NO. PERMIT NO. SUB-CONTRACTOR 19 o -t PROJECT NAME CiTo 4 E C1 TZR-PTE C.E 1-'IThI? INSPECTION ADDRESS fin 1or'Z '1JY ,.MuSl3AX) ADDRESS OF PROJECT 11-1 ?PLot aP1' REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGI. SOIL. MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, is CORRECTED. SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMITA COPY WI'II4 YOUR WEEK'S REPORT'S. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): \JEW)P.& \1JITZE1, E70I ELECc)t)E- CONTRACTORS EOUIP INT/ MANPOWER USED-. AREA. GRID LINES. PIECES OBSERVED: 2uE), —T\\E LOtA?V '?aNETRJTlO1 JEL)%P4( ,F 'EUnz Th G.- o L.' -i- z t -ooZ f2EArA z m CL ut-I J 217 1 Q. fLpq Loc, E- I 3g 'z45p-ç0 CoLut-ji'j 2cIAU\,t Loc.L-4 1D FLoo g1 t45Ar To C.oLpi-J 1o2A €'?L4 Lot. L -49 —".P-. &ThUtJIW 'nre rw1a nDflL14IVE. P.M 45t ç) (,cLL)t4! Lo1 Lo r1oi CøM?LTE '? rjcro.J JEu), , F 'oF fi Z Co 5 I T c-o L ut-i 4¼ zig,A RPAAflItC, ma LWJNC AS. M% Loc. CA ,f 'oF &AM V22A ' (L 2 J4 LøC., X(_ P ALL rntTE %&rttpr,o ,4 \'JELP$ iA1EE ft REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEAThER: 0 U e.QL.A4•7 SAMPLES IAXEPt TEMPERATURE TESTS REQUIRED- SITE TIME START: SITE TIME FINISH: 3: LUNCH PERIOD: ______________________ TRAVEL TIME: 0 VERIFIED BY I rsn ItOTIEV Th1'I nrn'nn,I I'. flflCOII'I A,, flr T,Jr tA,rflVI ITCfl ADfltlt AAJfl flJAT TUIC WADI( fflUPI irq WITH 11W Snhl IPJVFSfl(ATI0N RECOMIATIONS. AND! OR THE APPROVED PLANS, SPE ICATI0 AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Sign Dale of Report ICBO Certification Number AQQ1' C. \J04PL. Print Name City! County Certification Number Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT ^NSPECTOR 0 TECHNICAN AVAILABLE: SON. REPORT (Y) (N) SPECS" APPROVED PtANSN) APPROVED SHOP DRAWING (1') (N) A91ITECT 4,55n !T /M3 INtER EPORTNO. PG Of 4'? p j PLAN FILE NO. OR 1 J PROT NAME (,ve,'~ E DGPECTION ADDRSS'i rn VJo- OK s ADDR REPORTING REQUIREMENTS: REQUIREMENTS: 1CBO FIELD INSPECTION M1ALJMTGL SOIL, MANUAL " REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORE AT THE END OF THE WORE DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY YOURS OR PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND. SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALJJS.8Y CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): CONTRACTORS EQUIPMENT / MANPOWER USED ("gj AREA. GRID LINES. PIECES OBSERVED- (E5''(2_ c. 1,*'-7' STRUCTURAl. NOTES, DETAIL. OR REIS USETI.(, g1,,0,( ô REMARKS. pNauolNGArr1Ncs: ft /V ii 'f 1Icj DA 0..-!! /2ôiO ferrM (23) Ac1eJ REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: kJ1t" TEMPERATURE: . q3 SAMPLES TAKEN: TESTS REOUIRED. SITE TIME START: ,ø 'Ø SITE TIME FINISH: / 130 : -J LUNCH PERIOD: TRAVEL TIME: _________________________ VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTlGA11ON RECODATIONS. THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT AND OR THE AEEVEDP APPLICABLE L LESECTONOF S SPECIFICATIONS AND APP (CAB I Signature Date of Report ICBO Certifatton Number Print City! County Certification Number 0-7/0 F'L I., aia# ,i p-r p.j a PJ I1 .........---.---...-. —*-. - :.. ........ ---...-.--- ....- .............. ..........-. . ...... -*------.-.----- ........... ............ .- .*•" 0• -- .................. . ..-.-..-. .,........ ............... .... . - .......... ... ........................ ......... .... .. .. .- .......d±1OJ .......... .., ........ .. ..X... D. 2 __141, ___J__ .. .. .............................. ___ .... LZ .2.. NOtM)ESTRUCTW TESTING FL PO PAGE-2,0 JOB NO DATE PROJECT NAME fi1J 'K tQ P.? ft LOCATION )V7 Aikof - METHOD: ff MT fl EQUIPMENT MPG ODL t5'4) c32 TRANSDUCER ANGLES - TRANSDUCE SIZES 3 X 7~ )' MT DRY MT WET,JARTICLE COLOR MATERIAL &C CODEIECI4ON i71t2tob 5'- c LEVELIIINSPECTOR T'I -e&) REPRESENTING_ /)'17Th L 0 ENGINEER Corporate Office 2992 E. La Palma, Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 7313 Carroll Road, Suite G San Diego, California 92126 Tel: (858) 537-3999 Fax (858) 537-3990 TYPE OF WORK: 0 INSPECTOR DTEC*-INICIP.N AVAILABLE: SOIL REPORT (Yes) 0 (No)Ø SPECS (Yes) 0 040) 0 Field Welding APPROVED PLANS (Yes) Z ?'Io) 0 APPROVED SHOP DRAWINGS (Yes) 0 o)0 ARCHITECT FOR WEEK ENDING M. NO. BPA 10/14/00 6512-AOl /}o ENGINEER GNR REPORT NO. PG 1 OF CONTRACTOR PLAN FILE NO. PERMIT NO. Ninteman 99-4548 SUB-CONTRACTOR PROJECT NAME International Iron Products Cornerstone Building Corporate Center INSPECTION ADDRESS ADDRESS OF PROJECT 1917 Palomar Oaks Way, Carlsbad 1917 Palomar Oaks Way, Carlsbad REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUALJMTGL SOIL, MANUAL AWS DI. I and D1.3 REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS A NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MFRS, AND RFIS, TEC. FILL OUT AND ATTACH A DEFICIENCY REPORT AND SUBIMT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR ONCLUDE RESERCH REPORT NO. OR MATERIAL TEST REPORTS): ASTM A572, A36, A 653, E71 T-8, E7016, Electrodes EQUIPMENT/MANPOWER USED: - 5 certified welders, FCAW and SMAW welding processes. Welders' qualification records on file. Miller and Lincoln welding machines. AREA, GRID LINES, PIECES OBSERVED:. Installation and welding of stairs at grid FIG & 2/3. Welding of complete penetration joints in brace frame moment connections at second floor in progress. STRUCTURAL NOTES, DETAIL OR RFIS USED: General notes, 6/S53 REMARKS. INCLUDING MEETINGS: Received approved WPS from structural engineer, Paul Rooney for ceramic use on bottom flange of the full penetration welds. Monitored preheat and interpass temperatures of CJP weld joints. Checked fit up prior to commencement of welding. Completed welds were inspected for size, length, location and visual quality. wEATHER, overcast SAMPLES TAKEN N/A TEMPERATURE: 79s TESTS REQUIRED Visual TIME START: 7:00 am TIME FiMSI.t 2:30 vm LUNCH PERIOD- NIA VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND TI-IA THIS WITH THE SOIL VIVESflGATIONRECOMMEITIOt4. ANQIOR D .SPECIFICATION AND APPLICABLE SECTION OF THE BUILDING C( X. UNLE lEE NOTED IN THE DEFICIENCY REPORT ____________________ Tuesday, October 1 San Diego City #740 Signature Date of Repolt ConnieSue Dickinson Print Name Re' 7197 Corporate Office 2992 E. La Palma, Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax (714) 632-2974 Branch Office 7313 Carroll Road, Suite G San Diego, California 92126 Tel: (858) 537-3999 Fax (858) 537-3990 TYPE OF WORE 0 INSPECTOR OTECHNICIAN AVAflfiSLE: SOIL REPORT (Yes) 0 (W)Cg SPECS (Yes) 0 (No) 0 Field Welding APPROVED pts (Yes) 0 (No) 0 APPROVED SHOP DRAWINGS (Yes) 0 (No)0 ARCHITECT BPA FOR WEEK ENDING 10/14/00 PRJ. NO. 6512-A04-4O5 REPORT No. po I OF 1 GNR - CONTRACTOR PLAN FU NO. PERMIT No. Ninteman 99-4548 SUB-CONTRACTOR PROJECT NAME International Iron Products Cornerstone Building Corporate Center INSPECTION ADDRESS ADDRESS OF PROJECT 1917 Palomar Oaks Way, Carlsbad 1917 Palomar Oaks Way, Carlsbad REPORTING REQUIREMENTS: ICBO FIELD INSPEC1TION MANUAL/MTGL SOIL, MANUAL AWS DI.) and DI.3 REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, TEC. FILL OUT AND ATTACH A DEFICIENCY REPORT AND SUBJMI A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESERCH REPORT No. OR MATERIAL TEST REPORTS) ASTM A572, A36, A 653, E71T-8, E7016, Electrodes EQUIPMENT/MANPOWER USED: 5 certified welders, FCAW and SMAW welding processes. Welders' qualification records on file. Miller and Lincoln welding machines. AREA, GRID LIMES, PIECES OBSERVED: Installation and welding of stairs at grid FIG & 2/3. Welding of complete penetration joints in brace frame moment connections at second floor in progress. STRUCTURAL NOTES, DETAIL. OR RF1S USED: General notes, 61S5.3 REMARKS. INCLUDING MEETINGS: Monitored preheat and interpass temperatures of CJP weld joints. Checked fit up prior to commencement of welding. Completed welds were inspected for size, length, location and visual quality. 7 WEATHER overcast / ,-/ SAMPLESTPXEN NIA TEMPERATURE: 79s / TESTS REOU1RED Visual TIMESTART: 7:00 am TIMErwast 2:30 rim LUNCH PERIOD: N/A VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORE LISTED ABOVE AND THAT THE WORK COMPLIES WITH THE SOL INVE AND/OR THE APPROVED PLANS, SPECIFICATION AND APPLICABLE SECTION OF THE BUILDING; 000E UNLESS OTHERWISE NOTED IN THE DEFY REPORT ()1 CM/)tfl-' Monday, October 09, 2000 San Diego City #740 Signatum Date ci Repcst Ceit'llcatlon Nuer ConnieSue Dickinson Pd Name Rev: V97 Corporate Office 2992 E. La Palma, Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MTG FIELD REPORT Branch Office 7313 Carroll Road, Suite G San Diego, California 92126 Tel: (858) 537-3999 Fax: (858) 537-3990 TYPE OF WORK 0 INSPECTOR DTECHMCLAN AVAILABLE: SOIL REPORT (Ye3) 0 o)0 SPECS (Yes) 0 (No) 0 Field Welding APPROVEDps (Ye3)0 (No)D APPROVED SHOP DRAWINGS (I'03)O(No)D HIT ---CT FOR WEEK ENDING PRJ. NO. 6512-AK A-05 BPA 10/07/00 ENGINEER REPORT NO. PG 1 OF GNR CONTRACTOR PLAN FILE NO. PERMIT NO. Ninteman 99-4548 SUB-CONTRACTOR PROJECT NPAIIE International Iron Products Cornerstone Building Corporate Center INSPECTION ADDRESS ADDRESS OF PROJECT 1917 Palomar Oaks Way, Carlsbad 1917 Palomar Oaks Way, Carlsbad REPORTING REQUIREMENTS: icao FIELD INSPECTION MA}4UALJMTGL SOIL, MANUAL AWS DI. I and D1.3 REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORE AT THE END OF THE WORE DAY, OR MISSING MTRS, AND RFIS, TEC. FILL OUT AND ATTACH A DEFICIENCY REPORT AND SUBIMT A COPY WITh YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESERCI4 REPORT NO. OR MATERIAl. TEST REPORTS): ASTM A572, A36, A 653, NR232, Electrode EQUIPMENT/MANPOWER USED,. 1 certified welder, Robert Whittle, FCAW welding process. Welders' qualification records on file. Miller welding machine. ARE.A. GRID LINES. PIECES OBSERVED: Installation of stairs at grid FIG & 2/3. Welding of complete penetration joints in brace frame moment connections at second floor in progress. STRUCTURAL NOTES, DETAIL. OR RFIS USED. General notes, 6/S5.3 REMARKS. INCLUDING MEETINGS: Monitored preheat and interpass temperatures of CJP weld joints. Checked fit up prior to áornmencement of welding. Completed welds were inspected for size, length, location and visual quality. WEATHER: overcast Loll J PLES TAKEN N/A Visual TEMPERATURE: 70's TESTS REQUIRED TIME START: 7:00 am t ns 2:30 om LUNCH PERIOD: N/A VERIFIED BY: ,"—A I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT IS WORK C ' WITH T E SOIL INVESTIGATION RECOMMENDATION, M4DOR THE APPROVED PLANS, SPECIFICATION AND APPLICABLE SECTION OF THE BUILDING . UNLESS 0 SE NOT IN THE DEFICIENCY REPORT (1>ul (klJ)1I111.—' Friday, October 06, 2 San Diego City #740 Signature Date of Report Certjf,cabon Number ConnieSue Dickinson Prim Nan,. Re'7I97 Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE WO NSPEC1OR 0 TECIINICAN - AVAILABLE: SOIL REPORT (Y) (N) SPECS ( (N) APPROVED PuPlS(jN) APPROVED SHOP DRAWING (Y) (N) No ...-" I / T?/U-tr ),J,1.A) REPORT NO. PG I I. E;WkEfl q Al AILI PLAN FILE NO. ,L '7AAt/_J04) 06PECTION AL)DR %rac w le A/Ad PROJECT REPORTING REQUIREMENTS: ICBO FIELD INS ON MANUAIJMTGI. SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORE AT THE EN)) OF THE WORE DAY, OR MISSING MTKS, AND RFIS, FTC, FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMrFA COPY WITH YOUR WEEKS REPORTS. RFIEORT NO. OR MATERIAL TEST REPORTS): M"M IVA CONTRACTORS (OUIPMCI4T I MANPOWER USED: f2AJs, AREA. GRID LINES. PIECES OBSERVED . / T-If/t9of- +p.Mjq/ 7g,(Gtét All Ajc/ P/&:9e STh NOTES. OETAKO&IU$ED 553 ZT 4t 'a,it ic i -1 -/up 4?&VI&,J7b a,- ,f.A'7' w%6?e i,- '4 gcA2 c J1' z. DA AJ 2 10 S. REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEAThER: ..5'Z//t).tJL, \ SAMPEES TAKEN: TEMPERATURE: TESTS REOJIRED SITE TIME START: ______________________ SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: J29,474J VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPI IFS WITH THE SOIl INVESTIGATION RECOENDAT1ONS. :gSiig~natur O P ,SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT _ e Date ol Report . ICBO Certification Number - Print Name City! County Certification Number Q.,. 7107 P!!MTI. Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 ,. FIELD REPORT TYPE - )(NSPECTOR OTECHNICAN ;1J,., ,,... AVRLA8IL SOIL REPORT (N) (Y) APPROVED APPROVED SPECS (y) IN) SHOP DRAWING (Y) (N) a pall 4 L i?& (NC - 5 9rqP REPORT NO. PG U flt4/d (1 MIT 5NO CowtP*TDR 97 -,0: PLAN flLENO. SUBCICTOR I -' _,L4Yk ir,t'a. NAME I INS N ADDRESS PE2 7 10A /P Qx K (At (2 RESS Of PROJECT L REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MAkfAIJMTG. SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON -CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL 0111 AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAl. TEST REPORTS): CONTRACTORS EQUIPMENT! MANPOWER USED AREA, GRID LINES. PIECES OBSERVED: STRUC11JRAZ. NOTES. DETAIL OR RYIS USEO REMARKS. wamms at 2t j/jJ REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE: C}ç SAMPLES TAKEN: TESTS REQUIRED: SFIE TIME START:_fr' ?' SrTE TIME FINISH: LUNCH PERIOD: ____________________ TRAVEL TIME: &=V66,i1 VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND I OR THE APPROVED IGATlONS AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT / I -'~ ~"2 A e ~ ' 126~/ 1 6~~', 0~~ 4 I9 nature Date of Report Imotemf&sA Number PdM Name c4/CounyCei1If,ctlonNuniber Corporate: 2992 E. La Palma ,we., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite . San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK AINSPECTOR 0 TECHNICAN EJ7 \/ PLJVEM f)- AVAILABLE: 'Gt'RER@RT,4H4fl SPECS (Y) (N) -. APPROVED PLANS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT EPA FOR WEEK ENDING 9/Z3 PROJECT. NO. ENGINEER REPORT NO. PG Of CONTRACTOR i) KTEMI3 PLAN Fill NO. PERMIT NO. 41' ?54 SUB-CONTRACTOR MIPJF~__ PROJECT NAME ri__13U_A INSPECTION ADDRESS t g i P&oi 1O/W. #[) ADDRESS OF PROJECT I 5Prk4 E REPORTING REQUIREMENTS: ]CEO FIELD INSPECTION MANUAIJMTGi. SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY. YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAl. TEST REPORTS): ALL 77LePAr) (SLJ) 5,'MpSOL) ST CONTRACTORS EQUIPMENT! MANPOWER USED: 'flT) )jiu M, 13PXS4,. DL4 PRE-SSU) 4i R AREA GRID LINES. PIES OBSERVED: ti AT WG \iJE R i Ls& ir b4ii /S I )OO flc4A Tv3 JtsPc-rc) STRUCT1JRAI. NOTES. DETAIL. OR RFIS USED: REMARKS. 1NUD!NG IET77NGE \J2.w EEl) J-OL DP714 Rob si, H-oLi -SI715 Lk U YEE (ff )L4ôLRT, P L) b rM LL4-ri Ok) -' MM - LL)SrAL1A11O ftflL c 4i REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: aJEcI)Sr SAMPLES TAKETIL 0 TESTS REQUIRED: V604 L.. TEMPERATURE 110 , SITE TIME START. ____________ SITE TIME FINISH: VERIFIED BY: LUNCH PERIOD: TRAVEL TIME' I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT ,Il0':b'x , '__ Signature Dale of Report ICBO Certification Number Al 0'0 D i Sb 74O Print Name / City! County Certification Number Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.5373990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK .SPECTOR 0 TECHNICAN - AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLAY)) APPROVED SHOP DRAWING (Y) (N) ARCHITT FOR WEEK ENDING--IPRQJECY NO. - I - ENGINEER ' • REPORT NO. PG OF CONTRACTOR PLAN FILE NO . PERMIT NO. I SUB-CQNCTOR -........ k C)A\ •.to' OJECT NAME INSPECTION ESS \9 fl rQjç ADDRESS OF OF PROJECT '-e REPORTING REQUIREMENTS: ICBO FIELD ENSPECI1ON MANUAIJMTGz. SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY. YOURS OR A PREVIOUS INSPECTOR'S. IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPOaT NO. OR MATERIg 1151' REPORTS): CONTRACTORS EQUIPMENT/ MANPOWER USED: O') AREA. GRID LINES. PIECES OBSERVED: \\ Cx (.HV, L . STRUCTIJRAI. NOTES. DETAIL. 0 RFISfEISE(,: C3 REMARKS. INCEUWMG MEETINGS.m. V4 Q$t,k Ai \ evi REWORK AS AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: SAMPLES TAKEN: ' TEMPERATURE - - TESTS REQUIRE \ I SITE TIME START: C) 20 0 SITETIME FINISH: LUNCH PERIOD: TRAWL TIME: 'C)_ VERIFIED BY . L)4Ze I DO CERTIFY THAT I HAVE PERSONALLY 08 0 Ai.I. OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION REC0MPV1 AND APPR0VEo PLANS, SPECIFIC TIO ND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT ___ __________ o _ '00 - Qfl3re .. Dale of Report ICBO Certification Number Print Name Cuty/ County Certification Number NON-D&.4TRUCTIVE TESTING FIELJ REPORT Page of -n 01 MAN - mI r Iu IiI MEM _________ iWA --a' mmm mm -. mmm mm mm mm We any wekJs repand as REPAIR in Remarks colurm above COMMENTS: Total No. of Welds Accepted: Y Total No. of Welds TIME IN ( TIME OUT REG TIME HAS O.T. HfS -_-_- 2 CLIENTS SIGNATUR E Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 DSA/ OSHPD REPORT TYPE OF WORK NSPECTOR 0 TECHNICAN 5Ticrn 5 AVAILABLE: _. - SPECS (N) APPROVED PLANSG(NI APPROVED SHOP DRAWING(N) ARCHITECT ,,/ 3PA- FOR WEEK ENDING PROJECT. NO. ENGINEER REPORT NO. PG OF / CONTRACTOR PUI U7M4iJ PLAN FILE NO. PERMIT NO. SUB-CONTRACTOR 1147kU4L. t5) PROJE T NAME &JE7t2I&.)E Coe INSPECTION ADDRESS t 'ii '7 LEM4go4i< ADDRESS OF PROJECT S AM REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIIMTGi. SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): I MPc, 3ET, A!Th4 A- LCUO. CONTRACTORS EQUIPMENT R USED: J e) caTr P. Fi cc,-r 6/, 1/oc, 9ce.. i EO AJ4LL__Ak e Eib 4/(b -7 -7A-r sicAE wA-LLS iwi ci- 4ij1) .\j 517. — DPrt4 bEEJD (11a)1 L)( /)-J) D STRUCTURAL NOTES. DETAIL, OR FIRS USED: I M Mr,US 's') ij hJP5 P 57. r 4152 2, I Pu REMARKS. INWJDING MEETINGS: &eRL( Lx4 tAJLcvAy, e' 'E,4E REP/1.JF g,'/ u)aie 11WS en&seeoan !bz o o P_oPe. PxDv 401> 7L)-1) i)S, cia..1' PLr2) u)Lb Dc 1 LpCZ) Se ,L t.X714- 4rirJ 4iJb V104-L1 Qo,4L4T/ REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: 'L)/JL.)'.J TEMPERATURE: / SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START: _____If ______ SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED BY: This is to certify that the above reported inspections were made in accordance with the approved plans and specifications and the rules and regulations of the Depa m t of General Services (Title 24). I certify under penalty of perjury that I know the contents of these reports and that all of the above statements are true. fiA4C\_) 9 '/4- 194 to Signature Date of Report ICBO Certification Number (oi biki ic r++uRsy Sb 740 Print Name / City / County Certification Number Rev: 7/97 2.12 Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK NSPECTOR 0 TECHNICAN S AVAILABLE: 1UIt fl APPROVED PLANS (N) FOR WEEK ENDING CrUrtT (VHN) SPECS (N) APPROVED SHOP DRAWING (N) PROJECT. NO. 6572-Pbj- ARCHITECT 8P4 ENGINEER REPORT NO. PG OF CONTRACT . OR AJILERG&AM3 PLAN FILE NO. SUB-CONTRACTOR EA044 Le PROJECT WME ADDRESS OF PROJECT 4M BitaF INSPECTION ADDRESS REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUALIMTGi. SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): /s1I4 6:3, iUe 7_2 1T&6D& CONTRACTORS EQUIPMENT / MANPOWER USED: Lb€XcrgoL) fZamso ,C4iA) Ui ELB) D Pizzs AREA GRID UNES, PIECES OBSERVED: P3 Fbz.. A-U71 67-- 13$j L)C STRUCTURAL NOTES. DETAIL. OR RFIS USED: REMARKS. or ?occ'uzE ut Jko PLt \MLDS ij'ttFD SIZE r-4- 1q-ripbi3 Au E> VtSvM uPu-I REWORK AS PERCENT OF ALL WORK TODAY: . PERCENT PROJECT COMPLETION: WEATHER: SAMPLES TAKEN: TEMPERATURE: TESTS REQUIRED: SITE TIME START: / '"7'tlV% SITE TIME FINISH: H LUNCH PERIOD: TRAVEL TIME: VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMN AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Date of Report ICBO Certification Number 0n;5) 1CJCAJOI'.J ___ 7 4 Print Name . .v::T- City / County Certification Number 'I, 0•' Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Far. (760) 735-8979 DSA I OSHPD REPORT TYPE OF WORK .INSPECTOR OTECHNICAN - AVAILABLE .SQRW.N) SPECS N) APPROVED PLANSN) APPROVED SHOP DIEAwiN (N) ARCHITECT RP FOR WEEK ENDING u,JoO PROJECT. NO. eSSi2-4' ENGINEER (.1JR. REPORT NO. PG OF I I CONTRACTOR k)rFM,Lk) PLAN FILE NO. PERMITNO. g4c4r SUB-CONTRACTOR -rk )AJ,4TInAJ/ i tJ PROJECT NAME ________________ INSPECTION ADDRESS 1917 ADDRESS OF PROJECT .R4//yL44e REPORTING REQUIREMENTS: ICBQ HELD INSPECTION MANUAIJMTGr. SOIL., MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORE AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC.. FILL OLTF AND ATFACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): /-ri11 4'c72, 4/ AJ CO TRACTORS EOUIPMENT! MANPOWER USED: /ED L'VELI) (PTh ) 4i Lf) AREA. GRID LINES. PIECES OBSERVED: LI/1tJC R,keT OL) P647E 9- 41 fi-T ôì._) O0LL)/-1)'S' 174/-7 U)EEE AJ')Y -DOLE 10 Si-kP c40_/)-77)L) STRUCTURAL NOTES. DETAIL OR REIS USED: R INCLUDING MfEflNC5: -HWS REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: L TEMPERATURE. SAMPLES TAXEM TESTS REQUIRED 1 .SITE TIME START. I 1 SITET1MEF1NISH:. TRAVEL. TIME: -_-_. VERIFIED Sr LUNCH PERIOD: This is to certify that the above reported inspections were made In accordance with the approved plans and tpecificaborts and the rules and regulations of the Department of General Services (Title 24), 1 certify under penalty of perjury that I know the. contents of these reports. and that all of the above statements are true. &? dô-- ____• Signature . . . : DIIi of Report ICSO Certification Number (Onn ie5_p h,ck' &ô&j V SbT71(D Print Name . . - . ( City I County Certification Number Rev* 7/97 1 Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 C Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK NSPECTOR 0 IECHNICAN TgCT RP L ZiTE ( AVAILABLE: 90$ EROR f4II) SPECS((') (N) APPROVED PLANS (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT 8P/ FOR WEEK ENOING PROJECT. NO. _ ENGINEER ( REPORT NO. PG Of p>ç)C: CONTRACTOR PLAN FILE NO. 1PERMIT NO 44_g A_ri )A L - PROJECT NAME INSPECTION ADDRESS q 17 T'A L/) kAA - C4 2.4a ADDRESS OF PROJECT 4b SMM . REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGi. SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAl. TEST REPORTS): 431M A3, NP-2;3Z LEJT1?tE3 CONTRACTORS EQUIPMENT I MANPOWER USED: 2 r7 5 C C4eTs co Fi L-E AREA. GRID LINES. PIECES OBSERVED: uPLlkY1 DP &:TP oJ E)7 STRUC11JR.Al. NOTES. DETAIL. OR RFIS USED: E 'B EJ Foa Po?Ea P XE7L) ??E D -ri )1 iu i oS OM PLE7TEJ u)ELbS LO 5 c C-i C- RE WORK AS PERCENT QF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: '0k) . / SAMP LES TAKEN - TEMPERATURE. TESTS REOJIRE Or TO .c4-1E O 1T / &A 70a I,- - it-i I SITE TIME START: ,t2'14 SITE TIME FINISH: 7 : LUNCH PERIOD: ______________________ TRAVEL TIME VERIFIED BY I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL 1NVES116AT10N RECOMMENDATIONS. AND I OR TH A PROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Date of Report - ICBO Certification Number nn eS ) icki v >'- Sb 740 Print Name City! County Certification Number Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK ,7SPECTOR 0 TECHNICAN - 1 X\ AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLANS(JjN) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING /?T () I PRQ)ECT NO. ENGINEER S / REPORT Nb. PG / F CONTRACTOR V . PLAN FILE NO. I PERMIT NO. SUB-.COF4RAçTOR \Q A A.1 L21 LL-0ts. PROJECT NAME jr_t I INSPEC11d()PQ8ESS 1<flCA k3 ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICB0 FIELD INSPLCfrION MANUALJMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS) SY P( CONTRACTORS EQUIPMENT / MANPOWER USED: \ _ AREA, GRID LINES. PIES OERVED: Fh C )D4(\AS i( (I CC).Z1 STRUCTURAL NOTES. DETAIL. OR IWIS USED: REMARKS. lNaUolNcMrEflNcs c\'1T- /7.L1 .- v.'4.; LA I N,x iC REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: A A TEMPERATURE TAKEN: TESTS TESTS REQUIRED: SITE TIME START: 0) 0 SITE TIME FINISH: _/.<TOC) LUNCH PERIOD: TRAVEL TIME: VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION REC0PiEN( AND /0 PPROVED PLANS, SPECnIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 00 Sig Mr - Dale , \ ICBO Certification Number -LSN L 11 ..... Print NON-DESTRUCTIVE TESTING FIELD REPORT Page4 OB 1)4O.$ DAlE: LOCATION:.. \9 T) ) sic* FO p PETfl-OD: UT MT PT VT L_EQUPP.ENT MR3Moc€LL) V1 I )3 A ) ic> q i;/.,.t—PRoeE ANGLES- 1() TRANSDUCER StS: _ \ &T ( LEVEL UINSPECTOR: K. )14'iL49,L. F€PFESENTING: ___- __GIR IIOF REMARKS 'Tic-..-1 1 c1 " —r--s 1oz-m /LSi.e - - E rc cJr?, O'1TbW'..- R ,&i - X E r\!Q /cn A em xC Yr >- t\ 7 1 ___ XT C Ao- c :t Note any welds repaired as REPAIR-in—Remarks column above COMMENTS: Total No. of Welds Accepted:_)C . Total No. of Welds TIME IN TIME our REG TiME HAS I O.T. HAS Lcfl o o - Corporate:' 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 C Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK XINSPECTOR OTECHNICAN 1. AVAILABLE: ZE Ypffi- SPECS(N) APPROVED PLAN (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT J3PA FOR WEEK ENDING PROJECT. NO. ________________ ENGINEER REPORT NO. PG i Of CONTRACTOR wJ _______ P1-AN FILE NO. PER NO. SUB-CONTRACTOR :1:A)Th:AJJ::c1— o,Ji L PROJECT NAME Cce}JEf5To UF CDR P INSPECTION ADDRESS 7 PALOpQ L8) ADDRESS OF PROJECT 44.4 F: REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGL SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): /\- ,-17-1 Ifl2 E-701 RI 1\)2Z3l CONTRACTORS EQUIPMENT! MANPOWER USED: 3 (2r _T_) Fi Eb \,3FflES cTS 3k) Fj LE. '1- 3 fW 1j LYS!k)& LJk)CC)UJ ' MILLER. WELD)Q6 EU AREA. GRID LINES, PIECES OBSERVED: CZ-52 OF McMEAT FAME wELh3. LTED P-€4r 1- iE' PAS,::; rMPfrnYEE, CVJ) c -r Or- STRUCTURAL NOTES, DETAIL. OR RFIS USED: 1 . REMARKS. INCLUDING fQTflNGS: \UELT2kS WE OFk' )D PcP6 JO&E SAQD ' ck • us WEJE r-oR S IZ-1 LEi..Y774, tzif -no ki, t\ .J D U lj 4 L 4 u U y E m v3 r-' ACCE L 3iCrS REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: Y/P/ ,7 SAMPLES TAKEN: TEMPERA7( / TESTS REQUIRED: (j SITE TIME START. SITE TIME FINISH: - e3c> LUNCH PERIOD: TRAVEL TIME-_____ VERIFIED BY:_____ I Ut) L.tli I II-T I NA) I HAVE PERSONALLY OBSERVED ALL,OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT CJ>7 ck 14'? 9 // Signature Dale of Report ICBO Certification Number b 74() Print Name ' City / County Certification Number -n. Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: - 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT IYPE Or WORK ,NSPECTOR 0 TECHNICAN JJ (i)ji L AVAILABLE: 0It'R'f.4eJ) SPECS(N) APPROVED P1AFW (N) APPROVED SHOP DRAWING (Y) (N) D) ARCHITECT EPA 9/g/oo FOR WEEK ENDING PROJECT. NO. 65i2 -/ ENGINEER . REPORT NO. PG OF CONTRACTOR ,,J PLAN FILE NO. PERMIT NO.? 4-54E3 SUB-CONTRACTOR IJ) TEEAJ JQ,sJ A L ER 3 PROJECT NAME Ces1oAJ E C-7-1Z INSPECTION ADDRESS yin ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGt SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): f7 7oiS -rErc5 1iJ1232,'t CONTRACTORS EOUIPMENT/MANPOWER USED: 4- 2-Ej?r/ ED uLi)1:EP 3- C T< 6s) F) L—E AREA, GRID LINES. PIECES OBSERVED: fSE 'D&)T) k) oES Cs) vJ EU I L) or ( 3 P LJJçiJJS ?J Mrr FAMS STRUCTURALJJOTES DETAIL,.Qp RF USED: 19 REMARKS. INCLUDING MEETINGS: \&)JR S \ € cFiR) ED F FCPE2. PCEDL) 2E A t TEU-1 j i vES Coi PtE-rb WELDS uE I &)TE bi LEi7-, LoC/ TiJ fL) Th \)IDA-L 4Oiu)/ REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: SV&)AY/ TEMPERATURE (II I I TESTS REOUIRED: I SITE TIME START: I ~OA M SITE TIME FINISH: _PM I LUNCH PERIOD. _____________________ TRAVEL TIME- ______________________ VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORKCOMPLIES WITH THE SOIL INVESTIGATION REONDATI*. -. AND FOR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE.DEF(CIENCY REPORT ,9 000 . Signature S Date of Report ICBO Certification Number (]c)'lfl' (S)€ flDfl S : S1Y74cD Print Name S S S City I County Certification Number 1 Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 (Th Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK SPEETOR 0 TECHNICAN AVAILABLE: APPROVED PLANS SOIL REPORT (Y) (N) SPECS (Y) (N) (N) PROVED SHOP DRAWING m (N) ARCHITECT FOR WEEK ENDING I se T pp PROJECT. NO. ENGI R REPORT NO.. PG / Of CONTRACTR PLAN FILE NO. 1 PE)M1T NO. SUB-NThACTOR vro nn s.— \ -r-c1\ PROJECT NAME (,j-v% p C INSPICTIOWAODRESS U?i AP-r ON. c ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD ENSPkTION MANUALJMTGI. SOIL, MANUAL -. REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY. OR MISSING MTRS, AND RFIS. ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCX YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS 3c) "3 CONTRACTORS EQUIPMENT I MANPOWER USED AREA. GRID LINES. PIECES OBSERVED: rz STRUCTURAL NOTES, DETAIL. OR RFIS USED: REMARKS. INWJDING MEETINGS 00,14), L Oiofo. REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE: - SAMPLES TAKEN: C) TESTS REQUIRED: Fsrrt TIME START: O LUNCH PERIOD: SITE TIME FINISH: [ TRAVEL VERIFIED : I DO CERTIFY THAT I HAVE PERSONALLY 0BSELOF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND / OR APPROVEED SPECIFICATIONS AND PLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Si atu Dale r ii ICBO Certification Number Print Name c_. Citv Countv Certification Number NON-DESTRUCTIVE TESTING FIELL) REPORT Page 2f 13, KOJECT Cr@c' Ccr Q iXef OBD: DA]E:O/CS'/O() WCA11ON: \-i fl ç\ O . ______ P€fl-lOD:UTMTPTVT__k)E0UPPJENTMRWOC€L_ i.O rL— ROBE ANGLES: MHz,2i~ TRANSDUCER SLS:_ 6. 2'. ' Mi-OAr GGLOR MATERLL COOESEC1iO U LEVEL U INSPECTOR: IFE PSEwflNG:_cV-••;C'c-( -.- . ENGIR __________________________________________ 1I..cQR .. ACcr 1EPvfII(S oJ —FLs tA . ___ ( . , - I vS 7t , S& c )< r 5t&i X /Ti- Note any welds repaired as REPAIR in Remarks column above COMMENTS: Total No. of Welds Accepted: _7 S . Total No. of Welds C TIME IN Cflbo YSW E ~Y) 7 TIME OUT I REG TIME HAS I O.T. HAS S. fl Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fa)(-' 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE Of WORK PkNSPECTOR 0 IECHNICAN 5ri txi-n. 'c~4L AVAILABLE S20.4Y-(N APPROVED PLANSN) SPECS ()N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT F7 PA FOR WEEK ENDING q/q/) PROJECT. 0. ,5z-AO' ENGINEER REPORT NO. PG Of I CONTRACTOR PLAN FILE NO. PERMIT NO. SUB-CONTRACTOR k -Ji--nO PROJECT NAME 6ERS7?iE L)EP C 1 INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGL SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, EFC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): WS-77-1 / A7 L /)p ki 2zz q, Fi (cELE722OS CONTRACTORS EQUIPMENT/ MANPOWER USED: a uis ce-- ôu ci 5/kl cb, J67 S AREA. GRID LINES. PIECES OBSERVED: P&R&S-j COj7joE-S O wELb,ki& cF 2P ,4Y W1 -ID tz LU ,u Ai s (-)k) 2A-)b 4ZLc 1) U b Thusi o Ji ,&J cD fl 2 LY J7A. Xi O&) .5 1' i/ (:)/2 , STRUCT1JRAI. NOTES. DETAIL OR RE IS USED: 7/55 OT WAS F-teGOP-ME172- 00 60MECE—ZEL) -&L(52 iiJES Ai.i T 4Dvcc (iou7' U / -ry FArS t3t) i-ri-i C7 R o TS (5F iti -r< L orkEgr II REWORK AS PERCENT OF ALL WORK TODAY: . PERCENT PROJECT COMPLETION: WEATHER: 6 V tJ kJ .j/ . TEMPERATURE - SAMPtES TAKEN: AJ/4 TESTS REQUIRED: VIVI1 L/L)Y SITE TIME START: LUNCH PERIOD: SITE TIME FINISH: TRAVEL TIME: I DO CERTIFY THAT I'HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THESOIL INVESTIGATION RECOMMENDAT10S. AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT E _________ • / •:. Signature •' Date of Report • • I ICBO Certification Number II,S I •' _________ Pnnt Niine • ..• • f City, County Certification Number iy C' Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK NSPECTOR 0 TECHNICAN ZSTR )C.RJL 'TFF:. ( AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLANS (Y) (N) APPROVED SHOP DRAWiNG (Y) (N) ARCHITECT 13p FOR ________________ WEEK ENDING I qg,00 PROJECT. NO. 5I2-AD ENGINEER REPORT NO. PG Of 1 COTRACTOR NA1'lbj4U ti PLAN FILE NO. PERMIT NO. 9g 4-4- -CONIRACTO . . u-) TEAA fL) r1jN;1S'1 PR OJ CT NAME g& <-iE cP CLrf PECTION ADDRESS . 1i'7 BqWMAQ \Ot\\.I1 Ai1O ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGj, SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MITES, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): /cT?2 AiZ2. ES Z 11 i93< CONTRACTORS EQUIPM NT! MANPOWER USED: 40-Eeric=,E0 UJELbERS RaJiEW1) 1- [jQ) WELUIL)(1 AREA, GRID LINES. PIECES OBSERVED: F A4CWI LYr 3M ES A400 I 'iZE1) P2 4F) ICJi) I r UP c Tb CrkA ) L J (l)L) kj Cfl ID S TEAJ5 I O ki I k) E CDF Bo cr7 3C T c e. b fux R BFIA U PFA.4) :SFbT Cckik.)(-i u)rn YktzJ PEW STRUCTuRAl. NOTES. DETAIL, OR RFIS USED: / - REMARKS. INCEUDINOAIEMMGS. k' SFFCJ/1L :I7iSpflOkJ FRFM ) &P tMJJT fl4M U iEIi7TS CLbE. ) T i u i -r 472S \AJ i LL B y7) Rt47r-j) / k) fl E Lb I k) C&j 3t) j(2fl J wrn4 I iT ou Cc PLTF-J) BC-A" T?) Co LU k4 j . \Ac S icSo, i RE WORK AS PERCENT OF ALL WORK TODAY: . PERCENT PROJECT COMPLETION: WEATHER: () tJE'4'S7 TEMPERATURE g L) I SAMPLES TAKEN: TESTS REOUIRE VOT SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAWL TIME . VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL. INVESTIGATION RECOMMENOAt0 AND I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 97 .: Signature Date 01 Report ICBO Certification Number _CQn n' & tkk, . . .5 74< .• . .' Print Name . . . . City! County Certification Number A A DSA I OSHPD REPORT a. COrjorate Office 2992 E. LaPalma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Far. (760) 735-8979 TYPE OF WORK NSPECTOR - 0 FECHNICAN ST)C - .6L S1Ft - AVAILABLE -ePeR11',1N) APPROVED PtANS)N) SPECS (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT 13 PA FOR WEEK ENDING /q /00 PROJECT. NO. 6512- ENGINEER REPORT NO. PG Of CONTRACTOR 1J,&iTEM4,J Cjq PUN FILE NO. PERMIT NO. SUB-CONTRACTOR .. Asr2j T)c L C)J PROJECT NAME CO3TJE INSPECTION ADDRESS 1 91, PI EL/'1AE OAKS WA'). (.A is B1ff ADDRESS OF PROJECT S4L.j IREPORTING REQUIREMENTS: ICBCPtELD INSPECTION MANUALIMTGi. SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECFOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): ASiMA51Z 1 tJ232LEcrDc€S , A7-5 OL15 CONTRACTORS EQUIPMENT! MANPOWER USED: Si cn c-, rL \jkt5 (i>rs 4?E0 u3 Ob+ Wh -j4o\ AREA. GRID LINES, PIECES OBSERVED: &g BiJJ - *4- P vU Mtn i -br(i D -2'-\4-) )-€ck eA 4r up p -ier -v ho XA KJ Ck3T C UJEL) 1iC1 1s &cr —r1 ii / 4C2 Qsr STRUCTU NOTES, DETAIL. OR RFIS USED: (2Th 5 f • ,&'i rn'L'.J S DDI)J7 &1?L) IELcThJ )fLY t)/fl) 0r — Auwr R REMARKS. !NUDN6 MEETiNGS: weLpeks 4:b/z- AuD TECJ-1AJ k1S, 2OMPrJ WELflS LLRE I kP-11 '• Ljr,-/ fy r7i) - t1io/1 - u/i tj 5827 I-Yi2D I JFE &2T1' ) — S/i 17 R5vLYS REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: OflF1 '-/ (, TEMPERATURE . C) f\ / SAMPLES TAXEFt TESTS REQUIRED. VT Tb 8. AT L.4-r SC-IbVLD . b4TE SITE TIME START: "7kIII SITE TIME FINISH: LUNCH PERIOD: - TRAVEL TIME: ______________________ VERIFIED SY O14 14 U %C11117 lildi LIIO dUUVC IJUUeU III )I.UUII WCIIIIdU III accvruarice Wit" we appruveu pIdDsanu speviiiuoris erie we rus aiw regUlauu115 ci uie Department of General Services (Title 24).-1 certify under penalty of perjury that I know the contents of these reports and that all of the above statements are true. Signature Date of Report IC8O Certification Number CDflflI(?,SIJkiY))fl : WEY( . . 6) _74C': Print Name • . • • City / County Certification Number Rev: 7/97 - I '' . • Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 135-5060 Far. (760) 735-8979 DSA I OSHPD REPORT TYPE OF WORK -- AINSPECTC)R - 0 1ECHNICAN 5i12 vCi'U £ 5 1L- AVAILABLE SPECS((N) APPROVED PtAN APPROVED SHOP ORA Mw ARCHITECT )3r , FOR WEEK ENDING FOR ,q /c PROJECT. NO. / i— /$t 5-AC5 ENGINEER REPORT NO. PG Of / CONTRACTOR w JJT-M4/J PLAN FILE NO. lP1 g54' SUBCONIRACT)RJ 7eJ)4 1-O J4 t- PROJECT NAME eaw6es-T6,0116 INSPECTION A)RESS / '1/7 P4iiwwe KS WA)' &L) ADDRESS Of PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUALJMTGt. SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORKDAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN ADEHCIENCY YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMITA COPY WITH YOUR WEEK'S REPORTS. UATERIAI.S USED B',,NTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAl. TEST REPORTS): CONTRACTORS EQUIPMENT I MANPOWER USED: I is ute.. AREA, GRID LINES. PIECES OBSERVED: (-ie.iDL/1-1 (iD 103 —j o eics ii we STRUCTURAl. NOTES. DETAIL. OR RFIS USED: REMAS INWIDING AJEETING.S. o' rs1oAJ/1o1 'iXs 4-i- A& LDc,q7-,s. CILJ4.tD (Li e.-77g,AJ v &) REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: SL)k)K3 TEMPERATURE SAMPLES TAKEM TESTS REQUIRED: %Jj5V/3 L_. SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED This is to certify that the above reported inspections were made in accordance with the approved plans and Department of General Services (Title 24). I certify under penalty of perjury that 1 know the contents of these n Signature . . Date of Repott ,, &Su. b i&i n A1)Lu) Print Name nd the tples and regulations of the all 01 the above statements are true. ICBO Certification Number 5o 7'1O - City / County Certifidtiön Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2914 - Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 DSA I OSHPD REPORT TYPE OF WORK INSPECTOR - - 0 TECHNICAN EP'/ P /14IAJ AVAILABLE S0IER1Oft1N$-.. SPECS N) AovoPUNs ARCHITECT FOR WEEK ENDING PROJECT NO 2. ENGINEER ___________ - CONTRACTOR . REPORT NO. PG OF 11 1'IEMfJ : PLAN FILE NO PER NO. SUB CONTRACTGR COO -/CrtD INSPECTION ADDRESS q1 - ppuWv1 F ''Afr$ u)I.y 42LAI . ADDRESS Of PROJECT S41AE REPORTINGREQUIREMEN1S: ICBO FIELD INSPECTiON MANUALIMTGt. SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MITES, AND REIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO, OR TERIAI. TEST REPORTS: Ur'-J12E4 ALtJ5 5)M1C.)L 317 CONTRACTORS EOUIPMENT/ MANPOWER USED: ) mg)") 1 Iu7Z) 1L4MJ'1EE A I2 ('I)M Sl+ AREA. GRID LINES, PIECES OBSERVED: jjjj T S (2OLUML) S - 2 i ADPI-flhi -To T cc. 4wJ iu 2 1 P MSLLx1F7'E COLVM,)5 2.C4i1 213lb) 1LLb L) O Qt2Y LD cçfl 010 STRUCTURAL NOTES. DETAIL. ORRFISU . py REMARESINaUOP4GM(EnNGs: DPn-) 5/7-E e2E HZXe 01- 4a ESS F i-)oA q 7LLJr' O&) piER '4 R M EAJ b,'-riD c irnL of 10 EbD3 REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER So L)L)>I /00 TEMPERATURE SAMPLES TAKEN: TESTS REGUIRED: SITE TIME SITE TIME FINISH: LUNCH PERIOD: LtRTJ1 VERIFIED BY: This is to certify that the above reported inspetions were made In accordance with the approved plans and specifications and the rules and regulations of the Dep nt of GLeral Services (Title 24). I certifyunderpenalty of perjury that I know the contents of These reports and that allof the above statements are true. .'W)(fl- gr • . Date of Report ICBO Certification Number. fl41St>/)/ 4o Print Name. City/County Certification Number Rev 7/97. n Corporate: . Branch: 2992 E. La Palma Ave., Suite A 7313 Carroll Road, Suite G Anaheim,CA 92806 San Diego, CA 92121 Tel: 714.632.2999 Tel: 858.537.3999 Fax: 714.632.2974 Fax: 858.537.3990 Branch: 441 W. State Street El. Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK .,XNSPECTOR . J 0 ITCHNICAN £7??2.:T-g)d.j ,77E?'J6-Z7/ ,/i/ic' AVAILABLE SOIL REPORT CO (N) SPECS (N) APPROVED PLAN(N) ,oviovD SHOP DRAWING CO (N) ARCHITECT 11 . l r1- FOR WEEK ENDING &5w 20.00 PROJECT. NO. C,S/ L —4OS- ENGINEER REPORT NO. PS / Of / CONTRACT PLAN FILE NO. PE NO. SBOOR oJ 2&'3 ?xov & I INSPECTION ADO 57s I) L4j' £44 , 04 ADDRESS OF PROJ T I I /9/7 W195/ 4. REPORTING REQUIREMENTS: ICBO FIELD INSPECI1ON MANIJAIJMTGi. SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TT REPORTS): I, 2,14 41swepI 4 CO ORS EQUIPMENT/ NPOWER USE 2 -,N,4:17O24t., - AREA. GRID LINES. PIECES OBSERVED: 4Iede3y *— ZY' .5?7 'rO /2P7' 1&'gtL -V v1 Q 4 ,4:egil J3z/ cr7?ilG-1 i -7s (iw. 3 r46yS, i ir ) c1saO) /V~7V0 /9A1~: )5;.-233 2nm 7/AJE7&Z ,4yJ ? STEWCTURAL NOTES, DETAIL. ORRHSUSEC,: .z 10 VIW6~_ ,7VP,JG- 4r pJ 7 ,4#V7 7t7Li'9 '— REMAR , INWJOIA'G AE71 CS: .,SoQJ9- 74s 8FV2tzw, REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATRER: TEMPERATURE . SAMPLES TAKEN:/ft,--7_S & (3 &c73/3 1073) TESTS REQUIRED: Y160.4 I- SITE TIME START:_b 9O SITE TIME FINISH: _________________ LUNCH PERIOD: TRAVEL TIME: ______________________ VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLYOBSERVEP ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMEND, AND/ OR THf APPROVED PLANS, SP CIFICATI AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 7 . . . . dO (/73 so I2.CO ,4.i..is - SInature Date of Report ICBO Certification Number i',, Print Name / . . City ICounty Certification Number .-... Rpv: 7191 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 FIELD REPORT TYPE OF WORK INSPECTOR 0 TECHNICAN AVAILABLE: SOIL REPORT (V) (N) SPECS (N) APPROVED PLANS(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT A FOR WEEK ENDING PROJECT. NO. I el 2. 3 ô ENGINEER . REPORT NO. 07 PG / OF / CONTRACTOR PLAN FILE NO. PERMIT NO.vs-Yf SUB-CONTRACTOR PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH RE ORT NO. OR MATERIAL TEST REPORTS): 4 s A5 CONTRACTORS EQUEN ED: I AREA GRID LINES. PIE OD4J ' STRUCTURAL NOTES, DETAIL, OR RFI 4J cLM; REMARKS. INCLUDING MEETINGS: REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: ,% WEATHER: ç1't.'4' V TEMPERATURE: 7 ' SAMPLES TAKEN: TESTS REOIJIRED SITE TIME START: JW3 P"' SITE TIME FINISH: LUNCH PERIOD: ___________ TRAVEL TIME: VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE S AND ROVED 00 NS ND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED I OR Y/!ICATIONSA / Sign Dale of Report Print Name \ CBO ssw ICBO Ci°2851985 thcati on be Numr c1jS 7t City / County Certification Number Rev: 7/97 r:MTG Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE'OF WO K ) )pSPECTOR 0 TECHNICAN / AVAILABLE: SOIL REPORT (Y) (N) SPECS (((N) APPROVED PLANS (N) APPROVED SHOP DRAWING (Y) (N) ARcTp4 IN F7 j7 IPR9JCT.NO t EN REPORT NO. ) OF / CONr,ACjr9R PLAN FILE NO, . SU,.CQTRACTOR / LI i OJECT NAME (NSPGTION AD RESS Hi DDRESS OFQIECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MA IA USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): Li CONTRACTORS EQUIPMENT! MANPOWER USED: AREA. GRID LINES. PIECES OBSERVED:J 111n1 A) 11 . 4/41 /e je/j. /4,o 4/ STRUCTURAL NOTES, DETAIL. OR RFIS USED: REMARKS, INCLUDING MEE7INGS'A //,-,-, y1/ ' '7/ '- 062 /j L '7 IRE'WORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: .)4J.AJ._. TEMPERATURE: SAMPLES TAKEN: --'' TESTS REQUIRED: - SITE TIME START: SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH T E SOIL INVESTIGATION RECOMMENDATIONS. AND / OR3Hre€D NS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE UNLESS OTHERWIS IN THE DEFICIENCY REPORT AWS JIMMY S. BUR[EC eifW cation NLImber - J Certification Number OOOO461 f Print Name Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MW. FIELD REPORT Branch Office 904 Rancheros Drive, Suite I San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF WORK 04NSPECTOR OTECHNICAN 1..) ti._b i ,...), (, AVAILABLE: SOIL REPORT (Y) (N) APPROVED PLAN(N) SPECS(N) APPROVED SHOP DRAWING (V) (N) ARCHITECT - FOR WEEK ENDING I PROJECT. NO. I 6 —l32 ENGINEER , REPORT NO. PG / OF / CONTRACTOR PLAN FILE NO. IPERMIT NO. SUB-CONTRACTOR PROJECT INSPECTION ADDRESS /1/7 ciL ADDRESS OF PROJECT f3i-ir-i )ItdM7 P,. Ajd REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAl. TEST REPORTS): A /Aco/A r-' CONTRACTORS EDU / I MANPOWER USED: (30-al- AREA, GRID LINES, PIECES_OBSERVED: - o (Wd 'eh&1 4O VO I 5. - UGJI'IAL T€C OFTAIL OR B-M6€: ØZ) ,4/2. 31t 3- -97 ) / A€J-,W8t01W3 MEfflW8 /7 q - REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: 2 Z - TEL. L. WEATHER: 'S _,94..IftJ / - SAMPLES TAKEN: TEMPERATURE: 7 f./ 0 TESTS REQUIRED: vi S _4 (_. /A).pL.c-'i-1 O'J SITE TIME START: _____ SITE TIME FINISH: O..5 LUNCH PERIOD: #r?s TRAVEL TIME: VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, HL UJ SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED I/ ANS, SPE , ONAPPLICABLEC IN THE DEFICIENCY REPORT / WtWAM J. REEVES Sig ,5i4ie Date of Report I1BNL $Vk/ - 1028519-85 Print Name City / County Certification Number Rev: 7/97 Corporate Office 2992 E. La Palma Ave., Suite 'A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 GL FIELD REPORT Branch Office 904 Rancheros Drive, Suite 1 San Marcos, California 92069 Tel: (760) 735-5060 Fax: (760) 735-8979 TYPE OF WORK 4NSPECTOR 0 TECHNICAN £)E. Lb,J'$ f/I_L_.) AVAILABLE: SOIL REPORT (Y) (N) SPECS(/(N) APPROVED PLAN(N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT -7-Z/i) T. No.PA FOR WEEK ENDING 7 ROJEC ~ ENGINEER REPORT NO. PG / OF / COMTRACT ) AJ . PLAN FILE NO . 'PERMIT NO I SUB-CONTRACTOR WAAA /ao.) PROJECT NAME c' INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORKDAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR 7RIAL TEST REPORTS): CONTRACTORS EQUIPMENT/ MANPOWER USED: AREA, GRID LINES, BED:. 7-S ca ,dL4 -t/ . Sze- ,ed, ULi A4 i4 / etcAtJ / - 2- . STRUCTURAL NOTES, DE4IL. OR RFIS USED: REMARKS, INCLUDING MEETINGS. REWORK AS PERCENT OF ALL WORK TODAY: 7-5-76 PERCENT PROJECT COMPLETION: fO 7.. WEATHER: 5 U/J#y' TEMPERATURE: l7 6 SAMPLES TAKEN: TESTS REQUIRED: L115 i1A-. TiOA) SITE TIME START: 6) 6 :_3I: SITE TIME FINISH: LUNCH PERIOD: 0- .S Ha_s TRAVEL TIME: VERIFIED BY: I DO CERTIFY THAT I HAVE PEBSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS, AND/OR THE A'YVEDNS SECTION OF THE IONS AND APPLICABLE SEC BUILDING CODE, UNLESS OTHERWISE NOTED IWMAMCSPMEVES ICBO SSW re ICBO CeiIO8JJI?85 Dale of Report City / County Certification Number Print Name Rev: 7/97 Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK ..(gPECTOR LA T- 0 TECHNICAN (,4 AVAILABLE: SOIL REPOfl1') (N) APPROVED PLANS( (N) SPECS (N) . APPROVED SHOP DRAWING (Y) (N) ARCHITECT Pfi FOR WEEK ENDING PROJEC . NO. ENGINEER /A/ A (y-/1/./\ REPO INO. PG OF CONTRACTOR PLAN FILE NO. PERMIT NO. cy SUB-CONTRACTOR PROJECT NAME INSPECTION ADDRESS 29co )/- DRESS OF PROJECT & REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/MTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., ALL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): ,400 -. 0 CTORS EQUIPMENT / MA P WER USED: /e) r ( Ljcc'/cL 5 AREA, GRID LINES. PIECES OBSERVED: 3C ST CTUR.AL NOTES. DETAIL. OR RFIS USED: t_tr - REMARKS. INaUDING ME 65: jl z-y0 / kA 04 ' 127 12, 1<.j1974L; 4" REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT. COMPLETION: WEATHER:' SAMPLES TAKEN: -..____------------------.-----.... TEMPERATURE: , TESTS REQUIRED: (A 7 SITE TIME START: / c7L.,'(.J SITE TIME FINISH: LUNCH PERIOD: _______________________ TRAVEL TIME: VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT.THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECO1ENDATIONS, AND OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT /O PLA CIFICATIONS AND APPLICABLE SECTION / Dale oI&'y/ ICBO :7 , tion Nu6Iber 'Y7' Z-,, ________ Print Name City / County Certification Number Rev 7/97 Corporate: 2992 E. La Palm, ., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT COVERING WORK FOe_,_.tG AVAILABLE SOIL REPORT ('v) (N) APPROVED PLAN (N) SPECS/ J)) APPROVED SHOP DRAWINGS (V) (N) ARCHARCHITECT A . FOR WEEKENDING I I PRJ. NO. 572.-L3 oc ENGINEER p REPORT NO. ) PG / OF I CONmoJ , PLAN FILE NO. NO. PERMIT /-_-; SUB.CONTR4CrOR ),Q INSPECTION ADDRESS ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL I MTG SOIL MANUAL MATERIALS USED (TEST REPORTS): EQUIPMENT/MANPOWER USED: ( (h C_ ITEMS OBSERVED (OE1IL N lo, /j j, Jds1 L pA . t( ( Q - WEATHER:7 2..- - 1) '- .A) SAMPLES TAKEN TESTS REQUIRED Vi 5c4L- /I)$C_T?OA-) DEFICIENCIES CLEARED: UNCORRECTED DEFICIENCIES. MISSING RFI /CO ADDITIONAL TESTS REQLIIRED. 5e- 7 START: .O TIME FINISH: /c O° AUTHORIZED BY I hereby certify that I have observed the work listed above and that it complies with the soil investigation recommendations, and I or the approved plans, specifications and applicable sections of the building code, unless otherwise noted. / 171 ::o ICBO SS•W VQCI '• WUJAM J. REEVES 96060571 SiTture Date of Report cv; Print Name . Rev: 5/95 Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF ,INSPECTOR 0 TECHNICAN L) AVAILABLE: SOIL REPORT IV) (N) SPECS( (N) APPROVED PLANS (N) APPROVED SHOP DRAWING (Y) (N) ARcHITp FOR WEEK ENDING 7/5Ø IPRCT. NO,. I7-5 ENGINEER(S ,i,) 12 REPORT NO. PG / OF / CONTRACTOR PLAN FILE NO. IPERMjj SUNTRCTOR Ji(c 4-.ô t/ /Nct PROJECT NAM E / Co,-p CA) Ir 7,Q7oRcp/ Fl ADDRESSOFPROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS 9.ED BY CONTRACTOR (INCLUDE R,S)1CH REPORT NO. PR MATERIAL TEST RE,PORT: 6 1 t3a&b, /(3(/9/ t7// CONTRACTORS EQUIPMENT/MANPOWER USED: C/D .Pr. AREA. GRID LINES. PIECES OBSERVED: / 'I ELJ , y &,L ,L, ,,Le,. ,ç Lei-L (i Jdi ( Ai 44in,n '/ 3 & 2 44 1) LI L( STRUCTURAL NOTES, DETAIL. OR RFIS USED: 5" _• ••:: .•? / / , REMARKS. INaUDING MEEflNGS: y0e /e(x c' 41J L)<Le 111 t,2 UT -P) 1/ /A1 k94 2 A) 14)t JJec,lL/'f9 . REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: SAMPLES TAKEN: TEMPERATURE: 0 TESTS REQUIRED: SITE TIME START: V,i 7',t')5O SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: - /1'?, '/1/' VERIFIED I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND / 0 E APPA V PLANS SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT 1/ i((ntre Dale of ReJrt ICB ertification Number j/1v1 (Ar(e( - ,P, * Pint Name City I County Certification Number Rev: 7/97 Corporate: 2992 E. La Palma .., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite L San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT COVERING WORK FOR (d..C...t.Lr./) AVAILABLE SOIL REPORT (Y) (N) SPECS N) I.)2-&L.J APPROVED PLANS (N) APPROVED SHOP DRAWINGS 1' ARCHITECT FOR WEEK ENDING . I PRJ. NO. I ç a- c7S ENGINEER REPORT NO. PG / OF 2..... CONTRACTOR _________ PLAN FILE NO. i PERMIT NO. SUB -CONTRACTOR I ,'rvA.w /, va} PROJECT NAME P— 'r?,'Ui C-10 fP carP— - INSPECTION ADDRESS /9/7 4nS4 kd ti -L/ ADDRESS OF PROJECT ,ri) REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL I MTG SOIL MANUAL MATERIALS USED (TESREPORTS) t3t/4sObU/1137 EQUIPMENT/MANPOWER USED: . _ ITEM5 DsSERvED(nI j 7 i Id i s f pcE, tO F/ ce -Ff . 0S .. WEATHER: SAMPLES TAKEN 7 7. u TESTS REQUIRED //t)/L /5y1e1,) DEFICIENCIES CLEARED: UNCORRECTED DEFICIENCIES MISSING AN C ADDI DNA S S REQUIRED: ,4-;_ TIME START: 312 TIME FINISH: /570" • AUTHORIZED BY I hereby certify that I have observed the work listed above and that it complies with the soil investigation recommendations, and / or the approved plans, specifications and applicable sections of the building Code, unless otherwise no /4n3Wft/ Me of /851985 C) I9 Print Name - S T7'1 3-cqD WELDING CERTIFICATION . LABNO9658 DATE OFTEST 4/27/96 THIS IS TO CERTIFY THAT L. HAS SATISFACTORILY COMPLETED AND PASSED ING TEST REQUIREMENTS OF THE UNDERSIGNED TESTIFI THAT HE WI SSED E WELDING AND . S FOUND THE CANDIDATE 0 E COMPE THE REVERS OFTHISCARD INSPECTOR C ACORPORA O)588 .. WELDING CERTIFICATION 96-210 . 6 /1/96 LAB NO.______________ DATE OF TEST THIS IS TO CERTIFY THAT ROBERT ?A3 1019WRSE AS 01 HAS SATISFACTORILY COMPLETED. AND PASSED THE WELD- ING TEST REQUIREMENTS OF THE UNDERSIGNED TESTIFIES THAT HE WITNESSED THE WELDING AND FOUND -'rME CANDI TO BE COMPET AS4DETAILED ON THE REVERSE OF:THI . A . I INSPECTOR :. . CH&A CORPOR N: WELDING CERTIFICATION . •• S. LAB NO. _9E-O474 DATE OFTEST 04/11/96 THIS IS TO CERTIFY THAT ROBERT 1ITTLE (WHOSE SIGNATURE APPEARS ON REVERSE) HAS SATISFACTORILY COMPLETED AND PASSED; HE W?LDING TEST REQUIREMENTS OF AWS Dl 3-89 VNED TESTIFIES THAT ALL TESTING WAS PERFORMED PRIATE AC PTANCE MANUALS AS DETAILED ON THE US CAR ST NG CINSpECTION INSPECTOR WELDING CERTIFICATION 96-0347 . 01/16/96 LAB NO. DATE OF TEST THIS IS TO CERTIFY THAT ROBERT WHITTLE S. (WHOSE SIGNATURE APPEARS ON REVERSE) HAS SATISFACTORILY COMPLETED AND PASSED THE WELDING TEST REQUIREMENTS OF • AWS D1.4-92 . .• •. . • .5 THE UNDERS D TESTIFIES THAT ALL TESTING WAS PERFORMED BY THE AP ROP ATE ACI8'TACE MANUALS AS DETAILED ON THE F T • REVERS I-s CARD./ s fs_) INSPECTOR T STING SERVICES &PEcTION . .:. ::.. •.....: . :. ww Corporate: 2992 E. La Palm. a., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 -ky. Branch: 7313 Carroll Road, Suite San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax 760.482.0650 FIELD REPORT COVERING WORK FOR / ( . AVAILABLE SOIL REPORT (Y) (N) SPECSN) APPROVED PLAN (N) APPROVED SHOP DRAWINGS (Y) (N) ARCHITECT FOR WEEK ENDING I I PRJ. NO ENGINEER REPORT NO. oz_ c / or J CONTRACTOR 4 .t) Yf...frl, PLAN FILE NO. ___T PERMIT NO. .r SUB-CONTRACTOR L iJe- L--- / PROJECT NAME fSVzQ_c..0#4? INSPECTION ADDRESS v ADDRESS OF PROJECT /1/7 REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL I MTG SOIL MANUAL MATERIALS USED (TEST REPDRTS): A/AsoJ'A3z-c1A3' / /L.7O/Fs I EQUIPMENT/MANPOWER USED: / / /4) ITEMS OBSERVED NQs / A1 7 b, jrJJZ -1d/ AL ZM s- -, LJL 7/5 3 'V/A £L 4- g ':! osz SAMPLES TAKEN WEATHER: r, C7 7 TESTS REQUIRED V/S C'A - /ceL_o,) DEFICIENCIES CLEARED: UNCORRECTED DEFICIENCIES. MISSING RFI / CO. ADDITIONAL TESTS REQUIRED: START: 7f TIME FINISH: /5.. AUTHORIZED I hereby certify that I have observed the work listed above and that it complies with the soil investigation recommendations, - and / or the approved plans, specifications and applicable sections of the building code, unless otherwise noted. WILLI AM J.REEVhS S$ure / Date of Report 1C60SSd J5 102E9Qmber Print Name _96G3O11 C -11-00 12:39P Ninteman-Lorn€r LLJII EJGI'€ERING 79.9615 07/11/00 11:18A P.004 Jul-11-00 06:50A Nirt -cornavtone A&B 760 603 50 7 4-30-1996 624AM RC$i gr IONAL IRON 58 673 4277 -- I / . P.03 P.3 CASAIERS USE OILY L CLE~K txP Ly AE y1JIOO RENEWAL FEE 237.6G Reinforcing Steel Manual P ocess ****** r UCEN E To act S ctirai teel - -Au tic i Process Bruce. Harrington THIS LICENSE VALID ONL 16131 Piin Lin WHEN SIGNED BY HOLDER W Huntington Beach CA 92647 N 99425 D partment of Building and Safety City of Los Angeles B 6 S M-100 (R-,'86) /\ 2992 E. La Palma, Suite A MO N TAA Anaheim, California 92806 Testing & Geotechnical, Inc. Tel: (714) 632-2999 Fax: (714) 632-2974 FIELD REPORT 5-3?3q7 8,gg-nancheros DriveSuiie E San Mare83, Culifoinia-92969 To464355Ofi0 Fax: (10) 7354979 COVERING WORK FOR - AVAILABLE: SOIL REPORT (Y) (N) SPECS(N) APPROVED PLANS (Y) (N) APPROVED SHOP DRAWINGS (Y) (N) ARCHITECT FOR WEEK ENDING I IPRJ. NO. ENGINEER REPORT NO. £21 PG / OF CONTRAcToR, PLAN FILE NO. ' PERMIT NO. SUB-CONTRACTOR L / zoAJ PROJECT NAME INSPECTION ADDRESS ADDRESS OF PROJECT q,7 14 i,4!) L4 -f'?6'0 f. REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL / MTG SOIL MANUAL MATERIALS USED (TEST REPORTS): A 3 6 / ,vo /A 3 4/A- 7 / &-€.,cz fS - . / 7-3 EQUIPMENT/MANPOWER USED: - o.a.-9 //A.) e_i- b L47— 'Z ITEMS OBSERVED (DETAIL NOS.): IOCTIOU OfK REIVIA 5 w -3- ufl IV,ttTINGS / Ir I (JL A--- '/2s--i- A-1 1 AL,-I P—P / 14rt- 41-&td fr WEATHER: vvL ~-ee- SAMPLES TAKEN TESTS REQUIRED V/ 9 0,4 L /iC.J $ DEFICIENCIES CLEARED: UNCORRECTED DEFICIENCIES, MISSING RFI / CO, ADDITIONAL TESTS REQUIRED: TIME START: 06 --30 - - TIME FINISH: / S-tJD AUTHORIZED BY,,,._......_ ) I hereby certify that I have observed the work listed above and that it complies with the soil investigation recommendations, and I or thepproved plans, specifications and applicable sections of the building code, unless otherwise noted. ICBO SSW "• . '---- ,, 1" 'ji:i Date of Report 10285*'9€5 Nu" WOW L Print Name ERIPiQ 858 7949815 07/11/00 1 A P.003 .i-11-00 06:49A N1ncemar.-Corne -stone A&B 760 b03 9260 P.02 4-30-19% B: 234t4 FROM INTERNATIONAL Ii 858 673 d277 P. 2 - T7T A 0 FY(\ EL. es-i. - - . - - / WIg26 •0 25 8 03* / p. \ P.C. pa.. PCR PLAN El. 12-74. TOP OF-EMBED Lire SO OS • - • - 1 t sst assa-es- cease- a_a t ' \• •J JuI. aaaa sac as C-act EMBED 20319 SECTION FA/1-4.2 sEcliOn K ( 5oi9j E8V - ff LA bU.7Tod. 1 •.•i.00 11:19A N$tep-CorVv%tOreA&D 760 603 9260 Ø -995 :3AM Fi.' rrTIOJ*.&. IRON 83 673 4277 / P.02 P.2 S.S.N.. 464-g1-g22n ..: .. .' .:...i.1. .i-..••:. - .... ... -..-.- RECORD OF. WELDING OPERATOR'S QUALIFICATION TEST PROCESS SMAW BASE ASTM A FILLER METAL - __METAL - 110-18 'THICK. 1 of NESS - POSITIONS 3U4J .lolNTsDuha REMARKS: . SIGNATURE .i7 RECORD OF WELDING OPERATOR'S QUALIFICATION TEST PROCESS SMAW BASE METAL - ASTM A36 METAL E-ijo-ig THICK. i H ')r' i/f' TT'I NESS I POSITIONS iOINTs Ou.a LAB NO__________ E OF TEST _' '" ' THIS IS TO CERTIFY THAT HORACIO MARTINEZ :-- (WHOSE SIGNATURE APPEARS ON REVERSE) HAS SATISFACTORILY COMPLETED AND PASSED THE. WELDING TEST REQUIREMENTS OF AWS 111.5 95 THE UNDERSISNED TESflF1ES THAT ALL TESTING WAS PERFORMED BY. THE APPH)PRIATE FIANCE MANUALS AS DETAILED ON THE EVERS11 OF HIS a414&t.S INSPECTOR TESTING SERVICES & INSPECTION WELDING -CERTIFICATION LASNO._97-0414 6ATEOFTEST_05/24/97 THIS IS TO CERTIFY THAT HORACIO MARTINEZ - (WHOSE SIGNATURE APPEARS ON REVERSE) HAS SATISFACTORILY COMPLETED AND PASSED THE WELDING TEST REQUIREMENTS OF 5-/i- oi2 THE UNDERSIGNED TESTiFiES THAT ALL TESTING WAS PERFORMED BY THE APecIqiIATE ACC~ANCE MANUAIS AS DETAILED ON THE EVERS4 Is INSPECTOR TESTING SERVICES & INSPECTION -__ WELDING CERTIFICATION LAB NO. _-I_ DATEOFTEST 05/17/97 THIS IS TO CERTIFY THAT HORACIO MARTINEZ (WHOSE SIGNATURE APPEARS ON REVERSE) HAS SATISFACTORILY COMPLETED AND PASSED THE WELDING TEST REQUIREMENTS OF AWS D1.5-95 THE UNDERSIGNED TESTTFTES THAT ALL TESTING WAS PERFORMED BY THE APPROPRIATE ACCEPTANCE MANUALS AS DETAILED ON THE REVERSE /~OFH71S 7*INSPECTOR TESTING SERVICES & INSPECTION YVLLRJ AMER 14111,11UM FUN LAB NQ— DATE OFTEST 05/17/97 THIS IS TO CERTIFY THAT HORACIO MARTINEZ (WHOSE SIGNATURE APPEARS ON REVERSE) HAS SATISFACTORILY COMPLETED AND PASSED THE WELDING TEST REQUIREMENTS OF AWS D1.1-96 THE U,W.SIONED TESTWIES THAT ALL TESTING WAS PERFOD BY THE 44PPMPRIAgi ACCEPV44CE MANUALS AS OWtED ON THE R THIS $Rt'7 REMARKS. --L1 tzcS SIGNATURE _________________________ S.S.N. 464-93-3220 RECORD OF WELDING OPERATOR'S QUALIFICATION TEST PROCESS BASE FILLER METAL ASTM A36 .METAL E7 1T-3 THICK. 1 . '(' // ' NESS POSITIONS JOINTS SINGLE VEE REMARKS. I SIGNATURE_1 S.S.N. 464- -3 RECORD OF WELDING OPERATOR'S QUALIFICATION TEST PROCESS FCAW METAL ASTM A36 METAL 71T-8 THICK. i ii, ' Jr fir SINGLE NESS POSITIONS ( JOINTS VEE REMARKS: J . Corporate: Branch: Aak 2992 E. La Palma Ave., Suite A 7313 Carroll Road, Suite G Anaheim, CA 92806 San Diego, CA 92121 Tel: 714.632.2999 Tel: 858.537.3999 ________ Fax: 714.632.2974 Fa)(: 858.537.3990 FIELD REPORT / Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 rrPE OF WORK I1NSPECTOR - 01ECHNICAN AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLANS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING I - i PRQJD'.T. Nfl ENGINEER (I') REPORT NO. PG Of CONTRACTOR " PLAN FILE NO. 1PERMITNo. SUB-CONTRACTOR PROJECT NAME INSPECTION ADDRESS 1 . ADDRESS OF PROJTCT . . REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAL/MTGL SOD., MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS. ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY. YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS LISED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPO S): '5 . '3 Si ' 7/5 , 1o(L 3D TS CONTRACTORS EQUIPMENT/ MANPOWER USED: AREA. GRID LINES. PIECES OBSERVED: ) 41.0 ôc ) O rvAle Vtc fri 77/i (-4cZ)1AJ t5c,7-fv7,s: 4-Z3 m LIAJcc /ply, L STRUCTURAL NOTES. DETAIL. OR RFIS USED: / REMARKS. INCLUDING MEETINGS. ' Vn T4E U.cuDIi (2Dmls . çi) ôt.iS !i,(sr4LLEL'. ( 14ffb (70MOOIT Avg STAUW U Frn -o n 15rm Amfor-cecl e-'. II REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE . 00! SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START:_(0; .O A4M SITE liME FINISH:_//:' LUNCH PERIOD: TRAVEL TIME: 7 '• " %'rC- Ei% U.)/'. VERIFIED ILD& "I 100 CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTI G A T I O N R E C O i A ' I O N S . LD /OR THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT PLANS SP C " ~ - R APPROVED lATlOEPLICABLESECliONOFTHE Signature Date of Report ICBO Certification Number - Print Name 0 City County Certification Number Rev 7)97 3' A' Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK (H1NSPECTOR 0 TECHNICAN Y') AVAILABLE: SOIL REPORT (Y) (N) SPEj'kN) APPROVED PLANS04 APPROVED SHOP DRAWING (N) ARCHITECT FOR WEEK ENDING 7-i S PROJECT. NO. 25 - ENGINEER 2' REPORT N PG / OF / CONTRACTOR PLAN FILE NO. PERMIT D. SUB-CONTRACTOR 774'f4i E; 4 PROJECT NAME (7-777 INSPECTION ADDRESS IOO &16WT ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATFACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): 151MJ•T T1i 1 M t 355p 30pst. CONTRACTORS EQUIPMENT/ MANPOWER USED: iS vi I ivp , AREA. GRID LINES, PIECES OBSERVED: vD ..,kjb f7fD7? ,4qey. II L: /7ZJ - //v 7)1 C47-7)>3 : 77 STRUCTURAL NOTES, DETAIL. OR RFIS USED: REMARKS, INCLUDING MEEI7NCS: FfC/6nJc/ :6A LJe I?:3—LLE.c•) REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: 'rVci(' V'IC TEMPERATURE: 7o ° SAMPLES TAKEN: TESTS REQUIRED: SITE TIME START: 0 - SITE TIME FINISH: I LUNCH PERIOD: TRAVEL TIME: I F4R VERIFIED BY: )( I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL IIESTlGATI0N RECOMMENDATIONS, I OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT I Signature Date of Report ICBO CertIfication Number -- (p0 . Print Name City / County Certification Number Rev: 7197 S Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK &rTNSPECTOR 0 TECHNICAN IE AVAILABLE: SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLANS (Y) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT FOR WEEK ENDING PROJECT. NO. ENGINEER ,...j . REPORT NO. PG OF 2......- CONTRACTOR JrEI1 PLAN FILE NO. PERMIT NO. Co ?9 -518 SUB-CONTRACTOR . PROJECT NAME INSPECTION ADDRESS -7 '\ ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECFION MANUAIJMTGL SOIL, MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS, AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATEIIIAL TEST REPORTS): - 4 -risis 4 '3 CONTRACTORS EQUIPMENT I MANPOWER USED: AREA, GRID LINES, PIECES OBSERVED: -Tke- )t7LT1ar, Q kOCIl &E .11- 1LDI3C= ( LIIWS : X,J 4 4B-2 T) STRUCTURAL NOTES, DETAIL. OR RFIS USED: REMARKS. INCLUDING MEETINGS: .",JFO'RcMJC M.45 VFcf&, & 5 €.. 4E4o , drLy -A--c- B_t - Loiiiovs - f.. Sopt,t, I OF cCIL REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: TEMPERATURE: '7? 0 SAMPLES TAKEN: - TESTS REQUIRED: SITE TIME START: jO' ° SITE TIME FINISH: (1 30 LUNCH PERIOD: _____________________ TRAVEL TIME: ______________________ VERIFIED BY: X I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INTIGATION RECOMMENDATIONS, AN R THE APPROVED PLANS, SPECJWTIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT _ / / O7?/ ,7 Signature Date of Report ICBO Certification Number w(f Print Name - City / County Certification Number 2992 E. La Palma, Suite A Anaheim, 'CA 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 MONTANA Testing & Geotechnical, Inc. 1318 E. Mission Rd., Suite 282 San Morcos, CA 92069 Tel: (714) 735-5060 Fax: (714) 735-8979 PUNCH LIST - DEFICIENCY REPORT /1 PROJECT NAME:0'-7eAJ6R-57ZD96 C PROJECT NUMBER: (6 / Z- ,>-O ' PAGE I of 2_ V NO. DATE FOUND DESCRIPTION OF CONDITION EXACT LOCATION PIECE NO. DATE CORRECT [NSPTD BY /(SitL ) I) ><) 1D DS ~/00 oVt PD4 OO V 15 4U - i 1- + L LI .. . -2 .J1 4// /L/OD I6vML . V~4 SIGNATURE: 717J/. PRINT NANIE: OP6 r/ p Corporate Office 2992 E. La Palma Ave., Suite A Anaheim, California 92806 Tel: (714) 632-2999 Fax: (714) 632-2974 TG % ~ ~ F~7m FIELD REPORT Branch Office 7313 Carroll Road, Suite G San Diego, California 92121 Tel: (858) 537-3999 Fax: (858) 537-3990 TYPE OF WORK -.NSPECTOR 0TECHNICAN AVAILABLE: SOIL REPORT (Y)(N) SPECN) APPROVED PLANSJN)APPROVED SHOP DRAWING(Y)(N) ARCHITECT FOR WEEK ENDING PROJECT NO ENGINEER A) REPORT NO. PG OF CONTRACTOR PUN FILE NO. PERMIT N SUB-CONTRACTOR PpECfl'3 XINS TIINS TION ADORE S , 2- 8 ADDRESS OF PROJECT ''° kfP1WfiNC EUIErENrs: ICBO FIELD INSPECTION MANUAUMTGI. SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORKDA Y , O R M I S S I N G M T R S . A N D R F I S , E T C . . F I L L O U T A N D A T T A C H A D E F I C I E N C Y R E P O R T WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS COR R E C T E D , S O N O T E O N T H E O R I G I N A L D E F I C I E N C Y R E P O R T A N D SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. O R M A T E R I A L T E S T R E P O R T S ) : CONTRACTORS EQUIPMENT! MANPOWER USED: AREA. GRID LINES. PIECES OBSERVED: /, STRUCTURAL NOTES. DETAIL. OR HIS USEG: -, REMARKS. INGE MEFTINGS: ._z___ e_'- - 5#16 e,-'s ,j - (,ie REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: SAMPLES TAKEN: TEMPERATURE: -- - . TESTS REIRED I SITE TIME START: _ SITE TIME FINISH: LUNCH PERIOD: TRAVEL TIME: _________________________ VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIt'INVESTi11ON RECOMMENDATIO N S . AND / OR THE APPRO S SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE, UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Date of Report ICBO Certification Number '00 V'.' Print Name City I County Certification Number 0_7K? Corporate: 2992 E. La Palma Ave., Suite A Anaheim, CA 92806 Tel: 714.632.2999 Fax: 714.632.2974 Branch: 7313 Carroll Road, Suite G San Diego, CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 Branch: 441 W. State Street El Centro, CA 92243 Toll Free: 877.563.TEST Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK INSPECTOR J TECHNICAN /2 &Z Al /Z C .L) AVAILABLE. SOIL REPORT (Y) (N) SPECS em APPROVED PLAN) (N) APPROVED SHOP DRAWING (Y) (N) ARCHITECT - FOR WEEK ENDING PROJCT. NO. ENGINEER REPORT NO. PC OF CONTRACTOR PLAN FILE NO. /c 4 PERMIT NO. . j lg is' SU9)NTRACTOR PROJECT NAME C..'fli C'ri2. INSPECTION ADDRESS I ' / 7 ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECTION MANUAIJMTGI. SOIL MANUAL REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY, OR MISSING MTRS. AND RFIS, ETC.. FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY. YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED, SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEKS REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH REPORT NO. OR MATERIAL TEST REPORTS): 3gc . ç. z. . c/-c ,"zt ' , ") °' ct oc CONTRACTORS EQUIPMENT! MANPOWER USED filly 772.-'cjcs AREA. GRID LINES. PIECES OBSERVED: . Ec-Dc- L': (-n A y .7 / ,r t o 0 — ,C 45 / / Z. REMARKS. INauo1NG *f71NGS: I 17 7o 4' L) g— /)~7 3) y,-2j' /. 3.7 y-ri'iA •S7/# REWORK AS PERCENT OF ALL WORK TODAY: PERCENT PROJECT COMPLETION: WEATHER: /'i'.;-1 zy / . SAMPLES TAKEN:/'r4' TEMPERATURE: TESTS REQUIRED: 0 ) t. wio. SITE TIME START: ________________________ SITE TIME FINISH: 00 -e- _____ LUNCH PERIOD: _______________________ TRAVEL TIME: /-0 VERIFIED BY: I DO CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL&('ESTIGATION RECOMMENDATIONS. AND / OR THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE SECTION OF1HE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Date of Report ICED Certification Number fTh i'tc '4 ,- Print Name City / County Certification Number Rev: 719 - Corporate: Branch: Branch: 2992 E. La Palma, ., Suite A 7313 Carroll Road, Suites. 441 W. State Street Anaheim, CA 92806 San Diego, CA 92121 El Centro, CA 92243 Tel: 714.632.2999 Tel: 858.537.3999 Toll Free: 877.563.TEST ArT.77Mk Fax: 714.632.2974 Fax: 858.537.3990 Tel: 760.482.0600 Fax: 760.482.0650 FIELD REPORT TYPE OF WORK NSPECTOR 0 TECHNIC.*N ghJ,7 . AVAILABLE SOIL REPORT (Y) (N) SPECS (Y) (N) APPROVED PLANS (Y) (N) APPROVED SHOP DRAWING )Y) (N) ARCHITECT FOR WEEK ENDING I PROJECT. NO. ENGINEER REPORT NO. PG OF CONTRACTOR mA) 7MA?U 01197. PLAN FILE NO. PERMIT NO. SUB-CONTRACTOR QuA TE' PROJECT NAME &//2i7'>i4J - y&," -'-'7 INSPECTION ADDRESS I 7 PAZ4ø?4it ADDRESS OF PROJECT REPORTING REQUIREMENTS: ICBO FIELD INSPECfION MANUAUMTGI. SOIL, MANUAL . REVIEW PREVIOUS REPORTS AND LISTS IF THERE IS NON-CONFORMING WORK AT THE END OF THE WORK DAY. OR MISSING MTRS. AND RFIS, ETC., FILL OUT AND ATTACH A DEFICIENCY REPORT WHEN A DEFICIENCY, YOURS OR A PREVIOUS INSPECTOR'S, IS CORRECTED. SO NOTE ON THE ORIGINAL DEFICIENCY REPORT AND SUBMIT A COPY WITH YOUR WEEK'S REPORTS. MATERIALS USED BY CONTRACTOR (INCLUDE RESEARCH RESORT NO. OR MATERIAL TEST REPORTS): &IZAfJa '/0 '/ i,I,IIi/.2 84,(c I2fle Igo 3 4q CONTRACTORS EOUIPMENT/ MANPOWER USED: ,'iAc9 RAi2• AREA, GRID LINES. PIECES OBSERVED: p m) ,41 /i-'c7/e Pc4 co p 4/J7Ao '' (AID ,y 2 "9Z4 cool e— ,q• Pi? p_c I.? /7 o,<'c,/ 'J" 0 77-ii? z-'i ,-t/s REWORK AS PERCENT OF ALL WORK TODAY: " PERCENT PROJECT COMPLETION: WEATHER: . - . SAMPLES TAKEN: ,t./E) ' TESTS REQUIRED:/ - TEMPERATU 70 SITE TIME. START: c— vv i 1" SITE TIME FINISH: '7s: V" 'r t-, LUNCH PERIOD: TRAVEL TIME: I '0 VERIFIED BY: 100 CERTIFY THAT I HAVE PERSONALLY OBSERVED ALL OF THE WORK LISTED ABOVE AND THAT THIS WORK COMPLIES WITH THE SOIL INVESTIGATION RECOMMENDATIONS. AND/OR THE APPROVED PJa&NS. SPECIFICATIONS AND APPLICABLE SECTION OF THE BUILDING CODE. UNLESS OTHERWISE NOTED IN THE DEFICIENCY REPORT Signature Date of Report ICED Certification Number \Af((, A . Print Name City I County Certification Number Rev: 7/ •• EsGil Corporation In !Partnership with government for Building Safety DATE: April 3i,.2000 U APPLICANT JURISDICTION: Carlsbad 0 PLAN REVIEWER U FILE PLAN CHECK NO.: 994548 SET: III PROJECT ADDRESS: 1917 Palomar Oaks Way PROJECT NAME: Cornerstone Corporate Center Building "A" - office building F-] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your infôrmàtion. Theplans are being held at Esgil Corporation until corrected plans are submitted for recheck. - The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ' * The applicant's copy of the check list has been sent to 1`7VN • Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted:V/ (by: ) Fax #: Mail TeIepho(( Fax In Person REMARKS: ,4(-"'pplicant shall provide a "Special Inspection Program" to the Building Official. B - All 2nd ffçor fixtures are routed through backwater valve. According to the applicants Mike Petersàn'apved 1/Pditions. Mike Peterson shall confirm this. By: Sergio Azue . Enclosures: ' Esgil Corporation GA IJ MB j EJ J P,C" 3/27 * ' trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In Partners/lip with government for Building Safety DATE: March 9, 2000 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-4548 PROJECT ADDRESS: 1917 Palomar Oaks Way SET: II O APPLICANT U PLAN REVIEWER U FILE PROJECT NAME: Cornerstone Corporate Center Building "A" - Office Bldg. LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The checklist transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: BPA Attn. Chuck Bush 4350 La Jolla Village Dr., Suite # 130, San Diego, CA 92122 Esgil Corporation staff did not':-advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan bheck has been completed. Person contacted: Chuck Bush Telephone #: (619) 453-1200 Date contacted: 31 to( oO (by: Fax #: (619)453-1913 Mail '.-'1Iephone Fax1,— In Person LI REMARKS: By: Sergio Azuela Enclosures: Esgil. Corporation LIGA E] MB EEJ F-1 PC 2/28 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 99-4548 II March 9, 2000 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 99-4548 PROJECT ADDRESS: 1917 Palomar Oaks Way SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 2/28 March 9, 2000 [[VIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following, items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City f Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. .' 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department'for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering 'and Fire Departments until review by EsGil Corporation is complete To facilitate rechécking,p!êase identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Carlsbad 99-4548 II March 9, 2000 The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of, the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly' describe them änd Where they are located on the plans. Have changes been made not resulting from this list? UYes - No 5. Applicant shall provide a "Special Inspection Program" to the Building Official. The Building Department will resolve this correction. Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served. Section 10042.4. Clearly show it on plans for Lease Space Ill and for Lease Space 112. Original correction is still applicable. See the attached ICBO interpretation. The maximum number of required exits and their required separation must be maintained until egress is provided from the structure. Section 1004.2.3.1. Original correction is still applicable. See comment to correction 10 above. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. . PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (1997 UNIFORM PLUMBING CODE) 1. Please show the elevation of the upstream public, or private sewer manhole cover. I see the backwater valve on the plans but I can't check for the proper floor routing without this information. Provide the floodrim height calculations for the fixtures shown on the second'• level. Only route fixtures with floodrim elevations below the referencedmánhdle rim should be routed through the backwater valve. Carlsbad 99-4548 II March 9, 2000 MECHANICAL (1997 UNIFORM MECHANICAL CODE) 2. Provide smoke detection in supply air duct of 'air-moving system' for required shut-off for smoke control as per UMC, Section 608 and also see Section 203. (SF-1) The symbol."SD" was added to supply fan 1, hOwever it is not referenced anywhere what this symbol refers to. Please clarify. "Air-moving system is a system designed to'provide heating, cooling, or ventilation 'in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space." Please provide the required smoke detection • in supply air duct of 'air-moving system' for required shut-off for smoke control as per UMC, Section 608 and also see Section 203. Note: If you have any questions regarding this Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen, at (858) 560-1468. To speed the review- process, note on this list (or a copy) where the corrected items have been addressed on the plans. C BALCONY STAIR COURT STA POSSIBLE ALTERNATE STAIRWAY LOCATION - REQUIRED LCO]NY EXIT SEPARATION COURT SIBLE ALTERNATE STAIRWAY LOCATION FIGURE 10-9 FIGURE 10-10 Figure 10-10, it is obvious that the two stairways cannot be (15 545 mm) exceeds,the 30 feet (9144 mm) shown in the ex- properly separated, and thus, an alternate stairway location ception]? would be required in order to achieve proper exit separation. The exception to Section 1003.3 refers to exits from Q• We request your interpretation of the exception to • . Section 1003.3 as it applies to the following Group (stair enclosures) are usedl& the exits. The distance involved B Occupancy layout in Figure 10-11. The direct distance sepa- is the distance ration of the two required exits is 38 feet (11 582 mm); one half a2!.totne enciosu. of the total diagonal distance is 50 feet 05 240 mm); the dis- The case described in your question and shown in FiPure tance between exits as measured along the center line of the To ices. In this case, an exit exit corridor is 51 feet (15 545 mm). Does the exit corridor out- Separation of 50 fifl5 240 ri'i?n) [quired by the code, mea- side the area served meet the required exception 151 feet sured in' a straight line between the two exits: OFFICE ' OFFI\ . ' THE DIMENSION OF TRAVEL ALONG THIS DOTTED LINE IN THE EXIT CORRIDOR IS 51 FEET. OFFICE - RECEPTIO 00. OFFICE SECRETARY AREA COFFEE RECEPTION CONFERENCE CORRIDOR OFFICE OFFICE 'OFFICE . OFFICE OFFICE For SI: Ifoot = 304.8 mm. FIGURE 10-11 77. . EsGil' Corporation In Partners/lip with government for Bui1Iing Safety DATE: December 28, 1999 1 APPLiCANT JURISDICTION: Carlsbad LI PLAN REVIEWER El -FILE PLAN CHECK NO.: 99-4548 SET:I PROJECT ADDRESS: 1917 Palomar Oaks Way PROJECT NAME: Cornerstone Corporate Centre Building 'A" - Office, Bldg. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected .and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant- contact person. . The applicant's copy of the check list has been sent to: BPA Attn. Chuck Bush 4350 La Jolla Village Dr., Suite# 130, San Diego, CA 92122 . Esgil Corporation staff did not advise the applicant that the plan check-has been completed. Esgil Corporation staff did advise the applicant that the plan, check has been completed. Person contacted: . , Telephone #: , Date contacted: (by: ) .. Fax #: . Mail . Telephone Fax In Person Lii1 REMARKS: , : • . By: Sergio Azuela Enclosures: Esgil Corporation GA Z MB Z EJ. F-1 PC 12/13 trnsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 99-4548 December 28, 1999 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 99-4548 JURISDICTION: Carlsbad IOCCUPANCY: B USE: Office ITYPE OF CONSTRUCTION: V-lhr ACTUAL AREA: 46,750 SF ALLOWABLE FLOOR AREA: 56,000 SF STORIES: 3. 14k X 2 (stories) X 2 (40 Yds./all sides) HEIGHT: 41 FT SPRINKLERS?: YES OCCUPANT LOAD: 467 REMARKS: Sprinklers are used in lue of 1 hr construction DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 12/10/99 ESGIL CORPORATION: 12/13 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Sergio Azuela COMPLETED: December 28, 1999 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and-access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, .1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised Plans: Carlsbad 99-4548 December 28, 1999 GENERAL 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculatidns/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering'and Fire Departments until review by EsGil Corporation is complete. . PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. 3. Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of theproject shown on the site planthat is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Sec. 106.3.3. 4. Please include the MOMENT FRAME CONNECTIONS on the cover sheet of the plans WORK REQUIRING SPECIAL INSPECTION list. 5. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be,submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. - . SITEPLAN 6. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on thissite plan." - V 7. Clearly designate any sideyards used to justify increases in allowable area based on Section 505. Provide hatching over the area covered. Carlsbad 99-4548 December 28, 1999 Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. Provide construction details if a part of this permit. . FIRE-RESISTIVE CONSTRUCTION Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in UBC Sections .709 and 710." . EXITS Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served. Section 1004.2.4. Clearly show it on plans for. Lease Space lii and for Lease Space 112. The maximum number of required exits and their required separation most be maintained until egress is provided from the structure. Section 1004.2.3.1. Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge." In lieu of the above, in a Group B occupancies, you may note "Provide a sigh on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." This signagé is only allowed at the main exit. Section 1003.3.1.8. . STAIRWAYS Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width. If a door occurs at the landing, such dimension need not exceed 36 inches. Sections 1003.3.3.5 and 1003.3.1.7. Clearly show it on plans at stairway # 2 on the third floor and on the first floor. . S 13. Stairways should be enclosed as specified in Section 1005.3.3: a) Usable space is not allowed under the stairs. Elevator equipment room under the stairway # 2 @ first floor level. . ELEVATORS Elevator shafts extending through more than two floor levels shall be vented to the outside. The area of vent shall be not less than 3 1/2% of the shaft area and a minimum of 3 square feet per elevator. Section 3004. . GLASS AND GLAZING Specify on the window schedule the glass type and thickness to show compliance with Table 24-A and Graph 24-1. 4 Carlsbad 994548 December 28, 1999 . MISCELLANEOUS LIFE/SAFETY 16. Note on the plans that suspended ceilings shall comply. with UBC Tables 25-A and 16-0. . TITLE 24 DISABLED ACCESS Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. ..• FOUNDATION Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. (Required by the soil report - page 14). MASONRY AND CONCRETE 19. Show height and construction details of all concrete and masonry walls. Chapter 21. Please revise the plans to show the same height on details 6 & 7 of sheet AI.3. ADDITIONAL 20 See attached lists for electrical, plumbing and mechanical corrections 'To speed up the review process, note on this list (or a copy) where each correction item has been, addressed, i.e., Olan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate: El Yes El No The jurisdiction has contracted wits Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. Carlsbad 99-4548 December 28, 1999 ELECTRICAL PLAN REVIEW .. 1996 NEC PLAN REVIEWER: MORTEZABEHESHTI Show the grounding system required for each building, .structure, or service. NEC 250-24, 80(a), 81(c). Provide GFI protected receptacle(s) within 25 feet of HVAC equipment (on sheets E3:2 and 3). NEC 210-8(b)2 & 210-63 Provide bonding-between hot water-supply and return to the mechanical yard. NEC 250-80 Note: If you have any questions regarding this electrical plan review list please contact .. Morteza Beheshti at (619) 560-1468. To speed the review process, note on this list (ora copy) where the corrected items have been addressed on the plans. PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (1997 UNIFORM PLUMBING CODE) Please show the elevation of the upstream public or private sewer manhole cover. I see the backwater valve on the plans but I can't check for the proper floor routing without this information. • The fresh air supply to the building seems to be surrounded by plumbing vents. Either the vents or the supply fan need to move. MECHANICAL (1997 UNIFORM MECHANICAL CODE) V Mechanical penetrations are not allowed into an exit enclosure. Please reroute the ducting shown for the exhaust fan. (first floor) so it is not shown installed through the exit enclosure. - Complete the mechanical plan notes shown for the mechanical yard on sheet M4.1. They are not referenced on the drawing The fresh air supply to the building seems to be surrounded by plumbing Vents. Either the vents or the supply fan need to move. Carlsbad 99-4548 December 28, 1999 29. Provide smoke detection in supply air duct of 'air-moving system' for required UM C, for smoke control as per UC, Section 608 and also see Section 203. (SF-1) "Air-moving system is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space." Please provide the required smoke detection in supply air duct of 'air-moving system' for required shut-off for smoke control as per UMC, Section 608 and also see Section 203. Note: If you have any questions regarding- this Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 5601468. To speed the review process, -' note on this list (or a copy) where the corrected items have been addressed on the plans. DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS The following disabled access items are taken from the 1998 edition of California Building Code, Title 24. Per Section 101.17.11 all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. - - SITE PLAN REQUIREMENTS . Clearly show onpians all accessible routes of travel bylines of arrows, including the slope of the route Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal, paths of travel, per Section 112713.1. Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc. 2. Show, or note that at every primary public entrance, and at every major function area along, or-leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility. Signs are required to indicate the direction to accessible building entrances and facilities, per Sections Iii 7B.5.7 and 1127B.3. t Carlsbad 99-4548 December 28, 1999 ENTRANCES AND CIRCULATION Revise plans to show that all entrances, and exterior ground level-exits, are accessible, per Section 1133B.1. Show that an accessible route of travel is to be provided to all portions of the building,to accessible building entrances and between the building and the public way, per Section 1114B.1.2. & ELEVATOR PROVISIONS 5. Show that a handrail is provided on one wall of the car, preferably the rear, per Section 3003.4.12. The rails shall be smooth and the inside surface ~IW clear of the walls at a height of 32"±l" from the floor. 6. Show on the plans to show that the inside of the elevator car complies with the following, per Section 3003.4.7b. The clear distances between walls, or between the walls and the door, excluding return panels, is: ~:80" by 54" (at center opening doors). ~!68" by 54" (at side-slide opening doors). The distance from walls to return panel is ~:51". . MULTIPLE ACCOMMODATION SANITARY FACILITIES 7. Note that if standard compartment doors are used, that the following will be provided, per Section 1115B.7.1.4: • • a) ~!9" clearance for footrests underneath. • b) 'A self closing device. If non-standard compartment doors are used, clearance at the strike edge as specified in Section 1004.9.2.2 is required. • END OF DOCUMENT . Carlsbad 99-4548 December 28, 1999 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 99-4548 PREPARED BY: Sergio Azuela DATE: December 28, 1999 BUILDING ADDRESS: 1917 Palomar Oaks Way Cornerstone Corp. Centre Bldg. A BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: V-lhr BUILDING PORTION AREA VALUATION VALUE [:BUILDING (ft.2) J7 MULTIPLIER::-]L ($) 11 Office Bldg. 46,750 64.00 .2,992,000 Air- Conditioning 46,750 3.60 168,300 Fire Sprinklers • TOTAL VALUE 3,160,300 LI 199 UBC Building Permit Fee '' Bldg..Permit Fee by ordinance: $ 7,668.50 LI 199 UBC Plan Check Fee Plan Check Fee by ordinance: $ 4,984.53 Type of Review: Z Complete Review Structural Only Ej Hourly Eli Repetitive Fee Applicable LI Other: . Esgil Plan Review Fee: $ 3,987.62 Comments: • Sheet of 1 macvalue.doc 5196 Citv -of . Carlsbad. I/ F Public Works - Engineering BUILDING PLANCHECK CHECKLIST DATE: 7_J I/oo PLANCHECK NO.: CB 9 /5'/2, BUILDING ADDRESS: I9l? 7?AS PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: - p9/ O /9 EST. VALUE: ENGINEERING DEPARTMENT APPROVAL • DENIAL The item you have submitted for review has been Please se he attached report of deficiencies approved. The approval is based on plans, marked th 0. ake necessary corrections to plans information and/or specifications provided in your or sp ific ns for compliance with applicable submittal; therefore any changes to these items after codes and standards. Submit corrected plans and/or this date, including field, modifications, must be specifications to this office for review. reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. ' By Date LA Right-of-Way permit is required prior to construction of the following improvements: By: Date: NGINEERIN To ISSUE BuILDiN: By: Date: ATTACHMENTS ENGINEERING DEPT. CONTACT PERSON LI Name: KATHLEEN M. FARMER Dedication Application LI City of Carlsbad Dedication Checklist LI Improvement Application Address: 1635 Faraday Avenue LI Improvement Checklist Phone: (760) 602-2741 El' Future Improvement Agreement LI Grading Permit Application Li Grading Submittal Checklist LI Right-of-Way Permit Application E Right-of-Way Permit Submittal Checklist and Information Sheet LI Sewer Fee Information Sheet CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (760) 602-8562 By: Date: BUILDING PLANCHECK CHECKLIST SITE PLAN 1STJ 2ND/ 3RDI 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow D. Property Lines Existing & Proposed Structures E Easements Existing Street Improvements F. Right-of-Way Width & Adjacent Streets G. Driveway, widths ,5V 0 Ll 2. Show on site plan: A. Drainage Patterns Building pad surface. drainage must maintain a minimum slope of one • percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography El 1:3 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, - existing sewer permits showing square footage of different. uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE El 4a. Project d . oe§ not comply with the following Enineering Conditions of approval for PctNd/ CD- 2-8 Q l • Q 4b. All conditions are in compliance.. Date: H:WORDFARMERXATHYMASTERS\BuUdftig Planthed, Mist 8P000I Form KF.doc 2 Rev. 9/3197 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 2'' 3RD/ k 'J Q 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm I" drain or utility easements on the building site is required for all hew buildings and for remodels with a value at or exceeding $ , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application'form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS ID 6a. All needed public improvements upon and adjacent to the building, site must be constructed, at time of building construction whenever the value of the construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: • Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $_• so we. may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a .Building permit. . . . . Future public improvements required as follows: • H:\WORDWARMER'KAThMASTERS8uilding Ptantheck Cldst BP000I Form KF.doc 3 • Rev. 9J3197 'BUILDING PLANCHECK CHECKLIST St.' 2ndl 3rd/ 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the, Engineering Department. Future Improvement Agreement completed by: Date: C3 Q El • 6d. No Public Improvements required. SPECIAL NOTE: ' Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06:030 of the Municipal Code. 7a. Inadequate information available on 'Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 7b'. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough 'grading approval obtained prior to issuance 'of a Building Permit. Grading Inspector sign off by: ' • Date: l Li 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) ' Li Li Li 7d. No Grading Permit required. Li Li • Li 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS " • ' Li 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to:. street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: H:\WORD\FARMER\XAThVMASTERS\8uding Plantheckcklst BPO1 Form KF.doc 4 • Rev, 913/97 • BUILDING PLANCHECK CHECKLIST , 2fl 3rd'/' Li A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. LI 'Li LI INDUSTRIAL WASTE PERMIT If your, facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for assistance. ' Industrial Waste permit accepted by: Date:' : 'Li Li Li' 11.NPDES PERMIT Complies with the City's requirements of the National 'Pollutant Discharge Elimination System '(NPDES) permit. The 'applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by -' • the City Engineer prior' to , issuance of grading or building permit, whichever occurs first. . Li ' Li ired fees are attached Li No fees required ' Li Local Facilities Management Zone Transportation Fee Agmt Signed.- -U Li Additional Comments: H:\WORD\FARMER\KAThW.iASTERS\Suilding Planthedc Cidet BP000I Form KF.doc rl Rev. 9/3197 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. O Calculation based on building plancheck plan submittal. Address: 1c3 1? PJ0o-&1r_ O'C'es LJL1 Bldg. Permit No.99 LLS/ 3 Prepared by: Date,////.9V Checked by: Date: EDU CALCULATIONS:. List types and square footagès for all Uses. Types of Use: Sq. Ft./Units: _%. 7b/LØ .EPUs: Types of Use: . Sq. Ft/Units: _. . EDU's: ADT CALCULATIONS: List types and square footagesfor all uses. .. - . Types of Use: Sq. Ft./Units:' 0 ADTs: 3 3 . Types of Use Sq Ft./Units- FEES REQUIRED: . . . ' .. ...... . ... .. .3 - . :. WITHIN CFD: DYES (no bridge .4- thoroughfare f in District #1. reduced Traffic Impact Fee) -O NO U U. PARK-IN-LIEU FEE 'AW. AREA a 0- FEE/UNIT: X NO UNITS = $ o 2. TRAFFIC IMPACT FEE . . . I. .ADTUNITS:33 X FEE/ADT: 23 . . ,. =$3725/ ZONETPANSPORTATIONADT'S S3-7Sx OS .' =' - 133- 0 BRIDGE AND THOROUGHFARE FEE (DIST. #1' " DIST. #2 DIST; #3 ADT's/UNITS: . X °FEE/ADT: D FACILITIES MANAGEMENT FEE ZONE:________ . . UNIT/SQ fl:J 75V' c~FEE/SQ_uNlT:.: .. ,. 0 5.SEWERFEE PERMIT No. . X, EDU's: .FEE/EDU:/'7 93 $ BENEFIT AREA: DRAINAGE BASIN:______ EDU's: ,, . X . FEE/EDU:______ o SEWER LATERAL ($2.500) . . =$___________ o DRAINAGE FEES PLDA. HIGH _______/LOW______ ACRES:'/ X j?AC: TOTAL OF ABOVE FEES*: *NOTE: This calculation sheet Is NOT a complete list of afl fees which may be due. Dedications and Improvements may also be required with Building Permits. 711'y' v'aC' c21 10 Th#t1 PLANNING DEPARTMENT / BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check N0.9Q%'q3 Address IV7 wAfet./ Planner Van Lynch Phone (61 9) 438-116 1, extension 4447 APN: 2z-09/-- 19 /9 Type of Project & Use: Net Project Density: DU/AC Zoning: P i'i. General Plan: P= Facilities Management Zone: CFD,Mkut) #/'V Date of participation: 3--7-94 Remaining netdev acres: 'Qftle ' (For non-residential development: Type of land used created by - this permit: \-... \'. Legend: Z Item Complete Item Incomplete - Needs your action g F-]. F-] Environmental Review Required: YES NO TYPE A)t, DATE OF COMPLETION Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: K F IF] Discretionary Action Required: YES NO TYPE PiP APPROVAL/RESO. NO. DATE 2-30 PROJT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval /T t Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES____ NO)(- CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO____ If NO, complete Coastal Permit Determination 'Form now. Coastal Permit Determination Log #: 0 Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). '2) Complete CoasalcPrmit Determination Log as needed. : LII Inclusionary Housing Fee required: YES NO X' (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES ____ NO ____ (A/P/Os, Abivity Maintenahce, enter CB#, toolbar, Screens, Hoising Fee's, Construct Housing YIN, Enter Fee, UPDATE)) .1 Site Plan: 1. Provide a fully dimensional site plan,,drawn to scale. .Show: North•arrow,' property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing (• topographical Iines 2. ,cv-idéiegal description of property and assessor's parcel number. '\\ '\ ,\ Zoning: 2-('- Setbacks: (1 ).-(Frpnt:, Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Accessory structure setbacks: Front: ', :.- Required Shown Interior Side: Required <:i•i:- r j /f: Street , Side: Required' /v /d kf Rear: Required Shown Structure separation: Required • Shown J '3. ,Lot Coverage: - . Required'. - Shown 4. Height: Required VI Shown 1(7 5. Parking: Spaces Required /'P'7 Guest Spaces Required Shown (.-7 Shown Additional Comments_________________________________________________________ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE( Carlsbad Fire Department 990481 2560 Orion Way Fire Prevention Carlsbad, .CA 92008 (760) 931-2121 Plan Review Requirements Category: Building Plan Date of Report: 12/22/1999 Reviewed by: Name: Brian Paul & Assoc. U Address: 4350 La Jolla Village Dr. Suite #130 City, State: . San Diego CA92122 Plan Checker: Job Name Cornerstone/Bldg A ('Bldg # CB994548 ) Job Address: 1917 palomar Oaks Way. Ste. or Bldg.. No. Approved The item you have submitted for review has been.approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards.' Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Approved Subject to The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report' can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. D Incomplete' The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications' to this office for review and approval. Review 1st 2nd 3rd Other Agency ID FD Job # 990481 FD File # I' ii GNR - - 990 HIGHLAND DRIVE STE. 206 SOLANABEACJI;CA • ____ 9207.5 ENGINEERING, INC. TEL: 619-794-900 I STRUCTURAL ENGINEERS FAX: 619-794-9615 JOB NAME: CORNERSTONE BLDG-A .1 JOBNUMBER: 99.1140 A. CONTENTS SECTION ITEM PAGE I I. DESIGN LOADS D-I ROOF DESIGN R-I TO R-26 I . FLOOR DESIGN (3RD FLOOR) F-I TO F-57 .4. FLOOR DESIGN (21D FLOOR) F-58 TO F-82 5. COLUMNS AND FOUNDATIONS C-I TO C-37 I 6. LATERAL DESIGN L-1 TO L-I50 B. DESIGN CRITERIA GOVERNING CODES: . - 1997 UBC 1999 ACI NINTH EDITION AISC SEISMIC ZONE: ., 4 MAXIMUM SOIL BEARING PRESSURE . 3000 PSF MATERIAL AND DESIGN STRESSES CONCRETE F'c=3000 PSI STEEL REINF. Fy40 & 60 KSI CONCRETE MASONRY: Fm1500 PSI STRUCTURAL STEEL: Fy=36 KSI & 46 KSI BOLTED CONNECTION • A307 & A325 I•, GLULAM COMBINATION: 24F-V4 (SIMPLE SPAN) - SPECIAL INPECTION AS REQUIRED I • C. BASIC LIVE LOADS - ROOF: LIVE LOAD 20 PSF REDUCIBLE FLOOR: LIVE LOAD 80 PSF PARTITION 20 PSF • . BALCONY: LIVE LOAD 6OPSF (OFFICE) oc ES'1 - U • No. 435 Exp. 9- 0-03 i . 1 't - • Project: Cornerstone Bldg A Job: 970105 JI ;DESlGN LOADS S H1 .. • Roof Roofing 3 psf I Re-roofing • 1.5 psf , 5/8" plywd sheathing 1.8 psf. . . Roof trusses (framing) 1.5 psf insulation . 1 psf Ceiling ('T' Bar) 2. psf • : Mech. & Elec. • Sprinklers 2 psf • 1.5 psf • . S misc. 1.7 psf. I • S • DL 16 psf •,• LL 20 psf Floor Flooring • - 1 psf 1 1/2" N.M. concrete 18 psf I . • 3/4" plywd. sheathing 2.3 psf Truss Joist frmg. (1 9.2"oc) 4 psf • • Ceiling ("T" Bar). 2 psf I Mech. & Elec. • 2 psf S • •. Sprinklers 1.5 psf • misc. 1.2 .psf - S .1 DL 32 psf • LL •. 80 psf Partitions 20 psf ii Project: Cornerstone Bldg A .1 . Job: 970105. H' .1 Exterior Balcony S 3 1/2" N.M. Conc. 44 psf Si 3/4' plwd. sheathing 2.3 psf T. J. Framing (19.2" oc) 4 psf Insulation 1 psf I .. Ceiling ("T" Bar) 2 psf: 1 I . Sprinklers . 1.5 psf 1 misc. 1.2 psf .I . DL 56 psf LL 60 psf I . I I I . S. S S .5; JOB_ çerqc /1OP4 SHEET NO. OF_____________________ CALCULATED BY : DATE____________________ CHECKED BY__________________________ DATE Sr.Al F GNR. ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (619) 794-9630 FAX (619) 794-9615 T r JOB GNR L'V'r ODS,Q4 . SHEET NO.__ OF____________________ I . ENGINEERING, INC. .. ,CALCULATED DATE____________ 990 Highland Drive Suite 206 SOLANA BEACH, CA 92075 CHECKED BY___________________________ TEL (619) 194-9630 FAX (619) 794-9615 Ii ............. . .... j .4 . 1 GNR JOB o+ %4Q . V SHEET NO. OF - - I ENGINEERING, INC. CALCULATEDBY_____________ DATE___________ 1 .'. 990 Highland Drive, Suite 206 •.'. SOLANA BEACH, CA 92075 CHECKED BY_-_-. DATE ,TEL(619)794-9630 FAX(619)794-9615 - - - - . 11 JOB INIL1101 A hqci or, SHEETNO.___________________________ OF______________________ - CALCULATED BY_________________________ DATE /1 CHECKED BY DATE AIF GNR ENGINEERING, INC. 990 HIghland Drive, SuIte 206 SOLANA BEACH, CA 92075 TEL(619)794-9630 FAX(619)794-9615 GNR UENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 -TEL(619)794-9630 FAX(619)794-9615 JOB SHEET NO.- OF______________________ nvCALCULATED BY__________________________ DATE ______________________ CHECKED BY DATE £- - , - (P) co (iasS) I4O13flOOl1d - -. SL96-t'6L (619) XY 0996-6L (619) 13.L rj 4 aiva A8 aoaHO - SLO6 VO HV38 VNV1OS 11 90 e4jflg ot'a PUBIL1IH 066 All 031vinoivo 3N1 '9NuII3NI9N3 —jo fl - - £ ______ ON 133HS eor II"UN9 I I GNR I ENGINEERING, INC. 990 Highland Drive, Suite 208 SOLANA BEACH, CA 92075 TEL(619)794-9630 FAX(619)794-9615 JOB SHEET NO. OF___________________ CALCULATED BY_______________________ DATE CHECKED BY________________________ DATE SALF - lSThl4. JOB A r1 \ (o I GNR -,•.-•r . .SHEET NO. _I_'11' OF_______________________ • U .ENGINEERING, INC. o CALCULATED BY__________________ DATE_______________ 990 Highland Drive Suite 206 SOLANA BEACH, CA 92075 CHECKED BY A I DATE__________________ TEL(619)794-9630 FAX(619)794-9615 I .PROOET2Ol.I(SSMts)2a-I(Pad) .. •q A •ØA. - . . 4, - i-.. -.-? - .. . I GNR ENGINEERING, INC. SHEET NO. OF , I 990 Highland Drive, Suite 206 CALCULATED BY ' DATE '/ / 'SOLANA BEACH, CA 92075 V TEL(619)794-9630 FAX(619)794-9615 - CHECKED BY ' DATE 1 I JOB SHEET NO.______________________ OF__________________ I CALCULATED BY_' DATE &' GNR ENGINEERING, INC. 990 Highland Drive, SuIte 206 SOLANA BEACH, CA 92075 TEL (619)794-9630 FAX(619)794-9615 CHECKED BY DATE I I I I I I I I I I I I I I I I I - liuvlRJ ZU4-1 &l!SW-1 (I'1d). - I JOB GNR ENGINEERING, INC. SHEET NO. ___________ CALCULATED BY I OF_____________________ _______ I DATE____________ • U 990 Highland Drive Suite 206 I '- .' SONABEACHCA92075 - •CHECKEDBY . • DATE__________________ TEL(619)794.9630 FAX(619)794-9615 t SCALF . .. • t I I•. I . I. ... I .. 1 -. ... I.- ............................... 4 .. .i , .... I. Ii.........................1 il-il.......I.................. ......... .... I........1........ I .............. ............. .................... I 1.1 .I..I. ...... .................... -. •I..... . -,. .I.• .' ': . JOB SHEET NO. - OF_______________________ CALCULATED BY_______________________ DATE CHECKED BY________________________ DATE I GNR I ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL(619)794-9630 FAX (619)794-9615 Ka 2WI (tS)l (') I. jtw'INEERING, INC. I' .t1990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL(619) 794.9630 FAX(619)794-9615 J?B_4ro4u1L,'4 A SHEET NO. OF_____________________ CALCULATED BY DATE_________________ CHECKED BY - I 'GNR. I ENGINEERING INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (619) 794-9630 FAX(619)794-9615 141110JOB 0+ SHEETNO. i - CALCULATED BY DATE__________________ CHECKED BY DATE .1 L - , GNR . ENGINEERING, INC. 990 Highland Drive, Suite 206 - SOLANA BEACH, CA 92075 TEL (619)794-9630 FAX(619)794-9615 JOB ,-t-e- 7I 5O4 SHEET NO. I OF______________________ CALCULATED BY DATE 427/ô CHECKED BY__________________________ DATE S(AlF UCT2O4l B SN 205-I ( -U Joe 69~:H GNR F1 . - SHEET NO. I I ' OF - t 'I . INC. CALCULATED BY_______________ DATE_____________ 99O Highland Drive, Suite 2O6 . . .....-.. t SOLANA BEACH, CA 92075 CHECKED BY___________________________ DATE 4, ,TEL (619) 794-9630 FAX (619) 794-9615 - craIc -t • I Title: Cornerstone Building A Job # 970106.04 - Dsgnr: e.w. Date: DesrIptlon: Corporate Center I Scope: 0 Steel Beam Design Page 1 . i TGeneral Information Description RB-23 Steel Section W12X19 Fy 36.00ksi Pinned-Pinned Load Duration Factor T.00OO I Center Span 18.00 ft Bm Wt. Added to Loads Left Cant. . 0.00 ft LL & ST Act Together Right Cant 0.00 ft I Lu . 0.00 ft Trapezoidal Loads . . #1 DL @ Left 0.040 LL @ Left ST @ Left k/ft start ft I DL @ Right 0.104 LL @ Right 0.080 ST @ Right k/ft End 4.000 ft • #2 DL @Left 0.104 LL @ Left .0080 ST Left k/ft Start - 4.000 ft Dl!@ Right 0.152 LL @ Right 0.140 ST @ Right k/ft ., End 18.000 ft I L Summary I Beam OK Using: WI 2)(19 section, Span = 18.00ft, Fy = 36.0ksiEnd Fixity = Pinned-PinnedFy = 36.00ksi, Lu = 0.0011, LDF = 1.000 Actual Allowable I . Moment 9.662 k-ft 42.336 k-ft Max. Deflection -0.149 in fb: Bending Stress 5.423 ksi 23.760 ksi Length/DL Defl 2,494.8: 1 .fb I Fb - 0.228: 1 . Length/(DL+LL Defl) 1,453.3: 1 I Shear • 2.366 k 41.500 k fv: Shear Stress 0.821 ksi . 14.400 ksi fv/Fv 0.057:1 . . I . & Force Stress Summary <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST I Maximum Only Center ft Center (51 Cants Cants Max. M + 9.66 k-ft 5.62 9.66 k-ft . Max. M - -0.00 -0.00 k-ft I Max.M@Left . k-ft I Max. M @ Right k-ft Shear @Left 1.76k 1.08 1.76 k I Shear @Right 2.37k 1.35 2.37 k Center Defl. -0.149 in -0.087 -0.149 -0.149 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Def 0.000 in 0.000 0.000 0.000 0.000. 0.000 in I ...Query Defl @ 0.000 in 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.76 1.08 1.76 1.76 k I Reaction @ Rt 2.37 1.35 2.37 2.37 - k Section Properties - • Steel Section W12X19 Weight 18.99 #(ft r-xx 4.822 in - I Depth 12.16 in lxx 130.00 in4 r-yy 0.820 in Web Thick 0.237 in. lyy . 3.76 in4 Misc . 01.010 in Width . 4.007 in Sxx 21.382 in3 . Flange Thick 0.349 in Syy 1.877 in3 I Area 5.59 in2 . p2O I , Title: Cornerstone Building A Job # 9701 C5.04 Dsgnr: e.w. . Date: - DescriptIon: Corporate Center I Scope I_ . Steel Beam Design . Page 1 • .1 General Information . . . .,.:. I . Description RB-24 . - - - Steel Section W12X19 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 I . Center Span 14.00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL&STAct Together Right Cant 0.00 ft . I Lu . , 0.00 ft . . . Distributed Loads I . . . #2 DL 0.104 #3 #4 ' #5 . #6 #7 k/ft LL 0.080 .• . k/ft ST .. . fr,/ft I Start Location End Location 14.000 . ft . ft Point Loads . . . I #1 . #2 Dead Load 1.080 #3 #4 #5 . . . #6 #7 k Live Load 0.680 k Short Term . .. . k Location 7.000 . it Summary I' . . Beam OK' Using: W12X19section, Span = 1400ft, Fy=36.OksiEnd Fixity= Pinned-PinnedFy=36.aOksi, Lu =O.oOft, LDF = 1.000 Actual Allowable Moment 11.133 k-ft 42.336 k-ft Max. Deflection... -0.093 in fb: Bending Stress . 6.248 ksi 23.760 ksi Length/DL Defl 2973.7: 1 I . fb/ Fb 0.263:1 Lengthi(DL+LL Defl) 1,813.2:1 Shear 2.301 k 41.500 k . fv: Shear Stress . 0.798 ksi 14.400 ksi I . - fv/Fv 0.055:1 Force & Stress Summary . I These columns are Dead + Live Load placed as noted ->> . .<<- DL LL LL+ST . LL LL+ST Maximum Only . tV Center Center A Cants . 0 Cants I Max. M+ 11.13k-ft 6.79 Máx.M - 11.13 . . 'k-ft k-ft.- Max M@Left k-ft Max. M @ Right .. . k-ft Shear @Left 2.30k 1.40 2.30 . k I Shear @ Right 2.30k 1.40 2.30 . k Center Defl. -0.093 in -0.056 -0.093 -0.093 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000- 0.000 0.000 0.000 in I . Right Cant Def 0.000 in 0.000 . 0.000 0.000 0.000 0.000 in ...Query Defl © 0.000 in . 0.000 0.000 0.000 0.000 0.000 In I . Reaction @ Left 2.30 1.40 2.30 2.30 . k Reaction © Rt 2.30 1.40 2.30 2.30 k - ! • . Title: Cornerstone Building A Job # 970105.04 - . Dsgnr: em. Date: Description: Corporate Center I scope : Steel Beam,Design . Page Section Properties : :stéel Section W12X19 Weight 18.99 #/ft r-)o(: .4.822 in I Depth 12:16 in lxx 130.00 In4 r-yy. 0 820 in Web Thick 0.237 in Iyy 3.76 in4 - Misc . . 1.010 In Width . 4.007 in Sxx 21.382 1n3 I . Flange Thick 0.349 in Syy 1.877 in3 V Area . . 559 iri2 V V I I I IT V U V U- V V V V V V • , I I I ! JOB t;Lc~Tc'/ioo4. SHEET NO: tz OF_-: CALCULATED BY DATE CHECKED BY DATE 401. GNR JENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (619) 794-9630 FAX (619)794-9615 I Title: Cornerstone Building A Job # 970105.04 Dsgnr: e.w. Date: Description: Corporate Center I Scope . Steel Beam Design.. Page 1 1 I General Information : Description RB-25 Steel Section W12X30 . Fy 36.00ks1 Pinned-Pinned Load Duration Factor 1.00 I Center Span 18.00 ft Bm Wt. Added to Loads Left Cant. . 0.00 ft LL & ST Act Together Right Cant 0.00 ft I Lu 0.00 ft [Distributed Loads -. . #1 #2 #3 #4 #5 #6 #7 I DL 0.168 klft LL 0.160 k/ft ST . k/ft 1 . Start Location 14.000 End Location 18.000 ft ft Trapezoidal Loads • #1 DL @ Left 0.104 LL @ Left 0.080 ST @ Left k/ft Start It I DL @ Right 0.040 LL @ Right ST @ Right k/ft End 14.000 ft • #2 DL @ Left LL @ Left ST @ Left k/ft Start ft DL @ Right LL @ Right ST © Right k/ft End ft I Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 6.910 S k Live Load 7.900 k I Short Terri, S k Location 14.000 ft I L Summary I . Beam OK Using: WI 2X30 section, Span = 18.00ft, Fy = 36.0ksiEnd Fixity = Pinned-PinnedFy = 36.00k5i, Lu = 0.00ft, LDF = 1.000 Actual Allowable I.. Moment 50.779 k-ft 76.376 k-ft Max. Deflection -0.338 in fb: Bending Stress 15.797 ksi 23.760 ksi Length/DL Defi 1,272.2: 1 fb I Fb 0.665: 1 Length/(DL+LL Defi) 638.5 :11 Shear 13.433 k 46.201 k • fv: Shear Stress 4.187 ksi 14.400 ksi fvlFv 0.291:1 I .. . I I . -- Title: Cornerstone Building A Job # 970105.04 Dsgnr: e.w. Date: Description: Corporate Center I Scope: I ' Steel Beam Design. . , Pagej • Force & Stress Summary . . .. . <<- These columns are Dead +.Live Load placed as noted->> I , DL LL LL+ST . . LL . LL+ST Maximum Only A Center ( Center A Cants '. Cants Max. M + 50.78 k-ft 24.68 50.78 . . . k-ft Max. M - . -0.00 -0.00 . . k-ft. I Max. M@Left . . . k-ft Max. M © Right k-ft Shear @ Left 4.79k 2.55 4.79 k I Shear @ Right 13.43k 6.57 13.43 k Center Defl. . -0.338ifl -0.170 -0.338 -0.338 0.000 0.000 in , Left Cant Defl Right Cant Def 0.000 in 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in - 0.000 in ...Query Defl @ 0.000 in 0.000 0.000. 0.000 . 0.000 : 0.000 in Reaction @ Left 4.79 2.55,. 4.79 4.79 . k I Reaction © Rt 13.43 6.57 13.43 13.43 k [section Properties. . . I Steel Section W12X30 Weight 29.86 #Jft r_xx 5.203 in Depth 12.34 in lxx 238.00 in4 r-yy 1.520 in Web Thick 0.260 in lyy 20.30 in4 Misc 1.730 in I Width Flange Thick 6.520 in 0.440 in Sxx Syy 38.574 in3 6.227 in3 Area 8.79 in2 . . I .... .' . I . . I. S I . . . ..' I . . .. I I . . ,.. .,. . . . 1 Title: Cornerstone Building A Job #970105.04 Dsgnr: e.w. Date: Description: Corporate Center I Scope Steel Beam Design Page 1 1 . • General Information Description RB-26 Steel Section W12X30 Fy . 36.00ksi Pinned-Pinned Load Duration Factor ..1.00 I Center Span 6.00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 3.00 ft. . . I Lu 3.00 ft . Distributed Loads S #1 #2 -, #3 #4 #5 #6 #7 I DL 0.056 k/ft LL 0.020 . k/ft -.• ST. kJft I Start Location End Location 4.000 . ft ft [Trapezoidal Loads . . #1 DL @ Left 0.056 LL @ Left 0.020 ST © Left k/It start 4000 ft I •DL @Right 0.168 LL @ Right 0.160 ST @ Right kilt End 9.000 ft #2 DL @Left LL @ Left ST © Left k/ft Start ft DL @ Right LL @ Right ST @ Right k/ft . End ft Point Loads #1 #2 #3 #4 #5 #6 . #7 Dead Load 7.200 6.570 k Live Load 8.000 6.860 - k I Short Term I k Location 4.000 9.000 . ft I L Summary . I.. .. .. . Beam OK Using: W12X30 section, Span = 6.00ft, Fy = 36.0ksiLeft Cant. = 0.ft, Right Cant. = 3.00ftEnd Fixity = Pinned-PinnedFy = 36.00ksi, Lu Actual Allowable I , - Moment 41.674 k-ft 76.376 k-ft . Max. Deflection 0.081 in fb : Bending Stress 12.964 ksi 23.760 ksi Length/DL Defi )2,158.1 :1 fbi Fb 0.546: 1 Length/(DL+LL Defi) 889.9: 1 I . Shear 17.486 k 46.201 k fv: Shear Stress 5.450 ksi 14.400 ksi fv/Fv 0.378:1 , -. .5 ,. . I I I I - - ----------- .240 1. . Title: Cornerstone Building A Job #970105.04 Dsgnr e.w.. . Date: Description: Corporate Center I Scope • L Steel Beam Design ' Page 2 • : [Force&StressSummary .. . . .:... I .<<- DL . . These columns are Dead +Live Load placed as noted->> LL LL+ST •. . LL+ST. .LL Maximum Only A Center, A Center _ AlCants 0 Cants Max. M+ 41.67k-ft 7.05 k-ft . Max. M - -20.50 -20.50 -41.67 k-ft I . Max. M@Left k-ft Max. M @ Right . -20.50 -20.50 41.67 k-ft Shear@ Left 4.28k . 0.75 1.98 4.28 k I Shear@ Right 17.49k 8.51 13.96 14.27 . k • CentérDefi. 0.017in .0.005 -0.004 -0.604 0.017 0.017 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in I . Right Cant Def 0.081 in -0.033 . -0.020W -0.020 -0.081 0:081 in ...Query Defi © 0.000 in 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.28 -0.75 1.98 1.98 4.28 4.28 k I Reaction @Rt 31.76 15.58 21.02 21.02 26.32 26.32k Section Properties . .. Steel Section W12X30 Weight 29.86 #Ift r-0 5.203 in I . Depth 12.34 in lxx 238.00 in4 r-yy 1.520 in Web Thick 0.260 in lyy • 20.30 1n4 Misc 1.730 in . Width 6.520 in Sxx 38.574 in3 I Flange Thick . 0.440 in Syy 6.227 1n3 Area 8.79 in2 * .. 1 ... . . I .... . .. . I I I ----" ............. ............ ............. ............ ............ .............. ............. ............. ............. ............ ............ ............ .. ............ ............ .............. ............. NIMM4-1 PoStob) 205-1 (Pafto: I GNR ENGINEERJNG, INC. I 990 Highland Drive, Suite 206 - - - SOLANA BEACH, CA 92075 .: JOB -1O $Q1Ck o 0+ - , SHEET NO. •' - OF :- - CALCULATED By__________________________ DATE CHECKED BY DATE GNR- . - - SHEET NO. U' _________________ - OF_______________________ ENGINEERING, INC. 990 Highland Drive Suite 206 SOLANA BEACH, CA 92075 JCALCULUATE DBY_4(\ TEL.(619)794-9630 FAX(619)794-9615 CHECKED BY________________________ DATE____________ DATE JOB _'1OPe, U /7\c .0k SHEET NO. OF____________________ CALCULATED BY_______________________ DATE ____________________ CHECKED BY DATE GNR ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL(619)794-9630 FAX(619)794-961S 0tT204.1 .t .-- OuCl2OI-t (Slx1e Stab) 2051 (PaddeM I GNR I . ENGINEERING, INC. 990 Highland Drive, Suite 206 I ANA RFAr9-1 ('.A Ofl7c JOB SHEET NO. f OF_____________________ 11'4- 02>1 I CALCULATED BY___________________ DATE ______________ CHECKED BY - DATE : : -. ....:. Al__ i I rir I GNR JOB A/dr1o S :04? LI SHEET NO. OF___________________ 'ENGINEERING, INC. CALCULATED BY DATE___________ I '990 Highland Drive, Suite 206 SOLANA BEACH CA 92075 CHECKED BY DATE TEL(619)794-963o FAX(619)794-9615 . IV . •. - - CAI F - - GNR UENGINEERING9 INC. - 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (619) 794-9630 FAX (619) 794-9615 JOB SHEET NO. OF CALCULATED BY 'A DATE. CHECKED BY DATE I H I,OeTt iEi Ml MW I GNR JOB e7P12— : SHEETNO.27 OF_____________________ I ENGINEERING, INC. CALCULATED BY— DATE_i71'1!) 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY___________________________ DATE TEL(619)794-9630 FAX(619)794-9615 OtT2O4-1 -Ik'kr)vt '' I............ VLo- ...,t(..' f'k73 J.I4 ..¶1::'........Lf.1I.. GNR JOB /'onoloe- SHEETNO.______________________ OF__________________ ENGINEERING, INC. CALCULATED BY 122" DATE_________ 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY__________________________ DATE____________________ TEL (619)794-9630 FAX (619)794-9615 . \ r7*1&'_ i-L°21L.IL. JOB spn;J - /0oso4 SHEET NO. • - OF • • CALCULATED BY___ DATE - • CHECKED BY_•-_• DATE crnlc. • - • GNR! ENGINEERING, INC. - 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (619)794-9630 FAX (619)794-9615 CHECKED BY DATE 1 GNR I ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL(619)794-9630 FAX (619)794-9615 JOB _I t2ro,4r' $Rc /g 7S . 04 SHEET NO. OF_____________________ CALCULATED BY_________________________ DATE_____________________ IGNR: I INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 ...... JOB rrrc. iç SHEET NO. __________________________ OF_____________________ CALCULATED BY - DATE CHECKED BY___________________________ DATE l.'GNRt AIENGINEERING..'INC. t4'4990 Highland Drive, Suite 206 - .;.- • SOLANA BEACH, CA 92075 0 SHEET NO. OF 7 CALCULATEDBYP ,DATEO/ _ CHECKED BY_r__- ___________- DATE - TEL (619) 794-9630, FAX (619 -9616 ~qx )794 SCALE 4 -.- 1 — '4,v - - .... - 4) - O f-(' jO") x'b 144(D1I it ''t (\1 V t wot DUCT4-I(SSImet3)2-l(Pa1dld) • ,I ____________ GNR SHEETNO 'Vk OF__________ I INC.,CALCULATED BY DATE 990 Highland Drive, Suite 206 - - - 'SOLANA BEACH, CA 92075 CHECKED BY - DATE " EL(619)794-9630•, FAX (619) 794-9615 - a I JOB GNR SHEET NO ___________________________ OF______________________ ENGINEERING, INC. CALCULATED BY. DATE_ 1 I 990 Highland Drive Suite 206 SOLANA BEACH CA 92075 CHECKED BY DATE____________________ TEL'(619) 7949630 FAX (619) 7949615 - -.. - AI F .. .............r.L I GNR . JOB_ SHEET NO. ____________________________ OF_______________________ I ENGINEERING, INC. CALCULATED BY DATE_71/l . 990 Highland Drive, Suite 206 SOLANA BEACH. CA 92075 CHECKED BY__________________________ DATE____________________ I-) flITfl&.I ft .J: - .. ,. .. ,. . . . ., . ;............. .. . . -: -. / 1-.,: INC. 990 Highland Drive, Suite 206 y , SOLANA BEACH, CA 92075 -. TEL (619) 794-9630 FAX (619) 794-9615 SHEET NO. - -. a-Ic, OF - •i. CALCULATED BY— '' DATE CHECKED BY' r DATE W14X22 Pinned-Pinned 14.25 ft Bm Wt. Added to Loads 0.00 ft LL & ST Act Together 2.00 ft 2.00 ft Fy 36.00ksi Load Duration Factor 1.00 LL @ Left 0.450 ST @ Left k,'ft Start ft LL @ Right 0.600 ST @ Right . kfit End 7.500 it LL @ Left 0.100 ST @ Left kfft Start 7.500 ft LL @ Right 0.300 ST @ Right klft End 15.750 ft I Title: Cornerstone Building A Job# 970105.04 Dsgnr: e.w. Date: Description: Corporate Center I Scope I .. Steel Beam Design : Page 1 I [General information, Description FB-27A(revised) .1 Steel Section Center Span Left Cant. Right Cant Lu I. [Trapezoidal Loads #1 DL@Left 0.164 DL @ Right 0.212 • #2 DL @ Left 0.052 DLRlght 0.116 I Point Loads - #1 #2 #3 #4 #5 #6 #7 Dead Load 2.730 0.290 k Live Load 7.640 0.705 . k I Short Term k • Location 7.500 15.750 ft L Summary I • Beam OK Using: W1 4X22 section, Span = 14.25ff, Fy = 36.0ksiLeft Cant. = 0.00ff, Right Cant. = 2.00ftEnd Fixity = Pinned-PinnedFy = 36.00ks1, Lu Actual Allowable I Moment 49.614 k-ft 57.354 k-ft Max. Deflection -0.269 in fb: Bending Stress 20.554 ksi 23.760 ksi Length/DL Defl 1,538.9: 1 fb / Fb 0.865: 1 Length/(DL+LL Dell) 405.6: 1 I Shear 9.260 k 45.507 k lv: Shear Stress 2.930 ksi 14.400 ksi fv/Fv 0.203:1 I Force & Stress Summary <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only Center Center. (6 ( Cants (ED Cants Max. M + 49.61 k-ft 13.36 49.61 12.63 k-ft Max M - -0.61 -0.61 -1.99 k-ft Max M@Left k-ft I S Max. M @ Right -0.61 -0.61 • -1.99 k-ft Shear @ Left 9.26k 2.54 9.26 2.45 k Shear @ Right 8.62k 2.4.4 8.53 2.54 k I Center Dell. -0.269 in -0.072 -0.269 -0.269 -0.067 -0.067 in Left Cant Dell • 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Del 0.1181n 0.031 0.118 0.118 0.027 0.027 in I ...QueryDefl@ 0.000 in 0.000 0.000 0.000 0.000 . 0.000in Reaction @ Left 9.26 2.54 9.26 9.26 2.45 • 2.45 k • Reaction @ Rt 10.25 2.94 9.03 9.03 4.16 4.16 k I :1; I - - Title Cornerstone Building A Job # 91O5 Dsgnr: em. Date: Description: Corporate Center I . Scope: Steel Beam Design .. Page 121 • . Section Properties . 1 Steel Section W14X22 . Weight 22.04 #Jft r-xx - 5.537 in I Depth -; 13.74 in lxx 199.00 1n4 r-yy 1.039 j Web Thick. 0.230 in lyy 7.00 in4 Misc . 1.250 in Width. 5.000 in Sxx 28.967 1n3 : Flange Thick 0.335 in Syy 2.800 in3 I Area 6.49 in2 I I I 1 - : 1 .-- I.-. 1. j. - , I . . . . I .. I - - - -- - - - - -- ,T 204.I ($Shl)2O5-1 (Padded) I JOB o4 GNR SHEET NO. OF— 'ENGINEEiIJNG, INC. CALCULATED BY DATE U 990 Highland Drive, Suite 206 . SOLANA BEACH, CA 92075 CHECKED BY_' DATE '•:'\TEL (619)794_g53o FAX(619)794-9515 .............. .............. ............. I......................... p............................ .. ............. .............. .............. ............. ...................................... - ------------- --------------. .... .............. • ............. : . ... ............ .......... ............. : .............. .............. ............. ............. .............. I.......... . . .......... . . .. :- •-- .......... 14-I (ShVie Sheets) 205-I )Pad) I GNR1I JOB/ rc4— tD - - SHEET NO OF_____________________ ENGINEERING, INC. CALCULATED BY4 DATE I . :•- 990 Highland Drive, Suite 206 . SOLANA BEACH, CA 92075 CHECKED BY DATE .TEL(619)794-9630 FAX(619)794.9615 . crnic . - -- It Title: Cornerstone Building A Job # 970105.04 Dsgnr: e.w. Date: Description: Corporate Center 7 Scope: L Steel Beam Design . S Page A • . • General Information S .. - '• Description FB-29 (revised) .... Steel Section W12X19 Fy 36.00ks1 . Pinned* Pinned Load Duration Factor 1.00 I . Center Span. 17.00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant . 0.00 ft I Lu 2.00 ft . S Trapezoidal Loads . . . . #1 DL @ Left 0.062 LL @ Left 0.100 ST @ Left k/ft start ft DL @ Right 0.174 LL @ Right 0.450 ST @ Right k/ft End 17.000 ft • #2 DL@ Left LL @ Left ST @ Left . k/ft . Start ft DL @ Right . LL @ Right ST @ Right kift End ft .I Point Loads . . #1 #2 #3 #4 #5 . #6 #7 Dead Load 2.130 . k Live Load 6.350 . - . k I Short Term. .5 k Location' . 2.000 . . . .. . ft I L Summaiy': I S Beam OK Using: W12X19 section, Span = 17.00ft, Fy = 36.0ksiEnd Fixity = Pinned-PinnedFy = 36.00ks1, Lu = 2.00ft, LOF = 1.000 Actual Allowable • I . Moment 23.930 k-ft 42.336 k-ft Max. Deflection -0.344 in fb: Bending Stress 13.430 ksi 23.760 ksi Length/DL Defi 1,979.6 :1 • fb I Fb 0.565: 1 Length/(DL+LL Defl) 593.2: 1 I Shear . 10.330k 41.500k • fv: Shear Stress 3.584 ksi 14.400 ksi S fv/Fv 0.249:1 Force & Stress Summary <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only Center Center c ( Cants Cants (l c Max. M + 23.93k-ft . 7.19 .23.93 . k-ft Max. M - -0.00 -0.00 k-ft . 5 Max M@ Left k-ft I Max. M @ Right . . k-ft Shear ©Left 10.33k 2.89 10.33 k Shear@ Right 5.15k 1.57 5.15 k I Center Defl. -0.344 in -0.103 -0.344 -0.344 0.000 0.000 in Left Cant Defl 0.000 in 0.000 . 0.000 0.000 0.000 • 0.000 in Right Cant Def 0.000 in 0.000 0.000 0.000 0.000 0.000 in I ... Query Defl @ 0.000 in 0.000 0.000 0.000 0.000 0.000in Reaction @ Left 10.33 2.89 10.33 10.33 . k Reaction © Rt 5.15 1.57 5.15 5.15 k ---------- I- S I •:" S.. tZ I Title: Cornerstone Building A Job # 9701 C.04 Dsgnr: e.w. . Date: Description: Corporate Center . I - Scope Steel Beam Design .. •, .. .: . Page .2 Section Properties . . .-.,. . Steel Section W12X19 Weight 18.99 #/ft r-xx 4.822 in * I . Depth 12.16 in lxx 130.00in4 . r-yy 0.820 in Web Thick 0.237 in . lyy 3.76 in4 Misc 1.010 in Width . 4.007 in Sxx 21.382 in3 Flange Thick 0.349 in Syy 1.877 in3 I Area 5.59 in2 . . I I: H i:., . . .....,. I ,. .* H •., I. . . I I S I I..... . I. ... 5 • ----------- ':... I GNR ENGINEERING, INC. I . 990 Highland Drive, Suite 206 U.SOLANA BEACH, CA 92075 TEL (619) 794.9630 FAX (619) 794-9615 JOB SHEET NO. - OF______________________ CALCULATED BY . DATEa/ CHECKED BY _- DATE I Title: Cornerstone Building A Job# 970105.04 Dsgnr: e.w. Date: Description Corporate Center, • Scope: Steel Beam Design Page 1 • General Information . Description FB-30 (REVISED) Steel Section W16X26 . Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 I . Center Span 22.75 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft / I Lu 0.00 ft Trapezoidal Loads S #1. DL @ Left.. 0.296 LL @Left 0.800 ST @ Left k/ft.. . start ft I DL @ Right 0.136 LL @ Right 0.300 ST @ Right Wit End 22.000 It #2 DI @ Left LL @ Left ST @ left k/ft Start It DI © Right LL @ Right ST @ Right k/ft . End ft Point Loads #1 #2 #3 #4 #5 46 #7 Dead Load 4.410 k Live Load 10.722 k I rm ShortTe . k Location; 20.000 ft • L Summary Beam OK Using: W16X26 section, Span = 22.75ft, Fy = 36.0ksiEnd Fbdty = Pinned-PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000 . Actual Allowable I Moment 72.168k-ft 75.969 k-ft Max. Defl&tion -0.801 in fb: Bending Stress 22.571 ksi 23.760 ksi Length/DL Defl 1,130.5: 1 fb / Fb 0.950:1 . Length/(DL+LL Defl) 341.0:1 Shear 20.578 k 56.484 k fv: Shear Stress 5.246 ksi 14.400 ksi . . . fv/Fv 0.364:1 I Force & Stress Summary <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST I . Maximum Only Center (6 Center (5 Cants (W Cants Max. M + 72.17k-ft 21.83 72.17 k-ft Max.M - kft Max.M©Left k-ft I Max. M © Right . k-ft Shear@ Left 12.00k 3.57 12.00 5 k Shear @ Right 20.58k 6.19 20.58 k I Center Defl. -0.801 in -0.241 4801 -0.801 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Def 0.000 in 0.000 0.000 0.000 0.000 0.000 in S I ...Query Defl © 0.000 in 0.000 0.000 0.000 0.000 0.000 in Reaction © Left 12.00 3.57 12.00 12.00 k • Reaction ( Rt 20.58 6.19 20.58 20.58 k 1 - Title : CometoneBuildingA •Job#91O5.O4 - Dsgnr: e.w.Date: t S Description Corporate Center, I Scope ' :-- Steel Beam Design.,,.. ; ji 2 i • Section Properties. ..- . -• • Steel Section W16X26; Weight 26.09 #/ft r-oV >6.260 in I Depth w ' 15.69 in lxx 301.00 in4 r-yy :1:117,ins : Web Thick 0.250 in lyy 9.59 in4 Misc - 1.360 in Width 5.500 in Sxx 38.368 in3 Flange Thick 0.345 in Syy . 3.487 1n3 . I Area 7.68 1n2 . • S S.. S 'S r. • . . I , . S . .. . I .. . I , SI - H .5. . . H S S S •. 5 5- - I S S S .S •.'•.S S 1•5 • S I S '_.•,•) r Title: Cornerstone Building A . Job# 970105.04 .w. Dsgnr: e Date: - Description Corporate Center Scope Steel Beam Design ' ,,''.,',Page , • General information:.- Description'::' TB-31 (revised) * Steel Section . . W12X19 . Fy . 36.00ks1 Pinned -Pinned . Load Duration Factor 1.00 Center Sp'a'n I 9.00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft S Lu . . 0.00 ft Distributed Loads . . #1 #2 #3 #4 #5 #6 #7 DL 0.'244' . • ' ' k/ft LL 0.696 . •. 'k/ft ST . . ' k/ft End Location . 9.000 Start Location 3.000 . . . f - . . Trapezoidal Loads, . . . . . #1 DL @ Left 0.436 LL @ Left 1.304 ST @ Left k/ft Start ft DL @ Right 0.452 LI @ Right 1.348 ST @ Right , , k/ft • End 3.000 ft #2 DL @ Left . LL @ Left ST @ Left kift . Start It DL @ Right IL @ Right ST @ Right k/ft End ft Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 3.570 * 5 5 5 ' k ,8.430 ' 5 ' k Live Load ShortTerrn S k Location ' ' 3.000 ' ft I Lummaf i , Beam OK ..Using: W12X19 ection, Span = 9.Ooft, Fy = 36.0ksiEnd Fixity = Pinned-PinnedFy = 36.00ksi, Lu = 0.Ooft, LDF = 1.000 , . Allowable S • ' •"Actual , • I. Moment 35.079 k-ft 42.336 k-ft , Max. Deflection -0.117 in , fb': Bending Stress ' 19.688 ksi 23.760 ksi , Length/DL Defi ' 3,215.2: 1 fb / Fb 0.829: 1 Lengthf(DL+LL Defi) 920.0: 1 I Shear 14.385k . 41.500k Iv: Shear Stress 4.992 ksi • 14.400 ksi - S fv/Fv 0.347:1 Title: Cornerstone Building A Job # 9701 (.04 Dsgnr e.w. Date: Description: Corporate Center. Scope: J. . ,.' . Steel Beam Design'."''.Page 21 • LForce& Stress Summary . . ..,.. <<- These columns are Dead + Live Lód plàcéd as noted ->> I DL LL LL+ST LL' LL+ST .., Maximum Only A Center c Center ( Cants t Cants Max. M + . 35.08k-ft 10.09 35.08 . . k-ft • Max.M - . . . . k-ft I Max., M © Left., . . .. . . . k-ft Max.M© Right ; . . k-ft Slear© Left 14.39k 4.06 14.39 k Shear @ Right 8.74k 2.47 8.74 . k Center Dell. -0.117 in -0.034 -0.117 -0.117 0.000 0.000 in Left Cant Dell 0.000 in 0.000 0.000 0.000 0.000 . . 0.000 in I . Right Cant Def 0.000 in . 0.000 0.000 0.000 0.000 . 0.000 in ... QueryDefl© 0.000 in 0.000 0.000 0.000 0.000 0.000 in Reaction ©Left 14.39 4.06 14.39 14.39 k I Reaction @ Rt 8.74 2.47 8.74 8.74 . k Section Properties . . Steel Section W12X19 . . Weight 18.99 #/ft r-xx .. 4.822 in I Depth 12.16 in lxx 130.00 in4 r-yy 0.820 in Web Thick . 0.237 in lyy 3.76 in4 Misc 1.010 in Width 4.007 in Sxx . 21.382 1n3 I Flange Thick 0.349 in Syy 1.877 in3 Area 5.59 1n2 Ii I................... I.W.- I GNR 1-I JOB_-4T JLDC 'fcric os -. SHEET NO.' r- —/'. OF__________________ I / ENGINEERING, INC. CALCULATED BY_______________ DATE _b 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY__________________________ DATE____________________ - TEL (619) 794-9630 FAX (619) 794-9615 SCALE I (S 206-I (Pd) Title: Cornerstone Building A .,.. ' Job 97010.04 - . Dsgnr e.w. .. ,' . ,Date:'. - Description: Corporate Center. Scope .SteelBeam Design . .•, -. PageJj [General Information Description FB-32 (REVISED) -: Steel Section W16X36 . . Fy . . 36.00ksi . Pinned -Pinned Load Duration Factor 1.00 I . Center Span , 19.00 ft Bm Wt. Added to Loads .." . .' Left Cant: 0.00 ft LL & ST Act Together . . Right Cant . '- 0.00 ft : I . .'Lu . 0.00 ft . . . LDistributed Loads' . ,I #1 DL . 0.200 #2 #3 #4 #5 46 . .-- #7., k/ft LL 0.500 '• k/ft ST .. . k/ft I '. Start Location 13.000 End Location . .19.000 0 . . . ft ft LTrapezoidal Loads. I DL #1 DL@ Left, 0.168 @ Right 0.184 LL@ Left LL @ Right 1 0.400 ST@ Left . 0.450 ST @ Right . k/ft start k/ft End ft 13.000 ft #2 DL @ Left LL @ Left ST @ Left k/ft Start it DL @ Right .. LL @ Right ST @ Right klft End ft . I Point Loads; #1. #2 #3 #4 #5 . #6 , #7 Dead Load 6.190 , . '. k Live Load - 14.390 . . . k Short Term k Location. ,' ' 13.000 ., ft I •L.,1mm 1. Beam OK' Using: W1 6X36 section, Span = 19.aoft, Fy = 36.0ksiEnd Fixity = Pinned-PinnedFy = 36.00ks1, Lu = 0.00ft, LDF = 1.000 Actual Allowable- I ,. Moment ' 110.825 k-ft 111.679 k-ft , Max. Deflection' -0.475 in fb: Bending Stress 23.578 ksi 23.760 ksi Length/DL Defi ' 1,550.3: 1 fbi Fb 0.992: 1 ' Lengthi(DL+LL Defl) 480.1 : I U Shear - ' 20.682 k 68.244 k ' - fv: Shear Stress - 4.364 ksi 14.400 ksi ,, 0 - - fv/Fv 0.303:1 0 0 I ------------ - ':T::: " I . Title: Cornerstone Building A Job # 970105.04 Dsgnr: em. Date: Description: Corporate Center / I . Scope: . ) I . . Steel Beam Design Page 2 j Force &Stress Summary '. . . <<- These columns are Dead +.Live Load placed as noted ->> I DL LL LL+ST LL LL+ST Maximum Only O-D, Center Center. Cants 6, Cants Max. M + . 110.82k-ft ' 34.04 110.82 '- . .. k-ft I . -.max. M@Left . Max. M --0.00 -0.00 . , . "k-ft ..,. k-ft Max. M@Right . . . . .• . . k-ft Shear© Left 12.60k 3.98 12.60 . . k I Shear@ Right , 20.68k 6.38 20.68 ' - . k Center Defl. . -0.475 in -0.147 -0.475 -0.475 0.000 0.000 in' Left Cant Defl 0.000 in 0.000 0.000 - 0.000 0.000 0.000 in - I . Right Cant Def 0.000 in 0.000 - 0.000' 0.000 0.000 0.000 in ...Query Defl © 0.000 in - 0.000 0.000 0.000 - 0.000 0.000 in Reaction @ Left 12.60 3.98 12.60 12.60 . k I Reaction @ Rt 20.68 6.38 20.68 20.68 k Section Properties . . . . . Steel Section W16X36 Weight 36.00 #/ft r-xx ' 6.494 in I Depth 15.85 in lxx 447.00 in4 r-yy 1.517 in Web Thick 0.299 in lyy 24.40 in4 Misc 1.810 in Width 6.992 in Sxx 56.404 in3 I Flange Thick 0.428 in Syy 6.979 in3 Area 10.60 in2 . JOB SHEET NO 0 GNR ENGINEERING, INC. CALCULATED BY-t4 DATE . 990 Highland Drive, Suite 206 ' . . SOLANA BEACH, CA 92075 . CHECKED BY DATE TEL(619)794-9630 FAX(619)794-9615 . . QtAlC ' I H' I 204-I (ShVID Sheets) 205-1 Padd) Title: Cornerstone Building A Job # 970105.04 Dsgnr e.w. Date: - Description: Corporate Center Scope: . I Steel Beam Design Page 1 General Information . .. .. - ... Description FB-33 (revised) Steel Section W14X38 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 23.75 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together . Right Cant 0.00 ft Lu 10.00ft Trapezoidal Loads #1 DL @ Left 0.126 LL @ Left 0.300 ST @ Left k(ft Start. ft DL @ Right 0.318 LL @ Right 0.902 ST @ Right k,'ft End 23.750 ft #2 DL @ Left LL @ Left ST @ Left kJft - Start ft DL @ Right LL @ Right ST @ Right kift End ft I Point Loads I #1 #2 #3 #4 #5 #6 #7 Dead Load 6.380 k Live Load 14.300 : k Short Term f k Location 21.750 ft Summary I Beam OK Using: W14X38 section, Span = 23.75ft, Fy = 36.0ksiEnd Fixity = Pinned-PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 84.968 k-ft 108.128 k-ft Max. Deflection -0.778 in fb: Bending Stress 18.671 ksi 23.760 ksi Length/DL Defl 1,205.5: 1 fb I Fb 0.786: 1 Length/(DL+LL Defi) 366.2: 1 Shear 30.735 k 62.942 k fv: Shear Stress 7.032 ksi 14.400 ksi fv/Fv 0.488:1 LForce & Stress Summary <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only (ä Center. Center 0. Cants Cants Max. M + 84.97 k-ft 25.70 84.97 k-ft Max. M - . -0.00 -0.00 k-ft Max. M © Left k-ft Max. M © Right . k-ft Shear@ Left 10.39k 3.25 10.39 k Shear @ Right 30.73k 9.31 30.73 . k Center Defi. -0.778 in -0.236 -0.778 -0.778 0.000 0.000 in Left Cant Deft 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Def 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defi © 0.000 in 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 10.39 3.25 10.39 10.39 k Reaction © Rt 30.73 9.31 30.73 30.73 k I Title: Cornerstone Building A Job # 970105.04 Dsgnr: em. Date: Description: Corporate Center Scope: Steel. Beam Design Page 2 • Section Properties . . . .. . I Steel Section W14X38 Depth 14.10 in Weight 38.04 #/ft r-xx lxx 385.00 in4 r-yy 5.863 in 1.544 in Web Thick 0.310 in lyy 26.70 in4 Misc 1.770 in Width 6.770 in . Sxx 54.610 in3 - Thick 0.515 in Syy • 7.888 in3 . I Flange Area • . • • : . 11.20 in2 t4l to I i H .. .. I I 1 4 4 I . . • I I I I 1 I I I I .: • .... I GNR I ENGINEERING, INC. 990 Highland Drive, Suite 206 - SOLANA BEACH, CA 92075 TEL (619) 794-9630 FAX (619)794-9615. JOB_2 TOt4 A SHEET NO. F I-1 OF CALCULATED BY -E--_rc_. DATE o9'/ CHECKED BY________________________ DATE I GNR I.. ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 JOB SHEET NO. l dl4 2..• OF CALCULATED BY_________________________ DATE CHECKED BY DATE 000CT 2041 (SiIbSIIls) 205-I (Pd) Title: Cornerstone Building A Job # 970105.04 Dsgnr: è.w. Date: Description: Corporate Center Scope: Steel Beam Design Page 1 General Information Description FB-34(REVISED) Steel Section W12X19 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 13.50 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu 0.00 ft Trapezoida' Loads #1 DL @ Left 0.148 LL @ Left 0.130 ST @ Left k/ft start ft DL @ Right 0.052 LL @ Right 0.100 ST © Right k/ft End 13.500 ft #2 DL @ Left LL @ Left ST @ Left k/ft Start ft DL @ Right LL @ Right . ST @ Right klft End ft Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 1.480 k Live Load 4.030 . k Short Term k. Location 7.500 ft MMMMEN Summary I - - Using: WI 2X19 section, Span = 13.50ft, Fy= 36.0ksiEnd Fixity = Pinned-PinnedFy = 36.00ksi, Lu = 0.00ft, LDF 1.0 beam om - Actual Allowable Moment . 23.559 k-ft 42.336 k-ft Max. Deflection -0.174 in fb: Bending Stress 13.222 ksi' 23.760 ksi Length/DL Defl 2,804.9: I fb / Fb 0.556: I . Length/(DL+LL Defl) 932.9: 1 Shear . 4.499 k 41.500 k fv: Shear Stress 1.561 ksi 14.400 ksi fv/Fv 0.108:1 - Force & Stress Summary <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST . LL LL+ST Mvim.,m tM (nfr . ic (nfr i (',rfe Max. M + _______________ 23.56k-ft ___________ 7.56 _________________ 23.56 _________________ ItO I.'.4. •.#C41 ItO * k-ft Max. M-. S k-ft Max. M@Left k-ft Max. M@ Right , k-ft Shear@ Left 4.17k 1.57 4.17 k Shear@ Right 4.50k. 1.52 4.50 k Center Defl.' -0.174in -0.058 -0.174 -0.174 0.000 0.000 in Left Cant Defl 0.000 in 0.000 . 0.000 0.000 0.000 0.000 in S Right Cant Def 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl © 0.000 in 0.000 0.000 0.000 0.000 0.000 in Reaction © Left S 4.17 1.57 4.17 4.17 k Reaction @ Rt - 4.50 1.52 4.50 4.50 . k I - . Title: Cornerstone Building A Job # 970105.04 0 Dsgnr: é.w. Date: Description: Corporate Center I Scope: 0 Steel Beam Design Page 2 U Section Properties • Steel Section W12X19 Weight 18.99 #/ft r-xx 4.822 in I Depth 12.16 in lxx 130.00 1n4 r-yy 0.820 in • Web Thick 0.237 in Iyy 0 3.76 in4 Misc 1.010 in 0 Width 4.007 in Sxx 21,.382 in3 0 Flange Thick 0.349 in Syy 0 1.877 in3 I Area •: 5.59 in2 . 0 • 0 - 0 :1 . .1 • 0 I I I I I I 0 0 0 I I I I I 1 • 04 . • 0• - I I I . •••""•• 0 - 1, GNR i I 'ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (619)794-9630 FAX (619)794-9615 I I I JOB -. SHEET NO. OF_-- CALCULATED BY - DATE - - CHECKED BY • DATE Title: Cornerstone Building A Job # 970105.04 Dsgnr: em.- Date: Description: Corporate Center Scope: Steel Beam Design Page 1 LGeneralInformation Description FB-35A(RE VISED) . Steel Section W12X26 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 - Center Span 14.50 ft Gm Wt. Added to Loads Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft - Lu 0.00 ft Distributed Loads #2 #3 #4 #5 #6 #7 DL 0.209 . .. k/ft LL . 0.575 . . kfft ST S k/ftP Start Location . . ft End Location 1.500 . . . . ft Trapezoidal Loads #1 DL @ Left 0.057 LL @ Left 0.100 ST @ Left klft Start 1.500 It - DL @ Right 0.185 LL @ Right 0.500 ST @ Right klft End 14.500 ft #2 DL @ Left LL @ Left ST @ Left k/ft Start ft . DL @ Right LL @ Right ST @ Right k/ft . End ft [Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 8.030 1.570 - k Live Load 16.550 6.300 . .. k Short Term . k Location 1.500 5.500 . ft L Summary I Beam OK Using: W12)(26 section, Span = 14.50fti Fy = 36.oksiEnd Fixity = Pinned-PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = .1.000 Actual . Allowable . ;Moment 59.880 k-ft 66.108 k-ft Max. Deflection -0.349 in fb: Bending Stress - 21.522 ksi 23.760 ksi Length/DL Defl 1788.7: 1 fb / Fb . - 0.906: 1 Length/(DL+LL Defl) 498.3 : 1 30.166 k 40.473 k Shear fv: Shear Stress 10.733 ksi 14.400 ksi - - fv/Fv 0.745:1 . ,. I - I Title: Cornerstone Building A Job# 970105.04 Dsgnr: e.w. Date: Description Corporate Center * Steel Beam Design Page 2 I Force& Stress Summary - <<- These columns are Dead + Live Load placed as noted ->> .. DL. LL - LL+ST LL LL+ST I Maximum Only (ä Center (cp Center CZD Cants 0 Cants Max. M + 59.88 k-ft 16.25 59.88 . k1t Max. M - * -0.00 -0.00 k-ft Max. M@Left, . k-ft I Max. MRight . . k-ft Shear @Left 30.17k 9.24 30.17 k I Shear @ Right 9.31 k 2.62 9.31 . - k Center Defi. -0.349in -0.097 -0.349 -0.349 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Def 0.000 in 0.000 0.000 -0.000 0.000 0.000 in I Query Defi @. 0.000 in 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 30.17 9.24 30.17 30.17 k Reaction @ Rt 9.31 2.62 9.31 9.31 k Section Properties Steel Section W12X26 Weight 25.98 #/ft r-xx 5.164 in I Depth . 12.22 in lxx 204.00 in4 r-yy . 1.504 in Web Thick 0.230 in lyy 17.30 1n4 Misc . 1.720 in. Width 6.490 in S)x - 33.388 in3 Flange Thick 0.380 in Syy - 5.331 1n3 I Area 7.65 1n2 I I I I I I I I I - JOB A lqqo SHEET NO. _T_( OF____________________ CALCIJLATEDBY _ DATE CHECKED BY DATE f'AI M - - - GNR U - ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (619) 794-9630 FAX (619) 794-9615 I Title: Cornerstone Building A Job # 970105.04 • Dsgnr: e.w. Date: • Description: Corporate Center Scope: • Steel Beam Design Page 1 • General Information Description FB-36A(REVISED) Steel Section W12X19 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 I Center Span 10.75 ft. Bm Wt. Added to Loads . Left Cant. 0.00 ft . LL & ST Act Together Right Cant 0.00 ft Lu 0.00 ft I Distributed Loads . . I #1 DL 0.308 #2 #3 #4 #5 #6 #7 kJft LL 0.902 k/ft ST Wit I Start Location End Location 3.500 S S .. ft ft Trapezoidal Loads . - #1 DL @ Left 0.276 DL @ Right 0.228 LL @ Left LL @ Right 0.804 ST @ Left 0.652 ST @ Right k/ft Start 3.500 ft k/ft • End .10.750 ft #2 DL @ Left LL @ Left ST @ Left k/ft Start ft • DL @ Right LL @ Right ST © Right k/ft End ft .Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 2.620 k I Live Load 6.690 V k Short Term V k Location 3.500 . ft I L Summary I Beam OK Using: WI 2X19 section, Span = I0.75ft, Fy = 36.0ksiEnd Fixity = Pinned-PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 35.854 k-ft 42.336 k-ft Max. Deflection -0.179 in fb: Bending Stress 20.122 ksi 23.760 ksi V Length/DL Defl 2,621.7: 1 fb / Fb 0.847: 1 Length/(DL+LL Defl) 722.7: 1 I Shear V 12.404k 41.500k V • fv: Shear Stress 4.304 ksi 14.400 ksi fv/Fv 0.299:1 5 H I I -- Title: Cornerstone Building A Job # 970105.04 Dsgnr: e.w. Date: Description: Corporate Center 4 Scope: Steel Beam Design Page Force & Stress Summary . . <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only ci Center ci Center c Cants (ED Cants Max. M + 35.85k-ft 9.91 35.85 k-ft Max.M - k-ft Max. M@Left k-ft Max. M @ Right k-ft Shear@ Left 12.40k 3.41 12.40 k Shear © Right 8.45k 2.32 8.45 k Center Dell. -0.179in -0.049 -0.179 -0.179 0.000 0.000 in Left Cant Dell 0.000 in 0.000 0.000 . 0.000 0.000 0.000 in Right Cant Def 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Dell @ 0.000 in 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 12.40 3.41 12.40 • 1240 k Reaction © Rt 8.45 2.32 8.45 8.45 k Section Properties . Steel Section W12X19 Weight 18.99 #Jft r-xx 4.822 in Depth 12.16 in lxx 130.00 in4 r-yy 0.820 in Web Thick 0.237 in lyy 3.76 in4 Misc 1.010 in Width 4.007 in Sxx 21.382 in3 Flange Thick 0.349 in Syy 1.877 in3 Area 5.59 in2 . * I ett. - .-js • lr-f 1 ot-crfl ..S) JOB I GNR SHEET NO.____________OF I . ENGINEERING, INC. CALCULATE D BY____________ DATE__________ 990 Highland Drive, Suite 206 . . SOLANA BEACH, CA 92075 CHECKED BY___________________________ DATE - TEL (619) 794-9630 FAX (619) 794-9615 F 1 — PRODUCT 204.1 lsUol Sh.tsl 205-I (Padded) . . -. . JOB_C4 O r)GA. /roS SHEET NO. OF - - CALCULATED BY - DATE 21 CHECKED BY________________________ DATE sr.AIF J GNR ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL(619)794-9630 FAX (619)794-9615 I I JOB jt (4k- f f19101 r s,.04J GNR SHEET NO. OF_- I ENGINEERING, INC. CALCULATED BY DATE_______ 990 Highland Drive, Suite 206 0 SOLANA BEACH, CA 92075 CHECKED BY DATE TEL (619)794-9630' FAX (619) 794-9615 PRODUCT 4•1(04igu 205-1 (Padded) IvJ - - S96$6L (69) XV 0C96116L (6L9) iai. 31V0 AS CN33HO SLO6 V3 H3V39 VNV1OS gog O!flS eNJa PueIq6lH 066 DNI '9N11133N19N3 fl ; dO . I - ON 133HS - __________________ • JUN9 sor :, I Title: Cornerstone Building A . Job # 970106.04 Dsgnr: e.w. Date: Description: Corporate Center. • Scope: F2-4 ,. . 1 • Steel Beam Design Page ij General Information Description FB-38(REVISED) . .. Steel Section W18X35 . Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 I Center Span 21.25 ft Bm Wt. Added to Loads Left Cant. 0.00 it LL & ST Act Together Right Cant . 0.00 it Lu 0.00 ft Distributed Loads • DL 0.174 k/ft LL 0.450 V k/ft - ST . k/ft Start Location . 9.250 . ft I End Location 21.250 . . ft Trapezoidal Loads I #1 DL @ Left 0.286 DL @ Right 0.254 LL @ Left LL @ Right 0.800 ST @ Left 0.700 ST @ Right . k(ft Start it k/ft End 6.000 it #2 DL @ Left 0.062 LL © Left 0.100 ST.@ Left k/ft Start . 6.000 it DL © Right LL @ Right ST @ Right . k/ft End 9.250 ft I ountLoads #1 #2 #3 #4 #5 #6 #7 Dead Load 0.764 1.870 2.270 k I Live Load 2.116 5.850 . 5.290 . . . k • Short Term k Location 6.000 7.000 9.250 .ft Summary Beam OK Using: W1 8X35 section, Span = 21.25ft, Fy = 36.0ksiEnd Fixity = Pinned-PinnedFy = 36.00k5i, Lu = 0.00ft, LDF = 1.000 I . . Actual Allowable . . . Moment • 112.380 k-ft 114.708 k-ft Max. Deflection -0.563 in fb: Bending Stress 23.278 ksi 23.760 ksi • Length/DL Defi 1,575.7: 1 V fb / Fb 0.980: 1 • . Lengthl(DL+LL Defl) 453.2: 1 • Shear 19.449k 75997k . fv,: Shear Stress 3.685 ksi 14.400 ksi . • - fv/Fv 0.256:1 I I V. • • I I ---- - I Title: Cornerstone Building A Job # 970105.04 Dsgnr: e.w. Date: Description: Corporate Center Scope: Steel Beam Design Page 2 LForce & Stress Summary . • <<- These columns are Dead + Live Load placed as noted ->> I . DL LL LL+ST LL LL+ST • Maximum Only c Center (ä Center 0 Cants 0, Cants • Max. M+ 112.38k-ft 32.30 112.38 k-ft Max.M - k-ft .I • Max. M@Left k-ft Max. MRight . k-ft Shear@ Left 19.45k 5.51 19.45 - k Shear@ Right 13.33k 3.95 13.33 k • Center Dell. -0.563 in -0.162 -0.563 -0.563 . 0.000 0.000 in I . Left CantDefl Right Cant Del 0.000 in 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 in ...Query Defi @ 0.000 in 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 19.45 5.51 19.45 19.45 k • I Reaction @ Rt 13.33 3.95 13.33 13.33 k • [Section Properties I . Steel Section Wi8X35 Weight 34.99 #/ft r-xx 7.057 in Depth 17.71 in lxx 513.00 in4 r-yy 1.227 in Web Thick 0.298 in lyy 15.50 1n4 Misc 1.510 in I . Width • Flange Thick 6.000 in 0.429 in Sxx Syy 57.933 in3 5.167 in3 • Area 10.30 in2 .1 . . I . '. . .•, I I I I I ---.--.- ..---.. ... JOB 410 u 4. 7i I t GNR SHEET NO. ____________ _- OF___________________ ENGINEERING, INC. CALCULATED BY DATE_________ 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY - DATE TEL(619)794-9630 FAX (619)794-9615 . srAIp — PRODUCT 2O4-I (Single Seetsl2O5-t(Padded)-- I .. JOB_ V4 . LD'c 'A /fl O1 GNR SHEET NO.OF I . ENGINEERING, INC. CALCULATEOBY___________ DATE_ 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY , DATE TEL (619)794-9630. FAX (619) 794-9615 S('.AIF - PRODUCT 204-1 (SIeSlz)2O5.1(Pdded) - • . Title: Cornerstone Building A Job #970105.04 • Dsgnr: e.w. Date: • Description: Corporate Center ,. Scope: Steel Beam Design Page 1 General Information . . Description FB-40(revised) . Steel Section W12X19 Fy 36.00ksi Pinned-Pinned r Load Duration Factor 1.00 Center Span 13.50 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu 0.00 ft - Distributed Loads #1 #2 #3 #4 #5., #6 #7 DL 0.276 . k/ft LL 0.804 . . . k/ft ST' . k/ft Start Location . ft End Location 1.500 ft Trapezoidal Loads #1 DL @Left 0.164 LL @ Left 0.450 ST @ Left k/ft Start 1.500 ft DL @ Right 0.276 LL @ Right 0.804 ST @ Right . k/ft End 13.500 ft #2 DL @ Left LL @ Left ST @ Left k/ft Start ft DL @ Right LL ©Right ST @ Right k/ft End ft Point Loads .. • . #1 #2 #3 #.4 #5 #6 #7 Dead Load 3.010 0.670 . . k Live Load. 8.840 1.800 - k ; Short Term k Location 1.500 12.500 . ft Summary I . . . Beam OK Using: W12X19 section, Span = 13.50ft, Fy = 36.0lcsiEnd Fixity = Pinnd-PinnedFy = 36.00ksi, Lu = 0.00ft, LDF =iXXX Actual Allowable Moment 29.930 k-ft 42.336 k-ft Max. Deflection -0.273 in fb: Bending Stress 16.798 ksi 23.760 ksi • Length/DL Defl 2,206.8: 1 fbi Fb 0.707: 1 Length/(DL+LL Defl) 593.1,: 1 Shear 16.478 k - 41.500 k . fv: Shear Stress 5.718 ksi - 14.400 ksi . fv/Fv, 0.397:1 . Title: Cornerstone Building A Job # 970105.04 - . Dsgnr: e.w. Date: Description: Corporate Center Scope: Steel Beam Design Page 2 Force & Stress Summary . <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only (ä Center 0 Center (80 Cants 0, Cents Max. M + 29.93 k-ft 8.05. 29.93 k-ft . Max.M - k-ft Max. M@Left k-ft Max. MRight . k-ft Shear @Left 16.48k 4.32 16.48 k Shear @ Right 9.88k 2.67 9.88 k Center Defl. -0.273 in -0.073 -0.273 -0.273 0.000 0.000 in Left Cant Defi 0.000m 0.000 0.000 0.000 0.000 0.000 in Right Cant Def 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Dell 0.000 in - 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 16.48 4.32 16.48 16.48 k Reaction @ Rt 9.88 2.67 9.88 9.88 k Section Properties . SteelSection W12X19 Weight - 18.99#/ft r-xx 4.822 in Depth 12.16 in lxx . .130.00 1n4 r-yy 0:820 in Web Thick 0.237 in lyy 3.76 1n4 Misc 1.010 in Width 4.007 in Sxx 21.382 1n3 Flange Thick 0.349 in Syy 1.877 in3 Area . 5.59 in2 . JOB GNR SHEET NO. OF_____________________ - ENGINEERING, INC. CALCULATED BY___________ DATE_________ 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CI-sEcKED BY DATE TEL(619)794-9630 FAX(619)794-9615 - ('AIF - 'IWUUCI U4-1 (5Ifl9?e&t3) 205-1 (Padad) - / 1 GNRE 'l I SHEET NO. ___________________________ OF______________________ ENGINEERING, INC. CALCULATEDBY I 990 I . Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY_____________________________ DATE - TEL(619)794-9630 FAX(619)794-9615 PROOWT4.IFi* Shuts) 2I(P. H.' ' JOB /T4 LdcA/1ct )C GNR SHEET NO. tS1 OF_________ I . ENGINEERING, INC. CALCULATED BY_________ DATE__________ 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY DATE TEL (619)194-9630 FAX (619) 79 4-961 5 SCALE G ... ... JOB_44V9 SHEET NO. - 0 F CALCULATED BY______________________ DATE 79 CHECKED BY - DATE S(AIF - G NR ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL(619)794-9630 FAX(619)794-9615 FT I . Title: Cornerstone Building A Job #970105.04 Dsgnr: em. . Date: Description: Corporate Center (04 Scope: Steel Beam Design , Page 1 I LGeneral Information - Description FB-1 1(REVISED) - • Steel Section W21X62 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 I Center Span 29.50 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft I .Lu 0.00 ft [Distributed Loads: . . #1 #2 #3 #4 #5 #6 #7 I . DL 0.296 0.552 0.072 . k/ft LL 0.800 1.598 0.100 ,. k/ft ST .. 0 k/ft1 I .start Location End Location 7.000 23.500. 29.500 10.500 13.000 . ft ft Trapezoidal Loads . . . . .. #1 DL @ Left 0.176 LL @ Left 0.425 ST @ Left kilt Start 7.000 ft I . DL @ Right 0.152 LL @ Right 0.350, ST @ Right kilt .. End • 10.500 ft #2 DL @ Left 0.360 . LL @ Left 1.000 ST @ Left k/ft Start 13.000 ft DL @ Right 0.592 LL @ Right 1.598 ST @ Right kfft End 23.500 ft I J Point Loads . . . #1 .. #2 #3 #4 #5 #6 #7 . Dead Load 0.498 3.460 0.100 k Live Load. 1.240 9.090 0.313 . . k I Short Term . k • Location 7.000 13.000 11.333 ft I L Summary I Beam OK Using: W21X62 section, Span = 29.50ft, Fy= 36.0ksiEnd Fixity = Pinned-PinnedFy 36.00ksi, Lu = 0.00ft, LDF = 1.000 .. Actual Allowable I Moment 239.860 k-ft 250.919 k-ft Max. Deflection -0.938 in fb: Bending Stress 22.713 ksi 23.760 ksi - Length/DL Defl 1,298.4: 1 fb / Fb 0.956: 1 .- Length/(DL+LL Defi) 377.4 :1 I . Shear . 31.903k 120.902k + fv: Shear Stress 3:800 ksi 14.400 ksi . fvlFv 0.264:1 . • •0 I I I 1 .0 . . . 0••• I - -- - -- -- I . Title: Cornerstone Building A Job # 9701.04 Dsgnr: e.w. Date: Description: Corporate Center I Scope: • Steel Beam Design Paej [Force & Stress Summary . . <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only A Center 0 Center 0 Cants (ED Cants Max. M + 239.86 k-ft 69.78 239.86 k-ft M - -0.00 -0.00 ., k-ft U Max. Max. M@Left . k-ft Max. M © Right . k-ft Shéar© Left 25.99k 7.74 25.99 ,. ' k I . Sheär@ Right 31.90k 9.08 31.90 . . k Center Dell. -0.938 in -0.273 -0.938 -0.938 0.000 0.000 in I Left Cant Dell Right Cant Def d.000in 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 in ...Query Defl © 0.000 in 0.000 0.000 . 0.000 0.000 0.000 in I Reaction @ Left 25.99 7.74 25.99 . 25. 99 k Reaction@Rt 31.90, 9.08 31.90 31.90 k [Section Properties . . . I Steel Section W21X62 Weight 62.16 #/ft r-xx 8.525 in Depth. 20.99 in lxx 1330.00 in4' r-yy 1.773 in Web Thick 0.400 in lyy 57.50 in4 Misc 2.130 in I . Width Flange Thick 8.240 in 0.615 in Sxx Syy 126.727 in3 13.956 in3 Area . 18.30 1n2 I I I I I I ------ i-i JOB_6N L tD' c A / 1 g i o5, GNR ENGINEERING, INC. SHEET NO. CALCULATEDBY_€ OF____________________ DATE 990 Highland Drive, Suite 206 -CHECKED - SOLANA BEACH, CA 92075 BY DATE TEL(619)794-9630 FAX (619) 794-9615 U9Oh]lSJZWI raoceo) - I Title: Cornerstone Building A Job # 970105.04 • Dsgnr: e.w. Date: Description: Corporate Center I - Scope: • • I Steel Beam Design Page 1 General Information Description FB-13(revised) Steel Section W12X19 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 I Center Span 11.50 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft I Lu 2.00 ft Distributed Loads I . #1 #2 DL 0.560 - #3 #4 #5 #6 #7 k/ft LL 1.650 . k/ft ST k/ft I Start Location End Location 7.000 ft ft Trapezoidal Loads - . I DL #1 DL @ Left 0.446 @ Right 0.350 LL @ Left LL @ Right 1.304 ST ©Left 1.000 ST @ Right k/ft Start 7.000 ft k/ft End 11.500 it #2 DL@Left LL@Left ST@Left k/ft Start it - I L DL @ Right Summary I LL @ Right ST @ Right klft End ft . . Beam OK Using: W12X19 section, Span = 11.sOft, Fy = 36.oksiEnd Fixity = Pinned-PinnedFy = 36.00ksi, Lu = 2.00ft, LDF = 1.000 I Actual Allowable Moment 33.905 k-ft 42.336 k-ft Max. Deflection -0.212 in fb: Bending Stress . 19.029 ksi 23.760 ksi Length/DL Defl 2,492.6: 1 I . fb / Fb 0.801 : 1 Length/(DL+LL Defl) 650.8: 1 Shear 12.294k 41.500k Iv: Shear Stress 4.266 ksi 14.400 ksi I . tvlFv 0.296:1 LForce & Stress Summary << These columns are Dead + Live Load placed as noted >> I . DL LL LL+ST LL LL+ST Maximum Only Center Center a Cants (ä Cants Max. M + . 33.91 k-ft 8.85 33.91 k-ft Max.M - k-ft I Max. M@Left k-ft Max. M @ Right . . k-ft I Shear@ Shear @ Left 12.29k Right 10.37k 3.20 2.73 12.29 10.37 - k k Center Defl. -0.2121n -0.055 -0.212 -0.212 0.000 0.000 in I Left Cant Dell 0.000 in Right Cant Del 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 in ...Query Dell © 0.000 in 0.000 0.000 0.000 0.000 - 0.000 in Reaction @ Left 12.29 3.20 12.29 12.29 k Reaction @ Rt 10.37 2.73 10.37 10.37 I Title: Cornerstone Building A Job 9970105.04 Dsgnr: e.w. Date: Description: Corporate Center • . I Scope: i I . Steel Beam Design - Page 2 Section Properties Steel Section W12X19 Weight 18.99 #/ft . r-xx 4.822 in I Depth 12.16 in lxx 130.00 1n4 r-yy 0.820 in Web Thick 0.237 in Iyy 3.76 in4 - Misc 1.010 in Width 4.007 in Sxx 21.382 1n3 Flange Thick 0.349 in Syy 1.877 in3 I Area 5.59 1n2 - I * . I . -.. . 1 I .. I H: I ,- 1 -- . .,. . . I . .. * I I I i...' I ---- ----- - I GNRQ I . ENGINEERING, INC., 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TU I10'. 70A_GA CAV IC10'. 7A0C ,JOB I . SHEET NO. - OF_____________________ CALCULATED BY L4 DATE CHECKED BY DATE 'I' I . • • JOB 6W 4 /ri 01 M GNR -. - SHEET NO. -___________________________ OF______________________ ENGINEERING, INC. CALCULATED BY - DATE b(7. I 990 Highland Drive, Suite 206 • SOLANA BEACH, CA 92075 CHECKED BY__________________________ DATE TEL (619) 794-9630 FAX (619) 794-9615 I -- - JOB GNR - SHEET NO.___________________________ OF______________________ - -, ENGINEERING, INC. CALCULATED IN DATE____________ I .. - 990 Highland Drive, Suite 206 - SOLANA BEACH, CA 92075 CHECKED BY DATE - TEL (619)794-9630 FAX (619)794-9615 SCALE I • PRODUCT 204-I (SIMle S0eS( 205.1 (Padd) - - - - - I Title: Cornerstone Building .A Job # 970105.04 Dsgnr: e.w. Date: Description: Corporate Center 1 . Scope: Steel Beam Design Page 1 I LGeneral Information Description FB-16 (REVISED) Steel Section W21X57 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 I : Center Span 30.00 ft Bm Wt. Added to Loads Left Ca nt. 0.00 ft LL & ST Act Together : Right Cant , 0.00 ft Lu 0.00 ft [Distributed Loads #2 # 3 .. #4 #5 #6 #7 I DL 0.440' 0.680 . . k/ft LL 1.010 : 1.610 k/ft ST . k/ft : Start Location 14.000 20.500 . :ft I End Location 20.500 30.000 ft : LTrapezoidal Loads U DL #1 DL © Left 0.360 @ Right 0.512 LL @ Left LL @ Right 0.800 : ST @ Left 1.188 ST @ Right k/ft Start ft kilt . End 8.000 ft • #2 DL @ Left : 0.512 LL @ Left 1.188 ST @ Left k/ft Start 8.000 ft • DL @ Right 0.440 LL @ Right 1.010 ST @ Right k/ft : End 14.000 ft Point Loads #1 - #2 #3 #4 #5 #6 #7 Dead Load 0.338 : k Live Load 0.832 : . I: Short Term : Location 18.333 . . . ft : I 'L Summary I . . : Beam OK Using: W21X57 section, Span = 30.00ft, Fy = 36.0ksiEnd Fixity = Pinned-PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000 .Actual : Allowable I Moment . 200.798 k-ft 220.000 k-ft Max. Deflection -0.966 in fb: Bending Stress 21.686 ksi 23.760 ksi Length/DL Dell 1154.6: 1 f / Fb 0.913: 1 . Length/(DL+LL Defl) 372.7 :1 I .. Shear 30.357 k 122.822 k : Iv: Shear Stress 3.559 ksi 14.400 ksi fv/Fv 0.247:1 . I .*. I I - ...... •. ----------- Title: Cornerstone Building A Job #970106.04 Dsgnr: e.w. Date: Description: Corporate Center F-70 Scope: Steel-Beam Design Page 2 LForce & Stress Summary - <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only Center A Center (ED Cants Cants Max. M + 200.80 k-ft 64.85 200.80 - k-ft Max. M - -0.00 -0.00 k-ft Max. M@Left . . ' k-ft Max. M @ Right k-ft - Shear @Left 24.58k 8.03 24.58 k Shear @ Right 30.36k 9.67 30.36 . * k Center Defi. -0.966 in -0.312 -0.966 -0.966 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 ' 0.000 0.000 0.000 in Right Cant Def 0.000 in 0.000 0.000 0.000 0:000 0.000 in ...Query Dell 0.000 in 0.000 0.000 - 0.000 0.000 0.000 in Reaction @ Left 24.58 8.03 24.58 24.58 k Reaction © Rt 30.36 9.67 30.36 30.36 k Section Properties Steel Section W21X57 Weight 56.72 #/ft r-xx 8.370 in Depth , 21.06 in lxx 1,170.00 in4 ' r-yy 1.354 in Web Thick 0.405 in lyy 30.60 in4 Misc 1.640 in Width 6.555 in Sxx 111_ill in3 Flange Thick 0.650 in' Syy 9.336 in3 - Area , 16.70 in2 * U ' . I ----fl-- ---------- - ----------- - I GNR ENGINEERING, INC. I 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 JOB_ (o SHEET NO. OF - CALCULATED BY. DATE CHECKED BY DATE - TEL(619)794-9630 FAX(619)794-9615 SCALE_. I euç 2 ..............E[ 2O i ! ............. . ............ .------ o4) ........... O W .I t 2 o') -'z t' (Oo&'1 -(.-, ow.k (0 I .............. ............. ... ............. .................. ............ . , (' ............. ........................... . ............. ........ 1-?'( O1 r3v -(1) . 4o(c -- ,I. r prt- . ODUCT 204-I )SffiIe Sheets) 2051 (Padded) • ., . Title: Cornerstone Building A Job # 970105.04 Dsgnr: e.w. Date: * Description: Corporate Center Scope: 'Steel Beam Design Page '1 General Information Description FB-(REVlSED). Steel Section W12X19 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 13.00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu 0.00 ft Distributed Loads . #1 #2 #3 #4 #5 #6 #7 'DL 0.132 . klft. LL 0.350 . . - ST k/ft 'Start Location 7.500 ft End Location 13.000 ft [Trapezoidal Loads #1 DL @ Left 0.500 * LL @ Left 1.500 ST @ Left '- k/ft Start ft DL @ Right 0.400 LL @ Right 1.200 ST @ Right ' k/ft End 5.500 ft #2 DL @ Left 0.180 IL @ Left 0.500 ST @ Left k/ft Start 5.500 ft DL @ Right 0.084 LL © Right 0.200 ST @ Right kJft End 7.500 ft Point Loads 42 #3 #4 #5 #6 #7 Dead Load 1.520 0.088 k Live Load 2.980 0.275 ' k Short Term . ' ' . k Location 7.500 9.333 ft Summary I ' fl . - Beam OK Using: WI 2X19 section, Span = 13.00ft, Fy = 36.oksiEnd Fixity = Pinned-PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 33.331 k-ft 42.336 k-ft Max. Deflection -0.264 in fb: Bending Stress 18.706 ksi 23.760 ksi Length/DL Defi ' • 2013.0: 1 fb / Fb - 0.787: 1 Length/(DL+LL Defl) 591.8: 1 Shear 11.066k 41.500k - Iv: Shear Stress 3.840 ksi 14.400 ksi fvlFv 0.267:1 - ----------- - I . Title: Cornerstone Building A Job # 970105.04 Dsgnr: ew. Date: - Description: Corporate Center I Scope: Steel Beam Design Page 2 I [Force & Stress Summary . <<-These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only . Center Center Cd Cants Cants Max. M + 33.33k-ft 10.04 33.33 . k-ft • Max.M - . k-ft I Max. M@Left . . k-ft. Max. M @ Right k-ft Shear© Left 11.07k 3.05 11.07 . k I Shear @ Right 7.56k 2.27 7.56 . . k Center Defi. -0.264 in -0.077 -0.264 -0.264 0.000 0.000 in Left Cant Dell 0.000 in 0.000 0.000 0.000 0.000 0.000 in I Right Cant Del 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Dell @ 0.000 in 0.000 0.000 0.000 0.000 0.000 in Reaction© Left 11.07 3.05 . 11.07 . 11.07 k I Reaction @ Rt 7.56 2.27 7.56 7.56 k [Section Properties . . Steel Section W12X19 Weight 18.99 #/ft r_xx 4.822 in I Depth . 12.16 in lxx 130.00 in4 r-yy 0.820 in Web Thick . 0.237 in lyy 3.76 1n4 Misc 1.010 in Width 4.007 in Sxx 21.382 in3 . I . Flange Thick 0.349 in . Sy . 1.877 in3 Area 5.59 in2 . I I 1 . . . . I I '•- . .... I I I . . . .:______.__... I •-------•---- . - .. :" ---•. I .... I .............. ............... .............. ............. .............. iUCT 2~04-1 MM1:1 MUM M~ 5-1 IPMde~dl I , JOB_017P P-'To4 /gco oár GNR . SHEET NO. OF_________ I ENGINEERING;. INC. CALCUTEDBY ' DATE_________ * 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY DATE TEL(619)794-9630 FAX(619)794-9615 . ODUCT2OI•l (Simle Sheetsl 205-I IPd0 I GNR I . ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 JOB_ tL.Q/1701 oc0i SHEET NO. - OF________________ CALCULATED BY - DATE o_ CHECKED BY DATE JOB_O4C)L- t9OtO SHEET NO. _ OF_______________________ Alit ENGINEERING, INC. CALCULATED BY DATE___________ - 990 Highland Drive, Suite 206 ' SOLANA BEACH, CA 92075 CHECKED BY DATE TEL (619) 794-9630 FAX (619) 794-9615 S(AIF I I:. Title: Cornerstone Building A Job # 970105.04 - Dsgnr: e.w. I Date: Description: Corporate Center Scope: Steel Beam Design . . Page 1 . 1 . . I General Information . . Description FB-35(REVISED) Steel Section W12X26 Fy 36.00ksi - .I Center Span Pinned-Pinned 14.50 ft Bm Wt. Added to Loads Load Duration Factor 1.00 . Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft . I Lu 0.00 ft Distributed Loads . . #1 #2 ' : #3 #4 #5 #6 #7 DL 0.209 . .ktft I , LL 0.575 .ktft ST . k/ft Start Location . ft ' End Location 1.500 ft Trapezoidal Loads . #1 DL @ Left 0.057 . . LL @ Left 0.100 ST © Left k/ft start 1.500 ft DL @ Right 0.185 LL @ Right 0.500 ST @ Right k/ft End 14.500 ft #2 DL @ Left . LL @ Left ST @ Left klft Start ft DL @ Right LL @ Right . ST @ Right k/ft End ft pjflt Loads . . '. . #1 #2 #3 #4 #5 #6 #7 Dead Load 8.030 1.570 . k . Live Load 16.550 4.320 . - - k I Short Term , - . k Location 1.500 5.500 . .-.' - . . . . ft L Summary I Beam OK Using: W1 2X26 section, Span = 14.50ft, Fy = 36.0ksiEnd Fixity = Pinned-PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.0 Actual Allowable - Moment 53.129 k-ft . 66.108 k-ft Max. Deflection -0.315 in fb: Bending Stress 19.095 ksi 23.760 ksi Length/DL Defl 1788.7: 1 fblFb 0.804:1 . Length/(DL+LLDefl) 552.0: 1. . Shear 28.937 k 40.473 k . fv: Shear Stress '10.296 ksi 14.400 ksi fvlFv 0.715:.1 I I 1 I - -- I * Title: Comerstdne Building A Job # 970105.04 - Dsgnr: e.w. Date: S Description: Corporate Center ,1 - Scope: Steel Beam Design Page I Force & Stress Summary - <<- These columns are Dead + Live Load placed as noted ->> I . DL LL LL+ST LL LL+ST Maximum Only Center A Center A Cants A Cants Max. M + 53.13k-ft 16.25 53.13 . . k-ft Max. M - -0.00 -0.00 . k-ft I Max. M ©,Left . k-ft Max. M @ Right . . k-ft Shear @Left 28.94k 9.24 28.94 * k I Shear @ Right 8.56k 2.62 8.56 . . . k Center Defi. -0.315 in -0.097 -0.315 -0.315 0.000 0.000 in Left Cant Defi . 0.000 in 0.000 0.000 0.000 0.000 0.000 in I .Right Cant Del 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Deft @ 0.000 in 0.000 0.000 0.000 . 0.000 0.000 in Reaction @ Left 28.94 924 28.94 28.94 k I . Reaction @ Rt 8.56 2.62 8.56 8.56 k * Section PrOperties . . Steel Section W12X26 Weight 25.98 #/ft- . r-xx 5.164 in I Depth 12.22 in lxx 204.00 in4 r-yy 1.504 in Web Thick 0.230 in . lyy .17.30 in4 Misc 1.720 in Width 6.490 in Sxx 33.388 in3 I Flange Thick 0.380 in Syy 5.331 in3 S - Area . 7.65 in2 . S I I I I 1, I I I I Title: Cornerstone Building A Job # 970105.04 Dsgnr: e.w. Date: Description: Corporate Center Scope: j 1 - Steel Beam Design Page 1 I General Information I Description FB-36(REVISED) Steel Section W12X19 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span . 11.00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu 0.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.308 . . k/ft LL 0.900 k/ft ST . k/ft Start Location ft End Location 3.500 ft Trapezoidal Loads - #1 DL @ Left 0.276 LL @ Left 0.804 ST @ Left k/ft Start 3.500 ft DL @ Right . 0.228 LL @ Right 0.652 ST @ Right k/ft End 10.750 It #2 DL @ Left LL @ Left ST @ Left k/ft Start ft DL @ Right LL @ Right ST @ Right k/ft End ft Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 2.270 k Live Load 4.800 , k Short Term k Location 3.500 . ft Summary . . Beam OK Using: W12X19 section, Span = 11.Ooft, Fy = 36.0ksiEnd Fixity = Pinned-PinnedFy = 36.00ks1, Lu = 0.00ft, LDF. = 1.000 Actual Allowable Moment 31.198 k-ft 42.336 k-ft Max. Deflection -0.168 in fb: Bending Stress 17.509 ksi 23.760 ksi Length/DL Dell 2,691.6: 1 fbi Fb 0.737: 1 Length/(DL+LL Dell) 787.5: 1 Shear 11.063k 41.500k fv: Shear Stress 3.839 ksi 14.400 ksi fvlFv 0.267:1 . I - .......... .. I Title: Cornerstone Building A Job # 9701.04 Dsgnr: e.w. Date: - Description : Corporate Center I Scope: Steel. Beam Design Page 2 & Stress Summary [force - <<- These columns are Dead + Live Load placed as noted ->> I . . DL LL LL+ST LL LL+ST Maximum Only Center 0. Center. ( Cants c5 Cants Max. M + 31.20k-ft 9.27 31.20 . k-ft I Max.M - . Max. M@Left . k-ft k-ft Max. MRight . k-ft Shear @Left 11.06k 3.22 11.06 - k I Shear@ Right 7.55k 2.16 7.55 k Center Defl. -0.168 in -0.049 -0.168 -0.168 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 . 0.000 in I Right Cant Def 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 in 0.000 0.000 0.000 . 0.000 0.000 in Reaction© Left 11.06 3.22 - 11.06 11.06 k . I Reaction © Rt 7.55 2.16 7.55 7.55 k Section Properties . Steel Section w12x19 Weight 18.99 #/ft r-xx 4.822 in I Depth 12.16 in lxx 130.00 1n4 r-yy. 0.820 in Web Thick 0.237 in lyy 3.76 in4 Misc . 1.010 in Width 4.007 in Sxx 21.382 1n3 I. Flange Thick 0.349 in Syy 1.877 in3 Area 5.59 in2 I .- I I I I * I GNR Engineering Project: Cornerstone Building A 990 Highland Dr., Suite 206 Project No.: 970105.04 Solana Beach, Ca 92075 . Designer: E.W. (619) 794-9630 REACTIONS SUMMARY Beam Right support (k) Left Support (k) RB-i 12.28 10.05 RB-2 11.44 11.44 RB-2A 14.25 14.25 RB-3 9.52 9.52 RB-4 9.87 11.11 RB-5 1.53 1.53 RB-6 5.24 5.24 RB-7 2.69 2.85 RB-8 5.98 4.85 RB-9 12.82.. 10.74 RB-b 0 . 6.36 4.71 RB-il 7.2 7.2 RB-12. 12.48 12.48 RB-13 10.5 10.5 RB-14 . 15.2 15.2 RB-15 8.93 8.93 RB-16 12.38 12.38 RB-17 14.18 12.01 RB-18' . 11.25 - 11.25 RB-19 :7.55 6.07 RB-20 1.78 1.01 RB-21 2.18 2.18 RB-22 7.19 7.19 RB-23 1.76 2.37 RB-24 2.3 2.3 RB-25 . 4.79 13.43 RB-26 -4.28 31.76 FB-1 41.13 33.83 FB-IA 2.94 2.94 FB-2 38.13 38.13 FB-2A 38.88 38.88 FB-3 32.9 32.9 FB-4 38 40.15 FB-4A 6.72 6.72 FB-4B 7.2 7.27 FB-4C 40.8 40.8 FB-5 42.84 42.84 FB-6 27.94 22.37 FB-7 10.79 10.79 FB-8 5.2 3.32 FB-9 22 17.5 PB-b 42.95 36.11 FB-1 1 32.4 32.4 I I I I I I I I I I I I I I I I I I I ..cont Joject: Cornerstone Building A No.: 970105.04 j Project Beam Right support (k) Left Support (k) FB-12 27.31 21.53 FB-13 13.56 13.56 FB-14 38.25 35.15 FB-15 28.5 28.5 FB-16 39.23 33.32 FB-17 32.64 32.64 FB-18 17.42 17.42 FB-19 42.27 35.54 FB-20 13.4 13.4 FB-21 29.4 29.4 FB-22 3.71 5.81 FB-23 0.568 0.5681 __________ FB-24 6.22 6.41 FB-25 7.51 4.39 FB-26 7.51 4.39 FB-27 2.83 2.83 FB-27A. 13.8 13.33 FB-28 12.64 8.48 FB-29 10.44 5.45 FB-30 12.61 33.51 FB-31 16.03 9.72 FB-32 14.99 26.77 FB-33 10.8 35.99 FB-33A 7.49 7.49 FB-34 7.55 6.31 FB-35 43.85 12.95 FB-36 14.94 11.41 FB-37 7.04 7.04 FB-37A 8 8 FB-38 30.85 34.24 FB-39 4.84 5.98 FB-40 24.76 7.35 FB-41 ______ 10.18 ____ 11.87 JOB_ Lv4 A A o o I' GNR SHEET NO. ' -' OF____________________ I : ENGINEERING, INC. CALCULATED BY DATE_________ 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY__________________________ DATE 0 0 0 TEL(619)794-9630 FAX(619)794-9615 0 0 PRODUCT 204-I PVle 205-I (Padded) • JOB d/aioorx SHEETNO. __________________________ OF_____________________ ENGINEERING, INC. CALCULATEDBY /f'1fr DATE_________ 990 Highland Drive, Suite 206 . - - SOLANA BEACH, CA 92075 CHECKED BY DATE TEL(619)794-9630 FAX(619)794-9615 - S(AIF - - PRODUCT 204-I (Single Sheets) 205-1 (Padded) Lf P1 I GNR JOB________________________ U - . SHEET NO. ____________________________ OF I ENGINEERING, INC. CALCULATED BY—" /pitIJ DATE_oi 990 HIghland Drive, Suite 206 .. ( SOLANA BEACH, CA 92075 CHECKED BY_ DATE TEL (619) 794.9630 FAX (619) 794-9615 SCALE - ol DV JOB_ L3CArf SHEET NO.________________________ OF____________________ ENGINEERING, INC. CALCULATED BY DATE _ 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY___________________________ DATE TEL (619) 794-9630 FAX (619) 794-9615 SCAIF I JOB_ GNR SHEET NO._ __________ V 1 OF______________________ V ENGINEERING, INC CALCULATED By DA+E_ V 990 Highland Drive, Suite 206 V SOLANA BEACH, CA 92075 CHECKED BY DATE TEL (619) 794-9630 FAX (619) 794-9615 V SCALE V V PfiODlJCT 204-1 (SbVIe 20S.1 (Pded) I G JOB NR SHEET NO. .- J - OF______________________ I • ENGINEERING, INC.. CALCULATED //7/41 /_ DATE _"l ( 990 Highland Drive, Suite 206 1 - SOLANA BEACH, CA 92075 CHECKED BY___________________________ DATE - TEL(619)794-9630 FAX (619)794-9615 - (SiMll - . • . V V V JOB L. GNR 'V - SHEET NO;_L- f OF______________________ 'I ENGINEERING, INC. CALCULATEDBY___________ DATE_________ 990 Highland Drive, Suite 206 - V SOLANA BEACH, CA 92075 CHECKED BY V DATE TEL (619)794-9630 FAX (619)794-9615 1 SCALE - - H. 1 G JOB NR H4O tPbcA /1oioi SHEET NO. I ENGINEERING; INC. CALCULATEOBY DATE 990 Highland Drive, Suite 206 ( - SOLANA BEACH, CA 92075 CHECKED BY__ DATE TEL (619) 794-9630 FAX (619) 794-9615 AIF - PRODUCT 211(SSh)-1(Paed) S S - 1 LIn * 511 SHEET NO. _ OF____________________ I . ENGINEERING,. INC. CALCULATED B" If'?l / DATE_________ - 990 Highland Drive, Suite 206 - SOLANA BEACH, CA 92075 CHECKED BY___________________________ DATE TEL(619)794-9630 FAX (619)794-9615 SCALE - PRODUCT 204-I (Slngl* OU*ets) 205-I (Padd) I"- GNRi-i JOB 417 1Z SHEET NO. _j OF___________________ I .ENGINEERING, INC. CALCULATEOBY_k1 TP'- DATE_________ 990 Highland Drive, Suite 206 ( SOLANA BEACH, CA 92075 CHECKED BY___________________________ DATE TEL(619)794-9630 FAX(619)794-9615 PRODUCT 2D4-1 (UNIB DOM) 205-1 (Padded) - - JOB_Vkt0t4 ~L-Vbr #1 GNR . SHEET NO. L... I_) OF___________________ ENGINEERING, INC. CALCULTEDBY DATE_________ 990 Highland Drive, Suite 206 C. . . SOLANA BEACH, CA 92075 CHECKED BY___________________________ DATE TEL(619)794-9630 FAX(619)794-9615 . . .......... ........... .. ............. ............. ............. ............. ... ......... ............. ..... ....... ............. .... ........ .............. I1rB2- :IT I GNR JOB_' ILA A/ri oioS 04 ENGINEERING - , INC. SHEET NO. OF___________________ CALCULATED BY_4, DATE I 990 Highland Drive, Suite 206 1 SOLANA BEACH, CA 92075 ' CHECKED BY__________________________ DATE • TEL (619) 794-9630 FAX (619) 794-9615 S(AIF ROOUCT24.1(SnWaShels)2O5-1 (Padded) I G JOB NR /iri Oi) - SHEET NO. _/ OF -. I . ENGINEERING, INC. CALCULATEDBY___________ DATE_________ - 990 Highland Drive, Suite 206 - SOLANA BEACH, CA 92075 CHECKED BY___________________________ DATE TEL(619)794-9630 FAX(619)794-9615 sr.a, Fz - — PRODUCT 204.1 (ShVie 205-1 (Padded) GNR ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075' TEL(619)794-9630 FAX (619)794-9615 JOB UILD14 SHEET NO. •/ OF_____________________ CALCULATED BY_ DATE_______________ CHECKED BY - DATE SCALE I . ........... ... ............. .............. ...... .. ............. .............. ............. ......... ............. ............. ............. .... ...... .............. ............. ............. ............ . ............. .. ....... .............. ............. ............. ............. I II PRODUCT 24.t (Single Sheets) 2O5.1(Pjded) - * - - -t Ito G JOB NR -cL SHEET NO. / OF_______________________ I ENGINEERING, INC. CALCULATED BY Mle oe~DATE _21fr 990 Highland Drive, Suite 206 I SOLANA BEACH, CA 92075 CHECKED BY ( DATE____________________ TEL (619) 794-9630 FAX (619) 794-9615 - AIP - GNR ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (619)794-9630 FAX(619)794-9615 JOB OCJ uL2- f9 IQ SHEET NO.___________________________ OF - CALCULATED BY DATE____________ CHECKED BY_- DATE - eeslc - ''U GNR i ENGINEERING, INC. 990 Highland Drive, Suite 206 - SOLANA BEACH, CA 92075 TEL (619) 794-9630 FAX (619) 794.9615 JOB SHEET NO._(( I ,. OF____________________ CALCULATED BY_E-f7v44/ DATE 21 CHECKED BY—• DATE SCALE I JOB tE4I 2 r-.4 GNRi • - - . SHEET NO. _f. OF______________________ ENGINEERING, INC. CALCULATED BY_)i7ft'1/1 DATE___________ I * 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY___________________________ DATE - TEL (619) 794-9630 FAX (619) 794-9615 S(ALF UCI2OIl (&ngtSeets) 205 (P') VA jc ____________ GNR SHEET NO. (.- . ENGINEERING, INC. •CALCULATEDBY 990 Highland Drive, Suite 206 - SOLANA BEACH, CA 92075 . CHECKED BY____________ TEL (619) 794-9630 FAX (619) 794-9615 . CAIF OF DATE flATF .............. ............. . ............................ ............. ............. ..... ............ ............. .............. .............. ............. .... ...... ............ ...... I ..... .DUCT 2041 (Simla 0Ull 204.1 (P'44M . 12041 (lSigle Sh05s( 205-1 (Padded) JOB 1E JILC GNR ' SHEET NO. OF_________ ENGINEERING, INC. CALCULATED By k 7M DATE 7 /1 . 990 Highland Drive, Suite 206 ' SOLANA BEACH, CA 92075 CHECKED BY DATE TEL(619)794-9630 FAX(619)794-9615 GNR OB 1V7Wé SHEET NO. — ENGINEERING, INC. CALCULATED BY____________ ::TE _/2/T 990 Highlir~d Drive, Suite 206 SOLANA BEACH, CA 92075 . ( TEL(858)794-9630 FAX(858)794-9615 CHECKED BY DATE crhlc fSinISheel 2fl.l (Pdfl . JOB _A/,7'/V' zL7,A SHEET NO. - OF ' CALCULATED BY - DATE CHECKED BY__________________________ DATE . SCALE GNR ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (858) 794-9630 FAX (858) 794-9615 ............. ............. ........................ ............. ............. .............. .............. JO B_/n 7YV' D1 I GNR U, - SHEET NO. (- OF ENGINEERING, INC. CALCULATED BY___________ DATE I . 990 Highland Drive, Suite 206 - , . SOLANA BEACH, CA 92075 CHECKED BY___________________________ . DATE TEL (858) 794-9630 FAX (858) 794-9615 . 1 Column Design Load Combination D+L Column Cl Load Info. Properties P[k] 61.7 Section TS5X5X1/2 M[k-ft] 13 A[in2] 7.88 l[ft] 13.33 _____ S[in3] 10.4 K. 0.8 ____ nm] 1.82 Cm 0.6 _____ Fy[ksm] 46 Design Results 111 V 70 30.18 7.83 19.69 fa/Fa 0.40 fb[ksi] 15.00 .30.36 (.66Fy) 0.49 rH 0.80 0.78 n/a - Kl/r<200 OK Slenderness ratio check Load Combination D+L+E Weak Axis Load Info. . Properties P[k] 61.7 Section TS5X5XI/2 M[k-ft] 33.6 A[in2] 7:88 I[ft] 13.33 S[in3] 10.4 K 0.8 nm] 1.82 Cm 0.6 Fy[ksi] 46 Design Results Cc III Kl/r 70 F& 30.18 a[ksl] 7.83 F[] 19.69 . fa/Fa 0.40 fb[j1 38.77 Fb[ksi] 30.36 (.66Fy) fb/Fb 1.28 (Hl-l) 1.43 (1-11-2) 1.56 (HI-2) n/a Kl/r<200 OK Slenderness ratio check 3- Column Design Load Combination D+L Column C2 Load Info. Properties P[k] 135 Section TS6x6x1/2 M[k-ft] 12 A[1n2] 9.74 I[ft] 13.33 S[in3] 16.1 K 0.8 fin] 2.23 Cm 0.6 Fy[ksi] 46 Design Results Cc KI/r 57 Fe' 45.30 a[ksi] 13.86 F[] 21.66 fa/Fa 0.64 8.94 Fbk 30.36 N (.66Fy) sl 0.29 0.89 0.80 Hj n/a ______ Kl/r<200OK Slenderness ratio check Load Combination D+L+E Weak Axis - Load Info. _____ Properties P[k] 110 _____ Section TS6x6x1/2 M[k-ft] 50 _____ A[in2] 9.74 ift] 13.33 _____ S[in3] 16.1 K 0.8 _____ rEin] 223 Cm 0.6 Fy[ksi] 46 Design Results Cc 111 KI/r 57 Fe' 45.30 fa[ksil 11.29 Fa[ksi] 21.66 fa/Fa 0.52 fb[ksi] 37.27 Fb[ksi] 30.36 (.66Fy)________ fb/Fb 1.23 1.50 EHl(Hl-I) -2) 1.64 (H 1-2) n/a Kl/r<200 OK Slenderness ratio check I Column Design Load Combination D+L Column C3 I I Load Coibinatôn D+L+E WeakAxis _____ Load Ii _____ 192 _____ M[k-ft] 80 Properties P[k] _____ Section TS7x7x5/8 A[in2] 14 Eft] 13.33 K 0.8 Cm 0.6 S[in3] rEin] Fy[ksi] 26.7 2.58 46 Design Results Cc 111 Kl/r 50 Fe' 60.64 fa[ksi] 13.71 22.74 a/Fa 0.60 fb[] 35.96 FjJ 30.36 (.66Fv) fb/Fb 1.18 Hjjj 1.52 (HI-2) 1 (HI-2) n/a Kl/r<200 OK Slenderness ratio check Load Info.Properties P[k] 185Sect ion TS7X7X5/8 M[k-ft]24A[1n2] 13.7 [ft] 13.33S[1n3] 26.1 K0.8 in]2.59 Cm 0.6Fy[ksi] 46 DesignResults Cc 111 Kl/r. 49 Fe' 61.11 fa[ksi]. 13.50 Faksi]22.77 falFa 0.59 p 11.03 30.36(.66Fy) 0.36 0.87 (HI-2) 0.85 (HI-2) n/a Kl/r<200 OK Slenderness ratio check I Column Design Load Combination D+L • Column C4 Load Info. Properties P[k] 189 Section TS8X8X518 M[k-ft] 35 .. A[1n2] 17.4 [ft] 13.33 S[in3] 38.3 K 0.8 rEin] 2.96 Cm 0.6 Fy(ksi] 46 Design Results Cc :. 111 Kl/r 43 Fe' 79.82 fa[ksi] 10.86 Fa[ksi] 23.57 fa/Fa 0.46 fb[ksi] 1 10.97 _____ Fb[ksi] 30.36 (.66Fy 0.36 rFb -2 H 0.71 0.75 j n/a Kl/r<200 OK Slenderness ratio check Load Combination D+L+E Weak Axis I Load Info. Properties P[k] 143 * Section TS8X8X5/8 r M[k-ft] 82 A[in2] 17.4 I ft] 13.33 S[in3] 38.3 K 0.8 r[in]• 2.96 Cm 0.6 Fy[ksi] 46 Design Results kKl/r 43 79.82 8.22 23.57 0.35 fb[ksi] 25.69 Fb[ksij 30.36 (.66Fy________ I fb/Fb 0.85 (HI-I) 0.91 (HI-2) 1.14 I (HI-2) n/a Kl/r<200 OK Slenderness ratio check I, I I GNR I.. ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (619) 794-9630 FAX (619) 794-9615 :1 WIN 111 111!11 =0 mp SHEET NO. •i - OF____________________ CALCULATED BY_- DATE O CHECKED BY_'_-- DATE - SCALE 1 6-31 Cnaftg GNR Engineering I Project: Cornerstone Building A 990 Highland Dr., Suite 206 Project No.: 970105.04 Solana Beach, Ca 92075 Designer: E.W. (619) 794-9630 FOUNDATION DESIGN PAD FOOTINGS soil bearing pressure: 3000 psf INTERSECTION exterior I LINE - LINE P(K) FTG.APPR. USE DENOM. I - XA/A 15.02 2.24 2.5x2.5 F-I B 41.9 3.74 4.5x4.5 F-3 C 113.21 6.14 6.5x6.5 F-5 D 107.6 5.99 6.5x6.5 F-5 E 106.4 5.96 6.5x6.5 F-5 F 91 5.51 5.5x5.5 F-4 G 91 5.51 5.5x5.5 F-4 H 106.46 5.96 6.5x6.5 F-5 J 107.56 5.99 6.5x6.5 F-5 K 108.8 6.02 6.5x6.5 F-S L 59.5 4.45 4.5x4.5 F-3 X - XA 15.02 2.24 2.5x2.5 F-I XB 53.92 4.24 4.5x4.5 F-3 XC 107.15 5.98 6.5x6.5 F-5 XD 79.57 5.15 5.5x5.5 F-4 XE 117.05 6.25 6.5x6.5 F-5 - XE.7 75.31 5.01 5.5x5.5 F-4 XF 123.95 6.43 6.5x6.5 F-S XG 122.61 6.39 6.5x6.5 F-5 XG.4 83.04 5.26 5.5x5.5 F-4 XH 94.684 5.62 5.5x5.5 F-4 XJ 77.9 5.1 5.5x5.5 F-4 XK 37.4 3.53 3.5x3.5 F-2 L - 37.4 3.53 3.50.5 F-2 2 58.69 4.42 4.5*4.5 F-3 3 81.74 5.22 5.5x5.5 F-4 4 99.01 5.74 6.5x6.5 F-S 5 99.88 5.77 6.5x6.5 F-5 6 95.09 5.63 6.5x6.5 F-5 7/X 59.51 4.45 4.5x4.5 F-3 interior 2 D 137 6.76 7.5x7.5 F-6 E 179.58 7.74 8.5x8.5 F-7 F 149.64 7.06 7.5x7.5 F-6 C 100.12 5.78 6.5x6.5 F-5 161.91 7.35 7.5x7.5 F-6 ______ K 184.45 7.84 8.5x8.5 I F-7 I I I I I Cnaftg 2.25 E.7 6.8 1.51 2.5x2.5 F-i P.5 52.88 4.2 4.5x4.5 . P-3 H 159.51 7.29 7.5x7.5 F-6 2.5 - G.25 58.72 4.42 4.5x4.5 F-3 2.75 - G. 140.92 6.85 7.5x7.5 F-6 J 121.43 6.36 6.5x6.5 F-5 Kt5 52.17 4.17 4.5x4.5 F-3 3 - F 135.3 6.72 6.5x6.5 F-5 prx J.3 61.7 4.54 4.5x4.5 F-3 K 189.97 7.96 8.5x8.5 F-7 3.2 - J 191.44 7'.99 8.5x8.5 F-7 3.25 J4 .23.76 .2.81 3.50.5 F-2 3.5 H.7 114.36 6.17 6.5x6.5 F-5 3.6 - J 1 104.28 5.9 6.5x6.5 F-5 3.75 - 1-125 22.82 2.76 3.5x3.5 P-2 4 - 137.9 6.78 7.5x7.5 P-6 • K 189.97 • 7.96 8.5x8.5 F-7 5 K 156.47 7.22 7.5x7.5 F-6 exterior footings ____________ • . XFIXG I I 75.59 5.02 5.5x5.5 P-4 Page .1. GNR I ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (619) 794.9630 FAX (619) 794-9615 I JOB O\ :.4TO SHEET NO. :. . OF______________________ CALCULATED BY _ ..44) DATE CHECKED BY DATE SCAI F . .............. ............. .............. ............. .......... ............. ............. iF ........... ..... . ............. I .............. . ............ . ; . ............. ............. ;;: . ........ .. ... ...... .............. ............. .............. .............. . ........... .............. ............. ............. ............. ........... .. ............. ............. .............. ...... ...... ..... ........ .............. ............. . ............. ................................................ 57 . I I c- I I I I '1 I I -- JOB_ Pcfrf7P1ODf GNR SHEET NO: OF__________ I ENGINEERING, INC. CALCULATED BY____________ DATE _9 990 Highland Drive, Suite 206 CHECKED BY DATE SOLANA BEACH, CA 92075 - TEL (619) 794-9630 FAX (619) 794-9615 'uDUU14-I(oSrieets)2a-I(Paddcd) \ 1.• - I 7- I GNR JOB S . HEET NO. OB SHEETNO. - .0 . F ENGINEERING, INC. CALCULATED BY_________ DATE_________ I 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY___________________________ DATE - TEL (858) 794-9630 FAX (85 8)794-9615 PRODUCT 2041 lStheSiEl$l 2-1 (Padded)- - . - I GNR : JOB SHEET NO. OF I E CALCULATED BY 7J2E DATE990 Highland Drive, Suite 206 _________ SOLANA BEACH, CA 92075 TEL(858)794-9630 FAX (858)794-9615 • CHECKED BY DATE ____________________ crnlc PRODUCT 2Cl-t(SncIeShe1s)21(Paed) - . . ,• . . I GNR I INC. 990 Highland Drive, Suite 206 - - SOLANA BEACH, CA 92075 TEL (858)794-9630 FAX (858) 794-9615 JOB SHEET No.' - OF_- CALCULATED BY_________________________ DATE CHECKED BY DATE Jo _ D SHEET NO. OF______________________ ZVI CALCULATED BY____________________ DATE CHECKED BY__________________________ DATE I.. GNR I . ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (858) 794-9630 FAX (858) 794-9615 I :1 GNR JOB Jq7A/I I27 SHEETNO. ___________________________OF ENGINEERING, INC. . CALCULATED BY____________ ::TE__________ 990 Highland Drive, Suite 206 - SOLANA BEACH, CA 92075 TEL (858) 794-9630 FAX (858) 794-9615 CHECKED BY_____________________________ DATE PRODUCT 4.l(ShlIe Sheet) 2Q5-1(Pade4 . . . ' JOB_____________________ GNR SHEET NO. Z-1 6 OF . ENGINEERING, INC. CALCULATED BY DA990 Highland Drive, Suite 206 TE____________ SOLANA BEACH, CA 92075 TEL (858) 794-9630 FAX (858) 794-9615 CHECKED BY_____________________________ DATE sr.AIF .GNR JOB____________________ SHEETNO. __________________________ OF_____________________ ENGINEERING, INC. Plwel CALCULATEDBY____________ DA990 Highland Drive, Suite 206 TE • • SOLANA BEACH, CA 92075 • • • TEL (858) 794-9630 FAX (858) 794-9615 CHECKED BY_____________________________ DATE PRODUCT 204.1 (SInIe Sheets) 2051 (Padded). - . 'I GNR JOB ,5LL1 SHEET NO. I OF 1 ENGINEERING, INC. CALCUATEDBY___________ DATE-990 Highland Drive, Suite 206 // SOLANA BEACH, CA 92075 TEL (858) 794-9630 FAX (858) 794-9615 CHECKED BY DATE (AIF - - PBUDU124•1 (SInIeShWS) 2051 (Pae - - GNR JOB _________ Q - SHEET NO. 4 - . ENgIHighland r4Jse,2o NC.. CALCULATED BY/'7/ - OF SOLANA BEACH, CA 92075 ' CHECKED BY_____________________________ TEL (858) 794-9630 FAX (858) 794-9615 eAIF - - PRODUCT 204-I (Single Sheets) 205-I (Padded) . S - I G JOB NR Q. SHEET NO. OF I CALCULATED BY_____________ DATE___________ SOLANA BEACH, CA 92075 TEL (858) 794-9630 FAX (858) 794-9615 . CHECKED BY_____________________________ DATE - . CALF PRODUCT 2011 (Single Sheets) 2054 (Padded) I ___ I................lH ................... ... ..... . .... ... ....... ............ ;. 4 . ..-............................................. ... _JOB _ipit -j11-d&r A /\rlO(O GNR 1 SHEET NO. I OF ENGINEERING, INC. CALCULATED BY______________ DATE____________ 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY__________________________ DATE TEL (619)794-9630 FAX(619)794-9615 ,rn':I :$l 1 c-~i ?. I II.I..h .. . a I I I RISA-2D (R) Version 4.01 /43 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 27 Solana Beach, CA 92075 Date: 11/30/99 File: FRi • Cornerstone Building A ::: : Units .............................US Standard Steel Code ..........................AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 I Include Shear Deformation ......... Yes , No. of Sections for Member Calcs.. 5 Do Redesign .......................Yes P-Delta Analysis Tolerance .........0.50 < Joint Coordinates >========================== I Joint X Y Joint. No Coordinate • ---------- ft-------------ft------------°F----------------------------- Coordinate Temperature 0.000 0.000 0.00 I l 2 0.000 13.333 0.00 3 0.000 26.667 0.00 • 4 5 10.781 10.781 26.670 40.167 0.00 0.00 6 20.781 0.000 0.00 7 20.781 13.333 0.00 • I 8 20.781 26:670 0.00 9 20.781 40.167 0.00 10 40.781 0.000 0.00 40.781 13.333 0.00 I ll 12 40.781 • 26.670 0.00 13 40.781 40.167 0.00 14 60.781 0.000 0.00 I 15 60.781 13.333 0.00 16 60.781 26.670 0.00 17 60.781 40.167 0.00 18 80.781 0.00O 0.00 I 19 80.781 13.333 0.00 20 80.781 26.670 0.00 I 21 22 80.78.1 93.615, 40.167 0.000 0.00 0.00 23 93.615 13.333 0.00 24 93.615 26.670 0.00 I 25 93.615 40.167 0.00 26 113.615 0.000 0.00 27 113.615 13.333 0.00 28 113.615 26.670 0.00 I 29 113.615 40.167 0.00 30 133.615 0.000 0.00 I 31 32 133.615 133.615 13.333 26.670 0.00 0.00 33 133.6 15. 40.167 0.00 34 153.615 0.000 0.00 35 153.615 13.333 0.00 I 36 153.615 26.670 0.00 I - - RISA-2D (R) Version 4.01 ..GNR Engineering, Inc. Job : 991140 I 990. Highland Drive, #206 Page: 28 Solana Beach, CA 92075 Date: 11/30/99 File: FRi Cornerstone Building A I FR-1 = = = = = = = = == = = == = = = = = = = = = = = = = < Joint Coordinates > = = = = = = = = = = = = = = = = = = = = = = == = = = = Joint X Y Joint - No Coordinate Coordinate Temperature -------------------------- 40.167 0.00 37 .153.615 38 173.615 . 0.000 0.00 39 173.615 - 13.333 0.00 I. 40 41 173.615 173.615 26.670 40.167 0.00 0.00 42 193.615 . 0.000 0.00 - 43 193.615 13.333 0.00 I . . 193.615 26.670 0.00 45 21.698. 40.167 0.00 46 22.698 40:167 0.00 .47 38.864 . .40.167 0.00 I 48 39.864 40.167 0.00 49 . 41.698 40.167 0.00 I 5 0 51 42.698 58.864 40.167 40.167 0.00 -0.00 52 59.864 40.167 0.00 53 114.532 40.167 0.00 I .54 115.532. 40.167 0.00 55 131.698 '40.167 0.00 56 132.698 . 40.167 0.00 . 57 134.532 40.167 0.00 I 58 135.532 ' 40.167 0.00 59. 151.698. 40.167 0.00 .60 152.698 40.167 0.00 I 61 21.739 26670 0.00 62 23.052 . 26..670 63 38.510 26.670 0.00 . • 64 39.823 26.670 I 65 * 41.739 26.670 0.00 66 43.052 .26.670 ' 0.00 . 67 ' 58.510 26.670 . 0.00' I 68 . 59.823 26.670 0.00 69 . 21.739 ' 13.333 0.00 70 - 23.052 * 13.333 0.00 I . 71 . 38.510 . . 13.333 * 0.00 72 . 39.823 .13.333 0.00 73 , 41.739 13.333 0.00 .. . 43.052 13.333 0.00 I 75 . 58.510 13.333 0.00 ' 76 . . 59.823 13.333 0.00 I 77 78 - -114.573 115.886 26.670 26.670 0.00 0.00 79 131.344 . . 26.670 0.00 ' 80 132.657 26.670 0.00 81 114.573 13.333 0.00 82 115.88.6 13.333 . 0.0.0 I RISA-2D (R) Version 4.01 - GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 29 Solana Beach, CA 92075 Date: 11/30/99 File: FRi I Cornerstone Building A FR-1 = = = = = = = = = = = = = = = = = = = = = = = = = = = < Joint Coordinates > = = = = = = = = = = = = = = = = = = = = = = = = = = = = Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft--------------ft------------°F---------------------------- 83 131.344 13.333 0.00 84 132 .657 13.333 0.00 85 134.573 26.670 0.00 86 135.886 26.670 0.00 87 151.344 26.670 0.00 88 152.657 26.670 89 ' 134.573 13.333 0.00 90 - 135.886 13.333 0.00 91 151.344 13.333 0.00 92 152.657 13.333 0.00 ===== = = = = = = = = = = = = = = = = = = < Boundary Conditions > = = ------ = = = = = = = = = = = = = = = = = Joint ------ Translation -----+ No X Y Rotation Reaction t/rad----------------------------------- -- 1 Reaction Reaction 6 Reaction Reaction Reaction 10 Reaction Reaction Reaction 14 Reaction Reaction Reaction 18 Reaction Reaction 22 Reaction Reaction 26 Reaction Reaction Reaction 30 Reaction Reaction Reaction 34 Reaction Reaction Reaction 38 Reaction Reaction 42 Reaction Reaction 2 STORY 1 STORY 2 5 STORY 3 ========================== < Materials (General) >========================== Material Young's Shear Poisson's Thermal weight Yield Label Modulus Modulus Ratio Coef. Densit y S t r e s s I ------- Ksi----------Ksi----------------10'5°F----K/ft3 ------- K5i------ STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 STL46 29000.00 11154.00 0.3000 0.65000 0.490 46.00 STL50 29000.00 11154.00 0.3000 0.65000 0.490 50.00 < Sections >================================ Section Database Material As As I I T Label Shape Label 'Area 0,2 1,3 1,3 0,2 C -----------------in2 ---------------- ifl'4 ---------- in'4-------- COLl Wl4Xl59 STL5O 46.70 1.2 1.2 748.00 1900.00 BEAM1 W21X50 STL50 14.70 1.2 1.2 24.90 984.00 COL2 TU5X5X8 STL46 8.36 1.2 1.2 27.00 27.00 BEAM2 W18X35 STLSO 10.30 1.2 1.2 15.30 510.00 I I 'I' RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 30 Solana Beach, CA 92075 Date: 11/30/99 File: FRl I Cornerstone Building A FR-1 I ===== ========= = = = = = = = = = = = == = = === < Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C -------------------------------in"2 ----------------in'4- --------- in_*4........ I RBEAM1 RW21X62 STL50 13.12 1.2 1.2 7.92 798.61 RBEA142 RW16X36 ' STL50 7.42 1.2 1.2 3.07 261.41 >= = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = I = = = = = = Memb = = = = = = = = = == = = Joints Rotate = = = = = = = = = = = = = < Members Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM - I-End J-End Label Length ------------------------ -------------------- in ------- in --------------- ft ---- 1 1 2 COL2 13.33 2 2 3 COL2 13.33 3 4 5 COL2 PIN 13.50 4 6 7 COL1 13.33 I 5 7 8 COL1 13.34 6 8 9 COL1 13.50 I 7 8 10 11 11 12 COL1 COL1 13.33 13.34 9 12 13 COL1 . 13.50 10 14 15 COL1 13.33 I ll 15 16, COL1 . 13.34 12 16 17 COL1 13.50 13 18 19 COL2 13.33. 14 19. 20 COL2 . 13.34 I 15 20 21 COL2 13.50 16 22 23 COL2 13.33 I 17 18 23 24 24 25 COL2 . COL2 . 13.34 13.50 19 26 27 COL1 13.33 20 27 28 COL1 13.34 I 21 28 29 COL1 13.50 U '22 30 31 COL1 ' . 13.33 23 31 ' 32 COL1 13.34 24 32 33 COL1 13.50 I 25 34 35 COL1 13.33 26 35 36 COL1 , 13.34 27 36 37 COL1 13.50 28 38 39 COL2 . , 13.33 29 39 40 COL2 . 13.34 30 40 41 COL2 13.50 31 42 43 . COL2 . 13.33 . I 32 43 44 COL2 . 13.34 33 2 7 BEAM1 PIN PIN. 20.78 34 7 69 BEAM1 . . 0.96 I 35' 11 73 BEAM1 , 0.96 36 15. 19 ' BEAM1 PIN PIN , 20.00 37 19 23 BEAM1 PIN PIN , 12.83 I 38 23' 27 BEAM1 PIN PIN , . 20.00 39 27 81 BEAM1 0.96 I I .. . RI..SA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page; 31 Solana Beach, CA. 92075 Date: 11/30/99 File: FRi Cornerstone Building A I FR-1 = = = = = Memb Joints = = = = = -------- = = = = = = = = = Rotate Section ===== < Members > Releases = == = = = = === = = = = = = = == = = = = = = Offsets Inactive? No. I J 900 Set I:AVM J:AVM I-End J-End Label Length . --------------------------------------------- -in-------in--------------- I 40 31 89 BEAM1 . . 0.96 41 35 39 .BEAM1 PIN PIN 20.00 42 39 43 BEAM1 PIN PIN 20.00 3 4 BEAM1 PIN 0 10.78 P. 43 44 8 61 BEAM1 0.96 45 12 65. BEAM1 . 0.96 46 16 20 BEAM1 PIN PIN 20.00 I 47 20 24 BEAM1 PIN PIN 12.83 48 24 28 BEAM1 PIN PIN . . 20.00 49 28 77 BEAM1 . 0.96 50 32 85 BEAM1 . . 0.96 I 51 . 36 40 BEAM1 PIN PIN 20.00 52 5 9 BEAM2 PIN PIN 10.00 I .53 54 9 13 45 49 BEAM2 BEAM2 . 0.92 0.92 55 17 21 BEAM2 PIN PIN 20.00 56 21 25 BEAM2 PIN PIN 12.83 P 5725 29 BEAM2 PIN PIN . 20.00 58 29 53 BEAM2 0.92 59 33 57 BEAM2 0 0.92 60 37 41 BEAM2 PIN PIN . 20.00 I 61 40 44 BEAM2 PIN PIN . 0 20.00 62 .4 8 BEAM2 PIN 10.00 63 45 46 RBEAM2 . . 1.00 64 46 47 BEAM2 . 16.17 65 47 48 RBEAM2 0 . 1.00 66 48 13 BEAM2 0.92 P 6749 50 RBEAM2 1.00 68 50 51 BEAM2 16.17 69 51 52 . RBEAM2 . 1.00 70 52 17 BEAM2 . 0.92 I 71 53 54 RBEAM2 1.00 72 54 55 BEAM2 0 . . 16.17 73 55 56 RBEAM2 . 1.00 I 74 56 33 BEAM2 0.92 75 57 58 RBEAM2 0 1.00 76 58 59 BEAM2 16.17 59 60 RBEAM2 0 1.00 P 77 78 60 37 BEAM2 . . 0.92 79 61 62 BEAM1 1.31 P 81 8062 63 63 64 BEAM1 BEAM1 15.46 1.31 82 64 12 BEAM1 0 0.96 83 65 66 BEAM1 1.31 I . . 8466 67 BEAM1 15.46 85 67 68 BEAM1 1.31 I . I. RISA-2D (R) Version 4,01 I GNR Engineering, Inc. Job : 991140 990 Highland Drive, #206 Page: 32 Solana Beach, CA 92075 Date: 11/30/99 File: FRi I , Cornerstone Building A FR-]. I ================================< Members >=============================== Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I-End J-End Label 4, Length --------------------------------------------- in ------- in -------------- I 86 68 16 BEAM1 0.96 87 69 70 BEAM]. 1.31 88 70 71 BEAM]. , 15.46 89 71 72 BEAM1 1.31 I 90 72 11 BEAM1 0.96 91 73 74 BEAM1 1.31 I , 9274 93 75 75 76 ' BEAM1 BEAM1 15.46 1.31 94 76 15 BEAM1 0.96 95 77 78 BEAM]. , 1.31 I 96 78 79 BEAM]. 15.46 97 79 80 BEAM]. , 1.31 98 80 32 BEAM1 0.96 99 81 82 BEAM1 1.31 I 100 82 83 BEAM]. 15.46 101 83 84 BEAM1 1.31 I 102 103 84 85 31 86 BEAM1 BEAM]., 0.96 1.31 104 86 87 BEAM1 15.46 105 87 88 BEAM]. 1.31 I 106 88 36 BEAM1 0.96 107 89 90 BEAM]. 1.31 108 90 91 BEAM1 15.46 109 91 92 BEAM1 1.31 I 110 92 35 BEAM1 0.96 = = = = = = = = = = -------- ========< Al SC , N']DS Parameters > = = = = = = = = = = = = = = = = = = = = = = = = = = = I Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in'-le-bend out in CH 0 i --------------- ft ------ ft ------ ft ------ ft ------------------------------------ COL2 13.33 0.80 0.80 I i 2 COL2 13.33 0.65 0.65 3 COL2 13.50 0.89 0.80 5 4COL1 COL1 13.33 13.34 0.65 0.65 0.65 0.65 6 COL1 13.50 0.65 0.65 7 COL]. 13.33 • 0.65 0.65 I 8 COL1 13.34 0.65 0.65 9 COL1 13.50 0.65 0.65 10 COL1 13.33 0.65 0.65 COL1 13.34 0.65 0.65 I ii 12 COL1 13.50 0.65 0.65 13COL2 13.33 • 0.80 0.80 14 15 COL2 COL2 13.34 13.50 0.65 0.65 0.65 0.65 16 COL2 13.33 0.80 0.80 I RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 33 Solana Beach, CA 92075 Date: 11/30/99 File: FR]. Cornerstone Building A I FR-1 = = = = = = = = = = = = = = = = = = = = = = = = = < Al SC , NIDS Parameters > = = = = = = = = = = = = = = = = = = = = = = = = = = = Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH o ± --------- ft ------ ft ------ ft ------ ft ----------------------------------- 17 COL2 13.34 0.65 0.65 I 18 COL2 13.50 0.65 0.65 19 COL1 13.33 0.65 0.65 I 20 21 COL1 COL1 13.34 13.50 . 0.65 0.65 0.65 0.65 22 COL1 13.33 0.65 0.65 23 COL1 13.34 0.65 0.65 I 24 COL1 13.50 0.65 0.65 25 COL]. 13.33 0.65 0.65 26 COL1 13.34 0.65 0.65 27 COL1 13.50 0.65 0.65 I 28 .COL2 13.33 0.80 0.80. 29 COL2 13.34 0.65 0.65 I 30 31 COL2 COL2 13.50 13.33 0.65 0.80 0.65 0.80 32 COL2 13.34 0.65 0.65 33 BEAM1 20.78 8.00 1.00 1.00 I 34 BEAM1 0.96 2.27 0.65 0.65 35 BEAM1 0.96 2.27 0.65 0.65 36 BEAM1 20.00 8.00 1.00 1.00 37 BEAM]. 12.83 8.00 1.00 1.00 I 38 BEAM]. 20.00 8.00 • 1.00 1.00 39 BEAM1 0.96 2.27 0.65 0.65 40 BEAM1 0.96 2.27 0.65 0.65 I 41 BEAM1 20.00 8.00 1.001.O0 42 BEAM1 20.00 8.00 1.00 1.00 43 BEAM1 10.78 8.00 0.80 0.80 44 BEAM1 0.96 2.27 0.65 0.65 I 45 BEAM1 : 0.96 2.27 : 0.65 0.65 • 46 'BEAM]. 20.00 8.00 1.00 1.00: : 47 BEAM1 12.83 8.00 : 1.00 1.00 I 48 BEAM1 20.00 8.00 1.00 1.00 49 BEAM]. 0.96 : 2.27 0.65 0.65 50 BEAM]. 0.9.6 2.27 0.65 0.65 I 51 BEAM]. 20.00 8.00 1.00 1.00 52 BEAM2 10.00 8.00 1.00 1.00 53 BEAM2 0.92 1.92 0.65 0.65 : 54 BEAM2 0.92 1.92 0.65 0.65 I 55 BEAM2 20.00 8.00 1.00 1.00 56 BEAM2 12.83 8.00 1.00 1.00 I 57 58 BEAM2 BEAM2 20.00 0.92 8.00 1.92 1.00 0.65 1.00 0.65 59 BEAM2 0.92 1.92 0.65 0.65 60 BEAM2 20.00 8.00 • ' 1.00 1.00 I 61 BEAM2 20.00 .8.00 1.00 1.00 62 BEAM2 1000 8.00 0.80 0.80 I • ' .. RiSA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 990 Highland Drive, #206 Page: 34 Solana Beach, CA 92075 Date: 11/30/99,' File: FRi FR-1 Cornerstone Building A = = = = = = = = = = = = = = = = = = = = = = = = = = < A,I SC , ttIS Parameters > = = = = = = = = = = = = = = = = = = = = = = = = = = Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH ' '0 i ---------------ft------ft------ft------ft------------------------------------ 63 RBEAM2 1.00 1.92 0.65 0.65 • 64 BEAM2 16.17 8.00 0.65 0.65 65 RBEAM2 1.00 1.92 0.65 0.65 BEAM2 0.92 1.92 ' ' 0.65 0.65 66 67 RBEAM2 1.00 ' 1.92 0.65 0.65 68 BEAM2 16.17 8.00 0.65 0.65 69 RBEAM2 1.00 1.92 , 0.65 0.65 70 BEAM2 , 0.92 1.92 . 0.65 0.65 71 RBEAM2 1.00 1.92 0.65 0.65 72 BEAM2 16.17 8.00 - 0.65 0.65 RBEAM2 1.00 1.92 0.65 0.65 73 74 BEAM2 0.92 1.92 0.65 0.65 75 RBEAM2 1.00 1.92. 0.65 0.65 76 77 BEAM2 RBEAM2 16.17 1.00 8.00 1.92 0.65 0.65 0.65 0.65 78 BEAM2 0.92 1.92 0.65 0.65 79 BEAM]. 1.31 2.27 - , 0.65 0.65 80 BEAM1 15.46 8.00 0.65 0.65 81 BEAM]. 1.31 2.27 0.65 0.65 82 BEAM]. 0.96 2.27 ' 0.65 0.65 BEAM]., 1.31 2.27 ' 0.65 0.65 83 84 BEAM1 15.46 8.00 0.65 0.65 85 BEAM]. . 1.31 2.27 0.65 0.65 86 BEAM1 0.96 2.27 0.65 0.65 87 BEAM]. 1.31 2.27 0.65 0.65 88 BEAM]. 15.16 8.00 '0.65 0.65 89 BEAM1 1.31 2.27 0.65 0.65 90 BEAM1 0.96 2.27 0.65 0.65 91 BEAM]. 1.31 2.27 0.65 0.65 92 BEAM1 15.46 8.00 0.65 0.65 BEAM]. 1.31 . 2.27. 0.65 0.65 93 94 BEAM]. 0.96 2.27 0.65 0.65 95 BEAM]. 1.3]. 2.27' 0.65 0.65 96 BEAM1 15.46 8.00 0.65 0.65 97 BEAM1 1.31 2.27 0.65 0.65 98 BEAM1 0.96 2.27 0.65 0.65 99 BEAM]. 1.31 2.27 0.65'0.65 100 BEAM1 15.46 8.00 0.65 0.65 101 BEAM1 1.31 2.27 ' 0.65 0.65 102 BEAM]. 0.96 2.27 ' • 0.65 0.65 103 104 BEAM]. BEAM1 1.31 15.46 2.27 8.00 0.65 0.65 0.65 0.65 105 BEAM]. 1.31 .2.27 0.65 0.65 106 BEAM]. 0.96 2.27 ' 0.65 0.65 107 BEAM1 1.31 2.27 ' 0.65 0.65 108 BEAM1, 15.46 8.00 0.65 0.65 I I GNR Engineering, Inc. I, 990 Highland Drive, #206 Solana Beach, CA 92075 RISA-2D (R) Version 4.01 i/ Job : 991140 Page: 35 Date: 11/30/99 File: FRi I Cornerstone Building A FR-]. = = = = = = = = = = = = = = = = = = = = = = = = = < .A.I SC , J11DS Parameters > = = = = = = = = = = = = = = = = = = = = = = = = = = = Section Length Lb-out Lb-in Lcomp K -K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH . 0 i ---------ft------ft-------ft------ft----------------------------------- I 109 BEAN]. 1.31 2.27 0.65 0.65 110 BEAN1 0.96 2.27 0.65 0.65 ==========================< Basic Load Case Data >========================== BLC Basic Load Case Load Type Totals No. Description . Nodal Point Dist. I l dead ---------------------------------------------------------------------- 33 78 2 live 33 78 3 lateral. 6 I ===============< Joint Loads/Enforced Displacements, BLC '1 >============== Joint Is this a Load or Direction I Number a Displacement? (X,Y,Mz) Magnitude K,K-ft,in,rad--------- - 5 - --. L y -0.740 9 L . y , -4.640 I. 13 L y -5.340 - .17 L Y -5.340 21 'L Y --4.480 25 L . y . -4.480 I 29 L Y -5.340 33 L - Y -5.340 I 37 - 41 L L - Y Y , -4.830 -1.300 3 L . Y -0.800 4 L - Y -2.520 I 8 L , .Y -20.300 • 12 -- L Y -10.980 16. L y - -10.980 20 . L . Y - -26.380 I 24 L Y -26.380 28 L Y -10.980. 32 L ' . Y : -10.980 36 L Y -11.820 40 ' L Y • -3.020 44 L Y ' - , -0.750 2 L -0.800 .I 7 L Y -20.300 11 H L Y - -10.980 15 L Y -10.980 I 19 - L Y -26.380 23 - - L Y . -26.380 27 ' L Y -10.980 I - L Y -10.980 35 - L ' - Y - -11.820 ===============< Joint Loads/Enforced Displacements, BLC 1 >================ Joint Is this a Load or, Direction Number a Displacement? (X,Y,MZ) Magnitude ------- - ---------------------------------------------- K,K-ft,in,rad 39 L Y -3.020 43 L Y -0.750 = = = = = = = = = = = = = = = = = = = = < Member Distributed Loads, BLC 1 > = = = = = = = = = = = = = = = = = = = = = Joints Load Pattern Pattern Member I J Label Multiplier 33 2 7 UNIFORM ---------------------------------------------------------------------------- . 0.2040 34 7 69 UNIFORM 0.2040 35 11 73 UNIFORM 0.2040 36 15 19 UNIFORM 0.2040 37 19 23 UNIFORM 0.2040 38 23 27 UNIFORM 0.2040 39 27 81 UNIFORM 0.2040 40 31 89 UNIFORM 0.2040 41 35 39 UNIFORM 0.2040 42 39 43 UNIFORM 0.2040 43 3 4 UNIFORM 0.2040 62 4 8 UNIFORM 0.2040 44 8 61 UNIFORM 0.2040 45 12 65 UNIFORM . 0.2040 46 16 20 UNIFORM 0.2040 47 20 24 UNIFORM 0.2040 48 24 28 UNIFORM 0.2040 49 28 77 UNIFORM 0.2040 50 32 85 UNIFORM 0.2040 51 36. 40 UNIFORM 0.2040 61 40 44 UNIFORM 0.2040 52 5 9 UNIFORM 0.1070 53 9 45 UNIFORM 0.1070 54 13 49 UNIFORM 0.1070 55 17 21 UNIFORM . 0.1070 56 21 25 UNIFORM 0.1070 57 25 29 UNIFORM 0.1070 58 29 53 UNIFORM 0.1070 59 33 57 UNIFORM 0.1070 60 37 41 UNIFORM 0.1070 63 45 46 UNIFORM 0.1070 64 46 47 UNIFORM . 0.1070 65 47 48 UNIFORM 0.1070 66 48 13 UNIFORM 0.1070 67 49 50 UNIFORM 0.1070 68 50 51 UNIFORM 0.1070 69 .51 52 UNIFORM . 0.1070 70 52 ' 17 UNIFORM 0.1070 71 53 54 UNIFORM 0.1070 17 I I I I I I I I Li I I I I I I I: RiSA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 36 Solana Beach, CA 92075 Date: 11/30/99 File: FR]. I Cornerstone Building A FR-1 1 I RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 37 Solana Beach, CA 92075 Date: 11/30/99 * File: FRl I Cornerstone Building A FR-1 = = = = = = = = = = = = = = = = = = = = < Joints Member Distributed Loads , BIC 1 > = = = = = = = = = = = = = = = = = = = = = Load Pattern Pattern Member I J Label Multiplier I 72 54 55 UNIFORM ---------------------------------------------------------------------------- 0.1070 73 55 56 UNIFORM 0.1070 74 56 33 UNIFORM 0.1070 75 57 58 UNIFORM 0.1070 I 76 58 59 UNIFORM 0.1070 77 59 60 UNIFORM 0.1070 78 60 37 UNIFORM 0.1070 I 79 61 :62 UNIFORM 0.2040 80 62 63 UNIFORM 0.2040 81 63 64 UNIFORM 0.2040 82 64 .12 UNIFORM 0.2040 I 83 65 66 UNIFORM 0.2040 84 66 67 UNIFORM 0.2040 I 85 86 67 68 68 16 UNIFORM UNIFORM 0.2040 0.2040 87 69 70 UNIFORM 0.2040 88 70 71 UNIFORM. . 0.2040 I 89 71 72 UNIFORM 0.2040 90 72 11 UNIFORM 0.2040 91 73 74 UNIFORM 0.2040 92 74 75 UNIFORM . 0.2040 I 93 75 76 UNIFORM 0.2040 94 76 15 UNIFORM 0.2040 I 95 96 77 78 78 79 UNIFORM UNIFORM 0.2040 0.2040 97 79 80 UNIFORM . 0.2040 98 80 32 UNIFORM 0.2040 I 99 81 82 UNIFORM 0.2040 100 82 83 UNIFORM 0.2040 101 83 84 UNIFORM 0.2040 102 84 31 UNIFORM 0.2040 I 103 85 86 UNIFORM 0.2040 104 86 87 UNIFORM * 0.2040 105 87 88 UNIFORM 0.2040 I 106 88 36 UNIFORM . 0.2040 107 89 90 UNIFORM 0.2040 108 90 9l UNIFORM 0.2040 109 91 92 UNIFORM 0.2040 I 110 * 92 35 UNIFORM 0.2040 < Joint Loads/Enforced Displacements, BLC 2 >================ I Joint Is t his a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude * * ------------------------------------------------------K,K-ft,in,rad I L Y -0.790 9 L Y -5.230 I 71 RISA-2D (R) Version 4.01 GNR Engineering, Inc. 990 Highland Drive, #206 JOb : 991140 Page: 38 Solana Beach, CA 92075 Date: 11/30/99 File: FRi Cornerstone Building A I FR-1 ==============< Joint Loads/Enforced Displacements, BLC 2 >================ I Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude - --------------------K,K-ft,in,rad--------- I --- 13 L . Y -6.100 17 L Y . -6.100 21 L Y -5.040 25 L Y : • -5.040 I 29 L Y -6.100 33 L Y . . -6.100 I 37 41 L L Y Y -7.450 -1.390. 3 L Y 72.500 4 L Y -4.200 I 8 L Y -17.700 12 • L Y -27.150 16 L Y -27.150 2.0 L Y -6.520 I 24. L Y -6.520 28 L • Y -27.150 I 32 36 L L Y Y -27.150 -29.310 .40 L Y . -7.770 44 L Y 0.000 I 2 L Y . -2.500 7 L Y -17.700 11 L Y -27.150 15 L Y -27.150 . I 19 L Y -6.520 23 L Y -6.520 I 27 31 . L L Y Y -27.150 -27.150 35 L Y -29.310 39 L Y -7.770 I 43 L . Y . 0.000 = = = = = = = = = = = = = = = = = = = = < Member Distributed Loads, BLC 2 > = = = = = = = = = = = = = = = = = = = = = I Member Joints Load Pattern I J Label Pattern • Multiplier 33 2 7 UNIFORM 0.2000 I 34 7 69 UNIFORM 0.2000 35 11 73 UNIFORM 0.2000 36 15 19 UNIFORM 0. 2000 . 37 19 23 UNIFORM 0.2000 I 38 23 27 UNIFORM 0L2000 39 27 81 UNIFORM 0.2000 I 40 41 31 89 UNIFORM 35 . 39 UNIFORM . 0.2000 0.2000 42 3.9 43 UNIFORM 0.2000 I - I RISA-2D (R) Version 4.01 I GNR Engineering, Inc. Job : 991140 990 Highland Drive, #206 Page: 39 Solana Beach, CA 92075 Date: 11/30/99 File: FRi I Cornerstone Building A FR--1 I Joints Load Pattern Pattern Member I J Label Multiplier I 3 4 UNIFORM 0.2000 62 4 8 UNIFORM 0.2000 44 8 61 UNIFORM 0.2000 45 12 65 UNIFORM 0.2000 I 46 16 20 UNIFORM 0.2000 47 20 24 UNIFORM 0.2000 I 48 49 24 28 28 77 UNIFORM UNIFORM . 0.2000 0.2000 50 32 85 UNIFORM 0.2000 51 36 40 UNIFORM . 0.2000 61 40 44 UNIFORM 0.2000 I 52 5 9 UNIFORM 0.0400 53 9 45 UNIFORM 0.0400 54 13 49 UNIFORM 0.0400 I 55 . 17 21 UNIFORM 0.0400 56 21 25 UNIFORM 0.0400 51 25 29 UNIFORM 0.0400 I 58 29 53 UNIFORM 0.0400 59 33 57 UNIFORM 0.0400 6.0 37 41 UNIFORM 0.0400 63 45 46 UNIFORM . 0.0400 I 64 46 47 UNIFORM 0.0400 65 47 48 . UNIFORM 0.0400 I 66 67 48 49 13 50 UNIFORM UNIFORM . 0.0400 . 0.0400 68 50 51 UNIFORM 0.0400 69 51 52 UNIFORM 0.0400 I 70 52 17 UNIFORM 0.0400 71 53: 54 UNIFORM 0.0400 72 54 55 0.0400 55 UNIFOR 73 M 56 UNIFORM . 0.0400 I 74 56 33 UNIFORM 0.0400 75 57 58 UNIFORM 0.0400 I 76 77 58 59 59 60 UNIFORM UNIFORM 0.0400 .0.0400 78 60 37 . UNIFORM 0.0400 79 61 62 UNIFORM 0.2000 I 80 . 62 63 UNIFORM 0.2000 81 63 64 UNIFORM . 0.200.0 82 . 64 12 UNIFORM . 0.2000 83 65 66 UNIFORM 0.2000 I 84 66 67 UNIFORM 0.2000 85, 67 68. UNIFORM 0.2000 86 68' 16 UNIFORM 0.2000 1 8769 70 UNIFORM 0.2000 88 70 71 UNIFORM 0.2000 I RISA-2D (R) Version 4.01 GNR Engineering, Inc. . Job : 991140 I 990 Highland Drive, #206 Page: 40 Solana Beach, CA 92075 . Date: 11/30/99 File: FRi Cornerstone Building A I FR-1 S I Joints Member Distributed Loads, BLC 2 Load Pattern Pattern > = = = = = = = = = = = = = = = = = = = = Member I J Label Multiplier . 8971 72 UNIFORM ---------------------------------------------------------------------------- 0.2000 I 90 72 11 UNIFORM . 0.2000 91 73 74 UNIFORM' 0.2000 .92 74 75 UNIFORM 0.2000 I 93 75 76 UNIFORM 0.2000 94 76 15 UNIFORM 0.2000 95 77 78 UNIFORM 0.2000 I 96 78. 79 UNIFORM 0.2000 97 79 80 UNIFORM 0.2000 98 80 32 UNIFORM ' 0.2000 ' 81 82 UNIFORM 0.2000 I 100 82 83 UNIFORM 0.2000 ' 101 83 84 UNIFORM 0.2000 I 102 103 84 85 31 86 UNIFORM UNIFORM 0.2000 0.2000 104 86 87 UNIFORM 0.2.000 105 87 88 UNIFORM ' 0.2000 I 106 88 36 UNIFORM 0.2000 107 89 90 UNIFORM 0.2000 108 90 91 ' UNIFORM 0.2000 ' 109 91 ' 92 UNIFORM ' 0.2000 110 92 35 UNIFORM 02000 ===============< Joint Loads/Enforced Displacements, Joint Is this .a Load or Direction BLC 3 >================ Number a Displacement? (X,Y,Mz) Magnitude ------------------------------- ----------------------- K,K-ft, in,rad I 9 L . X 20.400 U 29 L , X 20.400 8 '' L " X 27.000 • 28 L X . 27.000 '1 7 L X 13.500 27 L X 13.500 I ============================ < Load Patterns >============================== Pattern Magnitudes Locations Label Dir Start End Start End I-------S K/ft,F----------K/ft,F------------ft or -------- ft or --- UNIFORM Y -1.000 . -1.000 0.000 0.000 I = = = = = = = = = - ------- ===== = = = = = = = = = = < Load Combinations > = = = = = = = = = = -====-- = = = = = = = = = = = S RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- I 1D 2L 2 1 5 I RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I . 990 Highland Drive, #206 . Page: 41 Sbiana Beach, CA 92075 Date: 11/30/99 File: FRi Cornerstone Building A . I FR-1 I = = = = = = = = = = = = = = = = = = = = = = = = = = < Load Combinations > = = = = -------- = = = = = = = = = = = = = = = = RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv5 I 3E ---------------------------------------------------------------------------- 31 4E- 3 -1 5 1.2D+.5L 1 1.2 2 .5 • 6 .9D+E/1.4 1 .9 3 .71 y y 1 9E/1.4 1 .9 3 -.71 S y y 8 D+L+E/1.4 1 1 2 1 3 .71 y y 9 D+L-E/1.4 1 1 2 1 3 -.71 y y I 10 DRIFT 1 1 2 1 3 1 . ii DRIFT- 1 1 2 1 3 -1 12 SPEC1 1 1 2 .7 - 3 2.8 13 SPECi- 1 1 2 .7 3 -2.8 I 14 SPEC2 1 .85 3 2.8 15 SPEC2- 1 .85 3 -2.8 I ------------ Dynamics Input: . 5 Number of Modes ............3 Load, Combination Number 1 Acceleration of Gravity 32.20 ft/sec'2 I Convergence Tolerance ......0.001 Converge Work Vectors ......No II I I I 1. :- . . . . .. / RISA-2D (R) Version 4.01 GNR Engineering, Inc. 990 Highland Drive, #206 Solana Beach, CA 92075 Job : 991140 Page: 20 Date: 11/30/99 t'4 1 -on Is Cornerstone Building A s.J. = = = == = = = = = = = = == == = = == == = = = = < Load Combinations > = == = == = = = = = == = = = == = = = = = = = = RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1D 1 1 - I 2L 2 1 00 3E 3 1 4E- 3 -1 I 5 1.2D+.5L 1 1.2 2 .5 6 .9D+E/1.4 1 .9 3 .71 y 7 .9D-E/1.4 1 .9 3 -.71 y I 8 D+L+E/1.4 1 1 2 1 3 .71 y. 9 D+L-E/1.4 1 1 2 1 3 -.71 y AODRIFT 1 1 2 1 3 1 y I )..ii DRIFT- 1 1 2 1 3 -1 y .8 12 SPEC1 1 1 2 .7 3 2 13 SPEC- 1 1 2 .7 3 -2.8 14 SPEC2 1 .85 3 2.8 15 SPEC2- 1 .85 3 -2.8 I 7Ifr cgc4 I I I I I I 1 00 0, 0 I RISA-2D (R) Version 4.01 GNR Engineering, Inc. I I 990 Highland Drive, #206 Solana Beach, CA 92075 Cornerstone Building A FR-i Job : 991140 Page: 21 Date: 11/30/99 File: FRi I = = = = =2,-= = = == = = = == = = = = = = = < Envelope Story Drift Story+- - - - X Direction ----+ No. Joint Drift lc Ht % -------------- in ---------------------------- .................................. I i u 2 0.35 10 0.22 L 2 -0.3511 0.22 ,' 2 U 3 0.49 10 0.31 I. 3 -0.49 11 0.30 3 tI 5 0.37 10 0.23 L 5 -0.37 11 0.23 I . RISA-2D (R) Version 4.01 Engineering, Inc. Job 991140 I GNR 99.0 Highland Drive, #206 Page: 26 Solana Beach, CA 92075 Date: 11/30/99 • File: FR]. Cornerstone Building A I FR-1 ijj - = -------- = = = == = = == = = == == = < Load Combinations > = = = ==== = = = = = === = = == == ==== == RWPE No..; Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv I 1 D • 1 .1 • 2L 2 1 • 3E 3 1 4E- • 3 -1 I 5 1.2D+.5L 1 1.2 2 • 5 6 .9D+E/1.4 1 .9 • 3 .71 . Y Y I 7 .9D-E/1.4 8 D+L+E/1.4 1 1 .9 1 2 3 1 3 -.71 .71 . • y y Y Y 9 D+L-E/1.4 1 1 2 1 3 -.71 • • y y 10 DRIFT 1 1 2 1 3 1 I ii DRIFT-1 ]. 2 1 3 -1 12 SPEC1 • 1 1 2 .7 3 2.8 13 SPEC- 1 1 2 .7 3 -2.8 14 SPEC2 1 .85 3 2.8 15 SPEC2- 1 .85 3 -2.8 I I 1 I • H I I • .•• .. I -- - I RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 22 Solana Beach, CA 92075 Date: 11/30/99 File: FRi Cornerstone Building A I FR-1 a Jo I ==================== Unity Loc < Envelope Shear Loc AISC Unity Checks >======================= ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. -------------- Ksi-------Ksi---------------------------- I 16 0.429 5 8 0.000 1 7 26.06 36.79 1.00 0.60 Hi-1, 13 0.429 5 8 0.000 1 7 26.06 36.79 1.00 0.60 H1-1 62 0.402 1 9 0.078 5 8 29.59 35.39 1.00, 1.00 H1-3 34 0.312 1 9 0.073 1 9 38.57 43.99 1.00 0.85 H2-1 I 39 0.308 1 9 0.072 1 9 38.57 43.99 1.00 0.85 H2-1 94 0.305 5 8 0.073 5 8 38.57 43.99 1.00 0.85 H1-2 110 0.300 5 8 0.072 5 8 38.57 43.99 1.00 0.85 H1-2 I 90 0.298 5 8 0.075 5 8 38.57 43.99 1.00 0.85 H1-2 35 0.295 1 9 0.074 1 9 38.57 43.99 1.00 0.85 H2 -1 44 0.294 1 9 0.068 1 9 38.57 43.99 1.00 0.85 H2-1 102 0.293 5 8 0.074 5 8 38.57 '43.99 1.00 0.85 H1-2 I 49 0.292 1 9 0.067 1 9 38.57 43.99 1.00 0.85 H2-1 40 0.291 3. 9 0.073 1 '9 38.57 "43.99' 1.00 0.85 H2-1 I 63 71 0.288 0.288 1 1 9 9 0.041 0.041 1 1 9 9 37.25 37.25 43.99 43.99 1.00 100 0.85 0.85 H2-1 H2-1 82 0.287 5 8 0.069 5 8 38.57 43.99 1.00 0.85 H1-2 65 0.285 5 8 0.042 5 8 37.25 43.99 1.00 0.85 H1-2 I 98 0.284 5 8 0.069 5 8 38.57 43.99 1.00 0.85 H1-2 73 0.283 5 8 0.041 5 8 37.25 43.99 1.00 0.85 H1-2 86 0.281 5 8 0.067 5 8 38.57 43.99 1.00 0.85 -H1-2 87 0.277 1 9 0.071 1 9 38.57 43.99 1.00 0.85 H2-1 I 106 0.277 5 8 0.067 5 8 38.57 43.99 1.00 0.85 H1-2 99 0.273 1 9 0.070 1 9 38.57 43.99 1.00 0.85 H2-1 I 45 50 0.212 0.270 1 1 9 9 0.069 0.068 1 1 9 9 , 38.57 38.57 43.99 43.99 1.00 1.00 0.85 0.85 H2-1 H2-1 93 0.270 5 8 0.070 5 8' 38.57 43.99 1.00 0.85 H1-2 92 0.268 5, 8 0.069 1 9 32.88 36.59 1.00 0.85 Hi-2 I 69 0.267 5 8 0.041 5 8 37.25 43.99 1.00 0.85 H1-2 88' 0.266 1 9 0.070 5 8 32.88 36.59 1.00 0.85 H1-3 109 0.265 5 8 0.069 5 8 38.57 43.99 1.00 0.85 H1-2 . 770.265 5 8 0.041 5 8 37.25 43.99 1.00 0.85 H1-2 I 108 0.263 5' 8 0.068 1 '9 32.88 36.59 1.00 0.85 H1-2 89 0.262 5 8 0.073 5 8 38.57 43.99 1.00 0.85 H1-2 100 0.262 1 9 0.069 5 8 32.88 36.59 1.00 0.85 H1-3 I 79 0.262 1 9 0.065 1 9 38.57 43.99 1.00 0.85 H2-1 95 0.260 1 9 0.065 1 9 38.57 43.99 ' 1.00 0.85 H2-1 91 0.259 1 9 0.072 1 9 38.57 43.99 1.00 0.85 H2-1 101 101 0.258 5 8 0.072 5 8 38.57 43.99 1.00 0.85 H1-2 I 107 0.256 1 9 0.071 1 9 38.57 43.99 1.00 0.85 H2-1 81 0.254 5 8 0.067 5 8 38.57 43.99 1.00 0.85 H1-2 '75 0.253 1 9 0.042 1 9 37.25 . 43.99 1.00 0.85 H2-1 I 67 0.253 1 .9 0.042 1 9 37.25 43.99 1.00 . 0.85 H2-1 97 0.251 5 8 0.066 5 8 38.57 43.99' 1.00 0.85 H1-2 80 0.249 5 8 0.064 5 8 32.88 36.59 1.00 0.85 H1-2 I 85 0.249 5 8 0.065 5 8 38.57 43.99 1.00 0.85 H1-2 84 0.246 5 8 0.064 1 9 32.88 36.59 1.00 0.85 H1-2 I Job .: 991140 Page: 23 Date: 11/30/99 File: FRi RISA-2D (R) Version 4.01 GNR Engineering, Inc. 990 Highland Drive, #206 Solana Beach, CA 92075 I Cornerstone Building A FR-1 = ======== = = = = === = = = = = < Envelope AISC Unity Checks >= = = = = = = = = === = = === = == = Unity Loc Shear Loc ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. ------------------------------------ Ksi ------- Ksi--------------------------- 96 0.245 5 8 0.063 5 8 32.88 36.59 1.00 0.85 H1-2 105 0.245 5 8 0.064 5 8 38.57 43.99 1.00 0.85 H1-2 104. 0.242 5 8 0.063 1 9 32.88 36.59 1.00 0.85 H1-2 83 0.29 1 9 0.067 1 9 38.51 43.99 1.00 0.85 H2-1 103 0.238 1 9 0.066 1 9 38.57 43.99 1.00 0.85 H2-1 43 0.237 5 9 0.048 1 8 30.51 36.59 1.00 1.00 H1-3 4 0.225 1 9 0.057 1 9 36.84 43.99 1.00 0.48 H1-2 7 0.224 1 9 0.069 1 9 36.84 43.99 1.00 0.41 H1-2 22 0.221 1 8 0.067 1 8 36.84 43.99 1.00 0.42 H1-2 - 25 0.221 1 8 0.054 1 8 36.84 43.99 1.00 0.48 H1-2 19 0.220 1 9 0.056 1 9 36.84 43.99 1.00 0.48 H1-2 10 0.220 1 8 0.056 1 8 36.84 43.99 1.00 0.48 H1-2 14 0.217 1 8 0.001 1 7 28.78 40.47 1.00 0.24 Hi-1 17 0.217 1 8 0.001 1 7 28.78 40.47 1.00 0.24 H1-1 28 0.202 5 9 0.000 1 9 26.06 36.79 1.00 0.60 Hi-i 53 0.189 1 9 0.037 1 9 38.73 43.99 1.00 0.85 H2-1 58 0.189 1 • 9 0.037 1 9 38..73 43.99. 1.00 0.85 H2-1 66 0.188 5 8 0.038 5 8 38.73 43.99 1.00 0.85 H1-2 .74 0.187 5 •8 0.038 5 8 38.73 43.99 1.00 0.85 H1-2 64 0.178 5 8 .0.037 5 8 32.21 35.39 .1.00 0.85 H1-2 72 0.177 5 8 0.037 5 8 . 32.21 35.39 1.00 0.85 H1-2 70 0.174 5 8 0.037 5 8 38.73 43.99 1.00 0.85 H1-2 78 0.172 5 8. 0.037 5 8 38.73 43.99 1.00 0.85 H1-2 68 .0.166 5 8 0.037 1 9 32.21 35.39 1.00 0.85 H1-2 59 0.165 1 9 0.038 1 9 38.73 43.99 1.00 0.85 H2-1 54 0.165 1 9 0.038 1 ,9 38.73 43.99 1.00 0.85 H2-1 76 0.164 5 8 0.037 1 9 • • 32.21. . 35.39 1.00 0.85 H1-2 8 0.147 5 8 0.062 1 8 36.84 43.99 1.00 0.23. H1-2 23 0.145 5 9 0.061 1 9 36.84 43.99 1.00 0.22 H1-2 5 0.119 5 9 0.041 1 9 36.84 43.99 1.00 0.27 111-2 61 0.119 3 8. 0.036 1 8 25.67 35.39 1.00 1.00 H1-3 26 0117 5 8 0.040 1. 8 36.84 43.99 1.00 0.26 H1-2 11 0.117 5 8 0.041 1 8 36.84 43.99 1.00 0.26 .H1-2 20 0.117 5 9 0.041 1 9 • 36.84 43.99 1.00 0.26 H12 29 0.099 1 9 0.001 1 9 28.78 40.47 1.00 0.25 H1-1 1 0.096 5 8 0.000 1 8 26.06 36.79 1.00 0.60 H1-1 33 0.076 3 8 0.024 1 8 26.97 36.59 1.00 1.00 H1-3 36 0.071 3 • 9 0.023 1 8 26.97 36.59 1.00 1.00 H1-3 48 0.071 3 9 0.023 1 8 26.97 36.59 1.00 1.00 H1-3 38 0.071 3 9 0.023 1 8 26.97 36.59 1.00 1.00 H1-3 41 0.071 3 9 0.023 1 8 26.97 36.59 1.00 1.00 H1-3 46 0.070 3 9 0.023 1 8 26.97 36.59 1.00 1.00 H1-3 51 0.070 3 8 0.023 1 8 26.97 36.59 1.00 1.00 H1-3 42 0.070 3 9 0.023 1 8 26.97 36.59 1.00 1.00 111-3 9 0.070 5 8 0.0311 6 36.79 43.99 1.00 0.27 .111-2 24 0.069 5 9 0.031 1 7 36.79 43.99 1.00 0.27 H1-2 I I I I I I LI I I I I I I I I I RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 24 Solana Beach, CA 92075 Date: 11/30/99 File: FRi Cornerstone Building A I FR-1. = == = = = = = == == === = = == = == < Envelope AISC Unity Checks Unity Loc Shear Loc ASD Mernb Chic lc Chk lc Fa Fb Cb Cm Ecn. ---------------------- --------------- Ksi ------- Ksi--------------------------- I 18 0.058 1 8 0.000 1 6 28.64 36.79 1.00 0.60 HI-1 15 0.058 1 9 0.000 1 6 28.64 36.79 1.00 0.60 H1-1 • 2; 0.056 1 8 0.000 1 8 .28.78 36.79 1.00 0.60 H1-1 31 0.051 5 9 0.000 1 9 26.06 36.79 1.00 .0.60 H1-1 I 27 0.04758 0.0171 8 36.79 43.99 1.00 0.35 H1-2 12 0.047 5 8 0.017 1 8 36.79 43.99 1.00 0.36 H1-2 I 21 0.046 6 0.045 5 5 9 9 0.016 0.016 1 1 9 9 36.79 36.79 43.99 43.99 1.00 1.00 0.36 0.37 H1-2 H1-2 60 0.043 3 9 0.013 1 8. ' 25.67 35.39 1.00 1.00 H1-3 55 0.043 3 8 0.013 I 8. 25.67 35.39 .1.00 1.00 H1-3 I 57 0.043 3 8 0.013 1 8 25.67 35.39 1.00 1.00 H1-3 37 0.030 3 9 0.015 1 8 26.97 36.59 1.00 1.00 H1-3 47 0.0293 9 . 0.015 1 8 26.97 36.59 1.00 1.00 H1-3 32 0.027 1 9 0.000 1 9 28.78 36.79 1.00 0.60 H1-1 I 30 0.026 1 9 0.000 1 6 28.64 36.79 1.00 0.60 H1-2 56 0.018 3 8 0.008 1 8 25.67 35.39 1.00' .1.00 H1-3 52 0.011 3 8 0.006 1 8 25.67 35.39 1.00 1.00 Hi-1 I 3 0.010 1 '8 0.000 1 6 25.87 36.79 1.00 0.60 H1-1 Load Combinations >============================ • RWPE No. I , Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1D ' 1 1 0 ------------------------------------------------------------ .I 2L 2 1 3E 3 1 4E- . 3 -1 I s 1.2D+.5L 1 1.2 2 .5 6 . 9D+E/1.4 1 . .9 . 3 .71 y y 7 .9D-E/1.4 1 .9 , . 3 -.71 y y 8 D+L+E/1.4 1 1 2 1. 3 .71 ' y y I 9 D+L-E/1.4 1 1 2 1 3 -.71 ' . y y 10 DRIFT 1 1 2 1 3 1 I ii 12 DRIFT- SPEC1 ' 1 1 1 1 2 2 1 3 .7 3 '-1 2.8 13 SPEC- 1 1 ' 2 .7 3 -2.8 14 SPEC2 . 1 .85 3 2.8 15 SPEC2- . 1 .85 3 -2.8 I H I U RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 19 Soiana.Beach, CA 92075 Date: 11/30/99 File: FRi Cornerstone Building A FR-1 = = = = = = = = = = = == = = = = = = = = = = = = = = < Load Combinations >= = == = = == = = = = == = = == = = == = = = = = I RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv I ------------------------------------------------------------ 1D 1 1 2L 2 1 3E 3 1 I 4E- 3 -1 5 1.2D+.5L 1 1.2 2 .5 6 .9D+E/1.4 1 .9 3 .71 y I .9D-E/1.4 1 .9 3 -.71 y 8 D+L+E/1.4 1 1 2 1 3 .71 y 9 D+L-E/l.4 1 1 2 1 3 -.71 y 10 DRIFT 1 1 2 1 3 1 I ll DRIFT- 1 1 2 1 3 -1 L 13 SPEC1 1 1 2 .7 3 2.8 y MCI- 1 1 2 .7 3 -2.8 y SPEC2 1 .85 3 2.8 'y SPEC2- ' 1 .85 3 -2.8 y Z'2_& I I 'I I 1 I 4 Solution: Envelope Member Unity Checks I I :1 I •. :. I: I., I $ /iAO*1'1 4r) 7N (f't L31T . I2-I0 P 1 j p. T. STL. ROOF HI&X40 VI , _ 1 1 5RP FLOOR /11 5 +I2 O$1L lIV FLOM P,_ +o.-o* PIN._PLR ____ or volo MOMENT _FRAME ELEVATI6N FR-i loop"M Y.9 N S — — * - -------- — : ,-m / - /. ,2. - - -- - MONNENDIGNH _- PR03ECT NAME: Cornerstone Btd'g A' Frame: 1 PROJECT NO.: #991140 Conn: K Roof 1- _9 ft L2coflc !o' 68i V 1.4k V Ok - F o k r N If weld tw 31 0 k FV plate 5 tel weld bot 0.3 h W14X159 14 159 14.98 0.745 15.565 1.1 1.875 46.7 1900 254 28 DESIGN REQUIREMENTS - - - - - - DE1IlNE9EHTS_ Chk <0.95 <50 <50 >1 <1 <1 <1 <1 <1 <1 Bran O,2Dirm rv.-' e Doubler ..6..28-8.;.28,8 -.53.48.0. 0110.06 0.401 . -0.375 0.1 2.2 -.1.7.000 .4 0.. W4X13 OK 183 0.6 27.4 27.4 37.0 0. 0.14 0.09 0.60 0.375 0.2 W5X16217 10.2 -.8.04.00N Z 4 4. 2. 2.3 .00 0 4 0 06 293 293 3125 0 014 0 06 0 02 WSXI917.0 -10.2 4 2 23 00 0 4 0 0.? 28.6 28.6 39.8 0. 0.12 0. 0.4 0. .0.2 W6X1237.60.6 7 4.00 2. 2.7 .00 0 4 0 ,.31.1.,,.31.1.18.8 0. 0.140 0.6 .0. 0.4 .., 2 4. 3.50,2. .000 .::4 0...'6X25OK 28.1 0.74 33.1 33.1 24.42 0.30 0.12 0.10 0.40 0.375 0.35 7 4.00 6 2.25 5.512.00, 0.3754 0 WBX1S OK .41.6 0.7. 31.5 31.5 17.28 0.0 0.16 0.1,1 0.60 .0.375 0.47, _10.1 4.00..6 3.00 .: 4.513.000 4 0 .W8X21. OK 55.0 0.69 31.9 31.9 13.22 0.29 0.18 0 0.60 0.375 0.60 13.0 4.00 6 3.75 3 .00 0.375 4 0 W8X28 71.0 0.6.32.2.322,9.4 10.2..0... 0.8 4 4. .3 4.00 -. .4 0 W8X40 93.4 0.6 33.9 33.9 7.83 0.29 0.20 0 0.60 0.500 0.971 16.6 4.00 6 4.50 3.4 4.00 0.5 4/16 0 %8X48 392 07 360 360 1780 0.33j. 0.1 3.,0.12 04 0 0.47 6 4.00 - 2 9 200 0.3 4 0 W10X17 63.6 0.71 33.1 33.1 11.51 033 0.18 0.19 0.60 0.375 0.69 10,9 4 3.25 7 3.00 0.3 4 0 W10X26 OK 77.9:0.74 36.7 36.7 . 9.4 .0. .0.18 0 .0.60 0.375 .0.83 1LO 4 -.73.00 0375.4 -.0. WIOX30 108.6 . 0.67 3.1.334.3 6.88 0.32 0.22 0 0.60 0.500I 1 4 50, 4.00 0.5 4 0 W10X45 NG 167.1 0.68 36.36.3.4.44 0.32 0.50 .0.750 1.69 -.20.7 s.55 777-8 5 ..475.00 .0 -6/16-0... WOW- 187.8 0.67 37.4 37.4 3.92 0.32 0.-23 0.56 0.431 0.875.1.91 20.8 5.00 8 5.75 4.715.00 0.8 7 0 W1OX77 105.4 0.72 35.9 -35.9 7.16.0.36 0.20 0.27 0.60 -0 0.55 4.00 9 3. .73.00.0.3 .4 0 W12)(35 OK 136.5 0.72 36.7 36.7 5.60 0.35.0.24 0.35 0.60 0.5000.70 15.5 4 4.75 7 4.00 0.5 4/16 0 W12X45 OK .151.0.72.37.8,5.. 0.35 .0.23 0.39 0.60..-0.500.-.0.77 .-157400-..9475..6.9400 ..0.5.;4/16.0 W12X50. OK 83.1 0.74 38.0 38.0 8.92 0.381 0.181 0.20 0.60 0.375 0.46 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W1026 OK 131.4 0.75 ...,38.4 -38.4 .5.82 0.301 0.211 0.30 0.79 .0.375.0.69 A2.41 4.00 101 4.00 9.7 4.00 ,0.375...,4/16.0 W14)(38 OK 167.1 0.73 38.2 38.2 4.65 0.38 0.25 0.39 0.60 0.500 0.85 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK 183.4 .0.73 .39.2,39.2 .4.22 .0.38.0.2.5 .0.43 '-0.60 .0.500 .0.93 -15.4 .4.00 .10 4.75 '.8.44.00 ..',0.5-..4/16 .0 ........W14X53 OK 234.1 0.71 38.0 38.01 3.29 0.381 0.281 0.54 0.60 0.625 1.19 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W14X68 NO 254.1 0.70 ,.,38.9 .38,9 3.03 0.38.0.28 0.59 0.50 '.0.750 .1.29 .19.85.00..105.75--.6.95.00..0.75-6/16.0.....W14X74. NO 277.6 0.70 39.9 39.9 2.76 0.38 0.27 0.65 0.43 0.815 1.42 19.8 5.00 10 5.75 6.8 5.00 0.875 7/1610 W14X82 NO 117.8 079 41.7 41.7 .6.43.0.41 0.20 0.25 0.60 0.375 0.409.44.00.123.25..16.43.000.3754/160 W1631 OK 153.6 0.75 38.8 38.8 5.03 0.41 0.23 0.32 0,79 0.3/5 0.50 116 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 171.6 0.74 404 .40.4 .4.48 0.41 0.22 0.36 0.60 0.500 .0.56 . 12.6 -4.00 .124.00 '12.64.00 --'.0.5 .4/16.0 W16X45 OK 312.0 0.73 40.3 40.3 2.52 0.41 0.29 0.63 0.50 0.'/SO 0.99 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 W16X77 OK 357.6 .0.73 .41.9 .-. 41.9 .2.18 .. 0.41 0.29 .0.73 0.43 0.875 1.15 .. 19.9 5.00 .12 6.00 1;; 9.3 5.00 .0.875 .7/16 . NO 145.3 '0.81 43.8 43.8 5.22 0.44 0.20 0.29 0.60 0.375 0.50 9.8 4.00 14 3.50 20.2 3.00 0.375 .4/16 _0 W18X35 ox 168.7 0.79-..,44.3,44.3 .4.54 .0.44 0.22 0.33.0.60 .0.375. 0.57 .i0.24.00....143.50. -20.13.0O -.0.375.-4/16:0 - W18X40 OK 2202 078 43.3 43.3 354 044 025 042 00 0.500 0.72 132 .1 4.00 0.5 6 0_ 0......W16X89 W18X50 OK 232.0 -0.75 ....43.0 43.0 .3.33 .0.44 0.24.0.44 0.60. 0.500 '0.77 .13.4 4.00 .84.00,..0.5...'4/16.O-- W18X55 OK 390.4 0.75 42.2 42.2 2.01 0+4 0.31 0.73 0.60 0.750 1.26 21.0 6.00 .8 6.00 0.75 7/16 0_ W18X86 NG 439.0 .0.75 43.2 . 43.2 1.79 0.44 0.31 0.82 --0.51 0.875 ' 1.42 .21.2 6.00 7 600 .0.875 ..8/161. 0 W18X97 NO 437.4 0.77 45.3 45.3 1.61 0.44 0.31 0.91 0.45 1.000 1.58 21.3 4.00116 6.00 .2 F471 6.00 1 9/16 0 W18X106 NO 200.9 . 0.80 -47.5 .47.5.. 3.78 . 0.48 0.21 . 0.35 0.60 0.375 0.50 10.1 -4.00 .1 3.00 0.375 4/16 0 . W21X44 OK 228.3 '0.79 48.2 48.2 3.35 0.48 0.22 0.39 0.60 0.375 0.57 10.4 4.00 1.9 3.00 0.375 4/16 0 W2 1X50 OK 308.2 . 0.78 . 45.3 45.3 2.58 . 0.48 0.27 0.5! 0.60 0.500 0.73 14.2 4.00 .2 4.00 0.5 4/16 0 W21X62 OK 0.78 46.3 46.3 2.35 0.48 0.27 0.6 0.60 0.5000.81 14.4 4.00 .1 4.00 0.5 4/16 0 W21X68 ox 585.5 0.77 44.9 44.9 1.37 0.48 0.35 0.95 0.45 1.000 1.314 23.2 6.00 16 7.25 13.8 6.00 1 9/16 0 W21X111 NG (frM w J4L 11/30/995:34 PM SMRF Conn DesIgn fri Roof kxls V (single Sheets) 205-I (Padded) - I qNR Q JOB 1- SHEET NO.__________________________OF ENGINEERING i . CALCULATED BY_ TE_________ SOLANA BEACH, CA 92075 TEL(858)794-9630 FAX(858)794-9615 CHECKED BY__________________________ DATE - . SCALF . I.... ..... G - JOB___________________ NR . SHEET NO. 3T OF ENGINEERING, INC. . CALCULATED BY___________ DATE990 Highland Drive, Suite 206 _________ SOLANA BEACH CA 92075 TEL (858) 794-9630 FAX (858) 794-9615 CHECKED BY DATE PPflNItTfl4.1 I I. OSO,I 100.110,1,n I GNR . JOB A' SHEET NO. . OF______________________ ENGINEERING I CALCULATEDBY__________ DATE SOLANA BEACH, CA 92075 ' - TEL (858) 794-9630 FAX (858) 794-9615 CHECKED BY_-_' DATE Shvie Sheels) 255-I )Peed) PRODUCT 204-I (SInçI Sheets) 205-I )Pade GNR OB_P/VF57W 5'( l - SHEET NO. _ ENGINEERING, INt. CALCULATED BY :. DATE990 Highland Drive, Suite 206 1 . _ SOLANA BEACH, CA 92075 TEL (858) 794-9630 FAX (858) 794-9615 CHECKED BY DATE .................... .... . 4 3/ 4 9 3 / 9 ......; I G - JOB NR SH~ET NO. OF I ENGINEERING, INC. CALCULATED BY D:990 Highland Drive, Suite 206 TE SOLANA BEACH, CA 92075' CHECKED BY TEL(858)794-9630 FAX(858)794-9615 - _-_- DATE -. . - . S(AIF - -. 1 GNR' JOB _(7Y4 04, '4 ENGINEERING, INC. SHEET NO. OF -i dALEDY DATE990 Highland Drive, Suite 206 • SOLANA BEACH, CA 92075 CHECKED BY_____________________________ DATE TEL (858) 794-9630 FAX (858) 794-9615 S(AII JOB SHEET NO.- ZZ CALCULATED BY DATE _____________________ CHECKED BY________________________ DATE * I GNR I ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TI 1flQ 7QA.Gfl AV IQQ 7Q,1Gl PRODUCT 204-I (SI,Ie Sheets) 205-I (Padded) DOGBONE MOMENT CONNECTION DESIGN '] 1 PR03EC NAME: . Conie,tons Btdg A .. . Frame: ?ROECTNO.: .. #991140 j .. conn:.. i. K .RoofI -, IFyc &b 50ks1 ht= Oh L= -20 ft JB :1r l-b 4;68'-. v- •-1.4k 'V -Ok k r 't C)Pwth 1 k rb . fweld 0.3 -k Fpate .5 h . ?wd 0.3 P~9.4,4. h W14X159 14 14- cO.74S 15.565 ',1.1 .1.875 46.7 .2S4 - DESIGN - - rw -UGRr0UIpEHEN-r .•' 1 - - hk <o.s < < > <i <i 1 <1 < <1 Bracing Ca,tlnui plate . Doubler[ F e Ø am 3 6 ii 4'/ S4 )K 18.3 -0.66 7.4 37.0 . 25 0. u.O 0.60 0 .,. 1 4 - 4 2 -2. .00 .4/16 0 . W5X1S OK '21 06. 31 C O O60 !O 2 00 . O4 '5X191 .17.00.71. 39.80' 2 O.2,0.07 0.40 0.375 0.24 7.3 4.00 42.25 2.7 2.00 0.3754/16 0. 146X12 OK 6 O68 -31 I .i,33 1 18 85 1'1O27 0 14 .0 15 060 0375 4O 43 12.2 4 00 4 3 50 2.2 300 0.375 Z4/16 V6)Q OK 28.1 0.74 33.1 .33.1 24.42 0.30 0.12 :0.10 0.40 0.375 0.35 7.0 4.00 .62.25 .5.52.00 0.375 4/16 0 , W8715 OK i 6 4i 070 315 131 5 1728 030 016 O 14 060 i 0375 047 41,101 400 *4' 6 3 00 '4 5 300 0.375 4/16 O 94' 21 ox 55.0 0.69 31.9 31.9 13.22 .0.29 0.18 0.19 0.60 0.375 0.60 13.0 4.00 - 6 3.75 3.9 3.00 0.375 4116 0- W8X28 . OK r977O 4%O66 322 -322 9-946 -'j029 019 027 060 0500 .081 14''163 400 6 4.50 3'34 400 t4O.5 1/16 W8X40 OK - 93.4 0.65 33.9 33.9 7.83 .0.29 0.20 .0.32 0.60 .0.500 0.97 16.6 4.00 64.50 3.4 4.00 0.5 4/15 0 W8X48 ox 392 . 076 4 360 360 r5 1780 033 0 13 0 12 040 4'4 0375 'O 47 68 400 8 2.25 $ 9.5 200 0 375 l4/16 O \.4r 1017 OK 63.6 0.71 33.1 33.1 11.53 0.33 0.18 0.19 0.60 0.375 0.69 10.9 4.00 - 8 3.25 .7.0 3.00 0.375 4/161-0 W10)a6, ox 4w7l9 '-F074 -A436? 9367 4947 4'033 018 0.23 060 0375 ..0.83 9.1110 400 4'-8 350 ',/75 300j 'O375 +4/16 *4 W10)GO., ox 108.6.. .0.67 34.3 34.3 6.88 0.32 0.22 0.33 0.60 , 0.500 1.11 16.1 4.00 .8 4.50 ,,5.44.00 .0.5 4/16 0 W10X45 NO -167 1 -068 363 436.3 -4i4 44 ,0 32 024 050 ',0 50 '0 750 c4z,,169 20 7 5 00 8 575 44' 47 500 *4075 6/16 o W1QX68 NO 187.8 0.67 37.4 37.4 3.92 0.32 0.23 -0.56 0.43 0.875 1.91 20.8 500 . 8 5.75 4.7 5.00 0.875 .7/16 0 W10X77 NO r.y'1054 9-z, 0.72 ,359 '.1359 16 034' 020 .1027 -060 0375 -055 -123 400 .j9 375 79 3O0 0375 4/16 W12)G5,. ox 136.5 0.72 36.7 36.7 5.60 0.35 0.24 0.35 0.60 0.500.0.70 15.5 4.00 9 4.75 7.0 4.00 O.5 4/16 0 W12X45 OK I 4" 072 -/ 378 9 378 504 $- 03 330.23 .i40:39 060 4' 0500 077 15 7 400 '99 475 A 69 400 -1lO 5 44/16 50 2514.1, W12X50 OK 83.1 0.74 38.0 38.0 8.92 0.38 0.18 020 '0.60 0375 - 0.46 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14X26 OK p131 075 ."38 4 ,!/ 384 .19'i5 82 *402F 02! 030 '4179 4 0375 50 69 i12 4 400 10 400 15 97 400 O 35 )4 16 0 i"14)G86 OK 167.1 . 0.73 38.2 38.2 4.65 0.38 0.25 0.39 0.60 0.500 0.85 153 4.00 10 4.75 8.4 4.00 - 0.5 4/16 .0 .1 W14X48 ox - -o.11834 6073 .4'4'392 392 994 .103P 025 .1043 060 p0500 -44.093 4f154 400 '41O 475 44'8.4 400 94"05 9!,4 16 *0c - W14X53.1 OK 38.0 38.0 . 3.29 038 -0.28 0.54 0.60 0.625 1.19 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 - W14X68 NO .14 2541 -'1 070 '38° 3O3 42O38 j,028 4'O59 050 1075O 44129 r- 198 500 ,.4'50 575 ' 69500 4O75 95/16 W14X74 - NG 277.6 0.70 ' 39.9 -'39.9, 2.76 - .0.38 0.27 0.65 0.43 0.875 1.42 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 NO 441t4117 8 79 '*4417 417 7-6 43 ,O 41 .4,6 10 O 25 060 ,-?0375 040 49 4 400 1, 12 3.25 64 300 3375 - 4/16 .101, r9 V 16)131 9 OK -153.6 0.75 38.8 - 38.8 5.03 0.41 -0.23 0.32 0.79 0.375 0.50 12.6 4.00 -12 4.00 12.8 4.00 0.375 4/16 Q. W16X40 OK *l1716 $-O74 4 404 404 448 .1,81041 ,.022 9036 '060 905O0 u 056 126 400 12 400 2.6400 605 4/16 lPf16X451 OK 312.0 0.73 40.3 . 40.3 2.52 0.41 0.29 0.63 0.50 0.750 0.99 19.8 5.00 12 6.00 9.5 5.00 .0.75 6/16 '0 -. W16X77 OK 1 3576 /073 ,4-419 '1-419 4 218 041 O.2 4073 043 0875 1., 115 /-199 .1500*412 600 -i4'93 500 /3875 7 16 .10!8.1k/ W16X89 NGt. 145.3 '0.811 43.8 43.8 5.22 0.44 0.201'0.29 0.60 0.3751 0.50 9.8 4.00 14 3.50 - 20.2 3.00 0.375 4/16 0 W1S)05, OK X.1 1687 'éi3O 77 94444 4'.s"__4.43 Y4 V/,1 54 0 14 022 44033 0 50 jv-/ 0375 ...0 57 - 102 4 30 14 350 20 ii 300 0375 4 4/16 0-4C$ Y18X40 4, OK 220.0 0.78 43.3 - . 43.3 3.54 0.44 0.251 0.42 0.60 0.500 0.72 13.2 4.00 14 4.50 17.1 4.00 - 0.5 4/16 0 W18X50 - ox -232 0 (4.'075 .1,430 843 0 44 333 p40-14 0.24 "044 .1060 "44 05% 077 134 400 14 -425 -".15 9 400 48405 , 4/16 0 444 Vf18X55-. ox 390.4 0.75 42.2 42.2 2.01 0.44 - 0.31 0.73 0.60 0.750 1.26 21.0 6.00 14 6.50 11.8 6.00 - 0.75 - 7/16 0 W18X86 NO :$4%c%439.0 81s075 44'43? 444432 44,-179 44440.44 -.1,0.31 4082 90-51 1,440.875 *4.91.42 :99421.2 1600 444-14 .8150 441-1'-7 6O0 4O75 44-8/16 440944c98k4 W18X97999' NO -, 487.4 0.77 45.3 45.3 1.61 # 0.44 0.31 0.91 0.45 1.000 1.58 '21.3 6.00 .14 6.75 12.2 6.00 1 9116 0 - W18X106 NO ,4 .1-2009 49'-080 47 475 ,475 ,,378 '$O48 021 .1035 060 -.4.0375 O50 I i101 400.116 350 44221300 0375 j4 4116 40 44*4' W21X44 OK - 228.3 ' 0.79 48.2 48.2 - 3.35 0.48 0.22 of 0.60 0.375 0.57 10.4 4.00 - 16 3.50 21.9 3.00 0.375 4/16 0 - W21X50 OK .13082 44 078 s.45 45 3 p259 . 048 '4/0 27 051 90 4'0 4 0 5C4) ,0 7 147 400 ,4-' 6 175 .1192 400 *- 0.5 4116 0 '- W21X62 OK 337.9 0.781 46.3 46.3 2.35 0.48 0.27 0.56 0.60 0.500 - 0.81 - 14.4 4.00 16 4.75 19.11A - 0.5 4/16 0 - W21X68 ox 444,'S855 '44540'fl -444444:9181-449 ',,,1:37 -,s,,0:48 1,0.3! 440.95 4!0.'S '44%91000 41'3e .144J232 86.09 4j1,6 -7-2!' '44138 900' 444449! ,4,9/'6 +90744444 '4I2iX11144 NO4.'. I I I I I I I DOGBONE MOMENT CONNECUONDESIGN PR03ECT NAME: Cornerstone Bld'g A Frame: 1 PR03ECT NO.: #991140 1 Conn: 3 Roof b 9 I h Or 1= 20 12 Coefficler hb- ft B. .68 in V 1.5 k V 1.5 k Pat -o k nc - - CiPwd -.1k rt 2 'w1 top N jPab- 0.31i 0 K Fy plate 50 1 ksl fwd bot 031 Ii W14X159 14 159 14.98 0.745 15.565 1.19 1.875 46.7 1900 254 287 DESIGN REQUIREMENTS - - - - - - - - - DUNEOEMLNTS_ 01k <0.95 <50 <SO 1 >1 <I <1 <1 <1 -<1 <1 Bracing Dim" Caith1ujy plate_ Doubler b b8eaiS <.'0 *28.8 - 28 .',0.4 -':* 0: -,'8.0 .4 t#3 -.2 2.00 0:3 4 W4X13.. 18.3 0.66 27.4 27.4 18.49 0.25 0.14 0.18 0.60 0.375. 0.25 10.2 4 4 2 3 3.00 0.375 2L16 0 W5X16 OK ,'293 1S.60 40.25 ,.014,.40.2 :102 4 -..4 .2 3.00: 03 4 5)U.,< 17.0 0.72 28.7 28.7 19 0.27 0.12 0.15 0.40 0.3750.24 7.3 4 4 2.25 2.7 2.00 0.3 4 0 W6X12 1 027 0.15 :O.3 ,10.6 , ,,0. -;-12.2 .4 3 ;037 4 I6)QS , 28.1 0.74 33.1 12 0.3 0.1 0. 0.4 3 0. 7.0 4 6 0.3 4 0 - W8X15 OK 41 07 31 5 i 1 18 3 001 0 06 < iio0 10 1 4 'ii 6 3 04 0 3 z4 W8x21,.OK 55. 0.6 31.9 1. 6. 0. 0.1 0.4 0.6 75 0.60 13.0 4 6 037 4 0 W88 OK t, 32.2 .........0. 'TO.l '0. t0.60. !'.00. '16.3 4 :..i6 : : :&4 <0 -:.4O,-.- K 93. 0.6 33.9 3. 0. 0.2 0. 0.6 0. 16.6 - 6 4 0 X48 OK ,.j392 .O7 360 .360 890 .033 013 '026 040 a,0.375 047 ,68 c400 78 2.25 95 2.00 ,0375 a 4/16 r W10X17,. o 63.6 0.71 33.1 33.1 5.77 0.33 0.18 0.41 0.60 - 0.375 0.70 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 W106 OK it.779 ,.074 fr367 '/367 -474 -033 018 p049 '060 0375 #083 410 400 330 ra73 300 /0375 '4/16 P40a. oV10X30 OK 108.6 0.67 34.3 34.3 3.44 0.32 0.22 0.70 0.60 0.500 1.12 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 0 W10 45 NO - ,O.68 e353 '363 .*i22-2 a0.32 .0.24 .:'1.07. 0.50 .c,zO.7SO a170 .0.120.7 .'.5.004a8 5.75 5.00 0:75 6/16 ,a.4/16 187.8 0.67 0.67 37.4 37.4 1.96 0.32 0.23 1.21 0.43 0.875 - 1.92 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 4/16 W1 0X77 NG 40.72 -'4,:359 2,0359 *3:58 oa"036 -02O ;.059 ':060 Q375 -Os6 --:.o:l23 -14.00 .#9 .375 "0.79 3.00 ':0-375 '4'4/-16 -'0so#- W12)O5.... OK' 135.5 0.72 36.7 36.7 2.80 0.35 0.24 0.77 0.60 0.500 0.70 15.5 4.00 9 4.75 - 7.0 4.00 0.5 4/16 0 W12X45 OK *0.72 $,'*37-.8 -'V, 37A la22.52 a/,/O.35 O.23 0.85 ';.0.60 -a'2:0:500 /400.77 :15.7 14.00 .9 :4.75 //6.9 4:00 a0.5 4J16 ,0Qi W12X5d. OK, 83.1 0.74 38.1 38.1 4.46 0.38 0.18 0.44 0.60 0.375 0.46 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14X26 OK '.;:',13t:4 -o1'O.75 -S?384 r,-384 '2-2.91 -.:.,038 2-022 -OS? :0.79 .oisO.375 _0.69 Sc12.1 '400 400 -,2'97 400- :0-375 ;',i/-i'5 .4/*:i W14X38., OK-, 167.1 0.73 38.3 38.3 2.33 0.38 0.25 0.85 0.60 0.500 0.85 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK o,a0.73 :',39:2 'o391 #o.12:11 .10.25 -0.94 -0.60 --'0.500 0.-t,0.94 ':15:4 44.00 -.10 4.75 '218.4 4:00: /0.5 24L16 W14X53o,, ox.' 234.1 0.71 38.0 38.0 1.65 0.38 0.28 1.20 0.60 0.625 1.19 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 NO .,,:...254.1 :2-20:70 -a,.:38;9 <238s9 0,,0.j:51 "2.'.O,38 7:0,28 '.: 1.30 0.50 "-.,.0.75O '7,1.29 '2.1.19.8 '5.00 .410 .5.75 40a6.9 5.00 .ao'0:75 '5,6 16 2aa.6/16 W14X74 '. NO 277.6 0.70 39.9 39.9 1.38 0.38 0.27 1.42 0.43 0.875 1.42 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 NO 1A17.8 -'..O79 '/"::41.7 41.7 "'322 ':,0.41 :..0.20 :0,55 .1'0.60 .:. 0.375 ".70.40 ,,a,059.4 4.0O '2'12 3.25 :,v16.4 3.00 .7Q375 44 16 1,0/MS W16ra,' OK. 153.6 0.75 38.8 38.8 2.52 0.41 0.23 0.72 0.79 0.375 0.51 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK ',o'171.6 4./074 4co-40.4 44O.4 :/'52.24 :-:,.'0.41 -,,0.22 oo.80 '0.6O .'a7/0.500 " ..0.57, 2.%12,6 4.00 's112 4-001212.6 40O-.'i500.5 /t':4/16 o',0.i2i05'2 W16X45.'2, OK, 312.0 0.73 40.3 40.3 1.26 0.41 0.29 1.41 0.50 0.750 0.99 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 8/16 W16X77 OK .',,:,357.6 '2:,0.-73 41:9 o':41:9 -s:':sl.09 :029 r"2163 '0.43 :"710.875 -4.115 "i':'19.9 5.00 :-0a12 6.00 .409.3 5.00. Z',0.875 ;87 16 116 W16X89.-w. NG 145.3 0.81 43.9 43.9 2.61 0.44 0.21 0.65 0.60 0.375 0.50 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18135 OK .,,',y168.-7 ..0 ,0.79 4'0.4.-3 .444:3 2l27 :o-0.44 ,,0;221,40:74 '0.60 '::0.3.75 41-'O.57 :4:00 /''14 :3.50 2,20:1 300: ":0:375 1:4 16 /'1O4"o"2 W18X4O'.- OK. 220.0 0.78 43.3 43.3 1.77 0.44 0.25 0.94 0.60 0.500 0.72 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK 7-,0232:0 .'.7s"0.75 .1.;,43:0 '4430 '1'1-.67 '.0J44 :0,024 5:.100 '-0.60 ::0.500 /'-0.77 -4,13.4 4.00 '414 4.25 .'ol5.8 4.00, 44O.5 ':4/161;,02'4:'5 W18X55. ':' OK' 390.4 0.75 42.2 42.2 1.01 0.44 0.31 1.65 0.60 0.750 1.26 21.0 6.00 14 6.50 11.8 6.00 0.75 7/161 12116 W18X86 NO 0-" 4390 ço 075 432 432 " 090 044 031 185 051 0875 142 212 600 -i" 14 650 1.1h7 600 0.0875 8/16 4 ,14/16 W18X97 '. NO 487.4 0.77 45.3 45.3 0.81 0.44 0.31 2.05 0.45 1.000 1.58 21.3 6.00 14 - 6.75 12.2 6.00 1 - 9/16 ng W18X106 NG :.200.9 4.4.80 -41'47:6 '2476 -',o'.-189 :;411N 0.48 14.21 .081 -:0.60'' :0:375 '1-0:50 'o'.10:1 '4.00 -'16 3.50 ':22:1 3.00' 0375 o4/16 0,.-4 W21X44,-,, OK' 228.3 0.79 48.2 48.21 1.68 0.48 0.22 0.91 0.60 0.375 0.57 10.4 4.001 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK ,.0308.2 :,.:0,78 ''.45;3 -:5-45.31.'4129 ,,..-0.48.,,- 0.27 , 4,17 .0.60 - ',.O.SOO ,'0.73 o'-:14.2 .4.00 ,o'16,,4.75F.'-I9.-2 4OO :o,0'5 4s4'16 2-71 4/16 W2 1X62'::, OK. 337.9 0.78 46.3 46.3 1.17 0.48 0.27 1.29 0.60 0.500 0.81 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 6/16 W21X68 OK .4.:- 585.5,c,7:0.77,-'.44.9 :,,44:9 --::7-0.68 '.0.481- 0.35 2.201. 0.45 _- -1.000 -41.38 -23.21-6.00 -'-16 7.25 ':13.8 6.00 k2":l '9/16 IW21XIll, NO V DOGBONE MOMENT CONNECTION DESIGN - PR03ECTNAME: CornerstoneBld'g'A Frame:. . 1 -. PRO3ECTHO.: #99114O < Conn: .,.3rd 50 kel ht. 68 L= 20 ft B- -i151.2Cok Pt=. 1*701 IV 43.3k. V0k. - - Pat.' 4e.18 k ne 2 A C2Pwth 4 Pab- 75k__rib_ .. - 6 k .5 ksl . weld but . 0.3 DESIGN REQUIREMENTS - .0. 3W~,-w2e - W14Xi59d j59j 14.98 0.745 ;15.565 :.ZS4 .0 1. i.875., 46.7 .1900 0ETAIL7PGREQUIREMENTS Q.k - <0.95 <50 <50- 1 <1 - <1 <i <1 <1 <1 Braclnci)onbreDhu-nsln-r Continuity plateDoubler _ lI 44'4.1I *300 4 -49I 1i4O:74 'i0 17 840.0' 81040 340.375 I-40- 9 c48.o .400 4$ø W4i'7 iO3 4 0i4fr W4X134i61 K M726 28.2 - 66.49 0.25 0.20 0.09 0.60 0.375 0. 10.2 4.00 .4 7 2.3 .0. 4 K 30.0 4856.5 44O. 40:19 1i0: 440.60 J0.3 i/4.00 4/1 S2.3 40: ,/4 .p 70.67 0. 0.17 0. 0.4 0.3 0 K 29.6 4.00 -4 2.7 0. 4 0 0 6 4315 31 5 345 0 40 zO 060 m',s.03 0 4) 4 00 8/ 4 1,2.2 4 03 4/ .8 0. 33 33.8 43.7 0. 0. 0. 0.4 0. 0 7 4.00 2.2 5. 0. 44 0 K i07 432. /4&32.0 431.3 .0 0 0 5 p060 ,/403 O 1 4A. 0.6 40O j 300 3445 Q *44 0tW5 .32.32.3 24.1 0. 0.2 0 0.60 0.3 073 4.00 3.7 3.9 0. 4 0 K 60 t 0 * 0 4 00 94 4 5 3 4 4 .j 44 0.6 34. 34.1 14.4 0. 9 0.2 0 0.60 04, 93.4 -0. 1 4.00 . 4.50 .3.4 .00 .. _4 .o o .6 4,36 6 318 4\.0 3 40 1.0 0 4 '90 - 0 7 l\4 00 .4jç. 2.25 10 4 O$17 33. 33. 20.8 0.3 0.2 0 9 .0.6 0. 79 K 0.71 - 4.00 - 3.2 7. 300 0.37 . /16 0:6 OK ,TO33 .020 41023 060 '40375 .093 110 00 8 :3.50 475 300 0375 .'4/16 ot O 108.6 .0.68 34.5 34.5 12.53 0.32'0.24 0.33 0.60 0.500 1.21. 16.1 4.00 84.50 5.4 4.00 0.5 4/16 0 W10X45 NO 16I 444.0:68 :1i36.5 9436.5 44.4-8:i1 44032 4O:25 440.50 4.0.50 :0.750 4$4.179 ~i20:7 .jS.00 ii8 ,575 4.7 5.00, 4th75 44.6/16 404#$i ., NG4 .1187.8 0.67 37.6 37.6 7.16 0.32 . 0.25 0.56 0.43 0.875 2.02 20.8 5.00 8 5.75 .- 4.7 5.00 0.875 7/16 0 W10X77 NO 'ip105.4 4*072 u36;l 361 iW12.96 %036 -4.022 4.0.27, :4060 4.10375 r0.60 4.-14.123 '400 _44I-9 375 47;9 300' O.175 i4.il 16 ;4.o4.4.o4 W125l1,: 0K .136:5 0.73. 36.9 .36.9 10.11 0.35 0.25 0.35 0.60 0.500 0.75 15.5 4.00 94.75 7.0 4.00 0.5 4/16 0- W12X45' OK .4.-1511 .0.-72 4.380 4.i38:0 .44.x491-1 4-*0:35 -0 25 4.'0:39 44.060 4o 500 4444.082 '44.4.115.7 ?.400 44-44.9 4'75 .4.4I-6.9 4100: 44/4.015 (44/16 4.Q4.I W12X5044' OK-' .83.1 0.75 38.4 38.4 15.84 0.38 - 0.20 0.20 0.60 0.375 0.51 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0' W14X26 OK 19i41131'4 4.4444075 44.38.7 444938:7 444410.39 19410.38 4.023 '440.30 44079 P4190375 7'914.:0:74 541214 4.400 4*10 '9-00 4449.7 4:0O 40.375 -'444/36 '4.0' W14)O8.. 0K' 167.1 0.74 - 38.4 38.4 8.32 0.38 0.26 0.38 0.60 0.500 - .0.90 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0- W14X48 OK -*4183,4 ;4,.0:73 .4443914 44-394 '4,14756 44oi8 -4026 440.41 '44060 --0500 44140.99 4154 (4.400 '4410 (4'75 118.4 4!0O': -44.0:5 .44/16 4404444 W14X53,44- OK 234.1 - '0,71 38.2 38.2 5.90 0.38 0.29 0.54 0.60 0.625 1.24 19.7 5.00 - 10 5.75 6.9 5.00 :0.673 5/16 0 W1068 NO --444254.1 i-40:71* 4439i) 444-390-194454244440.3844:029440.53 ':050 ,4, 0.350 (4.4441134 94-4419.9450044105,75 446.9 5'0O7 '443:75 "495/16 '44044.4.'4, W.14X74.-1z4( NO: - 277.6 0.70f- 40.0 40.0 4.94 0.38 0.27 0.64 0.43 0.875 1.47 19.81 5.0010 5.75 6.8 5.00 0.875 -7/16 0. W14X82 NO '4j117.8 .4440.79 44442.0 p442:0 441-1134 444041- 44022 '440139 4060 4.'$0375 .4a'43 44449:4 4400 -4412 3-25 4t/-161 34404 440:375 44 16 4404444 W16X3144, 01(-4 153.6 0.75 39.0 39.0 - 8.89 0.41 0.24 0.32 0.79 0.375 0.54 12.6 4.00 12 4.00 12.8 4.00 0.375 4/161 0 W16X40 O( 4b444417i16 44 0'75 44440,6 44906 4444792 4494041 44023 440.35 44060 .4.444401500 :444060 J44121.6 .4.400 444.12 (4100 '412.6 4'00 44-0-5 "14.4/16 0444' W16X45.444'-, OK:' 312.0 0.73 '40.4 40.4 '4.47 0.41 0.30 0.62 0.50 '0.750 1.02 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 W16X77 NO 4.44443576 4'4073 '44420 44420 i44386 44.440141 4.11029 '440:71 4444.43 40875 :44;1-'18 4.4419.9 4.500 44412 600 4443 54404 '40875 4447/16 44044444-' W169'4'. NO" 145.3 0.81 44.1 44.11 9.13 0.441 0.221- b.28 0.60 0.375 0.53 9.8 A.00 14 3.501' 20.2 3.00 0.375 .416 0 - W18X35 OK '444.168-7. 444444079 4444-445 44444.5 '47.95 :4444:0.41 '0:23 4-404-32 c440.60 444.0:375 4.40.6O '4.44440.2 4-4.00 :44411 4.3.50 '4420:': 30C 4.o2375 :44.1 16 .44044444 4V18X4Q444 0K, 220.0 0.79 43.5 43.5 6.21 0.44 0.26 0.41 0.60 0.500 0.75 13.2 4.00 14 4.50 17.1 4.00 - 0.5 '4/16 :0 W18X50 OK 44232:0 44407.6 444.43'1 44430 44445'85 44440444 440-25 4.440:43 9,060 4.14440:500 (44080 444134 '4.00 4414 p4:25 4415:4 4004. 441440-5 '444 16 44044 W1mc5544-4 0K' 390.4 0.76.42.3 42.3 3:53 0.44 0.32 0.71 0.60 0.750 '1.29 21.0 6.00 14650 1-1.86.00 ,0.75 7/16 0 ,W18X86- NO 44:4.44390 44440:75 -44444433 4444313 -314 444044 44032 440:79 44051 '4449C'875 '441'45 4441*21'2ti,6.00 '44414 (6.50 41-197 6.064 90.075 448/46 4404444.I- W18'(974444 No:: 487.4 0.771 454 45.4 2.82 0.44 0.32 0.88 0.45 1.000 -.1.61 21.3 6.00 14 6.75 , 12.2 6.00 1 9/16 0 - W18X106 NO 444:2009 '4444'si 4.447-8 --444.47,8 4.494654 1'4$44049 444022 40134 '90:60 '4*4,0:375 44053 4.94'1044 "4.00 44415 '3.50 94.22'l 3004 401375 "*4.9/16 -4404444444 21X44(4 OK' .228.3 0.79 5.79 0.48 0.23 0.38 O.60-.0.375 0.59' -10.44.00 163.50 21.9 3.00 0.375 -4/16 0 W21X50' OK 414.443082 94. 078 * 454 447 4.44049 ,027 49049 6060 41 ('500 '94076 6.442 404' #61 47 4,j9 00 4.4.4405 Y4/1E 0$44p4. W21X62j$ OK 337.9 - 0.78 48.4g 7xl~ 46.4 .06 0.48 0.28 0.54 0.60 0.500 0.83 14.4 4.00 16 475 19.1 4.00 0.5 . 4/16 0 W21X68, OK 444585.5 '4444-0177 449445:0 2137 .4440.48 44036 .0:92 :40.45 4414400 441:40 '444232 -46.00 '444-16 "7:25 413.6 6.001 44*,pl 949/15 44044'4$ W21XX44: NO' I DOGBONE MOMENT CONNECTION DESIGN I - - - PROJECT NAME: Cornerstone BId'g A Frame: 1 PROJECT NO.: #991140 Coon: 3 3rd Fyc & b 50 ksl Pit- 68 in 1.- 20 It_________ B- 12 Co9c Pt- 70 ki V 3,6 k V 3.6 - Pat- 15 k nc 2 aPwth - - - - - - - - 6 k rib 2 -f weld top 0.311h _- - PIS9 ___ W14X159 14 14.98 0.745 1.5.565 1.19. 1.875 46.7 1900 254 _- DESIGN REQUIREMENTS - - - - DETAIUNG REQUIREMENTS Chk <0.95 1 <50 <50 >1 7 <1 I <1 <1 '.1 <1 Bracing Docbme 0lneisicis Continuity plate - Wass __1 'v sm mm 30. VA" Pwom 1 ' Doubler mmm -''0.3 ! am E mm ! ! 225 ! P.11.7 .000 WW omw - _- '4 '0.,.W4X13.0K 18.3 0.68 28.3 28.3 33.07 0.25 0.21 0.19 0.60 0.375 0.36 10.2 4.00 4 2.75 2 .00 0.3754 0 W5X16 OK '-,21.7...0.67-.130.1.30. -28.16 ~,, 025 0.20 0.220. . 0.40 .1 ,-4/16 .0.. .W919... K 17.0 0.74 29.7 29.71 35.13 0.27 0.18 0.16 0.40 0.375 0.35 73. 4.00 4 2.25 2 .00 0.3754 0 W6X12 OK .37.6 ..0.69 .... 0.18 0.33 0.60 05 .0.55 12.2 4. .43. ,2213.00 -A .0.....-W61QS. 28. 0.761 33 21.8 0. 0.2 0.4 0.3751 0.4 4.00 - 2. 5.512.00 0. 0 W8X15 OK ..,32....15.6-.. .0. 0.30. 07 0.51 4. ,- .00,0. 55.0 0.70 3 32 12.0 0. 0.4 0. 0.375 0.7 1 4.00 3. 3 .00 0. 0.3 41/16. 0 W8X28 32.51 0. 0.570.. 0000.9 1 4. .4.34.00 .', .0... W8X40 OK 93.4 0.65 - 1 34. 7.2 0.2 0. 0.6 0. 0.00 1.0 1 4.00 - 4. 3 4.00 - 0 W8X48 NG .39.2 0.78.'. 7.36.7.35.90 ,0.3 0. 0.27 0.40 0 .0.5 .6.8. 4. ' 2....'9 .00 0.. W1OX17 63.6 0.7 33. 10.4 0.3 0. 0.4 0. 0 0.8 1 4. 3. 7 .00 0.3 4 0 W10X26 OK .77.9.0.74 0.33. 0.95 11.0 4.00 8 7 .00.O3.4 o...W1OIQO 108.6 0. .6 34. 6.2 0.3 0. 0.7 0. 0 1.2 16.1 4. 4. 5.4 .00 4 0 WiOX45 N 167.10. 36.5 4.07 0.32 0,251 1,08 0. 07501.82 5.00 8 .42.000 6/16 .4/15W10X68 WG- 187.8 0.671 37. 3.5 0.3 0. 1.2 0.4 0 2.0 2 5 5 4.715.00 0.8 7 4/16 W10X77 105.4 0. 36. 6.44 0.3 0. 0.5 0. 0 0.6 1 4...3 7.9 .00 0.3 4 0 W12)G5 136.5 0. 36. 5.0 0.35 0.26 0.77 0.60 0,500 0.75 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK 151.1.0.72 .-38.1.,38.1.-.4.56 035 0.25 0.85 0.60 0.500.0.83 15.7 4.00 9 4.75 6.9 4.00 .'Q.54/160.'. W12X50 OK 83.1 0.75 38.5 38.5 7.93 0.38 0.20 0.44 0.60 0.375 0.52 8.6 4.00 10 2.75 11.6 3.00 0,375 4/16 0 W1026 OK 131.4 0.75 ,..38.7..-38,7-.-5.20.0,38 0.23067 0.79 0.375 0.75 12.4 4.00 104.00 .9.74.00 0.375.4/16'0'. W14X38 OK 167.1 0.74 38.5 38.5 4.17 0.38 0.26 0.85 0.60 0.500 0.91 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK 183.4 0.73 '-39.4.39.4 -3.79.0.38 0.26 0.94 0.60 0.500 0.99 15.4 4.001 104.75 8.4 4.00 .0.5 4/16.0 W14X53 OK 234.1 0.71 38.2 38.2 2.96 0.38 0.29 1.20 0.60 0.625 1.25 19.7 5.00 10 5,75 6.9 5.00 0,625 5/16 4/16 W14X68 NO 254.1 0.71 '-.39.0 . 39.0 2.72 0.38 0.29 1,30 0.50 0.750 1.35 19.8 5.00 10 5.75 6.9 5.00 . 0.75 6/16 6/16 W144 NO 277.6 0.70 40.0 40.0 2.48 0.38 0.28 1.42 0.43 0.875 1.48 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 NO .117.80,7942.0 42.0 5.68 0.41 0,22 0.56 0.60 0.375 0,43 9.44,00123.25'16.43.00 0.375 4/16 0.-.W16)31 OK 153.6 0.75 39.0 39.0 4.45 0.41 0.24 0.71 0.79 0.375 0.54 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK .171.6 0.75 40.6 40.6 3.97 0.41 0.24 0.80060 0.500 0,60 12.6 4.00 12 4.00 12.64.000.5 4/160'' W16X45 OK 312.0 0.73 40.4 40.4 2.24 0.41 0.30 1.40 0.50 0.750 1.03 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 8/16 W16X77 NO 357.6 0.73 42.0 42.0 1.94 0.41 0.291 1.61 0.43 0.875 - 1.18 19.91 5.00 .12 6.00 -9.3 5.00 0.875 _7/16 W16X89 NG 145.3 0.81 44.2 44.2 4.57 0.44 0.22 0.64 0.60 0.375 0.53 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK 168.7 0.79 44.6 44.6 3.99 0,44 0.23 0.73 0.60 0.375 0.60 10.2 4.00 .14 350 .20.1 3.00 0.375 4/16 0 .' . W18X40 OK 220.0 0.79 43.5 43.5 3.12 0.44 0.26 0.94 0.60 0.500 0.76 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X5O OK 232.0 0.76 .43.2 43.2 2.93 0.44 025 0.99 0.6.0 0.500 - 0.80 13.4 4.00 14 4.25 15.8 4.00 0.5 4/16 0 WIBXSS OK 390.4 0.76 42.3 42.3 1.77 0.44 0.32 1.64 0.60 0.750 1.30 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 12/16 W18X86 NO 439.0 0.75 . 43.4 43.4 1.58 0.44 0.32 1.83 0.51 . 0.875 1.46 21.2 6.00 14 6,50 11,7 6.00 . 0.875 8/16 14/16 W18X97 NO 487.4 0.77 45.4 45.4 1.41 0.44 0.32 2.03 0.45 1.000 - 1.62 21.3 6.00 14 6.75 12.2 6.00 1 9/16 ri W18X106 NO .200.9 -0.81 -47.847,8 3.28 0.48 0.22 0,80 0.60 0,375 0.53 10.14.00 163,50 22.1 3.00 0.375 4/16 0 . W21X44 OK 228.3 0.79 48.4 48.4 2.90 0.48 0.23 0.90 0.60 0.375 0.59 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK 308.2 0.78 45.5 455 224 0,48 027 1.16 050 0.500 0.76 14.2 40 16 4.75 19.2 4.00 0.5 4/16 6 W21X62 OK 337.9 0.78 46.5 46.5 2.03 0.48 0.28 1.27 0.60 0.500 0.83 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 6/16 W21X62 OK 585.5 0.77 450 450 1.19 048 0.36 W OAS 1.000 L41 232 630 16 725 13.8 6.00 1 9/16 r_ W21X11L NG I I I I 11130/995:41 PM SMRF Conn Design fri 3rd J.xls I I I I I I I I I I I I I 0 I 4 U;. .. ... DOGBONE MOMENT CONNEC1TON DESIGN PRO3ECTNANE: - Conierston.BId'g'A' PRO3ECT NO.: #991140 • , Conn: ç. 2nd Fvt&b- -A-vWksl In___ ht- 70 - L 20 ft ______ 8 l.812 C l . V.- .o3.6 k V i 3.6 k Pat= -,5 -. nc ...2 - CJPwL or L - - -- Pab 108 k rO , fweld -n0.31 in vr= k. S rweld W14X159. i4k'j , 1S9'. 14. O.745 AIS.565 .4.1 .1.875 -46. o,254 DESIGN REQUIREMENTS - - - - - L'E'TAV rGRr'UIpeI1Err . - Chk .<0.95 <50 <50 _>1 _0 <1 <. <1. < - <1 - Bracing DImens"Is Continuity plate Doubler _r J ' 44/411.c 8fr30' * o08 '/S 0 .*11O 80 '4 - 2 18.3 .-. 0.68 '28.3 32. 0.25 '4o.ieP fRiQ 0.21 0 0 0. 10.2 4 4 2 2 .00 0.3 4 0 '., 27 0 25 0 0 , 0 04 W5X19 17. W5X16 i 102 4 484 2.75 . 2.3 03 Wk4 O1,8/ rK 0.74 29.7 34.4 0.2 0 0 0. 7.3 4 4 2 7 2. 0.3 4 .0 W1T OK OK K. f37 ftj316 ,5I 1 /l6.8 0/0:2 .jO '0 81:0 0: l2.2 J4 3 C0.3 '4 28. 33.9 21.37 0.30 0 0.22 0.40..0.375 0.47 7.0 4 6 2.251 2.00 0:375 4/16 0 W8)(15 -OK ,' 41 /8 4/"320 - 15 4403 .,0 03 0 40 410 e4 3 '-4 300 0375 .,4 '0 1 55. 7 32.3 11. 0.2 0.21 0:41 0 0.7 13.0 4 37 .00 0.37 4 0 8 - tt77-. 32:5 7 i02 0 1 40.57. ?.0 00 z4.10.93 163 14.00 -1-6 '.4.50 t/3- 4.00 .j0S :t4/16 I0 - 0K. 93.4 0.65 34.1 34.1 7.06 0.29 0.22 0.68 0.60 0.500' 1.08 16.6 4.00.64.50 .3.44.00 0.5 4/16 0 W8X48 NO wc392 t078 367 .t367 4IS56 033 ,017 .027 ,43040 80.375 059 68 400 d. 8 2.25 '9.5 200 80.35 44/16 t0X17. OK 63.6 0.71 33.6 . 33.6 10.19 . 0.33 0.21 0.41 0.60 0.375 . 0.81 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 W10X26 OK e.4.rv17l 9 074 y,37I '1'37 1 ,.j8 40 ,0 33 021 /050 060 '0375 0 95 ',t/110 .,,4 00 . 8 3.50 7.5 300 0.3"5 4/16 .jOj.7.,. 100)I OK 108.6 .0.68 34.6 34.6 6.14 -0.32 0.24 0.70 0.60- 0.500 1.23 16.14.00 84.50 5.44.00 0.5,4/16 0 - 10X45 NO -.167 I O 68 ,365 36 5 3 98 32 0 25 I. 08 9050 j0 750 .181 /,20 7 §5_09 , 8 575 47 500 /'075 /-6/16 44j'c4/16 10X68 NO 187.8 0.67 37.6 37.6 .3.51 '0.32 0.25 1.21 0.43 0.875 2.03 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 4/16 W10X77 NO /(,:1O5A 4j'9072 &36-2 4/36:2 .9630 ,'680-36 I0:22 90 59 :.;0,60 '/6037S '5061 '/',4'123 '400 iM9 .3,75 79 3.00. ".0.375 I'4 16 W12)O5//' OK' 136.5 0.73 36.9 36.9 4.95 0.35 0.26 0.77 0.60 0.500 0.75 . 15.5 4.00 9 4.75 7.0 4,00 0.5 4/16 0 W12X45 OK "1151'1 0'72 ./I3j. *381 445 '0'35 "'0:25 '085 '8060 0:50C -3 'i57 400 '9 '4.75 "6.9 4:00:- 'IiS05 '/14'16 W12X50l OK 83.1 0.75 38.5 38.5 7.76 0.38 0.20 0.44 0.60 0.375 0.52 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 - . W14)Q6 - OK i.131'4 O75 .s38"7 938-7 '$5.09 -i0 -38 023 ".0 67 :079 0.375 '075 /124 i:oo '10 400 97 400,' 0:35 '44'16 f148 OK 167.1 0.74 38.5 38.5 4.08 0.38 0.26 0.86 0.60 ''-0.500 0.91 15.3 4.00 10 4.75 8.4 4.00 -'0.5 4/16 .0 W14X48 OK kI.1-.183:4 0:73 394 4-39-4 i40:26 0.94 o:eo 4.030O ,i-'0.99 i5: £4;00 4'l0 4.75 8'4 4:00' '05 4I-16 I0$I1N W14X531 0K- 234.1 0.71 'P38.2 38.2 2.89 0.29 1.20 0.60 0.625 . 1.25 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 NO 1'.254 1 '9,0 71 19390 :390 4)25 -/'O 29 ,1 30 0 50 l,075') 'c'135 19 8 1500 810 5 75 -96 9 5 00 'IC' 75 4.-6'16 W14X74 0.70 -40.0 - 40.0 ,c370N'N.(1 6.38 2.42 0.28 1.42 0.43 ' 0.875 NO 277.6 1.48 19.8 5.00 10 5.75 6.8 5.00 .0.875 - 7/16 8/16W14X82 NO "/3420 9842'0 'ji'5'55 ',O22 056 '.O'6O '90:37S s.e-0:43 48&i9'4 '/400 ?t2 325 '-164 3.00 i0'.'i75 /'416 0.75 39.0 39.0 4.36 0.24 - 0.72 0.79 0.375 OK-' 153.6 0.54 12.6 4,00 12 4.00 12.8 4.00 0.375 4/16 0 - - W16X40 OK 024 i:C8C' -&050 :1:,o:50 90.50 '1s,i42'6 4'00 -'8'i 400 '11-2tE 4.00' -o:s 'f 16 i0//kJ W16X45 OK: - 312.0 ' 0.73 40.4 40.4 ' 2.19 0.41 .0.30 1.41 0.50 0.750 1.03 19.8 5.00 .12 6.00 9.5 5.00 0.75 6/16 8/16W16X77 NO 93576 190.'73 *420 //42.O 4i89 -/,'/0.4L "029 11/167 ':gO43 90875 118 /j/i9'9 i15'00 17 6 00 193 5.00 90875 17f16 I10/16 W1 6X8994 NO'.' 145.3 0.81 44244.2 4.47 0.44 0.221 0.64 0.601 0.375 0.53 9.8 4.00 143.50 20.2 3.00 0375.4/16 0-. W18X35 OK 'l687 '."079 44/ "4445 390 ,644 71023 "'074 060 0375 '-'O€O ,102 -1400 14 350 c201 300 0375 5 /0, W18X40 OK 220.0 0.79 43.5 43.5 3.05 0.44 0.26 0.94 0.60 0.500 0.76 13.2 4.00 14 4.50 17.1 4.00' 0.5 4/16 0 W18X50'. OK 119232:0 '8/'.i076 &1,'43.2 43:? 'l.... -'/j/0,44 025 ,I',00 '0-6O -t0 500 -991050 '.19912.4 ':400 '1914 :425 -1115:1' 400, 4.105 :94/15 /01919? W18XSS'19', 0K-I 390.4 0.76 . 42.3 42.3 1.73 0.44 0.32 1.64 0.60 0.750 1.30 21.0 6.001 141 6.50 11.8 6.00 0.75 7/16 12/16 W18X86 NO .19431'.0 0:75 '19I43?' I9/43.e i154 ;910:41 190.32 :4/1.83 ..I-0.51 1410:875 191t46 '19212 600 'i1911 630 1911i'7 6.00 0.8'5 .18/15 .19114/16 W1974, NO:. -.487.4 077 '45.4 '45.4 1.38 0.44 0.32 2.04 0.45 1.000 1.62 21.3 6.00 14 6.75 12.2 600 :1 9/16 ng W18X106 NO ;91'.191200:9 '/1990$1 '%9147,R 11947.9 19390 0,48 -190'22 190:80 0075 053 499101- /1400 4/915 43-50 422/1 300' i.O.35 .1i1:4/-15 19O11919- 8X44-. OK--- 228.3 - 0.79 '48.4 48.4 2.84 0.48 0.23 0,90 -0.60 0.375 0.59 10.4 4.00 16 3.50 4/16 0 W21X50 OK 9:1/93092 --4/990:78 45: 1945.5 4i9219 It0:48 sO 27 '1'16 '90.40 -19/10500 '/90 76 -19914:2 4'00 '945 :475 19/19 '4/4/16 191/384/11' W21X62;,/9' OK' 337.9 - 0.78 46.5 46.5 1.99 0.48 0.28 1.28 0.60 0.500 0.83 14.4 4.00 16 4.75 21 E6. 19 4/16 6/16 W21X68 OK .1/11 585 c .38O7' 1450 (9451' 19115 1048 :.0 36 19217 015 1000 -1914 232 61'0 '15 725 413 -9/38 r- 821X111 IO DOGBONE MOMENT CONNECTION DESIGN T] PRWECTNANE: ConIerneB!d'g'A --.- - PROJECT NO.: #991140. . .. . .•.. Conn: ,_. K 2nd L B. - - -'1 C Pt - 71 !i V 33 V 0 k - - Pat 75 - nc 2 - CPWity .N - Pth 13 k it . 1 fweldt 0.31 i Vfr k_ Fypl 50 k - Vweld bet 0.31 fl 1.875.46.7. 1900.254 -.2871 - ... - DESIGN REQUIREMENTS - - - - - - - DEThI NGREOUIR MENTS Clik <0.95 <50 <50 1_ - <1 <1 <1 <1 <1 <1 Bracing ' e Di-iwirrr - Doubler -W RIM Pab BenSW Jril 4070 '.14300 4300 925' 4024 \0i7 ,Q07 .040 037 079 8 0 4 683 117 2.00"w10375 /1 20'y W4X13 .c 18. 0.68 282 28.2 64.79 025 0.20 0.09 0.60 0.37 0.35 10. 4 4 2.3 0.3 j1 0 WSX16 OK i 21 20 65 30 300 ? 55 JO 19 0 .'0 6 375 ,0 &10 2 *4 444 3 3i4/j W5X19 17. 0.74 29. 29.6 68. 0. 0.17 0. 0.4 0.37 0. 7. 4 -4 2.7 0.3 4/1 0 6X12 K .i37U 406 44315 33 2f0 0-1 103 *%0 4412 1 *144 'i22 00 037 '4/1 O4423 28. 0.7 33.8 42. 0. 0. 0. 0.4 0.3 0.4 7. 4 6 2.2 5.5 0. 4/1 0 Xl K 2*32.0 30 O3 ,0.1 0.60 -120.3 05 ;4*10. i*6 300 43 03 *4/1 €0422 811*$24 Ki 55. 0.6 P,,3 32.3 23.51 0. 0.2 0. 0.6 0.3 0. 13. 4 6 37 39 0 4/1 W828 K ' 77 .t06 325 15 -0 202 ,.0 060 05 0 1 116 4 *46 45 34 44 4/j W8X40 K. 93.4 0.6 34. - 14. 0. 0.2 0. 0.60 0.5 1.07 16. 4.00 4.5 3.4 00 - 0 4/16 W8X48 o .39.2 4J 07 36 6 i3 *0 1 ' 0 04 *4O 3 *057 4 00 ri4 225 %ç9 5 20.3 444/1 W1OX17 . 63.6 0. 33. 33.5 7 0 3 0.2 0 9 0.6 0. 0.79 10. 4.00 3.2 7.0 0. 4/ 0 . W10)Q6 *c$* *2ij0:7 3337, 5ç37O 4/i0 *0.2 0 40.6O '103 0. 3 811 *4.00 4W-S . *0-4 W10)O - .0. 34.34. 0 0.2 0 0.6 0. 1.116. 4.00 4.5 .5.4 4/ W10X45 NO -**vi671 dq3,.0.68 *36.5 -,36.5 ,4.4-7.9O .032 -0.25 O.50 40.50 -**0.75.0 .4179 .$/-20.7 -t5.00 $31,8 575 4,44.7 5.00 0.-75 .4-6/16 -o*;*y W10X68.4) 187.8 0.67 37637.6 6.97 0.32 0.25 0.56 0.43 0.875 2.02 20.8 5.00 85.75 4.7 5.00 0.875 7/16 0 W10X77 NG -*-1054 40-72 -14*361 .-,361 1*12.51 0.36 022 10.27 .050 r*O375 14*040 123 400 :9 375 4*7.S 3.00 .:0375 4416 . 0** W12)G5e.-: OKI 136.5 0.73 36.9 36.9 9.84 0.35 0.25 0.35 0.60 0.500 0.75 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK --11511 44i0.72 44*38.0 142380 -21i18.86 *i*0.35 -*025 0.39 *060 4140-500 i082 *42.1517. 2400 :$9 475 469 400 .14405 1416 142*4 W12X50. 0K 83.1 0.75 38.4 38.4 15.42 0.38 0.20 0.20 0.60 0.375 0.51 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14X26 OK ,*1314 40.75 $2387 .2438.7 ii4l0 11 3' 038 p023 rO3O .2-079 . 40375 * 074 * .424 400 '410 400 1497400 0375 4,4/16 04n W14X38 * 01(2 167.1 0.74 38.4 38.4 8.10 0.38 0.26 0.39 0.60 0.500 0.90 15.3 4.00 10 4.75 0.5 4/16 0 W14X48 OK *4.1834 4* 073 394 *394 241735 *4...038 026 042 060 i/*000 .098 44.154 400 2*10 475 *228 1O5 j5 o**** W14X53-* OK - 234.1 - 0.71 38.2 38.2 5.74 0.38 0.29 0.54 0.60 0.625 1.24 19.7 5.00 10 5.75 6.9 0.625 5/16 0 - W14X68 - NO **r 2541 .44.2071 144390 ,*390 "i4528 *,038 029 *059 -*050 0750 4*1344.4198 500 210 575 -*69 075 6 k0:41r* W14X744 NO 277.6 0.70 40.0 40.0 4.81 0.38 0.27 0.64 0.43 0.875 1.47 19.8 5.00 10 5.75 6.80.875 7/16 .0 - W14X82 NO 2*1178 'th..079 4420 b.420 1103 44041 4022 025 2060 4..075 043 94 400 $i-12 325 164()375 8.4j 37S OU4'- W16)O11,. OK 153.6 0.75 39.0 39.0 8.65 0.41 0.24 0.32 0.79 0.375 0.54 - 12.6 4.00 12 4.00 12.80.375 - 4/16 0 W16X40 OK 1716 *. 075 .4 -2'40 6 406 '1*47 71 44/041 '0 23 3035 0.60 4.0 500 '-' 060 '44,12.6 400 *212 400 2112.6 2*05 *4/16 40 W16X45 4 0.73 40.4 40.4 4.34 0.41 0.30 0.62 0.50 0.750 OK 312.0 1.02 19.8-5.00 126.00 9.5 0.75 6/16 0 -W16X77 NO 357614 Ol3 '4420 **420 *-375 44042 4029 4072'-043 *20875 ii 118 199 500 '41.2 600 *93Q875 *716 40 2 24..4 W16X89 0.81 441 44.1 8.88 0.44 0.22 0.28 -0.60 0.375 NO 145.3 0.53 9.8 4.00 14 3.50 20.20.375 4/16 0 W18X35 - OK 11687 4 079 446 * 446 4774 .2*044*023 032 2060 *0375 2 '1060 1'4102 400 -'*14 3504201300 *0375 416 40*-*'* W1BXIO 01(1 220.0 0.79 43.5 43.5 6.04 0.44 0.26 0.41 0.60 0.500 0.75 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK ,*232 0 4, 076 -* 43 1 1443 1 568 '4 044 025 14044 *060 * 0500 *l0 80 . 4 134 400 414 425 .1458 400 *20 5 44 16 0 14, Wi8X55 OK 390.4 0.76 42.3 42.3 3.44 0.44 0.32 0.72 0.60 0.750 1.29 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 0 W18X86 - NO 4444439.0 44440.75 424433 -34*43.3 211143106 .21440.44 40.32 *.0.80 i4.51 4440.87S 4-1145 1214-21:2 46.00 4414 26.50 441117 6.002 40.875 .248/16 *041**s W18X972214 NG21 - 487.4 0.77 45.4 45.4 2.74 0.44 0.32 0.89 0.45 1.000 1.61 21.3 6.00 14 6.75 12.2 6.00 1 9/16 0 w18X106 NO 1444122009 -2.44091 -.1447 *497.? "4322-63*40.49 -10:27 '$03" '*0.61 4*4C375 -4*053 -4410:'. '4:0C' 4-125 3,5') 4222' :00 4032'S *24/If -404444*- W21X44142ç 0K' 228.3 0.791 48.41 48.41 5.63 0.48 0.23 0.38 0.60 0.375 0.59 10.4 4.00 16 3.50 21.9 3.00 1 0.375 4/16 0 W21X50 OK 44082 49NVA78 91454 *454 44435 f 048 027 a*050 21060 4*0500 i,14076 .4*142 400 2446 475 192 400 i*05 4/16 '-0,* W21X62 OKi 337.9 0.781 46.41 46.41 34 0.48 0.28 054 040 0.500 0.83 14.4 400 '1614.751 19.114.00 1 05 4/161 0 JW21X68 OK '44425855 414'io-77 -*1245,0 42451* '4*2.3* *1.20.48 403* -.2.0.97 A10.4 *4*'llOOO 44-14O 34423.2 *6.00 4416 1725 '*1318 6.00:: .4444*1 149/16 '404414* W21X1112, NO-I. I I JOB GNR 7F4 SHEET NO. ___________________________ OF______________________ I . ENGINEERING, INC. CALCULATED BY____________ DATE ' 990 Highland Drive, Suite 206 . . SOLANA BEACH, CA 92075 . . CHECKED BY___________________________ DATE TEL(619)794-9630 FAX(619)794-9615 I I l.I ISSl2OlfrSI,II I GNR Engineering, Inc. I 990 Highland Drive, #206 Solana Beach, CA 92075 RISA-2D (R) Version 4.01 Job : 991140 Page: 7 Date: 11/30/99 File: FR2 Cornerstone Building A. /w ::: : = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = Units ..............................US Standard Steel Code ...........................AISC 9th Edition ASD I Allowable Stress Increase Factor.. 1.333 Include Shear Deformation ..........Yes No. of Sections for Member Caics.. 5 I Do Redesign .......................Yes P-Delta Analysis Tolerance ........0.50 I ======================== < Joint x Joint Coordinates >==================== Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------------------------------------- I 1 0.000 0.000 0•.00 • 2 0.000 13.333 0.00 3 0.000 26.667 0.60 • 4 20.000 0.000 0.00 I 5 20.000 13.330 0.00 6 20.000 26.667 0.00 / 7 8 20.000 40.000 40.167 0.000 0.00 0.00 9 40.000 13.333 0.00 10 40.000 26.670 0.00 • 11 40.000 40.167 0.00 • 12 70.000 0.000 0.00 13 70.000 13.333 0.00 • 14 15 70.000 70.000 26.670 40.167 0.00 0.00 16 101.333 0.000 0.00 17 101.333 13.333 0.00 I 18 101.333 26.670 0.00 19 101.333 40.167 0.00 20 131.333 0.000 0.00 • 21 131.333 13.333 0.00 22 131.333 26.670 0.00 23 131.333 40.167 0.00 - 24 25 151.333 151.333 26.670 40.167 0.00 . 0.00 26 162.333 0.000 0.00 27 162.333 13.333 0.00 28 162.333 26.670 0.00 • 29 • 20.917 40.167 b.00 30 21.917 40.167 0.00 33. • 38.083 40.167 0.00 • 32 • : 39.083 40.167 0.00 33 40.917 40.167 0.00 - • 34 35 41.917 68.083 40.167 40.167 0.00 0.00 • 36 69.083 40.167 0.00 I I I-.. RISA-2D (R) Version 4.01, GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 8 Solana Beach, CA 92075 - Date: 11/30/99 • - File: 'FR2 Building A I 'Cornerstone FR-2 Joint Coordinates Joint X Y Joint • No - Coordinate Coordinate Temperature • ------------------ ft ------------ ft ---------- ---- °F--- ------------------ ------- 70.917 40.167 0.00 I 38 71.917 . 40.167 0.00 39 99.413 . 40.167 0.00 40 100413 40.167 0.00 5 I 41 102.250 40.167 0.00 42 103.250 40.167 0.00 43 129.416 40.167 0.00 I 44 130.416 40.167 0.00 45 20.958 26.670 0.00 46 22.271 26.670 . 0.00 47 37.729 26.670 0.00 48 39.042 26.670 0.00 • 49 , 20.958 13.333 0.00 50 22.271 '13.333 • 0.00 I 51 37.729 13.333 0.00 52 39.042 13.333 0.00 53 40.958 , 26.670 0.00 I • 42.271 26.670 0.00 55 67.729 26.670 0.00 . 56 69.042 26.670 0.00 • . 57 40.958 13.333, 0.00 I 58 ' 42.271 13.333 . 0.00 59 67.729 13.333 .- 0.00 60 • 69.042 13.333 '0.00 I 61 70.958 13.333 :' 0.00 62 • 70.958 26.670 0.00, 63 72.271 13.333 0.00 64 ' 72.271 26.670 0.00 . S. I 65 99.061 • ' 13.333 0.00 •. 66 . . 99.061 26.670 0.00 67 100.374 13.333 0.00 . I 68 100.374 26.670 0.00 69 102.291 13.333 0.00 70 ' 102.291 26.670 0.00 I 71 103.604 ' 13.333 . 0.00 72 103.604 26.670 , 0.00 , 73 129.062 13.333 0.00 ' S. 74 129.062 26.670 - • 0.00 I 75 130.375 13.333 0.00' 76 • • 130.375 26.670 0.00 ~ 1 • RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 9 Solana Beach, CA 92075 Date: 11/30/99 File: FR2 I Cornerstone Building A FR-2 Boundary Conditions > = = = = = = = = = = = = = = = = Joint ------ Translation -----+ No X Y Rotation ------------ I/ifl ------- ---K/in ------ K-ft/rad ---------------------------- ------- I i Reaction Reaction 4 Reaction Reaction Reaction 8 Reaction Reaction Reaction 12 Reaction Reaction Reaction I 16 Reaction Reaction Reaction 20 Reaction Reaction Reaction 26 Reaction Reaction I 2 STORY 1 3 STORY 2 7 STORY 3 I ==========================< Materials (General ) >========================== Material Young's Shear Poisson's Thermal,. Weight Yield Label Modulus Modulus Ratio Coef. Density Stress I --- -Ksi----------Ksi-----------------1O'5°F----K/ft3-------Ksi------ STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 STL46 29000.00 11154.00 0.3000 0.65000 0.490 46.00 STL50 29000.00 11154.00 0.3000 0.65000 0.490 50.00 ================================< Sections >================================ Section Database Material As As I I T I Label Shape Label Area 0,2 1,3 1,3 0,2 C --------------- --------------- in2 ---------------- in4 --- -------- in4-------- I COL1 W14X159 BEAM1 W21X50 STL50 46.70 1.2 1.2 STL50 14.70 1.2 1.2 748.00 1900.00 24.90 984.00 COL2 TU5X5X8 STL46 8.36 1.2 1.2 27.00 27.00 BEAM2 W18X35 STLSO 10.30 1.2 1.2 15.30 510.00 I RBEAM1 RW21X62 8TL50 13.12 1.2 1.2 7.92 798.61 RBEAM2 RW16X36 STL50 7.42 1.2 1.2 3.07 261.41 ======================< Members >================================= I Mernb Joints Rotate Section Releases Offsets Inactive? No., I 3, 900 Set I:AVM J:AVM 'I-End J-End Label 4 Length I 13. 2 COL2 ---------------- in-------].fl--------------- 13.33 2 2 3 COL2 13.33 3 .4 '5 COL]. 13.33 4 5 6 COL1 13.34 I 5 6 7 COL1 13.50 6 8 9 COL3. 13.33 9 10 COL1 13.34 I 8 10 11 COL1 13.50 9 12 13 COL1 13.33 10 13 14 COL3. 13.34 I 11 14 15 COL1 13.50 12 "16 17 COL1 13.33 I I 0 LS RISA-2D (R) Version 4.01 I GNR Engineering, Inc. Job : 991140 990 Highland Drive, *206 Page: 10 Solana Beach, CA 92075 Date: 11/30/99 File: FR2 I Cornerstone Building A FR-2 ====== =====================< Members >================================= 4. I Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I-End J-End Label Length ---------------- in-------in---------------- I 1317 18 COL1 13.34 14 18 19 COL1 13.50 15 20 21 COL1 13.33 16 21 22 COL1 13.34 I 17 22 23 COL1 13.50 18 26 27 COL2 13.33 19 27 28 COL2 13.34 I 20 24 25 COL2 PIN PIN 13.50 21 2 5 BEAM1 PIN PIN 20.00 22 5 49 BEAM1 0.96 I 23 9 57 BEAM1 0.96 24 13 61 BEAM1 . 0.96 25 17 69 BEAM1 0.96 26 21 27 BEAM1 PIN PIN 31.00 I 27 . 6 BEAM1 PIN PIN 20.00 28 6 45 BEAM1 . 0.96 1 . 2910 30 14 53 62 BEAM1 BEAM! . . 0.96 0.96 3.1 18 70 BEAM1 0.96 32 22 24 BEAM1 PIN . 20.00 7 29 BEAM2 0.92 I 34 11 33. BEAM2 0.92 35 15 ' 37 BEAM2. . 0.92 . 3619 41 BEAM2 . 0.92 I 37 23 25 BEAM2 PIN '20.00 38 24 28 1 ' BEAM 49 PIN 11.00 39 29 30 BEAM2 1.00 I 40 30 31 BEAM2 , 16.17 41 31 32 BEAM2 1.00 42 32 11 BEAM2 0 0.92 I, 43 33 34 BEAM2 1.00 U 44 34 35 ' BEAM2 , 26.17 45 35 36 BEAM2 . . 1.00 46 36 15 BEAM2 0.92 I 47 37 38 BEAM2 . 1.00 48 38 39 BEAM2 27.50 39 40 BEAM2 1.00 I 50 40 19 BEAM2 . 0.92 51 41 42 BEAM2 . 1.00 52 42 43 BEAM2 S ' 26.17 53 43' 44 BEAM2 1.00 I 54 44 23 BEAM2 0.92 55 45 46 BEAM1 1.31 I 56 57 46 47 47 48 BEAM1 BEAM1 15.46 1.31 58 '.48 10 ' BEAM1 0.96 I RISA-2D (R) Version 4.01 GNR Engineering,, Inc. Job :. 991140 I 990 Highland Drive, #206 Page: 11 Solana Beach, CA 92075 . Date: 11/30/99 File: FR2 I Cornerstone Building A FR-2 I Members Metnb Joints Rotate Section. Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I-End 'J -End Label i. Length ---------------------------------------------in-------in--------------- 59 49 50 BEAM]. 1.31 I 60 50 51 BEAM1 . . 15.46 61 51 52 BEAM]. . 1.31 62 52 9 BEAM]. . 0.96 I .63 53 54 BEAM]. . 1.31 64 54 55 BEAM]. 25.46 65 55 56 BEAM]. 1.31 I 66 56 14 BEAM1 . 0.-96 67 57 58. BEAM]. . 1.31 68 58 59 BEAM]. . 25.46 69 59 60 BEAM]. . 1.31 I 70 60 13 BEAM]. . . 0.96 71 61 63 BEAM]. S 1.31 I 72 73 62 63 64 65 BEAM]. . BEAM]. . 1.31 26.79 74 64 .66 BEAM]. . . 26.79 75 65 67 BEAM]. . 1.31 I 76 66 68 BEAM]. . 1.31 77 67 17 . BEAM1 . . 0.96 78 68 18 BEAM]. . . 0.96 79 69 71 BEAM]. 1.31 I 80 70 72 BEAM]. 1.31 81 71 73 BEAM]. 25.46 82' 72 74 BEAM]. . 25.46 I 83 73 75 BEAM]. . . 1.31 84 74 76 BEAM]. 85 75 21 BEAM]. . : 0.96 I 86 76 22 BEAM]. 0.96 =========================< 2½ISC , NDS Parameters >=========================== Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway I Section Member Set le-out le-in le-bend out Sin CH 0 i ------ ft ------ ft------ft - ---------------ft ------------------------------------ COL2 13.33 0.80 0.80 I i 2 COL2 13.33 0.65 0.65 3 COL]. 13.33 0.65 0.65 4 COL]. 13.34 . . 0.65 0.65 5 COL]. 13.50 0.65 0.65 I 6 COL1. 13.33 . 0.65 0.65 7 COL1 13.34 0.65 0.65 I 8 9 COL]. COL1 13.50 13.33 0.65 0.65 0.65 0.65 10 COL1 13.34 0.65 0.65 11 COL1 13.50 . 0.65 0.65 I 12 COL1 13.33 0.65 0.65 13 COL1 13.34 0.6.5 0.65 I I L51 RISA-2D (R) Version 4.01 I GNR Engineering, Inc. 990 Highland Drive, #206 Job : Page: 991140 12 Solana Beach, CA 92075 Date: 11/30/99 File: FR2 Building A I Cornerstone 'FR-2 Al SC , IDS Parameters >==== ------- Section Length Lb-out Lb-in Lcomp K K . Cm Cb,B Sway Member Set le-out le-in le-bend Out in CH 0 ± ---------ft------ft------ft-------ft----------------------------------- 14 COL1 13.50 0.65 0.65 15, COLl 13.33 0.65 0.65 16 COL]. 13.34 0.65 0.65 17 COL1 13.50 0.65 0.65 18 COL2 13.33 0.80 0.80 19 COL2 13.34 0.65 0.65 20 COL2 13.50 2.10 1.00 21 BEAM1 20.00 8.00 1.00 1.00 22 BEAM1, 0.96 2.27 0.65 0.65 23 BEAM]. 0.96 2.27 0.65 0.65 24 BEAM1 0.96 2.27 0.65 0.65 25 BEAM]. 0.96 2.27 0.65 0.65 26 BEAM]. . 31.00 8.00 1.00 1.00 27 BEAM1 20.00 8.00 1.00 1.00 28 BEAM]. 0.96 2.27 0.65 0.65 29 BEAM1 0.96 2.27 0.65 0.65 30 BEAM1 0.96 2.27 0.65 0.65 31 BEAM]. 0.96 2.27 0.65 0.65 .32 BEAM1 20.00 8.00 1.00 0.80 33 BEAM2 0.92 1.92 0.65 0.65 34 BEAM2 0.92 1.92 ' 0.65 0.65 35 BEAM2 0.92 1.92 0.65 0.65 36 BEAM2 0.92 1.92 0.65 0.65 37 BEAM2 20.00 .8.00 . 1.00 0.80 38 BEAM 11.00 8.00 0.80 0.80 39 BEAM2 1.00 1.92 0.65 0.65 40 BEAM2 16.17 8.00 ' 0.65 0.65 41 BEAM2 1.00 1.92 0.65 0.65 42 BEAM2 0.92 1.92 0.65 0.65 43 BEAM2 1.00 1.92 . 0.65 0.65 44 BEAM2 26.17 8.00 , 0.65 0.65 45 BEAM2 1.00 1.92 0.65 0.65 46 BEAM2 0.92 1.92 . . 0.65 .0.65 47 BEAM2 1.00 1.92 0.65 0.65 48 BEAM2 27.50 8.00 0.65 0.65 49 BEAM2 1.00 1.92 0.65 0.65 50 BEAM2 0.92 1.92 . 0.65 0.65 51 BEAM2 1.00 1.92 0.65,0.65 52 BEAM2 26.17 8.00 0.65 0.65 53 BEAM2 1.00 1.92 . 0.65 0.65 54 BEAM2 0.92 1.92 . 0.65 0.65 55 BEAM]. 1.31 2.27 0.65 0.65 56' SEAM].' 15.46 8.00 .0.65 0.65 57 BEAM]. 1.31 2.27 0.65 0.65 58 BEAM]. 0.96 2.27 0.65 0.65 59 BEAM]. 1.31 2.27 0.65 0.65 H H I I I I I I I I I I I I I I GNR Engineering, Inc. I I 990 Highland Drive, #206 Solana Beach, CA 92075 Cornerstone Building A FR-2 RISA-2D (R) Version 4.01 Job 991140 Page: 13 Date: 11/30/99 File: FR2 AISC , I1DS Parameters >=========================== Section Length Lb-out Lb-in Lcomp K K Cm Cb, B Sway Member Set le-out le-in le-bend out in CH o i • ---------------ft------ft------ft-------ft----------------------------------- I 60 BEAM1 15.46 8.00 0.65 0.65 • 61 BEAM]. 1.31 2.27 0.65 0.65 62 BEAM]. 0.96 2.27 0.65 0.65 63 BEAN]. 1.31 8.00 0.65 0.65 I 64 BEAM1 25.46 8.00 0.65 0.65 65 BEAM]. 1.31 8.00 0.65 0.65 66 BEAN]. 0.96 8.00 0.65 0.65 67 BEAM]. 1.31 8.00 0.65 0.65 68 BEAM]. 25.46 8.00 0.65 0.65 69 BEAM]. 1.31 8.00 0.65 0.65 70 BEAM]. 0.96 8.00 0.65 0.65 I 71 BEAN]. 1.31 8.00 0.65 0.65 72 BEAM]. 1.31 8.00 0.65 0.65 . 73 BEAM1 26.79 8.00 0.65 0.65 I 74 BEAM1 26.79 8.00 0.65 0.65 75 BEAM]. 1.31 8.00 0.65 0.65 76 BEAN]. 1.31 8.00 0.65 0.65 I 77 BEAM]. 0.96 8.00 0.65 0.65 • 78 BEAM]. 0.96 8.00 0.65 0.65 79 BEAM]. 1.31 8.00 0.65 0.65 80 BEAM1 1.31 8.00 0.65 0.65 I 81 BEAM]. 25.46 8.00 0.65 0.65 82 BEAM1 25.46 8.00 0.65 0.65 I 83 84 BEAM]. BEAM]. 1.31 1.31 8.00 8.00 0.65 0.65 0.65 0.65 85 BEAM]. 0.96 8.00 0.65 0.65 86 BEAN]. 0.96 8.00 0.65 0.65 I ========================== < Basic Load Case Data >========================== BLC Basic Load Case Load Type Totals No. ----------------------------------------------------------------------------Description Nodal Point Dist. 1 dead 6 66 2 live 6 66 I 3 lateral 3 ===============< Joint Loads/Enforced Displacements, BLC 1 IS this a Load or Direction I Joint Number a Displacement? (X,Y,MZ) Magnitude ------------------------------------------------------K,K-ft,in,rad L Y -0.923 I 25 L Y 0.000 3 L Y -2.350 28 L Y -2.740 I 2 L Y -2.350 27 • L Y -2.740 I RISA-2D (R) version 4.01 GNR Engineering, Inc. Job : 991140 I . 990 Highland Drive, 4206 Page: 14 Solana Beach, CA 92075 Date: 11/0/99 File: FR2 Cornerstone Building A I FR-2 !4erlJDe:r Distributed Loads, BIC 1 Joints Load Pattern, Pattern Member I. J Label Multiplier 21 2 5 UNIFORM 0.3500 23 9 57 . UNIFORM 0.3500 24 13 61 UNIFORM 0.3500 25 17 69 UNIFORM . 0.3500 26 21 27 UNIFORM 0.3500 27 3 6 UNIFORM 0.3500 29 10 53 . UNIFORM 0.3500 30 14 62 UNIFORM . 0.3500 31 18 70 UNIFORM 0.3500 32 22 .24 UNIFORM 0.3500 38 24 28 UNIFORM 0.3500 33 . 7 . 29 UNIFORM 0.2420 34 . 11 33 UNIFORM 0.2420 35 15 37 UNIFORM 0.2420 36 19 41 UNIFORM 0.2420 37 23 25 UNIFORM . 0.2420 39 29 30 UNIFORM 0.2420 40 30 31 UNIFORM . 0.2420 .41 31 32 UNIFORM 0.2420 42 32 11 UNIFORM 0.2420 43 33 34 . UNIFORM . 0.2420 44 34 35 . UNIFORM 0.2420 45. 35 36 UNIFORM . 0.2420 46 36 15 UNIFORM 0.2420 47 37 . 38 ,. UNIFORM 0.2420 48 38 39 UNIFORM 0.2420 49 39 . 40 UNIFORM 0.2420 50 40 19 UNIFORM 0.2420 51 41 42 UNIFORM 0.2420 52 42 43 UNIFORM . 0.2420 53 43 44 UNIFORM . 0.2420 54 44 23 UNIFORM 0.2420 28 ,. 6 45 . UNIFORM . . 0.3500 55 45 46 UNIFORM 0.3500 56 46 47 UNIFORM . 0.3500 57 47 48 UNIFORM 0.3500 58 48 10 UNIFORM 0.3500 22 5 49 UNIFORM 0.3500 .59 .49 50 UNIFORM 0.3500 60 . 50 51 . UNIFORM 0.3500 61 51 52 UNIFORM . . 0.3500 62 52 9 UNIFORM 0.3500 63 .53 54 UNIFORM 0.3500 64 54 55 . UNIFORM . 0.3500 65 55 56 UNIFORM . 0.3500- 66 5.6., 14 UNIFORM 0.3500 I Li I I I I I I I I I I I Li I I. ..., RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 15 Solana Beach, CA 92075 Date: 11/30/99 File: FR2 Cornerstone Building A I FR.-2 ====================< Member Distributed Loads, BLC 1 >===================== Joints Load Pattern Pattern Member I J Label Multiplier 67 57 58 UNIFORM 0.3500 68 58 59 UNIFORM . 0.3500 69 59 60 UNIFORM 0.3500 70 60 13 UNIFORM 0.3500 71 61 63 UNIFORM 0.3500 72 62 64 UNIFORM 0.3500 73 63 65 UNIFORM 0.3500 74 64 66 UNIFORM 0.3500 75 65 67 UNIFORM 0.3500 76 66 68 UNIFORM 0.3500 77 67 17 UNIFORM 0.3500 78 68, 18 UNIFORM 0.3500 79 69 71 UNIFORM 0.3500 80 70 72 UNIFORM 0.3500 81 71 73 UNIFORM 0.3500 82 72 74 UNIFORM 0.3500 83 73 75 UNIFORM 0.3500 84 74 76 UNIFORM 0.3500 85 75 21 UNIFORM 0.3500 86 76 22 UNIFORM 0.3500 ===============< Joint Loads/Enforced Displacements, BLC 2 >================ Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude -------------------------- -- ------- -------------------- K,K-ft,in,rad-------- 7 L Y -0.857 25 L Y 0.000 3 L Y -2.850 28 L Y -4.460 2 L Y -2.850 27 L Y -4.460 ===================< Member Distributed Loads, BLC 2 >===================== Joints Load Pattern Pattern Member I J Label Multiplier 2]. 2 5 UNIFORM 1.0000 23 9 57 UNIFORM 1.0000 24 13 61 UNIFORM 1.0000 25 17 69 UNIFORM 1.0000 26 21 27 UNIFORM 1.0000 27 3 6 UNIFORM 1.0000 29 10 53 UNIFORM 1.0000 30 14 62 UNIFORM 1.0000 31 18 70 UNIFORM 1.0000 32 22. 24 UNIFORM 1.0000 I I I I I I I I I I I I I I I • a3 RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 U 990 Highland Drive, #206 Page: 16 Solana Beach, CA 92075 Date: 11/30/99 File: FR2 Building A I Cornerstone FR.-2 ==================< Member Distributed Loads , BLC 2 >==================== Joints Load Pattern Pattern Member I J Label Multiplier 38 24 28 UNIFORM 1.0000 33 7 29 UNIFORM 0.2640 34 11 33 UNIFORM 0.2640 35 15 37 UNIFORM 0.2640 36 19 41 ' UNIFORM 0.2640 37 23 25 UNIFORM 0.2640 39 29 30 UNIFORM 0.2640 40 30 31 UNIFORM 0.2640 41 31 32 UNIFORM 0.2640 42 32 11 UNIFORM 0.2640 43 33 34 UNIFORM 0.2640 44 34 35 UNIFORM 0.2640 45 35 36 UNIFORM 0.2640 46 36 15 UNIFORM 0.2640 47 37 38 UNIFORM 0.2640 48 38 39 UNIFORM 0.2640 49 39 40 UNIFORM 0.2640 50 40 19 UNIFORM 0.2640 51 41 42 UNIFORM 0.2640 52 42 43 UNIFORM 0.2640 53 43 44 UNIFORM 0.2640 54 44 23 UNIFORM 0.2640 28 , 6 45 UNIFORM 1.0000 55 45 46 UNIFORM 1.0000 56 46 47 UNIFORM 1.0000 57 47 48 UNIFORM 1.0000 58 ' 48 , 10 UNIFORM' ' 1.0000 22 5 49 UNIFORM 1.0000 59 49 50 ,. UNIFORM 1.0000 60 ' 50 51 ' UNIFORM 1.0000 61 51 52 UNIFORM 1.0000 62 52 9 UNIFORM 1.0000 63 53 54 UNIFORM 1.0000 64 54 55 UNIFORM '1.0000 65 55 56 UNIFORM 1,. 0000 66 56 14 UNIFORM , 1.0000 67 57 58 UNIFORM 1.0000 ' 68 ' 58 59 UNIFORM 1.0000 69 59 60 UNIFORM 1.0.000 70 60 ' 13 UNIFORM 1.0000 71 61 63' UNIFORM 1.0000 72 62 64 UNIFORM 1.0000 73 63 65 UNIFORM ' 1.0000 74 64 66 UNIFORM . 1.0000 75 65 67 UNIFORM 1.0000 76 66.. 6.8. UNIFORM 1.0000 I I I I 1 I I I I I i I I I I I I I RISA-2D (R) Version 4.01 GNR Engineering, Inc. 990 Highland Drive, #206 Solana Beach, CA 92075 Job : 991140 Page: 17 Date: 11/30/99 File: FR2 Cornerstone Building A I FR-2 IvIernbei Distributed Loads, BIC 2 >========= Joints Load Pattern Pattern Member I J Label Multiplier I 77 67 17 UNIFORM 1.0000 78 68 18 UNIFORM 1.0000 79 69 71 UNIFORM 1.0000 80 70 72 UNIFORM 1.0000 81 71 73 UNIFORM 1.0000 82 72 74 UNIFORM 1.0000 83 73 75 84 74 76 UNIFORM UNIFORM 1.0000 1.0000 85 75 21 UNIFORM 1.0000 86 76 22 UNIFORM 1.0000 I ===============< Joint Loads/Enforced Displacements BLC 3 >=============== Joint Is this a Load or Direction a Displacement? (X,Y,MZ) Magnitude I Number --------K,K-ft,in,rad--------- 2 - L X 21.400 3 L X 42.700 I 7 L S X 32.300. < Load Patterns >============================= • Pattern Magnitudes 0 Locations I Label Dir Start End Start End -------------------- K/ft,F ---------- K/ft,F ----------- ft or %-------ft or k--- 'UNIFORM Y -1.000 -1.000 0.000 0.000 ==========================< Load Combinations RWPE : 3 -.71 • y I 5 1.2D-i-.5L 6 .9D+E/1.4 1 1.2 2 1 .9 • .5 0 3 .71 7 .9D-E/1.4 1 .9 8 D+L+E/1.4 1 1 2 1 3 .71 y I 9 D+L-E/1.4 1 1 2 1 3 -.71- y 10 DRIFT 1 1 2 1 3 1 • y 11 DRIFT- 1 1 2 1 3 -1 y 12 SPEC1 1 1 2 .7 3 2.8 I 13 SPEC- 1 1 2 .7 3 -2.8 14 SPEC2 1 .85 3 2.8 15 SPEC2- 1 •.85 3 -2.8 I I RISA-2D (R) Version 4.01 I GNR Engineering, Inc. 990 Highland Drive, #206 Solana Beach, CA 92075 I Cornerstone Building A FR-2 Job : 991140 Page: 18 Date: 11/30/99 File: FR2 I = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = Dynamics Input: Number of Modes ............3 I Load Combination Number.. 1 Acceleration of Gravity 32.20 ft/sec2 Convergence Tolerance ......0.001 Converge Work Vectors ......No I I RISA-2D (R) Version 4.01 GNR Engineering, Inc. I 990 Highland Drive, #206 Solana Beach, CA 92075 Job : 991140 Page: 6 Date: 11/30/99 File: FR2 I Cornerstone Building jtr i I = = == = = = = = = = == = = = = = = == = < Load Combinations > = = = = = = = = = ------ = = = = = = = = == = = = = RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv I 1 .2 L 2 1 3E 3 1 4E : 3 -1 5 1.2D+.5L 1. 1.2 2 .5 6 .9D+E/1.4 1 .9 3 .71 y 7 .9D-E/1.4 1 .9 3 -.71 y I 8 D+L+E/1.4 1 1 2 I 3 .71 y 9 D+L-E/1.4 1 1 2 1 3 -*71 10 DRIFT 1 1 2 1 3 1 y 11 DRIFT- ' 1 1 2 1 .3. -1 y 12 SPEC1 1 1 2 .7 3 2.8 13 SPEC- 1 1 2 .7 3 -2.8 I 14 SPEC2 1 .85 3 2.8 0 • RISA-2D (R) Version 4.01 GNR Engineering,Inc. Job : 991140 • I 990 Highland Drive, #206 Page: 5 Solana Beach,, CA 92075 Date:' 11/30/99 File: FR2 ' I Cornerstone Building A FR-2 • Enve lope Story Drift >= = = = = = = = = = = = = = = = = = = = = = = = = 1 Story+---- X Direction ----+ No. Joint Drift lc Ht % . • ---- --------- in ---------------------------------------- ---------------------- 1 Tj 2 0.3610 0.23 T. I ...fl 11 11 A )' I RISA-2D (R) Version 4.01 I Job : 991140 Page: 2 Date: 11/30/99 File: FR2 GNR Engineering, Inc. 990 Highland Drive, #206 Solana Beach, CA 92075 I Cornerstone Building A FR-2 '7', = = = = = Unity Loc Shear Envelope AISC Unity Checks >======================= Loc ASD Memb Cbk lc Chk lc Fa Fb Cb Cm Eqn. -----------------------------Ksi-------KSI--------------------------- 32 0.656 4 8 0.129 1 8 26.97 36.59 1.00 1.00 H1-3 38 0.640 1 8 0.138 5 8 30.51 36.59 1.00 1.00 H1-3 77 0.588 5 8 0.141 5 8 32.88 36.59 1.00 0.85 H1-2 78 0.582 5 8 0.139 5 8 32.88 36.59 1.00 0.85 H1-2 70 0.581 5 8 0.139 5 8 32.88 36.59 1.00 0.85 }11-2 66 0.579 5 8 0.137 5 8 32.88 36.59 1.00 0.85 H1-2 26 0.563 3 9 0.119 5 8 26.97 36.59 1.00 1.00 H1-3 85 0.542 5 8 0.136 5 8 32.88 36.59 1.00 0.85 H1-2 86 0.5275 8 0.134 5 8 32.88 36.59 1.00 0.85 li1-2 79 0.508 1 9 0.135 1 9 32.88 36.59 1.00 . 0.85 H1-3 75 0.508 5 8 0.134 5 8 32.88 36.59 1.00 0.85 H1-2 71 0.507 1 9 0.134 1 9 32.88 36.59 1.00 0.85 H1-3 24 0.503 1 9 0.142 1 9 38.57 43.99 1.00 0.85 H2-1 76 0.503 5 8 0.132 5 8 32.88 36.59 1.00 0.85 H1-2 69 0.5015 8 0.1325 8 32.88 36.59 1.00 0.85 H1-2 65 0.501 5 8 0.129 5 8 32.88 36.59 1.00 0.85 H1-2 25 0.501 1 9 0.143 1 9 38.57 43.99 1.00 0.85 H2-1 80 0.491 1 9 0.133 1 9 32.88 36.59 1.00 .0.85 H1-3 72 0.4891 9 0.132 1 9 32.88 36.59 1.00 0.85 H1-3 30 0.489 1 9 0.140 1 9 38.57 43.99 1.00 0.85 H2-1 31 0.481 1 9 0.141 1 9 38.57 43.99 1.00 0.85 H2-1 23 0.472 1 9 0.137 1, 9 38.57 43.99 1.00 0.85 H2-1 67 0.4661 9 0.129 1 9 . 32.88 36.59 1.00 0.85 H1-3 83 0.464 5 8 0.129 5 8 32.88 36.59 1.00 0.85 H1-2 29 0.462 1 9 0.135 1 9 38.57 43.99 1.00 0.85 H2-1 84 0.451 5 8 0.126 5 8 32.88 36.59 1.00 0.85 H1-2 63 0.447 1 9 0.127 1 9 32.88 36.59 1.00 0.85 H1-3 62 0.426 5 8 0.133 5 8 38.57 43.99 1.00 0.85 H1-2 58 0.421 5 8 0.127 5 8 38.57 . 43.99 1.00 0.85 H1-2 73 0.404 5 8 0.124 1 9 32.88 36.59 1.00 0.85 H1-2 81 0.403 1 9 0.125 1 9 32.88 . 36.59 1.00 0.85 H1-3 64 0.402 5 8 0.119 5 8 32.88 36.59 1.00 0.85 H1-2 74 0.402 5 8 0.122 1 9 . 32.88 36.59 1.00 0.85 H1-2 22 0.401 1 9 0.125 1 9 38.57 43.99 1.00 0.85 H2-1 68 0.4005 8 0.1225 8 32.88 36.59 1.00 0.85 H1-2 82 , 0.388 1 9 0.123 1 9 32.88 36.59 1.00 0.85 H1-3 28 0.385 1 9 0.118 1 9 38.57 43.99 1.00 0.85 H2-1 61 0.363 5 8 0.126 5 8 38.57 43.99 1.00 0.85 H1-2 57 0.361 5 8 0.119 5 8 38.57 43.99 1.00 0.85 H1-2 59 0.343 1 9 0.117 1 9 38.57 43.99 1.00 0.85 H2-1 60 0.336 5 8 0.116 5 8 32.88 36.59 1.00 0.85. H1-2 56 0.334 5 8 0.109 5 8 32.88 36.59 1.00 0.85 H1-2 46 0.332 5 8. 0.077 5 8 38.73 . 43.99 1.00 0.85 H1-2 55 0.329 3. 9 0.110 1 9 38.57 43.99 1.00 0.85 H2-1 50 0.327 5 8 0.079 5 8 38.73 43.99 1.00 0.85 H1-2 36 0.311 1 9 0.080 1 9 38.73 43.99 1.00 0.85 H1-2 I I I I I I I I I I I I I I U RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 3 Solana Beach, CA 92075 Date: 11/30/99 File: FR2 Cornerstone Building A FR-2' =====================< Envelope AISC Unity Checks I Unity Loc Shear Loc ASD Memb Chic lc Chk ic Fa Fb Cb Cm Egn. ------------------------------------ Ksi ------- Ksi--------------------------- ..27 0.311 3 8 0.077 1 8 26.97 36.59 1.00 1.00 H1-3 I 35 0.306 1 9 0.079 1 9 38.73 43.99' 1.00 6.85 H2-1 44 0.304 5 8 0.072 5 8 32.21 35.39 1.00 0.85 Hi-2 I 48 34 0.300 0.296 5 1 8 9 0.074 0.076 1 1 9 9 . 32.21 38.73 35.39 43.99 1.00 .1.00 0.85 0.85 H1-2 H2-1 42 0.295 5 8 0.073 5 8 38.73 43.99 1.00 0.85 H1-2 54 0.294 5 8 0.076 5 8 38.73 43.99 1.00 0.85. H1-2 I 45 0.293 5 8 0.0735 8 38.73 . 43.99 1.00 0.85 H1-2 49 0.288 5 8 0.075 5 8 38.73 43.99 1.00 0.85 H1-2 52 0.284 1 9 0.075 1 9 32.21 3.5.39 1.00 0.85 H1-2 180.283 5 9 0.000 1 9 26.06 36.79 1.00 0.60 H1-1 P 21 0.273 3 8 0.077 1 8 26.97 36.59 1.00 1.00 H1-3 51 0.271 1 9 0.076 1 9 38.73 .43.99 1.00 0.85 H1-2 330.266 1 9 0.068 1 9 38.73 43.99 1.00 0.85 H2-1 1, 47 0.266-1 9 0.075 1 9 38.73 43.99 1.00 0.85 H2-1 40 0.263 5 8 0.067 5 8 32.21 35.39 1.00 0.85 H1-2 41 0.259 5 8 0.069 5 8 38.73 43.99 1.00 0.85 H1-2 0.258 1 9 0.072 1 9 38.73 43.99 1.00 0.85 H2-1 P 43 53 0.256 5 8 0.072 5 8 38.73 43.99 1.00 0.85 H1-2 39 0.232 1 9 0.064 1 9 38.73 43.99 .1.00 0.85 H2-1 150.211 1 8 0.063 1 8 36.84 4399 1.00 0.42 H1-2 P 6 0.210 1 9 0.073 1 9 36;84 43.99 1.00 0.40 H1-2 3 0.207 1 .9 0.063 1 9 36.84 43.99 1.00 0.45 ,H1-2 9 0.206 1 9 0.059 1 9 36.84 43.99 1.00 0.46 H1-2 P 120.201 1 8 0.057 1 8 36.84 43.99 1.00, 0.45 H1-2 1 0.179 5 8 0.000 1 8 26.06 36.79 1.00 0.60 H1-1 7 0.151 5 9 0.070 1 9 36.84 43.99 1.00 0.23 H1-2 37 0.149 3 8 0.045 1 8 25.67 35.39 1.00 1.00 H1-1 I 16 0.141 5 8 0.058 1 8 36.84 '43.99 1.00 0.24 H1-2 19 0.1391 9 0.0001 9 28.78 36.79 1.00 0.60 H1-1 P 4 100.122 0.121 5 5 9 9 0.049 0.050 1 1 9 9 36.84 36.84 43.99 43.99 1.00 1.00 0.24 0.27 H1-2 H1-2 13 0.118 5 8 0.047 1 6 36.84 43.99 1.00 0.25 H1-2 20 0.109 1 8 0.000 1 6 5.56 36.79 1.00 0.60 ' H1-1 P 20.085 1 8 0.000 1 8 28.78 36.79 1.00 0.60 H1-1 8 0.082 5 9 0,038 1 '9 36.79 ' 43.99 1.00 0.28 H1-2 17 0.070 5 8 0.031 1 8 36.79 43.99 1.00 0.28 H1-2 0.059 5 9 0.023 1 9 36.79' 43.99 1.00 0.34 H1-2 I ii 14 0.0575 9 0.0221 7 36.79 43.99 1.00 0.35 H1-2 5 0.056 5 9 0.023 1 9 36.79 43.99 1.00 0.36 H1-2 I I. . I - RISA-2D (R)Version 4.01 I GNR Engineering, Inc.. Job: 991140 990 Highland Drive, #206 . Page: 1 Solana Beach, CA .92075 . Date: 11/30/99 File: FR2 I . Cornerstone Building A - FR-2 . . I = = = = = = = = = = = = = = == = = = = = = = = < Load Combinations >.= = = = = = = = = = = = = = = = = = = = = = = = - RWPE No. Description BLC Fac BLC -Fac BLC Fac BLC Fac BLC. Fac SSdv I ------- 1D 2L . 2 1' 3E 3 1 I 4E- . .. - 3 -3. 5 1.2D-,-.5L 1 1.2 2 .5 6 .9D+E/1.4 1 .9 3 .71 y I . .9D-E/1.4 1 .9 - 3 -.71 . . . y .8 D+L+E/1.4 1 1 2 1 3 .71 . y 9 D+L-E/1.4 1 1 2 1 3 -.71 y 10 DRIFT 1 -1 2 1 3 1 • I . 11 DRIFT- 1 • 1•.- 2 1 •3 -1 /12 SPEC1 1 1 2 -.7 3 2.8 Y f 13 SPEC- 1 1 2 .7 3 -2.8 y. J ESPEC2 1 .85 • 3 2.8 5PEC2_.1 .85 . 3 -2.8 Y 4-4 . - • -• .. . - I 61 .1 1. • . I I I I. I .1 .1 • . ,• .. .. ,, ,, - ii I .L12 I I 1 I I 4 A - I I 1 I DOGBONE MOMENT CONNECTION DESIGN - - - - - Cornerstone Bldg A Frame: 2 PRO3ECT NO.:#991140 Conn: 6 Roof __- 50 k h Oh 20 PROJECT NAME: hFyc&, 12Ccfic I'b ft 8. 68h 4k V Ok 1 2• k rd) - 0.3 kiVf=fr 50IW IL. Jeb , weld bat 3k W14X159 14 159 14.98 0.745 15.565 21DESIGN Li 1.875 1900 254 RE UIREMENTS PIEYAJ! <0.95 <50 <50 >1 <1 <1 OEMTSO,k <1 1 <1 Bracing eDIr Continuity plate Doubler I j54I:19 4'? 4821 5I024 0.19 0:07 0.40 '0.37 1t0 'it 4 ': 200 /.4 W4X13t 18..5 8 34.28 0.25 0.22 0.09 060 0.375 0. 1 4 4 2 ok .00 3 4 0 W5X16 OK t2L7 3 729 26 0 25 0 21 Q 0 i 0 0 4 W5X1917.0 .9 1 4 ..'M4 o 7 7_14 3664 0.27 0.19 0.0 0.4 0 W6X)23Z'6 0. 4 - 4 2.00 3 4 7 :3 ,18 ,02 .0.19 0 0 w6528..0 ii2 4 3.50 00, '/16 23. 0.3 0.17 0.1 0.4 0 0W8>154.4L6 0.4 4 2 52.00 3 4 .'366 ''7'03 02C' '-1.0 .ç0 :106 l#&u.55.0 .4 1 .4 71 3 4 3:00 -.i:4 4 12.86 0.2 0.22 0.2 0. 0 0. 1 W8X28.6 40.22 4 6 3 .00 4 6 ,:'0-2 '0 '"j,O9 V(4O93.4 .2 .5'I 4 '4 t' 440 4 059 34. 7.7 0.2 0.22 0.3 0. 0 0 00 1. 1 6 400 4 3 .00 5 4 0 W8X48 NG icf 39.2 s0 368 p,36 17 .03 017 0 0 0 ,0 ' 4 2 t9 200 .0.3 .4 O' W10X17 63.6 07 33.633. 11.2.50.3 0.210. 0 - 0. 1 4 3.25 - 3000.3 4 TW106 .,779 0 1.372 s.37 92 03 021 ,023 0 0 09 fl 4 .p8 3.50 ' .5 300 0375 4/16 OK 108.6 0.68 34.6 34.6 6.79 0.32 0.24 0.33 0.60 0.500 1.25 16.1 4.00 84.50 5.4 4.00 0.5 4/16 0 WThTNG '1671 (%068 j 36.5 '6.5 440 032 026 050 0.50 0750 .183 .207 500 8 575 47 500 075 s.6/16 s0i1l IT NO 187.8 0.67 37.6 37.6. 3.90 0.32 0.25. 0.57 0.430.8752.0520.85.00 8 5.75 4.7 5.00 0.875 7/16 0 W10X77N0 :1054 t*072 < 362 '3e2 706 036 023 027 060 5. 0375 1-062 v.123 400 's9 375 -t.79 300 0375 4/16 .0 W12X35 OK 136.5 0.73 37.0 37.0 5.54 0.35 0.26 0.36 0.60 0.500 0.77 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK :1S11 11-'O72 1-38:1 38.1 .5:0o ,iO.35 1.025 039 '0.60 2 0500 084 \.*157 '4.00 4.75 0t6.9 400 .9t'O5 44 16 Wi2)0.1- OK'- 83.1 0.75 38.5 38.5 8.76 038 0.20 0.20 0.60 0375 0.53 8.6 4.00 10 2.75 11.6 3.00 0375 4/16 0 W14X26 OK . 1314 075 s1 387 387 115 76 4 038 024 'O 31 079 0375 ,076 A' 124 400 1r 10 400 '5' 97 400 "0375 ,f4/16 0' W14X38 OK 167.1 0.74 38.5 38.5 4.61 0.38 0.27 0.39 0.60 0.500 0.92 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK 1..:,1834 0:73 '1395 39.5 -'419 038 '1.0:27 '.043 .'0'50 ..:i5o0 kj.1O0 :.5,154 "400 O '4.75 400 0.5 .1-4/16 W14X53:: NG 234.1 0.71 38.2 38.2 3.28 0.38 0.29 0.55 0.60 0.625 1.26 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W14X68 NO 5'4'254 1 071 1- 390 390 1-5'3 01 <0 78 ' 029 0 59 050 0.750 5136 . 198 500 ts 10 575 5 69 500 43 7.. 6/16 0 . Wt4X74 NO 277.6 0.70 40.0 40.0 2.75 0.38 0.28 0.65 0.43 0.875 1.49 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 NO sss5117.8 5.e0.80 42:1 942,1 56.35 0.41 .:0.22 1.025 p.0.60 ' :0.375 .0:44 94 '4.00 1.','1.2 '3.25 :516.4 3.00' 50375 :4/16 ;os W16)G1":. OK". 153.6 0.75 39.1 39.1 4.98 0.41 0.25 0.32 0.79 0.375 0.55 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 - 0 W16X40 OK .th1-17.L6 5.,.075 s515.4O.7 s,4O,7 'tA4:45 --5.O.41 ,.024 .036 -"0.60 i:"0.500 ,.'.:0.61 '4!'<12.6 -:4.00 :,'12 :4.00 1-'12.6 4.00 4,O:5 .4/16 W16X45 OK: 312.0 0.73 40.4 40.4 2.51 0.41 0.30 0.63 0.50 0.750 1.03 19.8 5.00 126.00 9.5 5.00 0.75 6/16 0 W16X77 NO .'357 6 :' 073 t42 0 420 .. 2 18 041 030 073 1 043 0875 : 119 199 500 t'.12 620 '-9 3 500 0 8'S 16 s'OJ sl W16X89 NO 1453 0.81 44.2 442 5.16 0.44 022 0.29 0.60 0.375 0.54 9.8 4.00 14 3.50 20.2 3.00 0.375 4116 0 W18X35 OK .s1.:O.79 1.,',44.7 44-7.'1-:,4-5O :sO.44 -:0.24 .0.33 ':0:60 :.:O.375 '.5.:,0.61- ,:1.'1O.-2 -4.00 -':14 3.50 P-20-11100 '0:375 .f:4 16 OVs;:'i, W1OX4O':., OK 220.0 0.79 43.6 43.6 3.52 0.44 0.26 0.42 0.60 0.500 0.77 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16. 0 W18X50 OK ;::2320 -45O.76 ,432 '43:2 6.3:32 1.0.44 ,0.25 . 0.45 :0.60 ::0.500 e"O.81 ',1.13.4 1.400 t4 425 p115.8 4.00-- '4,O'5 ','4/16 W1BXSS . OK.. 390.4 0.76 42.3 42.3 2.01 0.44 0.32 0.73 0.60 0.750 1.31 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 0 W18X86 NO 1-.4':1439.0 .5.s,,O.75 '-;43.4 1443.4 1,saL79 '1.r0.44 .0.32 5.0.82 '.051 .,0.875 ,55,,.1:46 .:;;21.2 6.00 1.:i4 6:50 .1-511:7 6.001 .0.875 51.8 16 .o.s:'s: W18X97 NO 487.4 0.77 45.4 45.4 1.61 0.44 0.32 0.91 0.45 1.000 1.63 21.3 6.00 14 6.75 12.2 6.00 1 9/16 0 W18X106 NO ''1.2009 .j.5'O.81 '5',47:9 ".47.9 .-'O.48 ',,O.22 4A 0.35 5060 .O375 -::.-.e.53 '-':5101 -400 5.5-56 350 s22:1 3.00 50.375 74 16 -51O:-w' W21X44 :J OK 228.3 0.79 48.4 48.4 3.33 0.48 0.23 0.40 0.60 0.375 0.60 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 jW21X50 OK '::,308.2 ,4.78 -.:41545 :,455 ,:;2.58 .:'-0.48 .0.28 .'0.51 :0.60 '0.500 :-.- 076 -:14.2 4.0O ;5.16 4.75 "19.2 4.00 -,,,::0.5 :4/16 21X62. OK. 337.9 0.78 46.5 46.5 2.34 0.48 0.281 0.56 0.60 0.500 0.84 14.4 4.001 1614.751 19.1 4.00 0.5 4/161 0 IW21X68 ox '.'5.-.585.5 .:'.0.77 ';445:0 -5.45:0 ":1.37 '5:0.48 '0.36 .0.95 '0.45 .: .1000 1; 1.41 . '-.23.2 6.00 .'''16 :7.25 '13.8 6.00 -,5....,i :5 9/15 O.:-'-. W21X111... ING. 11/30/994:10 PM SMRF Conn Design fr2 roof 6.xle I DOGBONE MOMENT CONNECTION DESIGN PROJECT NAME: Cornerstone Bldg A Frame: 2 PROJECT NO.: #991140 1 Conn: 5 Roof - &b 50 1 ksl ht 0 20 ft 1.' "oaftW 't- 68 V 6.3 k V 4.8 k 14k rth rweld 0.31 W7 Tm9=ft In 0.3Ei 4I I Itt- * * 14.98 0.745 15.565 1. 1.875 46.7 1 254 28 DESIGN REQUIREMENTS - - - PETAILTN9WRFMENTc Chk <0.95 <50 <50 1 >1 <1 <1 <1 <1 <1 <1 Bracing Dim81sia,5 Ctrjib' plate I Doubler -.- ' tM VCN r fbI 1' WAS Thfle PIati Imimsecil 11.9 .0.74 S .31.8 1i 31.8 Iit 22.00 I1 .'0.24 .rRá 0.26• 0.13 rp 0.40 0.375 al ft1 8.0 I 4.001, h I 225 I*U --17 OR 2.00 SWIN 03 go in h .Q -, tirtitift W4X13 OK 18.3 0.71 29.5 29.5 16.00 0.25 0.29 0.19 0.60 0.375 1 10. 400 - 2.7 2.3 .00 0 0 W5X16 K 21.7 0.6 31. 13.79 0.25 0.2 0.23 .0.60 0.375 0 102 4 2.75 23 3.00 0375 -- 4/1 W5X19 3K- 17.0 0.77 31.0 31.0 17.04 0.27 0.25 0.16 0.40 0.375 0 7.400 4 22527 2.00 0.3754/16 0 W6X12 OK 376 0.701 323 323 874 027 023 0 060 0,3750 fl 4.00 - W6Q5 K 28.1 0.781 34.9 34.9 11 0.30 0.21 0.23 0.40 0.375 0.61 7 4 2.25, - WSX15 OK 41. 0.731 32.7 -.32.7 8 0.30 0.24 0.32 0.60 0.375 0.73 10.1 4 ,. 3.00 4.5 3.00 0.3 4/16 0 W8X21 OK 55. 0.7 32.9 625 0.29 0.2 0.4 0.6 0. 0. 13. 4 3.7 3.9 0. 4/ - 128 K .77. 0. .32.9 32.9 4.55. 0. .0.250. 0.600. 1. 15.4 4.53.44 "0 4/ . W8X40, o 93. 0.66 34. 34.5 37 0. 0.2 0. 0.6 0. 1. 16. 4 4.5 3.4 0 4/1 __ 0 39 07 37 375 8 0 02 0 04 03 0 6 4.00 - 225 W10X17 K 63. 0. 34. 34.1 0. 0.2 0.4 0.6 0. 0. 400 3.2 7.0 0. 4/ W1O)Q6 K 77. 0. 37. 37.6 4 0. 0.2 0. 0.60 0. 1... 4 33 7.5 0. 4/ W10)DO o 108. 0.6 34. 34.9 3 0. 0.2 0.71 0.6 0.500 1.37 16. 4 4.5 5.4 4/1 W10X49 o 167...0.68 .- 36. 36.8 2 0. 0.2 1. 0.5 0.75 1.95 20. . 5.7 4.7 0.75 6/1 4/16 WlOX68 G 187 0.68 37. 37.81.930.3 0.27 1. 0.4 0.87 2.17 20. 5.7 47 0.875 - 6/16W10X77 o 105. - 0. . 35. . 36.6 3.47 0. 0.2 .0. 0.60 0.37 0.68 .12. 3.7 . 7.9 0. 4 0 W12X35 K 136. 0. 37.2 37.2 2.73 0. 0.28.0. 0.6 0.50 0.83 15. 4 4.7 7.0 0 4 0 W12X45 K 151. 0.7 -. 383 - 38.3 2,47 0. 02 0. 0.60 0,500 0.90 15.7 4 4.7 6.9 0 - 4 0 WI.2X50 K 83.1 0. 39. 39.0 4.29 0. 0.2 0.4 0.60 0.37 0.59 8. 4.00 1 2.7 11.6 00 0.37 4/16 0 W14X26 K 131.4.,0.7''39. 39.0 2.84 0.38 0.2 0. 0.7 0.37 0.82- 12.44.00-14.00-9.7.00-0.375 4/16 0 W14)38 OK 167.1 0.74 38.7 38.7 228 0.38 029 0.86 0.60 0.500 0.98 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK .0.74 39.7 .39.7 2.07 038 0.28 0.95 . 0.60 0.500 -1.06 15.4 4.00 104.75 '8.4 4.00 _0.5 _6 0.- W14X53 - NO 234.1 0.71 38.4 38.4 1.62 0.38 0.31 1.21 0.60 0.625 1.32 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 NO ...2S41 0.71 .392 .39.2 1.49 -038 0.30 131 0.50 0.750 1.42 19.8 5.00 10 5.75 5.00 -0.75 W14X74 NO 277.6 0.71 40.2 40.2 1.36 0.38 029 1.43 0.43 0.875 1.55 19.8 5,00 10 5.75 6.8 5.00 0.875 6 8/16 W14X82 NO .117.8 0.80 -.42.5 425 3.12 '0.41 0.24 037 0.60 .375 0.48 9.4 4.00 _12 3.25 16.4 3.00 0.375 _6 O W161 OK 153.6 0.76 39.4 39.4 2.46 0.41 0.26 0.72 0.79 0.375 0.59 12.6 4,00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK -.171.6 0.75 40.9 40.9. 220'0.41 0250.810.60 -0.500 0.65 12.6 4.00 124.00 12.64.00 -'0.5 4/160' W16X45 OK 312.0 0.74 40.6 40.6 1.25 0.41 0.31 1.42 0.50 0.750 1.07 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 8/16 W16X77 NO .357.6 -0.73 .42.2 -42.2 LOS 0.41 -0.31 1.64 0.43 0.875 1.23 19.9 5.00 126.00 -9.35.00 0.875 7116..12/16W16X89 NO 145.3 0.82 44.6 44.6 2.55 0.44 0.24 0.65 0.60 0.375 0.58 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK -.168.7 -0.80.45.0.45.0- 2.22 0.44 0.25 0.75 0.60 0375 0.65 1024.00 14330 -20.13.00 0375 4/160- - W18X40 OK 220.0 0.79 43.8 43.8 1,74 0.44 0.28 0.95 0.60 0.500 0.80 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK 232.0 0.76 42.4 43.4 '1.64 -044 026 LO1 0.60 0.500 _0.85 114 -4.90 14 4.25 i58 4.00 '0.5 4/16 W18X55 - OK 390.4 0,76 42.5 42.5 1.00 0.44 0.33 1.66 0.60 0.750 1.34 21.0 6,00 14 6.50 11.8 6,00 0.75 7/16 12/16 W18X86 NO 439'0 0.75 42.5 .43.5 0.89 -044 033 1.66 0.51 0.875 .3.50 212 6.00 14 630 11.7 6.00 .0.875 -8/16 14/16 W18X97 NO 487.4 0.77 45.6 45.6 0.80 0,44 0,33 2.06 0.45 1,000 1.66 21.3 6.00 14 6.75 12.2 6.00 1 - 9/161ng W18X106 ING --2009 0.81 48.2 -48.2 --1.86 --0.48 0,24 0.81 0.60 -0.375 0.56 10.1, 4.00, 16330 W21.X44 -OK 228.3 0.80 48.7 48.7 1.65 0.48 0.24 0.92 0.60 0.375 0.63 10.4 4.00 16 3.50 21.9 3.00 W21X50 -0.79 '45.7 45.7 128 0.48 - 0.29 1.18 0.60 0.500 OK.3082 0.79 14.2 4.00 16 4.75 19.2 22.13.00M 4/16 4.00 W21X62 0.78 46.7 46.7 1.16 0.48 0.29 1.30 0.60 0.500 OK337.9 0.87 14.4 4,00 16 4.75 19.1 4.00 6 W21X68 0.77 453 453 068 OK5853 W2IX1I NO I I I II 11/30/994:11 PM SMRF Conn Design fr2 roof 5.xls 'I DOGDONE MOMENT CONNECTION DESIGN . PR03ECTNAP4E: CornerstoneBIdgA .... Frme:. ?RO3ECT NO. #991140 ..r, Conn: .. 4 Roof F&b 50 kal ht 0 IL- .. 30 ft an 12 Co~ 1b= -68i .V -6.6k V .6.4k _Pa. knc I Ce. web Lor _n7 '. N. Pth- ~., 16 k rb --.2 fweWtW 0.31 In - - V1 ...iO K Py plate .. 50 ksl f weld bot 0.31 in W10159 l4 ....t, IIS9. .a.14.98 -5E 1.1 .1.875 46.7 -1 .. 254 .- .2 DESIGN 'L... - L DETAILING REQUIREMENTS 0-ik <0.95 <50 <50 >1 <I <1 <1 <1 <1 Bracin 0 eDiieelc,s o,tkiuity late Doubler 410.745R15 223 no 4 4 11 C 074 31 43l 0 0 1 01 O 0 4 -3 A.70 29.1 29. 16.3 0.261 0.19 0.60 0.375 0.4 10.2 4.00 4 2.75 2.3 3.00 0.375 6 0 W5X16 OK 42.l7 43O 4914 * 90 022 i 060 0 $. 4/1617.0 *0 4 i 10.2 4 ' 2 -492 00 0 07 30. 17.4 0. 0.1 0.4 0. 0.4 W6X127 7. 4. 4 2. 2. 200 0. 4/16 0 6 0 3lt 9 0 ...O 03 .90 .0 .0 5 $912. 4 3 2.2 00 903 4 0bX 0 7 34. 11.3 0. 0.2 0. 0. 128. 0.5 7. 4. W8X15 2. 5. 0. 4 0 P .,O3 -0 -0 ?0'60 $ 4 99 ,4• ooc OK.,,, 32.6.4 0.0.40.0 0.614.3.3. 0. .--5.ro i9 '9(37 i$473 0 b05 -0 40 .rO ,4108 ,..i 1 400 I 3 00 ' 1 t0$l9'$$99 93.4 . 0.65 33.8 33. 3.9 0.19.0.6 0. 0 0.9 1 4. 4.50 3.4 4.00 0.5 4/16 0 W8X48 OK 078 p(36.8 -ii3368 i855 . 033 0l7 -$0.27 040 j.,c,0375 "1060 .ç9',6.8 9400 -98 225 9jr93 200 O.375 .94/l6 9909~'1,$ OK 63.6 0.71 333 33.3 5.71 0.33 0.19 0.41 0.60 0.375 0.74 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 W10)Q6 OK 57:9 '19936:7 L4.4 (0:33 .10.18 .9'0.49 :4-0.60 0375 0.63 ,'$j,,11.0 4.O0 98 .9330 9i2.5 3:OQ.E0375 *4/16 0!$ OK, 108.6 0.67 34.1 34.1 3.49 0.32 0.20 0.69 0.60 0.500 1.01 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 0 WT NO .167 1 .9-i,O66 7 35 7 2 28 .0 32 0 19 1 06 O 50 ç .,0 70 *.137 20 7 5 00 8 5 75 '4 7 5.004 97075 -'#6/16 ,''4/16 W1 NO: 187.8 0.65 36.8 36.8 2.02 0.32 0.19 1.19 0.43 0.875 1.51 20.8 5.00 8 '5.75 4.7 5.00 .0.875 7/16 4/16 ' (7 NO '1#:*1051 ,ç,40:71 -',356 .-05 5 ,00$363 'O 36 #0.18 4:0-58 '*9060 *-0.375 %$.-.050 -9123 '400 4999 3,75 '#4.79 300' 0375 -4f16 ,0 *94" 912)O5.44. OK' 136.5 0.71 36.3 36.3 2.861 0.35 0.20 0.761 0.60 0.500 0.591 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK 071 $937 3 4.37 3 9. .t 258 ,O 35 ..019 l0 84 9i0 50 ;.' 0500 0 64 t--'15 7 400 4;P9.,'4.75 '6 9 4 00 0 5 4/16 12X50 OK 83.1 0.741 37.9.37.9 4.491 0.38 0.17 0.44 0.60' 0.375 0.44 8.6 4.00. 102.75 11.6 3.0() 0.375 4/16 0 W14X26 OK 'c..,#.1314 ,-919O.74 '1*379 99937,9 '2:63 $999038 'co.ie "1066 0'-79 ,:49.0:375 "xO59 94.l2.4 4.00 .490 :400 '1$9S.7 4.001 -40:375 '#4116 ,#o9'*1, W14X382' OK 167.1 0.72 37.6 37.6 2.39 0.38 0.20 0.84 0.60 0.500 0.69 153 4.00 - 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 ox iM. 1834 ''0 72 4#38 5 9.#38 5 w- 217 ' 038 O 20 #092 -0 60 d 0500 74 "1'#lS 4 4(10 #,41 475 "9p84 400-i j'1') 5 94/16 -,o& W14X53 234.1 0.69 37.2 37.2 1.71 0.38 0.21 1.17 0.60 0.625 0.90 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 OK '254 1 '*# 069 iy$,,38 0 38 0 -'#1.37 038 ,'.1.0.21 ;':41 27 ,.030 90 750 $O 97 <*199 500 P.-10 -.5.7,5 99,, 69 5 00 ,0 75 16 9<4996/if W14X74,, ' -Dx 277.6 0.68 38.9 38,9 1.44 0.38 - 0.20 1.39 0.43 0.875 1.05 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 NO ..078 '1*411 ,91041 1017 055 040 'e375 .035 ..94 400 1 2 325 4'64 3-.0041P,0.375 i..O:41 Wl6X3l'19 K'1 153.6 0.74 38.1 38.1 2.59 0.41 0,19 0.70 0.79 0.375 0.41 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK .J1716 *9#i073 ,' 396 W395 1271 04 OlE' O7' 050 ',C500 045 '9,*125 400 612 400 yr26 400i t05 14/16 o/t1* W1X45 '3K 312.0 0.71 39.2 39.2 1.32 0.41 0.21 1,37 0.50 0.750 0.72 19.8 5.00 12 6.00 9.5 5.00 0.75 6/15 ' 8/16 W16X77 OK 5j9'1O7O <'40.7 <$940.7 :-,111:14 '*94.0.4' 4.0.20 44,59 0.43 4,10.875 '*082 .-J$199 '3.00 44.12 6.00 *93 5004 4.0.875 '<4.7/16 *i0/1f W16X89'#4 '3K' 145.3 0.79 43.0 43.0 2,69 0.44 0,17 0.53 0.60 . 0.375 0.41 9.8 4.00 14 3.50 20.2 3.00 0.375 . 4/16 0 W18X35 ox *9*1687. *O:77 9*99434 4.9'434 ?4191.235 4.99,Q.4 4.038 G072 -:90:40 -94.O.375 45 '97%1O 2 4.00 -1 -3:50 ¶930.1 300 :O:3?5 '1,4/.96 0i7A4.'19 W18X4O9 )K9 220.0 0,77 42,3 42.3 1.84 0.44 0.19 0.92 0.60 0.500 0.55 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0- W18X50 OK i'$9,2320 ) 073 44.74j9 $9419 '4. *174 e.04" 9011 '093 10.60 J 0300 (9058 9 134 400 '.91" 425 ,l58 400 $9905 4J16 .90 *6 W18X55 OK 390.4 0.73 40.7 . 40.7 1.06 0.44 0.22 1.59 0.60 0.750 0.88 . 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 10/16 W18X86 OK 9.' 4.4390 ,¼*0 72 94417 99,417 19095 -*,$,'O 44 07 9178 051 40 875 MO 98 91212 9600 411 650 "'117 600 0875 T4 ,,8/t6 '.',14/19 W18X97 NC 487.4 0.74 43.6 43.6 0.85 0,44 0.21 1.98 0.45 - 1.000 1.08 213 6.00 14 6.75 12.2 6.00 1 9/16 1 W18X105 NO 2009 ,Y.' 078 14,;2,463 #463 i#l 07 '*4. 049 '.014 <.079 060 1.0.375 038 101 400 ,016 350 922 1300 0375 94/16 -04.v'..e.b W21X44 Or 228.3 0.77 46.8 46.8 1.75 0.48 0.16 0.88 0.60 0.375 0.42 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X5O OK 79994.93082 W0.76 39 '4*399 -4.49176 "9*0.49 'O,19 14.1.14 790.60 "'#0.50C 9994053 #142 '4.00 '/f 16 4:75 $919.9' OO -14*OS '4.4/16 1( W2lX62.'# 'lx' 3379 0.75 44.9 44.9 1.23 0.48 0.19 1.25 0.60 0.500 0.57 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 4/16 W21X68 OK r#'.5855 9074 +43C 43') '*073 .<4'049 .02" 21 04 M1000 4.'909 ..232 600 '.16 725 i138 600 <'1 i9/16 W21X111 NO I,. • 3 DOGBONE MOMENT CONNECTION DESIGN PRO)ECT NAME: Cornerstone Bldg A • Frame: -. 2 PRO)ECT NO.: #991140,,,, . . Conn: 3 Roof L .30 ft Cofk 68 In V 6.6 k V 6.5 It Pate It nc - C3Pwthyn? It rb 2 1 weld top • 0.31 In Vt .0k_Pyp-5k fweld bot O3 In ---___ - W14X159 114t -'., 159 .14.9 0.745 15.565 1.19 1.875 46.7 1900 254 DESIGN REQUIREMENTS - - - - - - - - DETAILING REQUIREMENTS - - - Chk <095 <50 <50 >1 <1 <1 <1 <1 <1 <1 ---Bracinq DodxneDiimisluis Caitinuity plate Doubler 446i1,0 443i5 '5b31 5f5223 0 1,0:1 '0 35O '/i'.04 'w 4 44 2' 5' 00' 4.',0375 LILL6 /0,14a4' W013ty6 18.3 0 29.1 29.1 16.3 0.26 .0.19 0.60 0.3750.46 10.2 4.00 4 2.75 2 .00 0. 4 0 W5X16 OK ,iy 4 st4 .,.0.2 .4,022 0 '.0 04 4 cs<' 2. <4/.2 00 403 4 j7 W5719 17.0 0 . 174 02 0 0 0 0 04 3 4 4 2 2.712.00 0 4 W6X12 OK iç59O 0'2 cQ;3 5s0 .05 's'l '&4 3. .1,72.2 00 s0.3 4 W6)p . 28. 0 34. - - 11.3 0.3 0. 0.2 0.4 0.3 0. 4. 2. 5 .00 0. 4 0 W8X15 83 r<<03 ,0 3,03 ,0 0 <<<O60 ,l ,4 3 44 00 0.3 t4 . WQ1< 55.0 0.69 32.2 32.2 6.49 0.290 0.4 0. 0 0.6 1 4. 63.753.93.000.3754/ /8X28 .3s977,.O 3,40. 66 ',322 333,322 i34.73 <tis029 .10419 t0.57 ;'0.60 .Q.50O 34/0.82 /5s16.3 3.00 46 .4.50 34 4.004 3,305 44/16 3,O .5i13, OK 93.4 0.65 33.8 33.8 3.95 0.29 0.19 0.68 0.60 0.500 0.92 16.6 4.00 6 4.50 3.4 4.00 0.5 4/16 0 W8X48 OK 078 3,36.8 368 134855 30 33 ,0 17 40 27 .. 040 375 60 ,1,,. 468 400 8 225 ,,, 95 200 0375 W1OX17.. i OK 63.6 0,71 33.3 33.3 - 5.71 0.33 0.19 0.41 0.60 0.375 0.74 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 W10X26 oi 77 9 ,j , 074 7367 , 357 4 74 033 .30 18 '0 49 060 $0375 ./1,0 83 ti<11 0 400 .3s,'1,8 4350 i7 5 300 0375 34/16 W10X30 OK 108.6 0.67 34.1 34.1 3.49 0.32 0.20 0.69 0.60 - 0.500 ' 1.01 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 0 W1OX4S NO 1671 .J33 066 "-35 7 357 '/< 228 '. 032 0 59 '<306 050 ..<.407c0 . 4137 ..< 207 500 '< 8 575 47 500 '<075 4 6/16 ..4/16 10X68.<'< NO 187.8 0.66 36.8 36.8 - 2.02 0.32 0.19 1.19 0.43 0.875 1.51 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 4/16 W10X77 NG 47,1054 071 *35 6 ;o)35 6 -,,p3;63 .40 36 0 18 058 1060 4<'<.O 375 .70 50 <12 3 400 '<9 3 75 5X.7..9 3 00 '<0375 iLt io<&.. W12X35 ' OK 136.5 0.71 36.3 36.3 2.86 0.35 0.20 0.76 0.60 0.500 0.59 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK ,1511 (7<071 <s373 Y<37 <7258 5035 019 084 3050 '<'0.50C O64 "157 .400w 9 475 69400 '1005 O'33'< Wl2X50 OK 83.1 0.74 37.9 37.9 4.49 0.38 0.17 0.44 0.60 0.375 0.44 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14X26 OK -'<'<1314 3s<<<074 33379 '<37'7 r 218 038 018 066 '<079 .,"'<03 'C59 4 124 400 3,70 400 <j<97 400 0375 '<'4/if 4t043,3, W14)38,., OK 167.1 0.72 37.6 37.6 2.39 0.38 0.20 0.84 0.60 0.500 0.69 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK 51,1834 '7 3,<0 72 793S 5 7,38'1 '</'<2 17 ,73,0 38 .,'O 20 092 060 <0 500 3," 074 '<31.5 4 '<400 '7<50 475 03'1.B 4 400 <<0 5 033iO4 W14X534 OK 234.1 0.69 37.2 37.2 1.71 0.38 0.21 1.17 0.60 0.625 0.90 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 OK 3,2541 1<440 69 <380 4*38 ,-,s",157 i078 '021 '<1 27 050 -4:0.0.1750 <3<097 <3i9 8 500 MO 575 r'36 9 500 .1<') 75 (36/16 W14X74, OK 277.6 0.68 38.9 38.9 1.44 0.38 0.20 1.39 0.43 0.875 1.05 19.8 .5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 NO 7'17'<0 78 ,'<3 411 '41 1 .03 28 1/011 017 <055 '050 <<0 375 frj 035 94 <.400 '<' 12 325 ",16 4 300 0375 "f'4/15 <.01/3" W16X31 OK 153,6 0,74 38.1 38.1 2.59 0.41 0.19 0.70 0.79 0.375 0.41 12.6 4,00 12 4,00 12.8 4.00 0,375 4/16 0 W16X40 OK 3.L1716 A4073 . 396 <-396 2.31 3O41 *O18 <079<, 060 0500 -<<045 7<(126 3,400 412 4400 <3,26400 05 34/16 s0sz." W16X45 rn OK 312.0 0.71 39.2 39.2 1.32 0.41 0.21 1.37 0.50 0.750 0.72 _19.8 5.00 12 6.00 9.5 5.00 _0.75 6/16 _8/16 W16X77 OK 3<103576 A,"070 43,407 r<4O7 ?'1,,3,14 041 "<020 <158 '<043 '4,4,0875 082 53,'<599 '-500 '<'12 600 '1<3<93 500 0.875 1 7/16 '<33' 10/16 W16X89< OK 145.3 0.79 43.0 43.0 2.69 0.44 0.17 0.63 0.60 0.375 0.41 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 ' W18X35 OK '<3434 43 4 '<j2 35 '<041 '0 18 -0 72 <jo 60 - C' 375 045 -7 102 4 00 14 3 50 '13320 1 3 00 0375 -6 <,0'5<', W18X40 OK 220.0 0.77 42.3 42.3 1.84 0.44 0.19 0.92 0.60 0.500 0.55 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK 1<42320 .<'03 .iej.41.9 17419 .7<174 3, 041 018 '<098 7060 '40500 "4058 f'3,34 400 14 425 145.8 400 3 05 1.4/16 103343,- W18X55<,i OKI. 390.4 0.73 40.7 40.7 1.06 0.44 0.22 1.59 0.60 0.750 0.88 21.0 6.00 14 6.501 11.8 6.00 0.75 7/16 10/16 W18X86 OK <'<<<<4390 ~ 072 <417 4 4I 7 '40 95 <.044 027 178 4051 00875 '<098 '1212 600 33i4 650 11 7 600 <0875 0 ,8/16 ,16 W18X97<- NO 487.4 0.74 43.6 43.6 0.85 0.44 0.21 1.98 0:45 1.000 1.08 21.3 6.00 14 6.75 12.2 6.00 1 9/16 . 1 W18X106 NO 200.9 334i7 0.-78 3334,46-3 ?963 3,01'9? '3,.0.45 4,0:16 4078 '-'<0,60 '<'<0:375 (< 38 '4,1/101 '4Q(' '<(16 -'3:50 2771 3007 30.375 (.74 16 .7o0'<'<P V2 1X4433.' OK, 228.3 0.77 46.8 46,8 1.75 0.48 0.16 0.88 0.60 0.375 0.42 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK 3'3,7.4,308 "3(.733,076 33,3,3,439 71/4?9 '3103,1 36 3,340.40 -'-,o.i° 'j4,' 7,0,50 '3,0.500 "7333,053 ',3333-142 '74.00 -7<56 -4:75 '47j102 400' /3,3<0.5 7<4 16 '74,3,3-'34/16 W21X62.'<-,, OK'. 337.9 0,75 4-4.9 44.9 1.23 0.48 0.19 1.25 0.60 0.500 0.57 14,4 4,00 16 4.75 19.1 4.00 0.5 4/16 4/16 W21X68 OK .<te'-585 33,074 '<430 '<4 0 3073 '1.041 02' '<21 015 '<.1000 <09 <"23' 605' 16 725 /138 600 j1 9/16 W21X111 NO SMRF Conn Design 1r2 roof 3.xLs 1 • .. - '.*. .-. I - • . 4 -- 4 DOGBONE MOMENT CONNECTION DESIGN - - PROJECT NAME: . Cornerstone Bldg A Frame: 2 PRO)ECINO.: #99114O Conn:., ,2 ,Roof 06sl _ 0_ - on 22LUroflc 't . 68 fr V 4.-6.l k V .. 0 k - Pa. cJPwth -N - P rib .. - 0.31 In I Fyplate g,,501ksl .. f weld bot 0.31 W14X1596 14.44• 159,. I 614.98 ....0.745 1,15.565 -U 11.875 .46.7 --.1900 DESIGN REQUIREMENTS - - - - - DETAILING REQUIREMENTS CI-Ik <0.95 1 <50 <SO I >1 <1 <1 - <1 <1 <1' <1 B racin q I DbmeDhngsia,s Ca-rj"-- platr - Doublerwaft-W /C Plats BeS& ,< tho 07 c31? £44569 O 0 11.04 1' 01 400 1117 £) V4XI.3OK 183 0.69 28.9 - 33.291 0.25 0.2 -0.09 0.60 0.375 0.43 10.214.00 4 2.751 2.3 3.00 0.375_/15 0 W5X16 K £j110.68 .3O5 -; fl-2871 05,O23 0 *0.60 11/I0 50.4 44:00 ~14 $/112-3. 90.4/ W$Xl9,v 17. 0.7 30.4 35.46 0. 0.2 0. 0.4 3 0.4 7 4.0 4 2.7 -0. 4/ 0 . W6X12 K 7j37. 44I40.6 £c3i. .,4ij31.6 418.2i 4 9.1 .o 0.60 44: :4 0.5 44412 4.00 44 22 - 403 28. 0.7 34. 34. 23.040. 0. 0. 0.4 0.5 7O4.00. ..55 0. 4 0 w8X1S K 41 iO7 l32! -,j32.0 4/;l6.80 :.4Q 0- 0 j060 'ici1O '400 }'4/ -' '- £O- -;4 -0;i11c'1.' 1./i/:, 55. 0.6 32. 32. 13.06 0. 0.2 0. 0.60 0 13. 4.00 7 3.9 0. 4 0 W8X28 K .j*0 66 32. 32 11,1951 ..0 0 0 '-0 6 05 0 r 1163 ?,4;00 n I r/3 4 i4 j 4 W8X40 - -'93. 0.6 33.7 33.7 7. 0. 0.18.0. 0.6 0.5 0 16. 4.00 ... .3.4 0 4 0 W8X48 0 39 ,36 366 17 'jjO ,01 40 04 r03 0 6 £40 -4' 9.5 '0.3 i,'4 W10X17 63,0.7.33.. 33.211.40. 0. 0. 0.60 .0.375 07 10.4.0.83.257.03.000.375.4/160 .W10X26 OK t...779 073 04366 366 .*9.53 033 .018 ,.023 £060 14Q375 '-080 -r1.110 '400 '8 3.50 8475 300 110375 £4.4/16 W101CI0, 0K, 108.6 .0.6734.0 34.0 7.00.0.32 0.19 0.32 0.60 0.500. 0.98 16.1 4.00 8 4.50 5.4 4.00 0.54/16 a - W10X45 'OK 1, 167 1 s-0 66 35 7 . 357 458 '0 32 019 049 050 1110 70 i1 135 15f20 7 500 8 575 t.4 7 5 00 s '375 . 6/16 ,11Qç 4110X6811 NO 187.8 0.66 .36.7 36.7 4.06 0.32 0.18 0.55 0.43 .0.875 1.49 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 0 W10X77 NC ',14i105.4 ,i0-73 41135:5 -i435-S A67-29 ii11-036 -i0-18 --027 -4,060 440-375 4b049 -i4123 400 1-49 '3-75 -4793.0090375 :I4/16 :0,i.'sii: W125$. OKI, 136.5 0.71 36.2 . 36.2 5.74 0.35 0.20 0.35 0.60 0.500 0.58 15.5 4.00 -9 4.75 7.0 4/16 0 W12X45 'OK 4 1511 071 164-373 6373 &45 19 ,019 £039 060 056O 1-063 4-1. 157 1.4%.:£i%9,4.4.73 1t69 400 4/16 0-I4¼ lV12X50, OK 83.1 0.74 37.8 37.8 9.02 0.38 0.17 0.20 0.60 0.375 0.43 8.6 4.00 10 2.75 11.6 3.00 4/16 0 W14X26, OK 1,.1314 11.074 u379 379 11597 5038 4018 O3C' 079 4.'-0375 1.1057 ,4"124 ,400 0 400 897430 4.00N 0.625. 4/16 V14X38 ,. OK 167.1 0.72 37.6 37.6 4.79 0.38 .0.20 0.38 .0.60 -0.500. 0.68 -15.3 4.00 10 4.75 8.4 4.00 4/15 0..- • W14X48 OK 41834 1 tO7l ' 38-5 -4436 038 019 047 6060 34- 0500 4073 ,11'-I154 '4% -*910 475 ,,84 4120 4 16 04 V W14X53.,.1 OK -234.1 0.69 37.2 37.2 3.43 .0.38 0.21 0.53 0.60 0.625 0.89 19.7 5.00 .10 5.75 5.9 5.00 5/16 . 0 W14X68 OK c9A4254--1 uli//10.69 1379 '4k379 474315 44038 11,020 -G5e 41050 '4-440-750 -10.95 'i<4198 9,5% '9110 5.75 '17159 S30 71'37S 1.16116 910.71114 W14X74.i,71, 0K 277.6 0.68 38.9 38.9 2.88 0.38 0.19 0.63 0.43 ' 0.875 1.03 19.8 .5.00 10 5.75 5.8 5.00 0.875 7/15 0 W14X82 * NG 1. $11-1-8 413,0.76 1.4,41-1 '119411 -'496.59 74O41 --7,0-17 -'140.25 '-11060 148037.5 .44031 414494 '1400 412 325 '4164 3% r'0375 X0/16 'D714971 W16)3149 OK. 153.6 0.73 38.1 38.1 5.19 0.41 0.18 0.31 0.79 0.375 .0.40 12.5 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 4117117.I-.6 .1110:73 1.49396 '711-396 -.14:64 '440.41 4k01 :10.35 '11060 '7150'5)O '140.41 471-126 11400 (1312 4'00 11126 1:00 41015 ,,'4 16 -110494 W16X45 4 OK 312.0 - . 0.71 39.1 39.1 -- - 2.64 0.41 0.21 0.51 0.50 - 0.750 0.71 19.8 -5.00 12 600 9.5 5.00 0.75 6/16 0 W16X77 OK -114114357.6 440.70 40.6 $44O6 71492129 440.41 490,24' 407.I- 99043 i'440'875 190.81 71419 9 4500 1412 16012 71j49,7 500" 408'5 &7/16 71071944 W1 96:4% OK' 145.3 0.79 43.0 43.0 5.39 0.44 0.16 0.28 0.60 0.375 '0.40 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 - - W18X35 OK ,,1687 4077 '.433 433 472 £4,044 \O1' 4032 4.Q5p ,iO 375 044 491024400 i14 35') '1.201100 03'5 64/5 4-10ft4 W1BX4O ' OK 220.0 0.76 42.2 42.2 3.70 0.44 0.19.0.41 0.60 - 0.500 0.54 13.2 4.00 144.501.17.14.00 0.5 4/16 0 W18X50 OK 114232') £143.0 73 4.,,41 8 *4l8 4348 14044 4,ç0 jr 04' 0 &' i- 0500 9-05 134 400 414 475 4Sf 100 *'C 5 14/15 0 '4 4118X55,. OK 390.4 .0.73 40.6 40.6:2.13 0440.22 0.70 0.60 0.750 -0.87 '21.0 6.00 146.50 11.86.00 0.75 7/160 W18X86 OK 7< .94390 *,f,0:721.4-441;6 '\ 416 11L90 £'4044 902' 07° Q51 I. tO 875 '1340 9 .1,i 212 1600 4414 6 5') 11'-7 600 0 8'S 48/18 ,I0114 , W18X97, OK 487.4 0.741 43.6 43.6 1.71 0.44 0.21 0.87 0.45 .. 1.000 1.07 21.3 6.00 14 6.75 '12.2 6.00 1 9/16 0 W18X106 NC 144200.9 -171490:78 '4-17146-2 14k446.2 71/0'3196 -$4o:4 440.,16 45034 '710.64' 140-375 4638 4'4101- 44'00 '14-16 1-350 :1142244 3 Oo1.-r10375 4114/15 '410714449- 21X444,. OK 228.3 0.76 46.8 46.8 3.51 GAB 0.16 0.38 0.60 0,375 0.42 10.41 4.00 16 3.50 - 21.9 3.00 0.375 .4/16 0 W21XSO OK '-49930811 1149076 4443.9 44439 4442.72 11,40.48 71041' '410.49 110.64' 470:500 490:52 41414:2 '.44100 %4,16 :475 :,>19.214., OW 1t9C.5 314J15 ',104$114: W21X6271,: Ot 337.9 ' 0.75 44.8 44.8 -2.47 0.48 0.19 0,54 0.60 '0.500 0.57 14.4 4.00 16 4.75 19.1 4.00 - - 0.5 4/16 0 W21X68 OK 114914585:5 -49,'.0:73 '9447.0 4430 -'7111441 '40.44' 1.0.2' '710.91 4-0.44- 4441:00<' %4109? 4923:1 '7600 716 '775 .43.8 6.00 94441 49/16 710,4441- W21X111-,-. OKI I --.--- --. . --- - . - - . - - 4!- I - . - . -' . - - ' - . - 1. - .. .. , ,.. - • £ ,. - - - • , j - - ,,.,.. • - -. - -. ,.-.-Th 4* 11/30/994:24 PM :-: - - . . -'- - SMRF Conn Dslgnfr2roof.2,xIs • .. - - - ' . • ': - - -. - - , - - - - - . . - - - I DOGBONE MOMENT CONNECUON DESIGN PRO3EC1 NAME: Corneutoue Bldg 'A' Frame: 2 PROJECT NO.: #991140 Cone: 6 3rd _ 50 ksl 68 IL- 20 - 1.2 cof 70 fl V 8.7 Ic V 0 Ic -- _- Pat' 9. k_ fihb- JPw N Pth'44k f weld tcD 0.31k ksl If weld bot __5___________ 0.31 In _- W10159 14 159 14.981 0.745 15.565 1.19 1.875 46.7 1900 28 - - - DESIGN REQUIREMENTS I DETAIUNG REQUIREMENTS 0,6 <095 1 <50 <Sfl >1 - ' <1 <1 <1 <1 <1 - Bracinq DogboneNnr co plate Doubler t'J 411° -333 77 - 0 00 04 ors ' 2 k 00 3 4X13 18.3 -0.73 30.5 - 57. 0.25 0 0. 0.60 0.375 063 1 4 4 2 3.00 0.3 1 0 W5X16 OK y c-32.- -t 1 .v)49.96 '0.25 i;.0 .y,O. :.060 '0.375 1'i0. P.,3 ,4 ,.4 2. 2 3:00: ;03 i$4/16 co W5X19 ,' 17.0 0.80 32.2 32.21 60.63 0.27 0.31 0.08 0.40 0.375 0.62 7 4.00 4 2.25 - 200 0,375 j • W6X12 OK &c1328 th32. tO 7 A,16.' '0.3 .4 ''3 i 3.00. r.*,-jjI6 28.1 0.80 35.9 35.9 39.58 - 0.30 0.26. 0.11 0 0.74 7.01 4.00 - 2 2.00 0.3 4/i6 ' W8X15 4-4i.6 -: 4 tt3 . 29; ...O.30 .,,.02911 0. :.'060 0.375 :..-.0. ,.4 ' '3 <'-4 3.00. 803 €o 55.0 0.72 33.3 33.3 22.90 0.29 0.2910.20 0 0.98 13.0 4 6 3.75 3.9 3.00 0.3 4 0 W8X28 OK 77.0.i's' ,-3 ,-.j5,.;-40 028-"O.2 ;0 4: 12 .16.3-4 :-4 .. 4.00. 10.5 14 93.4 0.6734 14.00 0.29 0.27 0.33 0.60,1.35 16.6 4 - 4 4.00 0.54 0 X48 29.49 40:33 ,0.24 -'013 .0.40 .i:,0.375 ::-0.86 4.00 '8 :2.25 s.s 200, .0.375 64/16 W10X17., OK 63.6 0.74 34.6 34.6 19.85 0.33 0.28 0.20 0.60 0.375 1.08 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 W10X26 NO 338.O j38.0 44 16:51 ,4;,-0.33 027 -O24 :0.60 '0:375 ,1:22 .;11.0 :4.00 ,z,8 .-350 i7.5 3.00: 0.375 l4/16 W1 0-,, NO: 108.6 . 0.69 35.2 .35.2 12.22 0.32 0.29 0.33 0.60 0.500 1.50 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 0 WIOX45 NO c0.69 4637Q 4tg37.0 47.99 ..0:32 :.O.29 .0.51 .0.50 .-t'-0:750 -.-2:08 -:20.'7 5.00 8 :5.75 '4.7 5.00 4#.O:75 J,.,6/16 W1OX68'i.c NG - 187.8 0.68 38.0 38.0 7.07 0.32 0.28 0.57 0.43 0.875 2.30 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 0 W10X77 NO i.105.4 '.4i-.'0.7.4 t-%636.9 t'36:9 ':12.51 .: '0.36 ,:0.27 :027 0.60 . -.-0.375 101•0.75 :..12,3 '4.00 3.75 '1'7.9 300 0.375 4/16 <O.c WPi35- .4 OK. 136.5 0.74 37.5 37.5 9.91 0.35 0.30 0.36 0.60 0.500 0.89 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK 1514 :..::0.-73 -..38.6 4-:.38.6 :'.8;96 .'i, 0.35 .O.-29 '04 .0.6O - 0:500 .::0.96 ,:.415.-7 4.00 a9 4:75 116.9 4.00' r'o:5 '4 16 ,70:.:ci44 W12X50 OK.-. 83.1 0.77 39.4 39.4 1528 0.38 0.25 0.20 0.60 0.375 0.65 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14X26 OK ,$131:4 0:77 .,'sy39.3 39,3 :',30,17.:038 O28 --.0.31 -0.79 - ....0.375 :-;.,'0.88 --.12.4 4,4.00 .'c.10 -4.00 4.:9.7 4.00: -:0.375 ;.4/16 01c'-'. OK' 167.1 0.75 39.0 39.0 8.20 0.38 0.30 0.39 0.60 0.500 1.04 15.3 4.00 10 4.75 8.4 4.00 0.5 4/161 0 W14X48 NO ,-4'183.4 :.074 4k39.9 39.9 -'<'-746 ..038 -p0.30 :0.43 :0.60 :.;:':: 0.500 :"113 -,::,.-:154 4.00 :'4'I0 475 8,4 400, 1-:'4/1 6 ..Oc4,A W14X53 NO 234.1 0.72 38.6 38.6 5.85 0.38 0.32 0.54 0.60 0.625 1.38 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W1068 NO :A;-254.I -0.7t 7,394 -tt39.4 -:.:.538 ":038 9A.32 .059 .:050 5.00 ':13 '5.75 s63 500: O:5 '.i(5/16 W14X74.:. NO 277.6 0.71 40.4 40.4 4.91 0.38 0.30 0.64 0.43 0.875 1.61 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 NO -c,117:8 .t.'O:Sl ':928 :.:42,S .'.1106 -.,,:0.4 '.021 ,0".5 '-.0.50 .'.-;0.375 '- 0.52 ':':94 4.O0 -:2 -325 146.4 300 o:375 :4 16 W11....,: OK 153.6 0.76 39.7 39.7 8.73 0.41 0.28 0.32 0.79 0.375 0.63 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK :0.76 41412,41:2 :,:..7.9j i.0:41 ,::0:27 L0:'R6 ',:0.60..,,j.'.0.51'0 -'' 0.69 '',;:12 6 -'4.00 .12 '4.00 '12.6 400- W15X45, OK' 312.0 0.74 40.8 40.8 4.44 0.41 0.32 0.63 0.50 0.750 1.11 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 W16X77 NO !1*c3s7:6 .:,:::0:73 ,i42:3 ':';:.423 '.433.84 ::'.'0.41 0.32 :4.0.72 ':0.43 ,,,? 0.875 -'--127 .,:''19.9 5.00 .12 -:6.00 /9.3 500, 440.875 ':7 16 Nit W16X89,:,. NO 145.3 0.83 44.9 44.9 8.95 0.44 0.25 0.29 0.60 0.375 0.62 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK -'!.'45:3 :453 43'7.83 0.44 :0.27 .-.0.33 -0.6O .:",0:375.0.69 ,..U0.2 ::4.0O '-'-:14 '3.50 '20'1' 300- 30.375 '1.4.16 0-':z_W18X40,:' OK- 220.0 0.80 44.0 44.0 6.15 0.44 0.29 0.41 0.60 0.500 0.84 ".".149..198 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X5O OK .:.:077,.-436 ':',43;6 -579 -':4.044 '-0.28 -4-OH .0,50 ,:; 0.500 .c:0.89 '.,:'4.13.4 '4.00 ':,-14 .4.25 t'15:8 4.00 -0.5 4/16 -:;.O-.:,,4':4 W18X55 OK'. 390.4 0.76 42.6 42.6 3.52 0.44 0.34 0.72 0.60 0.750 1.38 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16. 0 W18X86 NO 33,43439.0 -,''4t0.76 ;je.43.7 '4:43.7 ",3 14 4çO44 ":0:34 '.0.80 -0.51 4:0.875 1.54 :''.21.2 .36.00 &',14 '6.50 3.117 6.00; '0.875 38 16 .....- NO 487.4 0.77 45.7 45.7 2.82 0.44 0.34 0.89 0.45 1.000 1.70 21.3 6.00 14 6.75 12.2 6.00 1 9/16 0 W18X106 NO -k- 200.9 ..;-'0.82 48.5 ;:48:5 *:--6.46 :,..':,-0.48 10.25 --:0.34 '-0.60 --'.0.375 ':.; 0.59 -.10.1 "-4.00 '4316 -3.50 -322.1 300 4-0.375 ."4/16 .1.0' W21X44-:: OK: 228.3 0.80 49.0 49.0 5.73 0.48 0.25 0.39 0.60 0.375 0.66 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 _W18X97 W21X50 OK .4.:.:3082 '.<45.9 "'45.9 :4.44 ----0.48 '030 .0.50 -.0.60 '.0.500 -4.00 -:16 4.75 -"19.2.4.00. -q!,,0-5 ;.4/16 -;0''.,,: 337.9 0.79 46.8 46.8 4.04 0.48 0.30 0.55 0.60 0.500 0.90 -:4: 0.82.:14:2 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 0 W21X62....OK W2 1X68 OK -:-.,585.5..O.77.'45.2 :;45:2'4i237':..0.48 :0.380.92 .0.45 .-l.000..-,1.47 --23:2.-6.0O'.16.7.25,-.,13.86.00 '..'.'1',9/16',0-...4W21X111, NO I I I I 11/30/99427 PM SMRF Conn Design fr2 3rd 6.,cls I LI I U I I I I I I I I I I DOGBONE MOMENT CONNECTION DESIGN PROJECT NAME: Cornerstone Bldg 'A' . Frame: 2 PROJECT NO.: : . . Conn: . 5 . 3rd Fc&b , 50 k 6 ii L. .20 ,..... 12 r ft a V ' ..9.7k V #9911404..... L k s.0k Pat N Pab .. k Jfweld top 0.31 In VI= ...u...1 K ..5 ksl weld bot ..-0.31 i . W14X159.. 14:.h 159.,,e,, -14. .0.745 15.565 ..-1.19 .1.875 .46. .-..1900 -254 .. I 28 DESIGN REQUIREMENTS - ............ - DETAILING UR'1LNT_. <095 <50 <50 >1 <1 - .<I '11 ........ <1 <1 <1 Bracn Dfryee Cwthwity pla e Doubler g. a at o Coimn ik'/ b' i9Ite PatE 'BmS - '.0 34 'w375 0 O ',ol ,,04f' ,9O37' '-s06 s8 400 2 17 00 W4X13 OK 3 0.74 1 31. 27.94 0 0. 0.1 0.60 0.375 0.69 . 10.2 4. 4 2 2.3 00 0. 4/16 0 . W5X16 OK 0 03 022 .,,0 07 -i1 ,.4 1 '2.3 00 '0 54 WSXI9,-..1 ox, 1 0. 32.7 29.4 70. 0.1 0. '0.6 4. .42. .2.7.000 W6X12- OK 0 4333 Ic)157 0:3 ç0. 6jh0 7 çi ,4 ts4 3. , .00,IcO'Ic4 W65. 28. 0. 36. 19.3 .0. 0.2 0. 0 0.7 .4. 2.25 0 4 - 0 W8X15 OK Ic0 ,14;3 0; ,Ic0 W8X2 55.0 iiO.9 ,.4. 3. .00, i3O -,4 0.72 33.5 33. 11.2 0.2 0. 0.4 0. 0 1.04 1 4. • 3. - 3 .00 0 4 0 W8X28 ., 77 0 0 4 q33 ,, 8 2 'O 2 ,', p0.5 0 1 2 1 4 4 ", 00, Ic 4 W8X40 93.4 .0. 67 . 4 34. 6.9 . 0.2 0 0.6 0 0.500 1.41 -, .16.6 4. 6 4. 4 .00 4 . X48 NG 392 ,"082 388 p388 p.5449 033 026 027 .040 '0375 .,O91 1S68 k400 8 225 95 200 0375 '-4/16 UiY 63.6 0.74 34.8 34.8 9.80 0.33 0.29 0.41 0.60 0.375 1.13 10.9 4.00 8 3.25 - 7.0 3.00 0.375 4/16 0 10X26 NO "-77 9 ,ç 077 38.2 ,38 2 16 33 0 28 0 50 ,50 60 0375 ,. 1 27 <,11 0 4 00 ,-" 8 330 'ç 73 3 00, 0 375 4/16 10)(30,, NO.' 108.6. 0.69.435.3 35.3 6.05 0.32 0.30 0.70 0.60 0.500 1.55 16.1 4.00 84.50.5.44.00 0.5 4/15 4, -j167:1 ,c0.69 ii,371 ,c,i'37a 3g7 Q32 030 108 9)0.50 g0750 .t213 20.7 5-.00 5:75 47 5:00 j-0:75 ?,6f 16 45IcsA4/16 0c NO, 187.8 0.68 38.1 38.1 3.51.0.32 0.29 1.21 0.43 0.875 .235 20.8 5.00 8 5.75 4.7 5.00 0.875 7/164/16 lOX77 NO -/.1054 ,M437-0 'ki370 62fl -,0-36 c,0:28 59 -O.6O . 0,375 li,,0 77 -ljc-12 3 4:00 1( 9 3.75 94 7.9 3.00 0 375 16 ' L 0O5j OK 136.5 0.74 37.6 37.6 4.92 - 0.35 0.31 0.77 0.60 0.500 0.92 -15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK J ,.,3511 073 kk387 4s387 5 444 5-,,035 0.30 1085 ,060 - 0500 099 1S7 ,-400 7Ic-9 475 4--69 400 '? 05 I64 16 so'w.. Wl2X50, ox.. 83.1 0.77 39.6 39.6 7.56 0.38 0.26 0.44 0.60 0.375 . 0.68 . 8.6 4.00 10 2.75 11.6 3.00 0.375 4116 0 - W14X26 OK 941314 94jIc0'77 r.Ic395 395 4415:C4 Ic0 38 .'d28 &-0 67 '0.79 ')O:375 ,/0.91 -l124 '4.00 l0 400 ?'97 4ç3.375 4l16 &oiIc,Ici': W14)O8), ox-i: -167.1 0.75 39.1 39.1 4.07 .0.38 0.31 0.86 0.60 0.500 .1.07 15.3 4.00.104.75 8.4 4.00 .0.5 4/16 0 W14X48, NO- 834 '074 ',j4G 0 '400 Ic37C 60 38 031 /.0"4 '060 ',,0530 l is -,.'-is 4 '4 00 ','i0 1 75 <i8 4 400 /'O S ''4'5 '40 P.. W14X53'3 NO - 234.1 4 0.72 38.7 36.7 2.91 0.38 0.33 1.20 0.60 0.625 1.41 19.7 5.00 - 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 NO ,1?2541 )4c071 ,395 "5395 .3t2,7 038 1032 10 1050 .0750 ,O151 -1ii 198 500 410 575 500 'p75 5 'jl6W14X749. NG 277.6 - 0.71 40.4 40.4 - 2.44 0.38 0.31 1.42 0.43 0.875 1.64 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 NO , 1178 wl0 81 1430 ',,43 0 548 .'0 27 ,056 ,'O 60 '1Q75 054 f)9 4 400 \12 325 ,-164 300 iD.375 46 W16X31..,M OKI 153.6 0.77 .39.8 39.8 4.33 0.41 0.29 0.72 - 0.79 0.375 . 0.64 12.6 4.00 '12 4.00 12.8 4.00 0.375 4/16 0 - W16X40 OK 1)U1715 eth0 76 413 991'3 Ø398 ,0:44 0-28 108l' i0 60 .,'0-70 p126 -'400 't-12 ?.4.'06 126 400- -',03 I).4/I6 '501, W16X45,ji OK-, 312.0 0.74 _40.8 40.8 121 '.0.41 '0.33 1.41 0.50 'O.75O .1.13 19.8 - 5.00 _12 6.00 9.5 5.00 0.75 _6/16 _j16 W16X77 NG i-1'357.5 -$ica.73 :12:4 dg42:4 i,14-191 &,s0.41 Ic-0-32 .57 0 43 X,?f0875 128 it,ig.g N5:00 '15'12 ?600 '*9:3 50 k0:875 17 16 '9410/16 WI 89r;'; NO' 145.3 0.83 45.1 45.1 4.44 0.4:4 0.26.0.64 0.60 0.375 0.63 9.8 4.00 143.50 20.2 3.00 0.375 4/16 0 -' W18X35 ox_ W7. ,Ic142.0.81 .i.Ic45:3 .;45.4 3:88 ;0.4 .027 ,0.-7.4' Ic0 60 '/çfl:375 O0 71 --i94l0.2 4:G1 '14 '3-50 -120i -0.375 'ri 16 'Ico';i- WI8X401' 220.0 0.80 44.1 44.1 3.05 0.44 0.30 094 0.60 0.500 0.86 13.2 4.00 14430 17.14.00. 0.5 4/16 0.. W18X50 OK -&2320 iV077 j/43-7. ,i3:7 -288 iQ28 'Ic1'0O 'IcO6O I0500 91- 134 401 '1DI4 425 415.8 4;o0 '9O5 6?4/16 0P/,'11I W18X55,i.,. OKI 390.4 - 0.76 42.7 .42.7 1.75 . 0.44 0.35 1.64 0.60 0.750 1.40 21.0 - 6.00 14 6.50 11.8 6.00 0.75 7/16 12116 W18X86 NO 4i4390 1'i'5O:76 1437. ,-)034 *183 i0:53 s'O.87S -94cr56 ,212 'i6:01 '%I4 650 117 600 "0.875 '6/8/16 94.14/16 W18X97,74. NO'- 487.4 0.77 45.8 45.8 -1.40 0.44 -0.34 2.03 0.45 1.000 1.72 21.31 6.00 -14 6.75 12.2 6.00 _1 _9/16i W18X106 NO 944:-9'2009 i032 1485 &.918.6 '1321 o.4r 10:25 ..O80 O.60 10375 Si0.6 1A10 1 14:01 116 350 ?221 300' '0:375 144116 -o'Icy, W2lX44-.,, OK-- 228.3 0.80 49.1 49.1 ?13I7..;q/,156 2.85 0.48 0.26 0.90 0.60 0.375 0.67 . 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK .94,308 -2 Ic41/079 -1-46C ,f,146.1 .Ic-3c2:I- pfi0:4r - 0.3C 14116 :-10.6c c,p0;500 08 ,.T,c,142 4:01 P-!5 4:75 l9 2 :00 ..-!0-5 '144'16 '.'4/l6 W21X62,,.., OK'.' 337.9 0.791 46.91 46.9 2.011 0.481 0.301 1-27 0.60 0.500 0.91 14.4 4.00 16 4.751 19.1 4.00 0.5 4/16 6/16 W21X68 - OK ..,585 5 ,,0 77 ,-,.453 1453 ..4..118 '-048 038 217 045 -1000 14I4 23 2 60') 6 725 '138600 ' 1 ..a9/16 nj W21X111 NG / DOGBONE MOMENT CONNECTION DEIGN,: PRO3ECT NAME: Con,ergone Wd'g A' . Frame:). 2 ?ROECTNO.: #991140e. . Coon: < L3rd 68 h IL- 30 ft _•.. - - - ___ - B. 1.2 Cadkier Pt dO h IV .".- 14.4 k V 114.2 k p k nc rib - 2 rweld .'0.3 Si V1 k d W10159t 159.'*. 14. 0.745 .1S.56S -1. .1.875 4&7 . .254 . DESIGN REQUIREMENTS - - - - - - REQUIREMEN <0.95 <50 <50 1 <1 <1 <1 <1 < <1 Brac ')oqb*'eDiiwnsir e S b Doubler t 9ll 1P1àb B ''36'36 t"Ch -33 1/eO.l p/O1' 11040 i1 -40C /?< 7400 (t1/3 */l1.7 r'O3 i071' '-V4X13-<4*7 * 0.78 32. 32.5 25. 8 0.25 5 0.21 0.6 K 0. 7 0 4.00 4 7 2.3 0. 4 0 .i33 -338 2y22 5 *lh.O?5 . ,,0 coso 1/t W5X16 ',/O75 ;0 K 0.8634.34.4 4i,7 400 /4 4123 10.3 74/1 *0 W5X19 26.80027 4 0. 0.40 0.375 07 7 4.00422.7 0 4 0 W6X12 K 37 ,p0 33 336 ,,1415 0 0 06 *,03 10 7400 ,,4 72.2 03 4 10< *l7, N6)a5 ,. K 28. 0.8 37. 37.3 18. 0. 0 0.4 0.7 094 400 5 0 4 0W8X15 K -41/41 11710 34 ')434J 13 $.0 'Ai ,0.34 0 ,?0 60 t*0 - '1/ 4 00 7 //4' .'0- P,4 1/,07&7<4 W817.,4 55.0 0. 33.8 11.14 0. .3 0 0.6 0. 1 4.00 3. 0. 4 0 W8X28 NG <77.0 4,?/O68 33.3 77333 ø8.30 -e29 1'0-28 .059 7/060 ,110 <4 - 4/7- .'400 44-a .4 734 4 . /11i i714/ W8X4O,r.. 93.4 0.67 34.7 34.7 6.99 0.29 0.27 0.70 0.60 0.500 1.33 16.6 4.00 6 4.50 3.4 4.00 0.5 4/16 0 W8X48 NO 392 45083 j4394 ,'394 4/_1406 033 <029 1029 .*040 J0.375 .44101 ç68 400 7,8 225 95 200 ,1j0375 /'/4/16 4*0)7 W10X17 NG 63.6 0.74 34.9 34.9 9.74 0.33 0.30 0.43 0.60 0.375 1.15 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 W10X26 NO 779 4*i.tO76 *x,38.1 ,381 ,819 * 033 .7.027 .051 ,060 *'0375 .,<.,.,124 . 110 400 8 3.50 ,)l175 300, 70375 V.4/16 W1OX3O NO 108.6 - 0.69 35.0 35.0 6.14 0.32 0.28 0.71 0.60 0.500 1.42 - 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 0 W10X45 HG 167 1 068 j36.5 ç.35 5 l 408 .' 032 025 . 107 ,,,0 50 .,0 750 1771179 44207 590 8 575 7.c4 7 500 7*1175 .f**6/16 " 14/16 W10X68 ..1 NO 187.8 0.67 37.4 37.4 3.62 0.32 0.24 1.20 0.43 0.875 1.93 20.8 5.00 8 5.75 .4.7 5.00 0.875 7/16 4/16 W10X77 NO -4*0.73 774-367 'I.7?-3117 777629 -./e036 ,0,26 -:,0.60 0.60 77,., 0375 4770-7i71,iM234.90 k1l:9 7-375 -7k7-.9 300.- '40.375 /?4 16 01/47i'' W12)1351.j. OK 136.5 0.73 37.1 37.1 5.02 0.35 0.27 0.77 0.60 - 0.500 0.80 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK 151 1 /1-y072 38 1 't3 1, '4 55 ,#..0 35 026 /085 *050 70 500 WOOS 7* 157 490 .. 9 475 41/69 400 7 05 l6 -/O7.' W1X5O. OK 83.1 0.77 39.4 39.4 7.61 0.38 0.25 0.45 0.60 0.375 0.65 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14X26 OK 77.13-14 '076 14.38 77,38.3 1.11/5-15 114038 70.25 &067 -'/0:79 /47.0.375 -17/079 777124 490 77 '4.90 449:7400 -70375 7/4/1640777/7' W14)08 0)1 167.1 0.74 38.4 38.4 4.18 0.38 0.26 0.85 0.60 0.500 0.90 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK 7.77,i'.1834 7777'73 '*'3g'3 '71139.3 '7777381 -4±10 38 .0.25 .0 93 0.S0 77/0:500 777*095 /117.154 74.00 77750 '4.75 /77*84 4.00? WO.5 '.7.4/16 <,7077r.4/'. W14X5377 OK- 234.1 0.70 37.8 37.8 3.01 0.38 0.26 1.18 0.60 0.625 1.11 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 NO '7.47725i1 7/1.7*7070:444385 11*385 7742-78 '44/0-38 -*,025 128 ',7050 77.30-750-771,17 "77/198 7.500 10 -5:757/769 5:00 -7/0:75 -476/16 W14X74'7.,, NO 277.6 0.69 39.4 39.4 2.54 0.38 0.23 1.40 0.43 0.875 1.25 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 NO 5771178 <*080 ,.,.424 7.4424 <17560 1011 k1.0.24.0.0.57 060 *,,0375 .o4e .7'194 *400 '452 325 <4164300 '40375 /16 o*. W16X31,77 OK 153.6 0.75 39.1 39.1 4.45 0.41 0.24 0.71 0.79 0.375 0.54 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 4<171'5 -075 ,.405 .405 <400 O41 4023 080 050 'O500 ,7.051' 7* 12.5 40') ".12 400 '.126400 0.5 f16 o,w* W16X4.' OK 312.0 0.72 39.7 39.7 2.31 0.41 0.25 1.38 0.50 0.750 0.85 19.8 5.00 12 5.00 9.5 5.00 _0.75 6/16 W16X77 OK ,..,.j' 3575 -4 ç 071 7 4 7*411 *,,2 0') 774 041 .70 24 11 58 .1043 '7*' 0875 77,09 7*199 500 112 600 l'4779 3 500 0875 7*77/16 .710/16 W16X89 OK 145.3 0.81 44.2 44.2 4.57 0.4-4 0.22 0.64 0.60 0.375 0.54 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK is< 1687 .., 079 -7.7144 *444 77/405 4, 044 7023 51' 73 060 7/' 03'S 405 7710 l "400 .44 350 11201 300 r'o 375 11'4 16 7Q/7/? W18X40 OK 220.0 0.78 43.0 43.0 3.17 0.44 0.23 0.93 0.60 0.500 0.68 13.2 4.00 1414.50 17.1 4.00 0.5 4/16 0 W18X50 OK 7*2323 <4075 426 42.1 290 44044 022 C98 7060 !1.,.051*0 .71107 -7*4134 400 1714 425 1158400 *405 '5,4/35 D.,.A*I* W18XSS.,., OK 390.4 0.741 41.2 41.2 1.85 0.44 0.251 1.59 0.60 0.750 1.01 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 10/16 W18X85 NO 1714392 474,03 77<121 7742 1 <16, j(<04" $,/0!24 '';A;7.8 .1051 ..-,08 5 7<11 <212 600 7.11 550 ,,11 7 600 '0875 /8/15 61014 16 W1(97 1' NO 487.4 0.75 44.1 44.1 1.48 0.44 0.24 1.97 0.451 1.000 1.21 21.3 6.00 14 6.751 12.2 6.00 1 9/16 1 W18X106 NO '49177200-9 4/77080 7777473 -'-7//473 7771334 .'77*'0.4*' '40170 '10i79 -11060 57440375 4$'.0:0 449110-1 49-00 6 '-350 112211- 7.00i 70375 67*4/16 110774-477 W214474 0)1/ 228.3 0.78 47.7 47.7 2.97 0.48 0.20 0.88 0.60 1 0.375 0.52 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21XSO OK <,3082 *<07 77/445 445 7.V232 -041' .,02 1I' .,06(' *7.05C'O s"'O6 9,,142 400 <'.15 475 <192 400 <*7*05 14/35 6W21X627'Z OK 337.9 0.76 45.4 45.4 2.11 0.48 0.22 1.24 0.60 0.500 0.67 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 4/16 W21X68 OK *45,5855 *$7*04 <-434 '431 ")15 <77041' "',0.26,,7.20< 04 r'100fl .<,'lO 7*1032 601' 15 725 139 600 /* 1-9/17 W21X111,* NO I I. DOGBONE MOMENT.CONNECTION DESIGN PROJECT NAME: Cornerstone Bld'g A . Frame: -,. . 2 PROJECT NO.:. #991140q;,.. , Conn: , 3 3rd i50kel 68i 30ft_ - 8 -W CoAder l 70 In V 14.4 k V 14.2 k - Pat --16k nc- 2,- C3P web Z or n? N Pab k nb • h Py plate .. 5 SoS f weld - - -- - - - W14X159M 14.' 159s. ,.&l4 0.745 ..15.565 ...'28 DESIGN .. LI 1.875 f weld K ,_, ,O.32 - 46.7 REQUIRENTS UNQEMjTS Chk <oes <so <5 >1 I 1 -1 <1 Bracing Dim,sSoe ContThutv plate Doubler - Igwa SAW041 gm, 22k,911 M, - - 18.3 0.78 32.5 32.5 25.58 0.25 0.50 0.21 0.60. 0.3756.87 10.2 400 5 -,2.3 3.00 0.3 4/16 0 .. OK' 33 S 22 C 44 015 0 ' ,t 102 5 2_ 00 o -.0. -34.4 26,800.2 0.4 0. 04 M. '17.00 0 -0.8- 7.34004 5..2.72.00 0.3 4 0 k 376 p1S.2 O2 '0 <03 0 .0 099 <i122 4 8. 12 00 0.3 4/ 0-k< K. 28.1. 0.83 37.3 37.3.18.38'0.30 0.330.24 0.40 0.375 0.94 7.04.00 62.25 5.52.000.375 -4/160 OK 416 1 341 ,1395 ,,ç4 030 034 0 33 060 ,0.375 )102 10 1 <400 46 300 <-'4 5 300 .0375 4/16 .<0 NG 55.0 0.73 33.8 33.8 11.14 ' 0.29 0.33 0.43 ,0.50 0.375 1.09 13.0 4.00 6 3.75 3.9 3.00 0.375 .4/16 0 W8X28 NO <770 <<,1068 33.3 //r33.3 8.30 .029 <028 0S9 060 -0500 4 l23 <*.i163 1-400 <Vç6 4.50 /834 400 05 V4/16 /0 W8X40 NG 93.4 0.67 34.7 34.7 6.99 0.29 0.27 0.70 0.60 0.500 1.33 16.6 4.00 6 4.50 3.4 4.00 0.5 4/16 0 W9X48 NG .<39 2 0 83 39 4 4 394 o./ 14 06 0 33 '0'0-29 <<'0 29 <040 <0 375 / .(1 01 *<-56 8 34 00 < 8 2 25 (*<<9 5 2.00 j,0 375 34f 16 k/04 W1OXI7 <' NO 63.6 0.74 34.9 34.9 .9.74 .0.33 0.30 0.43 0.60 0.375 1.15 10.9 4.00 83.25 7.0 3.00 0.375 4/16 o; .W10X26 NO q< 779 076 *<381 . 381 y819 .033 <<027 j051 ,060 *0375 /<124 '-t110 400 <<8 <3.50 ..1-<-7.5 300 0375 ..,,4l16 0.*.,, W100 NG< 108.6. 0.69 35.0 .35.0 5.14 0.32 0.28 0.71 0.60 0.500 1.42 16.1 4.00 84.50 5.4 4.00 0.5 4/16 0 W10)*45 NO r/4167;1 4068 *.365 G'365 4:02 <032 i<-<0.25 0"t07 O:5O -*10;750 1 79 l6/-20.7 .5.00 4i8 :5i5 c47 5.00, <0;75 6/16 444/16 tO?68<<*.f NO., - 187.8 0.67 . 37.4 37.4 3.62 0.32 0.24 1.20 0.43 0.875 1.93 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 4/16 W10X77 - NO -*1i105'4 '4.<'O73 -1<<36-7 <<-36.7 ."7.629 <*f'10'36 <<0.26 -*<060 '-<-0.50 (4<-0.375 -V<:071 't<",<12-3 '-4.00 -9 3<75 'sI"-79 3-00- *0375 -<4 16 %0I<*<i*'- W12X35.<<4 0K - 135,5 -0.73 37.1 37.1 5.02 0.35 0.27 0.77 0.60 0.500 0.80 15.5 4.00 94.75 7.0 4.00 .0.5 4/16 0 W12X45. ox 1 V<4 072 381 <-381 1<.4 55 < 035 0.26 085 '.051 <'* 05(0 4*0 85 <157 400 < :9 475 <'1-69 400 t/< 05 3.4/16 1<Q , <<< <V12X50<< OK 83.1 0.77 -39.4 39.4 7.61 0.38 0.25045 0.60 0.375 0.65 8.6 A.00 102.75 11.6 3.00 0.375 4/16 0 W14X26 OK w13-1:4 à.0:76 ~38-9 c/<38,9 jfrS-15 '*038 <0.25 j067 <40:79 V:t0375 0 79 4i-2'4 '<4.00 10 C400 49:7 4.00 0-375 4'16 .Oi</*: W14)O8- OK 167.1 0.74 38.4 38.4 418 0.38 0.26 0.85 0.60 0.500 0.90 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK 'W483.4 5073 *:/4393 '11<39,3 9(3 81 <1<Ai*'O 38 10.25 '.0 93 -'lo:6) <40 500 0.95 W,*<154 '-400 '1<10 "4:75 g4<8.4 400 *i0;5 j'.<4 6 '%'41<. W143,q OK' 234.1 0.70 37.8 37.8 3.01 0.38 0.25 1.18 0.50 0.625 1.11 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 NO 1 '*7<<<'0i-70 -'ii'<38'5 11<<3a5 .<M<2 -78 '?M0-38 '-4-'O-25 <<:1-28 O50 1<iiVO750 '1<<<'11-7 "<<1<198 '5<00 '11<lö 575 1116.9 500 <75 ?5/16 1<*W*-6/10 Vf144'-. NG; 277.6 0.69 39.4 39.4 2.54 0.38 0.23 1.40 0.43 0.875 1.25 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 - NO 1117:8 4&0<80 1<<1<42.4 !4424 **l%J5:60 :11<0.41 '1<024 -0.57, -'60'60 -1*:o:375 t*.048 'i<94 '<4<09 11<12 13<25 ç,<l64 3.00' 10-375 5/f4 16 11.011jt1<< W16)G1<<<k OK<. 153.6 0.75 39.1 39.1 4.45 0.41 0.24 0.71 0.79 -0.375 0.54 12.6 4.00 12 400 12.8 4.00 0.375 4/161 0 W16X40 - OK- *,<*11-7.16 1<940:75 '1140<5 **fr405 1<k<4.0O <1<110.41 -'.11~,0-23 <1<-0 80 <*060 -</<<o<50O 0.58 '1<11<126 <4 00 *1<112 <4-00 '/1<126 4<00< <'*05 ffi 16 -<*0111<1<1' W16X4S1<< ox 312.0 0.72 39.7 39.7 .2.31 0.41 0.25 1.38 0.50 - 0.750 'O85 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 8/16 W16X77 Ox <<3576 071 1- 41 1 1<41 1 <. 200 '<<1<0741'.W,9:24 1 58 <043 <<. 0875 '1 094 *<<< 199 500 V 12 600 <1< *93 500 0875 47/16 '/ 10/16 W16X89<*: OK 145.3 0.81 44.2 44.2 4.57 0.44 0.22 0.64 0.60 0.375 - 0.54 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 ox 168-7 <,.<<1079 ?<4*44 '/1<444 -' 1<401 -1<1</,014 /1<023 <'/0-73 -1*060 <'1<1*0375 -;V/;058 '<<'<<*102 '*40011<11 '3-50 '1201 2.00 1<0375 1<1<416 O"/1<1** W19X40;1<o< - ox 220.0 0.78 '.43.0 43.0 3.17 0.44 0.23 0.500 0.68 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK ltl//12320 t110<'75 42:6 '11<42<6 <*1<1<2:99 /<1<044 <*012 /1*0.98 1<21<10.500 *41:0.71 <114113.4 <*400 <41<14 4'-25 't,15-8 4:00 /4110.5 4<1 16 <</0<*1<//* W18X55<1< OK<', 390.4 0.74 41.2 41.2 1.85 0.44 0.25 1.59 0.750 1.01 - 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 10/16 W18X86 NO -42 I -,1<<<16c <. 044 024 0.93N O.60 <-178 <-4<0875 <"-<111 212 600 <14 1650 <4117 600 :0875 118/16 <*214/16 W18X97<- NO: 487.4 0.75 44.1 44.1 1.48 0.44 0.24 1.97 1.000 - 1.21 .21.3 6.00 14 6.75 1 12.2 6.00 1 9/16 1 - W18X106 NO 2009 <*11*0-80 -4<973 <1<147:3 '/41<1<3<39 <*/4'-0.49 40-20 *O.-79 '<<*1<10-375 <4/0:48 <<<<1<101 -<400 '2/15 350 -1<221 3:00' 20.3'5 '1<4/16 -*0*4',: '__21X444/<. 0.78 - 47.7 47.7 - 2.97 0.48 0.20 0.88 - 0.375 OK1< '228.3 0.52 10.4 .4.00 1613.501. 21.9 3.00 0.375 4/16 0 W21X50 OK .4*,-<&30a-a <<<91<0-77 '41*445 4/1<44:5 -41/21? '*45,0:98 '<022 '<'1<14 -<<O.8) <'WO:50C 5,110:6? /41/14:-? /4.0(< "1<18 '4:7< 5,192 4.00 2/110.5 '7/416 -'<414/18 '9821X62-<41 OK< - 337.9 0.76 45.4 45.4 2.11 - 0.48 0.221 1.241 0.601 0.500 0.67 14.4 4.00 16 4.75 19.1 4.00 ' 0.5 4/16 4/16 W21X68 OK 45855 4/074 <434 434 'p125 '<<048 .O26 <2.09 045 00O '1107 .,23? <609 16 72.c <<-1181600 *41<'. 1 '9f 16 r W21X111 , -, * . - - -. • . - : - . i.- I DOGBONE MOMENT CONNECTION DESIGN PROJECT NAME: Come Bldg A' 11, Frame: . •. PROJECT NO.:',#991140 -'. . .., Conn: 3rd PVc&b. k_ 3_ 68 in _ L. 3 0 ft B. f1.7toflc = 70 In i V 13 k V -'-O It Pat= 4k _2 ric CIPwth -N- • ___. ' 60 k r . 1f weld too 031 In • '.. ______ FypIate...5k. t weld b,0.3k W14X1593. 159*., .14.98 *0.745 .l5.565 ..1. 1.875 46. 1900 . 254 DESIGN REQUIREMENTS - - - - - - DETAILING 9WREMENTS Clik <095 <50 <50 - <1 <1 <1 <1 _<1 <1 - Bracln LYnrria,sCantkwity pla - Doubler .4 4 3 atlO lr 4:4 .: 8 ',40.40 AVAW.375 r.4 .t,-017-13(4: 18.3 -0.77 32.1 32.11 52.390.25 0.47 0.10 060 0375 . ---0.82 10.2 4.00 4 2.75 ..3.00 0. W5X16 OK t*c.s c.. 0 , 43334 cc? Pc.0.25 .04 012 06 4-.0 40O . 2.7 4*23 .03 4 *. ,. ... W5X19 OK 17.0 0. 339 0.27 04 009 04 7 4Q33 4 27 0 W6X12 OK *444c;0 44'. 334 -4cc . -503 017 06 0- 'g'0.94 cc12.2 ,4OO 'cc4 350 2'2 3.00' 0,375 :4/16 5cc 0K; 28.1 0.83 36.9 36.9 37.42 0.30 0.31 0.11. 0.40 0.375 0.89 7.0 4.00 6 2.25 5.5 2.00 0.375 4/16 0 . W8)15 OK 16 cQ 75 339 s33 9 2828 p 030 032 015 4060 30375 40 96 .clO 1 *4 00 36 300 *4.5 300 40 375 c' 4/16 *..'01A,ç W8X21 ..* OK 55.0 0.72 _33.6 33.6 22.52 0.29 0.31 0.20 0.60 0.375 1.04 13.0 4.00 63.75 3.9 3.00 0.375 4/16 NO 53433?2 5*133 2 4::1674 iV-029 33 2Z ,-cc027 0.60 ;4:;0.500 -118 444i6.3 :54.00 ;450 C, .4 4.00c 4405 5/16 4504444 8X0.41 NO., 93.4 0.66 34.6 34.6 14.07 0.290.260.330.60-0.500.1.28 16.6 4.00 64.50.3.44.00.0.5 4/160 W8X48 NO .44$c392 -.9440.83 44c391 l39.1 4:42852 -*0.33 44:0.27 4'0.13 .0 40 ,Q375 44?Q96 56.8 4400 444 8 2-25 45495 2i00 O375 444/16 403ccc$44 W1OX17p.4:p OK.. 63.6 - 0.74 34.7 34.7 19.68 0.33 0.28 0.20 0.60 0.375 1.10 - 10.9 4.00 . 8 3.25 7.0 3.00 0.375 4/16 0 W10X26 NO -,!,LW-9 0 76 4 31379 *.37 9 *4651 . 033 -*4026 023 - 060 0375 119 110 400 cc31 8 350 .7 5 300 '0 175 44/16 0..... W10X301 . NG 108.6 . 0.69 34.9 34.9 12.35 0.32 0.27 0.33 0.60 0.500 1.37 '16.1 4.00 8 4.50' 5.4 4.00 .0.5 4/16 0 W1OX45 NC 167 1 '44.9068 364 j36 4 p*. 8 19 - 032 cc.O 24 050 0 50 ,*% 0750 1 73 -- 207 500 448 575 4,47 500 A' 75 &5/16 30 N10X68, NO 187.8 0.67 37.3 37.3 7.27 0.32 0.23 0.56 .0.43 0.875 1.87 20.8 5.00 8 5.75 *47 5.00 0.875 7/16 0 W10X77 NC .41Q54 45c14:.07.3 3ci**i3E,6 "44356 14,52.65 -440.'36 44025 .-4:027 w-0.60,-N,4.0375 0.68 4:-123 ,400 :44*9 375 '344793.00 0175 '33116 4Q,.9443 'W12)O544' C)K- 136.5 0.73 37.0 37.0 10.09 0.35 0.26 - 0.35 0.60 0.500 0.77 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK ccoc. 151 1 4*t0 72 3544380 .44380 9' 914 4' 035 14:025 039 060 3O 500 "082 *4: 157 400 '5349 475 L6 9 400 05 ,6 O.*, WflX5045 1)Kc 83.1 0.77 39.2 39.2 15.35 - 0.38.0.24 0.20 0.60 - 0.375 0.62 8.6 4.00 10 2.75 11.6 3.00 0.375 - 4/16 0 '. W14X26 OK 4431314 cc5O 76 ic#36 8 ',*38 8 f,.4.',.10.36 /.44 0 38 0 24 030 0 79 4:*.0 375 1t0 77 3 4 00 0 '4.60 4,09.1. 100 0175 5 0 44 WI 3508,4: I 3K 167.1 .0.73 -38.3 38.3 8.40 0.38 0.25 0.38 0.60 0.500 0.87 15.3 4.00 104.75 8.4 4.00 0.5,4/16 0'W14X48 OK 1834 cc,30 73 c'** 392 4r39 2 766 51 038 4025 9042 -'060 0500 1 Q 92 ..415 4 400 '94 0 475 '9 84 100 "05 .3.4/15 ..304444,. W14X53 ,.i OK 234.1 0.70 37.7 37.7 6.05 0.38 0.25 .0.53 0.60 0.625 1.08 19.7 5.00. 10 5.75 P 6.9 5.00 0.625 5116.0 . W14X68 NO 31513.254 1 444'3O 70 cc4438 5 4:538 5 5 57 c4cc038 025"038.,..0 50 94:0750 .r311 15 5*,'4493 '5 00 10 5 75 69 O0 4.0 75 5 0344, WI 4X74 4 NO 277.6 - 0.69 39.4 39.4 - 5.09 0.38 0.23 0.63 .0.43 0.875 1.23 19.8 5.00 - 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 NC *.43.*0 80 '5423 44.c42.3 1126 4.04I 023 -'p0.25 '4060 50 375 4*'.O 46 43p94 400 .912 p325 9464 3004 03'S "6 40.1 W1 1, OK 153.6 0.75 38.9 - 38.9 8.95 0.41 0.24 .0.32 0.79 0.375 0.53 12.6 4.00 12 4.00 128 4.00 .0.375 4/16 0 . W16X40 OK 139 1716 1p351.Q74 3. Y404 340.4 803 .435041 4:02' 454035 '1.3060 ' 0500 44056 '3351125 400 3412 c400 12.6 400 '443C'S 4:4/15 10 9 W1M454 OK 312.0 0.72 39.6 39.6 4.62 0.41 0.24.0.61 0.50 0.750. 0.83 19.8 5.00 126.00 9.55.00 0.75 6/16.0 W16X77 ox 9 '357 6 44-. 071 -44441 1 'p41t 4405 .3043 ?,0 2 070 r.0 43 .9 0875 'p s093 **< 199 500 cc*12 600 'p93 5.00 0875 447/35 05 4: 4' 5 16X89 OK 145.3 0.81 44.1 44.1 . 9.19 0.44 0.21 0.28 - 0.60 0.375 0.52 . 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK 41687 O7° 51443 .4441 48C5 04' '.or 032 060 4430375 056 '4:10 400 'ii c350 44201300 0.375 12 V18X404 OK 220.0 0.78 42.9 42.9 6.37 0A4 023 0.40 0.60 0.500 - 0.66 13.2 4.00 14 4.50 17.1.4.00 .0.5 16 0 W18X50 , OK _k(..'4,23lO 'p4:33075 i444ZS *44425 44600 (7044 ...02 -3Q43 's060 40500 '.'069 '.,91134 400 4*414 425 "158400 -44O5 .94/36 0 'p ' W18X551,?, OK 390.4 0.74 41.1 41.1 3.70 0.44 0.25 0.69 0.60 0.750 1.00 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 .0 - W18X86 OK 4390 *'p073 44421 1425 4,,'3 45044 *xOZ4 077 05] 4: 0875 343109 4:cc-21? 600 7c 14 650 117 6OO 0875 98115 40? 4-'.cc W18X97cc NO 487.4 0.74 44.0 44.0 2.97 0.44 0.24 0.85 0.45 1.000 . 1.19 21.3 6.00 - 14 6.75 12.2 6.00 1 .9/15 0 W18X106 NO cc.cc 2009 3-33080 c-454471 <44475 '3.67) -.41045 702) 4034 44060 *,O.375 4JQ47 1*¼101 1400 615 350 kc-27 1300 OT'S 4'04& W21X14,6 OK 228.3 *0.78 17.6 47.6 5.96 0.48 0.19 0.38 0.60 ' 0.375 '0.51 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21XSO OK 4: p3082 "34:077 *#, 445 *c441 *t4,.461 '44045 02 33048 4*060 .O5C2 "p.061 'p4142 400 3315 475 cc1c2 4003 c *05 4:4/16 0444cc W21X52 OK 337.9 0.76 45.4 45.4 4.221 0.481 0.221 0.53 0.60 0.500 - 0.66 . 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 ' 0 W21X68 OK 44,45585:5 .44p34Q'74 4544c43'3 44431 *544,2:50 -44.33:48 440:25 '4Q 89 40.45 cc444-t3000 35444:101 c4444232 16.00 44316 .7.25 14118 6100' 5144:4:311 349/16 504443*5 W21Xlli44. NO.4 DOGBONE MOMENT CONNECTION DESIGN PRO3CTNAME: . ComerstoneBld'gA Frame: •. *OECTNO.: #99ii4Oi... Conn: <.2nd - ..7Di L 2 ft t.*7.71i V ss8.k V 44 k nc 2 .rOk CJPwit v or fl ..-- a.PK 79. k it <.- I f wd . .. 0.3 fl k .-. S k rweklbot ..<O.3 h 14. 0.745 3$.565 I.IS 1.815 46.7 -.-.1900 s254 *~~o204 DESIGN REQUIREMENTS - - - - - - - DETAILING REQUIREMENTS Qlc <094 <50 <SO >1 - -<1 <1 <1 <1 <1 <1 BracingDoabcne Dimensions_ C'bnu' plate Doubler - i/ 11 16 63 3 3' T13C7 11 j61:O37 :C -si '0b3 2l7 03 4 6OiMIW4X1313,i1 K 18.3 7 30. 3 56. 0.25 0.3 0.10 0.60 037 0. 102 4.00 4 2.3 .0. . 4 0 W5X16 K 1 32 /3 f4 O 03 .0 -'tj06 4 . .0 5i \400 /r<4 s2.3 40 64 sOj K 17.0 0.80 32. 32.2 0. 0.3 0. 0.4 0. 4.00 4 2.2 2.7 0. - 4/16 0 W6X12 K i2/ J32 332S ;I,, 650 02 O. 0.60 TO. 4.00 ?4 3.5 422 603 i4 W65 28.1 0.80 35. 35.9 0. 0.2 0. 0.4 0. 0. 4.00 2.25.5.5 0.375 4 0 W8i K 0.733.4 733 ?/28.72 -C30 1029 6015 6060 -0-375 /AC 400 * --300 , O W81.6 55.0 0.72 33.3 33.3 22.53 0.29 0.29 0.20 0.60 0.375 - 0.98 13.0 4.00 6 3.75 3.9 3.00 0.375 - 4/16 0. 8 OK. .770 k61068 l's 332 32 jè1649 .l029 .45028 028 060 ''0500 fs120 1,&4163 1400 6 450 34 400 05 '64/16 O,jt W8X4O5 1 NO 93.4 0.67 34.8 34.8 13.77 0.29 0.27 0.33 0.60 0.500 1.35 16.6 4.00 6 4.50 3.4 4.00 0.5 4/16 0 W8)48 NG s's,j 392 <6081 I384 ,384 29O2 s033 s-O24 013 TO40 .'sO375 s6 Tss 400 8 225 695 200 0175 <1/16 ois 1110X1 OK 63.6 0.74 34.6 34.6 19.53 0.33 0.28 0.20 0.60 0.375 1.08 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0-. W10X26 NO 779 , 076 380 ' 380 is 1624 033 <027 -trO24 060 11r0375 's,122 110 400 p8 350 .75 300 0375 4/i6 0<'<.s< NO 108.6 - . 0.69 35.2 35.2 12.02 0.32 0.29 0.33 0.60 0.500 1.50 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 0 W1o5 NO 's467 1 s'/< 069 .<370 k370 .786 <,032 -0.29 051 050 '4.0750 <42O8 4.4.207 45500 '118 575 -l47 500 075 456/16 i101T4.54. NO 187.8 4.-i'105 4 0.68 lq 0.74 38.0 sf-369 38.0 ss36.9 ,1231 6.96.0.32 ;6.s036 0.28 1TC2? 0.57 10.27 0.43 -'0.50 0.875 lt:<-0.175 2.30 0-75 20.8 s;'s-l2:3 5.00 -400 ..T;9 85.75 .3.75 4.7 -6s7,9 5.00 300; 0.875 -'0375 7/16 4 16 0' -O%'s.4 ioT W1 23G5,4.4 NO OK 136.5 0.74 37.5 37.5 9.75 0.35 0.30 0.36 0.60 0.500 0.89 15.5 4.00 9 4.75 7.0 4.00 0.5 '4/16 0 W12X45 OK ,151 1 IMII 073 1,9386 Is 386 P8 81 035 C 29 O 40 050 0500 .4096 '/.,15 7 400 '6-' 9 475 69 400 '4 05 4/16 0 ,s W1.X50 6 OK 83.1 0.77 39.4 39.4 15.02 0.38 0.25 0.20 0.60 0.375 0.65 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14X26 OK 6<,1314 0:7? '$s39 3 -39.3 .4.i0.C3 60 38 - 0:28 45031 60,79 46s10375 ;60 88 :6,66124 4:00 6 -1O 4.00 6$97 4 00 Q 35 "4 16 io W14)08- OK'._ 167.1 0.75 39.0 39.0 8.06 0.38 0.30 0.39 0.60 0.500 1.04 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 . W14X48 NO s 1834 4344.074 j399 399 66,7 3 038 030 043 050 0500 113 - 154 400 s<10 475 3484 400 sO5 416 4106 's W14X535 s NO 234.1 0.72 38.6 38.6 5.75 0.38 0.32 0.55 0.60 0.625 1.38 19.7 5.00 10 5.75 6-9 5.00 0.625 5/16 0 W14X68 NO 4.ls's254 1 6071 .45.4-394 ,<39 4 ,1-,59 445038 -0 32 0 59 sO 50 <c0 750 ,<3.49 "<'19.81,5.00 "10 5 75 '9.69 5 00 416)75 '60&.J1l W14 X74 NG 277.6 0.71 40.4 40.4 4.83 0.38 0.30 0.65 0.43 0.875 1.61 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 NO - -1178 .,<O 81 <i 428 442 8 1087 .041 sO 26 C 25 050 swO 375 605 l,.-9 4 400 _12 325 164 300 o 375 Ow'6 W16)31.6 O 153.6 0.76 39.7 39.7 8.58 0.41 0.28 0.32 0.79 0.375 .0.63 12.6 4.00 - 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK - j';,171.6 '6..0 76 -"'41 2 141 2 t(767 041 027 036 n&6.60 ',lO 500 ,/406C s.t',l 12 6 4 Cl 12 4 00 612 6 400 0.5 03Y,6 W16X45 5 OK 312.0 0.74 40.8 40.8 4.36 0.41 0.32 0.63 0.50 0.750 1.11 19.8 5.00 12 6.00 9.5 5.00 _0.75 0 W16X77 - NO sI-A) 76 'O 73 s12 3 942 3 (64537? O41 45032 "6072 1043 "'0 875 127 "6)99 500 12 600 449 500 0815 st7/6 0'9'63 W16X89 NO 145.3 0.83 44.9 44.9 8.79 0.44 0.25 0.29 0.60 0.375 0.62 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK 6-1687 3.sC88 353 (453 6,3'76" <"04' 4027 033 060 )sQ375 < 063 4.1 02 400 '-14 350 t201 300 '0.375 ,4/l6 -#Os < W18X40< OK 220.0 080 44.0 44.0 6.04 0.44 0.29 0.42 0.60 0.500 0.84 13.2 4.00 .14 4.50 17.14.00 0.5 4/16 0 W18X50 OK 1, 2320 <1 C 77 136 ' 136 4 567 - 041 028 0 44 IC 60 " 0 50') h 063 ,,,' 134 400 14 425 <158 400 1 05 4/16 -0 W18X55 - OK 390.4 0.76 42.6 42.6 3.46 0.44 0.34 0.72 0.60 0.750 1.38 21.0 6.00 14 6.50 .11.8 6.00 0.75 7/16 - o W18X86 NO -&6439 0 61<16 0:76 1616 ;3;-7 6163'7 - 165634C 3 - 0641 , i-C 34 9080 30.51 6,-ii-0875 '<'661:54 - 's"3421-2 600 64514 - 6.50 '361-17 6 00. '10375 .1 16 Q4'<1<4ç W18X97.4'6 1'GI 487.4 0.77 45.7 45.7 2.77 0.44 0.34 0.89 0.45 1.000 1.70 21.3 6.00 14 6.75 12.2 6.00 1 9/16 0 W18X106 NC 200 9 '< 082 6 485 '-'85 Wr6 4 .'4.0 43 025 035 0 SC' s, 0375 <<0 9 10 1 400 '45416 350 2? 1 300 50375 W21X44 OK 228.3 0.80 49.0 49.0 5.63 0.48 0.25 0.39 0.60 0.375 0.66 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK /, 3082 4.,i 079 I <45 '<453 4 7 S043 030 050 060 <"50.500 062 147 400 4416 475j,,,!.19.-2.4.00.'- '., 0 <4/16 '<0 W2 1X62 OK 337.9 . 0.79 46.8 46.8 3.97 0.48 0.30 0.55 0.60 0.500 0.90 14.4 4.00 16 4.75 19.1 4.00 0.5 4 16 0 W21X68 OK 5 :666077 %j1<i4S7 '445,7 T459i2.3'. -9s0.48 -'038 64-0.93 1,0.45 45;-1.000 <-1.47 -."623;2 600 '1416 -7.'.S -613:l 1.00 ,s44s7 -'<9/16 <0.6s's". W21X11L IC 5., DOGBONE MOMENT CONNECTION DESIGN - - - - - - - - PROJECT NAME: - Cornerstone BId'g A Frame: . 2 PROJECT NO.: . #991140 . ,.. . Conn:. - 5 2nd - 50 ksl ht= _7 k, L. .2 ft - - - - - - - - B. -1roflc 1b= 7k, V .9.1 V 01 5k nc __ C3PWL. - P ...93 I rb - - - 0.3 k, - Vf= .-. k 5 kal rwdd bat 0.3 Ii - - - M011=0 WM NW*ttW31R%0 WA-0 Wall W14X159 14 .'..-. 159.- O.745 15.565 1.1 5.875 46.7 5900 254 '.21 . _______ DESIGN REQUIREMENTS -. • <0.95 <50 >1 <1 <i <1 <1 <1 flETAI QfEMTc ______ Chk <1 Bracln D eDjm,s1,s Cmtinu a e - Doubler _______ Filalt Hl~p-315 PtaBeamS 070 /434fl *3664 02 03' *014 *04(' %0375 *063 *80 4 +3 2.25 17 k03 's o1-w W4Xl3 KI 18- 074 31.0 27.44 025 0.34 0.19 0.60 0.37 0.69 10-2 4 4 3.75 2.3 0-3 4 16 0 W5X16 K 21 /i 32.5 123 ,. 0 036 1022 0 k 0375 072 -102 4 1*a4 03 14 c.*O W5U91 17. 32.7 28 0. 0.34 0. 0.375 0.68 7.3 4 4 2.7 00 0.375 4 0 . W6X1Z K N37 111*r .33 5 0 0 067 12? 4 4 1Z2 \03 .14 I7 W6X25. 28. 36. 3 19 0. 7 0. 0.79 7.0 4 6 5.5 0.3 4 0 W8X15 .ic1*33 14.-ç0. , 40. -;: . 10-1 --- ?6 -it4-5 100;! t03 i4 t 1:1th 55. 7 33. 3 1 0. 3 0. 3 t 13.0 6 7 .3.9 0.3 4 0 W8X28 NG 77 '.334' 8 0 -0 *?*1 %**$6.3 J5 6-*34 4 o*W8X40*. 93.4 -0.67.34. - 34.9 6 6. - a - 1. 16. 6 3.4 - 0 4 0- W8X48 NG 10-82 I38. -388 114 0. i* 40: V.ii - 1 -i/6. - - 8 95 0.3. i/ 0t11i* - 63.6 0.74 34.8 34.8 9.62 0.33 0.29 0.41 0.60 0.375 1.13 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 W10X26 NO -77 9 ' 077 )38 2 *38 2 'j 801 q,\0 33 028 050 060 *0 375 j/i 27 110 400 .*18 3.50 '417 5 300 O 375 *14/16 W1OX3O 5 NO 108.6 0.69 - 35.3 35.3 5.94 0.32 0.30 0.70 0.60 0.500 1.55 16.1 4.00 814.50 5.4 4.00 - 0.5 4/16 0 W1OX45 NO j r*167 1 5jO 69 *.37 S 137 1 ,-3 89 1** 032 0.30 *1 08 o,,0.50 -,,'*q 0:750 , 2 13 207 *500 8 575 pp4 7 500 .rkO 75 16/16 I .* 4/15 W10X68 NG 187.8 - 0.68 38.1 38.1 - 3.45 0.32 0.29 1.21 0.43 0.875 2.35 20.8 5.00 8 5.75 4.7 5.00 0.875 6 W10X77 NO i55**zilOS,4 1*. 074 .1*537O *'.37Q 1*0.36 11028 --.C.59 -060 340375 11*t0.77 ,fr1123 i400 *119 .3175 r417.9 3.00* 10375 1*4165 W1)O5. 0K. - 136.5 0.74 37.6 37.6 4.82 0.35 0.31 0.77 0.60 0.500 0.92 15.5 4.00 9 4.75 7.0 4.00 0.5 - 4/16W12X45 OK 1511 c1G73 943f7 11387 r*,436 *035 ,030 cse 6060 *O500 2099 ,p..l51 1400 11r9 475 5*69 400 05 45 WI3XSO5I OK 83.1 0.77 39.6 39.6 7.42 0.38 0.26 0.44 0.60 0.375 0.68 8.6 4.00 10 2.75 11.6 3.00 0.375 - 4/16 W14X26 OK IP *1314 -' f077 ,,8395 ,*395 V5495 *11 038 1028 067 5079 t*037S *,,095 *51124 400 llQ 400 '5,97400 *10175 1*4/16 W14)C8L OK 167.1 0.75 39.1 39.1 3.99 0.38 0.31 0.86 0.60 0.500 1.07 15.3 4.00 10 4.75 8.4 4.00 0.5 4/161 W14X48 NO *lW 1834 -112074 11r40 2 40 0 V *V.3 63 1*038 1*Q 31 094 '.060 - 0500 /.1 1 1 ,..*115" 400 ., 0 475 1* 94 400 *,0 5 4/16 * W14X53 .** NO 234.1 0.72 .38.7 38.71 2.85 0.38033 1.20060 0.625 1.41 19.7 5.00 _10 5.75 6.9 5.00 0.625 7/16 1"00't 5/16 W14X68 NO i "4C71 5395 395 262 11-038 *032 130 5/050 50750 -41g51 195 500 -' 0 575 .V.6° 500 --'075 16/16 W14X74 0.71 40.4 40.4 2.39 0.38 0.31 1.42 0.43 0.875 NO 277.6 1.64 19.8 5.00 10 5.75 6.8 5.00 0.875 7 16 6 W14X82 NO 8081 1V.'430 J*1430 -'<538 *1 041 '027 11056 060 43-.0375 5054 4.594 400 '/'12 325 '4t64 300 0375 .Ai6 .1' W16X31 OK 153.6 0.77 39-8 39.8 .4.25 0.41 0.29 0.72 0.79 0.375 0.64 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 W16X40 *1.11076 1*6A413 .1*1415 *4*1380 1*041 028 0B0 V060 i150500 OK '*1 070 7' 126 '1400 12 400 M.26 400 -1<1/0.5 4&4/56 W16X454 11 0.74 40.8 90.8 2.17 0.41 0.33 1.41 0.50 0.750 OKI 312.0 1.13 19.8 5.00 126.00 9.5S 0.75 6/16 6Wi6X77 1032 162 *043 5I1'0875 'JJ 128 *si99 500 NIl 45 3*12 600 *1*<93 500 0.875 ?1t6 16 W16X89z 0.83 45.1 45.1 4.35 0.44 0.26 0.65 0.60 0.375 NG 145.3 .0.63 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 W18X35 OK 1*,1687 14,1*1 081 11454 45-454 *1",381 r' 044 02' 07' O5O *1*10375 5/5071 *5102 400 '114 3.50 c201 300 0.3'5 5416 50 ,<*5 W18X40< 0KV 220.0 0.80 44.1 44.1 2.99 0.44 0.30 0.94 0.60 0.500 0.86 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 o . OK kS*1f 2320 077 V437 .*'437 11, 282 '.014 023 I1Ofl 050 . 0500 ,1**091 134 400 114 425 j158 400 4**05 I416 o, ' I OK 390.4 0.76 42.7 42.7 1.72 0.44 0.35 1.64 0.60 0.750 - 1.40 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 12/16 W18)(86 NO * 439) V,*5076 ).1437 437 lASS3 -'**044 034 1'184 -'051 \* 0875 5/ (.156 -14"217 600 ?44 1550 7/117600 0875 1N8/1614 -'q,-,14/16 .-., NW2104~..,,~~ NO 487.4 .0.77 45.8 45.8 1.37 0.44 0.34 2.04 0.45 1.000 - 1.72 21.3 6.00 14 6.75 12.2 6.00 1 9/16 fl 6 NO -*155432009 r11.:022 --*48.f i5:486 .t-3:14 ,*0.415 40:25 isO 80 -'-060 -,6.j D375 -.540,60 ">710:3 '*400 (-1256 -5:50 >**22.1 3.00,140.375 Y54116 40.5i14". 0.80 49.1 49.1 2.79 0.48 0.26 0.90 0.60 0.375 OK' 228.3 0.67 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 - OK -1*1*4*1308:7 ,713*40.7 '12596.e 1*<46X' 34,1*12.17 **50.46 '10.31 '1.1.56 '1060 5.s-4i0 500 i*i'15083 -*5/114.? -.400 11*56 -'4.75 >419:-? 400 '1340.5 i4/'6 *1t44/16 W21Y62*. OK" 337.9 0.79 46.9 46.9 - 1.97 0.48 0.30 1.28 0.60 0.500 0.91 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 6/16 W21X68 OK 585S 077 453 453 115*048 035 .'217 045 4000 547 148 *1"23' 605* if 17.25 ki43.8 6.00,>l 129/6 '4r21X111 NO I DOGBONE MOMENT CONNECTION DESIGN - - - - - - - PRWECT NAME: Cornerstone Bld'g 'A' Fromm: 2 PROJECT NO.: #991140 1 Conn: 4 2nd Pyc &b 50 - 70 L. 30 ft - - - - - -__ - a. 1.2 Coflc It- 71 1 V 14.41k V 13.91k k Inc - - C3Pwth N - - - - - - - -__ - P- 100k rb fwd 0.3.h 31k Fyplate 5 k weIdbot 0.31 fri - - - W14X159 14 159 14.98 0.745 1.5.565 Li 1.875 46.7 1900 254 287, - - - - DESIGN RE0IRENTS' - - - - - )ETAIUNGeEMErT_ - J Chk <0.95 <50 <50 >1 <1 <1 <1 <1 <1 <1 Bracinge0Ima'is r wtoc søvø co1i A114 'b 0.85 ' 36.4 36.4 32.50 0. 0.4 0.13 ,. 11.9 0.4 0.37 0. 4 3 2.25 1.7 0.3 4 0 OK 18.3 078 32.5 32.5 2510 0. 0.5 0.2 0.60 0.37 0. 4 4 2.7 2.3 0.3 4 DoublerV OK 21.7 7 33.8 33.8 22.23 0. 0.44 0.25 0.60 75 0.29 10 4.00 4 2.7 2.3 0.3 4 K 17.0 34.4 34.4 26. 0. 0.43 0.18 0.4 0. 7 7 4 4 2.2 2.7 0. 4 K 37.6 33. 33.6 14. 0.2 0.3 0 0.60 03 0.99 4 4 3.5 037 4 OK 28. 37. 37.3 18. 0. 0.3 0 0.4 0.3 5 0.94 4 00 2.25 5. 0. 4 K 41. 0, 34. 34. 13.68 03 0.3 0 0.50 0.3 1. 4 3.00 4. 0. 4 G 55.0 0. 33. 33.8 0 0.3 0 0.6 0. 1. 4 00 3.7 3. .00 . NG 77.0 0. 33. 33.3 8.14 0.29 0.2 0 0.60 0. 1. 4 4. 3.4 4.00 0 4 0 W8340 NG 93.4 0. 34. 34.7 0 0.2 0 0.6 0. 1.3 4. 4. 3.4 4.00 - 4/16 0 W8X48 39.2 0. 39. 39.4 1 0 0. 0 0.4 03 1.0 6 4. 2. 9 .00 03 4 0 WIOX17 NG 63.6 0.74 34. 34.9 0 0. 0.4 0. 0. - 1.15 - 4.00 - 3. 7 .00 0.3 4 0 W1O)Q6 NG 0.76 0,27. L2 4/16 108.6 0. 35. 35. 0. 0.7 0.60 0. 1.4 4. 4. 5 4.00 4 0 W10X45NG 167. 0. 36.5 36.5 03 0. 1.0 0.5 0 1.7 5. - 5. 47 .00 0 6 4/16 W10X68 187.8 0.67 37.4 37.4 0.3 0. 1.2 0.4 0 1.9 20.81 5.00 5. 4.7 .00 0.8 7 4/16 W1OX77 105.4 0. 36.7 36.7 6. 0.3 0. 0.60 0.60 0 - 0.7 12.3 4.00 3. 3.00 03 - 4 0 W12)C35 136.5 0.73 37.1 37.1 4.92 0.35 0.27 0.78 0.60 00 0. 15.5 4.00 4. 4.00 . 4/ 0 W12X45 JOK 151.1 0.72 38.1 38.1 4.46 0.35 0.26 0.85 0.60 0.500 0.85 15.7 4.00 9 4.75 6.9 4.00 0.5 4/16 0 W12X50 OK 83.1 0.77 39.4 39.4 7.46 0.38 0.25 0.45 0.60 0.375 0.65 8.6 4.00 10 2.75 11.6 3.00 0375 4/16 0 W14X26 OK 131.4 0.76 38.9 38.9 5.05 0.38 0.25 0.67 0.79 0.375 0.79 12.4 4.00 10 4.00 9.7 4.00 0375 4/16 0 W14)08 OK 167.1 0.74 35.4 38.4 4.10 0.38 0.26 0.85 0.60 0.500 0.90 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK 183.4 0.73 39.3 393 3.74 0.38 0.25 0.93 0.60 0.500 0.95 15.4 4.00 10 4,75 8.4 4.00 0.5 4/16 0 W14X53 OK 234.1 0.70 37.8 37.8 2.95 0.38 0.26 1.18 0.50 0.625 1.11 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 NG 254.1 0.70 38.538,52.720.380.25 1,280.50 0.750 1.17 19.81 5.00 _10.75 6.9 5.00. _0.75 616 6/16 W14)(74 80 277.6 0.69 39.4 39.4 2.49 0.38 0.23 1.40 0.43 0.875 1.25 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 NO 117.8 0.80 424 42.4 5.48 0.41 0.24 0.57 0.60 0.375 0A8 9.4 4.00 _12 3.25 16.4 3.00 0375 4 6 0 W16)O1 OK 153.6 0.75 39.1 39.1 4.36 0.41 0.24 0.71 0.79 0.375 0.54 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 171.6 0.75 40.5 40.5 3.91 0.41 0.23 0.80 0.60 0.500 0.58 12.6 -4.00 12 4.00 12.6 4.00 0.5 4/16 0 W16X45 OK 312.0 0.72 .....2V ....2-? 2.26 0.41 0.25 1.38 0.50 0J50 0.85 19.8 5.00 _12 6.00 9.5 5.00 0.75 6/16 8/16 W16X77 ox 357.6 0.71 41.1 41.1 1.96 - 0.41 0.24 1.58 - 0.43 0875 0.94 _19.9 5.00 12 6.00 93 5.00 0.875 6 10/16 W16)09 ox 145.3 0.81 44.2 44.2 4.48 0.44 0.22 0.54 0:60 0.375 0.54 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18135 OK 168.7 0.79 44.4 44.4 3.93 0.44 0.23 0.73 0.60 0.375 0.58 10.2 4.00 14 3.50 20.1 3.00 0375 Q6 0 W1BX4O ox 220.0 0.78 43.0 43.0 3.11 0.44 0.23 0.93 0.60 0.500 0.68 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK 232.0 0.75 42.6 42.6 2.93 0.44 0.22 0.98 0.60 0.500 0.71 13.4 4.00 14 4.25 15.8 4.00 0.5 4/16 0 W18X55 OK 390.4 0.74 41.2 41.2 1.81 0.44 0.25 1.60 0.60 0.750 1.01 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 10/16 W18X85 NO 439.0 0.73 42.1 42.1 1.61 0.44 0.24 1.78 0.51 0.275 1.11 21.2 6.00 14 650 11.7 6.00 0.875 8/161_j6 W18X97 NO 487.4 0.75 44.1 44.1 1.45 0.44 0.24 1.98 0.45 1.000 1.21 21.3 6.00 14 6.75 12.2 6.00 1 9/16 1 W18X106 NO 200.9 0.80 47.3 47.3 3.27 0.48 0.20 0.79 0.60 0.375 0.48 10.1 4.00 16 350 22.1 3.00 0.375 4/16 0 W21X44 OK 228.3 0.78 47.7 47.7 2.91 0.48 0.20 0.89 0.50 0.375 0.52 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK 308.2 0.77 44.5 44.5 2.27 0.48 0.22 1.14 0.60 0.500 0.62 14.2 4.00 16 4.75 19.2 4.00 0.5 4/16 4/16 W21X62 OK 337.9 0.76 45.4 45.4 2.06 0.48 0.22 1.25 0.60 0.500 0.67 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 4/16 W21X68 OK 585.5 074 43.4 43.4 1.22 048 0.26 2.10 0.45 1.000 1.02 23.2 6.00 15 7.25 138 6.00 1 9/16 _ W21X111 NG 1r2 3rd 4.xts I I / DOGBONE MOMENT CONNECTZONDESIGN T PRWECT NAME: - Cornerstone Bldg A F,.me: 2 PRO3ECT NO.: #991140 Conn: 3 2nd __- .r&b 50 70 30 ft - - - - - - - - __- _______ B 1.2 71 i V 14.4 k V 14.2 k __- P Salk nc 2_ rjp - - - - - - - - - - __- ______ P 101 k it 2 r Weld top 031 In ___ 5k fweId bat O 1 691M W14X159 14 59 V10r OO.745 14.98 1.5.565 1. 1.875 46. 1 ___ 254 DESIGN REQUIREMENTS DETAIUNG REQUIREMENTS thk <0.95 <50 <So <' <1 <1 <1 <1 <1 Bracln 0o -pe 0I'nns e V Doubler .,. Ermet 4dVftt6 ksl"Soev b / ato • -.. ,se 'eu - .11.9 0.85 -36. 36.4 37.49 O 0.49 0.13 0.40 0.375 0.84 ..' 8.400 3 Z.25 1.7 03-4 .. W4X13 OK 18.3 0. 32. 32. 0 0.5 0.21 0.6 0. 10. 4.00 2.7 2. 0. 4 W5X16 OK 21.7 0. 33. 0 0.44 0 0.60 0, -, 10. 4.00 4 2.7 2.3 0375 •4 6i 17.0 0. 4 34.4 0.27 0.4 0 0.4 0. 7. 4.00 2.2 2.7 0. 4 W6X12 K ,376.'0. .33. 070.3.0 0.60-0. .i2.-.4.00-.43... 2.2 0375 :- .W61Q5. OK 28.1 0. 37. 0 0.3 0 0.4 0. 94 7. 4.00 2. 5.5 .00 0. 4/16 WSX1S OK 4L6 -0. - 34. 1580 0. 0 0.60 0.375 - 10. 4.00 3.00 .4. .00 0.3 4 55.0 0. 33. 1 0 0. 0 0. 0. 13. 4. 3. .00 0. 4 o W8X28 NG - 77.0 0.68 - 313 33.3 4 0 0. 0 -0. 01500 - 16. 4.00 -- -3.4.00 - .4 0 W8140 NG 93.4 0. 34.7 34. - 0.2 0.27 - 7 0. 0. 1.3 16. 4. - 4. 3440Q - 4 0X48 392 -0.83 394 394 1 03 0 04 0 10 6 4.00 - 2 9 2.00 0 4 o 10x17 N 63.6 07 34.9 34.9 93 0.3 0.3 0. 0. 1. 10.91 4. 3. 25, .00 0. 4 0 W10X26 NG 77.9 -.. - 0 36.1 . 38. 8.0 0.3 0. 0.- 0 -- 1.2 - 11. 4. 3. 7,513.00 03 4 0. W1OX3O NG 108.6 0 35.0 35. 6.0 0.3 0. 0. 0 1.4 4. 8 4. 5.4 4.00 4 0 W10X45 NG .167.1 .0.68 36.5 36.5 3.99 0.3 0.25 08 0.50 0.750 1.7 75. 5. -4 5.00 0.75 6/ 4/16W10X68 NG 187.8 0.67 37.4 37.4 3.55 0.32 0.24 1.21 0.43 0.875 1.93 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 4/16 W1O)(77 NO 105.4 0.73-36.7 -36.76.16 0.36 0.26 0.60 0.60 0.375 0.71 12.3 4.00 9 3.75 7.9 3.00 0,375416 0 W12)(35 OK 136.5 0.73 37.1 37.1 4.92 0.35 0.27 0.78 0.60 0.500 0.80 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK .151.1 0.72 38.1 38.1 4.46 0.35 0.26 0.86 0.60 0.500 0.85 15.74.00 9 4.751- 6.9 4.00 0.5 416 -0 -W12X50 OK 83.1 0.77 39.4 39.4 7.46 0.38 0.25 0.45 0.60 0.375 0.65 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14X26 OK -.131.4 0.76 38.9 38.9. 5.05 0.38 -0.25.0.68 0.79 0375 0.79. 12.4 4.00 104.00 9.7 4.00 -0375 4/160 .W14X38 OK 167.1 0.74 38.4 38.4 - 4.10 0.38 0.26 0.85 0.60 0.500 0.90 15.3 4.00 10 4.75 8.4 4.00 0.5 4116 0 W14X48 OK 183.4 0.73 393 . 39.3 3.74 0.38 0.25 0.93 0.60 0.500 0.95 15.4 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X53 OK 234.1 - 0.70 37.8 37.8 2.95 0.38 0.26 1.19 0.60 0.625 1.11 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 NO .254.1 0.70 38.5-38.5 2.72 .0.38 0251.28 _0.50_0.750 .1.1719.8 5.00 _10 5.756.95.00 _0.75_6/16 6W_NG 277.6 0.69 39.4 39.4 2.49 0.38 0.23 1.40 0.43 0.875 1.25 19.8 5.00 10 5.75 6.8 5.00 0.875 7116 8/16 W14X82 NG 117,8--j 0.80 42.4 -42.4 5.48 0.41 0.24 0.57 0.50 0.375 .0.48 -9.44.00 123.25 16.4 3.00 0.375 416 -0 W15)C31 OK 153.6 0.75 39.1 39.1 4.36 0.41 0.24 0.72 0.79 0.375 0.54 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK - -171.6 0.75 40.5 40.5 1, 3.91 0.41 0.23 0.80 - 0.50 0,500 0.58 12.6 4.00 1 4.00 12.6 4,00 0.5 4/16 0 W16X45 OK 312.0 0.72 39.7 39.7 2.26 0.41 0.25 1.38 0.50 0.750 0.85 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 8/16 W16X77 OK .357.6 0.71 .41.1 41.1 1.96 0.41 0.24 1.58 0.43 0.075 0.94 193 5.00 12 6.00 9.3 5.00 0.875 -6 6 W16X89 OK 145.3 0.81 44.2 44.2 4.48 0.44 0.22 0.64 0.60 0.375 0.54 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK .__ _.2- _2 .9? 0.73 -0.60 -0375 058 10.2 4.00 -14 3.50 .20.1 3.0( 0.375 j6 0- W18X40 OK 220.0 0.78 43.0 43.0 3.11 0.44 0.23 0.93 0.60 0.500 0.68 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK 252.0 -0.75 42.6 42.6 --2.93 0.44.0.22 0.98 0,60 0.500 0.71 13.4 4.00 144.25 15.84.00 .0.5 4/16 -0 W18X55 OK 390.4 0.74 41.2 41.2 1.81 0.44 0.25 1.60 0.60 0.750 1.01 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 10/16 W18X85 NO .439.0 0.73 -42.1 42.1 1.61 0A4 0.24 1.78 0.51 0.075 Lii 2L2 6.00 14 6.50 11.7 6.00 0375 16 _ W18X97 NG 487.4 0.75 44.1 44.1 1.45 0.44 014 1.98 0.45 1.000 1.21 21.3 6.00 14 6.75 12.2 6.00 1 9/16 1 W18X106 NG .200.9 0.80 47.3 473 3.27 048 030 0.79 0.50 0375 0.48. 10.1 4.00 16 3.50 22.1 3.00 0375 4/16: 0.. W21X44 OK 228.3 0.78 47.7 47.7 2.91 0.48 0.20 0.89 0.60 0.375 0.52 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK 308.2 0.77 44.5 445 2.27 048 012 L14 030 0300 032 14.2 4.00 16 4.75 19.2430 0.5 4/16 _4 16 W21X62 OK 337.9 0.76 45.4 45.4 2.05 0.48 0.22 1.25 0.60 0.500 0.67 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 4/16 W21X68 - OK 585.5 074 434 434 L22 048 0.26 2.10 OAS 1300 132 232 600 16 715 13,8630 1 9/16 rig W21X111 NG I I I I I I I I DOGBONE MOMENT CONNECTIONDESIGN - - - - - - - - - - PRO3ECT NAME: Cornerstone Bldg A Frame: 2 R03ECT NO.: #991140 . - Conn:.. 2 2nd -0 ksl ht. 70 in_ 30 ft 8 .*5) Coffkler : 71 n V '13.4 k V 0 k _Pat- 60k nc 2 aWL N --------- ___ - _05 k rd),I If weld top 031 In Vf= .,6 k Pyplate 50 ksl If weld bat 031 h 14X1S9..14 59....14.98..0.745.,15.565 i-1.19 1.875 46.7..l900 254 DESIGN REQUIREMENTS DETAIUNG REQUIREMENTS - Chk - <095 1 <50 <50 >1 <1 <1 <1 <1 <1 <1 racin Poqs'eDmereis t1ni I've Doubler 12 -'i358 ? I1 7,O ',0.) o' '400 * 225 '1'7 ' 05i?' W4X13i41r r " will-000, 32.1 1 0 0.4 0.1 0.6 0. OK) 4.00 2.7 2. 0 4 0 . W5X16 K W33A ii'0.9 O.1 s.O.6O *ii ..00 . 2:7 '03 &.14 W519< 33. 0 7 0.4 0.0 0.4 0. K 17.0 - 7 4.00 - 2. 2.7 • 0 W6X12 K 334) 40032.2 1 0. 36. 64 0 0. 0.1 04 0.375 - - 7 4 - 2 5 W8X15 OK ''.L6 .''0.75 /1339 ;i,33-9 1i2Z.69 /O30 032 0, 15 '0 60 ',Q375 '0.96 -.4 00 (.16 -.3 00 ;'454'5 3O0 ".0375 '4t16 &0 1i1i. OK., .55.0 0.72 33.6 33.6 22.05 0.29 0.31 0.20 0.60 0.375 1.04 13.0 4.00 63.75 3.9 3.00 0.375 4/16 0 - W8X28 NO. -77.0 -4'9.68 "-',33.2 337 '1639 1.i,-0.29 p0 27 -'O28 '0 60 '0 500 -'itj 1.18 i6.3.'4 00 Y-6 '450 '34 4.00'- .4/16 011,1.R i0tsA' NO-' 93.4 0.66 34.6 34.6 13.78 0.29 0.26 0.33 0.60 0.500 1.28 16.6 4.00.64.50 3.4 4.00 0.5 4/16 W8X48 NO ç,cJ,39:2 .i6.32.1 is'-39.--1 27:93 Q33 0;27 ':to:13 ,..0.10 375 -4:0.96 '/6.8 "-00 '8 :2-25 495 2.00 .:0:375 ;'4/i6 W10X17,,,,, OK--- 63.6 0.74 34.7 34.7 19.26 0.33 '0.28 0.20 0.60 0.375 1.10 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 W10X26 NG ...779 .,076 379 q,379 11616 ,033 026 .O.24 060 -0375 .-119 p110 400 s-8 330 7.5 300' M0375 4/16 W10)G0,, NO 108.6 . 0.69 34.9 34.9 12.09 0.32 0.27 0.33 0.60 0.500 1.37 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 0 W10X45 NO 1671 '4-0 66 ¶i836 4 36 4 ,,8 01 0 32 '0.24 050 050 ,o- 0750 173 * 207 500 - 8 575 4,1.47 5001 .pO 75 ' 6/16 W10X68,3 NG, 187.8 0.67 37337.3 7.11 0.32 0.23 0.56 0.430.875. 1.87 20.8 5.00 85.75 4.7 5.00 0.875 7/16 0 W10X77 NO ,e 1054 07' .-'365 4..366 t1239 4 ,036 025 %027 050 '"0375 'i-068 I-123 400 #9 375 4',-79 300 0375 -'/16 o-a W12X35, .. OK 136.5 0.73 37.0 37.0 9.68 0.35 0.26 0.35 - 0.60 0.500 . 0.77 15.5 4.00 914.75 7.0 4.00 0.5 4/16 0 W12X45 OK 451I s'-11.-0T 1380 38 2 8CS ..A01 025 1O39 0 0 40500 ,4157 400 . 9 475 '69 400 $ 05 l /16 0 I4 V'12X50 '2K 83.1 0,77 39.2 39.2 15.02 0.38 0.24 0.20 0.60 0.375 0.62 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14X26 OK a076 1.li1.388 388 ,10 14 ,,I038 024 -2030 i079 'O375 '-i 077 'A124 400 Q40 '400 ,11.197 400 0375 1.14116 0 W14X38 -',. OK 167.1 0.73 38.3 38.3 8.22 . 0.38 0.25 0.39 0.60 0.500 0.87 15.3 4.00 10 4.75 8.4 4.00 0.5 4116 0 W14X48 OK ct 183 4 ,'i4O 73 W 39? 439 2 749 . 0 38 - 025 ,-042 060 , 0 500 V 092 , 154 400 1/MO 475 , 8 4 4 00 '1. '0 5 4'16 0 W14X53 OK - 234.1 0.70 37.7 37.7 5.92 0.38 0.25 0.53 0.60 0.625 1.08 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W14X68 NO 254 1 - 070 1.4 385 .k38 S -*s5 45 ,., 038 025 058 050 31, 0750 1.5 , 198 500 10 575 ,' 69 500 1/') 75 -I16 0 W14X74 NO 277.6 0.69 39.4 39.4 . 4.98 0.38 0.23 0.63 0.43 0.875 1.23 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 NO O:80 -",'442.3 7142:3 11t02 -41.1.0:41 ,0.23 0.25 :-,050 :,4,:0.-375 -/M046 41.449 '4-00 -0-112 .325 111.164 3:00' ',0-375 1.34 16 '1i0/MIn W16X31 - 0K, 153.6 0.75 38.9 38.9 8.76 0.41 0.24 0.32 0.79 0.375 0.53 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK .-..i 1716 yt 074 404 41404 ' 785 . Oil 4,022 035 P050 p 1.,0500 It'C 56 ','I 2- 6 400 12 400 p6125 400 ', 05 41 16 p04-zt1. W16X45 OK 312.0 0.72 - 39.6 39.6 4.52 0.41 0.24 0.61 0.50 0.750 0.83 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 W16X77 OK 4' 3576 4,,-071 VO,41 1 1.141 1 -18ç 392 .V0 41 0 23 ',,i-,.0.70 043 -4 0875 4093 /19 9 '-500 'r'12 600 ,-&9 3 500 10.875 7 16 '0 .'4i W16X89 y, OK 145.3 0.81 44.1 44.1 8.99 0.44 0.21 0.28 0.60 0.375 - 0.52 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK .M168.7. 'IV,&079 j1 t44.3 '1.4443 /M-7.89 '/$,.0:44 '/0.22 111032 /1060 :9&,4i0;375.7,`-;0.,56 4,10 .2 '14-00 -",p14 '-3-50 .1-20 1 300' '0375 '44 16 '40,&.'4- W18X40 ?V OK' 220.0 0.78 42.9 ' 42.9 6.23 0.44 0.23 0.41 0.60 0.500 0.66 13.2 400 14 4.501 17.1 400 0.5 4/16 0 W18X50 OK .442320 :'14M075 '51.1.42.5 .1.425 '1.587 14-0.14 ,4021 'p.0,41 060 '1.410.501 '4,4069 44513.4 4400 "4,14 4-25 '4,158 400 '41.10.5 '44 16 R)O1./451, W18X554/ OK' 390.4 0.74 41.1 41.1 3.62 0.44 0.25 0.70 0.60 0.750 1.00 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 0 - W18X86 OK yt 439O '/11073 ,421 421 4.11323 1044 1074 ,079 051 'p 0875 8'llOg .144'212 600 1.14 650 8117600 0875 8/16 '0 ,<Ø W18X97 NO 487.4 0.74 44.0 44.0 2.90 0,44 0.24 0.86 - 0.45 1.000 1.19 21.3 600 14 6.75 .12.2 6.00 1 9/16 0 W18X106 NO 200 9 AN 0.46 1 47 1 . 471 1.1 655 ,1. 048 070 *'.'034 060 0375 40 47 c <4102. 400 1.16 ,150 e.822q 300 0375 <4/16 tQ<< W21X44 OKc 228.3 0.78 47.6 47.6 5.83 0.48 0.19 .0.38 0.60 0.375 0.51 10.4 4.00 15 3.50 21.9 3.00 0.375 .4/16 0 W21X50 3082 ,.. 077 114r44 5 ,- 445 , 454 .,048 ,0 22 049 060 0500 06 '<. 142 400 4116 475 ',192 400 '/1. 05 44/16 0 '-sr W21X62 gNG 337.9 0.76 45.4 45.4 4.13 0.48 022 0.53 0.60 0.500 0.66 14.4 400 16 4.75 19.1 4.00 0.5 4/16 0 W21X68 443:3 442.45 ,'4'0A8 '.0.21. 1.O81' ',0.41. '-/,1ioo0 -i:0 -4423,2 -600 41.15 -7i?5 -4138 5.00-- 11.1 --9/16 '10,,-1-i1/y W21X111.,,- I . H I: 11/30/994:48 PM r - SMRF Conn Design 1r2 2nd 2.xts ODUCT 2041 (SInQl8 2he04) 206-1 (Padded) CAI 1 I I I I I I I I I I I I I I I I I I I GNR ENGINEERING, INC. 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (619) 794-9630 FAX (619) 794-9615 . .. .... ... . ...... . .... . JOt) SHEET NO. __________________________ OF_____________________ CALCULATED By DATE __________________ CHECKED BY DATE I RISA-2D (R) Version 4.01 I 990 GNR Engineering, Inc. Highland Drive, #206 Job : Page: 991140 8 Solana Beach, CA 92075 Date: 11/30/99 File: FR3C Cornerstone Building A FR-3 •= = = = = = = = = = = = = = = = = = = = = = = = = = = = = Units ..............................US Standard Steel Code .........................AISC 9th Edition ASD I Allowable Stress Increase Factor.. 1.333 Include Shear Deformation .........Yes No. of Sections for Member Calcs 5 • I P-DeltaAnalysis Do Redesign........................Yes Tolerance ........0.50's I = = = = = = == = == = = = = = = = = = = = = = == = < Joint Coordinates > = = == = == = = = Joint X Y Joint = = = = = = = = = = No Coordinate Coordinate Temperature ------------------- ft ------------ ft ------------ °F---------------------------- 1 0.000 0.000 0.00 I. 2 0.000 13.333 0.00 3 0.000 26.667 0.00 I 4 .5 20.000 20.000 0.000 13.333 0.00 0.00 6 20.000 26.667 0.00 I 7 8 20.000 50.000 40.167 0,000 0.00 0.00 9 50.000 13.333 0.00 10 50.000 26.667 0.00 I ll 12 50.000 80.000 • 40.167 • 0.000 0.00 0.00 13 • 80.000 13.333 0.00 I .14 15 80.000 80.000 26.667 40.167 . 0.00 0.00 16 • 110.000 0.000 0.00 17 110.000 13.333 0.00 I 18 110.000 26.667 0.00 19 110.000 • 40.167 0.00 20 140.000 0.000 0.00 I 21 22 140.000 140.000 13.333 - 26.667 0.00 0.00 23 130.000 40.167 0.00 I 24 25 • . 172670 172.670 0.O00 13.333 0.00 0.00 26 172.670 26.667 0.00 27 182.670 40.167. 0.00 I 28 202.670 0.000 • 0.00 29 • 202.670 . 13.333 0.00 30 202.670 26.667 0.00 I 31 32 202.670 232.670 • 40.167 0.000 0.00 0.00 . • 33 232.670 . 13.333 0.00 I 34 35 232.670 • 232.670 • 26.667 40.167 • 0.00 0.00 36 252.670 0.000 0.00 I RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page:-9 Solana Beach, CA 92075 Date: 11/30/99 File: FR3C I Cornerstone Building .A = = = = = = = = === == = = = = = = = == == = = < Joint Coordinates >= = = = = = = = = = = ====== = = = = = = = == Joint X Y Joint • No Coordinate Coordinate Temperature - ----------------- ---ft------------ft ----------- -OF ------------ .................. 37 252.670 13.333 ' 0.00 I 38 252.670 ' 26.667 0.00 • 39 130.000 26.667 0.00 I 40 41 182.670 130.000 26:.667 13.333: 0.00 0.00 • '. 42 182.670 13.333 ' 0.00 43 130.000 0.000 0.00 I. 44 182.670 0.000 0.00 45 50.917' 40.167 0.00 • 46 51.917 40.167 0.00 47 78.083 40.167 0.00 I 48 79.083 40.167 0.00 49 80.917 40.167 0.00 I 50 51 81.917 108.083 40.167 40.167 0.00 0.00 52 109.083 40.167 0.00 53 203.587 ' 40.167 0.00 I ' 54 ' 204.587 40.167 0.00 55 230.753 40.167 , 0.00 56 231.753' 40.167 0.00 57 50.958 26.667 ' 0.00 I 58 52.271 26.667 0.00 59 - 77.729 26.667 0.00 60 79.042 . 26.667 0.00 I 61 50.958 13.333 0.00 62 ' 52.271 13.333 0.00 63 77.729 13.333 0.00 64 79.042 13.333 0.00 I 65 80.958 26.667 0.00 66 82.271 26.667 0.00 I 68 . 67 107.729 109.042 26.667 , 26.667 0.00 0.00 69 80.958 ' 13.333 0.00 70 ' 82.271 13.333 0.00 I 71 ' 107.729 13.333 0.00 • 72 •. 109.042 , 13.333 0.00 73 110.958 26.667 ' 0.00 74 112.271 26.667 0.00 I 75 ' 110.958 13.333 0.00 76 112.271 13.333 0.00 77 78 137.729 139.042 26.667 ' 26.667 0.00 0..00 ' 79 137.729 13.333 0.00 80 139.042' 13.333 ' 0.00 I 81 140.958 26.667 0.00 • 82 140.95.8 13.333 , . 0.00 • I RISA-2D (R) Version 4.01 I GNR Engineering, Inc. Job : 991140 990 Highland Drive, #206 Page: 10 Solana Beach, CA 92075 Date: 11/30/99 File: FR3C I Cornerstone Building A FR-3 = == = = = = = = = = = ------ = = = = = = < Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ ft ------------ ft ------------ °F -------------------- -------- I 83 142.271 26.667 0.00 84 142.271 13.333 0.00 85 170.399 26.667 0.00 I 86 170.399 13.333 0.00 87 171.712 26.667 0.00 88 171.712 13.333 0.00 I 89 173.628 13.333 0.00 90 173.628 26.667 0.00 91 174.941 13.333 0.00 92, 174:941 26.667 0.00 I 93 200.460 26.667 ' 0.00 94 200.460 13.333 0.00 95 201.773' ' 26.667 0.00 I 96 •' 201.773 13.333 0.00 97 203.628' 13.333' 0.00 98 203.628 26.667 0.00 I • 99 204.941 13.333 0.00 100 204.941 26.667 ' 0.00 101 230.399 13.333 0.00 102 ' 230.399 26.667 0.00 I 103 231.712 13.333 S 0.00 104 231.712 26.667 ' 0.00 Boundary Conditions Joint ------ Translation -----+ No X Y' Rotation -----K/in--------K/in------K-ft/rad---------------------------------- I ' 1 Reaction Reaction 4 Reaction Reaction • Reaction 8 'Reaction Reaction Reaction S 12 Reaction Reaction Reaction I 16 Reaction Reaction Reaction 20 Reaction Reaction Reaction 24 Reaction Reaction Reaction I 28 Reaction Reaction Reaction 32 Reaction Reaction Reaction • 36 Reaction Reaction I 9 STORY 1 ,• 10 STORY 2 11 STORY 3 • • • 43, Reaction Reaction Reaction I 44' Reaction Reaction Reaction I I I ..i RISA-2D (R) Verson 4.01 GNR Engineering, Inc. Job: 991140 990 Highland Drive, #206 . Page: 11 Solana Beach, CA 92075 Date: 11/30/99 File: FR3C Cornerstone Building A I FR-3 • == = = = = = = = = = == = == == = = = = = = = = < Materials (General) >= = = = = = = = = = = = = = = = = = = == = = I Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------ ------- Ksi ----------- .Ksi ---------------- l0'5°F ---- K/ft3 ------- Ksi------ I STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 STL46 29000.00 11154.00 0.3000 0.65000 0.490 46.00 STL50 29000.00 11154.00 0.3000 0.65000 0.490 50.00' ===============================< Sections >================================ Section Database Material As As . I I T - Label I------------------------------ Shape Label Area 0,2 1,3 '1,3 in-2 ---------------- in'4 0,2 ' C ---------- jfl"4-------- COLlW14Xl59 STL50 46.70 1.2 1.2 .. 748.00 1900.00 BEAM1' W21X50 STL50 14.70 1.2 1.2 24.90 984.00 I COL2 'ru5X5X8 STL46 8.36 1.2 1.2 27.00 27.00 BE.AM2 W16X40 STL50 11.80 1.2 1.2 28.90 518.00 BEAM3 W30X99 ' STLSO 29.10 1.2 1.2 128.00 3990.00° BEAM4 W18X35 STL50 10.30 1.2 1.2 ' 15.30 510.00 I COL3 TU8X8X6 STL46 11.10 1.2 1.2 106.00 106.00 RBEAM2 RW16X36 STL50 7.42 1.2 1.2 3.07 261.41 I RBEAM1 RW21X68A STL50 14.35 1.2 1.2 '9.02 888.01 ========================< Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J :90 0 Set I;AVM J:AVM I-End J-End Label 4. Length I -------------------------------------------- 1 1 2 COL2 ' . . 13.33 2 2 3 COL2 . . 13.33 I 3 4. 5 COL1 ° . ' 13.33 4. 5 6 COL1 ' 13.33 5 6. 7 COL1 ' . . 13.50 I .6 8 9 COL1 .. 13.33 7 9 10 COLl ' ' , 13.33 ' 8 10 , 11 COL1 . 13.50 9 12 13 COL1 . ' 13.33 I , 10 13 14 COL]. 13.33 11 14 15 COL1 0 13.50 I 12 ' 13 16 17 17 18 COL1 ' CCL]. . 13.33 13.33 14 18 19 COL1 13.50 15 20 21 , COL1 . 13.33 I 16 21 22 COL1 . .13.33 17 39 23 COL1 ° . 13.50 , 18 24 25 COW. . 13.33 19 25 26 COL1 13.33 I 20 40 27 COL1 ' ' 13.50 21 28 29 COW. 13.33 I 22 23 29 30 30 31 COW. ' ' COLl . 13.33 13.50 24 32 33° COW. . ' 13.33 I I . RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 12 Solana Beach, CA 92075 . Date: 11/30/99 File: FR3C Cornerstone Building A . FR-3 ============ < Members >========================.= I Memb Joints Rotate Section Releases Offsets Inactive?. , No. I J 900 Set I:AVM J:AVM I-End J-End Label Length I . 2533 34 COL1 -------------------------in---------------ft---- . 13.33 26 34 35 COL1 . 13.50 27 36 37 COL2 . , 13.33 38 COL2 * 13.33 I . 2837' 29 2 5 BEAM1 . PIN PIN . 20.00 30 5 9 BEAM1 30.00. I 31 32 9. 13 61 . 69. BEAM1 BEAM1 . . - , .0.96 0.96 33 17, 75 . BEAM]. . . 0.96 34 21 82 BEAM]. . 0 .96 I .35 25 89 BEAM1 PIN ' . 0 .96 36 . 29 97 , BEAM1 . 0.96 37 33 . 37 BEAM]., PIN . PIN 20.00 38 3 6 BEAM]. PIN PIN 20.00 I 39 6 10 BEAM]., * . . 30.00, 40 10 57 BEAM]. . '. 0.96 I .. 41 42 14 18 65 73 BEAN]. BEAM]. . ' 0.96 0.96 43 39 77 BEAM4 PIN 7.73 44 22 81 BEAM1 . : . 0.96 I 45 26 90 BE.AM4 PIN . ,., . 0.96 46 40 93 BEAM]. , 17.79 47 30 . 98 BEAM]., 0.96 48 34 38 BEAM].. , PIN PIN . 20.00 I' 49 7 11 BEAM2 . . 30.00 50 11 45 BEAM2 . . 0.92 51 15 49 ' BEAM2 . 0.92 I 52 19' 23 BEAM2 . . 20.00 • 53 23 27 BEAM3 PIN,. 'PIN . . . . 52.67 54 27 31. BEAM2 . 20.00 • 55 31 53 BEAM2 , . . 0.92 56 41 79 BEAM]. PIN . . 7.73' 57 42 94 BEAM]. ' * . . 17.79 I 58 59 41 42. 39 40 COL]. COL1 ' . ' .. . . - . . , 13.33 13.33 .60 43 • 41 COL1 .. 13.33 61 ' 44 .42 COL1 ' . . , . 13.33 I 62 45 46 BEAM2 . 1.00 .63 46 47 BEAM2 -. , . * . . 26.17 64 47 ' 48 BEAM2 , 1.00 65 48 15 BEAM2 . . 0.92 I 66 49. 50 BEAM2 . 1.00 67. 50 51 BEAM2 .. ' . 26.17 I * 68 . 69 . 51 5219 52 BEAM2 BEAM2 . ,, . ' 1.00 0.92 70 53 54. BEAM2 * ,. .. . . ,, 1.00 I U RISA-2D (R) Version 4.01 I I Job : 991140 Page: 13 Date: 11/30/99 File: FR3C GNR Engineering, Inc. 990 Highland Drive, #206 Solana Beach, CA 92075 Cornerstone Building A FR-3 =====================< Members >================================= Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I :AVM J:AVM I-End J-End Label 4, Length -------------------------------------in-------in---------------- 71 54 55 BEAM2 26.17 72 55 56 BEAM2 1.00 73 56 35 BEAM2 0.92 74 57 58 BEAM]. 1.31 75, 58 59 BEAM]. 25.46 76 59 60 BEAM1 1.31 77 60 14 BEAM1 0.96 78 61 62 BEAM]. 1.31 79 62: 63 BEAM]. 25.46 80 63 64 BEAM]. 1.31 81 64 13 BEAM1 0.96 82 65 66 BEAM]. . 1.31 83 66 67 BEAM]. . S 25.46 84 67 68 BEAM]. 1.31 85 68 18 BEAM]. 0.96 86 69 70 BEAM]. 1.31 87 70 71 BEAM]. . 25.46 88 71 72 BEAM]. 1.31 89 72 17 BEAM]. 0.96 . 90, 73 74 BEAM]. 1.31 91 74 39 BEAM]. . 17.73 92 75 76 BEAM]. 1.31 93 76 41 BEAM1 . 17.73 94 77 78 BEAM]. 1.31 95 78 22 BEAM4 . PIN 0.96 96 79 80 RBEAM1 1.31 ' ' 0.96 97 .80 21 BEAM]. PIN 98 81 83 BEAM]. , 1.31 99 82 84 BEAM]. . . S 1.31 100 83 85 BEAM1 . . 28.13 101 84 86 BEAM]. 28.13 102 85 87 BEAM1 ' . 1.31 103 86 88 BEAM]. 1.31 104 87 26 . BEAM1 0.96 105 88 25 BEAM]. 0.96 106 . 89 91 RBEAIVI]. . 1.31 107 90 92 RBEAM]. . .. ].3]. 108 91 42 BEAM]. PIN 7.73 109 92 '40 BEAM4 PIN . 7.73 110 93 95 BEAM]. . . 1.31 11]. 94 96 BEAM]. . , '1.31 , 112 95 30 BEAM]. . . . 0.90 , 113 96 29 BEAM]. S ' , , ' 0.90 114 97 99 BEAM]. 1.31 115 98 100 BEAM]. 1.31 116 99 ' 101 BEAM]. , 'S ' 25.46 I I I Li I I I I I I I I I I I I RISA-2D (R) Version 4.01 I 'I Job : 991140 Page: 14 Date: 11/30/99 File: FR3C GNR Engineering, Inc. 990 Highland Drive, #206 Solana Beach, CA 92075 Cornerstone Building A FR-3 Members >================================= Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I-End J-End Label 4'. Length ---------------------------------------in-------in---------------- 117 100 102 BEAM1 25.46 118 101 103 BEAM1 1.31 119 102 104 BEAM1 1.31 120 103 33 BEAM1 0.96 121 104 34 BEAM]. 0.96 < .AISC , NDS Parameters >=======-====--============= Section Length Lb-out Lb-in -LComp K K Cm Cb,B Sway Member Set ' le-out le-inle-bend out in CH 0 i --------ft------ft ------ft------ft----------------------------------- 1 COL2 13.33 0.80 0.80 2 COL2 13.33 0.65 0.65 3 COL1 13.33 0.80 0.80 4 COL1 13.33 0.65 0.65 5 COL1 13.50 0.65 0.65 6 COL1 13.33 0,65 0.65 7 COL1 13.33 0.65 0.65 8 COL1 13.50 0.65 0.65 9 COL1 13.33 ., 0.65 0.65 10 COL1 13.33 ' 0.650.65 11 COL1 13.50 0.65 0.65 12 COL]. 13.33 0.65 0.65 13 COL1 13.33 0.65 0.65 14 COL1 '13.50 0.65 0.65 15 CCL]. 13.33 0.65 0.65 16 COL1 13.33 0.65 0.65 17 COLI 13.50 0.65 0.80 18 COL1 13.33 0.65 0.65 19 COL1 13.33 0.65 0.65 20 COL1 13.50 0.65 0.80 21 COL1 13.33 0.65 0.65 22 COL1 13.33 0.65-0.65 23 COL1 13.50 0.65 0.65 24 COL1 13.33 0.65 0.65 25 COL1 13.33 0.65 0.65 26 COL1 13.50 0.65 0.65 27 COL2 13.33 0.65 0.80 28 COL2 13.33 0.65 0.65 29 BEAM1 20.00 8.00 1.00 1.00 30 BEAM]. 30.00 8.00 1.00 1.00 31 BEAM]. 0.96 2.27 0.65 0.65 32 BEAM1 0.96 2:27 0.65 0.65 33 BEAM]. 0.96 2.27 1.00 0.65 34 BEAM]. 0.96 2.27 1.00 0.65 35 BEAM]. 0.96 2.27 1.00 0.65 36 BEAM]. 0.96 2.27 , 0.65 0.65 I I I I U I I I I I I I I I RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job :.991140 990 Highland Drive, #206 Page: 15 Solana Beach, CA 92075 Date: 11/30/99 File: FR3C Cornerstone Building A FR-3 = = = = = = = = = = = = = = = = = = = = = = = < ?ISC , NDS Parameters > = = = = = = = = = = = = = = = = = = = = = = = = = = Section Length Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH 0 i ----------ft------ft------ft------ft 37 BEAM1 20.00 8.00 0.65 1.00 38 BEAM1 20.00 8.00 1.00 1.00 39 BEAM1 30.00 8.00 1.00 1,00 40 BEAN]. 0.96 2.27 0.65 0.65 41 BEAM]. 0.96 2.27 0.65 0.65. 42 BEAM1 0.96 2.27 0.65 0.65 43 BEAM4 7.73 8.00 0.65 0.65 44 BEAM1 0.96 2.27 0.65 0.65 45 BEAM4 0.96 2.27 1.00 0.65 46 BEAM1 17.79 8.00 0.65 0.65 47 BEAM]. 0.96 2.27 0.65 0.65 48 BEAM1 20.00 8.00 0.65 1.00 49 BEAM2 30.00 8.00 1.00 1.00 50 BEAM2 0.92. 1.92 0.65 0.65 51 BEAM2 0.92 1.92 0.65 0.65 52 BEAM2 20.00 8.00 . 1.00 1.00 53 BEAM3 52.67 8.00 0.65 1.00 54 BEAM2 20.00 8.00 0.65 1.00 . 55 BEAM2 0.92 1.92 0.65 0.65 56 BEAM1 7.73 8.00 0.65 0.65 57 BEAM]. 17.79 8.00 . 0.65 0.65 58 COL1 13.33 1.00 1.00 59 COL1 13.33 . 1.00 1.00 6000L1 13.33 1.00 1.00, 61 COL1 13.33 1.00 1.00 62 BEAM2 1.00 1.92 0.65 0.65 63 BEAM2 26.17 8.00 0.65 0.65 .64 BEAM2 1.00 1.92 0.65 0.65 65 BEAM2 0.92 8.00 0.65 0.65 66 BEAM2 1.00 1.92 0.65 0.65 67 BEAM2 26.17 8.00 0.65 0.65 68 BEAM2 1.00 1.92 0.65 0.65 69 BEAM2 0.92 8.00 0.65 0.65 70 BEAM2 1.00 1.92 0.65 0.65 71 BEAM2 26.17 8.00 0.65 0.65 72 BEAM2, 1.00 1.92 0.65 0.65 73 BEAM2 0.92 8.00 0.65 0.65 74 BEAM]. 1.31 2.27 0.65 0.65 75 BEAM]. 25.46 8.00 - 0.65 0.65 76 BEAM1 .1.31 2.27 0.65 0.65 77 BEAM]. 0.96 2.27 0.65 0.6.5 78 BEAM]. 1.3,1 2.27 0.65 0.65 79 BEAM]. 25.46 8.00 0.65 0.65 . . 80 BEAM]. 1.31 2.27 0.65 0.65 81 BEAM]. 0.96 2.27 0.65 0.65 82 BEAN]. 1.31 2.27 0.65 0.65 I I I I I I I i I I I I I I I I I I I 1' RISA-20 (R) VersiOn 4.01 I GNR Engineering, Inc. Job : 991140. 990 Highland Drive, #206 Page: 3.6 Solana Beach, CA 92075 Date: 11/30/99 File: FR3C I Cornerstone Building A FR-3 • = = = = = = = = = = = = = = = = = = = = = = = = = = <AISC,NDS Parameters > = = = = = = = = = = = = = = = = = = = = = = = = = Section Length' Lb-out Lb-in Lcomp K K Cm Cb,B Sway Member Set le-out le-in le-bend out in CH 0 1 ---------------ft------ft------ft------ft----------------------------------- U 83 BEAM]. 25.46 8.00 0.65. 0.65 84 BEAM]. 1.31 2.27 0.65 0.65 85 BEAN]. 0.96 2.27.' . 0.65 0.65 86 BEAM]. 1.31 2.27 0.65 0.65 I 87 BEANI 25.46 8.00 0.65 0.65 88 BEAM1 1.31 . 2.27 0.65 0.65 I 89 90 BEAM]. BEAM]. 0.96 1.31 2.27 2.27 0.65 ' 0.65 0.65 0.65 91 BEAN1 17.73 8.00 0.65 0.65 92 BEAM]. 1.31 2.27 . 1.00 0.65 I 93 BEAM]. 17.73 8.00 1.00 0.65 94 BEAM]. 1.31 2.27 0.65 0.65 95 BEAM4 . 0.96 2.27 0.65 0.65 96 RBEAM1 1.31 2.27 0.65 0.65 I 97 BEAM]. 0.96 2.27 0.65 0.65 98 BEAM]. 1.31 2.27 0.65 0.65 .99 BEAM]. 1.31 2.27 1.00 0.65 I 100 BEAM]. 28.13 8.00 0.65 0.65 101 BEAM]. 28.13 8.00 ' 1.00 0.65 102 BEAM1 1.31 2.27 0.65 0.65 103 BEAM1 1.31 2.27 . 1.00 0.65 I 104 BEAM1 0.96 2.27 0.65 0.65 105 BEAM1 0.96 2.27 1.00 0.65 106 RBEAM]. 1.31 2.27 1.00 0.65 I 107 RBEAM1 1.31 2.27. 1.00 0.65 108 BEAM1 7.73 8.00 1.00 0.65 109 BEAM4 7.73 8.00 1.00 0.65 I 110 BEAM]. 1.31 2.27 0.65 0.65 111 BEAN]. 1.31 2.27 : 0.65 0.65 112 BEAM1 0.90 2.27 0.65 0.65 113 BEAM]. 0.90 2.27 . 0.65 0.65 I 114 BEAM1 1.31 2.27 0.65 0.65 115 BEAN]. 1.31 .2.27 0.65 0.65 I 116 117 BEAM]. BEAM1 25.46 25.46 8.00 8.00 0.65 0.65 0.65 0.65 118 BEAM1 1.31 2.27 0.65 0.65 119 BEAN1 1.31 2.27 0.65 0.65 I 120 BEAM]. 0.96 2.27 0.65 0.65 121 BEAN]. 0.96 2.27 0.65 0.65 I = = === = = = = = = = = = = = = == = = = = = = = < Basic Load Case Data > = = = = = = = = = == = = = = = = = = = = = = = BLC Basic Load Case Load Type Totals No. . Description Nodal Point Dist. ----------------------------------------------------------------------------- I i dead . . 22 15 89 2 live . 22 10 71 I I 6L..1_ OTT' A zv T.6-801 088'Ot A 98 T, 8 TOT 6?.LL1 0891. A I t, 91. £6 6 ZL *TZ 6LO OEOt 0119- A IL. 01. ZOT 001 1.8 L.11 000L.t 0EO1 A £6 O' 9' 0881 01 A 58 £8 001 6 ZL 'TZ OET01 A 1.9 99 £8 E80,Tz 088 A 95 t,S IL 00091 099 *9- A tE 12 0L9' 00L A 12 EZ ES 0001.1 0885 A 12 EZ ES E80 0'I'8 A IS 05 L9 -------------%2O qj ----------- -L-)l')I ------------------------------ ------- uora i, I SUTOf .1 DFIE ' Sp•eorl tITOd X;DC[M;DW > = = = == = = = = = = = = = = = == = = = = I 0L01 Et8 A A Fl Fl sz £1 0686 A Fl 6 0Z8E A : Fl 0080 A ri 0080 A Fl 00L7 A Fl 011Z A 'I 01' 0L0t A ri 9 0891. A Fl 6E Et8 - : 0686 A A Fl Fl OT 08E A Fl 9 008 .0-A Fl £ E60 A Fl SE 0011 A Fl L2 08EE A Fl EZ O1E A Fl ST 911' A Fl It OLEI A Fl 1. -------peZ'Ut'4;-)I')l------------------------------------------------------- PnTu&ew (zw'A'x) zqu9m9ovTdsTa tcjU1flN uoTioaaw o POFl v STt SI --< I 3Fl 'suuiodsta Pz10;u/SPe0Fl quTor >======= 9 Tva9qvT £ I SI 4UIOd IPON uoidiiosa 0N SOJ. adAl POFl SD PE0Fl 3Fl == = = = = = = < EC 3S3 PSOFl T > = = = == = = = = = = = = == = = = = = = = == = V BuTPTTng 9uojsaauaoD 3iHd :3t 66/OE/TT 9L06 Y3 't3E3 eutOS LT :6Ed 90# 'At1a PuIq&cH 066 0'tt66 qor 3u1 /J_7 10' UoTSXA (II) a-isi • I•• I RISA-2D (R) Version 4.01 GNR Engineering, Inc. JobS : 991140 990 Highland Drive, #206 Page: 18 Solana Beach, CA 92075 Date: 11/30/99 File: FR3C Cornerstone Building A I FR-3 • = = = = = = = = = -_=========-_ = < Member Point Loads , BIC 1 > = = = = = = = = = = = = = = = = = = = = = = = = I Joints Member I J Direction magnitude Location --------------------------------------K,K-ft------------ftor I 108 91 42 Y -10.430 24.729 116 99 101 Y -6.110 20.729 ==================== < Member Distributed Loads, BI4C 1 >===================== I Joints Load Pattern Pattern. Member I J Label Multiplier I 29 2 5 UNIFORM 0.1210 30 5 9 UNIFORM 0.1210 31 9 61 UNIFORM 0.1210 I 32 13 69 UNIFORM 0.1210 33 17 75 UNIFORM 0.1210 34 21 82 UNIFORM 0.1210 35 25 89 UNIFORM 0.1210 I 36 29 97 UNIFORM 0.1210 37 33 37 UNIFORM 0.1210 38 3 6 UNIFORM 0.1210 I 39 6 10 UNIFORM 0.1210 40 10 57 UNIFORM 0.1210 41 14 65 UNIFORM 0.1210 42 18 73 UNIFORM 0 0.3630 I 43 39 77 UNIFORM 0.3630 44 22 81 UNIFORM 0.3630 45 26 90 UNIFORM 0.3630 I 46 40 93 UNIFORM 0.3630 47 30 98 UNIFORM 0.1210 48 34 38 UNIFORM 0.1210 I 49 7 11 UNIFORM 0.0630 50 11 45 UNIFORM 0.0630 51 15 49 UNIFORM 0.0630 52 19 23 UNIFORM 0.1890 I 53 23 27 UNIFORM 0.1890 54 27 31 UNIFORM 0.1890 U 55 56 31 41 53 79 UNIFORM UNIFORM 0.0630 0.1210 57 42 94 UNIFORM 0.1210 62 45 46 UNIFORM 0.0630 U 63 46 47 UNIFORM 0.0630 64 47 48 UNIFORM 0.0630 65 48 15 UNIFORM 0;0630 66 49 50 UNIFORM 0.0630 I 67 50 51 UNIFORM 0.0630 68 51 52 UNIFORM 0.0630 69 52 19 UNIFORM 0.0630 I 70 53 54 UNIFORM 0.0630 71 51 5.5 UNIFORM 0.0630 I I GNR Engineering, Inc. I 990 Highland Drive, #206 Solana Beach, CA 92075 RISA-2D (R) Version 4.01 Job : 991140 Page: 19 Date: 11/30/99 File: FR3C Cornerstone Building A I FR-3 < Joints Member Distributed Load Pattern Loads, BIC 1. >===================== Pattern Member I J 'Label Multiplier I 72 55 56 ----------------------------------------------------------------------------- UNIFORM 0.0630 73 56 35 UNIFORM 0.0630 74 57 58 UNIFORM . 0.1210 .75 58 59 UNIFORM 0.1210 I 76 59 60 UNIFORM 0.1210 77 60 . 14 UNIFORM 0.1210 78 61 62 UNIFORM . 0.1210 I 79 62 63 UNIFORM 0.1210 80 63 64 UNIFORM 0.1210 81 64 13 UNIFORM 0.1210 82 . 65 66 UNIFORM 0.1210 I 83 66 67 UNIFORM 0.1210 84 67 68 UNIFORM 0.1210 I 85 86 68 69 18 70 UNIFORM UNIFORM 0.1210 .0.1210 87 70 71 UNIFORM 0.1210 88 71 72 UNIFORM 0'.1210 I 89 72 17 UNIFORM 0.1.210 90 73 74 UNIFORM 0.3630 91 74 39 UNIFORM 0.3630 92 75 76 UNIFORM . 0.1210 I 93 76 41 UNIFORM . 0.1210 94 77 78 UNIFORM 0.3630 I 95 . 96 78 . .79 22 80 UNIFORM . UNIFORM : 0.3630 0.1210 97 80 21 UNIFORM 0.1210 98 81 83 UNIFORM . . 0.3630 I . 99 82 84 UNIFORM 0.1210 100 . 83 85 UNIFORM. 0.3630 101 84 86 UNIFORM . 0.1210 102 85 87 UNIFORM . 0.3630 I 103 86 88 UNIFORM 0.1210 104 87 . 26 UNIFORM . 0.3630 lOS 88 25 UNIFORM 0.1210 I 106 89 91 . UNIFORM . 0.1210 107 . 90 9.2. UNIFORM . 0.3630 108 91 42 UNIFORM 0.1210 109 92 40 UNIFORM 0.3630 I 110 93 95 UNIFORM . 0.3630 111 94 96 . UNIFORM . . 0.1210 I . 112 . 113 95 96 30 29 UNIFORM UNIFORM .0.3630 . 0.1210 114 97 99 UNIFORM . 0.1210 115. 98 100 UNIFORM 0.1210 I 116 99 101 UNIFORM 0.1210 117 LQO 102 UNIFORM . 0.1210 I I I. I I I I I I 'I I 'I I 'I I I I I- 6LO 0991- - A 101 66 911 6ZL11 011.SZ- A 16 801 6LL 0091- x ZT, 16 801 A 98 V8 101 6L.L1 09SLt- A 91. E6 6L'1 0880Z- A IL. OL 1.8 6LO 0991- A ZOT 001 1.11 000 -Li 0115Z- A E6 Of" 6Z 090- A 58 E8 001 6L1 0880- A 1.9 99 ES -------------% .:zo ; ----------- ;-)') ________________________________________ uoori pn -ru uooaITa r iqur strçor sp'o'i quTod 1cu1Ij > ======================= 00S A ri LE 06E A ri EE 0SEt A ri sz L89t A ri El 056E A ri 6 0L01- ri S 00S A '1 009Z A ri 8E 06E A ri 0091 A "I OL' 0SEtZ- ri 9 095L1 A ri 6E L89l A ri 0S6E A ri 01 0L0l- ri 9 00S A ri E L580 A '1 SE 0801 A ri 12 0L'SE A "1 EZ 0I'SZ- ri St A ri 11 08L'"E A ri 1. -------pe1'uT';-)I')l ------- - ------------- --------------------------------- (zW'X'x) Uw31dSTa .taqlnnN uoT 3azTa SI 3r 'SUu193'1dSia pato;u/sp'eor 3uTo.0 >= Otzt.0 WIO.ffINfl LE I"ot 11 0tl0 NOINfl EE tot ort 0tt0 WOINfl Vol ZOT 611 - - 01210 W'O.INfl COT tot, 81t r I quiw U.XiQd PQ'i strçor t Z)rjEj ' spo'i 1qLu3w > V BuTPTTns auoqsa9uab0 3ELff :-- 66/OE/TT :3a SL06 V3 'tjO3 U21OS O ea 90# 'GAT.xa PTr1tl6TH 066 01'1166 : qoj 3T.I] 'tiiiauiu IMD to uoiSii, () a-YsI 1 .. RISA-2D (R) Version 4..01 GNR Engineering,. Inc. Job : 991140 I 990 Highland Drive, #206 . Page: 21 Solana Beach, CA 92075 . Date: 11/30/99 Pile: FR3C Cornerstone Building ,A . . . I FR-3 . I Member Distribtitec. Joints Load Pattern Loads , BIJC 2 . Pattern >===================== Member I J . Label Multiplier I 29 2 5 . UNIFORM 0.2400 30 5 9 UNIFORM . 0.2400 31 9 61 UNIFORM 0.2400 32 13 69 . UNIFORM 0.2400 I 33 17 75 UNIFORM 0.2400 34 21 82 UNIFORM . 0.2400 35 25 89 UNIFORM . 0.2400 I 36 . 29 97 UNIFORM 0.2400 37 ... 33 37 UNIFORM . 0.2400 38 3 6 UNIFORM 0.2400 39 6 10 UNIFORM 0.2400 .I 40 10 57 UNIFORM 0.2400 41 14 65 UNIFORM 0.2400 I. . 42 43 0 39 18 73 77 UNIFORM UNIFORM 0.7200 0'.7200 44 22 81 UNIFORM 0.7200 .45 26 90 UNIFORM .: 0.7200 I 46 40 93 UNIFORM . 0.7200 .47 30 98 UNIFORM . 0.2400 .; 48 34 38 UNIFORM 0.2400 51 15 49 UNIFORM . 0.0600 5 I 56 41 79 . UNIFORM 0.2400 57 42 94 UNIFORM 0.2400 I 74 75 57 58 . 58 59 UNIFORM UNIFORM 0.2400 0.2400 76 59 .60 . UNIFORM 0.2400 0 77 60 14 UNIFORM 0.2400 78 I . ,61 62 UNIFORM . 0.2400 79 -. 62 63 UNIFORM : . 0.2400 80 63 64 UNIFORM 0.2400 T 81 64 13 UNIFORM 0.2400 I 82 65 66 , UNIFORM 0.2400 . 83 66 67 UNIFORM . S 0.2400. 84 67, 68 UNIFORM .. . 0.2400 I 85 68 18 UNIFORM 0.2400 86 69 70 UNIFORM 0.2400 87 70 71 UNIFORM 0.2400 0 88 71 72 UNIFORM 0.2400 I 89 72 17 UNIFORM 0.2400 90. 73 74 UNIFORM 0.7200 I 91 92 74 750 39 76 UNIFORM UNIFORM - 0.2400 0 0.7200 0 93 .76 41 UNIFORM 0.2400 94 77 78 UNIFORM . . 0.7200 0 I 95 78 22 UNIFORM 0.7200 96 79. 8,0. UNIFORM 0 0.2400 I I RISA-2D (R) Version 4.01 GNR Engineering, Inc. .. Job : 991140 I 990 Highland Drive, #206 Page: 22 Solana Beach, CA' 92075 Date: 11/30/99 File: FR3C Cornerstone Building A I FR-3 < Member Distributed Loads, BIC 2 Joints Load Pattern Pattern >==================== Member I J Label Multiplier I 9 97. 80 21 UNIFORM ' 0.2400 8 81 83 UNIFORM 0.7200 99 82 84 UNIFORM, 0.2400 100 83 85 UNIFORM 0.7200, I 101 84 86 UNIFORM 0.2400 102 85 87 UNIFORM 0.7200 103 86 .88 UNIFORM 0.2400 I 104, 87 26 UNIFORM ' . 0.7200 105 88 25 UNIFORM , 0.2400 106 89 91 'UNIFORM . 0.2400 107 90 92 UNIFORM 0.7200 I 108 91 42 UNIFORM 0.2400 109 ' 92 40 UNIFORM 0.7200 I 110 ' 111 93' 94 95 96 UNIFORM UNIFORM . 0.7200 0.2400 112 95 30 . UNIFORM . 0.7200 113 96 29 UNIFORM 0.2400 I . 114 . 97 99 UNIFORM 0.2400 115 98, 100 UNIFORM 0.2400 116 99 101 ' UNIFORM 0.2400 117 100 102 UNIFORM , 0.2400 I.. 118 r 101 103 UNIFORM 0.2400 119 102 104 UNIFORM 0.2400 I 121 120 .103 104 33 34 UNIFORM UNIFORM 0.2400 , 0.2400 ===============< Joint Loads/Enforced Displacements, 'BLC 3 >================ .. Joint : Is this a Load or Direction I Number a Displacement? (X,Y,Mz) . Magnitude -------------------------------------------------------K,K-ft,in,rad • L 33.800 I 6 L ' X 46.600 5 , L X . 23.000 35 L . . X'. 33.800' I .34 L . X 46.600 33 L X 23.000. Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End - ----------- ------ ---K/ft,F- ---------- K/ft,F -------- ---- ft or ------- ft or t--- UNIFORM Y -1.000 -1.000 0.000 0.000 I I.- RISA-2D (R) Version 4.01 GNR Engineering, Inc. I 990 Highland Drive, #206 Solana Beach, CA 92075 I Cornerstone Building A FR-3 Job : 991140 Page: 23 Date: 11/30/99 File: FP3C = = = = = = = = = = = = = = = = = = = = = = = = < Load Combinations RWPE ro. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1D 1 1 -------------------------------------------------------------------------- 2L 2 1 3E 3 1 4 1.2D+.5L 1 1 2 .5 5-E 3 -1 6 .9D+E/1.4 1 .9 3 .71 y y 7 .9D-E/1.4 1 .9 3 -.71 y y 8 D+L+E/1..4 1 1 2 1 3 .71 y y 9 D+L-E/1.4 1 1 2 1 3 -.71 y y .0 DRIFT 1 1 2 1 3 1 .1 DRIFT- 1 1 2 1 3 -i .2 SPEC]. 1 1 2 .7 3 2.8 .3 SPEC].- 1 1 2 .7 3 -2.8 .4 SPEC2 1 .85 3 28 .5 SPEC2- 1 .85 3 -2.8 )ynamics Input: Number of Modes ............3 Load Combination Number 1 Acceleration of Gravity 32.20 ft/sec2 Convergence Tolerance ......0.001 Converge Work Vectors .......No V .. I RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 2 Solana Beach, CA 92075 Date: 11/30/99 File: FR3C I Cornerstone Building A FR-3 e— I = = = = = = = = = = = = = = = = = = = = = = = = = < Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv I ------- 1D 1 1 2L 2 1 3E . 3 1 I 4 1.2D-i-.5L 1 . 1 2 .5 5 -E 3 -1 6 .9D+E/1.4 1 .9 3 .71 : Y I .9D-E/1.4 1 .9 3 -.71 y 8 D+L+E/1.4 1 1 2 1 3 .71 y 9 D+L-E/1.4. 1 1 2 1 3 -.71 y e,12 0 DRIFT 1 1 2 1 3 1 y 1 DRIFT- 1 1 2 1 3 -1 y SPEC1 1 1 2 .7 3 2.8 13 SPEC- 1 1 2 .7 3 -2.8 14 SPEC2 1 .85 3 2.8 15 SPEC2- 1 ,85 3 -2.8 I I I. I I I I I I 1. . 16 RISA-2D (R.) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 3 Solana Beach, CA 92075 Date: 11/30/99 File: FR3C I Cornerstone Building A FR-3 I =========================< Envelope Story Drift >========================= Story+- - - - X Direction ----+ No. Joint Drift lc Ht —---------- in ------------------------------------------------------ 1 U 9 0.38 10 0.24 L 9 -0.40 11 0.25. 2 U. 10. 0.5510.. 0.34 . I L10 -0.57 11. 0.36 3 U 11 0.41 10 0.25 L U. -0.46 11 0.29 I: ... .. . I • . ...,, ,•.•..• I I I . . . • . . . •••• I RISA-2D (R) Version 4.01 GNR gngineering, Inc. Job : 991140 I 990 Iigh1and Drive, #206 Page: 7 Solana Beach, CA 92075 Date: 11/30/99 File: FR3C Building A FR-3 I Cornerstone jcmi Combinations > = = = = = = = = = = = =------ = = = = = = = = = = I = = = = = = = = = = = = = = = = = = = = = < Load RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac -------------------- SSdv I 1D .1:.]. 2L 2 1 3E 4 .3 1 I ..5 1.2D+.5L 1 1 -E 2 .5 3 -1 . A .9D+E/1.4 1 .9 3 .71 y 7 .9D-.E/1.4 .1 .9 3 -.11 D+)+E/1.4 1 I 2 1 3 .71 y y II8 9 D+L-E/1.4 1 1 2 1 3 -.71 y y 10 DRIFT 1 1 2 1 3 1 DRIFT- '1 1 2 1 3 -1 I ll 12 SPEC]. 1 1 2 .7 3 2.8 13 SPEC-1-.-- .1 1 2 0:7 3 28 14 SPEC2 1 .85 3 2.8 0 I 15 SPEC2- 1 .85 3 -2.8 I I I I 0 .: .1 0 0 0 I I I 0 00 I I I . . RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 4 Solana Beach, CA 92075 . Date: 11/30/99 File: FR3C Cornerstone Building A I FR-3 Unity Envelope Al SC Unity Loc Shear Loc Checks > = = = = = = = = = = = = = = = = = = = ASD Memb Chk lc Chk ic Fa Fb Cb Cm Eqn. ------------------------------------ KSi ------- Ksi--------------------------- 44 0.727 1 9 0.290 1 9 38.57 43.99 1.00 . 0.85 H1-2 I 34 0.606 1 9 0.228 1 9 - 37.59 43.99 1.00 0.85 H2-1 85 0.597 5 8 0.211 5 8 38.57 43.99 1.00 0.85 H1-2 I 89 98 0.589 0.587 5 1 8 9 0.212 0.284 5 1 8 9 38.57 38.57 43.99 43.99 1.00 1.00 0.85 0.85 H1-2 H1-2 112 0.583 5 8 0.300 5 8 38.57 43.99 1.00 0.85 H2-1 46 0.565 1 9 0.286 5 8 32.88 36.59 1.00 0.85 H1-2 I 120 0.559 5 8 0.166 5 8 38.57 43.99 1.00 0.85 H2-1 121 0.529 5 8 0.159 5 '8 38.57 43.99 1.00 0.85 H2-1 104 0.499 5 8 0.135 5 8 38.57 43.99 1.00 0.85 H1-2 99 0.495 1 9 0.226 1. 9 . 37.59 43.99 1.00 0.85 H2-1 I 84 0.495 5 8 0.209 5 8 38.57 43.99 1.00 0.85 H1-2 88 0.487 5 8 0.210 5 8 38.57 43.99 1.00 0.85 H1-2 I 118 100 0.479 0.475 5 1 8 9 0.164 0.276 5 1 8 9 38.57 32.88 43.99 36.59 1.00 1.00 0.85 0.85 H2-1 H1-2 47 0.460 1 9 0.082 1 9 38.57 43.99 1.00 0.85 H1-2 42 0.453 1 9 0.126 1 9 38.57 43.99 1.00 0.85 H2-1 I 119 0.452 5 8 0.157 5 8 38.57 . 43.99 1.00 0.85 H2-1 110 0.448.5 8 0.294 5 8 38.57 43.99 1.00 0.85 H21 102 0.434 5 8 . 0.129 5 8 38.57 43.99 1.00 0.85 H1-2 117 0.431 1 9 0.155 5 8 32.88 36.59 1.00 0.85 H1-2 I 83. 0.424 5 8 0.207 5 8 32.88 36.59 1.00 0.85 H1-2 115 0.420 1 9 0.080 1 9 38.57 43.99 1.00 0.85 H1-2 116 0.417 5 8 0.161 5 8 32.88 36.59 1.00 0.85 H1-3 I 87 0.415 5 8 0.208 5 8 32.88 36:59. 1.00 0.85 H1-2 57 0.411 1 9 0.076 1 9 32.88 36.59 1.00 0.85 H1-2 91 0.405 5 8 0.112 1 9 , 32.88 36.59 1.00 0.85 H1-2 101 0.401 1 9 0.223 1 9 26.97 36.59 1.00 0.85 H1-3 I 41 0.394 1 9 0.077 1 9 38.57 43.99 1.00 0.85 H2-1 90 0.393 1 9 0.120 1 9 38.57 43.99 1.00 - 0.85 H2-1 36 0.391 1 9 0.080 1 9 38.57 43.99 1.00 0.85 H1-2 I 32 0.390 1 9 0.078 1 9 38.57 43.99 . 1.00 0.85 H2-1 105 0.377 5 8 0.069 5 8 , 37.59 43.99 1.00 0.85 H2-1 30 0.377 1 9 0.061 1 9 26.97 36.59 '1.00 0.85 H1-3 I 33 9.373 1 9 0.085 1 9 37.59 43.99 1.00 0.85 H2-1 93 0.371 5 8 0.212 5 8 26.97 36.59 1.00 0.85 H1-2 39 0.369 1 9 0.059 1 9 26.97 39.99 1.00 0.85 H2-1 82 0.357 1 9 0.075 1 9 38.57 43.99 1.00 0.85 H2-1 I 113 0.356 5 8 0.079 5 8 38.57 43.99 1.00 0.85 H2-1 114 0.353 1 9 0.078 1 9 38.57 43.99 1.00 0.85 H1-2 I 86 .103 0.353 0.344 19 5 8 0.076 0.067 1 5 9 8, 38.57 37.59 43.99 43.99 1.00 1.00 0.85 0.85 H2-1 H2-1 - 92 0.332 1 9 0.083 1 9 37.59 43.99 1.00 0.85 H2-1 111 0.320 5 8 0.077--5 8 38.57 43.99 1.00 0.85 H2-1 69 0.316 5 8 0.093 5 8 . 34.46 38.37 1.00 , 0.85 H1-2 I 54 0.315 1 9 0.098 5 8 3.4.46 38.37 1.00 0.85, H1-2 H I RISA-21D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 5 Solaria Beach, CA 92075 . Date: 11/30/99 File: FR3C I Cornerstone Building A FR-3 = = = = = = = = = = = ==========< Envelope Al SC Unity Checks Unity Loc Shear. Loc '. ASD Memb Chk ic Chk lc Fa Fb Cb ,Cm Eqn. ------------------------------Ksi-------Ksi--------------------------- 40 0.310 1 9 0.056 1 9 38.57 43.99 1.00 0.85 H2-1 81 0.302.5 8 0.058 5 8 38.57 43.99 1.00 0.85 H1-2 77 0.301 5 8 0.055 5 8 38.57 43.99' 1.00 0.85 H1-2 31 0.300 1 9 0.057 1 9 . 38.57 43.99 1.00 0.85 H2-1 16 0.289 5 9 0.117 1 9 36.84 43.99 1.00 0.36 H1-2 79 0.283 5 8 0.053 5 8 32.88 ' 36.59 1.00 0.85 H1-2 74 0.2.83 1 9 0.054 1 9 38.57 43.99 1.00 0.85 H2-1 75 0.281 5 8 0.052 1 9 32.88 36,59 1.00 0.85 H1-2 52 0.277 1 9 0.064 1 9 29.98 38.37 1.00 0.85 H1-2 76 0.274 5 8 0.054 5 8 38.57 43.99 1.00 0.85 H1-2 80 0.274 5 8 0.056 5 8 38.57 43.99 1.00 0.85 H1-2 78 0.273 1 9 0.056 .1 9 38.57 43.99 1.00 0.85 H2-1 68 0.240 5 8 0.092 5 8 39.05 43.99 , 1.00 0.85 H1-2 73 0.239 5 8 0.048 5 8 34.46 39.99 1.00 0.85 H2-1 .6 0.236 1 9 0.069 1 9 .36.84 43.99 1.00 0.46 H1-2 24 0.235-1 8 0.078 1 8 36.84 43.99 1.00 0.42 111-2 12 0.231 1 8 0.085 1 8 36.84 43.99 1.00 035 H1-2 15 0.228 1 9 0.067 1 9 36.84 43.99 1.00 0.45 H1-2 55 0.224 1 9 0.033 1 9 39.05 43.99 1.00 0.85 H1-2 67 0.223 5 8 0.092 5 8 34.46 38.37 1.00 0.85 H1-2 9 0.2211 9 0.072 1 9 36.84 43.99 1.00 0.44 111-2 61 0.220 1 9 0.058 1 8 34.44 43.99 1.00 0.51 H1-2 21 0.219 1 9 0.078 1. 9 36.84 43.99 1.00 0.41 H1-2 49 0.219 1 9 0.029 1 9 29.98 39.99 1.00 0.85 H2-1 71 0.217 1 9 0.047 5 8 34.46 38.37 1.00 0.85 H1-2 18 0.215 1 8 0.054 1 8 36.84 43.99 1.00 0.51 H1-.2 19 0.215 5 8 0.079 1 8 36.84 43.99 1.00 0.38 H1-2 3 0.213 1 9 0.063 1 9 . 35.86 43.99 1.00 0.50 111-2 70 0.211 1 9 0.032 1 9 39.05 43.99 1.00 0.85 H1-2 60 0.210 1 8 0.060 1 .9 34.44 43.99 1.00 0.51 111-2 72 0.201 5 8 0.047 5 8 39.05 43.99 1.00 0.85 H2-1 13 0.195 1 8 0.095 1 8 36.84 43.99 1.00 0.20 H1-2 51 0.195 1 9 0.037 1 9 39.05 43.99 1.00 0.85 H2-1 65 0.190 5 6 0.025 5 6 . 34.46 38.37 1.00 0.85 H1-2 53 0.182 3 9 0.038 5 8 31.62 39.35 1.00 1.00 111-3 66 0.179 1 9 0.036 1 9 39.05 43.99 1.00 • 0.85 112-1 50 0.173 1 9 0.027 1 9 39.05 43.99 1.00 0.85 H2-1 22 0.166 1 9 0.069 1 9 36.84 43.99 1.00 0.29 H1-2 63 0.165 5 6 0.026 1 9 34.46 38.37 1.00 0.85 H1-2 62 0.162 1 9 0.027 1 9 39.05 43.99 1.00 0.85 112-1 64 0'.159 5 6 0.025 5 6 39.05 43.99 1.00 0.85 H1-2 25 0.156 5 8 0.069 1 8 36.84 43.99 1.00 0.26 H1-2 109 0.140 2 9 0.047 5 8 . 25.67 35.39 1.00 1.00 H1-3 10 0.137 5 9 0.064-1 9 36.84 43.99 1.00 . 0.21 H1-2, 7 0.137 5 8 0.057 1 8 36.84 43.99 1.00 0,24 H1-2 59 0.135 5 9 0.055 1 9 34.44 43.99 1.00 0.26 H1-2 F1 I I I I I 1 I I I I I I I I I M9 RISA-2D (R). Version 4.01 I GNR Engineering, 990 Highland Drive, Inc. #206 Job : 991140 Page: 6 • Solana Beach, CA 92075 Date: 11/30/99 File: •FR3C Cornerstone Building A I FR-3 = = = = = = = = = = = = = = = = = = = < Envelope Al Sc Unity Checks.>======================= I Unity Loc Shear Loc ASD Mernb Chk lc Chic lc Fa Fb Cb Cm Eqn. ------------------------------------- Ksi ------- Ksi--------------------------- I 58 0.133,5 8, 0.048 1 8 34.44 43.99 1.00 0.28 H1-2 4 0.1055 9 0.0451 9 36.84 43.99 1.00 0.26 H1-2 14 0.0985 8 0.0501 8 36.79 43.99 1.00 0.23 H1-2 43 0.094 4 9 0.047 1 8 32.21 39.99 1.00 1.00 H2-1 I 23 0.085 5 6 0.042 1 8 36.79 43.99 1.00 0.30 H1-2 11 0.0815 9 0.039 1 9 36.79 43.99 1.00 0.26 H1-2 I 27 8 0.075 0.074 5 5 9 9 0.000 0.032 1 1 9 9 26.06 36.79 36.79 43.99 1.00 1.00 0.60 0.32 H1-1 H1-2 20 0.073 5 9 0.033 1 9 36.79 43.99 1.00 0.23 H1-2 1 0.073 5 9 0.000 1 9 26.06 36.79 1.00 0.60 H1-1 I 45 0.065 5 9 0.046 1 8 37.39 43.99 1.00 1.00 H1-3 37 . 0.063 3 9 0.021 1 8 32.88 36.59 1.00 1.00 H1-3 29 0.063 3 8 0.021 1 8 26.97 36.59 1.00 1.00 H].-3 38 0.063 3 9 0.021 1 8 26.97 36.59 1.00 1.00 H1-3 I 48 0.063 3 8 0.021 1 8 32.88 36.59 1.00 1.00 H1-3 107 0.060 5 9 0.022 1 8 35.46 43.99 1.00 0.85 H1-2 I 17 26 0.058 0.054 5 1 8 8 0.022 0.027 1 1 9 8 36.79 36.79 43.99 43.9 1.00 1.00 0.34 0.23 H1-2 H1-2 95 0.048 1 9 0.046 5 8 38.45 43.99 1.00 1.00 H2-1 94 0.045 1 9 0.025 5 8 38.57 43.99 1.00 0.85 H2-1 I 5 0.0445 9 0.0181 9 36.79 43.99 1.00 0.38 H1-2 28 0.041 1 9 0.000 1 9 28.78 36.79 1.00 0.60 H1-2 2 0.038 1 9 0.0001 9 28.78 36.79 1.00 0.60 H1-1 108 0.033 2 9 0.233 5 8 26.97 36.59 1.00 1.00 H1-3 I 56 0.030 '4 8 0.010.1 8 32.88 36.59 1.00 1.00 H1-3 96 0.023 1 8 0.007 5 8 37.39 43.99 1.00 0.85 H1-2 106 0.022 5 9 0.0071 8 35.46 43.99 1.00 0.85 H1-2 I 97 0.017 1 8 0.010 5 8 38.57 43.99 '1.00 1.00 H1-3 35 0.0175 9, 0.0101 8 37.59 .43.99 1.00 1.00 H1-3 I I , I , I I I . I RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 1 Solana Beach, CA 92075 Date: 11/30/99 File: FR3C Cornerstone Building A I FR-3 = = = = = = = = = = = = = = = = = = = = = = = = = = < I RWPE Load Combinations No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1D l i --------------------- -2 L 2 1 3E 4 3 1 1.2D+.5L 1 1 2 .5 I 5 -E 3 -1 6 .9D+E/1.4 1 .9 3 .71 7 7 .9D-E/1.4 1 .9 3 -.71 7 I S D+L+E/1.4 1 1 2 1 3 .71 y 9 D+L-E/1.4 1 1 2 1 3 -.71 y 10 DRIFT 1 1 2 1 3 1 DRIFT- 1 1 2 1 3 -1 I ii 1.2 EC1 ZE 1 1 2 7 3 2.8 y / 13 d- 1 1 2 .7 3 -2.8 7 I 14 \ 15 SPEC2 SPEC2- 1 1 .85 .85 3 3 2.8 -2.8 y y • u jN I I I I I. 'I I I I I H I I. I I -111 ... :-14 ..... ; I / I 4 H 4 I Solution: Envelope Member Unity Checks I 4' I I;.. I H. I .1 • I I 4 • 4 I I I I I fl .1 MATCH LIPS SEE ELEV. DOGBONE MOMENT CONNECTION DESIGN PRO3ECT NAME: Cornerstone Mg ,W1 . . Frame: 3 PRO3EC NO.: #991140 Conn:. XB , Roof S0ksl .. 0i 11 .30ft B 731i V .1.1k V L CIP web 0k k 1 y Pab= -., Ic 1 f weld 03 pi 1 Vf 4Ok. 5k fweld 0.3b 52d I INS W14Xl59 1.4 i, 159 414.98 0.745 :15.565 ..1.1 1.875 46.7 .. . L,. 254 -' 2 DESIGN REOU1RMENTS -: DUN EMENTS j Chk <0.95 .<5O <so > <1 <i <I 1 i <1 Elrar r- ['me,slms - te Doubler ________ UM %ft 01 , n 34 $5 ' 0 114 4 4" k4 '2.25ci1 -1j $3 0 26.7 3 0.2 W4Xl344 18.3 - . 1 ... 4 2 20 .4 0 .9428.6 4?' .43 11 -p.25 : 4 WSX16 1940 4$$1 2. i42$0 44 iiO4ç4: 4is TK 17.0 0 28.0 4 0.2 4 0 0. 3 4. 4 2.25 2.7 2.00 0.375 4/16 0 W6X12 OK j~ffi437.6 4%O:66 40.443o: 419,7i 4027 t,010 4O15 O.60 ,0375 s40.29 $122 .4.00 44 :-3.50 42a 3.00 0375 4/16 o/$$9t4 28.1 0.72.32.2 32.2 25.63 0.30 0.08010 0.40 0.375 0.24 .7.04.00 62.25 5.5 2.00 0.375 4/16 0 W81S OK /416 $12Q68 4307 4307 r$1811 $'030 O10 4.014 060 1)0375 031 q.101 400 f'6 300 .1445 3001 0.375 £4/16 1014<, Lc OK 55.0 0.67 31:1 .31.1 13.83 0.29 0.12 0.19 0.60 0.375 0.39 13.0 4.00 6 3.75 3.9 3.00 0.375 4/16 0 8 OK 477Q ç40:64 4$314 4314 4990 4029 $10:12 &110-26 40.60 4Q5 44053 163 4.0O 446 450 43:4 400 4405 '44/16 40l1te:..1J4r 0K' 93.4 0.63 33.1 33.1 .8.19 0290.13 0.32 0.60 0.500.0.63 16.6 4.00.64.50 3.44.000.5.4/160 4c1 OK 1392 4.1074 <'349 349 P1:1869 i4033 . 009 4012 040 0375 1$91031 $46.8 1?400 1948 2.25 $9.5 2.001 0375 91i4/16 OK 63.6 0.69 32.2 32.2 12.09 - 0.33 0.12 0.19 0.60 - 0.375 0.45 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 W10X26 ox 4$ !91y 9190:72 4435.7 435.7 449.92 44033 310,12 40.23 -0.60 440.37.5 4$/$054 441-1-.0 .400 $48 ,3:50 47..5 3.001- .403,5 ,44/16 401.9491 - 0K. 108.60.66. 33.4 33.4 .7.20 0.32 0.14 0.32 0.600.500 0.72 16.1 4.00 84.50 5.4 4.00 0.5 4/16 W10X45 OK , 167 1 9$10 66 t35 2 $35.2 .,f'94 66 0 32 190 15 ,0 49 4050 $0 750 941 08 ,420 7 5 00 98 5 75 4 47 500.1 4075 916/16 10114t. W1 NG91 187.8 0.65 36.3 36.3 4.12 0.32 0.15 0.55 0.43 0.875 1.22 20.8 '5.00 8 5.75 4.7 5.00 0.875 7/16 0 W10X77 NG 's405'4 994070 44349 41.349 44750 41/036 $10.13 4026 40:60 440-375 %#036 4412:3 400 -9.49 375 79 10.375 144/16 94091994 W12)05-74 0K: - 136.5 0.70 35.6 35.6 5.86 0.35 0.15 0.35 0.60 0.500 0.45 15.5 4.00. 94.75 7.0 4.00 '0.5 4116 0 .W12X45 OK 49.1511 94/10$70 -36:8 9436:8 94/528 4910135 140115 £0.38 312060 9149310.500 914-0.49 1941517 /4'00 '91149 4:75 6.9 4100.1 3405 494'16 $09494 W12XSQ OK1, 83.1 0.72 36.9 36.9 - 9.35 0.38 0.11. 0.20 0.60 0.375 0.30. 8.6 4.00 102.75 -11.6 3.00 0.375 4/16 0 . W14X26 OK $ '4l3l4 4 073 #4373 41373 is,6 30 4 0.38 0 14 I 030 079 i, 0375 94044 Is '12 4 400 9l0 400 "9 7 4 001 0375 19114/16 0.,99/9 W14X38,. OK, 167.1 0.71 37.1 37.1 4.87 0.38 - 0.16 0.38 0.60 - 0.500 0.54 15.3 4.00 - 10 4.75 8.4 4.00 0.5 -4/16 0- W14X48 . ox' $1834 ,'310 71 438 0 3138 0 442 0.38 '0 16 .0 42 4060 940500 1.j9 060 3<',154 400 <l0 475 s'8 4 400 ,10 5 ' OK - 234.1 0.68 36.8 36.8 3.46 0.38 0:18 0.53 0.60 0.625 - 0.75 19.7 5.00 - 10 5.75 6.9 5.00 0.525 5/16 0 " W14X68 OK 4./ 254 1 :.< 068 Isl376 "#37 6 j93 18 038 018 0.58 .-10 50 < 0750 #082 19<198 500 4 10 575 969 500 075 9#5j6 04$-Ils W14X74#< 0Kml 277.6 0.68 - 38.5 -38.5 .. 2.90 0.38 0.17 0.63 0.43 0.875 0.90 19.8 500 10 575 6.8 5.00 0.875 7/16 0 W14X82 ox i49$1-17.8 $%.40176 494-2 940'2 4145.75 9140.41 $$$013 49-025 4060 440375 940,25 944914 I"400 1911-12 '3 25 4164 300 'O 375 94/15 404199 W16)O1 OK9 153.6 0.72 37.5 . 37.5 5.28 0.41 0.14 - 0.31 0.79 .0.375 0.32 12.6 4.00 12 4.00 - 12.8 4.00 0.375 4/16 0 W16X40 OK '91716 4' 072 <e3"0 9390 11<471 "s041 014 <035 9.060 9390500 036 94125 400 -412 400 t1216 400 74Is05 %j6 940/1Js<__W14X53 £O491* W16X45s. OK 312.0 0.70 38.8 - 38.8 2.66 0.41 0.18 0.62 0.50 0.750 0.63 19.8.5.00 126.00"9.55.00 0.75 .6/15 0 • W16X77 OK I,4'357 6 s 070 31494(13 40 3 44'$229 44041 4018 $071 9,0 43 l$,0 875 1k190 72 4199 $4500 (4'1? 600 4,993 5 0Os 0875 117i6 9094,9< W16X89I- OK -145.3 0.78 42.2 42.2 5.49 0.44 0.13 0.28 0.60 0.375 0.32 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 - 0 W18X35 ox $m1687 l9.4.O76 ,lI427 31427 . 4478 044 j0 14 032 .$,060 40375 1*036 102 4'30 19114 350 20 1 300 0375 94/16 O9ss< W18X40$91 OK 220.0 .0.76 .41.7 41.7 3.73 0.44 0.16 0.41 0.60 0500 0.46 13.2 4.00 144.50 17.14.00 0.5 4/16 0 W18X50 OK 9.441-073 44.414 441:4 443:1 4940:44 40195 40-43 149060 940:40 440149 $44134 /;4.00 9414 9-25 4158 4001 4405 4/4/16 -$$09.119# W18X554' OK9 390.4 0.72 - 40.3 40.3 2.13 0.44 0.20 0.71 0.60 0.750 0.79 .21.0 6.00 -14 6.50 11.8 6.00 0.75 7/16 0 W18X86 OK 43'443910 $99072 94413 91143 94/441911 14044 '40:20 40:79 - 0:51 9.91,901875 44089 4'9212 '....oe 4414 11150 '411'.i 6001 490,875 48/16 -90944- W18X7914 - 487.4 0.73 43.3 43.3 1.70 0.44 0.20 0.88 0.45 1.000 -0.99 21.3 6.00 14 6.75 12.2 6.00 1 9/16 0 .W18X105 OK r< 200 '11 077 M'145 6 <4156 .../3C9 .s043 101' 031 #050 #103'5 1*0. 2 410 400 53$ 350 122 1 "00 03'5 jl6 0941911 W21X44 OK 228.3 0.76 46.2 46.2 3.53 0.48 0.14 0.38 0.60 0.375 0.36 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 oK-i- OK $s,491308.-? 4,49.0.75 94,43.5 991435 --99;2:72 '940918 149Q.97 40:50 '4060 9440:500 9140:46 $94142 4400 44916 4175 %19.2 4:00 44015 444/16 9109494 W21X624.* OK# .337.9 -- 0.741 11 44,4 44.4 2.47 0.48 0.17 0.55 .0.60 0.5001, 0.511 14.41 4.00 16 4.75 19.1 4.00 0.5 4/16 0 . W21X68 JOK 19.$585. 314110.731 94427 442:7. '4911941 79490141 90:2? ,910.9' 3Q4 -4-94-1000 '9940.869191-232 96.00 -144916 -725 '1913116.00- .:443 1s19f16 9109.9449 W21X111sj1' ox DOGBONE MOMENT CONNECTION DESIGN PRO]ECTNANE: CorneretoneBld'g'A' i. Frame:'.. ,... .3 I-RO)ECT NO.: #991140ç . .. .. Conn: ,.-.j.r XC tROOf - Fyc&b ht= .0 h L= .. 30 ft 8= 1.2 Codkler 't= 73 t IV : - '1k - V .A0k Pat= ,.0 k ric -1 - CJP web YJ 'Pab=.12k. rd) .-2 f weld top 0.31 I - Vt= 0 k -501W rwd bat 0.31 h.. W14Xl59. 14-s.. 1591 0.745 15.565 1.1 1.875 46.7 ...< 1900 -. 254 4t•2E DESIGN REQUIREMENTS 0UNGREQUIREMENTS Chk <0.95 <50 <50 >1 <1 <1 <1 <1 <1 <1 Ba 10 Drrnli-,s CtnUy e . Doubler Ld ftb .c IC6i ,109 'R b 9 *4Ptat 119 <06 28(' t28 02 '0 '01 ,$040 0 '60 1 4 1'31 00 03 5 Or W4X13 -18.3 064 26.7 26.7 1 - 0.2 0. 0.17 '0. 0. 0. 4. 4 . 2. .00 0 6 0 W5X16 OK 1'217 P,1O63 ' 286 c28 4 025 O 02 <0 y77O \,,0 / 4 6 i&\2 00 0 /4/16 W5X19 .q. 17.0 0.70 .27.9 27. 94 0.27 0.08 0.15 0.40 0.375 0.16 7.3 4.00 4 2.25 27 2.00 0.3754/16 0 W6X12 JOK 066 3O.4 30; S/-0. 10.3 0. 03 - /1r770;2 1j71 //4. 350 i.&2.2 007 0 /36 .28.1 0.72 32.2 32.2 12.Ll 0.30 0.08 0.21 0.40.0.375 0.2 4.00 6 2.25 5 .00 0.3754/16 0 W8X15 OK 416 0 rj 307 30 03 /0 03 0 03 03 4 4 00 0 p4/16 W83Q1i r4 55.0 _ 0.67 31.1 31.1 6.91 • 0.29 0. 2.40 0.60 0.375 0.39 1 13.0 4.3.75 3 .00 0.3754/16 0 W8X28 77 0 0 31 4 31 94 '029 .0 . 05 1, 0 0 . 05 ,4 \ 4.5O prig%14 4.00 (4 "< ,8140OKA .93.4 .0.63 33.1 33.1 4.0 9 0.29 0. 0.60.60. 0.62 16.6 4.00 6 4.50 344.00 0.5. 4/16. 0 W8X48 OK 39.2•3i0 44349 i. /if9.34 i',0.3 0. 0.2 o:o 4s,03 i4' 2; .49 2.0O :03 .4i4 0i334, 0.X1t 63.6 .0.69 32.2 .32.2 6.03 0.33 0.11 0.39 0.60 0.375 0.45 10.9 4.00 - 8 3.25 7.0 3.00 1 0.375 4/15 0 W10X26 OK 779 40 72 i35 7 <,35 7 /495 033 4012 048 050 ./iO 375 53 4 110 400 s'.' 8 i3 50 7 5 3!00,,,0375 /4/16 W1OX30.., 0Kb. 108.6 0.66 33.4. 33.4 3.59 .0.32 0.14 0.68 0.60 0.500 0.71 116.1 4.00 84.50. 5.4 4.00 0.5 4/16 0 W1OX45 OK p167 1 0 66 33.r35.2 i,3' 352 ,,,,<2 33 i0 32 /0 A. p104 fr0 50 4t0 750 ,108 '(20 7 .5 00 7 8 575 /i,4 7 5 00 0 75 ,/6/16 ,''4/16 W10X68 NG1 187.8 - 0.65p'. 36.3 . 36.3 2.05 0.32 0.15 1-.18 0.43 0.875 1.22 . 20.8 5.00 8 5.75 4.7 500 0.875 7/16 4/16 W10777 NO 7çb.1054 £jti'.0.69 44/334.8 034,8 /1443;7.4 - 1j0236 J043 430.57 /4060 s/O.375 774/0:35 .644.123 44.00 4449 /3175 44/7:9 3:0o 1.0.375 /4/4 1.6 /4044/44 W12O544, 0K.; 136.5 0.70 35.6 35.6 2.92 0.35 0.15 0.75 0.601 0.500 0.44 15.51 4.00 9. 4.751 7.04.00-0.54/160. W12X45 OK 4444151/4-io440-70 %44367 477-367 44/4263 77%035 440M5 44083 '4030 44i0500 344O49 /444157 400 7744/9 4475 4446.9 400 /4440:5444/16 770777414 W12X50344 OK" 83.1 0.72 36.9 36.9 4.67 - 0.38 0.11 1 0,43 0.60 0.375 0.29 8.6 4.00 10 2.751' 11.6 3.00 0.375 4/16 0 W14X26 ox 1771314 44770:73 444-37-2 '11-'37:2 4144304 77/i/O 38 440F14 4/065 -40:79 440:375 44044 444-124 M.00 '4410 .4400 '449:7. 4'OO/ 40'375 44q15 444/4444'- W14)0844 OK-' 167.1 0.71 37.1 37.1 2.43 0.38 0.16 0.83 0.60 0.500 0.54 15.3 4.00 10 4.75 8.4 4.00 - 0.5 4/16 0 - W14X48 - ox 834 4sf071 '.44380 4/'380 4220 347-038 4016 .091 ,.060 -'0500 è,.059 '444154 4004410 475 4/584 400, ,440.5 ,44/16 s'o" W14X53/pc 0K 234.1 0.68 36.8 36.8 1.73 0.38 0.18 1.15 0.60 0.625 0.75 . 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16_W14X68 OK ,.7-254 1 *44068 /'/,376 4437 6 '-441 59 38 -o 18 45.1 26 050 4',07O 1.,,.0 82 19 8 15 00 4*10 5 75 4469 5.00j '4/1.75 .46/16 W14X74 0K - 2776 0.68 38.5 -38.5 1.45 0.38 0.17 1.38 0.43 0.875 0.90 198 5.00 10 5.75 6.8 5.00 0.875 716 .8/16_W14X82 OK 4411-7-8 44/440'76 /4440-2 /1402 17337, '440.4x 44077-3 4054 440.6 440:375 44/3025 /494 '44:00 /4412 44.25 '4416'4 30O '40-375 444 16 4/1-4477:_W16)314/44 OK-' 153.6 0.72 37.5 37.5 2.63 '.0.41 0.14 .0.69 0.79 0.375 0.32 12.6 4.00 1214.00 12.8 4.00 0.375 4/16 0 W16X40 OK .444171.6 440472 /4439.0 44439.0 '4/4235 7/iO41 760/14 140:78 44060 /4401500 44440:36 t7712/6 :4400 -4412 /4:00 *771.2.6 4200i $440.5 444/16 /404444 W16X4544/. 0K 312.0 0.70 .38.8 38.8 1.32 0.41 0.18 1.37 0.50 0.750 .0.62 -.19.8 5.00 1216.00 9.5 5.00 :0.75 6/16 16 W16X77 OK ..z/33575 MO 70 4403 4i4C3 441 14 ,.011 ,01e lj 57 ,043 4408"5 .,#O 72 4419 9 "500 12 600 4,9 3 5=i, AO .'875 747'16 6 W16X89 OK 145.3 0.78- 42.2 .42.2 2.74 0.44 0.13 0.62 0.60. 0.375 0.31 9.8 4.00 143.50 20.2 3.00 0.375 4/16 0 W18X35 ox- 68.7 '4440-76 7771427 45/42:7 '44738 '1440.44 /0:14 .4071 4/0.60 440.375 445036 3/44102 /4/40 4419 '3:50 /4201 300' 770375 444(16 4044544 W18X407ç44 OKI 220.0 - 0.76 41.7 41.7 1.85 0.44 0:16 - 0.91 060 0.500 . 0.46 13.2 4.00 .- 14 4.50 17.1 4.00 0.5 4/16 0 . W18 X50 OK 44454-23213 40.73 /4.1441:4 .5444r.4 /4*441:75 5444044/410:11 440.97 5050 30500 4/4770.48 /44134 6400 4574 2S /77158 40O 025 '44416 /40447-44 'V18X55//44 OK - 390.4 0.72 "40.3 40.3 - 1.06 0.44 0.20 1.59 0.60 - 0.750 - 0.79 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 10/16W18X86' OK ./$74390 44072 44'41 3 741.3 //4'C' 95 41 044 10.2C 175' '-051 ''4,0 875 ,-'70 89 5.21 2 600 14 650 11 7 600 '-0 P75 rP516 W18X97 NO 487.4 0.73 .43.3 43.3-.- 0.85 0.44 0.20 1.97 0.45 -1.000 0.99 '21.3 6.00 146.75 12.2 E.00 1 9/16 1 - W1SX106 NO 4444-20019 44440.77 :445/456 4445.6 44441199 v4430.45 40/13 5/0:78 44060 4440.375 44//0,32 :44771011 44400 44-316 43:50 4422:1 3.00.' .50.375 444/16 4077-4/4. W2.1X4414*. OK: 228.3 '0.76 . 46.2 - 46.2 1.76 0.48 - 0.14 0.87 0.60 0.375 0.36 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK 4's<3082 44075/44435 136 7048 /117 '060 /40500 4046 ;142 6400 16 47544192400 ,.'05 44/15 6 W21X62 337.9 0.74 44.4 44.41 1.23 -0.48 .0.171 1.24 0.60 0.500 0.51 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 4/16 W21X68 OK Y '5855 44'073 44427 i427 /6472//3*048 022 r2fl 045 410O0 ',086 232 /6004416 725 /3i38 600 <1 9/16 r, W21X11k: NO I DOGBONE MOMENT CONNECTION DESIGN = PRO)ECT NAME: Cornerstone Bld'g A Frame: 3 PRO)ECT NO. #991140 Conn: L. XD Roof 50 k ht 0 r 30 Li fo5c h ft B. 73 ii V 2.1 k V 0 k r 1 CPwb k o N - Ul 8 k rb 2 -f weld 0.31 Ok ypIate i 5 k fwd 0.31 14. 0.745 15.565 1. 1.875 46. 1900 254 28 DESIGN REQUIREMENTS - - - - - - - r)ETA1LiNGRF(UIP MENTS Chk <50 <50 >1 <1 <1 <1 <1 <1 <1 Bracing Da,eDIme, 1th1Jj plate Doubler 'V' Wi/V' /t Hllet PIata BamSe6 j 40.67 pfi ft98 1 VIM f 1 1 j*.6 5 11.•.28.7 28.7 2706 0.24 01 0.13 040 0.375 0.19 .0.0 400 3 2.25 1.7 0.3 4/ 0 - W4X13 OK 18. 0.6 27. 27.2 18.82 0.25 0.13 0.18 0.60 0.375 0.22 10-2 4.00 4 2.75 2.3 3 0-3 4/16 0 W5X16 OK 21.7 0.64 29.0 29.0 15 0.25 0.121 0.21 0.60 0.375 0 10.2 4.00 4 2-75 2.3 3.00 0.3 4/16 0 W5X19 OK 17.0 0.71 28.4 28.4 20 0.27 0.11 0.15 0.40 0.3751 0 7.3 4.00 4 2.25 2.7 200 0. 4/16 0 - W6X12 OK .37.0.67 30.6 30.6 9 0.27 0. 0.60 0.3751 0 12.4.004 0.3 4 MR= FK- 28.1 0.73 32.6 32.6 12.51 0.30 0.10 0.21 0.4 0*375 0 7.0 4.00 6 2.25 5.5 2.00 0. 4 W8X15 OK 41..-0.6.31.31.0 8 0.30 0.12 0 0.60 0,375 07 10.1 4.00 61 3.00 4.5.3.00 0.3 4 -I WW OK 55.0 0.67 31.3 31.3 6 0.29 0.13 0.40 0.60 0.375 044 13.0 4.00 3.7 3. 0. 4 - W8)c28 K 77.0 0. 31. 31.6 4 0. 0. 0 0.60 0. 0 16. 4.00 4.5 3.4 0 4 . W8X40 K 93.4 0. 33. 33. 2, 0.29.0.14 0.67 0.6 0. - 16. 4,00 - 4. 3.4 4 0 4 w8X48 K 39.2 - 0. 35. 7 0 0. 0 0.4 0.3 6. 4.00 . 2.25 9.5 0.3 4 . - WIOX17 -. K 63.6 0.69 - 32. - 7 0 0. 0 0.60 0.3 0.50 10. 4.00 - 3. 7. 03 4 W106 K .77.9 . 0. 35. 4 0 0. 0.4 0. 0. 0.59 11. 4. 3. 7.5 0.3 4 . 0 W1OX3O 108.6 0. 33. 0. 0.6 0. 0. 0.77 1 4. 5.4 4 4/16 0 W10X45 JOK 167.1 - 0.66 - 35.3 - 0.16 1,05 0. 0. 1.14 20.7 5. 4. 0. 6/16 . 4/16 W10X68 NG 187.8 0.65 - 4 36. - 0.3 0. 1.1 0.4 - 1.282 5.2a - 5. 4.7 0.8 716 • 4/16W10X77 NG 105.4 0.70 35. 0.3 0. 0.5 0. 0.38 1 4. 7.913.00 0.3 4/16 0 2)5-.OK 136.5 0.70 35.8 35.8 2.91 0.35 0.161 0.7 0. 0.47 1 4. 7.014.00 0 4/16 0 45 CK 151.1 0.70 36.9 36.9. 2.62 0.35 0.16 0.83 0.60. 0.500 0.52 15.7 4.00 94.75 6.94.00 0.5 4/16 0 W12X50- OK 83.1 0.72 37.1 37.1 4.63 0.38 0.12 0.43 0.60 0.375 0.32 8.6 4,00 10 2.75 11.6 3.00 0,375 4/16 0 W14X26 OK 131.4 0.73 - 37.4 37.4 3.03 0.38 0.15 0.65 0.79 0.375 0.47 12.4 4.00 10 4.00 9.7 4.00 0.375 4/16 0 W14X38- OK 167.1 0.71 37,2 37.2 2.42 0.38 0.17 0.83 0.60 0.500 0.57 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK 183.4 - 0.71 38.1 38.1 2.20 0.38 0.17 0.91 0.60 0.500 0.62 15.4 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X53 OK 234.1 0.69 36.8 36.8 1.72 0.38 0.18 1.16 0.60 0.625 0,78 19.7 5.00 10 5.75 6.9 5,00 0.625 5/16 4/16 W14X68 OK 254.1 0.68 -37.6 37.6 1.58 0.38 0.18 1.26 0.50 0.750 0.85 19.8 5.00 10 5,75 _6.9 5.00 0.75 _j16 _j6 W144_ OK 277.6 0.68 38.6 38.6 1.44 0.38 0.17 1.38 0.43 0.875 0.93 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 OK 117.8 0.76 40.4 40.4 3.35 0.41 0.14 0.54 0.60 - 0.375 0.27 9.4 4.00 _12 3.25 16.4 3.00- 0.375 16 0 W16)O1 OK 153.6 0.72 37.6 37.6 2.62 0.41 0.15 0.70 0.79 0.375 0,34 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 171.6 0.72 .. 39.1 39.1 2.34 0.41 0.15 0.78 0.60 0.500 0.38 12.6 4.00 12 4.00 12.6 4.00 0-5 4/16 0 W16X45 OK 312.0 0,70 38.9 38.9 1.32 0.41 0.19 1.37 0.50 0.750 0.64 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 6/16 W16X77 OK 357.6 0.70 . 40.4 40.4 1.14 0.41 0.18 1.58 0.43 0.875 - 0.74 19.9 5.00 12 6.00 9.3 5.00 0.875 7/16 10/16 W16X89 OK 145.3 0.78 42.4 42.4 2,73 0.44 0.14 0.62 0.60 0.375 0.33 9.8 4.00 14 3:50 20.2 3.00 0,375 4/16 0 W18X35 OK 168.7 -.0.76 .42.8 42.8 2.38 044 0.15 071 0.60 0.375 0.38 10.2 4.00 14 3.50 20.1 3.00 0.375 16 0 W18X40 OK 220.0 0.76 41.8 41.8 1.86 0.44 0.16 0.92 0.60 0.500 0.47 13.2 4,00 14 4.50 17.1 4,00 0.5 4/16 0 W18X50 OK 232.0 0.73 41.5 41.5 1.75 0.44 0.16 0,97 0.60 0.500 0.50 13.4 4.00 14 4.25 15.8 4.00 0.5 4/16 0 W18X55 OK 390.4 0.72 40.4 40.4 1.06 0.44 0.20 1.591 0.60 0.7501 0.81 21.0 5.00 14 6.50 11.8 6.00 16 W18X86 OK 439.0 .0.72 414 41.4 0.95 0.44 0.20 1.78 0.51 0.875 0.91 21.2 6.00 14 650-11.? 6.00 0.875 W18X97 0.73 43.4 43.4 0.85 0.44 0.20 1.97 0.45 1.000 NO 487.4 1.01 21.3 6.00 14 6.75 12.2 6.00 1W18X106 NO 200.9 - 0.77 . 45.7 45.7 1.98 0.48 0.14 0.78 0.60 0.375 0.33 10.1 4.00 16 3.50 22.1 3.00 0,75 E8/16114/16 0.76 46,3 46.3 1.76 0.48 0,14 0.88 0.60 0.375 0.37 10.4 4.00 16 3.50 21.9 3.00 0.75 43.6 43.6 1.36 0.48 0.17 1.13 0,375 308.2 0.60 0.500 0.375 qW21X440K 228.3 0.47 14,2 4.00 16 4.75 19.2 4.00 0.5 /16 337.9 0.75 44.5 44.5 1.23 0.48 0.17 1.25 0.60 0.500 0.52 14.4 4.00 16 4.75 19.1 4.00 0.5 /16 585.5 0.73 42.8 -428 072 0.48 0.22 2.11 0.45 L000 087 23.2 6.00 16 7.25 12.80.00 1 I I I I 11/30/991:11 PM SMRF Conn Design tr3ncd.xls I I I I I I I I I I I I I I DOGBONE MOMENT CONNECTION DESIGN PROJECT NAME: Cornerstone Bld'g A' Frame: 3 PRO3EC1 NO.: F&b- #991140 Conn: XE Roof __-_9 1- ft 1.2 Coflc 'b'. 73 i V 8.2 k V 0 Ii - - k nc - - CJP web ? N Par. 13k rib 2 fweld tcp 0.31i - -- __ W14X159 14 159 14.98 0.745 15.565 1. 1.875 46.7 1 254 2871 DESIGN REQUIREMENTS - - - - - - 0E1AflU4GRF9UIRI1ENT Chk <0.95 1 <50 <50 >1 <1 <1 <1 <1 <1 <1 Bracing )othi0lr,rnJo-is Conti--Ity plate Doubter --11.9 __ 0.76 .323 own"__ .323 21.03 --0. 0.301 _0 ! ! mwd 0.4 -0.3 0.51 4.00 2.25 1.7 -0.3 /16 .. . W4X13 K 18.3 0.71 29. 29.8 15.51 0. 0.3 0. 0.60 0. 0.54 10. 4.00 4 2.7 2.3 0.375 4/16 W5X16 K 21.7 0.69 31.4 31.4.13.57 0. 02 0. 0.50 0.3751 -0.57 10.24 2.75 2.3 0 4/1 .W5X19 OK 17. 0.7 31.4 31.4 16.57 0. 0.271 0.16, 0.40 0.375 034 7.3 4 4 2.25 2.7 2.00 0. 4/16 0 W6X12 OK 37.6 0.70 ,32.1 32. .8.76 0.27 0.2210.32 0.60 0375 0.66 12-2 4 4 3.50 2.2 0.3 4/1 -, -. I6X~5 K 28.1 0.781 34.9 34.9 10.96 0.30 0.211 0.22 0.401 0.375 0617.4 2.25 5.512.00 0. 4/16 0 W8X15 OK .41. 0'721 32.5 32.5 8.08 0.30 0.231 0.31 0.601 0,375 0.69 10.1 4.00' -, 3.00.4.5 0.375 4/161 0 W8(2i OK 55.0 0.701 32.5 32.5 6.33 0.29 0.231 0.41 0.601 0.375 0.77 13.0 4 3.75 3.913.00 0.3 4/161- - W8X28 OK 77. 0.66 32.4 32.4 4. 0. 03 0.60 0 0. 16. 4 6 4.5 3.4 . 4/1 W8X40 OK 93.4 0.65 34.0 34.0 3.88 0.29 0.201 0.67 0.60 0.500 1.00 16.6 4 4.50 3.4 4.00 0 4/1 o 39.2 0.79 373 -37.3 8.2Z 0.33 0.191 0.26 0.40.0.375 0.69,.6.8 4 82,259.5 2.00 0. 4/1 ,. W10X17 BK- 63.6 0.72 33.6 33.6 5.57 0.33 -0.2110.40, 0.60 - 0.831 10.9 4 8 3.25 7.0 3.00 0. 4/16 0 - W106 OK 77.9 0,74 37.0 .37.0 4.64 0.33 -0.201 0.49 0.60 0.375 0,1 11.0 4 8 3.50.7.5 3.00 0. 4/16 - W100 OK 108.6 0.6734.3 34.3 3.42 0.32 0.21 0.69 0.60 -0.500 1.09 16.1 4 8 4.50 5.4 4.00 - 4/16 0 - W1OX45 NG 167.1 0.67 35.9 35.9 2.25 0.32 0.21 1.05 0.50 0.7501.46 20.7 5.00 . 8 5.75 4.7 5.00 0 6/1 . 4/16 WIOX68 NG 187.8 0.66 36.9 36.9 1.99 0.32 0.20 1.18 0.43 0.875 1.60 20. 8 5.75 4.715.00 0. 7/1 4/16 W10X77 NF 105.40.71 35.8 35.8 3.56 0.36 0.20 0.58 0.60._0.375 05 12-3 4.009 3.75 _Z 0.375 4/16 0W12)05 OK 136.5 0.72 36.4 36.4 2.81 0.35 0.22 0.76 0.60 0.500 0.64 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK 151.1 0.71 37337.5 2-54 0.35 0.21 0.84 0.60 -0.500 0.68 .15.7 4.00 _9 4.75 .6.9 4.00 0.5 41160 W12)(50 OK 83.1 0.75 38.2 38.2 4.38 0.38 0.19.0.43 0.60 0.375 0.48 8.6 4.00 10 2.75. 11.6 3.00 0.375 4/16 0 W14X26 OK 131.4 38.1 2.92 0.38 0.20 0.66 0.79 0.375 0.63 .12.4 4.00 10 4.00 9.7 4.00 0.375 4/16 0 W14X38 OK 167.1 0.72 37.8 2.35 0.38 0.21 0.84 0.60 0.500 0.73 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK 183.4 . 0.72 38.7 2.14 0.38 0.21 0.92 0.60 0.500 0.79 15.4 4.00 10 4.75 8.4 4.00 03 4/16 0 W14X53 OK 234.1 . 0.74 r38..7 0.69 37.3 1.68 0.38 0.22 Li? 0.60 0.625 0.94 19.7 5.00 _10 5.75 6.9 5.00 0.625 5/16 _j6 W14X68 OK 254.1 0.69 38.1 -1.55 0.38 - 0.22 1.27 0.50 0.750 1.01 19.8 5.00 _10 5.75 6.9 5.00 0.75 /16 6/16 W14X74 NO 277.6 0.69 39.0 1.41 0.38 0.20 1.39 0.43 0.875 1.09 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 NO 117.8 0.78 41.4 41.4 3.21 0.41 0.19 0.55 0.60 0.375 0.37 9.4 4.00 12 3.25 16.4 3.00 0.375 4/16 0 W16X31 OK 153.6 0.74 38.3 38.3 2.54 0.41 0.20 0.70 0.79 0.375 0.44 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 171.6 0.73 39.8 39.8 2.27 . 0.41 0.19 0.78 0.60 0.500 0.48 12.6 4.00 12 4.00 12.6 4.00 0.5 4/16 0 W16X45 OK 312.0 0.711 39.3 39.31 1.30 0.41 022 1.38 050 0.750 0.74 19.8 5.00 12 6.00 9.5 5.00 1 0.75 6/16 ,_6 W16X77 OK 357.6 0.71 40.8 .40.8 1.12 0.41 021 1.58 0.43 0.875 0.84 19.9 5.00 12 6.00 9.3 5.00 0.875 7/16 10/16 W16X89 OK 145.3 0.801 433 43.3 2.63 0.44 0.18 0.63 0.60 0.375 0.43 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK 168.7 0.771 43.6 43.6 2.30 0.44 0.19 0.72 0.60 0.3751 0.48 10.2 4.00 14 3.50 20.1 3.00 0.375 4/16 0 W18X40 OK 220.0 0.77 42.4 42.4 1.81 0.44 0.20 0.92 0.60 0.500 0.58 13.2 4.00 14 4.50 17.1 4.00 05 4/16 0 W18X50 OK 232.0 0.74 L42.0 42.0 1.70 0.14 0.19 0.98 0.60 0.500 0.60 13.4 4.00 14 4.25 15.8 4.00 0.5 4/16 0 W18X55 OK 390.4 0.73 40.8 40.8 1.05 0.44 0.23 1.59 0.60 0.750 0.91 210 6.00 14 6.50 11.8 6.00 0.75 7/16 10/16_W18X86 OK 439.0 0,72 -41.8 41.8 0.93 0.44 0.22 1.78 0,51 0.875 1.01 21.2 6.00 14 6.50 11.7 6.00 0.875 8/16 W18X97 - NG 487.4 0.74 43.7 43.7 0.84 0.44 022 1.98 0.45 1.000 1.11 21.3 6.00 14 6.75 12.2 6.00 1 9/16 1 W18X106 NO 200.9 0.78 46.5 46.5 1.93 0.48 0.17 0.78 0.60 0.375 0.40 10.1 4.00 16 3.50 22.1 3.00 0.375 4/16 L0 W21X44 OK 228.3 0.77 47.0 47.0 1.71 0.48 0.17 0.88 0.60 0.375 0.44 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK 308.2 0.76 44.0 - 44.0 1.33 0.48 0.20 1.14 0.60 0.500 0.55 142 4.00 16 4.75 19.2 4.00 0.5 4/16 4/16 W21X62 OK 337.9 0.75 45.0 45.0 1.21 0.48 0.20 1.25 0.60 0.500 0.59 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 4/16 W21X68 OK 585.5 0.74 43.1 43.1 0.71 0,48 0.24, 211 0.45 1.000 0.95 23.2 6.00 _16 7.25 13.8 6.00 1 9/16 .%21X111 NO I I I I 11/30/991:14 PM SMRF Conn Design fr3rxe.xls I I I I I I I I I I I I I DOGBONE MOMENT CONNECTIONDESIGN =I I PRO3ECT NAME: - Cornerstone Bldg 'A Frame: 3 PRO3ECI NO.: #991140 &b 50 ht= 0 L _2 El' locl lb= nfl v 1.2 Conn: XE(+20 ]k#k Pth'. 23k kFya ,t 1 Sk O.3 Vf fweld rweldbot O.3 W14X159 14 159.- 14.98 0.745 15.565 1. 1.875 46.7 . 1900 254 DESIGN REQUIREMENTS ')ETMLTNGREQUIREMENTS chk <0.95 1 <50 <50 >1 <i <1 <1 <1. <1 <1 Bracing )oareDi,wr%ske- CmtUUjf ptate Doubler gel #,FdWt 11 106 28 sf354 ' 0 01 0 04 0375 0l ti8 400 3 41' 2.00. 403 4I 0 - W4X13th - 0.65 -27.3 27.3 37.05 0.25 0.14 0.09 0.60 0.375 0.24 10.2 4.00 4 2.75 23 3.00 0.375 4/16 0 W5X16 OK . 06 9 292 312 0 06 03 027 10 400 g4 2.7 03 W5X19 .. K 17.0 0.7 28.5 77 0. 0.4 0.3 0.2 7.3.4.00 4 2.2 2.7 . W6X12 OK 0-67 ç4c.• 0 3L0 '18 e!0 ,..0:14 <0 .:.0:60 :.-.0:3 12 4.00 :4 3.5 q2.2 0.3 ,4 K: 28.1 0.74 33.0 24 0. 0 0.4 0. 0.3 7. 4.00 - 2.2 5.5 0. 4 4/1 N,,,, W8X15 K 4 ;731:4 17 0. .0 .0.60 0:37 10.1 :4.00 .: 300 ;:45 0. .,4 W81,t.: K. - 0. 31. 31. 1 0 0. 0 0.6 0. 0.5 4.00 - .7 3.9 . 4 W8X28 K ' 0 32 .p32 l 0 0 ..,0 .27 060 *0 080 - 400 ' 45 34 " 0 '4 W8X40 K 93.4 0. 33. 33. 77 0.29 0.19 0 0.60 0. 0.9 4.00 - 4. 3.4 0 4 0 W8X48 K ,.-35.9 0 3 :.0 ,,O ..0.4 0.46 :.4.00,\:. 2:25 9.5 0. 4/ W1017-.4, 63.6 0.70 33.1 33.1 11.43 0.33 0.17 0.19 0.60 0.375 0.68 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 W10X26 OK ,r77.9 O.74 36.7 .36:7 t,.,9.38 -.-0.33 -0:18 0.23 :0.60 -:0:375 ..:;O.82 At1LO 4.00 4-.8 3.50 --S:7.5 3.00: 0:375 <4/16 03.5i OK, 108.6 0.67 34.3 34.3 6.81 0.32 0.21 0.33 0.60 0.500 1.10 16.1 4.00 814.50 5.4 4.00 0.5 4/16 0 W10X45 NO 167 1 068 -.363 '<36.3 439 032 024 050 050 0750 168 < 207 500 8 575 47 500 075 6/16 Oi' W10X68 NO 187.8 0.67 37.4 37.4 3.88 0.32 0.23 0.57 0.43 0.875 1.90 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 0 W10X77 NO .-:'.;:105 4 10.-77 -435,9 'ø.35 9 :7.08 :'0.36 ::0.20 -0.27:.0.60 .-.'C.375 :-.0 55 '.:12.3 :400 ''9 375 <i.-79 3.00,'0.375 4/16 -:0:'.t W12)O5.t. OK 136.5 0.72 36.7 36.7 5.53 0.35 0.23 0.36 0.60 0.500 0.69 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK It 151 1 ,072 .37 8 378 4 98 '0 35 -.10.-23 040 0,601 .0 500 0 77 15 7 - 400 9 A15 6 9 400 * 05 j6 sO)' W12X50 OK< 83.1 0.74 38.0 38.0 8.81 0.38 0.17 0.20 0.60 0.375 0.45 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14X26 OK .1314 4304 .38.1 -'::575 038 t.O 21 031 :0:79 0. 375 --'0.68 tl42.4 4:0O :'10 '4.00 Y9.7 400: 0.375 4/16 o"., W14)08;41, 0K 167.1 0.73 38.2 38.2 4.59 0.38 0.25 0.39 0.60 0.500 0.84 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK . '183.4 4073 " 39.2 <39.2 4.16 '.0.38 .,',O.25 ..Q.43 :0.60 - .Q.5OO . 0.93 .*15.4 4400 l-'.10 '4fl5 '8.4 4:00 460:5 <5*4/16 (0< W14X53tZ. OK' 234.1 0.71 38.0 38.0 3.25 0.38 0.28 0.55 0.60 0.625 1.18 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W14X68 NO <p254:1 iti'0:70 t-.*388 -*t38.8 <X2-99 ..s*0.38 :<0.28 .O.60 -0.50 '.-0750 --1:29 <:1:19.8 '5.00 10 .5.75 i6.9 5.00 40.75 -<<6/16 <:o*4+ W14X74.. NO:. 277.6 0.70 39.9 39.9 2.72 0.38 0.26 0.65 0.43 0.875 1.41 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 NO -k:'079 <*41.6 .91.6 *6.34 .:0.41 .020 -::<0.25 . 0.60 .*<:0.375 <.'0.39 :..9.4 4.00 ,.:412 325 1:16.4 3.00 -0.375 44/16 <<o*: W16)31-.:. OK. 153.6 0.75 38.8 38.8 4.96 0.41 0.22 0.32 0.79 0.375 0.50 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK -.";U716 :5*r074 14O3 <v4O3 <:-:4.42 -<-0.41 .*O.2? c036 <1060 ::050O <>056 t.4-126 14.00 ,.1A2.:4.00 *'12.6 4:00: -5P0.5 44/16 W16X45. OK: 312.0 0.73 .40.3 40.3 2.48 0.41 0.29 0.64 0.50 0.750 0.99 -19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 W16X77 OK .<357 6 073 -4-418 .4 418 2 15 :1< 04 02Z -Z3 074 043 1*0 875 ... :114 1 199 500 1112 600 9.3 500 0875 L'7/16 * 0* ')- W16X89 . NO 145.3 0.81 43.8 43.8 5.14 0.44 0.20 0.29 0.50 0.375 0.49 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK 4<079 4443 .';443 <:447 01t: 0.44 ':0.22 .:0:33 .0.60 .0.375 l.0.56 .10.1 .4.01' <11 -350 *'20 -1 3.00: 0.375 i4/16 0-'47 W18X40,* OK* 220.0 0.78 43.3 43.3 3.49 0.44 0.25 0.42 0.60 0.500 0.72 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK 232.0 <./4 0.75 11642.9 6<42.9 ,-s.3:28 :----0:44 "024 ,:'0.45 '0.60 <:0.500 ' 0.76 ci13.1 ,4.0C. -.11 :4.25 :15:8 i:oo-'..5 ç4/5 .01::::. W18XS5 - OK-- 390.4 0.75 42.1 42.11 1.98 0.44 0.31 0.74 0.60 0.750 1.26 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 0 W18X86 NO '-<<i4390 6qy0-75 15*93.2 ti.,43:2 1:76 ' '0:44 t,0.31 i0:83 -<0.51 :::.0.875 : :11:42 43.'21.2 16.00 '14 :650 "11-7 .00 *0.875 1.*8/16 *-0:*-.- W18X97. NG 487.4 0.77 45.3 45.3 1.58 0.44 0.31 0.92 0.45 1.000 1.58 21.3 6.00 14 6.751 12.2 6.00 1 9/16 0 W18X106 NO I. -'-W200 9 080 *4475 <475 y3 72 048 421 036 060 0.375 050 101 '400 16 3.50 ,,422'1 300 0.375 1<4/16 0t<'.l W21X44 OK 228.3 0.79 48.1 48.1 3.29 0.48 0.22 0.40 0.60 0.375 0.57 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK 142.43082 :<078 5**453 XN45.3 -2.54 .:O48 '0.26 -'032 co.60 -'.-<0.500 1O.73 ::::142 -,4.Ofl -<15 4.75 *1192 tOO "r4').5 P4/15 i:06,1:64 W21X62p' OK:. 337.9 0.78 45.3 - 46.3 2.30 0.48 0.27 0.57 0.60 0.500 0.81 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 0 W21X68 OK *6-i-'585.5 -':1.:. 0.77 Ir449 '144.9 .-:'--1.34 <:'-0.48 ''035 :0.97 <0.451--- 1.000 '-1-38 .1:.232 &0&t<16 7.25 .13.8 6.00 1..':.1 49/16 W21X111 :. NO I I I DOGBONE MOMENT CONNECTION DESIGN PRO3ECI' NAME: Cornerstone Bld'g 'A' Frame: 3 PRO3ECI NO.: #991140 Conn: XG(+11) Roof &b 50 k - -o in L= 20 ft 1.2Coeffider t. 73fr V 6.6k V 0 _- Pa - I r I CWwth _N - - - - - - - - ____ - _22 I rb - - - f 0.31 b'i -_- _ Vf= o Fyplate 5 k fwdbot 0.31 t&gm two !.! .,. W14X159 14 159 .14.9 0.745 15.565 1.1 1.875 46.7 1 287. DESIGN P!OLM€MTS - - - - - - - - flETAIP rGRFUIPMErT'c Ok <095 <50 <50 >1 <1 <1 <1 <1 <1 <1 Bracing oDiriI e Doubler - ,.. - et8 vhcØflp a24 Ib* t - pHlle Plate BeiIS Y !' i _' r Pt8tIo$l' *W MM 149W '1r 1I*s 11.9 075 32.0 - 43.18 0.24 0. 0.07 040 0375 0.46 8.0 4.00 3 2. 1.7 2.00 0.3 j6 0 W4X13 OK 18.1 0.71 29.6 9 31.47 0.25 0 0.09 0.60 0.375 0.52 10.2 400 4 2 73 -00 0.3 4/16 0 W5X16 OK 21.7 0.6 .3L3 1 27.16 0.25 0.2 0. 0. 0 0.55 10.2 4 4 2. 2 .00 0.3 4 0 WX19 CK 17.0 0.7 31.2 1 33.48 0.27 0.25 0.0 0.4 0 0.51 7.3 4 4 2 2 2.00 0.3 4 0 W6X12 FK- 37.6 0.70 --323 1724 02 0.24 0. 0. 0 0.71 12.2 4 4 3 .00 0.3 4 0 W6X25 OK 28.1 0.7 35.0 21.70 0.3 0.22 0.11 0.4 0 0.63 7.0 4 6 2 2.00 0.3 4 0 WeldS TK- 41.6 15.84 0.30 0.25 0. 0. 0 0.75 10.4 63 43.0003754 0 1 CK 55.0 0.7 32.9 12.33 0.2 0.26 0.2 0. 3 0.87 13.0 4 6 3.75 3.00 0.37 4/16 0 VVEDC28 OK -77.00.67.32.9 8.98 0.2 025 0.2 0. - 1.0816.34 64 - 4.00 0.54 93.4 0.66 34.5 34. 7.48 0.29.0.25 0.3 0.6 1.24 16.6 4 6 4 3.4 4.00 0. 4 w8X48 NG - 39.2 0.80 37.7 37. 16. 0.3 0 0.13 0 .3 0,74 6.8 4 8 95 037 4 W1OX17 OK 63. 0.7 34.2 34. 10. 0. 0 0. 0 0. 10.9 4 8 7.0 0.37 4 W10X26 77. 0.7 37.6 37. 8. 0. 0 0.2 0 1. 11.0 4 8 7.5 0.37 4 W1OXIO 108. 0.6 34.9 34. 6. 0. 7 0. 1. 16.1 8 5.4 0. 4 W10X45 NG 167. 0.68 36.8 36. 42 0. 0 0. 0.50 -0.750 1.97 20.7 00 8 5 4.7 0.75 6116 -- - W10X68 187. 0.68 37. 37. 3. 0. 2 0. 0.4 2 20. 8 5.7 4.7 0.8 7 W10X77 ING 105.4 0.73.36.6 36. 6. 0. 0. 0.60 0 12. 9 3.7 7.9 0.3 4 W12X35 K 135.5 0.7 37. 37 5. 0. 0. 0.60 0 15. 9 4.7 7.0 4 W12X45 K - 151.1 0.7 38. - 38.4 4. 0. 0.4 0.60 0.91 15.7 4 4.7 6.9 4 W12X50 K 83.1 0.76 39. 39.0 8.4 0. 0.2 0.60 0.3 0.60 8. 4.00 10 2.7 11.6 00 0.375.4/16 W14X26 OK 131.4 0.76 39.1 39.1 5.58 0.38 0.26 0.31 0.79 0.375 082 12. 4.00 10 4.00 9.7 .00 0.3 5 4/16 W14X38 OK 167.1 0.74 38.8 38.8 4.48 0.38 0.29 0.40 0.60 0.500 0.99 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK 183.4 0.74 39.7 - 39.7 4.08 038 0.28 -0.44 0.60 0.500 1.07 15.4 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X53 NO 234.1 0.71 38.4 38,4 3.19 0.38 0.31 0.56 0.60 0.625 1.33 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W14X68 NO 254.1 0.71 392 39.2 2.94 038 031 0.60 0.50 0.750 143 19.8 5.00 10 5.75 6.9 5.00 0.75 6/16 0 W14X74 NO 277.6 0.71 40.2 40.2 2.68 0.38 0.29 0.66 0.43 0.875 1.55 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 NO 117.8 0.80 425 42.5 613 _0.41 024 0.26 0.60 0.375 0.48 - 9.4 4.00 _12 3.25 16.4 3.00 0.375 16 0_ W16)1 OK 153.6 0.76 39.4 39.4 4.83 0.41 0.26 0.33 0.79 0.375 0.59 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 171.6 0.75 -40,9 .40.9 4.32 0.41 0.26 0.37 0.60 0.500 0.65 - 12.6 - 4.00 _12 4.00 12.6 4.00 - 0.5 _6 0_ W16X45 OK 312.0 0.74 40.6 40.6 2.45 0.41 0.31 0.65 0.50 0.750 1.08 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 W16X77 NO 357.6 0.73 42.2 42.2 2.12 0.41 031 0.74 0.43 0.875 1.23 19.9 5.00 12 6.00 93 5.00 0.875 7 16 0 W16X89 NO 145.3 0.82 44,6 44,6 4,99 0,44 0.24 0.30 0.60 0.375 0.58 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK 168.7 0.90 45.0 45.0 4.36 0.44 0.25 0.34 0.60 0.375 0.65 10,2 4.00 14 3.50 20.1 3.00 0375 4/16 0 W18X40 OK 220.0 0.79 43.8 43.8 3.42 0.44 0.28 0.43 0.60 0.500 0.81 132 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X5O OK 232.0 0.76 43.4 43.4 -3.22 0.44 0260.450.60 0.500 0.85 13.4 4.OD 14 4.25 15.84.00 0.5 4/16 0 W18X55 OK 390.4 0.76 42.5 42.5 1.96 0.44 0.33 0.75 0.60 0.750 1.35 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 0 W18X86 NO 439.0 0.75 - 43.5 41.5 1.74 0.44 0.33 0.83 0.51 0.875 1.51 21.2 6.00 14 6.50 11.7 6.00 0.875 8/16 0 W18X97 NO 487.4 0.771 5.6 45.6 1.57 0.44 0.33 0.92 0.45 1.000 1.67 21.3 6.00 14 6.75 12.2 6.00 1 9/16 0 W18X106 NO 200.9 0.81 482 48.2 3.64 0.48 0.24 0.36 0.60 0375 0.57 10.1 4.00 16 3.50 22.1 3.00 0.375 4/16 0 W21X44 OK 228.3 0.80 48.7 18.7 3.23 0.48 0.24 0.41 0.60 0.375 0.63 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21XSO OK 308.2 0.79 45.7 45.7 2.50 0.48 0.29 0.52 0.60 0.500 0.80 14.2 4.00 16 4.75 19.2 4.00 0.5 4/16 0 - W21X62 OK 337.9 0.78 46.7 46.7 2.27 0.48 0.29 0.57 0.60 0.500 0.87 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 0 W21X68 OK 585.5 0.77 45.1 45.1 1.33 0.48 0.37 0.97 0.45 1.000 1.44 23.2 6.00 16 7.25 13.8 6.001 11 9/161 0 IW21XIll I NO I I I I I DOGBONE MOMENT CONNECTION DESIGN Cornerstone Bld'gA Frame: - PRO3ECT #991140 . ., '. Conn: XH Root ---50k.ht= --Oh . .20ft -1.7CO8C l'b= Pat- 73h V '6.6k V PRO)ECT jo,~*159 -- k r k. r 2 N -1 .It -0.31h k ... pIe .S fd b ..,.. 0.31 W14X159. 14.98 <.0.745 .15.565 -1.19 1.875 46.7 ..<1900 <.<254 DESIGN REQUIREMENTS -DETAIUNG RE9UIREMENTS Chk. 40.95 <50 <50 >I - <1 -. 0.<1 <1 <1 <1 BracingtTh Dinunsions Ca'tñj late Doubler I 119 075 ,i320 32 i4*217 <021 0 <01 040 7 i.1 4 '4< '4*. 18.3 0.71 29.6 29. 15.8 -0.25 0 0.19 0.60 0.375 0.52 1 4. 4 2 2 .00 0.375 _iL'6 0.- W5X16 OK 4,21 <.<4069 j/ 31 &t 13 65 -,<i. ' 0 <<0 22 0 4i0 '4j*'< 0 S 4 1 '4,4 -4-, ' 2 00 ' 0 $4/36 O- 17.0 0.78 31.2 31.2 16.83 0.27 0.25 0.16 0.40 0.3750.51 7.3 4.00 4 2.25 2 .00 0.3754/16 0 W5X12 37607C9'7 43786 10 %03C ,..0 *-',-p,12'.,2 4 '7 00 <4/1 28.1 0.78 - 35.0 10.90 0.301 0.221 022 0.40 0.3750.63 7.0 4.00. 6 2.25 5 .00 0.375 4/161.0 W8X15 OK <<< 416 0.73 t 32 -'< 7 9 . 30 <<0 403 <.0 037,5 qjO0 7 .3.1.<1 4,00 Zg$p§ 11004 00< <0 ...74/ t<<0< ,.<$ WWa1<<. OK 55.0 0.71 32.9 32.9 -, 6.19 0.29 0.26 0.41 0.60 0.375 0.87 13.0 4.00 6 3.75 .3.9 3.00 0.375 4/16 0 W8X28 OK '49 < 770 ,' 067 -<< 329 32-.q iiR,'4451 0;29 k0.25 0057 O 60 <, 0.500 < 108 ,.16 3 400 '4,.6 4 50 J 214 400 <3.05 .,41I16 NO .93.4 ..0.66 34.5 .34.5 .3.76 0.29 0.25 0.69 0.60 0.500 .1.24 16.6 4.00 6 4.50 3.4 4.00 0.5 4/16 0. W8X48 NO 0< '3 39 2 z-<- 080 !4937 7 37.7 <.8 14 ' 033 021 027 <.040 7v 0375 s 074 0-8 '3400 8 2 25 <l<9.5 200 <0 375 '<4/16 "0<'< W10X171 oi 63.6 .0.73- 34.2 .34.2 5.43 0.33 0.25 0.41 0.60 0.3751 0.97 10.94.00 83.25 7.03.00 0.375 4/16 0 W10X26 OK 1 779 fjj<9 Zzflj.M:59 <p033 024 ,0 50 <C 60 4< 0375 ,4<,1 10 3. 110 1 00 t 8 3 50 '4 75 300 0 375 <<j 3/16 C '41411 N10X30 NO '3 108.6 . '0.69 34.9 34.91 3.31 0.32 0.271 0.71 0.60 0.500 1.39 16.1 4.00 8 4.50 .5.44.00 0.5 4/15 0 W10X45 NO, <t,w1671 <<<068 N,*,368 <9368 <14216 11032 .<028 <<138 <050 ',O75O 4197 <.5107 500 <*8 575 <.s47 00 475 <<,/16 7j< N10X68< NG 187.8 0.68 -37.9 37.9 1.91 0.32 0.27 1.22 0.43 0.875 2.19 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 6/16 W10X77 NO 4 1 1054 .< 073 366 9356 .<* 343 ,,,0361&'40.25 059 -,!&0;60 4,1M .M.375 ," 069 1. 123 I 00 1 9 375 <<79 300 1037 4/16 O<,,< <9. N12X35 <. OK 136.5 0.73 37.3 37.3 2.70 0.35 0.28 .0.78 0.60 0.500 0.83 15.5 4.00 94.75 7.0 4.00 . O.S. 4/16 0' WI 45 OK- -<< 1511 <1< '4073 r<.384 394 .< '.244 -<<'035 .< 028 086 i060 i<,0500 -'LtO9l t< 157 <400 <449 475 4<969400 '<i$06 <.'4'/16 <Q<-4<<<_W12X504.1 OKit 83.1 0.76 39.0 39.0 4.23 0.38 0.23 0.44 0.60 0.375 0.60 8.6 4.00 102.75 11.6 3.00 0.375 4/16 0 W14X26 OK 1<5u1314 <3.4 076 '<<<391 <9-391 .*.291 '<<038 '4025 068 r079 4-9,0375 '<94,082 4 124 "400 <<10 400 44<97 400 037'3 <.'3 16 .103th'.< W14X38 " OK 167.1 . 0.74 . .38.8 38.8 2.25 0.38 .0.29 0.86 0.60 0.500 0.99 15.3 4.00 .. 10 4.75 . 8.4 4.00 0.5 4/16 0 . W14X48 OK (?4 1834 074 4/4-397 '4 39.7 <4-2 05 4- 038 1028 <<<095 060 <.05(0 <," 107 "-4154 400 10 475 4 a4 400 <<<9<0 4<' 16 04<. W14X53 ç NO 234.1 0.71 38.4 - 38.4 - . 1.61 0.38 0.31 1.21 0.60 0.625 1.33 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 NG 4<9ti254 1 0.71 p4439 2 '<'392 <.<<4148 4<4,038 033 "131 -'70 50 <4<07c0 -4<1<43 *3.98 500 <710 575 '4.3. 69 5 00< <075 <4<4< 16 1'S W14X74 << NO 277.6 0.71 40.2 - 40.2 1.35 - 0.38 0.29 1.43 0.43 0.875 1.55 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 NO '4'51178 1? 0.80<9<4425 "<42.5 <<.308 <<-p041 *024 <<057 060 '4-,<0375 <</048 '43<<'94 400 <<12 325 <<464300 '0375 <1 16 0c'p4.<p-< <<163(31 t<< OK 153.6. 0.76 39.4 39.4< 2.43. 0.41.026 0.72 0.79 0.375 0.59 12.6 4.00 124.00 12.84.00 '0.375 4/16 0 W16X40 OF <-44-1716 41075 <4.409 4<409 <9 217 041 "<025 .081 061 "<'405C'0 '4<4065 .4/' 126 400 <912 400 -w,1216 4001 7<405 *4/16 0 P,,s W16X45<, OK 312.0 - 0.74 .40.6 '40.6 1.23 0.41 0.31 1.42 0.50 - 0.750 1.08 19.8 5.00 12 6.00 9.5 5.00 0.75 - 6/16 8/16 W16X77 NO <<<43576 V*073 <*422 44422 k1107 <'4041 103t .,164 (43 i0875 <<"li <'-<91.99 500 '4212 601 ..-<'493 500 0875 4<"/16 ar <V16X89 ,.< NO 145.3 0.82 .44.6 44.6 2.51 0.44 0.24-0.65 0.60 0.375 0.58 9.8 4.00 143.50 -20.23.00 0.375.416 0 W18X35 OK- 4 168-7 W"3O 80 <445 0 <"45 0 <45.2 19 <044 '-0 25 4<0 75 <060 <'<9<0 375 <<061 <<'4<102 '4 00 - 14 3 5<) <<'20 1 3 00 <0375 9<4/16 '70 '45 5.'4 W18X40 4 OK 220.0 0.79 43.8 43.8 1.72 0.44 0.28 0.95 0.60 0.500 - 0.81 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18XSO OK <<'4,i43 4 '4<434 <4<1 62 <9,044 '50 26 <1 01 7060 <<0500 086 V.4-134 4 00 r4< 14 425 4/ri5 8 400 4<4'4O 5 44 16 414< W18X55 < OK 390.4 0.76 42.5 42.5 - 0.98 0.44 0.33 1.66 0.60 ' 0.750 1.35 - 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 12/16 W18X86 - NO <"<94390 s1407 <<<435 <4<435 '<088 "044 4-033 4<186 051 5Th 0875 9/15 <3.212 600 3.4/ 14 651 4<117 600 108'5 '8/16 '<I 18X97 NO 487.4 0.77 45.6 45.6.' 0.79 0.44 0.33 2.07 0.45 .1.000 1.67 21.3 6.00 14 - 6.75 12.2 6.00 < 1 9/16 r W18X106 NO - <748 2 -<< 182 <"183 << 048 024 081 050 3., 0375 <0 5' '<9 101 400 16 351 <.22 1 300 fiO.375 / 4/16 0 '4 V21X444<< OK 228.3 0.80 48.7 48:7 1.62 0.48 0.24 0.92 0.60 0.375 0.63 10.4 4.00 16 3.50 21.9 3.00 1 0.375 .4/16 0 JW21X50 OK wi< 3082 44'<079 <'4<457 3.<'457 9<9126 41048 A.M294 118 060 * 0500 <4. 084) '-4-147 400 .'16 475 4<192400 05 4/164< 4/16 W21)(62'4,< OK - 337.9 0.78 46.7 46.7 1.34 0.48 0.29 1.30 0.60 0.500 0.87 14.4 4.00 16 .4.75 19.1 4.00 1 0.5 4/16 . 6/16 W21X68 OK <.4<5855 <077 4<451 .45 1 'W0:67. '5c 048 <037 ,2 22 -<045 <1000 '<'4144 5237 600 16 72. 1,5j13.8 6CC' ' 1 <9/16 W21X1I1 SO - .1' . '-. . '- . . . , 4 . .-'< 4. - . -.4 -. ' - '1 - ' --• , 3. - 4. '4 - , 4 4 -.1• •' . j,.- -, '_'4 . .<.. '4 $ - I <' 4 I 100/991:26 P61 '4' SMRFConn Design tr3rxI<<x I I I I vI( DOGBONE MOMENT CONNECTION DESIGN PRWECT NAME: - Cornerstone Bldg 'A I Frame: 3 PRWECT NO.: #991140 Conn: XJ Roof 50 0 IL= 30 lt 73fl ft 1.2Coefflc V 3.2k V Ok O K 1 C)Pw __-RFYC& r 1 0.31fl f. N 7k fw 0k s * o3lfl .rbfC'P fx W14X159 14 14-98.0.745 15.565 1.19 1.875 46.7 1900 2541 2871 DESIGN REQUIREMENTS - - - - IDETAIUNGRFC'WPErIENT 0,6 <0.95 <50 <50 I >1 <1 I <1 <1 <1 -<1 <1 I Bracing I Dogbone Con" tJjate I Doubler ,40w vwmf -*"I , "' '/corn * ' %Fllle" .'Ptatc èán Sec frR6tI6 Rat RaIl it1b RàLIl tMlc *: '#h 1 11. ,O.69 ".294 '29A -SLSO .0.24 0d4 0.07 0.400.375 '0.8.0 4.00..2 - 2.00 0.375 6 0 W4X13.. ' OK 18.3 0.66 27.6 27.6 36.33 0.25 0.16 0.09 0.60 0.375 0.28 10.2 4 4 2.751 .00 0.375 4/16 0 W5X16 OK 21.7 0 29.4 e 29.4 30.92 .025.0 0.10 0.60 0.375 .0. 10.24 .427 '2 .00'.0.375r4 0..WSX1O .6 17.0 0.72 29.0 29.0 38.84 0.27 0 0.0 0.4 0 0. 7.3 4 4 2 .00 0.375 4116 0 W6X12 OK ,',37.607,30.9.. 19.02 0;271 0 0.15 0.60 0.375 .0.40..12.24 '.3 '-2.2 .000.375.4 ,Q'W6)S. OK 28.1 0.74 33.0 33.0 24.4 0.3 0 0. 0.4 0 0. 7.0 4.00 - 2 - 2.00 0.375 4 0 - WBX15 OK .i4L6'4.07..31.2.'1.17.4.,0.3 0 0.0.60 0 .0.4 10.4 3 4.000.375*4 'o.W8Q1..OK 55.0 0 31.5 1 13.4 0.2 0 0. 0.60 0.37F 0. 13.0 4 3 7 3 .00 0.375 4 0 W8X28 CK ,',77.0,.0 .'31:7•179,7'0.2.0 02 0. '0 0.64.16.34 4 344.00 0.5 -4 0' W8X40 OK 93.4 0 33.3 8.06 0.2 0.15 0.3 0. 0 0.74 16.6 4 4 .00 0.5 4 0 W8X48 OK .392 0.75 .:357 18.0 .0.3 0.12 0. 0. 0 0.4 6.8 400 - 2 9 2.00 .0.375 -4 o , W1OX17 63.6 0.69 32.6 11.80 0.33.0.140. 0. 0 0. 10.94 - 3 - .00 0.375 4 0 106 9 072 36 - 973 03 014 0.23 0 0 065 11.01 4.00 - 3 7.513.00, 0,375 4 (I - W10)(30 108.6 0.66 33.6 7.09 0.3 0.16 0.3 0. 0 0.8 16. 4.00 8 4 .00 0.5 4 0 W1OX45 OK 1671 066 354 . 462 03 017 04 0 0 1 207 5 - 5 4 00 075 6 W10X68 187.8 0.65 36.5 4.0 0.3 0.16 0.55 0.43 0 1. 20.8 5. 5 4 .00 0.875 7 0 W10X77 NG 105.4 0.70 35.1 7380.3 0150.2 0.600 0.4 .12.34. - 3 .00 0.3754 0 , W12X35 OK 136. 0.71 35.9 5. 0.3 0.17 0.3 0.60 0 0. 15.5 4. 4 4.00 0.5 4 0 W12X45 OK 151.1 0.70.37.0 5.22 0.35 0.17 0.3 0.60 0. 15.74. 47 64.00 0.5.4 .0. W12X50 OK 83.1 0.73 37.3 9. 0.38.0.14 0.2 0.6 0. 8.6 4. 1 2 11.6 .00 0.375 4 0 W14X26 OK 131.4 0.73 37.5 .37.5 6.02 0.381 0.16 0.30 0.79 0.375 0.50 12.4 4.00 104.00 .9.74.00 0.375 4/16.0 . W14X38 JOK 167.1 0.71 37.3 37.3 4.82 0.38 0.171 0.38 0.60 0.500 0.60 15.3 4.00 10 4.75 8.4 4.00 0.5 4/161 0 W14X48 OK 183.4 .0:71 '38.2.38.2' 4.38 0.38 0170.42 0.60 0.500 0.65 15.4 -4.00 10 4.75 8.4 4.00 0.5 416 0 W14X53 OK 234.1 0.69 36.9 36.9 3.43 0.38 0.191 0.54 0.60 0.625 0.81 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W14X68 OK 2541 68 '37.7 .37.7 3.16 0,380.19 0.58 0.50 0.750, 0.88 19.8 5.00 105.75 6.9 5.00 0.75 6/16 .0, W14X74 OK 277.6 0.68 38.7 38.7 2.88 0.38 0.18 0.63 0.43 0.875 0.96 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 OK ...117.8 0.77 40.6 40.61 6.65 0.41 .0.15 025 0.60 .0.375 0.29 9.4 4.00.123.25 16,1300 0.375 416.0., W16)(31 OK 153.6 0.73 37.7 37.7 5.22 0.41 0.16 0.32 0.79 0.375 0.36 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK ... 171.6 0.72 '.392.39.2 .4.66 0.41 0.16.0.35 0.60 0.500 0.39 12.6 4.00 124.0012.64.00''0.5 416 0 ,W16X45'OK 312.0 0.71 38.9 38.9 2.64 0.41 0.19 0.62 0.50 0.750 0.66 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 W16X77 OK 357.6 .+ 0.70 '40.5 .40.5 2.28 0.41 023 0.71 0.43 0.875 0.76 .19.9 .5.00 12 6.00 '9.3 5.00 0.875 16 0 ' W16X89 OK 145.3 0.78 42.5 42.5 5.42 0.44 0.14 0.28 0.60 0.375 0.35 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK .168.7 -.76 '.,42.9 .42.9 .4.73 .0.44 0.15 0.32 L60 .0.375 .0.40 10.2 4.00 14 3.50 20.1 3.00 0.375 ,16 0 W18X40 OK, 220.0 0.76 41.9 41.9 3.70 0.44 0.17 0.41 0.60 0.500 0.49 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK .,-...232.0/..0.73"41.6'-41.6-..3.48.O.44 0.160,44 0.60 0.500 O.S2 13.4 4.00 144.2515.84.00.0.54/160 W18X55 OK 390.4 0.72 40.5 40.51 2.12 0.44 0.20 0.71 0.60 0.750 0.83 21.0 6.00 14 6.50 11.8 6.00 0.75 7/161 0 W18X86 OK ,439Q 0.72. 41.5 41.51 '1.89 0.44 0200.79 0.51 0.875 0.92 21.2 6.00 146.50 11.76.00 0.875 8/16.0s W18X97.' OK 487.4 0.73 43.4 43.4 1.70 0.44 0.20 0.88 0.45 1.000 1.03 21.3 6.00 14 6.75 12.2 6.00 1 9/161 0 W18X106 NG ,200:9 0.77 459 '.45,9 395 0.48 0.14 0.34 060 0.375 0,34 .10.1 4.00 16 3.50 22.1 3.00 0.375 4116 0'' W21X44 OK 228.3 0.76 46.4 46.4 3.50 0.48 0.15 0.39 0,60 0.375 0.38 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK 308.2 -0.75 43.6 43.6 2.71 0.48018 0.50.0.60 0.500 '0.49 14.2 4.00 164,75..19.24.00,0.5 4/160 W21X62 OK 337.9 0.75 44.6 44.6 2.46 0.48 0.18 0.55 0.60 0.500 0.53 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 0 W21X68 OK 585.5 .. 0.73 42.8 42.8 1.45 0.48 023 0.92 0.45 1.000 0.89 23.2 6.00 16 7.25 13.8 6.00 1 , 9/16 0 , W21X111 OK DOGBONE MOMENT CONNECTION DESIGN PROJECT NAME: Cornet atone Bldg A' Frame:. PROJECT NO. #991140 Conn: ..XB . ,3rd ' - , . - S0 ht- 73li 30 ft - -B. ôdftc tb= .. 70 fri V - 3.8 k.. V k Pat N - Pab= __2tfn____.._ Vt=k PN,~,14.981 .. we3dbc- 0.31 fri • -- _______ W14X159- 14-. 159-. 0.745 15.565 1.19 1.875 46.7 1900 :-..:254 .2l DESIGN REQUIREMS DETMUN REQUIREMENTS hk . <0.95 <50 <50 >I <1 <1 <1 <1 <1 <It Bracinq DoqbcneO'mra, CmtireiitV plate Doubler ____ MV 7 W .8 ?97 I ) 75 23 UW98.0 ,l3 2.25 '1' 3 ''1 0 V0136'... 10 183 067 1 27.9 77.9 68.73 0.25 0. 0.09 0.60 0.375 0.31 .10.2 4 4 2 2.3 3.00 0,3 4/16 0 W5X16 . OK .O 296 . ,58.60 j ,. 0 7 10 <0 <'0 03 1 4 <4 2. '23 3 <&4 W5X19_ .17.0 0.73 -' 29.3 29.3 72:99 0.27 0 0.07 0.40 -0.375 0.31 - 7 4.00 .4 2 2.00 0.3754 W6X12 OK f'4376 ItO. ./31 I p360 e 60 t,0 15 '.,O 04 oj.'l 4 .d4 3 6.5k' 3 403 -y4 - 28.1.0.74 33.2 33.2 145.63.0.3 0.13 0.10 0 - 0. .7.0 4 62 -5.5 2.00 0.3 4 0 XiS UK- 4f14ii6 M3L4 jj.32: 03 ItiO1 °14 ItttO 44 40.4 W4,1 t4 iIt/16 3 2. t03 9t,4 4t0tt ..,,,..i 55.0 -0.68 31.631.6 25.31 '0.9 0.16 0.19 0.60 0.3750.3 104.00.,-,63.75'•3.93.00 0.375.4/160 W8X28 ox 065 .4318 -318 4U826 ,4029 035 ,.076 <060 '-O500 -067 163 400 450 34 41.003 .05 Itt4/16 Oi'I W84O 4Z OK -93.4 .0.64- 33.4 33.4 15.14 0.29 0.16 0.32 0.60 0.500 0.77 16.6 4.00 64.50 3.4 4.00 .0.5 4/16 0.... W8X48 OK 9i2 r 076 9 l 359 4.33 38 33 /,0 13 0 12 IO 40 '.4. 0375 45 1..-6 8 4 00 .r 8 225 iç.9.5 2.00 0375 4J16 5Q4 W10X174 ox 63.6 0.70 32.7 327 21.91 0.33 0.15 0.19 0.60 '0.375 0.59 .10.9 4.00, 8 3.25 7.0 3.00 0.375 4/16 0 •. W10X26 o kXq.i779 ,W- -73 Itj'362 362 .4807 033 015 4MP..23 /.060 <i-6035 t068 110 :400 '4<,8 350 .t%.73 300 0375 4/16 .40k/< W10X305j Ox 108.6.' 0.66 33.7 33.7 13.22 0.32 0.17 0.32 0.60 0.500 0.86 16.1 .4.001 84.50 5.4 4.00 .0.5 4/16.0 W10X45 o 167.1 It4t.0.66 35.5 '-35.541A/ii8.6,0 1.O32 017 It0.19 tP$0 %O.75P 41t23 1it207. .00 It1i8, .i7.5, ;/,1.4.7 5.0O //It.).'75 6/16 0 V1PX68. NG. 187.8 0.65 .36.536.5 7.59 0.32 0.17 0.55 0.43 0.875 1.37 20.8 5.00 85.75 .4.75.00 0.875 .7/160 W10X77 NO 10S.4 f,It1.It0.70 11852 t0512 '1111-13:58 .116`0.35 0.16 224026 4,0:60 7t0:375 i110.43 111213 4,4.00 ItItIt4,9 4,3:75 127:9 3.00t 0I375 4t4/16 O;)iIt W12X354141 OK 136.5 .0.71 35.9 35.9 10.69 10.35. 0.18 0.35 0.60 10.500 0.52 15.5 4.00 9 4.75 7.0 4;00, 0.5 4/16 0 ' W12X45 OK 2t11S1'l 14,3It9070 ,-'1/370 'Iti'37 0 t,19:63 24,1.24Q 35 '240'1'7 -11038 <4060 11It11t0 500 -O:57 114,K1115'7. ,100 244,,19 475 f6g 400' 111,1Q'5 !'4/16 t110?243'144 W12X5024i' 0x' 83.1 . 0.73 37.4 37.4 16.74 0.38 0,14 0.19 0.60 0.375 0.37 8,6 4,00 .10 2.75 11.6 3.00 0.375 -4/16 0 W14X26 - OK 0124.376 11376 1.1.1099 #'4 038 :016.11029 11.079 0375 11051 ,'124 400 i910 1400 1197 400 40375 14/16 .50,,24< W14X38 , OK 167.1 0.72 37.4 37.4 - 8.82 0.38 0,18 0.38 0.60 0.500 0.61 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 - 0 IW14X48 OK 1144l4t.183.4 "24444,0-71. '144138:i 2424383 '-'124583ô '1,t24018 40119 041 ,1060 411110500 '0167 4141544 '4.400 "0 475 0484 400' 410.5 1<4 16 24o114,c&41 W14X5344:" oK'\ 234.1 0.69 37.0 37.0 6.28 0.38 0.19 0.53 0.60 - 0.625 0.83 19.7 .5.00 - 10 5.75 - 6.9 5.00 0.625 -.5/16 0 W1068 OK '2544 .N24240.68 437.8 '/11378 442454-77. '140,38 <4,019 4037 40:50 14204750 .24/44,0.89 242419.8 45.00 14:10 45.75 44(2469 5001 41075 1:246/16 4,4,0/4:4,14 W14)(7414,, OK-.4 - 277.6 0.68 38.7 38.7 - 5.26 0.38 0.181 0.62 -0.43 0.875 0.97 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W1082 OK 'c244411719 /:0117 44444,407. .1440-7. 4/124' 440.41 40115 24034 1/060 424440375 440-30 414(49.4 '4 00 4112 1325 411614 300' ko375 '44/16 40 841k W16)31i41. 01(-. 153.6 0.73 37.8 187.8 9.44 0.41 0.16 0.31 0.79- 0.375 0.37 12.6 4.00 124.00 12.8 4.00 0.3751 4/16'O., W16X40' OK '4:4811171'S <.14072 1439-3 41439.3 .44942 114041 -1240126 '110.31 9/060 :11140500 44,040 41.1112:6 11400 -4i'21400 241126 4W, 241/4,10.5 '44/6 2401424 W16X45,<4 OK1. 312.0 0.71 39.0 39.0 4.77 . 0.41 0.20 0.60 0.50 0,750 0.67 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 - W16X77 , ox -.4,.'<3576 4, .70 1/1405 1.40.5 "412 , .041 .019 '1063 .04 -4,r.0875 '1'1077 144199 500 1.2 500 4193 500 <0875 '<7/16 24o ---124' W16X89'<. OK - 145.3. 0.78 42.6 42.6 .9.73 0.44 0.15 0.27 0.60 0.375 036. 9.8 4.00 143.50 20.2 3.00 0.375 4/16 0 W18)05 OK 44241687 076 1. 430 44.1430 /4,4848 1,4(044 026 '4(031 '-0 64) 0375 ..<041 -114102 114 00 11-1-14 350 44201 300 0 375 I '4/16 :O '134 W18X40.. 6 OK 220.0 0.76 42.0 42.0 6.63 044 0.17 0.40 0.60 ' 0.500 0.50 13.2 4.00 14 4.50 171 4.00 0.5 4/16 0 W18X50 OK 114,414'2320 t42440t73 '/4ij44416 /4I416 414,6:73 411044-4 <'0226 -440.42 '240.6') 1199/0,500 414(053 '44,111344 42400 '4(,114 "4425 '4515:8 . 00' <9/4405 44/16 '440412424' W1855'<," OK' ,390.4 0.72 40.5 40.54 3.800.44 0.21.0.69 0.60 0.750 0.84 21.0 6.00 .14 6.50 11.8 6.00, 0.75 7/16 0' W18X86 OK 39.6 244(40472 244/14i5 249/424,5 43179 .41/0.44 4-0.21 40:77 '<0.51 -1414C',875 -44093 424'21'42 <6.00 24/124 650 '411:7 6-004 240:875 418/56 to4t44li' W18X97'.4(48- 0x- 487.4 0.74 43.5 43.5" 3.03 - 0.44 0.21 0.85 0.45 1.000 -1.04 ;21.3 6.00 . 14 6.75 12.2 600 1 9/16 0 W18X106 NG 9/2009 '41078 <.9460 .460 117(8 44'043 1101 03 .061' 1(037 03 4,10 4(8 45 750 .1.22 300 iO3'5 jl6 110*4" W21X44< - K - 228.3 46.5 46,5 6.20 -0.48 '0.15 0.37 0.600.375 0.39 10.44.00 163.50 21.93.00' 0.375 4/16 0- W21X50 .0K -i64308-2--:'140-75 .0 .76 '4-43:7 '54443,7 1144479 1.4.440.48 -40.18 '1<049 '<0.60 <'1240,50') 14049 .24,14-1412 '.4.4:00 5416 :4:75 1419.2 4100.1 241/4540.5 414/16 9/041411 W21X6244- OKI. - ' 337.9 0.75 44.6 44.6 4.341 0.481 0.181 0.53 0.60 0.500 n qdl 14.4 4.00 16 4.75 19.1 4.00 - 0.5 4/16 - 0 • W21X68 OK &414:585.5 4244840-73 2442,9 244249 49/2:55 .444'0.48 .110:23 '4,0.89 11:0:45 -5..11000 .1140.89 '11/9/23.2 -6.(0 '11/16 '7.25 '11113:6 600" -44441 '44:9/16 2409/249/. W21X1119/ OK- .2 - . . . -, -. ..•,,••4 - . 1. -, , 1 . . .. ,. ,••) . 4 . S. .•,• -, .. ... ' - ' ' - •'• - I. . . •1' - ., .. - , ., - - -; 4 -. ,.' . 1 , ,, ' .1 .'" F' F. - - -, ' - iF' -- , t $1' • . . - ' 4, , - . -• ' - , - . . •. .- . -•, ,.- ,- . . .............. • , , . .- . ,, - .--,- . . P 1 • -. - . ... .. ' -. F • • 4 - 4' . F - F. . - , . -, , . ' '-1 -. -. • •-- , ' ,. I - . ,• • . - -. ., .,. - -. . F • , , --- , -' -' . -, 11 -. *' . •• .4 - - 4. - 11/30/991:32 PM ' SMRF Conn Design fr33xb xis 44 - -- I r ' F -- .- . F "i . '_4 ... •-, .. . .-, ft1 - - I - I •'•' - ,. :, DOGBONE MOMENT CONNECTION DESIGN PRO)ECTNAME: CornerstoneBld'g'A' ,' ,-" Frame:... PRWECTNO.: #991140. ,..-.. '.. Conn: -,XC ...3rd (fc&b 50 ksl ht= 73 IM - 30 ft 180 417 ' 70 in ' V - . 37 k V . 3.5 k IPat= Pab= 56 k th fwed .0 r W= kjo K ypa 5 ks Iweld ..,,O In W14X159. 14 .4I159w <,14 0.745 15.565 1.1 1.875 46.7 ,.... .,. 2l . . . - DESIGN REQUIREMENTS = : DETAILING REQUIREMENTS thk <50 < >1 <1 <1 <1 <1 1 <1 riraclnq Cmt1TIU Ia e Doubler li 297 P11 <y <48 1,102 '0 a0 04 ('I 80 4 '<,3 2 ' 4 SO" .. W4X13",, 34.250.250 0. 0.6.0 Y 18.3 27.9 0. 30.24 42 . 3 4 .0.W5X16 <,29 (O25 0 022 i060 K 7 4296 10 W5X19. 17.0 £4102 4 P.4 2 <,2. : 4 40 ,, 29.2 36.3 .0.2 0 0. 0.4 "0. .7.3 4 42 - 2. 374 W6X12OK jyI37:6 .44,0 4,31:0 17:92 /p:2 0 4p(3 40.60 $40.4 $12:2 ;'4 4 3 4 3,003 '44 W254, 28.1 0.74 33.2 22. 03"''O 0.22 0.401 0.3 0. 7,04 6 - 3 4 W8X15' OK -'4444.1-6 "40.7 31.4 4 416 .'0: ,0 0. t4O. 40 410 4, 55.0- 0.68' 31.6 31.6 12.59 0.29 0.16 0.4 0.6 0.3 -0. 13.04 6 ' 3754116,w8)Q8 OK 065 i318 "318 ,.a,908 029 015 '(056 ,,,060 10500 r<066 "<163 .,400 '46 4.50 £534 400k <.i'(O5 4/16 (33O4r W8X4O(,, OK 93.4 tO.64 33.4 33,4 7.53 .0.29 0.15 0.67 0.60 0.500 0.76 16.6 4.00 6 4.50 44 -04 3.4 4.00 0.5 4/16 ' W8X48 OK $439:2 ('440476 4,35:8 14358 446:61 4'4033 .40:13 4-0.26 .0.40 44,037S 0.45 '3(6.8 '34.00 4:8 :2.-25 49.5 2.00(. 50(375 4/16 <Q4'(A( W1OX4 OKS 63.6 0.70 32.7 32.7 10.90 0.33 0.15 -'0.40 0.60 0.375 ,0.59 10.9 4.00 8 3.25 7.0 3.00 0.375 p4/16 0 W106 OK <'4779 4.023 46:2 36:2 448.98 440433 '4015 q, .8 4h0.375 440:68 4411.0 :00 4.48 350 3475 3:003 '30375 434/16 405 01(5 108.6.' 0.66.33.7 33.7 6.57 0,32. 0.17 0.69 0.60 0.5000,8616.14.00 84.50'5.44.0O 0.5 4/16 0 ,W1 0X45 OK 066 4<354 4,4354 <<'4 27 40 32 17 433,1 05 440 50 ,,<,/O 750 ',/l 22 4207 5 00 L8 5 75 4,4 7 5 00< 34,0 75 (6J16 4,'<<4/16 W10X68<<'1 NG5 187.8 0.65 - 36.5 36.5 ' 3.77 - 0.32 0.17 1.18 0.43 0.875 1.36 20.8 5.00 ' 8 5.75 4.7 5.00 0.875 7/16 4/16 W10X77 NO "3:4-105:4 -'1540-70 -5535-2 '435 2 -'44,6:75 440.76 -40,16 -150S7 --50 611 40 375 '5,4043 4412'3 4,4 00 .439 <3:75 "4-79 3.00 10 -375 44 16 40544 W12Q5$5 OK-A - 136.5 ..0.71 '35.9 35.9 -5.31 0,350.17 0.75 0.60 0.500 0.52 15.5 4.00 94.75. 7.0 4.00 0.5 4/16 0 W12X45 OK 3.< 151 1 <" 070 4370 '3 370 , 4 71' '4 0 5 3<0 17 <063 '1O 6') '4" 0500 '3-<(' 56 es" 157 '4 00 -4' 9 475 <<69 400 ('/' 0.5 ('4/16 04'45< W12X50< ' OKtz 83.1 0.73 37.4 37.4 8.32 0.38 0.14 0.43 0.60 0.375 0.36 , 8.6 4.00 10 2.75 ' 11.6 3.00 0.375 4/16 0 W14X26 OK ,w;413114 440.73 -'437:6 3437.6 445:47 -%0,'s --50:lf 350:f 5 '3:079 ;4,50'375 '34,0.51- '43412'4 4,400410 4100 4,97, 100' ?'0-375 4<4/163-40444 W14X3841' 01(-" 167.1. 0.72 37.4 37.4 4.38 0.38 0.18 0.83 0.60 0.500 0.61 15.3 4.00 104.75 .8.44.00 0.5 4/16 0 W14X48 OK '44-183.4 40-7<1 44383 -'(438-3 1443,99 '4'O;78 -;k -i8 40.91 4060 40500 -450.67. 4415.4 ,4 00 410 ,475 55814 400( 0.5 '44/I6 404<545- W14X534% 01(4 234.1 . 0.69 37.0 . 37.0 - 3.12 ' 0.38 0.19 1.16 0.60 0.625 0.82 - 19.7 5.00 10 5.75 6.9 5.00 0.625 - 5/16 4/16 W14X68 OK -5442541 '40.68 <4378 4$37P 44-2,87 44z038 -40(19 .41Y36 -4050 450 -750 440,89 5:19,8 5-500 410 :5-75 <469 5(005 4(3(75 4<6/16 446/16 W14)(794<. 0K-i. 277.6 0.68 38.7 38.7 2.61 ' 0.38 0.18 1.38 0.43 -0.875 0.97 '19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 ox >'.52v1178 (55.- 077 4407 407 4,598 <5"041 43015 4054 ,5060 <15.10375 <<030 34-3(94 400 412 325 <5164300 '30375 <'4 16 .<,Q 3(4. W16)315( 01(1 153.6 - 0.73 - 37.8 37.8 4.69 0.41 0.16 - 0.69 0.79 0.375 '0.36 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK_ 445<11:6 .4550:7.: .443543 :439.3 441319 3440' 1- 4415 0,78 4060 .5-4C 500 -030 4512:S :.400 9312 500 "55126 0 44.5 '55 -16 "5-045j33' W16X45515. OK' 312.0 ' 0.71 39.0:.39.0 2.37 0.41 '0.20 1.36 '0.50 ' 0.750'. 0.67 '19.8 5.00 12. 6.00 9.5 5.00 0.75 6/16 6/16W16X77 OK 57 5 '530 7C ' 405 5' 40 44105 "30 41 019 1 56 043 1 0875 5< 077 1 4d9 9 500 91 800 4<93 500 <0875 91 16 '4410/if W16X89 OK 145.3 0.78 42.6 42.6 4.83 0.44 0.15 0.62 0.60 0.375 -' 0.36 9.8 4.00 14 3.501 20.2 3.00 0.375 4/161,0 W18X35 OK 4<1687 ,, 076 55430 9435' < 421 <Q44 '0 16 071 060 0375 <'040 .'<'SlO 2 400 <.3 34 300 40.375 < 4/16 <0 44 W18X40 34,4 0.76 42.0 42,0 3.29 0.44 0,17 0.91 0.60 .0.500 OK 220.0 -0.50. 13,24.00.144.504.00 0.5-4/16 0 W18X50' OK 44232:0 '5'4<07? 14415 ,'3441(f 44310 "3950:14 4<0116 50.95 :'5'060 "340500 4<4.053 4.4134 ,<5'4,0t' '441< -'4:25 4003- 5405 <434/16 4044' W18X554' OK- 390,4 0.72 40.5 40.5 1.89 0.44 - 0.21 1.57 0.60 . 0.750 0.83 21.0 .6.00 14 350NT,~-.2O.i 6,50 6.00 0.75 7/16 10/16 W18X86 4441 5 4,41 5 43168 <014 0.2I ,'(l 73 051 "40375 <'54093 OK <'<<212 P00 <44 650 600 "0 8'5 "-8/16 -<<12/19 W18X97 ' 0.74 43.5 43.5 1.51 0.44 0.20 1.95 0.45 ' 1.000 OK 487.4 - 1.03 '21.3 6,00 - 14 6.75 6.00 1 .9/16 1 W18X106 NO 1200.9 <5540576 44.45.9 5<445:9 41333 48 4'40,18 .40:15 '340:77 4060 44,0-375 4390-35 4<10:-I <400 4516 33350 31005 404375 44/16 -55044 W21X444, OK'3 228.3 0.76 -,.- 46.5 46.5 - 3.08 -, 0.48 0.15 0.87 '0.60 0.375 0.39 10.4 4.00 16 3,50 21.9 3,00 0,375 4/16 0' W21X50 OK <308.2 <5,075 <'<437 14.4317 <<<238 <048 .016 4112 3(090 p0500 <4049 .147 00 4516 475 4192 400 '305 44/16 j6 W21X62,<< OKI .337.9 - 0.75 44.6 44.6 2.16 0.48 0,18 1.23 0.60 '0.500 - 0.54 114.4 4.00 16 4.75 19.1 4.00 0.5 4/16 4/16 W21X68 -<' OK <12" <043' 02 207 <0 5 <1000 089 '(<.232 4.6.005-4,36 725 1138600 4,41 i9/1f W21X111 OK I DOGBONE MOMENT CONNECTION DESIGN PR03ECT NAME: Cornerstone Bldg A Frame: 3 - PRO3ECT NO.: #991140 Conn: IL- XD 3rd - _) ksi h_ 73 30 ft 12 Coflc l'b- 70 V 6.2 k V 3.5 l P k 2 cPw rb N !40 _2 ' 0.31 9WN4159 , 1 14.98 0.745 15.565 1.29 1.875 46.7 1900 254 287 DESIGN REQUIREMENTS - - - - - - - - OETAI NE9EMENTS_ O,k <0.95 <50 <50 >1 <1 <1 <1 <1 <1 1<1 Brach e Dimensions - Con tii plate Doubler "Oko W41111111 11906"i wwtm ''V6 'Plat Bn Se i19 '$18 8'fl 1at'1 M57 R1O. Rt8 1R $3 atIo8 ft 1' i U1e 4tS/4 VA 1L9 .0 313 313 439 02 0.2 ' 0.13 0.40 0.375 0.40 8 4. 2.25 1 2.00 0 416 0 W4X13.OK 18.3 0 28.9 28. 31.88 0.2 0. 0.19 0.60 0375 044 10 4. 4 2 2 .00 4 0 W5X16 OK ,21.7 .0 30.6 30. 27.4 0,25 0.. 0.22 0.60 0 0.4 1.2 4. 4 -2.3 .00 4 0 W5x19 OK 17.0 0 30.4 30.4 33.7 0.2 0. 0.16 0.40 0 0.4 4. 4 2 .00 4 0 W6X12 OK .37.6 0 31.6 31. 17.2 0.2 0. 0.32 0. 0 0.5 12.2. 4. 4 2.2 .00 0 4 0 W6X25 OK 28.1 0 34.2 21.6 0.3 0.171 0.22 0.4 0 0. 4. 2 5 .00 4 0 w81(15 - - 41.6 0 -32.0 15.7 0.3 0. 031 0.600375 0.5 1 4, 3.004.5 .00 - 4 0 W8X21 OK 55.0 0 32. .1 12. 0.2 0. 0.41 0. 0 0.66 1 4. 3 3 .00 0.375 4 0 V8X28 OK 77.0 0 32.2 8.9 0.2 0. 0.56 0. 0 0.80 1 4. 4 3 4.00 0.5 . 4 0 W8X40 OK 93.4 33.7 7.4 0.2 0. 0.67 0. 0 0. 16.6 4.00 - 6 4.50 - .00 0.5 4 0 W8X48 OK 39. 077 36.7 7 16.00 0.3 0. 0.26 0. 0 0.5 6.8 4 2 9 2.00 .0.375 4 0 W1OX17 63. 7 33.2 2 10. 0.3 0.18 0.40 0.60 0. 10.9 4 3 .00 0.375 4 0 W10X26 OK 77.9 - 4 36.6 - 8.82 03 0.3 0.4 0 0 0. 11.0 4 3 3.00 .0.375 4 0 - W10)c30 OK 108. .6 34.0 6.4 0.3 0.1 0.6 0 0. 16. 4 4 5.4 4.00 0.5 4 0 W10X45 OK .167. 35.7 - 7 4.2 0.32 0.1 1.0 0.50 0.750 1. 20.7 5.00 - 57 -4,715.00 0.75 6 4/16 W10X68 - 187, 36. 3. 0.3 0.1 1. 0 75 1. 20.8 5.7 4.7 5.00 0.875 7 4/16 - W10X77 NG 105.4 35.6 - 6.66--0.3 0.1 0.5 0 75 0.49 12.3 4 3.7 7.9 3.00 0375 4 0 W12X35 OK 136. 0.7 362 5. 0. 0.2 0. 0 00 0. 15.5 4 9 4.7 7.0 4.00 0. 4 W12X45 OK 151. --0.71 .37.3. 37.3 4.75 0.35 0.19 0.830,60 0.500 0.63 15.74.00-94.75 6.9 4.00 '0.51 4116 0 W12X50 OK 83.1 0.74 37.8 37.8 8.18 0.38 0.17 0.43 0.60 0.375 0.43 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14X26 OK 131.4 .0.74 37.9 37.9 5.41 0.38 0.18 0.66 0.79 0.375 -0.58 12.4 4.00 104.00 9.7 4.0D 0.375 -4/16 0 W14X38 OK 167.1 0.72 37.6 37.6 4.35 0.38 0.20 0.83 0.60 0.500 0.68 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK 183.4 0.71 38.5 38.5 3.95 0.38 0.19 0.91 0.60 0.500 0.73 15.4 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X53 OK 234.1 0.69 37.2 37.2 3.11 0.38 0.21 1,16 0.60 0.625 0.89 19.7 5.00 10 5.75 6.9 5.00 0.625 5116 4/16 W14X68 OK 254.1 .0.69 37.9 37.9 2.85 -0.38 0.21 1.26 0.50 0.750 0.96 19.8 5.00 10 5.75 .6.9 5.00 0.75 6/16 _j5 W14X74 OK 277.6 0.68 38.9 38.9 2.61 0.38 0.19 1.38 0.43 0.875 1.04 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 NO 117.8 '0.78 42.1 41.1 5.91 0.41 017 0.55 0.60 0.375 - 034 9.4 4.00 12 - 2.25 16.4 3.00 .0.375 .j16 0 W16)Oi OK 153.6 0.73 38.1 38.1 4.65 0.41 0.18 0.70 0.79 0.375 0.41 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 171.6 0.73 39.5 39.6 4,16 0.41 027 0.78 0.60 0.500 0.44 12.6 4.00 12 - 40 12.6 4.00 0.5 -, 16 0 W16X45 OK 312.0 0.71 39.1 39.1 2.36 0.41 0.21 1.36 0.50 0.750 0.71 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 6/16 W16X77 OK 357.6 . 0.70 40.6 40.6 2.04 0.41 0.20 1.56 0.43 0.875 0.81 19.9 5.00 12 6.00 9.3 5.00 0.875 7/16 10/16 W16X89 OK 145.3 0.79 43.0 43.0 4.79 0.44 0.16 0.62 0.60 0.375 0.40 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK 168.7 0.77 43.3 43.3 4.18 0.44 0.17 0.71 0.60 0.375 0.45 10.2 4.00 14 - 3.50 20.1 3.00 0.375 16 0 W18X40 OK 220.0 0.76 42.2 42.2 3.28 0,44 0.19 0.91 0.60 0.500 0.54 13.2 4.00 14 4.50 17.1 4.00 0,5 4116 0 W18X50 OK 232.0 0.731 41.9 41.9 3.08 0.44 0.18 0.97 0.60 0.500 0.57 13.4 4.00 14 4.25 15.8 4.00 0.5 4/16 0 W18)(55 OK 390.4 0.731 40.6 40.6 1.89 0.44 0.22 1.57 0.60 0.750 0.88 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 10/16 W18X86 OK 439.0 - 0.72 41.6 - 41.6 1.68 0.44 0.21 1.76 0.51 0.875 0.97 21.2 6.00 14 6.50 11.7 6.00 0.875 8116 12/16 W18X97 OK 487.4 0.74 43.6 43.6 1.51 0.44 0.21 1.95 0.45 1.000 1.08 21.3 6.00 14 6,75 12.2 6.00 1 9/16 1 W18X106 NO 200.9 0.78 46.3 463. 346 0.48 0.16 0.77 0.60 0.375 038 10.1 4.00 363.50 22.13.000.375 4/160. W21X44 OK 228.3 0.76 46.8 46.8 3.07 0.48 0.16 0.87 0.60 0.375 0.42 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK 308.2 0.76 ' 43.9 43.9 2.37 0.48 0.19 1.12 0.60 0.500 0.52 14.2 4.00 16 4.75 19.2 4.00 , 0.5 4/16 4/16 W21X62 OK 337.9 0.75 44.8 44.8 2.15 0.48 0.19 1.23 0.60 0.500 0.57 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 4/16 W21X68 OK 585.51 074 43.0 410 1.27 0.48 024 2.08 0.45 1.000 0.92 23.2 6.00 16 7.25 13.8 00 1 9/16 g_ W21X111 OK I I I 11/30/991:35 PM SMRF Conn Design fr33XD.xls I I I I I I I I I I Li I I I V I DOGBONE MOMENT CONNECTION DESIGN PROJECT NAME: Coreeratone Bldg A Frame: 3 PROJECT NO.: #991140 Coon: XE 3rd P&b 501k ht 7311n 25 ft 12 Coefficler -t 701h V 21.9 k V 8.5 k _- - - - N - - - - - - - - - pab. _64 k it 2 - - If vveld top 0.31 In -_- ---- _plate 501ksl r___ weld bot 031 In ------- __ _ 4 - - - - - - - -__- W14X159 54 159 14.98.0.745 15.565 1.1 1.875 46.7 1900 254 21 DESIGN REQUIREMENTS - - - - - - - DETAILING REQUIREMENTS Chk <0.95 <50 <50 >1 <1 <1 <1 <1 <1 <1 Bracing eDImr,r e Doubler __- V 2 v - Net Pbt &BãS ' __' l !I etaim _ WA"Im4w mum W" 1 ! ! k Siiits 11.9-..0.97 .41.3 '.41.3.26.88.0.24 0.74 0.15 0.40 03751.25 8.04. .32 .1.7 0.3 '.4 0.W4X13 NG 16.3 0.116 36.0 36. 21.51 0.25 0.74 022 0.60 0.375 1.29 10.2 4. 4 2.3 0.3 4 WSX16 NG -.19. 0.25 0.6 0.250.60037 13210.24 42.7 2.3 0.3 4 W51 17.0 0.9 38.2 22.4 0.2 0.64 0.19 0.40 0.37 1.29 7.3 4 4 2.7 0.3 4 - - W6X12 NG 37.5 0J8..35.7 13.62 0.27 0.4 0.35 0.60 0.37 1.44-12.24 43 .:--22000.354 ..W6)Q5 NG 28.1 0.9 40. 4 16. 0. 0.48.0. 0 0.3 1.3 7.0 4 6 5.5 0.3 4 - W8X15 .4L6 0.8.36,3,, .12.4 0.3 0.4.0. 0.60 - 51.4 10.14 .63 -.4.5 0.3 4/16 ,,-,, Wi. 55. 0.7 35.5 10.14 0. 0.4 0.44 5 1. 13.0 4 6 3.9 3 0.3 4 wSX2S NG 77.0 0.7 . 34.7 . 7., 0. 0.4 0. 0 00 1. 16.3 4 . 6 4 -..- 3.4 -. 0.5 4 ... W8X40 NG 93. 0.6 35.9 35.9 6.54 0.29 0.3 0.70 - 0.500 1. 16. 4 6 4 3.4 4 W8X48 NG 39.2 089 423 - 42.3 12.4 0 04 0 04 3 14 6 4 8 95 0.3 4 - WI.0X17 NG 63. 0.7 36.7 36.7 8. 0. 0.4 0.4 0.60 7 1. 10. 4 8 7.0 0. 4 W10)a6 NG 77 060 39 398 7.5 0.33. 03 0 060 -0.375 1 11 4 8 75 0.3 4 1O0 G 108. 0.71 36. 36.3 5. 0. 0.3 0. 0.6 1.97 16. 4 4 5.4 4 W10X45 o 167.1 0.7 37. 37.6 3. 0. 034 1. 0.5 -0.750 2.41 20.7 5 - 5.751 .4.7 0 6 4/16 W10X68 0 187. 0.6 38. 38.53.440. 03 1. 0.4 2. 20. 5 - 5.7 4.7 .0. - -6/16W10X77 0 105.4 0.7 . 38. 38. 5. 0.3 0.3 0. 0.60 0. 12. 4 3.7 7.9 0. 4 0 W12X35 . K 13650.7 38438.4 4. 0. 0.37.0. 0.6 0.5 1. 15.5.4.00 4.7 7.0 4 _0 6 0W12X45 o 151.1 0.74 39.3 39.3-4. 0. 0.3 0. 0.60 0.5 1.. 15.4.004.7 6.9 p4/160 - W12XSO 0 83.1 0.81 41. 41.3 7.03 0. 0.35 0.4 0.60 0. 0.9 8.6 4.00 1 2.7 11.6 .00 0. 4/16 0 W14X26 K 131.4 0.78 40. 40.3 .4 .85 038 0.34 0.68 0.79 0.375 1.09 12.4 4.00 10 4.00 9.7 4.00 0.375 .4/16 0 . 14)08 NO 167.1 0.76 39.6 39.6 3.96 0.38 0.35 0.87 0.60 0.500 1.21 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 NO 183.4 075 -.40.4 40,4 3.62 0.38 0.34 0.95 0.60 -0.500 128 -.15.4 4.00 10 4.75 .8.4 4.00 0.5 -,j6 0 W14X53 NO 234.1 0.72 38.9 38.9 2.87 0.38 0.35 1.20 0.60 0.625 1.47 19.7 5.00 10 5.75 6.9 5.00 0.625 L16 4/16 W14X68 NO 254.1 -0.72 39.6 39.6 265 0.38 0.33 1.30 0,50 0.750 1.55 19.8 5.00.105.75 6.95.00 .0.75 6/16 6/16W14X74 NO 277.6 0.71 40.5 40.5 2.43 0.38 0.31 1.42 0.43 0.875 1.65 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 NO 117.8 0.84 44.2 44.2 5.23 0.41 033 0.58 0.60 0.375 0.65 9.4 4.00 12 3,25 16.413.0D 0.375 4/16 0 W16X31 OK 153.6 0.78 40.4 40.4 4.20 0.41 0.33 0.73 0.79 0.375 0.74 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 171.6 0.77 41.8 41.8 3.78 0.41 031 0.81 0.60 0.500 0.78 12.6 4.00 12 4.00 12.6 4.00 0.5 4/16 0 W16X45 OK 312.0 0.74 40.8 40.8 2.20 0.41 0.32 1.40 0.50 0.750 1.11 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 8/16 W16X77 NO 357.6 0.73 . 42.2 42.2 1.92 0.41 0.31 1.61 0.43 0.875 123 19.9 500 12 6.00. 93 5.00 0.875 7/16 10/16 W16X89 NO 145.3 0.84 45.9 45.9 4.29 0.44 0.30 0.65 0.60 0.375 0.73 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK 168.7 082 46,0 46.0 3.78 044 030 0.74 0.60 0375 0.78 10.2 4.00 14 3.50 20.1 3.00 0.375 "6 0 W1BX40 OK 220.0 0.80 44.4 44.4 3.01 0.44 0.31 0.94 0.60 0.500 0.90 13.2 4.00 1414.50 17.1 4.00 0.5 4/16 0 W18X50 OK -232.0 0.77 43.9 _43.9 2,84 0.44 0.29 100 0.60 0.500 0.94 13.4 4.00 14 4.25 15.8 4.00 -0.5 4116 -0 W18X55 - OK 390.4 0.76 42.4 42.4 1.76 0.44 0.33 1.63 0.60 0.750 1.32 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 10/16 W18X86 NO 439.0 0.75 43.3 43.3 1.57 0.44 0.32 1.81 0.51 0.875 1.44 21.2 6.00 14 6.50 11.7 6.00 0.875 8/16 14/16 W18X97 NO 487.4 0.77 45.2 45.2 1.42 0.44 0.31 2.01 0.45 1.000 1.56 213 6.00 14 6.75 12.2 6.00 1 9/16 1 W18X106 NC 200.9 0.83 48.9 48.9 3.15 0.48 0.271 0.80 0.60 0.375 0.64 10.1 4.00 16 3.50 223 3.00 0.375 4/15 0 W21X44 OK 228.3 0.81 49.3 49.3 2.82 0.48 0.26 0.90 0.60 0.375 0.69 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK 308.2 0.79 45.8 45.8 2.20 0.48 0.29 1.16 0.60 0.500 0.81 14.2 4.00 16 4.75 19.2 4.00 -0.51-4/1-6 4/16 W21X62 OK 337.9 0.78 46.7 46.7 2.01 0.48 0.29 1.27 0.60 0.500 0.87 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 6/16 W21X68 OK .585.5 076 444 44.6 120 048 034 2.14 0.45 1.900 1.31 232 6.90 16 725 13.96.90 1 9/16 _ W21XI11 NO I I I 1 11/30/991:37 PM SMRF Conn Design fr33XE.xls I I I I I I I I I I I I I V SMRF Conn Design fr33XE(+20).xls I.• ' I DOGBONE MOMENT CONNECTION DESIGN T]. fl Cornerstone Bldg 'A' - Frame: 3 PROJECT NO.:#991140 . , c. Conn: XE(+20 3rd PROJECT NAME:F jPa Fvc&_ 9h 73e IL- .2 ft - .. - - - - - - ____ - -iq 13 rb -'70i V .5. K V OK 72 k . rib fwd .0.3 K Vf= k FypI .. . 5 ksl rweld 0.3 i W14X159b 159 114.98 t.0.745 15.565 .1.1 1.875 46.7 . . 254 DESIGN REQUIREMENTS OETAIUNGREOUIREMENTS chk <0.95 <50 <Sn >1 <1 ' <1 <1 ' < <1 Bracing eDirn@ Continuitye_ Doubler 16 C9 s out & /b 8eâ'mS sw -,.,. ! lt '49?.1'10;7.4 316 i <./.8546 ',02 480 4 8?3 2 f 2O0 '03 '?4 0??i4i/ W4X13i8'' 18. 0.7 29.3 3 61. 0. 0 0.0 0.60 3 0. 10.2 4.00 .42 .00 0.3 4 0 W5X16 OK 421 440.59 C30 'ii' S 52 9O25 0 4.011 '.<.Ø ' '40 102 4 51"4 '2. 4'2 00? ,03 4 W5X19'. 17. 0.77 30.8 65. 0. NO2 .0 . 0 0.08 0.4 3 0. 7.3 4 4 2.712.00 0.3 4 0 W6X12 OK 437: 1'.1/OJ 5432:2 S133: 45O2 .,0.6 5\' 4/12.2 i4 444 3 Wi 3?0o 40.3 14 044 6 . 28. 0.7 . 34. 41. 0.30 . 2 0. 0.4 3 0.59.7.0 4 6 2.00 0.3 4 0 15 OK /.j40.73 132.6 4 30. 41 4 gO: go6 ' 4/0: :510.i 44 i,6 5 40.3 .gf4 044. 44 55.0 0.71 32.8 32.8 23.39 0.29 0.25,0.20 0.60 0.375 0.83 13.0 4.00 6 3.75 3.9 3.00 0.375. 4/16 0 8 4<977. fi.0.6 44328 1'16. ?410. 4: 40 co.6o 415; 74'i1; *ó5163 4 446 '4 44 '4' 544 4Q%S 93.4 '0.66 .34.4 34.4 14.12 0.29 0.24 0.33 0.60 0.500 1.21 16.6 4.00 6 4.50 3.4 4.00 0.5 4/16 W8)148 NG 14' 392 7,079 *375 -375 j3048 ,/033 4020 '013 .040 0375 9.-Oil 1.7,,468 &400 225 4.47%5,2.00 0375 44/16 W10X1 OK 63.6 0.72 34.0 34.0 20.21 0.33 024 0:19 0.60 0.375 0.93 10.9 4.00 8 3.25 7.03.00 0.375 4/16 0 W106 OK ,qç075 '437.5 '375 71673 033 023 023 060 rn 0375 .,107 110 .4OO 8 3.50' 7.5300 ,0375 '.14(16 k0 'i.c WIOX3O NO 108.6 0.69 34.9 34.9 12.30 0.32 - 0.26 0.33 0.60 0.500 1.35 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 0 W10X45 NO 167 1 68 ,'36 7 9.367 800 1,032 .0 27 050 hO 50 ,s0 750 .,<., 193 20 7 500 1 8 575 .44 7 5 00 075 6/16 . W10X68 * NO 187.8 0.68 37.8 37.8 7.07 0.32 0.26 0.57 0.43 0.875 2.15 20.8 5.00 8 5.75 4.7 5.00 0.875 . 7/16 0 W7 NO 9 1054 -u9073 365 i365 1260 .1036 025 027 06 O375 067 ..,. 1123 400 "$9 375 p1479 300 90375 4416 04.,x.. W12X35 OK 136.5 0.73 37.2 - 37.2 9.94 0.35 0.28 0.36 0.60 0.500 0.82 . 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK 4'1S11 i9073 "7383 4383 ''897 4 035 r027 e039 1,060 40500 089 s157 400 ''9 475 169400 .i105 .54/16 W12X50, OK 83.1 0.76 38.9 38.9 15.46 0.38 0.22 0.20 0.60 0.375 0.58 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14)Q6 OK 'i1314 1 075 93904-390 1021 9. 038 p025 1,031 079 p70375 p?" 081 .9.1121 400 710 400 '47197 100 /0375 416 10 W14X38..' OK 167.1 0.74 38.7 38.7 8.20 0.38 0.28 0.39 0.60 0.500 0.97 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 OK ,1834 074 .4 396 ."..,396 4.745 -14038 0.28 043 '060 .. 0500 *405 $'' 154 4400 10 475 4.84 400 405 .c'4116 "O45i.07,,'W14X53 NOS 234.1 0.71 38.4 38.4 5.83 0.38 0.31 0.55 0.60 0.625 1.31 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W14X68 NO $'..9t2541 o.7071 j9392 ,392 "(535 4038 '030 \0.59 ;050 .10750 K 141 .7.198 500 'l'10 575 .455695007. '.075 67.01,11,9 W14X741,4 NGit 277.6 0.71 _40.2 40.2 4.89 _0.38 0.29 0.64 0.43 0.875 .1.54 19.8 5.00 10 5.75 6.8 5.00 0.875 ..2L16 0 W14X82 NO 1178 *'OSO 742.4 442 4 47111 12 55041 *0 24 '.0 25 .0604V0375.,%9.0.47 45t9 4 400 4.12 73.25 1ç16.4 300 40375 i6 .40..14/ W16)O1'l OK.' 153.6 '0.76 39.3 39.3 8.74 0.41 0.26 0.32 0.79 0.375 0.58 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 4.'1715 4.0'5 4O9 4409 791 041 025 4036 060 /40500 9064 1l26 p400 9412 '100 .126 400 49'03 "jj5 <'01.45'." W16X4514 OK 312.0 0.74 40.6 40.6 4.42 0.41 0.31 0.63 0.50 0.750 1.07 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 W16X77 NO ,357 6 ,450 73 ,1542 1 7142.1 .411382 041 030 ..'0 72 0 43 7.0875 IIM 22 5-9.19 9 45500 54512 .600 1"9.3 500 p0875 .5j,/6 17.0 ,54 W16X89 NO 145.3 . 0.82 44.5 44.5 8.97 0.44 0.24 0.29 0.60 0.375 0.57 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK 74.1687 4%80 4.4449 5449 <783 '044 '7.025 033 '060 4.0375 "-064 1102 '400 ''14 350 '74201 300 .0375 W18X407 OK 220.0 0.79 43.8 43.8 6.13 0.44 0.27 0.42 0.60 0.500 0.80 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK 49232 0 <.4) 76 <'43 4 7243 4 '4/577 '47044 '02 <'041 6.60 "7,7-0 500 .10 84 ,4 134 400 '914 42510,118 COW 940 5 "7jj6 07.1.4 W18XSS ox 390.4 0.76 42.5 42.5 3.50 0.44 0.33 0.72 0.60 0.750 1.34 21.0 6.00 14 6.501 11.8 6.00 0.75 7/16 0 W18X86 NO 55.4144390 714751:75 44435 4.13:5 '474-3:11 1554041 40.37- 4702') .40.51 0875 4.fl4'49 4414 6:50 '7111f 7 6 00'. 40:875 4.8/16 '75047557554' W18)(97:. NO' 487.4 0.77 45.6 . 45.6 2.79 0.44 0.33 0.89 0.45 1.000 1.66 ' 21.3 6.00 14 6.75 12.2 6.00 . 1 9/15 0 W18X106 NO 55412009 '14.')81 1771481 '44a1 ".9s;64 1 tQ4P 023 035 9060 /550375 '7. 056 9..101 400 1416 3.5071221 300 0.375 9,4/7640 <'177 W21X44447, OKv. 228.3 '0.80 48.7 48.7 5.71 0.48 0.24 0.39 0.60 ' 0.375 0.62 149212.6:00 10.4 4.00 .16 3.50 21.9 3.00 0.375 4/16 0' W21X50 OK 9. 3082 .54<,,.0.79 71p7457 45457 14442 ,9.048 ..'028 4030 .060 45570500 '55079 7142 400 '4116 A. .4192400 .1,40.5 44/16 ..0 "14 W21X62 ..s OK 337.9 0.78 46.6 46.6 4.01 0.48 0.29 0.55 0.60 . 0.500 0.86 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 0 W21X68 ' OK ;4585 ,555.'0;77 451 '747451 4142:3< -4410.4F1 ',037 409' "04 ..;/7'987Q 4747.1;l' 7-4232 7,6,'30 7.4.76 -725 4.138600 154451 49/6 401.7.71" W21X111,.9 N01' DOGBONE MOMENT CONNECIION DESIGN I - - - - - - - - PRWECr MME: Cornerstone Bldg A Frame: 3 PR03ECT NO.: #991140 Cone: XP 3rd _SO k ht -o in 32.5 ft - EP. I Coefficler lb= 70 h V 31.6 k V 0 k Pat-_ - k_ 0L...... _j C3P- Y!_ _N 57 k it, 1 - - dd 0.31 ____ jvf= Ok S 1 - F weld bot 0.31 1]4* AM SM WWW IF011FIX !A! W" W14X159 14 1159 14.98 0.745 15.565 1.191 1.875 46.7 1900 254 28 - DESIGN REQUIREMENTS I - - - - - OETAIUNG REQUIREMENTS thk <095 <50 <50 >1 <i <1 I <1 <1 <1 <1 Bracing sD,sigContinuity plate I Doubler VOUftillill *" OWM WWW MtM %VW1 boWb M111111111111 VCCSIR 962 W2116AINN IMRS fasshisAd #0 Illsift4imI NOW SUN wRibmIRst Rh" WAU."barimfim t3t101I Iftfin ma shlimm mm WAIN Th9 -4.10 -..47. .4 -22.44 -0.2 1. --0.11 -0 0375 --1.74 .8.0 -4 3 2.25 ..-1.7 2.00 -.0.375 6 -0 W4X13 !G L" 0.96 39.9 39.9 18.71 0.25 1.01 0.13 0.60 0.375 1.77 10.2 4.00 4 2.75 2.3 3.00 0.375 4/16 0 W5X16 N( 21.7 0.89 -.40.4 IDA 17.16 0.25 0.89 .0.14 0.60 , 0.375 1.79 .10.2 4.00 2.75 . .O.375.4 ,0 WSX19 NG 17.0 1.06 42.6 42.6 19.50 0.27 088 01 0.40 0.3751 7.3 4 4 2.25 -2.7 2.00 0.375 4 W6X12 NG 37.6 . 0.82 . 37.7 .-37.7 . 12. 0.27 0.63 .. 0.19 UO 0.375 1.88 12.2 4.00 4 3.50.1. .21 3.00 0.375 4 0 . W6X25 NG 28.1 0.98 43.8 43.8 14.76 0.30 0.63 0.14 0.40 0.375 1 7.0 4 6 2.25 5.5.2.000.37 4 - W8X15 NG --41.6 0.86 38.4 38.4 11.89 0.30 0.63 0.18 0.60 0.375 1 10.4 5 3.00 4.5 3.00 0.37--4 W8321.NG 55.0 0.80 37.1 37.1 9.86 0.29 0.59 0.23 0.60.0.375 1 13.0 4 6 3.75 3.9 3.00 0.3 4 W8X28 NG 77. .0.73 '35.7 .35.7 7. 0. 0.49.0. 0.60 0.5 2 16.3 4 .6 4 -. .4 - W8X40.NG 93.4 0.7 36.7 36.7 6. 0. 0.44 0. 0.6 0.500 2 16.6 4 6 4.50 - 00 - 0 4/161 - - W8X48 NG 39 09 451 451 11 0 054 0 04 03 1 68 4 8 2.25 - 3 4 - W1OXI7 NG 63. 0.8 38. 38.2 8. 0. 0.52 0. 0.60 0.37 2 10. 4 8 7 0.3 4 W10X26 NG 77.9 '0.82 41. 41. .7. 0.33 046 0.2 060 03 2 11. .4 8 0.3 4/16 - - W100 NG 108. 0.7 37. 37.0 5. 0. 0.44 0. 0.6 0.5 2 16. 4 8 4 5.4 - 4 - W10X45 NG 167. 0.7 37. 37.9 ,. 0. 0.37 0. 0.5 0.7 2.61 20.7 5 5 4.7 0 6 W10X68 0 187. 0.6 38. 38.8 3. 0. 0.34 0. 0.43.0.8 2 20. 5 5.7 4.7 0. 7 W10X77 o 105. 0.78 38. . 38.9 6. 0. 0.42 0. . 0.5 0.3 1 12. 4 3.7 7.9 .0. 4/16 - -- W12)35 NG 136. 0.76.38.9 38.9 4. 0. 0.41 0. 0.6 0 1 15. 4.00 4.7 7.0 0 4 W12X45 NG 151. 0. 39. 39.8 4. 0 03 0 1 0.60 0. 1.27 -15. 4.00 4.7 6.9 - 0 4 W12X5O NG 83.1 0. 42. 42. 7. 0 0.4 0 0.60 0. 1.08 8. 4.00 1 2.7 11. .00 0.375 4/16 W14X26 NG 131.4 0.80 40.9 40.9 5.1.3 0.38. 0.3 0 0.7 0. 1.22 2 4.00 1 4.00 -.9.7 .00 0.3 4/16 0 W14)08 NG 167.1 0.77 40.0 40.0 4.22 0.38 0.38 0.41 0.60 0.500 1.31 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 NO -183.4 .0.76 40.7 .40.7 3.88 _0.38 036 0.45 0.60 0.500 1.36 15.4 - 4.00 _-10 4.75 8.4 4.00 - 0.5 436 . 0 - W14X53 NO 234.1 0.72 39.0 39.0 3.10 0.38 0.35 0.56 0.60 0.625 1.50 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W14X68 NO 254.1- 0.72 39.6 39.6 :2.87 0.38 034 0.61 0.50 0.750 1.57 19.8 5.00 10 5.75 6.95.00 0.75-6/160 W14X74 NG 277.6 0.71 40.4 40.4 2.64 0.38 0.31 0.66 0.43 0.875 1.64 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 NO .117.8 -0.85 45,0 45.0 5.55 .0.41 0.37 0.27 0.60 0.375 0.74 _9.4 4.00 _12 3.25 1&4 3.00 0375 0 W16X31 OK 153.6 0.79 40.9 40.9 4.51 0.41 0.36 0.34 0.79 0.375 0.80 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 171.6'-0.7842.2-,-42.2.4.08.0.410.33 0.38 0.60 .0.500 0.84 12.6 4.00 12 4.00 12.6 4.00 0.54/160 W16X45-OK 312.0 0.74 40.6 40.6 2.43 0.41 0.31 0.64 0.50 0.750 1.08 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 W16X77 NO 357.6 0.73 41.9 .41.9 -2.12. 0.41 0.29 0.73 0.43 0.875 1.17 19.9 5.00 126.00935.00 0.875 7/16 0 .W16X89 NO 145.3 0.86 46.6 46.6 4.65 0.44 0.33 0.31 0.60 0.375 0.80 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X3S OK 168.7 0.83 - -46.5 _46.5 .4.13 0.44 0.33 034 0.60 0375 0.84 10.2 4.00 14 3.50,, 20.1 3.00 0375 /16 .0 W18X40 OK 220.0 0.81 44.5 44.5 3.32 0.44 0.32 0.43 0.60 0.500 0.93 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 WI8X50 OK 232.0 0.77 ' 44.0 44.0 3.14 0.44 0.30 0.46 0.60 0.500 0.95 13.4 4.00 14 4.25 15.8 4.00 - 0.5 4/16 0 W18X55 OK 390.4 0.75 42.0 42.0 1.98 0.44 0.31 0.73 0.60 0.750 1.23 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 0 W18X86 NO 439.0 0.74 . 42.9 42.9 1.77 0.44 - 0.29 0.81 0.51 0.875 1.32 21.2 6.00 14 6.50 11.7 6.00 -0.875 8/16 0 W18X97 NO 487.4 0.761 44.7 44.7 1.60 0.44 0.28 0.90 0.45 1.000 1.41 21.3 6.00 14 6.75 12.2 6.00 1 9/16 0 W18X106 NO 200,9 0.83 49.1 49.1 3.52 -0.48 0.28 0.36 0.60 0.375 0.66 10.1 4.00 163.50 22.13.00-0375.4/16 0. W21X44 OK 228.3 0.81 49.3 49.3 3.16 0.48 0.27 0.41 0.60 0.375 0.69 10.4 4.00 16 3.50 21.9 3.00 0,375 4/161 0 W21X50 OK 308.2 0.79-45.7 .45.7 -2.49 0.48 0.29 0.52 0.601 0.5001 0.79 14.21 4.00 164.75 19.24.00 0.54/160 W21X62 OK 337.9 0.781 46.5 46.5 2.28 0.48 0.28 0.57 0.60 0.500 0.83 14.4 4,00 16 4.75 19.1 4.00 0.5 4/16 0 W21X68 JOK 585.5 0.751 43.9 43.91 1.38 0.481 0.301 0.94 0.45 LDOOJ 1.15 23.2 6.00 167.25 13.86.00- 1.9/160 .W21X111,NG V 11/30/991:44 PM SMRF Conn DesIgn fr33XF.xls I DESIGN - DOGBONE MOMENT CONNECTION . - - - - .RO)ECT NAME: Cornerstone Bldg 'A' . Frame: - 3 . PROJECT NO.: #991140 ,,. . - -. Conn: XG 3rd 32-5 ft ______ ...j7 70 i' V 13 k V .0 k ___ Pab= ..6 It 1 lweld - • Vf= ....0k 0.745 Pyplate 15.565 ..50te1. . 1.19 1.875 46.7 tweld 1 .. .' __ W14X159 4. ..c-s 159.-, i14.9 ..-.-• 20 - DESIGN REQUIREMENTS - - - - - - ML'rUR'ME1T- hk <0.95 <50 <50 > <1 <i <1 <1 <i <1 th Bracing sO"nenslons Cmtnu, at Doubler C( Ala o< 13 K 18. 0. 31. 31.8 27.1 0. 045 0.10 0.60 0.375 0 10. 400 4 .3 3 -737-54/16 W5X16 K 0 33 ,33 2400 1<0 'a Ø 05 iO3 c10 1 'at10 2.3 -,4f1 o, V5X19. K 17. 0.84 33. 33.6 28.6 0. 0. 0.4 0.3 0 7. 4 2.7 . 4/1 - W6X12 K <.4,/O -,' *.0 O60 /03 0 +'<12 422 3 9j KIt 28. 0.8 36. 36.7 76 0. - 0. 0.4 0.3 0 7. 4 6 5.5 . 4/1 - WSX15 K 7/.4F 4107 3433- '$33'7 'i4 1g10 0 /1.050 /1- l'0 //lO 11 /6 3.00 4/145 3.00 0375 /114,116 0li X21, o, 55.0 0.72 33.4 33.4 11.86 0.29 0.30 0.20 0.60 0.375 '099 13.0 4.00 6 3.75 3.9 3.00 0.375 4/16 W8X28 OK <'<.77 0 , taO 68 , a33 0 330 881 <029 026 028 050 1 0500 112 't 163 300 3'. 6 450 1k3 4 400 ./ 0.5 4,1 16 0 V8X40at. NO 93.4 . 0.65 34.4 34.4 7.42 0.29 0.24 0.33 0.60 0.500 1.21 16.6 4.00 6 4.50 3.4 4.00 0.5 4/16 0 W8X48 NG t/1392 a.jç<082 1.a388 '<38.8 a3,U523 .3033 *026 4013 4040 ¶0375 <092 400 338 2.25 5395 200 0375 14I16 5O. V10X17 4 OK 63.6 0.73 34.5 .34.5 10.50 '0.33 0.27 0.20 0.60 0.375 1.05 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 W10)Q6 NG '4 U/77 9 ,,0 76 4377 t37 7 J<' 881 033 -,-J V,9.25 024 1060 4 0.375g j 13 1'11 0 4400 /1 8 '350 ,./47 5 3 00, t0 375 ,4/16 O NO 108.61 0.681 34.7 34.71 6.57 0.32 0.251 0.33 0.6011, 0.500 1.29 16.1 4.00 8 4.50 5.4 4.00 0.5 4/161 0 - W1OX45 ING /13a167.1 6.671' .<ta36;2 :14.36 10.32 <a0.23 0.50 O,50 .0:750 t1-63 414:207 -5.00 4'8 :5,75 ..4.7 5.00; 4)175 46/t6 ' 0$,i. t0X68ta.., NO, 187.8 . 0.67 37.2 37.2 3.88 '0.32 0.21 0.56 0.43 ' 0.875 1.76 2008 5.00 8 5.75 4.7 5.00 0.875 7/16 • W10X77 NO ,'<105:4 1*1<0.73 1<354 4,a36.4 1683 3t0 36 0.21 .'.8 2. 114:50 ,14A;0.375 'a1<O.fS 1<1<123 4.00 *1<19 175 1<417.9 100 T,.0375 414,116 W1 35 OK 136.5 0.721 36.8 35.8 5.43 0.35 0.25 0.36 0.60 0.500 0.73 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 . W12X45 OK ., 1511 t'a 072 ,'4y37 B -375 4492 '4035 1 021 039 O.60 /,s105c0 ,'07 ,a,<15 7 400 9 475 <6 9 400 31 05 16 01*.t W12X50 1 OK 83.1 0.76 39.0 39.0 8.35 0.38 0.23 0.21 0.50 0.375 0.59 8.6 4.00 1012.75 11.6 3.00 0.375 4/16 0 IW14X26 OK 'Ia 1314 ',4) 'ao 75 .'5,ta38 6 p1<386 ",.4.5.64 t. 038 02' "0 31 ,no .79 0375 '40 72 ' 124 "400 '.13 400 5t79 7 400 0375 14/16 0 "t,< W14108 OK 167.1 0.731 38.1 38.1 4.56 0.381 0.241 0.39 0.60 0.500 0.82 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 ' W1048 OK '51834 a t 072 t-aa39 0 "I 390 "< '4 16 *',O 38 502, a 043 0%50 :4)' 0 5C'O "-101.7 1115 4 400 1' 10 -4*75 k/sI 400 0 5 16 0 W14X53 'OK 234.1 0.701 37.5 37.5 3.29 0.381 0.241 0.54 0.60 0.625 1.01 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W1068 NC -'254 1 /5w'0 69 1<1382 382 03 ,5. 038 02.. .038 0 ,0 ,v,a 07 0 1 07 198 500 313 575 '4)6 9 500 *10 5 -45116 0 W14X741 ' NG 277.6 0.691 39.2 39.21 2.77 0.381 0.211 0.64 0.43 0.875 1.14 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 • W14X82 NO 079 t--0,410 '<'420 b3i6 19 ., 041 022 026 060 *40375 ,,-,310 43 .1<594 400 19,,12 325 41161 300 0.375 3V16 0 ,,'<' V16X31 - OK 153.6 0.75 38.7 38.71 4.92 0.411 0.221 0.32 ' 0.79 0.375 0.49 12.6 4.00 121 4.00 12.8 4.00 0.375 4/161 0 . W1600 JOK 41< 1716 11074 41440.4' r 401 ,*/ 442 041 021 036 060 .5 105C0 053 1< 125 400 Al2 4.00 SA12.6 400 4105 *1 1/16 0 a. V16X45 : OK 312.0 0.71 39.4 39.41 2.55 0.411 0.221 0.62 0.501 0.750 0.77 19.8 5.00 1216.00 9.5 5.00 0.75 6/161 0 - W16)(77 OK l. 3576 '9s-0 71 4k40 8 408 42 21 041 *O 21 5071.,0.431 -'l'O 875 O.86 ,"/19 9 500 112 600 '4193 5.00,'Y075 5 4.7/16 0 144, 51(89 OK 145.3 0.80 43.8 43.8 5.10 0.441 0.201 0.29 0.601 0.375 0.49 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK aL1S*1<168'4),,40:78 'a4l40 '4):14.0 448 ,iM3:O.41 4'.,O:21[".033 40.60 241110:375 'alac053 441:10:2 '4.001<414 3.50 t520t 300' <0.375 '31116 o -:1< *V18X4041 OK, 220.0 0.77 42.7 42.7 3.54 0.44 0.211 0.41 0.60 0.500 0.62 - - 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 . OK 14a1232 0 541' 074 ,<i* 423 1423 , 334 '044 4 050 a'D 5('O ",-. 064 /1* 134 400 414 425 1(1,15 '3 400 %64.5 1/16 3 0 V18X55 OK 390.4 0.73 40.8 40.8 2.06 0.44 0.1 0.60 . 0.750 . 0.92 21.0 6.00 .14 6.50 11.8 6.00 0.75 7/16 0 W18X86 OK -411<4439.0 44)O.7? -41'8 4)41.8 1<-184 -11;0:44 -<01 .',O.SI '4410.875 i1<11O1 :l3,212 500 4)14 5.50 41-11*7 6003 30.8T5 443/16 4DI4154. V18X97,'< NO 487.4 0.74 43.7 43.7 1.65 0.44 0. 0.45 1.000 1.10 21.3 6.00 14 6.75 ' 12.2 5.00 1 9/16 0 W1BX106 NO '341.200.9 ,j,41;O:79 '4:4,468 '41488 "41413-77 4113'.O.lS '50:5 '0B !,j'j0.60 '10.60 41410375 *41043 '41<10.1 1400 1I5 150 5122.1 300' '0:375 414J16 '3O41k1< W21X444)2 OK, 228.3 0.77 47.3 47.3 3.36 0.48 0. 0.60 0.375 0.47 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK -a*c43O8:2 -1'-4'a30:78 '41:442 44,44.-'i -r'y412 62 '410.43 1.0:) 410.60 341' 350) 414,0.57 '341<14.2 .400 34115 : q 75 i9.; 400 4*1<05 344/15 0*,a*** N21X621<, 45.1 45.1 2.38 0.48 0.5 0.60 0.500 0.61 OK0.76 14.4 4.00 16 4.75 19.1 400 05 4/16 0OK 4154.0.7.4 1<4143:0 .1<4.43.0 *54a:1'42 ,41<'O.48 k:0.? *0.45 "1.00') ;*4)Q,93 ,423.? '6.01 41'lS :725 1113.0 5.00 443415 'g/is 4044)4' 'N21X111,1 0K' .5 -. i .-. .'.... .. 5. ._.-..# . DOGBONE MOMENT CONNECTION DESIGN PRO)ECTNANE: Con1ersthneBId'g'A Frame 3 ' PRO3ECTNO.: , #991140 Conn:, ,.XG(+11) 3rd ht= .73 L. 20 '.... 5 •4 - .... ____ - J0 1.2 Coeftler hb- ft a. -P470 In V 9.3kV'SOk Pat- .'-22 k_ nc ....42 - C)Pwthgn7 - P- -,t5 k r' .. 1 . If weld top 0,3 Vf= ,., k . fwdd .0.3 -. Ell 5,. . - W14X159 14',s..' 159s <,149 0.745 15.565 ..'-1. .1.875 1900 254 ..928 - DESIGN REQUIREMENTS - - 9A11 IO Rç'uIR8MErri Gik <0.95 -so <co <1 -i 1<1 ra"q 'me'-a-ic . Ca,thjity e Doubter ..46.7N 1.37 01;.tb33.k7.46337 75.'90"17.1 ' oo_ - 0 7 .. 3 - 0.2 . 0 ... 0.. X13i 111.3 ..6 10.2 4 ' 4 2 .uo u.3 4 .0 X16OK 21 7 /3 3£ )49 0~5 : 5 0 C60 03 70 102 00 2. 'i 300 037 /s /16 (0 17.0 0.81'132.5. 32.5 59.36 0.27 0.32 0.08 0.401%. 0.375 0.66 '.7.3 4.00 4 2.25 ' 2.7 2.00 0.3754/160' 6X12OK 072 e #330 1..330 #ic3162 .027 sJ029 '-016 06O *Q375 ,085 s122 400 '. 4 s350 l 22300 0.375 4/16 .0 6) OK 28.1 - 0.81 36.1 36.1 - 38.92 0.30 0.27 0.11 0.40 0.375 . 0.77 7.0 4.00 6 2.25 5.5 2.00 0.375 4/16 0- XiS OK 75 33S c335 /2877 s,030 1030 015 /060 ,.'10375 /089 10j '400 300 tJ'45 300 &O3S /,4/16 0'K OK 55.0 0.72 '33.5 :33•5 22.61 0.29 0.30 0.20 0.60 0.375 .1:01 '130 4.00 6 3.75 3.9 3.00 0.375 4/16 0.' WX28 NO ,J,>77 0 f068 1338 :1333 1658 1,029 028 026 .060 500 21 23 4.16 3 6400 ,.6 450 k3 4 400 4.O 5 .,'-4/16 s.0,1c7 NO 93.4 0.67 .34.8 34.8 -13.85 0.29 0.28 0.33 0.60 0.500 1.38 16.6 4.00 .6 4.50, 3.4 4.00 0.5 4/16 0 - X48 NO <392 .l082 #3B6 11386 2905 li'O33 025 0 13 1040 .0375 O89 ..168 400 8 2.25 -'{9.S 2.00 0375 '-,4/16 1O1< Wii OK 63.6 ..0.74 - 34.7 34.7 19.60 0.33 0.28 0.20 0.60 0.375 1.11 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 Wrog NO -7J9 'O77 ., 381 t381 , 1632 s033 .027 ,024 060 \ 03 5 1Z5 ,.110 400 /8 3.50 lf..75 300: 0375 4i6 NO 108.6 .0.69 35.3 35.3 12.09 0.32 0.30 0.33 0.60 0.500 1.53 '15.1 4.00 8 4.50 5.4 4.00 .0.5 4/16 0 W1OX4S uo ,167J1 /4/O.69 /'37O 37.O */4Z91- ,J1032 cOaO /0.51 0;50 l0750 '/2:1-1 /.20.-7 /5:00 /i&4,8 575 /1J7 5:00; 4/0.75 /6/16 /O///3 WlOX 4 NO 187.8'0.68'38.138.i '.7.010.320.29 0.57 0.43 0.875 2.33 20.8 5.00 85.75 4.75:000.8757/16 0 W10X77 NO 7//:'-37:0 -*'*370 -'i11238 '//036 't"0.28 ./028 '1060 J/4/O'375 r$10;76 ',/:12-3 4'00 119 -3'75 F//79 300 /Q375 /4/15 //0t<# W12X355,l' 0K' 136.5 0.74 37.6 37.6 9.81 0.35 0.31 0.36060 0.500' 0.91 15.5 4.00.,94.757.04.00 0.5 4/160 W12X45 OK s 151 1 073 386 c138 6 4j%';'8.'86 l035 A0 30 040 050 .0 500 1 JO 98 '7/1 157 "400 4f79 475 * 5° 400 /10 S 4/16 'iO .//1 W12X50 / OK" 83.1 0.77 , 39.5 39.5 15.09 0.38 0.261 0.21 0.60 -, 0.375 0.67 8.61 4.00 10 2.751 11.6 3.00 0.375 4/16 0 W14X26 OK 31~1*/0 77 '/1,1'-39:4 /1/394 '00E 1/11038 1'0 28 '/031 0 79 '17/0 3.5 '1// o:go /W1214 /400 (0 '4.00 '97 4:00' C375 /4/15 "/0/1//1; W14X387/ OK' 167.1 0.75 39.0 - 39.0 8.11 0.38 0.31 0.39 0.60 0.500 1.06 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 NO 11834 "074 J/39 9 399 , 738 ',*. 038 .0 30 0 4 060 . 0500 1114 1154 .1400 40 475 '/84 4 001 7* 05 /1 4/16 0 * / W14X53-.5 NO 234.1 0.72 38.7 38.7 . 5.79 .. 0.38 0.33 0.55 0.60 0-625 1.40 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W14X68 NO 7/i'254 I ,l4'0 71 1 394 t/39 4 ' 533 l 038 032 050 050 .5S10750 :Se.1 50 9 8 500 '41 10 1575 1*169 500 075 41 16 0 'i W24X74 NO 277.6 0.71 40.4 40.4 4.86 0.38 '-0.30 0.65 0.43 0.875 1.63 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 NO .1178 -..*0 81 .' 429 4&42 8 093 , 0 41 027 '40 2 0 60 1 0375 .1/053 l ,9 41' 400 12 325 A616:.4 1'004' 0375 l4 16 'O -'/ W16301'. / OK 153.6 -0.77 39.7 39.7 8.64 0.41 0.28 0.32 '0.79 .0.375 0.64 12.6 4.00 12 4.00 12.84.00 0.375 4/16 0 W16X40 0K .'/11716 c"'1076 //1112 ,7*.772 0'11 027 "(036 :1060 /C500 *070 4;: 126 400 *12 400 26 400 '".0.5 56 -o/' W16X45/ OK 312.0 0.74 40.8 40.8 4.40 0.41 0.33 0.63 0.50 O.750-'1.12 19.8 5.00 126.00 95 5.06 0.75 6/16 0 W16X77 NO 1t/4//357:'6 /*0:73 J/42:3 /42t3 /'77381' /1*O.41' 1/0:32 /70-72 /10:43 ///o:875 /1/1"28 (/17*19.9 '*5.00 /112 (60 /1/93 5-00; (0.875 '1/7/16 4/O/1/:_W16X89i*/1 NO-' 145.3 0.83 -45.0 45.0 8.85 0.44 0.26 0.29 0.60 0.375 - 0.63 '9.84.00 143.50 20.2 3.00 0.3754/16 0 W18X35 OK W.081 ///454 454 "4'774 /1.044 027 ,033 060 4 0.375 '-i, 070 .13102 400 '14 2.50 .201 300 0375 4/t6 i OK61 220.0 0.80,44.1.44.1 6.08.0.44 0.29 0.42 0.60 0.500 0.85 13.2-4.00 144.S017.14.00 .0.5 4/160 'W18X50- OK /12320 /1or i43 7 /7437 /1/573 /11041 028 /044 060 *1.0500 f/0 90 1/1134 400 _*14 425 t5 8 400 i.'O 5 jl6 *O\'1./_W18X55 / OK 390.4 0.76 42.7 42.7 3.48 ' 0.44 0.35 0.72 0.60 0.750 1.39 21.0 6.00 - 14 6.50 11.8 6.00 0.75 7/16 0 W18X86 NO 7/11/439:0 /1170.76 77/143:7 */1437 /1/13110 /1/1044 *70-81 ('/0:5/ /10875 ;47*3,*iss 4/1*21.2 *6.00 -*114 6:50 /11/17 6:001 .1,0.875 /18/16 /107/1/17_W18X97./17 NO:} .487.4 0.77 '45.7 45.7 2.79' .0.44 0.34 .0.90 '0.45 1.000 1.71 21.3 6.00 146.75' 12.26.00 1 9/16 0 0:'(/s,-__W1SX4O W18X106 NO (7'200 9 W08? 3*'48! 'S*48 5 "6 9 r',O48 1025 fl'O 5 050 .0375 "'-O 60 1.1101 400 16 350 1.221 300 1Q37 j16 W21X OK 228.3 0.80 ' 49.0 49.0 5.67 0.48 0.25 0.39 0.60 0.375 0.66 10.4 4.00 -16 3.50 .21.9 3.00 0.375 4/16 0 W21X50 OK 3082 '17° *1/45° 45" *1v4*0 'Sc:0'8 '030 ,300 *'O50 O500 *1(083 /11.142 *100 /"16 47 1391400 /4.'4O 5 ""0l1 21X62. OK 337.9 0.79 46.9 46.9 3.99 '0.48 0.30 0.55 0.60 '0.500 0.90 14.4 4.00 164.75 19.14.00' 0.5 '.4/16 0: W21X68 OK 1//1595:5 /1O:7' 17/145:1 '7(/451 -/1/2I4 7*O.18 :0.38 /0:03 /70.45 /1/7',l/OOC /1/1'1'48 '*1"23:7 (6.01' /756 '7:2f (/713:11 f:00 '4/1. /19/15 '/0/7/17* W2LXI11'*(' NO" DOGBONEMOMENTCONNECTIONDESIGN PRO3ECT NAME: Cornerstone BId'g 'A .. Frame: .. •. 3 PROXCINO.; #991140 ..., ...... .. Conn: . ..XH 1, 3rd .-50 ht. 73b L .25 ft. - S= • 12 r l'b 70 b V 28.1 k V 6.4 k Pat. 10 k• nc. -2 CJP web y or n? .N Pab= . l rib 2 If Weld top 1 0.31 In Vf=.c PL Oale.5k11 fweld .0.31In' ,. -- ____ W14X159, iS9r i414.981,.0.745 t415.565j. 1.19 .1.875 46.7 . .254 ,.2I DESIGN PE9IR ITS - - - - - - - -- DETAIUNGREQUIREMENTS CM . <o.ac <50 <5 >1 ' '1 <t <1 < <1 - Bracing0 DImoas Ccritb,ui ate Doubler av1'9 ''A452 I4 ('123i28 *' 'o a015 'o4 e$O.3 411 80 4 "653 42 r 00 '*4 W4X13;iaf 18. 38. 38.7 19.14 0.2 0 0.22 0.6 1. 10.2 4 4 2 . 3 4 0 W5X16 ag39 3 e39 3 p 174 '*.025 ' 0 0 26 ..jO 60 I'.'0 1'. y 1 .i0 2 400 4 2. a'..l 3 4 041 W5Xi9. , 17. 1.031- 41.241.2 19. '0.2 0.80. 0. 0.4- 1. 7.34 42 .72. 3 4 0W6X12. 1,0 7O. :.O.60/ h;'*12:2a4 14143 1/¼ 3. . 7 '*4 ., 28.1 42. 42.9 14. 0. 0.5 0. 0.4 1. 7.0 4 6 - 2. 4 0 w8x15 MJ.i- 11'* 1'37 379 I 0,60 .1O.60 .1/a' *'*:1' 'i104 f4 I//6 I '*4 0;Ii'* J*1/I1 55.0 0.79 -36.8 36.8 9.55 0.29 0.57 0.440600.375 1.9 13.0 4.00 . 6 3.71 .3.913.00 0•3754116.0W8x28 NG 1073 -1.1356 5356 7.35 I29 '*048 060 060 13.0500 ,' 206 '*'163 1400 4'6 4.50 34 4001 '*/ 0.5 .4/16 O'i W4Q NG '.93.4 0.70 36.7 36.7 6.29 0.29,0.44 0.71 0.60 0.500 2.18 16.6 4.00 64.50'3.44.00 .0.5.4/160 ..W8x4O NO r97/'392 /1,'.094 "j444 /1444 1'*1157 4,14.033 051 '.1030 ',040 4 0375 ¼4179 4j68 400 ¼I8 1225 ..j9.5 2001 40375 '4/16 . W10Xi7- NO 63.6 0.81 37.9 37.9 8.43 .0.33 0.50 0.44 0.60. 0.375 1.97 10.9 4.00 83.25 7.0 3.00 0.375 4/16 0 W10X26 NO '*4,77.9 '*'*0:82 i.$10 '*c1l0 ti4&7.21 ¼r1'*O:33 0;45 %j0.52 '*0.60 0:375 4.'*2.07, '*4"l'liO 64.00 a350 <4'7.5 3001 40375 '*4/16 '*0891.1.hl '?P.'1.44 NO-I 108.6 . 0.73 37.1 37.1 5.55 - 0.32 0.45 0.72 0.60 0.500 2.29 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 0 W10X45 NO ,'*-l<167 1 4071 <4,,382 a 382 ,,'893 76 14032 ., 039 -F .'J,11.09 ,,'.050 a 4<0 750 r..-'2.74 7'*20 7 p500 8 575 .d7I4 7 500 1O 75 / 6/16 ,a644/16 W1oX68.,, NO 187.8 0.70 39.0 . 39.0 -3.36 0.32 0.36 1.23 0.43 0.875 2.91 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 6/16 W10X77 NO 4'I'1O514 '-0-78 '8939 0 "*390 k<"5L66 '41-10.36 '14042 -r0.61 I4060 '441.0-375 i'*-115 '*'*12'3 4400 1449 375 9 3.00' 10375 '*4/16 '4:04:89 Wl2)O5,,./ NO.' 136.5 0.77 39.0 39.0 4.59 0.35 0.43 0.79 0.600.500.1.26 15.5 4.00 94.75 7.04.00 0.54/160 W12X45'NO 89151.1 I1i440-76 .44399 '*1399 '89-419 -890-35 '4040 '513.87 1,4,060 '*4:40500 1132 -141151,7 '4:400 '899 '*75 54469 4.00' 4410.5 '*4/16 '4:044444 WI2XSO4I4: NO'. 83.1 . 0.83 42.5 . -42.5 6.72 0.38 0.41 0.46 0.60 0.375 1.07 8.6 -400 10 2.75 11.6 3.00 0.375 4/16 0 . W14X26 NO '%89131'4 .'l'1'*080 89411144411 '4444.69 1.'44038 .1079 '40;59 4079 '*40375 '*1.25 44r12r4 400 '4410 -:4,00 :44,97 400' '.0375894/16 '*OA$894 W14X38'.a, NO-' 167.1 0.77 40.2 - 40.2 3.86 0.38 0.40 0.87 0.60 0,500 1.38 15.3 -4.00 10 4.75 8.4 4.00 0.5 4/16 .0 W14X48 NO .i-#i141834 '444.07€ 444i.0 '*410 893,53 .'*i'0.38 41.078 '.4:0.35 4.1360 '*41.0500 ,44.41'44 '*15:4 '4.00 8910 4.75 44484 4'.00'. 11.40.'5 4,16 .-40m.'* W14X53at' NG' 234.1 0.73 -39.4 39.4 2.81 0.38 0.38 1.21 0.60 0.625 1.64 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 NO 'vS4514:254'1 '44:40,73 i14440 46400 4:44-260 '14%0'.3 :4037 -1,1.131 '*050 <890-750 444172 :48919,8 '.1500 "4'10 575 '441-6.9 5001 '*0.75 416,116 '*144'6/16 W14X74.441 NGI 277.6 - 0.72 40.9 40.9 2.38 0.38 0.34 ' 1.42 0.43 0.875 1.81 19.8 5.00 10 5.75 * 6.8 5.00 0.875 '7/16 8/16 W14X82 NO .44441178 '144/ 085 \4445 2 '41-45/2 r9-*15 04 '*i..041 /89 38 4058 r10.50 '*14:01375 .41-1.076 4444:94 1'4.0O '1412 -3.25 '*164 300- ,4Q375 °%4'.16 404444' W16)144 OK'.- 153.6 0.79 .41.2 41.2 4.08 0.41 0.38 0.73 0.79 0.375 0.84 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK '.4144171'6 ',444:'.0.78 '14.4:425 447'5 244368 '440.41 4-015 '*081 403(' -4-14:0.300 44089 444126 1-4.00 *412 1.4:00 '4112.64001.4405 444/36 40441.44 W16X4544- OK' 312.0 0.75 41.2 41.2 2.17 0.41 0.35 1.41 0.50 0.750 1.21 19.8 5.00 12 6.00 9.5 5.00 '0.75 6/16 8/16 W16X77 NO w14".'357 6 44 074 '*425 $4. 5 4:44189 444041 03'. ,'l 61 O 1-c 0375 q1 33 '74.199 500 ' 12 600 '.9.3 500 O8'S 17/16 '-.10J W16X89 NO 145.3 0.86 46.9 16.9 - 4.16 0.44 0,34 0.66 0.60 0.375 0.83 9.8 4.00 14 3.50 20.2 3.00 0.375 .4/16 '0. W18X35 01(1 083 .44469 4469 443 9-6 '.4044 034 '40 75 44080 ',L 0375 ..4"O 89 102 <400 4:1414 350 ;*..2011.31.00, 40.375 '144/16 40¼ 4 ç, W18X40 ¼ 01(1 220.0 0.82 45.0 45.0 2.94 0.44 0.35 0.95 0.60 0.500 1.01 13.2 4.00 144.50 17.1 4.00 0.5 4/16 0. W18X50 NO '44442320 '4444078 ,46'445 744'5 44/24'S '440."4 '40:32 .440500 '44i1'04 -4574134 <1.4:00 74<14 '4:25 '4-15:8 400". '440.5 4,54:4/16 404461-4_W18X55.'1-1,'. NGI 390.4 0.76 ' 42.8 42.8 1.74 0.44 0.35 1.63 0.750 - 1.42 21.0 6.00 14 6.50 11.8 6.00 - 0.75 7/16 10/16 W18)(86 NO :4474.439:0 '44440.76 :44443:7 44.43:7 :t44'.h55 -450 .40.31 '*1.1-82 '43450875 '#4411.54 '*74212 1600 491.14 161.50 '*111.7 6:00' 't0.75 '*8/16 '*4'14/1_W18X97'44 NO1., -487.4 0.77 45.6 45.6 1.40 0.44 0.33 V. 00kO 2.02 1.000 1.66 - 21.3 6.00 14 6.75 12.2 6.00 1 9/16 1 W1BX1OI. NO 44442009.444:084 44494' -44,497 :443415 4514,'o:48 '*0:30 '*0.81 .4440.375 8940:7.1 :441O.'1 '54-00 '4-16 -35045221 3.00 '4:0.775 ':44/16 40444%-'_W21X49'.1'* OKi' 228.3 0.82 49.9 49.9 -2.76'-. 0.48 0.29 0.90 0.375 0.76 10.4 4.00 16 3.50 .21.9 3.00 0.375 4/16 0 -.W21X50 OK :7441.144:308.2 '1144080 '*46.3 44453 44*21.17 11-40.48 740 32 '1.1416 4440 500 '.45O89 414614-2 4:4 00 4:i'16 4:75 4119.2 4:00.: -460.5 '*4/16 W1X6211-1: OK" 337.9 0.79 47.2 47,2 *1.98 0.48 0.32 1.27. 0.500 0.95 14.4 4.00 16 475 19.1 4.00 .0.5 4/16 2414,4/16~ WIX68 214 '045 'C-lOUD ,138 ,'232 600<.16 '-138600 I I ¼ * 4 - - 11/30/991.49 PM - - SMRF Conn Design fr33X1-l.xts -I- ••,, '.' f . 4 - I . .. I.- -. _*,..* • •,-: , - I .. -- . . - . '¼ - •., •'.' ..:. -- ,.- - -/?5 DOGBONE MOMENT CONNECTION DESIGN J PRO3ECT NAME: Cornerstone Bldg 'A I Frame; 3 - PROJECT NO.; #991140 1 1 Conn: X) 3rd PVC &50 L ht- I 73 fi L- 30 ft B. 1.2 r 70 In V 35 k V 0 k _- Pa 7k nc 2 - aPwth v orn? N - - - - - - - _____ - Pa 45 k_ rib 1 0.3 fl -_- Vt 9k_5Ok f weld bct0, fl I* * rcI * a'W ! W14X159 14 59 14.98 0.745 15.565 1.19 1.875 46.7 1900 254 21 - - DESIGN REOUIREME l's - - - - - - - DETAILING REQUIREMENTS - - Chk <0.95 I <50 <50 I >1 <i <1 I <1 <1 <1 <1 Bracinq IDoObweDhne,sjo'is 'atkit'it" plate - I Doubler - 2 h8sarnSw-w, AA 11.9 0.861 36.8 368 6541 024 0.51108 'Raib' mw 0.40 4013W .atki6 0.375 0. wRis 8. ft1v 4.00 WkA - 2251. fmv 2.00 ghsiWININdin 0 16 0 Wmaln,wurftta W4X13 .44M OK 18. 0. 32.8 50.68 0.25 052 0.10 0.60 0. 0. 10. 4.00 4 2.75 2.3 3.00 0375 4/16 0 W5X16 OK - 21.7 0.75 34.0 34.0 44.95 0.25 0.461 0.12 0.60 0,375 0.93 10.2 4.00 4 2.75 2.3 3.00, 0. 4/16 0 - WSX19 K 17.0 0.87 34.7 34.7 53.06 0.27 0.451 0.09 0.40 0.375 0.90 7.3 4.00 4 2.25 2.7 2.00 0. 4/16 0 - 816X12 OK 37.6 0.73 33.8 33.8 30.36 0.27 0.341 0.17 0.60 0.375 1.02 12.2 4.00 4 3.50 22 3.00 0.375 4116. 0 W6)125 NG 28.1 0.84 37. 37.5 36.52 0.30 0.341 0.12 0.401 0.375 0.97 7.0 4.00 6 2.25.5.5 2.00 0. 816815 OK 41.6 0.76 34.3 34.3 27.78 0.30 0351 0.16 0.601 0375 1.05 10.1 4.00 6 3.001 4.5 3.00 0.375 4116'--C- W8)121 o 55.0 0.731 33.9 33.9 22.21 0.29 0.341 0.20 0.60 0.375 1.13 13.0 4.00 6 L75 3.9 3.00 0. - W8X28 NG 77.0 0.68 - 33.4 16.58 0.29 0.291 0.28 0.60 0.500 1.26'16.3 4.00 6 4.50 3.4 4.00 0 4 818X40 NG 93.4 0.67 34.8 34.8 13.97 0.29 0.28 0.33 0.60 0.500 1.36 16.6 4.00 6 4.50 3.4 4.00 -0.5 4 - W8X48 39.2 0.84 39.39.6 27.98 0.33 0.30 0.14 0.40 0.375 1.04 6.8. 4.00 81 2.25 9.5 2.00 0. 4 8110X17 63.6 0.75 35.0 35.01 19.43 0.33 0.30 5.20 0.60 0.375 1.19 10.9 4.00 81 3.25 7.0 3.00 0. 4 W10X26 77.9 0.77 382 38.21 16.34 0.33 .0.28 0.24 0.60 0375 1.27 11.0 4.00 81 3.50 7.5 3.00 0.375 . 4 W10X30 NG 108.6 0.69 35.1 35.1 12.27 0.32 0.28 0.33 0.60.0.500 1.45 16.1 4.00 814.50,5.4 4.00 , 0 4/16 0 W1OX45 NG 167.1 0.68 36.5 36.5 8.15 0.32 0.26 0.50 0.50 0.750 1.82 20.7 5.00 8 5.751 4.7 5.00 1 0.75 6116 0 W10X68 NG 187.8 0.67, 37.5 37.5 7 0.32 0.24, 0.56 0.43 0.875 1.96 20.8 5.00 8 5.751 4.7 5.00 0.87 W10X77 NG 105A 0.73 36.8 36.8 12 0.361 0.261 0.27 0.60 0.375 0. .12.3 4.00 9 3.75 7.9 3.00 0.37 4/16 ' W12X35 136.5 0.73 37.2 37.2 10 0.35 0.281 0.36 0.60 0.5 0.82 15.5 4.00 9 4.75 7.0 4.00 0 4 W12X45 07 151.1 .0.72-38. 38.2 9 0.35 0.261 0. 0.60 MOD 0.86 15.7 4.00 9 4.7.6.4,00 0.51- 4/161 0, W12)(50 M 83.1 0.7 39.5 39.5 15 0.38 0.261 0.21, 0.60 0.375 0.67 8.6 4.00 10 2.75 11.6 3.00 0.37 4/161 0 W14X26 OK 131.4 0.76 39.0 39.01 10 038 0.251 0,31 0.79.0.375 0.81 12.4 4.00 - 10 4.00 9.7 4.00 0.37 4/ . W14)38 OK 167.1 0.74 39.5 38.51 8 0.38 0.271 0.39 0.601 0.500 0.91 15.3 4.00 10 4.75 8.4 4.00 0 4/16 0 W1048 OK 183.4 0.73 39.3 39.3 7.62 0.38 0.261 0.42 0.60 0.500 0.97 15.4 4.00 10 4.75 8.4 4.00 03 4/16--2 W14X53 OK 234.1 0.701 37.9 37.9 6.03 0.38 0.261 0.54 0.60 0.625 1.12 19.7 5.00 101 5.751 6.9 5.00 0.625 5/16 0 W14X68 NO -254.1 0.701 38.6 38.6 .5.55 0.38 0.2610.58 0.50 0.750 1.19 19.8 5.00 105.75.6,95,000.75 6160 W14X74 NO 277.6 0.691 39.5 39.5 5.08 0.38 0.241 0.63 0.43 0.875 1.27 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 NO 117.8 -0.80 42,5 42,5 11.17 0.41 0.241 0.25 0.60 0.375 0.49 9.4 4.00 123.25 16.4 3.00 '0.375 416 0 W16X31 OK 153.6 0.75 39.1 39.1 8.00 0.41 0.25 0.32 0.79 0.375 0.55 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 171.60.75 40.5 40.5 7.98 -0.410,230,360,600500.0,59 12.6 4.00 12 4.00 12.614.00 0.54/160 W16X45 312.0 0.72 39.7 39.7 4.61 0.41 0.25 0.61 0.50 0.750 0.86 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 W16X77 357.6 0.71 .. 412 . 412 4.00 0.41 0.24 0.70 0.43 0.875 0.95 19.9 5.00 12 6.00 93 5.00 0.875 7 16 0 W16X89 I 145.3 0.81 44.3 44.3 9.13 0.44 0.23 0.28 0.60 0.375 0.55 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18)135 168.7 0.79 44.5 44.5 8.02 0.44 0,23 0.32 . 0.60 0.375 0.59 10.2 4.00 14 3.50 20.1 3.00 0,375 4/16 0 W18X40 220.0 0.78 43.1 43.1 6.34 0.44 0.24 0.41 0.60 0.500 0.69 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18XSO 232.0 0.75 42.7 42,7 5.98 0,44 022 0.43 0.60 0.500 0,72 13.4 4.00 14 4.25 15.8 4.00 0.5 4/16 0. W18X55 OK 390.4 0.74 41.2 412 3.69 0.44 0.25 0.70 0.60 0.750 1.02 21.0 6.00 14 6.50 11.8 6.00 0.75 7/161 0 W18X86 NO 439.0 0.73 42.2 42.21 3.29 0.44 0.25 0.78 0.51 0.875 1.12 21.2 6.00 14 6.501 11.76.000.875 8/160 W18X97 NO 487.4 0.75 44.1 44.11 2.96 0.44 0.24 0.86 0.45 1.000 1.22 21.3 6.00 14 6.751 12.2 6.00 1 9/16 0 W18X106 NO 200.9 10.80 47.3 473 6.66 .0.48 0.20 0.34 0.60 0,3751 0.48 10.1 4,00 16 3.50 22.1 3.00 0,375 6 0 W21X44 01K 228.3 0.78 47.8 47.8 5.94 0.48 0.20 0.38 0.60 0,375 0.52 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 81212(50 OK 308.2 0.77 44.6 44.6 4.63 0,48 0.23 0,49 0.60 0.500 0.63 14,2 4.00 16 4,75 19.2 4.00 0.5 4/16 0 W21.X62 OK 337.9 0.76 45.5 45.5 4.21 .48 0.481' 0.23 0.54 0.60 0.500 0.68 14.4 4.00 16 4,75 19.1 4.00 0.5 4/16 0 W21X68 OK 585.51 0.741 43.4 43.4 2.501 0.481 0.261 0.90 0.45 1.000 1,03 23.21 6.00 16 7.25 13.8 6.00 1 9/16 0 IW2WI1 ING I I DOGBONE MOMENT CONNECTION DESIGN Cornerstone BIdg A .-. . . Frnme: - 3 PRO)ECT NO.:#99114O, .. Corn,: , . Xe 2nd PROJECT NANEF&b - -..5 kul ht= -.70 , IL. 30 ft i12ok hb 71h - _V \3.7k V 34 k ne 2 2.4k CP web y or n? N P -62 k it .- .1 Ifwld 0.3 In - K Fyplath ._ 5 ksl fwd .0.3 i 15.565 .. 1.1 1.875 46.7 ..s2S4 1.28 W14X159. j59 p. 14. .Q745 DESIGN REQUIREMENTS - - - - - - flErAI NGRF'UIReMErc thk <0.95 <50 < >1 <i <1 <1 <1 <1 Bracing e('mra Continuity e Doubler I 1/;L1•11Q 5.070 "29i.-7.'i.96'3 110.34 110 00 ;:0 r4W,.0.27'1r1. 2.25 3 111-4Xl1, 18.3 0.67 68.0 2 0. 0.0 0. 0 0.31 1 4.00 2 23 00 0.3 4 0 W5X16 OK 4 21 .l0 j,S80 v pO 010 0 0 ft4 - 2. /l23 00 O 1y4 Q W5X194p 17.0 0.7 72.2 0. 0.0 0.4 0.3751 - 4. 4 2 2.7 .00 0 4 0 W6X12 437 6 hO .. - y 35 6 7 0 0 1 4.0 0 I 3 22 00 0 4 U6)QS ' 28.1 0.74 45.15 0.300.131 0.10 0.40 0.375 -0.37 7.01 4.00 6 2.2515.5 2.00 0.375 .4 0 W8X15 .-- 110- o;0 1, c-:0- -10 ' 1. -- 1 400 i46 3.00 i4S 3 00 'P0.375 '&1/16 01:i- W8X214 OK;, 55.0 0.68 31.6 31.61 25.04 0.29 0.161 0.19 0.60 0.375 0.53 13.0 4.00 6 3.75 3.9 3.00 0.375 4/161 0 W8X28 OK j77.0 34140:65 /318 4k3i.8 1806 /.0:-29 0.15 50.26 '0.60 ,.<0:5o0 44fr<0.66 -16.3 1.4.00 '6 .450 &r43.4 M. 140.5 /16 ;l0, X4O.i,. OK 93.4 0.64 33.4 33.4 14.98 0.29 0.15 0.32 0.60 0.500 0.76 16.6 4.00 6 4.50 -3.44.00 0.5 4/16 0 W8x48 OK. i439.2 '4iO:76 1t4<35.8 35.8 43302 O33 /0.13 1012 0.40 0375 63.6 1l44-Q37S 0.45 44j/68 .4900 4j8 -'225 -95 200 0.70 0.70 32.7 327 21.67 0.33 0.15 0.19 0.60 0.375 0.59 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 W10X26 OK .073 '362 1 .4362 1787 033 i015 $022 P<060 r30375 4'068 .ssllO .400 48 3.50 447.5 300 0.375 14/16 10i W10X30 It Mil 108.6 0.66 33.7 33.7 13.08 0.321 0.17 0.321 0.60 0.500 0.86 16.1 4.00 81 4.50 5.4 4.00 0.5 4/16 0 W10X45 - OK -ç167i 1E.0.66 141-35.4 t435.4 $t8.50 .4032 4<0.17 x0.49 11,0.50 440.750 M122 20.71:5.00 ,448 575 t24:7 s;ooe .11:0.75 116/16 W..X68 NG, 187.8 0.65 36.5 36.5 7.51 0.32 0.17 0.55 0.431 0.875 1.36 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 0 . W1 X77 NO 111:<s105,54-',070 <1435:2 35-2 11.'13.47 11.s0:36 $0i6 --i..0-26 -<1060 1111-0.375 ,-t<tt043 l2.3 -400 <'9 375 4479 300' 0375 . <-4 16 10Itjt<- W12X351< OK. 136.5 0.711 35.9 35.9 10.57 0.35 0.17 0.34 0.601 0.500 0.52 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK '-'37 0 ',,S.137,0 1-.,--v,9.53 -035 14O 17 038 It 060 <ItO 501 ItO 56 " 157 400 4-'P N49 A-75 OW4.9 100 11t 05 -1 16 %0%.-k7 W12)(50 OK 83.1 0.73 37.4 37.4 16.56 0.38 0.14 0.19 0.601 0.375 0.36 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 - W14X26 OK <It131'4 44110.73 111437:6 1*37.6 1410.8? -4<038 11016 -11029 11079 d11,0.37.5 4;0 51 411<12,4 <4-00 410 400 1149:7 400 <01375 -114/16 .4o4 Wi4X384 OK' 167.1 0.72 37.4 37.41 8.72 0.38 0.18 0.38 -0.601 0.500 0.61 15.31 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W1048, OK <' 1834 <0 71 ifr'38 3 .13Ø 3 4797 038 ,"0:18 041 060 ./ 0500 .L 067 w 154 400 10 475 It 84 400 05 a4/16 0 11 W14L3 OK 234.1 0.69 37.0 37.01 6.21 0.38 0.19 0.52 0.601 0.625 0.82 19.7 5.00 10 5.751 6.9 5.00 0.625 5/16 0 W1068 OK t11I,42541 41450.68 '4.4<37:8 111378 '4145'71 <4,038 W,,,0.19 0:57 04.501,'.44,050 <4,10.89 -'4<419.9 .5 00 14<10 5 75 ''•'69 500' 11I175 '/15/16 '1 c44< W14X74<: OK; 277.6 0.681 38.7 38.7 5.20 0.38 0.18 0.62 - 0.431 0.875 .0.97 - 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 . W14X82 OK <(<117-8 1114,0177 1111.407 -40.7 -441191 -.1.041 50-15 -0.24 4060 '1150375 '.14032 '14'<9.4 4 00 1112 '325 51614 300 'C375 11:1/16 41.4 W16)071<4 OK 153.6 0.73 37.8 37.8 9.34 0.41 0.16 0.31 0.79 0.375 0.36 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK <1716 t11,,072 4393 <t 393 833 0 41 016 1034 060 0500 1-404') 14125 400 12 400 .1126 400 1' 05 1/16 14,1-1. 1V16X45 OK 312.0 0.71 39.0 39.0 4.72 0.41 .0.20 0.60 ' 0.50 0.750 0.67 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 - W16X77 OK -% 3576 , <<070 14-405 ,.4.405 <<408 '<4041 019 069 043 110875 <'077 ,. 199 w5.001 012 600 14393 500 0875 /'7/16 0 <, W16X891i- OK 145.3 0.78 42.6 42.61 9-62 0.44 0.15 0.27 0.60 0.375 0.36 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18)(35 OK 4839 ,k0 44 0 16 031 0 60 <140375 .A 040 <4102 400 <514 350 301 300 0375 1 16 ItO << 1V18X40 <II OK 220.0 - 0.76 42.0 42.0 6.56 - 0.44 0.17 0.40 0.60 0.500 0.50 13.2 4.00 14 4.50 17.1 4.00 . 0.5 4/16 0 W18X50 OK <1-.1-232 0 45-1-073 <1416 -',' 416 (<6 17 044 0 16 <<0 42 060 jl 0500 14053 <'< 13 4 400 <14 425 415:8 400 05 1 116 0 <.. 1118)155 OK 390.4 '0.72 - 40.5 40.5 3.76 0.44 0.21 0.68 0.60 0.750 0.83 * 21.0 6.00 14 6.50 11.86-00 - 0.75 7/16 0 W18X86 OK /1<4390 <072 -1<415 <115 7<334 <041 '021 .4.076 051 t<. 0875 093 -<<212 600 '11 850 <117600 0375 143/16 0 <<<<i 1118X97,1 OK 487.4 0.74 43.5 - 43.5 3.00 0.44 0.20 0.85 0.45 1.000 1.03 21.3 6.00 14 6.75 12.2 6.00 1 9/16 0 W18X106 NO 2009 "It 078 <11459 '1<459 '4< 692 1. 045 0 15 033 060 < 0375 15025 44 101 400 1<-IS 350 22 1 300 10.375 -4/16 10 '<t, W21X44 <x OK 228.3 0.76 46.5 46.5 6.13 0.48 0.15 -0.37 0.60 0.375 0.39 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK -<43082 1--'<075 437 < 437 ,t 474 <*041' 016 .041' 060 1 0500 <<<049 -. 142 401' -111< 4'5 ,192 400 <05 44/16 ?O*,,t< WW62,pt. OK 337.9 0.75 44.6 44.61 4.301 0.481 0.181 0.52 0.60 0.500 0.541 14.41 4.00 16 4.75 19.1 4.00 0.5 4/16 0 W21X68 ox '44585:5 '½5o:73 <4i9 4/42.9 "<4,253 .140.4? '';0123 140.8? -<045 -4-1111.001 <<-.0.89 <41<23-2 -6.00 '4<15 -7.75 -4<13:5600 '-<71-/--1 <P9/16 '40<14,4 W21X111<- ')K' I p - Hi - 1.1/30/992-.32 PM .4 - , SMRF Conn Design fr32xb.xls DOGBONE MOMENT CONNECTION DESIGN PRO.JECTNANE: ., ComerstoneBld'g A .. Fwame:s, PRO3ECTNO.: #991140.. '.,,.. . Conn: -t XC o,%2nd . . Fvc & b ..50ksl ht.. 29-- L= B. f t= f 71 h V ...`46 Ly V 3.5 k. - - - - 56k nc -2. 3Pw - .5 ksl weldbot o,,;, 0.31 h W10159 114 9 159A 14. MINIM ,.0.745 U, "I -15.565 01clialm 92,01, am MAN I I ---------- __ ,1.191 .1.875 ..46.7 ..1900 -.254 DESIGN REQUIREMENTS' .- . ETA1UNGREQUIREMENTS Chk' <0.95 <50 - <SO >1 <1. <1 <1 1 <1 - - <1 Braclnq Doebone Dimeriskm ICct6tv2Iate Doubler .. - * b fJflelft-PlaTe navrks,8164 S 1917 47 40.24 06461NOA3 f 0 8.0 .<. 3 r /1 WX13f3. 18.3 0.67 27. 33.68 -.0.25 0.17 0.18 Lja 0.375 . 0.30 10.2 400 4 2.75 23 3.000.37 4/16 - W5X16 OK 4st21 4296 28 jJ0 401 0 5 ,' 0 .<102 4 42 . W1 - 17. -0.73 29.2 -29.21 35.77 0.27 L 0.15 0.16 . 0.40 -0.375 0 .7.3 4 4 2.25 -2.7 2.00 0.375 4 W6X12, OK . 17 &0,14 3..0 3 . 72 13'4I.0 4 ..i2..2 4 3 '4 40.375 4 4 28.1 0.74 _33.2 33.21 22.32 0.30 -- 0.13 0.21:00.375 0.37 7.0 4 6 0.37 4/161 0 waxis OK 4 7 313 l/313 ?j5 0 0l ,0 ?0 160 j6 ~3~00 :5 3:0D,-; .,0375/ OK 55.0 0.68 31.6 .31.6 12.37 0.29 0.16 0.40 0.60 0.375 0.52 .13.04.00 6 3.75 3.9 3.00 0.375 4/16.0 .,W8X28. o 770 .0 65 53I 8 .,318 *'8 92 029 <0 15 <0.56 .. 060 0.500 -10 66 .*ç?16 3 400 44.6 450 3 4 400 ..10 57,1116 lO OK 93.4 064 .33.4, 33.4, 7.39 0.29 0.15 0.67 0.60 10.500 0.76 16.64:00. 6 4.50 3.4 4.00 0.5 4/160 W8X48 Q( W4s1392 -076 4r.358 358 41632 , 0.33, 013 O.26 040 0375 -4.044 -.<68 400 225 d195 200 03i5 /14/16 40 15 VJ10X179 OK 63.6 0.70 . 32.7 . 32.7 10.70 0.33 0.15 0.40 0.60 0.375 0.58 10.9 4.00 8,3.25. .7.0 3.00 0.375 4/16 .0 WXO)Q6,_ OK 77- i77.9 440.-73 /36:1 9y36:-1 448:82 .'0?33 io:I.5 O.48 i060 4j0.-375 ç067 400 8 350 '417 5 300 s0375 3.94/16 ffii1t/ 0O OK- 108.6 0.66 33.7 33.7 6.45 0.32 0.17 0.68 0.60 - 0.500 0.85 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 , W10X45 .BF 4:/1671 49946 354 4-35.4 $l420 032 :0:17, 105 .0,50 -$9i/0:750 /13-22 3 207 5.00 '575 4.47 500' ffi:75 c/6/16 /1//13'4JI5 . NG.. 187.8 0.65 36.5 36.5 3.70 0.32 0.17 1.18 0.43 0.875 1.36 .20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 4/16 W10X77 NO ..t1j4105.4 9/1070 ')135 2 -352 26 63 '036 .10,15 057 :90.50 ''037 042 1491123 4.00 19t9 3:75 1409 3;00j 0375 ,4;,4/16 9091141 Wl2)C35,mP ox.. 136.5 0.71 1 35.9 35.9 5.22 0.350.17 0.75 0.60' 0.500 0.51 15.5 4.00 94.75 7.0 4.2L .0.5 416 0 W12X45 OK 7 lf4151 1 .390 70 - 370 r1137 0 470 035 017 7083 050 0.SOC ,.0 56 '1157 400 /4 9 475 W6 9 400 7c0 5 '4 16 0 %9' W1 0, /1 Mi. 83.1 0.73 37.3 37.31 8.17 0.38 0.14 0.43 0.60 0.375 0.36 - 8.6 4.00 10 2.75 11.6 3.00 0.375 4116 0 W14X26 OK 91,11314 .s.,0 73 '.. 376 "376 99.q5 37 0 38 990 16 &0 65 079 k037r C 51 ".9124 '-400 '.14910 430 './97 400 40375 _4?16 304j93 V414X38 / OK-. - 167.1 0.72 . 37.3 37,3 4.30 0.38 0.18 0.83 0.60 0.500 0.61 15.3 4.00 10 4.75 -8.414.00. 0.5 4/16 0 - W14X48 OK 91i11r*/.183.4 071 1$38'3 4-38 3 '143/3:91 440-38 490.18 499091 '410.60 1405 14115-4 140O '//140 '.4'75 41484 400 095 4q56 '14oM*4 Wl4XS3.s2e oK 234.1 - 0.69 ..370 37.0 '3.06 0.38 0.19 1.16 '050 0.625 0.82 - 19.71 5.00 10 5.75 6.9 5.00 0.625 - 5/16 - 4/16 W14X68 OK '/14:254'1 49-068 (.439377 9949377 14&9282 1490'38 -3&o 19 441126 .990.50 '9/4909750 O.89 44919 8 '4500 '491l0 5 75 9 :149469 5:00" '31 75 $ f 16 $l4-96/?5 W14X7l4149,, OK:: 277.6 0.68 38.7 ' 38.7 2,57 0.38 0.18 1.37 0.43 0.875 0.97 - 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 . OK i14*1117.8 190-7? ".744407 40'7 1,49995:88 498990'41 :'40'lS 14054 '49050 494,0.375 '4#40.3C -1/741419:4 t4o0 94992 '325 144164 3900' 990375 '494f16 4914741, W16)Q4744 ox .153.6 073 37.8 37.8 4.61 ' 0.41 0.16 0.69 .0.79 0.375 . 0.36 12.6 4.00 12 4.00 .118 4.00 0.375 4/16 0' . W16X40 OK -414/49171:6 44072 9999139.3 -414393 .9411 99940.4r '14-0916 74.077 '4:060 4910500 9944,4040 3.126 '94'00 %12.1A.00 '912l6 4900' 14n:s -944/16 490499'49c W16X4544 OK'-, 312.0 0.71 .39.0 39.0 2.33 0.41 0.19 1.36 0_so . .0.750 0.67 - 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 6/16 W16X77 OK 14-4/357.6 4944070 9494405 999440.5 /92.01 940.41 49019 4156 -'4043 :'4,o.v5 '.10:77 474/9599 3.500 94352 6 00 1449-3 5.00' 9Q75 49-7 16 1410/16 W16) 9,4*9' OK": 145.3 0.78 .42.6 42.6' 4.75 0.44 0.15 0.62 0.600,375 0.36 9.8 4.00 143.50 20.2 3.00 0.375 4/16 0 • W18X35'. OK '49'199168.7 '444076 9994930 494430 '3.444:14 4911044 -3.40-16 440:71 -44050 :9490375 '91Z0:4e 4944102 99400 94911 350 201 3.00' 40275 '/4 16 799099/449- W1(40 9441 220.0 . 0.76 42.0 42.0 3.24 0.44 - 0.17 0.500 0.50 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 ' 0 . W18X50 OK - '9-: 33290 "440'73 94441'6 '994941'6 9494:2,04 40..94 991016 .10:90 440:100 '/440.5? -4413.1 /4.00 11 34:25 -91415:8 400 494(3.5 944/16 'lo44444 W18X55.3.3' oK' 390.4 0.72 ' 40.5 40.5 1.85 0.44 .0.21 1.57 - 0.750 0.83 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 10/16 W18X86- OK <439 0 9-072 M41 S '941 5 49c1 65 i'.044 -020 091PO6 175 49i90 875 409' ':21) ,6 00 39914 650 '4117 500 30875 8/16 W18X97 0.74 43.5 43.5 - 1.48 0,44 0.20 1.95 1.000 ox 487.4 1.03 21.3 6.00 14 6.75 ' 12.2 6.00 1 9/16 1 - W18X106 /991440.77 '91459 '44459 /99443,42 494990.48 4015 '40:77 94/10375 NO '444:200.9 44490:35 44441011 44.00 :49116 9350 9972211 1009 440375 491.4/16 140494 W21X444'41' . 0.76 46.5 46.5 3.03 0.48 0.15 0.86 . 0.375 OK' 228.3 0.39 10.4 4.00 16 3.50 21.9 3.001 0.375 4/16 0 - W21X50 OK '9.493082 T 075 ,.,437 437 234 048 9018 112 4060 4000 049 149 JA00 16 475 97 100 C5 4/16 1421X624.4 OK: 337.9 0.75 - .44.6 44.6 ' 2,12 0.48 0.18 1.23 ' 0,60 - 0.500 0.54 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 - 4/16 W21X68 ox 479 4:442° i125 048 7777,23T.72.57 9904 1001' /9'08° 23' 4600 siS 725 4130 )0 '9:1 9/11 N21X111 OK ,1, •• . ' - .- , I - .9 - .• I -. - - ,,, . • . ' '-: . ' '' . ' $ - .,'.'., . . . . 4 ., . '• - '-4 ., - • - '. t.•• .4,' '- . . •', 4 I - ' 4 . ' . . . . •.- , . . -- • . . . 4 -' 4. 4. . .4 ', .• - --4 ,t • 9 ' , --.4 - 4 . 1., . . . -. . .. I--: . ' . • - , '..'. .-. . . - -' ' 4 • 4 -4',', 4-, '4 •," ,• . -- . . . •-. * 9 --4 ' t. 4 .,- . .4 - ....... - - ¶ - 1•.•' " 4._s .4 ,1 '- . . I . ,, • - 1- 4 " -• .•\ - ', -4 • * ',. - . . .1'. 4. -"9 .. , . , . • , . 4 4-. .4 4,, -* ' I *4. - . 1 - •'. C,j - . . - ' ''4 - . <4' 4., •,. 4* '' - . - . ' __.t 3 4 . . ..-- ' ., . 44'., 4 . • - 'I '- .4 4_ • . 4'$ .* • . , , ., -- , , 7 , 4 -I - . - -- • - ',•'4. ' . - 41 - I - 100/992:34 PM e SMRF Conn Design fr33xc.xls I * 0 • '' ,'. . - *..4 • .'' ' ,2 ,,, 6 ' SMRF Conn Design fr33)(D.xls 4. I .. DOGBONE MOMENT CONNECTION DESIGN PROJECT NAME: Cornerstone Bldg A - Frame: . Cotta: . .. 3 PROJECT NO.: #99114Oj, .. XD 2nd Py&b - 50 kot ht . 70 . 30 - ft________ - B 1.2 Coelficl hb 71 fl V 6.2 k n - 3.6 k Pat 0k_r CWel,y3n7 PM= j... 73 k rib 2 (weld 0.3 V1 -4 k Pp .. 50 ksi I weld 0.3 , - - - W14X159 . 14 159 , 14.98 ,-0.745 -.15.565 .1.19 1.875 46.,.,.. 254 i... .2 - DESIGN REQUIREMENTS _. . r1ETATUNGRrc'UIPErIENT hk <0.95 50 <Sn >1' <1 <1 <1 l < <1 Bracing' e Dfrnpwlc a,thuj plate Doubter WWR w E HRERE k~" om d6wMftA%P41v1 waoi . A "4 i19 < 'sf313 43 0 1024 ,o ro i 'r0 00 O3 0s& ¶V4X13 18. 28.9 31.43.0. 0.25 0. 0 0. 4 4 2 300 0.37 4/16 0 W5X16 OK M. "306 - 0s27 1025 023 '02 0 .// , 0 .4 - 2 00 .0/ 4 17.0 0.76 30.4 30.4 33 0.27 0.21 0.16 040.3750.43 7.3 4.00 4 2 2.00 0.37 4/16 0 W6X12 i$c37.6 i/j316 1~6 j7.....2 'O:1 -03 /:0 /i1 4 /3 52.2 00: t0375 /j/4 0'9. 28.1 - 0.76 34.2 34.2 21 0.30 0.17 0.22 0.40 0.375 0.51 7.04 6 2.25 000.37 4 0 W8X1S OK /t1: ç32.O : 3554 il1 .O. 0 :*/ 10. 5/i.10. ..4 : 3 44 00 /037 j4 to 81Qi: 55. 32.1 12. 0. 0.2 0.4 0.60 . 0. 13.0 4 - 0 0.37 4 0 W8x2B OK cs77 1' r.5322 &-' 01 l0 0 . +4 0 ..,,163 4 .4/_ 450 31J/34 400 r'/O.S 44 0W8X4O,s 93.4 5 33.7 33.7 7.33 0.29 0.18 0.67 0.60 0.500 0.90 16.6 4.00 6 4.50 3.4 4.00 0.5 4/16 0 48 OK -939.2 .:\/0:77. /367 ;.-367 .-/i5:8 *0.33 ;i/;0:-16 li:0:26 ,;cO.-375 :0:58 .':4//*6.8 k4.00 /8 2.25 1/1/59.5 2.00 10.375 55/4/16 0.;- W1QX17 OK: 63.6 0.71 33.2 33.2 10.50 0.33 0.18 0.40 0.60 0.375 0.72 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16 0 W10X26 OK i5779 74 1/ss/36.6 /1/36.6 /14'seflo Q33 i-:0.18 55-0.49 :i060 (/O.375 4550.81 ss555511-.0 400 s8 3.50 44557.5 3.00 90375 855:4/16 iOs W01Q9 . 108.6 . 0.67 34.0 34.0 6.41 0.32 0.19 0.69 0.50 0.500 0.99 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 T W10X45 OK ;11.ij,O.66 ;555-35:7 ç35.7. .$4.'19 .5558,0.32 ,50:19 1:05 --O.5O 11i~.jO.750 55/55L35 .20.7 s500 8s558 5;75 .4.7 5:00. 0.75 -1/6/16 :55tt4/16 W10X68.1 NG 187.8 0.66 36.7 36.7 3.70 . 5.19 0.32 0.18 1.18 0.43 0.875 1.49 20.8 5.00 8 . 9 5.75 4.7 5.00 0.875 7/16 4/16 W10X77 NO ,-.1/5.O.-7.1 ,'.35-6 4;435.6.4r4,1,-6.58 .1*.036 .s10.18 4058 ico.60 -ins-0.375 i.55O.49 o*slZ.3 14.00 559 --375 55'479 3:00 i0-375 454/16 5501/:1.-. W12)OS-1e# OK 136.5 0.71 36.2 36.2 0.35 0.20 0.75 0.60 0.500 - 0.58 .. 15.5 4.00 4.75 7.0 4.00 0.5 4/16 0 W12X45 OK 151A 47071 37 3 .. 37 Iss/yl 69 WO 35 019 ..0 83 060 .1 0500 O 53 '457 400 9 475 1'//6 9 400 /1/i 05 4/16 T0 V12X501 OK 83.1 0.74 37.8 37.8 8.07 0.38 0.17 0.43 0.60 0.375 0.43 8.6 4.00 10 2.75 11.613.0D 0.375 4116 0 W14X26 OK 551314 l54074 55j379 5. 379 /'5.34 M038 018 -.065 '079 10375 065 ,t,s124 400 5'0 400 4/97 40) 50375 /,4'16 'o1 W14X381i. OK 167.1 0.72 37.6 37.6 4.29 0.38 0.20 0.83 0.60 0.500 0.65 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 - OK 1834 o55 071 385 55385 ....390 038 t60.49 p091 060 0500 .i'-073 /1.154 5400 .7450 475 '/./84 400 '. 05 ./ 4q16 0"4/ W14X53 OK 234.1 - 0.69 37.2 37.2 3.07 0.38 0.21 1.16 0.50 0.625 0.89 19.7 5.00 10 5.75 6.9 5.00 0.625 -5/16__. /_6 W14X68 OK *r: 254 1 *1/ 069 '/379 / 5379 .s,5 282 -038 021 125 050 * '/0750 -'/r-O 96 192 5 00 1/50 575 /6 9 500 4') 75 1/Ef16 lt5'/6/1 W14X74 s OK 277.6 0.68 38.9 38.9 2.57 0.38 0.19 1.38 0.43 0.875 - 1.04 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/16 W14X82 NO 17.8 1jLk0 78 l's' 41 1 / 41 3 'o555 83 'p1/0 41 55017 055 050 .*/ 0375 034 55/479' 51400 .,812 323 .'16 4 300 .10 375 , 4/16 0 0 W16)(3 1i OK 153.6 0.73 38.1 38.1 4.59 0.41 0.18 0.69 0.79 0.375 0.41 12.6 4.00 12 4.00 12.8 4.00 0.375 .4/16 0 W16X40 OK 8, '/11716 111/073 '41396 5396 55j410 041 7017 5/0 78 £ 060 ..<0500 /,11/044 55855126 400 /m12 400 81.26 4100 &s0.5 i.4l15 Qs'/s,./ W16X45,., OK 312.0 0.71 39.1 39.1 2.33 0.41 0.21 1.36 0.501 0.7501 0.71 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 6/16 W16X77 ox .,s./ 3576 4%5 070 0.6,(, 6 .1/1202 1,51041 .020 4,111156 043 1,v 0:875 ,081 199 500 5-42 600 /93 500 0875 07)16 fr/,I/jO/1E W16X89$ OK 145.3 0.79 43.0 43.0 - 4.73 0.44 0.16 0.62 0.60 0.375 0.40 9.8 400 14 3.50 20.2 3.00 0.375 4/16 0 W18835 OK sdr.1168J .o,/ 077 4-s433 11/433 ,/o413 55 044 11017 '.071 060 <p.0375 .55045 -, 102 1400 14 350 '5-201300 0375 '4/15 0 .,&/ W18X40 OK 220.0 0.76 42.2 42.2 - 3.24 0.44 0.19 0.91 0.60 0.500 0.54 - 0.88 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK ..11232.0 1 '5073 4419 ".419 '*,'305 :044 1, 018 '095 060 '41/0500 < 057 /Lç134 (400 14 425 5' 158 4.= "5/05 4/16 1/0,1', W18X5545 OK 390.4 0.73 40.6 40.6 1.86 0.44 0.22 1.57 0.60 0.750 21.0 6.00 -14 6.50 11.8 6.00 0.75 7/16 10/16 W18X86 OK ..0.039 0 ?/'.072 41 6 55.416 .85-165 9'j044 071 4!A-.76 q;0:51 4k/0 875 P-...0;97 .e 212 600 1'14 650 1/117 600 0875 78/16 WISX97 .1/l OK 487.4 0.74 43.6 43.61 1.49 0.44 0.21 1.95 0.45 1.000 1.08 21.3 6.00 14 6.75 12.2 6.00 1 9/16 1 W18X106 NO ,)l .1-2009 '1 078 4./q46 3 "/46' 4'4,3 45 & 048 4*015 -1.077 060 ".55 0375 '55.038 55,10 5 400 41/16 350 4-,122!1 1W :r',0375.00116 0)'.5 W75X44 s O' 228.3 0.76 46.8 46.8 3.03 0.48 0.16 0.87 0.60 0.375 0.42 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK 43082 - 8076 4r4 9 430 "1'2 34 ',048 .039 5.1 17 060 /5, 0500 0V 052 1., 142 400 ,. 16 475 -s'19 2 400 "5/515 '74/15 tt'1/'4/1l' W71X62 . 337.9 - 0.75 44.8 44.8 2.131 .48 0.19 1.23 0.60 0.500 0.57 14.4 4.00 - 16 4.75 19.1 4.00 0.5 4/16 4/16 W21X68 OK 145855 074 4'430 ',.430 's'.125 .5048 024 £207 '045 ',.'lOOO sO 92 9.232 1.600 55', 16 5725 1/4138 600 55. 1 *9/16 r.9'.1/ W2IX111 OK I DOGBONE MOMENT CONNECTION DESIGN - - - - PRWECT NAME: Cornerstone Bldg A' Frame: 3 PRO3ECT NO.: #991140 Cons: XE 2nd O ksl ht 70 It 25 ft B 1.1 coeffklw I-ba 71 It V 21.9 k V 3.4 k Pat 64 k nc 2 - CJP _N P 107 1 rO 2 (weld top 031 In kPLwate 2o 'weld bot 0.31 It_ W14X159 14 159 14.98 0.7451 15.565 1.19 1.875 46. 254 281 - DESIGN REQUIREMENTS - - - - - DETAIUNGRF'UIREMENT, chk <095 1 <50 <so > I- <1 <1 -< <1 Oracle Dlmms - a Doubler __ ! I ll R1 lb L llet Mab 164w sec) 11.9-0.97.41.3-.41. 000 I '-26.33 -.0.240.74 <1 0 00.. ..40 0.15 0 1.2.8.04. ! ! !! .'. 2.00 ! ! '4 wmft- n'.--. W4X13 18.3 0.86 360 36.0.21.07 0.25 0.74 0.21 0 1.2 10.2 4 4 2,75 2.3 . 0.3 4 0 18.98 0.25 0.65 0.2 0.375 W5X16 21.70.82.36.9.36. .1.3 10.24 42.75.2.3.00,0.3 4 0... W5X19 NG 17.0 0.95 38.2 38.2 21.941 0.27 0.64 0.18 0.,40 0.375 1.29 7.3 4 4 2 2.7 2.00 0.3 4 0 W6X12 NG 37.6 . 0.78 35.7 35.7 13.341 0.27 0.48 035 0.60 0.375 1.44 12.2 4 4 3 2,2.3.00 03 4/16. To . W6XIS 28. 0.90 40.5 40. 15.67 0.3 0.4 0.2 0.4 0 1. 7.0 4 2 5.5 2.00 0.375 4/16 0 W8X15 NG .41.6 '0.81..36.3'3& 12.23 03 0.49 0.3 0. 0 1.4 10..4 T 3 4.5 3.00 0.375 -4 0. W8X21 NG 55.0 0.77 35.5 35. 9.94 0.2 0.4 0.4 0. 0.375 1.5 13.0 4 3.75 3.9 .00 0.375 4 0 W8X28 NG 770 .0.7 34.7 34.7 7.54 0.2 04 0.5 0. .0 1.7 16.3 4 - 4 3.44.00034 To.. wex.io NG 93.4 0.6 35.9 35. 6.41 0.2 0.3 0.7 0. 0 1. 16.6 4 4 3.4 .00 0.5 4 o W8X48 NG 39.2 0.8 . 423 4 . 12.2.4 0.3 0.4 0.29 0.40 0 1.4 6.8 4 .. B. 225 . 9.5 2.00 0375 4 0 - WIOX17 63.6 0.7 36.7 7 8.7 0.3 0.4 0.4 0. 0 1. 10.9 4 3 7.0 .00 0.375 4 W10X26 NG .77.9 080 39.8 .7.4 03 0. 0.5 0. 0 1.7 11.0 4 3 733.00 037 4 0 W100 108.6 0.71 36.3 5.64 0.3 0. 0.7 0 0 1. 16. 4 4 5.4 4.00 0. 4/ W10X45 ING 167. .0 ' 37.6 ' . 3.7 0.3 0. 1.08 0 0 2.4 20.7 5 5 4.7 5.00 '.0.75 '6 4/16 W10X68 NG 187.8 0 38.5 3.3 0.3 0. 1.2 04 2. 20.8 5.00 8 7 4.7 5.00 0.87 7 4/16 W10X77 NG 105.4 0.76 .38. 5.7 0.3 0. 0,60 0 75 0. 123 4,00 9 3 7.9 3.00 0.375 4 0 W12X35 136. 0.7 38.4 4 4.64 0.3 0.37 0.7 0.60 0.500. 1. 15.5 4.00 9 4 7.0 4.00 0. 4 W12X45 NG 151.1 0.7 ' 39.3 . 4. 0.3 03 0.86 0 1. 15.7 4.00 9 4.75. 6.9 4.00 0.5 . 4 '. W12X50 - NG 83.1 0.81.41.3 41.3.6.90.0.3 0. 0.4 0 0. 8.6 4.00 10 7 11.6 3.00 0.37 4 W14X26 OK 131.4 0.7 40.3 4 4. - 03 0. 0.68 0 1. 12.4 4,00 10 4 9.7 4.00 . 0.37 4 W14X38 NG 167.1 0.7 39.6 3 3. 0.3 0. 0.8 0 1. 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 W14X48 NO 183.4 0.75 40.4 .40.4 3.55 0.38 0.34 0.94 0.60 0.500 1.28 15.4 4.00 104.75 -8.44.000.54/160 W14X53 NO 234.1 0.72 38.9 38.9 2.81 0.38 0.35 1.19 0.60 0.625 1.47 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 4/16 W14X68 NO 254.1 0.72 39.6 39,6 2.60 . 038 0.33 1.29 0.50 0.750 1.55 19.8 5.00 10 5.75 6.9 5.00 0.75 6/16 6/16 W14X74 NO 277.6 0.71 40.5 40.5 2.38 0.38 0.31 1.41 0.43 0.875 1.65 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 8/15 W14X82 NG 117.8 . 0.84 44.2 44.2 5.13 0.41 0.33 0.57 0.60 0.375 0.65 9.4 4.00 12 325 16.4 3.00 0.375 '4 16 0 . W16X31 OK 153.6 0.78 40.4 40.4 4.11 0.41 0.33 0.72 0.79 0.375 0.74 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 171.6 0.77 41.8 41.8 . 3.70 0.41 0.31 0.80 0.60 0.500 0.78 12.6 4.00 12 4.00 12.6 4.00 ' 05 4/16 0 - W16X45. OK 312.0 0.74 40.0 40.8 2.16 0.41 0.32 1.39 0.50 0.750 1.11 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 8/16 W16X77 NO 357.6 0.73 . 42.2 .42.2 1.88 0.41 031 1.60 0.43 0.875 1.23 19.9 5.001 12 6.00 93 5.00 0.875 7/16 10/16 W16X89 NO 145.3 0.84 45.9 45.9 4.21 0.44 0.30 0.65 0.60 0.375 0.73 9.8 4.001 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK 168.7 0,82 46.0 46.0 3.71 0.44 0,30 0.74 0.60 0.375 0.78 10.2 4.00 14 - 3.50 20.1 3.00 0.375 _/16 0 W1OX40 OK 220.0 0.80 444 44.41 2.95 0.44 0.31 0.94 0.60 0.500 0.90 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18XSO OK 232.0 0.77 .43.9 43.91 2.79 0.44 0.29 0.99 0.60 0.500 0.94 13.4 4.00 14 4.25 15.8 4.00 . 0.5 4/16 0 . W18X55 OK 390.4 0.76 42.4 42.4 1.73 0.44 0.33 1.62 0.60 0.750 1.32 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 10/16 W18X86 NO 439.0 0,75 433 43.3 1.54 0.44 0.32 1.80 0.51 0.875 1.44 21.2 6.00 14 - 6.50 11.7 6.00 0,875 .8fl6 14116 W18X97 NO 487.4 0.77 45.2 45.2 1.39 0.44 0.31 2.00 0.45 1.000 1.56 21.3 6.00 14 6.75 12.2 6.00 1 9/16 1 W18X106 NO - 20049 0.83 48.9 46.9 309 0,48 0.27 0.80 0.60 0.375 0.64 10.1 4.00 16 - 3.50. 22.1 3.00 0.375 /16 0 W21X44 OK 228.3 0.81 49.3 49.3 2.76 0.48 0.26 0.89 0.60 0.375 0.69 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK 308.2 0.79 45.8 45.8 2.16 0.48 0.29 1.15 0.60 0.500 0.81 16 4.75 19.2T4.00 0.5 4/16 4/16 W21X62 OK 337.9 0.78 46.7 46.7 1.97 0.48 0.29 1.26 0.60 0.500 0.87 M26.00 16 4.75 19.1 4.00 0.5 4/16 4/16 W21X68 OK 585.5 0.76 44.6 44.6 1.17 0.48 034 2.13 0.45 1.000 1.31 .16 7.25 13.8160- _1 9/16 W2IX111 NC I I I 11/30/992:38 PM SMRF Conn Design tr32Xt.xts I 1 I I I I I I I I I I I I I I - I -11 S I ' - SMRF Conn Design fr33XE(+20).xts I. DOGBONE MOMENT CONNECRION DESIGN 7 .' :. - - - - - - PROW] War NAME: - Cornerstone BId'g 'A' Frame:.., .' ..,-.t.3 . PROECTNO.: #991140. .. . Conn: XE(+20) .2nd .. ksl ht 70 In IL- . 20 ft B .-1 - 71 In V 17.9 k V . 0 k - - nc _2 - CPw N Pab= --1 rt _1 • .0.31 - - - . k In Vf= SOtsi - fweldbot .0.3 In W14X159 .. 14- 159 14. . 0.745 15.565 . 1.19 1.875 46.7 1900 254 _. 287 DESIGN REQUIREMENTS REQUIR L_1 Chk <0.95 <50 <50 -> - <1 <1 <1 <1 <1 <1 Bracing eDimIms mthul late t. 2 1/i0 '4139.1 1-i;39 i57.37 1111i0 i11o: %009 '04 1I;iID 61.06 411 114'. i 2. 11-17 2.00 o 18. 0 34.5 44.95 . 0 064 0.11 0 0 1.1 10 4. 2. 2. .00 .21 .-0 357 357 1.,40 0 /< 0 0 0 13 0 . 0 .<.-1 I 4 < 2 '2 00 0 9s 17.0 09 36.6 36. 46.97 0.55 0.09 0.40 0. 1.11 4. 4 2. 2. .00 0 - 113 4ç 35 t 135 278 t I-'0 'v.0 I -.0 i0 -eiil3 -1 4 ,4 13 l 2 00 110 ?L1 28.1 0 39. 39.4 32.7 0.4 0.1 0. 0 1.2 :/357 - 4. 2. 5.5.2.00 0 - 5 0 35 25 1 20.18 - 2 ....1o:5o1 0.4 0.2 10 0. 7l10 - 0 cpi3 1.4 'f1l114 1 4. - 3. 1- - 3 3.00" .00 g',0.375 0.375 434 1S 1 -0 02 10 j1 0 lI 168 4 4 9. 3 41001 111 4 W8X40< 93.4 0 35. 12.8 0.37.0.34 0.60 0 1.84 1 4. . 4. 3 4.00 4/ '• W8X48 NG 392 088 4415 /411.5 '125 16 ..c033 :038 11014 4040 10375 -t68 1400 M,8 225 9.5 2.00 1.0375.1-4/16 W10X17 NOI 63.6 - 0.78 36.4 36.4 17.63 0.33 0.40 0.21 0.60 0.375 1.56 10.9 4.00 8 3.25 . 7.0 3.00 0.375 4/16 0 W10X6 NO .i11&,79 V.90 4i397 &11139fl 411i14.88 i1-;033 AIQI37 s110.25 110;60 41iO-375 illiii1-711 '114:11.O -'400 1ç-,8 350 j/i75 1001 :0i375 <J4/16 W0)9O11- NGk. 108.6 0.71 36.3 36.3 11.22 0.32 0.39 0.34 0.60 0.500 1.99 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 0 W10X45 NO 119$1N16.?'t 30.70 r3Z.B '378 9' 46 032 '036 t,.0.52. 1-±ç'0750 /2'57.11-2O"7 5.00 -<8 '5.75 .47 500-'4 11.75 '16/i6 Ok1-l1 Wi0X68. NO1,, 187.8 0.70 38.8 38.8 6.63 0.32 0.34 0.58 0.43 0.875 2.79 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 0 - 10X77 NO ,i'i1054 ',/,*,310.'7,6 1-382 '38/2 '<11'46 ,'036 0.36 :028 '$,0.60 ,'0.375 -'aO99 il<123 409 9 375 <.79 3001 '0375 1-4/16 '01-i- W12)5,.< 0K 136.5 0.76 38.5 38.5 9.19 0.35 0.38 0.37 0.60 0.500 1.13 15.5 4.00 9 4.75 7.0 4.00 0.5 4/16 0 W12X45 NO .i'151 1 1< 1075 ,<539 S 395 , 834 '.. 035 f'O 37 ,0 41 060 4 0500 ,11121 7 4% <) 9 475 116 9 400 .4t 0.5 4/16 011-1 W'12X50 '11 NO 83.1 081 412 41.2 13.80 0.38 0.35 0.21 0.60 0.375 0.90 8.6 4.00 10 2.75 11.6 3.00 0.375 4/16 0 W14X26 OK < 1314 079 .l,l05 .11940 ' 038 035 032 -'1079 0375 113 124 400 /110 400 11<97400 1.0375<114/16 110 14 1 W14X38: NO 167.1 0.76 39.9 39.9 7.65 0.38 0.38 0.10 0.60 0.500 1.29 . 15.3 4.00 10 4.75 8.4 4.00 05 4116 0 W14X48 NO I .1834 I/076 '-'111.407 1,107 'p618 " 038 .036 044 ,$06O ,<11050' .1.5137 154 400 410 475 11184400 9 0.5 414 16 1l0,4'1* W14X531,,. NO 234.1 0.73 39.3 39.3 5.51 0.38 0.38 0.56 0.60 0.625 1.63 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W14X68 NO < 11254 1 -4 073 40 1 40 1 -<5 1< ,-< 'C 38 4037 <060 050 ,,,0 750 17 1-198 500 0 575 69 500 .<') 75 6/16 10<1-s/P W34X7431 NO 277.6 0.72 41.0 41.0 '• 4.65 0.38 0.35 0.66 0.43 0.875 1.86 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 NO i11117.,'3 1-111094 'i44'3 1i44 I 11-iote '<i1C41 $O34 '<.0.26 ''060 Ai,0.375 P0.67 <3111-94 400 P<12 325 /I<16'4 300' "0'375 li/lI'S 3101Q1- W16)1 1 OK 153.6 0.79 40.7 40.7 8.11 0.41 035 033 0.79 0.375 0.78 12.6 4.00 12 4.00 12.8 4.00 0.375 W16X40 OK -'-11s1716 3'1078 y42.2 1422 1728 '.1041 4033 1037 1-060 'pOSOO 1-.0811 .4126 400 <'2 400 1-1264001/k, 05 11-116 W16X45," OK 312.0 0.75 41.4 41.4 4.21 0.41 0.37 0,64 0.50 0.750 1.27 19.8 5.00 . 12 6.00 95 500 0.75 6/16 W16X77 NG -< i.357 5 1-< 074 '-42 9 1/429 3,1-365 ,,*Q 41 035 '1073 043 ' 10875 < 14? 19 500 .11? 600 1.93 500 0875 +7115 W16X89 SJ NO - 145.3 0.85 46.3 46.3 8.28 0.44 0.32 0.30 0.60 0.375 0.77 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 W18X35 OK 4168 7 111.083 46 5 ,..,46 5 ..-7 29 .041 1033 034 '0 60 -C 375 <08' .1l0" 400 14 350 20 1 300 -,-A.375 6W18X40, OK 220.0 081 45.0 45.0 5.77 0.44 0.34 0.42 0.60 0.500 1.00 - 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 1k;wWww 4/16 W1BXSO OK 1-,/1-2320 11<11'O:78 <111-44:5 11.44:5 11ip5.45 310l4 </0-32 ,t4 OA5 111060 11<10.500 '31410 1111<'-13. 1.400 /114 '425 1t158 4.00i .1103 '?'4 16 W18X55,1-1, NO. 390.4 - 0.77 43.2 43.2 3.34 0.44 0.38 0.73 0.60 0.750 1.54 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16W18X86 NO 1--11/1,439.0 ,113p0:77 411144.2111442 4<12:99111-0.44 1-0.37 ls.081 :',Q,5 '/511,0.875 4<311.59 '1-1121.7116.0011114 6.50 1-11,7600. <0.875-1-816 W18X97,44 '078 46.2 16.2 2.69 '0.44 0.37 0.90 0.45 1.000 NO 4874 1.86 21.3 6.00 14 6,75 12.2 6.00 1 9/16 W18X106 NO '<1131-2009 "-'11/0,84 1<111196 -1/049.64/605 1-IIOAS '3,0129 -035 '10.60 '11-40375 -'<.40.75 .41-011 "4.00 '<715 '3.50 1,2211 300 IQ,375 '1,4/16 W21X44,,4 0.82 50.0 50.0 5.39 0,48 0.29 0.40 0.60 0.375 OK' 228.3 0.77 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 W21X50 OK 1111-.3012 1<i0.80 1-11146:6 1-1,16.61-4421 '/1,0.45 "034 ii0.5' ,,0.60 -,4/0.5011 '40:?3 '"14.' 1-.00 3115 4'7 1<'1?2 400 "43.05 "<4/16 '11/01-31' W21X621- OK, 337.9 - 0.80 47.5 47.5 3.83 0.48 0.34 0.56 0.60 0.500 1.01 14.4 4.00 16 4.75 19.1 4.00 0.5 4/16 0 W21X68 NO A"1-585:5 P4/:,.0,78 lit'45.7 '14<45:7 4<2.26 4:110,48 40:41 -/0.94 10.45 /.,:1,000 .14,23.2 6.00 /1-16 7.25 "<13:8 6.00,. '<9/16 .0 si W21X111:./0 NO- Doubler ________ Ik .Plit '' • tll 4<01/1*43W4Xl3-5%1- 4/16 0.375 0 WSX16 NG 4 4011,'44i, i?c,11.'p'< 4 0 W6X12 NG 4 '-t/ w51S1--<15 4 0 W8X15 NG 4 n '1 2 DOGBONE MOMENT CONNECTION DESIGN I = = = PRWECT NAME: Cornerstone Bld'g A .... Frame:..... .. 3 PRO3ECT NO.: #991140. Conn: ,. XF 2nd - Pyc& ....-50k ht= .705 32.5 ft B '.'12 Coeffic 71 M V 23.9 k ' V 10 k _7k nc 2 CIP web _Lor 7 - - -- -- - - Pab -.--98 k rib 1 fwd bap 0.31 In . - __ - _Vf=_.5 .5k fweld bat 1-0.31 In- EH I W14X159, 14 4t" 1S9< ;i14.98 -<.0.745 15.565 . 1.19 1.875 46.7 . .1 . DESIGN REQUIREMENTS - - - - - F!AIUNGRSUIR5MEIT 0-ik <0.95 <50 <50 - <1 <1 <1 <1 .. <1 <1 rac eDimi C'n*it" te vpma L!. .á t <C l 42l <423 u91 '10 -0 1040 9FII 0 O v. '1 4 - 02gX13 2 *'.'l Cl 0. 36.5 36 4117 .0 01 0. 5 1 0. 1.3 4. 4 2. 2. 00 0. -1 ?374 l-U ll0 L 0 0 '10 r 13 4 2 #2 C 14/15 17.0 0. 38.9 4 0.27 0. 0.4 0. 1.3 7 4. 4 2. 0. 4/16 0 W6X12 NG :<?i1 -35. ki -03 . 1 O. S J<-1:4 ii 4; 3.t <-2.2 ; <03 14/16 NG 28.1 0. 4 40. 0 0.4 1 0.4 0. 1.4 7 2. .00 0.375 4/16 0 W8X15 NG ii.41 t/.'g0. i36. .38 :.çP.30 O50 iiO.17 0.60 <'0.3Z5 4-150 .1<i0.1 400 3.00 çk45 3;00. 60375 4/16 ,0 di '1 W8Q1&1. NO< 55.0 0.77 35.5 35.5 19.93 0.29 0.47 0.21 0.60 0.375 1.57 13.0 4.00 6 3.75 3.9 3.00 0.375 4/16 . 0 W8X28 NO .4i770 10i1 -134.6 :-7-346 15.22 i029 039 30.29 ,;O60 tf0500 5159 .7i.163 ,400 o6 45O l34 O0 :3o.s /:s c<-3 W8X4O< NO, 93.4 0.69 35.8 35.8 -12.96 0.29 0.36 0.34 0.60 0.500 1.79 16.6 4.00 6 4.50 3.4 4.00 0.5 4/16 0 w8X48 NO /<39.2 96<<0.90 -42:S i12.5 M2439 7<;O33 0.42 ycO14 %0.40 .-<0.37S .11'416.8 i'.4.00 18 -225 119.5 200 <0.375 4J16 iOi'1i<'ç. Wi0X1) NO 63.6 0.78 36.6 36.6 17.56 0.33 0.42 0.21 0.60 0.375 1.62 10.9 4.00 - 8 3.25 7.0 3.00 0.375 4/16 0 W10X26 NO <<r779 <r.&OSO '397 ('397 t 1497 d-.,033 037 025 <060 i.0375 ,17O <<110 .400 ..8 3.50 4.7.5 300 0375 1l14/16 0'<<'1. W10)a0 NO 108.6 . 0.71 36.1 36.1 11.44 0.32 0.35 0.34 0.60 0.500 1.87 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 0 . W10X45 NO -i67.1 ç.0.69 .1<37.2 37I2 --<!73 i032 <0.31 -10.51 <,05O t,&0:750 l<2 20 -70.7 <500 -<il-8 .5-7.5 4.7 500- 9675 '6/16 W0X68 NO- 187.8 0.68 38.1 38.1 6.89 0.32 0.29 0.57 0.43 0.875 2.33 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 0 W10X77 NO .:jO54 Li c076 .j<<i37.9 .379 -<;11-1.69 1<i<0.36 <1034 -0.28 ,1060 <7.L<0 375 '0 94 ,';i23 <400 '<<'9 375 79 300 0<375 W4/16 <0<<< W12X35 <<I OK-- 136.5 0.75 38.0 38.0, 9.45 0.35 0.34036 0.60 0.500 1.02 15.5 4.00 94.75 7.0 4.00 0.54/16 0 W12X45 NG 'i<151'1 i:O'74 <p39.0 I'39O 1850 </<Q<-35 10-32 <040 l0 60 <0 500 *1F0'5 :1<1'l5.7 F4 00 '49 1175 L<'16S 4 OO Ø5 "f 4 16 10 W12X50 NO - 83.1 0.80 41.1 41.1 13.96 0.38 0.34 .0.21 0.60 0.375 0.88 8.6 4.00 10 2.75 11.6 3.00 0.375 4 16 0 W14X26 OK <1314 i*0 78 <1309 < 399 1< 9 57 1<0 38 --032 031 <079 <0375 -101 1 24 400 0 100 49 400 10375 4 16 0 ..z W14X38 l NO 167.1 0.75 39.2 39.2 7.92 0.38 0.32 0.39 0.60 0.500 1.11 15.3 4.00 10 4.75 8.4 4.00 0.5 4 16 0 W14X48 NO <1834 L i 074-96400 <I 400 *72.5 tU038 l'031 043 1060 4<0500 '<1116 .Ui.*154 I4QQ I<IQ 475 '1 8<4001 'k*'05 '-.4/16 <10-ce W14X53 NO - 234.1 0.71 38.4 38.4 5.77 0.38 0.31 0.54 0.60 0.625 1.30 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0 W14X68 NO ,7,IL<<'254-1- 114-1:0:71 39.0 <11,390 4<1<15-33 1i'.1038 '4jO 29 -4<059 1<050 <<.0:750 <<141136 '1 L<'9.8 "5.00 -4'lO -5<75 'W6.9 5.001 '<10:75 - 16 <1O<1<< W14X74-r 80< - 277.6 0.70 39.9 39.9 4.88 0.38 0.27 0.64 0.43 0.875 1.43 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 - W14X82 NO -? <<1178 .1<0 83 4 8 5<,43 8 .. 1043 i '0 41 'tO 31 10 25 060 0375 <,: 061 ' 94 400 <1<12 3.25 164 300 0375 4 16 /0141 W16)O1'< OKjh 153.6 0.77 40.0 40.0 8.40 0.41 0.30 0.33 0.79 ' 0.375 0.67 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 • W16X40 OK -31<4141716 -1<1<:0.7 '1<44113 '114413 <1<44757 -<1<041 <0 28 <11<36 4.0 60 '4<10.500 '<<4071 -"4414125 4.00 '14<112 4.00 '<lIZ'S 400. 45'05 "/14/16 4<04131444<4 1V16X4511<e, 0K 312.0 0.73 40.1 40.1 4.4-4 0.41 0.28 0.62 0.50 0.750 0.95 - 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 W16X77 OK ,.357 6 <<444072 1<<e4j5 Jr 41.5 387 '1/041 026 071 1 043 /44, 0875 434104 /1 199 500 11<12 600 il/19 3 500 <10875 i 7 16 .,O*<< W16X894 NO 145.3 0.83 -45.4 45.4 8.60 0.44 0.28 0.29 0.60 0.375 0.67 14 3.50 20.2 3.00 0.375 4/16 - 0 W18)135 OK - <<4'162 7 <0ieillO8l 441454 i454 <<17 59 0 44 028 <033 4060 4<i'O 375 1<0 71 'fllo 2144<14 3 50 <420 1 <l6 <-< OK< 220.0 0.79 43.8 43.8 6.06 0.44 0.27 '0.41 0.60 0.500 0.80 13.2 14 4.50 17.1 4.00 4/16 0 W18X50 OK 1 i14<232 0 1 140 7$ 4<'A3 3 4<433 <1t5 72 <1J 044 026 <044 050 ' 0500 1<c 083 <'.1341114 4.25 <'1158 400 4/l6 fØ'/1f</_W18X40 <10 <4 W18XSS 14 OK 390.4 0.74.- 41.5 41.5 3.57 0.4-4 0.27 0.70 0.60 0.750 1.10 21.0 14 6.50 11.8 3 00k 6.00 7/16 0 - W18X86 NO 44, 4390 kr*OP lii 424 1<4424 1<1319 044 440)6 <078 1051 r< 0875 '144.1119 1212 <'14 650 -311176.00 448/36 4,04<44 W18X1'7<i NO 487.4 0.75 44.3 44.3 2.88 0.44 0.25 0.87 0.45 1.000 1.29 21.3 14 98 1,416:1 6.75 - 12.2 6.00 9/16 0 W18X106 NC <414<2009 G?081 i<&48 2 '4148 2 IrS 35 4<048 11024 0 34 1050 <'-C 375 <44057 <10 1 ',e 16 3 50 1122 1 3 001 <1 16 <O,-<.r W21X441< OK 228.3 0.79 48.5 - 48.5 5.68 0.48 0.23 0.38 0.60 0.375 0.60 10.4 - 16 3.50 21.9 3.00 0.375 4/16 0 1 W21X50 113082 4 07$ <<:450 <450 <'446 4,11048 0'25 tiO49 050 <' 0500 OK <4, .1' 070 <<,142 44<16 475 <i92 400 1 OS 4"4/16 4404* W21X624 0.77 45.9 45.9 4.07 0.48 0.25 0.54 -- 0.60 0.500 OK 3379 0.74 14.4 16 4:75 19.1 4.00 0.5 4/16 0 W21X68 444316 43244 <-<048 <027 <090 <-045 1000 <11106 OK '1-23.2 <'16 725 <138 600 '-4,'1 ,16 0<.'- W21X111 i NO I - -, . -'.- •1.' I .1. •< -. . ..' ': -, -. .. I - :. . . : •''i . -- i 11/30/992:42 PM - - - SMRF Conn Design fr32XF.xls I & ( S I I t ,.. 2- :- • 1 -• - DOGBONE MOMENTCONNECTIONDESIGN T] PRO3ECI NAME: Cornerstone Bld'g A . Frame: . 3 PRO)ECTNO.: #99I140...ci Conn:... XC .2nd ,. - °1ksl ht- 70 In IL= 32.5 ft ______• B= ri12 Coefficler hb- 71 In - V - . 5.2 It V - -$0 It - Pat 62k nc .- OPw . N III It nb -I f weld WP . .0 It -. . . - c. 5 K P plate ... S0jW . weld bct P, 0 .. W14X159 59< tl4.98 0.745 .15.565 .1 1.875 46.7 ..-.28 -. . DESIGN REQUIREMENTS - - - - DETAILING REQUIREMENTS chIt <0.95 <50 <50 >1 .<I <1 <1 <1 --<1 1<1 Bracino lDod)cmDlmwwI aithiu, plate Doubler imc 4.0:72 AkA30!04306 VUW42 IdPifo'.,24 .' QO7 6104 .%0- 1 8.0 /400 01 '225 '1a*17 103751141( -1 K 18.3 '0.68 4 28.4 - 0.25 0.2 -0.09 0.60 0. .0 10 4.00 _4 2.75 2.3 0. /16 - . K .Ml&30 1 1 .M1025 0 20 s 011 90.60 0.3 /j0 ' 4-400 *-. 2.7 N42,3 4-0 $v4j1 u< OK 17. 0. 29.9, 0.270. 0 0.4 0.3 07 4.0 42.2 2 0. 4/ 0 K /.j.37 40 113 I $313 -/.J027 0 0 060 0 3 0 400 'M4 35 4.412.2 0.3 4-4 K 28.1 0. , 33.7 4 0.30 0. 0 0.4 0.3 044 4.00 2.25 .5.5 0.375 -4 .0 K 0 ' 31 030 .0 0 060 ,4103 -0 '. 400 , 300 $I4 0 4 JOKi ' 0. 1. 31.8 0.29 0. 7 0 0.60 0. K 55. 0 4.00 -3.7 . 3.9 0. 4 i0:6 $ i4-3 119 1 1029 40;' 0 10.60 110. 0K 111.111177 4$0 7 K 93.4 7. l,4.00 11J 93 ;11j'3.4 Il4; 4-110114511 2I4-4 0. 33. . 0.29 0.16 0.32 0.50 0.500 0.80 16.6 4.00 6 4.50 3.4 4.00 0.5 4/16 0 OK 63.6 4-'6 8 ,4 00 1 8 225 4-9 5 200 OK 4-1 10375 4116 It04-11' 7. 0.70 32.9 32.9 21.100.33 0.16 0.19 0.60 0.375 0.63 10.9 4.00 . 8 3.25 7.0 3.00 0.375 4/16 0 OK 779 073 363 4-s353 g111745 I5 033 4-016 023 060 .0375 111071 110 5.400 -4-18 350 J%r7S 300 0375 '/4-4/16 f01I1...I W1O)Q0 01(4 108.6 . 0.66 33.8 33.8 12.82 0.32 0.17 0.32 0.60 0.500 0.88 16.1 4.00 8 4.50 5.4 4.00 0.5 4/16 0 W10X45 OK -,167 1 jl 066 o.111354 354 'j836 032 4tOl7 049 >050 ''-0750 4. 121 'tr207 500 575 ç'447 500 "175 '6/16 '0 'V10X68 NG 187.8 0.65 36.5 - 36.5 7.39 0.32 0.16 0.55 0.43 . 0.875 1.34 20.8 5.00 8 5.75 4.7 5.00 0.875 7/16 0 • W10X77 NG i$,:jO5.4 :.141I0.'7O '41&,'3513 :4*.353 11*11316 44-40.36 11056 35016 '110 60 '14-4-0375 'Wt4-0,44 1.'123 '1400 31I4-9 '175 '44-79 300' 40375 ..14 16 ,'1044-44-4-'V12)O5, 136.5 0.71 .35.0 36.0 10.38 0.35 0.18 0.34 0.60 0.500 0.521 15.5 4.00 '94.75 7.0 4.00 0.5 4/16 0 - W12X45 OK 4. 151 1 1110 70 437'1 / 37 0 44'-9 36 .-.0 35 0 17 038 :060 110 500 40 56 15 7 400 .....,ç 9 475 6 9 1 00 1$ 0 5 4 16 105,4 4-s 1812X50 44' 0K 83.1 0.73 1 37.5 37.5 16.19 0.38 0.15 0.19 0.60 0.3751 0.38 8.6 4.00 10 275 11.6 3.00 0.375 . 4/16 -0 - - W14)Q6 JOK '5.sI1314 441114-0.73 '414-37.1' '4137.6 11:1410:68 4-4-1.038 .40-16-40.29410.79 '44-i110375 4-14-,0.51 4-14-42.4 4400 i0 400 4jZ44.7 400:110.37511414/16 4-1104'1111124- W14)08414- 01(.. 167.1 0.72 37.3 37.31 8.58 0.38 0.18 0.38 0.60 ' 0.500 0.61 15.3 4.00 10 4.75 8.4 4.00 0.5 4/16 0 - W14X48 - OK s1834 (071-. 381 14383 ts779 -038 .017 '041 060 0500 066 154 400 I 0475 184400 4-05: 4/16 01 .j., W14X53,, OK 234.1 0.59 .36.9 36.9 6.12 0.38 0.19 0.52 0.60 0.625 0.80 19.7 5.00 10 5.75 6.9 5.00 0.625 5/16 0'- W1068• OK -14-4:254:1 '4-4110.68 544-37-1 .44-37.7 i4-5.53 1..:h01138 .4019 '4-0.57 41050 -141:0750 -'44110.56 44-1119.8 14500 410 5175 '44-69 500' '41401175 114-6 16 :404-4411 W1074;. 01(4. 277.6 0.68 38.6 38.6 5.13 0.381 0.18 - 0.62 0.43 0.875 0.93 . 19.8 5.00 10 5.75 6.8 5.00 0.875 7/16 0 W14X82 OK 'tik4-4il,7;8 4-,4*4,01177 '414407 04407 -4141r58 '441440.41 14-015 j4024,140;60 4-4.0 375 :4-4140,30 11141149;4 '400 4412 113.25 416.4 3:00 0375 44 16 .4-04-4-14-4- l'l16X014t' oxll - 153.6 0.73 37.8 37.8 9.19 0.41 - 0.16 0.31 0.79 - 0.375 I 0.36 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 171 S '-:.'072 '1v4-31 3 '1s39 3 '-'8 20 'w041 $016 034 -1060 /0500 40 U 126 400 '$lZ 400 :126 400 4 -05 6 07 W16X454- OK 312.0 0.70 38.9 38.9 4.66 0.41 0.19 0.60 0.50 0.750 0.64 19.8 5.00 12 6.00 9.5 5.00 0.75 - 6/16 0 • W16X77 OK cç3S7 6 54- tO 70 4.1404 14404 403 4-041 018 1 069 1043 &t 10875 -'073 $419 9 -,.S.'00 4415 600 :93 500 10875 47/16 '1 .41 1 W16X89 OK 145.3 0.78 - 42.6 42.6 .. 9.46 0.44 0.15 0.27 0.601 0.375 0.36 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 - W18X35 OK 41-4-4.168-7144150:76 '14-/43.0 414430 14,41826 4-40:4' 4-0-16 '0.31 44060 '440375 !W.110'40 '44-4102 -,-4O0 '411514 '3E0 42015 300' '0375 41.4/15 :I4-4- WISX4O,-44. 0K; 1220.0 0.76' 41.9- 41.9 6.47 0.44 0.17 0.40 0.60 0.500 0.49 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK. -14441232-0 4-0:73 44-441:5 '4-54115 '4-4608 4-4-04".4-o:16 .40412 4,0.60 .4-4.110.500 .4-5051 ;.54-13.4 44.00 4111 114:75 41511 400 41110.5 414/15 '/044- W15X55145 OK 390.4 0.72-.40.3 40.3 .3.72 0440.20 0.68 0.60 -0.750 '079 21.0 6.00 146.50 11.86.00 0.757/16.0 -W18X86 OK 14.4390 4,4-072 -41413 .413 -1144-331 ç$5044 '1019 076 -4-051 p0875 4-088 4212 600 14 60 44-117 600 0.875 4-8/16 '1011 .41. W18X97 ' OK 487.4 0.73 43.3 43.3 2.97 0.44 0.19 0.84 0.45- 1.000 0.98 21.3 6.00 145.75 12.2 6.00 - 1 9/16 0 - W18X106 OK. .444-200.9 444-0:77 141445:9 '4-45-9 -4-4-56-93 4-44-0:48 s1'O.-1 4'03 41060 '-4-40 375 j4034 41C1 44-00 .4116 3.50 :1122.5 3410: .10375 .41415 '404446v 21X4414:' 0K' 228.3 0.76 46.4 46.4 6.05 0.48 '0.14 0.37 0.60 - 0.375 0.38 10.4 4.00 - 16 3.50 21.9 3.00 0.375 4/16 0 W21X50 OK -4-443082 '144-10:75 4-93:5 '44-435 *$4-4'68 .4140.44 4'0.1' 0.47 41060 -4-5140500 "114-4047 5.44.142 :400 4-415 A75 4492 4:00'. '41.110.5- -'144/15 '5.04-444' 21X624-,; OK' 337.9 0.75 44.5 44.5 4.25 0.48 0.17 0.52 0.60 0.500 p0.52 14.4 4.00 16 4.75 19.1 4.00 0.5 1, 4/15 0 W21X68 OK 414:585.5 4-U4,073 14-42:4- 4-5426 -4-5,250 4-jl&0.41' 11:0.2' '4-0.81' 0.45 141,1:001' '.1408- -41-23:2 600 .4-11415 '7.21 :'13.0 s.00: 1141141-: 4i:9/15 .4-0:144-. W21X111.,1 OK-.; . .-. . -. . • -- '4 I. '- . a - . * 5- - . . . • .-,, • , . . . .. - -.'• ,,. , 1 -" .' . I. .•. 'I - - ,(-I I I I -I -• . I - - --: _._ a - '-11.. ..• 14.. 4 '- "' '1 I, ''' ' '44. - - '' '5, 1 '- ... • I -. • ..I - I -) - ,-',,. - ' ..- -- - - - I 'I . ,- '. . - . '' . - 11/30/992:45 PM -'l •...- - '' - - -SMRF Conn Design fr32XG.xls ' .'- -4. I , '-.4-.. .•' -11' ...' -. .111 - ''I,-. . - ,' -.. - " , -. :' DOGBONE MOMENT CONNECTION DESIGN. PR.O3ECT NAME: t Cornerstone B1d'9A jç3 - PR039CT NO.: 991140, Conn:iqp XG(+11) 0,t2ndj '50 'sl.. bt c70 In.. L. -20 ft B- VW *4-12koeffkier tt='. 22371, .' Vi Y412.2 k. IV. #340k .. Pat-.- 't55 'c'.. rlc.. C3Pwyn? Pabm 199 It. - rd) f weld top - 0 a5 K . -. plate vi vmksi tweld 031 h --4 . Wl4Xl$9 1594 14.98 P.Pg0.745 4,15.565 *3L19 4wI.VS 46.' ...,, ., ... .,. , .. . ,. _____ DESIGN RE UIREN N'TS. ..'. ..*..... .-.- .- ..- .] .J •.,..'• -. <0.5 50. <50 >1 < <1 <1 <1. r - Dh.I9iSICnS Cmt'n'. tP,;- Doubler _____ 2 Pat daww DWI ISMp4293 * O 4 ' 0.00 i 4'..-;;; .27.7 72.--.0 '.0.17.0 0. .0. 0.29 - 4.00' 2. 2 000.3 4' 'g I 0 44 42 ....29...2.1.07-. 70.4 0. 2 '7 4. .-42. 2. .4376 44068 4313 13i3 5Z 40.27. O16 0.16 060 4,°3Z5 40.47 4't2.2 400 4 350 4,2.2 3.00 037S 4/16 ..'44 0K 28.1,.0.7533.4.33.4. 44.08 0.30 .0.14 0.10.0.40 0.375 0.40.7.0 4.00..,62.25 ,.i.5.52.00 ,O37S...4Jl6.O ,..W8X1 OK 41416 070 431.33 4030 .017 0.14 I060 2oa7 40.51 *101 100 6 300 45 300 3375 ,4l/16 '044f' OK .55.0, 0.69--...32.0 24.06.,,0.29 .0.19 0.190.60.0.3750.64 .13.0.4.00,..63.7S,3.93.00 O.375:4/15,..O.,...W8X28 .0K -&4 770 s 0.66 '4 32.3 / 17.25 &,6 029 , 020 0,27 4060 0500 22 085 /fi16.3 400 6 50 34 400 105 1/16 044 II'S? OK 93.4 0.65 .. 34.0 317K32 .14.27 0.29 0.20 0.32 0.60 - 0.500 ., 1.01 .. 16.6 4.00 ,,. 6 4.50 . 3.4 4.00 0.5 .14/16 0 W8X4 ' NG 39.2 44 077 36.2 4 3t 8 0.33 40 14 012 4040 0.375 $ 051 II ,.6.8 400 8 125 4 9.5 2.00 C 37 41/16 0 ,. 7 4 OK 63.6.. ,'0.71 ..33.3 20.71 .0.19 0.60 0.375 0.73 10.9 4.00 ,...-8 3.25 .,.7.0 3.00 .0.375 .4/16 W10 )C6 o M1IIII 77 9 O44 4 36 7 32 033 023 60 0375 440 87 & 110 400 Ji 8 150 4 7.5 300 C 375 44/16 ,O44' 1 % OK .108.6 ,c,0.68.,,34.4..34.4.,12.41.,0.32 0.33 0.60 .0.5001.16.16.14.00, .o......-.- .4o:6s -'36'4436-, 9, 0.33K 0.22 *0.50 '0-50 44IQZS0 1X45 ,NG 4441671 4441-74 4.20.-7 ,5 QQ 49 .5,25 44 soo os *6/16 '04'. 4j; -,...37.5 .-37.5 ,....7.07 0.32 0.56 0.43 0.875 NG,,.0.67 .1.96 ..208 5.00 8 5.75 ..-4.7 5.00 .0.875 ,&,7/16 10 .. NO 4 *'1077 c4fl53 360 143,273 4036 027 d.0 60 *c 0 375 4.0 58 I? 12.3 4 00 9 3 75 * 7 9 3 00 0375 4 16 40.49111 WUX35 , 0.72 d..36.8 ,c36.8 ..-9.99 -t 0.35 0.35 0.60 . - 0.500 OK 136.5 ,. 0.72 - - 15.5 4.00 .i'.9 -4.75 4I'.7.0 4,00. ,440.5 lc.4/16 'SQt .c W12X45.., OK 1 OPW72 *..37 k379 lg00 '$4'035 CW,4 O39 060 4/..0.500 49.079 *1157 400 9 1475 5.9400j i4I05 4/16 044 W12)GC4. OK 83.1 ....> 0.75 ..'I8.2 4r-38.2 ,..15.71 ..'.0.38 .0.18 "0.20 .0.60 0.375 .0.48 ., 8.6 -4.00 ,.'.lO 2.75 .1 11.6 3.00- '0.375 4'4/16 1.0k ,,. W14X26 OK J1494,131.4 (t84O75 44738.5 UK M617 44038 .10.22 030 4079 406375 071 .-'412.4 II44 00 h-610 '4r00 t& J, 4100J "0.375 '2t 4/16 O*i4. tic 0K - 167.1 ,.v.0.73 'M'-38.3 .,,..38.3 .--58.22-0.38 --0.25 0.39 .0.60 '0.500 i.. 0.87 -15.3 4.00 ,tlO 4.75 4.'48.4 4.00- ...--.0.5 .'4/16k 0-,.,'.'._W14X48' - OK ''W'9483 4 41440 7 .39"3 '411393 4*746 *038 *025 P0 42 't.O 60 #40.500 i40 95 41115 4 4 00 4410 4175 /494 41004 4015 I"4 16 4,0914-1'C53,ci OK" - - 234.1 .,&I'0.71 ,g38.1 't'38.1 .115.82 ,. 0.38 -0.28 - 0.54 0.60 ...0.625 .1.21 .. 19.7 '5.00 S.10 5.75 ....6.9 5.00 .0.625 ..5/16 0,gt- _W14)C38 W14X68 • NO lII/21 44407j 389 44.38.9 '%535 '038 7028 k058 II050 s4101750 v49131 *'198 500 1210 '575 42"'69 5c002 1o7 16 16 '4Oi14* W14X744'4 44011 -• • 277.6 ..,. 0.70 1*, 39.9 L.39.9 -4.14.87 ..0.38 .0.27 0.64 '0.43 .0.875 1.44 -- -. 19.8 5.00 3,110 5.75 .*,.6.8 5.00' -0.875 '.'7/16 -ID,'-,,. W14X82 • NO 8 ,/4140 79 *4L8 *4418 4111 22 9O 41 M,01,21 4.025 0?60 14 037S 144041 1i649 4 "400 412 325 91,. 64 3.001 0375 4 16 044.4 W16)C31 "1/' OK -.153.6 .t-.0.75 .38.9. 38.9 . 8.78 - 0.41 0.23 '0.32 0.79 0.375 0.52 12.6 4.00 ,4.12 4.00 .42.84.0O .0.375 .4416-0'.t. W16X40... OK 4*1716 ,143.0 75 144405 9 105 447.82 -14,041 023 .0 35 J 060 40.500 MC 58 4'S12 6 .4 00 .4.12 400 2.6 400 ..440.5 44 16 0'424& W16X45. OK.. .312.0 1..0.73 ..,40.3..40.3'...4.40-.,0,41 0.29 .0.62 0.50 0.750.1.00 '19.85.00 '126.00 .'.-9.55.00 .,0.75.-6/16.'O'. W16X77. NO ?44'3576 '445073 44.419 4fr419 44.4.380 1*4.041 4.029 ,.071 ?043 4t0875 "-'116 '94.i199 '500 4r12 600 1%P93 500' 0875 '7 6 404.i'*3_Wi6X89Z'. 443 '.-.,-.145.3 -i9,02.-•O,44 .0.21-0.28 .0.60 0,375.. 0.51 ,,9.8 4.00 -.143.50.4.20.23,00 ,0.375t4/16,O..,.&W18)5 OK 4.-.1118.7 44O79 J4'444 e11ic385 0l4 320234.042 1060 * 0375 440.51 M4102 l0O 4911 350 0.130O I'0375 2'1/16 O44'4 W1R 40.94, OK 220.0 -.0.79 .43.4 -.6.13 . 0.44 .0.25 0,41 0.60 0.500 -' 0,74 --13.2 4.00 .-.14 4.50 a17,1 4.00 ,..0.5 4/16 - 0..-' W1BXSO ,- OK 9912/232 0 '4O 75 ,-'0.81....44.O K1,43 0 y4.i5 76 194044 /2'O24 $043 'O 60 4)140 500 .441078 4.t.13 4 11400 ¶9414 425 /4.158 4 00' 9*0.5 9*/16 II04-'9* Wi8X55,143 OK -.390.4,0,75 ...42,2.. 3,48 0.44 0.32 -0.71.0.60 0.750 1.28 -21.0 6.00'-146.50..-11.86.00 --0.754716..0',,.....W18X86. NO 75 4433 442309 /44044 I'O 32 *040 'tO 51 440875 9.-4143 '1*4212 '.600 -14 650 "4117 609140875 4. 8 16 W18X97.9.31 0.77 '-.45.3..--.2,77 ,,0.44 -0.32 0.89 0.45 - 1.000 NO 457,4 1.60-. 21-3 6.00 ,14 6.751'.12.75.01 .-..-,,,1 .,9/16'0- .. W18X106-.NG 4*2o:9 14.4483 4144714 4,4716 T04 .45 4410:48 44022 4L634 '4060 /440375 ic/icO51 4i'"10t 441od '4116 4'50 42211' 30* 401375 4/'4 16 40444 W21X494* oK'l 228.3 0.79 .-. 48.2 ..48.2 .5.71 0.48 .0.22 0.38 0.60 ' 0.375 - 0.58 - 10.4 .4.00 -'21.9 3.00 10.375 .4/16 -.0 W21X50 OK 44p8.2 4Ai40 78 /4/454 44454 14-440 441048 $027 -21049 4j060 1'.O 500 9.d'S074 44'I42 .4400 3416419i2 400144.1/05 /4/16 O4444 W21X62 .41 -.0.78,46.4 46.4 -3.99.0.480.270.50,60 0.500 OK 337.9 0.82 1444.00 .16 JL4175 16 19.14.00--'0.5 4/150 W21X68 OK *4449 '/442/37 410r4P 4.0/3- -'90.92 14O.4F i44IIOOC' "2441234' '4.423,2 1i6:02 '%'Sle *12.4' 5100 4/-$ *9/if *01491* W21X1119.". 44-3,. DOGBONE MOMENT CONNECTION DESIGN !ROECT NAME: Corne.toneBIdgA Fran a: -•" - PRo)Ecr mo.: #991140 #ej Conn:__XH %2nd ••-..: . ...' -- -. - ht 70 in .L - -iIB' r 71 IVA5;4 k -'' 2.6 k-9' 9c 3S'4 liv.4 Pat.4 k ix '4 .-' Cwth!!n7. • '434f, i1a.#,.. &' . .- tweld ii.. OW141159.1ty! 4% .. plate 8J. '.-,. I-IVf=. tweld j40 i' '- .i- 40 ..... .-.. .s.a. #.4 am mg-A 5 4 o0.745 V15.565 61.19 p1.875 .M6.7 ,1mim,254 k16i2 DESIGN E UIREMENTSø y.-. ,.. - .. ..4.. .. - .- DETA1UNGRE9UIREMENTS,aa ]4,.4] ..4.A a* - 4.< ,.ecn 4I • 1 <1 <1-. - D'n-'--la-e a,-' Ca'4 I .-•.- Doubler ,., .. . '4 18.3 ...,.. --28.81 A,028.8,,... 4 --0.25 .,-Q 0. 0. - 4 .,. 4. ... 4 . &2 00 40 * $O4-4'- 2t7 067 305 30.5 .2700 ,.025 0fl 0.22 '.060 . 0375 4045 '1 102 400 '4 4 275 ,.2.3 300 0.375 4/16 X 9,,/,. OK 17.0 .. 0.75 ..30.2 .430.2 ...33.31 ,.0.27 ...0.20 .0.16 0.40 0.375 0.41 .7.3 4.00 -vii 4 2.25 .42.7 2.00. 0.375 44.4/16 .o,.-..,..- 6X OK S036 j'Q69 53i7. 317, 6;85 027 019 .O32 0.60 O37.5 000.56 122 .00 04 350 22 3L00 0?375. /16 OK .28.1 ,.,,,O.76 ,34.1 ...34.1 21.15 -.0.30 0.17 0.22 0.40 0.375 0.50 1.7.0 4.00 6 2.251,>,.5.5 2.00 0.375 .4/16 ..0 • OK hO 071 532.3 )32 1 '15 33 90 0.30 0 20 0.3i ) 060 0.375 r 050 ,.( 101 400 6 300 '0,415.10% 0.37 01/16 OK 55.0 ,i-.,0.69 ,.-..32.2 ...32.2 '.11.91 0.29 0.21 0.41 0.60 . 0.375 0.69 13.0 4.00 ..6 3.75 3.00 0.375 ,,4/160... ,, W8X28, OK. 'Z.0 11fO.56 61'32.5 23 0'8.6.4 029. 020. :O57 4060 OQ;5.00 10094 O163 00 j.6 450 ;3 400 '905 4116 00c' 840 OK .93.4 . 0.65..339--33.9.,-7.18-,0.29-0.20 .0.680.60 .0.500 .0.98 16.6.4.00 4..64.50'-.-.3.44.00 OK 9!2 078 368 536 8 , 15 57 0.33 0 17 4027 0 40 0.375 r, 0 59 .6 8 14.00. X4 8 25 ' 5 2;W,. 0.375 1/16 N1OX17q OK 63.6 .,.0.71.l.33.4....33.410.31.:0.33 0.20040 0.60-0.375.0.77 10.9 4.00 8 3.25 7.0 3.00 0.375 4/16,0 .W10X26 OK '77 9 44074 .4f}.368 ,j36 8 ''8 53 &O 33 ,0 19 049 4)060 0 375 87 11 0 '4 00 8 '3.50 '7.5 3 00 -'0375 4/16 W1X30, ox* -.108.6 .0.67 j34.2..3-4.2.-6.27 .0.320.21 0.69060 0.500.1.09 16.1 4.00.8 4.50 ..,'.5.44.00 .0.5a4/16 W10X4S NO ç,N1&73 -.ø067 360 36.0 4O9 t'4032 C22 136 0P0 l0750 154 f,l07 500 0o 8 575 500 ,75 0,5/16 /'l/6 NSOX68M NO.. 187.8 ,,....0.66 ... 37.1 ,,.a.37.1 ,,...3.61 - .. 0.32 .0.21 1.19 . 0.43 0.875 .1.71 20.8 5.00 815.75 ..4 4.7 5.00 .0.875 a7/16 ...,.i-'4/16 W10X77 NO .)W,1054 !0t74 358 i3i3S18 693 ;6O36 30:'20 .j058 160 0375 .0054 jTh12:3 400 11i9 ;3i5 107.9 3OO 00.375 4/16 000 W12)5)..4.O 0K. 136.5 .0.72 ....36.5.,'.36.5.-,.--,5.07 ..0.35 0.22 0.76 0.60 0.500-.0.65 .55 4.00 a-94.75.'-7.04.00 ...0.5'4/16-0.- WS2X4S lox lMS11 071 37 5 i.37 6 *457 35 C 22 -0 94 0 IC' 1,'0.500 ti0 71. '3015 7 '400 19 Z4 t7.5 3'59 4'Oo. tt OS "'4/i6 W12X50 .-" OKIt 83.1 .. 0.75 .'.38.1 .38.1 ..-..7.90 0.38 0.18 0.43 0.60 0.375 0.47 - 8.6 4.00 .10 2.75 a.11.6 3.00 0.375 ..4/16 Jo .. W14X26 OK 4431314 '0'74 i338 2 38 2 P110,21 4)0 38 4020 -0,'0'.,66 079 0075 065 '.12 4 .I4'OO 44040 /400 0-9 7 4005 '10375 4 16 -0iwc4s W14X38?444 OK 167.1 0.73..-38.0.438.044.4.19 0.38 0.23 0.84 .060 .0.500. 0.77 15.34.00 .104.758.44.00 ..4..05...4/16 o-, W14X48 ox -'110183'4 00O72 'O89 38.9 '4c3'80 '038 022 ',0092 '00.50 '030O '010084 '*154 "0100 '01O '475 '04484 400) '0'O5 4 -16 *0'03 W1453'0,' OK- 234.1 _0.70 37.6 .-4 37.6 ...-298 0.38 0.24 1.17 0.60 0.625 ..1.03 ..19.7 .5.00 10 5.75 ..& 6.9 5.00 .0.625 e5/16 W14X68 NO 1'441/v254 1 107O 0384 P384 0M274 "0s038 024 '122 10.50 "0"0750 '01111 9198 'S00 S. 10 '5.75 O1'69 5.00' 'W..75 5 16 6 W14X74- NG 277.6 0.69- 39.3 .39.3..'.2.50. 0.38 .0.23 1.39 0.43 0.875 .1.21. 19.8 5.00 10 5.75 '-.6.85.00 0.875--7/16 .-. 8/16 W14)(82 NO 17'8 *078 0141'S -00415 Y569 0.39 '3055 0o6o '0100375 05i038 0'0.9'4 040 '12 '325 0U64 3OO l'0-375 '0'4 15 0W030 W16X31l'W 0K' .153.6 --0.74 .393 .,.38.5.4.47 0.41 0.21 0.70 0.79 .0.375 0.46 - 12.6 4.00 .124.00 .12.84.00 0.3754/16 ..o.. W16X40 OK 101371.6 '0073 ,44'0'40.0 O40O 0'0399 ."004t 01020 0178 010.60 (44)0500 11010.51 ,1053126 L4.00 0112 1000 01126 400}, 'O5 .04 16 ,'0001 1' W16X45. OK -312.0-0.72.39.6 1.39.6 -2.26 -.0.41 0,241.38 0.50 _0.750 -0.84 -.19.8 .5..00_12 600.--95500 -0.75 "s3mS76 44301071 '440'41'2 O41'2 ''0'196 50 G41 '0024 '0158 .043 101-0275 "0096 '0c'019 9 '1500 I3.1 1600 '09'3 S 00 -30875 '01716 1OQ6 W16X89'0 0K' 145.3- 0.80.43.5 --43.5 .--4.60 -0.44.0.19-0.63 0.60 O.375, -..O.45.-9.8 4.00 143.50 p2021.00 ..0.375-i4/16 ,o-,W18)O5 OK 168.7 78 '101439 '0,43 9 '0 401 1.0 14 0020 OC 72 '060 441 0375 01051 OfliC 2 .400 04 t3150 (026 11 '100 .'O 75 1 4 16 0o05,t. W18X40 " OK 220.0 0.77 '42.8 ..-42.8 -3d4 .4044 ,0.22 092 0.60 0.500 , 0.63 ..13.2-4.00 -.14 4.50 ,.17.14.00 M0.5 .-4/16 4O..W1(50. OK 332O 3'1074 042A 0142.4 $'2.96 444451014 ','-021 "098 "060 "'4'O500 '4065 10W134 ,40'3 0,11 425 "-'15'8 100 '0O.5 14 16 00081'01 W18X55'4 OX 390.4 .0.74 ....41.3 .,.41.3 .--1.80 0.44 .0.26 1.60 0.60 .0.750 .'.1.04 .21.0 6.00 414 6.50 -.11.8 6.00 - 0.75 --.7/16 ...-10/16 W18X86 NO 4390 01073 ,423 3r423 *1.60 010014 0026 13'179 0151 PffitO1675, 10 136 10,'1,'212 /64) '1.11 650,44117 0O 00175 ' 16 14L6 W18X97144s NC -.487.4 . 0.75 44.3 ,.44.3 '..1A4 ..--044 .025 1.98 0.45 .--L000 -...1.29 - 213 .6.00 14 675 .4412.26.00 H'4441 .4.9/16 .'1.-.., W18X105 NO 101'200 9 "*01079 "19 *.,,14619111 '1c31 '401048 01018 "407 -'0060 '.W'0o 375 )1.0 44 '1344'10 1 1403 "0Is 350 '0221 300 'O 375 '04 16 .O411'O W21X44 OK 228.3- 0.78 ,47.4a--474.,.'2.94... 0.48 0.19 088 0.60 O.375.,'..0.49..10.4 4.00 -163.50,-.21.93.00 .0.375.4/16.0,- W21X50 OK 1,0113082 5....Ofl '0,445 ?33445 50227 3'0041' 11,072 04 1 060 4443'0500 '0'4 062 444414 2 4(' '01.1 475 192 4001 05 '0116 "/',0,4/1 W21X6201 IlK-. 3379 -- 0.76 ..45.5 ...45.5 .......2.06 --.0.48 0.23 125 0.60 0.500 - 0.67 ,.14.4 4.00 - 16 4.75 -19.14.00 .a'..0.5 '4/16 .....4/16 W21X68 - OK ''05855 '$O 75 434.8 a443'8 01444021 4514048 45079 ,21i '44045 ''01 000 45441111 0,01232 600 "-15-16 7 25 0113.86.00 6444411 Sf9/iS 3N21X110,4' NGO l4-43-5~ DOGBONE MOMENT CONNECTION DESIGN I - - - - PRO)ECT NAME: Cornerstone Bldg 'A' Frame: 3 PRO)ECT NO.: #991140 Conn: XJ 2nd - SOW 70 It=_ 30 ft - - - - - - 1.2 oefflcI hb= 71 , V 15.6 k V 0 k __- Pat= 5k_ no 2 aPwthy _P_5kth 1 weld top 0In - - - __- ColSecti Dc% d4 tCW1 rbft1 Wk _- 14 159 A4 W14X159 14.9 0.745 15.565 1.19 1.875 46.7 r~eld 254 REOU1REENTS 28 DESIGN DETAIUNG REQUIREMENTS Chk <05 <SO <50 >1 <i <i <1 <1 <1 Bracing Dimensions - Continuity plate - Doubler ! Yr/V tç '/Conn R4 4b '9jt '8*PMte Beam Sec tkf 1kVftJ00 *tl6 1//to3 Th RaVo <Rtb Ratl Rat10 Ratl 4ftr/ /in 4# 3'8 8th In 1Vln I 1L9 087 37.2 37.2 63A6 .M. 053 0.08 04 0.375 0.90 - .8. 4.00 2.2 1.7 .00 0.37 . W4X13 OX 18.3 0.79 33. 33.0 49.11 0. 0.54 0.11 0.6 0. 94 10. 4.00 4 2 2.3 .00 0.37 4/16 W5X16 OK 21.7 0.76 34. 34.2 43.63 . 0.25 0.47 0.12 0.6 0. 10. 4.00 4 2.7 2.3 .00 0.37 4/16 0 WSX1S OK 17.0 0.87 35. 35.0 51.39 0.27 0.46 0.09 0.4 0. 7. 4.00 4 2 2.7 .00 0.37 4/16 W6X12 37.6 0.74 33. 33.9 29.60 0.27 0.35 0.17 0.6 0. 1.05. 12. 4.00 4 3.50. 2. .00 0.37 4/16 0 W6X25 28.1 0.84 37. 37. 35.51 0.30 0.35 0.12 0.40 0. 1 7. 4. 2. 5.00 0.37 4/16 0 N9X15 41.6 . 0.77 34.4 34.4 27.09 0.30 0.36 0.16 0.60 0. 1 10. 4. 3 4. .00 0.37 4/16 0 W8X21 55.0 0.73 34. 34.0 21.70 0.29 0.35 0.21 0.60 0. 1.1 13. 4. 3 3. .00 0.37 4/16 0 W8X28 NG 77.0 0.69 33. 33. 16.23 0.29 0.30 0.28 0.60 0.500 1.2 16. 4. 4.50 3.4 .00 0. 4/16 0 W8X40 NG 93.4 0. 34. 34. 13.68 0.29 0.28 0.33 0.60 0. 1.3 16. 4. 4. 3.4 4.00 4/16 0 W8X48 39.2 0. 39. 39. 27.27 0.33 0.30 0.14 .0.40 0. 1.0 6. 4.. 8 2.25 .9. .00 0.3 4/16 . 0 W10X17 NG 63.6 0. 35. 35.1 18.99 0.33 0.3 0.20 0.60 0. 1.2 10.9 4. 3 7. .00 0.3 4/16 0 W10X26 77.9 0.77 38. 38. 15.99 0.3 0. 0.24 0. 0. 1.3 11.0 4. 3 7. .00 0.3 4 0 W1OX3O NG 108.6 0. 35. 35. 12.02 0.3 0. 0.3 0. 0.500 1.4 16.1 4. 4. 5.4 4.00 4 0 W1OX45 NG 167.1 0. 36. 36. 8.00 0.3 0. 0.5 0. 0. 1.8 .20.7 5. 5 . 4. .00 0 6 0 W10 X68 NG 187.8 0. 37. 37. 7.11 0.3 0. 0.5 0.4 0. 1.9 20.8 5. 5 4. .00 0.8 7 0 W10X77 NG 105.4 0. 36. 36. 12.30 0.3 0. 0.2 0. . 0. 0.7 12.3 4. 3 7.9.3.00 0.3 4 0 W12X35 CK 136.50. 37.3 37. 9.84 0.30. 0.30. 0. 0.8 15.54. 4. 7.00 .54 0 W12X45 OK 151. 0.72 38.3 38. 8.93 0.3 0. 0.3 0. 0.5 0.8 15.7 4 9 4.75 6.9 .00 .5 4/16 0 W12X50 CK 83. 0.77 39.6 39. 14.87 0.3 0.26 0.21 0. 0. 0. 8.6 4.00. 10 2.7 11.6 .00 0.37 4/16 - - W14X26 OK 131.4 0.76 39. 39.1 10.10 0.3 0.26 0.3 0. 0. 0. 12.4 4 10 4.00 9.7 4.00 0.37 4/1 W14X38 OK 167. 0.7 38.5 38.5 8.20 0.3 0.27 0.3 0.60 0. 0. 15.3 4 10 4.7 8.4 4.00 . 4/1 W14X48 OK 183.4 0.7 39.4 4 7.48 0.3 0.26 0.4 0. 0. 0. 15.4 4 4.7 . 8.4 4.00 O.S. 4/1 W14X53 OX 234. 0.7 37.9 5.92 0. 0.27 0. 0. 0. 1. 19.7 5.7 6.9 5.00 0.6 5/1 W14X68 NO 254.1 0.7 38.6 6 5.45 0. 0.26 0. 0. 0.750 1. 19.8 5.7 6.9 5.00 0 6/1 W14X74 NO 277. 0.7 39. 4. 0. 0.24 0. 0.4 0.875 1. 19.8 5.7 6.8 5.00 0.8 7/1 W14X82 NO 117.8 0.81 42.6 42.6 10.95 0.41 0.25 0.25 0.60 0.375 . 0.50 9.4 4.00 12 3.25 16.4 3.00 0.3 4/16 0 W16X31 OK 153.6 0.76 39.2 39.2 8.73 0.41 0.25 0.32 0.79 0.375 0.56 12.6 4.00 12 4.00 12.8 4.00 0.375 4/16 0 W16X40 OK 171.6 0.75 40.6 40.6 7.83 0.41 0.24 0.36 0.60 0.500 0.60 12.6 4.00 12 4.00 12.6 4.00 0.5 4/16 0 W16X45 OK 312.0 0.72 39.8 39.8 4.53 0.41 0.25 0.61 0.50 0.750 0.87 19.8 5.00 12 6.00 9.5 5.00 0.75 6/16 0 W16X77 OK 357.6 0.71 41.2 41.2 3.93 0.41 0.24 0.70 0.43 0.875 0.96 19.9 5.00 12 6.00 9.3 5.00 0.875 7/16 0 W16X89 OK 145.3 0.82 44.4 44.4 8.95 0.44 0.23 0.28 0.60 0.375 0.56 9.8 4.00 14 3.50 20.2 3.00 0.375 4/16 0 W18X35 OK 168.7 0.79 44.6 44.6 7.87 0.44 0.23 0.32 0.60 0.375 0.60 10.2 4.00 14 3.50 20.1 3.00 0.375 4/16 0 W18X40 OK 220.0 0.78 43.2 43.2 6.22 0.44 0.24 0.41 0.60 0.500 0.70 13.2 4.00 14 4.50 17.1 4.00 0.5 4/16 0 W18X50 OK 232.0 0.75 42.7 42.7 5.87 0.44 0.23 0.43 0.60 0.500 073 13.4 4.00 14 4.25 15.8 4.00 0.5 4/16 0 W18X55 OK 390.4 0.74 41.3 41.3 3.63 0.44 0.26 0.701 0.60 0.750 1.03. 21.0 6.00 14 6.50 11.8 6.00 0.75 7/16 0 W18X86 NO 439.0 0.73 42.2 42.21 3.241 0.44 0.25 0.781 0.51 0.875 1.131 21.2 6.00 14 6.50 11.7 6.00 0.875 8/16 0 W18X97 NO 487.4 0.75 44.1 44.1 2.91 0.44 0.24 0.861 0.45 1.000 1.23 21.3 6.00 14 6.75 12.2 6.00 1 9/16 0 W18X106 NO 200.9 0.80 47.4 47.4 6.54 0.48 0.21 0.34 0.60 0.375 0.49 10.1 4.00 16 3.50 22.1 3.00 0.375 4/16 0 W21X44 OK 228.3 0.78 47.0 47.8 5.83 0.48 0.20 0.38 0.60 0.375 0.53 10.4 4.00 16 3.50 21.9 3.00 0.375 4/16 0 W21850 OK 308.2 0.77 .44.6 44.6 4.55 0.48 0.23 0.49 0.60 0.500 0.64 14.2 4.00 0.5 4/16 0 W21X62 OK 337.5 0.76 45.5 455 434 0.48 0.23 0.53 0.60 0.500 0.68 14.4 4.00 =25 0.5 4/16 0 W2 1X68 OK 585.5 0.74 43.5 43.5 2.46 0.48 0.27 0.89 0.45 1.000 1.03 23.2 6.00 1 9/16 0 W21X111 ING V I I I I I I I I I GNR JOB___________________ SHEET NO. - OF_________________ ENGINEERING, INC. CALCULATED B990 Highland Drive, Suite 206 Y DATE _7 SOLANA BEACH, CA 92075 . TEL (858) 794-9630 FAX (858) 794-9615 CHECKED BY______________________________ DATE I- SCALE -__ I L1c i't- /6W I ,- - • .1................A.-17 )..... .............. .--... ........................................................................................................ .......................................... ............... ......... ................. ......... ........................ I 46 /JI// U5b- I /,',/ 3/9',1e7'q 6 45?f /I E -/ I Ti _ 0 - - • -k+ I I I I I I PRODUCT 204.1 (SInIe Shells) 2051 (Padded) . I . JOB A i. I GNR SHEET NO. --I_7 OF-- ENGINEERING, INC. I , CALCULATEDBY___________ DATE 72/1 ' 990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 CHECKED BY___________________________ DATE TEL (858) 794-9630 FAX (858) 794-9615 PMT 204.1 ISinIeShl2flS-I IPddedI I To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 9:25AM, 1 DEC 99 DescrIptIon: main menu selection, choose the a "3 Printing & Title Block tab, and ent Scope: your title block information. L 5.1 u 1999 Wmn32 Steel Column Base Plate Page 1 I Description bp-1 . S • I Generaflnform anon Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Steel Section W14x159 — Axial Load 13300k Section Length 14.980 in . Section Width 15.565 in I X-X Axis Moment 177.00 k-ft Flange Thickness 1.190 in Plate Dimensions Web Thickness 0.745 in • Plate Length 23.000 in Allowable Stresses I Plate Width 23.000 in . Concrete f'c 3,000.0 psi Plate Thickness , 1.500 in Base Plate Fy 50.00 ksi Load Duration Factor 1.330 • Support Pier Size Anchor Bolt Data • Pier Length 54.000 in Dist. from Plate Edge 2.000 in - - Pier Width 54.000 in Bolt Count per Side 3 Tension Capacity 41.400 k I . Bolt Area 0.785 in2 Summary - . Baseplate OK Concrete Bearing Stress Thickness OK I Actual Bearing Stress 1,835.6 psi Allow per ACI 10.15 • 3,570.0 psi Partial Bearing: Bolts in Tension Allow per AISC J9 2,793.0 psi Plate Bending Stress Bearing Stress OK • Actual fb • 33,445.4 psi - Max Allow Plate Fb 49,875.0 psi .Tension Bolt Force Bolt Tension OK . I Actual Tension 18.292 k - S. Allowable 41.400 k I I I I - I , I . I To specify your title block on Title: Job # — these five lines, use the SETTINGS Dsgnr: Date: 9:25AM, 1 DEC 99 main menu selection, choose the 0• Description : Printing & Title Block tab, and ent Scope: your title block information. L iUser Steel Column Base Pte Page I 99 99114Oenercalc ecu lat • Description bp-1 General Information Calculations are designed to AISC 9th Edition ASD and 1997, UBC RequIrements Loads Steel Section W14x159 — Axial Load 0.00 k Section Length 14.980 in I X-X Axis Moment 177.00 k-ft - Section Width 15.565 in Flange Thickness 1.190 in Plate Dimensions . Web Thickness . 0.745 in • Plate Length 23.000 in Allowable Stresses I Plate Width 23.000 in Concrete f'c 3,000.0 psi Plate Thickness 1.500 in Base Plate Fy 50.00 ksi Load Duration Factor 1.330 • Support Pier Size Anchor Bolt Data • Pier Length 54.000 in Dist. from Plate Edge 2.000 in - Pier Width 54.000 in . Bolt Count per Side 3 - Tension Capacity 41.400 k Bolt Area 0.785 in2 Summary ki . Baseplate OK Concrete Bearing Stress Thickness OK . I Actual Bearing Stress 1,767.5 psi Allow per ACI 10.15 3,570.0 psi Partial Bearing: Bolts In Tension Allow per AISC J9 2,793.0 psi Plate Bending Stress Bearing Stress OK • Actual lb 28,601.5 psi Max Allow Plate Fb 49875.0 psi Tension Bolt Force Bolt Tension OK I . Actual Tension 36.926 k Allowable 41.400 k I H I I 1 ;i. - _:• I GNR Engineering, Inc. I 990 Highland Drive, #206 Solana Beach, CA 92075 RISA-2D (R) Version 4.01 Job : 991140 Page: 1 Date: 12/01/99 File: FRl • Cornerstone Buildin A FR-1 . 1't__ 74-ra• 25(6/ I = = = = = = = Joint = = = = = = = = = = = = = = = c + ---------Forces Reactions , I.1C 10 ----------+ : D -4- L1 - E / 1 . 4 > = = = = = = = = = = = = = = = = = = = = = = Moment No X Y Mz ----------- ----K -------------- K ------------- K-ft ------------------------------- I l . -0.03 19.32 / 0.00 6 14.09. 128.79V -144.90 10 17.02 107.26 -155.14 I 14 18 12.71 -0.04 86.77 91.00 -137.52 0.00 22 -0.04 91.00 ,- 0.00 26 13.77 126.15 " -141.83 I 30 16.64 107.29 -151.86 34 . 12.39 93.80 -134.47 38 -0.03 41.90 0.00 . -0.03 9.58 0.00 I 42 Totals: 86.48 902.85 Center of Gravity Coords (X,Y,Z) (ft) : 90.798, 22.622, 0.000 I Reactions, IC 9 : D-F I -i- E / 1. . 4 > = = = = = = = = = = = = = = = = = = = = = = = = = = = Joint = = = = = = = = = = = = = = = < + ----------Forces ----------+ Moment No x Y Mz I ------------ -K ------------- K ------------- K-ft------------------------------- 1 0.03 19.32 0.00 6 -12.97 88.97 140.32 10 -17.00 107.56 154.98 I 14 -13.77 126.2 .8 141.72 18 0.04 91.00 0.00 22 0.04 91.00 0.00 I 26 -12.72 86.87 137.70 30 -16.67 107.60 / 152.07 34 -13.51 132.77V 139.08 38 0.03 41.90 0.00 I 42 0.03 9.58 0.00 Totals: -86.48 902.85 I Center of Gravity Coords (X,Y,Z) (ft) : 90.798, 22.622, 0.000 = = = = = = = = = = = = = = = = = = = = = = c Reactions , LC 8 : .9D-E/1.4 > = = = = = = = = = = = = = = = = = = Joint + ---------Forces ----------+ Moment I No x Y Mz -- ----------- 1 -0.03 6.90 0.00 6 13.78 71.08 -143.65 I 10 17.01 34.10 -155.12 14 13.00 13.91 -138.73 I 18 22 -0.04 -0.04 59.13 59.13 0.00 0.00 26 . 13.49 . 53.37 -140.79 30 16.66 33.98 -152.00 I 34 12.70 15.23 -135.80 38 -0.03 14.91 0.00. I I RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job :991140 I 990 Highland Drive, #206 Page: 2 Solana Beach, CA 92075 Date: 12/01/99 File: FRi Building A I Cornerstone FR-]. = = == = = = Joint = = = = = = = = = = = = = = = < + ---------Forces Reactions , I.1C ----------+ 8 : .9D-E /1.4 Moment > = = = = = = = = = = = = = = = = No x Y Mz -------------- K -------------- K --------- - --- K-ft ------------------------------ I 42 -0.03 5.02 0.00 Totals: 86.48 366.76 Center of Gravity Coords (X,Y,Z) (ft) : 87.537, 22.975, 0.000 I = = = = = = = = = = = = = = = = = = = = = = < Reactions, IC 7 : . 9Di-E / 1 -. 4 > = = = = = = Joint + ---------Forces -+ Moment X Mz I No -------------K--------------K-------------K-ft------------------------------ 10.03 6.90 0.00 6 -13.29 31.26 141.57 10 -17.01 34.41 155.00 I 14 -13.48 53.43 140.51 18 0.04 59.13 0.00 I 22 26 0.03 -13.00 59.13 14.09 0.00 138.74 30 -16.65 34.28 151.92 34 -13.20 54.20 137.75 I 38 0.03 14.91 0.00- 42 0.03 5.02 0.00 Totals: -86.48 366.76 Center of Gravity Coords (X,Y,Z) (ft) : 87.537, 22.975, 0.000 I 1• I I I I I I I RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 4 Solana Beach, CA 92075 Date: 12/01/99 File: FR2 Building A I Cornerstone FR-2 I Joint ===================== + ---------Forces Reactions, IC 10 ----------+ : D-i-I-:E/l .4 Moment No X Y Mz ------------- K -------------- K ------------- K-ft ----------- ------------------- I l -0.03 37.40 0.00 4 15.70 79.41 -153.08 8 18.14 70.20 -160.16 12 14.52 98.29 -142.70 I 16 13.56 100.84 -136.21 20 6.58 85.68 -107.04 26 -0.03 59.51 0.00 I Totals: 68.44 531.33 Center of Gravity Coords (X,Y,Z) (ft) : 82.272, 22.591, 0.000 Reactions, LC 9 : Di- I. -- E / 1 . 4 = = = = = = = = = = = = = = = = = = = = = = I oint = = = = = = = = = = = = = = = = = = = = < + ---------Forces J > ----------+ Moment No X Y Mz I ----- 1 ---------- K-- ---- 0.03 --------K- ----- ---- 37.40 -------K-ft 0.00 -------- -- ------- --------- 4 -11.52 38.61 133.19 8 -13.52 92.81 138.90 = I 12 -13.68 99.56 137.46 16 -14.15 98.36 138.10 20 -15.63 105.08 143.49 0.02 59.51 0.00 I 26 Totals -68.44 531.33 Center of Gravity Coords(X,Y,Z) (ft) : 82.272, 22.591, 0.000 I ====================< Reactions, LC 8 : .9D-E/1.4 Joint + ---------Forces -----------+ Moment No X Y Mz -------------- K -------------- K ------------- K-ft-------------------------------- I 1-0.03 10.53 0.00 4 14.09 35.52 -145.44 8 16.37 10.25 -152.00 I 12 14.20 25.53 -140.68 16 13.80 27.59 -136.95 20 10.05 15.35 -121.03 I ' 26 -0.03 16.10 ' 0.00 Totals: 68.44 140.87 Center of Gravity Coords (X,Y,Z) (ft). : 82.279, 24.215, 0.000 I = = = = = = = = = = = = = = == = = = = < Reactions , LC 7 : . 9D-f E / 1 . 4 = = Joint + ---------Forces ------------1- Moment I No X Y Mz --K--------------K-------------K-ft-------------------------------- - 1 0.03 10.53 0.00 4 -13.13 -5.28 / 140.84 I 8 -15.29 32.86 147.05 12 -14.00 26.80 139.49 I RISA-2D (R) Version 4.'01 GNR Engineering, Inc. Job : 991140. I 990 Highland Drive, #206 S Page.: 1 Solana Beach, CA 92075 Date: 12/01/99 File: FR3C I Cornerstone Building A .FR-3 I ----------- = = = = = = = = = = = = = = = = = = = = = c React ions., .LC Joint + ----------Forces ----------+ 9 : D + L + E / 1 . 4 > = = = = = = = = = = = = = = = = = = = = = = Moment No X .y 'Mz --------------K -------------- K ------------- K-ft ----------- ---------- I .. 1 . 0.03 13.82 0.00. 4. -12.25 . 38.52 147.51 8 . -16.12 101.92 . 159.22 -14.00 . 72.53 148.22 I 12 16 -21.13 81.60 174.19 20 -8.02 81.39 120.80 . 24 .-13.30 110.07, ,- 145.46 I 28 -15.46 85.99 157.22- 32 -19.30 84.66 176.45 36 003 13.82 0.00 4 -12.89 110.63 140.48 I 44 -14.42 61.69 150.45 Totals: -146.83 856.64 5 I Center of Gravity Coords (X,Y,Z) (ft) : 134.138., 22.494., 0.000 ======================< Reactions, "LC 10 : D-f.Li-E/1.4 >=================== Joint ----------- Forces ----------+ Moment I No . X Y Mz --------------K -------------- K ------------- K-f t- ------------------------------ 1 -0.04 13.82 0.00 4 15.56 62.48 . -167.21 I 8 17.10 100.05 -169.54 12 17.88 71.84 -169.87 I 16 20 12.47 16.70 107.30 98.35 -146.68 -163.41 24 11.67 93.10 -141.56 28 19.29 61.89 -173.30 ., S I 32 7.72 .. 61.35 -.131.09 36 -0.04 13.82 :0.00 .5 43 . 14.83 63.53 -155.59 44 13.67 109.11 -150.05 . ' I. Totals: 146.83 856.64 Center of Gravity Coords (X,Y,Z) (ft).* 134.138, 22.494, :0.000 I ======================< Reactions, LC 7 : . 9D-fE/l .4 Joint ----------- Forces ----------+ Moment No x . Y Mz ------------- K -------------- K ------------- K-ft------------------------------ I 10.03 3.62 . 0.00 4 -13.44 2.60 154.58 8 -16.50 3.0.85 163.04 I 12 -15.37 22.57 . 155.91 16. -18.13 21.95 164.77 20 -11.04 19.16 135.74 I 24 -12.77 40.73 144.39 28 -16.90 37.74 163.38 Job : 991140 Page: 2 Date: 12/01/99 File: FR3C RISA-2D (R) Version 4.01 GNR Engineering, Inc. I I 990 Highland Drive, #206 Solana Beach, CA 92075 Cornerstone Building A FR-3 =====================< Reactions, LC 7 . 9D--E/3.. .4 >====================== I Joint + ---------Forces ----------+ Moment No X Y Mz -------------K--------------K-------------K- ft------------------------------- I 32 -15.03 34.65 159.83 36 0.03 3.62 0.00 43 -13.57 56.36 145.86 -14.15 11.69 150.43 I 44. Totals: -146.83 285.54 Center of Gravity Coords (X,Y,Z) (ft) : 136.945, 24.834, 0.000 I ======================< Reactions, I.1C 8 : .9D-E/1.4 Joint + ---------Forces -----------+ Moment No X . Y Mz -------------K -------------- K- ------------- K-ft ------------------- ----------- I 1-0.04 3.62 0.00 4 14.38 26.56 -160.14 8 16.72 28.98 -165.72 I 12 16.52 21.87 -162.18 16 15.47 47.65 -156.10 20 13.68 36.13 -148.47 I 24 12.20 23.77 -142.64 28 17.84 13.64 -167.13 32 11.99 11.33 -147.71 36 -0.04 . 3.62 . 0.00 I 43 14.16 9.27 -150.21 44 13.94 59.11 -150.07 I Center Totals: 146.83 of Gravity Coords 285.54 (X,Y,Z) (ft) 136.945, 24.834, 0.000 : I I I I I I Li Job : 991140 Page: 5 Date: 12/01/99 File: FR2 RISA-2D (R) Version 4.01 GNR Engineering, Inc. I I 990 Highland Drive, #206 Solana Beach, CA 92075 Cornerstone Building A FR-2 Reactions, LC 7 : . 9 D + E / 1 . 4 > = = = = = = = = = = = = = = = = = = = = = = Joint = = = c + ----------Forces ----------+ Moment No X Y Mz -------- --------K -------------- K -------------- K-ft------------------------------- I 16 -13.92 25.10 137.36 20 -12.15 34.75 129:51 26 0.03 16.10 0.00 -68.44 140.87 I Totals: Center of Gravity Coords (X,Y,z) (ft) : 82.279, 24.215, 0.000 1 ======================< Joint + --------- Forces Reactions, IC ----------+ 7 : . 9D-i-E/l .4 >====================== Moment No X Y Mz ---------------K--------------K-------------K-ft------------------------------ 0.03 10.53 0.00 I i 4 -13.13 -5.28 140.84 8 -15.29 S 32.86 147.05 I 12 16 -14.00 -13.92 26.80 25.10 139.49 137.36 20 -12.15 34.75 129.51 26 0.03 16.10 0.00 I Totals: -68.44 140.87 Center of Gravity Coords (X,Y,Z) (ft) : 82.279, 24.215, 0.000 I I P I I I I I I 1 RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 I 990 Highland Drive, #206 Page: 1 Solana Beach, CA 92075 Date: 12/02/99 File: FR3C Cornerstone Building A FR-3 lifri p/4:,j/ = = = = = = = = = = = = = = = = = = = = = = = = = = c Envelope Reactions > = = = = = = = = = = = = = = = = = = = = = = = = = = = I Joint + ------------Forces -------------+ x lc Y lc Moment lc ------------K-----------------K----------------K-ft ------------------------- I 1U 0.03 7 13.82 9 0.00 7 L -0.04 10 3.62 7 0.00 7 4U 15.56 10 62.48 10 154.58 7 I L -13.44 7 2.60 7 -167.21 10 8U 17.10 10 101.92 9 163.04 7 L -16.50 7 28.98 8 -169.54 10 12U 17.88 10 72.53 9 155.91 7 I L -15.37 .7 21.87 8 -169.87 10 16U 15.47 8 107.30 10 174.19 9 L -21.13 9 21.95 7 -156.10 8 I 20U 16.70 10 98.35 10 135.74 7 L -11.04 7 19.16 7 -163.41 10 24U 12.20 8 110.07 9 145.46 9 L -13.30 9 23.77 8 -142.648 I 28U 19.29 10 85.99 9 163.38 7 L -16.90 7 13.64 8 -173.30 10 32U 11.99 8 84.66 9 176.45 9 I L -19.30 9 11.33 8 -147.71 8 36U 0.03 7 13.82 9 0.00 7 L '-0.04 10 3.62 7 0.00 7 I 43U 14.83 10 110.63 9 145.86 7 L -13.57 7 9.27 8 -155.59 10 44U 13.94 8 109.11 10 150.45 9. L -14.42 9 11.69 7 -150.07 8 I Tot:9U 146.83 8, 856.64 9 L " -146.83 7 285.54 7 I I I I I 17 1 I RISA-2D (R) Version 4.01 GNR Engineering, Inc. Job : 991140 U 990 Highland Drive, #206 Page: 6 SOlana Beach, CA 92075 Date: 12/02/99 File: FR2 Building A I Cornerstone FR-2 I = = = = = = = = = = = = = = = = = = = = = = = = = = = < Envelope Reactions Joint + ------------Forces -------------+ > = = = = = = = = = = = = = = = = = = = = = = = = = X lc Y lc Moment lc ------- ------ K ----------------- K ---------------- K -ft------------------------- I 1U 0.15 9 36.05 9 0.00 7 L 0.00 8 10.21 7 0.00 7 4U 15.52 10 78.20 10 140.94 7 L -13.17 7 -5.56 7 -152.60 10 8U 18.19, 10 92.68 '9 146.97 7 L -15.28 7 10.22 8 -160.48 10 12U 14.52 10 99.56 9 139.48 7 I L -14.01 7 25.53 8 -142.71 10 16U 13.78 8 100.75 10 138.47 9 L -14.23 9 25.08 7 -136.87 8 20U 10.10 8 103.79 9 142.76 9 I L -15:38 9 15.04 8 -121.17 8 26U 0.00 7 58.19 9 0.00 7 -0.19 10 15.80 7 0.00 7 I L Tot:9U ' 68.44 8 525.93 9 , L -68.44 7 139.61 7 'I ,•. , I I .1 I 1 I 1 I I I Use 24 x 30 deep G.B. w/3-48 bars T&B I er ev z,4 1. -20 ) I 4 '' t-M I GNR ENGINEERING, INC Project: Cornerstone Bldg A I 990 Highland Dr, # 206 Job: 991140 Solana Beach, CA 92075 Prepared by: PMR I DESIGN OF CONCRETE GRADE BEAM (AXIAL LOAD IS TAKEN BY PAD FOOTING) Mtl :=I77fl-k Mu := 1.4Mtl Mu = 247.8 fl-k M2:=177 ft-k L:=20 ft fc:=3 ksi I Try b:=24m h:=30 in d:=h-4 d=26 in I F:= b-d = 1.352 12000 Mu I Ku:= Ku = 183.284 from tables: I preq :=0.0035 Asreq :=preq.b.d N =3 bars .Asreq I N Use 3- 8 rebar T&B I I ________ Vu= 24.78 k Vc 21000085 Vc=58.102 k > Vu=24.78 ok 1000 fy:=60 ksi Asreq=2.184 m2 Arebar = 0.728 in2 GNiR ENGINEERING, INC. I .990 Highland Drive, Suite 206 SOLANA BEACH, CA 92075 TEL (858) 794-9630 FAX (858) 794-9615 JOB SHEET NO.________________________ OF -, CALCULATED BY__________________________ DATE It CHECKED BY__________________________ DATE S(AIF . 1 UUU1UIUU PU9UIL1LJU GNRI1 I ENGINEERING, INC. I STRUCTURAL ENGINEERS S.,,TRU- , 0 E3 E3 Q 1313 E3 E3 E3 E3 E3 Q E3 C3 E3 Q E3 Q L3 Ll Q Q L3 L3 Q Q L3 Q U U 0 El El E3 U L3 L3 L3 Ll L3 0 L3 L3 CORNERSTONE BLDG "A" JOB NUMBER: NUMBER: DATE: 99.1140 DECEMBER 1999 l GEOCON INCORPbRATED Project No. 05724-22-04 January 12, 2000 Brian Paul and Associates 4350 La Jolla Village Drive, Suite 130 San Diego, California 92122 GEOTECHNICAL CONSULTANTS 0 M-~u~ ~ M JAN 14 201 BRIAN PAUL & ASSOCIATES, INC. Attention: Mr. Chuck Bush Subject: BUILDING A LOT 15 CORNERSTONE CORPORATE CENTRE CARLSBAD, CALIFORNIA TRANSMITTAL Gentlemen: In accordance with the request of Mr. Paul Rooney with GNR Engineering Incorporated, Geocon Incorporated has provided additional geotechnical engineering consultation services for the subject project. The scope of our work included the review of the following documents: Site, Grading Plan, Building A, Sheet C-i, 1 inch scale equals 30 feet, prepared by Latitude 33, dated February 23, 1998. Updated Geotechnical Investigation, Lot 15 Cornerstone Corporate Centre, prepared by Geocon Incorporated, dated September 20, 1999 (Project No. 05724-22-03). .. Foundation Plans, Sheets S-1. 1, 8-1.2, S-2. 1,. and 8-6.1, prepared by GNR Engineering Incorporated, last revision date December 6, 1999. The purpose of our work is to express an opinion as to whether or not the referenced foundation and grading plans are in conformance with the recommendations presented in our geotechnical report. Based on the review of the aforementioned documents, it is our opinion that the grading and foundation plans are in general conformance with the recommendations presented in our geotechnical report If you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED aul R Garcia RCE 42132' - - RRGdmc r (2) Addressee (2) GNR EngineeringIncorporatéd Attention: Mr Paul Rooney 6960 Flanders Drive I San Diego, California 92121-2974 0 Telephone (858) 558-6900 0 Fax (858) 558-6159 s. GEOCON Fr nn PJFE 0 CONSULTANTS DEC 2 1 1999 IAN PAUL & ASSOCIATES, INC. Project No. 05724-22-04 December 17, 1999 - Brian Paul and Associates 4350 La Jolla Village Drive, Suite 130 San Diego, California 92122 Attention: Mr. Chuck Bush Subject: BUILDING A LOT 15 CORNERSTONE CORPORATE CENTER CARLSBAD, CALIFORNIA TRANSMITTAL 4 Gentleman: In accordance with the request of Ms. Amy Liu of GNR Engineering, Geocon Incorporated have provided additional geotechnical engineering consultation services for the subject project. The recommended allowable bearing capacity of 3,000 pounds per square foot (psf) for a 12 inch wide and 30 inch deep footing as indicated in Paragraph 6.5.3 of our Geotechnical Investigation for Lot 15 Cornerstone Corporate Center, dated September 20, 1999 can be increased by an additional 500 psf for each additional foot of depth and 300 psf, for each additional foot of width to a maximum - allowable bearing capacity of 5,000 psf. The rest of the recommendations remain applicable. If there are any questions regarding this transmittal or if we may be of further service; please contact the undersigned at your convenience. -. Very truly yours, • P.au1 R. Garcia • RCE 42132 RRG:kje Addresseee • GNR Engineering Attention: Ms. Amy Liu 24. 6960 Flanders Drive • San Diego, California 92121-2974 U Telephone (858) 558-6900 U Fax (858) 558-6159 / --a GEOTECHNICAL INVESTIGATION LOT 15 CORNERSTONE CORPORATE CENTRE CARLSBAD, CALIFORNIA PREPARED FOR T. A. ASSOCIATES c/i, LEGACY PARTNERS IRVINE, CALIFORNIA SEPTEMBER 1999 GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No. 05724-22-03 September 20, 1999 T. A. Associates C/0 Legacy Partners 30 Executive Park, Suite 100 Irvine, California 92075 Attention: Ms. Eileen Pinkerton I Subject: LOT 15 CORNERSTONE CORPORATE CENTRE CARLSBAD, CALIFORNIA UPDATED GEOTECFINICAL INVESTIGATION 1 Gentlemen: L V-2 C 21199 BRIAN PAUL & ASSOCIATES INC. In accordance with your authorization of our proposal No. LG-99376 dated August 24, 1999, we herein submit the results of our Updated Geotechnical Investigation for the subject s i t e . T h e accompanying report presents the findings and conclusions from our study. Based on the resul t s o f our study, it is our opinion that the subject site can be developed as proposed, provided th e recommendations of this report are followed. If you have any questions regarding this report, or if we may be of further service, please conta c t t h e undersigned at your convenience. ED Very truly yours, GEOCON INCORPORATED I N CEG 1149 U) 1 Li Raul R. Garcia RCE 42132 & NO, 42132 J EXP. 3-3lI00/ 0. . '.r1IJt-Jtc) U) ENGINEERING J JLIQS- :::s Michael S. Chap CEG 1149 GE 2248 RRG:MSC :dmc 1 I / (6) Addressee Z. NO.22 11 E*31311°S.,,J* 6960 Flanders Drive U San Diego, California 92121-2974 • Telephone (858) 558-6900 I Fax (858) 558-6159 LI I I I H TABLE OF CONTENT I 1 . PURPOSE AND SCOPE .................................................................................................................1 2. SITE AND PROJECT DESCRIPTION ........................................................................................... 2 I 3. SOIL AND GEOLOGIC CONDITIONS .........................................................................................2 3.1 Undocumented Fill Soil (Qudt).............................................................................................3 I' 3.2 Compacted Fill Soil (Qaf)......................................................................................................3 3.3 Delmar Formation (Td) ........................................................................................................... 3 4. GROUNDWATER ............................................................................................................................ 3 I . GEOLOGIC HAZARDS .................... ..............................................................................................4 5.1 Landsli des ................................................................................................................... ............4 I 5.2 Faulting ............................ ........................................................................................................ 5.3 Soil Liquefaction Potential ....................................................................................................5 4 I 6.1 6. CONCLUSIONS AND RECOMMENDATIONS...........................................................................6 General ................................................................................................................................... 6 6.2 Soil and Excavation Characteristics ......................................................................................6 I 6.3 Seismic Design Criteria ......................................................................................................... 6.4 Grading.................................................................................................................................. 7 6.5 Foundations............................................................................................................................8 6.6 Concrete- Slabs-On-Grade ...................................................................................................... 9 I 6.7 Lateral Loading ..................................................................................................................... 10 6.8 Retaining Walls ...................................................................................................................10 6.9 Slope Stability......................................................................................................................11 6.10 Preliminary Pavement Recommendations ........................................................................... 12 I 6.11' Site Drainage and Moisture Protection ... ............................................................................. 14 6.12 Foundation and Grading Plan Review .................................................................................. 15 I . LIMITATIONS AND UNIFORMITY OF CONDITIONS I , MAPS AND ILLUSTRATIONS Figure .1, Vicinity Map .. Figure 2, Site Plan Figure 3, Wall/Column Footing Dimension Detail Figure 4, Retaining Wall Drain Detail Figure 5, Slope Stability Analysis ' I .APPENDIX A FIELD INVESTIGATION Figures A-1—A-8, Logs of Trenches I APPENDIX B LABORATORY TESTING Table B-I, Summary of Moisture-Density and Direct Shear Test Results Table B-lI, Summary of Laboratory Expansion Index Test Results Table B-Ill, Summary of Laboratory R-Value Test Results Table B-IV, Summary of Laboratory Maximum Dry Density and Optimum Moisture I Content 'Test Results APPENDIX C RECOMMENDED GRADING SPECIFICATIONS I. . ' I I GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE I This report presents the results of an Updated Geotechnical Investigation for Lot 15 at the Cornerstone Corporate Centre project located in Carlsbad, California (see Vicinity Map, Figure 1). I The purpose of the investigation was to identify the site geology, to observe and sample the prevailing soil conditions at the site and, based upon conditions encountered, to provide recommendations relative to geotechnical aspects of developing the property as proposed. The scope of our investigation included a site reconnaissance, field investigation, laboratory testing, I engineering analyses and preparation of this report. The field investigation was performed on September 8, 1999, and consisted of the excavation of eight exploratory trenches. Logs of the I exploratory trenches and other details of the field investigation are presented in Appendix A. 1 . Laboratory tests were performed on selected soil samples obtained from the exploratory trenches to determine pertinent physical properties for engineering analyses. A discussion pertaining to the I .. laboratory testing and results is presented in Appendix B. In conjunction with this geotechnical investigation, the following reports and plans were reviewed: 1. Preliminary Geotechnical Investigation, [for]Proposed'Palomar Business Park, prepared by H.V. Lawmaster and Co., Inc. dated January 15, 1980. Grading Plans for Carlsbad Tract No. 81-46 Airport Business Center Unit 1, Sheet 4, scale I inch equals 80 feet, prepared by Rick Engineering, dated November 1, 1992. Report of Geotechnical Services Carlsbad Tract No. 81-46 Airport Business Center Unit 1, prepared by Moore and Taber, dated February 25, 1987 (Job No. 285-256). I 4. Blake, T. F., EQFALTLT, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Faults, Users Manual, 1989a, p. 79 (Revised 1994). City of San Diego Seismic Safety Study, Geologic Hazards and Faults, Engineering and Development Services Department, 1995 edition. Geotechnical Investigation for Carlsbad Tract No. 81-46 Unit 1, Lot Nos. 7, 8, 11, and 15, prepared by Geocon Incorporated, dated May 8, 1996 (Project No. 05724-22-01): I 7. Final Report of Testing and Observation Services During Site Grading for Cornerstone Corporate Center, Carlsbad Tract No. 81-46 Unit 1, Lots 7, 8, and 11(Building Pads B, C, I and D), prepared by Geocon Incorporated, dated July 21, 1998 (Project No. 05724-22-02). 8. Facsimile transmittal prepared by Legacy Partners, dated August 20, 1999. I Project No. 05724-22-03 - I - September 20, 1999 I 1 Site Grading Plan-Building A, Cornerstone Corporate Centre, Sheet C- 1, scale 1-inch equals 30 feet, prepared by Latitude 33, undated. 10. Unpublished reports, aerial photographs and maps on file at Geocon Incorporated. The recommendations presented herein are based on analysis of the data obtained from our exploratory excavations, laboratory tests, and our experience with similar soil and geologic conditions. SITE AND PROJECT DESCRIPTION The site consists of Lot 15 of the Cornerstone Corporate Centre, located in Carlsbad, California (see Vicinity Map, Figure 1). Specifically, the 3.3-acre site is located at the northwest intersection of Palomar Oaks Way and Wright Place. The lot was sheet-graded as part of mass grading of Carlsbad Airport Center in the mid 1980's. Testing and observation services were, performed by Moore and Taber documented by the referenced report [3] dated February 25, 1987. It is our understanding that a three-story office building with associated parking areas and driveways are planned for the property. Our review of the grading plan indicates that proposed earthwork will include cuts and fills of less than 3 feet. The building will consist of a steel-frame structure with wood trusses, supported on a conventional continuous and/or spread foundation system and concrete slabs-on-grade. - A review of the referenced grading plans prepared by Rick Engineering indicates that cuts on the I order of 56 to 68 feet were performed at the center and west ends of the site to create a sheet-graded - pad with a mean elevation of 168 feet above Mean Sea Level (MSL). The pad had a daylight cut line ' at an approximate elevation of 168 feet (MSL) along the west end. Fill soils on the order of 9 feet deep were placed at the north end as part of the overall mass grading operations for Carlsbad Tract No. 81-46 as indicated in the referenced report prepared by Moore and Taber. Subsequently, undocumented fill soils were placed along the west and south ends of the site. The descriptions contained herein are based 'on our site reconnaissance and a review of the previously referenced documents. If project details vary significantly from those described, Geocon Incorporated I should be notified prior to final submittal for review and possible revision of the recommendations presented here. ' SOIL AND GEOLOGIC CONDITIONS - - I .The field investigation indicated that three general soil types underlie the site: undocumented fill soil, compacted fill soil, and Delmar Formation. I Project No. 05724-22-03 , - 2 - September 20, 1999 I I 3.1 Undocumented Fill Soil (Qudf) . Fill soils 1 to 14 feet thick were encountered in Trenches 3, 4, 7, and 8. These soils are characterized I . as loose to very dense, damp to very moist, brown to greenish brown, silty, clayey, fine to medium sands. The near-surface undocumented fill soils are unsuitable in their present condition to receive structures and/or structural fill soils, and remedial grading in the form of partial removal and I recompaction will be required as indicated in the Grading section. The depth of remedial grading will be about 3 feet below proposed grade. I 3.2 Compacted Fill Soil (Qaf) Compacted fill soils approximately 9 feet thick were encountered in the vicinity of Trench 1. These soils were characterized as medium dense, dry to moist, dark brown, silty, fine to medium sands. The near surface soils are unsuitable in their present condition to receive structures and/or structural fill soils, and remedial grading in the form of partial removal and recompaction will be required as indicated in the Grading section. The depth of remedial grading will be about 3 feet below proposed grade. 3.3 Delmar Formation (Td) Soils of the Delmar Formation are exposed throughout the majority of the site and were encountered underlying the undocumented and compacted fill soils. The soils of this geologic unit are characterized as interbedded layers of very dense, damp, gray, fine to medium sands and very stiff, very moist, green to dark gray-black clays. The sandstone beds are generally massive to thinly bedded, slightly cemented. Cementation, however, can vary from well-cemented concretionary beds approximately 1 to 2 feet thick to slightly cemented, nearly cohesionless sand. The claystones are generally thinly bedded, fractured to relatively massive, and well -cemented. Bedding plane shear zones are common with the claystones. The soils of this geologic unit possess adequate strength characteristics for support of proposed structures. 4. GROUNDWATER Groundwater was not encountered in any of the exploratory trenches. However, it is not uncommon for groundwater or seepage conditions to develop where none previously existed. Surface water that not properly drained will typically perch on the top of the impervious clay soil. Therefore, proper surface drainage of irrigation and rain runoff will be critical to future performance of the project. Project No: 05724-22-03 September 20, 1999 1] - 5. GEOLOGIC HAZARDS 5.1 Landslides - No landslides were encountered during the site investigation and none are known to exist on the property or at a location that would impact the proposed development. I 5.2 Faulting A review of the previously referenced geologic literature, including the Seismic Safety Study for the City of San Diego, indicates that there are no known active or potentially active faults at the site or in the immediate vicinity. The Rose Canyon Fault, located offshore approximately 6 miles west of the site, is the closest active I fault. An active fault is defined by the California Division of Mines and Geology (CDMG) as a fault with evidence for Holocene activity (approximately 11,000 years before present). The CDMG has I included portions of the Rose Canyon Fault within an Aiquist-Priolo Earthquake Fault Zone. I Earthquakes that might occur on the Rose Canyon Fault, the Coronado Banks Fault, Elsinore Fault, and other faults within the southern California area are potential generators of significant ground motion at the site. To find the distance of known faults from the site, the computer program I EQFAULT, (Blake-1989, revised 1994), was utilized. The results of the deterministic analysis - indicate that the Rose Canyon Fault Zone is the predominant source for potential ground motion at I the site due to its proximity to the site. The Rose Canyon Fault is postulated as having the potential to generate a maximum credible earthquake of magnitude 6.9 and a maximum probable earthquake of magnitude 5.7. The "maximum credible earthquake" is defined as the maximum earthquake that I appears capable of occurring under the presently known tectonic framework while the "maximum probable earthquake" is the maximum earthquake that is considered likely to occur during a 100-year time interval (CDMG Note 43). I I Presented on the following table are the earthquake events and calculated peak site accelerations for the faults considered most likely to subject the site to ground shaking.. -I I I I I Project No. 05724-22-03 September 20, 1999 TABLE 5.2 DETERMINISTIC SITE PARAMETERS FOR SELECTED ACTIVE FAULTS Distance Maximum Maximum Maximum Maximum From Credible Probable Credible Probable Fault Name Site Event, Event Effective Site Effective Site (miles) Magnitude Magnitude Acceleration Acceleration (g) (g) Rose Canyon 6 6.9 5.7 0.33 0.17 Newport-Inglewood (offshore) 8 6.9 5.8 0.26 0.13 Coronado Banks 21 7.4 6.3 0.17 0.08 Elsinore-Julian 24 7.1 6.4 0.13 0.08 Elsinore-Temecula 24 6.8 6.3 0.10 0.07 Elsinore-Glen Ivy 36 6.8 6.3 0.06 0.04 Palos Verdes 39 7.1 6.2 0.07 0.03 It is our opinion that the subject site could be subjected to moderate to severe ground shaking in the event of an earthquake along any of the faults listed in Table 5.2 or other faults in the southern California region. However, we do not consider the site to possess any greater risk than that of the surrounding developments. While listing of peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including the frequency and duration of motion and the soil conditions underlying the site. We recommend that seismic design of the structures be performed in accordance with Uniform Building Code (UBC) guidelines that are currently adopted by the City of Carlsbad. 5.3 Soil Liquefaction Potential Soil liquefaction occurs within relatively loose, cohesionless sands located below the water table that are subjected to ground accelerations from earthquakes. Due to the high density of the underlying soils, and the lack of a permanent shallow groundwater table, the potential for liquefaction occurring at the site is considered very low. Project No. 05724-22-03 - 5 - September 20, 1999 I .6. CONCLUSIONS AND RECOMMENDATIONS 6.1 General 1 6.1.1 It is our opinion that the site is suitable for the proposed development, provided the recom- mendations presented herein are implemented in design and construction of the project. 6.1.2 Our field investigation indicates that the site is underlain by undocumented fill soils, compacted fill soils and soils of the Delmar Formation. 6.1.3 Subsurface conditions observed in our trenches are expected to be fairly consistent across j the site; however, some variation in subsurface conditions between trench locations should - be anticipated. 6.1.4 The near-surface materials of the existing undocumented fill soils, compacted fill soils and soils of the Delmar Foundation are unsuitable in their present condition to receive I additional fill soils and/or settlement-sensitive structures; therefore, the remedial grading recommendations presented in the Grading section should be closely followed. = 6.1.5 It is anticipated that highly expansive clayey soils will be exposed near subgrade in portions of the pad. The clayey fill soils exhibit very high expansive characteristics, and 3 will require special foundation considerations. 3 6.1.6 No significant geologic hazards other than strong seismic shaking and near-surface expansive soils were observed or are known to exist on the site or other locations that would adversely affect the proposed project. . . 6.1.7 Based on our review of the proposed grading plans, it is anticipated that projected 1 maximum cuts and fills constructed during conventional grading operations will be on the order of 3 feet. . 6.2 Soil and Excavation Characteristics 6.2.1 The clayey soils possess very high expansion potential, while the sandy soils of the existing - . fill possess very low expansive potential. The expansion potential was determined in I accordance with the criteria specified in the 1994 Uniform Building Code (UBC) Table 18- I-B. We anticipate that the majority of On-site materials can be excavated with moderate effort using conventional heavy-duty grading equipment. Excavation and compaction I difficulties may be experienced if grading operations are performed when the clayey soils Project No. 05724-22-03 - 6 - September 20, 1999 [ are very wet or very dry. Extensive moisture conditioning operations may be required if either case is encountered. 6.3 Seismic Design Criteria 6.3.1 The subject site is located within Seismic Zone 4 according to UBC (1994) Figure 16-2. Moderately dense and, stiff soil underlie the site. For seismic design, the site is characterized as soil site type S2 if the 1994 UBC is used. If the 1997 UBC is utilized, the following table summarizes site-specific design criteria. The values listed in Table 6.3 are for the Rose Canyon Fault which is identified as Type B fault and is more dominant than the nearest Type A fault due to its proximity to the site. The Rose Canyon Fault is located approximately 6 miles west of the subject site. TABLE 6.3 SEISMIC DESIGN PARAMETERS Parameter Value UBC Reference Seismic Zone Factor 0.40 Table 16-I Soil Profile Type ' Sc Table 16-J Seismic Coefficient, Ca 0.40 Table 16-Q Seismic Coefficient, Cv 0.58 Table 16-R Near-Source Factor, Na 1.0 Table 16-S Near-Source Factor, Nv 1.0 Table 16-T Seismic Source B Table 16-U 6.4 Grading 6.4.1 All grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix C and the City of Carlsbad Grading Ordinance. Where the recommendations of this section conflict with Appendix C, the recommenda- tions of this section take precedence. 6.4.2 Earthwork should be observed by, and compacted fill tested by representatives of Geocon Incorporated. 6.4.3 A preconstruction conference should be held at the site prior to the beginning of grading operations, with the developer, contractor, civil engineer, and geotechnical engineer in attendance. Special soil handling requirements can be discussed at that time: Project No. 05724-22-03 -7- September 20, 1999 I I 6.4.4 Grading of the site should commence with the removal of all vegetation and existing improvements from the area to be graded. Deleterious debris such as concrete, if encountered, should be exported from the site and should not be mixed with the fill soils. I Any existing underground improvements not projected to remain should be removed and the resulting depressions properly backfihled in accordance with the procedures described a herein. 6.4.5 Existing near-surface fill soils within areas planned to receive structural fill and/or sensitive 3 settlement structures, should be removed to a depth of at least 3 feet below proposed grade. Exposed formational soils in areas planned to receive structural fill soils and/or settlement- sensitive structures should be scarified to a depth of 12 inches, moisture conditioned, and recompacted. 6.4.6 The excavated areas should be scarified to a depth of approximately 12 inches, moisture conditioned to 1 to 3 percent above optimum moisture content, and recompacted to a - minimum relative compaction of 90 percent (ASTM D 1557-91). The excavated soil should then be uniformly moisture conditioned to 1 to 3 percent above optimum moisture content, placed back 6- to 8-inch-thick layers and compacted to a relative compaction of at least 90 percent. Fill soils placed at moisture contents outside the specified range may be considered unacceptable at the discretion of the geotechnical engineer. 6.4.7 Geocon Incorporated should be retained during the overexcavation operations on a full- time basis to identify areas where loose materials extend deeper than the recommended overexcavation. The actual depth of removal should be determined during grading operations. I 6.5 Foundations . 6.5.1 The project is suitable for the use of continuous strip footings, isolated spread footings or appropriate combinations thereof if the preceding grading recommendations are followed. I The following recommendations are for three-story structures and assume that the grading operations will be performed as indicated in this report. Continuous perimeter and interior I footings for three-story structures should be at least 12 in'ches-wide and should extend at least 30 inches below lowest adjacent pad grade into properly compacted fill soils and/or competent formational soil. Interior isolated spread footings for one- three story structures I should be at least 3 feet square and extend 30 inches below lowest adjacent pad grade into properly compacted fill soils and/or competent formational soil. Figure 4 presents a I . construction detail. Minimum continuous footing reinforcement for three-story structures should consist of four No. 5 steel reinforcing bars placed horizontally in the footings, two I Project No. 05724-22-03 . - 8 - September 20, 1999 I - .. •0 near the top and two near the bottom. Recommendations for reinforcement of isolated spread footings should be provided by the project structural engineer. 6.5.2 The recommended dimensions and steel reinforcement presented above are based on soil characteristics only and are not intended to be in lieu of reinforcement necessary to satisfy structural requirements. Actual reinforcement of the foundations should be designed by the project structural engineer. 6.5.3 The recommended allowable bearing capacity for foundations designed as recommended - above is 3,000 pounds per square foot (psf) for 30-inch-deep footings. The values presented above are for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. 6.5.4 Footing excavations should be observed by a representative of Geocon Incorporated prior to placing reinforcing steel and concrete to verify that soil conditions are similar to those anticipated. If unanticipated soil conditions are encountered, foundation modifications may be required. 6.6 Concrete-Slabs-On-Grade 6.6.1 Interior concrete slabs-on-grade for office usage should be at least 5 inches thick and should be underlain by at least 4 inches of clean sand. Where moisture sensitive floor coverings are planned, a visqueen moisture barrier should be provided and placed at the mid-point within the 4-inch sand cushion. Where heavy static concentrated floor loads are anticipated, the slab thickness should be increased to 6 inches. 6.6.2 Minimum reinforcement of slabs-on-grade should consist of No. 4 reinforcing bars placed at 18 inches on center in both horizontal directions. The concrete slabs-on-grade should also be provided with isolation or expansion joints to permit vertical movement between the slabs, footings and walls. 6.6.3 The concrete slab-on-grade recommendations are minimums based on soil support charac- teristics only. It is recommended that the project structural engineer evaluate the structural reqiirements of the concrete slabs for supporting equipment and storage loads. 6.6.4 All exterior concrete flatwork not subject to vehicular traffic should conform to the recom- mendations presented in paragraphs 6.6.1 through 6.6.5. Slab panels in excess of 8 feet square should be reinforced with 6x6-W2.9/W2.9 (6x6-6/6) welded wire mesh to reduce the potential for cracking. In addition, all concrete flatwork should be provided with crack Project No. 05724-22-03 - 9 - September 20, 1999 I I control joints to reduce and/or control shrinkage cracking. Crack control spacing should be determined by the project structural engineer based upon the slab thickness, and intended usage. Criteria of the American Concrete Institute (AC!) should be taken into consideration I when establishing crack control spacing. Subgrade soils for exterior slabs not subjected to vehicle loads should be compacted in accordance with criteria presented in the grading I .section prior to concrete placement. Subgrade soils should be properly compacted and the moisture content of surficial soils should be verified prior to placing concrete. 1. 6.6.5 The recommendations presented herein are intended to reduce the potential for cracking of slabs and foundations as a result of differential movement due to expansive clayey soils. . However, even with the incorporation of the recommendations presented herein, foundations and slabs-on-grade will still exhibit some cracking. The occurrence of concrete - shrinkage cracks are independent of the soil supporting characteristics. Their occurrence, I may be reduced and/or controlled by limiting the slump of the concrete, the use of crack control joints and proper concrete placement and curing. Crack control joints should be I .spaced at intervals no greater than 12 feet. Literature provided by the Portland Cement Association (PCA) and American Concrete Institute (AC!) present recommendations for . . proper concrete mix, construction, and curing practices, and should be incorporated into project construction. 1 6.7 Lateral Loading I 6.7.1 To resist' lateral loads, we recommend that a passive pressure exerted by an equivalent fluid weight of 300 pcf be used for design of footings or shear keys poured neat against properly compacted granular fill soil and 250 pcf for clayey soil. The upper 12 inches of material in I areas not protected by floor slabs or pavement should not be included in design for passive - resistance. 6.7.2 If friction is to be used to resist lateral loads, a coefficient of friction between soil and concrete of 0.35 should be used for design if granular soil is utilized. A coefficient friction of 0.25 should be used if clays are present adjacent to or beneath the foundation and concrete slabs-on-grade. 6.8 Retaining Walls 1' 6.8.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of Ir 35 pcf. Where the backfill will be inclined at 2.0:1.0 (horizontal: vertical), an active soil pressure of 52 pef is recommended. Expansive clayey soils should not be used as backfill I Project No. 05 724-22-03 -10- September 20, 1999 I I material behind retaining wall. All soil placed for retaining wall and loading dock wall backfill should have an Expansion Index less than 50 and should extend a minimum - horizontal distance behind the wall equal to the height of the wall. 6.8.2 Unrestrained walls are those that are allowed to rotate more than 0.001H (where H equals I, the height of the retaining wall portion of the wall) at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf (H equals height of wall) psf should be added to the above active soil pressure. For retaining walls loads horizontal subject to vehicular within a distance equal to two-thirds the wall height, a surcharge equivalent to 2 feet of fill soil (240 psf) should be added to the loading diagram. - 6.8.3 Retaining walls should be provided with a drainage system adequate to prevent the buildup I of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent I to the base of the wall. The above recommendations assume a properly compacted granular (E.I. less than 50) free-draining backfill material with no hydrostatic forces or imposed I surcharge load. Figure 5 presents a suggested drain detail. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. ' 6.9 Slope Stability 6.9.1 It is based our opinion, upon the findings of this investigation, that the existing slopes at the. site will possess a factor of safety in excess of 1.5 with respect to deep-seated failure. The slopes should be landscaped immediately after the grading operations are completed. - Figure 5 presents slope stability calculations. 6.9.2 The outer portion of fill slopes equal to at least the height of the slope or 15 feet, whichever I . is less, should be composed of properly compacted granular material to reduce the potential - for surface sloughing. All fill slopes should be compacted by backfilling with a sheepsfoot compactor at a maximum 4-foot fill height intervals and should be track-walked upon I completion such that the fill soils are uniformly compacted to at least 90 percent relative compaction. In-place density tests should be performed at a distance of no more that 2 feet from the face of the completed slope. . 6.9.3 All slopes should be planted, drained, and properly maintained to help reduce erosion. I . Slope planting should consist of a drought-tolerant plant having a variable root depth. Slope watering should be kept to a minimum to just support the plant growth. Project No. 05724-22-03 - 11 - . September 20, 1999 I .. 6.10 Preliminary Pavement Recommendations 6.10.1 The following recommendations are for preliminary purposes and are provided for private driveways and parking areas. The final pavement section design will depend upon soil conditions exposed at subgrade elevation and the results of Resistance Value (R-Value) tests of the subgrade soils. The following preliminary pavement section recommendations are based on an R-Value of 25 and our experience with similar soil conditions within adjacent project sites. The following preliminary pavement sections are presented for both flexible (asphalt concrete) and rigid (Portland cement concrete) pavement for medium expansive soil conditions. Even with the incorporation of these recommendations, periodic maintenance to the pavement will be necessary due to the expansive nature of the underlying soils. TABLE 6.10.1. FLEXIBLE PAVEMENT SECTION Assumed Subgrade Asphalt Class 2 Location Traffic R-Value Concrete, Aggregate Base, Index (inches) (inches) Parking stalls for automobiles and 4.5 25 3 5 light-duty vehicles Driveways for automobiles and light- duty vehicles 5.5 25 3 . 8 TABLE 6.10.2.. RIGID PAVEMENT SECTION Class 2 Average Daily(l) Axle P. C. Aggregate Location Truck Traffic Subgrade Load Thickness Base (ATT assumed) R-Value Category (inches) Thickness, (inches) Parking stalls for automobiles and light-duty vehicles(3). 25-100 25 Light. 6.0 4 Driveways for automobiles and light-duty vehicles . 300-50O 25 Light 6.5 4 6.10.2 ATT values have been assumed for planning purposes herein and should be confirmed by the design team during future plan development Concrete shall be 560-C-3250 minimum MR. ~: 600 psi. This analysis assumes the construction of concrete shoulders. . . Parking stalls and driveways assume typical light truck and car traffic. Slabs should be reinforced with No. 3 reinforcing bars at 18 inches on center in both horizontal directions. Slabs should be reinforced with No. 4 reinforcing bars at 18 inches on center in both horizontal directions. Subgrade soil should be compacted toa minimum of 95 percent relative compaction. Project No. 05724-22-03 . - 12 - September 20, 1999 I . 6.10.3 Class 2 base should conform to Section 26-1.-02B of the Standard Specifications for The State of California Department of Transportation (Caltrans) and should be compacted to a - minimum of 95 percent of the maximum dry density at near optimum moisture content. I - The asphalt concrete should conform to Section 203-6 of the Standard Specifications for Public Works Construction (Green Book). 6.10.4 Where trash bin enclosures are planned within asphalt paved areas, it is recommended that I ,the pavement section consist of 7 inches of Portland cement concrete (minimum Modulus of Rupture of 600 psi) reinforced with No. 3 bars spaced at 12 inches in each horizontal direction. The concrete should extend into the roadway sufficiently so that the front wheels I of the trash truck are on the concrete when loading. - 6.10.5 Rigid Portland cement concrete sections were evaluated using methods suggested by the American Concrete Institute Guide for Design and Construction of Concrete Parking Lots - (ACI330R-92). 6.10:6 Construction joints should be provided at a maximum of 15 feet spacing each way to control shrinkage. Installation of these types of joints should be made immediately after concrete finishing. I 6.10.7 Construction jointing, doweling, and reinforcing should be provided in accordance with recommendations of the American Concrete Institute. 6.10.8 The performance of asphalt concrete pavements and Portland cement concrete pavements ' is highly dependent upon providing positive surface drainage away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely result in pavement distress and subgrade failure. If planter islands are proposed, the perimeter curb should I extend at least 12 inches below the subgrade elevation of the adjacent pavement or below proposed subgrade elevations, whichever is deeper. In addition, the surface drainage within the planter should be such that ponding will not occur. 6.10.9 Our experience indicates that even with these provisions, a groundwater condition 'can 1 develop as a result of increased irrigation, landscaping and surface runoff. A subdrainage system should be constructed along the perimeter of pavement subgrade areas to reduce the . potential of pavement distress and subgrade failure due to infiltration and ponding of water within subgrade soils. The subdrain system should be designed to intercept irrigation water and surface runoff prior to entry into the pavement subgrade and carry the water to a I suitable outlet. Project No. 05724-22-03 - 13 - September 20, 1999 I - 6.11 Site Drainage and Moisture Protection 6.11.1 Adequate drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures and the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits which carry runoff away from the proposed structure. 6.1-1.2 Landscaping planters adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. We recommend that subdrains to collect excess irrigation water and transmit it to drainage structures, or impervious above-grade planter boxes be used. In addition, where - landscaping is planned adjacent to the pavement, we recommended construction of a cutoff wall along the edge of the pavement that extends at least 12 inches below the subgrade elevation. •0 6.12 Foundation and Grading Plan Review 6.12.1 Geocon Incorporated should review the grading plans and foundation plans prior to final design submittal to determine if additional analysis and/or recommendations are required. \ Project No. 05724-22-03 - -14- September 20, 1999 LIMITATIONS AND UNIFORMITY OF CONDITIONS The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be. due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 05724-22-03 September 20, 1999 jSA ;. ;°- ..• 16 IS . .'-.. ) _ ( 40Irs;1 1•,_ I. CR It - mti _—< - / 4S._- ' I.- AA '.._,.4 ,' PALOJ R !Ail cf I 955 I \ / k• '• % . .." .f • \ / 4 Lof 8 C,RLSB,,D - SEETBRIAR A - --RpORT _. CIR s - AA - - - - — ->- ml \ TE, 24. %- AV, / 23 gar I LAM )vv 2 FIR TRE PL '-" CA;lNooE.Lm 000 -' 00 B i zootc . Lm 00 ST YW 27 : 'I IARA"- KY ALGA • \25 JD MAIL 01 cr WAIRI SOURCE: 1999 THOMAS BROTHERS SAN DIEGO COUNTY, CALIFORNIA MAP REPRODUCED WITH PERMISSION GRANTED BY THOMAS THIS MAP IS COPYRIGHTED BY THOMAS BROS. MAPS. IT OR REPRODUCE ALL OR ANY PART THEREOF. WHETHERIETHER BROTHERS MAPS. IS UNLAWFUL TO COPY FOR PERSONAL USE OR "I RESALE, WITHOUT PERMISSION NO SCALE GEOCON 6 INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 RG/TA . DSK/E000D 1VICMAP VICINITY MAP LOT 15 CORNERSTONE CORPORATE CENTRE CARLSBAD, CALIFORNIA - DATE 0.9-20-1999 fr'ROJECT NO. 05724-22-03 FIG. I WALL FOOTING CONCRETE SLAB SAND PAD GRADE w//J VISQUEEN—V" * FOOTING* 00 WIDTHWIDTH COLUMN FOOTING CONCRETE SLAB rJ1 o 0 0 00 0 0 0 0 0 0 00 00 00 0 0 0 00 0 0 0 0 0 0 o0 0 0 0 0 0 00 0 SANDZ...7 çQ 0 0 0 ° 00 0 0 0 0 0 :00 0 :i.° 0 0; VISQUEEN . 0 ,° . 0. :°. 0. °. . o. •e . ° .0, . :..o. °.. 2 .. \/// FOOTING WIDTH* * ......SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE WALL/ COLUMN FOOTING DIMENSION DETAIL GE000N 0 INCORPORATED GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 RG/TA ., . DSK/GTYPD 012 VIIIJIXVIII I RSS LOT 15 CORNERSTONE CORPORATE CENTRE CARLSBAD, CALIFORNIA DATE 09-20-1999 PROJECT NO. 05724-22-03 FIG. 3 GROUND SURFACE I , 2.0 CONCRETE ii BROWDITCH 1 118" RETAINING WALL - 31 DRAINAGE PANEL 3/4" CRUSHED ROCK PROPOSED FILTER FABRIC ENVELOPE GRADE /2I FOOTING 4" DIA. PERFORATED PVC PIPE .1 NOTES: 1.....WALL DRAINAGE PANELS SHOULD CONSISTS OF MIRADRAIN 6000 OR EQUIVALENT 2......FILTER FABRIC SHOULD CONSIST OF MIRAFI 140N OR APPROVED EQUIVALENT 3......VOLUME OF CRUSHED ROCK SHOULD BE AT LEAST 1 CUBIC FOOT PER FOOT OF PIPE 4......CONCRETE BROWDITCH RECOMMENDED FOR SLOPE HEIGHTS GREATER THAN 6 FEET NO SCALE I RETAINING WALL DRAIN DETAIL . I LOT 15 CORNERSTONE CORPORATE CENTRE CARLSBAD, CALIFORNIA DATE 09-20- 1999 1 PROJECT NO. 05724 .22-031 FIG 4 GEOTECHNICAL CONSULTANTS - 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 619 558-6900 - FAX 619 558-6159 RRG/ RSS DSKIGT,'Pl DD4B / I-IXIX/ RSS DPCUPC'T XEfl flc1)fll ASSUMED CONDITIONS: Slope Height H = 30 feet Slope Inclination 2:1 (Horizontal :Vertical) Total Unit Weight of Soil y,= 127.9 pounds per cubic foot Angle of Internal Friction 4) = 30 degrees Apparent Cohesion C = 550 pounds per square foot No Seepage Forces *. 0 ANALYSIS: yco = ?H tan4 Equation (3-3), Reference I C FS = NjQ Equation (3-2), Reference I ,yH yco = 4.0 Calculated Using Eq. (3-3) Ncf = 18 Determined Using Figure 10, Reference 2 FS = 2.6 Factor of Safety Calculated Using Eq. (3-2) REFERENCES: Janbu, N., Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soi l M e c h a n i c s , Series No. 46, 1954. Janbu, N., Discussion of J.M. Bell, Dimensionless Parameters for Homogeneous Ear t h S l o p e s , Journal of Soil Mechanics and Foundation Design, No. SM6, November 1967. SLOPE STABILITY ANALYSIS LOT IS CORNERSTONE CORPORATE CENTRE CARLSBAD, CALIFORNIA FIGURE '5 -.~.`j -.* 7~-. _.. , ..,~ ..-. . .. - .. .- .1 -S-s -.' -, - - - - - - S. 1 S. .5. - - - - .5 - S S. S . - ~.J -., - - .., ~%~ . :', . - -,-,~~--, - ~`., , " , , , ,_ , .5 5. .5 3 .. S. -5 '- .5- 5.5.. .- 5.,- .5- - .5 - ,t4. S.? . . .Ji . S.. .. -.5.. S. •.. . -•. i'.t5 .. ,.. '.. .5_5 . 5- S - 5. -. -' - .- 5Z - - S I t - - .. -. 17 Set-.--. - - - I - _ .. 5. F'•.5 '..' -. 5.. I. .5.,. F'. .5 .5. .5 - I - - - I.'S., '--5 F - .55 5. ;- I- ' .5 .. - - .'. 5- .5 -. .- .. - - - -. -. I. 4 5, - - .. .5- - R - -.. -5--. .5 ':-:::. ..'--::. . :.?...•:-- ..;-:: '"P . . _.55 5._ 5 5 1 . ... .5 .5. - I. -5 _5' - 5. .5 - S -. •55' 5. ,. S..., - 5' .- -. 5, - .5. .5- 1. -51 5.: :::Si ~44 I . - , .- ~ ~ .0, '1.. -f. 5;- __5 5 .5 U - 5' .' 5- .5 , SI - ,_55 '5_' .5 - 5S - 5. 3 - 1. S. 5- - 5. .5. .5 5. .5 S i. 5. .5 -. -S. -'.5 .5 - .. .. -. . .5...... 5-.. .. .. . . .5. t• - . S S . .5. * 5. ",.- , , , . . - . . . ... ,. ~ I I I .., . ;~ . ., . . I I . I . APPENDIX A FIELD INVESTIGATION The field investigation was performed on September 8, 1999, and consisted of excavating eight trenches at the approximate locations shown on Figure 2. The trenches were excavated using a John I Deere 310 backhoe. Bulk and chunk samples were collected from selected depths in the trenches. I The soil conditions encountered in the trenches were visually examined, classified, and logged in general conformance with the American Society for Testing and. Materials (ASTM) Practice for I Description and Identification of Soils (Visual-Manual Procedure D2844). The logs of the exploratory trenches are presented on Figures A-I through A-8. The logs depict the various soil types encountered and indicate the depths at which samples were obtained. .. . I .. . , I ,.. .1. I . I . . .,. I . . . I . . . 1 ... . . IH ... . I . . . . . . . . . Project No. 05724-22-03 . .. September 20, 1999 I . Figure A-i, Log of Trench T 1 LOT1! I 0 ... SAMPLING UNSUCCESSFUL 11 ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDIS1URBED) I SAMPLE SYMBOLS ... DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE • Y ... WATER TABLE OR SEEPAGE PROJECT NO. 05724-22-03 TRENCH T 1 DEPTH SOIL -. - l' SAMPLE NO. NO. C3 CLASS IN ELEV. (MSL.) COMPLETED 9/8/99 _________DATE cr\ cn cn Z' w z FEET H (USCS) . HW EQUIPMENT JD 310 BACKHOE CL MATERIAL DESCRIPTION - 0 Til - - - / FILLSOLL T1-2 Medium dense, dry, dark brown, Clayey, fine to 103.0 9.7 - 2 - I 1-, medium SAND - - -Becomes moist at 1 foot -Becomes moist to very moist, yellow, silty at 2 feet - - T1-4 107.7 7.6 - - -8 - - - 10 - T1-6 r' - DELMAR FORMATION - 116 T1-7 I - . I SM Very dense, moist to very moist, light gray, Silty, fine to medium SAND - -12 - - TRENCH TERMINATED AT 12 FEET I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I . • PROJECT NO 057?4-27-(l - w TRENCH T 2 I LLI CD - Z . DEPTH IN SAMPLE SOIL CIASS • ' FEET NO. ELEV. (MSL.) _________DATE COMPLETED 9/8/99 Lo EQUIPMENT JD 310 BACKHOE WHO MATERIAL DESCRIPTION - T21 T1T - - - -• .1. SM DELMAR FORMATION T2-2 - I Medium dense, damp, light orange gray, Silty, fine - 2 - to medium SAND - - - -Becomes dense, moist at 1 foot - T2-3 Very stiff, moist to very moist, dark brown T24 CH CLAY, medium to high t -Becomes green, highaPsticity at 3 feet 104.4 20.3 -Becomes brown, silty at 4 feet -6 - T2-5 -Becomes black, silty at 6 feet I. SM 8 - - Very dense, damp, yellow, very Silty, very fine to - ML fme SAND - - - T2-6 116.0 14.3 - 1 \ Very dense, damp, dark gray, slightly Sandy SILT Very dense, moist, greenish gray, Silty, fine to - 10 - -. M - - . medium SAND -12 - TRENCH TERMINATED AT 12 FEET NEAR REFUSAL LOT 15 SAMPLE SYMBOLS fl ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I Figure A-2, Log of Trench T 2 I PROJECT NO. 05724-22-03 TRENCH T 3 DEPTH SAMPLE z SOIL CLASS !Z . FEET NO. (USCS) ELEV. (MSL.) _________DATE COMPLETED 9/8/99 1 H HW EQUIPMENT JD31OBACKHOE MATERIAL DESCRIPTION -o T31 UNDOCUMENTED FILL SOIL - Loose, dry, brown, Silty, fine to medium SAND - 2 - T3-2 :1 ): SM - 112.4 6.4 -4 - 6 - - SC ____ DELMAR FORMATION CH 13-3 \ Dense, damp to moist, olive brown, Clayey, fine to medium SAND r \ Stiff, very moist, green CLAY V 8 - -. j. - Dense, moist, light yellow gray, very Silty, fine to 1 - T3-4 : .j SM medium SAND - 114.2 11.4 • _ 10 _______________ TRENCH TERMINATED AT 11 FEET Figure A-3, Log of Trench T 3 LOT 15 0 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL LI ... STANDARD PENETRATION TEST U ...'DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE INOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ~ S LOT 15 Figure A-4, Log of Trench T 4 PROJECT NO. 05724-22-03 TRENCH T 4 >- DEPTH SAMPLE SOIL • " IN CLASS ELEV. (MSL.) __________DATE COMPLETED 9/8/99 FEET H 0 (USCS) wo CD EQUIPMENT JD31OBACKHOE 0 1) MATERIAL DESCRIPTION • . UNDOCUMENTED FILL SOIL - - - . Loose, dry, light greenish yellow, Silty, fine to - 2 - - 14-1 1. :j t. medium SAND -Becomes medium loose, damp, brown, clayey at - -. 119.7 5.9 1.5 feet 4 - f-i. I -Becomes very dense, damp to moist at 2 feet - - T4-2 :i j -j • -Becomes greenish brown, silty at 5 feet 104.8 7.9 6 - - SM -Becomes medium loose to medium dense, moist, - 8 - •• 1 very silty at 7 feet - T4-3 101.9 9.2 10 - :• 12 14 14-4 - 101.1 7.8 /7. DEAR FORMATION 16 SC Very dense, moist, green, Clayey, fine to coarse SAND TRENCH TERMINATED AT 17 FEET SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE 1 NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I I I d I I I I I I I I I I PROJECT NO. 05724-22-03 TRENCH T 5 )- DEPTH IN SAMPLE SOIL CLASS ELEV. (MSL.) COMPLETED 9/8/99 _________DATE '•' FEET (USCS) -3: LLJQ)O ° 3w CD EQUIPMENT JD 310 BACKHOE s CL 0 C.) MATERIAL DESCRIPTION -0 - :1- SM DELMAR FORMATION - 15-1 Medium loose, dry to damp, light greenish gray, - - - - - 2 - Silty, fine to medium SAND - \ -Becomes dense, damp at 0.5 feet 15-2 - CH - 97.1 24.8 Very hard, moist green CLAY - Very dense, damp to moist, yellow, Silty, fine to - 1. I SM medium SAND - 6 - L1I- - TRENCH TERMINATED AT 7 FEET NEAR REFUSAL L Fbmre A-S. Log of Trneh T 5. LUT1 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO flS724--fl1 TRENCH T 6CD ow DEPTH SAMPLE SOIL FEET NO. CLASS ELEV. (MSL.) _________DATE COMPLETED 9/8/99 - EQUIPMENT JD 310 BACKHOE MATERIAL DESCRIPTION - TT - I I DELMAR FORMATION Dense, damp, yellow, Silty, fine to medium SAND 2 -Becomes very dense, light gray at 1.5 1- SM . feet 114.6 8.4 - T6-3 117.1 13.7 • :t 0 ; 6 T64 1-. •I -Oxide stains I 164.8 19.9 TRENCH TERMINATED AT 8 FEET 01 SAMPLE SYMBOLS D •.. SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. Hi Figure A-6, Log of Trench T 6 I PROJECT NO. 05724-22-03 TRENCH T 7 DEPTH SOIL . !z >- w IN SAMPLE CLASS ELEV. (MSL.) COMPLETED 9/8/99 _________DATE CU. u cn w FEET (USCS) - I cn EQUIPMENT JD 310 BACKHOE CL MATERIAL DESCRIPTION - :±_ - ____ UNDOCUMENTED nu. son. -1. 1- T7-1 Loose, dry, brown, Silty, fine to medium SAND 2 - .1 - DELMAR FORMATION - - Very dense, moist, light gray, Silty, fine to - I SM medium SAND 4 . l•i- - • - - 6 • • _ :'t ________________ TRENCH TERMINATED AT 7 FEET :1, tigure A-7, Log or trench '1 7 SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED)- LOT 15 DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. I I: •: 3.2. Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 1 3.3. Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous - materials. However, if observations, odors or soil discoloration cause Consultant to I suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading I operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4. The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to I the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto 1the face for landscaping purposes. I This procedure may be utilized, provided it is acceptable to the governing agency, Owner and Consultant. 3.5. Representative samples of soil materials to be used for fill shall be tested in the laboratory by the Consultant to determine the maximum density, optimum' moisture content, and, I where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6. During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4. CLEARING-AND PREPARING AREAS TO BE FILLED 1 4.1. Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made 1 structures and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in: areas to be graded. Roots and other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. I I 1, PROJECT NO 05724-22-03 TRENCH T 8 DEPTH SOIL IN SAMPLE NO. Z CLASS ELEV. (MSL.) COMPLETED 9/8/99 _________DATE Cc it U) LL w Z Cn FEET (USCS) HW EQUIPMENT JD 310 BACKHOE MATERIAL DESCRIPTION - °T81 - UNDOCUMENTED iiu. son. - Loose, dry to damp, yellowish brown, Clayey, fine 2 - to medium SAND -. - -'/ -Becomes medium dense, moist at 1 foot - 2t .4 . -Id- SM 6 - ____ - DELMAR FORMATION \ Very dense, damp, light gray, Silty, fine to \ medium SAND TRENCH TERMINATED AT 6 FEET LOT 15 SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL IJ ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED., IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. Figure A-8, Log of Trench T 8 I ,~; I --- . ". .. .- ~ . . I . - .- U , - :~--.~ .... - - .. .- , - " %i - - :.• .:.. - 0 . - - 0 - ,. - APPEi\1DIX --t .-- - , - - - - - • 1'r 4- - : - - - r - - - --4 W. 0__ .4 .. .Y •-:4: .".--: ,- , -: ::- U-- - -' --.4 4 - - .- .4 .4 0 - , ... , I .- , . .. I . ..! - ., . : , . ,. - -,, - -4 . .--- - ~:, -,.., ..~- ,-, .,.-. I .. ... . ~ ~`;, - %. . . "t, .~ - I " . - .,2 .4 ~-. I I , i . - - , . I , I , m*t-. . .,. -1--f ~,---,,,,,-,,,,-, -~. , "... - - - ~ 1. . . t. '4 : ~ 4. - ~ . , , . , . I I - ~ .: . . . ,~ .;.._ , - ~,,-. I - - ~ ~- .1, . _ - - ~ .5 , ... - - - .. . 4,. 4. _tA _04- -ø 4. -- .2 - - .4 .4 4. -- - - 4-. 4- 4- .4? .4 44. ,4 S 4. - 4. -4- - - 4, - I m.404 -. -- 3 -.4 ,~, " .2 -4 -4 - .4 17 4- .4 4- ---.4 i -4 4. 2/ .4 I. 4. 4. .4 34 4, 4 0_ 4- 4. '4 .4 4 4. -1. V - .4 M :::12 I - - 4- -I 4- '4 -4 .4 - T '4; 4-4-. .4 4. 4 .4.4 , .'_ __ .4 .4 .4 1: -4 --4 '4 4- 4- - APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected soil samples were tested for their in-place dry density and moisture content, maximum dry density and optimum moisture content, expansion potential, R-Value, and shear strength characteristics. The results of our laboratory tests are presented on Tables B-I through B-IV. The in-place dry density and moisture content results are indicated on the exploratory trench logs. TABLE B-I SUMMARY OF MOISTURE-DENSITY AND DIRECT SHEAR TEST RESULTS Sample. No. Dry Density (pci) Moisture Content (%) Unit Cohesion (psi) Angle of Shear Resistance (degrees) 1-2 103.0 9.7 1-4 107.7 7.6 1-6 116.1 10.8 2-4 104.4 20.3 2-6 116.0 14.3 3-2 112.4 6.4 3-4 114.2 11.4 4-1 119.7 5.9 4-2 104.8 7.9 4-3 101.9 9.2 4-4 101.1 7.8 5-2 97.1 24.8 61* 112.0 14.2 550 30 6-2 . 114.6 8.4 6-3 117.1 13.7 6-4 104.8 19.9 *Sample remolded to average density and moisture content of samples 6-2, 6-3 and 6-4 Project No. 05724-22-03 am September 20, 1999 V TABLE B-Il SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS Sample No. Moisture Content Dry Density (pci) Expansion Index Before Test (%) After Test (%) 3-3 15.2 41.0 93.8 138 6-1 , 9.1 ' 21.9 113.0 0 TABLE B-Ill SUMMARY OF LABORATORY R-VALUE TEST RESULTS' Sample No. R-Value 8-1 ' 25 TABLE B-IV SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-91 I Sample I No. I Description I I Maximum Dry Density (pci) I Optimum Moisture I Content (% dry wt.) I 3-1 Brown, clayey, fine to medium SAND 121.8 11.8 Project No. 05724-22-03 September 20, 1999 z. I - - 1- m - •-- - / - -. - - - - - - - -- - - -C.- - FJi - i± PREN C. - APPENDIX C RECOMMENDED GRADING SPECIFICATIONS for LOT 15 CORNERSTONE CORPORATE CENTRE CARLSBAD, CALIFORNIA -: PROJECT NO. 05724-22-03 4.2. Any asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility. Concrete fragments which are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. 4.3. After clearing and grubbing of organic matter or other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction shall be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 6:1 (horizontal:vertical), or' where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade Original Ground 2 :zz__11 Finish Slope Surface Remove All Unsuitable Material As Recommended By. Soil Engineer Slop T 0 Sliding I Slope To Be Such That Sloughing Or Sliding Does Not Occur Varie~s See Note 1 - See Note 2 No Scale DETAIL NOTES: (1) Key width 'B" should be a minimum of 10 feet wide, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside ofthe bottom key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. GI rev. 8/98 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1. These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon Incorporated. The recom— mendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2. Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. It will be necessary that the Consultant provide adequate testing and observation services so that he may determine that, in his opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep him apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3. It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans: If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adverse weather, and so forth, result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that construction be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1. Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2. Contractor shall refer to the Contractor performing the site grading work. 2.3. Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. GI rev. 8/98 I I I I Lii I I I Li I - I I I 2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. 2.5. Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6. Engineering Geologist shall refer to a California licensed Engineering Geologist retained. by the Owner to provide geologic observations and recommendations during the site grading. 2:7. GeotechnicaiReport shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended toapply. 3. MATERIALS 3.1. Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1. Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by. weight of material smaller than 3/4 inch in size. 3.1.2. Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps, as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. S S 3.1.3. Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. GI rev. 8/98 4.5. After areas to receive fill have been cleared, plowed or scarified, the surface should be disced or bladed by the Contractor until it is uniform and free from large clods. The area should then be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6.0 of these specifications. 5. COMPACTION EQUIPMENT 5.1. Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or sail-rock fill to the specified relative compaction at the specified moisture content. 5.2. Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1. , Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with , the following recommendations: ( 6.1.1. Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture - in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2. In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D1557-91. 6.1.3. When the moisture content 'of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. ' 6.1.4. When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. GI rev. 8/98 6. 1.5. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted till to the maximum laboratory dry density as determined in accordance with ASTM D1557-91. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been. achieved throughout the entire fill. 6.1.6. Soils having an Expansion Index of greater than 50 may be used in fills if placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7. Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8. As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2. Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1. Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper.. . 6.2.2. Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. GI rev. 8/98 LI 6.2.3. For individual placement, sufficient space shall be provided between rocks to allow I for passage of compaction equipment. I 6.2.4. For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 I feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an I "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. 6.2.5. Windrows should generally be parallel to each other and may be placed 'either parallel to or perpendicular to the face of the slope depending on the site I geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next I overlying course. The minimum vertical spacing between windrow courses' shall be 2 feet from the top of a lower windrow to the bottom of the next higher 1 windrow. 6.2.6. All rock placement, fill placement and flooding-of approved granular soil in the I windrows must be continuously observed by the Consultant or his representative. 6.3. Rock fills, as defined in Section 3.1.3., shall be placed by the Contractor in accordance with I the following recommendations: I 6.3.1. The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent, maximum slope of 5 percent). The surface shall slope toward suitable I subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does, not develop. The I , S subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 1 ' 6.3.2. Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently I placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the - ' rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying I water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory I ' roller or other compaction equipment providing suitable energy to achieve the GI rev. 8/98 required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made will be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3. Plate bearing tests, in accordance with ASTM Dl 196-64, may be performed in both the compacted soil fill and in the rock fill to aid in determining the number of passesof the compaction equipment to be performed. If performed, a minimum of three plate bearing tests shall be performed in the properly compacted soil fill (minimum relative 'compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4. A representative of the Consultant shall be present during rock fill operations to verify that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. In general, at least one test should be performed for each approximately 5,000 to 10,000 cubic' yards of rock fill placed. 6.3.5. Test pits shall be excavated by the Contractor so that the Consultant can state that, in his opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. ' 6.3.6. To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the • commencement of rock fill placement. • GI rev. 8/98 ' I 6.3.7. All rock fill placement shall be continuously observed during placement by I .. representatives of the Consultant. 1 7. OBSERVATION AND TESTING 7.1. The Consultant shall be the Owners representative to observe and perform tests during I clearing, grubbing, filling and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill shall be placed without at least one field density I test being performed within that interval. In addition, a minimum of one field density test shall be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. I . V V : 7.2. The Consultant shall perform random field density tests of the compacted soil or soil-rock I . fill.to provide a basis for expressing an opinion as to whether the fill material is compacted V . as specified. Density tests shall be performed in the compacted materials below any I - disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be I . reworked until the specified density has been achieved.. V 7.3. During placement of rock fill, the Consultant shall verify that the minimum number of I .passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant shall request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing I an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. If performed, plate bearing tests will be performed randomly on I the surface of the most-recently placed lift Plate bearing tests will be performed to provide V a basis for expressing an opinion as to whether the rock fill is adequately seated. The maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the I maximum deflection of the properly compacted soil fill. When any of the above criteria indicate that a layer of rock fill or any portion thereof is below that specified, the affected 1 - layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. - 7.4. A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as I V recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed I V during grading. V . I I I 7.5. The Consultant shall observe the placement of subdrains, to verify that the drainage devices have been placed and constructed in substantial conformance with project specifications. 7.6. Testing procedures shall conform to the following Standards as appropriate: 7.6.1. Soil and Soil-Rock Fills: . 7.6.1.1. Field Density Test, ASTM D1556-82, Density of Soil In-Place By the Sand-Cone Method 7.6.1.2. Field Density Test, Nuclear Method, ASTM D2922-8 1, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 7.6.13. Laboratory Compaction Test, ASTM D1557-91, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 7.6.1.4. Expansion Index Test, Uniform Building Code Standard 29-2, Expansion 'Index Test. 7.6.2. Rock Fills 7.6.2.1. Field Plate Bearing Test, ASTM Dl 196-64 (Reapproved 1977) Standard Methodfor Nonrepresentative Static Plate 'Load Tests of Soils and Flexible Pavement Components, For Us in Evaluation and Design of Airport and Highway Pavements. 8. PROTECTION OF WORK 8.1. During construction, the Contractor, shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled .to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. I I 8.2. After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. ' I I I GI rev. 8/98 9. CERTIFICATIONS AND FINAL REPORTS 9.1. Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lOts and/or building pads are graded to within 0.1 foot vertically of I elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of I subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 9.2. The Owner is responsible for furnishing a final as-graded soil and geologic report I satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in I . geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. I.. I I . . . ,. . .1 . I I ..,. . .. ....... I . . . I . GI rev. 8/98 4 a g a as S 11 Jll ~l INONNAV 4 41 P ArI'A 'A ORN rot FINAL REPORT OF TESTING AND OBSERVATION SERVICES. DURING SITE REGRADING CORNERSTONE CORPORATE CENTRE CARLSBAD TRACT 81-469 UNIT 1 BUI.LDINGA (LOT 15) AND BUILDING B (LOT 7) CARLSBAD, CALIFORNIA PREPARED FOR LEGACY PARTNERS IRVINE, CALIFORNIA MARCH 2, 2001 GEOCON INCORPORATED I GEOTECHNICAL CONSULTANTS V Project No. 05724-22-05 1 March 2, 2001 Legacy Partners 30 Executive Park, Suite 100 I Irvine, California 92614 Attention: Mr. Matt Adams I Subject: CORNERSTONE CORPORATE CENTRE CARLSBAD TRACT 81-46, UNIT 1 BUILDING A (LOT 15) AND BUILDING B (LOT 7) I CARLSBAD, CALIFORNIA. FINAL REPORT OF TESTING AND OBSERVATION I SERVICES DURING SITE REGRADING Gentlemen: - In accordance with your request and our Proposal No. LG00270 dated April 19, 2000, we have provided compaction testing and observation services during fine grading of the subject site. Our services were performed during the period of May 1, 2000 through December . 11, 2000. The scope of our services included the following: I • Observing the grading operation, including the removal and/or processing of loose topsoils and surficial undocumented fill soils. I . Performing in-place density tests in fill placed and compacted at the site. - • Performing laboratory tests to aid in evaluating the compaction and expansion characteristics of I various soil types encountered and/or used for fill. I . Preparing an "As-Graded' Geologic Map. ,. Preparing this final report of grading. I GENERAL I Lots 7 and 15 are located in Carlsbad, California at the northeast and northwest corner of Wright Place and Palomar Oaks Way, respectively. The general contractor for the project was Ninteman - Construction, and the grading contractor was F. J. Willert Contracting Corporation. The project plans were prepared by Latitude 33 and are entitled Precise Grading Plan, Building A, Cornerstone Corporate Centre, dated May 26, 2000 and Precise Grading Plan Building B, Cornerstone Corporate Centre, undated. 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558.6900 • Fax (858) 558-6159 I , - I I The project soils reports are entitled, Geotechnical investigation [for] Carlsbad Tract No. 81-46, Unit 1, Lot Nos. 7, 8, 11, and 15, prepared byGeocon Incorporated, dated May 8, 1996 (Geocon I Project No. 05724-12-01) and Geotechnical investigation, Lot 15, Cornerstone Corporate Centre, Carlsbad, California, dated September 20, 1999 (Geocon Incorporated Project No. 05724-22-03). I The site was original sheet graded as part of mass grading of Carlsbad Airport Center in the mid - 1980's. Testing and observation services were performed by Moore and Taber and is documented in I their report entitled, Report of deotechnical Services, Carlsbad Tract No. 81-46, Airport Business. Center, Unit 1, dated February 25, 1987 (Moore and Taber Job No. 285-256). Previous grading and site improvements reports for Building B (Lot 7) are entitled, Final Report of Testing and I Observation Services During Site Grading, Cornerstone Corporate Centre, Carlsbad Tract 81-46, Unit 1, Lot 7, 8, and 11 (Building Pads B, C and D), Carlsbad, California, dated July 21, 1998 I (Geocon Incorporated Project No. 05724-22-02), Report of In-Place Density Test Results, Keystone Wall and Utility Trench Backfill, Cornerstone Corporate Centre, Unit 1, Lots 7, 8, and 11, Building Pads B, C, and D, Carlsbad, California, dated July 31, 1998 (Geocon Incorporated Project No. 1 05724-22-02), and Final Report of Testing and Observation During Construction of Site improvements, Cornerstone Corporate Centre, Carlsbad Tract 81-46, Unit 1, Lot 7, 8 and 11, I Building Pads B, C and D, Carlsbad, California, dated July 21, 1999 (Geocon Incorporated Project No. 05724-22-02). I Elevations and locations described herein were based on surveyor's or grade checker's stakes in the field and/or interpolation from the referenced grading plans. Geocon Incorporated did not provide I surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved grading plans. I ' S GRADING I Grading began with the removal of brush and vegetation from the area to be graded. Topsoils and loose, surficial, undocumented fill soils were removed to firm ground. Prior to placing fill, the exposed ground surface was scarified, moisture conditioned, and compacted. Fill soils derived from I on-site excavations were then placed and compacted in layers until the design elevations, were attained. In general, the on-site fill materials consist of yellowish brown, clayey to very clayey, fine I to very coarse sands. During the grading operation, compaction procedures were observed and in- place density tests were performed to evaluate the relative compaction of the fill material. The in- place density tests were performed in general conformance with ASTM Test Method D-2922-96 - (nuclear). The results of the in-place dry density and moisture content tests are summarized on Table I. In general, the in-place density test results indicate that the fill soil has a relative compaction I of at least 90 percent at the locations tested. The approximate locations of the in-place density tests are shown on the As-Built Geologic Maps, attached as Figure Nos. 1 and 2. H Project No. 05724-22-05 - 2 - March 2, 2001 I I Laboratory tests were performed on samples of material used for fill to evaluate the optimum moisture content and maximum dry density (ASTM D-1557-91) and expansion characteristics. The results of the laboratory tests are summarized in Tables II and ifi. 1 Slopes In general, the cut and fill slopes have planned inclinations of 2:1 (horizontal: vertical) or flatter, with I maximum heights varying from 20 to 23 feet. The fill slopes were either over-filled and cut back or were track-walked with a bulldozer during grading. All slopes should be planted, drained, and maintained to reduce erosion. Slope irrigation should be kept to a minimum to just support the I vegetative cover. Surface drainage should not be allowed to flow over the top of the slope. A stability fill was constructed along the north end of Lots 7 and 8 as indicated on the as-built grading plan of I our referenced 1998 report. The stability fill, is approximately 15 feet wide with a keyway on the order of 3 feet below lowest adjacent grade. Subdrains A subdrain was installed in the back of the stability fill in accordance with the specifications of the referenced geotechnical investigation. I Finish Grade Soil Conditions 0 0 1 Our observations and 'test results indicate that granular soils were placed within the upper approximately 5 feet of finish grade on the building pads. Based on laboratory test results, the I prevailing soil conditions within approximately the upper 5 feet of rough pad grade on each building pad have an Expansion Index of less than 90 and are classified as having a medium expansion I potential as defined by the Uniform Building Code (UBC) Table 18-I-B. Table Ill presents a summary of the indicated Expansion Index of the prevailing subgrade soil condition for each building pad; 1 0 SOIL AND GEOLOGIC CONDITIONS 1 The soil and geologic conditions encountered during grading were found to be similar to those described in the project geotechnical report. The fill soils consists of yellow-brown, clayey to very I clayey, fine to very coarse sands derived from the Del Mar Formation. The enclosed As-Graded Geologic Map depict the general geologic conditions observed. No soil or geologic conditions were observed during grading which would preclude the continued development of the property as planned. Project No. 05724-22-05 0 - - March 2, 2001 I -'~ I / CONCLUSIONS AND RECOMMENDATIONS 1.0. General 1.1. Based on observations and test results, it is the opinion of Geocon Incorporated that the grading to which this report pertains, has been performed in substantial conformance with I the recommendations of the previously referenced project soil report. Soil and geologic conditions encountered during grading which differ from those anticipated by the project soil 'I report are not uncommon. Where such conditions required a significant modification to the recommendations of the project soil report, they have been described herein. 2.0. Future Grading 1 2.1. Any additional grading performed at the site should be accomplished in conjunction with our observation and compaction testing services. Grading plans for any future grading Should be I reviewed by Geocon Incorporated prior to finalizing. All trench backfill in excess of one-foot thick should be compacted to at least 90 percent relative compaction. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. I 3.0. Foundations 3.1. The following preliminary foundation recommendations are based on presence of medium expansive soils within the upper 5 feet of building pads. 3.2. Foundations for the two- to three-story structures should consist of continuous strip footings I and/or isolated spread footings. Continuous footings for Building B should be at least 12 inches wide and should extend at least 24 inches below lowest adjacent pad grade. Continuous I footings for Building A should be at least 12 inches wide and extend at least 30 inches below lowest adjacent pad grade. Isolated spread footings for Building B should have a minimum width of 3 feet and extend at least 24 inches below lowest adjacent pad grade. Isolated spread I footings for Buildings A should have a minimum width of 3 feet and extend at least 30 inches below lowest adjacent pad grade. Continuous footing steel reinforcement should consist of at 1 least four No. 5 reinforcing bars placed horizontally in the footings, two near the top and two near the bottom. Steel reinforcement for the spread footings should be designed by the project structural engineer. 3.3. The minimum reinforcement recommended above is based on soil characteristics only I (Expansion Index of 90 or less) and is not intended to replace reinforcement required for Stiuctural considerations. Project No. 05724-22-05 -4.- March 2, 2001 I I 3.4. The recommended allowable bearing capacity for foundations designed as recommended above is 3,000 psf. This allowable soil bearing pressure may be increased by an additional 500 psf for I each additional foot of depth and 300 psf for each additional foot of width, to a maximum allowable bearing capacity of 5,000 psf. The values presented above are for dead plus live loads and may be increased by one-third when considering transient loads due to wind or I seismic forces. 1 3.5. Foundation excavations should be observed by a representative of Geocon Incorporated prior to the placement of reinforcing steel or placement of concrete to verify that the exposed soil I conditions are consistent with those anticipated. If unanticipated soil conditions are encountered, foundation modifications may be required. 1 3.6. No special subgrade presaturation is deemed necessary prior to placing concrete, however, the exposed foundation and slab subgrade soils should be sprinkled as necessary to maintain a moist condition as would be expected in any such concrete placement. I . 3.7. Where buildings or other improvements are planned near the top of a slope steeper than 3:1 (horizontal: vertical), special foundations and/or design considerations are recommended due I to the tendency for lateral soil movement to occur. For fill slopes less than 20 feet high, building footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the I face of the slope. Where the height of the fill slope exceeds 20 feet, the minimum horizontal I .distance should be increased to H/3 (where H equals the vertical distance from the top of the slope to the toe) but need not exceed 40 feet. For composite (fill over cut) slopes, H equals the vertical distance from the top of the slope to the bottom I . . of the fill portion of the slope. An acceptable alternative to deepening the footings / would be the use of a post-tensioned slab and foundation system or increased footing and slab reinforcement. Specific design parameters or recommendations for either of these alternatives can be-provided once the building location and fill - slope geometry have been determined. I.. For cut slopes in dense formational materials, or fill slopes inclined at 3:1 (hori- zontal:vertical) or flatter, the bottom outside edge of building footings should be at least 7 feet horizontally from the face of the slope, regardless of slope height. I • Swimming pools located within 7 feet of the top of cut or fill slopes are not recommended. Where such a condition cannot be avoided, it is recommended that I .the portion of the swimming pool wall within 7-feet of the slope face be designed assuming that the adjacent soil provides no lateral support. This recommendation applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For swimming pools located near the top of fill slopes greater than 30 feet in Project No. 05724-22-05 . - 5 - . March 2, 2001 1.' I height, additional recommendations may be required and Geocon Incorporated should be contacted for a review of specific site conditions. I . Although other relatively rigid or brittle improvements, such as concrete flatwork or masonry walls may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, I to incorporate design measures which would permit some lateral soil movement without causing extensive distress. Geocon Incorporated should be consulted for I , specific recommendations. 4.0. Concrete Slabs-On-Grade 1 4.1. Concrete slabs-on-grade should be at least 5 inches thick and should, be underlain by 4 inches of clean sand. The slabs should be reinforced with No. 3 steel reinforcing bars I .spaced 18 inches on center in both horizontal directions placed at the slab midpoint. If floors are subjected to large point loads, slab thickness and reinforcement should be designed by the project structural engineer. Where moisture sensitive floor coverings, or storage areas for 1 moisture sensitive materials are planned, the slabs should be underlain by, a visqueen moisture barrier placed at the midpoint of the sand blanket. 4.2. The above minimum reinforcement recommendations for footings and concrete slabs-on-grade I are based upon anticipated soil characteristics only and are not intended to be in lieu of structural considerations. Additional steel reinforcement should be designed by the project structural engineer. I . 4.3. All exterior concrete flatwork with dimensions exceeding 8 feet underlain by expansive soils I should be reinforced with 6x6-1O/1O welded wire mesh to reduce the potential for cracking. In addition, all concrete flatwork should be provided with crack control joints at a maximum i spacing of 12 feet. . 4.4. All subgrade soils should be at proper moisture content prior to concrete placement. Where I . drying has occurred, reconditioning of surficial soils will be required. I 4.5. The recommendations presented herein are intended to reduce the potential for cracking of slabs and foundations due to expansive soils, differential settlement of deep fills or fills of varying thickness. However, even with the incorporation of the recommendations presented I . herein, foundations, stucco walls, and slabs-on-grade may still exhibit some cracking and/or movement. The occurrence of concrete shrinkage cracks are independent of the supporting I . soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, the use of control joints and. proper concrete placement and curing. Control Project No. 05724-22-05 . - 6 - March 2, 2001 / joints within slabs should be spaced at intervals as recommended by the American Concrete Institute to reduce shrinkage cracking. / I I 1 Li 5.0. Retaining Walls and Lateral Loads 5.1. Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pounds per cubic foot (pct). Where the backfill will be inclined at no steeper than 2:1, an active soil pressure of 52 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of less than 50. 5.2. Unrestrained walls are those that are allowed to rotate more than 0.001H at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of IH psf (where H equals the height of the retaining wall portion of the wallin feet) should be added to the above active soil pressure. 5.3. All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.)' is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. - 5.4. In general, wall foundations having a minimum depth of 24 inches and minimum width of 18 inches may be designed for an allowable soil bearing pressure of 3000 psf, provided the soil within 3 feet below the base of the wall has an Expansion Index of less than 90. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 5.5. 'For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating Project No. 05724-22-05 - 7 - - March 2, 2001 I LI 1 L11 I I I I the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or. pavement should not be included in the design for lateral resistance. An I . allowable friction coefficient of 0.35 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 5.6. The recommendations presented above are generally applicable to the design of rigid I ' concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls are planned, such as crib-type walls, Geocon Incorporated should be consulted for additional recommendations. I . 6.0. Slope Maintenance 6.1. Slopes that are steeper than 3:1 (horizontal: vertical) may, under conditions that are difficult ' to prevent and predict, be susceptible to near surface (surficial) slope instability. The instability is typically limited to the outer three feet of a portion of the slope and usually does , not directly impact the improvements on the pad areas above or below the slope. The fill is occurrence of surficial instability is more prevalent on slopes and generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. I The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant I 'contributing factor to surficial instability. It is, therefore, recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly iecompacted, (b) irrigation systems be periodically inspected and maintained to eliminate I ' leaks and excessive irrigation, and (c) surface drains on and adjacent. to slopes be periodically maintained to preclude ponding. or erosion. Although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not - eliminate the possibility, and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. I . 7.0. Drainage ' 7.1. Adequate drainage provisions are critical to future performance of the project. Under no I 'circumstances should water be allowed to pond adjacent to footings. The building pads finish buildings improvements in should be properly graded after the and other are place so that drainage water is directed away from foundations, pavements, concrete slabs, and slope tops to controlled drainage devices. • • • I •: ' I • , , Project No. 05724-22-05 , - 8 - March 2, 2001 LIMITATIONS. The conclusions and recommendations contained herein apply only to our work with respect to grading, and represent conditions at the date of our final observation, December 11, 2000. Any subsequent grading should be done in conjunction with our observation and testing services. As used herein, the term observation implies only that we observed the progress of the work with which we agreed to be involved. Our services did not include the evaluation or identification of the potential presence of hazardous or corrosive materials. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience, and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary 1 greatly at any time. We make no warranty, expressed or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. The findings and recommendations of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your -convenience. Very truly yours, GEOCON INCORPORATED RCE 42132 No. 421:32 KRB :RRG: 031311 C P4 (4) Addressee OF CA (2) Latitude 33 Attention: Mr. Bob Kennedy (2/del) Ninteman Construction, Job Site Attention: Mr. Jamie Frye Figures Nos. 1 and 2, As-Graded Geologic Maps Project No. 05724-22-05 -9- March 2, 2001 up Im on _ - - - . ..- NO - - .. - _ - _; - - - - Project No. 05724-22-05 (G) TABLE I' FIELD DENSITY TEST RESULTS Test No. Date Test Location 1 05/01/00 BUILDING A SOUTH END 2 05/01/00 BUILDING A NORTH END 3 05/01/00 BUILDING A SOUTH END 4 05/02/00 BUILDING A SOUTH END 5 - 05/02/00 BUILDING A WEST END 6 05/02/00 BUILDING A NORTH END 7 05/03/00 BUILDING A EAST END 8 05/03/00 BUILDING A WEST END 9 05/03/00 BUILDING A NORTH END 10 05/03/00 BUILDING A SOUTHWEST 11 05/03/00 BUILDING A SOUTHEAST 12 05/04/00 BUILDING B LOT 7 13 05/04/00 BUILDING B LOT 7 14 05/24/00 BUILDING B LOT 7 15 05/24/00 BUILDING B LOT 7 16 05/24/00 'BLDG A N RETAIN WALL 17 05/24/00 BLDG A N RETAIN WALL 18 08/23/00 BUILDING A NORTHWEST 19 08/23/00 BUILDING A NORTHWEST 20 11/20/00 W RETAIN WALL E SIDE 21 .11/20/00 W RETAIN WALL E SIDE SZ 22 12/01/00 E RETAINING WALL SZ 23 , 12/01/00 E RETAINING WALL SZ 24 12/06/00 BLDG A E RETAIN WALL Elev. Plus, Max. Opt. Field Field Field Reqtd or 3/411 Dry Moist, Dry Moist. Rel. Rel. Depth Curve Rock ' Dens. Cont. Dens. Cont. Comp. Comp. (ft) No. . () (pcf) M. (pcf) (%) (%) M . 16.7 1 0 121.0 12.6 111.2 13.8 92 90 168 6 0 .115.0 16.0 105.8 17.8 92 .90 168 5 0 120.3 11.8 109.2' 11.6 91 90 168 5 0 120.3 . 11.8 107.9 12.2 '90 90 168 5 0 120.3 11.8 108.4 12.9 90 90 168 6 0 115.0 16.0 103.3 17.3 90 . 90 170 6' 0 115.0 16.0 104.0 15.3 90 '90 170 6 0 115.0 16.0 104.2 16.8 , 91 90 170 6 0 115.0 16.0 . 107.5 . 15.0 93 90 170' 6 0 115.0 16.0 108.7 16.0 95 90 170 6 0 115.0 16.0 110.8 15.6 96 90 196 6 0 115.0 16.0 106.1 15.2 92 90 196 6 0 115.0 16.0 105.0 15.4 91 90 196 6 0 115.0 16.0 ' 105.9 17.0 92 90 196 6 0 115.0 16.0 103.5 15.3 90 90 164 6 0 115.0 16.0 106.8 15.9 93 90 164 6 0 115.0 16.0 103.7 15.1 ' 90 90 171 9 0 118.0 13.0 114.7 12.8 97 90 171' 9 0 118.0 13.0 106.2 13.5 90 90 163 1 0 121.0 12.6 111.8 16.4 92 90 165 1 0 121.0 12.6 110.9 14.9 92 90 176 5 0 120.3 11.8 110.8 11.2 92 90 175 5 0 120.3 11.8 109.2 10.0 - 91 90 177 3 0 117.1 13.9 102.5 12.3 88 90 Note: See last page of table for explanation of coded terms NMI - S - - - - Project No. 05724-22-05 (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Rëq'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. ' Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) SZ 24A 12/06/00 BLDG A E RETAIN WALL 177 3 0 117.1 13.9 107.0 14.0 91 90 SZ 25 12/06/00 BLDG A E RETAIN WALL 179 3 0 117.1 13.9 105.2 12.9 90 90 SZ 26 12/06/00 BLDG A E RETAIN WALL 179 3 0 117.1 13.9 105.7 15.8' 90 90 SZ 27 12/06/00 BLDG A E RETAIN WALL ' 180 3 0 117.1 13.9 101.8 12.5 87 90 SZ 27A 12/06/00 BLDG A E RETAIN WALL - 180 3 0. 117.1 13.9 106.2 13.2 • 91 90 SZ 28. 12/06/00 BLDG A E RETAIN WALL 180 -' 3 0 -117.1 13.9 109.1 13.2 93 90 SZ 29 12/06/00 BLDG A E RETAIN WALL 181 3 0 117.1 13.9 101.5 13.7' 87 90 SZ 29A 12/06/00 BLDG A E RETAIN WALL 181 3 0 117.1 13.9 107.7 13.5 92 90 ST 30 12/07/00 BLDG A E RETAIN WALL 178 3 0 117.1 13.9 100.2 12.7 86 90 ST ' 30A, 12/11/00 BLDG A ERETAIN WALL 178 3 0 117.1 13.9 106.1 12.5 91 90 ST 31 12/07/00 BLDG A E RETAIN WALL 179 3 0 117.1 13.9 101.6 12.8 87 90 ST 31A 12/11/00 BLDG A E RETAIN WALL .180 3 0 117.1 13.9 107.4 13.0 92 90 FG 32 05/04/00 BUILDING A LOT 15 169 6 0 115.0 16.0 111.3 15:8 ' . 97 90 FG .33 05/04/00 BUILDING A LOT 15 '169 6 0 115.0 16.0 105.0 15.1 91 90 FG 34 05/04/00 BUILDING A LOT 15 169 1 0 121.0 12.6 108.6 12.9 90 90 FG 35 05/04/00 BUILDING A LOT 15 - 169 1 0 121.0 12.6 109.7 11.6 91 90 FG 36 - 05/08/00 BUILDING B LOT 7 - 197 6 0 115.0 16.0 105.7 15.3 92 90 FG 37 05/08/00 BUILDING B LOT 7 197 - 6 0. 115.0 16.0 107.3 15.1 ' 93 90 FG 38 05/08/00 BUILDING B LOT 7 197 5 0 120.3 11.8 110.8 13.7 92 - 90 FG 39 05/08/00 ' BUILDING B LOT 7 197 ' 6 0 115.0 16.0 104.7 15.0 91 90 FG 40 05/08/00 BUILDING B LOT 7 197 ' - 6 ' 0 , 115.0 16.0 103.0 15.7 90 90 - Note: See last page of table for explanation of coded terms ' - . Project No. 05724-22-05 (G) . EXPLANATION OF CODED TERMS - TEST SUFFIX A, B, C,...: Retest of previous density test failure, following moisture conditioning and/or recompact ion. R: Fill in area of density test failure was removed and replaced with properly compacted fill soil. - PREFIX CODE DESIGNATION FOR TEST NUMBERS AD - Area Drain • JT - Joint Trench ST - Slope Test B - Base Test MT - Moisture Test SW - Sidewalk CG - Curb & Gutter. RW - Retaining Wall SZ - Slope Zone CW - Crib Wall SD - Storm Drain UT - Utility Trench DW - Driveway SG - Subgrade WB - Wall Backfill - FG - Finish Grade • SL - Sewer Lateral WL - Water Lateral IT - Irrigation Trench SM - Sewer Main' -WM - Water Main CURVE NO. • - r Corresponds to curve numbers listed in Table II, representing the laboratory maximum dry density/optimum moisture content data for selected fill soil samples encountered during testing and observation. - - ROCK CORRECTION • - For density tests with rock percentage greater than zero, laboratory madmum dry density and optimum moisture content were adjusted for rock content. For tests with rock content equal to zero, laboratory maximum dry density and optimum moisture content values listed are then unadjusted values. • - TYPE OF TEST ' ' • SC: Sand Cone Test - NU: Nuclear Density Test - • '-. • DC: Drive Cylinder Test - ELEVATION/DEPTH - • - Test elevations/depths have been rounded to the nearest whole foot. • i 1: I , I F I , I I.. I, I 'I 1 I I I , I I TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-91 Sample Description Maximum Dry Optimum Moisture No. Density (pci) Content (% dry wt.) 1 Medium yellow-brown, Clayey, fine to medium SAND, trace silt 121.0 12.6 2 Light olive-yellow, Clayey SAND, with trace silt 114.4 13.2 3 Light brown, Clayey, fine to medium SAND, with little silt 117.1 13.9 4' Brown, fine to coarse Sandy CLAY, with - little silt 117.8 14.2 5 Light gray, well-graded SAND, trace clay . 120.3, 11.8 6 Light olive-brown, Clayey, fine to medium SAND 115.0 16.0 7 , Light yellow-brown, Clayey, fine to medium SAND 1 119.0 13.6 8 Brown, Clayey, fine to medium SAND, trace silt I 1 121.0 11.8 9 Olive-gray, Silty, fine to coarse SAND, trace to some clay 118.0 13.0 10 Dark brown, Silty, fine to coarse SAND (Recycled Base) 124.0 10.7 11 Light olive-brown, Silty CLAY 111.0 15:8 12 Dark brown, Clayey, fine to coarse SAND 131.0 9.3 14 Gray-brown GRAVEL and fine to coarse SAND with little silt (Class 2 Recycled 139.9 7.1 Base) / c i TABLE III SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS Sample No. Moisture Content Dry Density (pci) Expansion Index Expansion Ex p Category Location Before Test After Test (%) El-i 9.1 23.5 113.8 43 Low Building A, Lot 15 EI-2 9.1 225 113.2 20 Very Low Building A, Lot 15 EI-3 8.6 25.7 115.0 52 Medium Building B, Lot EI-4 9.2 26.6 112.01 60 Medium Building B, Lot 7 EI-5 9.3 20.3 113.6 0 Very Low Building A, Lot 15 11 12.0 43.3 102.5 155 Very High Retaining Wall Rejected I . I I 1 I I I .. I I I I fillik 1.11161,14 oo- S F"- Fl A I T IIU Z :1. I - - I_W7 v AS -GRADED GEOLOGIC MAP DRAWN CORNERSTONE CORPORATE CENTRE DB BUILDING A OT 15) AND BUILDING B (LOT 7) CARLSBAD, CALIFORNIA EVI S I C 0 SCALE In = 30, DATE 03-02 -2001 GE 0 C0Is ZN Co R P6 R AT g D PROJECT NO 05724 -22 -05 FIGURE 12- GEOTECI+IICAL CON&MANTS 6960 PLAURS DRIVE SAN DE60 CALfCJRP1A 92121 2974 I 5- PE8S8 5586900 FAX 858 558-6159 SHEET 1 OF 2 I A -'S QCt. ..... -COMPACTED FILL Td ....... DELMJR FORMATION (Dotted Where Buried) FG401 APPROX. LOCATION OF IN -PLACE DENSITY TESTS FG.....Finish Gradle ST. ..... Slope Test SZ.....Slope Zone I FEW 14 ff - 000P _____ PROJECT NO.: 255.00 POGESS DATE: 7 ISSUE DATE: GEOCON LEGEND 5''.'6"WRB JSS\ Qudf. ....... UNDOCUMENTED FILL DRAWN: O PRIVATE STORM _DRAIN DATA NO. DELTA OR BRG. RADIUS LENGTH REMARKS 1 N2819'14"W 48.36' 12 PVC 0 1.65% 2 N32V6'39'E 112.29' 12" PVC C 1.74% <> PRIVATE SEWER LATERAL DATA NO. DELTA OR BRG. RADIUS LENGTHI REMARKS 1 N575342"W 62.68' 4" PVC 0 2.0% MIN. 2 N77V6'18"E 5.07' 4" PVC 0 2.0% MIN. 3 N32V6'18"E 3.60' 4" PVC 0 2.0% MIN. 4 1 N16'36'29'E I _____ 5Z73' 6" PVC 0 40.7% FEB-2372000 WED 01:13 PM CITY OF CRLSBD FAX NO. 760 602 8558 P. 05 NON-RESIDENTIAL CERTIFICATE: Noiuidenet Laid Owner, piease read mis gpbcn caraftft ord be an you throihly uncle tstm iid the opCn$ before gr*. The opban you ctio'ee vi4ll ectyaLr papnent of Ii. draIop.d Speclel Tax assessed on ycis proplty. This oØai Is avellable orgy at *. Bns of the fd bAft punk iaaic.. Pmperty omer algrabJre Is reqikad before a bdIng pemt will be ls.ued. Yotx grt, bcorftnft the vcmxvcyqLsK4mcd and owneceliip iNormaton almm 4:?i /~oCftPL/XjLfJ Name of Owner Telephone xer/P 1 .1%owr Mdrase Project Ad&es. -TwU1H C/( 'i1 casai CA 92OO city. ZpCod. Cft St. ZIPCode _'L- or APN and Let Number Wnut yet Bng M.cd B Cpibui.ric Na NS-1a aIk4Aed by Vi. City Caø of lie City of CIIbSd CforrIa 1* in iid to Isvy a apaclel Tas in Ccmmlllty FEIIII. fthict No.1. M in.reeldeneaI j*opavty, upon In. oath. liret b p.ni* efall have Vie op*on to (1) pay Vie SPECIAL. DEVELOPMENT TAX op- or (2) avourno to ANNUAL SPECIAL TAX- DEVELOPED PROPERTY for IN perIod rot to Immmmmd twsry- fIve (25) yours, Please yz chdc by lnilaMn Vie appropriate line below. OPTION (1): I elect to pay the SPECIAL DEVELOFMENtTAX ow øt4E-T1ME n as a an.4m, paymert Amos* of One-This Sp*del Tam $ \2. .L'(: c.. __- - OPTION (2): elect .to the SPECIAL DEVELOPMENT°TAX ANNUALLY for a 'ad not to exvóed - y MWnwn Annual Spedd Ta'c $ 7 ...7 S Owner DO FESY CERTIFY ER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WTH THE PROVISIONS AS STATED ABOVE '0 4_ PPop.ityCnur 0 PñntName . . Date m. City of Carlsbad has not kidependenily verified the lnfOifliabøø ebiown above Therefure, we accept no responethilIty as to the acctncy or ccmjetensuof eft InTcinaj NON-RESIDENTIALCERTIFicATE I -7c •'c 2..1'tc 61/64/2666 26:59 8584532165 BRIAN PAUL ASSOCIATE PAGE 16 Carlsbad 99-454a- December 28, 1999 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: Cornerstone Corporate Center Bldg, A PLAN CHECK NUMBER: 99-4546r5,"-";' 9_454 OWNER'S NAME: Cornerstn Corp. tr., LLC I, as the owner, or agent of the owner (contractors may not employ thà special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed 7 ZZ I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project to the site listed above. of R 9 ZJ, .34,35 Signed ExCIP0.9-30-03 Listof work requiring special inspection: OF CA Soils Compliance Prior to Foundation Inspection Field Welding Structural Concrete Over 2500 PSI .. . High Strength Bolting 0 Prestressed Concrete Expansion/Epoxy Anchors Structural Masonry fl Sprayed-On Fireproofing Designer Specified OtherMoment Frám V * Connections Name(s) of individual(s) or firm(s) responsible for the special Inspections listed V above: V Construction Tstiig & Pnining, Geocon, Tn V V a Duties of the special inspectors for the work listed above: A. Observe the work assigned for conformance with tha apgIrnsmd V design drawings and sprifira1-irrnc V B. Furnish inspection reports to the building official, the. - Engineer, or Architect of reqord and oth er dsigrted psons C. Submit p final signed repor±, siqnd. by a registered ra fessignal pginr (Also refer to special inspection notes on S-1 SpeCi& inspectors shall check In with the City and present their credentials for approval odor to beginning hok on the Job site. CB994548 1917 PALOMAR OAKS WY CBAD 46,75OSF SHELL-STEEL FRAMED COMMIND INDUST - - - Lot#: 15 BPA - / 0 HAZ MAT lAIR QUAL OTHER SEROI. BLDG (v10 cc - - -. I 0 TO 3/t(oo o To IL - APP1ICA ,pp PLAf / I r M6c •- CFO FORM - art I 0 PE a M WORKSHEET - - BLDG F$ COMIRLM - CGM -- --- -