Loading...
HomeMy WebLinkAbout0020 INDEPENDENCE DRIVE (3) &-y-lcQ e nce 171 5c. z docl S ions I � vKR 1 1 � . I t JUL-02-98 THU 02,34 PM PLYMOUTH PUBLIC SCHOOLS FAX NO, 608 746 1873 P. 02 r J011N W. KEN'NEY ATTORNEY AT LAW I CENTER PLACE IS SO ROUTE Za 7EL613HONE77t•9300 C£NTERVILL,E,MASSACHUSETTS 02632 AREA CODE S0Bt FAX NO.775-6029 July 2, 1998 Mr, Ralph N. Cr,ossen Building COMMissioner .Town of Barnstable 367 Main Street I1yannis, MA 02601 r RE: Applicant : Daniel M. Griffin, Jr. Property � � p y Location: 20 Independence Dx . Jr. 132 ZBA Appeal No. , Hyannis, MA Site Flan Revi ew No. . 1997-4'7A; 1998-82 S PR 5 -6 96 Dear Mr. crossen: I am writing to confirm the " rIns ccncerning the above-referenced matter.asked You if, f our conversation we had as a matter of right m 7n our conversation I the construction of his building as shownConent the site plan reviewed at the site Plan Review Hearing No. SpR 56�96 and modified with under io, 000 square feet (without ea to be a Premises solely for office use a basement) and occupy the districts within which the subject fitted use 1n the three zoning You property is informed me' that located..proceed You concurred with my opinion that Mr. Griffin could p d with construction of the project as approved by site Plan Review and occupy it solely for office use . As I advised you, the reason - 1 made this inquiry to you is that it is my understanding that someone may file an appeal Request for Modification of a ,Special Permit filed by me on behalf Of my client in this matter, The Request for Modification of a Special permit is Zoning Board of Appeals No, Request for Modificati 1998,82 . This on was' to modify the Special Permits Number 1997-47A and 1997 47P. The rb granted modify the project included elimination of the basement,rxedu tign of mezzanine section from 1 , 000 square feet to 500 square feet, elimination of the retail package store to be replaced by an office use, an increase in the size of the proposed coffee shop from. 1, 50o square feet to 2, 000 square feet and from 23 seats to So set the addition of a third unit to be used as either retail or offind ce space. -The "Zoning ,Board of Appeals approved the modification of the prey-ously granted Special Permits. However, as stated herein, it is my'understanding that someone may file an appeal e the Modification. In the anta.cipation of this p otenal al , client would still like to proceed with constructionp of the project. The project would be occupied only for office use until JUL-02-98 THU 02;34 PM PLYMOUTH PUBLIC SCHOOLS FAX NO. 508 746 1873 P. 03 f Mr. Ralph N. Crosser_ Building Commissioner July 2, 1998 Page 2 such time as the appeal is decided. If the appeal is decided in my client' s favor we would proceed with the coffee shop and third retail/Office apace , If the appeal is decided against my client we will proceed with occupying the property strictly as office space, During the ,interim period of time, while the appeal is pending, the building would be utilized strictly for office space . If You are in agreement with ray opinion as set forth in this letter I request that you sign the enclosed copy of this letter and return it to my office. This letter will assist my client in obtaining financing to commence cor ,stru previouslya ctzon of the project as approved by Site Plan Review. If you are not in agreement with my opinion I -request that you contact me immediately to discuss this matter. Thank you for your anticipated cooperation. If you have any questions please do not hesitate to call me , ry ru 1�, r , JWK/wlj ohn W. Kei ey cc: Daniel M. Griffin, Jr. Joe Keller I, Ralph N. Crossen, Building Commissioner for the Town of Barnstable, agree that the proposed ,project for he property located at 20 Independence Drive/Route 132, Hyannis, M tt as approved by Site Plan Review No. SPR 56-96 may be built and occupied for Office use only as a matter of right . alph N. Crossen, Building Commissioner, Town of Barnstable r� °F THE A The Town of Barnstable RrrsTABU& 9q�Ar � � Department of Health Safety and Environmental Services Fo N+o, Building Division 367 Main Street,Hyannis MA 02601 Office: 508-790-6227 Ralph Crossen Fax: 508-790-6230 Building Commissioner PLEASE FORWARD THE ATTACHED PAGE(S) TO: TO: ATTN: FAX NO: FROM: G DATE: — 9 PAGE(S): (EXCLUDING COVER SHEET) t„ , • TRANSMISSION VERIFICATION REPORT TIME: 01/02/1995 19:34 NAME: FAX TEL DATE,TIME 01/02 19:33 FAX N0./NAME 97712322 PAGES?N 03 01: 17 RESULT STA NDARD ANDARD ECM VIIUL-02-98 THU 01 : 10 PM PLYMOUTH PUBLIC SCHOOLS FAX NO. 508 746 1873 P. 01 1J 'r J'OnN W. KENNEY V ATTORNEY AT LAW iZ CENTER PLACE 1560 ROUTE 2a CENTERVILLE.MASSACHUSETTS 02632 TELEPHONE 771-9a00 FAX NO.77S-6029 AREA CODE 5cm July 2, 1998. Mr. Ralph N. Crossen Building Commissioner Tcl"=4 of Barnstable -- - - -- 367 Main street Hyannis, MA 02901 RE; Applicant ; Daniel M. Griffin, Jr. Property Location: 20 Independence Dr. /Route 132 Hyannis, MA ZBA Appeal No, : 1997-47A; 1998-82 Site Plan Review No. : SPR 56-96 Dear Mr. Crossen; I am writing to confirm the terms of our conversation we had concerning the above-referenced matter. In our conversation I asked you if, as a matter of right, my client could proceed with the construction of his building as shown on the site Ian reviewed at the Site Plan Review Hearing No. SPR 56-9 nd oc e premises solely for office use, a permitted use in the three zoning districts within which the subject property is located. You informed me that you concurred with my opinion that Mr. Griffin could proceed with construction of the project as approved by Site -ti '�Q Plan Review and occupy it solely for office use. (/ Z As I advised you, the reason I made this inquiry to you is that it is my understanding that someone may file an appeal of the CC6rfm.B Request for Modification of a Special Permit filed by me on behalf CL- of my client in this matter. The Request for Modification of a Special Permit is Zoning Board of Appeals No, 1998-82 . This Request for Modification was to modify the previously granted Special Permits Number 1997-47A and 1997 478. The request to modify the project included elimination of the basement , reduction of mezzanine section from 1, 000 square feet to 500 square feet, elimination of the retail package store to be replaced by an office use, an increase in the size of the proposed coffee shop from 1, 500 square feet to 2, 000 square feet and from 23 seats to 50 seats, and the addition of a third unit to be used as either retail or office space. The Zoning Board of Appeals approved the modification of the previously granted Special Permits, However, as stated herein, it is my understanding that someone may file an appeal of the Modification, In the anticipation of this potential appeal, my client , would still like to proceed with construction of the project. The project would be occupied only for office use until ,JUL-02-98 THU 01 : 10 PM PLYMOUTH PUBLIC SCHOOLS FAX NO. 608 746 1873 P. 02 Mr. Ral ph h N. Crosse n Building Commissioner July 2, 1998 Page 2 such time as the appeal is decided. If the appeal is decided in my client' s favor we would proceed with the coffee shop and third retail/office space. If the appeal is decided against my client we will proceed with occupying the property strictly as office space . During the interim period oftime, wictlyhilefor he appeal al is pending, the building would be utilized s If you are in agreement with my opinion as set forth in this letter I request that you sign the enclosed copy of this letter client aid return it to my office. This letter will assist my obtaining financing to commence construction of the project as previously approved by site Plan Review. If you are not in agreement with my opinion I request that you contact me immediately to discuss this matter. Thank you for your anticipated cooperation. If you have any questions please do not hesitate to call me. e y s. ohn . Kenner JWK/wlj cc : Daniel M. Griffin,. Jr. Joe Keller I, Ralph N. Crossen, Building Commissioner for the Town of Barnstable, agree that the proposed project for the property located at 20 IndependenceSpRi56/96ute 132 ,may be builtlan o cupiedofor by Site Plan .Review N office use only as a matter of right . Ralph N. Crossen, Building Commissioner, Town of Barnstable oFTMe , do * sntwsrnsi.E, • 9�Ars�"'e� The Town of Barnstable Department of Health Safety and Environmental Services Building Division 367 Main Street,Hyannis MA 02601 Office: 508-790-6227 Ralph M. Crossen Fax: 508-790-6230 Building Commissioner March 27, 1997 Attorney John Kenney 12 Center Place 1550 Route 28 Centerville, MA 02632 Re: SPR-56-96Ma11 Liquors, 20 Independence Drive, Hyannis, (294/62) Proposal: Construct 1 new building containing 2 separate retail establishments with parking and drainage. 'Reuised Plans dated 2120197 Dear Mr. Kenney, The above referenced site plan was reviewed at the March 27, 1997 meeting of Site Plan Review and deemed approvable with the following conditions: • Conservation approval. • Zoning Board of Appeals approval. • Sprinkler plans to Fire Department prior to Building Permit. Please be informed that a building permit is necessary prior to any construction. Upon completion of all work, the letter of certification required by Section 4-7.8 (7) of the Town of Barnstable Zoning Ordinances must be submitted. Also, all signage must be discussed with Gloria Urenas of this Department. Should you have any questions, please feel free to call. Respectfully, Ralph.Crossen Building Commissioner I MA8& IiJ t1L11- 1 !:_ •BARNWABM 1 LS 7^ 0 'p�tED MP'1 A Town of Barnstable Zoning Board of Appeals Decision and Notice Appeal Number 1998-82 -Griffin Modification of Special Permit Nos. 1997-47A and 1997-47B Summary: Granted with Conditions Applicant: Daniel M. Griffin,Jr. Property Address: 20 Independence Drive, Hyannis Assessor's Map/Parcel: Map 294, Parcel 062 Area: 2.24 acres Building Area Proposed: Gross Sq. Ft. 9,972 sq.ft. Footprint: 9,472 sq.ft. Zoning: IND Industrial, B Business and HB Highway Business Zoning Districts Groundwater Overlay: GP Groundwater Protection District Background: The property that is the subject of this appeal is a 2.24 acre parcel located at the northeast corner of the intersection of Independence Drive and Route 132. It is located in three zoning districts, the IND.Industrial, B Business, and HB Highway Business Zoning District. In August of 1997, the Board granted Special Permit No. 1997-47A to allow the construction of a 9,472 sq. ft. building (footprint) containing a retail liquor store with office space and a storage area, and a coffee shop. A Special Permit was required because retail sales is a conditional use in the HB Highway Business Zoning District. At this same hearing, the Board granted Special Permit No. 1997-47B to allow less parking than required by the Zoning Ordinance under Section 4-2.8. Because the aggregate square footage of the building exceeds 10,000 sq. ft, the project qualifies as a DRI. The proposal was reviewed and approved by the Cape Cod Commission with conditions. This proposal was also reviewed and found approvable by Site Plan Review. The applicant is now proposing to modify the previously approved Special Permits. Specifically, the applicant proposes to eliminate the retail liquor store use, eliminate the basement and decrease the office mezzanine from 1,000 sq. ft. to 500 sq. ft. The applicant is also proposing to utilize 6,000 sq. ft. for office space, increase the size of the coffee shop from 1,500 sq. ft. to 2,000 sq. ft. and add a third leasable unit of 1,972 sq. ft. to be utilized for retail or office use. Procedural Summary: This appeal was filed at the Town Clerk's Office and at the Office of the Zoning Board of Appeals on May 19, 1998. A public hearing before the Zoning Board of Appeals was duly advertised and notices sent to all abutters in accordance with MGL Chapter40A. The hearing was opened June 17, 1998, at which time the Board granted the request with conditions. Hearing Summary: Board Members hearing this appeal were Richard Boy, David Rice, Thomas DeRiemer, Elizabeth Nilsson, and-Chairman Emmett Glynn. Attorney John Kenney.represented the Applicant, Daniel Griffin, who was present. Attorney Kenney submitted an extension agreement on the Purchase and Sales Agreement that runs until June 30, 1998 to show standing before the Board. He also submitted a letter to the Building Commissioner dated June 16, 1998 in which Attorney Kenney asked if the proposed modification needs to return to Site I t Town of Barnstable-Zoning Board of Appeals-Decision and Notice Appeal No. 1998-82-Griffin Modification of Special Permit Nos. 1997-47A&1997-47B Plan Review. The Building Commissioner replied, "...the proposed modification of Special Permit 1997-47A and Special Permit 1997-47B listed as Appeal Number 1998-82 does not have to return to Site Plan Review Committee for any additional hearings." Mr. Kenney reviewed the proposal. The site has the benefit of two Special Permits -Appeal Number 1998- 47A and Appeal Number 1998-47B. There is no change in the basic footprint of the building that was granted in that permit. Originally, Mall Liquors was to move to that site, but now is not. Therefore, they are eliminating the retail liquor store use. They are also eliminating the basement and reducing the size of the mezzanine from 1,000 square feet to 500 square feet. The proposed use (replacing the retail liquor store use)will be a 6,000 square foot office use. This will be an Arbella Insurance Claims Office which will employ sixteen (16) people and see approximately 15 cars per day for insurance claims purposes. The size of the coffee shop has increased from the permitted 1,500 square feet to 2,000 square feet and the number of seats has increased to (50)fifty seats. The applicant is also seeking approval for a proposed third leasable unit(of 1,972 square feet)to be utilized as either a retail use or an office use. Attorney Kenney also reviewed the traffic counts for the site and submitted a summary sheet. The data includes traffic counts for the proposed coffee shop(which is slightly larger than originally approved) and the proposed office space and the proposed retail space. When you compare the traffic counts of this new proposal with the traffic counts for the Special Permit that was previously granted for this site, there is a significant reduction in traffic generation. Regarding the parking, the prior submission required 75 spaces and they were granted a reduction in required parking in Appeal Number 1997-47B to allow 56 spaces. The proposed modification -on a worse case scenario-would require a maximum of 56 spaces pursuant to the Zoning Ordinance. They have 56 spaces and therefore no relief is needed for parking. Appeal Number 1997-47B is no longer needed. Public Comments: No one spoke in favor or in opposition to this appeal. The Board asked about the Cape Cod Commission. Attorney Kenney reported that they are no longer under their jurisdiction and he will submit a letter to them requesting the project be removed from their jurisdiction. Findings of Fact: At the Hearing of June 17, 1998, the Board unanimously found the following findings of fact as related to Appeal No. 1998-82: 1. The applicant is seeking a modification of the Special Permit granted in Appeal Number 1997-47A. Appeal Number 1997-47B is not needed. 2. The property is addressed as 20 Independence Drive, Hyannis, MA as shown on Assessor's Map 294, Parcel 062. It is currently owned by Lavina M. Chiotellis Trust. The Applicant has submitted a Purchase and Sales Agreement to show proper standing before the Board. 3. In August of 1997, the Zoning Board of Appeals granted Special Permit Number 1997-47A to allow the construction of a 9,472 square foot building. The applicant proposes to modify the building, however, the footprint will remain the same. 4. The applicant is now proposing to modify the previously approved Special Permit. The applicant proposes to eliminate the retail liquor store use, eliminate the basement and decrease the office _ mezzanine from 1,000 square feet to`500 square feet. The applicant is also proposing to utilize 6,000 square feet for office space, increase the size of the coffee shop from 1,500 square feet to 2,000 square feet and add a third leasable unit of 1,972 square feet to be utilized for retail or office use. 5. The proposed modification [to Special Permit Number 1997-47A] may be granted without substantial detriment to the public good or the neighborhood affected and fulfills the spirit and intent of the Zoning Ordinance. The Vote was as follows: AYE: Richard Boy, Elizabeth Nilsson, David Rice, Thomas DeRiemer, and Chairman Emmett Glynn NAY: None 2 Town of Barnstable-Zoning Board of Appeals-Decision and Notice Appeal No. 1998-82-Griffin Modification of Special Permit Nos. 1997-47A&1997-47B Decision: Based upon the findings a motion was duly made and seconded to grant the Applicant the relief being sought in Appeal No. 1998-82 with the following terms and conditions: 1. Construction shall conform to the Proposed Modified Site Plan of 20 Independence Drive by Down Cape Engineering, Inc., dated May 20, 1996, last revised March 13, 1997, which has been approved by the Cape Cod Commission, or such other revised plan deemed less detrimental or more in conformance by the Building Commissioner. 2. The development is limited to a building not to exceed 9,972 square feet. 3. The Coffee Shop is not to exceed 2,000 gross square feet and not to exceed 50 seats. 4. Compliance with all conditions of the Cape Cod Commission Development of Regional Impact Decision No. TR96015, dated March 20, 1997, and as may be revised or amended, if applicable. 5. A 10 foot wide easement for construction of a pervious walkway shall be provided in favor of the Town of Barnstable as cited in the July 21, 1997 memorandum to the Zoning Board of Appeals from John Kenney, Esquire. 6. All easements in favor of the Town of Barnstable (including a Walkway and Drainage Easement) shall be approved by the Town Attorney and shall be recorded at the time of the recording of the deed into the Applicant or Applicant's successor or assign. 7. A"Right Turn Only" sign shall be installed at the exit to reinforce the one-way pattern on Independence Drive. The median dividing Independence Drive shall not be cut through at this location and a"One Way" sign shall be installed on the median of Independence Drive at this location. 8. All requirements of the Building, Health and Engineering Divisions, Conservation Commission and Fire Department shall be met. The Vote was as follows: AYE: Richard Boy, Elizabeth Nilsson, David Rice, Thomas DeRiemer, and Chairman Emmett Glynn NAY: None Order: Appeal Number 1998-82 modifying Appeal Number 1997-47 has been Granted with Conditions. This decision must be recorded at the Registry of Deeds for it to be in effect. The relief authorized by this decision must be exercised in one year. Appea)p of this decision, if any, shall be made pursuant to MGL Chapter 40A, Section 17, within twenty (20) day fter the date th li �thisecision. A copy of which must be filed in the office of the Town Clerk. 1998 Emmett Glynn, Chairman Date Signed I Linda Hutchenrider, Clerk of the Town of Barnstable, Barnstable County, Massachusetts,hereby certify that twenty (20) days have elapsed since the Zoning Board of Appeals filed this decision and that no appeal of the decision has been filed in the office of the Town Clerk. Signed and sealed this day-of 1998 under the pains'and penalties of perjury.- 'Linda Hutchenrider, Town Clerk PAR: R294 062. PAR: R294 006. KEY: 208279 TAX CODE:400 KEY: 205646 TAX CODE:400 CHIOTELLISP LAVINIA M TR MOVr RUTH C LAVINIA REAL ESTATE TRUST 123 GREAT PLAIN AVE PO BOX 37 NEEDHAM MA 02192-0000 OSTERVILLE MA 02655-0000 PAR: R294 010. PAR: R294 011. PAR: R294:013. KEY: 205655 TAX CODE:400 KEY: 205664 TAX CODE:400 KEY: 205673 TAX'CODE:400 CABANA• JOHN F TR DAVISP LOUIS A 8 STEPHEN'J dORN8AM ASSOCIATES LP Z B TRUST. DAVISP KEVIN A TRS 297 NDRTH ST 20 AIRPORT RD 50 AIRPORT RD HYANNIS MA 02601-0000 HYANNIS MA 02601-0000 HYANNIS MA 02601-D000 PAR:'R294 017. PAR: R294 018. PAR: R294 019. KEY: 205744.TAX CODE:400 KEY: 205753.TAA CODE:400 :EY: 2057.62•TAX.CODE:400 RSA,REALTY'INC SUPERIOR HOTEL MANAGEMENT RUSSELL; NILLIAN=J -JR 60.SURRER ST 921tIYANOUGH RD' 46 POND VIEW DRIVE MANCHESTER MA 10944-0000 HYANNIS MA 02601-0000 FAST.SANDNICH MA-02537-0000 PAR: R294 062. PAR: R294 068. PAR:'4294'069-002 KEY: 208279 TAX CODE:400 KEY:' 208304 TAX CODE:400 KEY: 355323 TAX CODE:400 CBIOTELLISP LAVINIA,N.TR INDEPENDENCE PARK INC INDEPENDENCE PARK.INC LAVINIA:REAL ESTATE TRUST BOX'1776 PO,BOX 1776 PO BOX 37. HYANNIS MA 02601-0000 HYANNIS MA 02601-0000 OSTERVILLE NA 02655-0000 PAR: R294'069.003 PAR:,2006 002. PAR: 9294 073. KEY: 355352 TAX CODE:400 KEY: 929 TAX CODE:200 KEY: 208368 TAX.CODE:400 INDEPENDENCE PARK INC GAZIANOP CHARLES 8 MARGARET NOYi RUTH C PO BOX 1776 2 CARRIAGE LN i23.GREAT.PLAIN AVE HYANNIS MA 026014-0000 CANTON, MA 02021+0000 NEEDHAM MA OZ192-0000 PAR: RZ94 078. PAR: R295 015.H00 PAR: R311 092. KEY 208402'TAX CODE:400 KET 208572 TAX CODE:400 KEY: 230814.TAX:CODE:400 CARVER* HERSERT'ET ALS TRS FLATLEY. THOMAS J ' CAPE HARBOR ASSOCIATES ZGERARD RNGT:GROUP INC ZTHE.FLATLEY,CO X=DENNIS M GOVEDNIK. 160 GOULD ST-SUITE 122 P 0 BOX 850168 1303 SO FRONTAGE RD SUITE 6 NEEDHAM MA 02194-DOOD BRAINTREE MA 02185-0168 dASTINGS AN 55033-0000 PAR: R294.070.001 - - KEY: 355608 TAX CODE:400 6I0VANNOMEP-ANTHONY TRUSTEE ZPACKA6106 INDUSTR GRPP INC 130;NORTH;ST HYANNIS MA 02601-0000 I Prcafaf Publicati n r 1+p "*" . *"hV Sated of Ap of Appet"e Sec. 11 of chwtar ! #he S @e of'htassaai.0et& aA aerwx +±e±sts thereto you are herabgi ei ORW 7 n.P.M i COAQmgm gtm,br- P wnbw I 90 �teb�vaCsd� 'y�stbee ft�e�tat>� "i�° for s i/aa `. trle inTiei ,to psx ap9 s m t. adar Ptri,Fg--W e and'On A is ro.'T#►e rop ty Is shown on As mstors Map OM,PsmiO 46 and is c ncf y mkk" ed"737 Main, rrt. Q>tvtt,AAA in an F Zomm DAsbtct 7.45 P.M. shoe Appeal myrdw 1 1 Jarm,4 Sly has to the mgzg sawd of Appeals fnr a a. l Parr+ f�to Sactiot+3.3.6[3�A�t�a t�tffilr't-C-n=mwid Uses• arvy use pate:in the S CAststt l ow P "'SarctADn 3.3.6a 1 D.The geLfiarer is saaltlr►g permi. t7n far nit!!-Iarrnily e�3argpwtts.Mom ft !llwom an Assessoe4,hAw 26D. Pmets 15'b 1U. &.14 w carrw�b-m-dreased as 350 We m Main Sov et aad 24.Yfr a$:A fa.i to�. MA Fe�'rye�+l et!aA HB H#Pvmy Boalrom Zo*ig Ofttnci. 8:'�p P,ht Gdit . Appeal Nl mbw 1998.82 iarel M. Grdffvi.Jr.hea wed to the Zorn Board qf, Ahab fat a. of .. SpecW PearW Nwrrber IW7-d'?A and Serial Fwrrwt Nuviw f`8W+71B.Ahe#Oxwd to etrmatthq the retail kgticr stoma tree:tlir►>tnatanq the betse:meat: and Jw--ma3smq thr. ,o*,,e .mazzar.i1w from 1.000 sq.ft.to 5W sq.FL The to applicant 4sereWr*3 to u:ibze 6.WO.sgJ ft-:for space,riamase flee eke of c+e flw ahr* 1.5M sq ft.to 2.000 sal.ft;add a third i--4&aWe urm of I JR2 9%N.to be ut tod#or mt94 or office use.T'*prapenty is shgw1v on Assessor's Map 294,Parcrl 06Z art$is conwrxwdy addrassed as 20 trade ace Dive On ersection of hOependence 1 irve end Route 132), t*jertnts, VA, ur an M*A stdtai Zarin DtspAct.9 Business ZonitV Ombict.,and 1D tidy Stiwolt"n Zomwg 1Xsrtftt_ 7'*es-a Pub4c Haam ps wail be held in flea Hearing Pvc rm Seco-J New Town KA 367 Main Street 1•iy- , Masmm*m, Ms on Wednesday. June 17. )%& AO Plans and tt l atl Ooerd Appeals C? Ca 'fa, a ofSseeas .. E)e{sart*zier¢t +Srrueh sv%se .?JAA_ �_mnraZt GfD'n� "`i4V„nor, -s=fir_ad-t tab*PetAot Sav � Jury d, ION • iARNSI'AHIE, • NAM 59. The Town of Barnstable Department of Health Safety and Environmental Services Building Division 367 Main Street,Hyannis MA 02601 Office: 508-790-6227 Ralph M.Crossen Fax: 508-790-6230 Building Commissioner March 27, 1997 Attorney John Kenney 12 Center Place 1550 Route 28 Centerville, MA 02632 Re: SPR-56-96Mall Liquors, 20 Independence Drive, Hyannis, (294/62) Proposal: Construct 1 new building containing 2 separate retail establishments with parking and drainage. 'Revised Plans dated 2/20/97' Dear Mr. Kenney, The above referenced site plan was reviewed at the March 27, 1997 meeting of Site Plan Review and deemed approvable with the following conditions: • Conservation approval. • Zoning Board of Appeals approval. • Sprinkler plans to Fire Department prior to Building Permit. Please be informed that a building permit is necessary prior to any construction. Upon completion of all work,.the letter of certification required by Section 4-7.8 (7) of the Town of Barnstable Zoning Ordinances must be submitted. Also, all signage must be discussed with Gloria Urenas of this Department. Should you have any questions, please feel free to call. Respectfully, Ralph Crossen Building Commissioner i�_ - .Flt:�H PARTRIDGE SNOW( HAHN LLP COUNSELORS AT LAW Kathleen LeClair, Paralegal (774)206-8200 km@psh.com March 20, 2008 Via Federal Express (508)862-4674 Building Department Attention: Sally Town Office Building 200 Main Street Hyannis, MA 02601 Re: 20 Independence Drive, Hyannis, MA Dear Sally: Enclosed please find a Federal Express return envelope for your use in sending me copies of the documents in connection with the above property. I appreciate your help. Thank you.- Regards, Ka e C ai KM:naw Enclosure 974864 1/8064-2 180 South Main Street-Providence,RI 02903 128 Union Street,Suite 500-New Bedford,MA 02740 101 Federal Street,Suite 1900•Boston,MA 02110 T:401-861-8200-F:401-861-8210 T:774-206-8200•F:774-206-8210 T:617-342-7361 •F:617-722-8266 www.psh.com NOV-09-98 MON 03: 19 PM LAW OFFICES FAX NO, 5087756029 P. 02 JOHN W. IKEN'NEY ATTORNEY AT LAW 12 CENTER PLACE 1550 ROUTE 29 CENTERVILLE.MASSACMUSETfS 02632 TELEPHONE 771-9300 FAY NO.775-6029 AREA CODE 508 - .. October 16, 1998 HAND-DELIVERED Barnstable Superior Court P.O. Box 425 Barnstable, MA 02630 ATTN. Phyllis A. Day, Clerk RE: Bornbam Associates. Limited Partnership , vs, Daniel M_ Griffin, Jr. et al Barnstable Superior Court Docket Noqg -4Sa` Dear Ms . Day: a. Enclosed herewith for filing please find Stipulation of Dismissal in connection with - the above-referenced matter. Thank you for your assistance in this matter. Ve truly yours, ohn W. Kenney JWK/wlj , Enclosure NOV-09-98 MON 03: 19 PM LAW OFFICES FAX NO. 5087756020 P. 04 Enimett F. Glynn, Ron S. Jansson, Eugene Burman, Richard 1 . Boy, Gail Nightingale, Elizabeth Nilsson Thomas A. Deriemer, David 'Rice and Kevin Minnigerode in their capacity as members of the Barnstable Zoning Board of t ; Appeals, Appelles, by their attorney, obert Smith, Town Attorn Town of Barnstable 367 Main Street Hyannis, MA 02601 A. (508) 190-6280 Date : ,October //a 1998 • n I NOV-09-98 MON 03: 19 PM LAW OFFICES FAX NO. 5087756029 P. 05 AUG—o —3$ FRI es say DOWN U",-m °�.'� •,-••— . BAS61lBNTY}, WN, L. PAUL LORUSSO and LILA LER LORUSSO,luaband sad wifte,ao+r of hlelbograe 1;Itacp, Florlda for consideration of$1.00 paid I grant to GERALD b. DIPIPTM, now of Barnstable(Ostarville), Barnstable County, Massachusetts,and PHILIP N, CHIOTELLIS, new of barnstable (Ctntt ytlle). 8arnutbla County, Massachusetts, at TENANTS IN COI 110N �yq t!.a....• 1 C�.•+�••sEt )L.�W. A right of way over land of tote grantors in Barnstable (li�annils), BaMstable County, Massachusetts, being over the southeely portion of Preah Holm Road as ahown an I)OMMUIblc A64C611014' MOP 294, to and [tom the premises to and from Aitpott Roan, Said right of way shall be used In common With all others now or hereafter entitled thereto and shall be for all Purposes for which streets.and ways are commonly used in the Town of Barnstable fdR 'e!s i171 '` �iFt�l• W1TNeSS our hands and seals this _514day it L. Paul JJ Lerusso tla Lee I armsao COMMONWEALTH OP MASSACHUSETTS Barnstable, 80. )lat�l� 19aS Then petaogaliy appeared the above-namad'L. Paul Loruaso and acknowitdged the foregoing Instrument to be his tree act and deed. before mc, . � II Notac ubiic My Commission espires; s/�? •� t • ., err ' ' � ` .kt�uuCD.JUN 3�s 3aO os �Q�ane au ne�ve,�kec� cic�czrr�n, �g I1� 8 U Akr,✓� sCSo,i� a sw nd} 2,qPjj3 MAR 20 At! 11: 05 R \ � . I y ` � I ` }tom•. //. - ¢� �: TOWN OF HABNSTASLr '. Zoning Bcard of Appeals Analication for a snecial •Pe=it ' MODIFICATION Data Received Far office use artly; Town Clara Office Appeal # Hearing Date'___ Decision. Due Modification of The undersigned hereby applies to the. Zong Board -of Appeals for�a Special in ' Pe=it, in the manner and for. the reasons hereinafter set forth: : Applicant Name: Daniel M. Griffin, Jr. , phone,.(508) '420=3381 Appl=cant Address: 1'39 West,Bay..Road, Osterville, MA 02655 property LccatLcn:,,,.rg:ependence Drive�Route 132 Hyannis, MA Lavinia M.u1no:tellis, rustee.o.t the Property Owners _ ....,,,,.Lay.in.ia..,M Chiotellis Trust: , .Phone _N.1A :Address of owner:-. ._ .77.1..Seaview•-Avenue, Osterville MA 02655 1f aw3gaat dtffsrs `ft..mner,_state,aatQte of.intervaMr �$�pli anc� t�buvPr in a Purchase anri-Sa1P ACTrPP'mAnt concerning the subject premises. X=ber of Yeats owned: N/A Assessor•s Hap/Parcel Number: Ma_; ?.94. Parr•el 69. Zoning District: Ind./Bus./Highway Business_ Groundwater overlay. District: GP as shown on Exhibits ''Modification of Special Permit No. 44� 1 A B attached`+ Special Permit Requested: Modification of Special Permit No. ctta Section T1t1e or 'the zans.ng Ordinance hereto Description of Act..,vity/Reasoa' for Request: Applicant is eliminating the retail liquor store use; eliminating the basement; and decreasing the office mezzanine from 1,000 sqaure feet to 500 square feet. . Applicant seeks to utilize 6.,000 square feet for'•off ice.space(including the mezzanine); increase the size of the coffee shop from 1,500, square feet to Z 000 square feet; and add a third leasable unit of 1,972 squar.e feet to be utilized for retail or office use. Total parking required is-48.spaces per the attached Exhibit C. Applicant` as provided'56 spaces. Desc Z.ptlon" of �onstracti= Activity '(if applicable) : a nn1jrgnt casks rn rnnsrrnrt a .building with 9,9.72 square feet to be used for office.(6,000 square feet including mezzanine); restaurant/ coffee shop (2,000 square feet); and third space to be used.for office or retail (1*,972 square feet). Proposed Gross gloom Area to be Added:.. •9,972 , Altered: N/A :- - Existing Level� of. Develogmeat of the Property Number of Buildings: -0- present vse(s) : Vacant Land , Gross rloor Area: N/A _. sq• ft- ... _.. application for- a Special petzait ' Is the Property located in. an Historic District? Yes [] No Sf yes 01M Use Only: �I Plan Review Number Data Approved Is the building a designated Historic Laadm=.k.2 Yes'[] No If yes Historic Preservation Denartrtent Use 101, Date Approved ------------ Have you applied for a building permit? Has the Building Inspector refused a pewit? Yes ? Yes Na Yes [] No All agglicatioas for a Special pewit re q7=a as approved Site Plan. That Process must be successfully completed prior ta.- ski ,-;erg this application :to the Zoning Board of Appeals. For eSuildinc:-Denai- eat Use anly- __ . _ Not Required - Single Family [I Site Plan Review.'-Number t• rave Signa d - , The following inforaatiom must be submtitt4d with the anal cation at the :time'`of' filing, failure to supply this =y res�t.w.in a pic� of your request: Th=ee (3) copies of the camPleted application fora, each with original signatures. Five (5) capies 'af a certified a surge P� � y (plot place) showing the dimensions of the land, all wertgnr� watar bodies and surrounding roadways and the location of the existing improvements on the. land. _. _. . w ,y Five (5) copies of a proposed site imrrrovement--plan, ;drawn by a :ce =ified professional and approved by.the.,Site Plan Review Committee .:. reaui=ad for all proposed develaameat activities. This plan must show the exact location of all proposed improvements and alterations on the land and to atructurss. Sea -contents of Site Plan', Sec tics of the Zonis �... . g ert ;,.,,...e. for detailed qui._remeats. The applicant may submit any additicaal sa�rportiag dccaments to i "assst the Board in making its detarmina4-iaa.:..._. Signature: Data Applicants or Agents slgnatzura John W.. Kenney, Esquire Agent•s Address: 1550 Route 28, Suite 12, Centerville, MA 02632 ae 508-771-9300 Pho Fax No.508-775_6U29 Notice Fos Public Nearing The following are the =st recent names► =ailing add esses and carsspcnding Assessors Map a Parcel. Numbers of the abutting property owners, the owners of land directly opposite on any public or private street or way, and all abutters to the abutters within three hundred (300) feet of the:praperty .liMes of the subject property. , Assessar's Map Nsscel Number owner's same Address 294/10 John-.F...Cabana, Trustee ZC Trust 20 Airport Road, Hyannis. MA 02601 294/11 5 A. is, ep en J. Davis u Kevin A. Davis, Trustees Sfl A 1rnn'r'r`-rind F�nannic� \•{ nr�nt _ 294/13 Edward P., Brown c/o John 0. Bambara, Trustee, 130 North Street, Hyannis; Mrs`02601 294/17 ,. „RS&Realty.., Inc., 60'Summer Street, Manchester, MA 10944 294/18. a -:Super•ior•.H.dtel bianagement, 921 Iyanough load, Hyannis, MA 02601. i 294/69-2 __,,--Independence Park, Inc., P.U. Box 1776,'Hyannis, MA 02601 294/69-3 --Independence Park, Inc., P.U. Box 1776, Hyannis, MA 02601 294/70 1 Anthony Giovannone, Trustee c/o Packaging Industry, 130 North Street, Hyannis, blA 02601 294/70 2 John D. Bambara Trustee c/o Packagin� Industry 130 North Stree* livann" A 026U1 294/78 Herbert Carver et al Trustees c/o Gerard-Memr Grouts 160 Gould St. #122, i1_eedham, MA 294/68 Independence Park, Inc. P.U. Box 1776, Hyannis, bJA 02601 294/73 Ruth"'biOv`'"""523 rrpar Plain Ave Needham, MA 02192 e . Notice Upon sli�sian of appli=tian, it is required that all facts and dacameatatina necsssai7 to support the relief being sought by presented by the applicant. The failure of which =ay result in the denial of the appl.=tian at the scheduled hearing • C H-L43-IS � � I11 N.1af�� If, O '31 w 2 G 30 e I^ 1 7 f 70•Z �:�..• 0 z b3.-C TOTAL �. FRESN NGYZr' -�POMD • a a a ' I fA• 3D0170) J $p fir• /�////J � t I. 2.11AC 1Q 13 Z.. CI > pr- 33 o REJN _ eO Ltz 0 n ?•o ROAO Epp 76.2 76 I I.o ry^ )- 9�� + b •� SSAC .2 eac 1rl It f °e •�• 170AC SLANT ROAD C A N o Z 69.3 < Z.Za uo / ° C a SSA 4LAG 1.57AG. UC) ,. e•e...i.�L ttd © A/q�lT' PZ••.1�.. a 10 o f /� * ` ,3 - ��►R row, b� 1 hb -t 7S ��tiO.uK01 7.OG -� It EX dY AWS ORIGINAL l9SUE .)� � A-�ls—f9 .if vn Nor �1t.D/ .I• .., f STANDAR❑ FORM From the Office at: PURCHASE AND SALE AGREEMENT John W. Kenney, Esquire iz_ G 12 Center Place, 1530 Route 28 -('f Centerville, bIA 02632 . This day of e fa 96 .(508) 771-9300 1, PARTIES Lavinia M. Chiotellis Trustee, Lavinia N1. Chiotellis Trust - — ANO MAILING 771 Seaview Avenue, Cisterville, MA 02632 ADORESSES hereinafter called the SELLER,agrees to Sc I and Daniel M. Griffin, Jr., Or Nominee (fill in) 70 Crestview Circle, Centerville, MA 02632 hereinafter called the BUYER or PURCHASER, agrees to ELY, upon the terms hereinafter set forth, the following desc ibed premises: Land located at 20 Independence•Drive/Route 132, 2 CESCSIPTiCN Hyannis, MA. For Seller's title and a further descrintion,see,the deed recorded.in (fill-in and inc:ucie the Barnstable.County Registry of Deeds in Book .789.9, Pace.93 .Said property is Ytle:referencel. also shown on the Town of Barnstable .Assessor's books as, ltap 29a Parcel 062. STnUCTURE „ -thereon, and the fixtures belonging to the Sc I ER and used in .connecacn,therewltn in ' , It any, all IMF PGVE?v NT,S, wall-to-wall carpeting, drapery rocs, automatic carage door openers, ven o- nos, window shares, FIX—iUFES screens, screen doors, storm windows and doors, furnaces, heaters, ,heating equicment, staves, ranges, ail and gas bumers an es adcUttenant th'eretb hci'water heaters, (fill in or3•ue'ere).- _ plumbing and bathroom fixtures,garbace ors, elec:nc and other lic_htine fixtures,maniels, outside television antennas, fences. _. trees, shrubs, plants,-and, ONLY IF;EUILT IN, refrigerators, air conditioning equic Cnalatcrs,dishwashers,washing machines and driers; and s, i TLE OE_-:) Said premises are to be conveyed by a good and sufficient quitc!aim deed running to the SUY_ , or to (fill in) the nominee designated by the EUYEF.by written notice to the SELLER at least seven days 'Irclude here by s.cecific betcre the deed is to be delivered as herein provided, and said deed shall convey a good and c!ear reference any restric- record and marketable title thereto,free from encumbrances,except tions, easements,rights (a) Provisions of existing building and cning laws: and oblicarions.in Tarry.,. . , (b) Existing rights and obligations in party walls which are not the subject of written agreement: walls not,inc-'uded in,(b)- (c) Such taxes for the then current year as are not due and payable on the sate of the delivery of leases,municipal and such deed: ctherliens,orhehencum- (d) Any liens for municipal betterments assessed after.the date of this agreement: 'brances, and_make,prg 4 ;, (e) Easements, restrictions and reservations of record, if any, so.lend as the same do net prohibit vision to protect or materially interere with the=x=use of said premises;. SELL—ER against EUYc='s '(f) proposed commercial breach of SEL'1�n"s ' covenants in leases, where necessary. " 5. PLANS - If,said deed refers to a plan necessary to be recorded therewith the Sc LER snall deliver such plan with the deed in form adequate for recording or recis;raticn. 6. - nEGiSTE=E:) . In additcri to the foregoing, if the title to said premises is:registered, said.deed shall be in form sufficient 77LE111N tc.entitle the EUYER to a Canificate of Title of said premises, and the Sc_L=R shall deliver with said deed ail instruments,if any,necessary to enable the EUYER to obtain such Cartifidate of Title. 7. PURCHASE PRiCE The acreed purchase price for said oremises is (fill in);space is allowed to write ----------------------------------- dollars,of which out the amounts S have been paid as a deposit this day and it desired S S are to be paid at the time of delivery of the deed in cash, or by certified, cashier's,treasurer's or bank check(s). S - See Addendum A S TOTAL COPYRIGHT• 1979,198{,1988.1987. 1988,1991 { ? All ngnts reserved. This form may not be copied or reproduced In GREATER BGSTCN REAL ESTATE BOARO 2 whole or in part in any manner wnatsoever wrtnoul the prior express written consent of the Greater Boston Real Estate Ecard. 8. TIME FOR Such deed is to be delivered at 10:00 o'clock A. M,an the 16th PERFORMANCE; December, 19 96 day of DELIVERY OF at the Barnstable County DEED(fill in) Registry at Deeds, unless otherwise agreed upon in writing. It is agreed that time is of the essence agreement of this 9. POSSESSION AND Full possession of said premises free of all tenants and occupants, except as herein provided,is to be CONDITION OF delivered at the time of the delivery of the deed, said premises to be then (a) in the same condition as PREMISE_ they now are, reasonable use and wear thereof excepted, and (b) not in violation of said building and (attach a list of zoning laws, and (c) in compliance with provisions of any instrument referred to in clause 4 hereof. The exceptions,if any) BUYER shall be entitled personally to inspect said premises prior to the delivery of the deed in order to, determine whether the condition thereof complies with the terms of this clause. 10. EtTENSiON TO If the SELLER shall be unable to give title or to make conveyance, or to deliver possession of the pre-- PERFECT TITLE miser;all as herein stipulated, or if at the time of the delivery of the deed the premises do not conform- _ OR MAKE with the"pravisi.ons•hereof, then PREMISES CONFORM the SELLER s03 se reasonable efforts to remove any defects in title, or'to (Change period of deliver possession as provided herein, or to make the said premises conform to the provisions hereof, as time if desired). the case may be, in which event the SELLER shall Give written notice thereof to the BUYEF at or before the time far performance hereunder, and thereucon the time for performance hereof shall be extended for a period ot.thirty 30 days, provided Seller shall not be required to expend more tlian To be in-compliance with this paragraph. 11. FAILURE TO If at,_the expiration of the extended time the SELLER shall have failed so to remove any de!ec's in title.-FERFECT TITLE deliver possession, dr make the premises conform,.as the case may be, all as herein agreed, or if at any OR MAKE time during the pericd.of this agreement or any extension thereof, the holder of a mortgage cn said pre- FFEMISES mires shall.refuse to permit the in proceeds, if any, to be used for such purposes, then any pay- CONFORM,etc. merits made under this agreement shall be forthwith refunded and ail ether obligations of the parties hereto shall cease and this agreement shall be void without recourse to the parries hereto. 12. EUYE;,s The SUYEF shall have the election, at either the original or any extended time for performance. to accept EL_CTION TO such title as the SELLER can deliver to the said premises in their then condition and to pay therefore the ACCEPT TITLE purchase price without deduction, in which case the SELL=R shall convey such title, except that in the event of such conveyance in accord with the provisions of this clause, if the said premises shall have been damaged by fire or casualty insured against, then the SELLEF shall, unless the SELLER has -previously restored the premises to their former condition,either (a) .pay over or assign to the BUYER, on delivery of the deed, all amounts recovered or recoverable. on account of such insurance, less any amounts reasonably expended by the SELLER for any partial restoration,or (b)•- if,a holder, of a mortgage an said premises shall not permit the insurance prcceecs or a part ,thereof to be used to restore.the said premises to theirlormer condition or to be so paid over or _ assigned, give to the BUYER a credit against the purchase price, on delivery of the deed, equal tc said amounts so recovered or recoverable and retained by the holder of the said mercage less any amounts reasonably expended by the SELLEF for any partial restoration. 12. -ACCEPTANCE The acceptance of a deed by the BUYER or his nominee as the case may be, shall be deemed to be a OF DEED full•performance and discharge of every agreement and obligation herein contained or expressed, except such as are,by the terms hereof,to be performed after the delivery of said deed. 14. USE OF To enable the SELLER to make conveyance as herein provided, the SELLEF may, at the time of delivery MONEY TO of.the deed, use the purchase money or any portion thereof to clear the title of any or all encumbrances or CLEAR TITLE interests, provided that all instruments so procured are recorded simultaneously with the delivery of said deed, or within a reasonableperiod of time thereafter in accordance with standard conveyancing practices in arnstable County, provided any such mortgage to be so** 15. INSURANCE Until the delivery of the deed,the SELLER shall maintain insurance on said premises as fellows: 'Insert amount Type of Insurance . Ameunt.,of�ggyerage (list additional i;i, ' types of insurance (a) Fire and Extended Coverage 'S N/A and amounts as (b) agreed) 16. ADJUSTMENTS I, ,4' t (list operating ex- ` ` ^taxes for the then current fiscal year, shall be ac- penses,if any,or portion a of,tie day of performance of this agreement and.the net attach schedule) amount thereof shall be added to or deducted from, as the case may be, the purchase price payable by the BUYHtte time of delivery of the deed. 6meeileeted ** discharged is with an institutional lender. 17. ADJUSTMENT If the amount of said taxes is not known at the time of the delivery of the deed, they shall be apportioned OF UNASSESSED an the basis at the taxes assessed for the preceding fiscal year, with a reapportionment as soon as the AND new tax rate and valuation can be ascertained: and, if the taxes which are to be apportioned shall there- AEATE:)TAXES after be reduced by abatement, the amount at such abatement, less the reasonable cast of obtainiflq'the same, shall be apportioned between the parties, provided that neither party shall be obligated to instifute or prosecute proceedings for an abatement unless herein otherwise agreed. 18. EROKEF's FEE A Broker's fee for professional services of (rill in fee with is due from the SELLER to Unique ea state dollar amount or percentage:also but onlv if, as, and when a deed transferring title from Seller name of Brokerage to Buyer is recorded and Seller receives the full amount of the the Ercker(s) herein, _ _ _ ^, purchase price. ^ _ a .. .. 19. EROKEF(S) The Eroker(s) named herein Un>aue Real Estate _.WARRANT`( warrant(s) that the Broker(s)is(are)duly licensed as such by the Commonwealth of Massachusetts. (fill in name) c0 �,E OSiT All deccsits made hereunder shall be held in escrow by Unique Real Estate r. (h1l�n_narre)~ as:escrow agent sublet: to the terms of this acreement and shall �.e duly accounted for at the time for performance of this acreenent. In the event of any disagreement between the parties, the escrow acent may retain all deposits made under this acreement pending instructons mutually given by the SE_L=R and the BUYER. 21. BUYER's If the BUYER shall-fail to fulfill the BUY agreements herein, all deposits made hereunder by the DE=.4ULT: BUYER shall be retained by the SELLER as licuicated camaces - - "" QAIMAGE. _ - and this shall be the Seller's sole remedy, at law or in equity, for any default by the Buyer. 22. RE_caSE EY The SELLER's spouse hereby acrees to join in said deed and to release and convey all statutory and HUSEANO OF other richts and interests in said premises. WIFE 22. EFCKEF AS The Ercker(s) named herein join(s) in this acreement and becomes) a parry hereto, insofar as any prcvi- FAR `f sions of this acreement exeressly apply to tre Ercker(s), and to any amendments or modifications of such provisions to which the Eroker(s) acree(s)in writing. 24. .._LIAEILITY OF If the.SELLER or BUYER executes this acreement in`a representative or fiduciary capacity, anly the TnUS T E_ principal or the estate represented shall be bound, and neither the SELLER or BUYER so executine, nor SHARE. LOEF, any shareholder or beneficiary of any trust,shall be personally liacle fcr any obligation, express or impiied, EENEFiCIAFY,etc. hereunder. 25. WARRANTIES ANO The BUYER acknowledges that the EUYEF has not been influenced to enter into this transaction nor has RE?RESENTATIONS . he•relied upon any warranties or representations not set to or incorporated in this agreement or pre- (fill in);it none, vicusly made in writing, except for the following additional warranties and representations,if any, made by state "none';it either the SELLER or the Ercker(s): any listed,indicate by whom each war- rarity or represen- alit:ONE taticn was made 26. MORTGAGE In order to help finance the acquisition ises, the EUYEF shall apply for a conventional bank or CONTINGENCY other institutional mortgage loan of S. at prevailing rates,terms and conditions. CLAUSE If despite the BUYER's diligent efforts a commitment for such loan cannot be obtained on or before (omit it not Nnvemher 15 ,19 96 the EUYER may terminate this agreement by written notice provided for to the SELLER and/or the Ercker(s), as agent(s) for the SELLER, poor to the expiration of such time, in Otter to whereupon any payments made under this ageement shall be forthwith refunded and all other Purchase) obligations of the parties hereto shall cease and-'this agreement shall be void without recourse to the parties hereto. In no event will the BUYER be.deemed to have used diligent efforts to obtain such commitment unless the BUYER submj s a c;,rp provisions on or before September 5plete mart 9a e61oan application conforming to the foregoing 1 . 27. CONS7RUC71CN This instrument, executed in multiple counterparts, is to be construed as a Massachusetts contract, is to OF AGREEMENT take effect as a sealed instrument, sets forth the entire contract between the parties, is binding upon and enures to the benefit of the parties hereto and their respective heirs, devisees, executors, administrators, successors and assigns, and may be cancelled, modified or amended only by a written instrument executed by both the SELLER and the BUYER. If two or more persons are named.-herein as BUYER their obligations hereunder shall be joint and several. The captions and marginal notes are used only 9s a matter of convenience and are not to be considered a part of this agreement onto be used in determuiing the intent of the parties to it. 29. LEAD FAINT The parties acknowledge that, under Massachusetts law, whenever a c1nid or children under six years of LaW age resides in any residential premises in which any paint, plaster or other accessible material contains dangerous levels of lead, the owner of said premises must remove or cover said paint, plaster or other material so as to make it inaccessible to children under six years of ace. ' 29. SMCKE .The.SELLER shall, at the time of the delivery of the deed, deliver a certificate from the fire department of DE i`C T OFS the city or, town in which said premises are located stating that said premises have been eeuieCed With-, accrcved smoke detectors in conformity with acplicable law. 20. ADDITIONAL The initiated riders,if any,attached hereto,are inccr:crated herein by reference PROVISIONS See Addendum A attached hereto. FCF=ESiCENTIAL P(;CFc=iY CONSTRUCTEC PRICR TO 1972, EUYSR MUST ALSC �iAVE SiGNEC LEAD PAINT"PROPER TnANSF=n \IC71F;CA7!CN CEn71F:CA7!CN" NCTIC This is a lecal document that creates binding oblicaticns.If net uncerstccc,consult an ancrnev. Lavinia Ni. Chiotellis Trust `E:_LE-n 'Y.-.z nia M, C iotellis, Trustee S Daniel lei. Griffin, Jr., or Nominee Ercker(s) _ .r --• E<T ENSIGN OF TIME FOR PE-r'CFMANCE __... Date The time for the performance of the foregoing agreement is extended until o'dock M.on the day-of 19 time still being of the essence of this agreement as extended. In all other respecs,this agreement is hereby ratified and confirmed. This extension, executed in multi ple'counterparts,is intended to take effect as a sealed instrument. SELLER(or spouse) SELLER BUYE=, BUYER Eraker(s) ADDENDUM A This Agreement is subject to: (a) Buyer, on or before December 16, 1996, obtaining ail necessary permits, including any special permit needed from the Town of Barnstable and/or Cape Cod Commission approval, to allow for the construction of a one-story metal frame structure having approximately 20,000 square feet of space to be used for retail sales purposes; (b) ..­ Buyer, on or before December ,16, 1996, obtaining approval by the, -Town of Barnstable and Commonwealth of Massachusetts of the transfer of Buyer's liquor license to the premises; ­ • (c). 'Buyer incurring the cost of hooking up to Town of Barnstable Sewerage. System if all of the above. contingencies are satisfied. Buyer assuming cost of sewerage bettdrment. (d) . - Seller financing of : the purchase price with the following terms : Amount of. Seller Financing: $ Rate of Interest: Ot Term: Security (e) Payment to Seller per Payment Schedule Attached as Exhibit 1 to Addendum A. Lavinia M. Chiotellis Trust •Buyer: Daniel M. Griffin, Jr. , Seller: Lavinia M. Chiotellis, or Nominee Trustee EXTENSION AGREEMEMT SELLER: Lavinia M. Chiotellis, Trustee Lavinia M. Chiotellis Trust BUYER: Daniel M. Griffin, Jr. or Nominee PROPERTY: 20 Independence Drive/Route 132 Hyannis, MA PURCHASE & SALE AGREEMENT DATED: September 16, 1996 -1 .: . The- .time for performance of the Purchase and Sale Agreement is -extended from March 30, 1998 to May 29, 1998, time being of the essence of this Purchase and Sale Agreement . : Lavinia M. Chiotellis Trust BUYER: Daniel . Griffin, Jr. Seller: Lavinia M. Chiotellis, v or Nominee Trustee Unique Real Estate Broker: Ann Ry DATED: April 1998 EXHIBIT A PROPOSED MODIFICATION OF THE TERMS AND CONDITIONS IMPOSED IN DECISION RE SPECIAL PERMIT NO. 1997-47 A 1 . Construction shall conform to the Proposed Modified Site Plan of 20 Independence Drive by DownCape Engineering, Inc . , dated May 20, 1996, last revised March 13 , 1997, which has been approved by the Cape Cod Commission, or such other revised plan deemed less detrimental or more in conformance by the Building Commissioner. 2 . The development is limited to a building not to exceed 9, 972 square feet . 3 . A Coffee Shop not to exceed 2, 000 gross square feet and not :to exceed 50 seats . 4 . The development shall be considered full Buildout of this site . S . Compliance with all conditions of the Cape Cod Commission Development of Regional Impact Decision No. TR96015, dated March 20, 1997, and as may be revised or amended , if applicable . 6 . A 10 foot wide easement for construction of an impervious walkway shall be provided in favor of the Town of Barnstable as cited in the July 21, 1997 memorandum to the Board from John Kenney, Esquire . 7 . All easements in favor of the Town of Barnstable (including a Walkway and Drainage Easement) shall be approved by the' Town Attorney and shall be recorded at the time of the recording of the deed into the Applicant or Applicant' s successor or assign. EXHIBIT B PARKING REQUIREMENTS SPECIAL PERMIT NO. 1997-47 B 1 . Parking may be reduced to 56 spaces as illustrated on the proposed plan for development, titled "Proposed Modified Site Plan of 20 Independence Drive" by DownCape Engineering, Inc. , dated May 20, 1996, last revised March 13 , 1997 . 2 . The development is limited as itemized in the Special Permit 1997-47-A, Condition No. 2, as modified, issued for the Conditional Use of the property. 3 . Compliance within all conditions of the' Cape Cod Commission TR No. 96015 dated March 20, 1997 as may be revised or amended, if applicable. 4 . All conditions of Conservation, ' Building, Health and Engineering Division of the Town of Barnstable and the Fire Department . v - EXHIBIT C PROPOSED MODIFICATION OF THE TERMS AND CONDITIONS IMPOSED IN DECISION RE SPECIAL PERMIT NO. 1997-47 B USE SQUARE FOOTAGE/CALCULATION REQUIRED SPACES Office 6, 000 sq. ft. 1/300 sq. ft . of gross floor area plus 1/separate suite 21 (6, 000 + 300 = 20 + 1) Restaurant 2, 000 sq. ft . 1/Every 3 seats + 1/ Every 2 Employees + 5/Take Out Area (50 seats _ 3 = 16 . 67 = 17 4 Employees = 2 = 2 1 Take Out Area = 5 Total = 24) 24 3rd Unit Office 1, 972 sq. ft . 1/300 sq. ft . of gross floor area + 1/separate suite (1, 972 + 300 = 7 + 1 = 8) OR Retail 1, 972 sq. ft . 1/200 sq. ft . of gross floor area + 1/separate Enterprise = (1, 972 _ 200 = 10 + 1 = 11) 11 TOTAL SPACES REQUIRED 56 �l JOHN W. KENNEY ATTORNEY AT LAW ;`i• .. 12 CENTER PLACE 1550 ROUTE 28 ' ,:,CENTERVILLE,MASSACHUSETTS,02632'! µ TELEPHONE 79-1-9300 d " ' i "FAX NO.775-6029 AREA CODE SOB July 2 , 1998 Mr. Ralph N. Crossen Building Commissioner Town of Barnstable 367 Main Street Hyannis, MA 02601 RE: Applicant : Daniel M. Griffin, Jr. Property Location: �20-IridEp_ &dence Dr. /Route 132 ;K Hyannis;- MA ZBA Appeal No. : '-1997-47A; 1998-82 Site Plan .Review No. : SPR 56-96 Dear Mr. Crossen: -I am writing to confirm the terms of our conversation we had concerning the above-referenced matter.- - . In our conversation I asked you if, as a matter of -right,` my client could proceed with the construction of his building as shown on the site plan reviewed at the Site Plan Review Hearing No. SPR 56-96 and occupy :the premises solely for office use, a permitted use in the three zoning. districts within which the subject property is located. You informed me that you concurred with my opinion that Mr. Griffin could proceed with construction of the project as approved by Site Plan Review and occupy it solely for office use . As I advised you, the .reason I made this inquiry to you is that it is my understanding that someone may file an appeal of the Request for Modification of a Special Permit filed by me on behalf of my client in this matter'. The Request for Modification of a Special Permit is Zoning Board of Appeals No. 1998-82 . This Request for Modification was to modify the previously granted Special Permits Number 1997-47A and 1997 47B. The request to modify the project included elimination of the basement , reduction of mezzanine section from 1, 000 square feet to 500 square feet, elimination of the retail package store to be replaced by an office use, an increase in the size of the proposed coffee shop from 1, 500 square feet to 2, 000 square feet and from 23 seats to 50 seats, and the addition of a third unit to be used as either retail or office space. The Zoning Board of Appeals approved the modification of the previously granted Special Permits . However, as stated herein, it is my understanding that someone may file an appeal of the Modification. In the anticipation of this potential appeal, my client would still like to proceed with construction of the project . The project would be occupied only for office use until i Mr. Ralph N. Crossen Building Commissioner July 2, 1998 Page 2 such time as the appeal is decided. If the appeal is decided in my client' s favor we would proceed with the coffee shop and third retail/office space . If the appeal is decided against my client we will proceed with occupying the property strictly as office space . During the interim period of time, while the appeal is pending, the building would be utilized strictly for office space . If you are in agreement with my opinion as set forth in this letter I request that you sign the enclosed copy of this letter and return it to my office . This letter will assist my client in obtaining financing to commence construction of the project as previously approved by Site Plan Review. If you are not in agreement with my opinion I request that you contact me immediately to discuss this matter. Thank you for your anticipated cooperation. If you have any questions please do not hesitate to call me. qoh yyus, n W. Kenne JWK/wlj cc : Daniel M. Griffin, Jr. Joe Keller I, Ralph N. Crossen, Building Commissioner for the Town of Barnstable, agree that the proposed project for the property located at 20 Independence Drive%Koute .l32, Hyannis, -MA as appr-oved by Site Plan Review No. SPR 56-96 may be built and occupied for office use only as a matter of right . Ralph N. Crossen, Building Commissioner, Town of Barnstable 1 -y JOHN W. KENNEY ATTORNEY AT LAW 12 CENTER PLACE 1550 ROUTE 28 CENTERVILLE,MASSACHUSETTS 02632 TELEPHONE 771-9300 FAX NO.775-6029 AREA CODE 508 June 16, 1998 Mr. Ralph N. Crossen Building Commissioner Town of Barnstable 367 Main Street Hyannis, MA 02601 RE : Applicant : Daniel M. Griffin, Jr.' _-_. - .r. Property Location: 20 Independence Dr. /Route .l32 Hyannis;---MA_r' - ZBA Appeal No. : 1998-82 Site Plan Review No. : SPR 56-96 Dear Mr. Crossen As I previously informed you my client, Daniel M. Griffin, Jr. is applying. to the Zoning Board of Appeals for a Modification of Special Permits No. 1997-47A and 1997-47B for the property located at 20 Independence Drive, Hyannis, MA. Enclosed for your review is a copy of the Request for Modification which is listed with the Zoning Board of Appeals as Appeal No. 1998-82 . I am writing this letter to ask you to confirm my opinion that this request for Modification of the previously granted Special Permits does not require the applicant to return before the Site Plan Review Committee as a prerequisite to going back to the Zoning Board of Appeals . The specific changes being proposed by Mr. Griffin to the project that was previously approved for the property at 20 Independence Drive, Hyannis, MA are set forth in the Request for Modification. For site plan review purposes, the footprint `of the building will not change . The parking area, entrance/exit ways, and landscaping will not change . There will be an increase in the number of units in the building from two units to three units but all* three units will be contained within the same footprint of the building previously approved by Site Plan Review. The project as modified requires fifty-six parking spaces and fifty-six parking spaces are provided as shown on Exhibit C of the Request for Modification. Based upon the foregoing, it is my opinion that this project does not need to go back to Site Plan Review for a hearing. If you are in agreement with this opinion I request that you sign the enclosed copy of this letter and return it to my office for submission to 'the Zoning Board of Appeals . If you are not in Mr. Ralph N. Crossen June 16, 1998 Page 2 agreement with my opinion I request that you contact me immediately to discuss this matter. Thank you for your anticipated cooperation. If you have any questions please do' not hesitate to call me . Ver trul y rs, - John W. Kenney JWK/wlj Enclosure I, Ralph M. Crossen, Building Commissioner for the Town of Barnstable, agree that the proposed Modification of Special Permit 1997-47A and Special Permit 1997-47B listed as Appeal No. 1998-82 does not have to return to Site Plan Review Committee for any additional hearings . Ralph N. Crossen, Building Commissioner, Town of Barnstable R _ 0 -� JOHN W. KENNEY ATTORNEY AT LAW 12 CENTER PLACE 1 SSO ROUTE 28 CENTERVILLE,MASSACHUSETTS 02632 TELEPHONE 771-9300 FAX NO.775-6029 AREA CODE 508 August 19, 1998 Sara Korjeff Cape Cod Commission P.O. Box 226 .Barnstable, MA 02630 RE : Mall Liquors Proposal 20 Independence Drive Hyannis, MA Development of Regional Impact - No. TR96015 Dear Sara: I am writing to inform you of the most recent developments concerning the above-referenced project and to advise you that Daniel M. Griffin, Jr. /Mall Liquors no longer desires to proceed with the project as approved by the Cape Cod Commission. The project for this location as it now stands no longer falls within Cape Cod Commission jurisdiction. We wish to terminate all prior agreements and approvals granted by the Cape Cod Commission since the project approved by the Commission will not be built . After obtaining final approval by the Cape Cod Commission for the Development of Regional Impact - No. TR96015 and obtaining all Town of Barnstable approvals, Mr. Griffin/Mall Liquors decided not to go forward with the project . On June 17, 1998 Mr. Griffin went before the Town of Barnstable Zoning Board of Appeals to obtain approval for a modified project which does not come within the jurisdiction of the Cape Cod. Commission. The project was modified as follows : Basement of 9, 472 square feet has been eliminated; The retail liquor store with office space and storage area- has been eliminated; The office mezzanine has been reduced from 1, 000 square feet to 500 square feet; This matter has been reviewed with the Town of Barnstable Building Commissioner' s office and said office is in agreement that the project, as modified, is not within Cape Cod Commission jurisdiction. Additionally, no discretionary referral was made. 1 f a' Sara Korjeff August 19, 1998 Page 2 I am uncertain what, if anything needs to be done to rescind the. prior approvals granted by the Cape Cod Commission. I request that you contact me after you have had an opportunity to review the contents of this letter to let me know if any additional steps need to be taken to terminate the prior approvals . Also, since the project as approved by the Commission will not be going forward, Mr. Griffin, obviously will not be making the payments previously agreed to for vehicle trip-reduction purposes, pedestrian traffic improvements, etc . .If you have any questions please do not hesitate to call me. Very truly yours, John W. Kenney JWK/wlj cc : Daniel M. Griffin, Jr. Ralph N. Crossen - � Rom~ -•• ' JOHN W. KENNEY ATTORNEY AT LAW 12 CENTER PLACE I SSO ROUTE 28 CENTERVILLE,MASSACHUSETTS 02632 TELEPHONE 771-9300 FAX NO.775-6029 AREA CODE 508 e August 19, 1998 Mr. Ralph N. Crossen Building Commissioner Town of Barnstable 367 Main Street Hyannis, MA 02601 RE : Property Location: 20 I;S, pendence Dr. oute 132 Site Plan Review No. : SPR 56-96 Dear Mr. Crossen: I am writing to clarify the status of the above-referenced project . As you are aware, this project was originally granted two (2) Special Permits in August 1997 from the Town of Barnstable Zoning Board of Appeals . Those permits were Special Permit No. 1997-47A to allow the construction of a 9,472 square foot building (footprint) containing a retail liquor store with office space and a storage area, a coffee shop and a full basement . A Special Permit was required because retail sales is a conditional use in the HB Highway Business Zoning District . At the same hearing, the Zoning Board of Appeals also granted Special Permit No. 1997-47B to allow less parking than required by the Zoning Ordinance under Section 4-2 . 8 . Thereafter, my c-lient made a decision to revise his project . An Application for Modification of Special Permit Nos . 1997-47A and 1997-47B was filed and the public hearing was held on the Request for Modification on June 17, 1998 . The Zoning Board of Appeals granted the request for the modification which included elimination of the retail liquor store, eliminating the basement and a decrease in the office mezzanine from 1, 000 square feet to 500 square feet . The Applicant also modified the plan by proposing to utilize 6, 000 square feet of the building for office space, increase the size of the coffee shop from 1, 500 square feet to 2, 000 square feet and add a third leasable unit of 1, 972 square rt feet to be utilized for retail or office use . The Board voted to grant the proposed modification. Thereafter, an appeal was filed. Subsequent to the appeal my client began site work on the property and an issue has arisen as to how, and under what authority my client is proceeding. It is my hope that this letter will clarify this matter. Mr. Griffin is proceeding to construct the project in accordance with the Site Plan approved to Site Plan Review being SPR ##56-96 . No zoning relief is required to construct the building in accordance with the Site Plan. It is Mr. Griffin' s position s 4 Mr. Ralph N. Crossen Building Commissioner August 19, 1998 Page 2 that, when the building is constructed, if the appeal is either still pending or he loses the appeal the entire building will be utilized for office space, an allowable use under the Zoning By- law. If Mr. Griffin wins the appeal, he intends to utilize the building in accordance with the Special Permits issued for this site .as modified at the June 17, 1998 Zoning Board Hearing. To-cl'ar1°fys it is my client' s r'~OS 1--Lon. that he* 'Lic18 ci I'1gY1t LO construct the building in accordance with Site Plan Review No. 56- 96 . He further has the right to utilize the entire building as office space. In the interim, if the appeal of the Modification of the Special Permit is resolved in favor of my client he intends to utilize the building in accordance with the terms of the modified Special Permit . Also, since the building as modified no longer falls within Cape Cod Commission jurisdiction I request that you disregard the Cape Cod Commission decision which impacted this project prior to modification. The building that will be constructed on this site will be in accordance with the size and dimensions set forth in the project approved at the Modification of Special Permit hearing on June 17, 1998 . Again, it is our position that we have a right to build this building on the reduced modified scale in accordance with the Site Plan and utilize it for office space. It is my hope that this letter will help to clarify any questions concerning the status of this project . If you need additional information or wish to discuss this matter with me further please do not hesitate to call me . -lT. John W. Kenney JWK/wlj cc : Daniel M. Griffin, Jr.. Joe Keller �l x ENGINEERING AND PRODUCT DATA 3.. "STAR BUILDING SYSTEMS r A® STAR BUILDING SYSTEMS P.O. Box 94910 Oklahoma City,OK 73143-4910 405-636-2010 FAX 405-636-2419 October 5, 1998 LOHR REALTY & CONSTRUCTION P.O. BOX 243 SOUTH DENNIS, MASSACHUSETTS 02660-0243 Subject: DAN GRIFFIN, JR. Hyannis, Massachusetts (A) SMSS 64'x 73'x 13' Is 25' &24' Bay Spacings (B) SMSS 64'x 75'x 24' Is 25' Bay Spacings (C) SWE 15'x 27'x 11'-6 Is 27' Bay Spacings Star Job Number 98-4369 Gentlemen: This is to certify that material for the subject type structure has been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. This building is designed in general accordance with the 9th edition, AISC Steel Construction Manual and 1986 AISI Cold Formed Steel Design Manual with 1989 addendum. Star Building Systems is certified by AISC in Category MB. The fabricated metal building structural components for this building have been designed at the Oklahoma City, OK, facility and will be fabricated at one or more of the following AISC certified locations: Monticello, IA; Lockeford, CA; Hamilton, Ontario; Columbus, MS; or Rocky Mount, NC. This material,when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using-the components as furnished, will meet the attached loading requirements without exceeding the allowable working stress. This certification does not cover field modifications or the design of materials not furnished by Star Building Systems. The attached calculations are to remain with and form part of this Letter of Certification. Cordially, ti OF 4fi- STAR BUILDI a obert on ° civIL No.40350 Dann L. e K NAL Manag f Engin /pl ZV OER7/FiC 9 8600 South Interstate 35, Oklahoma City, OK 73149 STECOflY'-� , �s Job No 98-4369 Star Building Systems Job No : 98-4369 Engineering Services Engineer : bac ENGINEERING DESIGN CRITERIA ------------------------------------------------------------------------------- Building Code MASSACHUSETTS STATE BUILDING CODE 6th Edition Building End Use Retail Liquor Store Use Group Classification Use Group B business (A,B&C) Dead Load 4 . 6 psf Star Material (A,B&C) Roof Collateral Load 3 . 0 psf Sprinkler Load (A,B&C) Roof Collateral Load 2 . 0 psf Ceiling Load Fixed Service Equipment ',(1) 1500# Roof Top Units (A) (2) 1500# Roof Top Units (B) (B) Mezzanine Dead Load 30 . 0 psf (B) Mezzanine Collateral Load 3 . 0 psf Sprinkler Load (B) Mezzanine Collateral Load 2 . 0 psf Ceiling Load (B) Mezzanine Partition Load . 10 . 0 psf (B) Mezzanine Live Load 75 . 0 psf Snow Load Zone 2 Snow Load (Pf) 30 . 0 psf Wind Load Zone 3 Wind Load 90 . 0 mph Wind Exposure B (A&B) Building Wind All buildings designed as ENCLOSED (C) Building Wind All buildings designed as PARTIALLY ENCLOSED Seismic Load (Cs)W Seismic Values Av = 0 . 12, Aa = 0 . 12 Seismic Hazard Exposure Group Group I Soil Site . S4 2 . 00 Load Combinations DL + LL + SN DL + LL + SN + 0 .5WL DL + LL + 0 . 5SN + WL DL + LL + SN + EQ High Strength Bolt Tightening In accordance with the "Specification for Structural Joints Using ASTM A325 or A490 Bolts" the turn of the nut method of tightening is recommended. 0f ss ,9C ^� DA N L. o DE B a cv CIVIL cn No.40350 -off 9F�rSTER`� oFFssIONAL f . n y s Job No 98-4369 Star Building Systems Job No : 98-4369 Engineering Services Engineer : bac ENGINEERING DESIGN NOTES ---------------------------------------------------------------------------- 1) The application of mezzanine loads different from those used in the design of the material supplied by Star could void warranties and certifications as they apply to this structure. 2) Support of sidewall A parapet at Bldgs . A & B Not by Star.. 3) Support of sidewall C CMU wall at Bldgs . A & B Not by Star. 4) 6" Canopy support channels for wind on canopy only, not for vertical or wind on wall loads . Star Building Systems, OKC, OK User: carmichael Page: Z Message Program - Version V24 ` ' Job Number: 94369a Design Summary Report run01 Date: 09/23/98 Manufacturing Plant - Monticello, IA Start Time : 14 :45 :47 -----------------------------------------------------------=------------------- M A I N B U I L D I N G D E S I G N S U M M A R Y R E P O R T BUILDING DATA Live Load: 30 . 00 psf SMSS 64-0 x 73-0 x 18-4 h. s . 1 : 12 Tributary. Check: NO Bays : 25-0 2@24-0 Building Code: Massachusetts Roof Snow Load: 30 . 00 psf Wind Exposure Category: B Wind Load: 90 . 00 mph Seismic Zone: 2 Dead Load: 4 . 60 psf Collateral Load: 5 . 00 psf -------------- PANELS ----- Roof : STS 24GA GALM Wall : SDW 26GA SPECIAL (STAR-SHIELD) (DURA-RIB) PURLINS ---- Side 2 :2@3-11 10@5-0 4-10 1-4 Bay Side Length Member Size Brace L Lap R Lap Bear # (ft) Identification Locations Exten Exten Stiff --------------------------------------------------------------------- 1 2 25 . 000 8 . 5Z88 PURLIN 3 points S 0 . 000 3 . 188 C 2 2 24 . 000 8 .5Z72 PURLIN 3 points C 1 . 583 1 . 583 C 3 2 24 . 000 8 . 5Z88 PURLIN 3 points C 2 . 583 0 . 000 S 1 2 25 . 000 8 . 5Z88 INTERMED. 3 points S 0 . 000 0 . 000 S 3 2 24 . 000 8 . 5Z88 INTERMED. 3 points S 0 . 000 0 . 000 S @ 3-11, 5-0 & 4-10 Spaces Side 2 Anti-Roll Hdwe @ 8 STRUTS SIDES 1 & 2 ---- 8 . 5E92 •ES 1/12 @Bays 1- 3 BRACING ---- Roof : 1 bays rods Side 1 : 1 bays rods Side 2 :Portal Frame Side 3 :End Frame Side 4 :End Frame SIDEWALL GIRTS ----- SIDE 1 ---- ( Open for Parapet Wall Const. N.B.S. ) Canopy Support Channels Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 9-0 25 . 000 6C10 .5 3 points S 0 . 000 0 . 000 S 1 14-0 25 . 000 6C10 . 5 3 points S 0 . 000 0 . 000 S 1 19-1 25 . 000 8 . 5C 75 GIRT None S 0 .000 0 .000 S 2 19-1 24 . 000 8 . 5C 75 GIRT None S 0 . 000 0 . 000 S. 3 19-1 24 . 000 8 .5C' 75 GIRT None S 0 . 000 0 . 000 S SIDE 2 --- ( Open for Masonry N.B.S. ) Y I Star Building Systems, OKC, OK User: carmichael Page:- 3 Message Program - Version V24 ' Job Number: 94369a Design Summary Report run01 Date : 09/23/98 Manufacturing Plant - Monticello, IA Start Time : 14 :45 :47 ------------------------------------------------------------------------------- ENDWALL SIDE 3 ---- Non-Expandable Frame (SMSS) GIRTS ----- ( FLUSH ) Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten 1 19-1 12 . 000 8 . 5C 75 GIRT None S 0 . 000 0 . 000 S 2 19-1 20 . 000 8 . 5C 75 GIRT None S 0 . 000 0 . 000 S 3 19-1 20 . 000 8 . 5C 75 GIRT None S 0 . 000 0 . 000 S 4 19-1 12 . 000 8 . 5C 75 GIRT None S 0 . 000 0 . 000 S COLUMNS ----- ( 0 . 0" Inset columns ) Col Description ' Base plate design information # Member Size Ident . Thickness & bolts ---------------------------------------------------------------------- 2 W8X10 0 . 375" BP thk w/ (2) -0 . 750" A307 3 WlOX12 0 .375" BP thk w/ (2) -0 . 750" A307 4 W8X13 0 .375" BP thk w/ (2) -0 . 750" A307 ENDWALL SIDE 4 ---- Low Expandable Frame (SMSS) /High Bldg. B Post & Beam FRAMES ----- Type Span Live Wind Eave Trib Frame Lines SMSS 64 . 000 30 . 00/ 90 . 00 18 .33/ 13 . 00 1 SMSS 64 . 000 30 . 00/ 90 . 00 18 .33/ 24 . 00 2- 3 SMSS 64 . 000 30 . 00/ 90 . 00 18 :33/ 24 . 00 4 ROOF SUPPORT BEAMS --- USE (2) 8x:2500/ . 1489/8x.2500 - 8 .5" o.a. per Unit Use 8 . 5C 92 Cross Member Star Building Systems, OKC, OK User: carmichael Page : Message Program - Version V24 Job Number: 94369b Design Summary Report run01 Date: 09/28/98 Manufacturing Plant - Monticello, IA Start Time: 10 : 02 :28 M A I N B U I L D I N G D E S I G N S U M M A R Y R E P O R T BUILDING DATA Live Load: 30 . 00 psf SMSS 64-0 x 75-0 x 25-4 h.s . 1/4 : 12 Tributary Check: NO Bays : 3@25-0 Building Code : Massachusetts Roof Snow Load: 30 . 00 psf Wind Exposure , Category: B Wind Load: 90 . 00 mph Seismic Zone : 2 Dead Load: 4 . 60 psf Collateral Load: 5 . 00 psf -------------------------------------------------------------------------------- - . PANELS ----- Roof : STS 24GA GALM Wall : SDW 26GA SPECIAL (STAR-SHIELD) (DURA-RIB) PURLINS ---- Side 2 :2@3-11 10@5-0 4-10 1-4 Bay Side Length Member Size Brace L Lap R Lap Bear # (ft) Identification Locations Exten Exten Stiff 1 2 25 . 000 8 . 5Z88 PURLIN 3 points S 0 . 000 3 . 188 C 2 2 25 . 000 8 . 5Z72 PURLIN 3 points C 1 . 583 1 . 583 C 3 2 25 . 000 8 . 5Z88 PURLIN 3 points C 3 . 188 0 . 000 S Side 2 Anti-Roll Hdwe @ 8 STRUTS SIDES 1&2 ---- 8 . 5E92 ES . 1/12 @ Bays l- 3 BRACING ---- Roof : 1 bays rods Side 1 : 1 bays rods Side 2 :Portal Frame Side 3 :Bldg. A Frame Side 4 : 1 bays rods SIDEWALL GIRTS ----- SIDE 1 ---- ( Open for Parapet Wall Const . N.B.S. ) Canopy Support Channels Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten ---------------------------------------------------------- 1-3 9-0 25 . 000 6C10 . 5 3 points S 0 . 000 0 . 000 S 1-3 14-0 25 . 000 6C10_. 5 3 'points S 0 . 000 0 . 000 S 1-3 26-1 25 . 000 8 .5C 75 GIRT 3 points S, 0 . 000 0 . 000 S SIDE 2 ---- ( Open ,for Masonry N.B: S. ) Bay Elev. Length , Member Size Brace L Lap R Lap # (ft-in) (ft) , Identification Locations Exten Exten 2 12-0 .25 . 000 8 . 5Z88 GIRT 3 points S 0 . 000 0 . 000 S 2 16-0 25 . 000 8 . 5Z88 GIRT 3 points S 0 . 000 0 . 000 S 2 22-0 .25 . 000 8 .5Z88 GIRT 3 points S 0 . 000 . 0 .000 S s. Star Building Systems, OKC, OK User: carmichael Page : S Message Program - Version V24 Job Number: 94369b Design Summary Report run01 Date: . 09/28/98 Manufacturing Plant - Monticello, IA Start Time : 10 : 02 :28 ------------------------------------------------------------------------------- ENDWALL SIDE 3 ---- Low Bldg. A Frame / High Bearing Frame (BF) RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W8X18 45 . 093 0 . 000 45 . 093 connections . . . Left : Type-IV Right : Type-II 2 W8X13 17 . 836 45 . 093 62 . 930 connections. . . Left : Type-II Right : Type-IV Type-II = ( 4) -1/2" A325N bolts w/ 3/8" Moment End Plate Type-IV = ( 2) -1/2" A325N bolts w/ 3/8" Shear End Plate Weld both sides of rafter bracket Flange Braces at following purlins (slope distance from eave) Side 2 : 27 . 839 GIRTS FLUSH ) Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 16-0 21 . 333 8 . 5Z72 GIRT None S 0 . 000 0 . 000 S 1 19-0 21 .333 8 .5Z72 GIRT None S 0 .000 0 . 000 S 2 19-0 21 .333 8 . 5Z72 GIRT None S. 0 . 000 0 . 000 S 3 19-0 21 .333 "8 . 5Z72 GIRT None S 0 . 000 0 . 000 S 1 22-0 21 .333 8 . 5Z72 GIRT None S 0 . 000 0 . 000 S 2 22-0 21 .333 8 . 5Z72 GIRT None S 0 . 000 0 . 000 S 3 22-0 21 .333 8 . 5Z72 GIRT None S 0 . 000 0 . 000 S 1 26-1 21 .333 8 . 5C 75 GIRT None S 0 . 000 0 .000 S 2 26-1 21 .333 8 . 5C 75 GIRT None S 0 . 000 0 . 000 S 3 26-1 21 .333 ' 8 . 5C 75 GIRT None S 0 . 000 0 . 000 S COLUMNS ----- ( 0 . 0" Inset columns ) Col Description Base plate design information # Member Size Ident. Thickness & bolts ---------------------------------------------------------------------- 1 W8x18 0 .375" BP thk w/ (4) -0 .50" A325 2 W8x18 0 .375" BP thk w/ (4) -0 .50" A325 3 W8X18 0 .375" BP thk w/ (4) -0 . 50" A325 4 W8x18 0 .375" BP thk w/.(4) -0.50" A325 Star Building Systems, OKC, OK tser: carmichael Page : (o Message Program - Version V24 Job Number: 94369b Design Summary Report run01 Date : 09/28/98 Manufacturing Plant - Monticello, IA Start Time: 10 : 02 :28 ------------------------------------------------------------------------------- - ENDWALL SIDE 4 ---- Bearing Frame (BF) RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W8X13 17 . 836 0 . 000 17 . 836 connections . . . Left : Type-IV Right : Type-II 2 W8X18 45 . 093 17 . 836 62 . 930 connections . . . Left : Type-II Right : Type-IV Type-II = ( 4) -1/2" A325N bolts w/ 3/8" Moment End Plate Type-IV = ( 2) -1/2" A325N ,bolts w/ 3/8" Shear End Plate Weld both sides of rafter bracket Flange Braces at following purlins (slope distance from eave) Side 2 : 27 . 839 GIRTS ----- ( FLUSH ) � . Canopy Support Channels Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 9-0 21 .333 6C10 . 5 3 points S 0 . 000 0 . 000 S 2 9-0 21 .333 6C10 . 5 3 points S 0 . 000 0 . 000 S 3 9-0 21.333 6C10 .5 3 points S 0 . 000 0 . 000 S 1 14-0 21 .333 . 6C10 . 5 3 points S 0. 000 0 . 000 S 2 14-0 21 .333 6C10 . 5 3 points S 0 . 000 0 . 000 S 3 14-0 21 .333 6C10 . 5 3 points S 0 . 000 0 . 000 S 1 26-1 21 .333 8 .5C 75 GIRT 3 points S 0 . 000 0 . 000 S 2 26-1 21 .333 8 . 5C 75 GIRT 3 points S 0 . 000 0 . 000 S 3 26-1 21 .333 8 . 5C 75 GIRT 3 points S 0 . 000 0 . 000 S COLUMNS ----- ( 0 . 0" Inset columns ) Col Description Base plate design information # Member Size Ident . Thickness & bolts ---------------------------------------------------------------------- 1 12 . 00xO .3750/0 . 1489/10 . 00 Web 0 .375" BP thk w/ (2) -0 .750" A307 1 8 . 00xO . 3750/0 . 1489/10 . 00 Web 0 .37511 BP thk w/ (2) -0 .750" A307 1 8 . 00xO .3750/0 . 1489/10 . 00 Web 0 .375" BP thk w/ (2) -0 .750" A307 4 12 . 00xO .3750/0 . 1489/10 . 00 Web 0 .375" BP thk w/ (2) -0 . 750" A307 FRAMES ----- Type . Span Live Wind Eave Trib Frame Lines SMSS 64 . 000 30 . 00/ 90 . 00 25 .33/ 24 . 50 2 SMSS 64 . 000 . 30 . 00/ 90 . 00 25 .33/ 24 . 50 3 Star Building Systems, OKC, OK User: carmichael Page: 7 Message Program - Version V24 Job Number: 94369c Design Summary Report run01• Date: 09/25/98 Manufacturing Plant - Monticello, IA Start Time: 13 : 56 : 16 -------------------------------------------------------------------------------- S I D E 2 L E A N T O D E S I G N S U M M A R Y R E P O R T BUILDING DATA Live Load: 30 . 00 psf SWE 15-0 x 27-0 x 11-9, 3/4 h. s. 1/4 : 12 Tributary Check: NO Bays : 27-0 Building Code: Massachusetts Roof Snow Load': 30 . 00 psf Wind Exposure Category: B. Wind Load: 90 . 00 mph Seismic Zone : 2 Dead Load: 4 . 60 psf Collateral Load: 5 . 00 psf PANELS ----- Roof : STS 24GA GALM Wall : SDW 26GA. SPECIAL (STAR-SHIELD) (DURA-RIB) PURLINS ---- Side 2 :2-0 2@2-6 1-6 4@1-3 1-0 0 ' 6 Bay Side Length Member Size Brace L Lap R Lap Bear # (ft) Identification Locations Exten Exten Stiff --------------------------------------------------------------------- 1 2 27 . 000 8 . 5Z88 PURLIN 3 points S 0 . 000 . 0 . 000 S Side 2 Anti-Roll Hdwe @ 4 STRUTS SIDES 2 ---- 8 . 5E92 ES 1/12 @ Bays 1- 1 BRACING ---- Roof : l bay rods Side l :Other constr. Side -2 :Other constr.- Side 3 :End Frame Side 4 :End Frame. , SIDEWALL GIRTS ----- SIDE 2 ---- ( Open to 910 to Remain ) Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification • Locations Exten Exten --------------------------------------------------------------------- 1 9-0 27 . 000 8 . 5C 75 GIRT None S 0 . 000 0 . 000 S ENDWALL SIDE 3 ---- Non-Expandable Frame (SWE ) GIRTS ----- ( FLUSH ) Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) . Identification Locations Exten Exten --------------------------------------------------------------------- 1 9-0 15 . 000 8 .5C 75 GIRT - None S 0 . 000 0 . 000 S ENDWALL SIDE 4 ---- Non-Expandable Frame (SWE ) GIRTS ----- ( FLUSH ) ' Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in)' (ft) Identification Locations Exten Exten " L 1 9-0 15 . 000 8 . 5C 75 GIRT None S 0 . 000 0 . 000 S ----- Type— Span -Live Wind Eave Trib Frame Lines SWE , 15 . 000 30 .00/ 90 . 00 11 .81/ 13 . 50 2- 3 z _V�UM3019 Builder LOHR REALTY & CONSTRUCT Job No. 94369a runOl Date Wed SeP 23 14:45:41 -,A c? i NcJO 'I3XEL 20 0 ------------------------------- ---------------------------- ----------------------------- o m 120 0 z co 0 0 00) _�z 0 -0-4 1 ----------------------------- ---------------------------------------------------------- Li 1. cv) I-IL r- 0 O zFO CO CD CD r1i w 0 0 LL 1 0 120 0 A iv ----------------------------- ----------­--------------- ---------------------------- 7 0 20) c3 C14140py ---------- co 110 25'0 24'0 24'0 HYANNIS, MRS 73'0 . -P.O. 1469813001 SIDEWALL 1 On ... ....... itlqi-.,� 7 T-Z I. .......... • r-: y .... ...... 41- M T Pl I OR r'X r- O b -1'1tiMUN-A U D m o `r 0 b9 '� (D c O li z 3 b, IZ b. IZ b. IZ O i U m mN � LSN +o o .6 a CD v (n -i m zzaWr ------ --- a c ------- --- ------ i W - O / Ul Of O Z: T 4 41 3 O O d m J ❑ ❑ --- - -- - JV 17,SZ b. I 17. 12: b, iZ GANOP`CLn i 0 0 J m' IN ODro I I J a �T 0 0 � _0m IN OD � oco o C 05�� i ZI I a Q 7d zlv i ;i yl I I N I- w N 3 Z I U7 70 _1 O Z R j l I I LO I N � I I 24'0 `t- 12 0.2S r ----------- -- ---------........... --------------------- j Z I - � OPE�! To ,6�pc�, 14 7oP of pflRRPef ... -- - Q m � ao 00 m cn N m 21 '4 21 '4 21 '4 ° — Z z cl o ENDWALL 3 = °- Star Building Systems, OKC, OK User: carmicha Page': II -> Shell Design Program - Version V24 S Job. Number: 94369b Design Summary Report run01 Date : 09/28/98 Manufacturing Plant - Monticello, IA Start Time : 15 : 10 : 13 ------------------------------------------------------------------------------- ***** MAIN BUILDING SIDE 4 ENDWALL COLUMN DESIGN ***** (ENDWALL COLUMN REACTIONS) COL COLUMN 'BASE REACTIONS BY LOAD GROUP NUM D L S C W+ W- E+ E --- ------ ------ ------ ------ ------ ------ ------ ------ 1 1 .237 3 . 328 3 .411 0 . 554 -2 . 897 -2 . 897 0 . 000 0 . 000 V 0 . 007 0 . 061 0 . 062 0 . 010 -5 . 544 5 .438 -0 . 185 0 . 185 HX 0 . 000 0 . 000 0 . 000 0 . 000 -4 . 689 4 . 689 -0 . 157 0 . 157 HY 2 7 . 684 19 .276 9.276 1 . 546 -12 .246 -12 .246 -2 . 576 -2 . 576 V 0 . 024 0 .212 0 .212 0 . 035 -4 .517' 4 . 149 -0 .309 0 . 309 HX 0 . 000 0 . 000 0 . 000 0 . 000 -3 . 640 3 . 640 -2 . 248 2 .248 HY 3 13 . 694 28 . 884 8 . 884 1 .480 -11 . 726 -11 . 726 -2 . 623 -2 . 623 V 0 . 025 0 .207 0 . 207 0 . 034 -4 .433 4 . 074 -0 .304 0 . 304 HX 0 . 000 0 . 000 0 . 000 0 . 000 -3 .422 3 .422 -2 .248 2 .248 HY 4 7 .249 13 .469 3 .580 0 .578 -3 . 020 3 . 020 0 . 000 . 0 . 000 V 0 . 008 0 . 067 0 . 069 0 . 011 -5 .255 5 . 139 -0 . 631 0 . 631 HX 0 . 000 0 . 000 0 . 000 0 . 000 -4 .435 4 .435 -0 . 149 0 . 149 HY V=VERTICAL HX=HORIZONTAL MAJOR AXIS HY=HORIZONTAL MINOR AXIS IN KIPS Z 7-1UM30I9 Builder LOHR REALTY & CONSTRUCTI Job No. 94369c run01 Date Fri SeD 25 13:56: 1-. Nib�1.3Z+ oy o N3dO 6 XLZ cis 4p Q Q G LL j m - � zo N. ]D Gl m 0Fn ' 1 xW J 0 3 mx /� � Lon- W in _ Q `'�� ^0 rc Co w 2 . \ w �7'0 N HYANNIS. MAS P.O. 1469813001 SIDEWALL 1 Attached to Building 1 side 2 Star Bulldln9 SYstents FRAME DESCRIPTION USER NAME:carmicha DATE: 9/24/98 TIME:16:40:09 PAGE: 8600 S. I-35. Oklahoma CitY. OK 73149 smss JOB NAME:94369a FILE:94369a.rfl DESIGN AND ESTIMATION_ INFORMATION FRAME ID uOI LOCAT I ON: f rame lines 1 STANDARD NOTES WEIGHT:1739 lb Il All sectional dimensions are in inches. YIELD STRENGTH(ksi ) - PLATE:50. PIPE:46. TUBE:46. W.F. :42, FLG BRC:50. CONN. BOLT:A325 H.S. 2) Al ( Flange lengths are measured along outer flange. PURLINS(horz. from eave):8.5"-Z 2@3'-11" .10@5'-0" .4'-10" GIRTS (vert. from floor)8.5"-Z ( I-OUTSET)- LEFT COLUMN 8.5"-Z (FLUSH) - RIGHT COLUMN SX0.25 SX0.2S SXO.25 0.12S 5X0.25 0.125 SX0.25 SX0.25 0.12S SX0.25 O.F. 0.125 SX0.25 0.125 SX0.25 16.367' WEB THK. 0.125 -25 SX0.2S B'-O" I.F. - . SX0.2S 5X0 t0.-0. 13.407' - 6'-O"" 6.350' 6 1.0 18'-4 E.H. 12 5 N - U1 Q7 U1 O x 13'-0" E.H. 4 O coxo ro o O o N o n m m 1. o m o . N x x U, Ln m � NM 00U) m Ul cn O U) o m U) w \ o o ro o w L o Ui o n E . 0.4170' - -�-0.4170' - -, m o _ 21 -4" 21'-4" 21'-4" Ti 07 ? 1m � - o a CONNECTION DETAILS Location 1 2 3 4 5 6 7 8 9 10 11 12 13 Web DeP. 12.0 12.0 N/A 12.0 12.0 12.0 6.625 6.625 6.625 6.625 12.0 12.0 N/A TYDe BASE HORZ STF CAP (EXT) 2E/1F 2E/2E 2E/1F BASE CAP/STF BASE CRP/STF BASE HORZ STF CAP (EXT) Plate(ON) .8.0X0.375 2.25XO.2S S.OXO.25 6.OXO.37S 6.OXO.37S S.OXO.375 B.OXO.375 S.OXO.375 8.0X0.37S 8.OXO.37S B.OXO.375 2.25X0.26 5.0X0.25 l� Plate(UP) N/A N/A N/A 6.OXO.37S 6.OXO.37S 6.OXO.375 N/A 2.2SXO.25 N/A 2.25XO.2S N/A N/A N/A Bolts (2)-3/4 N/R N/A (6)-3/4 (8)-3/4 (6)-3/4 1 (2)-3/4 (4)-1/2 (2)-3/4 (4)-1/2 (2)-3/4 N/A N/A Jser: carmicha STORED FRAME DETAIL DATA ELEMENT: - User Id carmicha Run Name Job Name 94369a File Name WIL FRAME SHAPE SLOPE FRAIIE (FT. 64.0 00 LS EAVE HEIGHT (FT. ) 13.000000 HS EAVE HEIGHT (FT. ) ROOF SLOPE (IN. ) 1 . HIIORZ. PURLIN SPACE (FT. 5.00000(), BAY SPACE (FT. ) 13.00000C.) NUM. OF INTERIOR .COLUMNS. RAFTEW PURLIN DISTANCE KEN. ) B.5000 PURLIN DEPTH (IN. ) B.500-,,::) LOW' SIDE COLUMN;� COLUMN BASE DEPI-H ( IN. ) 12.0000 COLUMN KNEE DEPTH ( IN. ) 12. HIGH SIDE COLUMN BASE DEPTH ( IN. ) . , 12.0000 KNEE DEPTH VINA . . 12.0000 - GIRT DISTANCE ( [N. ) . . . . . . 0.0000 GIRT DEPTH (IN. ) . . . . . . . . . ' �.50�0 � . NOTES: . ' . ~ ' ' � ' � � . ` ' , ' ` ^ ' | ` ^ | � � ' ^ ~ - ' , ° ^ - - Star Building SYstems FRAME DESCRIPTION USER NAME:carmicha DATE:10/ 2/98 PAGE: 8600 S. I-35. Oklahoma CitY. OK 73149 smss JOB NAME:94369a FILE:94369a.rfl 1S ,SUPPORT REACTIONS FOR EACH LOAD GROUP FRAME ID a01 LOCATION:frame lines 1 NOTE: All reactions are to kips and kiP-ft. REACTION NOTATIONS HL HR 1VL IV1 IV2 IVR LOAD GROUP REACTION TABLE COLUMN LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 INTERIOR COLUMN 2 BASE PLATE 8.OX12.5XO.375 8.OX12.5XO.375 B.OXI4.OXO.375 8.OX14.OX0.375 ANC. BOLTS (2)-3/4 (2)-3/4 (2)-3/4 (2)-3/4 LOAD GROUP HL VL LL HR VR LR H1 V1 L1 H2 V2 I L2 OL 0. 1 0.6 0.0 -0. 1 0.7 0.0 0.0 1 . 1 0.0 0.0 1 . 1 0.0 COLL 0. 1 0.6 0.0 -0. 1 0.7 0.0 0.0 1 .5 0.0 0.0 1 .4 0.0 OI1 0.3 4.0 0.0 -0.3 0.4 0.0 0.0 5.0 0.0 0.0 -1 . 1 0.0 D12 -0.2 -0.6 0.0 0.2 -0.6 0.0 0.0 4.7 0.0 0.0 4.8 0.0 D13 0.4 0.4 0.0 -0.4 4. 1 0.0 0.0 -1 .0 0.0 0.0 4.8 0.0 SNOW 0.9 6.6 0.0 -0.9 6.7 0.0 0.0 15.0 0.0 0.0 14.6 0.0 LL 0.5 3.8 0.0 -0.5 3.9 0.01 0.0 8.7 0.0 0.0 8.S 0.0 EO -1 . 1 -0.8 0.0 -0.4 0.5 0.0 0.0 1 .1 0.0 0.0 -0.81 0.0 WLI -1 .6 -2.4 0.0 -0.5 -2.0 0.0 0.0 -4.5 0.0 0.0 -5. 1 0.0 WL2 -2.3 -2.0 0.0 -1 .2 -0.5 0.0 0.0 -1 .2 0.0 0.0 -3.2 0.0 LWL1 1 . 1 -2.0 0.0 -1 .0 _ -2.4 0.0 0.0 -5.3 0.0 0.0 -4.3 0.0 WL3 1 2.9 0. 1 0.0 2.5 -3.0 0.0 0.0 -6.8 .0.0 0.0 -2.5 0.0 WL4 2.6 0.8 0.0 2.2 -1 .7 0.0 0.0 -4.0 0.0 0.0 -0.4 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load DI1 Distributed Load CDIxx] 012 Distributed Load CDIxx] DI3 Distributed Load CDIxx] SNOW Roof Snow Load t. LL Roof Live Load EO Lateral Seismic Load WLI Lateral PrimarY Wind Load WL2 Lateral PrimarY Wind•Load LWLI Longitudinal PrimarY,Wind Load WL3 Lateral PrimarY Wind Load WL4 Lateral PrimarY Wind Load- Star 6uildin9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE:10/ 2/98 PAGE: 8600 S. I-35. Oklahoma City. OK 73149 smss JOB NAME:94369a FILE:94369a.rfl !� %MAX. SUPPORT REACTIONS FOR LOAD COMBINATION FRAME ID a01 LOCATION:frame lines 1 NOTE: 1) These reactions are from loads determined fromIthe aPPlicable code for ASO desi9n. Seismic loads are limit state and include ma9nification factors when so required by the seismic Provisions of the uPPlcable code for ASO de5i9n. It is the resPonsibi (ity of the foundation desi9ner to aPPly the load factors and load combinations aPProPriate for the concrete founation desi9n. 2) All reactions are in kiPs and kiP-ft. REACTION NOTATIONS HL -- HR 1VL 1V1 1V2 1VR LOAD COMBINATION MAXIMUM REACTION TABLE (These are maximum reactions for anchor bolt desi9n and may not be aPProPri ate for foundation desi9n. ) COLUMN LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 INTERIOR COLUMN 2 BASE PLATE B.OX12.5XO.375 8.OX12.5XO.375 B.OXI4.OXO.375 8.OX14.OXO.375 ANC. BOLTS (2)-3/4 (2)-3/4 (2)-3/4 (2)-3/4 LOAD COMB HL I VL I LL HR VR LR H1 I V1 L1 H2 V2 I L2 29 3.4 4.0 0.0 2. 1 1 .0 0.0 0.0 1 .7 0.0 0.0 5.9 0.0 12 -2.3 -1 .6 0.0 -1 .3 -0. 1 0.0 0.0 -0.5 0.0 0.0 -2.5 0.0 3 1 .0 7.8 0.0 -1 .0 8.0 0.0 0.0 17.5 0.0 0.0 17. 1 0.0 11 -1 .6 -2.0 0.0 -0.6 -1 .6 0.0 0.0 -3.8 0.0 0.0 -4.3 0.0 14 2.9 0.5 0.0 2.5 -2.6 0.0 0.0 -6. 1 0.0 0.0 -1 .7 0.0 27 -1 .8 1 .9 0.0 -1.7 3.5 0.0 0.0 7.4 0.0 0.0 5.2 0.0 3 1 .0 7.8 0.0 -1 .0 8.0 -,0.0 0.0 17.5 0.0 0.0 17. 1 0.0 14 2.9 0.5 0.0 2.5 -2.6 0.0 0.0 -6. 1 0.0 0.0 -1 .7 0.0 3 1 .01 7.61 0.0 -1 .01 8.01 0.01 0.01 17.51 0.01 0.01 17. 11 0.0 14 2.91 0.51 0.01 2.5 -2.61 0.01 0.0 -6.1 0.O 0.0 -1 .71 0.0 3 1 1 .01 7.8 1 0.0 -1.01 8.01 0.01. 0.01 17.51 0.01 0.01 17.11 0.0 11 -1 .6 -2.0 0.0 -0.6 -1 .6 0.0 0.0 -3.8 0.0 0.0 -4.3 0.0 LOAD COMBINATION DESCRIPTION 3 OL +COLL +SNOW 11 0.67DL +WL1 12 0.67DL +WL2 14 0.67DL +WL3 27 DL +0.5SNOW +WL2 29 DL +O.SSNOW +WL3 Star ZuildinSl Systems FRAME DESCRIPTION USER NAME:carmicha DATE:10/ 2/98 PAGE: 8600 S. 1-35. Oklahoma CitY, OK 73149 smss JOB NAME:94369a FILE:94369a.rfl 17 USER LOAD SCHEMATICS FRAME ID aOI LOCATION:frame lines 1 .NOTE: 'Alt user loads are in kips and kiP-ft. ( 1l SNOW 0.28 0.28 (2) WLi — 0.40 -- 0.40 (3) EO Star Buildln9 SYstems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/25/98 T1ME:10:41:26 PAGE: 8600 S. 1-35. Oklahoma City, OK 73149 smss JOB NAME:94369a FILE:94369a.rf2 DESIGN AND ESTIMATION INFORMATION FRAME ID u02 LOCATION: frame lines 2-3 STANDARD NOTES WEIGHT:2102 lb 1 ) All sectional dimensions are in inches. YIELD STRENGTH(ksi ) - PLATE:50. PIPE:46, TUBE:46, W.F. :42. FLG BRC:50. CONN. BOLT:A325 H.S. 2) All Flange len9ths are measured alon9 outer flange. PURLINS(horz. from eave):B.S"-Z 2@3'-11" ,10@S'-0" .4'-10" GIRTS (vert. from floor)B.S"-Z ( I-OUTSET)- LEFT COLUMN_ 8.5"-Z (FLUSH) - RIGHT COLUMN SX0.2S SXO.25 SX0.2S 0.1489 SXO.25 0.1489 5X0.25 SX0.25 0.1489 SX0.25 - O.F. 0.t489 SX0.25 0.1489 SX0.25 16.362' WEB THK. 0.1489 10'-0" 5X0.2S 8._0" 5X0.25 SX0.25� 13,407' - I .F. 8'-0 6.379' 6 I8'-4" E.H. 2 1.0 5 12 • N O` x 4 � x o 13'-0" E.H. O m o ro m m N m m u, N .m - O (!t X m v r m m N m o x o M Cn o N c0 co o ox A W Ln O O O '" I - W - - N Ln m Ul (D N W a d U. 0.4170' f 0.4170• -- m o r21._4" 21.-4" 21'-4" co ?t w 0] t1 x • w o a CONNECTION DETAILS Location(l) 2 3 4n2E/2E 6 7 8 9 10 11 12 I(EXT) Web OeP. 12.0 12.0 N/A 18.0 18.0 6.62S 6.625 6.625 6.625 12.0 12.0Type BASE HORZ STF CAP (EXT) 2E/IF 2E/lF BASE CAP/STF BASE CAP/STF BASE HORZ STF Plate(DN) 8.OX0.375 2.2SXO.25 S.OXO.25 6.OXO.375 6.OXO.375 8.OX0.37S 8.OXO.37S S.OXO.375 8.OX0.375 S.OXO.37S 2.25XO.25 Plate(UP) N/A N/A N/A 6.0X0.375 6.OXO.37S N/A 2.2SXO.25 N/A 2.2SXO.25 N/A N/A N/A Bolts (2)-3/4 N/A N/A (6)-3/4 (8)-3/4 (6)-3/4 (2)-3/4 (4)-1/2 (2)-3/4 (4)-1/2 (21-3/4 N/A N/A 'RIME DESIGN 2 FPAME DETAIL INPUT E X Ii.], !ATE. OF : ,1...'Y.L!ply I'+"1`" - . i mac sn �c i � L y STORED FRAME DETAIL DATA ELEMENT: User id cromich-a Run Name job Name n 4..:)i:.)7 r_t File Name . . .ti11:11.:.' .,_ .,_L_ v�W J.;u•.1:.v,4+i::i�,iw,L.i.,1r�.i:,!-:-%::::w yte v..:! , ,F::i, i,1:,ie,i:�.,f:J..I:J::. , i 3:w J.-w,F..w,1:.i.,li w,L•w,1:.'v J:,:..I.•w,F:v.J�.'v,{:i . cn G SHAPE . . . , . . . . . . .SINGLE SLOPE JP - :"lYn 1,. ...1r r T- (FT, . : . , 64,000000 n . _, :. .i"_A i .. GOOF SLOPE (IN. , .. . ,_ . .. .. ., .. .- .. Z. .•Ut-•,i_i:•a ._).•r•1L..E (FT. . „ 5. .. .. _ `.iW} BAY Si"•I-Y:_.1=:. (FT. ) 24. _:i:)'.. .. _ al_�i�n OF INTERIOR ......11.._:..., .• ..C?. ,. .,... AFTER_ RAFTER r K!••?f.-.r_. DEPTH' I H ( IN. ) 1B.0000 ^A .TER. !'•'_:i•K DEPTH ( IN. ) ..:UR1._I N :3113 1 AN{_E ( IN. ) 8.5000 .`1 IRI..._I'•! DEPTH H (I N. B. _. _ rrtt1.1 r�r r,r .^r•�1 Ln1.: I il- ` 11 lid i-Ai-,r- DEPTH: I1 ., .. 12.0000 .•l LI 'R4 KNEE ._'G"'..1..H ( IN. ) .: 12„ .. .. _ a I 1".T DISTANCE :. !i•.1.: :: ,. .: :: 1 .0000 GIRT D:.1• : I"'I (IN. ) ..O UI'N BASE DEPTH H ( IN. ) : , 12.0000 ii} {;;:;[;_ram DEPTH ( IN. ) _ a._.,, _ ,.ii.il; ,%1 :IOT1•^C�J_ u Star Buildin9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 10/ 2/98 PAGE: 8600 S. 1-35. Oklahoma City. OK 73149 smss JOB NAME:94369a FILE:94369a.rf2 Z O .SUPPORT REACTIONS FOR EACH LOAD GROUP FRAME IO a02 LOCATION:frame lines 2-3 NOTE: All reactions are to kips and kip-ft. , REACTION NOTATIONS HL -- '� HR IVL iVI �V2, �VR LOAD GROUP REACTION TABLE COLUMN LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 INTERIOR COLUMN 2 BASE PLATE 8.OX12.75XO.375 8.OX12.62SX0.375 8.OX14.OXO.375 8.OX14.OXO.375 ANC. BOLTS (2)-3/4 (2)-3/4 (2)-3/4 (2)-3/4 LOAD GROUP HL VL LL HR VR LR H1 V1 L1 H2 V2 L2 DL 0.0 0.8 0.0 0.0 0.8 0.01 0.0 2.0 0.0 0.0 3.5 0.0 COLL 0. 1 1 . 1 0.0 -0. 1 1 .2 0.0 0.0 2.7 0.0 0.0 2.7 0.0 DI1 0.4 7.2 0.0 -0.4 0.6 0.0 0.0 9.3 0.0 0.0 -1 .8 0.0 DI2 -0.2 -1 .0 0.0 0.2 -1 .0 0.0 0.0 8.6 - 0.0 0.0 6.7 0.0 013, 0.5 0.6 0.0 -0.5 7.4 0.0 0.0 -1 .7 0.0 0.0 9. 1 0.0 SNOW 0.7 7.5 0.0 -0.7 7.5 0.0 0.0 17.6 0.0 0.0 17.3 0.0 LL 0.-7 6.9 0.0 -0.7 6.9 0.0 0.0 16.3 0.0 0.0 16.0 0.0 LEG 0.0 0.0 0.0 0.0 -3.2 -4.2 0.0 0.0 0.0 0.0 0.0 0.0 EO -1 .7 -1.3 0.0 -0.6 0.6 0.0 0.0 1 .7 0.0 0.0 -1 .0 0.0 WLl -3.3 -4.7 0.0 -1 .3 - -3.5 0.0 0.0 -8.0 0.0 0.0 -9.6 0.0 WL2 1 -4.4 -3.8 0.0 -2. 1 -1 . 1 0.0 0.0 -2.21 0.0 0.0 -5.8 0.0 LWL1 2.2 -3.6 0.0 71 .9 -6.9 -3.4 0.0 -9.8 0.0 0.0 -8.0 0.0 WL3 5.9 0.5 0.0 4.2 -5. 1 0.0 0.0 -12.9 0.0 0.0 -5.2 0.0 WL4 5.3 1 .8 0.0 3.7 -2.8 0.01 0.0 -7.5 0.0 0.0 -1 .21 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load DI1 Distributed Load CDIxx] DI2 Distributed Load CDIxx] D13 Distributed Load CDIxx] SNOW Roof Snow Load LL Roof Live Load LEO Lon9itudinal Seismic Load EO Lateral Seismic Load WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load ' M1 1 Star Buildin 9 Systems FRAME DESCRIPTION USER NAME:carm;cha OATE:10/ 2/98 PAGE: 8600 S. I-35. Oklahoma City. OK 73149 smss JOB NAME:94369a FILE:94369a.rf2 LI .MAX. SUPPORT REACTIONS FOR LOAD COMBINATION FRAME ID u02• LOCATION:frame lines 2-3 7 NOTE: 1 ) These reactions are from toads determined from-the aPP{icable code for ASD design. Seismic loads are limit state and include magnification factors when so required by the seismic Provisions of the aPPlcable code for ASD design. It is the resPonsibility of the foundation designer to aPPly the load factors and load combinations aPProOriate for the concrete founation design. 21 All reactions are in kips and kiP-ft. REACTION NOTATIONS HL '� HR IVL iVl IV2 IVR LOAD COMBINATION MAXIMUM REACTION TABLE (These are maximum reactions for anchor bolt design and may not be aPProPriate for foundation design. ) COLUMN LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 INTERIOR COLUMN 2 BASE PLATE 8.OX12.75XO.375 8.OX12.625XO.375 B.OXI4.OXO.375 8.OX14.OXO.375 ANC. BOLTS (2)-3/4 (2)-3/4 (2)-3/4 (2)-3/4 LOAD COMB HL I VL I LL HR VR I LR H1 I V1 I L1 H2 V2 I L2 32 6.3 5. 1 0.0 3.7 -0.5 0.0 0.0 -2.0 0.0 0.0 7.0 0.0 15 -4.4 -3.2 0.0 -2.2 -0.6 0.0 0.0 -0.8 0.0 0.0 -3.5 0.0 3 0.9 9.4 0.0 -0.9 9.5 0.0 0.0 22.3 0.0 0.0 23.5 0.0 14 -3.3 -4.1 0.0 -1 .4 -2.9 0.0 0.0 -6.6 0.0 0.0 -7.3 0.0 17 5.9 1 . 1 0.0 4.1 -4.5 0.0 0.0 -11 .5 0.0 0.0 -2.9 0.0 30 -4.0 0.8 0.0 -2.5 3.5 0.0 0.0 8.6 0.0 0.0 6.3 0.0 3 0.9 9.4 0.0 -0.9 9.5 0.0 0.0 22.3 0.0 0.0 23.5 0.0 16 2.2 -3. 1 0.0 -1 .9 -6.3 -3.4 0.0 -8.5 0.0 0.0 -5.7 0.0 5 0. 1 0.6 0.0 -0. 1 -2.7 -4.2 0.0 1 .3 0.0 0.0 2.3 0.0 3 0.9 9.4 0.0 -0.9 9.5 0.0 0.0 22.3 0.0 0.0 23.5 0.0 17 5.9 1 .1 0.0 4. 1 -4.51 0.01 0.0 -11.51 0.01 0.0 -2.91 0.0 3 0.91 9.41 0.0 -0.91 9.51 0.01 0.01 22.3 0.01 0.01 23.51 0.0 14. -3.3 -4.1 0.0 -1 .4 -2.9 0.0 0.0 -6.6 0.0 0.0 -7.3 0.3 LOAD COMBINATION DESCRIPTION 3 DL +COLL +SNOW 5 0.67DL +LED 14 0.670L +WL1 15 0.67DL +WL2 16 0.67DL +LWL1 17 0.670L +WL3 30 OL +0.5SNOW +WL2 32 DL +0.5SNOW +WL3 ' Star i8uildin9 Systems FRAME OESCRIPTION USER NAME:carmicha OATE:10/ 2/98 PAGE: 8600 S. I-35, Oklahoma City. OK 73149 smss JOB NAME:94369a FILE:94369a.rF2 Z Z .USER LOAD SCHEMATICS FRAME 10 u02 LOCATION:frame lines 2-3 NOTE: All user loads are in kips and kiP-ft. (1) OL J 1 .801 (2) SNOW 0.06 0.06 (3) LEG 3.24 }r 4.24 Star $uildin9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 10/ 2/98 PAGE: 8600 S. I-3S, Oklahoma CitY. OK 73149 smss JOB NAME:94369a FILE:94369a.rf2 Z USER LOAD SCHEMATICS FRAME ID u02 LOCITION:frame lines 2-3- 'NOTE: All user loads are in kips and kiP-ft. (4) WL1 -- 0.40 — 0.40 (5) LWLi 2.57 } r 3.36 (6) EQ Star Building Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/25/98 TIME:11:07:32 PAGE: 8600 S. I-35. Oklahoma 'CitY. OK 73149 smss JOB NAME:94369a FILE:94369a.rf3 DESIGN AND ESTIMATION INFORMATION FRAME ID u03 LOCATION: frame lines 4 STANDARD NOTES WEIGHT:2236 lb 1) All sectional dimensions are in inches. YIELD STRENGTH(ksi ) PLATE:SO. PIPE:46, TUBE:46, W.F. :42. FLG BRC:50, CONN. BOLT:A325 H.S. 2) Att Flan9e lengths are measured alon9 outer flan9e. PURLINS(horz. from eave):8.5"-Z 2@3'-I1" .10@5'-0" .4'-10" GIRTS (vert. from floor)8.5"-Z ( 1"OUTSET)- LEFT COLUMN 8.5"-Z (FLUSH) - RIGHT COLUMN 6XO.25 6X0.25 6X0.25 0.1489 -' 6X0.25 0.1489 6XO.25 0.1489 6X0.25 O.F. 0.1489 6X0.25 0.1489 6X0.25 16.357' WEB THK. " 6X0.25 8'-0" 6X0.25 13.407 , 16.389' 6 18'-4" E.H. 2 1.0 5 12 _ N O W M X 4 13'-0" E.H. O m o m o a! w ca m O m u N r o X in m X m m m o o m m o coo Xo Xo A ' (D O 0 I LO - w O rj a)U1 (a Ul o a a Y. r Q. 0.4170 o.4t7o m o = I 21'-4" y 21'-4" I 21'-4" LmLL 0 s CONNECTION DETAILS '.- Location 1 2 3 4 5 6 7 B 9 10 I1 12 13 Web DeP. 12.0 12.0 N/A 18.0 18.0 16.0 6.625 6.625 6.625 6.625 12.0 12.0 N/A TYPe BASE HORZ STF CAP (EXT) 2E/1F 2E/2E 2E/1F BASE CAP/STF BASE CAP/STF BASE HORZ STF CAP (EXT) Plate(ON) 8.0X0.37S 2.75XO.2S 6.OXO.25 6.OXO.37S 6.0X0.375 6.0X0.375 S.OX0.375 8.OXO.37S 8.0X0.375 8.0X0.375 8.OX0.375 2.7SX0.2S 6.0X0.2S r` Plate(UP) N/A N/A N/A 6.OXO.375 6.OXO.375 6.OXO.375 N/A 2.75XO.2S N/A 2.7SXo.25 N/A N/A N/A T Bolts (2)-3/4 N/A N/A (6)-3/4 (8)-3/4 (6)-3/4 (2)-3/4 (4)-1/2 (2)-3/4 (4)-1/2 (2)-3/4 N/A N/A : A I E OF DESIGN . _ .. ... _ .f. ,s e ': c cr n - _ za STORED FRAME DETAIL xi s : ELEMENT:: ! export i I IL!,!!C: ' ::f.t.'_.i l'='.r , D:_!;-}. !x....!'—.' r W.. .. _...... User id , _l N^ j=job Name 94369a File Name t E HEIGHT (FA . , a_;:,,i,i ;.:.;%:1'r',:r.'"= t..i;' l.... .l,1 .._P1-10E (FT. 5. 000000 BAYu S :; .. _ _ i00 ii_i: : is ,: i SPACE l_-L_. .r' a .. _ n .. .___. .1l 1:_:1.. .. .. _ ...i'i. i..... ..L i_i I' _.__......_.."li�::..._ .. .,... RAFTER: RAFTER KNEE x..L;-' !i-; ( IN. )v :: 1 c:1,;-.,:...!'•.!t_, RAFTER i-':c. -Ir- •.{E;= ,:- ,'IN. ),. .. D' Ir, r DISTANCE :^-1-^.f.}r`I-.. � ti 1 !-•. e.:":',�-,.•-: WPM Y•1,� DEPTH (I 1,' - UR L t N ,_I:. t A�t tic: ;„n 8 n •._!..:0 r i.P 1vv a.:�i xi...:.r : r i , ..,•.i. „ . 2. -014 SIDE Wr, , DISTANCE ( IN. ) .: .. . _ 1 . 0000 GIRT DEPTH (IN. ) .. .. .. .. .. .. .. .. S. _.i 0.. .. '-t 1Gt i SD`--*.. ....�J:.._i is •< .,: �. ..,i1LUMN BASE: DEF. ; ( IN. ) 12.0000 1-,*0LU!%1N I;":EE LIEPIT44 - 1 N. _ . 12. _ r 0. 0000 ry (IN. ) 2.500o S r:T DISTANCE . :i.• ... , . ., ., ., ,. .. GIRT DEPTH :, . •• : .: . •• _ ., NOTES'. - , Star Buildin9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/25/98 PAGE: 8600 S. I-3S. Oklahoma City. OK 73149 smss JOB NAME:94369a FILE:94369a.rf3 L(A SUPPORT REACTIONS FOR EACH LOAD GROUP FRAME ID u03 LOCT1ON:frame tines 4 NOTE: All reactions are in kiPs and k7P-Ft. REACTION NOTATIONS s HL HR IVL IV1 IV2 iVR LOAD GROUP REACTION TABLE COLUMN LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 INTERIOR COLUMN 2 BASE PLATE B.OX12.625X0.37S 8.OX12.5XO.375 B.OXI4.OXO.37S 8.OX14.OXO.375 ANC. BOLTS (2)-3/4 (2)-3/4 (2)-3/4 (2)-3/4 LOAD GROUP HL VL LL HR VR LR H1 Vl L1 H2 V2 L2 DL 0. 1 0.9 0.0 -0. 1 0.9 0.0 0.0 2. 1 0.0 0.0 3.6 0.0 COLL 0. 1 1 .2 0.0 -0. 1 1 .2 0.0 0.0 2.8 0.0 0.0 2.8 0.0 DII 0.4 7.6 0.0 -0.4 0.6 0.0 0.0 9.7 0.0 0.0 -1 .8 0.0 D12 -0.2 -1 .0 0.0 0.2 -1 .0 0.0 0.0 9.0 0.0 0.0 9.0 0.0 DI3 0.6 0.6 0.0 -0.6 7.7 0.0 0.0 -1 .8 0.0 0.0 9.4 G.0 SNOW 1 .0 9.9 0.0 -1 .0 9.9 0.0 0.0 23.2 0.0 0.0 22.8 0.0 LL 0.7 7.2 0.0 -0.7 7.3 0.0 0.0 16.9 0.0 0.0 16.6 0.0 EO -1 .9 -1 .5 0.0 -0.7 0.8 0.0 0.0 1 .9 0.0 0.0 -1 .2 0.0 WLI -3.9 -5.2 0.0 -1 .8 -3.4 0.0 0.0 -7.9 0.0 0.0 -10.3 0.0 WL2 -4.5 -3.9 0.0 -2.3 -1 . 1 0.0 0.0 -2.3 0.0 0.0 -6.2 0.0 LWL1 2.2 -3.9 0.0 -1 .9 -4.5 0.0 0.0 -10.2 0.0 0.0 -8.3 0.0 WL3 5.9 0.4 0.0 4.5 -5.5 0.0 0.0 -13.3 0.01 0.0 -5.2 0.0 WL4 5.3 1 .8 0.0 4.0 -3. 1 0.0 0.0 -7.7 0.01 0.0 -1 . 1 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load DI1 Distributed Load CDIxx] D12 Distributed Load CDIxx] 0I3 Distributed Load CDIxx] SNOW Roof Snow Load LL Roof Live Load EO Lateral Seismic Load WLI Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load ` WL4 Lateral Primary Wind Load F S ; Star Suitdin9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/25/98 PAGE: 8600 S. I-35. Oklahoma CitY. OK 73149 smss JOB NAME:94369a FILE:94369a.rf3 G j1AX. SUPPORT REACTIONS FOR LOAD COMBINATION FRAME ID =03 LOCATION:frame lines 4 NOTE: 1) These reactions are from loads determined from .the aPPI.icabte code for ASD de5i9n. Seismic loads are limit state and Include ma9nification factors when so required by the seismic Provisions of the aPP(cable code for ASO de5i9n. It is the resPonsibilitY of the foundation designer to aPPly the load_ factors and load combinations aPProPriate for the concrete founation de5i9n. 2) All reactions are in kiPs and kiP-ft. REACTION NOTATIONS HL HR IVL 1V1 IV2. IVR LOAD COMBINATION MAXIMUM REACTION TABLE (These are maximum reactions for anchor bott design and may not be aPProPriate for foundation des i9n. ) COLUMN LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 INTERIOR COLUMN 2 BASE PLATE 8.OX12.62SX0.37S 8.OX12.5XO.375 8.OX14.OXO.37S 8.OX14.OXO.375 ANC. BOLTS (2)-3/4 (2)-3/4 (2)-3/4 (2)-3/4 LOAD COMB HL VL I LL HR I VR I LR H1 V1 L1 H2 I V2 L2 29 6.5 6.2 0.0 4.0 0.4 0.0 0.0 0.4 0.0 0.0 9.8 0.0 12 -4.5 -3.3 0.0 -2.3 -0.5 0.0 0.0 -0.9 0.0 0.0 -3.8 0.0 3 1 .2 12.0 0.0 -1 .2 12.0 0.0 0.0 28. 1 0.0 0.0 29. 1 0.0 11 -3.9 -4.7 0.0 -1 .8 -2.8 0.0 0.0 -6.5 0.0 0.0 -7.9 0.0 14 6.0 1 .0 0.0 4.6 -4.9 0.01 0.0 -11 .9 0.0 0.0 -2.8 0.0 27 -4.0 1 .9 0.0 -2.8 4.8 0.0 0.0 11 .4 0.0 . 0.0 8.8 0.0 3 1 .2 12.01 0.0 -1 .2 12.0 0.01 0.0 26. 11 0.0 0.01 29. 1 O.0 14 6.0---1 .01 0.0 4.5 -4.9 0.01 0.0 -11 .91 0.0 0.0 -2.8 0.0 3 1 1 .21 12.01 0.0 '-1 .21 12.0' 0.01 0.01 28.11 0.01 0.01 29. 11 0.0 14 1 6.01 1 .01 0.01 4.51 . -4.9 .: 0.0 O.0 -11.91 0.01 0.0 -2.81 0.0 3 1 .2 12.0 0.0 -1 .2 12.0 0.0 0.0 28.1 0.0 0.0 29.1 0.0 111 -3.9 -4.71 0.0 -1 .8 -2.81 0.01 0.0 -6.51 0.01 0.0 -7.91 0.0 LOAD COMBINATION DESCRIPTION 3 OL +COLL +SNOW , 11 0.67DL +WL1 12 0.670L +WL2 14 0.67DL +WL3 27 OL +0.5SNOW +WL2 29 DL +0.5SNOW +WL3 Star guildin9 SYstems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/25/98 PAGE: 8600 S. I-35. Oklahoma City. OK 73149 smss JOB NAME:94369a FILE:94369a.rf3 .2 .1SER LOAD SCHEMATICS FRAME ID nO3 LOCATION:frame lines 4 NOTE: All user loads are in kips and kiP-ft. ( 1) OL 1 .80 (2) SNOW 0.28 0.28 (3) EO Star Building Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/25/98 TIME:13:14:01 PAGE: 8600 S. I-35. Oklahoma City. OK 73149 ssb JOB NAME:94369a FILE:94369a.rf4 ' DESIGN AND ESTIMATION INFORMATION FRAME ID u04 LOCATION: frame lines 1 STANDARD NOTES WEIGHT:585 lb 1) All sectional dimensions are in inches. YIELD STRENGTH(ksi ) - PLATE:50. PIPE:36. TUBE:36, W.F. :42, FLG BRC:50, CONN. BOLT:A325 H.S. 2) All Flange len9ths are measured along outer flange. PURLINS(horz. from eave):PURLINS(horz. from eave):24'-O" GIRTS (vert. from floor)8.5"-Z (4"OUTSET)- LEFT COLUMN 8.5"-Z (4"OUTSET)- RIGHT COLUMN O.F. SXO.25 SXO.2S WEB THK. 0.125 0.125 I .F. SX0.25 SXO.25 16.-0" 5.875' 0.00 12 1.2'-0" E.H. 12'-0" E.H. L 4 5 m m /J�/ _ _N N N \ bq1 ( O 0 Ul O O X O N N i` N N 0] f O ti m li _ 0 3 CONNECTION DETAILS Location 1 2 3 4 S 6 7 8 Web OeP. 8.0 8.0 N/A 9.0 9.0 8.0 8.0 N/A Type BASE HORZ STF CAP (EXT) 2E/iF 2E/1F BASE HORZ STF CAP (EXT) Plate(DN) 8.OX0.375 2.2SXO.25 S.OXo.25 6.OXO.37S 6.OXO.37S 8.OXO.375 2.25XO.2S S.OXO.25 P l ate(UP) N/A N/A I N/A 6.OXO.375 6.OXO.375 N/A N/A N/A Bolts (2)-3/4 N/A N/A (6)-3/4 (6)-3/4 (21-3/4 N/A N/A � IATE OF DESIGN RUNI ' /ser: carmicha STORED FRAME DETAIL DATA EBMENT: /export /home/carmicha/iubs/94369a/x04L User Id Run Name . . . . Job Name . . 94369a rile Name . . . x04L TRAME SHAPE . . . , . . . . . . , . ,SINGLE SLOPE ^ FR�ME �4I[)T� (FT. � . . . . . ^ . . 24.00�0�O -S EAVE HEIGHT (FT. ) . . , . , 12.00[000 ��S EAVE HEIGITT (FT. ) . . . . . 12.000201 :ZOOF SLOPE (IN. ) . . . . . , . . 0.W01 FURZ. F15ZLIN SPACE (FT. )^ . 24.000000 3AY SPACE (FT. ) . ' . . . ' . . . , 0. 010000 NU�. OF INTERIOR COLUMNS. .0 RAFTER- RAFTER KNEE 9.0000 ` RAFTER PEAK DEPTH ( IN' ) , . 9.0000 � �URLIN DISTANCE o1N. ) ' . ' . 14.0000 PURLIN DEPTH (IN, ) . ' . ' . ' . ' 14.0000 - -OW SIDE COLUMN: -OLUMN BASE DEP W W , ) . , 8.(��)�0 �OLU�N K�4EE DEPT� f I=. AIRT DISTANCE VFW )) . , . , . , 4.2!010 GIRT DEPTH (IN. ) . . . . . . . . . R.5000 �IGH SIDE �0-UMN BASE DEPTH W. 8.0000 COLUMN 1::E� `N. ) ` ' . 2.�%}� SIRT DISTANCE ( IN. ) ' . ' . ' . 4.2500 GOT DEPTH (IN. ) ~ NOTES'. . . ` - ' , ' - . , ' . ` ' . ' ~ ' ' ' , . . . Star Buitdin9 SYstems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/25/98 PAGE: 8600 S. 1-35. Oklahoma City. OK 73149 ssb JOB NAME:94369a FILE:94369a.rf4 SUPPORT REACTIONS FOR EACH LOAD GROUP FRAME ID u04 LOCATION:frame tines I NOTE: At( reactions are to kios and kiP-Ft. REACTION NOTAT DNS HL HR IVL IVR LOAD GROUP REACTION TABLE COLUMN LEFT COLUMN RIGHT COLUMN BASE PLATE 8.OXB.5XO.375 8.OXB.5XO.375 l ANC. BOLTS (2)-3/4 (2)-3/4 LOAD GROUP HL VL LL HR VR LR DL 1 0.0 0.3 0.0 0.0 0.3 0.0 WL1 -1 .4 -1 .4 0.0 -1 .5 1 .4 0.0 WL2 1 .5 1 .4 0.0 1 .4 -1 .4 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load WL1 Laterat Primary Wind Load WL2 Laterat Primary Wind Load Star Suildin9 Systems FRAME DESCRIPTION USER NAME:carmichn DATE: 9/25/98 PAGE: 8600 S. I-3S. Oklahoma City, OK 73149 ssb JOB NAME:94369a FILE:94369a.rf4 ,MAX. SUPPORT REACTIONS FOR LOAD COMBINATION FRAME ID u04 LOCATION:frame lines 1 NOTE: 1 ) These reactions are from loads determined from :the aPPicnble code for ASD design: Seismic loads are limit state and include magnification factors when so required by the seismic Provisions of the aPPlcable code for ASD design. It is the resPonsibilitY of the foundation designer to aPPly the load factors and load combinations aPProPriate for the concrete founation design. - 2) All reactions are in kips and kiP-ft. REACTION NOTAT DNS HL -- -- HR IVL 1VR LOAD COMBINATION MAXIMUM REACTION TABLE (These are maximum reactions for anchor bolt design and may not be aPProPriate for foundation design.) COLUMN LEFT COLUMN RIGHT COLUMN BASE PLATE 8.OX8.SXO.375 8.OX8.5XO.375 4 ANC. BOLTS (2)-3/4 (2)-3/4 LOAD COMB HL VL LL HR VR LR 2 1.6 1 .7 0.0 1 .4 -1 .2 0.0 1 -1.4 -1 .2 0.0 -1 .6 1 .7 0.0 2 1 .6 1.7 0.0 1 .4 -1 .2 0.0 1 -1 .4 -1.2 0.0 -1 .6 1 .7 0.0 2 1 .6 1 .7 0.0 1.4 -1 .2 0.0 1 -1 .4 -1 .2 0.0 -1.6 - 1 .7 0.0 1 -1 .4 -1 .2 0.0 -1 .6 1.7. 0.0 2 1 .6 1 .7 0.0 1 .4 -1.2 0.0 LOAD COMBINATION DESCRIPTION i DL +WL1 2 DL +WL2 Star ,Buildin9 SYstem5 FRAME DESCRIPTION USER NAME:carmicha DATE: 9/25/98 PAGE: 8600 S. I-35, Oklahoma City. OK 73149 ssb JOB NAME:94369a FILE:94369a.rf4 J S USER LOAD SCHEMATICS FRAME ID a04 LOCATION:frame lines 1 NOTE: All user loads are in kips and kiP-ft. ( 1) WL1 2.95 (Z) WLZ --- 2.95 Star Bultdln9 SYstems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/28/98 TIME:16:29:SS PAGE: 8600 S.. I-3S. Oklahoma CitY. OK 73149 smss JOB NAME:94369b FILE:94369b.rfl DESIGN AND ESTIMATION INFORMATION FRAME ID u01 LOCATION: frame lines 2 STANDARD NOTES WEIGHT:3403 lb 1) All sectional dimensions are in inches. YIELD STRENGTH(ksi ) - PLATE:50. PIPE:46. TUSE:46, W.F. :42. FLO BRC:50, CONN. BOLT:A325 H.S. 2) All Flan9e lengths are measured along outer flange. PURLINS(horz. from eave):8.S"-Z 2@3'-11' . II@S'-0" GIRTS (vert. from floor)8.5"-Z ( I-OUTSET)- LEFT COLUMN 8.5"-Z (FLUSH) - RIGHT COLUMN O.F. 6x0.25 6X0.25 6XO.25 6XO.25 6XO.25 WEB THK. 0.1489 0.1489 0.1489 0.1489 0.1489 • I .F. 6X0.375 6XO.25 6XO.26 6XO.25 6XO.25 - 15.648' 8,-0. 13.338' 8'-0" 15.697' _=:�0.25 12 5 6 25._4" E.H. 24'-0" E.H. 4 w m N m m N O O cli O O m r r, o xo � w M In N w CD N x 0 O ca a .� � 00 x N m m co� r O 0 N `v X x N m m co A w r N :n m o m m co P v m .1 o :o N a a w m' w m o m a a o N w N m 0.4170• I 0.4i.70 I - m o _ 21'-4" 21'-4" 21._4. Ti co o a -- CONNECTION DETAILS Location 1 Z 3 4 S 678.0XO. 8 9 10 I1 12 13 Web DeP. 19.0 19.0 N/A 19.5 19.S 19.S 5 6.625 6.625 6.625 19.0 19.0 N/A TYDe BASE HORZ STF CAP (EXT) 4E/2E 2E/2E 3E/4E CRP/STF BASE CAP/STF BASE HORZ STF CAP (EXT) Plate(DN) 8.0X0.375 3.75XO.375 B.OXO.25 8.0X0.375 6.OXO.375 6.OXO.3755 8.OXO.37S 8.OX0.5 8.0X0.37S B.OXO.375 3.75XO.25 8.OXO.25 W Plate(UP) N/A N/A N/A 6.0x0.s 6.OXO.37S 8.0x0.37S N/A 2.7SXO.2S N/A 2.7SX0.2S N/A N/A N/A Bolts (4)-3/4 1 N/A N/A ( 12)73/4 (8)-3/4 (14)-3/4 (2)-3/4 (4)-1/2 (2)-3/4 (4)-1/2 (4)-3/4 N/A N/A 'RAI � M-7 DE �M-- DETAIL INPUT- _PA' ---_N ` _.......... _..... ____'___ )ATE OF DESIGN NUNK 9/28/98 16: 29:51 - ~ ' ]ser: carmicha STORED FRAME DETAIL DATA ELEMENT: �expor� /�ome�car�1cha/1o�s/�4369�/x�1L User Id . . . carmicha Run Name Job Name . . 9436913 File Name . . . x01L ^ . . =RAME SHAPE . . . . ' ' . . . . ' . . .SINGLE SLOPE ' FRAME WIDTH (FT. ) ' . . . . . . . . 64.000000 -S EAVE HEIGHT (FT. ) . ' . . . 24.000000 HS EAVE HEIGHT (FT. ) . . . . . 251333300 ROOF SLOPE (IN. ) . . . . . ' . , . 0.2500' HORZ, pURLIN SPACE (FT. ) . 5.000000 9AY SPACE (FT. ) . . . . . . . . . . 24.500000 ' NUM. OF INTERIOR COLUMNS. . 2 iAFTER: RAFTER KNEE DEPTH,, ( IN. > . . 19.5000 RAFTER PEAK DEPTH ( IN. ) , ^ 19.5000 DURLIN DISTANCE ( IN. ) . . . . 8.5000 FURLIN DEPTH (IN, ) . , . , . " . 8.5000 � . � -OW SIDE COLUMN: ZOLUMN BASEDEPIH ( IN. ) ' . 19.0000 COLUMN KNEE DEPTH ( IN. ) - . 19.0000 3IRT DISTANCE ( ]N. ) , . . . ' . 1 .0000 GIRT DEPTH (IN. ) . , .. . . . , . 8.5000 ` 1I6H SIDE COLUMN� 2OLUMN BASE DEPIA ( IN. ) . . 19.0000 COLUMN KNEE DEPTH ( IN. ) , . . 19.0000 SIRT DISTANCE ( (N. ) . . . . . . 0.0000 GIRT DEPTH (IN, ) . ,. , , , . , . 8.5000 AOTES: . ` ' . ^ . ' . ` ` ' ' ` , | ` ` ' c ^ ~ , ` . ^ . ' . ~ , ' . ' - . ` ' � ' Star Bwildin 9 SY5tem5 FRAME DESCRIPTION USER NAME:carmicha DATE: 9/28/98 PAGE: 8600 S. I-35. Oklahoma City. OK 73149 smss JOB NAME:94369b FILE:94369b.rF1_ 3(D SUPPORT REACTIONS FOR EACH LOAD GROUP FRAME ID a01 LOCATION:frame lines 2 NbTE: All reactions are to kiQ5 and kiP-ft. REACTION NOTATIONS a . HL f '/ HR IVL IVI IV2 IVR LOAD GROUP REACTION TABLE COLUMN LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 INTERIOR COLUMN 2 BASE PLATE 8.OX19.75XO.375 8.OX19.75XO.375 8.OX14.OXO.S 8.OX14.OXO.S ANC. BOLTS (4)-3/4 (4)-3/4 (2)-3/4 (2J-3/4 LOAD GROUP HL VL LL HR VR LR H1 I V1 L1 H2 V2 I L2 OL 0.0 1 .8 0.01 0.0 1 .3 0.0 0.01 2. 1 0.0 0.0 3.6 0.0 COLL 0. 1 1 .8 0.0 -0. 1 1 .2 0.0 0.0 2.6 0.0 0.0 2.7 0.0 DII 0.2 10.8 0.0 -0.3 0.6 0.0 0.0 8.7 0.0 0.0 -1 .6 0.0 DI2 -0.2 -1 . 1 0.0 0.2 -1 .0 0.0 0.0 9.0 0.0 0.0 8.9 0.0 DI3 0.4 0.8 0.0 -0.4 7.9 7 0.0 0.0 -1 .8 0.0 0.0 8.8 0.0 SNOW 0.4 13.7 0.0 -0.5 7.3 0.0 0.0 15.7 0.0 0.0 16.3 0.0 LL 0.5 10.5 0.0 -0.6 7.4 0.0 0.0 15.8 0.0 0.0 16. 1 0.0 LEG 0.1 -3.5 -1.8 -0. 1 -4.6 -4.5 0.0 -0. 1 0.0 0.0 0.0 0.0 EO -1 .7 -2.3 0.0 -1 .3 1 .9 0.0 0.0 3.2 0.0 0.0 -2.9 0.0 WLI -7.6 -11 .5 0.0 -5.0 0.3 _ 0.0 0.0 -1 .9 0.0 0.0 -15.5 0.0 WL2 -7.9 -7.7 0.0 -5.41 2.7 0.0 0.0 3.01 0.0 0.0 -11 .4 0.0 LWL1 4.9 -14.4 -4. 1 -3.2 -14.0 -8.4 0.0 -9.5 0.0 0.0 -7.2 0.0 WL3 7.0 0.2 0.0 7.3 -8.8 0.0 0.0 -16.3 0.01 0.0 -0.4 0.0 WL4 6.71 4. 11 0.0 7.0 -6.41 0.01 0.0 -11 .4 0.01 0.01 3.71 0.0 LOAD GROUP DESCRIPTION OL Roof Dead Load COLL Roof Collateral Load DI1 Distributed Load [DIxx] DI2 Distributed Load CDlxx] DI3 Distributed Load CDlxxJ SNOW Roof Snow Load LL Roof Live Load LEO Longitudinal Seismic Load EO Lateral Seismic Load WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load Star Quildin 9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/28/98 PAGE: 8600 S. 1-35. Oklahoma City. OK 73149 smss JOB NAME:94369b FILE:94369b.rf1 7) MAX. SUPPORT REACTIONS FOR LOAD COMBINATION FRAME ID a0l LOCATION:frame lines 2 NOTE: 1l These reactions are from loads determined from the aPPL,i cab le code for ASO desi9n. Seismic loads are limit state and include ma9nification factors when so required by the seismic Provisions of the aPPlcable code for ASD desi9n. It is the resPonsibility of the foundation designer to aPPIY the load factors and load combinations aPProPriate for the concrete founation desi9n. 2) All reactions are in kips and kiP-ft. REACTION NOTATIONS HL f f HR IVL 1VI IV2 IVR LOAD COMBINATION MAXIMUM REACTION TABLE (These are maximum reactions for anchor bolt desi9n and may not be aPProPriate for foundation desi9n. ) COLUMN LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 INTERIOR COLUMN 2 BASE PLATE B.OX19.75XO.375 B.OX19.75XO.375 8.OX14.OXO.5 8.OX14.OXO.5 ANC. BOLTS (4)-3/4 (4)-3/4 (2)-3/4 (2)-3/4 LOAD COMB HL VL LL HR VR LR HI V17 L1 H2 V2 L2 32 7.3 8.9 0.0 7.0 -3.8 0.0 0.0 -6.3 0.0 0.0 11 .4 0.0 15 -7.9 -6.5 0.0 -5.4 13.6 0.0 0.0 4.4 0.0 0.0 -9.0 0.0 3 0.6 17.3 0.0 -0.7 9.9 0.0 0.0 20.5 0.0 0.0 22.6 0.0 16 4.9 -13.2 -4. 1 -3.2 -13. 1 -8.4 0.0 -8. 1 0.0 0.0 -4.8 0.0 16 4.9 -13.2 -4.1 -3.2 -13. 1 -8.4 0.0 -8. 1 0.0 0.0 -4.8 0.0 17 7.0 1 .5 0.0 7.3 -7.9 0.0 0.0 -14.9 0.0 0.0 2. 1 0.0 30 -7.6 1 .0 0.0 -5.7 7.7 0.0 0.0 13.0 0.0 0.0 0.3 0.0 1 0.7 14.7 0.0 -0.8 10.6 0.0 0.0 16.2 0.0 0.0 18.0 0.0 16 4.9 -13.2 -4. 1 -3.2 -13.1 -8.4 0.0 -8. 1 0.0 0.0 -4.8 0.0 16 4.9 -13.2 -4. 1 -3.2 -13. 1 -8.4 0.0 -8. 1 0.0 0.0 -4.8 0.0 4 1 0.61 14. 11 0.0 -0.71 10.01 0.01 0.01 20.61 0.01 0.01 22.41 0.0 17 1 7.01 1 .51 0.01 7.3 -7.91 0.0 O.0 1 -14.91 0.01 0.01 2. 11 0.0 31 0.6 17.3 0.0 -0.71 9.91 0.01 0.01 20.51 0.01 0.01 22.61 0.0 14 -7.6 -10.31 0.0 -S.11 1 .21 0.01 0.0 -0.41 0.01 0.0 -13.11 0.0 LOAD COMBINATION DESCRIPTION 1 DL +COLL +DI1 +0.50I2 +DI3' 3 OL +COLL +SNOW 4 DL +LL +COLL 14 0.67DL +WLI 15 0.67DL +WL2 16 0.670L +LWL1 ' A 17 0.67DL +WL3 30 DL +0.5SNOW +WL2 32 DL +0.5SNOW +WL3 Star Swildin 9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/28/98 PACE: 8600 S. 1-35. Oktahoma City. OK 73149 smss JOB NAME:94369b FILE:94369b.rfl USER LOAD SCHEMATICS FRAME ID =01 LOCATION:frame lines 2 NOTE: At( user loads are in kips and kio-ft. ( 1) OL 1 .80 0.48 0.01 -j (2) COLL 0.48 0.01 y (3) OI1 2.90 0.08 -J r Star fauilolin9 SYstems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/28/98 PAGE: 8600 S. 1-35. Oklahoma City. OK 73149 smss JOB NAME:94369b FILE:94369b.rfl 3� USER LOAD SCHEMATICS FRAME ID u01 LOCATION:frame lines 2 NOTE: All user loads are in kips and kip-ft. (4) 012 (5) 013 (6) SNOW / 6.00 0.08 , Star BujIcI;n9 SYstems FRAME DESCRIPTION USER NAME:carmicha. DATE: 9/28/98 PAGE: 8600 S. I-35. Oklahoma City, OK 73149 smss JOB NAME:94369b FILE:94369b.rfl 40 USER LORD SCHEMATICS FRAME ID a01 LOCATION:frame lines 2 NOTE: All user loads are in kips and kiP-ft. (7) LL 2.90 0.08 -j (8) LEG 3.57 4.55 1 .80 / 4.49 i (9) WLi 2.30 0.55 -J , Star ¢uilclin 9 SYstems FRAME DESCRIPTION USER NRME:carmicha DATE: 9/28/98 PAGE: 8600 S. f-35. Oklahoma City. OK 73149 smss JOB NAME:94369b FILE:94369b.rfl USER LOAD SCHEMATICS FRAME ID uO1 LOCATION:frame lines 2 *VOTE: All user loads are in kips and kiD-ft. ( 10) WL2 0.29 0.96 --f ( 11) LWL1 2. 12 1 .62 -� 8. 15 8.49 L' 4. 10 }r8.38 ( 12) WL3 2. 16 1 . 12 -j Star Buildin9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/28/98 PAGE: 8600 S. 1-35. Oklahoma CItY. OK 73149 smss JOB NAME:94369b FILE:94369b.rfl z USER LOAD SCHEMATICS FRAME ID =01 LOCATION:frame lines 2 NOTE: All user loads are In kips and kiP-ft. ( 13) WL4 0. 15 0.71 J ( 14) EO GA � 0.50 0.01 0. 12 Star Buitdln9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/29/98 TIME:09:14:31 PAGE: 8600 S. 1-35. Oklahoma City, OK 73149 smss JOB NAME:94369b F1LE:94369b.rf2 DESIGN AND ESTIMATION INFORMATION FRAME ID n02 LOCATION: frame lines 3 STANDARD NOTES WEIGHT:3768_lb 1 ) All sectional dimensions are In Inches. YIELD STRENGTH(ksi ) - PLATE:50. PIPE:46. TUBE:46. W.F. :42, FLG BRC:50. CONN. BOLT:A325 H.S. 2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave):8.S"-Z 2@3'-11" .10@5'-0" .4'-10" GIRTS (vert. from floor)B.S"-Z ( 1"OUTSET)- LEFT COLUMN B.5"-Z (FLUSH) - RIGHT COLUMN O.FTTHK 6x0.25 6XO.25 6X0.25 6XO.25 6XO.25 WEB0.1489 0.1489 0.1489 0.1489 0.1489 I .F6XO.25 6X0.25 6XO.25 6X0.25 6X0.25 15.563' 8'-0" 13.338' 15.616' 12 625'-4" E.H. 24'-0" E.H. m " N ..N - O - - m LI)r O m m 0 x O R7 LPx m O J N. O M N - 00 'w tD Ul O W Ox cn a) N \ x x x 6 x r0.-. � m _ c Lf) OL0 O I 4 m 4 D] - _ m O m A O O m 21'-4" 21'-4" ?t co -i (L , r 0 3 - CONNECTION DETAILS Location 1 2 3 4 5 6 7 8 9 l0 I1 12 13 Web DeP. 20.0 20.0 N/A 20.0 20.0 20.0 8.0 8.0 8.0 8.0 20.0 20.0 N/A Type BASE HORZ STF CAP (EXT) 4E/4E 2E/2E 4E/3E BASE CAP/STF BASE CAP/STF BASE HORZ STF CAP (EXT) _ - Plate(ON) B.OXO.625 3.75XO.2S S.OXO.25 S.OXO.37S 6.OXO.375 6.OXO.37S 8.OXO.375 6.0X0.37S 8.OXO.37S 6.OXO.37S B.OXO.375 3.75XO.2S 8.OXO.2S Plate(UP) N/A N/A N/A 6.OXO.37S 6.oxo.375 8.OXO.375 N/A 2.75XO.25 N/A 2.75XO.25 N/A N/A N/A Bolts (4)-1 N/A N/R ( 16)-3/4 (8)-3/4 (14)-3/4 (4)-3/4 (4)-1/2 (4)-3/4 (4)-1/2 (4)-3/4 N/A N/R LM / � ^ ' 44 RAME DEWGN Z FKAME DETAIL INPUT EX PANSI�N --^----------- '----......... '----.....------...........................--- ATE OF DESIGN RUNT 9/2V/98 09114:�� ^ ~ ser: carmicha STORED FRAME DETAIL DATA ELEMENT: � /export /home|carmicha/jobs/94369b/x(2L ' � User Id . . . carmicha Run Name , . , . Job Name . . 94369b File Name . . . x02L ' ' ^ . _ RAME SHAPE SLW'E FRAME WIDTH (FT. ) , . , . , . . , 64.O0O0O0 S EAVE HEIGHT (FT. ) .. . . . 24.000000 HS EAVE HEIGHT (FT. ) . , . . . 25.333300 OOF SLOPE (IN. ) , . . . . . . . . 0.2500 HORZ. PURLIN SPACE <FT. ) . 5.000000 AY SPACE (FT. ) . , . . . . . . . . 24.500000 NUM. 'OF INTERIOR COLUMNS. . 2 AFTER: AFTER KNEE DEPTH ( IN. ) . . 20.0000 RAFTER PEAK DEPTH ( IN. ) . . 20.0000 URLIN DISTANCE < IN. ) . . . . G.5000 �:URLIN DEPTH (IN' ) . ' . ' . . . 8.5000 OW SIDE COLUMN: . OLUMN BASE DEPTH ( IN. ) . . 20.()000 COLU�N K�FE .DEFTH IN. 20.0000 IRT DISTANCE ( 0. ) . . . . . . 1 .0000 GIRT DEPTH (IN, ) . . . . . , . . . d.5000 IGH :OLUMN BASE DEPTY ( IN. ) ' . 20.0000 COLUMN KNEE DEPTH ( IN. ) ' . 20.0000 JRT DISTANCE 0IN^ ) - ' ' . ' ' 0.0000 GIRT DEPTH `(IN. ) , 'OTES� ` � , . . ' . . . - ' - - . ' . . ^ * . . . ^ . | ' ' ^ ' . ' / ' ~~ ^ � Star Buildin9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/29/98 PAGE: 8600 S. 1-35. Oklahoma Crty. DK 73149 smss JOB NAME:94369b ' FILE:94369b.rf2 45 SUPPORT REACTIONS FOR EACH LOAD GROUP FRAME ID a02 LOCATION:frame lines 3 VOTE: All reactions are to kiPs and kiP-ft. REACTION NOTATIONS HL f '/ HR 1VL IVI IV2 IVR LOAD GROUP REACTION TABLE COLUMN LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 INTERIOR COLUMN 2 BASE PLATE 8.OX20.75XO.62S B.OX20.5XO.375 8.OX8.75XO.375 8.OX8.75XO.375 ANC. BOLTS (4)-1 (4)-3/4 (4)-3/4 (4)-3/4 LOAD GROUP HL VL LL HR VR LR H1 V1 L1 H2 V2 L2 OL 0.5 -22.8 0.0 -0.5 2.0 0.01 0.0 3.4 0.0 0.0 2.7 0.0 COLL 0. 1 1 .7 0.0 -0. 1 1 .2 0.0 0.0 2.7 0.0 0.0 2.7 0.0 DI1 0.3 10.8 0.0 -0.4 0.7 0.0 0.0 8.9 0.0 0.0 -1 .8 0.0 DI2 -0.2 -1 . 1 0.0 0.2 -1 . 1 0.0 0.0 8.9 0.0 0.0 8.9 0.0 DI3 0.4 0.8 0.0 -0.41 7.8 0.0 0.0 -1 .9 0.0 0.0 9.0 0.0 SNOW 0.51 13.7 0.0 -0.5 7.3 0.0 0.0 15.81 0.0 0.0 16.2 0.0 LL 1 .3 -30.7 0.0 -1 .4 8.7 0.0 0.0 17.7 0.0 0.0 14.3 0.0 LEO 0. 1 -3.5 -1 .8 -0.1 -4.6 -4.5 0.0 -0. 1 0.0 0.0 0.0 0.0 EO -1 . 1 -1 .5 0.0 -0.8 1 .3 0.0 0.0 2. 1 0.0 0.0 -1 .9 0.0 WL1 -7.7 -11 .8 0.0 -5.0 0.3 0.0 0.0 -1 .5 0.0 0.0 -15.6 0.0 WL2 -8.0 -7.9 0.0 -5.3 2.6 0.0 0.0 3.4 0.0 0.0 -11 .6 0.0 LWL1 4.9 -14.3 -4. 1 -3.2 -13.9 -8.4 0.0 -9.6 0.0 0.0 -7.2 0.0 WL3 1 7. 1 0.5 0.01 7.3 -8.8 0.0 0.0 -16.81 0.0 0.0 -0. 1 0.0 WL4 6.8 4.4 0.0 6.9 -6.4 0.0 0.0 -11 .9 0.0 0.0 3.9 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load DI1 Distributed Load IDIxx) D12 Distributed Load CDIxxl DI3 Distributed Loa& [DIxx] SNOW Roof Snow Load LL Roof Live Load LEO Lon9ltudinal Seismic Load Eli Lateral Seismic Load WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Lon9ltudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load Star Building Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/29/98 PAGE: 8600 S. 1-35. Oklahoma City. OK 73149 smss JOB NAME:94369b FILE:94369b.rf2 4(a MAX. SUPPORT REACTIONS FOR LOAD COMBINATION FRAME ID =02 LOCATION:frame lines 3 NOTE: 1) These reactions are from loads determined from the aPPlicable code for ASO design. Seismic loads are limit state and include magnification factors when so required by the seismic Provisions of the aPP(cable code for ASO design. It is the resPonsibility of the foundation designer to aPPly the load factors and load combinations aPProPriate for the concrete founation design. 2) All reactions are in kiPs and kiP-ft. REACTION NOTATIONS VV HL f '� HR 1VL iVI IV2 IVR LOAD COMBINATION MAXIMUM REACTION TABLE (These are maximum reactions for anchor bolt desi9n and may not be aPProPriate for foundation design. ) COLUMN LEFT COLUMN RIGHT COLUMN INTERIOR COLUMN 1 INTERIOR COLUMN 2 BASE PLATE 8.OX20.75XO.625 8.OX20.5XO.375 8.OX8.75XO.375 8.OX8.75XO.375 ANC. BOLTS (4)-1 (4)-3/4 (4)-3/4 (4)-3/4 LOAD COMB HL I VL I LL HR I VR I LR H1 V1 LI H2 V2 I L2 32 7.9 -15.4 0.0 6.4 -3. 1 0.0 0.0 -5.6 0.0 0.0 10.7 0.0 15 -7.6 -23.2 0.0 -5.7 3.9 0.0 0.0 5.7 0.0 0.0 -9.7 0.0 4 1 .9 -51.8 0.0 -2. 1 11 .9 0.0 0.0 23.8 0.0 0.0 19.7 0.0 16 5.2 -29.6 -4.1 -3.5 -12.6 -8.4 0.0 -7.3 0.0 0.0 -5.4 0.0 17 7.5 -14.7 0.01 6.9 -7.4 0.0 0.0 -14.6 0.0 0.0 1 .7 0.0 30 -7.2 -23.9 0.0 -6.1 8.3 0.0 0.0 14.7 0.0 0.0 -0.7 0.0 4 1 .9 -51 .8 0.0 -2. 1 11.9 0.0 0.0 23.8 0.0 0.0 19.7 0.0 16 5.2 -29.6 -4. 1 -3.5` -12.6 -8.4 0.0 -7.3 0.0 0.0 -5.4 0.0 16 5.2 -29.6 -4.1 -3.5 -12.6 -8.4 0.0 -7.3 0.0 0.0 -5.4 0.0 4 1 1 .9 -51 .81 0.0 -2. 11 11 .91 0.01 0.01 23.81 0.01 0.01 19.71 0.0 17 1 7.5 -14.71 0.01 6.9 -7.41 0.01 0.0 -14.6 Q O 0.01 1 .71 0.0 3 1 1 . 1 -7.41 0.0 -1 .21 10.61 0.01 0.01 21 .E31 0.01 0.01 21.71 0.0 14 1 -7.3 -27.01 0.0 -5.31 1.61 0.01 0.01 0.81 0.01 0.0 . 13.8 0.0 LOAD COMBINATION DESCRIPTION 3 DL +COLL +SNOW 4 DL +LL +COLL a 14 0.67DL +WL1 ' 1S 0.670L +WL2 16 0.6701- +LWL1 17 0.67DL +WL3 30 DL +O.SSNOW +WL2 32 OL +0.5SNOW +WL3 Star Quildin9 SY5tem5 FRAME DESCRIPTION USER NAME:carmicha DATE: 9/29/98 PAGE: 8600 S. I-35. Oklahoma CitY, OK 73149 sm55 JOB NAME:94369b FILE:94369b.rf2 4 USER LOAD SCHEMATICS FRAME ID u02 LOCATION:frame lines 3 NOTE: Alt user loads are in kips and kip-ft. ( 1) OL 1 .80 3 61 .C�CP®.48 d.a1 �► (2) COLL 0.48 0.01 (3) 011 2.90 0.08 Star Bwildin9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/29/98 PAGE: 8600 S. 1-35. Oklahoma City. OK 73149 smss JOB NAME:94369b FILE:94369b.rf2 USER LOAD SCHEMATICS FRAME ID n02 LOCATION:frame lines 3 NOTE: All user loads are in kips and kiP-ft. (4) 012 (6) SNOW 6.00 0.08 Star Buildin9 SYstems FRAME DESCRIPTION USER NAMEicarmicha DATE: 9/29/98 PAGE: 8600 S. I-35. Oklahoma CitY. OK 73149 smss JOB NAME:94369b FILE:94369b.rf2 USER LOAD SCHEMATICS FRAME ID m02 LOCATION:frame lines 3 NOTE: All user loads are in kiPs and kiP-ft. (7) LL 10.001.®sae°� (8) LEG 3.57 4.55 1 .80 } �' 4.49 ' R- (9) WL1 2.30 0.55 �} r Star Buildin 9 SY5tem5 FRAME DESCRIPTION USER NAME:carmicha DATE: 9/29/98 PAGE: 8600 S. I-3S. Oklahoma CitY. OK 73149 smss JOB NAME:94369b FILE:94369b.rf2 sp USER LOAD SCHEMATICS FRAME ID n02 LOCATION:frame lines 3 NOTE: All user loads are in kips and kiD-ft. ( 10) WL2 0.29 0.96 --t ( 11) LWL1 2. 12 1 .62 -f 8. 15 8.49 tr 4. 10 1/ 8.38 112) WL3 2. 16 1 . 12 -t Star Qu i l ol i n 9 SY5tem5 FRAME DESCRIPTION USER NAME:carm i cha 'DATE: 9/29/98 PAGE: 8600 S. 1-35. Oklahoma CitY. OK 73149 smss JOB NAME:94369b FILE:94369b.rf2 j USER LOAD SCHEMATICS FRAME ID uO2 LOCATION:frame lines 3 NOTE: A(l user loads are in kips and kiP-ft. t13) WL4 0. 15 0.71 J ( 14) E0 8:97 U.VD U.b14 8AI 0.01 0. 12 —� Star Suildin9 SYstems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/29/9B TIME:10:06:51 PAGE: B600 S. I-35. Oklahoma City. OK 73149 ssb JOB NAME:94369b FILE:94369b.rf3 DESIGN AND ESTIMATION INFORMATION FRAME ID u03 LOCAT I ON: f rame lines 2 STANDARD NOTES WEIGHT:1623 lb 1) At( sectional dimensions are In inches. YIELD STRENGTH(ksil - PLATE:50. PIPE:36. TUBE:36. W.F. :42. FLG BRC:50, CONN. BOLT:A325 H.S. 2) All Ftan9e len9ths are measured alon9 outer flan9e. PURLINS(horz. from eave):PURLINS(horz. from eave):25'-O" GLRTS (vert. from floor)B.5"-Z (4"OUTSET)- LEFT COLUMN 8.5"-Z (4"OUTSET)- RIGHT COLUMN O.F. 8X0.25 8X0.25 WEB THK. 0.1489 0.1489 I .F. 8XO.25 8X0.25 16'-0" 6.188' ,0.00 12 24'-0" E.H. 4 5 2�4'-0" E.H. N J O 0 O OX m ;0 - IV O En N m O N 0 - - - I2 - N I � N m N N co m. 1 X X (D O (NIA (ma Cn M O m Ql — - 0 m _ I 25._O" Lm � 0 3 CONNECTION OETAILS Location 1 2 3 4 5 6 7 8 Web DeP. 12.0 12.0 N/A 19.0 19.0 12.0 12.0 N/A Type BASE HORZ STF CAP (EXT) 3E/3E 3E/3E BASE HORZ STF,CAP (EXT) Plate(ON) 8.0X0.375 3.75XO.25 B.OXO.25 8.0X0.375 B.OXO.37S 8.0X0.375 3.7SXO.25 8.OXO.25 P l ate(UP) N/A N/R N/A 8.0X0.375 8.OXO.37S N/A N/A N/A Bolts (4)-3/4 1 N/A I N/A 1 ( 12)-3/4 ( 12)-3/4 (4)-3/4 1 N/A N/A f ...................... ....................... J 4•mot=r. t_.L.:• ;fa i c::t-! STORED :•r'•::-a'1..:. DETAIL DATA, ELEMENT: User tom .i _.. _ . o .... .... ..._...... ..... Run Name job Name 14369b File Name xO3L :RAME SHAPE : . .. . .. . _ ,. _ .. „ „ _ .. __ :f. `;:i...E: ..._.;i= BRA-11E .?I-- - (FT. 25.000000 ...i• ErAVE HEIGHT GHT ( .. ) _ .. _ .. 24.00000() ::_; EAVE HEIGHT (FT. ) n = n = 24.000200 ROOF SL..._.'E (_N. ) 0.0001. PURLIN .`PACE (FT. ) n 25.000000 3A Y :3r'raCE WT. ) _ . _ . _ .. .. . .. ., 0.01. 0 i(:) `.it..1 ?n OF INTERIOR COL.!_+MNS= n i_; RAFTER-. AFTER KNEE: D E:. , , ( IN... . 1910000 RAKER R PEAK DEPTH ( IN. ) 1 .yi 00 C) =URLIN (STANCE :N. . . . . .. 14.0000 `-'Ur,LIN DEPTH (IN. i 14,0000 -OW SIDE _;O!_Ui=N BASE _:E IH ( IN. ) 1.2.0::00 ;OL.U.,N !.N4:-.M DEPTH ( IN. ) 12.0000 000 3.l:RT DISTANCE . . .. .. .. .. .. .. 4.2500 .-.1.RT DEPTH V;`'`!A - _ . _ n = a,5000 ..AX_fJ:':{4 r:��' ::tr_ :t...: ( v N. .. .: 12.0000 ....,...:._.1.J:':7`.f ... .E..._ DEPTH IN. .. 12.000 ) 3IRT DISTANCE : .250r:`i Gis=;T DEPTH (IN. ) S.5000 0T ES. 4 3 Star Buildin9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/29/98 PAGE: 8600 S. 1-35. Oklahoma City. OK 73149 ssb JOB NAME:94369b FILE:94369b.rf3 64 SUPPORT REACTIONS FOR EACH LOAD GROUP FRAME ID u03 LOCATION:frame lines 2 NOTE: Atl reactions are in kips and kip-ft. REACTION NOTAT DNS HL —_ HR �VL �VR LOAD GROUP REACTION TABLE COLUMN LEFT COLUMN RIGHT COLUMN BASE PLATE B.OX12.5XO.375 B.OXI2.SXO.375 ANC. BOLTS (4)-3/4 (4)-3/4 LOAD GROUP HL VL LL HR VR LR DL 0.0 0.7 0.0 0.0 0.7 0.0 WL1 -4. 1 -7.9 0.0 -4. 1 7.9 0.0 WL2 4. 1 7.9 0.0 4. 1 -7.9 0.0 LOAD GROUP DESCRIPTION OL Roof Dead Load WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load Q. Star Suildin 9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/29/98 PAGE: 8600 S. 1-35. Oklahoma City, OK 73149 ssb JOB NAME:94369b FILE:94369b.rf3 CJ f1AX. SUPPORT REACTIONS FOR LOAD COMBINATION FRAME ID u03 LOCATION:frame lines 2 NOTE: 11 These reactions are from loads determined from.the avP(.icable code for ASO design. Seismic loads are limit state and include ma9nification factors when so required by the seismic Provisions of the aPPlcable code for ASD desi9n. It is the responsibility of the foundation desi9ner to aPP(Y the load factors and load combinations aPProPriate for the concrete founation desi9n. 2) All reactions are in kips and kiP-ft. REACTION NOTAT DNS HL -- HR IVL � VR LOAD COMBINATION MAXIMUM REACTION TABLE (These are maximum reactions for anchor, bolt desi9n and may not be aPProPriate for foundation desi9n. ) COLUMN LEFT COLUMN RIGHT COLUMN BASE PLATE 8.OX12.5XO.375 8.OX12.5XO.375 ANC. BOLTS (4)-3/4 (4)-3/4 LOAD COMB HL I VL I LL HR VR I LR 2 4.2 8.7 0.0 4.0 -7.2 0.0 1 -4.0 -7.2 0.0 -4.2 8.7 0.0 2 4.2 8.7 0.0 4.0 -7.2 0.0 1 -4.0 -7.2 0.0 -4.2 8.7 0.0 2 4.2 8.7 0.0 4.0 -7.2 0.0 1 -4.0 -7.2 0.0 -4.2 8.7 0.0 1 -4.0 -7.2 0.0 -4.2 8.7 0.0 2 4.2 8.7 0.0 4.0 -7.2 0.0 LOAD COMBINATION DESCRIPTION 1 DL +WLI 2 OL +WL2 i w Star Buildin 9 SY5tem5 FRAME DESCRIPTION USER NAME:carmicha OATE:•9/29/98 PAGE: 8600 S. I-35. Oklahoma CitY. OK 73149 ssb JOB NAME:94369b FILE:94369b.rf3 �' Uc,ER LOAD SCHEMATICS FRAME ID n03 LOCATION:frame lines 2 N6TE: All user loads are in kips and kip-ft. e, 11l WL1 8.20 12l WLZ .. r -- 8.20 Star Bulldin9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/28/98 TIME:07:44:08 PAGE: 8600 S. I-35. Oklahoma CitY, OK 73149 swe JOB NAME:94369c FILE:94369c.rfl DESIGN AND ESTIMATIOW INFORMATION FRAME ID UOI LOCATION: frame lines 2-3 STANDARD NOTES WEI,GHT:352 lb 1) All sectional dimensions are in inches. YIELD STRENGTH(ksl ) .- PLATE:50, PIPE:46, TUBE:46, W.F. :42, FLG BRC:50, CONN. BOLT:A325 H.S. 2) Atl Flange len9ths are measured along outer ftan9e. PURLINS(horz. from eave):B.S"-Z 2'-0" ,2@2'-6" .1'-6" .4@1 '-3" . l'-C" GIRTS (vert. from floor)B.5"-Z 9'-2 1/2"( 1"OUTSET)- LEFT COLUMN O.F. SXO.25 WEB THK. 0.125 I .F. 5X0.25 14.228' 10.25 12 11 '-G" E.H. 4 r JS S 5 m .. Ln.. O :n X. O . r m m :n X N I. O Q1 a _ CONNECTION OETRILB Location 1 2 3 4 5 Web DeP. 8.0 8.0 N/A 9.5 9.5 TYPe BASE N/R CRP .(EXT) 1B/O 1B/O P t ate(DN) e.0X0.375 N/A 5.OX0.25 6.OXO.375 6.OXO.37S t� P l ate(UP) N/A N/A N/A 6.OXO.375 S.OXO.375 Botts (2)-3/4 N/A N/A (2)-3/4 (2)-3/4 ..._......................_. . .... sari B71RVD FRAVE DETAIL L w W v W. ::}:r e , •}�. ,L�. r : , .. , , r . �'i' .. , ..''i' . .. . .. , . .. , , ''i' ':' 'i' . '':' , �i' , : . �.L . �'i' „'.1.. , .1, .I: 1 — ser RAME SHAPE . . . . .EL. LEAN01 FRAME WIDTH (FT. ) 1!1 C)CK)CK) t1 _'IO F r'� ram; f.�.... _. : ,r :.'.: SPACE _ ....:..... .. .. :, .. .... .. .. .. .. .. AFTER- AFTERKNEE r'a is=. SIDE COLUMN;: .. ,.. : :, is ., 1RT DISTANCE lyN. ) GIRT DEPTH (IN. ) Star Bu ildin 9 SY5tem5 FRAME DESCRIPTION USER NAME:carmicha DATE: 9/28/98 PAGE: 8600 S. 1-35. Oklahoma CitY. OK 73149 swe JOB NAME:94369c FILE:94369c.rfl c SUPPORT REACTIONS FOR EACH LOAD GROUP FRAME ID mOl LOCATION:frame lines 2-3 NOTE: All reactions are in kips and ki0-Ft. REACTION NOTATIONS 1� HR VR HL 1VL LOAD GROUP REACTION TABLE COLUMN LEFT COLUMN RIGHT SUPPORT BASE PLATE 8.OX8.5XO.375 N/A ANC. BOLTS (2)-3/4 N/A LOAD GROUP HL VL LL HR VR LR DL 0.0 0.5 0.0 0.0 0.4 0.0 COLL 0.0 0.5 0.0 0.0 0.5 0.0 DI1 0. 1 3. 1 0.0 -0. 1 2.9 0.0 DI2 0.0 0.0 0.0 0.0 0.0 0.0 013 0.0 0.01 0.0 0.0 0.0 0.0 014 0.0 0.0 0.0 0.0 0.0 0.0 SNOW 0. 1 4.4 0.0 -0. 1 6.0 0.0 LL 0. 1 3. 1 0.0 -0. 1 2.9 _ 0.0 EO 0.0 0.0 0.0 -0. 1 0.0 0.0 WLI -1 .0 -2.3 0.0 -0.9 -2.2 0.0 WL2 -0.9 -0.2 0.0 -1 . 1 -0.2 0.0 LWLI 0.9 -2.4 0.0 1 .4 -2.2 0.0 WI-3 0.5 -2.4 0.0 0.9 -2.2 0.0 WL4 0.6 -0.2 0.0 0.7 -0.2 0.0 LOAD GROUP DESCRIPTION OL Roof Dead Load COLL Roof Collateral Load DIl Distributed Load CDIxx] D12 Distributed Load CDIxx] D13 Distributed Load CDIxx] DI4 Distributed Load CDIxx] SNOW Roof Snow Load LL Roof Live Load EO Lateral Seismic Load WLI Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWLI Lon9itudinal Primary Wind Load WL3 Lateral Primary Wind Load WI-4 Lateral Primary Wind Load I Star Barildin 9 Systems FRAME DESCRIPTION USER NAME:carmicha DATE: 9/28/98 PAGE: 8600 S. 1-35, Oklahoma City. OK 73149 swe JOB NAME:94369c FILE:94369c.rfl (a U MRX. SUPPORT REACTIONS FOR LOAD COMBINATION FRAME ID =01 LOCATION:frame lines 2-3 NOTE: 11 These reactions are from loads determined from the aPPlirabte code for ASO design. Seismic toads are limit state and include magnification factors when so required by the seismic provisions of the aPPlcable code for ASD design. It is the resPonsibility of the foundation designer to aPplY the load factors and load combinations aPProPriate for the concrete founation design. 2) All reactions are in kips and kiP-ft. REACTION NOTATIONS 1-• HR VR HL 1 VL LOAD COMBINATION MAXIMUM REACTION TABLE (These are maximum reactions for anchor bolt design and may not be aPProPriate for foundation design. l COLUMN LEFT COLUMN RIGHT SUPPORT BASE PLATE 8.OX8.5XO.375 N/A ANC. BOLTS (2)-3/4 N/A LOAD COMB HL I VL7 LL HR VR LR 28 1.01 0.3 0.0 1 .4 1 .2 0.0 11 -0.9 -2.0 0.0 -0.9 -2.0 0.0 3 0.2 5.4 0.0 -0.2 6.9 0.0 13 0.9 -2.0 0.0 1 .4 -1 .9 0.0 13 0.9 -2.0 0.0 1.4 -1 .9dO.. 27 -0.8 2.5 0.0 -1.2 3. 1 3 0.2 5.4 0.0 -0.2 6.9 11 -0.9 -2.0 0.0 -0.9 -2.0 LOAD COMBINATION DESCRIPTION 3 OL +COLL +SNOW 11 D.670L +WL-1 13 0.67DL +LWL1 27 DL +D.SSNOW +WL2 28 DL +0.5SNOW +LWLI Star Building SY5tem5 FRAME DESCRIPTION USER NAME:carmicha DATE: 9/28/98 PAGE: 8600 S. 1-35. Oklahoma CitY• OK 73149 swe JOB NAME:94369c FILE:94369c.rf1 USER LOAD SCHEMATICS FRAME ID a01 LOCATION:frame lines 2-3 NOTE: All user loads are in kips and kiD-ft. s ( 1l SNOW 0.73 0.00 (2) EO 0. 14 q, i SHEET �=3 OF� JOB NO. ?_ 45�o? BUILDINGS S P Z 8 1998 RI' ME ZZH kj( /E �--A Qu7 DATE/BY Jy z C� I I E3 I -I Live LoA� ,DE q-1,) t_o D = 3 o P s - ?Re,-nT(o4 Lomt, _ /o ps� I�i6i SPR�I Ma N S�Tlt-IKL-Ek L-OPt> �- CE�LIfJC� � Ma Eat I zs'o Mui I,IIzx4o, /v'Co CL�►�tZ REQ` � + � Jofsts �L r C< A-KE t4o7 B`( STAIR, a FORM 1074-00811-11/89-2500 RAMSBEAM V2 . 0 - Gravity Beam Design , Licensed to: Star Building Systems - OK Job: 98-4369 Steel Code: AISC 9th Ed. rY SPAN INFORMATION: Mezzanine Beam 1 Depth Limitation specified (in) = 12 .00 Beam Size (User Selected) = W12X40 Fy = 42. 0 ksi Total Beam Length (ft) = 21.33 Top- Flange Braced By Decking LOADS: Self Weight = 0.040 k/ft Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 21.33 0.563 0.563 0.000 0. 000 0.938 0.938 SHEAR: Max V (kips) = 16.44 fv (ksi) 4.67 Fv = 16. 80 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft - fb Fb fb Fb Center Max + 87 .7 10.7 0. 0 1.00 20.27 . 27.72 20. 27 27.72 Controlling 87.7 10.7 0. 0 1. 00 20.27 27.72 --- --- REACTIONS (kips) : Left Right DL reaction 6.43 6.43 Max + LL reaction 10. 01 10. 01 Max + total reaction 16.44 16.44 DEFLECTIONS: Dead load (in) at 10. 67 ft = -0.313 L/D = 819 Live load (in) at 10.67 ft = -0.486 L/D = 527 Total load (in) at 10. 67 ft = -0.799 L/D = 320 k y 3 RAMSBEAM V2 . 0 - Load Diagram Licensed to: Star Building Systems - -OK Job: 98-4369 Steel Code: AISC 9th Ed: Beam Size = W12X40 Span information (ft) : Mezzanine Beam 1 Length = 21. 33 , Left Support at 0'.00, Right Support at 21.33 W1 W2 Load Dist DL LL+ LL- Max Tot W1 0. 00 0. 603 0.938 0. 000 1. 541 W2 21. 33 0. 603 0.938 0. 000 1.541 RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Star Building Systems - OK Job: 98-4369 Steel Code: AISC '9th Ed. SPAN INFORMATION: Edge Beam 1 Beam Size (User Selected) = W8X13 Fy = 42.0 ksi Total Beam Length (ft) = 24. 00 Top Flange Braced By Decking LOADS: Self Weight = 0. 013 k/ft Line Loads (k/ft) : - Distl Dist2 DL1 DL2 Pre DL1 , Pre DL2 LL1 LL2 0.00 24 . 00 0.045 0. 045 0.000 0.000 0.075 , 0.075 SHEAR: Max V (kips) = 1. 60 fv (ksi) = 0.87 Fv = 16.80 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 9. 6 12 .0 0. 0 1. 00 11. 60 .27.72 11.60 27.72 Controlling 9. 6 12 . 0 0. 0 1.00 11.60 27.72 --- --- REACTIONS (kips) : Left Right DL reaction 0.70 0.70 Max + LL reaction 0.90 0. 90 Max + total reaction 1. 60 1. 60 F DEFLECTIONS: Dead load (in) at 12 .00 ft = -0.377 L/D = 763 Live load (in) at 12 . 00 ft = -0.488 L/D = 591 Total load (in) at 12 . 00 ft = -0.865 L/D = 333 1 E • RAMSBEAM V2 . 0 - Load Diagram Licensed to: Star Building Systems - OK (01 Job: 98-4369 Steel Code: RISC 9th Ed. Beam Size = W8X13 Span information (ft) : Edge Beam 1 Length = 24.00, Left Support at 0.00, Right Support at 24 .00 Wl W2 db Load Dist DL LL+ LL- Max Tot W1 0. 00 0. 058 0. 075 0. 000 0. 133 W2 24. 00 0. 058 0. 075 0. 000 0. 133 a _ f m SHEET Cl O OF �\ JOB NO. ` `lb - 43(fl 2 BUILDINGS DATE/BY`,t_CP 2 U 1998 B�, w - o�I (Wo-r11L z.s Us E - (Q C /0,s Q i A32S j + { 8 ! II 1 Q :r i VC RTi CoiL UPPORT OF CRNoP`( T 43y sTRrZ ' I "FORM 1074-00811-11/89-2500 .,�, _ Via, Y r-, •,r-t n` snow load on Ming. : DArr a; Step between upper & lower rout Hr' 'W: 11. 00 r1- ,5,-. r f Higher - _,• _ Design Roof Snow Load FIR, C). p.s- i J r:.... . 3 _ Conversion now Basic Root Snow Load MaTImPUA Pf 75,C) --F impth of Basic RUM •.. ndy No . 6S it 4.,o6 , w o- ..._ ........ , ...... .... .: ... ..:.. 04 r joy On-vam-, F i ON 1 ALE; UNT MN DPTE 1/25 ........................ .............. ... . ... .. ... .. ......... .......................... ............ ................ ................... .............. ....................... ........... Atep it Higher 1- diding Width Wb 1 64. 00 it Design R-of KnDs Lom.-Ill. R5 I Pq K ; ,30. 00 Ps' ANIvar'Am Ca*1 1 1. Dasic ko,4 Snow Load (CaTIMP) , PT a 30. 00 psi Demiry : 4 Snow I . J. P + 14. 0 D 17. 90 p c impth L4 MEW Roof Snow WWI A; 1. 60 , 4t Empth DriFt , Mal". int-nn"ily I Stq.l. 1:1 �K + bid! = 00. 5BPST ............. ...... .......... . ... ........................................ .............. ................ .................... ............. ......... ............. 'T 1. ............. ...-% 11430 f t F"urlin capacity 90. 0 pl � .............. 11 . 3 0 f; ............ RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Star Building Systems -- OK 71 Job: 98-4369 , Steel Code: AISC 9th Ed. SPAN INFORMATION: Roof Support beam Depth Limitation specified (in) = 8.50 Beam Size (Optimum) = 8BWA8.5 Fy = 50. 0 ksi Depth Tw BfTop TfTop BfBot TfBot Area " - Ix 8.50 0. 125 8. 00 0.250 8.00 0. 250 5.00 73 .42 Total Beam Length (ft) = 24. 00 Top Flange Not Braced By Decking Additional Flange Brace Points (kips) : Dist Top Bottom 8. 00 Yes No 18. 00 Yes No LOADS: Self Weight = 0.017 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 3 . 00 0. 90 0. 00 0. 00 Yes Yes 8. 00 0.90 0. 00 0. 00 Yes Yes Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0. 00 24. 00 0. 040 0. 040 0. 000 0.000 0. 150 0. 150 SHEAR: Max V (kips) = 3.87 fv (ksi) = 3 .87 Fv = 16.79 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 20. 3 10. 0 10.0 1. 00 14.08 30.00 14. 08 28. 30 Controlling 20. 3 10. 0 10. 0 1. 00 --- -- 14.08 28. 30 REACTIONS (kips): Left Right DL reaction 2.07 1. 10 Max + LL reaction 1.80 1.80 Max + total reaction 3 .87 2 .90 DEFLECTIONS: Dead load (in) at 11.28 ft' = -0.458 L/D = 628 Live load (in) at 11. 64 ft = -0.525 L/D = 548 Total load (in) at 11.64 ft = -0.983 L/D = 293 I- L (r oK cU-C ,�u►�u� r1TRCNi�1ENT� pl. MSBEAM V2 . 0 - Load Diagram Licensed to: Star Building Systems - OK 7? x Job: 98-4369 Steel Code: AISC' 9th Ed. Beam Size = 8BWA8.5 `.Si Span information (ft) : Roof Support beam Length = 24. 00, Left Support at 0.00, Right Support at 24. 00 P1 P2 Wl W2 Load Dist DL LL+ LL Max Tot Pi 3 . 00 0.900 0. 000 0.000 0: 900 P2 8.00 0.900 0. 000 0. 000 0.900 W1 0. 00 0.057 0. 150 0. 000 0. 207 W2 24. 00 0. 057 0. 150 0.000 0. 207 BUILT-UP.SECTIONS Properties of Section SECTION Bf x Tf / Tw / 0 A WT. Ix Sx rx ty Sy ry rt d/Af Fb (dimensions,IN) (IN) (LB/FT) (IN 4) (IN) (IN) (IN 4) (IN') (IN) (IN) (1/IN) (KSI) 815 x 12.4 5 x .178/.125 /15.356 3.66 12.4 138 17.9 6.14 3.71 1.48 1.01 1.26 17.25 25.031 I�--B►( Ell x 14.9 5 x .250 025 /15.500 4.38 14.9 181 23.3 6.42 5.21 2.08 1.09 1.32 12.40 28.993 815 x 16.6 6 x.250 /.125 /15.500 4.88 16.6 210 27.0 6.56 9.00 3.00 1.36 1.61 10.33 27.034 B18 x 17.9 6 x .250 /.125/18.500 5.25 17.9 311 33.6 7.69 9.00 3.00 1.31 1.58 12.33 26.531 B24 x 22.4 6 x .250/.1489/24.50 6.57 22.4 613 50.0 9.65 9.01 3.00 1.17 1.49 16.33 25.811 B18 x 22.7 8 x.250 /.1489 /18.50 6.68 22.7 405 43.8 7.79 21.34 5.33 1.79 2.12 9.25 23.089 D X -X B24 x 24.9 6 x.3125/.1489/24.625 7.32 24.9 726 58.9 9.95 11.26 3.75 1.24 1.53 13.13 28.194 B10 x 25.5 8 x .375/.1489 /10.75 7.49 25.5 174 32.4 4.82 32.00 8.00 2.07 2.31 3.58 31.957 ♦Tw B18 x 26.1 8 x .3125/.1489/18.625 7.68 26.1- 492 52.8 8.00 26.67 6.67 1.86 2.17 7.45 26.229 H B24 x 27.5 6 x .375/.1489/24.75 8.07 27.5 840 67.9 10.20 13.51 4.50 1.29 1.57 11.00 29.465 B27 x 29.1 6 x .3125 /.178/27.625 8.56 29.1 991 71.8 10.76 11.26 3.75 1.15 1.47 14.73 28.486 Y B10 x 30.6 10 x.375 /.1489/10.75 8.99 30.6 214 39.9 4.88 62.50 12.50 2.64 2.90 2.87 30.071 827 x 33.4 8 x.3125 /.178/27.625 9.81 33.4 1224 88.6 11.17 26.68 6.67 1.65 2.04 11.05 25.523 B10 x 35.7 12 x.375 /.1489/10.75 10.49 35.7 255 47.4 4.93 108.0 18.00 3.21 3.50 2.39 28.302 B27 x 36.8 8 x.375 /.178 /27.75 10.81 36.8 1416 102.1 11.45 32.01 8.00 1.72 2.09 9.25 27.596 824 x 47.6 8 x.500/.250 /25.00 14.00 47.6 1489 119.1 10.30 42.70 10.67 1.75 2.12 6.25 31.468 B24 x 54.4 10 x.500 /.250/25.00 16.00 54.4 1789 143.1 10.57 83.36 10.67 2.28 2.70 5.00 29.484 The above sections represent built-up sections selected by the CDS endwall design software for all U.S.plants except LIKE The.125"and.1489"web materials are not available at the LKF plant which stocks.1345"minimum web with.178"as the next incremental size. Also note that the B 15x12.4 section will not be selected for the MTC plant because they do not have.178"flange material. Fb calculated with Cb = 1.0 and LU 0 PIPE SECTIONM 6 KSI Y S - 4 IELD. u ., SECTION O.D. T AREA WTJFT. I r (IN) (IN) (IN) (LBS) (IN4) (IN) NOTES: T 42 0 5.8 4.500 .125 1:718 5.e4 a.t 1a 1.547 D11. Star C fi Z section properties are based on steel 1 4z 0 7.3 4.500 .156 2.129 7.25 5.028 1.536 having a minimum yield strength of 55 ksi. 1 6e 0 8.7 6.625 .125 2.552 8.67 13.486 2.298 2. Cold form section properties have been calcu- lated in accordance with 1986 AISI specifica- T 6e 0 10.8 6.625 .156 3.170 10.78 16.594 2.287 tions. 5 6e 0 12.9 6.625 .188 3.801 12.89 19.708 2.276 3. Star built-up section properties are based on r 6-8 0 15.0 6.625 .214 4.407 14.98 22.633 2.266 steel having a minimum yield strength of 50 ksi. 5 O.D. 6e 0 19.0 6.625 .280 5.581 18.97 28.140 2.250 6e 0 28.6 6.625 .432 8.405 28.57 40.490 2.200 8e 0 28.6 8.625 .322 8.400 28.55 72.500 2.940 PAGE NO. STAR BUILDING SYSTEMS STANDARD STRUCTURALS SECTION PROPERTIES 6A.T T ISSUE DATE CURRENT' All U.S. PLANTS- 10-1-95 a COLD FORM Z SECTIONS.",- 986 AIS1 :. Properties of Section SECTION L THK. R AREA WTJFTT1, 1, Sf Se rx ry Iyc Ixy (d x b) IN N IN INI LBS. IN3 IN3 IN IN IN° IN°y 1 1 III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ♦�� 8.5 x 2.5 Z.057 .769 1 .057 .219 .83 2.84 8.94 8.94 1.10 1.70 3.27 1.19 .59 2.35 8.5 x 2.5 Z.064 .781 .064 .219 .94 3.18 10.02 10.02 2.36 2.06 3.27 1.19 .67 2.65 d X- -x 8.5 x 2.5 Z.072 .951 .072 .219 1.08 3.66 11.53 11.53 2.71 2.48 3.27 1.26 .85 3.22 8.5 x 2.5 Z.080 , .965 .080 .219 1.20 4.07 12.78 12.78 3.01 2.92 3.27 1`26 .95 3.58 R 8.5 x 2.5 Z.088 .978 .088 .219 1.31 4.47 14.03 14.03 3.30 3.30 3.27 1.27 1.05 3.95 Y 10 x 2.75 Z.075 1.02 .075 .219 1.28 4.34 18.70 18.70 3.74 3.39 3.83 1.35 1.17 4.75 10 x 2.75 Z.084 1.03 .084 .219 1.43 4.86 20.95 20.95 4.19 3.91 3.82 1.35 1.31 1 5.32 10 x 2.75 Z.100 1.06 .100 .219 1.71 5.80 24.86 24.86 4.97 4.97 3.82 1.36 1.57 6.35 COLD FORM C SECTIONS 1986 AISI r. b Properties of Section Y SECTION L THK. R AREA- WTJFT Ix Ix Sf Se rx ry ro CW I� (d x b) OEFL 3 r- (IN) (IN) pN► IINI► (LBS.) (IN 4) (IN 4► (IN 3) (INN ► (IN) (IN) (INI (IN') 7 .219 1.18 4.02 13.19 12.52 3.10 2.57 3.34 1.16 .4.25. . 23.20 I 8.5 x 3.25 C.075 .150 O Si d X - -X 8.5 x 3.25 C.092 1.00 .092 .219 1.49 5.06 16.53 16.53 3.89 3.43 3.33 1.20 4.34 33.31- I 10 x 2.75 C.075 1.15 .075 .219 1.28 4.34 18.42 18.42 3.68 3.53 3.79 1.02 4.43 29.50 �•�-R 10 x 2.75 C.084 1.17 .084 .219 1.43 4.86 20.58 20.58 4.12 4.05 . 3.79 1.02 4.42 33.13 Y 10 x 2.75 C.100 1.21T.100 .219 1.71 5.80 24.38 24.38 4.88 4.88 3.78 1.02 4.42 39.55 A : COLD FORM. EAVE STRUT.SECTIONS', 1986 AIS1 -p x � b Properties of Section rI SECTION L THK. R AREA WTJFT Ix Ix Sf Se rx ry ro CW Ir (d x b) I ° OEF°L 3 3 6 IN I I IN IN IN IN (N) (IN) (N) (IN ► (LBS.) IIN ► I ► I N ► I N ► 11 1 1 l 1 1 1 d CR 8.5 x 3.25 ES.075 .750 .075 .219 1.18 4.02 13.19 12.52 3.10 2.57 3.34 1.16 4.25 23.20 8.5 x 3.25 ES.092 1.00 .092 .219 1.49 5.06 16.53 16.53 3.89 3.43 3.33 1.20 4.34 33.31 9.625 ES.084 1.00 & .084 .219 1.60 5.43 22.55 20.74 4.28 3.77 3.78 1.51 5.21 56.25 I�bj 1.25 * 10 x 3.25ES.084 1.204 .084 .219 1.52 5.18 22.72 22.72 4.54 4.22 3.86 1.22 4.75 49.45 •Monticello,Iowa Plant Only. 1 3 7 3 1 4 8- 3 3 1 3 1 3 1 3 4$ 34 48 48 34 48 48 34 48 36 PANEL PROFILE ENGINEERING PROPERTIES OF STEEL DURA RIB WALL PANEL OUTSIDE IN INSIDE IN STEEL COATED COMPRESSION COMPRESSION GAUGE THK. THK. FY WEIGHT Ix Sx IX Sx Fb (IN.) (IN.) (KSI) (#/FT2) (IN!/FT.) (IN?/FT.) (IN?/FT.) (IN?/FT.) ' (KSQ 26 01(3.:. 0198 933 0 03917 0.04421 0 03665 :; 0.04352 30. 5D 24 1)2 .'; 0239 S0 1.128 b f)4752.;_ 0.05614 0 045tf3 0.05354 30 1. Section properties have been calculated in accordance with the 1986 AISI Cold-Formed Steel Specification with 1989 Addendum. 2. Steel thickness was used in determining section properties. Coated thickness includes galvanized or zinc-aluminum coating. ALLOWABLE LOAD (PSF) FOFt NOMINAL. ALLOWABLE LQAD (PSF) FOEt STANpARD GIRT SPACING GIRT SPACING.:;: GIRT SPACING EAVE HEIGHT SPAN LOAD LOAD - GAUGE CONDITION CONDITION 5'-0 6'-0 7'-0 GAUGE CONDITION 10'-0 12'-0 14'-0 16'-6.. 20'-0 24'-0 47 46 32.68 owe` 27.78 28 23 23 95 D 29.66 = 28 02 �+ PRESSURE PRESSURE; 5478 : 31.70 :MAW 26 30.96 30 56 35.60 < 3181 29.46 30 75 i SIMPLE 46 33 32.17 23 fi4' 28.22 i 2$68 ;; 24 33 < 2T 33 3013 28 47 / SUCTION SUCTION 5126 : 29.66 t8 68 30.96 30 5$ 35.60 31.81.: 29.46 30>75 xXXPRESSURE 32.17 23 64 PRESSURE' 34.17 34 73 29 46 33 06 36 49 34 48 127 84 73.98 46 59 24 37.87 37 36 43 52 38 89 36 01 37 59 26 2 SPAN:: SUCTION 47 06 32.68 24 01 ; RUCTION 35.83 36 42 ., 30.90 3469 38 25 3615 t27.$4_: 73.98 4$59....:. ;: 37.87 37 36. 43.52 ' .3$89. 36.01 PRESSURE 5781 40•� 29 1. Top values are based on stress.1/3 for wind load is included. 10005 ; 57.90 36 45: 2. Bottom values are based on deflection of L/120 for 10 year wind(L/90 for 3 SPAN SUCTION 83 40.85 3011i 50 year wind). J00 OS 57.90 38 3. Standard fastener pullover allowable is 222 lbs. including 1/3 increase for PRESSURE 5978 41.50 3049 wind(#12 fastener without washer). SIMPLE 66 46 38.46 24 22 SUCTION 5T 00 39.58 29 flI3 ; 6319 _: 36.57 23A3;> PRESSURE 5700 39.58 2908" 2 SPAN 156 90.46 56.96 24 59 76 41.50 30 49 SUCTION '156 30 90.46 56 95;; PRESSURE 7124 49.48 3 SPAN 122 33 : 70.79 44 58 SUCTION 74.70 51.88 38 t1: 122 33 70.79 °4.:. PAGE NO. - STAR BUILDING SYSTEMS DURA-RIB 6A-1 y WALL PANEL. PROPERTIES CURRENT ISSUE DATE 5-1-95 1 CONC, CURB (WHERE SPECIF!ED) PROPOSM DRYWELLS TO BE 6'0X6' H2O LEACH PITS W-TH 0!' 3/4- 1-112" DOUBLE WASHED STONE & H-20 Dk4-. TO GRADE F�20 FRAME GRATE 3' PEASTONE AND FILTER FA31_ TC, T.O.B. SUBDiV PECS.(TYP. OF 4) CONNECT TO GUTTERS WITH PVC AT 3% BITCH AS SHOWN. FRESH HOLES ROAD" MORTAR ALL COMPONIF-141 5 (UNCONSTRUCTED PRIVATE WA`l') �0`IN PLACE RESET UTILITY POLE 6. 1 -C, 0�7k N/� 12% rMP DUE TO GRADE CHANGE\ IV REQ. 1 � --50 ' (IF REQUIRED) P4r'KAGINC :,ROUT INDUSTRIES Ij T LOCUS t C�7 CMP ELBOWI $ / / \ -- --_ - ---- 1 a Ll I 2,q) CMP DRILL (2) 6 6 VENT E S HOL U71L, POLE LINHARES" to if 56 HCB-1000 it 1.000 GAL. 11 54 LOCUS U S MAP S PRECAST 4� SCALE 2000' CONCRETE 3" 21 CATCH. BASIN L CONCRt"IrE _JINC, EL! *6.6 It 7 OR EQUAL. 1 AROUND PARKINJG (SEE DETAIL) L ASSESSORS MAP 29,4 PARCEL 62 16 SPACES PLAN REF. PB 398 PG 77 CONTRACTOR To 00 V_ & N VERIFY INVERT HI PT 48 5 C CNIN' BUSINESS, HIGHWAY BUSINESS ;An,r,I PRIOR TO ANY INDUSTRIAL. SEWER V) OTHER SE OLE N CTION F -E: 5-6" CONSTRU RON,A 20 ft + INV.-42.5': BUSINESS 0" (TOWN REC. SETBACKS: 20' front (100' RT.132) 6'- F&'�/4 9.8" 6" CRUSHED STM_ BASE i FA-G .0 0' side/rear X N 0 TE 0N^ �./ J7/ PROPOSEL► 6" SI-WE, 11 6- /47 . "-w, iIN T 42.5 1, OUTLET PPE SHALL EIE MORTARED IN PLACE INSIDE AND OUT. -- I-- 1 1 - 1 42.5' INV. PVC SOR 3$ AT 2 UNE i % 54' iWAYFRONTAGE: 20 ft 47.3 1 .1 ;:� 2. SET CASTINGS IN A FULL MORTAR BED ___j IROPOZC5 SEWER 40 3�)SINESS A R E ,000 sq 'ft 7,. iNVERT)43.5, PV SDp 35 AT 2% 7 1 0' f Font(100" R 13'2) -KF- SE' 6 4 30' side oe%_�_ 20' rear 17_� • 9 I- A"A L 4-6.5 30% BLDG. COVERAGE !PIROPOSE0 SEWER MANHOLE TH H20 I, EA. —I :NDUSTRiAL FRON TIAGE: 20 ft COVER TO GRADE' -4 C-1 �,;LEANOUT -A: 90,000 SCE ft I (SEE NOTE 4) 1 Fk�,'S 49,5 ONI AT BUILD J'N C, AIDE St- ACIDS: 60' fr(--,nt To �­G WELL q, FiJRM eu PROPOSED SIGN s'de/-ear C;:REING RE\r---AL Z� �46.5 3 50 S ft I ­ _ COVERAGE ED iN PL,'VCE CONCf-7- E _--o ---- 25% OLD3. TOPCOAT 52-- ... MASS -BOTTOM Cp Ij I t I I I (I C, Typl' 'I % STRUCTURE (PLAC', TF 2 BIN3ER ­�s HCP -ZLAY D ' TR C,_, E_ 44,0 Crl V` A t� WAILN RLC. 47.3 50% UPLAND COVERAGE `;,�,._ . ,�,- rt +1 / A rj 'N, 30% NATURAL UPLAND L PROPOSED F&G 5' 47 DENSE GRADED BUILDING \ �1 1, V N, CRUSHED STONE PROPOSEE, 4" SEWER G 7— j 7,972 sf RETAIL P)bC SCIP1, ��AT T�tl "500 sf COFFEE SHOP)< f �j,,4 72 sf TOTA,L- f TIBM CENTER J y. 1 UN )9 1/ 8 0*w - z . I 1 1 BASIN ELEV. 5-0" 7.43' 47.0 11 46.5 MALL LIQUORS -.1 0 q? A IV NOT TO SCALF ISIS, 0/Z_ PITCH 1/4" PER FT. AWAY FROM BU:; DING 67 9, F.F. ELEV. =52.0 BOTTOM d STRUCTURE DUMPSTER 0 7" REVEAL 4 .5 EL. 44 C 79. SITE DATA: 106,168 sf I'VI SI 0' --J I N AREA TOTAL AREA OF LOT, - 4 1 4 .3 R N1 TRIANGLJES , 4E,.47' v AREA OF WETLAND - 13,251 s' F&C 4 .8 AREA OF UPLAND 92,917 sf -ILAND CEMENT SiDEWALK AT BUILDINGS I j_j III& = 45.63 6" POR J, 31.3 1, GREASE TRAP- AiREAS OF 3UILDINGS 9,472 sf 1000 GAL H2O 4, 28,366 sf 45.85' -,0 Sf IVIOUS 1 # UNITS VARIES 4' 1 M P E R ?1 47.' AREA OF PAVEMENT INV. I GALLEY OC MISC. til-51��0 4 OAH.ROOM FLOW) !NV.I BOTTOM TOTAL IMPERVIOUS 38,898 sf STRUCTURE (TYR.) <=> C)/ EL. 45.0 % PROPOSED COFF- - j OVERAGE 38,898/92,917 4" 12"CMP*2- INV, UPLAND C 46.5' (KITC�HEN--t-L:OW_0I`iC�) 0000vo 000000 0.LO.30.Z.. MOVE EXISTING 495�­- 0000 0 000000 % NATURAL UPLAND WOODEN SIGN 101 or,0000 N (0 % BUILDING COVERAGE 000 a 00 0 0 13 a 0 1:3 000000 0000 a LO 000000 r 0 V;0 0 00130 13 4' L6 CONC. DEW, LK + STANDARD 4x4X4 H2O LEACHING GALLEYS It ' ' ' +Jo / - 2' OF 3/4- 1 1/27 STONE AROUND SIDES AND ENDS 5 1 3" DOUBLE WASHED PEASTONE ON TOP AND 3_1\ ENGINEERED FILTER FABRIC OVER PEASTONE. ALL INVERT J,_ / / y ! v — -/ �FT. WALL PROVIDE SPLASHBLOCKS & 6" GRAVEL UNDER A PARKING' CALCULATIONS: _4 15 y�--+ / ' ' �j`.`� I� �""" i — o / '° p1 SPACE/200 SOd' FT. —47 REQ. dwo. ago PARKING SPACES PROVIDED. N! 0000 56) PA Cb , *14w 56 SPACES (.05) - 2.80 SPACES REQ.NOT TO SCALP 716 SPACES PROVIDED. 50.9 6 4:,�) .POO HANDICAP.5IS i�! '__ , / 'I V. 3 HANDICAP SPACES P' .004t� j - -------- y DPYWELLS TREE CALCULATION: (SEE NOTE ABOVE) 1 TREE/ & SPACES; 56/a= REQ. SET TOP STRUCTURES 6 TREES PROVIDED. AT EL. 44.0 _STAND ARD MASS DPW(GALV.) GUARDRAIL .0p \S,, 50-- rj > SP PPOP. SIGN 4' ACES 0 1,.0 OM > STRUCTURE EL. 41.0 43.5 f -AREA 0) �'D sq ft 45. a) FiLT-ER FAGIR;C 106,168 CRU !HER TAILINGS 2.44 CT. WALL 1 4 SPACES �j -P�,OPOI STONE POSED LITTER EXISTING 12,000 sf CONTAINMENT FENCE FURNITURE S TORE 4L"It A­Z �4 .0 NOT TO SCALE 451- 00 v� LA-Z-B N/F OY0", NN, 40 L IN ol N 1. VERTICAL DAUM IS NGVD. PONr,, ELEVATION 3,5.5' 2. MUNICIPAL, WATER IS AVAILABLE. 3. DESIGN LOADING FOR ALL PRECAST UNITS /Is� TO BE AASHTO-H2O, 4, SEWER CONSTRUCTION AND MATERIALS TO CONFORM AREA OF WETLAND & POND TO THE TOWN o NC, bARN�,TAOLC DPW SPECIFICATIONS FOR zv OST [WILDING S%[,)WLR C(.iNNLCfl0NS DATLO 12/�(), 13,251 sq.ft NOTL: WA110 CHT FRAMLS AND CC)VERS RE(). 0.3G Acres RZ��ERI VED AREA 5, THIS PIAN 11 FOR PROP05M WORK ONLY AND NOT 10 3 -1 OTAL) BI- USLO FOR LOT LINE SIAKIN(;, 4 UPLANI:: 1,188 SC' ft (40% OF 5 "NOINCIER TO INVECT ALL SITE WORK. 4 WETLA,i3: 1 2 5 It S q It 6, OWNER, 7. ALL DRAINAGE TO BE KEPT ON SITE, 0' 8. NO UNDERGROUND FUEL STORAGE TANKS ARE ALLOWED TOTAL: sq WITHIN 6\ THC GROUND WATER PROTECTION DISTRICT. j acres 9. LOCATION r-F' UNDERGROUND UTILITIES IS NOT COMPLETE \ �. TB/ I J. CONTRACTOR TO NOTIFY 'DIGSAFE. f V) 'TB 10, CONNECT GAS AND WATER '�,ERVICF TO fJUILDINCt. WERT It Z 1 11. OIL ABSORG-ANT PILLOWS ARE TO BE INSTALLED ` \ G ' / ,j ii' i � \ ' .._..�-..��\ i :%%;�i IN ALL CATCH BASINS AND CLEANED REGULARLY. �p \ , \ \41 __ j `' 12. 4" LOAM AND SEED A,L DISTURBED AREAS; EROSION CONTROL NET71NG ON ALL SLOPES > 107.. -AIDOLS KEY. GRAVEL PARKING PROPOSED >2" CAL. TREE EXISTING CATCH BASIN I_Z' r AVE PROPOSED LIGHTPOLE TEST BORING j, PROPOSED CONTOUR EXISTING CONTOUR C, V L RA E q0.1 EASEMENT 0- PROPOSED LITTER 3,2266 S.F. PRO'OSED SEWER MANHOLE C FENCE EXISTING SEWER MANHOLE PAvEmENT I JI `/ \\. two /a mow;'•� \ I J \ 4" 8ROKCN STONE CL. 8 Oi PROPOSED LEACHING GALLEYS 31 7 PROPOSED LEACHING PIT D�AINAGE ARLA 2' L All E, 3' DETAIL D IN A 61 OPOSED OWNER OF RECORD: LA\ANIA M.- CHI&TELU7, 3' 0 D,11-F­11 D TRUSTEE EXISTING SIDEWALK I r POB 37 OSTERMLLE, MA 026,55 LQ IN, S WNE TO" APPLICANT: �z ' TE PLAN MALL LIQUORS C/O DANIEL GRIFFIN JR. \V INT.E CE�T' BASIN\ OF 20 INDEPENDENCE DRIVElp 220 FALMOUTH RD, HYANNIS, MA 02601 `VERFLCkW TEL. 1-508-790-4770 I N HYANNIS MA ATTORNEY: --- JOHN W. KENNEY, ESQ. ------- 12 CENTER PLACE 1550 IR 28 PREPARED FOR CENTERVILLE, MA TEL. 771-9300 Off 508-362-4541 Jll L L L I Q U O R S fox 508 362-9880 DATE: MAY 20, 1996 20 0 20 0 40 60 REVISED JUNE 11, 1996 dow p n cap e engineerin REVISED AUGUST 30, 1996 g, in c. SCALE: 1" = 20' REVISED NOVEMBER 19,1996 REVISED DECEMBER 11 ,1996 CIVII-, ENGINEERS REVISED JANUARY 6, 1997 REVISED JANUARY 13, 1997 LAND SUTRVEYORS REVISED FEBRUARY 3 1997 DATE ARNE H. OjALA, P.L.S., P.E. REVISED FEBRUARY 20 1997 REVISED MARCH 1,3,' 1997 (h�P TL15VI�F_ 939 rnain Si. yar 10R# 1#6-0,qf 96-091B DWG Co,­J COAL CL1"(lC-i'1- mouth, mia 02675