No preview available
HomeMy WebLinkAboutApplication- PermitJob Address 159VL No. 7618 GARFIELD COUNTY BUILDING, SANITATION, and PLANNING DEPARTMENT 109 8th, Street, Suite 303 Glenwood Springs, CO 81601(970) 945-8212 Nature of Work ilding Permit Use of B g / — AL4A.r / -Ai, At....�L� r Owner ( I Contractor Amount of PermitS / /S . 7 ( Dale ,(7JLQ c4 ‘.a -a -s Clerk ■ . • Ze • 30tjd u 91:81 0002 61 Edd GARFIELD COUNTY BUILDING PERMIT APPLICATION (mu-wincol [t.TY(ULlNwoons1'RTNQ ).COLORAtx) INSPi?crtaNIIrre (970)384-5003 PARCEL/SCHRD111.F. NO ITT TPIIONl;: (97() 945.8112 PERMIT NO , 72/ d _You ADDitEss• 1 574(o di iptroal l V.24 (r Rtii.Jb911 jzer5a•1-) 1 'AMNIO. BLOCK NO. SUllU1VISLON/F'XRmPTION 2 nwpy GpoL4ST CDLy1A1Lxfliaamn, 1mo 31 3 SqSZDBfliee �jy �./ �6/� O�crlar�d�.vy MINIM q z.'4 dr r • -' r l G1'r 1 Sri VA P r -r1'^ $37 Z. nr,i jzI l9l t. 1303)445-'715Z lir 14n 3 rt.A,'n,. ari ALO alc3 C' a e011Vc.T1o1 2.‘4•04404. 4 1 ,--,,, %DC AfeIG1;161?b/rat4 etc, t.Ifr,Jae r 61.4(.0 ,oJ, t ' ii. ag 'E'� ez fM.e.Ri CD Boo tS'.J."D�r w Q�mn)rt ca►M4, . 30,0,.4. 1 A $ pp * 15253 5 • IQ TI OF.U4DPU ��0yy'4s, 3 fid 1.4 04ton w F7 owl 3 Z T[r7:1°IL. cal ,y�770F1 e+ �rxfh12 l NA '' 1 6 wr rm RIM MVO 1 i'LBEA OPTIC.IEEMPrt+ n0r? /404oc )pi O AO/L./Now A"' l ctom £ 7 6,o,v9,,,,,, p4.A4E Ad AOQ,TI*AAE.. ZTA`v't. LAM" Wolso /' oN- R2!$t °teen M., •RCS MAAk.1 i4ael. MC.iw Oe.) eat as•) tel Zit. R0_1•3. C bRA)ca na6 AgJS/■r]�+�����.a��a n -CC FDg `i'hoS2D 8 IC, nw•4LOF*.&K D..w ..At. TIL. GALT .AIX* D,,.I `fes'—YJAb1`ai S. 1 doer} 9 ,N,AGE: Iii/t 0,,,,,,,u,,+lwuwx C rkn awry A oDO(R(t + 10 D D1WEwAY Pagrt * I pr oma MTV AMMO(DeLPaML p!9'h�9 1 Dern, PIAN µl / rAI+�AYION if w<aacL ' Alumna) rMt flrnri r 35/ OO7 1 � doc). ) i� 1 �// { li eluf-fn6 ArValknt *a ADO 301In�'l y4€A ore**w�y. v.i ..d i- orms,- IFK..tiae.vypQ,k cerci S olor f•AoPe 1�V.)b 1fl(a FAC.I.I AiR.f&A a 64000 Pe"Ct. %%AC (Amp, COR14Q1e #i' CAAS1'IQA3GT J f t61POr Fbit , 4 &AA A60,den• '5 i1€ ds►R at./1wt'a fi`1 llAC.H•o'S • NOTICE A 5+PA4AII. 11.1:1 TPICAI, TCRMCT IS RE41I14.PIJ AHI) M1,F1HE i%CIIRI) COIflArm 11Th PT.RMTT RF,COMFS NULL AND VOA) Ur WORK DR AI TI(ORT7.ED IS NOT COMMENCED WYf tLN 110 DAYS. DR W CONSTRUCTION WORK IS SUSPENDED OR ABANDUNW MR A PEIU(M) Olr 110 [LAYS ArFF.R WORK IS CONINIBNCED, I HEREBY CERTIFY THAI 1 HAVE REAL) ANI) IOC MANED THS APPLICATION KNOW THE SAM1 'IU 88 TRUE AND CORRECT. ATI. PRAVT3IONS OO VERNTNO THIS i YY6 OF WORK W!I J. TW C • TEn wm1 WteT1 HEREIN VR NUL. 1'DE (1RAN1 IN(1 (W .R.M1T DOES NOT PRESUME AL) 1 IIOIU 1 Y 10 V101 /A 0! OR rArrrEt PRO VISIONS OF ANY I.o(•AI 1 AW ).ATR4(1� TRU ±<y' N OR THE PEMORMANcE cONSTT111Cm •y BY T1 IL STAT1! CIT f.ONSTRUC.TION ION OR AT ANY TIME AND OP LAWS SPECIFIED TO GIVE OTHER SI Al E OR OF ) PT.ANCHECK PE T 67o'1.iv PERMIT'FEE: ! 0o C ,2. )ATP. Pl•RMT( IR SI Ain TO F"'/ATV ) [ 7 c �j 4 1 OCC: CONST: TYPE. % iviNti. A(': SF.TTKS fin. .f' . , r... ./ :wwriz.d.I s1bI 14 S-401015 7' ePANti. HOW! ISM NO. & I'LL ii)spt. A Ll9)ala A P Dopt. APpIwL D. AUNT PI:RM[Ss ION IS1T3.RTRYCIRANfT.T)TOTTTW.APPI.TCANTASOWNER.CONTRACTORAND)ORTHEAG NT OF THE CONTRACTOR OROWNF.RTOroNSTRirrTi1Tr• 3TRTY rtmr.M DETAILED ON PLANS AND SPECIFICATIONS SLTBMITFED TO AND REVIEWED BY THE BURDTNODEPARTMENT. IN CONSIDERATION OF THE ISSUANCE OF THIS ?min. 'THE SI(IN1 R 11UU:l1Y AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE RECRILATTON3 Af(PIFT) RY UAW .1..0 CO%NI'Y PUR UAN' TO AlL11i10RIIY OIVLN IN 30.21291 CRS AS AMENDL•)J). 11113. SIC/NLP. FUR MLR AGREES THAT IF THE ABOVE SATE) ORPINANCP.$ ARF NAT rt l T Y CONTE ILO MIR R IN nth LANAI &UN. ERECT LON, CONS I RUC'ILON AND USE UIr T I IL ADM:uLd11CRLLIED SI2LUGTURE. THE PERMIT MAY THEN M. REVOT:I-n RY Norm: FROM Till 11'()I1NlYANI)'11IAT'I1ULNAND 9)T[:Rli[I SIIA1J-BUXN.IT{NULL AND Von). 111E I551JAN(:li DIr A ',own' BASED UPON PL.'S. SPEcIrleATIONS AND OTHER DATA SKATE NOT PREVENT TLS Blv1LDING OFFKIAI. FROM 110ALAI r I I+R R(igUIKINU 1 Ill ('URJu:ci ION 011, ERRORS IN LAID PIANS. SI'st:IFTL:A'l'IONS ANIS OD ILK DATA UK At/ PREVENTING BUILDING OPERATION BETH(.'. CARRITI) ON rlfi.R.EUN!)IrJt WHEN IN V IO1.A1 [ON OIr-1'111~ COI )li 0R ANY 1.)1I [(•7C ORDNANCE OR RF.lLJI.AI ION oirTl its lJ1J.SDICIION, T1TF. RF.VrrW OF T1R, SII11mill E[) PIANS AND SPIWIFICATIONS AND INSPErTIONS coNnt1CTED THEREAFTER DOES NOT CON.TTrt.m. AN AC'c[{PIANCE 01• ANY RESPONSIBILITIES OR 1IAFITT.ITTts DY (:ARFLrT.n COUNTY FOR ERRORS, OMISSIONS on nl3CRTsPANC[I;S. II LE RESPONSIBILITY FOR THESE ITEMS A*If) TMPI 104rT N1 1ION DUWNr CONSTRUCTION RESTS SPECIFICALLY WITIL THE ARCHITECT, DESIGNER, BTTU.DER AND nWN1iR. IoM MLP,l1s ARE !MENDED TO BE CONSERVATNF. AND N Si WPM! OF THE OWNERS INTEREST C4rfora 0o3 THEREBY AC)YOwLED(;E THAT I HAVE READ ANn 1 NronnSTANT) THP. AC7REP.t.FTNT AUOVE. (INH. ZO-d jfOp5r VE0 : 60 00-6T ---AdV 2e'3Jtid, d'd 9T:OT eee 61 ddU The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspector, 2 Permanent address assigned by Garfield County Building Department posted where readily visible from access road; 3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows installed, a complete kitchen with cabinets, a sink with hot & cold running water, non-absorbent kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary plumbing; 4. A complete bathroom, with wash bowl, tub or shower, toilet stool, hot and cold running water, non-absorbent floors and walls finished and a privacy door; 5. All steps outside or inside over three (3) steps must have handrails, guard rails on balconies or decks over 30" high constructed to all 1994 UBC requirements; 6. Outside grading done to where water will detour away from the building, 7, Exceptions to the outside steps, decks and grading may be made upon the demonstration of' extenuating circumstances, i.e, weather, but a Certificate of Occupancy will not be issued until all the required items are completed and a final inspection made. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. ****CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY (C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATION PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy, use % and the issuance of a Certificate of Occupancy for the dwelling under building permit # '/ Signature bpcont Date VV0:6o OO -6T -„Ady Garfield County 109 8th Street, Suite 303 Building &Planning Department Planning Department ovk 1 i35; v)) . vv PRAAALi . = /06 /P26111(_ /(150)-7/ - 39. at 5///a) .-Y/ 6 63 5 b oLL. 945-8212/285-7972 Glenwood Springs, Colorado 81601 170'd P.O.99 r 9T :0T 0002 6T Zldt:J GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS FOR CONSTRUCTION OF COMMERCIAL OR MULTI -FAMILY RESIDENTIAL BUILDINGS including NEW CONSTRUCTION ADDITIONS ' • ' ALTERATIONS and MOVED BUILDINGS In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete information be provided. Adequate and complete information will prevent delays in the plan review process. Reviewing a plan and the discovery that required information has not been provided by the applicant may result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor may be required to provide this information before the plan review may proceed. This causes delays because other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. If you do not, it may be helpful to obtain a book titled "Dwelling Construction Under the Uniform Building Code". This book is available to you through this department at our cost. Aho, please consider using a design professional for assistance in your design and a construction professional for construction of your project. To provide for a more understandable plan in order to determine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following checklist prior to and during design. Vt 0 : 6O 00-61--Ad`d 90.30143 6T :BZ 021W 6t 6dd As of January 1, 1999: . Plans to be included for a Building Permit, must be on drag paper at least 18"x 24" and drawn to scale. Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with decks, balcony steps, hand rails and guard rails, windows and doors, including the finish grade line, A section showing in detail, from the bottom of the footing to the top of the roof, including re -bar, anchor bolts, pressure treated plates, floor joists, wall studs and spacing, insulation, sheeting, house -rap, (which is required), siding or any approved building material, A window schedule, A door schedule. A floor framing plan, a roofing framing plan,roof Must be designed to withstand a 40# per ft. up to 7,000 F.O.S. and an 80 M.P.N. wind. All sheets to be identified by number and indexed. All of the above requirements must be met or your plans will be returned. Applicants are required to indicate appropriately and to submit completed checklist at time of application for a permit: 1. Is a site plan included that indicates the distance of the proposed building or addition to property lines, other buildings, set back easements and utility easements? Yes X No Not necessary for project 2. Are the plans submitted for application construction drawings and not drawings that are stamped or marked identifying them as "Not for construction, for permit issuance only", "Approval drawings only", "For permit issuance only" or similar language? Yes No Not necessary for this project 3. Does the site plan include the location, including the distances to property lines, wells, (on subject property and adjacent properties), streams or water courses of the 1.S aS (Individual Sewage Disposal System) and has the system been designed, stamped and signed by a Colorado registered engineer? Yes No Not necessary for this project 7' 4. Does the site plan indicate the location and direction of the State, County or private road accessing the property? Yes )6 No Not necessary for this project 2 90'd V170:60 00-61--(dV • 90'90dd LT :0T 0002 6T ddti 5. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the uniform building code or per stamped engineered design? Yes No Not necessary for this project 6. If the building is a pre-engineered structure, is there a stamped, signed engineered foundation plan for this building? Yes lc No Not necessary for this project 7. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the clearances required between wood and earth? Yes.... No Not necessary for project /(, 8. Do the plans indicate the size and location of the ventilation openings for the attic, roof joist spaces and soffits? Yes No Not necessary for this projeot)c,. Hier 9. Do the plans include design Toads as required under the Uniform Building Code for roof snowloads, (a minimum of 40 pounds per square foot in Garfield County)? Yes 7C No Not necessary for this project 10. Do the/plans include design loads as required for floor loads under the Uniform Building Code Section 2304 and Tables 23-A and 23-B? Yes ?C No Not necessary for this project 11. Doe the plan include a building section drawing indicating foundation, wall, floor and roof construction? Yes No__ Not necessary for this project_ 12. is the wind speed and exposure design included in the plan? Yes _4 No Not necessary for this project 13. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? Yes X _ No Not necessary for this project 14. Does the building section drawing or other detail include the method of positive connection of all columns and beams? Yes No Not necessary for this project 90"d 3 vt'os6o 00-6t-Ady L0'3OOtd LT:0T 000E 6i add 15. Does the plan indicate the height, of the building, or proposed addition from the highest point of the building or addition measured at mid span between the ridge and the eave down to existing grade contours? Yes 4 No Not necessary for this project - 16. Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorado Phase II certifications or Phase II EPA certification? Yes No Not necessary for this project TC. 17. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the Uniform Building Code Chapter 37? Yes No Not necessary for this project..)G. 18. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or basements comply with the requirements of the Uniform Building Code? Yes No Not necessary for this project ? 19. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes_ No Not necessary for this project/ 20. Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify safety glazing for these areas? Yes No.__ Not necessary for this project, 21. Do the plans include a complete design for all mechanical systems planned for installation in this building? Yes 7 No Not necessary for this project 22. Have all areas in the building been accurately identified for the intended use? (Occupancy as identified in the Uniform Building Code Table 5-A) Yes, >0 No Not necessary for this project 23, Does the plan indicate the quantity, form, use and storage of any hazardous materials that may be in use in this building? Yes No _ Not necessary for this project 4 LO'd V70=60 OO-6t--AdV • 8a'B9t1d • BT:OT 000E 61 N8H 24. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on the plan? Yes _ No Not necessary for this project i‹ 25. Do the plans indicate the location and dimension of restroom facilities and if more than four employees and both sexes are employed, facilities for both s es? Yes No Not necessary for this project. 26. Do the plans indicate that restiooms and access to the building are handicapped accessible? Yes No Not necessary for this project IC 27. Have two (2) complete sets of construction drawings been submitted with the application? Yes No Not necessary for this project 28. Have you designed or had this plan designed while considering building and other construction code requirements? Yes No Not necessary for this project 29. Does the plan accurately indicate what you intend to construct and what will receive a final ins cction by the Garfield County Building Department? Yes No 30. Do you understand that approval for design and/or construction changes are required prior to the implementation of these changes? Yes ! ` No 31. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application and that you will be required to pay the "Permit" fee as well as any "Septic System" fees required, at the time you pick up your building permit? Yes X No 32. Are you aware that you are required to call for all inspections required under the Uniform Building Code including approval on a final inspectionprior to receiving a Certificate of Occupancy and occupancy of the building? Yes() No 33. Are %you aware that the person signing the Permit Application whether the "Owner", "Agent of the Owner", "General Contractor", "Contractor" or otherwise, signing the application is the party responsible for the project complying with the Uniform Codes? Yes ?(„ No 5 80'd VS0:60 00-6t -..+dd 60'Rgdi 8T:01 000F 61 id1::1 34, Are you aware that twenty-four (24) hour notice is required for all inspections? Inspections will be made from Battlement Mesa to West Glenwood in the mornings and from Glenwood Springs to Carbondale, in the afternoon. Morning inspections must be called in by 12:00 p.m. the day before; afternoon inspections must be called in by 5:00 p.m. the day before. Failure to give twenty-four (24) hour notice for inspections will delay your inspection one (1) day. Inspections are to be called in to 384-5003. t'fe 6 35. Are you aware that prior to issuance of a building permit you are required to show proof of a driveway access permit or obtain a statement from the Garfield County Road & Bridge Department stating one is not necessary? You can contact the Road & Bridge Department at 625-8601. Yes No I hereby acknowledge that I have read, understand and answered these questions accurately to the best of my ability. er 4 zip Signature date Phone: 0.3) 44.5-71S2,(days); (303) (p36 - 3S$ 7 (evenings) Project Name: e r )rewykon‘cr4-honr.5 30456/..06 0010a-utn Project Address: 15-74(0 f.)I f�N' (o 2- r ZJA-►3°^"a) *If you answered "No" on any of these questions you may be required to provide this information at the request of the Building Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without the issuance of the permit. *lf you have answered "Not necessary for this project" on any of the questions and it is determined by the Building Official that the information is necessary to review the application and plans to determine minimum compliance with the adopted codes, please expect the following: A. The application may be placed behind more recent applications for building permits 6 60'd v90:60 Oo-6t -..idV 0t'd eT :aT cow GI &Jt1 in the review process and not reviewed until required information has been provided and the application rotates again to first position for review. B. Delay in issuance of the permit, C. Delay in proceeding with construction. *if you answered "No" to this question the circumstances described in the question could result in a "Stop Work Order" being issued or a "Certificate of Occupancy" not being issued. Bpcornm 01/00 7 vso-6o ao-6t-add ,, Ti'301716 8" CONC. Cc= 3000. f#4 CO 18." #4 ® 18." 2-#4 top It'd Pressure Treated or ted Wood., psi, Fye 40000. psi Vert ® CL Horiz and bottom of won 2 Re -Bars Above and Below All Openings BOND BREAKER Minimum, 4" CONC. SLAB 8T :OT 000F ei 6Idd 1/2" X10" Anchor Bolts 6' centers, fr2 in each board, & 1' rrom .:ach end Ln ,0111.Se.Mvil Z Damproof Below Grade 0 r 1' r #f4 HORIZ. AS SHOWN �r i • �r DIRECTiON OF LEGS [.ALTERNATE a • <r Drain Pipe to Daylight 3 Garfield County Basic Foundation Wall Design Same pattern Re -Bar 8' Or 4' Dec. 1,1996 Y9O=6O OO-6I--&d`d Zt'd JJ•tl:N' etg chef 7'`' >',Pj<' A I & r`} RAG4" AoeNZ/ 7 -Io ltii 61:0T 0002 61 ddb esS tine rtto iA 4Pr'X/ «X 10 X/0 !mesh 02Y" fr�Qe►ied Co-Crrete 1190:60 00 -6I --Add •ARM NA+COWITY,COLORADO Appficon 1'to complete numbered ape s only.*PERMIT NO. PARCEL C HED NO. • Jos 44 V ' 9 J , 1 bz . `� �r LOT NAG. BL O(a( t 1 2 OW6E44d Sr'H►Wn t s4 d -ADCRESS �rBCUEi.DpI.V1.8r1ON1. snr 555 4'84" * +t4 ��,�y rye u WK P►C""'L+47/ -%TOO 3 DONTRACTOR `f fin WIiaas y"; --*--;•:. 3 • : ' PH. — i LC 4$ENO. 4 ARd�rTECTOR OESIONER O Reim AbDRES6�CSrss,We�'i. 3� PH. I. LICENSE NO. ^ 6 ENGINEER EOpi ee/.5r ADDRees &bites , "' '4 PHfS stypsessENo. 6 BFOF .� I•f�lW'' SFOFLOT 15,0' EI H__T�r/CJI HEIGHT cry NO.CPFLOORS f 7 L : 4F BI�ILDING Vire Opi / 7rrh+; c ; rimer .7a) r 8 • •o►wnitE voEW oADOITMI TErRATION aREPAIR oIAOWE ARBMOVE Q . . Mom: Ply , le r,A^fir;Q, AAA -mac 4A1 q Nadu ffidad bac;Gfy'' oil 1711 P.✓ 2 '/1 I il/Pw1. J . 1 1 .1 J,.u,AE. J/ 4 1< i ! GARAGE SINGLE DOUBLE CARPORT SINGLE 6 r_ A• - /, r• 1 • / Azw ./or..:, 40 DOOEILE A/j4 ` ORNEWAYPERMIT ONSFTESEWAGE DISPOSAL PERMIT SITE PLAN PLAN CHECK FEE I� 94 / PERMIT FEE �3/4. oT 11 Vuwman cA moot 9 hy5; ADJUSTEDV4,1 SPECIAL CONDITK)NS SCHOOL liiP CTPiS x._ F BUILDINGS ON PARCTQTA V FARM� BUILDINGS NOW CN . FEE/ je R Oar. °RSA. CONST. TYPgr - SEPARATE PERMITS VENTILATING OR AIR THIS PERMIT BECOMES NOT COMMENCED WITHIN OR ABANDONED FOR COMMENCED. I HERESY CERTIFY THAT THE SAME TO SE TRUE GOVWtMJO THO TYPE HEREIN OR NOT, THE AUTHORITY TO • LOCAL -- • r.�rl►.' / d • r, Oolltrador +12 dr"_ L. Building DrpeMTunr . • NOTICE ARE REQUIRED FOR ELEC1R AL mamma MOTIONING.Nr NULL AND VOID F WORK OR CONSTRUCTION AUTHORQED 1!0 DAYS. OR F CONSTRUCTION OR WORK E SUSPE} A PERIOD OF 110 DAYS AT ANY T*IIE AFTER I HAVE READ AND EXAMINED THIS APPLICATION AND AND CORRECT. ALL PROVISIONS OF LAWS AND ORDMLANCES OF WORX WILL BE COMPUED WITH WI -ETHER SPECIFIED GRANT •. OF A PERMIT DOES NOT PRESU1 E TE OR A THE PROVISICNS OF ANY OTHER STATE • , I e 1 • • TRUCTION OR THE ' -1 • ' MINCE I t • I 1 - WATER SUPPLY DATE PERMIT ISSUED c a y y 7 HEATING.R BrECIaMMtv ous a Reue6o oe R� 19 ZOMNG •_.-- -- WORK IS HEALTH DEPT. KNOW FIRE DEPT. TO ONE SOIL REPORT - OR OF OETU CK8 FLOOD HAZARD a iul adx�d •0 " A y,I!�i/fiY - 7 ..MAMIF.HOME . . , / �.'..to.. .... ..r,r. T OTHER [ AGREEMENT PERMISSION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT IN CONSIDERATION OF THE ISSUANCE Of THIS •PERA T THE SIGNER HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN SO28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE MID ORDINANCES ARE NOT FULLY COMPLIED WITH IN THE LOCATION, ERECTION, CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE. THE PERMIT MAY THEN BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND VOID. THE ISSUANCE OF A PERMIT BASED UPON PLANS. SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF THIS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF THE SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBIUTIES OR LIABILITIES BY GARFIELD COUNTY FOR ERRORS, OMISSIONS Oft DISCREPANCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICALLY WITH THE ARCHITECT, DESIGNER, BUILDER AND OWNER_ COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST. Garform.003 1 HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE /INITIAL tr al/G S: / -a--f, 9i D (D Ptiuk T No. I /� Job Ad Owner Contractor Assessor's Parcel No BUILDING PERM T CARP 6 64-a limiPrwm Pm, Setbacks: Address/3 S 3• p ddress CbEt5P944.1oq Front, Rear RH LH Zoning 66,41.401SPECTIONS Date Mt"' honeleo'3-ycaS,31?-7�Sa 7� one o Soils Test " " ■ Footing 67-62-60 Foundation Grout Underground Plumbing Rough Plumbing Framing Insulation Roofing Drywall Gas Piping NOTES Weatherproofing Mechanical Electrical Rough (State) Electrical Final (State) 7 `l' t Final/Checklist Completed? Certificate Occupancy # Date Septic System # Date Final Other (continue on back) Fax Pages: (including this cover sheet) Date: TO: Dc,.�,d 4KIDAL FAX# 901- 9Z5-2(199` LipsiX LuADCP0t. atfY\ Qa114 fl mn Q c\t prA.A.Q.p_alw a 004. t Garfield County Building & Planning Department 109 8th Street, Suite 303 Glenwood Springs, Colorado 81601 (970) 945-8212 Fax: (970) 384-5004 Fax Pages: (including this cover sheet) Date: TO: FAX # 9-K')'02L0- 5.5 i _—.r.... �r-7-1 a..r.� Garfield County Building & Planning Department 109 8th Street, Suite 303 Glenwood Springs, Colorado 81601 (970) 945-8212 Fax: (970) 384-5004 ur RULISON, REGEN Fi PERMITTING SET FC s t OLORADQ CILITY 3RD BUILDING APPROVED losont) 'I'MDMI10°4118"111:SPARTIvt DIP co foto 014 rte (\c, ofti iko AR KDC IM..w O r. 1 IN • • i • 1 1 • ARCHITECTS.ENGINEERS, P.C. 12250 East Iliff Avenue, Suite 302 Aurora, CO. 80014 303.750.6999 FAX 750.0236 Qwest Communications SITE LOCATION MAP RULISON, CO NTT[RSTRTE 10671,07 70 14 WEST REGEK SIZE ACCESS RWb .7 MILE SITE 4 - PREFERRED ROUTE INTERSTATE HIGHWAY U. S. HIGHWAY STATE HIGHWAY COUNTY ROAD SECONDARY ROAD LEGEND -0 RAILROAD CITY BOUNDARY MILITARY BOUNDARY COUNTY LINE OR GRANT BOUNDARY RIVER GENERAL NOTES 4.1 RAISON EXIT BI 1 534E MONK tN TINS DOCUMENT KIP MEET All NATIgIAL, STATE, AND LOWL AN150IO110NS, CODES. SPECIFICATIONS, AND REGULATIONS, 2. 0113 FACKJTY W111 BE UMM»RrED. NOVSRIG 0504 0,110 EOUIPIENT AS PART Of A LOFIC DISTANCE TELEPHONE 315TELl 3. OCCUPANCY 0L153 KATION PER JCC, D-4 A. TYPE OF CCN3TRUC700 PER UBC. 1-4. S. OR'E3T PERSONNEL RESPONSIBLE FOR THE OPERATION Or AREAS IN 16347134 HATARDOUS MATERIALS ARE STORED, DISPENSED. HANDLED, OR 114(0 BEL BE TAYNLAR METH INE coENICAL NATURE OF THE MATERIALS AND DE APPROPRIATE LITICTA11)43 ACTIONS NECESSARY 134 134E EVENT OF FRY. LEAK. OR SPILL. MD SHALL BE DES1CMA1ED AND TR,UIED TO BE LIMN PERSONNEL TCA ENE FIRE DEPARTMENT. NESE P31550NS WILL AR1 THE FRE DEPARTMENT IN PREPLANNING EMERGENCY RESPONSES AND ID5NTlflCATION Of THE LOCATIONS NOIERE HAEAROOUS MAIERUIS ARE LOCATED AND SHALL NAME ACCESS TO W11 03Al SAFETY DATA SHEETS AND K KNONIJOGEABLE N THE SITE EVFROENCT RESPONSE PROCEDURES. (UFC. SEC, limn) DRAWING INDEX DESCRIPTION DRAWNC(5) / SITE LOCATION MAP 0-012 011 MOIL Sett PLAN MARGO) SITE PLAN 71„003 ELEVATION B FOUNDATION PUN N�COA SEE GRADING PLAN 0-004A FAL SITE ELEVATIONS 0--005 ELEC1RIc41 SERVICE 0.006 OROUNOIAG PLAN 0-007 UNDERGROUND CONDUITS 0-005 FENCE DETAILS 0„ COS NANDAID E DETAILS 0 -DID PROJECT STATISTICS 312E Or CDMPc N ) a 3,250 Sr 0)050x3 AREA DP WILDING C 310 Sr PROPOSE PARKING SPACES 7 SITE SPECIFICATION INFORMATION 1. ASSESSOR'S PARCEL l 2. E04440 3. STMT ADDRESS: 4. RAILROAD. 3. NILE POST; 5. RAILROAD VAL MAP /- 7. ROUTE: & 01(0100041 PROJECT f ICDC •11111111 111.•• ARCHITECTS.ENGINEERS, P.C. 12250 East !lift Avenue, Suite 302 Aurora, CO. 80014 303.750.6999 FAX 750.0236 I 1 4 'COP7RIONT 1995 OW757 COMMUNICATIONS COMPANY. ALL RICNTS RESERVED., THIS INFORMATION IS SECRET. 00M010E71T1AO. PROPRIETARY INFORMATION. 5(L.AIGBNG 70 0)4(57 COMMUNICATIONS 00150ANY 440 MA7 NOT 05 35m. 0009E0 OR OISOLOSEO 101110-7 111[ 340105 WRITTEN CONSLNT DF OWESI 0011NUN1CA710115 00404151. Qwest Communications RtJLISON, CO REGENERATION SITE SITE LOCATION MAP Al* 20866/05008 (4111, RUL3RE01 'Boar= SCALE NONE 071 GOtl1AC OP -n 3/25/00 A4HRHRn 4. DRAWING NUMBER Q-OO1 OVERALL SITE PLAN ACCESS ROAD —P -- T R/W — - N EXTEND FENCE 30' WEST POUR NEW 31'-5' X 10'-11" SLAB SET NEW 30' BUILDING 130' OMHEAD POWER TO SITE. 24 WIN. GROUND CLEARANNE, -20•- OWEST REGEN f a 1 (4) - 4' PVC CONDUITS ------1 TRENCHED 0 45" WIN. DEPTH. NANDNOLE N 0' CH 500 COPPER TO 10P OF SITE POLE DRIVEWAY -25' N N W u OC a M' 397 n4K 45' ()WEST- - r HANDHOLE 10 SALT LAKE GET it 1'. 1.15 NOTES `GAS UNE EXISTING OVERHEAD POWER 46' VIII GROUND CLEARANCE ,-UNDERGROUND TELEPHONE P -T TO WIPER 1. THE WDRL RI RIES ODCUMENT MVSr MEET ALL IUTpr1AL VOL, IMO LCCAL JUNSw,cr10NS, CODES, SP(Oflc INS. AMD RECL'AT10Y5, OVERALL SITE PLAN LEGEND BURIED ELEC. GVHD ELEC. FENCE LINE SHRUBS ROAD RICHT OF WAY CENTER LINE RAILROAD TRACK PROPOSED CONDUIT, FIBER CABLE & HANDNOLE TEIBER CABLE D&DIHANDNpLE METER/POWER POLE MAN HOLE FIRE HYDRANT EXISTING CONTOURS PROP. CONTOURS DRAINAGE SWALE R R. COMM LINE WATER LINE SANITARY SEWER STORM SEWER GAS LINE GROUND MARE & ROD OTHER —E —N ---0F R R N tl • N c c c R/w 1 • NEW GRAVEL DrREC TION OF SURFACE FLOW 30 30 c 5 SS 0 Gw + 0 [SDC =RIM M II 1 MI IN ■ 1 1 •■ ■ 1 1 ■■111 ARCHITECTS.ENGINEERS, P.C. 12250 East 1611 Avenue, Suite 3C2 Aurora, CO. 80014 303.750.6999 FAX 750.0236 'CDPYRIONT 1945 °WEST COMMUNICATIONS COMPANY. ALL AWAITS RESERVED, THIS INFORMATION 15 SECRET, CONTIDENTIAL. PROPRIETARY IMFCRMATpR "CLONOINO TO OWEST COMMUNICATI0A$ COMPANY ANO MAr NOT OE USU. COPIED OR DISCLOSED w1TNOUT THE PRIOR WRITTEN CONSENT OF DRIEST COMMUNICATIONS COMPANY,' Qwest Communications RULISON, CO REGENERATION SITE OVERALL SITE PLAN Atom 20666/0500B RUL3RE02 RIMMfo ss� 171a/00 AmIRFAM I DRAWING NUMBER VAI 1".5o' 0-002 aom•PnMA ENLARGED SITE PLAN Access ROAD -G EXs7ING OVERHEAD ROWER - 40' MIH. ROUND CLEARANCE EXTEND FENCE 30' WEST POUR NEW 31'-5" X 1D'-11" SLAB SET NEW 30' BUILDING 30' REIN BUILDING iFs • _ 1 CUMIN) S MU • ▪ 416104074 OD 1 1013 >r 31' 3' HEW SLAB =NO ARCA 1275 f CUSTOM 100 1 461 S' 12.0' 13.0' 74.0' IULDING 130' 14 110 NO 014 Y 20.3' 30.0'11111.24110 OOVIOtOI AIEA VIVA, 0.D 32' /Ib (4) 7_1. PYc C9N01rr5-' El WuND • NC YIN, DEPTH 14 commie TO 10' OUTSIDE MUM HANDNOLE a Cs\s— UNDERGROUND m4 4' TO SALT IAXE CITY, If; NOTES A LM[ MCU S00 CO1PE0 10 101 01. SITE FOIE DRIVES/AT R/W UNOEROROUNI) TTLEI'NOI[ UK 7 4 TO DOM, CO 1. ENE WORN N TN5 DOCIR NT 'NST 11T All NATIONAL. STATE, AMD LOCAL JURISDICTIONS, COOTS, SPECIFICATIONS, AND IE51JlATIONS. 4 A R CA''\/ KDC • ARCHITECTS.ENGINEERS, P.C. 12250 East !Jiff Avenue, Suite 302 Aurora, CO. 80014 303.750.6999 FAX 750.0236 'CORYRIGNT TRIS OW551 COMMUNICATIONS COURANT. RLL 1ER:M1S RESERVED. TN15 INFORMATION IS SCCRET, CONFIDENTIAL PROPRKTART INr0RMA110N REIONGMID 70 OWES? COMMUNICATIONS COMPANY AND MAY NOT RE USED, COPIED 0R DISCLOSED WITHOUT THE PRI011 WRITTEN CONSENT OF ;WEST COLINEIJNIcATIONS COMPANY.' Qwest Communications RULISON, CO REGENERATION SITE ENLARGED SITE PLAN JOI a 20666/05008 tAo EE@ RLIL2RE03 OF 51.1 cert She/p0 CALE 1',20' EMEOME w IPPRRNTh F DRAWING NUMBER Q-003 MUMMN ELEVATION & FOUNDATION PLAN SIOL WALL PANEL $ T/GRA DE "r STEEL 1 PLATE 3/18' • 9'L ■ 9'W S / P BOLTS, 3-1/2' UIN. EMBED DEPTH 0 8'-0' 0.C. (2 EA SIDE & ENO WALL MIN.). PLATE RED'D 0 SEISMIC ZONES 3 & 4 OR EFFECTIVE WINO SPEEDS (Y*) D 90 MPH, FLOOR SLAB NEOPRENE BEARING PADS. /4.16 L4' X 4• x 1/4- x 6-1/2-1.0. w/(2)5/6"2)SCCz/3I. EMBED) i5-1". PROVIDE 2 ANGLE CONN. • EDGE DF FLOOR SLAT ENO 'MALL. FOR 5001■C ZONE 9 1/2- 3 • 4 OR EFFECT. WIND 1/2' JT. TOLERANCE 4' 5- .1 SPEED 90 MPH. END WALL PANEL FLOOR SLA T/SLAB 1 /TAD SEE DR.. 1/0-004 END WALL PANEL (EXISTING EXISTING SHELTER 15' (TN' 0-004 NEOPRENE RE4ThNO PADS Y -6 - SECTION BETWEEN n EXIST. & PROPOSED SHELTER 0-00 SCALE: NONE NOTFR. 1. PROVIDE WASHED GRAVEL OSTIA C33 SIZE 56 OR 57 GRADATION 00WN TO FROST LEVEL UNDER SLAB ON GRADE. (MINIMUM OF 8' BELOW SLAB). 2. TOP OF FOUNDATION ELEVATION TOLERANCE 1/4' IN 15-0' 8 1/2' MAX OVERALL SECTION ©' SIDE WALL STEEL INSERT PLATE SCALE: NONE SHIM W/NEOPRENE BEARING PADS TO ATTAIN SAME ELEV. WITHIN 1/16'(±) LOCATE 3'-0. 0.C. (MAX) 24'-0' SHELTER BY OTHERS EXISTING 24' BUILDING ON BALLAST FOUNDATIO END WALL L4' x �44'662 1 MIX` Will) PROVIDE 3 ' END WALL 3! 40R =d, S►EEDe DO - t T/GRN:- V NEC I 1.1 2 I 0 04 SEE 1/0-004 FOR MAX PLATE INSERT 0 II • (TOLERANCE - +0', -141 SLAB ON GRADE FOUNDATION PLAN SCALE: NONE 3. PROM( 12 MIL VAPOR HARRIER WITH TAPED, 6' LAPPED JOINTS BETWEEN SUBORAOE & SHELTER SLAB ON GRADE 4. FOUNDATION WIDTH BASED ON 2500 PSF ALLOWABLE BEARING PRESSURE. NOTES T/SL 6) 4-1 VEND 142 i 1' WASHED cRAvEL MAIN.) ', "-EDGE of FLOOR SUR 1.-0' 4' 1/2' J7. TOLERANCE • _J - -J f } SECTION 0) END WALL 0-004 SCALE: NONE 3 -004 i? t1 61 KDC Q FOIMOATION GENERAL NOTA 1. 1'010 S4ALL If M ACCORDANCE WITH 004E (0005, 545ET7 114LUD016 ATO PUSS 0114EHNISE IMO, 11E LATEST REVISION D< ACI 318, 'BAl1OI4G 000E REOUIENENTS FOR REINFORCED WNC8EIE'. MIOCEDURES 151 THE FRO104110N OF E4C0YATIONT, COSTIAG CONSTRJc1)0N AND v7UGES SKAA RC ESTMIJSNEy. P008 TO FO41CATION NST4UATNNL 2. CONCRETE 441[1005 SNAIL CONFOH 10 THE APPROPRIATE 3101E Rf41RE4 401 FOR °POSED SIIUCTIRAL COKIE1E. PROPORTIONS OF 3. ON METH ED AND CONCRETE 6[511,1 N 01NANE MERU0 TOR MISTAKE TO LOC 4. ANTICIPATED AGGRO:STYE AC740NS, THE 44040I7T RECAR ROIENTS OF ACI 311 CRA MER 4 SNAIL K 043131ED LASED ON DE 19(411ONS °104100 Al 110 SIZE, Al A MIWNUAL CONCRETE 04410E DEKLOP A NBiBIN C0W4E5TYE 51401614 Or 3000 PP R4 24 DAYS, 4. MUNNN SME Of CONCRETE AGGREGATE SNDA NOT EMCEED 1 1(10 Sal MULE FOR 445740 41101 *DIM UDE11E0; 0 ONE -ANTED CLEAR DISTANCE MIND OR WEE& RDNFORCRC, 5. REINFORCEMENT SHALL 110 DOMED AND 00IRORM TO ME IEOU EMENTS OF ASV 0643 GRADE 10 UNLESS OTHERWISE NOTED. 1 wELCINO IS ARON/IRED ON 1(0(ORCMG Ma AND DAIEOAEHIS. 7. MINMJM CONCRETE 0011[71 FOR R (04(00(47 1140 IE 3 11145 IRRESS 01401405E NOTED. STEEL REINFORCEMENT 100' HOCKED BARS 1. CONCRETE COYEI ROY TOP Cr FOL4401444 TO MS Of 00410041 RETTOTICCHEXT SMALL H01 EXCEED 9 INCHES MOR IE LESS WA 3 8(4(3. 4. ALL NORI20N1A1 BARS IM WALLS 4 REAM EDG05 SNAIL RE IEMT N CORNERS M SUCH A WAX TIDO pUIPT IS PRONIDED THROWN THE ANT. SEPARATE CODER RAU OF THE SAIEPi0 4240 PAGING AS THE HORIZONTAL REMFORCNG 101 *0 SUBSTIIIRE0 FOR THE RO0 P0117014 0f DIE (O4114)2IS IAR5, I . FOUI10A1pM DESIGN ASSUMES STMEIVP. L 61010111 TO RE COMPACTED N 1 14404 11AX1NUN UTEIS TO 134 0 RA AN DRY 0ENS11T AT 01DNN MOSNRE CONTENT N ACCORDANCE WIN 45154 0191. A0MIOIWIT, S0RUCi1MAL Pam 4NS1 INK A 14941111014 [WAVIER LAIR WIGHT 0f 10 POLNOS PER (UNC TOOT. 11. ANEWLIIEMCED *1114 NE PROPOSED TOLAVA11IC41 TYPE. 104054)01(41 [141 M ACCOROUICE WRH GENERALLY ACCEPTED RLSTNL00044 PRA(1603. IL (04MDATg4 DESIGN 45540[5 REL4 1410455 42 9111 11 PDU2RIED TO VETOFT 11NT 007407100901* MA1ERULS, INSTALLATION 1(741505 4140 MONO ISESEN PARAMETERS ARE ACCEPIAOLI RASED ON CON01T1OHS M HG AT THE S46 7. 13• 00000 MATinu15 SHILL K REMOY50 FROM BORO1 Of 040404704 PRIOR TO (0003011 PLACEMENT 14 CONCRETE POLL 1E PLACED N A HAMIER 11141 WILL ARUM SEGREGATION OF 054(8010 MATERIALS, (1ITRANIN 0f WATER OR SOL ANO OTHER OCCIRANCES 011C14 DECR0ISE THE STRENGTH 0 DORANUIT OF 19014001IO31. 15, CONCRETE SNEEL K 710000 404467 sant-mot 1404614L *00 FORMS ARE 400053ART. THEY SWILL K RE0DY[0 PNOR 10 PLACING STRUCTURAL MALL AGAINST FOUNOATro4, TR. 10000/004 0415104 ASSUMES 004nNUGH5 PLACENDO WHOM CONstROCTION ANTS. 17, OMR CRITERIA: ROOF INE LOAD N aw ►5F (1004 LMC LOAD N 200 PSI BAR RADIUS OF BEND EXTENSION 3 4 1 1/2' 2' 5 fi 2 1/2' 2 1/2' 2 1/2• 2 1/2' 3' 3' 7 a 3 1/2' 3 I/2' 4• 4' EXTENSION STANDARD 90' HDOX BAR H00K RA01 US OF BEND 1�3 6' 1 1/2' #4 8' 2' /5 10' 2 1/2' #0 12' 3' 117 14' 3 I/2' 18 16' 4' STANDARD BAR LAP SPUCE CLR - INDICATES AMOUNT ��y-�LIr STANDARD�I�I OF CLEAR COVER " db - INDICATES BAR Ell BAR 43 #4 /5 /6 07 08 CLRsdb db<CLR.2db la' 2 6' 40' 57. 77' 101 18' 24' 30• 40' 54' 71' 2oo.CLR 18' 24' 30' 36' 42' 51' STANDARD HIRE LAP SPLICE 2' MIN. 1 ` �6'MIN' MINIMUM EMBEDMENT FOR STANDARD 90' HOOK 1.41N11431.4 CONCRETE COVER BAR DEPTH 04 9' /5 16 07 1 1' 13• 15' OPENING MIMI ■ 1 I ■■ 1 1 1 ■■II1 5 0 4A1f 5, 1. TOLERANCE IN SLAB UNEVENNESS IS 1/2' OVERALL AND I 4• PER 40'-D'. PROVIDE SHIMS ATS 0' 0.C. MAX PLUS GINEERS, P.C. S I. TOP OF CONCRETE S1A9 SHALL BE I/O' BELOW EXISTING TOP 12250 RIX ISM ANNA*, Sub' 302 OF BALLAST FOUNDAT10H, Moak CO. 80614 303.756.6498 FAX 750.0236 MIN DEPTH PANEL EDGE CONCRETE £xPOSED TO EARTH OR wEATHER: WALL PANELS 3/4• OTHERS 1/2 CONCRETE NOT EXPOSED TO EARTH OR WEATHER. SLABS, WALLS do JOISTS BEAMS 3/4' STIRRUPS I/2' "COP/WSW 1145 0WEST COAMUMIC&TIO43 COWANY. ALL Bort RE9Em10. THF5 44(O1111T444 R SECRET. COMfCENTIAL, PROPRIETARY NWORN4Tp/1 BELONGING TO COYEST 10MM4N11CA71ONS COMPANY ANO MAT NOT BE USED. COPED OI INSCLO300 WITHOUT THE PRiCe 0111101 CONSENT OF °WEST COMMVN4CAPI0113 COMPAMT." Qwest Communications RULISON, CO REGEN SITE SLAB ON GRADE ELEVATION & FOUNDATION PLAN 41I3< 20666/05008 (42 rot RUL3RE04 HOdlm FIT 33J RAa 840844 a OCHE NONE 3/21/00 OPOICI N DRAWING NUMBER Q-004 111mwA 4-2-17 AusOPHew SITE GRADING PLAN T T 30. LI I k ORALIIL.,.E.N.T1 MEW !EKE WOE or GRAVEL TO EXTEND 2 IEY01/0 PERIMETER Gr C WN ANN ►ENCS (TYr.) T'—.1 x EXISTING BUILDINGS 2 0' NOTE: FILL REQUIREMENT THE RULISON SATE REQUIRES 12' FILL ABOVE EXISTING GRADE. SEE NOTES 5 k 6. REQUIRED TESTING PROCEDURES 5LIMADE; THE SUBGRADE MATERIAL SHALL BE COMPACTED USING ACCEPTABLE COMPACTION MEMOS. THE IN PLACE DENSITY DP THE Si/SCRAM SHALL BE TESTED USING ASTIR METHOD D-696. (SEE NOTE 5 FOR ACCEPTABLE FILL t SEE NOTE 2 FOR COMPACTION THE IN PLACE WW1 Of THE SELECT FILL SHALL BE TESTED USING AST* METHOD 0-640. IF ASTIR C-33. SIZE 56 OR 57 GRADATION 5 USED AS A SELECT TILL. THE FILL SHALL BE COMPACTED IN t' WAX. LAYERS COMPACTED TO 90% OF RELATIVE OMR (AST* -04253) AT DPRIOUIR MOISTURE CONTENT. AOORIONALLY SELECT FRI *UST WYE A MINIMUM COMPACTED UNIT WEICHT OF 100 POUNDS PER CUBIC FOOT. STRUL7UBAL FILL t TDP COLIC& THE FILL SHALL BE COMPACTED IN B' VAX. LAYERS COMPACTED 70 90% OF MAINE DENSITY (AST* -04253) AT OPRIBUY MOISTURE CONTENT. ADDITIONALLY STRUCTURAL FILL MUST HAVE A MINIMA COMPACTED UNIT WEIGHT OF 100 POUNDS PER CUBIC FOOT. I' HIGH CAWMI UNN IMAGE' t GAM GRADING PLAN AGGREGATE TOP COURSE.• SITE 56 OR ST WA)DVL 4 d • A ♦ d r CONCRETE IS e e • r 4 r d J SELECT FILL J STRUCTURAL FILL SIZE 56 OR 57 CEPA VARIES B' 1101IV011 TO FROST DEPTH SECTION A -A SCALE: NONE NOTES 100( of CRAVCL 10 EXTEND 2 WOAD ENTIRE PERIMETER Or OWN LINK PENCE PROPOSED SLAB CENO FENCE 30' WEST BEND FILL MATERIAL 30' WEST 'OUR NEW 31'-5" X 10'-11" SLAB �I KW__ 30' BUILDING 4 4 AB • ✓ 4 • 4 4 A • .0 ffijk A. COCK: 1. TME MORN M THIS DOCIMEMT MUST MEET ALL RATIONAL. STATE. ANO LOLL ALNMSDICH0115. COOLS. SPECIFICATIONS. AND REGULATIONS. 1. EARTNRORN: I. AREA 10 Ill shall ,E STRIPPED Of AIL ORGANIC SON TARES ANO *MAINE MATERIAL 05005E Of ERaSS TOPSOIL AHO UXSU7AILE LATERAL M RPPRP110 ATLAS. 2 SELECT' 7514 MATERML MALL 1E PLACED M MORON B' IAl5 MO CONPAC100 I9TR APPROPRIATE EOUP0ENT t0 951 STANDARD PROCTOR WI NDT 2% OF 0090106 MOISTURE CONTENT KEW PROCEEDNG 10 INE REIT 5557 OF MATERIAL 5. PLACEMENT Of PIU. MATERNA ON FROZEN SUOCRADE OR PLAGE6(97 Of ROUX TILL MAIERML rs MOT ACCEPT TLE. 4. At rFPrrrr star/All MATERIALS SIMV BE NO4-OGu1IC ANO Da 0f IARC0 COPS OF COKE LAMA TITAN 2' 012[ S. ACCEPTABLE SELECT FILL TAPES AS DEFINED 1Y THE ARMED Sao CIUSS1TGig0 SWOT 10 1E 75(0 AS RI MATERIAL SHALL RICLUOE 1147 OF INC TOU.OMMC: GW. EP 16. 50, 00, SM. CL 0R A37M C-33 ANE 56 DR 57 WRRUL ALL 14LIEMALS 9921 BE FINE OF ANT WASTE I9000RS, 0E(A5, YECEFAT10 OR OWER MANIC M4IERUI OR PETROLEUM 690011CT5. STATE HICMWA7 USE MATERIAL R ACCEPTAILE ASA FEL 6. IRUCCCP7AILE SELECT F11 MA1LAIA13 SMALL MOM ANT OF INC FO1101014O CC, SC, Ml, MM. CN, 01. OM, ANA Pi. 7. STRUCTURAL 051J10P COURSE SNAIL 1f ASTM C-53 0501 50 0R 5T. C. CNYRIORMEMTLL PROTECTION: I. CONTRACTOR $Mall INSTALL AND MYNTAM 10000010177 THE COURSE Of CDIRtMKT10I6. BEST MANAGEMENT 0900140(0 70 PRfYE111 MOON. 5 0001TA1tlN, 001111101 OP WATERS OF 1NE LNTREO STATES, AND DAMAGE TO ADJACENT 65011 11 1(5UUTT% IRON CCNSIRVC11O44 AC1M105, CONTRACTOR IS SOLE11 9(0001LIIE EOR TN( COSTS AND (RE071444 OF REMEDML ACTIONS 70 WAN 00 COR5ECT CNSYMOMMEMTAL IMPACTS. I(DC ARCHITECTS.ENCINEERS, P.C. 12250 East Riff Avenue, Suite 302 Auroro, CO. 80014 303.750.6999 FAX 750.0236 *C0PYM01rt 1590 O0E57 COMMUNICATIONS COM6ANT. ALL RIGHTS RESERVED. ANIS IMf000A110N 15 SECRET, C014110ENTIAL, PROPRIETARY 1M0ORMA1ION 1ELONORFO TO 00X57 CONMVNICA1ION5 COMPANY AND WAY NOT 10 USED. COPIED DR DISCLOSED WITHOU1 TMC PRIOR WRITTEN CONSENT OP OWEST COMMUNICATIONS COMPAN7.' Qwest Communications RULISON, CO REGENERATION SITE SITE GRADING PLAN Aa riCt 20666/05008 040 LE RUL3RE4A 9CME NONE MASES Er 551 3/00/00 DRAWNG NUMBER Q -004A FULL SITE ELEVATIONS 1' 0 2!• FRONT ELEVATION WITH FENCE REMOVED 30. pjl1.11104 3i` S' rCY ;W 'EXTEND FENCE 30' WEST POUR NEW 31'-5" X 10'-11" SLAB SET NEW 30' BUILDING FRONT ELEVATION HVAC kv4C HVAC BACK ELEVATION WITH FENCE REMOVED f ! 12 r{ RIGHT ELEVATION RIGHT ELEVATION WITH FENCE REMOVED 2 TTTU orf rHSH CRAPE T1 I FINISH GRADE '---2F-11 27 ELEVATION WITH FENCE REMOVED,/ LEFT ELEVATION E — 12 1 1. NOTES NC MAK 91 T145 D0C1JM€J17 MUSE NEE! All NADDNU, STAR. AND LOCAL NRSDICDONS, COOLS, 5PECNICA71ONS, AND REC11.190N5. KDC - ■w ••MN I ARCHITECTS.ENGINEERS, P.C. 12250 Eost IGff Avenue, Suite 302 Auroro, CO. 80014 303.750.6999 FAX 750.0236 'COPTRICHT 1995 OW(ST COMMUNICATIONS COMPANT. ALL RIGHT! RESEM/EO. THIO INFORMATION IS $ECR T, COMr10ENTRAL, PROPRIETARY INFORMATION 9E1.0NOINO 10 OWESI COWUUNICA110N5 COMPANY AND MAT NOT SE USED, COPIED DR DISCLOSED W4THOUT INC PRIOR WRITTEN CONSENT OF CWEST COMMUNICA71ONS COMPANY.' �west Communications RULISON, CO REGENERATION SITE FULL SITE ELEVATIONS Jaa 20566/05008 Ib rIF: RLJL3RE05 REPRO n SS.I 3/7e/DC SUL NONE DRAWING NUMBER Q--005 ELECTRICAL SERVICE Y1T00 4ASE PU3ED RLSCONNEET (3EE 4403(0 3 f 4) )CEIS2Yf P-1000 Hi DALLY (SEE DETAIL 4) T1N61ED O4AOE 2"3 ' PRESSURE TREATED W000 (T1P) -1 11=111=1 1=111: 1";_,111111111,T=7. } 41. O 0 x'-0" YIN. OVERHEAD SERVICE ENTRANCE EQUIPMENT AND MOUNTING BOARD DETAIL 3041: MONS 0 ONE (1) r PVC WPM PULL ROPE 100 ;URGE P14O1EC11004 Pula LER(RT ACCVv44 ACV SERIES Y00EL # A0Y11031114RE TWO (2) 3' PVC (0044 441144 311RE( (3) 3/0 11000 AMC. ONE (1) 03 Twerp 0004$40. OME (1) 1' SCM. R0 PVC WITH TWO (2) P4 032 ALAPAI C 1LE. 7EL03004( SE41EE (CABLE BY 0144042). 5 To GR0UMOING L000 VA' x R' LDMO, COPPER COATED STEEL 000400 P00. METER MSC 4340 — fUSED D1500MRE03 CARIXET 000 (1) 12 00L10 004410 WXI0 10 0304((' GROUND SYSTEM GROUND 400. 1/0'11 1/3' MT *ill. µLV. (TY0 0► 3) PLACED AT 3000440 rim" 01010 TOP R ROTOY 3/11'0 LAG BOLT, DALY. (M) 1/x'xl 1/4' X.M. ROU. 0440. VXISTRVT 0 -1040 "Ma 041, GAO,. MP) 0) 4' 1411E33414E TREATED -� U043TRUT 0-1000 16. QALY., 3/4.4 LAD 00473 (TMP.) (TMP, Of 3) MOUNTING BOARD DETAIL O SCALE: NONE NOTES OR OvEMIAD) WEAR SASE 400A SP SURGE►A4[L OI !AMON f � —TWO (2) r Pvt. 3- 3/o 1WWW 0 ONE (1) /3 1311111 CND (3EE NOTE 1). 400 ANA PANEL 40ARO WITH A 400 4140 44J0 CIRCUIT DREAMER I I L-42 STRANDED B ARE A(0011.4(4T SMELTER SERVICE ENTRANCE EQUIPMENJ _ELECTRICAL CONNECTIONS 120J240V-1 PHASE -400 AMPS DETAIL l l SCALE: NONE l I 10 MANN CONNECTION BOY 44 0N1.0440 ONE (1) f4 soul) COPPER WIRE TO MIMEO GROUND SRSTE4 GROUND ROD REFERENCE DRAWING INSTALLED UNDER ORIGINAL CONTRACT L 7HE MOB( N TNS 00000£141 NF31 4EET 411 HAWK. RAE. AND LOCAL JU4001CIIO15. MMS, SPECIFICA0Wk5, AND R£GJUTIDNS. I. CONIRA0710 6 RESPONSIBLE 027 OBTA1HNOf.t4PPI*G 101 CORRECT COIXII SQE Y. TYPE, AHO MARL GADS( 5PEC410Al1CNS FROM 114 LAX PORTA CO4PAN1. 3 MNDNACIO0 6 IIESIDNSMIL EGR 01114NNG 114 CO4EC1 /NAOMI TAJO CURPEN? VALUES MON 111E LOCAL POWER COMPAN} 10 CONE441 111[ARIPIEG RAI1O OF CONTRACTOR SUPPLIED (OINP4047. ♦ CONTIAC£OR R RESFO*L5191E EOR OBTUNING FROM THE LOCAL NM MAW THE 1041101 5PEC41CAT4US EON fit MEI RUSE/CANNEL AND *04001 0600X1407 PANEL THE MMTRACTCR 5110001(0 SEANCE [MANS RATED FUSED DISC4I4CI 10 1E INA NEW 307 040101 IE 4113 AC RCM DEME* NNW MALAWI MIT C01RE41 1404 LOCAL P04217 COMPANI. IT 6 ALSO THE COMEMACTOf5 RESPONSIBILITY TO MASH 411 01(144(4, 004(1114E4T THAI C0060445 TO RHE W.A. POWER COMPANY 1140 GOVERNING AOKI A£OUBE4EN15. S. 1300 0gull MRL AMIDE N4W 04211440 AC POPS& INE CONTRACTOR TO INSTALL PfAC, HARDWARE. A44 HIRE 10 3EE1 MYTH TIE PAIR M4P4r1 At TOP OF POLE. IME C0M11AC1O1 01 RESPONSRII 701 0R1y4OG THE COMIC1 POLE. 044011441 ANO MOTOR STS7E4 33104 71104 74E POWLA 1001401. 1. ALL PVC 0000.1110 TO 4E SCHLOUII E0. All METAL (0X21(13 TO RC 504134.1 40. STANDARD BURIAL DEPTHS 1 PUCE WAINIM0 TAPE 2' BELOW FINISH GRADE ONLY MIN 711(4 OP11C CONDUIT FINISHED GRADE WAR)IN0 TAP ELECT4ICAl ANO ►1L*AA44 004(011 Fv[L LINES 2'-1- WN. OR 4' BELOW NROST LINE 4'-O• 040U140I40 WNW 4 B PV0C00-0 RON34A D► - 000) A CONDUIT INDEX 0) FIBER ENTRANCE, (4) 4• CONDUITS. TWO (2) 3" PVC EACH WITH THREE (3) 3/0 THwN AND ONE (1) 13 THWN GROUND. ® ONE 1 1" SCH. BO PVC WITH Two 2 PR 122 ALARM CABLE. O E FOR TELEPHONE" SERVICE PVC T H PULL OP{CABLE 8YOT ERS). (g ONE (1) 1"C. PVC. 12 BCW. • ONE (1) 1"C. PVC, /A BCW !CDC MEN R E NII• ■ 1 ■SII ■■ I I ARCHITECTS.ENGINEERS, P.C. 12250 ECEI 101E Avenue. Site 302 AUror0, CO. 60014 30.3.750.6999 FAX 750.0236 "COPTRIOHT 1945 OWEST COM4UMICAIIONS 1041}44. All 410X13 4ESE4v00. THIS IMFOPMAIio0 IS SECRET. CONFlDD4TIM, PR0PR41ARY I*004441N04 BELONGING 10 0wEST COU4UNICAIIOMS CO40ANT AND 114V 401 K USED. COPIED OR 04504.0010 WITHOUT THE PRIOR WRlTTE4 CONSENT OF 20(ST 004140410414015 COMPANY." Qwest Communications RULISON, CO REGENERATION SITE ELECTRICAL SERVICE 400 AMPS 20666/05008 RI1 RUL3RE06 VAC NONE Elvin w 044401 w WOWS w 104 rile/00 ORA4INC CYBER Q-006 WIMP GROUNDING PLAN pts• X r 1s � s•' - w L • w .. 401010011 ANG GATE HINGE POST GROUNDINQ DETAIL sme, 4GYL 0 DETAIL SCAM 1104111 4' Ars DETAIL SCALY, YPLL Pot 1tl 111 • El Y1Wfl1 6 rota post CARL 70411CADWELD ar Ko-rc-rx 411444 144 VIf DETAIL Sum Nott 0 GOND YEA MI DETAIL 401.111 4444E Exp EX 1 ADE ADE POI 5kl uo VP - PIACI MOANING Tar[ t' KLGW ANISH r=' 0141,11 WITH nom v' COMMIT - rsi i4.`. NOTES :D FENCE 30 WEST GROUND RING 31'-5" WEST (2) NEW GROUND RODS (4) NEW PIGTAILS NEW 31'-5" X 10'-11" SLAB BUILDING 440 Dour wet TN Rae F 445400 GRADE WAR4140 TA 010444 CO11WIT FUEL LARS S'-0' 2'-r 4144. OR 6' UMW FROST ERNE A'-0' GROUNDING RING FRR A'ENC0►nC504 -445050,.05 44SP- P00) STANDARD BURIAL DEPTHS DETAIL 0cA4DNo"( DETAIL 4 scALT: I. THE WONT IN IRS DOCULEN1 TART 4051 ALL NATIONLL. PATE, ANO LOCAL ARf50Ic110NS. CODES. SPECN20M1041S. AND KORATIONS. 2. CONTRACTOR STALL FEST CROOK, RESIS0ANC5 SOIN APPROPRIATE 000O$0 RES13T04C( TESTER PER LEE STANDARD 4O 441 150140)4 604. MI[R( TESTS STO4 RESISTANCE TO GROUND 5 OWN 3 DINS, CONTRACTOR SHALL 1001 Af0ROPR015 ACTION TO REDUCE IK5151AIICE 10 3 INS OR LESS, 00 I SFALL2IG AND *01DIN0 ADD'71041L MOUND 44044(0) A5 4004211KD. CONIRA0304 6141. 152241 RRESt 10 4E40N5144A1E (04PLA NO( NOT FORWARD A WRITTEN, CERTIFIED REPORT TO MS CONSTRUCTION 4.1NAGEl. 3, ALL GROUND SYSTEM C04NECTI0NS MALL PE MADE OF 144E C5OTNER*IC (CADWE0D 00 MAL) PROCESS, EECEPI ME CONNECTIONS 10 DIE SURGE minx ►ANSI. 4(1 METER PANEL. 4. BARE COPPER WIRE 54041 RE USW FOR Al 6ROLM0 0ON00010(5, 571 A5 SNT144 IN RAN. CONDUCTOR SWOL 111 RUN 6'-l'4I4. (6' 44ELON FROST UNE) I(UAW GRADE. S. ALL BUM BARE COPPER 400410 WIRE MALL IE SLYER STRAND. 13/0. SOFT MM. R. CONTRACTOR 544411 CAOWELD 22' PIGTAILS 70 6R011110 R00. 020104.5 ARE 10 EE MITRED UP TO APPROAN00TELY 1' FR014 PROPOSED 440511444 P2.1004E41. 04014LS MOULD IE COILED L2' M OU4ETER AND COIL TURFED UNDER 3' OF GRAVEL PLACE REAMED ELECTRICAL TA►E ON EACI1 CO( TO PAEAN] UIWM240. E0CN COL SHALL iL PROPERLY LDCATW USING ORANGE PATINE0 STAFFS. LEGEND GROUND MRE 44 R00. SU A5 SN0*44 KDC Allomppu NUM - , �_ ■ 1 1 •M■ I I IIIIIII, 1 ARCHITECTS.ENCINEERS, P.C. 12250 East Hilt Avenue, Suite 302 Aurora, CO. 80014 303.750.6999 FAX 750.0236 "COPYRI014T 1695 061E51 00111)4400110145 CON►ANY. ALL RIGHTS RESERVED. TINS 1410OR4AY100 i5 SECRET. 0014010EHTIAL. 100041(14141 I161514ATI04 SEL0140140 TO 0WE51 CO44u41CAIIONS COWPAN7 AND 407 NOT SE 0110. 000100 04 1155105En W1T110111 THE 19204 4R7TEN CONSENT OF 0WE5T CO44UNICAT41N5 CO4PAICT." Qwest Communications RULISON, CO REGENERATION SITE GROUNDING PLAN * 20666/05008 RUt3RE07 SONE NONE IMES 4, SL 7/10/40 DRAWING NUMBER Q-007 9noomNN. UNDERGROUND CONDUITS SEL DUAL 2 ILV TTI II1 111 R/R TRACK roti .} 4' SMOTE EO FVC cONDUftS TOE 1D' OUISRIE 7N[ FENCE. CAPPED, LITH ONE 3/E' POLY FULL ROPE IN EACH. Ts' GENERATOR AREA 11 III 1I FI 11 it 1 II II 1I 11 II I 11 11 A11 11 1 30.0' RUNG °WEST AREA 214 Sr ..../.1/ Ff7T $� .....::.../ SEE 0(11L 1 A "'D Mai .01. GENERATOR A 7.'• AES' I- 11' ---. I»- 1. Lws QWEST BUILDING r -I r r J L J L. J L II• — 1.1 L r 14.W r, CUSTOMER I ARG 105 S< 1 i i O 0 1 x__11 T —11• 24' 71' DETAIL SCALL: NOAH: J TT CUSTOMER 2 AREA 1275 SF X41 4• 27 AL^! THE FLOC FINISHED 4' SEH. 40 CRYC--L\ T' j --SHELTER -1 ,FIHKNE4_ELOOR{{ 1 1 4' (PNC - REOEN. YS► - HOP) - 2.0 RADWS ELIOW TYPICAL OF ALL (4) 4• CONDUITS FIBER NOTES EXTEND FENCE 30' WEST POUR NEW 31'-5" X 10'—I I" SLAB SET NEW 301 BUILDING TO EXTEND SMELTER WALL FROM SECURED, AND ,14 RUSHING +--- 11.7 4' (PVC — REOEN, ISP — PDP) CONDUIT ENTRANCE ROFILE "A" `_-•! F: 140111 I. IME MORE w MS DOCuwEvl MOST SUIT 11. HAMI0R4. 31ATL AND LOCI. J1313D T10NS, CODES, SPICRICAfl:RS. AI'A REGVunORS, 2. AL PVC CONDUITS TO RE SCREDOI E0, 4. 1414 COIOOWII EO iE SLNEp41 10. 3. ALL CONOINT I180WS 10 BE 14' RAWS. 1. 15P • BLACK STEEL PIPE 5. MC . GALYANRED RICID MRAL CONDUIT G. SEE ALSO OWG. 0-006 FOR ADCf110NI. UNDERGROJIID COIDNTS. STANDARD BURIAL DEPTHS 'RIMMED GRADE PLACE WARMING TAPE 2' BELOW *INISM GRADE ONLT WITH FIBER 01-00 c0NDUR 2' 0' WARMING TA ELECTRICAL ARD ALARM CON0DR FUEL 1.11410 GR0UN01N0 RENO 2'-11' MRN. OR t 14104 Fx001 UNE 1'-0" A' (PVC - REGEN, 13P - 141) 010010 OPTIC C0NOu1f 4.4 CONDUIT INDEX I F)BER ENTRANCE. (4) 4' CONDUITS. {) TWO (2) 3" PVC EACH WITH THREE (3) 3/0 THWN AND ONE (1) 03 TXWN GROUND. Q ONE (1) 1' SCH. 80 PVC WITH TWO (2) PR /22 ALARM CABLE. © ONE (1) 1" PVC WITH PULL ROPE FOR TELEPHONE SERVICE (CAKE BY OTHERS). ® ONE (1) I -C. PVC, 02 BCW. D ONE (1) 1"C. PVC, 104 BCW KDC — ARCHITECTS.ENGINEERS, P.C. 12250 East Iliff Avenue, Suite 302 Aurora, CO. 80014 303.750.6999 FAX 750.0236 'COPYRIGHT FOPS ...TWEET COMMUNICATIONS COMPANY. ALL RG IRS RESERVED. THIS INFORMATION IS SECRET. CONFIDENTIAL 100011ETART INFORMATION 1EL0N01N0 TO 0wE0T COMMUNICATIONS COMPANY AND NAY MOT 10 USED. COPIED OR DISCLOSED WITHOUT TIE RA104 WRITTEN CONSENT 0E OWEST COMMUNCRTION5 COMPANY.' Qwest Communications RULISON, CO REGENERATION SITE UNDERGROUND CONDUITS Xi IQ 20666/05008 EA/ r1L RUL3RE08 NONE LLMIYI In ss 111./go AMRPER I1 DRAWING NUVBER Q-008 Rt]i�MMOIA FENCE DETAIL FRONT VIEW BARBED WIRE (3 STRANDS) 11 I. 0111, 1.11.. ■ X ■ K K ■ X R 1 1 ms. Iwon: • X■ X X {R R R Y K Y R N Y R ■ X K` LR ■ II R (, _ ■ , R ■ -14 X • R ■ i Y `� UNE rOST�� !llPrr R K '_�_ _ -3333 - ll •••• 41 WELDED GATE PANEL (2'-0" WIDE) 2'-0- WN. 12' LIN. GALY. CAST IROM DR ALULRIRIM GATE DETENE SET IN CONCRETE FOUNDATION DETENT DETAIL SCALE: NONE CAR OR CORNER POST SCO. 40 WLY. 4' OD. 11.0 40 CORNER & GATE POST FOOTING DETAIL SCALE: NONE END VIEW BRAC( RAIL rr_ -.a—CORNER Fe_ WELDED LATE PANEL (6'-O- WIDE - 1TP. DF 2) LRI( POST SCH. 40 GALE. 2375• D.D. 12.1 OLINE POST FOOTING DETAIL SCALE: NONE L-SNAPED WARDS USFD WHEN CATE POST IS 001 AT A CORNER. 1. THE WORK IN THIS DO(04331 MU53 MEET All NEC, NAIKNLAL mem, AND LO(AL JURI50 00740, CODES, SPEGFICAIIDNS, ANO RECUL4rod. 2. CONCRETE FOOTINGS SET AT A MANNAN DEPOT OF 36'. OR 1' BELOW FROST DEPTH, 44404(KFR 35 53•EARR. 3. 4554(IM GATE SHALE BE 0009U 1LLF, SWMG IRff OU1wARD. 41114 STOP POSTS/ LATCHES, DaIENSIONS AS SAMNA 4. PERSONNEL GATE SHALL IE SINCIE ILO, SWAG IRO' OUFIFARO, WITH STOP POSTS/ LATCHES, 0 ISIONS0 AS SH0904, S. LATCHES SHALL RE room 151(a notion 3M TO Paw 3ERAl1014 now VOTER WE Of GATE, NM PADLOCK E5E INTEGRAL 50 LATCH. i. THE GAT( DEFEAT ID BE SR IN CONCRETE. THIS CONCRETE NUS( DE 12' N OUNETEA AND 54' DEEP, 7. UN( POSTS 4053 BE PLACED COAL DISTANCE BETWEEN CORNER AND GAR POSTS. BUT 14 NO CASE MENDS THAM 10' APART. B. FULL PERKIER OF 118: FENCE MUST NAVE 3 STRANDS OF BARBED INF BARRED WIRE SUPPORTS WST R( ANGLED ONWARD AT A IS DEGREE ANGLE, EACEPT AT THE GAZE POSTS FOOL THE BAWD WRIE S1JPP5NIR ALIT IIE 3035L.5 *05i ALSO BE EIIT45504455 a BARBED WIFE( ON TOP a THE GATE 9. FENCE FAME WST BE ATTACHED 10 TENSION 314 51111 HOG MKS (+ERY 111' OR LESS. 10, 11( WIRES NAT ATTACH 1(330 FABRIC TO ALL ARDEN. AND 4OR120iTLL 041YAN3E5 PIPE, NOT 10 EXCEED IF'. 11. STRETCHER 103 4405T BE USED AT All CORNERS An CAFE POSTS 12, HANDCAR TENSKM WIRE 45 (ll CORNER i GATE POSTS USING 'TENDON 14.101 FASTEN TENSION WIRE 10 ALA UNE POSTS R71N 113 GA 571El 153 WE. FASTEN FENCE FABRIC 10 101544 WIRE EVERY 11' OR IES5. 13. CONTRACTOR TO SET GATEKEEPER P0515 RI CONCRETE AND TECATE NEM EACH GATE LEAF EDGE 0340511E 14I1155S. EXTEND FENCE 30WEST POUR NEW 31'-5" X 10' -It" SLAB SET NEW 30' BUILDING DOME CM 1.60' 0. D. CALA. SCT. 40 PIPE NOON/ NXINIACK SEE DETAN 10 LER 14. T1 a 114E 517E WORK CONOLACFORS' 5011 RESP5NSIBIUTA TO CHO53 REFERENCE E0UPNEIFT/G9IERATOR SHELTER DRA4405 WITH O4EST SITE 40114 0RA411105, ANY OISCRERANCT BETWEEN TMT DRA4ING5 WW1 BE ADDRESSED TO THE SKS CONSTAR/COON MANAGER. E) GATE KEEPU SCALL: NONE SEE ROTE 13 FRONT VIEW TOP VIEW OGATE POST DETAIL SCALE: NONE IS EXTEND FENCE 30' WEST POUR NEW 31'-5" X 10'—It" SLAB ET NEW 30' BUILDING DOFF CAP 1.660' 0. D. CALV. SCK. 40 PIPE DUCRLRL 1101D9ACK SEE DETAIL 10 LEFT FOUNDATION Wo TWO REQUIRED PER VEHICLE GATE OGATE KEEPER (DUCKBILL) SCALE: NONE SEE NOTE 13 FRONT VIEW TOP VIEW OGATE POST DETAIL SCATS: NONE NOTES 1. THE WORK IN 11410 DOCUMENT MUST HEFT ALL 1400, 1µ110Nµ, STATE. µ@ LOCAL JURSUICTIO6, CODES. SPECIFICATIONS, ANO REGULATIONS. ICONCRETE F00RN05 SEE Al A 4INIMUN DEPTH OF 31', DR r !FELON( FROST DE►TN. WMICNMR IS GREATER, 3. VENKULAR GATE SHALL BE DOUBLE TEO, 510116 114 OUTWi o, wind me 90512/ LATCHES, DWEN510N5 AS SNDII4 4. PERSONNEL SATE SHALL RE SINGLE tar. 09,40 ISO OUrWAFD, 11111 STOP POSTS/ LATCHES. 041(454(16 AS SHOW 5. LATCHES SHALL PE roma TYPE OR PLCNGER BAR TO 9(RIIET OPERATION TROY ENNER SICE OF CATE, 44509 PADLOCK EYE R1IEGRA4 20 LATCH. 6. INC GTE [CENT TO OE 5E1 IN CONCRETE. TIPS CONCRETE OUST BE 13' R1 DIAMETER AND I4' DEEP. 7. UNE POSTS MUST BE PLACED EQUAL INSTANCE 9(14[EN CORNER AND GTE P0515, BU1 M NO CASE FURTHER THAN 10' APART. a. FUu PERIMETER OF 1140 PENCE MUST NAVE 3 STRANDS OF BARBED WIRE. THE BARBED WIRE SUPPORT5 MUST PE ANG400 DUIWARO ATA /5 DECREE AMA. EXCEPT AT TNF GTE POSTS 111E0E THE RAILED 4421E SUPPORTS MUST aE VERTICAL THE 4 STRANDS 0r DARNED Mx ON TOR or TN[ GATE PANELS TMST ALSO BE REMO/ 9. FID/00 FA9FeC IA15T LE ATTACHED TO 1E10611STIR[ lax NOG ROCS CAERY 19' 09 1(550 10. TIE NINES MUST ATTACH FENCE rank To ALL VERTICAL AND H0RII011TAE GAL4ANa(0 PIPE, NOT TO (FEUD 111 , 11. STRETCHER vats MUST BE USED AT ALL CONNERS AND GATE POSTS. 12. 1EIo11NATE TENSION WIRE Al ALL CORKS 4 GTE POSTS 05140 TENSION LANDS. FASTEN TENSION w]RE 10 ALL 1414E POSTS MN 112 GL 3111 TIE WIRE. FASTEN FENCE FABRIC TO TEN54014 WIRE EMERY 41' 0R LESS. 13. CO4f104(10t TO SET G1091(91R POSTS 914 CONCRETE 4110 LOCATE NEAR TACH GTE LEAF EDGE OPPOSITE HINGES. 14. N 5 THE 550 WORK CONTRACTORS' SOLE RESPONSIBILITY TD MSS 91100910E EOUIPNENT/OENERATON SMELTER 04041NG5 KEN 01YE5T SITE WORK MINKS. ANY OISCRVANCY RRWEEN THE ROCKS SMALL RE ADDRESSED TO INC SACS CONSTRUCTION 9ANAGER. !(DC ARCHITECTS.ENGINEERS, P.C. 12250 Lost Illfi Avenue, Suiie 302 Aurora, CO. 80014 303.750.6999 FAX 750.0236 'COPYRIGHT 1995 04151 C05141WICATIO15 004945. ALL RIGHTS RESERVED. THIS M0ORNAT10N IS SECRET, CONFIDENTIAL. PROFANE -TART 11105RM41104 11(4140440 r0 OWES/ OR D LOSLO N'wrsoLs THE HPRIO4 WRITTEN CONSENT US O. COPND QUEST GO.wUNICwTp4S COMPANY.' Qwest Communications RULISON, CO REGENERATION SITE FENCE DETAILS A10 Na 20666/05008 CAo 0140 RL1L312EO9 ti7P11 s dm¢. 04, 36/00 01.110.1131 DRAWING NUMBER IDAE NOME 0-009 5' X 2 1/2' X 2 1/2' HANDHOLE DETAIL SEE DETAIL "D" ENS MARKER ONE SIDE ONLY LOCK DOWN DEVICE & DIRT SHIELD (SEE DETAIL "A") SKID RESISTANT PATTERN LIFTING SLOT FIBERGLASS VAULT WITH REINFORCED POLYMER MORTAR FRAME. SEE DETAIL "E" UNISTRUT CHANNEL UPPORT BEAMS (3) REQUIRED 4 1/2" BELL ENDS w/ PVC PLUG. BELL END TO ACCOMODATE SCH.40 PVC (2x) 30" REINFORCED POLYMER MORTOR COVER AND FRAME. TWO PIECE COVER RATED AT 20,000 LB. LOADING SEE DETAIL HANDHOLE SUITABLE DIRT BACKFILL EXISTING GRADE IB" 2" KNOCKOUT (2X) 2 1/2" KNOCKOUT (2X) 3" REINF. RIBS DRAIN HOLES (ONE IN EACH CORNER) —..\\ 25 1/4' EMS MARKER ONE SIDE ONLY FIBERGLASS VALI+ RPM COVER RPM FRAME FIBERGLASS VAI 1" ir—FC SUITABLE BACKFILL PLAN VAULT BOT CONDUIT 4 3/4g I o 0 0° 0 ..0. 00 / 0 .0 -046 ♦ e 12"•1 TYPICAL HANDHOLE PROFILE EXCAVATION PIT CRUSHED STONE SECTION B -B DETAIL "E" (TYPICAL. AT 6 PLACES) SIA. HOLE USED GROUND ROD NEOPRENE COVER SUPPORT BEAM 1/2" STAINLESS STEEL ACME THO. BOLT A: CAPTURE NUT W/ STAINLESS END CAP. (SELF CLEANING) DETAIL "C" -.1'1 kl s "OI ANCH 6 2'i' (T G+2@01LTSANCHORSE MUST 999999EEEEEE TY! CONSTRUCTIO, 1. VOID IN EXCAVATED AREAS TO BE BACKFILLED WITH SELECT MATERIAL. 2. BOTTOM OF EXCAVATED PIT TO BE BACKFILLED WITH 12" OF CRUSHED STONE (3/4" GRADE) REFERENCE DRAY INSTALLED UNDE: P1000 UNISTRUT NOTES 1, THE NOW IM THIS Daimon Mus? MEET All MA1b U nA1T ANI) LOCAL APHSINC1gNS, CODS. s►ECIf1CAnoMs. Ills 1t UnoNS. NOTES SECTION B -B T J DETAIL IC (TYPICAL AT 6 PLACES) _1A. HOLE USED GROUND ROD }M 1 6.• NEOPRENE COVER SUPPORT BEAM 1/2- STAINLESS STEEL ACME THO. BOLT & CAPTURE NUT W/ STAINLESS END CAP. (SELF CLEANING) DETAIL "C" TL L 2'W' DETAIL "DI (AT CENTER) P1000 UNISTRUT COVER HOLD DOWN BRACKET HOT DIP GALVANIZED (2) REQUIRED 2. 9' ANCHOR (TYP.)T 2'—r (TMP.) LINEAR DISTANCE BETWEEN 1..NG2B01LT ANCHORS MUST FIE TYPICAL SIDEWALL VIEW CONSTRUCTION NOTES 1. VOID IN EXCAVATED AREAS TO BE BACKFILLED WITH SELECT MATERIAL. 2. BOTTOM OF EXCAVATED PIT TO 8E BACKFILLED STONE (3/4. IITH 12. OF CRUSHED GRADE) 3. SHORING WILL BE REQUIRED 4. ALL HANDHOLES SHALL BE PLACED BELLOW EXISTING GRADE. REFERENCE DRAWING INSTALLED UNDER ORIGINAL CONTRACT 1. ENE MIRK IN NS COMMENT YOST MEET ALL NATTON.11, STATE, AND LOCAL AIR,salcnoNs. CITES. YECInUnONs, ANO R['X,IATWNS. IDC ARCHITECTS.ENGINEERS, P.C. 72250 East Iliff Avenue, Suite 302 Aurora, CO. 80014 303.750.6999 FAX 750.0236 .COPYRIGHT 1995 °WEST CONNUMCATIONS COMPANY. ALl RIGMTS RESERKO. TMS INFORMATION IS SECRET. CONrIOENTIAL. PROPRIETARY IIFORNAfoM BELONGING TO OWEST CONNU MCATIONS COMPANY ANO MAY NOT BE USED. COPIED OR DISCLOSE° WTIMOUT TME PRIOR WRITTEN CONSENT OF °WEST COWUMIQAEIONS CONPAlry,' Qwest Communications RULJSON, CO REGENERATION SITE HANDHOLE DETAIL wt 20666/05008 7A6hE RUL3RE10 PON, w WALT S3J i%zI/Do ae:Fl n Mb 4 11 DRAWING NUMBER Q-010 NONE IONNIMo ICIGNImm 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PROJECT STATEMENT Analyze and prepare calculations suitable for submission to building officials of pre- fabrecated pre -cast concrete equipment shelters as manufactured by UNR-Rohn. Design shall include details, notes, specifications, and drawings for complete review. This analysis is for buildings in widths of 8'-4", 10'-4", 12'-0" and lengths up to 36'-4". Compliance with BOCA, SSBC, and UBC is required. Design shall be comprehensive to cover placement of shelters in all 50 states. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PROJECT DESIGN TABLE OF CONTENTS Page 1. Design Criteria 1 2. Roof Design 4 3. Walls 9 4. Floor 13 5. Lateral 17 6. Foundations 24 7. Connections 48 8. Shelter Transport 67 9. Fire Rating 77 10. Thermal Efficiency 78 11. Wall Openings 79 APPENDIX "A" BULLET RESISTANCE TEST APPENDIX "B" DRAWINGS A1.0 Shelter Schedule A2.0 Exterior Shelter Elevations A3.0 Foundation Plans A3.1 Foundation Details A4.0 Floor Panel Plan & End Wall Pan& A5.0 Side Wall & Roof Panel A6.0 Shelter Section & Details A7.0 Miscellaneous Details A8.0 Miscellaneous Details A9.0 Interior Finishes & Misc. Details A10.0 General Specifications E1.0 Electrical Layout E2.0 Electrical Specifications I CERTIFY THAT THE ATTACHED DRAWINGS AND ANALYSIS WERE PREPA MY SUPERVISION AND UNDER THE LAWS OF THIS STATE, OF ICH l AM REGISTERED PROFESSIONAL ENGINEER. CERTIFIED BY: DATE: UNDER MAR O 1. DESIGN CRITERIA a. Concret (shelter) Sand lightweight concrete mix obtaining a 4000 psi minimum compressive strength in 28 days. (foundation) Normal weight concrete mix obtaining a 3000 psi minimum compressive strength in 28 days. b. Concrete Reinforcement ASTM A615 grade 60 (fy = 60 ksi) ASTM A185 smooth welded wire fabric c. Connections Plates, bars, etc... Welding electrodes Headed studs d. Loads : ASTM A36 (Fy = 36 ksi) : E70XX : ASTM A108 (F, = 60 ksi) Floor Live Load R21 140 psf (min) to 200 psf (max) Wind Check for worst code based on 120 mph (EXP. C) I = 1.0 BOQA P = P„IKGCP Pv = 36.9 Pst I = 1.0 Exposure coeff. (K) = 0.80 Gust response factor (G) = 1.32 Wall pressure coeef. (CP) = 0.8 + 0.5 = 1.3 Roof pressure coeef (CP) = -0.7 P = 36.9 (1.0)0.8 (1.32) 1.3 = 51Ps' Pu = 36.9 (1.0)0.8 (1.32)-0.7 = 27Psf 1 1. DESIGN CRITERIA (cont'd) d. Loads (cont'd) Wind (cont'd) SBC Velocity pressure q = 0.00256V2(H/33)21 q = 0.00256(120)2(15/33)21= 29.4ps' Use factor = 1.0 GCp Coeff = 1.2 (lateral) P = 29.4(1.0)(1.2) = 35 GCp Coeff = 1.4 (uplift) P„ = 29.4(1.0)(1.4) = 41 1 1 1 1 1 UK I Basic wind speed 120 MPH C@ = 1.06 Cq = 1.3 (lateral) Cq = -0.7 (uplift) I = 1.0 Q, = 36.9"/ Lateral P = C,Cq Q, I = 1.06(1.3)36.9(1.0) = 510$' Uplift P, = 1.06(-.07)36.9(1.) = 27pst Seismic BOCA & SBS V = Cs W Cs = 2.5 Aa R A, = 0.4 R = 4.5 C, = 2.5(9.4) = 0.222 4.5 V = 0.222 W 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1. DESIGN CRITERIA (cont'd} d. Loads (cont'd) Seismic (cont'd) UBC V = 2.5CaI W R I = 1.0 N$ = 1.5 C. = 0.36(1.5) = 0.54 Na = 1.1 Ca = 0.44(1.1) = 0.48 R = 4.5 V = 2.5(0.54)1,0 W = 0.30W 4.5 3 2. ROOF a. Code Requirements Assumptions: f'c = 4000 psi fy = 60,000 psi 4" roof: 4" © edge and 5.5" @ ridge Design roof for snow Toad and wind uplift. Try to use only 4" thick roof panels. per ACI 318- Pm;, (temperature and shrinkage) = 0.0018 1" 1�4" 4' =rn A$= 4.5'(12) .0018 = 0.0972 1N2/FT #3#4002112 (6).37 - Concrete cover = 2" at middle 3/4" at end 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2. ROOF (confd) b. Loads Dead Load 4" concrete (4.751 12)118 = 46.7 Psf roofing = 0.5"f ceiling = 1.0 Ps1 miscellanous = 1.5 PI 49.7 Psr X1.4=70 Pg 5 2. ROOF (cont'd) c. Member Design Shear d=4-1.75=2.25 b = 12" 4" cpv, = 0.85(2) SQRT(4000)(12)2.25 = 2903# x 0.85 = 246fr W„ = 2468 = 448 Psi 11/2 W,=(448-70)11.7 =222Ps' say okay for 50 °g' snow 6 2. ROOF (cont'd) c. Member Design (cont'd) Flexure f, = 4000 Psi fy = 60 ksi - Try #4 at maximum spacing Maximum spacing = 3 x slab thickness < 18" 4"spacing =3x4.5=13.5,.12" 4" Roof d=4314"-314-314- 114=3.0" #4@12" p=0.213.0x12=.00556 "M„ = 0.9(60).00556(12)(3.0)2 (1 - 8.85 x .00556) = 30.8k'r Wu = (49.7 x 1.4 + 50 x 1.7) = 155°s1 M„= 155x(11.3)218=29.7k"<cpM„ Check for Wind Uplift Wu=49.7x0.9+1.3(-41)=-8.6psf #4112 d=.75x2+5116= 1.81" p=._=.00921 12 x 1.81 cpM, = .9(60).00921(12)(1.81)2 (1 - 8.85 x .00921) = 18.0k•r M„ = 0.0086(11.33)2/8 = 0.138"' x 12 = 1.66k" okay 2. ROOF (QQnt'd). c. Member Design (cont'd1 Ilelleslimi fr = 7.5 sqrt (4000) = 474 psi x 0.85 = 403 Psi E = 42.3 sqrt (4000) = 2675"' max span = 11.33' defl = 5w14 384(E 1) (4") Ig = (4.75)312112 = 107.2'? MCr = 403(107.2) = 18.19k" 2.375 1 1 1 1 1 1 Deflections 4" slab (assume 52 Psf live load for 2 Ps' of water ponding) I reinf. Ma DL Ma (LL=52 Psf) a irr ' IN k"! #4©12 9.52 9.96 0.88 12.47 reinf. ,(MQr/Ma)3 Je LL def(pL defl LL defl LL 1 © cr. above cr. #4@12 0.81 89.6 .064 .058 .078 Total DL I.t. mult. = 2 (5 year or more) 60 psf LL I.t. mult. = 1 (3 months) * look at long term deflection of LL = 52 Psf defl =.064x(2+1)+(.058+.078)(1+1)=.46"=I/ 296 initial slope of roof = 114" per foot Therefore assume a 1 112" rise in the roof, so maximum ponding is 0.46 - 1.5 = 0.264" Therefore no ponding :.50 Ps' < 52 Psf okay 8 1 1 1 1 1 1 1 1 1 3. WALLS Wind Pressure Resistance Two criteria: 1. max Toad - 120 mph wind Exp. C 1= 1.0 2. minimum reinf to be used is 4x4-W4.0xW4.0 WWF 4" WWF Wind Pressure P = 51 °sf Mu=51(10)2/8x1.3x12=9.9k"r V„=51(10/2)x1.3=0.33" Shear cpVe = .85(2) SQRT(4000)(12)(2) = 2580# x .85 = 2193* VVc > vu * THEREFORE SHEAR JS OKAY * Deflections By comparison to roof and the temporary nature of the load lay okay. Axial and Flexure w/o ASI Load 4x4xW4.0xW4.0 WWF (As = 0.12 in2m) p = _,12, _ .005 2(12) cpMc = .9(60).005(12)(2)2 (1 - 8.85 x .005) = 12.39" Mu=9.9k"r * THERFORE FLEXURE IS OKAY * 9 3. WALLS (cont'd) Wind Pressure Resistance (cont'd1 W/Axial Load Pa = 49.7 x 12' 12 + 4/12(118)(10) = 495*r P, = 50x1212=300#! P,f = 1212x27 Ps' = 162'x' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3. WALLS (cont'd) Wind Pressure Resistance (cont'd) w/ Axial Load (cont'd1 Combinations 1. p+S w=o P = 495 (1.4) + 300(1.7) = 1203#1 2. D+S+W/2(ExpD) w = 51 Ps' /2x.75x1.7=3r P = 495 x 1.4 = 693 300 x 1.7 = 510 } 1065 x .75 = 799rer -162/2x1.7 = -138 3. p + W w = 51 x 1.3 = 66.3*r P = 495 x .9 = 446 } 235#r -162x1.3=-211 4. D+S/2+W w = 51x.75x1.7=65#r p = 495 x 1.4 = 693 300/2 x 1.7 = 255 } 673 x .75 = 5058r -162 x 1.7 = -275 11 3. WALLS (cont'd) Wind Pressure Resistance (cont'd) w/Axial Load (cont'd) Re: "Design of Concrete Structures" by Winter/Nilson (9T' edition) page 314 Pd = cpPn = cp.85 fc' bd [-pu + 1 - g + SQRT(1 - g )2 + 2 e'pu] d d d u = 60,0001.85(4000) = 17.65 d = 2" fc=b= 12" d = 2" p=.87 Pd = 71.0 [-17.65p + 1 - + SQRT[(1 - g')2 + 17.65 pe']] 2 2 Comb. Mik?) 1 0 E(k) e 1.2 ---- p = .55(1.7)4(48) [1 - .88) = 8.87' Qk 2 5.0 .80 6.25 .005 2.6 gk 3 9.9 .24 41.3 .005 .30 gji 4 2.1 ,51 19A .005 S2fi 91 Summary 4" concrete wall reinforced with 4x4 - W4.0 x W4.0 WWF is okay. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4. FLOOR a. LOADS LL = 140 PS'TO 200 P" DL = > RIBS@24"O.C. REBAR STRUCT - 34 Psf VINYL TILE - 1 Psf MISC - 36 PS` WT = 2(24) x 118 = 39.3 144 6(4) x118 = 19.7 144 12)6(5) x 118 x 1.67 = 7.5 144 11 67 = 34 Ps' 4. FLOOR (cont'd) b. RIB DESIGN FLANGE', AS = 2(12).0018 = 0.043 in 2"`- Use W2,$ x W2.9-6x6 WWF. RIB: Since Rib is Tess than 4" wide - design as beam Shear re: ACI 11.5.5.1 total depth < 10", or 2 1/2(2) = 5" or, 112x3=1 1/2" cpVc = 0.85(2)(4000)1' (4)(8-1.25) = 2903' x 0.85 = 2467* Vu = W1(11 -1.46)12-6.75/12)=2467# W„ = 586# 12'-0 Rib Spacing = 293 ps1 LL = (293 - 36 x 1.4)11.7 = 140 vst (No stirrups) 4. FLOOR (cont'd) b. lib design (cont'd1 if LL _200PSF W„=(52 x 1.4 + 200 x 1.7)2 = 826#r Vu = 826 ((11 - 1.46)12 - 6.75) = 3475# > 2467# 12 Provide Shear Reinf. Min. Ay - 50 bw S / fy => A„ / S = 50 x 4160000 =.00333 S,,,,4x=d/2=6.75/2=3.375# S = 3" A„=.01 int/3" V8=(3894-24671= 1975# =8„fd .85 x .85 S AIS = 1.975 = .00488 #3 @ 3" Reinf. 60(6.75) DIST. 3894# - 826(x) = 2467# x=1.73x12=20.7" LL = 200 Ps' For 21" out use #3 t 3" or W2.5 x W2.5 - 3x3 WWF LL = < 140 Psf no shear reinforcing SPAN = 11.0' LL (PSF) W(KI,) {K") A.cn 2) BOTT. ,0 .58 105 .00241 0.39 #6 200 /7 140 .0032 0.51 #7 P= m m .9(60)24(6.75)2(1 - 8.85p) 59,049(1 - 8.85p) #4 REQ'D FOR GRAVITY IN-SITU (PSF) BAR ALLOW LL #6 140 #7 200 15 4. FLOOR (cont'd) b. lib design (cont'd) CONCENTRATED LOADS 2000 asf Over 6.25'1 Area per ASCE 7-99 2.5' x 2.5' If concentrated Toad has 2-112' x 2-1/2' dimension then Toad will sit on a rib Shear is Q Flexure M -> 34(1.4)(11)2 x 12 = 8639#" 8 Per PCI Handbook Pg 4-57 a Concentrated Load Has a Effective Width Of 0.5L. If L=11'-0", Effective Width =5'-6". Therefore 2 Joists Are Effective. 2000(1.7)11 x 12 = 56,100# 4 x 2 joist Mu = 64,739r < cpMN = 10511/4..Q1 5. LATERAL a. LOADS - Worst Case - Long, High & Narrow WIND Base Shear = 51(36.3)(11.1) = 20.51` 17 BTM OF SHELTER T/FND WALL LINE GRADE LINE 5. LATERAL (contiid) a. Loads (cont'd) SEISMIQ OCA Structure Wt: Roof: (4.75112)(12 * 36.3)(118) = 20346# Side Wall: (4112)(11.1 * 35.3)(118)2 = 30824# End Wall: (4/12)(11.1 * 12)(118)2 = 10478 Floor: (2112)118(12)2 = 472 (4x61144)10.67x 118 2(5112)(1.67) x 118 2(9x6)1144 x 2 x 118 42.6[12x(36.3-1.67)] 1.67x12x118 = 210 = 164 = 1023# / 2x12 = 42.6Ps' = 17703 2365 81,716# Wall Cover 2.5 psf x 11.1(12 + 36.3)2 = 2,681# Floor 1.0 psf 12(36.3) = 436 Roof 1.0 psf 12(36.3) 436 85,269# Snow 50.0 psf 12(36.3) = 21.780 107,049# Floor live Toad: 0.25 (200)(10.67)(35.0) = 18673# Base Shear: see design criteria V = 0.30 W V = 0.30 W V = 0.30 (107,049 + 18673) = 37.7k W = 0.3(20346 + 30824 + 10478 + 2681 + 436 + 21780) = 19366# 2 2 2 W = = 19366 = 5301 36.3 36.3 18 5. LATERAL (cont'd) b. ROOF DIAPHRAGM 36.3' 1 Flexure Mu = 0.534(36.3)2 x 1.43 = 126k' 8 V„ = 0.534(36.3.) x 1.43 = 13.9k 2 p = 126 x 12 = 1 = .00077 0.9(60)4.0(96)2 (1-8.85p) 1316(1-8.85p) AS = 0.00077(413) 4 (96) = 0.39 int (1) #§ Around Perimeter Shear cpVV = 0.85 SQRT(4,000)(96)4 x .85 = 17.5k > Vu =13.9k No Shear Reinf Read 19 5. LATERAL (cont'd) c. END WALL DESIGN VU = 13.9 KIPS U 12`--0" FLEXURE Mu = 13.9X 11.1 = 154 K` P = 154 X 12 .9(60)4(140)2 (1-8.85 P) = 1 2290(1-8.85 P) P = .00044 X 4/3 = .00058 As = .00058(140)4 = 0.322 IN • • . SHEAR 0 Vc 1#5 © PERIMETER 0.850 (4)96 X .85 = 25.6 KIPS > Vu OK For distribution to floor slab, assume side wall takes the moment. Assume the shear load is resisted by floor plates. Wall plates: V, = (154)1(11' x 5 PL) = 2.8k Floor plates: V, = 13.915 PL = 2.8k 20 5. LATERAL. (corit'd) c. End Wall (cont'd) Check wall for combined wind. (2 way plate for out -of -plane loads) 51 x 0.7+0.25 1.3 = 37.3 PSF beff = 4t + 5" (plate width) a/b = 1.5 WORST B = .485 r = .485(37.3)(8)2/(.33)2 = 10.63 KSF Mu = 10.63(1.3)(.332/6) = 0.251 K'/'x12 = 3.0 K"/' Pu = 14 K P = .24 = .01 m = .60 = 17.64 12 2) .85 4) e' = 0.16" cPPN = (1)0.55 fc Ag [1 - (iSla2l 32h cPPN = 132 x (1 - 0.57) cWPN = 55.6K> P„ = 14.0k QAC Ref. "Design of Concrete Structure" by Winter & Nelson Pu = 18.5k Mu = 3.0k"' e' = 0.16" CPP„ = 121k QK As,* = 0.002A9 = .002(4 x 12) = 0.096" 2"` okay Use 4 x 4 - W4 x W4 WWF Check side wall for it's contribution Embeds = 3.7k Compression Side: R„ = 14.0k -- Assume it gets distributed for width = to height. w = 11.1' minimum of 3 embed plates .. Rek+aea = ± 14.0/5 = ± 2.8k 21 5. LATERAL (cont'd) c. End Wall (cont'd) CHECK SIDE WALL CONTRIBUTION Pp = 495v x 0.9 = 466*" Pup =27(12)/2=162" x1.3 = 210" Comp. Side P = 446x4+2800 -210x4 = 3744" Tension Side P„ = (446 - 210)4 - 2800 = -1856" Wu = (51)1.3 = 66 psf Mu = 6.6(121 112)218 = 839'1)(12 = 10.1" P = 10.1 = 1 = .00405 0.9(60)(2)2(12)(1-8.85p) 256(1-6.85p) A, _ .00405(2)12 = 0.097in2 App„, = 0.12(WWF) okay A8 = 1.86 = .01 .9(60)(4) AsTOT = 0.107in2 < Asprov dislY Check for P -D Effects q P, _> E0 = 2675ks` Ig = 64'"4”` Bd = 0 1= 68480 Pc = Tr2(6848Q) = 46.2k Sb = 1 = 1.09 1212 (1 - 2,8 ) .7(46.2) Ma = 58.7 (121/12)2/8 fr = 7.5 SQRT(4000) = 474 pg' Ma = 746" Mcr = 474(4)3 = 15.171" 2 12 Ma < Mcr = 1264" .•. cracking doesn't occur Defl. = (0.746) 10.082(180) = 0.08" 2675 (64) 22 1 5. LATERAL (cont'd) c. End Wall (cont'd) Check Side Wall Contribution (cont'd) P -Delta Effect: Mu = 20.4 + 0.08 (2.8)1.09 = 20.6'`" Pu = 2.8k e'=7.36" pP„ = 0.87(.85)4(21)2[-.01(17.64)+1-7.3612+SQRT {(1-7.36,2)2 +2(7.36)(.01)17,64}] 2 = 6.93K > Pu = 2.8K gE Side Wall is Okay as Designed Eor Component Wind Pressure 4. SIDE WALL Okay for lateral force by comparison to end wall and a small area to pick up wind Toad. 23 6. FOUNDATIONS a. DETERMINE LOAD COMBINATIONS FOR CONCRETE DESIGN Per ACI 318 U=1.4D+1.7L U = 0.75 (1.4D+1.7L+1.7W) } with wind U= 0.9 D+ 1.3W U = 0.75 (1.4D+1.7L+1.87E) } with seismic U = 0.9D + 1.43E b. DETERMINE LOAD COMBINATIONS FQR BUILDINGS &OTHER STRUCTURES DEAD PLUS FLOOR LIVE PLUS ROOF LIVE (OR SNOW) DEAD PLUS FLOOR LIVE PLUS WIND (OR SEISMIC) 1.4 DEAD PLUS FLOOR LIVE PLUS WIND PLUS 1/2 SNOW DEAD PLUS FLOOR LIVE PLUS SNOW PLUS 1/2 WIND DEAD PLUS FLOOR LIVE PLUS SNOW PLUS SEISMIC * 1.4 * Snow Toads 30psf or Tess are not req'd. to be combined with seismic. Tmax = .625 Ab = 8X8 = 64 p = -1 Pmin = 1.0 SEISMIC = pEh + E, Where p = 1.0, E, = 0 Per BOCA DEAD PLUS FLOOR LIVE PLUS ROOF LIVE (OR SNOW) DEAD PLUS WIND (OR SEISMIC) DEAD PLUS FLOOR LIVE PLUS ROOF LIVE (OR SNOW) PLUS WIND (OR SEISMIC) Seismic = + 1.0 Qe ± 0.5 A„ D PER SBC DEAD PLUS FLOOR LIVE PLUS ROOF LIVE (OR SNOW) DEAD PLUS FLOOR LIVE PLUS WIND (OR SEISMIC) DEAD PLUS FLOOR LIVE PLUS WIND + 1/2 SNOW DEAD PLUS FLOOR LIVE PLUS 1/2 WIND + SNOW DEAD PLUS FLOOR LIVE PLUS SNOW + SEISMIC UBC Seismic of 0.3W divided by 1.4 is approximately equal to SBC & BOCA Seismic of 0.22W Therefore use UBC Toad combination for seismic Toads. 24 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6. FOUNDATIONS (cont'd) c. DETERMINE SNOW LOADS FOR FLAT ROOF PER UBC (A) Pf = C, I P2 (Contiguous U.S.) Ce=0.9 Dense Forest 1 =1.10 All others assume smallest PQ = 5P" PrMIN • PfMIN DESION = 1.2(1.10)5 P" = 6.Ops' < 20P' min. roof live load = 20p5' = 50psf 25 6. FOUNDATIONS (cont'd) d. Toad distribution DETERMINE DISTRIBUTION OF LOADS TO FOUNDATION DEAD LOAD (SELF WT) �vj (1) Roof (4.75"/12")W(118#/CF) = 23.35W 2 (2) Roof (4.75"/12")W(118#ICF) = 7.78W 6 (3) Walls (4112)H (118#/CF) = 39.3H (4) (from floor design) 42.6PSF (uL) = 21.3W 2 FOR ANY SHELTER WIDTH WL FTG.(A) WDL = 23.35W + 21.3W + 39.3H = 44.65"2 W + 39.3H <-- Unfactored FTG.(B) WDL = 7.78W + 39.3H <-- Unfactpred LIVE_.OAD (SNOW) FTG.(A) WSL = W PSL <-- Unfactored 2 FTG.(B) WSL = W PSL <-- Unfactored 6 LIVE LOAD (INTERIOR FLRI FTG.(A) WLL = W PLL <-- Unfactored 2 FTG.(B) WLL = 9 DETERMINE DEAD LOAD FOR EACH WIDTH 8'-4" W = 44.65(8.33') + 39.3H = 371.9*" + 39.3H 19'-4" W = 461.2" + 39.3H 12'-9" W = 536" + 39.3H 26 6. FQUNDATIONS (cont'd) d. toad distribution (cont'd) DETERMJI LIVE LOAD FOR EACH WIDTH UNIFORM LIVE LOAD 50 psf 8'-4" WLL 10'-4" WLL 12'-0" WLL = 8.33'(50#'x) 2 = 208.25#" = 258.25#m = 300.0#" Multiply WLL by 2.8 for 140PSF LIVE LOAD WLL by 4.0 for 200PSF LIVE LOAD DETERMINE DEAD LOAD FOR EACH HEIGHT 9'-5" 10'-5" 11'-1" W = 44.65W + 39.3 (9.42') = 44.65W + 370.2" W = 44.65W + 409.5*" W = 44.65W + 435.6'" 6. FOUNDATIONS (pont'd) e. DETERMINE SHELTER DEAD LOAD DISTRIBUTED TO FTG "A" FOR EACH WIDTH & HT. Width 8'-4" HT 9-'5" 10'-5" 11'-1" Width 10'-4" HT 9'-5" 10'-5" 11-1" Width 12'-0" HT 9'-5" 10'-5" 11'-1" Wei. = 371.9*" + 370.2" Wog = 371.9u" + 409.5" WDL = 371.9" + 435.6" WDL = 461.2" + 370.2" WDL = 461.2*" + 409.5" WDL = 461.2" + 435.6" = 742.1 "n` = 780.5"t" = 807.5'" = 831.4u" = 870.7"`"' = 896.8" WDL = 536" + 370.2u" = 906.2*" WDL = 536" + 409.5u" = 945.5" WDL = 536" + 435.6" = 971.6u" TABLE 1 28 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 B. FOUNDATIONS (can#'d) f. CREATE A_MATRIXFOR FLOOR LL FOR ALL WIDTHS AND HEIGHTS 140PSf 200 psf WIDTH/HEIGHT LIVE LOAD LIVE LOAD W 12'-0" 840 pif 1200 pif W 10'-4" 723.1 pif 1033 pif W 8'-4" 583.1 pif 833 pif TABLE 2 g. DETERMINE SNOW LOAD ON FTG "A" FOR EACH WIDTH WSJ = 50W 2 Ef Wsl(W=8.33'1 WSL(W=10.33) WSL(W=12'-)") 50 208.3pif 258.3pIf 300.0pIf TABLES 29 6. FOUNDATIONS (cont'd) h. wind distribution DISTRIBUTION OF LOADS TO FOOTING WIND LOAD - COUPLE METHOD (FOR 11'-1"HT) = 5.55 IND (L OR W) FTG(A) FTG(B) WwIND = (11.1' / 2) = 5.55 PwIND WWIND = (11.172 + 0.572) = 5.80 PWIND 5.5 WIND 5.80 PWIND 0 Wwi = [5.55Pw,ND L(13.6') + 5.80 Pwind L(2.5')]1(WxL) = Pw,ND(89.98)/W Ww� = [5.55 PwIND W(13.6') + 5.80 PWIND W(2.5')]/(WxL) Pw1ND(89.98)/L 30 (L OR W) (L OR W) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6. FOUNDTIONS (cont'd) h. wind distribution (cont'd) SECTION MODULUS METHOD q = �. S Sw = LL+1)(W+1)3-(L-1)(W-1)3 6(W+1) SL = (L+1)3(W+1)-(L-1)3(W-1) 6(L+1) WIND LOAD ON LONG SIDE ■ WIND q = M = PWIND(L)78.88 FT2 Sw [(L.+1)(W+1)3-(L-1)(W�-1)31 6(W+1) WIND LOAD ON SHORT SIDE w+s [ASSUME BOX ACTS AS SHORT COLUMN] M = (P"ND(L)11.61)(13.612) = PWIND(078.88 FT2 M = (PwIND(W)11.6)(13.6') 2 pWEND 0 q -' M = fEwEND(W)78.88 T2 SL 10 -1 -1)3N+1) -(1--1)3(W-1)] 6(L+1) 31 = PWND(W)78.88 ft2 6. FOUNDATJONS (cont'd1 h. wind distribution (cont'd) COMPARING METHODS FOR FTG (A) Assume 10' width x 30' length Assume 100 PSF wind pressure Assume 11.1' height COUPLE METHOD: Ww. = 100PSF(89.98) = 899.80 10.0' SECTION MODULUS METHOD: WDA = 100PSF(3Q0')78.88 FT2 3_ • • Iu 3 6(11.0') 776.3 psf (FOR 1'-0" FTG WIDTH) THEREFORE, USE COUPLE METHOD TO FACILITATE CALCULATIONS SINCE ONLY TWO UNKNOWNS VS THREE AND MORE CONSERVATIVE USING COUPLE METHOD DETERMINE LOADS TO FTG FOR 9'-5" HIGH SHELTER & 10'-5" HIGH SHELTER H =/9.43' ABOVE FTG (A) Ww_ EWIN + ON) (L) EWIND-Mal W (B) Wm_ = EWIND (68.54) L H = 10.43' ABQVEYTQ (A) Wwi = EWNDJl10.42/2)L(12.92)+(10.4212+0.5'12)L(2.5')l (L) (W) (B) WwI = E MND (80.961 W EWIND (80.961 L H = 11.08' ABOVE FTG (A) Wm. = PwIND(89.98)IW (calculated previously) (B) W,, = PwIND(89.98)/L (calculated previously) 32 1 1 1 6. FOUNDATIONS (cont'd) h. wind distribution fcont'd) WIND PRESSURES FOR 120mph WIND SPEED I WALLS: P = 51 psf or P = 35 psf 1 1 1 ROOF: U = 27psf or P = 41 psf 51 psf lateral & 27psf uplift condition controls. 1 DETERMINE LOAD ON FOOTING "A" FROM WIND 1 1 1 1 1 1 1 1 1 1 1 LOAD FOR ALL WIDTHS & HEIGHTS For H = 9.42' Wm. = + 51 psf(68.54) - 27psf W W 2 For H = 10.42' W,,,,L = + 51psf(80.96) - 27psf W W 2 For H = 11.1' Wm = + 51psf(89.98)- 27psf W W 2 SHELTER WIDTH WWL(H=9.42') WWL(H=10.423 WWL(H=11.1') 8'-4" +307/-532p1f +383/-608p1f *438/-663p1f 10'-4" +199/-478p1f +260/-539p1f +305/-583p1f 12'-0" +129/-458p1f +1821-506p1f +2201-544p1f TABLE 4 33 6. FOUNDATIONS (cont'd) 1. seismic PER V Q DETERMINE LOAD DISTRIBUTION TO FTG "A" V = 2,5C81 W R I = 1.0 R = 4.5 V = 2.5Ca(1.0) W = 0.556CaW 4.5 [8'-4" WIDE X 11'-? HIGH X 81-4" LONG] WDL = Roof + Walls = [49.7psf(8.33')2 + 39.3psf(4))8.33')(11.1')] 2 = 10,716# ZONE 4: Ca = 0.54 (see Toad calcuations) V = 0.556(0.54)(10716#) = 3217# WsEISMlc = 3217# (13.6) = 631p1f 8.33 8.33 [10'-4" WIDE X 11'-1" HIGH X 10'-4" LONG] WDL = 49.7psf(10.33')2 + 39.3psf(4)(11.1'12)(10.33') = 14,316# ZONE 4: V = 0.556(0.54)(14316#) = 4298* WSEISMIC = 4298# (13.6) 1 = 548#" 10.33 10.33 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 34 1 6. FOUNDATIONS (cont'd) i. seismic (cont'd) Per UBC [12'-0" WIDE X 11'-1" HIGH X 12'-4" LONG] WDL = 49.7psf(12.0')(12.33') + 39.3psf(2)(11.1'12)[l2.0' + 12.331] 17,967* ZONE 4: V = 0.556(0.59)(17967) = 5394* WSEISM1C = 5394 x 13.6 x 1/12.33 = 496*" 12 DETERMINE FACTORS TO MULTIPLY WITH FOR OTHER HEIGHTS - FOR UBC 8'-4" WIDTH FOR 9'-5" HEIGHT W = 9616* 9616 = 0.897 10716 (9.42'+2.5) = 0.172 8.33 8.33 0.172 = 0.878 0.196 FACTOR = 0.897(0.878) = 0.788 FOR 10'-5" HEIGHT FACTOR = 0.91 35 6. FOUNDATIONS (cont'd) i. seismiQ(cont'd) Per UBC (cont'd) 10'-4" WIDTH FOR 9'-5" HEIGHT FACTOR = 0.793 10'-5" HEIGHT FACTOR = 0.913 12'-0" WIDTH FOR 9'-5" HEIGHT FACTOR = 0.798 10'-5" HEIGHT FACTOR = 0.916 UBC 8'1-4" WIDTH 10'-4" WIDTH 12'-0" WIDTH ZONE'moi" 10'-5" IlLt 9'-5" 10'-5" 11'-1" 9L5" 10'•5" 11'-1" 4 497 574 631 435 500 548 396 454 496 TABLE 5a * Footing toad (±) for DL ofshelter for additional load due to floor live load and snow see following pages 36 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 6. FOUNDATIONS (cont'd) i. seismic PER BOCA DETERMINE LOAD DISTRIBUTION TO FTG "A" V = 2.5A,. W R R = 4.5 V = 2.5Aa W = 0.556Aa W 4.5 [8'-4" WIDE X 11'-1" HIGH X 8'-4" LONG] WDL = Roof + Walls [49.7psf(8.33')2 + 39.3psf(4)(8.33') 11 = 10,716* 2 ZONE 4: Aa = 0.4 V = 0.556(0.4)(10716*) = 2383* WseisMIC = 2383* (13.6) 1 = 467p1f 8.33 8.33 [10'-4" WIDE X 11'-1" HIGH X 10'-4" LONG] WDL = 49.7psf(10.331)2 + 39.3psf(4)(11.1'12)(10.33') = 14,316* ZONE 4: V = 0.556(0.4)(14316*) = 3184* WseisMic = 3184* (1&) 1 = 405" 10.33 10.33 [12'-0" WIDE X 11'-1" HIGH X 12'-4" LONG] WDL = 49.7psf(12.0')(12.33') + 39.3psf(2)(11.1'/2)[12.0' + 12.33'] = 17,967* ZONE 4: V = 0.556(0.4)(17967) = 3996* WseisMic = 3996 x 13.6 x 1/12.33 = 367#/ft 12 See UBC Seismic calculations for factors for shelters of other heights. 37 6. FOUNDATIONS (cont'd) i. seismic (cont'd) Per BOCA (cont'd) 81-4" WIDTH ZONE 10'-5" 11'-11 BOCA 10'-4" WIDTH -5" 10'-5" 111-1" 4 368 425 467 320 369 405 TABLE 5b 12'-0" WIDTH 9L5_1! 10'-5" 11'-1" 292 334 367 * Footing Toad (±) or DL of shelter for additional load due to floor live load and snow see following pages Per UBC TO DETERMINE FOOTING LOADS (±) DUE TO ADDITION OF FLOOR LIVE LOAD 1. DETERMINING SHEAR AT FLOOR LEVEL DUE TO SEISMIC LATERAL MOVEMENT PER 50ps' OF FLOOR LIVE LOAD 2. DETERMINE HEIGHT/WIDTH FACTORS V = FLOOR LIVE (WIDTH) 2.5C8 R UBC DETERMINE FOOTING LOADS FOR FLOOR LIVE LOAD IN SEISMIC EVENT - 50PSF INCREMENTS. (25% OF LOAD SHALL BE CONSIDERED.) 8'-4" WIDTH (ZONE 4) V = 1(5D )(8.33')(0.556)(0.54) = 31.26"T/50psf 4 10'-4" WIDTH (ZONE 4) V = 1.24 (31.26) = 38.76' 12'-0" WIDTH (ZONE 4) V = 1.44 (31.26) = 45.02'Psf 38 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6. FOUNDATIONS (cont'd) i. seismic (cont'd) HEIGHTIWIDTH FACTORS Per UBC 8'-4" 2.518.33 = 0.30 101-4" 2.5110.33 = 0.24 12'-0" 2.5112.0 = 0.21 WSEISMIc SL = [V x HEIGHT / WIDTH FACTOR](LL 150psf) 8'-4" WIDTH 140 psf 200 psf ZONE 92zE 10'-5" 11'-1" ZONE 9LE 10'-5" 1" 4 26 26 26 4 38 38 38 10'-4" WIDTH 140 psf 200 psf ZONE 92S_' 10'-5" 11'-1'1 ZONE ; 10,_5" 4 26 26 26 4 38 38 38 12'-0" WIDTH 140 psf 200 psf ZONE'`5" 10'-5" 112"1" ZONE '- " 10'-5" 11'-1" 4 26 26 26 4 38 38 38 1 TABLE 6a W FLOOR LIVE ■ ia. 39 6. FOUNDATIONS (cont'd) i. seismic (cont'd) Per BOC& TO DETERMINE FOOTING LOADS (±) DUE TO ADDITION OF FLOOR LIVE LOAD. 1. DETERMINING SHEAR AT FLOOR LEVEL DUE TO SEISMIC LATERAL MOVEMENT PER 50°s` OF FLOOR LIVE LOAD 2. DETERMINE HEIGHT/WIDTH FACTORS V = FLOOR LIVE (WIDTH) 2.5A, R BOCA DETERMINE FOOTING LOADS FOR FLOOR LIVE LOAD IN SEISMIC EVENT - 50psf INCREMENTS. (25% OF LOAD SHALL BE CONSIDERED.) 8'-4" WIDTH (ZONE 4) V = 1(50w)(8.33')(0.556)(0.40) = 23.16'"mo° 4 10'-4" WIDTH (ZONE 4) V = 1.24 (23.16) = 28.72'"6°P° 12'-0" WIDTH (ZONE 4) V = 1.44 (23.16) = 33.35"5°5Psf 1 W FLOOR LIVE 41 V z 40 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6. FOUNDATIONS (cont'd) i. seismic (cont'd) HEIGHTNVIDTH FACTORS Per BOCA Wse1sMIC SL = [V x HEIGHT / WIDTH FACTOR](LL 150psf) 8'-4" WIDTF( 140 psf 200 psf ZONE 9'-5" 10'-5" 11'-l" ZONE 9L -5f 10'-5".1= 4 19 19 19 4 27 27 27 10'-4" WIDTH 140 psf 200 psf ZONE '-5" 1'- Mr ZONE 9'-5" 10'-5" 11'-1„ 4 19 19 19 4 27 27 27 12'-0" WIDTH 140 psf 200 psf ZONE 9LE 10'-5" 11'-1" ZONE 9'-5" 10'-5" 11'-l" 4 19 19 19 4 27 27 27 TABJE6b 41 6. FOUNDATIONS (it'd) i. seismic (cont'd) Per UBC TO DETERMINE FOOTING LOADS (±) DUE TO ADDITION OF SNOW ON ROOF 1. DETERMINING SHEAR AT ROOF LEVEL DUE TO SEISMIC LATERAL MOVEMENT PER 10Ps' OF SNOW ON ROOF 2. DETERMINE HEIGHTIWIDTH FACTORS V = SNOW (WIDTH) 2,5C, R UBC DETERMINE FOOTING LOADS FOR SNOW LOAD IN SEISMIC EVENT - 10PSF INCREMENTS. 8'4" WIDTH (ZONE 4) V = 10Ps'(8.33')(0.556)(0.54) = 25.01"15b0Ps1 10'-4" WIDTH (ZONE 4) V = 1.24 (25.01) = 31 A1' 10's` 12'-0" WIDTH (ZONE 4) V = 1.44 (25.01) = 36.034415'°Pgf 1 W SNOW 1 T • 2 U 42 1 1 1 1 1 1 1 1 1 WIDTH SLE 9LE 10'-5" 11=1" 10'-4" 4 178.31 193.81 204.67 6. FOUNDATIONS (cont'dJ i. seismic fcont'd) HEIGHT/WIDTH FACTORS Per UBQ 8'-4" x 9'-5" (9.42 + 2.5) / 8.33 = 1.43 10'-5" (10.42 + 2.5)/8.33 = 1.55 11'-1" (11.1 + 2.5)18.33 = 1.63 10'-4" x 9'-5" (11.92)/10.33 = 1.15 10'-5" (12.92) / 10.33 = 1.25 11'-1" (13.6)/10.33 = 1.32 12'-0" x 9'-5" (11.92) / 12.0 = 0.99 10'-5" (12.92)/12.0 = 1.08 11'-1" (13.6)/12,0 = 1.13 WSE1sMlc SL = [V x HEIGHT / WIDTH FACTOR](50 psf/ l0psf) WIDTH ZONE 9 1 '- " 11'-,1 8'-4" 4 178.88 193.83 203.83 1 1 1 1 1 1 1 1 1 WIDTH ZONE 9 ', 10'-5" 11'-1" 12'-0" 4 178.35 194.56 203.57 s TABLE 7a 43 6. FOUNDATIONS (cant'cd) i. seismic (c9nt'd) Per BOCA TO DETERMINE FOOTING LOADS (±) DUE TO ADDITION OF SNOW ON ROOF 1. DETERMINING SHEAR AT FLOOR LEVEL DUE TO SEISMIC LATERAL MOVEMENT PER 10ps' OF SNOW ON ROOF 2. DETERMINE HEIGHT/WIDTH FACTORS V = SNOW (WIDTH) 2.5A. R BOCA DETERMINE FOOTING LOADS FOR SNOW LOAD IN SEISMIC EVENT - 1OINCREMENTS. 8'-4" WIDTH (ZONE 4) V = 10PSf(8.33')(0.556)(0.40) = 18.53#'"0P 10'-4" WIDTH (ZONE 4) V = 1.24 (18.53) = 22.97'"010 12'-0" WIDTH (ZONE 4) V = 1.44 (18.53) = 26.681"hb0p 1 W SNOW i i • ■ r ♦ V T 44 1 1 1 1 1 1 1 1 1 1 1 6. FOUNDATIONS (cont'd) i. seismic (cont'd) HEIGHT/WIDTH FACTORS Per BOCA 81-4" x 9'-5" (9.42 + 2.5) / 8.33 = 1.43 10'-5" (10.42 + 2.5) / 8.33 = 1.55 11'-1" (11.1 + 2.5)/8.33 = 1.63 10'-4" x 9'-5" (11.92) / 10.33 = 1.15 10'-5" (12.92)/10.33 = 1.25 11'-1" (13.6) / 10.33 = 1.32 12'-0" x 9'-5" (11.92) / 12.0 = 0.99 10'-5" (12.92) / 12.0 = 1.08 11'-1" (13.6) / 12.0 = 1.13 WSEISMIC SL = N x HEIGHT / WIDTH FACTOR)(50psf 110psf) WIDTH ZONE 92=E 10'-5" 11'-1" 81-4" 4 132.49 143.61 151.02 WIDTH ZONE 10'-4" 4 132.08 143.56 151.60 WIDTH ZOJVE 9'-5" 10'-5" 12'-0" 4 132.07 144.07 150.74 TABLE7b 45 6. FOUNDATIONS (cont'd) k. summary of load tables The following computer output is the tabulation of the loading combinations and the associated load to soil. Based on these values, the required width of foundation wall is able to be established. By adding up the required widths, the proper overall foundation width is available. 46 Project: Rohn Shelters DETERMINE REQUIRED FOOTING WIDTH FOR EACH SHELTER SIZE AND FOR EACH LOAD COMBINATION (PER UBC) LIVE LOAD = SNOW LOAD = WIND SPEED = SOIL PRESSURE = 140 PSF 50 PSF 120 MPH 2500 PSF SHELTER SIZE = 8.33 FT WIDE x 9.42 FT HIGH DL + LL + SL 1533 LB/FT WIDTH = DL + LL + WL 1632 LB/FT WIDTH = DL + LL + SL + 1/2 WL 1687 LB/FT WIDTH = DL + LL + WL + 1/2 SL 1736 LB/FT WIDTH = DL + LL + E/1.4 1827 LB/FT WIDTH = DL + LL + SL + E/1.4 2035 LB/FT WIDTH SHELTER SIZE = 8.33 FT WIDE x 10.42 FT HIGH DL + LL + SL 1572 LB/FT WIDTH = DL + LL + WL 1747 LB/FT WIDTH = DL + LL + SL + 1/2 WL 1763 LB/FT WIDTH = DL + LL + WL + 1/2 SL 1851 LB/FT WIDTH = DL + LL + E/1.4 1931 LB/FT WIDTH = DL + LL + SL + E/1.4 2139 LB/FT WIDTH SHELTER SIZE = 8.33 FT WIDE x 11.1 FT HIGH DL + LL + SL 1599 LB/FT DL + LL + WL 1829 LB/FT DL+LL+SL+1/2WL 1818 LB/FT DL + LL + WL + 1/2 SL 1933 LB/FT DL + LL + E/1.4 2006 LB/FT DL+LL+SL+EJ1.4 2214 LB/FT WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = 7.4 INCHES 5.9 INCHES 6.1 INCHES 6.2 INCHES 6.6 INCHES 7.4 INCHES 7.5 INCHES 6.3 INCHES 6.4 INCHES 6.7 INCHES 7.0 INCHES 7.7 INCHES 7.7 INCHES 6.6 INCHES 6.5 INCHES 7.0 INCHES 7.2 INCHES 8.0 INCHES Project: Rohn Shelters DETERMINE REQUIRED FOOTING WIDTH FOR EACH SHELTER SIZE AND FOR EACH LOAD COMBINATION (PER UBC) LIVE LOAD = SNOW LOAD = WIND SPEED = SOIL PRESSURE = 140 PSF 50 PSF 120 MPH 2500 PSF SHELTER SIZE = 10.33 FT WIDE x 9.42 FT HIGH DL + LL + SL 1812 LB/FT WIDTH = 8.7 INCHES DL + LL + WL 1753 LB/FT WIDTH = 6.3 INCHES DL + LL + SL + 1/2 WL 1912 LB/FT WIDTH = 6.9 INCHES DL + LL + WL + 1/2 SL 1882 LB/FT WIDTH = 6.8 INCHES DL + LL + EI1.4 2010 LB/FT WIDTH = 7.3 INCHES DL + LL + SL + E/1.4 2268 LB/FT WIDTH : 8.2 INCHES SHELTER SIZE = 10.33 FT WIDE x 10.42 FT HIGH DL + LL + SL 1852 LB/FT WIDTH = 8.9 INCHES DL + LL + WL 1854 LB/FT WIDTH = 6.7 INCHES DL + LL + SL + 1/2 WL 1982 LB/FT WIDTH = 7.1 INCHES DL + LL + WL + 1/2 SL 1983 LB/FT WIDTH = 7.1 INCHES DL + LL + E/1.4 2108 LB/FT WIDTH = 7.6 INCHES DL + LL + SL + E/1.4 2366 LB/FT WIDTH = 8.6 INCHES SHELTER SIZE = 10.33 FT WIDE x 11.1 FT HIGH DL + LL + SL 1878 LB/FT WIDTH = 9.0 INCHES DL + LL + WL 1925 LB/FT WIDTH = 6.9 INCHES DL + LL + SL + 1/2 WL 2030 LB/FT WIDTH = 7.3 INCHES DL + LL + WL + 1/2 SL 2054 LB/FT WIDTH = 7.4 INCHES DL + LL + E/1.4 2176 LB/FT WIDTH = 7.8 INCHES DL + LL + SL + E/1.4 2434 LB/FT WIDTH = 8.8 INCHES 1 1 Project: Rohn Shelters DETERMINE REQUIRED FOOTING WIDTH FOR EACH SHELTER ' SIZE AND FOR EACH LOAD COMBINATION (PER UBC) I LIVE LOAD = 140 PSF SNOW LOAD = 50 PSF WIND SPEED = 120 MPH ISOIL PRESSURE = 2500 PSF SHELTER SIZE = 12 FT WIDE x 9.42 FT HIGH 1 DL + LL + SL 2046 LB/FT WIDTH = 9.8 INCHES DL + LL + WL 1875 LB/FT WIDTH = 6.8 INCHES IDL + LL + SL + 112 WL 2111 LB/FT WIDTH = 7.6 INCHES DL + LI + WL + 1/2 SL 2025 LB/FT WIDTH = 7.3 INCHES DL + LL + E/1.4 2175 LB/FT WIDTH = 7.8 INCHES • DL + LL + SL + E/1.4 2475 LB/FT WIDTH = 8.9 INCHES 111 SHELTER SIZE = 12 FT WIDE x 10.42 FT HIGH IDL + LL + SL 2086 LB/FT WIDTH = 10.0 INCHES DL + LL + WL 1968 LB/FT WIDTH = 7.1 INCHES DL + LL + SL + 1/2 WL 2177 LB/FT WIDTH = 7.8 INCHES IDL + LL + WL + 1/2 SL 2118 LB/FT WIDTH = 7.7 INCHES DL + LL + E/1.4 2268 LB/FT WIDTH = 8.2 INCHES DL + LL + SL + E/1.4 2568 LB/FT WIDTH = 9.2 INCHES 1 SHELTER SIZE = 12 FT WIDE x 11.1 FT HIGH DL + LL + SL 2112 LB/FT WIDTH = 10.1 INCHES IDL + LL + WL 2032 LB/FT WIDTH = 7.4 INCHES DL + LL + SL + 1/2 WL 2222 LB/FT WIDTH = 8.0 INCHES DL + LL + WL + 1/2 SL 2182 LB/FT WIDTH = 7.9 INCHES DL + LL + E/1.4 2331 LB/FT WIDTH = 8.4 INCHES aDL + LL + SL + E/1.4 2631 LB/FT WIDTH = 9.5 INCHES Project: Rohn Shelters DETERMINE REQUIRED FOOTING WIDTH FOR EACH SHELTER SIZE AND FOR EACH LOAD COMBINATION (PER UBC) LIVE LOAD = SNOW LOAD = WIND SPEED = SOIL PRESSURE = 200 PSF 50 PSF 120 MPH 2500 PSF SHELTER SIZE = 8.33 FT WIDE x 9.42 FT HIGH DL + LL + SL 1783 LB/FT WIDTH = 8.6 INCHES DL + LL + WL 1882 LB/FT WIDTH = 6.8 INCHES DL + LL + SL + 1/2 WL 1937 LB/FT WIDTH = 7.0 INCHES DL + LL + WL + 1/2 SL 1986 LB/FT WIDTH = 7.1 INCHES DL + LL + E/1.4 2085 LB/FT WIDTH = 7.5 INCHES DL + LL + SL + E/1.4 2293 LB/FT WIDTH = 8.3 INCHES SHELTER SIZE = 8.33 FT WIDE x 10.42 FT HIGH DL + LL + SL 1822 LB/FT WIDTH = 8.7 INCHES DL + LL + WL 1997 LB/FT WIDTH = 7.2 INCHES DL + LL + SL + 112 WL 2014 LB/FT WIDTH = 7.3 INCHES DL + LL + WL + 1/2 SL 2101 LB/FT WIDTH = 7.6 INCHES DL + LL + E/1.4 2190 LB/FT WIDTH = 7.9 INCHES DL + LI + SL + E/1.4 2398 LB/FT WIDTH = 8.6 INCHES SHELTER SIZE = 8.33 FT WIDE x 11.1 FT HIGH DL + LL + SL 1849 LB/FT WIDTH = 8.9 INCHES DL + LL + WL 2079 LB/FT WIDTH = 7.5 INCHES DL + LL + SL + 1/2 WL 2068 LB/FT WIDTH = 7.4 INCHES DL + LL + WL + 1/2 SL 2183 LB/FT WIDTH = 7.9 INCHES DL + LL + E/1.4 2265 LB/FT WIDTH = 8.2 INCHES DL + LL + SL + E/1.4 2473 LB/FT WIDTH = 8.9 INCHES 1 1 Project: Rohn Shelters DETERMINE REQUIRED FOOTING WIDTH FOR EACH SHELTER 111 SIZE AND FOR EACH LOAD COMBINATION (PER UBC) I LIVE LOAD = 200 PSF SNOW LOAD = 50 PSF WIND SPEED = 120 MPH ISOIL PRESSURE = 2500 PSF SHELTER SIZE = 10.33 FT WIDE x 9.42 FT HIGH 1 DL + LL + SL 2122 LB/FT WIDTH r 10.2 INCHES DL + LL + WL 2063 LB/FT WIDTH = 7.4 INCHES IDL + LL + SL + 1/2 WL 2222 LB/FT WIDTH = 8.0 INCHES DL + LL + WL + 1/2 SL 2192 LB/FT WIDTH = 7.9 INCHES DL + LL + E/1.4 2329 LB/FT WIDTH = 8.4 INCHES • DL + LL + SL 4- E/1.4 2587 LB/FT WIDTH = 9.3 INCHES SHELTER SIZE = 10.33 FT WIDE x 10.42 FT HIGH IDL + LL + SL 2162 LB/FT WIDTH = 10.4 INCHES DL + LL + WL 2164 LB/FT WIDTH = 7.8 INCHES DL + LL + SL + 1/2 WL 2292 LB/FT WIDTH = 8.3 INCHES IDL + LL + WL + 1/2 SL 2293 LB/FT WIDTH = 8.3 INCHES DL + LL + E/1.4 2427 LB/FT WIDTH = 8.7 INCHES DL + LL + SL + E/1.4 2685 LB/FT WIDTH = 9.7 INCHES 1 SHELTER SIZE = 10.33 FT WIDE x 11.1 FT HIGH DL + LL + SL 2188 LB/FT WIDTH = 10.5 INCHES I DL + LL + WL 2235 LB/FT WIDTH = 8.0 INCHES DL + LL + SL + 1/2 WL 2341 LB/FT WIDTH = 8.4 INCHES DL + LL + WL + 1/2 SL 2364 LB/FT WIDTH = 8.5 INCHES DL + LL + E/1.4 2495 LB/FT WIDTH = 9.0 INCHES I DL + LL + SL + E/1.4 2753 LB/FT WIDTH = 9.9 INCHES Project: Rohn Shelters DETERMINE REQUIRED FOOTING WIDTH FOR EACH SHELTER SIZE AND FOR EACH LOAD COMBINATION (PER UBC) LIVE LOAD = SNOW LOAD = WIND SPEED = SOIL PRESSURE = 200 PSF 50 PSF 120 MPH 2500 PSF SHELTER SIZE = 12 FT WIDE x 9.42 FT HIGH DL + LL + SL 2406 LB/FT WIDTH = 11.5 INCHES DL + LL + WL 2235 LB/FT WIDTH = 8.0 INCHES DL + LL + SL + 1/2 WL 2471 LB/FT WIDTH = 8.9 INCHES DL + LL + WL + 1/2 SL 2385 LB/FT WIDTH = 8.6 INCHES DL + LL + E/1.4 2543 LB/FT WIDTH = 9.2 INCHES DL + LL + SL + E/1.4 2843 LB/FT WIDTH = 10.2 INCHES SHELTER SIZE = 12 FT WIDE x 10.42 FT HIGH DL + LL + SL 2446 LB/FT WIDTH = 11.7 INCHES DL + LL + WL 2328 LB/FT WIDTH = 8.4 INCHES DL + LL + SL + 1/2 WL 2537 LB/FT WIDTH = 9.2 INCHES DL + LL + WL + 1/2 SL 2478 LB/FT WIDTH = 8.9 INCHES DL + LL + E/1.4 2637 LB/FT WIDTH = 9.5 INCHES DL + LL + SL + E/1.4 2937 LB/FT WIDTH = 10.6 INCHES SHELTER SIZE = 12 FT WIDE x 11.1 FT HIGH DL + LL + SL 2472 LB/Fr WIDTH = 11.9 INCHES DL + LL + WL 2392 LB/FT WIDTH = 8.6 INCHES DL + LL + SL + 1/2 WL 2582 LB/FT WIDTH = 9.3 INCHES DL + LL + WL + 1/2 SL 2542 LB/FT WIDTH = 9.2 INCHES DL + LL + E/1.4 2699 LB/FT WIDTH = 9.8 INCHES DL + LL + SL + E/1.4 2999 LB/FT WIDTH = 10.8 INCHES 1 1 Project: Rohn Shelters DETERMINE REQUIRED FOOTING WIDTH FOR EACH SHELTER 1 SIZE AND FOR EACH LOAD COMBINATION (PER BOCA) ' LIVE LOAD = 140 PSF SNOW LOAD = 50 PSF WIND SPEED = 120 MPH SHELTER SIZE = 8.33 FT WIDE x 9.42 FT HIGH IDL + (LL + SL)*.75 1335 LB/FT WIDTH = 5.5 INCHES DL + WL 1049 LB/FT WIDTH = 5 INCHES DL + (LL + SL + WL)*.75 1566 LB/FT WIDTH = 6.6 INCHES DL + E 1261 LB/FT WIDTH = 6.1 INCHES DL + (LL + SL)*.75 + E 1854 LB/FT WIDTH = 8.9 INCHES SHELTER SIZE = 8.33 FT WIDE x 10.42 FT HIGH IDL + (LL + SL)*.75 1374 LB/FT WIDTH = 5.7 INCHES DL + WL 1164 LB/FT WIDTH = 5.6 INCHES IDL + (LL + SL + WL)*.75 1662 LB/FT WIDTH = 7 INCHES DL + E 1369 LB/FT WIDTH = 6.6 INCHES DL + (LL + SL)*.75 + E 1962 LB/FT WIDTH = 9.4 INCHES 1 SHELTER SIZE = 8.33 FT WIDE x 11.1 FT HIGH DL + (LL + SL)*.75 1401 LBIFT WIDTH = 5.8 INCHES 1 DL + WL 1246 LBIFT WIDTH = 6 INCHES DL + (LL + SL + WL)*.75 1730 LBIFT WIDTH = 7.3 INCHES DL + E 1445 LB/FT WIDTH = 6.9 INCHES IDL + (LL + SL)*.75 + E 2038 LB/FT WIDTH = 9.8 INCHES Project: Rohn Shelters DETERMINE REQUIRED FOOTING WIDTH FOR EACH SHELTER SIZE AND FOR EACH LOAD COMBINATION (PER BOCA) LIVE LOAD = SNOW LOAD = WIND SPEED = 140 PSF 50 PSF 120 MPH SHELTER SIZE = 10.33 FT WIDE x 9.42 FT HIGH DL + (LL + SL)*.75 1567 LB/FT WIDTH = 6.5 INCHES DL + WL 1030 LB/FT WIDTH = 4.9 INCHES DL + (LL + SL + WL)*.75 1716 LB/FT WIDTH = 7.2 INCHES DL + E 1302 LB/FT WIDTH = 6.2 INCHES DL + (LL + SL)*.75 + E 2038 LB/FT WIDTH = 9.8 INCHES SHELTER SIZE = 10.33 FT WIDE x 10.42 FT HIGH DL + (LL + SL)*.75 1607 LB/FT WIDTH = 6.7 INCHES DL + WL 1131 LBIFT WIDTH = 5.4 INCHES DL + (LL + SL + WL)*.75 1802 LB/FT WIDTH = 7.6 INCHES DL + E 1403 LBIFT WIDTH = 6.7 INCHES DL + (LL + SL)*.75 + E 2139 LBIFT WIDTH = 10.2 INCHES SHELTER SIZE = 10.33 FT WIDE x 11.1 FT HIGH DL + (LL + SL)*.75 1633 LB/FT WIDTH = 6.8 INCHES DL + WL 1202 LB/FT WIDTH = 5.8 INCHES DL + (LL + SL + WL)*.75 1862 LB/FT WIDTH = 7.9 INCHES DL + E 1473 LB/FT WIDTH = 7.1 INCHES DL + (LL + SL)*.75 + E 2209 LB/FT WIDTH = 10.6 INCHES Project: Rohn Shelters DETERMINE REQUIRED FOOTING WIDTH FOR EACH SHELTER SIZE AND FOR EACH LOAD COMBINATION (PER BOCA) LIVE LOAD = SNOW LOAD = WIND SPEED = 140 PSF 50 PSF 120 MPH SHELTER SIZE = 12 FT WIDE x 9.42 FT HIGH DL + (LL + SL)*.75 1761 LB/FT DL + WL 1035 LB/FT DL + (LL + SL + WL)*.75 1858 LB/FT DL + E 1349 LB/FT DL + (LL + SL)*.75 + E. 2204 LB/FT SHELTER SIZE = 12 FT WIDE x 10.42 FT HIGH DL + (LL + SL)*.75 1801 LB/FT DL + WL 1128 LB/FT DL + (LL + SL + WL)*.75 1938 LB/FT DL + E 1443 LB/FT DL + (LL + SL)*.75 + E 2298 LB/FT SHELTER SIZE = 12 FT WIDE x 11.1 FT HIGH DL + (LL + SL)*.75 1827 LB/FT DL + WL 1192 LB/FT DL + (LL + SL + WL)*.75 1992 LB/FT DL + E 1509 LB/FT DL + (LL + SL)*.75 + E 2364 LB/FT WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = WIDTH = 7.4 INCHES 5 INCHES 7.8 INCHES 6.5 INCHES 10.6 INCHES 7.5 INCHES 5.4 INCHES 8.2 INCHES 6.9 INCHES 11 INCHES 7.6 INCHES 5.7 INCHES 8.4 INCHES 7.2 INCHES 11.3 INCHES Project: Rohn Shelters DETERMINE REQUIRED FOOTING WIDTH FOR EACH SHELTER SIZE AND FOR EACH LOAD COMBINATION (PER BOCA) LIVE LOAD = SNOW LOAD = WIND SPEED = 200 PSF 50 PSF 120 MPH SHELTER SIZE = 8.33 FT WIDE x 9.42 FT HIGH DL + (LL + SL)*.75 1523 LBIFT WIDTH = 6.4 INCHES DL + WL • 1049 LBIFT WIDTH = 5 INCHES DL + (LL + SL + WL)*.75 1753 LBIFT WIDTH = 7.5 INCHES DL + E 1269 LB/FT WIDTH = 6.1 INCHES DL + (LL + SL)*.75 + E 2050 LB/FT WIDTH = 9.8 INCHES SHELTER SIZE = 8.33 FT WIDE x 10.42 FT HIGH DL + (LL + SL)*.75 1562 LB/FT WIDTH = 6.6 INCHES DL + WL 1164 LBIFT WIDTH = 5.6 INCHES DL + (LL + SL + WL)*.75 1849 LB/FT WIDTH = 7.9 INCHES DL + E 1377 LB/FT WIDTH = 6.6 INCHES DL + (LL + SL)*.75 + E 2234 LB/FT WIDTH = 10.4 INCHES SHELTER SIZE = 8.33 FT WIDE x 11.1 FT HIGH DL + (LL + SL)*.75 1589 LB/FT WIDTH = 6.7 INCHES DL + WL 1246 LB/FT WIDTH = 6 INCHES DL + (LL + SL + WL)*.75 1917 LB/FT WIDTH = 8.2 INCHES DL + E 1453 LB/FT WIDTH = 7 INCHES DL + (LL + SL)*.75 + E 2234 LB/FT WIDTH = 10.7 INCHES 1 1 Project: Rohn Shelters 1 DETERMINE REQUIRED FOOTING WIDTH FOR EACH SHELTER SIZE AND FOR EACH LOAD COMBINATION (PER BOCA) ' LIVE LOAD = 200 PSF SNOW LOAD = 50 PSF WIND SPEED = 120 MPH ISHELTER SIZE = 10.33 FT WIDE x 9.42 FT HIGH IDL + (LL + SL)*.75 1799 LB/FT WIDTH = 7.6 INCHES DL + WL 1030 LB/FT WIDTH = 4.9 INCHES DL + (LL + SL + WL)*.75 1948 LB/FT WIDTH = 8.4 INCHES I DL + E 1310 LBIFT WIDTH = 6.3 INCHES DL + (LL + S!_)*.75 + E 2278 LB/FT WIDTH = 10.9 INCHES SHELTER SIZE = 10.33 FT WIDE x 10.42 FT HIGH IDL + (LL + SL)*.75 1839 LB/FT WIDTH = 7.8 INCHES DL + WL 1131 LB/FT WIDTH = 5.4 INCHES I DL + (LL + SL + WL)*.75 ... DL + E 2034 LB/FT WIDTH = 8.7 INCHES 1411 LB/FT WIDTH = 6.8 INCHES DL + (LL + SL)*.75 + E 2379 LB/FT WIDTH = 11.4 INCHES 1 SHELTER SIZE = 10.33 FT WIDE x 11.1 FT HIGH • DL + (LL + SL)*.75 1865 LBIFT WIDTH = 7.9 INCHES 111 DL + WL 1202 LB/FT WIDTH = 5.8 INCHES DL + (LL + SL + WL)*.75 2094 LB/FT WIDTH = 9 INCHES DL + E 1481 LB/FT WIDTH = 7.1 INCHES ' DL + (LL + SL)*.75 + E 2449 LB/FT " WIDTH = 11.8 INCHES Project: Rohn Shelters DETERMINE REQUIRED FOOTING WIDTH FOR EACH SHELTER SIZE AND FOR EACH LOAD COMBINATION (PER BOCA) LIVE LOAD = SNOW LOAD = WIND SPEED = 200 PSF 50 PSF 120 MPH SHELTER SIZE = 12 FT WIDE x 9.42 FT HIGH DL + (LL + SL)*.75 2031 LB/FT WIDTH = 8.7 INCHES DL + WL 1035 LB/FT WIDTH = 5 INCHES DL + (LL + SL + WL)*.75 2128 LB/FT WIDTH = 9.1 INCHES DL + E 1357 LB/FT WIDTH = 6.5 INCHES DL + (LL + SL)*.75 + E 2482 LB/FT WIDTH = 11.9 INCHES SHELTER SIZE = 12 FT WIDE x 10.42 FT HIGH DL + (LL + SL)*.75 2071 LB/FT WIDTH = 8.8 INCHES DL + WL 1128 LB/FT WIDTH = 5.4 INCHES DL + (LL + SL + WL)*.75 2208 LB/FT WIDTH = 9.5 INCHES DL + E 1451 LB/FT WIDTH = 7 INCHES DL + (LL + SL)*.75 + E 2576 LB/FT WIDTH = 12.4 INCHES SHELTER SIZE = 12 FT WIDE x 11.1 FT HIGH DL + (LL + SL)*.75 2097 LB/FT WIDTH = 8.9 INCHES DL + WL 1192 LB/FT WIDTH = 5.7 INCHES DL + (LL + SL + WL)*.75 2262 LB/FT WIDTH = 9.7 INCHES DL + E 1517 LB/FT WIDTH = 7.3 INCHES DL + (LL + SL)*.75 + E 2642 LB/FT WIDTH = 12.7 INCHES 1 1 6. FOUNDATIONS (cont'd) I. slab on grade foundation 1. Criteria: use slab on grade w/ 8" of washed gravel for foundation. 2. Where frost is a concern extend the washed gravel down to frost depth. 3. Since shelter doesn't have overturning problems, the foundation is the same as the perimeter beams for the bearing pressures. Provide a turned down edge to provide proper edge distance for expansion anchors. The turned down edge width will be the same as the perimeter beam which depends on the floor loads. 4. Longitudinal Steel: pmb, = 0.0018 As = 0.0018(10x14) = 0.252 in2 Temp steel in slab: A8 = 0.0018(6x18) = 0.194 in2/18" USE 2#4 bars USE #4 c@D 18" 7. CONNECTIONS a. Roof to Sido end End Walls 1. Wind Uplift Pu = 27 psf roof wt. = (4.75/12)118 = 46.7 psf »» Max. load per conn. = (27 - 46.7)6(4) = (-)# no load due to uplift okay by inspection -- other conditions will control 2. Wirtd lateral (120 MPH) Note that lateral loads acting in the short direction will control due to the fewer number of plates at the roof to endwall connection. P = 51 psf (See Wind Calculations) V = 51 x 11.1 x = 5095# 2 2 There are six plates in endwalls, therefore Vpl = 5095'" = 849#`P' 6 Seismic Lateral 2.1 Roof (4.75)118(12) = 561 plf 12 Wall 0118(9.6712)2 = 380! 12 Wo = 941v Snow 50 psf x 12 Ws = 600! WTM = 1541! V = 0.556(0.54)WW) = 8330! 2 VpI = 8330 = 1390# 6 Therefore seismic controls 48 7. CONNECTIONS (cont'd) a. Roof to Side and End Walls (cont'd) Re: PCI Design Handbook Weld "A" V = 1390* Iv, = 2" (min per PCI) Tw = 15 in = 0.1" (effective throughout) 5 Lw = 0.941* = 0.66" min. 0.3(70ksi)(0.1 ") use 3" min. weld Plate "B" 3" R Shear: 1.1(1.3)(1390) = 1988* Reaction: 1988 (2.5 in) = 1656* 3 in 49 7. CONNECTIONS (cont'd) a. Roof to Side and End Walls (cont'd) Anchor: Vah = min 10330# (0.85) (Nelson Stud Design r Manual 0.85(800)(0.2h2)(0.85)14000 psi {PCI) 1 f 8780" 1 111 = min 1 73118) <--r-- Controls Vah = min (8720 - 5800)# (0.85) {Nelson Stud Design I Manual 0.85(2)(rr)(2.5 in2)(0.85) V4000 psi (PCI} 1 f 2482# 1 I = min l 1794# I 4--- Controls fr l2 [r 12l r IC = l 10.85(1998),2(7311)) + L 10.85(1656)/1794) 11/0.85 = 0.74<1.0o.k, 1 Plate: V = 1390# Fv = 1390# = 890 psi (NEGLIGIBLE) 1 5 in (5/16 in) 1 Plate 5/16 x5x5 w/ (2) 112" DIA x 2" HAS 7. CONNECTIONS (cont'd) a. Roof to Side and End Walls (contsdl 2. lateral (cont'd) plate "C" shear: Vu = 1.988k Plate and studs will be adequate by comparison to Plate B. use Plate 5/16 x3x5 w/ (2) 1/2" DIA x 2" HAS 51 7. CONNECTIONS (coact) b. SIDE WALL TO END WALL 1. WIND SUCTION ON END WALL Since wall is approx. square, it will act as a 2 -way PL. p=5lpsf 11'-8' 5 plates along Ht. of wall . . R = 51(10.08)(11.67)14 = 1500# R,,Ax = 1500 = 300# 5 WELD "A" R = 300# 1w=3"(min) fw=300/3 = 100*' FW = 2.lkTn OK 3" long weld 7. CONNECTIONS (c_ot'd) b. Side Wall to End Wall (cont'/) ELLE TRY (2)1/2" Dia x 2 HAS. edge dist. = 4" Pullout Pc = 0.85(4)(0.85)/4000 (3+2x2)(0+2x2) = 5.1k IC = 1/.85 [(0.3x1.3)/5.1] = 0.09 < 1.0 Qj PL "C" Shear Vu = 0.3 x 1.3 = 0.39k cpVc = 0.85(800)(0.2) .85 SQRT(4000) = 7.3k cpV'c . 0.85(12.5)(2.5)'•5 0.8514000 = 2.26k Cw = 1+ 3.5(2.5) i = 1.34 Ct = ...._4___1.0 1.3(2.5) Cc= 1.0 (PVc = 2.26(1.34) = 3.0k > V„ = 0.36k cpVc > V„ = 0.36# Q PL. Thick = 2/3 x 1/2 DIA = 1/3 .. 5/16" PL. PJ,. "B" & "Q" PL 5/16x5x5 W/(2) 1/2"Djax2 HAS 53 7. CONNECTIONS (cont'_d) 2. UPLIFT OF BLDG. & SUCTION ON END WALL Wall suction: P = 0.7(36.9)(1.06)1.0 = 27.4Ds' See Part 1. - Modify Reaction R = 300(27.4151) = 161° x 1.3 = 0.21k . Uplift: when uplift tries to occur it will lift the back wall and 1/2 the roof and 1/2 the floor. Therefore, design wall connections to transfer Toad to end wall. Side Wall = 4112(11.1x36.3)118 = 15849# Roof = 4.75/12(12x36.3)118/2 = 10173 Floor = (17703+2365)/2 = 10034 Misc. = (2681+436x2)12 - 17771" 37,833# R = 1.84 K 54 7. CONNECTIONS (cont'd) b. Side Wail to End Wall (cont'd) 2.Uplift of Bldg. & Suction on End Wall (cont'd.) Seismic V--> V=.0.3W MVI Roof (4.75)118(8.33)36.33 = 14135 4241 10.33 43810 12 Wall ( 4)118(36.33+8.33)11.1(2) = 38997 11699 5.17 60484 12 Floor (52)(7.33)(35.33) = 13466 4040 .33 1333 66599* 19979# 105627*' Snow 50(8.33)(36.3) = 15119 4536 10.33 46854# 152,481' W/o Snow: MRES = W/ Snow: MRES 66,599(8.33 / 2) = 277,385#' > 105,627* okay (66,599 + 15,119)(8.33/2) = 340,355*' > 152,481#' okay .-. no uplift in connections due to seismic Wind PH = 51 psf Pu = 27psf MOT = 51(36.3)(11.1)2 + 27(8.33)2(36.3) = 148053# 2 2 MRES = 66,599(8.33) / 2 = 277,385*' > 1.5 MOT no overturning Req'd holddown force (F) (subtract out end walls) (4) F = 148.053 - (12)118(8.33)(11.1)2(8.33) / 2 = 14,137# 8.33 55 7. CONNEQTIONS (cont'd' b. Side Wall to End Wall (cont'd1 5 Connections per side (2 sides) R/Conn. = 14,137¢/(5 x 2) = 1.41k 1.84k 1 1 1 WELD "A° 1 R = 1.41k V = .16k Iw = 1.4x.75 = 0.5" 2.1 R' = SQRT[(1.41)2+(.16)2] = 1.4k SAY 3" LG. WELD 1 BLit! 1 1.84K VU, 1 0.21K 1 1 1 1 1 Q=1 + 1.84 x 2.5 = 1.64k 2 3 VU2 = 1.84k V ' = 0.85(12.5)(2.5)1.5 0.85 , 4000 = 2.26k 1 �P CPER 1 1 IC=1(1.64x.85/2.26) + (1.84x.85/4.52)! 1/0.85=0.59 1.0 I QK 1 5 Plates each W/(2) 1/2" DIA bolts C„, = 1 Ct 1 C,, —s 1 PPVC'PAR TVC'PER = 2.26k 2 PVC'PER = 4.52k 1 56 1 7. CONNECTIQNS (cont'd) b. Side Wail to End Wall (cont'd) PL "B': thickness = 2/3 x 1/2" = 1/3 5/16" PL x 5 x 11 PL "C" R„ = 1.84k anchor bolt edge dist. = 4" V„ = .21k cpVc = 0.85(0.85) 800(.2) SQRT(4000) = Min edge dist. cpVS = 45000 (0.2) x .85 cpPc = 0.85(4).85 ,4000 (3+2x2)(0+2x2) IC = [(1.84/7.31)2+ (.21/5.2)211/0.85 IC = [(1.84/7.31x2)513 + (.21/(5.2)$1-1 = 7.31k = 7 1/2" - Controls = 9.0k = 5.2 = 0.08<1.0 OK = 0.11 < 1.0 Q.K (2) 1/2" Dia Bolts PL = 1/2 x 2/3 5/16" PL 3 x 5 57 7. CONNECTIONS (cont'd) c. Side Wail to Floor DL & LL Case 1. LOADS: DL: Roof = 4.75112(6)(118) = 280*t 2.5(6) = 15 Wall = 4/12(11.1)118 = 436.6 2.5(11.1) = 760* x 4' = 3040# x 1.4 = 4256 LL: Snow = (50 x 6) = 300*' x 4' = 1200* x 1.7 = 2040* 4240* 6296* MAX. CONN. SPACING = 4'-0 P = 4240* (6296*) 58 7. CONNECTIONS (c9pt'g) c. Side Wall to Floor WELD "A" Fw = 2.1K*" V = 4240* iw = 4.24/2.1 PL "B" = 2.02" weld length = 3" min. Vu = 6.3K cpVc = 0.85(0.85) 800(.2) SQRT(4000) = 7.31k 0.85(12.5)(7.5)15 .85+4000 = 11.7k - controls Cy, = 1 +_ = 1.11 3.5(7.5) C, = 4 - = 0.41 1.3(7.5) cc -. 1.0 qVc = 11.7(1.11)0.41 = 5.32k cpVs = 45000(.2) = 9.0k Vu .6.3K PL 1/2x2/3_5/16 PL5/16x5x5 w/(2) 1/2" Dia studs © 5.3/6.3 x 48" = 31-4" V„ = 6.3K pVc = 0.85(0.85)800(0.2) S2111(4000) = 7.31k = 0.85(12.5)(4)15 (.85) /'4000 = 4.6k - Controls CW = 1+ = 1.2 3.5(4) Ct = — — 0.1.0 1.3(4) 1.0 cpVc = 1.2(4.6) = 5.5k L 5x1 1/2 x 5/16 x 01-5 w/(2)1/2" Dia x4" HAS &(1)1/2"Dia x2"@5x48"= 3'-6" 6.3 59 Use 31-4" 7. CONNECTIONS (cont'd) c. Side Wall to Floor (cont'd) 2. DL + SNOW + WIND CASE Note that wind uplift is conservatively neglected DL + SNOW WTOT WLW = 4240* (62964 x .75 = 4722'") = P (Pu) = 51 psf = 51 (0.5) = 19.6 psf 1.3 H = 19.6(11.1)/2 x 4' = 435# x 1.7 x 0.75 = 555# WELD "A" V = SQRT[(435)2 + (4240)2] = 4262'" FW = 2.11`11" Iw = 4.26/2.1 = 203 x 0.75 = 1.52" 3" of weld length req'd. 60 7. CONNECTIONS (cont'd) c. Side Wall to Floor (cont'd) ELIE cpVc = 5.3k (see DL + LL section) cpPc = (4.33 - 1.22)(0.85) = 2.64k l 1 IC = ((0.85 x (0.56)x12(2.64)) + ( 0.85 x (4.72)15.31 2) 1/0.85 = PL 5/16 x5 w/12)_1/2" Dia x 0'-2 Studs PL "C" Anchor (2) V„ = 4.72k 4.72 K = P cpVc = 5.5k > Vu QK 0.56 K ^ Hu=0.56k components Vu = .707(0.56)=0.4k Ru = .707(0.56)=0.4k cpVc = 0.85(0.85) 12.5(1.41)1.5 SQRT(4000)=956* t 12114 r, cpRc = 0.85(0.85)(4)(3.2x2)SQRT(4000)=1170* Try (1) 1/2" Dia x 0'-2 HAS. 0.68 1.0 OK (0.85x4001956 x x= ) + l 0.85 x (400)11170) )110.85 = 0.25 ,— 1.0 QK (1)112"Diaz 0'-2 Bolts w/ L 5 x 1 1/2x5/16x0'-5" 7. CQNNECTIONS (cont'd) c. Side Wall to Floor (cont'd) 3. DL + WIND CASE t P fiii H (THIS FORCE IS TAKEN THROUGH BEARING) Fly--FOUNDATIONS i LOADS: Hold down for uplift forces. MOT = 51 (11.1)(11.1)112(36) + 27 (36)(8.33)(8.33)112 = 147 k' DLREs = ROOF (4.75/12)118(36)(8.33) = 14.0 WALL (11.1)(4112)118(36 + 8.0)2 = 2$,4 52.41( MRES = 52.4 (8.3312) = 218k' Hold Down Force © PL (FHD) FHD = (147-218) = (-) 8.33 Therefore Floor Weight is Not Required To Holddown The Building 62 7. CONNECTIONS (cont'd) d. End Wall to Floor See lateral - end wall design section for Toad Rys = R„0 = 9.7Kx1.3x1.1 = 13.9K WELD "A" Vtot = 9.7K Consider 4 plates active when endwall has door opening. V/pl = 9.7/4 = 2.42K Fw = 2.1kr Iw = (2.42 / 2.1) x 0.75 = 0.87" use 3" min weld PLATE "B" Vu = 13.9/4 = 3.48k pVc = 0.85(0.85)800(0.2)SQRT(4000) = 7.31k cpVS = 10.33 (0.85) = 8.78k *Of Anchors = 3.517.31 = 0.5 ., (2) 1/2" Dia x 0'-2 Anchors Min edge dist. = 7 1/2") PLATE "C" Vu = 3.48K R = 3.48k (4"/3") = 4.64k pVc = 7.31k cpR, = (8.72 - 2.87)(0.85) = El_ 0.85(2)(1)(4 in)2(0.85) i4000 psi = 4.6k R 'B" rt 11c FOUNDATIONS IC = 110.85 x (3.48)12(7.31)) 2 + l 0.85 x (4.64)14.6) 2) 1/0.85 = 0.92 •— 1.0 OS (2) 1/2" DIA x 0'-4 Anchors (Min. Edge dist = 7 112") 7. CONNECTIONS (cont'd) e. Floor to Foundation Look at 8'-4" wide x 36'-4" long shelter because it will overturn easier Shelter DL --> roof - 8.33(36.3)4.75(118) = 14,124 12 side wall - (4/12)118(36.3)(11.1)(2) = 31,697 end wall - (4/12)118(8.3)11.1(2) = 7,248 floor - 42.6(8.3)36.3 = 12.835 WT = 65,904# MRES = 65.90(4.16)x213 = 182.8" Wind P MOT = 51 psf = 51 (11.1)2 (36.3) = 114.0 k' 2 27 (36.3)(8.33)2/2 = 34.0 K 148.0 k. QL Seismic W = 14,124 + 31697 + 7248 = 33,596° 2 2 V = 0.556 (0.54)(33,596) = 10.09' MOT = 10.09" (11.1) = 112.0k' (No uplift) w/50 psf snow AW = 50 (36.33)8.33 = 15.1k V = 0.556 (0.54)(33.6 + 15.1) = 14.6k MOT = 14.6 (11.1) = 162" MRES = 182.8 + 15.1(4.16)2/3 = 224.7' QIS Therefore no overturning 64 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 7. CONNECTIONS (cont'd1 e. Floor to Fnd (cont'd) Lateral Sliding Resistance Net Wt = 65,904 - 27(36.3x8.33) = 57,740# Use 3" x 3" brg pads If spacing = 4'-0 oc : # of pads = (36.3+8.3)2/4 = 23 Wt/Pad = 57,740/23 = 2510 Ib Comp. Stress = 25101(3x3) = 279 psi < 8000 psi (pad) QAC Fp = 0.7 (0.85)(3 ksi) = 1785 psi (concrete) Oil 65 7. CONNECTIONS (cont') e. Floor to Fnd (cont'd) Lateral Sliding Resistance (cont'd) Mina: p = 51 psf V = 20,549 Ib Coefficient of friction = 0.2 Vnet = 20,549 - 0.2 (57,740) = 9,000 Ib Seismic V = 0.3(15,100) = 24,3001b. Vnet = 24,300 - 0.2 (15,100) = 8100# Plate 3/16 x 9 x S = (3/16)2 x 9/6 = 0.0527 in3 M = 0.0527(27)4/3 = 1.898K" V = M/1" = 1898# # of Plates Req'd = 9000/1898 = 4.74 plates therefore spacing = 36.3/4.74 = 7.66' use: 6'-0 min. spacing and a minimum of (2) plates per side wall use: Plate 3/16 x 9 x 9 w/ (2)1/2 dia. exp. bolts c 6'-0 oc with 3x3 pads 3'-0 oc for seismic zones 3 & 4 and wind speeds > 95 mph. 661 1 1 1 1 1 1 1 1 8. SHELTER TRANSPORT Analysis & design of shelter for handling & shipping Determine Panel Weights End: 81-4" x 9'-5" [118 (40](8.33')(9.42') = 3086* 12 x 10'-5" 39.3(8.33')(10.42') = 3411* x 11'-1" 39.3(8.33')(11.1') = 3634* 10'-4" x 9'-5" 39.3(10.33')(9.42') = 3824* x 10'-5" 406(10.42') = 4231* x 11'-1" 406(11.1') = 4507* 12'-0" x 9'-5" 39.3(12.0')(9.42') = 4442* x 10'-5" 471.6(10.42') = 4914* x 11'-1" 471.6(11.1') = 5235* Side: 9'-5" ht 39.3(9.42') = 370a 10'-5" ht 39.3(10.42') = 406#t 11'-1" ht 39.3(11.1') = 472*t 8. SHELTER TRANSPORT (cont') analysis & design of shelter (cQnt'd) Roof: 8'-4" width 10'-4" width 12'-0" width Floor: 8'-4" width 10'-4" width 12'-0" width [1180)](8.33') = 369*' 12 44.25(10.33') = 457" 44.25(12.0') = 531#r 52(8.33') = 433#r 52(1.0.33') = 537' 52(12.0') = 624#r See attached computer outputs for analysis and design of handling and shipping stresses. 68 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = 8.33 ft HEIGHT = 9.42 ft LENGTH = 36.33 ft LIFT POINT(LP) = 1.33 ft Assumed door size = 6'-0" wide x 7'-4" high fc (handling)= fc (shipping) = fs CONC WT 2200 psi 3500 psi 36000 psi 118 pcf Section Properties: !gross = 481476.61 inA4 (door = 176033.85 in^4 Sgross = Sdoort Sdoorb = Sabove door = 8518.69 in"3 5530.53 in^3 2167.62 in"3 267.73 inA3 Loads: P = t/12 x width x height /2 = 1543.22 Ibs w = (52 psf + 25 psf) x width / 2 + ((t/12) x width /2 + (t/12) x height) x conc. wt. _ Total wt. = 70.53 kips HANDLING Load Factor = Lift Point Reactions = Moments: 1.2 17.63 kips Msupport = (P x LP + w x (LP)A2/2) = 2835.89 ft-Ibs Mdoor = (w x 7.75"2)-Msupport = 23764.74 ft-Ibs Mmax+ _ (w x (Length 2*LP)"218)-Msupport = 122684.67 ft-Ibs Mabove door => V1 = w x (Lengthl2-LP) - w x (edge of door dist.+door opening/2) _ Mad = V1*door opening/2 - w x door opening/2"2/2 Sdoortb = 14931.44 in"3 885.77 ft -Ib 10704.47 Ibs 28127.47 ft -Ib Tensile stresses: ft support = (Msupport*12/Sgross)*LF = 4.79 psi OK ft door = (Mdoor"12/Sdoorb)*LF = 157.87 psi OK ft max+ _ (Mmax+ *12/Sgross)*LF = 207.39 psi REINF. ft ad = ((-Mdoor l2/Sdoort)+(Mad*12/Sad))*LF = 1450.95 psi REINF. Ft = 5 x .85 x sqrt(fc) = 199.34 psi Steel Requirements: As = W(-91)ed) SHIPPING Load Factor = 1.5 Tensile Stresses: As support = As door = Asmax+= Asad= 0.01 inA2 0.10 inA2 0.49 inA2 0.69 inA2 ft support = (Msupport"12/Sgross)*LF = 5.99 psi OK ft door = (Mdoor*12/Sdoorb)*LF = 197.34 psi OK ft max+ _ (Mmax+ "12/Sgross)*LF = 259.23 psi REINF. ft ad =((-Mdoor"12/Sdoort)+(Mad*12/Sad))"LF = 1813.69 psi REINF. Ft = 5 x .85 x sqrt(fc) = 251.43 psi Steel Requirements: As = M/(.9fy*d) C:eft. As support = As door = As max+ _ Asad= 68a 0.01 inA2 0.12 inA2 0.61 inA2 0.87 inA2 PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = 8.33 ft HEIGHT = 10.42 ft LENGTH = 36.33 ft LIFT POINT(LP) = 1.33 ft Assumed door size = 6'-0" wide x T-4" high fc (handling)= fc (shipping) _ fs CONC WT = 2200 psi 3500 psi 36000 psi 118 pcf Section Properties: (gross = 651666.87 inA4 Idoor = 223070.97 in"4 Sgross Sdoort Sdoorb Sabove door = 10423.33 in"3 7062.13 in"3 2386.98 InA3 684.37 in"3 Loads: P = t/12 x width x height /2 = 1707.04 Ibs w = (52 psf + 25 psf) x width / 2 + ((J12) x width t2 + (t/12) x height) x conc. wt. _ Total wt. = 74.05 kips HANDLING Load Factor = Lift Point Reactions = Moments: 1.2 18.51 kips Msupport = (P x LP + w x (LP)"212) Mdoor = (w x 7.75"2)-Msupport Mmax+ _ (w x (Length-2"LP)"218)-Msupport = Mabove door => V1 = w x (Length/2-LP) - w x (edge of door dist.+door opening/2) Mad = Vi•door opening/2 - w x door opening/2"22 = Tensile stresses: ft support = ftdoor = ftmax+= ft ad = Steel Requirements: (Msupport'12/Sgross)'LF (Mdoor12/Sdoorb)'LF = (Mmax+'12/Sgross)"LF = ((-Mdoorl = Ft = 5 x .85 x sqrt(fc) = 199.34 psi As = M/(.9fy'd) SHIPPING Load Factor = 1.5 Tensile Stresses: ft support = ft door = ft max+ _ it ad= Steel Requirements: As support = As door = As max+ = Asad= (Msupporrl2/Sgross)"LF = (Mdoor"12/Sdoorb)•LF (Mmax+ "12/Sgross)'LF ((-Mdoor"12/Sdoort)+(Mad'121Sad))'LF = Ft = 5 x .85 x sqrt(fc) = 251.43 psi Asa M/(.9fy'd) As support = As door = Asmax+= As ad = 68b 3088.57 ft-Ibs 24693.30 ft -lbs 128005.87 ft -lbs 4.27 psi 148.97 psi 176.84 psi 567.76 psi 0.01 inA2 0.09 inA2 0.46 in"2 0.43 inA2 5.33 psi 186.21 psi 221.05 psi 709.70 psi 0.01 inA2 O.i1 inA2 0.58 inA2 0.54 inA2 Sdoortb = -492349.49 in"3 925.10 ft -lb 11179.82 Ibs 29376.50 ft -Ib OK OK OK REINF. OK OK OK REINF. PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = 8.33 ft HEIGHT = 11.1 ft LENGTH = 36.33 ft LIFT POINT(LP) = 1.33 R Assumed door size = 6'-0" wide x 7-4" high fc (handhing)= fc (shipping) = fs = CONC WT = 2200 psi _ 3500 psi 36000 psi 118 pcf Section Properties: (gross = 787755.46 in"4 Idoor = Sgross = 11828.16 inA3 Sdoort = 7723.11 inA3 Sdoorb = 2575.78 inA3 Sabove door = 1077.36 inA3 Loads: P - t/12 x width x height /2 = 1818.44 lbs w = (52 psf + 25 psf) x width / 2 + ((I/12) x width /2 + (t/12) x height) x conc. wt. = Total wt. = 76.43 kips HANDLING Load Factor = Lift Point Reactions = Moments: 1.2 19.11 kips Msupport = (P x LP + w x (LP)A2/2) = 3260.38 ft -lbs Mdoor = (w x 7.75"2)-Msupport = 25324.72 ft -lbs Mmax+ _ (w x (Length-2*LP)"218)-Msupport = 131624.28 ft -lbs Mabove door => VI = w x (Length/2-LP) - w x (edge of door dist.+door opening/2) = Mad = V1"door opening/2 • w x door opening/2"22 = 951.85 ft -Ib 11503.05 lbs 30225.84 ft -Ib Tensile stresses: ft support = (Msupport'12/Sgross)'LF = 3.97 psi OK ft door = (Mdoor'12/Sdoorb)'LF = 141.58 psi OK ft max+ _ (Mmax+ *12/Sgross)'LF = 160.24 psi OK ft ad =((•Mdoor12/Sdoort)+(Mad'12/Sad))`LF = 356.78 psi REINF. Ft = 5 x .85 x sqrt(fc) = 199.34 psi Steel Requirements: As = W(.9fy'd) SHIPPING Load Factor = 1.5 Tensile Stresses: As support = As door = Asmax+= As ad = 0.01 inA2 0.09 inA2 0.45 inA2 0.35 inA2 ft support = (Msupport'12/Sgross)'LF = 4.96 psi OK ft door = (Mdoor'12/Sdoorb)'LF = 176.97 psi OK ft max+ _ (Mmax+'12/Sgross)'LF = 200.30 psi OK ft ad =((-Mdoor'12/Sdoort)+(Mad'12/Sad))•LF = 445.98 psi REINF. Ft = 5 x .85 x sqrt(fc) = 251.43 psi Steel Requirements: As = M/(.9fy'd) As support = As door = Asmax+= As ad = 68c 0.01 inA2 0.11 inA2 0.56 inA2 0.44 inA2 PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = 10.33 ft HEIGHT = 9.42 ft LENGTH = 36.33 ft LIFT POINT(LP) * 1.33 ft Assumed door size = 6'-0" wide x T-4" high fc (handling)= fc (shipping) fs = CONC WT = 2200 psi 3500 psi 36000 psi 118 pcf Section Properties: (gross = 481476.61 in"4 Idoor = 176033.85 inA4 Sgross Sdoort = Sdoorb Sabove door = 8518.69 inA3 5530.53 in"3 2167.62 inA3 267.73 inA3 Loads: P = t/12 x width x height /2 = 1913.74 lbs w = (52 psf + 25 psf) x width / 2 + ((t/12) x width /2 + (1/12) x height) x conc. wt. = Total wt, = 81.00 kips HANDLING Load Factor = Litt Point Reactions Moments: 1.2 20.25 kips Msupport = (P x LP + w x (LPr2/2) = 3438.10 ft-tbs Mdoor = (w x 7.75A2)-Msupport = 26877.65 fl -lbs Mmax+ _ (w x (Length-2*LP)A2/8) Msupport = 139613.00 fl -lbs Mabove door => V4 = w x (Length/2-LP) - w x (edge of door dist.+door opening/2) = Mad = V1*door opening/2 - w x door opening/2"22 1009.47 ft -Ib 12199.49 lbs 32055.83 ft -Ib Tensile stresses: ft support = (Msupport*12/Sgross)*LF = 5.81 psi OK ft door = (Mdoor412/Sdoorb)*LF = 178.55 psi OK ft max+ _ (Mmax+ *12/Sgross)*LF = 236.00 psi REINF. ft ad -((-Mdoor"12/Sdoort)+(Mad*12/Sad))*LF = 1654.13 psi REINF. Ft = 5 x .85 x sqrt(fc) = 199.34 psi Steel Requirements: As = M/(.9fy*d) SHIPPING Load Factor = 1.5 Tensile Stresses: As support = As door= As max+ = As ad = 0.01 inA2 0.11 inA2 0.56 inA2 0.79 inA2 ft support = (Msupport*12/Sgross)*LF = 7.26 psi OK ft door= (Mdoor12/Sdoorb)*LF= 223.19 psi OK ft max+ _ (Mmax+ "12/Sgross)*LF * 295.00 psi REINF. ft ad = ((- Mdoor12/Sdoort)+(Mad*121Sad))*LF = 2067.66 psi REINF. Ft = 5 x .85 x sqrt(fc) = 251.43 psi Steel Requirements: As = M/(.9fy"d) As support = As door = As max+ _ Asad= 68d 0.02 inA2 0.13 inA2 0.70 inA2 0.99 inA2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = 10.33 ft HEIGHT = 10.42 ft LENGTH = 36.33 It LIFT POINT(LP) = 1.33 ft Assumed door size = 6'-0" wide x T-4" huh fc (handling)= fc (shipping) _ fs CONC WT = 2200 psi 3500 psi 36000 psi 118 pcf Section Properties: (gross or 651666.87 inM Idoor = 223070.97 104 Sgross = Sdoort Sdoorb = Sabove door= 10423.33 in"3 7062.13 in"3 2386.98 in"3 684.37 in"3 Loads: P = t/12 x width x height /2 = 2116.89 Ibs w = (52 psf + 25 psf) x width / 2 + (4/12) x width /2 + 0/12) x height) x conc. wt. Total wt. _ HANDLING 84.67 kips Load Factor = Lift Point Reactions = Moments: 1.2 21.17 kips Msupport = (P x LP + w x (LP)"2/2) Mdoor = (w x 7.75"2)-Msupport Mmax+ _ (w x (Length-2•LP)"2/8)-Msupport Mabove door => V1 = w x (Length/2-LP) - w x (edge of door dist.+door opening/2) = Mad it V1'door opening/2 - w x door opening/2"2/2 = 3743.08 ft-Ibs 27753.90 ft -lbs 144881.88 ft -lbs Tensile stresses: ft support = ft door = ft max+ = Rad= (Msupport-12/Sgross)'LF = (Mdoor'12/Sdoorb)'LF = (Mmax+'12/Sgross)'LF ((-Mdoor l2/Sdoort)+(Mad'12/Sad))"LF = Ft = 5 x .85 x sgrt(fc) = 199.34 psi Steel Requirements: As = M/(.9fy'd) SHIPPING Load Factor = Tensile Stresses: ft support = ft door = ft max+ = ft ad = Steel Requirements: As support = As door= As max+ Asad= 1.5 (Msupporrl2/Sgross)'LF = (Mdoor'12/Sdoorb)'LF (Mmax+ "12/Sgross)"LF = ((-Mdoor'12/Sdoort)+(Mad`12/Sad))"LF = Ft = 5 x .85 x sgrt(f c) = 251.43 As = W(.9fy'd) As support = As door = As max+ = As ad = psi 68e 5.17 psi 167.43 psi 200.16 psi 644.18 psi 0.01 in"2 0.10 in^2 0.52 1n"2 0.49 in"2 6.46 psi 209.29 psi 250.20 psi 805.22 psi 0.02 in"2 0.13 inA2 0.65 in"2 0.62 in"2 1048.81 ft -lb 12674.83 Ibs 33304.86 ft -Ib OK OK REINF. REINF. OK OK OK REINF. PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = 10.33 ft HEIGHT = 11.1 ft LENGTH = 36.33 ft LIFT POINT(LP) = 1.33 ft Assumed door size - 6'-0' wide x T-4" high fc (handling)= fc (shipping) fs CONC WT = 2200 psi 3500 psi 36000 psi 118 pcf Section Properties: (gross = 787755.46 InA4 Idoor 257284.96 inA4 Sgross = Sdoort = Sdoorb Sabove door = 11828.16 inA3 7723.11 inA3 2575.78 inA3 1077.36 inA3 Loads: P - t/12 x width x height /2 = 2255.04 Ibs w = (52 psf + 25 psf) x width / 2 + ((t/12) x width /2 + (t112) x height) x conc. wt. _ Total wt. = 87.17 kips HANDLING Load Factor = Lift Point Reactions = Moments: 1.2 21.79 kips Msupport = (P x LP + w x (LP)A2/2) = 3950.48 ft -lbs Mdoor = (w x 7.75A2)-Msupport = 28349.74 ft-Ibs Mmax+ _ (w x (Length-2•LP)A2/8) Msupport = 148464.72 ft-Ibs Mabove door => V1 = w x (Length/2-LP) - w x (edge of door dist.+door opening/2) = Mad = Vl•door opening/2 - w x door opening/2A2/2 1075.55 ft -Ib 12998.06 Ibs 34154.20 ft -Ib Tensile stresses: It support = (Msupport'12/Sgross)'LF = 4.81 psi OK ft door = (Mdoor*12/Sdoorb)•LF = 158.49 psi OK ft max+ _ (Mmax+ `12/Sgross)*LF = 180.75 psi OK ft ad = ((-Mdoor"121Sdoort)+(Mad*12/Sad))`LF = 403.65 psi REINF. Ft= 5x.85xsgrt(fc)= 199.34 Steel Requirements: As = M/(.9fy`d) SHIPPING Load Factor = 1.5 Tensile Stresses: As support = As door As max+ = As ad = psi 0.01 inA2 0.10 inA2 0.50 inA2 0.40 inA2 ft support = (Msupport•12/Sgross)*LF = 6.01 psi OK ft door - (Mdoor12/Sdoorb)`LF = 198.11 psi OK ft max+ _ (Mmax+ *12/Sgross)*LF = 225.93 psi OK ft ad =((-Mdoor*12/Sdoort)+(Mad•12/Sad))'LF = 504.56 psi REINF. Ft = 5 x .85 x sgrt(fc) = 251.43 psi Steel Requirements: As = M/(.9fy`d) As support = 0.02 inA2 As door = 0.12 inA2 As max+ - 0.63 inA2 As ad = 0.50 inA2 68f PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = 12.00 ft HEIGHT = 9.42 ft LENGTH = 36.33 ft LIFT POINT(LP) = 1.33 ft Assumed door size = 6'-0" wide x 7-4" high fc (handling)= fc (shipping) = fs CONC WT = 2200 psi 3500 psi 36000 psi 118 pd Section Properties: 'gross = 481476.61 in"4 'door= 176033.85 ln"4 Sgross = Sdoort Sdoorb = Sabove door= Loads: P = t/12 x width x height /2 = 2223.12 Ibs w = (52 psf + 25 psf) x width / 2 + ((t/12) x width /2 + (t/12) x height) x conc. wt. _ Total wt. = HANDUNG Load Factor = Lift Point Reactions - Moments: 89.75 kips 1.2 22.44 kips 8518.69 in"3 5530.53 inn 2167.62 inn 267.73 in"3 Msupport = (P x LP + w x (LP)"22) = 3940.94 ft-Ibs Mdoor = (w x 7.75"2)-Msupport = 29476.94 ft-Ibs Mmax+ _ (w x (Length_2"LP)"2/8)-Msupport = 153748.15 ft-Ibs Mabove door => V1 = w x (Length/2-LP) - w x (edge of door dist.+door opening/2) Mad = V1 *door opening/2 - w x door opening2112 = 1112.77 ft -Ib 13447.83 Ibs 35336.01 ft -Ib Tensile stresses: ft support = (Msupport'12/Sgross)'LF = 6.66 psi OK ft door = (Mdoorl2/Sdoorb)"LF = 195.82 psi OK ft max+ _ (Mmax+ "12/Sgross)'LF = 259.90 psi REINF. ft ad =((-Mdoor12/Sdoort)+(Mad*12/Sad))'LF = 1823.78 psi REINF. Ft = 5 x .85 x sqrt(fc) = 199.34 psi Steel Requirements: As = M/(.9fy'd) SHIPPING d= d= d= d= Load Factor = 1.5 Tensile Stresses: 111.04 in 111.04 in 111.04 in 18.04 in As support = As door = As max+ = Asad= 0.02 in"2 0.12 in"2 0.62 in"2 0.87 in"2 ft support = (Msupport'12/Sgross)'LF = 8.33 psi OK ft door = (Mdoor`12/Sdoorb)"LF = 244.78 psi OK ft max+ = (Mmax+ •12/Sgross)*LF = 324.87 psi REINF. ft ad =((-Mdoor12/Sdoort)+(Mad'12/Sad))'LF = 2279.73 psi REINF. Ft = 5 x .85 x sqrt(fc) = 251.43 psi Steel Requirements: As = M/(.9fyd) d= d d= d= 111.04 in 111.04 in 111.04 in 18.04 in As support = As door = As max+ _ As ad = 0.02 In"2 0.15 in"2 •0.77 in"2 1.09 in"2 PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = 12.00 ft HEIGHT = 10.42 ft LENGTH = 36.33 ft LIFT POINT(LP) = 1.33 ft Assumed door size = 6'-0" wide x 7'-4" high fc (handling)= fc (shipping) _ fs CONC WT = 2200 psi 3500 psi 36000 psi 118 pcf Section Properties: (gross = 651668.87 inM Idoor = 223070.97 inM Sgross Sdoort = Sdoorb = Sabove door= 10423.33 inA3 7062.13 inA3 2386.98 inA3 684.37 inA3 Loads: P = t/12 x width x height /2 = 2459.12 Ibs w = (52 psf + 25 psf) x width / 2 + ((t/12) x width /2 + (t/12) x height) x conc. wt. = Total wt. = 93.55 kips HANDLING Load Factor= Lift Point Reactions = Moments: 1.2 23.39 kips Msupport = (P x LP + w x (LP)"2/2) = 4289.61 ft -lbs Mdoor = (w x 7.75"2)-Msupport = 30309.50 ft-Ibs Mrnax+ _ (w x (Length-2'LP)"2/8)-Msupport = 158973.36 ft -lbs Mabove door => V1= w x (Length/2-LP) - w x (edge of door dist.+door opening/2) = Mad = Vi'door opening/2 - w x door opening/2142/2 = 1152.10 ft -Ib 13923.17 Ibs 36585.04 ft -Ib Tensile stresses: ft support = (Msupport`12/Sgross)*LF = 5.93 psi OK ft door = (Mdoor'12/Sdoorb)'LF = 182.85 psi OK ft max+ = (Mmax+'12/Sgross)'LF = 219.62 psi REINF. ft ad =((-Mdoor12/Sdoort)+(Mad'12/Sad))'LF = 707.99 psi REINF. Ft = 5 x .85 x sqrt(fc) = 199.34 psi Steel Requirements: As = W(.9fy'd) As support = As door = As max+ = As ad = SHIPPING 0.02 inA2 0.11 inA2 0.57 inA2 0.54 inA2 Load Factor = 1.5 Tensile Stresses: ft support = (Msupport'12JSgross)'LF = 7.41 psi OK ft door = (Mdoor'12/Sdoorb)'LF = 228.56 psi OK ft max+ _ (Mmax+ "12/Sgross)'LF = 274.53 psi REINF. ft ad =((-Mdoor12/Sdoort)+(Mad'12/Sad))'LF = 884.98 psi REINF. Ft = 5 x .85 x sqrt(fc) = 251.43 psi Steel Requirements: As = M/(.9fyYd) As support = As door = As max+ _ Asad= 0.02 inA2 0.14 inA2 0.72 inA2 0.68 inA2 68h PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = HEIGHT = LENGTH = LIFT POINT(LP) Assumed door size = 12.00 ft 1110 ft 38.33 ft 1.33 ft 6'-0" wide x T-4" high fc (handling)= fc (shipping) = fs CONC WT = 2200 psi 3500 psi 38000 psi 118 pct Section Properties: (gross = 787755.46 in"4 Idoor = 257284.96 in'4 Sgross = 11828.16 inn Sdoort = 7723.11 iM3 Sdoorb = 2575.78 in"3 Sabove door = 1077.36 in"3 Loads: P = t/12 x width x height /2 = 2619.60 Ibs w = (52 psf + 25 psf) x width / 2 + ((t/12) x width /2 + (t/12) x height) x conc. wt. = Total wt. = HANDLING 96.13 kips Load Factor = Lift Point Reactions = Moments: 1.2 24.03 kips Msupport - (P x LP + w x (LP)"2/2) Mdoor = (w x 7.75"2)-Msupport Mmax+ _ (w x (Length-2`LP)"2/8)-Msupport = Mabove door => V1 = w x (Length/2-LP) - w x (edge of door dist+door opening/2) _ Mad = V1 `door opening/2 - w x door opening2"2/2 4526.70 ft-Ibs 30875.64 ft-Ibs 162526.50 ft-Ibs Tensile stresses: ft support = ft door = ftmax+= ftad= (Msupport`12/Sgross)"LF (Mdoor"12/Sdoorb)`LF = (Mmax+ `12FSgross)`LF ((-Mdoor`12/Sdoort)+(Mad'12/Sad))"LF Ft= 5x.85xsgrt(fc)= Steel Requirements: As = M/(.9fy`d) SHIPPING Load Factor = 1.5 Tensile Stresses: ft support = ft door= ft max+ = ft ad = Steel Requirements: 199.34 psi As support = As door = Asmax+= As ad = (Msupport"12/Sgross)`LF = (Mdoor"12/Sdoorb)`LF (Mmax+ `12/Sgross)`LF = ((-Mdoor12/Sdoort)+(Mad"i 2/Sad))`LF = Ft = 5 x .85 x sqrt(fc) = 251.43 psi As = M/(.9fy`d) As support As door = Asmax+= As ad = 5.51 psi 172.61 psi 197.87 psi 442.78 psi 0.02 in"2 0.10 in"2 0.55 in"2 0.44 in"2 6.89 psi 215.76 psi 247.33 psi 553.47 psi 0.02 in"2 0.13 in"2 0.69 in"2 0.54 in"2 1178.85 ft -lb 14246.40 Ibs 37434.38 ft -Ib OK OK OK REINF. OK OK OK REINF. PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = 8.33 ft HEIGHT = 9.42 ft LENGTH = 26.33 ft LIFT POINT(LP) = 1.33 ft Assumed door size = 6'-0" wide x T-4" high fc (handling)= fc (shipping) = fs = CONC WT = 2200 psi 3500. psi 36000 psi 118 pcf Section Properties: (gross = 481476.61 in"4 Idoor = 176033.85 in"4 Sgross = Sdoort = Sdoorb = Sabove door = 8518.69 in"3 5530.53 103 2167.62 in"3 267.73 in"3 ' Loads: P = t/12 x width x height /2 = 1543.22 lbs w = (52 psf + 25 psf) x width / 2 + ((t/12) x width /2 + (t/12) x height) x corn. wt. _ Total wt. = 52.82 kips HANDLING Load Factor = Lift Point Reactions = Moments: 1.2 13.20 kips Msupport = (P x LP + w x (LP)"2/2) Mdoor = (w x 7.75"2)-Msupport Mmax+ _ (w x (Length-2*LP)"2/8) Msupport = Mabove door => V1 - w x (LengtW2-LP) - w x (edge of door dist+door openingl2) Mad = VI *door opening/2 - w x door openingl2"2/2 = 2835.89 ft -lbs 23764.74 ft -lbs 59197.45 ft-Ibs Sdoortb = 14931.44 in"3 885.77 ft -Ib 6275.65 Ibs 14841.00 ft -Ib Tensile stresses: ft support = (Msupport*12/Sgross)*LF = 4.79 psi OK ft door = (Mdoor12/Sdoorb)*LF = 157.87 psi OK ft max+ _ (Mmax+ *12/Sgross)*LF = 100.07 psi OK ft ad =((-Mdoor*12/Sdoort)+(Mad*12/Sad))*LF = 736.34 psi REINF. Ft = 5 x .85 x sqrt(fc) = 199.34 psi Steel Requirements: As = M/(.9fy*d) SHIPPING Load Factor = 1.5 Tensile Stresses: As support = As door = As max+ _ Asad= 0.01 in"2 0.10 in"2 0.24 in"2 0.37 in"2 ft support = (Msupport*12/Sgross)`LF = 5.99 psi OK ft door = (Mdoor*12/Sdoorb)*LF = 197.34 psi OK ft max+ _ (Mmax+ *12/Sgross)`LF = 125.08 psi OK ft ad =((-Mdoor`12/Sdoort)+(Mad*12/Sad))*LF = 920.43 psi REINF. Ft = 5 x .85 x sqrt(fc) = 251.43 psi Steel Requirements: As = M/(.9fy`d) As support = 0.01 in"2 As door = 0.12 in"2 As max+ = 0.30 in"2 As ad = 0.46 in"2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = 8.33 ft HEIGHT = 11.1 ft LENGTH = 28.33 ft LIFT POINT(LP) = 1.33 ft Assumed door size = 6'-0" wide x T-4" high fc (handling)= fc (shipping) _ fs CONC WT = 2200 psi 3500 psi 36000 psi 118 pcf Section Properties: (gross = 787755.46 inA4 (door Sgross = 11828.16 inA3 Sdoort = 7723.11 inA3 Sdoorb = 2575.78 inA3 Sabove door = 1077.36 In43 Loads: P = t/12 x width x height /2 = 1818.44 Abs w = (52 psf + 25 psf) x width / 2 + ((t/12) x width /2 + (t/12) x height) x conc. wt. _ Total wt. = 61.21 kips HANDLING Load Factor = Lift Point Reactions = Moments: 1.2 15.30 kips Msupport = (P x LP + w x (LP)A2/2) = Mdoor = (w x 7.75"2)-Msupport Mmax+ _ (w x (Length-2*LP)"218)-Msupport = Mabove door => V1 = w x (Length/2-LP) - w x (edge of door dist.+door opening/2) _ Mad = V1*door opening/2 - w x door opening/2'2/2 = 3260.38 ft -Abs 25324.72 ft -Abs 75141.79 ft -Abs 951.85 ft -Ib 7695.67 Abs 18803.70 ft -Ib t Tensile stresses: R support = (Msupport*12/Sgross)*LF = 3.97 psi OK ft door = (Mdoor*12/Sdoorb)*LF = 141.58 psi OK ft max+ _ (Mmax+ *12/Sgross)*LF = 91.48 psi OK ft ad =((-Mdoor*12/Sdoort)+(Mad*12/Sad))*LF = 204.11 psi REINF. Ft = 5 x .85 x sqrt(fc) = 199.34 psi Steel Requirements: As = M/(.9fy*d) SHIPPING Load Factor = 1.5 Tensile Stresses: As support = As door = Asmax+= Asad= 0.01 inA2 0.09 inA2 0.25 inA2 0.22 inA2 ft support • (Msupport*12/Sgross)*LF = 4.96 psi OK ft door = (Mdoor*12/Sdoorb)*LF = 176.97 psi OK ft max+ _ (Mmax+ *12/Sgross)*LF = 114.35 psi OK ft ad =((-Mdoor12/Sdoort)+(Mad*12/Sad))*LF = 255.14 psi REINF. Ft = 5 x .85 x sqrt(fc) = 251.43 psi Steel Requirements: As = M/(.9fy*d) As support = As door As max+ _ As ad = 68k 0.01 inA2 0.11 inA2 0.32 inA2 0.27 in^2 PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = 12.00 ft HEIGHT = 9.42 ft LENGTH = 24.33 ft LIFT POINT(LP) = 1.33 ft Assumed door size = 6'-0" wide x 7'-4" high fc (handling)= fc (shipping) = fs CONC WT= 2200 psi 3500 psi 36000 psi 118 pcf Section Properties: (gross = 481476.61 in"4 Idoor = 176033.85 in"4 Sgross = Sdoort Sdoorb = Sabove door = Loads: P=t/12xwidth xheight /2= 2223.12 Ibs w = (52 psf + 25 pst) x width / 2 + ((t112) x width /2 + (t/12) x height) x conc. wt. = Total wt. = 63.04 kips HANDLING Load Factor = Lift Point Reactions = Moments: 1.2 15.76 kips Msupport = (P x LP + w x (LP)A2/2) = Mdoor = (w x 7.75"2)-Msupport = Mmax+ = (w x (Length-2•LP)"2/8) Msupport = Mabove door => V1 = w x (Length/2-LP) - w x (edge of door dist.+door opening/2) = Mad = V1'door opening/2 - w x door opening/2A2/2 8518.69 in"3 5530.53 in"3 2167.62 in"3 267.73 in"3 3940.94 ft -lbs 29476.94 ft -lbs 61377.12 ft -lbs 1112.77 ft -Ib 6771.21 lbs 15306.15 ft -Ib Tensile Stresses: ft support = (Msupport12/Sgross)"LF = 6.66 psi OK ft door = (Mdoor•12/Sdoorb)'LF = 195.82 psi OK ft max+ = (Mmax+ *12/Sgross)*LF = 103.75 psi OK ft ad =((-Mdoor"121Sdoort)+(Mad'l2/Sad))'LF = 746.49 psi REINF. Ft = 5 x .85 x sgrt(t'c) = 199.34 psi Steel Requirements: As = M/(.9fy"d) SHIPPING Load Factor = Tensile Stresses: d= d= d= d= 1.5 111.04 in 111.04 in 111.04 in 18.04 in As support = As door = As max+ = As ad = 0.02 in"2 0.12 in"2 0.25 in"2 0.38 in"2 ft support = (Msupport'12/Sgross)'LF = 8.33 psi OK ft door = (Mdoor12/Sdoorb)'LF - 244.78 psi OK ft max+ _ (Mmax+ •12/Sgross)'LF = 129.69 psi OK ft ad =((-Mdoor•12/Sdoort)+(Mad'12/Sad))'LF = 933.11 psi REINF. Ft = 5 x .85 x sgrt(Pc) = 251.43 psi Steel Requirements: As = M/(.9fy"d) d= d d= d= 111.04 in 111.04 in 111.04 in 18.04 in 681 As support = As door = As max+ _ As ad = 0.02 in"2 0.15 in"2 0.31 In"2 0.47 in"2 PROJECT: ROHN SHELTERS CALCULATION OF STRESS IN SIDE WALL PANELS DUE TO HANDLING AND SHIPPING WIDTH = 12.00 ft HEIGHT = 11.10 ft LENGTH - 24.33 ft LIFT POINT(LP) = 1.33 ft Assumed door size = 6'-0" wide x 7.-4" high fc (handling)= fc (shipping) _ fs CONC WT = 2200 psi 3500 psi 36000 psi 118 pcf Section Properties: igross = 787755.46 in"4 (door = 257284.96 inA4 Sgross = 11828.16 inA3 Sdoort = 7723.11 inA3 Sdoorb = 2575.78 inA3 Sabove door = 1077.36 inA3 Loads: P = t/12 x width x height /2 = 2619.60 Ibs w = (52 psf + 25 psf) x width / 2 + ((t/12) x width /2 + (t/12) x height) x conc. wt. Total wt. = 67.84 kips HANDLING Load Factor = Lift Point Reactions = Moments: 1.2 16.96 kips Msupport = (P x LP + w x (LP)A2/2) _ Mdoor = (w x 7.75"2)-Msupport Mmax+ _ (w x (Length-2'LP)"2/8) Msupport Mabove door => V1 = w x (Length/2-LP) - w x (edge of door dist+door opening/2) _ Mad = V1*door opening/2 - w x door opening/2A2/2 = 4526.70 ft-Ibs 30875.64 ft -lbs 64670.16 ft -lbs 1178.85 ft -Ib 7173.30 Ibs 16215.08 ft -Ib Tensile stresses: ft support - (Msupport*12/Sgross)'LF = 5.51 psi OK ft door = (Mdoor*12/Sdoorb)*LF = 172.61 psi OK ft max+ = (Mmax+ *12/Sgross)*LF = 78.73 psi OK ft ad =((-Mdoor"121Sdoort)+(Mad'12/Sad))'LF = 159.16 psi OK Ft= 5x.85xsgrt(fc)= 199.34 psi Steel Requirements: As = M/(.9fy"d) SHIPPING Load Factor = 1.5 Tensile Stresses: As support = As door = As max+ = Asad= 0.02 inA2 0.10 inA2 0.22 in"2 0.19 inA2 ft support = (MsupportM12/Sgross)'LF = 6.89 psi OK ft door = (Mdoorl 2/Sdoorb)*LF - 215.76 psi OK ft max+ _ (Mmax+ *12/Sgross)"LF = 98.41 psi OK ft ad =((-Mdoor"12/Sdoort)+(Mad'12/Sad))*LF = 198.95 psi OK Ft = 5 x .85 x sqrt(fc) = 251.43 psi Steel Requirements: As = W(.9fy"d) As support = As door = As max+ Asad= 68m 0.02 inA2 0.13 inA2 0.27 inA2 0.24 inA2 8. Shelter Transport (cont' Lifting Plate load capacity Design for 8 1/2 ton & 12 ton f c = 4,000psi (28 day); for handling use fci = 3,000psi Re: PCI DESIGN HANDBOOK & ACI -349 Handling factor = 1.2 8 1/2 ton design P = 17K assume angle = 70° P = 17 x 1.2 = 20.4 20.4 rod & clevis: 7.42K 20' 21.7K 70' Use 1"(8 112 ton) clevis Re: M°MASTER'S CATALOG pg 426 (1989) 43 11 F„=0.22 F„ Fb=0.75FY Fu > 13.81 1.22 F,, > 17.351.75 V = 21.712 = 10.85K M = 21.712x(4-311116) = 1.70K." 2 A = 0.78541'2 1" dia bar l = 0.0491n4 S = 0.098" fy = 10.85 / 0.7854 = 13.81 ksi ft, = 1.7010.098 = 17.35ksi = 62.8ksi = 23.13ksi Use A572 GR. 50 1" dia rod 69 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 8. Shelter Transport (cont'd) Lifting Plate (cont'd) 8 1/2 ton design (corgi) shear capacity horizontal shear classify lifting plate as an insert V, = 1.4(7.42) = 10.4K 1 a" vertical shear cpV, = (0.85)(0.85)4 sqrt(3000)(3 1/2) (8.75 + 13.75)2 = 24.9K cpV, = > V, therefore QE FAILURE PLANE t 16" ! 12" V„ = 20.4(1.4) = 28.6K shear friction: A, = 0.44 + 0.12(7 + 8.5)1112 = 0.601n2 = 0.60(60){(1.4 x 0.85) Sin 45 + Cos 45} = 55.7K 9V„ = 55.7K > 0.2(3)(7 + 8.514 = 52.6K Sin 45 cpV„ = 0.85(52.6) = 44.7K > V„ 70 8. Shelter Transport (cont'd) Lifting Plate (cont'd) 8 1/2 ton design (cont',) r s co rAlli DOOR . 41 co Co 0 try shear friction: V„=A„fyu A„ = 2(0.31) + (0.44) + 0.12(18.5) = 1.25 12 fy = 60ksi u = 1.4(.85) = 1.19 V„ = 1.25(60) {1.19 (Sin 45) + 803.45} = 116K > V, = 0.2(3) (5.5 + 18.5)4 = 81.5K sin 45 WV„ = 0.85(81.5) = 69.2K > V, = 28.6K OK 71 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 8. Shelter Transport (contl) Lifting Plate (cont'd) 8 1/2 ton (cont'd) bearing pressure vertical P = 20.4K #'G = 3,000psi Fp = 0.7(0.85 x 3,000 x A1) / 1.4 = 1.28 Al AREQ = 20.411.28 = 15.9h2 APROV = 3 7/8 x 4 3/4 = 18.02 a ARE. gl check plate P = 17 x 1.2 = 20.4K fp = 20.41 18.4 = 1.11 ksi 4" t = 0.61" Use 5/8" plate horizontal P = 7.4x1.2 = 8.9" AREQ = P 11.28 = 7fn2 APROV = 1 118(12)2 = 27in2 QK fp = 8.9127 = 0.33ksi M = 0.33(1.125)212 = 0.21"'x' S = 0.0077'' t = 0.22" .•. use 3/8 plate 72 T = fgb2 12 T = 0.56(1.11)(4)2 = 27ksi t2 8. Shelter Transport (cont'cl) Lifting Plate (cont'd) 8 1/2 ton (cont'd) welds vortical 1" dia bar to sideplate: P = 21.712 = 10.85K circum. 1" dia bar = 3.14" fw = 10.8513.14 = 3.45Kr 1/4" fillet side plate to top plate: P = 10.2K w = 3 112" w = 2.9K1" 1/4" fillet weld horizontal side plate to back plate: P = 7.4212 = 3.71K Iw = 12 fw = 0.31"'" 3/16" fillet 73 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 8. Shelter Transport (cont'si) Lifting Plate (cont'd) 12 ton P = 24K P = 24 x 1.2 = 28.8K rod & clevis use 1 114" shackle (12 ton) Re: M`MASTER CATALOG pg 426 (1989) 514. = 15.311.227 = 12.5ksi fb = 0.9610.1918 = 4.99ksi 28.8K 10.5K 20' 30.6K V = 30.6K/2 = 15.3K M = 15.3(4.625 - 4.5)(1/2) = 0.96' 1 114" dia pin A = 1.2271n2 I = 0.1198'"4 8 = 0.19181n3 Use 1 114" dia rod. A572. GR. 50 steel Fy = 65(.22) = 14.3ksi V = 17.5K Fb = 50(.75) = 37.5ksi M = 7.19K" 74 8. Shelter Transport (cont'd) Lit Plate (cont'4) 12 ton (QQnt'd) horizontal Vu = 10.5 x 1.4 = 14.7K cpVc = 24.9K > Vu QK vertical = 28.8K x 1.4 = 40.3K cpV„ = 44.7K > V„ all bearing pressure vertical P = 28.8 A = 28.811.28 = 22.5n2 APRox = 3 718 x 5 718 = 22.8°i2 fp = 28.8122.8 = 1.27ksi plate: M = 1.27(0.56)(4.625J2 = 27ksi t = 0.75" t2 J,orizontal P = 10.5K AREQ = 10.511.2$ = 8.2`i2 < ^PRov = 27"fP = 10.5127 = 0.39ksi M = 0.39(1.125)2/ 2 = 0.247Kr 5 = 0.091°'3 t = 0.23" Use 3/8" plate 75 Use 3/4" plata 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6. Shelter Transport (cont'd) Jift Plate (cont'd) 12 ton (cont'd) welds vejical 1 1/4" dia bar: P = 30.6K / 2 = 15.3K circum. = 3.9271' = Iw fw = 3.9' 5/16" fillet side plate to top plate: P = 14.4K L = 3.5" fw = 4.1' 5/16" fillet horizontal side plate to back plate: P = 10.5K / 2 = 5.25K L = 12 fw, = 0.44' 3/16" fillet 76 9. Fire Rating UBC requires 3.8" thick sand - lightweight concrete for a 2 hour fire rating. The shelter has a 4" thick walls and roof. Therefore the 2 hour rating is provided in the roof and wall members. 10. Thermal Efficiency Wall 1" thick insulation outside air film 4" sand-It.wt. conc 0.19x4 1" foam board insulation 314" fiberglass faced plywood inside air film 1 1/2" thick insulation outside air film 4" sand-It.wt. conc 0.19x4 1 1/2" foam board insulation 3/4" fiberglass faced plywood inside air film 2" thick insulation outside air film 4" sand-It.wt. conc 0.19x4 2" foam board insulation 3/4" fiberglass faced plywood inside air film 2 1/2" thick insulation outside air film 4" sand-It.wt. conc 0.19x4 2 1/2" foam board insulation 3/4" fiberglass faced plywood inside air film 3" thick insulation outside air film 4" sand-It.wt. conc 0.19x4 3" foam board insulation 3/4" fiberglass faced plywood inside air film Roof outside air film 4" sand-It.wt. conc. 0.19x4 4" foam board insulation 3/4" fiberglass faced plywood inside air film = 0.17 = 0.76 = 5.0 = 0.94 = R = 7.55 U = 1/R=0.132 = 0.17 = 0.76 = 7.5 = 0.94 = R = 10.05 U = 1/R = 0.100 = 0.17 = 0.76 = 10.0 = 0.94 = !$ R = 12.55 U = 1/R = 0.080 = 0.17 = 0.76 = 12.5 = 0.94 = R = 15.05 U = 1/R = 0.066 = 0.17 0.76 = 15.0 = 0.94 =9.0$ R = 17.55 U = 11R = 0.057 = 0.17 = 0.76 = 20.0 = 0.94 = DAD R = 22.55 U = 1/R = 0.044 78 11. Wall Openings 1. Opening Sizes Door: 3'-0" x 7'-O" 3'-6" x 7'-O" 4'-O" x 7'-0" 6'-0" x 7'-0" AC Window Unit: 18"high x 28"wide HVAC: case supply return space betw. opn'gs 1 8x20 12x20 20 2 8x28 14x28 18 3 10 x30 16 x 30 30 Wave Guide Plate: 4 x 12 - 17"high x 20 3/4"wide 4 x 8 -11 "high x 20 3/4"wide 4 x 4- 4"high x 20 3/4"wide Exhaust Fan: (one high/one low) 12" sq. -12112"x12112" 16" sq. -16112"x16112" 18" sq. - 18 1/2" x 18 1/2" 20" sq. - 20 1/2" x 20 1/2" 0 0 1 1 1 1 1 1 1 1 Louver: (no other openings in combination with louver) 111 42 112"wide x 50 1/2"high 79 1 1 1 1 1 1 1 1 1 1 11. WALL OPENINGS (cont'd) 2. Opening Combinations - Door and AC - Door and Exhaust - (2) HVAC and Wave Guide - Maximum allowable biockout available 3. End Wall Sizes HEIGHT W 8'-0" I $ x x x D 9LC x x x E 11'-8" x x x x - indicates the shelter is available in that size 4. Out of plane design for end wall 4.1 w/ door max. wind load = 51 psf Ht. = 9'-8" M/ft. = 51 x (9.67)2 = 596v 8 flexure: door size = 6'-0" 8'-0" wide shelter M = 596 x 8/2 = 2384'' x 1.3 = 3100" p = 3.1x12 = 1 .9(60)12(2)2(1-8.85 x p) 69.7(1-8.85 x p) p = 0.01686 As = 0.40 in2Ift 10'-0" wide shelter M = 596 x 10/4 = 1490" x 1.3 = 1937v p = 1.937 x 12 = 1 .9(60)12(2)2(1-8.85 x p) 111.5(1-8.85 x p) p = 0.00982 As = 0.24 int/ft 12'-0" wide shelter M = 596 x 12/6 = 1192v x 1.3 = 1550v p = 1.55x12 = 1 .9(60)12(2)2(1-8.85 x p) 139.4(1-8.85 x p) p = 0.0077 As = 0.18 in2/ft 11. WALL OPENINGS (cont'd) shear: cpV, = (.85)22 x sqrt(4000) x 2(12) = 2190# V„/ft = 51(1.3)9.67/2 = 321#" V„ = 321 x 812 = 1282# < (Wu = 2190# okay 4.2 w/ penetrations max. Toad: 0.75 pba1 = 0.75(0.85)2(4/60)87(87 + 60) = 0.02138 As = 0.513 int/ft Map Wal = 0.9(60)12(2)2(0.02138)(1-8.85x0.02138) = 44.91(' = 44.9 x 8 = 246#" = 51 psf x 4.8' 12 x 1.3 x (9.67)2 Therefore 3/4 of the shelter width_ may be openings (max), 10 0 0 11 0 0 12 7 8 9 © © 0 4 5 6 0 0 4" THICK cr Nr 1 2 3.5' I 3 7.0' ! 13.9 K (SEE ENDWALL DESIGN) MEM CI A(in2) 166 y,(k) m(k') 1 10 40 333 3.68 4.48 2 10 40 333 6.46 6.34 3 10 40 333 3.75 4.78 4 10 40 333 3.56 4.22 5 10 40 333 5.81 7.05 6 10 40 333 4.53 5.30 7 '12 48 576 2.94 5.41 8 12 48 576 3.40 6.40 9 12 48 576 2.13 4.22 10 12 48 576 2.60 5.30 See Attached Computer Output For Model of In -Plane Toads 81 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 End Wall With Openings Lateral Design Units Option : US Standard AISC Code Checks : No Shear Deformation: No P -Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. (ft)-- (ft) (in,Klin)----(in,Kfin)----(r,K-ft/r) (F)-- 1 0.00 0.00 R R 1 0.00 2 3.50 0.00 R 1 0.00 3 7.00 0.00 R 1 0.00 4 0.00 3.34 R 0.00 5 3.50 3.34 R 0.00 6 7.00 3.34 R 0.00 7 0.00 4.92 0.00 8 3.50 4.92 0.00 9 7.00 4.92 0.00 10 0.00 7.25 0.00 11 3.50 7.25 0.00 12 7.00 7.25 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) (Ksi) (F) (K/ft3) (Ksi) 1 2675.00 0.30000 0.65000 0.118 1.000 Section Database Matl. Area Moment of As yly Label Shape Set Inertia Coef (in" 2) (inM) COLUMN 1 40.00 333.000 1.20 BEAM 1 48.00 576.000 1.20 81a End Wall With Openings Lateral Design I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in) ----(in) (ft) -- 1 4 - 7 COLUMN 1.58 2 5 - 8 COLUMN 1.58 3 6 - 9 COLUMN 1.58 4 7 - 10 COLUMN 2.33 5 8 - 11 COLUMN 2.33 6 9 - 12 COLUMN 2.33 7 7 - 8 BEAM 3.50 8 8 - 9 BEAM 3.50 9 10 - 11 BEAM 3.50 10 11 - 12 BEAM 3.50 Panel Panel Comers Matl Number UL UR LR LL Thickness Set (m) 1 4 5 2 1 4.000 1 2 5 6 3 2 4.000 1 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 LATERAL 1 Nodal Loads, BLC 1: LATERAL Node Number Global X Global Y Moment (K)(K-ft)--- 12 13.900 0.000 0.000 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 lateral endwall 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 End Wall With Openings Lateral Design Load Combination is 1 : lateral endwall Nodal Displacements Node Global X (in) 1 2 3 4 5 6 7 8 9 10 11 12 0.00000 0.00222 0.00306 0.00498 0.00407 0.00466 0.01114 0.01118 0.01143 0.02925 0.03041 0.03348 Load Combination is 1 : Reactions Global Y (in) 0.00000 -0.00000 - 0.00000 0.00208 -0.00047 -0.00193 0.00298 -0.00030 -0.00299 0.00354 - 0.00018 -0.00368 lateral endwall Rotation (rad) 0.00000 0.00000 0.00000 -0.00000 -0.00000 - 0.00000 -0.00040 -0.00031 -0.00046 -0.00037 -0.00021 - 0.00045 Node Global X (K) 1 2 3 4 5 6 Totals -13.90000 0.00000 0.00000 0.00000 0.00000 0.00000 -13.90000 Load Combination is 1 : Member End Forces Global Y (K) -14.11361 3.89065 10.22297 0.00000 0.00000 0.00000 -0.00000 lateral endwall Moment (K -ft) 0.00000 0.00000 0.00000 4.48238 6.33950 4.77509 15.59696 Nodes 1 -End J -End No I 3 Axial Shear Moment Axial Shear Moment (K) (K) (K -ft) (K) (K) (K -ft) -- 1 4 - 7 -5.07 3.68 4.48 5.07 -3.68 1.34 2 5 - 8 -0.94 6.46 6.34 0.94 -6.46 3.87 3 6 - 9 6.01 3.75 4.78 -6.01 -3.75 1.15 4 7 - 10 -2.13 3.56 4.07 2.13 -3.56 4.22 5 8 - 11 -0.47 5.81 6.50 0.47 -5.81 7.05 6 9 - 12 2.60 4.53 5.25 -2.60 -4.53 5.30 7 7 - 8 -0.12 -2.94 -5.41 0.12 2.94 -4.87 8 8 - 9 -0.77 -3.40 -5.50 0.77 3.40 -6.40 9 10 - 11 -3.56 -2.13 -4.22 3.56 2.13 -3.23 10 11 - 12 -9.37 -2.60 -3.82 9.37 2.60 -5.30 81c End Wall With Openings Lateral Design Load Combination is 1 : lateral endwall Panel Corner Forces Panel UL UR LR LL No X Y X Y X Y X Y (K) (K) (K) (K) (K) (K) (K) (K)-- 1 3.68 5.07 5.80 7.20 4.42 1.84 -13.90 -14.11 2 0.67 -6.26 3.75 -6.01 -0.00 10.22 -4.42 2.05 81d 11. WALL OPENINGS (contsd) 4 x 10 section: Vu = 6.46k Mu = 7.05k pVV = (0.85)2(2) {sgrt(4000)}(4)8.5 = 3107# shear: cpV, = 0.85(0.04)(60)(8.5) = 4335# 4 cpV„ = 3107 + 4335 = 7442# >Vu = 6460# Therefore 4x4 - W4xW4 WWF is okay flexure: p = 7.05 x 12 = 1 .9(60)4(8.5)2(1-8.85 x p) 184(1-8.85 x p) p = 0.00517 As=0,19 int 4 x 12 section: Vu = 3.40' Mu = 6.40k' shear: cpVG = (0.85)2(2){ SQRT(4000)}4(10.5) = 3.84 k > Vu Min. Shear Reinf. Is Available Therefore 4x4-W4xW4WNFisokay flexure: p = 6.40x12 = 1 .9(60)4(10.5)2(1-8.85 x p) 310(1-8.85 x p) p = 0.00332 As = 0.00332(4)10.5 = g.,1,12 82 11. WALL OPENINGS (cont'd) 4. Out - of - Plane (cont'd) 4.3 ppterrnjne Allowable Amount of Openings W/ Various Wind Speeds If ratio of concrete to openings = 1 : 1.5 Assume: #5/ft Ai = 0.31 in2/ft --> p = 0.31 / (2)(12) = 0.01292 (or 244) Flexure Mau = 0.9(60)(2)2 12(0.0129)(1-8.85 x .0129) = 29.6k. Wal = 29.6 x 8 = 1621r 12 x 1.3 (9.67)2 p = 51 psf 162 = 3.17 51 Use 1:2 Ratio Of Concrete To Openings Shear PVC = (0.85)2(2),14000 (2)(12) = 2193° WSH = Ilk x_2_ = 348''>W, 1.3 9.67 .•. flexure controls 83 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11. WALL OPENINGS (cont'd) 4. Out - of - Plane (cont'd) 4.4 Check in - Plane Loads Wind P (Psf) 51x36.3x11.114x1.3 Seismic Shear © top of wall (k) 6.68k —> Use narrowest width since that allows the least concrete available to resist Toad. HEIGHT roof wt = 8.33(36.3)(4.75)118 = 14.12 Q'=Q" 1,QLQf 1 ' 12 snow = 50 x 8.33(36.3) = 15.12 wall = (H)/2(4112)118(36.3)2 = 12.85 14.28 15.23 W = 42.09 43.52 44.47 Zone 4 V = 0.556(0.54)(W/2)(1.1)(1.3) = 9.03k 9.34k 84 9_54k 11. WALL OPENINGS (cont'd) 5. in plane design of end wall 5.1 w/ door opening 8'-O" wide x 8'-0" (+12") high end wall: 4'-0" wide door (Re. computer output attached) flexure: Mu = 33.2' X 12 = 398" p = 398 = 1 = 0.00377 .9(60)4(22.5)2(1-8.85 x p) 275.5(1-8.85 x p) ATOT = (Asm = 0.38) + (At = 2.00 x 1.3 / 54 x 2) = 0.404n2 #6 (or 244) p = 398 = 1 = 0.00723 .9(60)4(16.5)2(1-8.85 x p) 148 (1-8.85 x p) ATOT = (ASm = 0.27) + (At = 5.1 x 1.3 / 54 x 2) = 0.33in2 #6(or 244) M„ = 3.24k' x 12 = 38.9' p = 38.9 = 1 = 0.00973 _9(60)4(4.5)2(1-8.85 x p) 112(1-8.85 x p) ATOT = (Asm = 0.08) + (At = 2 x 1.3/54 x 2) = 0.104in2 #5(or 244) shear: member 1 & 2 V„ = 4.56k cpV, = (.85)SQRT(4000)4(22.5).85 = 4.1k (Ns) = (bM,)50/f,, = 0.0033 s = 4" Av = 0.0133 use 4x4 - W4xW4 WWF for shear reinforcement member 3 Vu = 10.97k cpV, = (.85)SQRT(4000)4(16.5)(.85)(2) = 6.0k cpV` = 0.85(0.Q4)(60)(16.5) = 8.42k 4 min = 6 + 8.42 = 14.42k > V„ use 4x4 - W4xW4 WWF for shear reinforcement See Attached Computer Output For Model Of In -Plane Loads 85 8' x 9' Endwall with 4' x 7' Door Opng Lateral Design Units Option : US Standard AISC Code Checks : No Shear Deformation: No P -Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node No X-Coord (ft) Boundary Conditions Y-Coord X-dof Y-dof Rotation (ft) (in,Klin)----(in,K/in)---(r,K-f /r) 1 0.00 0.00 R R 2 6.00 0.00 R 3 0.00 8.00 4 6.00 8.00 Temp. (F)-- 0.00 0.00 0.00 0.00 Material Label Elastic Poisson's Thermal Modulus Ratio Coefficient (Ksi) (F) 1 2675.00 0.30000 0.65000 Weight Yield Stress Density (Fy) (K/ft3) (Ksi) 0.118 36.000 Section Label side top bottom Database Matl. Area Moment of As y/y Shape Set inertia Coef (in^2) (in^4) 1 96.00 4608.000 1.20 1 72.00 1944.000 1.20 1 24.00 72.000 1.20 I J I Releases J No Node Node Section xyz x y z 1 2 3 4 1 2 3 1 - 3 - 4 - 4 - 2 side side top bottom End Offsets Sec Sway I J Length (in) (in) (ft) - BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 lateral 1 85a 8.00 8.00 6.00 6.00 8' x 9' Endwall with 4' x T Door Opng Lateral Design Nodal Loads, BLC 1: lateral Node Number Global X Global Y Moment (K) (K) (K -ft) ---- 3 9.030 0.000 0.000 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 lateral endwall 1 1 Load Combination is 1 : lateral endwall Nodal Displacements Node Global X Global Y Rotation (in)- (in) (rad) 1 0.00000 0.00000 -0.00245 2 0.00502 -0.00000 -0.00237 3 0.19528 0.00410 -0.00105 4 0.19361 -0.00410 -0.00100 Load Combination is 1 : lateral endwall Reactions Node Global X Global Y Moment (K) (K) (K -ft) 1 -9.03000 -12.04000 0.00000 2 0.00000 12.04000 0.00000 Totals -9.03000 0.00000 0.00000 Load Combination is 1 : lateral endwall Member End Forces Nodes 1 -End J -End No I J Axial Shear Moment Axial Shear Moment (K)- (K) (K -ft) (K)- (K) (K -ft) -- 1 1 - 3 -10.97 4.56 3.24 10.97 -4.56 33.20 2 2 - 4 10.97 4.47 3.21 -10.97 -4.47 32.59 3 3 - 4 4.47 -10.97 -33.20 -4.47 10.97 -32.59 4 1 - 2 -4.47 -1.07 -3.24 4.47 1.07 -3.21 8'x 10' Endwall with 4' x 7' Door Opng Lateral Design Units Option : US Standard AISC Code Checks : No Shear Deformation: No P -Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. {ft) (ft)(in,KTin)----(in,Kfm)-_-(r,K-ftir) (F)- 1 0.00 0.00 R R 0.00 2 6.00 0.00 R 0.00 3 0.00 8.50 0.00 4 6.00 8.50 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) (Ksi) (F) (K/ t3) (Ksi) 1 2675.00 0.30000 0.65000 0.118 36.000 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef (in^2) (in^4) side 1 96.00 4608.000 1.20 top 1 120.00 9000.000 1.20 bottom 1 24.00 72.000 1.20 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length {in) ----(in) (ft) -- 1 1 - 3 side 8.50 2 2 - 4 side 8.50 3 3 - 4 top 6.00 4 1 - 2 bottom 6.00 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 lateral 1 8' x 10' Endwall with 4' x 7' Door Opng Lateral Design Nodal Loads, BLC 1: lateral Node Number Global X Global Y Moment (K) (K) (K -ft) ---- 3 9.340 0.000 0.000 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 lateral endwall 1 1 Load Combination is 1 : lateral endwall Nodal Displacements Node Global X Global Y Rotation (in) (in) (rad) 1 0.00000 0.00000 -0.00209 2 0.00516 -0.00000 -0.00202 3 0.15959 0.00489 -0.00037 4 0.15856 -0.00489 -0.00035 Load Combination is 1 : lateral endwall Reactions Node Global X Global Y Moment (K) (K) (K -ft) 1 -9.34000 -13.23167 0.00000 2 0.00000 13.23167 0.00000 Totals -9.34000 0.00000 0.00000 Load Combination is 1 : lateral endwall Member End Forces Nodes 1 End J End No 1 J Axial Shear Moment Axial Shear Moment (K) (K) (K -ft) (K) (K) (K -ft) --- 1 1 - 3 -12.32 4.74 2.77 12.32 -4.74 37.55 2 2 - 4 12.32 4.60 2.73 -12.32 -4.60 36.35 3 3 - 4 4.60 -12.32 -37.55 -4.60 12.32 -36.35 4 1 - 2 -4.60 -0.92 -2.77 4.60 0.92 -2.73 8' x 10'-8" Endwall w/ 4' x 7' Door Opng Lateral Design Units Option : US Standard AISC Code Checks : No Shear Deformation: No P -Delta Effects : No Redesign : No Edge Forces : No A.S.LF. : 1.333 Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. (ft) (ft) (in,Klin)----(in,Klin)---(r.1( fth) (F)- 1 0.00 0.00 R R 0.00 2 6.00 0.00 R 0.00 3 0.00 8.58 0.00 4 6.00 8.58 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) (Ksi) (F) (Kift3) (Ksi) 1 2675.00 0.30000 0.65000 0.118 36.000 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef (in^2) (in^4) side 1 96.00 4608.000 1.20 top 1 152.00 18291.000 1.20 bottom 1 24.00 72.000 1.20 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway 1 J Length (in) ----(in) (ft) - 1 1 - 3 side 8.58 2 . 2 - 4 side 8.58 3 3 - 4 top 6.00 4 1 - 2 bottom 6.00 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 lateral 1 85e 8' x 10'-8" Endwall w14' x 7' Door Opng Lateral Design Nodal Loads, BLC 1: lateral Node Number Global X Global Y Moment (K) (K) (K -ft) ---- 3 9.540 0.000 0.000 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 lateral endwall 1 1 Load Combination is 1 : lateral endwall Nodal Displacements Node Global X Global Y Rotation (irk) (in) (rad) 1 0.00000 0.00000 -0.00207 2 0.00525 -0.00000 -0.00199 3 0.15598 0.00511 -0.00026 4 0.15515 -0.00511 -0.00025 Load Combination is 1 : lateral endwall Reactions Node Global X Global Y Moment (K) (K) (K -ft) 1 -9.54000 -13.64220 0.00000 2 0.00000 13.64220 0.00000 Totals -9.54000 0.00000 0.00000 Load Combination is 1 : lateral endwall Member End Forces Nodes I End J End No I J Axial Shear Moment Axial Shear Moment (K) (K) (K -ft) (K) (K) (K -ft) -- 1 1 - 3 -12.74 4.85 2.74 12.74 -4.85 38.91 2 2 - 4 12.74 4.69 2.70 12.74 -4.69 37.50 3 3 - 4 4.69 -12.74 -38.91 -4.69 12.74 -37.50 4 1 - 2 -4.69 -0.91 2.74 4.69 0.91 -2.70 11. Wall Opejings (cont'd) 5. In plane design of end wall (cont'd) 5.1 w/ door opening (cont'd) member 4 V„ = 0.38 x 1.3 = 0.5k cpV, = (0.85)2SQRT(4000)4(6.5) = 1.19k use 4x4 - W4xW4 WWF for shear reinforcement 8'-0" wide x 9'-0" (+1211) high: flexure: M, = 37.55r x 12 = 451r p = 451 = 1 .9(60)4(22.5)2(1-8.85 x p) 242(1-8.85 x p) ATOT AREQ shear: = 0.00429 = (As, = 0.25)+(At = 4.8x1.3/54x2) = 0.31in2 #6(or 244) = 0.00429(4) 22.5 = 0.39h,2 member 1 & 2 V, = 4.74k cpV, = (.85)2 SQRT(4000)4(22.5) = 4.1k (A„/S),,,r, = 50b /fy = 0.00333 S = 4 A„ = 0.0133 x3 0.0400 in2/ft use 4x4 - W4xW4 WWF member 3 Vu = 12.32k cpV, = (.85)2 (2) {SQRT(4000)}4(28.5) = 10.4k cpV, = 0.85 (0.04)(60)(28.5) = 14.5k 4 cpVn = 10.4 + 14.5 = 24.9k > V„ use 4x4 - W4xW4 WWF 8'-O" wide x 9'-8" (+12"): flexure: M„ = 38.91 k. x 12 = 467k" p = 467 = 1 = 0.00445 .9(60)4(22.5)2(1-8.85 x p) 234(1-8.85 x p) ATOT = (ASm = 0.23) + (At = 4.3 x 1.3 / 54 x 2) = 0.291n2 #6(or 244) = 0.00445 (4) 22.5 = 0.40m2 AREQ 86 1 1 1 1 1 1 1 1 1 1 1 1 1 1 APPENDIX "A" 1 1 1 1 1 1 1 f 1 1 1 1 1 1 1 1 1 1 1 PFS Corporation 14 SEWN TESTGATE DRIVE CREDSBCRo. NORTH CAROL8IA 2140? TEL.E?NONE= MN) 854-914 PROJECT: Bullet Resistance Test DATE: February 6, 1990 Reported To: UHR-Rohn P.O. Box 2000 Peoria, Illinois 62656 On January 16, 1990, our representative, Melvin Johnson arrived at Van Doren Industries, Hays, Kansas and was metby Mr. Richard Malmberg, General Manager. Mr. Malmberg and our representative discussed the bullet test procedures to be followed before conducting the actual tests. The bullet resistance test was to be conducted on a wall assembly of the Standard Rohn Concrete Shelter. The tests were designed as closely as possible to meet U.L. 752 weapon and ammunition specifications. The test procedure followed the U.L. listed specifications as shown below. 1) 'Range - 15 feet or less 2) Sample - Rigidly mounted with corrugated cardboard 18" behind 3) jigh.Powered Rife - Based on Sample resistance to one shot. 4) Tests Conducted - At room temperature, 22 degrees + 3 degrees C. (71.6 degrees + 5 degrees 7). There must be no penetration of projectile through test sample, and no spelling of material on projected site to extent that fragments imbed in or damage cardboard. Our representative witnessed the test as follows: Test Panel - Side panel of subject enclosure Material of Panel - 4" thick concrete - 112 density4000 t weight coarse a - psi composed of expanded shale li gh gh aggregate with regular weight sand fines back surface of panel - 1" foam board and 1/2" plywood fastened to panel. Bullet Test Weapon/Ammunition - (1) high power rifle 24" barrel (2) Remington bullets -30-06 rifle -high velocity - 220 grain soft point core Lokt-R 30067. Test Sample - Material was of commercial construction as noted above. The six test shots were fired from a distance of 15 feet and in a grid pattern with cardboard indicator, approximately -1/8" thick, double face, was placed at a distance of 18 inches behind the protected side of the test panel.' Obleervation - Using the designated rifle and ammunition, shots were placed at various locations on the test panel to allow penetration of the projectile with sufficient force to imbed into the panel. It was found in all six samples, that the projectile was imbedded into the panel approximately 1 1/2 inches. There was no penetration of the wall section by the projectile or of any other material. There was no debris released into the interior as the result of the impact and there were 1 1 1 1 1 1 1 1 1 1" 1 1 1 1 1 1 no visible signs on the interior surface of the projectiles' impact. Conclusion - The above referenced, as modified, Bullet Resistance Test Was conducted using til. 752 as the criteria. None of the six (6) samples witnessed allowed the bullet allowed the bullet to penetrate through the test specimen. The samples prevented any debris or damage as required. Thank You. Sincerely, Ken W. Houglan General Manager, Southeast Region cc: Rick Malmberg Melvin Johnson Larry Beineke 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 APPENDIX "3" 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Z 2 OE -- L11 0 w WLU U—I cc SHELTER SIZE SCHEDULE b a b b b i a. a. 2 b b z A b L wA A A A z ti P, 0 Li Li Li Li Li W Ii W Id 0 r Id 0 n kI 0 ed Id 0 Id W 0 N Id 0 Id 0 0 Id Id W Id W Ii W Id W Id W 1 444 of rtgzi i041, X0to o'JOM 75 votookt31.4 111 *WO E3 ; b b b b b b b b A d b b 7n b b z b b b b b b b b /it b b b b P4 n b a b b b S 1 "s 0 0 0 bi 0 53 0 bt 1 bi a 1 bt X 3 GF 0 0 0 0 0 0 0 0 0 yS� 8 ti S u8 .0 b b b b a. Aid a. b b b A 0 A T 1 Zi Zi 1 63 1 0.1. LYS ZLOONeINA 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ar I _,.,iI = 11 I 1 11 II I L_JL—___Jl____J I 11 U 1 rrr----�r----� I 11 11 1 I JL___L_-_-J 1 II II 1 == ==ter ===_4 I 11 11 I ! 11 ,..II L.JL—^^JJJLC.__—'I I r�f IIr____11rI____1I I 11 II I IL_LJJLL _-.-=-JJ1I1LL-___-_J I 11 1 II 11 I 1.J1.....—„,.. jL____J I II 11 I L.JL—_==JL==.= 1 11 11 I 1--1L____,____ ., kVig 11 i4 Oz li 1 Zi L9949 Fto II 'Y1ectd 1S 0Ar 3N 11! `331'Mll o IE3 L.L zvs Lt00Newn A2.0 r 00 4 0' s t u i 4 Qo I 6 4 0 8 00 IN u C b 0 0 0 0 0 0 U C 0 P O 0 0 8 0 Lr C 0 0 go t z 4 J a z 0 a zz 00 0 re 0 0 a J N PERIMETER BEAM ;: it 40 1111 ▪ 1;:z• id! 1 ig ;47 g tgzi L%1 .ti ri r 41 4 c 0l Da r 0 0 k 0 n A u S. u. as L la 0 c a c a s io O 0 1 N X U C o t a4 1 0 0 0 coc c c 0 0 0 c' c 0 r P o 0 00 C0 0 �o 3 t $• O 0 a a Op 0 O O1 MIM 8k 33,,,m3MiYp L0$L0 'P011 'mad u uowoo.' 3N LLL 3 g N Sse L -L CYS L LOONUNII A3.O 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - 2 L i1: 1a j 1 4€ s a u) 1-- d, •I MI II Iii 1 ,, jfl Y I ill!' !I8 j htl ,v1 b .1: v 85 ,, ; I; 14i 4r li ij kii ;11 Pi a l s $ 1 1 Ila/ € l• , =a CoLij I l Ep m i a pi II I fii 11 pi z q s ! b ' .s •r 2 g i ;r1 1141 hi .ei lq S., ill 1 i GI it"' 111 l il ! y i Liiitiiit ijj1 4;1114 : ill L3 ijoirs II ti •i i wi ie w d o� o igq 1 i - i ii b iiii Oh 1 i I I ot ,_ i, a 3i. ks -§ ii • As . t 0 , , s er 'i ri re PI 1 Zg it t OY cry 1cz:11 j z 30010 P1PW0 'Wood '15 INNANM 3N 111 1 1 Z. Jo N b 8 b Q 10 b S7 s N i i L MON31 A3.1 0 0 0 D c r Y 0 . s 0 0 0 u 0 00 2 ° 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 w 2 ohe ihD. aW ir fi .:S1 all r - - Ir--1r---rr --I .C1 I INS -74-4- ✓ -I-F- I II II ▪ JL---JL--J..J 1 II II 1 L -JL ---J LJ ✓ -J -ir- r ----1-&-, n I Nes 1 11 11 L-JL---JL---J r -1r ----1 I I 11 L-.JLC.`.,.-.JL- r -1---1r-i�r I -111 4_ J J 1 of Vr---- rr— e—i c g II II I I.Z.JL..•i.:.`JL.- J r e .y 117 I i I I 0 1 31 L_ �.-_JLC itJ �♦--� - 1r-� w"11 i II hIX II IDI 1 L - JL JL-T.J r-Zr---rr-- I II I I 1 • L -JL -- JL -J N r—lr----1 _ _1 I I1 II 1 -1;1E-4-I-L-JL---JL---J wgo II II I' -$ii� L -JL ---JL„^„^... JI 1 11 114 II L -JLC --JL JI y /c0 530Md8 9Vt103 ♦ :/ct-.t NIVI N O i ot j z Z L04 i9 66.+N1 1604,0 IS +NlYP 36 111 'DN'MI113';133 )AfV13 M3 t-1 *VS LIOONMNf1 J Z a J UJ 0 u cel A4.0 1n I C�L{g1 m Cr 1LP I IS irr►L Y1��y} _" 0 11 r 1AAw�A*A • 1 A !p .1•Ri1 I t t-1 *VS LIOONMNf1 J Z a J UJ 0 u cel A4.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 w ?t, 3' S w '—r? — 1 1 �L t. NI -, i --3 N N ~ I----_14 N N N IP[ } i •A' b4 N N N V s } 1 lit 1 ` N e d V el j q i M 'H /h i 34015 + '� `� —191 ._.J4 NII (t1 0111 III I lffl 111N Ii +III y 11 H.- II 1 II 11 YY h I�� li 11444 II f II yNy ' / -�i rol SPACES gII 01‘ II � II` NII II� III XVII I mll II- LIKE Il t 411IN4 II II A kII � r p� II Iy FN II II it I1,NI"` I�j I ix .t =rids 11fl03 CO .1 /0 �- w0 S KY R p 4- i :i al N N & ' -0+ 14111- T b� t _cia_ _ _ EL _ _ 111. __ Llik _ A S30YdS 11103 (6) L-.0 SIDE WALL PANEL 8 1 l� g fr Iz Z1 L0919 fps 'Dl+Oid 'IS+4YP 3N 111 r 0 e. • S— . t sue 4 6� S c 0 c e • 0 "OM WIN SFL JHH] irt3 0 .1 E3 1-1 LYS L100NWNfl ROOF PANEL 0 'll 8 A5.0 1 0 c 0 0 ro 0 0 0 v 0 0 c 0 0 •o 0 0 c 0p L 0 0 v 0 Y � N - 1 y { S Y Li o p eV HinII 1-- r E3 Il. —yhi�i_' it :1111 ,1,! u (II N 11 II SII pi• YNII 0g N I a 1II ) II NII } i k g aj § '° N B ,I� - do no.. 0 .=/�I I II hN PY II A II Iii nh IliII �I II II II II Ilk �I �lil n"1511 'H /h i 34015 + '� `� —191 ._.J4 NII (t1 0111 III I lffl 111N Ii +III y 11 H.- II 1 II 11 YY h I�� li 11444 II f II yNy ' / jJ.%�1S gII 01‘ II � II` NII II� III XVII I mll II- LIKE Il t 411IN4 II II A kII � r p� II Iy FN II II it I1,NI"` I�j I ix .t =rids 11fl03 CO .1 0 .1 E3 1-1 LYS L100NWNfl ROOF PANEL 0 'll 8 A5.0 1 0 c 0 0 ro 0 0 0 v 0 0 c 0 0 •o 0 0 c 0p L 0 0 v 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3d0'6 '>t'11Y .1 0 N f-- g €w Mg 313I 306NI 1N$I3H 1f31131-5 E gigiqwe _ 11 kb IP IP g- K .. z 0 /_/� 0 V -I W n co CO CO p WW CC N p; Iw;;; O�am~p .;.40,4 iiJ( N gi 20W z 4 W z wo ! Iri orP W lot , ,, zco J W hrw- °" N o I iiiii : j 1 k41444E1 1 A Z091i MoNlid *Woad uog-N4Pr 3N 111 0 t 1 \ l — \ \ t: . \ f TM 1rnII-ti �3' 11mr2 i* R1t7� - MI OW..._ _ _____ :?,45t lin m. 313I 306NI 1N$I3H 1f31131-5 E gigiqwe _ 11 kb IP IP g- K .. z 0 /_/� 0 V -I W n co CO CO p WW CC N p; Iw;;; O�am~p .;.40,4 iiJ( N gi 20W z 4 W z wo ! Iri orP W lot , ,, zco J W hrw- °" N o I iiiii : j 1 k41444E1 1 A Z091i MoNlid *Woad uog-N4Pr 3N 111 0 t 1 'M'MR 8tl3'i EIN21)llV M3 33 1-1 OVS Z100NMYf1 lig _ ! Vim�WTer 1! 0 D 0 0 0 Y U 0 O 0 A6.0 8 0 0 b 00 0 a a CP 0 \ l — \ \ t: . \ f TM .0-.1 b f E 'M'MR 8tl3'i EIN21)llV M3 33 1-1 OVS Z100NMYf1 lig _ ! Vim�WTer 1! 0 D 0 0 0 Y U 0 O 0 A6.0 8 0 0 b 00 0 a a CP 0 11. 3Q 0 Gz y0 :i ZO 00 Ua w O CD F- O z 0 1- W z az 00 O v `a 3 Z 00 y 410 N • 0 c O= Cff i1 Q' 'am Mn sa a»rrn 709&t r.41911 'Wald �s S Sj$r r< 1111 —I- O a� Z Z w0- 0 I z LL 00� H CC W O rA M 1.4 ['9S C10ON9Nn 4, 0 0 0 u u 1. ° 0 0 0 • 0 1n r c t o° • 0 ar e 0 c 0 s° a 0 A7.0 r. cn Sccw d w It VI i a Ou s 0c El w E tO i X w re 'g i= o 5 6 e c z u�i v. OI` ox o �'0 a Z07[4 �! l�d '7$�JYr 3HII 1 i 1 4. 0 0 4 b 0� .1 v L 4 C D S • C a b L 0 E3 RD 1.1 ONS L I00IwNf1 A8.O 0 C 0 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 8 0 • Eii I§ lik 1'1 0 0 13 l -t 615 LI00N71Nf1 A9.0 0 g 0 0 tl0o c1 0 0 e 1 L 0 0ve 0 0 v s°p 0 4 v 0 0 4 0 PIC O ' l 4 � r 0 a lo a 0 00.6 ■s.Jyn "doom IS 6MT 7N 111 ‘`mr1135° i.1 016 t 10060Md h"' I t 1 e;111:11:i 111 ill I . III 11116s� E 1-1111i �Ijjii 1s € 1ti� 1s 1 t 11 -22 Ii 6 6 VP Ela ++ hh $'i 116 111111 B. F 1 I lit 1 IA 14 lig Ili ig;t N � IfS fl a a 1 i''1 IL r -il E_ ?' a fish € iei ` za Ill i till I li 11gi i € �# S:_ i !Ile -i g an! 1 �a� a it ill i �� a e�Ili ilas ii jts I loll � ii d 1 I s i ill it !Iiiiv il 1 �� _ l`illi t VvC`ES1 i .3b bkiEnII3L ■slif if2222Ei; filliill ii il-. ti1M h 111111 i ;I l frill it ii it 441 4:111 ; d 1. pis il Li ; ill f:es Iii ! di! it 'AI h 1 � H N " h .4:i, A10.0 0 0 0 0 L 0 V C 0~ 0 0 Q 00 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 U 0 5 N .r. 41. 44 .411 Rim 1 N 0 1 (1((1(19 t'a J., ci i J�i n n 0 v A 1 EQUIPMENT UST DESCRIPTION 1 V tg 1 1 0 0 0 v 1 A O Z 0 0 Q 0 z 0 0 l 1/11 tgoo I 4000 i 441;1 Inigdd ai ri i rS BO .6 ,® ELEVATION A sv Z .94 ZOOM *4 I 'aY"d 1S .'Hr 74,1 it 'ON 'MII 8733N�np )ul►"'10 Y 0 0 w 0� L s 0 d 0 E3 t -t t3S L10ON1Nf1 ELEVATION D LL 4 E1.0 0 8f c 0 0 0 c 20 pimp 122 .0 41 i; g. 11 115 Ioaw 11 WI! ° E ni � 4 No :! i191 §! ifgg ih ;ii Al a I W. ;g1 Yti Mph wgg find ir 4 ri e Acs M oi G 44401 11 O1 20914 hill 'q+ Id 04.40e 314 111 r 00 0' S U 0 6 a nICM•1111LEENEIN3 *MD L=L Z3S ZL00NaNn ;14:;;11 o 8 E 8 g n - 5gg i •s WON 8-fs -f� °d 1d1 $1 iv.$if, t I RN, qgg: o 3 w� g id !Igo i; 41 41 *,, id ilw 1; it 4 ro v.! 101 iv g 1 0151-z aaRA !1. gilt.§ !NI MIA 112ac � .11E3AL ry 50 �� i u Li n� 11 iga ; leg "� W 0.W ! al / W Lk WA Z N Y igi k i yyy��g...rrr��� 5I t !IN K er ri v r ri r n Pi r O e n o d tg e t E2.0 0 0 0 0 t L 0 0 0 0 0 0 Z 0 L Lf Y 0 o 0