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Home My WebLink AboutApplication- PermitT 1 , Job Address GARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109 8th. Street, Suite 303 Glenwood Spr np, CO 81601(970) 945-8212 Nature of Work Building Permit No. 8590 Um of BuildingEPA Lr1f\;�R\.l Or he;r\ Owner a Contractor Amount of Permits ab10 bLC-) Date Clerk NOV-01-2002 FRI 03:17 PM COLO ROCKY MTN SCHOOL FAX NO. 9709639865 GARFIELD COUNTY BUILDING PERMIT APPLICATION lEShh}ONE: (14.170)945 8212 GARFIELD COUNTY(GLENWOOD SPRINGS), COLORADO �,� INSPECT ION LTNI( (920384-50 0 ('�3 PERMIT NO. � S CIO) PARCEUSCI IEDIJLE NO0231 3 - 3 3 1— 00 -01e - P. 0 -01e - 10B ADDRHSS. 2 3 4 5 6 7 8 9 10 1D1 NO P. 01 1443 CA -1 Re pc (a(bcncAl-c BUCK NO. SUBDIVIS1ONQFx FT/ON IWMIA61vacPIJA ki &Li ton Sc e.% "m.' ,yn c}y a \ loc, Abe—Lk CwnACfq ALIT'I1 WT?LIIIMTA 1I), PT OFWINNO r0i_NW WO.L Cams > C1 AOW� 1i `6 W %K5N.C... ?1)o GTS 41AM .Y Mt_ pwhv D OtlVIWAT 1,0116T OvIstle ODO„E,A A c uT® MMI cwPor 1M PM Pa (IC Wt fir NO. MOVE 041.Igra.W a�A ,oan, MON SITE SEWAGE®ou luno eareeruN VI oPITAUW Vni uuTONowoR, SiM,J ARCM= VAIAOmpowl 500 I. av - vEc.LrWrunoue � K3L4,MS-FC tIC RicaRo /A!1 FY Sr0.u� qL cox/P Rag, 4mw - y 70 .Arcck.oE >LCcrrows To Tv s AN, T—¢w.PwAuS C' /KELQ To SCI4 -044_ ,usPccnous.Z44 NOTICE - ,V4 A SEPARATE FLI CFR1CAL PERMIT IA REQUIRED AND MUST BE MIXED BY THS STATS OF COLORADO THIS PERMIT BECOMES NULL AND VOID IF WORK (M CONSTRUCTION AUTHORIZED IS NOT COM hOENVED WITHIN I/O DAYS, OR 7 CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 110 DAYS AT ANY TIME AFTER WORK IS COMMENCED 1 HEREBY CERTIFY THAI 1 HAVE RLAD ANT) EXAMINED IRIS APPLICATION AND 1OR)W TIE SAME TO BE 'TRUE AND CORRECT. ALL PROVISIONS OF IAWS W VEENINO'TBS TYPE OF WORK WILL RE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. TIE GRANTING OF A PER6QT DORS NOT PRESUME TO GIVE AIl1TR)RIIY 143 VIOLATE OR CANCET. THS PROVISIONS OF ANY OTHER STATE 01 LOCAL LAW RECILIA TING CONSTRUCIION OR TIS PERFORMANCE OF CONSIEUCIION PLAN CHECK FEE: Ri.4) TOTAL FEE ZONING. MANU. HOME PERMIT FEY. 1zs,16- DATE PERSIL LSSUFD, CONST. TYPE, N SETBACKS RSDS NO. & FEE. AC PERMISSION IS HI]ILBY (RANTED TO MW APPLrM( AS O T OWNER. BYTHA\DO%MAORNTOFTIS CONTRACTOR OR OWNER TO CONSf0.U(T AR?91RVCIVWi DETAILED ON PLANS AND SPECIFICATIONS 5UBMBTED TOe AND REVIEWEDBY 77S RUBDDNODETARTA¢NT. DI CONSIDERATION OF THE. ISSUANCE OF THIS PERMBP, THE SIGNER HEREBY AGREES TO COMPLY WITH ALL BURDBtp CODES AND LAND I! SE PEC1 M A T IQNS ADOPTI•D L GARFIELD COUNIY PURSUANT TO Al/THOR/Iy GRAN 1N 30 ?2.71 05 AS AIMADW Tit SIGNER FURTHER ACAPP5 THAT IF TIS ABOVE SAID ORDINANCES ARP. NOT FVLI COMPLIED WDH IN 111E LOCATION ERECTION. CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PRIMO MAY THEIN BE REVOKED (IY NOTICE FRO TM' COUNTY &ND'IHAT THEN AND THEM. IT SAIAIS.BECOBIE NULS, AND VOID. THE ISSUANCE.. OF A PERMIT BASED UPON PIANS, SPECIFICAIIONS AND OTHER DATA SHALL NOT PREVENT THE BUBDING OFFICIAL FROM IHGTAIIRR fP.QUIR MG 11 CORRECTION OF HAEMES W RAID PLANA, SPECIFICATIONS AND ODER DATA OK FRO PREVENTING BUILDING OPERATION BEING CARRIED ON 111EMLUNDER WFIFN VIOLATION OF 11B5 CODE OR ANY OILER O%DLNANCE OR REGULATION OETIBS TURLSOK770N. THE REVIEW OF THE strewn -I) PLANS AND SPECIFICATIONS AND WSPP.CUONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF A) RESPONSIBILITIES OR LLW LTI1ES BY GARFT LD COUNTY FOR ERRORS, OMISSIONS OR. DDXXEPANCIET. TAE RESPONSIBILITY FOR muse ITLMS AND )MPT EMLNTATB DIMING CONSTRUCTION RESTS SPECIFICALLY wTIIIHE ARCIBFECT, DESIGNER BUILDER ANDOWNER COMMENTS AAE INTENDED TO BE CONSERVATIVE AND W SUPPOI OP THE OWNERS IN ERLST. Cartoon rd I MIRED Y ACKNOWLEDGE THAT I HAVE BEAD AND ISI UNDFRSTANp DIE. AGREEMENT ABOVE. j@' l�1 L) 'At I± of .4I CO hit NV -01-2002 FRI 03:18 P11 COLO ROCKY NTN SCHOOL FAX HO. 9709639865 P. 02 sg'J - 3g70 The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspectot; 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 washbowl, tub or shower, toilet stool, hot and cold running water, uon-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 1997 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 glade 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 VACATING . PREMISES UNTIL ABOVE CONDITIONS ARE MEI•., 1 understand and agree to abide by the above conditions for occupan,'6p,e and the issuance of a Certificate of Occupancy for the dwelling under building permit #J Signature Bpcont082002 ziffloa Date ' i, 1 PLAN REVIEW CHECKLIST Applicant e S Date //— Building 4 Engineered Foundation ANT Driveway Permit y p(. 4 Surveyed Site Plan Nor v/R.4; 7 N. 4 Septic Permit and Setbacks LL4Grade/Topography 30% U.A Plan review -File Notes 41, ,0 Attach Residential Plan Review List D.g Minimum Application Questionnaire id A Subdivision Plat Notes v. Q Fire Department Review Valuation Determination/Fees Planoing/Zoning Property Line - backs 30ft Stream - tbacks Flood P1 Buil Height Zo ' g Sign -off Su division Plat Notes oad Impact Fees HOA/DRC Approval Grade/Topography 40% Planning Issues Red Line Plans/Stamps/Sticker 4,4 Attach Conditions 1L° `�Ap lication Signed y— iavpht Plan Reviewer To Sign Application ParceVSchedule No. GENERAL NOTES: onf. 69W IMP Plans to be included for a Building Permit must be on draft 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 pound per square foot. up to 7,000 feet in elevation, an 80 M.P.H. windshear, wind exposure B, windload of 15 pounds per square foot and a 36 inch frost depth. All sheets to be identified by number and indexed. All of the above requirements must be met or your plans will be returned. All plans submitted must be incompliance with the 1997 UBC, UMC and 1997 UPC. 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 identifies the location of the proposed structure, additions or other buildings, setback easements, and utility easements showing distances to the property lines from each corner of the proposed structure prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Slopes of 30% or more on properties must be show on site plan. Yes j ,4 2. Does the site plan when applicable include the location of the I.S.D.S. (Individual Sewage Disposal System) and distances to the property lines, wells (on subject property and adjacent properties), streams or water courses? This information must be certified by a licensed surveyor with their signature and professional stampyn the design. Yes No Not necessary for this project tZ 3. 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 V 4. Is the I.S.D.S. (Individual Sewage Disposal System) designed, stamped and signed by a Colorado Registered Engineer? Yes No Not necessary for this project N/ 2 5. Does the site plan indicate the location and direction of the State, County or private road accessing the property? Yes ,fPs 6. 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 7. If the building is a pre-engineered structure, is there a stamped, signed engineered foundatj 6n plan for this building? Yes No Not necessary for this project 8. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the clearances required between wood and earth?/ Vth?/ Yes No Not necessary for project 9. 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 project ✓ 10. Do the plans include design loads as required under the Uniform Building Code for roof snowloads, (a minimum of 40 pounds per square foot in GarfieLd�County)? Yes No Not necessary for this project .// 11. Do the plans include design loads as required for floor loads under the Uniform Building Code Chapter 16 and Tables 16A, 16B and 16C? Yes ,,// No Not necessary for this project 12. Does the plan include a building section drawing indicating foundation, wall, floor, and roof construction? Yes No Not necessary for this project 5 pL cM 13. Is the wind speed and exposure design included in the plan? Yes No Not necessary for this project / 14. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? Yes No Not necessary for this project kc r�1on� 15. Does the building section drawing or other detail include the method of positive connectiof of all columns and beams? Yes V No Not necessary for this project 3 h, 16. 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 No Not necessary for this project 17. 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 18. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the Uniform Building Code Chapter 31? Yes No Not necessary for this project ✓ 19. 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 20. 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 21. 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 t/ 22. Do the plans include a complete design for all mechanical systems planned for installation in this building? Yes No Not necessary for this project 23. 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 No Not necessary for this project (j1aS 24. Does the plan indicate the quantity, form, use and storage of any ardous materials that may be in use in this building? Yes No Not necessary for this project 4 • 25. Is the location of all natural and liquid petroleum gas furnaces, bo}lers and water heaters indicated on the plan? Yes No Not necessary for this project 26. 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 sexes? Yes No Not necessary for this project ✓ 27. Do the plans indicate that restrooms and access to the building are handicapped accessible? Yes No Not necessary for this project 28. Have two (2) complete sets of construction drawings been submitted with the applicati n? Yes No 29. Have you designed or had this plan designed while considering building and other construction code requirements? Yes No Not necessary for this project 30. Does the plan accurately indicate what you intend to construct and what will receive a final ins�ection by the Garfield County Building Department? Yes ✓ No 31. Do you understand that approval for design and/or construction changes are required prior to ;he implementation of these changes? Yes No 32. 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" or "Road Impact" fees required, at the time you pick up your building p it? Yes No 33. Are you aware that you are required to call for all inspections required under the Uniform Building Code including approval on a final inspection prior to receiving a Certificate of Occupanw and occupancy of the building? Yes \/ No 34. Are you aware that the person signing the Permit Application whether the "Owner", "Agent of the Owner", "General Contractor", "Contractor" or otherwise, signing the applicati n is the party responsible for the project complying with the Uniform Codes? Yes J No • 35. 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. All inspections must be called in by 3:30 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. 1 e S 36. 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 Departmepn at 625-8601. Yes / No 37. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and Plumber to perform installations and hookups? The license number will be required at time of inspection. A/ n Yes No /'� 38. Are you aware, that on the front of the building permit application you will need to fill in the Parcel/ Schedule Number for the lot you are applying for this permit on prior to issuance of the building permit? Your attention in this is appreciated. Yes No I hereby acknowledge that I have read, understand, and answered these questions to the pest of my ability. Signature Phone: e 7C"1 C 7& (days); S wn (evenings) Project Name: C --ca C (,� h...< v °:a \l Project Address: ("I c( .� Ck Note: Date ICC C(: f'ri „_� (� (Q 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. *If 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 :to r co r M '0 r r r N (,9 UL 2-,6 )moi o ll %V am PT:: HUILD NGPA;:TM im"1 nnrr02 fir 1:6 corY 0. mttf cpc» wirsc* t�iillE MANN G;; -Mtge, Of „9l/LLv-,1.i W_ z 0 a .9l/C8,ll w w cn Wood Framing for Dude -Tex Bouldering Walls Bouldering walls may be framed in wood. but walls that are subject to the loads from climbing rope anchor points are best framed in steel. 1. Ledgers. Ledgers are horizontal boards (2x6) that will be fastened to the existing building wall(s) at the top of bouldering wall height (12'), and also at approximately half height (6'). Fasten the ledger to the lwilding wall with: �- 2- #8 deck screws/stud in wood stud framed buildings �2 tJ �ltil �i(�l 2- #12 sheet metal screws/stud in steel stud framed buildings 3/8" wedge anchors @ 24" o.c. into concrete walls Install the ledgers continuously behind the bouldering wall. and stop them about I' short of where the bouldering wall ends into the building wall. Framing of the bouldering wall surface shapes. The face framing should be 2x6 material. 2x4 can be used, but may flex just a little bit under heavy load. You will be supplied with a set of drawings that gives precise dimensions and geometry for each of the face plane "shapes" and also a foamboard model of the bouldering wall showing how all the shapes fit together. The dimensions and geometry refer to the exact face of the framing, behind the plywood sheathing. This is generated from a "wireframe" computer model, which means that the dimensions do not take into account the thickness of the materials we are using to build with. Decisions and corrections will have to be made. especially at outside corners (aretes), where the 2x6 material will "fill up the corner" and interfere with the adjacent framing. An experienced and thoughtful carpenter will be needed to create framing that will assemble without interfering with itself. Start by snapping the footprint of the wall on the floor. Create your first shape according to the drawings and taking into account how adjacent shapes will butt into this shape. Fabricate just the perimeter of the shape -don't worry about interior studs for now. Fasten the first shape to the floor with screws or concrete anchors @ 2'0" o.c. Create the next adjacent shape and fit it to the first. Join shapes to one another with through nails and also perforated steel strapping or Simpson flexible angle plates if good through nailing is not possible. Continue across the climbing wall one shape at a time. Brace the shapes back to the ledgers only where needed for now. because we want the ability to muscle and tweak the shapes into position. Use the model to determine overhang angles. Continue until all the shapes are up and in place and the framing looks like the model. Good job! The hard part is done. 3. Interior Studs. Interior studs should be laid out and installed so that the maximum plywood span will be 48". Either end nail or toe -nail the studs in place. An angle clip or joist hanger may be used if good nailing is not possible. 4. Bracing. Bracing can be 2x4 material. The goal of bracing is to tie back each vertical (or mostly vertical) bouldering wall framing member back to each ledger at ledger height. Most shape perimeter members will be adjacent to the next shape perimeter member. and so will be a "doubled" member. Only one brace needs to be attached to these doubled members. Each interior ;ia irg elf stud will need a brace back also, but only at ledger height (the braces should be level). RP Level In addition, we want to install an upwardly diagonal brace from the "lip of roofs" up and back to the upper ledger. Install these approximately every 4' along the lip of a roof. A roof is defined as a surface more than 45 degrees overhanging. Braces should be nailed through the side of the stud they are bracing, and then be toe nailed to the ledgers. Simpson hurricane ties H2 or equivalent will join each brace to the ledger, and may be used at the brace-stud connection if good through-nailing is not possible. 5. Sheathing. .t 2, S OK: ,1-/ 2, 7 3/4' Tongue & Groove Oriented Strand Board (OSB) makes a good sheathing matenal. Other sheathing products may also be used. A T&G sheathing eliminates the need for blocking at joints. Sheathing should be glued with a subfloor adhesive such as PL-400 or equivalent, and then nailed to framing with 8d ring shank nails at 8" o.c. into all framing members. There are a variety of techniques for measuring the geometry of the framing and then cutting the sheathing to fit. A 4' drywall type square and a 2' framing square are good tools to have. A refresher course in high-school geometry is helpful also. T&G joints should be tight, and a bead of glue should be run in the T&G joint before assembly. The perimeter sheathing joints do not have to be particularly tight if you will be using metal lath and Dude-Tex as a surface. Perimeter joints just need to be good enough to provide good gluing and nailing to framing members. If Dude-tex is being applied, lath can be applied at the top edge of the bouldering wall to form a nice "grab rail" for the top of boulder problems. If Dude-Tex is not being used. finish the top edge to provide a suitable gripping surface. Climbing Wall Industries Guide (C.W.I.G.) I. OBJECTIVES AND APPLICATIONS The following specificattons represent the standard requirements and experiments for protection bolts fixed to Artificial Climbing Structures (ACS) and to the floor surrounding them. This represents the second part toward standardization of Artificial Climbing Structures. 2. REFERENCES Federation Francaise De La Montagne Et De L'Escalade (F.F.M.E.) November, 1989 ISBN 2-908330-00-8 Union Internationale Des Association D'Alpmism 3. DEFINITIONS 3.1 ARTIFICLAL CLIMBING STRUCTURES Sports equipment exclusively designed and onginally built for climbing. May be movable or non-movable. 3 2 ANCHOR POINTS Anchor points are used to belay climbers dunng their ascent or to lower them from on their descent. There are 5 main types of anchor points depending on their function. 3.2.1 PROTECTION ANCHORS Used to secure the rope to while leading a climb, or to lower off if the climb is too difficult. 3.2.2 BELAY ANCHOR Usually places along the top of the wall and used to secure the rope while belaying a climber. Also used to secure the rope while descending or being lowered. A belay ancnor must consist of at least mo distinct anchor points that are or can be linked by a chain (or webbings in a "V" with a rine (or locking carabmer) in its infenor part. 3.3 FLOOR ANCHOR Floor attachments placed at the base of the ACS. used to secure the belayer while either belaying or lowering a climber. The anachments can be either fixed or movable. 3.4 BELAY STATLOIIS Usually places part way up a larger ACS. Used to stop and belay a partner up so that they may continue climbing from that point. A belay station must consist of at least two distinct anchor points. linked by a chain (or webbing) in a "V" with a ring (or locking carabmer) in Its inferior pan. 3.5 BELAY BARS A linear belay anchor usually made from pipe or a rail. Allows the belay rope to be moved along the top of the wall. may accept more than one rope for use at one time. Usually placed along the top of the wall and used to secure the rope while belavm¢ a climber. Almost exclusively used to top rope climbers and lower them back to the ground. 4. DISPOSITION AND PLACEMENT OF PROTECTION ANCHORS 4.1 The protection anchors must be placed so that a lead climber. who has their feet over six (6) feet from the ground can not take a ground fall with a normal belay condition. 4.2 The vertical distance between two protection anchors shall not be greater than two meters (6'-6-3/4"). 5. EXPERIMENTS 5.1 EXPERIMENTS ON RADIAL RESISTANCE Experiments on radial resistance must be done on a wall similar to the finished product. The forces can be exerted either by the application of weights. or with a pulling apparatus that is not in direct contact with the wall. All vertical forces can be assumed to be gravitational and acting toward the earth unless stated otherwise. 5.2 EXPERIMENTS ON AXIAL RESISTANCE Experiments on axial resistance must be done on a wall similar to the finished product. The forces can be exerted either by the application of weights, or with a pulling apparatus that is not m direct contact with the wall. Any points of contact between the pulling apparatus and the ACS (other than by the anchor point) must be situated outside a circle of 1.2 meters (3' 11.24") diameter. The axis of the anchor point must be the center of the circle. 6. REQUIREMENTS 6.1 CORROSION PROTECTION OF ANCHOR POINTS Under study. 6.2 PHYSICAL REQUIREMENTS 6.2.1 The visible parts of rhe protection anchors and belay anchors must satisfy the UJAA standards for pulline from real rock. 6.2.2 The protection anchors and belay anchors (except those situated at the top of the wall) must not stick out more than 40 mm (1-5/W') from the wall. 6.2.3 The belay bar. ring or device that secures the climbing rope (if it is not a UIAA approved carabiner) must have a radius of curvature of at least 6 mm (1/4") 6.3 CLIMBING WALLS OVER 5 METERS IN HEIGHT 6.3.1 PROTECTION ANCHORS CLASSIFIED IN 3.2.1 6.3.1.1 RADIAL RESISTANCE Anchor points must resist a radial force of 2000 daN (4400 lbs); the force should be applied 5 times for 5 seconds with a 10 second rest between applications of the force Venfy that there is neither failure nor plastic deformation. 6.3.1.2 AXIAL RESISTANCE Anchor points have to resist an axial force ot 1500 daN (3300 lbs); the force snould be applied 5 times for 5 seconds with a 10 second rest between applications of the force. Venfv that there is neither failure nor plastic deformation. 6.3.2 BELAY ANCHORS CLASSIFIED IN 3.2 2 6.3.2.1 First, a vertical force of 2000 daN is placed on the belay anchor. The force is applied 5 times for 5 seconds with a 10 second rest between applications of the force. Verify that there is neither failure nor plastic deformation 6.3.2.2 A 2000 daN force is then applied to the belay anchor but this time with an angle of 12.5 degrees from the venical. Venfv that there is no failure or plastic deformation. 6.3.3 BELAY STATION CLASSIFIED IN 3.4 The belay station must be capable of resisting each of the following forces individually with neither failure nor plastic deformation. 6.3.3.1 Each anchor point must have resistance equal or greater than that required in 6.3.1 for an individual protection anchor. 6.3.3.2 The belay station must be able to support a vertical force of 5000 daN applied a ring or carabiners at the infenor pan of a force distribution system usually compnsed of chains or webbing. 6.3.4 BELAY BARS CLASSIFIED IN 3.5 The belay bar must be capable of resisting each of the following forces individually and in unison with neither failure nor plastic deformation. 6.3.4.1 Place vertical forces of 500 daN every 1.5 meters along the length of the belay bar or rail. These forces should be applied 5 times for 5 seconds with 10 seconds between application of the forces. 6.3.4.2 A vertical force of 2000 daN should be applied successively to each of the points placed 1.5 meters apart that the 500 daN forces were applied to. 6 3.4.3 A force of 2000 daN ,hould be applied a, in 6.3.4.2 but at an anule of [2 5 degrees from the vertical. When applying all the forces included in 6.3.4 in unison only the honzontal component of the force from 6 3.4.3 should be included with the forces from 6.3 4.1 and 6.3.4.2. 6.4 CLIMBING WALLS 5 METERS OR LESS IN HEIGHT 6.4 1 PROTECTION ANCHORS C LASSIFIED IN 3 2.1 6.4.1.1 RADIAL RESISTANCE Anchor points must resist a radial force ot 1000 daN (2200 lbs) the force should be applied 5 times for 5 seconds with 10 second rest between applications of the force. Verify that there is neither failure nor plastic deformation. 6.4.1.2 AXIAL RESISTANCE Anchor points have to resist an axial force of 750 daN (1650 lbs); the force should be applied 5 times for 5 seconds with l0 ,econd re,t benteen applications of the force. Verify that there is neither failure nor plastic deformation. 6 4 2 BELAY ANCHORS CLASSIFIED 1N 3 2.2 6.4.2.1 First. a vertical force of 1000 daN is placed on the belay anchor. The force should be applied 5 times for 5 seconds with 10 second rest between applications. Verify that there is neither failure nor plastic deformation. 6.4.2.2 A 1000 daN force is applied to the belay anchor. but this time at an angle of 12.5 degrees from the vertical. Verify that there is neither failure nor plastic deformation. 6.4.3 BELAY STATION CLASSIFIED IN 3 4 By definition no belay stations can exist on walls 5 meters and less in height. 6.4.4 BELAY BARS CLASSIFIED IN 3.5 The belay bar must be capable of resisting each of the following forces individually and in unison with neither failure nor plastic deformation. 6.4.4.1 Place vemcal forces of 500 daN eery 1 5 meters along the length of the belay bar or rail. These force should be applied 5 tunes for 5 seconds with 10 seconds between application of the forces. 6.4.4.2 A vertical force of 2000 daN should be applied successively to each of the points placed 1.5 meters apart that the 500 daN forces were applied to. 6 4.4.3 A force of 2000 daN should be applied as in 6.3.4.2 but at an angle of 12.5 degrees from the vertical. When applying all the forces included in 6.3.4 in unison only the honzontal component of the force from 6.3.4.3 should be included with the forces from 6.3.4.1 and 6.3.4.2. 6.5 RESISTANCE REQUIREMENTS FOR FLOOR BELAY POINTS 6.5.1 An uplift force of 1000 daN should be applied vertically. The force should be applied 5 times for 5 seconds with 10 seconds rest between applications. 6 5 2 .\.n uplift force of 1000 daN should be applied with a 25 degree angle from the terica'. The floor belay should be able to withstand the 1000 daN force in every horizontal rotations of 25 degree from the vertical application. PART TWO 1. OBJECTIVES AND APPLICATIONS The following specifies a standard procedure for the determination of live loads on artificial climbing structures. Only Inc loads created by utilization of the climbing wall are covered. These live loads should be included with all other pertinent loads such as but not limited to: Dead Loaa. 1Vind Loads, Seismic Loads. tec... 2. DEFINITIONS 2 1 CAPACITY OF UTILIZATION (n) This is the maximum number of people that could climb on the wall at one time. The capacity of the utilization is equal to the number of potential climbing routes that could be used simultaneously. 2.2 ROUTE A route is climbable surface five (5) feet wide that extends vertically from the base of the wall. The number of potential routes on a climbing wall shall be determined by the width of the wall at a height of five (5) feet from its base. The number of routes on a wall should always be rounded up if there is a fraction of a route. For example. a climbing tail 32 feet wide at 5 feet elevation has 7 potential routes. Route boundaries can also be established by: 2.2.1 The end of the wall. 2.2.2 Intersecting with another route. 2.2.3 Above 50 feet it is assumed another route begins. 3. REQUIREMENTS 3.1 GENERAL DESIGN REQUIREMENTS Climbing walls and the structure that supports them should be desisted based on a rational analysis in accordance with well-established principles of mechanics. Such analysis shall result in a system which provides a complete load path capable of transferring all loads and forces from their point of origin to the load resistmg elements. The design should meet or exceed all applicable standards as set forth in codes and specificanons by relevant governing bodies. institutes and associations. These may include but are not limited to: Uniform Building Code (UBC), Basic Building Code (BBC). Standard Building Code (SBC), Uniform Fire lCode (UFC). National Fire Code (NFC), American Institute of Steel Construction (AISC), Amencan Concrete Institute (ACU. Amencan Society of Testing Matenals (ASTM). American Plywood Association (APA), Western Wood Products Association (WWPA), National Forest Products Association (NFPA), Union Internationale Des Associations D'Alpinism (UTAA) 3.2 DURATION OF LOAD All loads should be considered of short duration and repeated application. 32.1 LOADS FROM UTILIZATION Duration of loads from utilization would usually be measured in minutes and it would be unusual for them to exceed and hour. While individual loads would be short. they could occur almost continually during heavy use of the climbing wall. 3.2.2 LOADS FROM FALLING CLIMBERS Duration of loads from falling climbers are usually measured in tenths of a second. There may be loads applied for more than a second but significant loads (approaching the peak impact force of the climbing rope) Mill usually last less than one half of a second. 3.3 LOADS FROM UTILIZATION (Pu) Each climber is considered to exert 200 daN (440 lbs) of force at any point on a route. This force is gravitation and should be applied vertically. One such force should be exerted on each route as defined by the capacity of utilization • 3 4 LOADS FROM FALLING CLIMBERS (Pt) Each falling climber is assumed to apply an impact force of 2000 daN (4400 lbs). This force must be applied both vertically and at a 12.5 degree angle from vertical. For calculation purposes a can be assumed that the total force acting is compnsed of a 2000 daN vertical component plus a honzontal component equal to the horizontal component of 2000 daN force applied at 12.5 degrees from vertical. It is assumed that this force may be applied at any point that is or could be used as an anchor point on any route. 3.5 COEFFICIENT OF SLMULTANEITY (Cs) The coefficient of simultaneity represents the percentage of climbers who could theoretically fall at the same mstant. Since the forces applied to the structure by a falling climber are very short in duration, it is assumed that all climbers can not fall at the same instant. A coefficient of simultaneity equal to 0.2 is used to express the percent (%) of climbers that could fall at the same instant. 3.6 CALCULATION OF LIVE LOADS The climbing wall and its structure must be designed to support the following live loads in addition to all other applicable loads. 3.6.1 TOTAL LOAD FROM UTILIZATION (PTu) The CAPACITY OF UTILIZATION should be multiplied times the LOAD FROM UTILIZATION to determine the TOTAL LOAD FROM UTILIZATION. Ptu=n x Pu 3 6.2 TOTAL LOAD FROM FALLING CLIMBERS (PTf) The COEFFICIENT OF SIMULTANEITY should be multiplied times the CAPACITY OF UTILIZATION to determine the total NUMBER OF LOADS FROM FALLING CLIMBERS (Nf) to be used in calculations. Nf—Cs x n NOTE: Only whole numbers should be used to represent the number of loads from falline climbers. All Fractions should be rounded up to the next whole number The NUMBER OF LOADS FROM FALLING CLIMBERS should be multiplied times the LOAD FROM A FALLING CLIMBER to determine the TOTAL LOAD FROM FALLING CLIMBERS. PTf=Nf x Pf Each load from a falline climber (P1) as determined above should be applied at any point that is or could be used as an applied at any pomt that is or could be used as an anchor more than the total force from falling climbers (PTf) as detemuned above need be applied to the structure at one time. Copynght C. W.I.G. 1993 6 • SCHMUESER ! GORDON MEYER ENGINEERS S SLIRVEVORS October 24, 2002 Dave Meyer Colorado Rocky Mountain School 1493 County Road 106, Carbondale, CO 81623 Re: Bouldering Wall, Activity Center, Colorado Rocky Mountain School 1493 County Road 106, Carbondale, Colorado, Project No. 2002-260.001 Dear Mr. Meyer, 115 W 6TH, SUITE 200 GLENWOOD SPRINGS, CO 81601 970-945 1 004 EX 970-945-5948 n9PE% CRESTED Hung P O BOX 2155 P O BO% 3085 ASPEN, 00 5151 2 CRESTED D,ITTE CO 8I 224 970-925-6727 970 349 5355 FX 970-925-4157 EX 970-349-5358 Per your request, we reviewed plans for a climbing wall in order to provide you with more structural detail pertaining to the construction of the wall and the suitability of the existing structure to support any additional loads imposed by the proposed climbing wall. You provided us with construction drawings pertaining to the existing Activity Center by Diemoz Construction Company, 10 sheets dated 04/04/1994 and structural plans for the existing climbing wall located in the same Activity Center by Pattillo Associates Engineers, Sheet S1, Project Number 98077, dated 01/13/99. Additionally, you provided us with a scale model and design information by Eldorado Wall Company, Boulder, Colorado. The proposed structure is to be constructed from 2x6 lumber sheeted with plywood. This proposed climbing wall has a maximum height of approximately 12 feet and is intend for use without ropes or anchors for belaying. We have based our evaluation on the following: 1. There will not be any impact loads, since the proposed wall is intended for use without ropes or anchors for belaying. 2. We have calculated the dead load to be 10 psf based on values published in ASCE-7. We have assumed a uniform live load of 20 psf since this is the minimum live load for roofs per the 1997 UBC (Occasionally, maintenance personal will access the back side of the wall to replace or install additional T -nuts). This is also equal to a 200 -pound climber for each 10 square feet. 3. We have assumed the maximum concentrated load would occur when two climbers would be simultaneously positioned near a horizontal strut installed to connect the climbing wall to the exterior wall of the existing Activity Center. We estimated this scenario would result in a tension force of 500 pounds in the strut. 4. We have assumed the recommendations by Eldorado Wall for framing, sheathing, gluing and nailing are adequate, based upon their experience with this type of structure. 5. We have assumed that the same type of sheathing used for the climbing wall (3/4" T&G OSB or Plywood) will be installed horizontally over the upper row of struts, to prevent anything, including balls, trash, and people, from getting behind the wall via this route. We have assumed that this area only will be used by cleaning and maintenance personal. We have also assumed design loads of 10 psf dead load and 20 psf live load for this area. Page 2 CRMS Wall October 24, 2002 2002-260.001 As described in the literature provided by Eldorado Wall, the support structure for the climbing wall consists of horizontal struts between the climbing wall and a horizontal ledger attached to the wall of the building housing the climbing wall. The ledgers and struts are located six feet and 12 feet above the floor. Additional struts on an angle are required between the upper ledger and the lip of a roof (a panel with a slope off of vertical of 45 degrees or more) in the climbing wall. The struts are spaced at a maximum of 48"O.C. Each strut aligns with an intermediate stud or panel edge. At the panel edge there are two studs, one from each panel frame, with a single strut to tie the panel edge back to the ledger. Toenailing should not be used as a structural connection. We recommend that Simpson straps and ties be used to attach the struts to the ledger and the climbing wall. In some areas it may be possible nail through the end of the strut and into a climbing wall stud forming a lap joint. Recommendations for connection of the ledgers and the struts are summarized as follows: Connection Recommendation 1.75 x 5.5 Microlam Ledgers to "ICE BLOCK" concrete wall. The Styrofoam that is a part of the building wall system shall be removed in a band where the ledger is to be installed. The ledger shall be attached directly to the concrete using Hilti Kwik Bolt II expansion anchors or equal, 1/2" in diameter with a minimum embedment of 2 1/4", placed every 24" O.C. and at the ends of each length of Microlam. Provide and install a standard washer with each anchor. 2x6 struts to Microlam Ledger Struts shall be connected to the Microlam ledger with (2) HGA10 ties per strut. 2x6 struts to climbing wall Struts may be attached to studs with six (6) 16d nails provided that the strut and the stud align reasonably well to form a tight lap joint. Struts may also be attached to the climbing wall using LSTA straps with a minimum length of 15" (LSTA15) and (12) 10d nails. Longer LSTA straps maybe used with a minimum of (12) 10d nails total. Longer LSTA straps will either: 1. Have one end of the LSTA strap attached to the strut with (6) 10d nails; the strap will run from the strut over the panel edge and the other end of the strap attached to the climbing wall framing with (6) 10d nails. The LSTA strap will be install so that there is no slack in the strap. 2. Have one end of the LSTA strap attached to the strut with (6) 10d nails; the strap will run from the strut around an intermediate stud or studs at a panel edge; the other end of the strap will be attached to the other side of the same strut with (6) 10d nails. The LSTA strap will be install so that there is no slack in the strap. LSTA Straps of various lengths will be needed depending upon the configuration of the connection. 2x6 sill plate to concrete floor The 2x6 plate shall be attached directly to the concrete floor using Hilti Kwik Bolt II expansion anchors or equal, 1/2" in diameter with a minimum embedment of 2 1/4", placed every 24" O.C. and at the ends of each length of 2x6 plate. Page 2 CRMS Wall October 24, 2002 2002-260.001 LSTA straps may also be used to join the panel frames where just nailing alone will not work. Based on the member sizes and materials specified in this letter and as indicated on the referenced plans, our analysis indicates the systems will adequately support the loads as shown above. Attached are sketches of construction details for attaching the climbing wall to the existing structure. Wood framing shall be connected in accordance with UBC Table 23 -II -B-1 unless noted otherwise. Materials shall be as follows: • Studs • Sawn lumber for frames and struts • Lamintated Veneer Lumber (LVL) for ledger Douglas Fir Larch (North) stud grade Douglas Fir Larch (North) No. 1/ No. 2 1.9E Trus Joist or equal Hangar -type connections shall be made with Simpson Strong -Tie connectors and manufacturer - supplied fasteners. Steel shall be ASTM A36 Grade 50 for shapes and plates. Anchor bolts shall be ASTM A307. It is the responsibility of the contractor to provide temporary bracing to stabilize the structure until it is complete. The walls are not stable until connected in accordance with these plans and the Uniform Building Code. In order to evaluate the existing structure, we used a wind load based upon a wind speed of 80 mph, Exposure B. We assumed that the "Ice Block " concrete walls of the Activities Center were at least minimally reinforced according to the Uniform Building Code (UBC) in force at the time of construction. We concluded that the walls of the existing Activities Center are sufficient to bear the additional loads imposed by the proposed climbing wall. Although the walls are sufficiently reinforced to carry the loads imposed, there is a chance that some superficial cracking may appear. Such superficial cracking would most likely occur near any discontinuities in the wall. Higher stress concentrations occur near discontinuities. Such discontinuities exist near the base of the columns between the panels of glass block. The plans made available to us did not contain sufficient detail to allow us to fully analyze the amount and arrangement of reinforcing in these areas. Should you have any questions concerning the above, please call me at 970-945-1004. Sincerely, • p0' NE42/$7211 Clay Goldlibrg, P.E. Enclosures: Simpson Connector 157 i .p. •W- ' I SSJONA`E' • Information (3) Sheets I'\2002\2002-260\STRUC-LET-10-24-2002 doc Reviewed by, William B. Swigert, P.E. RPS/ST/FHA/PS/ HST/LSTA/LSTI/MST/MSTA/MSTC/MSTI STRAP TIES The MSTC series has countersunk nail slots for a lower nailing pro- file. Coined edges ensure safer handling. The RPS meets UBC and City of Los Angeles code requirements for notching plates where plumbing, heating or other pines are placed in partitions. Install Strap Ties where plates or soles are cut, at wall intersections, and as ridge ties LSTA and MSTA straps are engineered for use on 11/2' members The 3' center -to -center nail spacing reduces the possibility of splitting. For the MST. this may be a problem on lumber narrower than 31/2'; either fill every nail hole with 1 Ddxt1/2" nails or fill every other nail hole with 16d commons. Reduce the allowable load based on the sae and MSTI MST LSTI 130 N N ,N al I N N 12y NN r .N Nw 1 2 ST U.S. Patrol 0,367,973 SIMPSON t-- quanidy of fasteners used. The LSTI light strap lies are suitable where gun -nailing G necessary through diaphragm decking and won mord open web trusses. FINISH: HST -Simpson gray paint; PS—HOG: all otners-galvanized Some products are available in stainless steel or Z -MAX, see Corrosion -Resistance, page 5. INSTALLATION: Use all speclhed tasteners. See General Notes OPTIONS: Special sizes can be made to order. See also HCST CODES: BOCA. ICBO, SBCCI NER-413, NER-443. ICBG 4935. 5357. City of L A RR 25119, RR 25149, RR 25251 nd MSTA FHA Ilot holes not shown) N 1 ST9, ST12, ST18, ST22 Ay1 28' I HST2 and HST5 HST2 11/2 3' HST3 and HST6 HST3 Hsrs HST6 1 w HST Typical MSTI Installation (MIT hanger shown) LSTI similar L ST2115 Floor -to -Floor Tie Installation showing a Clear Span a 0 cc 0 2 8 et 0 O • •( Calalop C-2002 ® Copynphl 2001 SIMPSON STRONG TIE CO. INC RPS/ST/FHA/PS/HST/LS.TA/LSTi/MST/MSTA/MSTC/MSTI STRAP TIES Model ' 1No. Ge Dimensions, Fishman (Total) Allowable Tension Loads W L Nolle X100) loor (133) (160) RPS1B 16 1 13 11111'. 12-160 810 1 1080 1295 1 RPS22 1 1y 1.22§. 16-10d 905 1205 1445 ! RPS28 , ly 128•.'. 12-16d 810 1080 1295 1 1LSTA9 20 1y 1 9 8-100 450 605 725 1 4 Fy, y, 10 -Toa -'`5es-r 751'905- 1 LSTA15 1y 1 15 12-100 680 905 1085 I I LSTA18 1y, 1 18 14-10d 790 1055 1265 1 LSTA21 1y 1 21 16-10d 905 1 1205 1295 1 LSTA24 1y 1 24 18-100 1015 1 1295 1295 1, 14460 1 4460 2225 1 2970 3560 ST2122 10 2g, 12'x( 16-16d 1070 1425 1505 ST2115 x 16y. 10.160 450 600 600 ST2215 27, 165/. 20-16d 1270 1 1695 1695 LSi TA30 18 1 13 1 30 22-100 1255 1670 1715 LSTA36 1 1y, 36 26-100 1480 1715 1715 1 LSTI49 3y, 49 32-100x1%1 1455 1940 2330 LSTI73 3% 73 48.100x1% 2185 1 2910 3495 MSTA9 13 9 8-100 4551 610 730 MSTA12 13 12 10-100 570 760 1 910 MSTA15 13 15 12-100 685 910 1095 MSTA18 ly, 18 14-100 800 1065 1275 MSTA21 1y, 2' 16-100 910 11215 1460 MSTA24 1y, 24 18-100 1025 1 1370 1640 1 MSTA30 16 1 1y 1 30 22-10d 1265 1685 2025 1 MSTA36 174 36 26-100 1495 1995 2135 ' ST6215 2Xe 16% 20-160 1330 1775 2130 ST6224 27e 23x, 28-160 1890 2520 2630 ST9 174 9 8-160 530 705 1 850 ST12 17 11% 10-160 665 885 1065 ST18 1y 17% 14-160 900 1200 1200 ST22 1y, 21% 18-160 1025 1370 1370 MSTC28 3 28Y, 36-160 sinkers 2070 2760 3310 MSTC40 3 403 52-160 sinkers 2990 3985 4740 MSTC52 3 52x, 162-160 sulkers 3555 4740 4740 MSTC66 14 3 65;4 76-160 sinkers 4390 5855 15855 1 MSTC78 3 772d 75-160 sinkers 4390 5855 1 5855 i ST6236 27, 33,x- 40-160 2575 3430 1 3430 FHA6 12 1,(, 6% 8.160 5501 735 1 885 FHA9 17(, 9 8-160 550 735 1 885 FIIA12 1;{, 11y 8-16d 550 735 1 885 FHA18 13(, 17y 8-160 550 735 1 885 FHA24 13, 23',4 9-160 550 735 1 885 FHA30 VA, 30 8-16d 5501 735 1 885 MSTI26 2)I, 26 26.100x13 1130 151011810 MSTI36 27, 36 36-100xly 1565 2090 1 2505 MSTI48 27, 48 48-100x1% 2135 2850 3420 MSTI60 27, 60 60-100x1% 2760 13680 V 4415 MSTI72 27, 72 1 72-100x1y 3310 441514725 2Y, / END !STANCE BEAMand arP / -6, 1,, Typical LSTA Installation (ha ••er°•ts ow Model 'plate 11 Notch I No. 1 with RP$1812x4's 54 RPS22( 2x6 I s 5/' I RPS281 2x4 , s 12• 2%• END DISTANCE BEAM ana y STRAP Typical LSTA Ins allation (hanger not shown) 15M• RPSIP es 1 I.--IT-RPS28 RPSIe RPS22 Typical RPS Installation • 4 S PS w 1 P52ls,naPS41e 211? 1114 PST20 3W 1'h' Typical PS720 Installation i Model IDimeneionel Bolt No. 9a I W 1 L I (Hal Dla I P5218' 2 1 18' 41 ye I P5418° 7 i 4 1 18 ' 4' y, PS720' fix ' 20 8 L y2 ModelOa No. JDlmensions Fasteners (Total) Tension Load Allowable Tension Loads MSTC28 11 W L , Nails B0113Nails 16 116-16d sinker 1225 1 1470 Bolt' 18 128-16d I Floor iooI (133) j (160) Floor j)Brylot (133) I (1601 MST27 112 27, 27 30-160 4 Fy, 2070 1 2760 1 2790 1 1295 1 1725 1 2070 I MST37 2x, 137/ 42-160 6 ' y2 2860 13815 1 3815 1 1825 1 2435 1 2920 1 MST48 27, 1 48 46-160 8 y 3345 14460 1 4460 2225 1 2970 3560 ' MST60 10 27,1 60 ' 56-160 10 y 4350 1 5800 1 5800 1 2670 1 3565 1 4275 MST72 27,1 72 56.160 10 y 4350 1 5800 1 5800 1 2670 1 3555 1 4275 1 HST2 7 2y 121„ - 6 % - . - - . 3130 1 4175 1 5005 ' HST5 i 5 121,; - 12 % - , - - 6385 1 8510 1 10210 I HST33 1 3 125x_ - 6 3, - • - ! - 1 4645 1 6195 1 7435 HST6 6 125% - 12 y - , - - 1 9350 1124651 14955 RPM. (INCOMPLETE NAIL PATTERN SfANi RPS Floor -to -Floor Clear Span Table Model No. I Clear Span FatuousAllowable (Total) Tension Load (133) I (160) MSTC28 18 112-160 sulker 920 1 1105 16 116-16d sinker 1225 1 1470 MSTC40 ' 18 128-16d sinker 2145 1 2575 16 36-160 sinker 2455 1 2945 1 MSTC52 18 44-160 sinker 3375 1 4050 16 48-160 sinker 3680 1 4415 MSTC66 118 64-160 sinker 5035 16 68-160 sinker 5350 15855 5855 1 MSTC78 18 80-160 sinker 5855 15855 16 80-160 sinker 5855 1 5855 MST37 1 18 20-160 1905 1 2285 16 22-160 2100 1 2515 1 MST48 18 32-160 3135 ' 3765 16 34-160 3330 1 4000 i IMST60 18 46-160 4785 1 5740 16 48-160 4990 1 5800 MST72 11 18 56-160 5800 1 5800 16 1 56-160 5800 1 5800 MSTI36 18 14.100x1/ 810 1 975 16 116-10c1x 1'h 930 1 1115 MSTI48 1! 18 1 26-100x1/ 1545 1 1855 16 28-100x1/ 16601 1990 MSTI60 18 38-100x1/2330 1 2800 16 40-100x1/ 2455 1 2945 MSTI72 18 1 50.100x1'/2 3065 1 3680 16 1 52-100x11/2 3190 1 3830 1 Loads have been increased 33% and 60% for eartouake or wind loading with no Wither Increase allowed Floor Was may nos be increased tor other load durations 2 10dx1'W nails may be substituted where 160 sinkers are specified al 080 of the table loads 3 10d commons may be substituted where 160 sinkers are specified at 100% of sable loads 4 160 sinkers 19 gauge x 31/4) or 100 commons may oe substituted where 16d commons are specified at 0 84 of the table loads 5 Allowable boll loads are based on parallel -to -grain loading and these minimum member Thicknesses MST -21i21 HST2 and HST5-4 . HST3 and HST6-4'a' 6 P5 strap design Toads must be determined by the hulloing designer for each Installation Bolts are installed both perpendicular and parallel -to -grain 7 Use hall of the nails at each member being connected to achieve the fisted Toads 8 For lap splice details refer to T-CMST 131 138 NEVI 1ne H16 -z series run: 3 eremite: s=_' .. - _ for aouole trusse- The H connector series provides wind ana seismic ties for trusses and rafters The presloped 9'12 seat of the H16 provides for a tight fit and reduced deflection. The strap length provides for various truss neight up to a maximum of 131/2" (H16 series) Minimum heel height for H16 series is 4" The HGA10 attaches to gable trusses ano provides goad lateral wind resistance. The HS24 attaches the bottom chard of a truss or rafter at pitches from 0-12 to 4 12 to double 2x4 top plates. Double shear nailing allows for higher lateral resistance MATERIAL See table FINISH Galvanized. Some models available in stainless steel or Z -MAX. see Corrosion -Resistance, page 5. INSTALLATION: • Use all specified fasteners See General Notes. • The HGA1 O can be installed into wood Screws are provided • HS24 requires slant nailing only when bottom chord of truss or rafter has no slope. • Hurricane Ties do not replace solid blocking CODES. BOCA, ICBO, SBCCI NER-422, NER-393 NER-432- NER-499; City of L.A. RR 24818 Depending an heel height. strap may wrap to back of plate. Install 4d0dxl h to Inside edge 012x H16-2 and H16 -2S Prealoped al 5:12. Pitch al 3:1210 7:12 is acceptable Install 6411ds1'n to lace al 2r 3'4' Nr Depending on heel heighl, strap may wrap to hack of plate. 1 we -a, N_ H16 and H16S Pnslepes at 5:12. Pilch of 3:12 to 7:12 is acceptable PIM [12 to 7.12 H15 H15 (H15-2 Installation similar) HS24 U.S. Patents 4,480,941 and 5,603,580 Canada Patent 1,193,418 H16-2 780 lbs. HGA10 Installation to Double Top Plates Malan 4 101111/4 r: meiae ecae of 2, Install 6-10dx1': to lace al 2x HGA1L mstallauc- to Rim dais Model No. 0a Faslenen Uplift Avg DwjFlr Lam Ogla Allowable Latads'- Spruce -Pi ee -Fir — Allowable Loads' To Ratiera/Fnes To To Plates Studs 15;.., !r; 1 Leland UPIIN 1 (133160) � ''�!!.' `-8"!. (133)1)160) Fi F: HGA1O 14 4-SDS/a11/2 4-SDS/ex3 — 1523 4351435111651940 137513751 870 815 1 HS24 18 8-0tlxt+h & 2-6d slant 8-Bd 1 — 2205 c a c. =NI 520 `' """' 5201 555 880 1 H15 16 1 4-10dx11 1 4-10dx11/2 12-10dx11/2 6070 1130011300 480 — 112011120 410 I — H15-2 16 4-10dx11/2 4-10dx11/2 12-10dx1v2 6070 13001130014801 — 112011120 410 j — H16 18 2-10dx11 110-10dx11/21 — 4582 T470 7470 - — .1265 12651 — — 1 H165 1 18 2-10dx11/2 110-10(6(1921 — 4582 ,1470 1470 1265 12651 — — 1H15- '2 2.10dx: 115.10dx1 — 4562 11 : 1 25- _f, 1— ' "16-2S 11 2-10or1 _ 0100x1 - 452111-- '- 1752.1121-— 1,— 1 Loads have been increased 33% and 60°A tar eannauake or win loading with no further increase allowed 2 When cross -grain bending or cross -grain tension cannot be avoid d, mechanical reiMorcemem to resist such forces should be considered 3 H524 allowable loads wrthout slant nailing are 625 lbs Iupldll 590 lbs (FI), 640 lbs (F21 4 For 1116-2S, 5 = shon 1 Colorado Rocky Mountain September 25, 2003 Garfield County Building and Planning Department Code Compliance Office 108 8`h Street, Suite 201 Glenwood Springs, Co 81601 Attn: Tim Holliday and Dave Mead RE: Building Permit Number 8590 Gentlemen: School .RID (Z o3 -to -4444A-or )0-3- 03 The attached letter was recently forwarded to my office. The letter was apparently received by the school shortly after summer break began and languished in an in -basket until the faculty returned at the end of the summer. The subject of the referenced building permit is a climbing wall being constructed in the gym. The wall is being constructed as a teaching medium for students so it is progressing very slowly. As a result, we have exceeded the normal construction time period that would be involved if a commercial contractor were on a schedule to complete the wall. The wall still is not complete and has not been put into use. 1 expect it will take the rest of the school year to complete the wall. Unfortunately, we were not aware of a time limitation for completion of construction and your inspection. I am writing to ask your assistance in determining what steps we can take to rectify the situation and allow us to maintain a valid building permit for this project. I apologize for not being aware of the time constraint required by the code. In view of the above explanation. I request you allow the school a variance from the building code to the extent necessary to complete the project. It is my understanding that we were only to call for an inspection from you only at the end of the project due to limited scope of the work being done. Certainly, we would welcome an inspection of the project from you at any time and look forward to showing you how we use this project in our program. Thank you for your assistance. Since ly, lame . Laframboise PA B ness Officer 1493 County Phone 970-963-2562 • RECEIVED SEP GARFIELD COUNTY PLANNING DEPARTMENT Road 106 • Carbondale, Colorado 8167A1j ERR8TH STREET $201 Fax 970-963-9865 • Homepage www crrd SPRINGS, CO 81601 Printed on recycled paper Building Inspectors Date: 6 _ ` 03 : Goa4t-kitiLAPX),6 r •- s:en 6 — g/c,;2_ 3 Garfield County BUILDING & PLANNING DEPARTMENT Code Compliance Office shac kettaga rfield-c oun ty.com Dear Permit Holder, Please refer to your building permit number 26-70, issued // A routine review of our o n building permits indicates that we have not received a request for an inspection on this permit since y�(�Syte Please be advised that building permits expire, per Uniform Building Code, section 106.4.4. "Every permit issued by the building official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has commenced for a period of 180 days. Before such work can be recommenced, a new permit shall first be obtained to do so, and the fee therefore shall be one half the amount required for a new permit for such work, provided no changes have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year. In order to renew action on a permit after expiration, the permittee shall pay a new full permit fee." Please contact this office at your very earliest convenience, in writing, to advise us about the status of your permitted work. If you have not responded within thirty days from the receipt of this notice the permit will be closed and a permanent notation will be placed in the property records at the County Clerk and Recorders office that indicates that the work permitted per Colorado Revised Statutes 30-28-205 & 210, was not inspected, is not approved and that the building or area is illegal to occupy and is subject to legal abatement action. Thank you for your cooperation. Sincerely, 7an7foQiday Date Mead 108 8th Street, Suite 201, Glenwood Springs, Colorado 81601 (970) 945-8212 (970) 285-7972 Fax: (970) 384-3470 3 0 m GARFIELD CO LINTY TREASURER - 10/ 8 REASURER`1098 W0: GLENWOOD SPRINGS C081601 MEMO Building Permit #8590 2591370 1: L0 2 i0 340 71: 404000 $Ns i#&&awL aoti 3 �i' 1, COLORADO ROCKY MOUNTAIN SCHOOL GARFIELD COUNTY TREASURER Date Type Reference 09/30/2003 Bol CN\\\/ Operating Cas Bu ding Permit #8590 Original Amt. 25987 9/30/2003 Balance Due Discount Payment 62.83 62 83 62 83 8576 Check Amount 62 83 LIZ ...uu•,u mai aarvw Lib MI u,d111Lam a vauu omlamg permit for this project. 1 apologize for not being aware of the time constraint required by the code. In view of the above explanation, I request you allow the school a variance from the building code to the extent necessary to complete the project. It is my understanding that we were only to call for an inspection from you only at the end of the project due to limited scope of the work being done. Certainly, we would welcome an inspection of the project from you at any time and look forward to showing you how we use this project in our program. Thank you for your assistance. Since y, Jame,. Laframboise C'PA B ess Officer 4 Timm#,! n., 1493 County Road 106 • Carbondale, Colorado 81623 Phone 970-963-2562 • Fax 970-963-9865 • Homepage• www.crms.org Panted on recycled paper 62.83 1 SCHMUESER GORDON MEYER ENGINEERS SURVEYORS February 20, 2004 Dave Meyer Colorado Rocky Mountain School 1493 County Road 106, Carbondale, CO 81623 Re: Bouldering Wall, Activity Center, Colorado Rocky Mountain School 1493 County Road 106, Carbondale, Colorado, Project No. 2002-260.001 Dear Mr. Meyer, GLENWOOD SPRINGS 118 W 6TH. SUITE 200 GLENWOOD SPRINGS, CO 01501 970-945-1004 FX 970-945-5948 ASPEN P 0 BOX 2155 ASPEN, CO 01612 970 925 6727 FX 970-925-4157 GRFS.;Et 5u -"E P 0 BOX 3088 CRESTED BUTTE co 81224 970-349-5355 FX 970-349 5358 Prior to the start of construction, SGM reviewed the design of the Bouldering Wall and communicated our recommendations in a letter to you dated October 24, 2002. At the request of Spafford Ackeriy, 011 February 16, 2004, I observed the completed Bouldering Wall. The construction substantially complies with our design recommendations. Part way through the project, the students who constructed the wall, switched from nails and substituted deck screws to facilitate the trial assembly of the irregular shapes and the subsequent disassembly for adjustments and ultimately the final assembly. They also found using screws substantially reduced noise that interfered with other school activities held at the same time as construction proceeded. Although it appears that the screws are likely adequate to secure the 2x6 tension ties at the top of the wall there is no recognized data for the capacity of the deck screws in single shear. I have recommended that four (4) 16d nails be added at each end of the 2X6 tension ties at the top of the wall. The capacity of this connection is well documented in the National Design Specifications (NDS) published by the American Forest and Paper Association and referenced by the Uniform Building Code (UBC). The nails must be added in such a manner that no splitting occurs. Mr. Acklerly has agreed to carry out this corrective action. It is my opinion the Bouldering Wall as constructed, with the addition of the nails to the tension ties, will adequately support the loads assumed for the design as stated in the letter of October 24, 2002. Should you have any que t`¢ns cor)ceThing the above, please call me at 970-945-1004. el ni Sincerely, ;.a4aplREgfiy illi; TY 1575 : i9� • Clay Goldberg, P.E. �C�FrrSSibNALt��.\` r4\\...`- 112002\2002-2601STRUC-LET-10-24-2002 doc 4 n t • • 111.1 • 1.• ()peg uo anuiluoo) oo 5 mmcomm(n w,- 0 m 1:20 7 0 0 00 = * 0 C 3Eo. 3-c ,^° °`D 3 7 0 p c0 C C 3 a (.0 c 3 a 3 b z 0 -4 m 0 0 r m ()peg uo anuquoo) sseippy qor V7 fmmm3� a. 003000 w Ira y C 0 m 0 m w w -0 m 77 at 3 0 0 u• S to SNO11O3dSNI 0 N w 1 zJ 2 oN peoled s Jossassy BUILDING PERMIT {{ CC�� GARFIELD COUNTY, COLORADO C�(� Date Issuedf %�oned Area Permit No. ...a. l/ etc) AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structure for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building Inspecto and IMMEDIATELY BECOME NTJLL AND VOID. t Use Address or I.e 1 Description Owner Setback% Front Contractorflt1\P%.$0*•ssmam„ Side Side Rear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. INSPECTION RECORD Footing Foundation Underground Plumbing Insulation Rough Plumbing Drywall Chimney & Vent Gas Piping Final y,_ otalkf— Flee..e.. ra 1:,, - Septic Final Framing (To include Roof in place and Windows and Doors installed). Notes: ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE Phone 384-5003 109 8th Street County Courthouse Glenwood Springs, Colorado. OVER WITH CLEAR PLASTIC