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HomeMy WebLinkAboutSite Plans.pdfPr ABBREVIATIONS: ABOVE FINISH FLOOR A F F A .o -o STC.A._ CEILING 'I_E A.G.' ADyJSTABLE AI% ALTERNATE ALT ANCHOR BO -TS AE AND 4 ARCHri 0TURk. ARG': AT BEAM 6M BEAM POCKET B1... PKT. BEARING BRE - BLOCKING BLK'G BOTTOM BOT. BOTTOM OF For.) -Ne E.F. BUILDING- BLDG BY OWNER E.C. GARNET GA$ CEILING CLO CENTER LINE CL. CERAMIC TILE GT. CLEAR GLR COLUMN COL. GONGRETE CONC. CONNECTION CONN. CONTINUOJS CONT. DETAIL DTI. DOUBLE DBL. DOWEL DW EACH WAY Ey. ELEVATION ELEv. OR EL. EXISTING EXIST& EXTERIOR EXT. FLOOR FLIT. FOOTING FTC,. FOUNDATION FIND. GAUGE GA. GLU-LAM G.L. GYPSUM WALL BOARD G.W.B. HEIGHT HT. HOOK HK. HORIZONTAL HORIZ. INFORMATION INFO. INSULATION NSUL. J015T J5T. LINEAR FEET L.F. LIVE LOAD L.L. LONGITUDINAL LONGINT. NOT IN CONTRACT N.I.G. ON CENTER O.G. OPPOSITE OPP. OVER 0/ PANTED PTP. PERFORATED PERF PLATE PL PLYWOOD PLY. PROPERTY LINE PROP. LINE REINFORCEMENT RENE. REDWOOD RDW7. REQUIRED REGD. RESILIENT RESIL. REVISED REV. SHEET METAL 5.M. SIMILAR 51M. SOUARE FEET 5.F. OR 50. FT. STANDARD STD. STEEL STL. STUDS 5705. THICK THK. TOILET TLT. TOP Of FOOTING T.F. TOP OF PLATE T.P. TOP OF LEDGE T.L. TOP OF WALT_ T.K. TOTAL TOT. TOWEL BAR T.B. TRANSVERSE TRANSV. TYPICAL TYP. UNLESS NOTED OTHERWISE UNO. VERIFY N FIELD V.I.F. VERTICAL VERT. VINYL WALL COVERING V.W.G. WATER CLOSET W.G. WATER HEATER W.H. WATERPROOF W.P. WATER RESISTANT INR. WND01N WN W1TH 1441 WOOD Wm. SYMBOL LIBRARY: EJI_DI'.G SEC. -10'. W4L SECTION DETAIL MARK DETAIL REFERENCE ROOF SLOPE ELEVATION MARK DOOR SYMBOL WINDOW SYMBOL NTERIOR ELEVATION MARK NORTH ARROW DETAIL N,n-t6ER SHEET WHERE LOCATED OETAL NJMBER S-IEET WHERE LOCATED PETAL NUMBER SHEET WHERE LOCATED DETAIL NN-R5FIT SHEET THERE LOCATE: DETAIL NUMBER SHEET WHERE LOCATED RISE. RUN T. GONG. 100'-0 0 0 MATERI EARTH UNDISTURBED FILL EMS SAND GEL MASONRY BOCK BRICK • STONE M ASPHALT CONCRETE WOOD FINISH ROUGH LOCKING PLYWOOD CONDITIONS OF PERMIT BLCO-3-14-3147 POW, Inc. Steve Beckley 2 Yurts @ Adventure Park 51000 Two Rivers Plaza Rd GWS, Colorado 1) ALL WORK MUST COMPLY WITH THE 2009 IBC, SECTION 3102, MEMBRANE STRUCTURES, IMC, IPC, IFGC, IFC, AND MANUFACTURERS SPECIFICATIONS. 2) WARMING HUTS (YURTS) ARE TYPE V -B CONSTRUCTION, AND A-3 OCCUPANCY. 3) ALL WORK MUST COMPLY WITH THE CONDITIONS OF THE CURRENT LAND USE PERMIT. 4) PRIOR TO CONSTRUCTION, CONTACT THE LOCAL FIRE DISTRICT FOR PERTINENT IFC REQUIREMENTS. FIRE DISTRICT APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION. 5) ACCESSIBILITY IS REQUIRED PER 2009 IBC, CHAPTER 11, AND ICC/ANSI A117.1-2003. ACCESSIBLE RAMPS PER ICC/ANSI A117.1-2003, SECTION 405. 6) MEANS OF EGRESS PER 2009 IBC, CHAPTER 10. 7) ELECTRICAL ROUGH IN APPROVAL IS REQUIRED PRIOR TO FRAME INSPECTION. 8) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION. 9) LOCKS, LATCHES AND LANDINGS PER 2009 IBC, SECTION 1008. 10) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. SITE DATA: OWNER ADDRESS: 51000 TWO RIVERS PLAZA ROAD, GLENWOOD SPRINGS, 81601 LEGAL DESCRIPTION: ASSESSOR'S PARCEL NO.: ZONING: LOT AREA: OCCUPANCY GROUP: CONSTRUCTION TYPE: SQUARE FOOTAGE Section: 3 Township: 6 Range: 89 SEC. 3 NWSW SEC. 4 LOT 10, ALSO ATR OF LAND CON 2.93 AC AS DESC IN BLA BK 1355 PG 822. 218503300034 SPECIAL USE PERMIT 81.76+/- ACRES A-3 PRE-ENGINEERED EXIST DEMO. CODES: IBC 2009 PROPOSED TOTAL. LOWER LEVEL NIA 0 SQ. FT. 0 SO. FT. 0 SQ FT. MAIN LEVEL N/A 0 SQ FT. 700 SQ FT (EACH) 700 SQ. FT. (EACH) UPPER LEVEL NIA 0 SO FT 0 SQ FT 0 SQ FT DECKS N/A 0 SQ. FT. 0 SQ. FT. 0 SQ. FT. TOTAL NIA SQ. FT. 0 SQ. FT. 1400 0 SQ. FT. 1400.0 SQ. FT. EXISTING MAX HEIGHT CALC PER GARCO CODE ALLOWABLE MAX. HEIGHT CALC PER GARCO CODE PROPOSED MAX. HEIGHT: CALC. PER GARCO CODE See 141 1 j /ge4r)re11ea, SMOLT TNORD O MOTIONS& INe! C11011Rg GAMOW COUNTY t40 INETCEION MUM It= PLANS ON SFF of BLEU-3-14-3147 design + build 0-15' A1.0 GONDOLA PLATFORM EXISTING COASTER BUILDING EXISTING BUILDING REMOVED \PRQP_O ED YURT EXISTING COVERED, OPEN AIR STAGE ISTING OPEN AIR MAZE EXISTING_ MAIN BUILDING PROPOSED YURT 2(3253 -EXISTING GAPE ENTRANCE 51 -TE FL, @ 1"= 40'-0" 0 design _ build A1.1 0681 A'. 1 PRE-INSTALLED EXIT DOOR W/ADA LEVERED HANDLE, TYP. (2) PLACES PREFABRICATED YURT STRUCTURE - SEE ATTACHED PRE-ENGINEERED DRAWINGS PRE-INSTALLED VENT, TYP. (2) PLACES SITE BUILT DECK STRUCTURE - SEE ATTACHED PRE-ENGINEERED DRAWINGS 36'-0" ADA COMPLIANT ACCESS (V, I, F.) PREFABRICATED YURT 700 sf 30'-0" DIAMETER NOTE: YURT TO BE USED FOR WARMING/SHADING PURPOSES ONLY NOTE: VERIFY HEIGHT ABOVE ADJACENT GRADE IN FIELD NOTE: GAURDRAIL @ 44" A.F.D. @ DECK +30" ABOVE FINISHED GRADE 0 M GENERAL NOTES DC ACT SC.A_E DRO,": \GE - CONTACT ARCH—ECT OR ENGINEER CONGER.\\G- G SCREPENCIES OR ' JSSING INFOR'4A-I; N CO'�P.` .'r'- a__ A=�'„ICABLE 13/1 -DING- CODES .7 , "ERIAL AND EQJI '-".EN- ,,ANJrACTJRERS RE' -IMENDATIONS. A, -L DIMENSIONS -C FACE OF FRA'- C- JN_ESS \c TED OTHERWISE. EXTERIOR WALLS 'C BE 2XE E iE' G.0 UNLESS NOTED OTHERWISE. REFER TG STRUCTURAL DRAIN\C-S INTERIOR WALLS TC BE 2,4 F 1E" G.G. UNLESS \CTED OTHERWISE. REFER TC S'RUCTURAL DRAW\GS E GROWN ALL. STUDS. JOISTS, AND RAFTERS GRO1N\ .JOISTS AND RAFTERS UP. T. COORDINATE JOIST P_ACEMENT PE - P-UMBNG FIXTURE LAYOUT. E. HO,: ALL PLUMBING TRAPS AS HIG- AS POSSIBLE COORDINATE WITH CABINE- ACCESSORIES P. NO VENT OR PLUMBING S. -ASKS ARE TO BE LOCATED IN PARTY NtAL-LE 1C THE UPPER LEVEL PLU-1BNG STACK; ARE TO BE CAST IRON UNTIL THEY REACH THE CRAWL SPACE i. THE PURPOSE OF THESE DRAWINGS IS ONLY -C GRA0e11CALLY DEPICT THE GENERAL NATURE OF T. -.E WORK. THE CONTRACTOR 5 RESPONSIBLE FOR CONFIRMING DIMENSION- AND SELECTING FABRICATION PROCESSES AND TECHNIOJES OF CONSTRUCTION. THE ARCHITECT AND/OR ENGNEER SHALL BE NOTIFIED OF ANY VARIATION FROM DIMENSIONS OR CONDITIONS SHOWN IN THE DRAWINGS. RED AOUS 1 I� arc tCCtufC. design - build C = 4 ENTRY LEVEL FLOOR PLAN 1/4'= 1'-C' A2.1 Untitled 4 4" x 2" x 1/8" ALUM/NUM 6005 OR 6061 W/ (7) 9/76" DIA. DRILLED HOLE AT INTERSECTION OF CROSS MEMBERS TO RECEIVE ALL—THREADED BOLT (REF. SD 3.2) A DETAIL 1 ALUMINUM COMPRESSION RING PLAN DETAIL 3/4" = 11-0" FULL PENETRATION GROOVE WELDS, TYP. DETAIL 1 Nor TO SCALE 1/4" x 4" ALUMINUM 6005 OR 6061 0 9/16" DIA. DRILLED HOLE AT INTERSECTION OF MEMBER CENTERLINES NOTES: — ALL ALUM/NUM TUBES AND BAR TO BE 6005 OR 6061 ALLOY — WELD FILLER TO BE 5356 4" x 2" x 1/8" ALUM/NUM 6005 OR 6061 W/ (1) 9/16" DIA. DRILLED HOLE AT INTERSECTION OF CROSS MEMBERS TO RECEIVE ALL—THREADED BOLT (REF. SD 3.2) 1/8 FULL PENETRATION GROOVE WELDS TYP. DETAIL 2 NOT TO SCALE 1/8 SECTION A -A 1 1/2" = 1 — 0" ALUM/NUM TUBE FLUSHi) W/ 7/4" FLAT BAR, TYP. MATERIAL SCHEDULE OTY. LABEL DESCRIPT70N LENGTH NOTES 1O 1/4"x4" 6005 FLAT BAR 15.7' BEND & WELD 1 © 4"x2nx1/8" 6005 TUBE 4.96' 2 ® 4"x2"x1/8" 6005 TUBE 2.40' .1:•1 ff 2.4 t N i "'co WW NN[ DATE 7/440 PRO" NO. 08-204-517i ERIMNC IOW SD 3.1 Of 6 UNC$ 1/2" DLA. x 5" LONG STEEL ALL— THREADED BOLT 1/4 4" x 4" x 1/4" STEEL CAP PLATE 1/4 3" DIA. x 1/4" STEEL P/PE COLUMN, TYP. 1/4 A THREADED 3" DIA. x 7/4" STEEL PIPES WELDED TO ENDS OF PIPE COLUMNS 1/4 NOTES: — PLATES AND ALL—THREADED BOLT ARE TO BE A36 STEEL — ALL PIPE IS TO HAVE A MIN/MUM YIELD STRENGTH OF 50 KS/ 9" x 9" x 1/4" STEEL BASE PLATE W/ (4) 7/16" DIA. DRILLED HOLES FOR THRU BOLTS 1/4 / X X1 1/2" I/ / PIPE COLUMN ELEVATION 9" x 9" x 1/4" STEEL BASE PLATE W/ (4) 7/16" DIA. DRILLED HOLES FOR THRU BOLTS 3 1/2" DIA. x 1/4" STEEL SLEEVE THREADED INSIDE ALONG ENTIRE LENGTH 1 1/2"-1 X PIPE COLUMN ABOVE r 1 1/2" 9" / BASE PLATE PLAN PLAN I. 3 1/2 ELEVA TION THREADED SLEEVE 1/2" DIA. x 5" LONG STEEL ALL—THREADED BOLT 4" x 4" x 1/4" STEEL CAP PLATE PIPE COLUMN BELOW CAP PLATE PLAN r 01:9010 a Regrow "ca 0"O NY[ DATE 1/140 PAW ND. 08 -204 -SJR DMMHD NUMBER SD .5.2 Of 6 DMS j 3" x 3" x 14 GA. STEEL PLATE W/ (1) 7/16 D/A. B DRILLED HOLE FOR THRU BOLT B C D i C I PLAN 14 GA. STEEL PLATE W/ (1) 7/16 DIA. DRILLED HOLE FOR THRU BOLT PLAN 14 GA. STEEL BRACKET W/ (3) 5/16" D/A. DRILLED HOLES FOR THRU BOLTS 3" x 3" x 74 GA. STEEL PLATE W/ (1) 7/16 D/A. DRILLED HOLE FOR THRU BOLT 1 1/2" 7 1/2 ELEVATION A -A 3" x 3" x 14 GA. STEEL PLATE W/ (1) 7/16 DIA.Th DRILLED HOLE FOR THRU BOLT 74 GA. STEEL PLATE W/ (1) 7/16 DIA. DRILLED HOLE FOR THRU BOLT BLOCKING BRACKET DETAIL NOT TO SCALE 13/ 6" 14 GA. STEEL BRACKET W/ (3) 5/16" DIA. DRILLED HOLES FOR THRU BOLTS 13/16" ELEVATION C -C CORE BRACKET DETAIL NOT TO SCALE 74 GA. STEEL PLATE W/ (1) 7/16 (—D/A. DRILLED HOLE FOR THRU BOLT ELEVATION B -B ELEVATION D -D 3/8" RADIUS FILLET J 01Pi5 U a r a RMko. CAW Nut BATE 7/440 PRO& NO.. IM -TM -SIR ORANING NUMBER SD 3.3 OF 6 Brox COMPRESSION RING CROSS MEMBERS (REF. SD 3.1) SHIM BENEA TH BASEPLATE AS NECESSARY FLOOR SYSTEM BY OTHERS EJ f'q FASTEN COLUMN ASSEMBLY TO COMPRESSION RING CROSS MEMBERS W/ (1) 1/2" DIA. HEX. NUT PREFABRICATED COLUMN ASSEMBLY (REF. SD 3.2) CONNECT PIPE COMPONENTS W/ THREADED SLEEVE (REF. SD 3.2) FASTEN COLUMN ASSEMBLY TO FLOOR SYSTEM W/ (4) (_____ 3/8" DIA. THRU BOLTS PRE—DRILL 1/8" PILOT A HOLES FOR LAG BOL T INSTALLATION, TYP. // 11 II / II 0 II FASTEN BLOCKING TO FLOOR JOISTS W/ (2) 1/2" DIA. x 6" LAG SCREWS AT EACH END OF BLOCKING (4 LAG SCREWS PER BLOCK) �!I IMP /// it 6x8 BLOCKING BETWEEN FLOOR JOISTS TO CATCH THRU BOLTS COMPRESSION RING CROSS MEMBERS (REF. SD 3.1) L FASTEN COLUMN ASSEMBLY TO COMPRESSION RING CROSS MEMBERS W/ (1) 1/2" DIA. HEX. NUT PREFABRICATED COLUMN ASSEMBLY (REF. SD 3.2) i PREFABRICATED COLUMN ASSEMBLY BELOW (REF. SD 3.2) CAP PLATE CONNECTION PLAN 3" = 1'-0" -T\FT EE I I - FLOOR JOISTS BY OTHERS C r, FASTEN COLUMN ASSEMBLY TO FLOOR SYSTEM W/ (4) 3/8" DIA. THRU BOLTS REF. COLUMN CONNECTION ELEVATION 7 - COLUMN CONNECTION EL E VA TION BASE PLATE CONNECTION PLAN 3" = 1'-0" 3" = 1-0" FASTEN BLOCKING TO FLOOR JOISTS W/ (2) 1/2" DIA. x 6" LAG SCREWS AT EACH END OF BLOCKING (4 LAG SCREWS PER BLOCK) 6x8 BLOCKING BETWEEN FLOOR JOISTS TO CATCH THRU BOLTS PRE—DRILL 1/8" PILOT HOLES FOR LAG BOLT INSTALLATION, TYP. o ml 6 g g N oo90So a Renfro*. MANNca CAW NAM DATE 0/f0 PRD.. NO. 08-104—SIR NAMING NUMBER S3.1 OF 6 DY6S PREFABRICATED BLOCKING BRACKET, TYP. (REF. SD 3.3) REF. BLOCKING CONNECTION ELEVATION A\ FASTEN BLOCKING BRACKET TO RAFTER W/ (1) 3/8" DIA. THRU BOLT FASTEN BLOCKING BRACKET TO BLOCKING W/ (1) 3/8" DIA. THRU BOLT TYP. MSR 2x6 RAFTER (24001-2.OE) 1 MSR 2x6 RAFTER 7 (2400/-2.0E) FASTEN BLOCK/NG BRACKET TO RAFTER W/ (1) 3/8" DIA. THRU BOLT Th 3x3 D.F. BLOCKING 3x3 D.F. BLOCKING) BETWEEN RAFTERS, TYP. BETWEEN RAFTERS, TYP. NOTE: SOLID HATCHED AREAS REPRESENT WOOD MEMBERS 11/16 MAX • 2 1/2" MIN. 3 3/16" PREFABRICATED -BLOCKING BRACKET, TYP. (REF. SD 3.3) FASTEN BLOCKING BRACKET TO BLOCK/NG W/ (1) 3/8" DIA. THRU BOLT, TYP. BLOCKING CONNECTION PLAN BLOCKING CONNECTION ELEVA TION a 4 r 8 RM Et Renfro. DPA"c DAM 1/440 MNW No 08 -204 -sen 01MMNG MAW S3.2 a a oval 4" x 1/4" ALUMINUM COMPRESSION RING t1/2" GAP FASTEN CORE BRACKET TO COMPRESSION RING W/ (1) 1/4" DIA. THRU BOLT PREFABRICATED CORE BRACKET (REF. SD 3.3) FASTEN CORE BRACKET TO RAFTER W/ (2) 1/4" DIA. THRU BOL TS MSR 2x6 RAFTER (2400f-2.OE) FASTEN CORE BRACKET TO COMPRESSION RING W/ (1) 1/4" DIA. THRU BOLT 4" x 1/4" ALUMINUM COMPRESSION RING FASTEN CORE BRACKET TO RAFTER W/ (2) 1/4" DIA. THRU BOLTS MSR 2x6 RAFTER (24001-2.OE) PREFABRICATED CORE BRACKET (REF. SD 3.3) RAFTER CONNECTION ELEVATION RAFTER CONNECTION PLAN • rI.f 0 a f a s a Know B. Reno. CMO wart DATE I/4/10 PROL NO. 0R -20F -SIR ORAWP10 NUMBER 53.3 OF 6 MS. ,T DIVE RSIF ED �i TESTING LASORAT®RIES, fl%J • 336 WEST FRONT STREET P.O. BOX 4004 BURLINGTON, NORTH CAROLINA 27215 PHONE (336) 227-7710 • FAX (336) 227-1175 www.diversifiedtestinglabs.com November 1, 2010 Ms. Val Wagman HERCULITE PRODUCTS, INC. P.O. Box 435 Emigsville, PA 17318 Reference: \Flammability Test Report Lab Identification No. 5822 Invoice No. 27295 (Attached) ,Dear Ms. Wagman: "We Test Per Your Request" One (1) sample, identified as PATIO 500 522 BEIGE 111020, LOT# 46036, was received and tested in accordance with the National Fire Prevention Association No. 701, "Flame Propagation of Textiles and Films, 2010 Edition, (Test 2, Large Scale)". The results are as follows: Specimen Number Afterflame Residual Flame Char Length (seconds) (seconds) (inches) Single 1 0.0 0.0 14.0 Flat 2 0.0 0.0 14.0 Specimen 3 0.0 0.0 15.0 4 0.0 0.0 13.0 5 0.0 0.0 13.5 6 0.0 0.0 14.5 7 0.0 0.0 13.0 8 0.0 0.0 15.0 9 0.0 0.0 14.0 10 0.0 0.0 13.5 The sample submitted meets the minimum requirements of the above standard. The length of char on the individual single flat specimens shall not exceed 17.1 inches. Additionally, no specimen shall continue flaming for more than two (2) seconds after the test flame is removed and no residues shall fall to the floor of the test chamber and continue flaming for more than two (2) seconds at any time during the test. If there are any questions or when we can be of further assistance, please let us know. Sinc rely, K ron S. Matkins KIM/mr Attachment OUR LETTERS AND REPORTS ARE FOR THE EXCLUSIVE USE OF THE CLIENT TO WHOM THEY ARE ADDRESSED. ANY COMMUNICATION TO OTHERS OR THE USE OF OUR COMPANY NAME MUST RECEIVE PRIOR APPROVAL. OUR TEST RESULTS APPLY ONLY TO THE SAMPLE TESTED AND ARE NOT NECESSARILY INDICATIVE OF THE QUALITIES OF APPARENTLY IDENTICAL OR SIMILAR PRODUCTS. SAMPLES NOT DESTROYED IN TESTING ARE RETAINED A MAXIMUM OF THIRTY DAYS. THE LETTERS, REPORTS OR NAME OF DIVERSIFIED TESTING LABORATORIES. IPIC. MAY NOT cr 0 O < J Uw Q-0 QCO Q CO w0 z 1-C1-7/ o001 U cc W D- O J K oo U w O zw D > -2c) F F Q O W j J U :QZ z H "U 0 oNQ Z U z DOME -60" DIA Z 0 N ccN w 0 U )- 0 O 0 J Z Q K W } M H Q cc 0 CC L U W U QQ (E CC CO Q Q W J LO W 0 x 1- w X w CC0 N } O LATTICE WALL CONSTRUCTION Z 0 J H Q Q 00 7 w Li_ N COZ o 00 U1(7) wcci- Y O >. N U ONO 0 U U 0J W W 12 0 ZQ0 x 0 t I w ccn ooh OFw 1 • � 0't m x x xvx Z;N N 11oc SUPPORT BEAMS SUPPORT POST CO J ,f 0 0 � M > U N 0 . Q w Z Z 0= w 0 OH L,_ N 1- J W Q Z J U w O Q Zw LJ QH O w N O W 0w 0 CO D 0 Q W 1 - CC K D Z_ } wm W Z 0 C7 W Z 0 w 0 00 0 K a U L3 LLI X 0 r U z xD N 0» LiJ Y Q o0 O O ±) N o_Dcx in m>- a0Q N 0 F 0 Q wU LucJ Li -W 1 5<a z0� wa WKN dJ 0a? 1/1< w BUCKHOR GEOTECH Civil, Structural & Geotechnical Engineers 222 South Park Ave. Montrose, CO 81401 (970) 249-6828 FAX (970) 249-0945 June 12, 2014 Colorado Yurt Company Attn: Mr. Dan Kigar 28 W. South 4th Street Montrose, CO 81401 Dear Mr. Kigar: Buckhorn Geotech has analyzed the 30 foot diameter `Alpine' yurt as described in the attached summary. I understand the unheated 30 foot diameter `Alpine' yurt is planned for a site at 51000 Two Rivers Plaza Road in Glenwood Springs, Colorado. Based on our analysis, the proposed yurt will support a roof snow Toad of 50 pounds per square foot, a 90 mph wind (3 - second gust) with a 'C' exposure, and the seismic requirements for a category B structure. The design loads were applied to the structure per the requirements of the 2009 International Building Code and ASCE 7-05 Minimum Design Loads for Bui/dings and Other Structures. The attached summary describes the methodology used for the analysis along with the graphical results of the analysis for the various load cases. Per the requirements of the International Residential Code section R602.10.11, the perimeter 2x4 studs will be braced with a perimeter 7/16" thick x 1 7/16" wide D.F. #1 lattice system. Further lateral resistance is offered by the moment continuous center post and cables as shown on the attached fabrication drawings. Thank you for the opportunity to evaluate this structure and please call if you need anything further. Respectfully, William M. Ungerer, P.E. BUCKHORN GEOTECH ENGINEERING DEPARTMENT CLIENT - JOB NO. SUBJECT: 30 Foot Alpine Yurt — Glenwood Caverns Adventure Park RV. NO. SHEET 1 OF 8 MADE BY CHKD. DATE 5/29/2014 DATE APPVD. BY DATE 0 BY APPVD. DATE Design Loads for 30 Foot Diameter Colorado Alpine Yurt Structure with Center Post: Exposure Terrain Category Flat Roof Snow Load (psf) Wind Speed _ __ Partially Exposed C c `50 ) <\ p. 90 mph Exp. BUCKHORN GEOTECH ENGINEERING DEPARTMENT CLIENT - JOB NO. SUBJECT: 30 Foot Alpine Yurt — Glenwood Caverns Adventure Park RV. NO. SHEET 2 MADE BY CHKD. APPVD. BY 0 BY APPVD. OF 8 DATE 5129/2014 DATE DATE DATE GENERAL METHODOLOGY: The reference RISA -3D program is used to solve for member forces and reactions at supports. A working stress approach is used to determine allowable capacity of the structural members. Foundation anchorage is assumed to be pinned with rotational support in the longitudinal direction only. TECHNICAL INPUT/REFERENCES: 1. 2009 IBC Building Code 2. AISC Manual of Steel Construction, 13th ed. 3. ASCE Standard, Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-05 4. 2005 NDS National Design Specification 5. ACI 318-08, Building Code. 6. 2005 Aluminum Design Manual GENERAL ASSUMPTIONS: 1. The lattice attached to the columns provides lateral bracing. 2. Fabric covering the rafters does not contribute to lateral bracing. 3. Structural load limits are calculated to be allowable working stress values. 4. All member connections are assumed to satisfy the requirements of the National Design Specification for Wood Construction — Allowable Stress Design. MEMBER SIZES: Rafter = Columns = Blocking = Compression Ring = Lateral and Center Post Cable = Center Post = Modulus of Elasticity for Aluminum Minimum Yield Stress, Fy = 35 ksi 2x6 MSR2400 2x4 MSR2400 2x4 MSR2400 Aluminum 6061 4"x1/4" Flat Bar & 2x4x1/4" Tube 0.25 Galvanized "Aircraft" Cable 3" O.D. x'' /a" Thick 50 ksi Pipe = 10,100 ksi BUCKHORN GEOTECH ENGINEERING DEPARTMENT CLIENT • JOB NO. . SUBJECT: 30 Foot Alpine Yurt— Glenwood Caverns Adventure Park APPVD. BY RV. NO. 0 BY APPVD. SHEET 3 MADE BY CHKD. OF a DATE 512912014 DATE DATE DATE LOAD COMBINATION REQUIREMENTS AS SET FORTH IBC -06 1605.3.1: Minimum Design Loads: Combining Nominal Loads Using Allowable Stress Design Basic Combinations. Loads listed herein shall be considered to act in the following combinations, whichever produces the most unfavorable effect in the building, foundation, or structural member being considered. 1. D+F 2. D+H+F+L+T 3. D+H+F+(Lr or S or R) 4. D+H+F+0.75(L+T)+0.75(Lr or S or R) 5. D+H+F+ (W or 0.7E) 6. D+H+F+0.75(W or 0.7E) + 0.75L + 0.75(Lr or S or R) 7. 0.6D+W+H 8. 0.6D+0.7E+H The fluid load, F, the lateral earth load, H, roof live load, Lr, and rain load, R, are not applicable to this structure. Further, the earthquake load combinations are not considered for this 8.0 kip structure because the seismic base shear calculated using the Simplified Analysis Procedure in ASCE 7-05 Section 12.14 is less than the horizontal forces resulting from the design wind load. As a result, the load combinations reviewed for this structure are as follows: IBC EQ. 16-7: Dead IBC EQ. 16-8: Dead + (Snow or Wind) IBC EQ. 16-10: Dead + 0.75(Wind) + 0.75(Snow) IBC EQ. 16-11: 0.6 (Dead) + Wind BUCKHORN GEOTECH ENGINEERING DEPARTMENT CLIENT -JOB NO. SUBJECT: 30 Foot Alpine Yurt — Glenwood Caverns Adventure Park RV. NO. SHEET 4 MADE BY CHKD. APPVD. BY 0 BY APPVD. OF 8 DATE 5/29/2014 DATE DATE DATE BUILDING CLASSIFICATION REQUIREMENTS AS SET FORTH BY ASCE-7-05, AS IMPORTANCE TABLE 1-1 Classification of Buildings and Other Structures for Wind, Snow, and Earthquake Loads Nature of Occupancy Category Buildings and other structures that represent a low hazard to human life in the event of failure including, but not limited to: • .Ajiripullnrat ...,'""• Certain temporary facilities • Minor storage facilities All buildings and other structures except those listed in Categories I, III, and IV Buildings and other structuresmat repre ent substantial hazard to human life in the event of failure including, but not limited to: • Buildings and other structures where more than 300 people congregate in one area • Buildings and other structures with elementary school, secondary school, or day-care facilities with capacity greater than 250 • Buildings and other structures with a capacity greater than 500 for colleges or adult education facilities • Health-care facilities with a capacity of 50 or more resident patients but not having surgery or emergency treatment facilities • Jails and detention facilities • Power generating stations and other public utility facilities not included in Category IV • Buildings and other structures containing sufficient quantities of toxic or explosive substances to be dangerous to the public if released Buildings and other structures designated as essential IV facilities including, but not limited to: • Hospitals and other health-care facilities having surgery or emergency treatment facilities • Fire, rescue and police stations and emergency vehicle garages • Designated earthquake, hurricane, or other emergency shelters • Communications centers and other facilities required for emergency response • Power generating stations and other public utility facilities required in an emergency • Buildings and other structures having critical national defense functions TABLE 6-2 Importance Factor, I (Wind Loads) Category 16,..EZEIMISE4O. n m Iv 0.87 1.00 1.15 1.15 NOTE: 1. The building and structure classification categories are listed in Table 1-1. TABLE 7-4 Importance Factor,/ (Snow Loads) category* 1 1 0.8 ,... _ ..:.,-.e-' II 1.0 I1I 1.1 IV 1.2 'See Section 1.5 and Table 1-1, VALUES CONSIDERED FOR THIS SHELTER (CLASS II), ASSESSMENT ARE HIGHLIGHTED IN RED. RV. NO. 0 BY APPVD. DATE SNOW LOAD METHODOLOGY : PARAMETERS WHICH AFFECT SNOW LOAD PRESSURE CALCULATION (FOLLOWING PAGE) GIVEN THE GROUND SNOW LOAD FOR A PARTICULAR SITE AND STRUCTURE TYPE. THE FINISHED ROOF MATERIAL FOR THIS STRUCTURE IS AN UNOBSTRUCTED SLIPPERY SURFACE WITH A STATIC COEFFICIENT OF FRICTION =0.45. TABLE 7-3 Thermal Factor, Cr Thermal Condition* Cr All structures except as indicated below Structures kept just above freezing and others with cold, ventilated roofs having a thermal resistance (R -value) greater than 25 °F•h•sq ft/Btu (4.4 K.m /ilk soim.♦ Unheated structures 1.0 1.1 1.2 *These conditions shall be representative of the anticipated conditions during winters for the life of the structure. 38 1.0 0.8 0.6 0.4 0.2 3 4 6 8 12 3 4 6 8 12 on on on on on on on on on on 12 12 12 12 12 12 12 12 12 12 IH I I I I I I I __ ` IL1 I I 1 I a. Warm Roofs —1\ (Ct =1.0) — Unobstructed Slippery Surfaces — with R 2 30* (5.3**) for Unventilated Roofs — or R 2 20* (3.5**) for Ventilated Roofs _ * °F•h•ft2Btu ** K•m2/W All Other Surfaces 15° I i\ \ All — Other Surfaces 1 I I b. Cold Roofs (Ct >1.0) — Unobstructed Slippery Surfaces I 1 1 I I 1 I I — 1 1 1 I I 1 I I 30° 60° 90° 0 30° 60° 90° Roof Slope Roof Slope Interpolation shall not be used to determine C. --FIG. 7-2. Graphs for Determining Roof Slope Factor C, for Warm and Cold Roofs. BUCKHORN GEOTECH SHEET 5 OF 8 ENGINEERING DEPARTMENT MADE BY DATE 5/29/2014' CLIENT - JOB NO. CHKD. DATE SUBJECT: 30 Foot Alpine Yurt – Glenwood Caverns Adventure Park APPVD. BY DATE BUCKHORN GEOTECH ENGINEERING DEPARTMENT CLIENT - JOB NO. SUBJECT: 30 Foot Alpine Yurt — Glenwood Caverns Adventure Park RV. NO. SHEET 6 MADE BY CHKD. APPVD. BY OF 8 DATE 5/2912014 DATE DATE 0 BY APPVD. DATE SNOW LOAD METHODOLOGY CONT.: Uniform Snow Load: The structure was analyzed using a factored flat roof snow load per the requirements of ASCE 7-05 Minimum Design Loads for Buildings and Other Structures. The coefficient used to determine the sloped roof snow load from the flat roof snow load is dependent on the roof slope and whether the shelter is heated or unheated. The steps and variables used in calculating the applied uniform sloped roof snow load for the site at 51000 Two Rivers Plaza Road in Glenwood Springs, CO are as follows: Pr= 50.0 psf Ps = sloped roof snow load = CsPr For cold roof and average slope = 30 degrees, slope factor Ca (for slippery surface) = 0.75 Ps = 50.0 x 0.75 = 37.5 psf. The sloped roof snow load, ps, was applied to the rafters for the uniform snow load condition and used to calculate the unbalanced snow load. Unbalanced Snow Load: The unbalanced snow loads were calculated using Case 1 of ASCE Figure 7-3 with snow loads applied to the downwind 90 degree portion of the structure as specified in ASCE 7-05 Section 7.6.4. BUCKHORN GEOTECH SHEET 7 OF 8 ENGINEERING DEPARTMENT MADE BY DATE 512912014' CLIENT - JOB NO._ CHKD. DATE SUBJECT: 30 Foot Alpine Yurt — Glenwood Caverns Adventure Park APPVD. BY DATE RV. NO. 0 BY APPVD. DATE WIND LOAD METHODOLOGY: The wind load was applied to the structure using ASCE 7-05, Section 6.5, Analytical Procedure. The required Garfield County wind design speed is 90 mph. The design wind pressures, qz, for the main wind force -resisting system are based on the following equation: qz = 0.00256K KnKdV2I K = 0.85 for exposure 'C' and roof height = 15' Ka = 0.95 for round structure Kn = (1+K1K2K3)2=1.0 for topography where K1=0, K2=1.0, K3=1.0 for flat topography V = 90 mph 1 = 1.0 for Category II building qz = 16.7 psf for exposure 'C' Per ASCE Section 6.5.15 the design wind pressure for other structures is as follows: pz = qz(GCf) G = 0.85 from Section 6.5.8 Cr= 0.5 from Fig 6-21 pz = 16.7 (0.85) 0.5 = 7.1 psf for exposure 'C' The pressures listed above were applied to the vertical walls. For enclosed buildings with domed roofs (a domed roof more closely represents the roof shape of the yurt in comparison with other code figures) the design wind pressure, p, is defined as follows using a rise to diameter ratio of 0.25: (G) = 0.85 and (GCp,) = ± 0.18 for enclosed structures p = g1(GCp - From ASCE Figure 6-7 Surface Cp (GC„) qz p (psf) Area A -0.4 -0.34 16.7 -8.7 Area B -0.9 -0.77 16.7 -15.9 Area C -0.3 -0.26 16.7 -7.3 The wind pressures were applied to the structure per Figure 6-7 in ASCE 7-05. Based on the shape and dimensions of the structure the wind causes a negative pressure on the roof. BUCKHORN GEOTECH ENGINEERING DEPARTMENT CLIENT • JOB NO. SHEET 8 MADE BY CHKD. OF 8 DATE 5/29/2014 DATE SUBJECT: 30 Foot Alpine Yurt- Glenwood Caverns Adventure Park APPVD. BY DATE RV. NO. 0 BY APPVD. DATE SUMMARY: • Based on the assumptions and the allowable stresses, the 30 foot diameter fabric structure will support the following loads: Exposure Terrain Category Flat Roof Snow Load (psf) Wind Speed Partially Exposed C 50 90 mph Exp. 'C' • The analysis assumes the structure is enclosed during high wind events. Further, the owner should on occasion remove snow around the perimeter of the deck to allow the snow to shed from the roof. Company Designer Job Number 30' Alpine Yurt - Glenwood Caverns Adventure Park Mar 20, 2014 8:59 AM Checked By: Load Combinations Fa.. B.. Fa.. 1 DL Yes Y DL 1 2 DL + SL Yes Y DL 1 10 1 3 DL + UNBALANCED SL Yes Y DL 1 20 1 4 DL + WL Yes Y DL 1 30 1 5 DL + 0.75 SL + 0.75 WL Yes Y DL 1 10 .75 30 .75 6 DL + 0.75 UNBALANCED SL + 0.75 WL Yes Y DL 1 20 .75 30 .75 7 0.6 DL + WL Yes Y DL .6 30 1 RISA -3D Version 11.0.2[1...1...1...1...1...1...1...130foot_ALring_3inchALpost_2x6rafter_sheltered_mod.r3d] Page 7