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MUP 2006-751
FINANCE f Revenue Code ,L7� IMtn' a Quinta ° Community Development Department 78 5 Calle Tampico�.7�7 10 La inta, California 92253 2076 77-7125 FAX: (760) 777-1233 OF 1A OFFICE ,�'U'SE ONLY KU t Case No. P oZ Dc�' - 7s/ Date Recvd. VloLa, Fee: 0 o Logged in by: 010) �P 05-b�f 3 sIJP o6-�r5� APPLICATION FOR TEMPORARY USE PERMIT APPROVAL TEMPORARY USE PERMIT applications are reviewed and approved at a public hearing by the Community Development Director pursuant to Section 9.210.050, of the Zoning Code. The purpose of the review is to regulate certain temporary land uses and activities and ensure minimum negative or adverse impacts on surrounding areas. APPLICANT East of Madison, LLC (Print) MAILING ADDRESS P.O. Box 1482 Phone No. (760) 391-5072 CITY, STATE, ZIP: La Quinta, CA 92247 Fax No. (760) 398-5788 PROPERTY OWNER (If different): � 4 K 6 (Print) MAILING ADDRESS: CITY, STATE, ZIP:_ LOCATION OF USE/ACTIVITY: Within a portion of Lot M of PROPOSED USE AND/OR ACTIVITY: A3\fonn.409 Goo f ca All tor Phone No. Fax No. LECsAL DESCRIPTION (LOT ARACT OR A.P.N.): The Madison Club: Within a portion of Lot M of Tract 33076-2 (Meriwether Way). APN: 767-200-009 Length of Activity (Dates): February 15; 2008 Hours of Activity: 5: 00 am to 8: 00 pm (Daily) Equipment Set Up Date: February, 2006 Equipment Removal Date: April 1. 2008 Maximum number of people working at site during activity at any one time: 3 attendants Maximum number of people expected to attend the activity at any one time: Total per Day: 3 attendants 3 attendants Grand Total: 3 attendants SUBMISSION REQUIREMENTS: ❑ Site Plan showing layout of activities, tents, parking areas, etc. planned. ❑ Filing fee for Temporary Use Permit. If filing multiple applications, the most expensive application will be charged full fee, with remaining related applications discounted 50% for each. This discount does not apply to Environmental Information form. NAME OF APPLICANT 30kn F. (Da -4r1 , VP MaCl LLC (Please Pri SIGNATURE OF APPLICANT DATE NAME OF PROPERTY OWNERLLC- (Please Print) SIGNATURE OF PROPERTY OWNER(S) IF NOT SAME AS APPLICANT: DATE (Signature provides consent for applicant to use site for proposed activity). DATE (Separate written authority by owner to submit application may be provided) NOTE: FALSE OR MISLEADING INFORMATION GIVEN IN THIS APPLICATION SHALL BE GROUNDS FOR DENYING APPLICATION. A3\form.409 • P.O. Box 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLe TAMPICO LA QUINTA, CALIFORNIA 92253 March 1, 2006 Ms. Cynthia Zamorez East of Madison, LLC PO Box 1482 La Quinta, CA 92247 (760) 777-7000 FAX (760) 777-7101 Fj`F�C,�e SUBJECT: MINOR USE PERMIT 2006-751 TEMPORARY GOLF CART STORAGE; MADISON CLUB Dear Ms. Zamorez: The Community Development Department has reviewed your request to establish a temporary golf cart storage facility on the corner of Meriwether Way and Humboldt Boulevard within Madison Club, and has approved the project subject to the exhibits on file and the following Conditions: CONDITIONS: 1. By installing this tent, the applicant agrees to indemnify, defend and hold harmless the City of La Quinta, its agents, officers, and employees from any claim, action, or proceeding to attack, set aside, void, or annul the approval of this Temporary Use Permit. The City of La Quinta shall have the right to select its defense counsel at its sole discretion. The City of La Quinta shall promptly notify the applicant of any claim, action, or proceeding and shall cooperate fully in the defense. 2. The applicant shall comply with all provisions of the La Quinta Municipal Code (LQMC). 3. Permits for the tent shall be obtained prior to installation. Prior to set-up, please contact the La Quinta Building & Safety Department and Riverside County Fire Safety at (760)863-8886 for any additional requirements of the Fire Marshal. Fire lanes shall be established and/or maintained as long as the tent is up. 4. Portable generators shall be shielded to prevent accidental contact with guests. Extension cords shall be ground -secured to prevent tripping. Any lighting shall be directed away from surrounding residential properties. No spot or searchlights are permitted. 5. All temporary electrical wiring shall be secured to prevent physical hazards to the public and participants.. Wiring/cords shall not be subjected to environmental or physical damage. 6. All temporary outdoor lighting shall comply with Section 9.100.150 of the Zoning Ordinance. All temporary lighting shall be turned off within one hour of the closing of the storage facility. The use of spotlights, searchlights, or other such aerial illumination devices is prohibited, as per City Ordinance. 7. Roadways/traffic aisles to structures and activities in and around the tent shall be maintained accessible to emergency vehicles at all times. If used, parking monitors shall wear light-colored clothing and reflective vests as needed. Flash lights shall be used after dusk. '8. The tent location shall not deviate from the portion of the site identified in the i attached site plan. 9. If any ground excavations are required, please contact Underground Service Alert. (USA) at 1-800-227-2600 or 1-800-422-4133. This service is free of charge provided USA is. given two days notice prior to commencement of work. 10. This permit for the golf cart storage facility shall expire one year from the date of this letter (March 1; 2007), unless a time extension is applied for and granted by this Department. The Community Development Director may extend the permit for a set time period if needed. No fee is required to extend this permit . The City may elect to add Conditions to this application request to mitigate any problems that arise not previously addressed herein. This decision may beappealed to the Planning Commission, provided the written appeal and filing fee of $175.00 are submitted to this Department within 15 calendar days. Please contact this office should you wish to file an appeal, and we will assist you in that regard. If you have any questions on this matter, please contact me at 760 -777 -7125; -or by email at jwuu@la-quinta.org. Since JAY WUU Assistant Planner C: Building and Safety Department Public Works Department Code Compliance Department Fire Department Sheriff's Department MATCH LINE SEE SHEET 2 ti I T.— X'. 'y • CONSTRUCTION NOTES AND QUANTITIES "L - � � APPRIt on. Oe.vn .- eu• P.wc n x• a a+m Oj avn b aaK' �]' raL urrarrie ex OC•61a4T 419aa G Gan ani Q MI mueY MleaCle rl••] OfAS1a., f �/Y < d !A/Kr1I tint{ SQ Otar ro Rma ea rn, o.uo.n. troiaa m .o ra Qvmaa+ r u. ma m on v u eaa. srlH a m. mmun .m sn>. Qran r erm swwc u s• u mno ®tin e.em saa wAt aa.. nsc Q aria .ma GRAPHIC SCALE BENOI DA a..a.,e ymr �neav ro evuer •cwa •a atvmN en.mT m na auw .... tin.. � STAMP BASIS OF BEARINGS BENCH MAW APPROVED BY: CITY OF LA UINTA 0 AVWM NAME: I"` e~OLe1° PRECISE GRADING Pc-cwel aisE-on-o3 e/]0At r �x w wa�� ��® rK +arx u�x a M .. i/. owl Mv1 Ne------ rs. v acno� v. mwPm a vo a s ' wra a•.a r rAsr. s.x wumrt N x•iovnv •r n¢ MADISON CLUB I �Onsuitant5 Inc. A4� TEMPORARY CLUBHOUSE a>o1 MD /erre 9.D M[ alae • .1 •wra Glv-��).aT rega• a +ui �� .t wrz e vasa er Bl,C • «oro'ut N6.c evae aNcra/err omm TRACT MAP NO. 33076-1 REVISKM ND e. m m 1- m Dffi .0 e¢ ..... [»..r -r -m SHEET ] W 5 PORTIONS SECTION I T.6.5. R.7.E. 5..M. _ APPROVED B COMMUNITY DEVELOPMENT DEPARTMENo By DATE EXHIBIT CASE NO. Sy\,JP Q" "S'N • `L� v-� March 9, 2006 CITY OF LA QUINTA LA QUINTA POLICE 82-695 DR. CARREON BLVD., INDIO CA. Ms. Cynthia Zamorez East of Madison, LLC P.O. Box 1482 La Quinta, California 92247 (760) 863-8990 RE: Minor Use Permit 2006-751 Temporary Golf Cart Storage Madison Club Development Dear Ms. Zamorez, The La Quinta Police Department would like to share the following comments and concerns relating to your planned temporary (tent) golf cart storage facility that is to be erected within the Madison Club golf and housing development. Hand-in-hand with the growth and development of our community has been a reoccurring problem of theft from construction sites. Also, golf carts have often been targeted for theft throughout our community. As a result, W@_afe concerned for the security of your temporary (tent) golf cart storage facility. We would like to offer the following security recommendations for your consideration and future implementation 1. Maintain an accurate daily inventory of the golf carts. Arrange for easy access to the inventory via on-site security personnel. 2. Accurately record the appropriate Vehicle Identification Number (VIN) or serial number for each golf cart. .. .... .., ... -. — : ". 1 .Yt, .a — vJw ' �__+ '" k Y i c.aa ' IF lls%w Ve, ti..il lJF, distinctive markings, value etc.) Maintain photographs if possible. 4, Clearly mark each golf cart for easy identification. 5. Install secure fencing and locked gates around the temporary (tent) golf cart storage facility. Inventory all keys and stringently limit access to the keys. 0 6. Install security lighting throughout the temporary (tent) golf cart storage facility. Make the ongoing maintenance of the security lighting a priority. 7. Utilize on-site security personnel to provide a high level of visibility and security presence in both daylight and night time hours. 8. If the golf carts are key operated, DO NOT leave the keys in the golf cart ignition and DO NOT attempt to hide the key anywhere on the golf cart. 9. Lock and secure the golf carts, individually or collectively, within the interior of the temporary (tent) golf cart storage facility. 10. Provide on-site security personnel with our 24 hour Non Emergency dispatch telephone number: 760-836-3215 Option #5 Use this number to immediately report any theft or attempted theft at the location. Thank you for your time and attention to these recommendations and we look forward to working with you to make your development and our community safer. Should you have any questions, or comments, please contact Community Services Officer Thomas Fowler at 760-863-8950. Sincerely, Walter Meyer, Captain Chief of Police cc: Jay Wuu Assistant Planner Community Planning Department City of La Quinta Steven B. Brown & Associates Consulting Engineers January 11, 2003 Sprung Instant Structures, Inc. 100110 Avenue SW Calgary, Alberta T2R OB7 Attn: I &. Peter B os Re: Utility Load Allowance for Sprung Structures Dear Peter: This letter is a clarification of the utility load allowance used in the design of Sprung Structures. The design of Sprung Structures includes a uniform load of 2 psf to allow for sprinklers, lighting, mechanical ductwork, etc. In accordance with the design conditions loads from the referenced utilities must be uniformly distributed and balanced. For non -insulated structuies beam clamps may be used to attach utilities to the aluminum arches. Insulated structures with an inner lining may use through bolts with head, nut and washer. The bolt holes may be %Z" diameter with a 2 '/Z" gage and a minimum spacing of 24" *on center. Any attachment to the structure should be flexible to allow for the movement of the structure in high wind conditions. Do not attach utilities to the small tack welded clips restraining the fabric retaining clips. This fabric retaining assembly is not suitable or safe as an attachment point. Do not provide self -tapping screw attachments to the aluminum arches. Your client should coordinate any attachment details -with you prior to erection of the Sprung Structure. All attachment methods and design of attachments are the responsibility of your client's engineer. Please call if there are any questions. Regards, Steven B. Brown, P.E. Cc: Peter Bos, via fax, (403)229-1980 .4.885 Riverbend Road, Suite B, Boulder, Colorado 80301 (303)442-2009 fax (303)265-9413 • 0 SPRUNG INSTANT STRUCTURES Manufacturers of Engineered Relopatable Structures www.sprurrg.com POLYURETHANE COATED ARCHITECTURAL MEMBRANE Typical Property Test Method Units Specification Thickness 5030 mils 25+' Weight 5041/F.S. 191 oz/sq.yd. 18(+2-1) Tear Resistance 5134 lb/in 110/110 min. Trapezoid Tear D4533 lb/in 35/40 min. Grab Tensile 5100 lb/in 260/260 min. Strip Tensile ASTM D751 Win 200/200 min. Adhesion 5970 lb/in 15 min Hydrostatic Resistance 5512 lb/int 383 min Cold Crack 5874 °F -40° max. Abrasion Resistance 5304 Visual 30,000 Dead Load MIL -T -52983E Pass/Fail 1001bf @ room temp. 50 lbsf @ 160°F Fungus Resistance ASTM -6-21-75 Pass/Fail Pass QUV Weathering QUV Hours Pass Flame Resistance 5903 NFPA 701 ULC & 100 UBC 31-1 ASTM B84 California Fire Marshall Pass/Fail Pass • CLIENT: PLASTATECH ENGINEERING, LTD. 725 E. Morley Drive Saginaw, MI 48601 Attn.: Wolfgang von Claparede • Test Report No: 32157 Date: November 24, 2003 1 SAMPLE ID: One sample of material submitted and identified by the Client as: TENSION STRUCTURE MEMBRANE, Composition: Laminate Polyester Scrim with PVC and Top Coat (Water Based PU), Lot # 60329E, Color: Beige with White Back. DATE OF RECEIPT: Entered into .SGS USTC Sample Tracking System on November 12, 2003 as No. 37236. i TESTING PERIOD: November 12 to November 22, 2003. Tests performed by H.F. Yeung, Senior Analyst and Y.L. Yeung, Senior Technician. AUTHORIZATION: Client's letter dated November 7, 2003 and confirmation dated November 21, 2003 showing P.O. No. 47805, both signed by Wolfgang von Claparede. i TESTS REQUESTED: See Page 2. TEST RESULTS: Refer to Pages 3 and 4. -- ---CONCLUSION: = - The -above=--sample meets the -flammability requirements of the California - - Administrative Code, 'Title 19, Section 1237 (for Interior and Exterior Uses) when tested in the original condition, after weathering and after water extraction. i Tested By 1411 yam✓ H.F. Yeung Senior Analyst The California State Fire Marshal's Office retains the prerogative of verifying compliance with this regulation and reserves the right to make the final decision as to the acceptability of the above material for registration on a case-by-case basis. Page 1 of 4 Signed for and on behalf of SGS U.S. Testing Company Inc. Norma C. Trinidad Technical Manager, LA -Softlines Lab. This report is issued by SGS U.S. Testing Company Inc. under its General Conditions for Testing Services (copy available upon request). SGS U.S. Testing's responsibility under this report is limited to proven negligence and will in no case be more than the amount of the testing fees. Except by special arrangement, samples are not retained by SGS U.S. Testing for more than 30 days. The results shown on this test report refer only to the samples) tested unless otherwise stated, under the conditions agreed upon. Anyone relying on this report should understand all of the details of the engagement. Neither the name, seals, marks nor insignia of SGS U.S. Testing may be used in any advertising or promotional materials without the prior written approval of SGS U.S. Testing. The test report cannot be reproduced, except in full, without prior written permission of SGS U.S. Testing Company Inc. inc. i Consumer Testing Services 5555 Telegraph Road, Los Angeles, CA 90040 t (323) 830-1600 t 1323) 722-8251. www.sgs.com Member ofthe SGS Group lSocidtd Gdndrale do Surveinancel • CLIENT: PLASTATECH ENGINEERING, LTD. TEST(S) REQUESTED: • Report No.: 32157 Date: November 24, 2003 Page: 2 of 4 Compliance Testing for Flame Resistance in accordance with the applicable procedures set forth in the California Administrative Code, Title 19, Public Safety, Subchapter 8, Article 41Section 1273.2 (Fabrics for Exterior Use) and per letter and draft for the proposed revision to Title 19, Section 1237, Small Scale Test, dated August 9, 1993 from Ellen M. Shelton, Deputy State Fire Marshal. The sample was evaluated for flammability in the original condition (as received), after 100 hours of accelerated weathering and after 72 hours of water extraction. as per ,specified procedures described below: A. Water Extraction — Per Procedure Outlined in the Proposed Amendment to the California Administrative Code Title 19, Section 1.236 (.1988): The test specimens were submerged in tap water for three consecutive 24 hour soak/drain cycles. At the end of each 24 and 48 hours, the water was drained and replaced with fresh water. The total time for this water leaching procedure was 72 hours. B. Accelerated Weathering — AATCC 111- 1996, Option A The apparatus used was an ATLAS Electric Devices Sunshine Arc Type Weatherometer with Corex D glass filters operating at a black panel temperature �f 63 °C and programmed for successive _ cycles. of 1:02 -minutes. of light without water spray and .18 minutes of light with water spray. The total time of exposure was 100 hours. Flammability Test Conditions: Sample Conditioning: Oven exposure at 140-145 ° F for one hour prior to testing. Flame Applied: 12 Seconds Fuel used: Methane (C.P.) Gas Sample Orientation: Vertical U RESULTS • .. Report No.: 32157 Date: November 24, 2003 Page: 3 of 4 Flammability per California Administrative Code, Title 19 Section 1273.2.(for Exterior Use) and Section 1237- Fire Resistance Test Small Scale Test Sample: TENSION STRUCTURE MEMBRANE Composition: Laminate Polyester Scrim with PVC and Top Coat (Water Based PU), Lot # 60329E; Color: Beige with White Back Test Conditions After Flame (Seconds) After Glow zi (Seconds) Char length (inches) Compliance 1. Original Condition - Lengthwise Average 0.0 0.0 2.8 Current: Pass Proposed: Pass 0.0 0.0 3.1 1.7 0.0 3..0 1.2 0.0 3.1 0.0 0.0 3.6 0.6 0.0 N/A - Widthwise Average 1.5 0.0 2.9 Current: Pass Proposed: Pass _ _.. 0.0 0.0 ) 3.1 0.0 0.0 3.5 1.8 0.0 3.5 1.0 0.0 N/A 2. After Water Extraction - Lengthwise Average 0.0 0.0 3.3 Current: Pass Proposed: Pass 0.0 0.0 3.2 0.0 0.0 3.2 0.0 0.0 3.3 0.0 0.0 3.4 0.0 0.0 N/A Widthwise Average 1.1 0.0 3.1 Current: Pass Proposed: Pass 1.4 0.0 3.3 1.0 0.0 3.1 1.1 0.0 3.2 1.5 0.0 3.2 1.2 0.0 NJA CLIENT: PLASTATECH ENGINEERING , LTD. RESULTS: (CONT) • Report No.: 32157 Date: November 24, 2003 Page: 4 of 4 Flammability Per California Administrative Code Title 19 Section 1273.2 for Exterior Use and Section 1237- Fire Resistance Test Small Scale Test Sample: TENSION STRUCTURE MEMBRANE Composition: Laminate Polyester Scrim with PVC and Top Coat (Water Based PUL Lot # 60329E Color- Beige with White Back Test Conditions After Flame (Seconds) After Glow 2' (Seconds) Char length (Inches) Compliance 3. After Accelerated Weathering - Lengthwise Average 0.0 0.0 3.2 Current: Pass Proposed: Pass 0.0 0.0 3.1 0.5 0.0 3.2 0.0 0.0 3.3 0.0 0.0 3.5 0,1 0.0 N/A - Widthwise Average 1.5 0.0 3.4 Current: Pass Proposed: Pass 1.4 0.4 3.3 0.9 0.0 3.0 0.5 0.0 3.4 0.4 0.0 3.5 0.9 0.0 N/A REQUIREMENTS " --- N/A u --- Weight of Material: 22.6 oz./ sq, yd. (Re.: ASTM D 3776, Option C) Current Average, Maximum Individual, Maximum 2.0 sec. N/A Z' 6.0 inches Proposed Average, Maximum 1 4.0 sec. N/A 2' --- Individual, Maximum --- N/A 2' 6.0 inches ? Legend: y 1/ As proposed for revision by a consensus of attendees at a June 3, 1993 meeting with Ellen M. Shelton, Deputy Fire Marshal, for reviewing the California Code of Regulations Title19 Flame Retardant Program and Draft for the Proposed Revision to Title 19, Section 1237, Small Scale Test, dated August 9,' 1993 from Ellen M. Shelton, Deputy Fire Marshal. 2/ No requirements for "Afterglow". However, the proposed revision to the Title 19, Section 1237 specifies that the afterglow and localize burning shall be reported. End of Report IVUV-2ti-b3 tOt3:lb!^'h'UM�11V�'tlt'1't�HPt(:UUV�FG 11].b104 b24 FAG -E- 2/16 n n e"e er ETL SEMKO REPORT OF A STANDARD FLAME SPREAD PROGRAM CONDUCTED ON PVC LAMINATED SCRIM CLIENT: PLASTATECH ENGINEERING, LTD. 725 E. MORL'E'Y DRIVE SAGINAW, W 48601. REPORT PREPARED BY: INTERTEK TESTING SERVICES NA LTD. 211 SCHOOLHOUSE STREET COQUITLAM, B.C. V3K 4X9 REPORT NUMBER: 3051042 DATE: NOVEMBER 27, 2003 AII services undertaken are subject to the following general policy: 1. This report is for the exclusive use of Intertek Testing Services NA La's (Intertek 's) client and is provided punz+ant to the agreement between Intertek and its client_ Intertek Is responsibility and liability are limited to : the terms and conditions of.the agreement. Intertek assumes no liability to any party, other than to the client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this report. 2. Only the client u authorized to copy or distribute this report and then.only in its entirety. Any use of the Intertek- name or one of its marks for the sale or advertisement of the tested material, product or service must' first be approved in writing by Intertek '. 3. The observations and test results in this report are relevant only to the sample tested. This report by itself does : C not imply that the material, product'or service is or has ever been under as Tntertek cerbflcation program. I ntartek Testing Services NA Ltd. 211 Schocdhowe SL. CoquNan, BC V3K aX9 Telephone: 604.5203321 Fat 604-5249166 Web; wwwkaenek-edsemko.com NOV-28-03 08.15 FROM:INTER.• VANCOUVER PREFACE ID -604 52486 PAGE.J` - 3/16 This report describes the tests, standards, and details for the sample of laminated polyester scrim with PVC and top coat (Lot Number 60329E), submitted by Plastatech Engineering, Ltd. This report does not automatically imply product certification. Produces must bear 0 labels iri order to demonstrate Intertek/Wamock Hersey certification. Intertek(Warnock Hersey authorizes the named client to reproduce this report. It must be copied in its entirety. NOV-28-03 08 16 FROM:INTERT�IANCOUVER ID:604 524 A TABLE OF CONTENTS PAGE -4/16 PAGE INTRODUCTION 1° IFI MATERIAL SPECCATIONS 2 SAMPLE MOUNTING TEST PROCEDURE 3 FLAME SPREAD CURVE 5 SMOKE DEVELOPED CURVE 6 TEST RESULTS 7. CONCLUSION 8 NOV-28703 08:16 FROM_INTER VANCOUVER I D : 604 524 •86 PAGE 55"16 Plastatech Engineering, Ltd. November 27, 2003 Report No. 3051042 Page 1 of 8 INTRODUCTION On November 27, 2003, Intertek Testing Services NA Ltd.lWarnock Hersey conducted a flamd spread test propurn to determine the surface buming characteristics of alaminated polyester scrim, The material tested was selected and submitted by the client. Testing was conducted in accordance with ASTM E84 -03a, Standard Test Method for -Surface Burning Characteristics of Materials. Upon receipt of the samples at the Intertek/Warnock Hersey laboratory they were placed in a conditioning room where they remained in an atmosphere of 23 t 3°C (73.4 ± 5T and 50 f 5% relative humidity_ One trial run was conducted on the sample material. MOV -29-03 06:16 FROM:INTERTEMAMCOUVER Plastatech Engineering, Ltd. Report No. 3051042 ID:604 S24 910 PAGE. November 27, 2003 Page 2 of 8 MATERIAL SPECIFICATIONS 'The material tested was selected and submitted by the client. The required specimen size was first cut from the supplied material roll. The cut sample was approximately 24 ft. Iong by 20-1/2 in. wide by approximately 0.024 in. thick. It was described by the client as laminated polyester scrim with PVC and top coat (Lot Number 60329E). SAMPLE MOUNTING The sample was placed on the upper ledge of the flame spread tunnel on 1/4 in. stainless steel rods, spaced at 24 in. on centre, and chicken wire to help support the material from sagging during, the test. A layer of 6mm reinforced cement board was placed over top of the sample, the lid lowered into place, and then tested in accordance with ASTM E84 -03a. NOV-26-03 06: 16 FROM:INTER, VANCOUVER ID:604 524066 PAGE Plastatech Engineering, Ltd. November 27, 200; Report No. 3051042 Page 3 of 8 TEST PROCEDURE The results of the tests are expressed by indexes, which compare the characteristics of the sample under tests relative to that of select grade red oak flooring and Hardi board- (A) oard (A) FLAME SPREAD CLA,SSMCATYON: This index relates to the rate of progression of a flame along a sample in the 25 foot tunnel. A natural gas flame is applied to the front of the sample at the start of the test and drawn along the sample by a draft kept constant for the duration of the test_ An observer notes The progression of the flame front relative to time. This information is plotted on a graph (flame spread curve). Ile test apparatus is calibrated such that the flame spread classification for red oak flooring is 100, and 0 for asbestos -cement board CALCULATIONS: ASTM E84 -03a According to the test standard, the flame spread classification is equal to 4900 when (195 - A0 At is the total area beneath the flame spread curve, if this area exceeds. 97.5 minute feet. If the area beneath the curve is less than or equal to 97.5 minute feet the classification becomes 0.515 x At. NOV-28--03 06:17 FROM= INTERTE*NCOUVER ID=604 524 SID PAGE 6/.16 r Plastatech Engineering Ltd. November 27, 2003 Report No. 3051042 Page 4 of S TEST PROCEDURE (Continued) (B) SMOKE DEVEI:,OPED: i A photocell is used to measure the amount of light, which is obscured by the smoke passing down the tunnel duct_ When the smoke from a burning sample obscures the light beam, the output from the photocell decreases. This decrease with time is recorded and compared to the results i obtained for red oak, which is 100. I CALCULATIONS: 10,000 - (smoke integator reading) x 100 = smoke developed 3356 NOV-26-03 06:17 FROM=INTER VANCOUVER ID:604 624086 PAGE 9/16 Plastatech Engineering, Ltd. November 27, 2003 Repan No. 3051042 Page 5 of 8 FLAME SPREAD DISTANCE 1N FEET VS. THV1E IN M MUTES RUN 1 Laminated Polyester Scrim with PVC and Top Coat ..-- (Lot Number 60329E) Flamespread=14, Smoke Developed=237 24.5 22-S 20.5 18.5 16-5 m 14.5 cV N 0 12.5 10.5 8.5 6.5 4.5 i t a t 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 Time (min) NOV-2B-03 08;17 FROM%INTERT&ANCOUVER ID:604 524 -06 FACE 10/16 Plastatech Engineering, Ltd. November 27, 2003 Report No. 3051042 Page 6 of 8 SMOKE DEVELOPED CURVE RUN I A;IiE!ii4l; 1 114: T! LILL, I1,;; it t hi:111111i, lit" I 't it . . ..... 1,3 il: 1H :i if H: J ?; 1,1 :ni 90 1 0 if ------ -.9 nn i 11 ij lilt- 01VI j jj6!, i it 10 1,3 1 0 ------ NOU-28-03 06:18 FROM=INTER VANCOUVER ID=604 524066 PAGE 11/16 Plastatech Engineering, Ltd. November 27, 2003 Report No_ 3051042 Page 7 of 8 . TEST RESULTS FLAME SPREAD The resultant flame spread classifications are as follows: (classification rounded to nearest 5) Laminated Polyester Scrim with PVC and Top Coat (Lot dumber 60329E) Flame Spread Flame Spread Classification Run 1 14 15 SMOKE DEVELOPED The areas beneath the smoke developed curve and the related classifications are as follows: (For smoke developed indexes 200 or more, classification xs rounded to the nearest 50. For smoke developed indexes Iess than 200, classification is rounded to nearest 5) Laminated Polyester Scrim with PVC and Top Coat (Lot Number 60329E) Smoke, Developed Smoked Developed Classification Run 1 237 250 P NOV-28-03 0B=1B FROM:INTERTEGANCOUVER ID:604 524 -4 PAGE 12/16 Plastatech Engineering, Ltd. November 27, 2003 Report No. 3051042 Pa -e 8 of 8 CONCLUSION The sample of Iaminated polyester scrim with PVC and top coat (Lot Number 60329E) material, submitted by Plastatech Engineering, Ltd., exhibited the following flame spread characteristics when tested in accordance with ASTM E84 -03a, Standard Test Method- for Surface Burning CharacrerFstics of Materials. INTERTEK TESTING SERVICES NA LTD. Warnock Hersey i Tested and Reported by. Greg Philp Technician — Construction Products Testing I Reviewed by: ' I/ I ' /w✓" w Michael �an Gceyn, c.T. Manager — Fire Testing & Technical Programs GP/bjm C\Do.3�=lSacin9S8rezdi\My Domtv=UUISDATA\490-WPB M1003. s9; Ayu\y76murt30a8006.xp03,one Flame Spread Smoke Developed Sample Material Classification Classification Laminated Polyester Scrim with PVC 15 250 and Top Coat (1.ot Number 60329E) INTERTEK TESTING SERVICES NA LTD. Warnock Hersey i Tested and Reported by. Greg Philp Technician — Construction Products Testing I Reviewed by: ' I/ I ' /w✓" w Michael �an Gceyn, c.T. Manager — Fire Testing & Technical Programs GP/bjm C\Do.3�=lSacin9S8rezdi\My Domtv=UUISDATA\490-WPB M1003. s9; Ayu\y76murt30a8006.xp03,one NUV—:dty—UJ WW -2!=J 2!=J- eNUM- 1N'XJ=;X0 VANUUUV1rK 11)zuoq b2*86 PAGE 13/16 C� Cs� CE ETL SEM KO November 27, 2003 Plastatech Engineering, Ltd. 725 E. Morley Drive Saginaw, MI 48601 Attention: Mr. Wolfgang von Claparede Dear Sir-- Re: ir_ Re: Proiect No. 3051042-1 On November 26, 2003, Xntertek Testing Services NA Ltd fWarnock Heresy initiated a test program on behalf Plastatech Engineering, Ltd. The purpose of the testing was to determine whether the submitted samples of laminated polyester 'scrim with PVC and top coat (Lot Number 60329E) would meet the small flame and large flame requirements of CANlULC 5109, Standard for Flame Tests of Flume- Resisranr Fabrics and Films, which also covers UBC 31-1. The test samples were placed in a drying oven at 105°C for 30 minutes then allowed to cool in a conditionino, room at 20dC and 50 % relative humidity, and then tested in accordance with the test standard. The results of the tests are as follows. CAN/ULC S109 Small Flame Test Results: Sample No. Fabric Direction After ter Burn (sec) Damaged Len (mm) 1 Warp 0 68 2 2La2 0 64 3 Warp 0 1 64 4 Warp 0 43 5 way 0 40 6 Weft 0 65 7 Weft 0 65 8 Weft 0 52 9 Weft 0 58 10 Weft 0 54 Avera e - `� 0 573 Allowable Limit - - — - - - 2 165 /...2 All x,vioesunoenak=aresuDpcttothofollowirgSonans*ic : 1. This report is en far Uw exclusive use of Intwuk Te!WM SerA= NA Ud;s Omerzirs) client d is provided PUMU2nt to the adreefnarrt between ltmrr�lc m M Chem tnrcrtekalest s+b Y ��Y fru'LLdtotnefcrrosandcono�ionsottbeaflraea+enc. twestekassun=nofabia"toany party. omarthan toIt* client inxcoKfserr Wrtn rna aereemertL ror any loss. expense ar dsenpe occasioned byV2 uae dtthis repots. 2 Onty the diem is autnor'ved so copy or alsa+bute" rwon and then only to Its enWer,r. Any use a the Iraernek risme or one of its rnift Tor tno zaIn Of adeefilaC=nI of Ute tested 0atcciaL WOO= ar servke—ttu must �t approved �� �� L %Ormk- r his 3 The absemdons and rest results In this report ate rdavarrt only to the aarple teat¢& This report by Rsatf does not Imply ever been under art intermit rirtificstlon prog m lntertek'Testing Services NA Ltd. 211 Schoolhouse St., Cogtatlarn, BG V3K 4X9 Telephone: 604-520-3321 F= 604-624-9186 Web: www.inrertek-filsrmko-corn NOV-28-03 08:19 FROM: INTERTSANCOUVER ID:604 524 E& PAGE 14/16 Plastatecb Engineering, Ltd. November 27, 2003 Project No. 3051042-1 Page 2 of 2 CAN/ULC S109 Large Flame Test Results: Sample No. Fabric Direction After Burn. (sec) Damaged Len (palm) 1 Warp 0 200 2 Warp 0 90 3 WarP 0 143 4 Warp 0 113 5 Warp 0 97 6 weft 0 105 7 Weft 0 98 8 Weft 0 63 9 Weft 0 100 10 Weft 0 77 Avera e - - - - -- 0 108.6 Allowable Limit - -;ice-: ':= N/A 250 The submitted samples of laminated polyester scrim with PVC and top coat (Lot Number 60329E) therefore met the requirements of CAN/ULC S109, small flame test and large flame test. Yours truly, INTERTES TESTING SERVICES NA LTD_ Tested and Reported b : " po Y Greg Philp Technician -- Construction products Testins I Reviewed by: Michae van Geyn, A. c.T. Manager — Fre Testing & Technical Programs GP/bjm C1D�inrcnq oa6 Seciac�BwaC��My Oooa�ss�iTS-DATA��94WP�RP3�2003 - =93 � P'-a1da-ms�.JO5l6st-1+��.dac NOV-26-03 08=19 FROM:INTER0 VANCOUVER v CE ETL SEM KO November 27, 2003 Plastatech Engineering, Ltd. 725 E- Morley Drive Saginaw, MI 48601 Attention: W. Wolfgang von Claparede Dear Sir: Xie: Project No. 3051042-2 I D = 604 -• 524.66 PAGE IS/16 On November 26 and 27, 2003, Intertek Testing Services NA Ltd./Wamock Heresy initiated a test pro _ex-= on behalf Plastatech Engineering, Ltd. The purpose of the testing was to determine whether the submitted samples of laminated polyester scrim with PVC and top coat (Lot Number 60329E) would meet the small flame and large flame requirements of NFPA 701, Standard Methods of Fire Teszs for Flame Resistant Textiles and Films - The samples for the small flame .test were weighed before being placed in a drying oven at 105°C:, for not less than 30 minutes, and tested in accordance with the test standard. The samples for the large flame test were placed in a drying oven at 105°C, for not less than 1 hour nor no more than 3 hours, and Tested in accordance with the test standard. The results of the tests are as follows. NFPA 701 Small Flame Test Results: Sample No_ Fabric Direction After Burn (sec) Damaged Len (mm) . Loss In Mass M 1 W .0 68 1.58 2 Warp 0 64 2.12 3 Warp 0 64 1.14 4 W 0 43 1.23 5 Warp 0 40 1.33 6 Weft 0 65 1.98 7 Weft 0 65 2.45 8 Weft 0 52 2.43 9 Weft 0 58 2.24 10 Weft 0 54 2.22 Avera 9e - _ :.;; 0 513 1.87 Allowable Limit =t ' = 2 N/A 40 /...2 All servi058 undertaken are aublaot to the following genml Poky: tntenek and iia tlkrrc 1. Tuts report is tot the c=:hMfve k"Lof Intertek Testing swices N4 Ln s Qmtrteks) client and is Ptovtded re pursuanl to 1116 ag:zoera banvean, Inert W& respons3Hiry and Ibbdlty ace Lmited to the terra and oorc Y-ra of nro a9— kc, Intertelc assumes no flabdny to zny parry. o4,tr don to um ctiam In ac aot f nee wilt the agrwrt=M far any loss. e;pense or damage occasioned by the roe of MM report 2 Only Lila -lam Is wdgw tad W Copy or &Wib=mL^ report and thea only in its ornimy. Any use of true hmenek name or one of Ra matzo tot the eels or x%ertisetnerlt of me tcsred nmarial. pmdLcg of &Wce tm= fast be aWuvcd Irl —iting by t^tcruck. 1 The observations and rest results in this report are rsfevmn only to me sm+pte tested. Thls toport by Uelf does not iff y tint tic anterial. Wornta or service Is or tus cerbeen tmdaronlntestekceritac improgrstn Intettek.Testing Services NA Ltd. 211 Schoolhouse St., Coquillarn. BC V3K 4X9 Telephone: 804-5203321 Fax: 804-524-8136 Web: Wr4,w.inmrb*-gUsemkamm MOV -26-03708:20 FROM' INTERTI/ANCOUVER ID:604 524 6 PAGE 16/16 T - Plastatech Engineering Ltd. November 27, 2003 Project No. 3051042-2 Page 2 of 2 NFPA 701 Large Flame Test Results: Sample No. Fabric Direction After Burn (see) Damaged Length (mm) 1 Warp 0 200 2 Warp 0 180 3 Warp 0 200 4 Warp 0 173 5 Warp 0 181 6 Weft 0 100 7 Weft 0 230 8 Weft 0 140 9 Weft 0 105 10 Weft 0 90 Average ;__;:=_;j,.�:._ti.:�s_ 0 159.9 Allowable Limit `- "' �J _:� ,.ra.� 2 435 -The submitted samples of laminated polyester scrim with PVC and top coat (Lot Number 60329E) therefore met the requirements of NFPA 701, small flame test and large flame test. Yours truly, INTERTEK TESTING SERVICES NA LTD. Tested and - + Reported by: Greg Philp Technician — Construction Products Testing Reviewed by: NEChael van Geyn, A.Sc. Manager — Fre Testing & Technical Programs GP/bjm C:�Doaoms'sc=d S LdwsNZmnd.Ny DoayyeuWM-DATAti90-WFkP-X,200--95 ruech505I00-1=493AM RUNG INSTANT STRUCTUR ,INC.. Manufacturers of Engineered Relocatable Structures www.sprung.com I EARTH ANCHOR INSTALLATION - HELPFUL HINTS Dear Sirs, This letter is intended to be utilized in conjunction with the enclosed column base layout diagram by the party who will be installing earth anchors for your Sprung Structure. In order to assist you with completing your pre -erection site work, we offer the following helpful hints and reminders along with a column base layout, base reactions and earth anchor data sheets all essential to the completion of the installation of the earth anchors. In order to speed the erection of the structure, it is recommended that the earth anchors be pre-installed prior to delivery of the structure. This will allow the structure to be erected with no delays since the earth anchors are required very early in the erection sequence. Sprung has provided product information on a type of anchor which has been successfully used on previous projects. The above information should be reviewed by a local engineer who is familiar with the on site conditions, soil type and capacity, so that the acceptability of the anchor selected may be verified. Sprung can make available an earth anchor and a load locking kit to assist in determining the pull out capacity of the anchor relative to the soil conditions at your site. A hydraulic pump is required for this equipment and this is generally provided by the contractor erecting the structure. The anchor distributor, Foresight Products, are also available to provide technical assistance. They can be located at their web site www.earthanchor.com. Depending on soil conditions, the soil may need to be pre -drilled using a 3" to 4" diameter auger bit to facilitate the installation of the earth anchors. The anchors are typically installed with a jack hammer and attachment. The necessary driving rods to install the anchors are provided by Sprung while the remaining equipment would be provided by your contractor. Should you have any questions regarding the installation of the earth anchors or the information provided, please feel free to contact me at 1-800-661-1163. Yours truly, SPRUNG INSTANT STRUCTURES, INC. Peter J. Bos PJB/jn A Texas Corporation • 1;800-661-1163 0 Office: (403) 245-3371 0 Fax: (403) 229-1980 LJ An Introduction to Manta Ray and Stingray Earth Anchors �7• � .'� s , �� is rrc� i PRODUCTSv LLC 6430 E. 49th Ave Commerce City, CO phone 303 286-8955 fax 303 287-3866 800325-5360 foresight@earthanchor.com www.earihanchar.com L 1` • MANTA RAY® ENGINEERED EARTH ANCHOR SYSTEMS 2. Insert drive steel into anchor. Wim. 4. Drive anchor to proper depth. 6. Use load locker to proof anchor into load lock position. FORESIGHT" PROCXJCT8 LLC 6430 East 49th Drive U.S. Pat. Nos 4)044.513 4.0%,673 4,802.317 and 5.031,370 and other international patents. Additional patents pending. Commerce City, CO 80022 1 (800) 325-$360 or (303) 2968955 Faresight Products, LLC 1994 Farm CB2 3/94 FAX (303) 287-3866 E-mail: foresight®earthanchor.com Web: ww .earlhanchorcom L THIS DRA111NG IS THE PROPERTY OF FORESIGHT PRODUCTS INC. AND USE IN ANY MANNER DETRIMENTAL TO THE INTEREST OF FORESIGHT PRODUCTS IS PRCH03TED THIS DRAWING IS NOT TO BE DISTRIBUTED WITHOUT A SIGNED NON DISCLOSURE AGREEMENT. NOTES 1) ALL ANCHOR COMPONENTS AND ASSEMBLIES MUST MEET ALL FORESIGHT PRODUCTS QUALITY ASSURANCE II H PROCEDURES II 0 2) TAPPED FOR GALVANIZED UTILITY ANCHOR RODS, OTHER THREAD SIZES AVAILABLE UPON REQUEST. CONSULT FORESIGHT PRODUCTS ENGINEERING DEPARTMENT ifFOR MORE INFORMATION TOP VIEW T -------------- H 'oe -------------/ SIDE VIEW w , FORESIGHT DESC.L BRNG AREA SEE NOTE 2 W H S0. INCHES T RCM E DAIE BY MK-B 28.82 21 5.13 368 DIMENSIONS IN DESORIPTICN ,- - B Inches FORESIGHT MR-SR 17.2 12.$ 4.3 142 ° �'��° pn01]I�CTS InC UNC vO C-m ems ]09N rf[ CTS 1XH.XIXCII }N� 12//9251 /�0m-aM MR-1 14.5 7.0 4.3 71 XXXX fN A 0313935EC ANGLE 594588AU 4R-2 11.5 3.5 4.3 41 - 4802317US 503913AU ANCHORS 1555HOGS MANTA RAY MR-3 11.0 3.5 3.9 34 1153174.1P 11/10' -11 MR-4 ITZby 1043-MICA title ].8 115 113US 520001 drown b RJ tent ne number Irev 1 • • 1) INTRODUCTION Manta Ray and Stingray earth anchors are driven tipping plate soil anchors for reaction of tensile loads. Manta Ray anchors have ultimate capacities up to 20 tons, and Stingray anchors have ultimate capacities up to 50 tons. After driving the anchor to the required depth, the driving tool (called drive steel) is removed. The anchor is then tipped and proof tested with Foresight's Anchor Locking Kit from its edgewise - driving position to present its bearing area to the soil. This is called "load locking", and provides an immediate proof test of each anchor. 1. n*WAo MICHM ROD INTO "HA RAY • 2) THE UNFAIR ADVANTAGE Manta Ray and Stingray anchors offer many significant advantages: 2 KTO APXHOR g7Ef1 Fast, easy installation Immediate proof test results No grout Inexpensive installation equipment Environmentally friendly No excavation required Superior Holding Capacity Anchors for a wide range of soils & applications 3. POSMON ANC1M)R AT PROPER LOCATION AND ANGLE . 1 f'- 4. DAME ANCHOR m S- ROOM ORM TO l MM 8. USE LOAD DC7ffR °ROPER DEM11. MICiM Wro LOAD LO= PosmM it MANTA AAV AVn C-rM79-n A XI"A .. Basic Anchor Installation Ultimate Yield Strength Anchor Bearing Area Depth Strength Kips/kN Weight Sq. in./cm Feet/Meters Kips/kN Lbs/kg Manta Ray MR -SR 7-30 2-10 40 178 30 133 21 9.5 142 916 Manta Ray MR -1 7-30 2-10 40 178 30 133 12 5.4 71 458 Manta Ray MR -2 7-30 2-10 40 178 30 133 10 4.5 41 265 Manta Ray MR -3 7-20 2-6 20 89 16 72 6 2.7 34 219 Stingray SR -1 15-50 5-15 100 445 75 334 47 21 115 740 Stingray SR -2 15-50 5-15 100 445 75 334 66 30 250 1613 Stingray SR -3 15-50 5-15 100 1 445 75 -13 -4 77 35 375 2419 2 r« r-, W I = Drilled Hole Required to Install 2 - Installation may be difficult, pilot hole may be required. 3 Holding Capacity limited by sbuctund rating of anchors. 4 Holding capacity limited by soil failure. 5 = Not recommended in these soils 6 = Wide Variation in soil propeRics reduces prediction accuracy. Praconartnaaice field teat reoaranaaxded. 7 with no sigbificantn KN after load locking nwvcncmL rOrM%DlaGW ocorrarcarr taavtar m innonow • is T cal Common Soil- Geological Soilow Type Description Classification CO1�ne�"W 3�/R 9m M2 m �% 2.1 �% 2.1 2.1 251 m AbTM- 7 1 7 m 7 m T/ m 7M D15f)8 KIPS KN KIPS KN KIPS KN KIPS KN KIPS KN KIPS KN Sound Hard Rock Granite, Basalt, N.A. Un -weathered Massive, Uma Stone 5 22 8 36 l0 44 20 88 20 88 20 88 (1.3) (1.3) (1,3) (13) (1,3,5) (1.3,3) Very Dense and/or Caliche, (N 'c- 60-100+ 3 22 8 36 10 44 20 88 20 88 20 88 Ccrriotticd Sends; Bearing vel / Coarse Gravel and Cobbles Rock (2�) (1.3) (1.3) (1.3) Deni Finc Send; Basal Till: Boulder 45-60 5 22 8 36 10 44 18.20 79 - 88 20 a8 20 88 Very hard Silts and Clay. Caliche; Clays Weathered Laminated Rock (2.3) (2,3) 2 3 () (2,3) (1,3.3) Dense Clays Sands Glacial Till; 35-50 4 - 5 18-22 5.5-9 24-36 10 44 15-13 66-79 20 88 20 s8 and Gravel- Hard Silts and Clays Weathered Shales, Schist Gneiss (2.3) (4) (3) (4) (2,3) (2,3.5) Sillstone Medium Dense Glacial Till; 24-40 3 - 4 13-19 4.5-5.5 20-24 10 44 12-15 53-66 18-20 79 -as 20 88 Sand( Gravel- Very lc Hard hilts Hardpan (4) (4) (3.4) (4) (3,4) and Clays (2.3)Stiff Medium Dense Saprolites, Residual 14-25 2.3 9-13 3.5.4.5 15 .20 7-9 31 -40 9-12 40-33 13-20. 66-98 18 -20 79-88 Coarse Sand and Soils Sandy Gravel- Stiff (4) (4) (4) (4) (3.4) (3.4) to Very Stiff Nis and Clays Loose to Medium Dense Hydraulic 7-14 1.5.2.5 7-11 2.3 40 11-11 3-8 22,36 7,10 31-44 10,15 .44. 66 14-18 62-79 Dense Fuae to Coarse Sand; Firm Fill; Compacted Fill; Residual Soil, (4) (4) (4) (4) (4) (4) to Stiff Clays and Silts Loose rime Sand- Alluvium; Sofl-Firm Flood Plain Soils 4- 8 0.9-1.5 4-7 1.5-2.5 7-11 3.3 13 -22 3.8 22-36 8-12 37-53 9-14 40.62 lake Clayys� Adobe; Clays; Varied Clays; Gumbo; Fill (4.6) (4,6) (4,6) (4,6) (4,6) (4,6) Fill Peal, Organic Silts; Miscellaneous Fill; 0_ 5 0.2-0.9 0.9-4 0.3-1.5 1.3-7 0.9-3 3.5-13 2-5 9-22 3-8 13.37 4-12 I9-53 Inundates Silts Fly Swamp Marsh Ash (4.6) (4,6) (4,6) (4,6) (4,6) (4,6) I = Drilled Hole Required to Install 2 - Installation may be difficult, pilot hole may be required. 3 Holding Capacity limited by sbuctund rating of anchors. 4 Holding capacity limited by soil failure. 5 = Not recommended in these soils 6 = Wide Variation in soil propeRics reduces prediction accuracy. Praconartnaaice field teat reoaranaaxded. 7 with no sigbificantn KN after load locking nwvcncmL rOrM%DlaGW ocorrarcarr taavtar m innonow • is • 7) TECHNICAL PERFORMANCE ISSUES Manta Ray and Stingray anchors are tensile anchors designed to work well in soils with SPT blow counts (N) from 7 -to 50. The smaller anchor models are used in harder soils or where lowers loads are required. Larger anchors are used in softer soils. In harder soils, the installed capacity is limited by the ultimate strength of the anchor. In softer soils, it is limited by the soil strength. Soils with blow counts of 35 to 50 and higher, often require the installer to drill a 4 -inch diameter pilot hole for Manta Ray or a 6 -inch pilot hole for Stingray prior to installation in order to achieve an efficient installation time. Although they are not intended for installation in rock, some models can be successfully installed into rock formations with low Rock Quality Designation (RQD). Typically, a pilot hole is required for these installations, but sometimes anchors can be simply driven into weathered, layered, decomposing rock. Manta Ray and Stingray anchors are designed to react tensile loads along the axis of the anchor rod. They are not designed to react compressive, lateral, or shear loads, however, they can be made to do so by the addition of grout, which will increase the holding capacity, sometimes very significantly. 9) ULTIMATE HOLDING CAPACITY CHART n U The increase is dependant upon the grout length and soil type. Both the CTB and SCR exceed the deformation characteristics of ASTM 615 rebar. For retaining structures, Manta Ray anchors should be installed a minimum of 6 feet behind the failure place after proof testing. Stingray anchors should be installed a minimum of 10 feet behind the failure plane after proof testing. A minimum overburden of 4 feet must be maintained for Manta Ray anchors and 7 feet for Stingray anchors. Manta Ray and Stingray anchors can be proof tested up to 90% of yield strength. Working loads are typically between 50% and 90% of the proof test value. 8) TECHNICAL SERVICES Limited technical services are available to help select anchors and anchoring methods, installation training, and support. Soil boring logs with USCS soil classification and SPT blow counts are required to predict anchor performance. Please contact your Manta Ray distributor or Foresight Products directly. Per diem and other charges for on-site services may apply. Soil Description Blow Stingray Stingray Stingray Manta Ray Manta Ray Manta Ray Manta Ray Count SR -3 SR -2 SR -I MR -SR MR -1 MR -2 MR -3 Dense fine compact 45-60 100 79-89 58-65 40 36-40 21-28 17-20 sands, very hard silts or (2,3) (2,4) (2,4) (1,3) (1,3,4) (2,4) (2,3.4) clays -d ----i5--50-8-5-100 Dense clays, sands an 62-79 39-58 3240 24-36 15-22 12-18 gravels, hard silts and (2,3,4) (4) (4) (2,3,4) (2,4) (2,4) (2,4) clays Medium dense sandy 2440 63-90 46-66 29-41 24-34 18-2012-I8 9-14 gravel stiff to hard silts (4) (4) (4) (2,4) 2,4) (4) (4) and clays Medium Dense Coarse 14-25 48-63 31 48 24-32 18-24 15-20 9-12 7-9 sand and gravel, Stiff to (4) (4) (4) (4) (4) (4) (4) Very stiff silts and clays Loose to Medium Dense 7-14 37-48 27-36 16-24 14-18 10-15 7-10 5-8 Fine to Coarse sand; Firm (4) (4) (4) (4) (4) (4) (4) to Stiff clays and silts Notes: 1) Drilled pilot hole required for efficient installation. 2) Ease of installation may be improved by drilling a pilot hole. 3) Holding capacity limited by ultimate strength of anchors. 4) Holding capacity limited by soil failure. 5) Not recommended in these soils. 10) GENERAL SPECIFICATION FOR MANTA RAY OR STINGRAY ANCHORS 1.0 Description This work shall consist of furnishing, driving, proof testing and attaching of Manta Ray or Stingray Anchors at locations and finished embedment depths as shown on the plans, or as directed by the project engineer. 2.0 Work Included A) Furnishing and driving Manta Ray or Stingray Anchors as shown on the plans. B) Load Locking and Proof Testing the driven anchors. C) Furnishing and installing the hardware required attaching the anchors to the structure. 3.0 Definitions A) Manta Ray and Stingray Tieback Anchors — Impact or vibration driven tipping plate soil anchors for reaction of tensile loads. B) Anchor Rod — Galvanized threaded steel bar used to connect the Manta Ray or Stingray anchor head to the structure. Typically, the rod is a fully threaded bar of sufficient strength to be compatible with the strength of the Manta Ray or Stingray earth anchor head. This will provide an adequate structural safety factor compared to the proof test, lock -off, or working load. 4.0 Earth Anchors, Anchor Rods, and Attachment Hardware A) Earth anchors shall be as manufactured by Foresight Products, LLC of Commerce City, CO. or an engineer approved equivalent. Anchor model, rod size, embedment depth, and proof test requirement may vary with location as detailed on the project drawings. B) Anchor rods shall be a minimum of %" diameter steel for Matta Ray and 1" for Stingray and shall provide enough length to satisfy the specified minimum finished embedment length as shown on the project drawings. C) Attachment Hardware consisting of Washers, Beveled Washers, Steel Plates and Nuts or Eyenuts shall be compatible with the anchor rods in terms of fit, function and strength. 5.0 Materials A) Manta Ray and Stingray earth anchor heads are Hot Dip Galvanized Ductile Iron per ASTM A-123. B) Anchor rods and attachment hardware are Hot Dip Galvanized Steel per ASTM A-153. 6.0 Installation A) Manta Ray anchors must be driven to a depth that allows sufficient pull back allowance to meet the required minimum finished embedment length after proof testing. A good general rule is to allow for 3 feet of pull back. Choice of driving equipment is the responsibility of the contractor, but it is suggested that the contractor contact Foresight Products Engineering Department at 1-800-325-5360 for installation suggestions and required equipment. B) Manta Ray. and Stingray anchors must be proof tested to the load specified on the project drawings with the .Foresight LL -1, LL -45 or SR-LLK Load Locker or an engineer approved equivalent. After tipping the anchor to its "load locked" position, by one or more cycles of the Load Locker, a proof test must be performed as follows. Upon reaching the proof test load as specified on the project drawings, that load must be held for a period of 1 minute during which time the movement of the anchor rod shall not exceed 0.5". The anchor must also meet the specified minimum embedment length after the proof test. If the anchor fails this proof test, the engineer must be notified. It is suggested that the contractor keep a record of the proof test loads achieved and final embedment lengths of each anchor. C) Remedies for a failed proof test load must be approved by the engineer, but in general include: a) Decreased anchor spacing b) Increased anchor embedment depth c) Slightly different installation angle d) Larger anchor head size e) Addition of grout or other capacity enhancement material f) Re -test after a period of 12 — 24 hours. History has shown an increase in capacity over time in the range of 5 — 10 percent. • .\ MANTA RAY® SPECIFICATIONS NOMINAL ANCHORAGE HOLDING MK -B MR -SR MR -1 MR -2 MR -3-20G MR -4-20G MR -88 10.000 - 20.000 10,000 - 20,000 8,000 - 20,000 5,000 - 20.000 3,000- 8,000 2,000 - 8,000 1,000 - 5,000 CAPACITY (LBS)' STJ?CTURAL RATING (LBS)'- 20,000 20,000 20,000 20,000 10,000 8.000 5,000 SAFETY FACTOR" 2.0 2.0 2.0 2.0 2.0 2.0 2.0 SURFACE AREA 388 SO. IN. 142 SO. IN. 71 SO. IN 41 SO. IN. 33 SO. IN. 16.7 SO. IN. 10 SO. IN. WEIGHT 80 LBS 21 LBS. 12 LBS. 9.2 LBS. 7.0 LBS. 42 LBS. 2.0 LBS. . SHACKLE THREAD 1 - 8 UNC 1 -8 UNC 1 - 8 UNC 1/8 UNC 518 -11 UNC 518 -11 UNC. 1R -13 UNC ANCHOR MATERIAL 60-40.18 6040-18 60.40-18 60-40-18 60.40.16 60.40-18 6040-18 Ductile Iron Ductile Iron Ductile Iron Ductile Iron Ductile Iron Ductile Iron Ductile Iron SHACKLE METAL 6545-12 65-45.12 65-45-12 65.45-12 60.40-18 60.40.18 1018 Steel Ductile Iran Ductile Iron Ductile Iron Ductile Iron DucMe Iron Ductile Iron HINGE PIN AISI 1035 HT 1035 HT 1035 HT 1035 HT 1035 HT 1035 HT 1018 Steel STEEL GALVANIZED (ALL COMPONENTS) ASTM A-123, A-123 A-123 1-123 A-123 A-123 A-123 A-153 A-153 A-153 A-153 A-153 A-153 A-153 INSTALLATION DEPTH (FEET) 7-30 7-30 6-20 5-20 5-20 4-20 3-6 THIS NOMINAL ANCHORAGE HOLDING CAPACITY IS DEPENDANT ON SOIL CAPACITY. STRUCTURAL RATING IS DEFINED AS THE MAXIMUM ALLOWABLE LOAD ON THE ANCHOR. LOADS AT OR BELOW THE STRUCTURAL RATING PROVIDE A SAFETY FACTOR OF 2.0. STRUCTURAL RATING IS IN NO WAY AN INDICATION OF THE ULTIMATE HOLDING CAPACITY OF THE ANCHOR INSTALLATION. pap 20 An Iniovative Building AlOrnative Ideal for Sports and Recreation Applications Advantage Designed for semi-permanent and permanent applications. Erected in a fraction of time of conventional construction. Leasing provides cost effective financial alternatives for temporary and semi permanent applications. Up to 8" fiberglass insulation complete with fully tensioned interior membrane which provides an energy efficient, comfortable environment. Sprung Structures provide significant cost savings over conventional construction solutions. Ability to disassemble, move, reconfigure or expand. Stay flexible in an environment of continuous change. A large range of conventional accessories provide an attractive permanent look to a relocatable structure. 14 architectural membrane color alternatives GUARANTEE Provided appropriate soil conditions exist, Sprung structures require • Structures include a conditional pro -rata guarantee of 30 years on the no subsurface foundations for structures up to 130 feet wide. aluminum substructure and up to 20 years on the architectural membrane. Skating Rinks�'�,ta!N: '�9►�s Fan Appreciation Centers _ 4 1 Toronto Blue Jays Playdium Experience s - r 1 9 Dallas Stars Club A Kansas City Chiefs Pavilion Structural Calculations For 30.8' Wide x 89.8' Long Sprung Structure Client: Sprung Instant Structures Owner: Madison Club Project: Madison Club Cart Storage La Quinta, California Engineer: Steven B. Brown 4885 Riverbend Road, Suite B Boulder, Colorado 80301 (303)442-2009 Project No. 06-006 Date: February 3, 2006 Page 1 of QROFESSjO N B. Q,Qyq! 2 o. 58,932 rn Table of Contents Description Page Design Criteria Material Summary and Design Capacities Manual Calculations Computer Analysis Graphic Model Reactions----------------------------------------- ----------------------- A-1 ArchForces-------------------------------------------------------------B-1 Spreader Forces -------------------------------------------------------C-1 ModelData--------------------------------------------------------------D-1 Design Criteria: Building Code: 1997 UBC, 2001 CBC Design Loads: Material: Loadings: Wind: 70 mph, Exposure C Roof Utility Load: 2 psf, includes fabric, insulation, utilities Roof Live Load: 10 psf Arches: 4" wide x 4" deep I shape, 6351-T6 Aluminum Purlins: 2" 6351-T6 Aluminum Structural Bolts: SAE Grade 5 Steel Plate, Bars, Angles:CAN/CSA G40.21 44W SWT= self weight of aluminum members RFLD=uniform roof load, 2 psf HRFD=20 psf on half roo HRF2=20 psf on other half roof IP=internal pressure LW=longitudinal wind, 14 psf CW=cross wind, 14 psf Load Combinations Page 3 COM1=I.OSWT + 1.1RFLD=DEAD LOAD COM2=I.OSWT + 1.1 RFLD + .5HRFD=DEAD LOAD + 10 PSF ON HALF ROOF COM3=I.OSWT + 1.1 RFLD + .5HRFD + .5HRF2 =DEAD LOAD + 10 PSF SNOW/LIVE LOAD ON FULL ROOF COM4=.75SWT + 0.1 RFLD + 0.71 LW= DEAD LOAD + LONGITUDINAL WIND COM5=.75SWT + 0.1 RFLD + 0.71CW= DEAD LOAD + CROSS WIND COM6=.9SWT+0.96LW= 70 MPH LONGITUDINAL WIND COM7=.9SWT+0.96CW=70 MPH CROSS WIND MATERIAL SUMMARY Aluminum Beams 6351-T6 Chords Angles Purlins Tees Plates 6061-T6 Steel Plates CAN/CSA G40.21 44W Angles Bolts Threads not intercepted SAE Grade 5 1/2"6 - 5/8"d - 3/4"6 - 7/8"6 - Tu = 2354/in Fy = Fu = Fbu = Fby = Fy = Fu = Fbu = Fby = Fy = Fu = Single Shear 5.9k Double Shear 11.8k Single Shear 9.7k Double Shear 18.4k Single Shear 13.3k Double Shear 26.5k Double Shear 36.1k 37 ksi 42 ksi 88 ksi 60 ksi 35 ksi 42 ksi 88 ksi 58 ksi 44 ksi 65 ksi Page 4 DESIGN SHEET FOR 6351-T6 ALLOY Page 5 Properties E = 10,155 ksi Fy = 37 ksi Fu = 42 ksi Fsy = 22 ksi Fby = 60 ksi Fbu = 88 ksi Be = 41.74 Bp = 47.79 Btp = 68.61 Dc = .268 Dp = 0.328 Dtp = 2.88 Cc = 63.77 Cp = 59.758 kc = 1.10 Bs = 28.63 Ds = .152 Cs- = 76.32 Compressive Capacity S1 = 10.0 Fca = 20.38 ksi S1<kL/r<S2 Fca = 21.4 -.137/kL/r ksi S2 = 63.8 S2<kL/r Fca = 51388 ksi kL/r)Z Tension Canaci Fca = 37 = 22.4 > Fta . = 42 = 21.54 ksi 1.65 1.95 Shear Capacity Sl = 34.3 Fsa = 13.63 ksi 17.76 - .107 h/t ksi S2 = 61.05 = 38868 ksi (h/t)2 Bearing Capacity Fb = 88 = 37.6 > Fb = 60 = 36.4 ksi 1.95 x 12 1.65 DESIGN CAPACITIES: MATERIAL: Aluminium 6351-T6 Beam Properties Capacities Moment Shear Compression Tension FY = 37 ksi Fu = 42 ksi Fsy = 22 ksi 4" x 4" Ix = 11.38 in Sx = 4.88 in Zx = 6.01 in A = 3.42 int Aw = .7 int rx = 1.83 in ry = .95 in Page 6 Mr = a Fb Sx Fb = 21.5 ksi a = .6 Zx+.4 Sx = 1.14 Mr = 1.14x21.5 x4.88 = 119.5 V = 10.0 k -ft Fabric supplies bracing of top flange Vr = FS Aw h = 18.6 t = 9.54k Cr = FcA Lb = 100 Lb/rx = 65.72 Fc = 11.19 ksi = 40.7' Tr = FtA Ft = 21.5 ksi Tr = 73.5k Page 7 Wind: 70 mph, Exposure C Wind tunnel tests are 3 second gust, 20 psf, factored to fastest mile (14 psf) qs 0.00256V2 =.00256*(70)^2 =12.5 psf P=CeCggs1=1.07*1.0*12.5*1.0=13.4 psf Maximum building height above ground = 16.' Ce=1.07 = conservative for use over entire height. 1=1.0 Cq= accounted for in wind tunnel tests, therefore use 1.0 Load Combination Factor = 13.4 psf/14 psf= 0.96 0.96 * .75 for wind = 0.71 Page 8 Dead Load Calculations Fabric: 2 oz/(8.5"*11") x (1#/16oz.)/(1sf/144 in^2) = 0.20 psf x 1 laver 0.20psf Fiberglass batt insulation 0" x 0.1 psf/in = 0.0 psf sum = 0.2 psf For 2.2 psf load factor = 2.2/2= 1.1 to be used in load combinations Page 9 Maximum Forces in Arch Load Comb 3: Memb 13 M33=4.6 ft -k P=2.2 k compression M := 4.6 P := 2.2 Okay Compare to Mallowable=10.0 ft -k Pallowable-tension= 73.5 k Pallowable-compress 13.7 k Paa := 13.7 Pe := 13.7 k Ma := 10.0 Pat := 73.5 IR := P )+ M) 1 (Paa) (Ma) 1 IR = 0.709 Okay COM5, Member 4 P =0.5 k tension M33=4.9 ft -k M3 := 4.9 P3 := 0.5 IR :=P3 ) + M3) Okay ("Pat) (Ma) IR = 0.497 Maximum Forces in 2.5" Spreader Maximum force in purlins COM3, member 137 = 1.5 kips Compare to Allowable compression in spreader = 3.5 kips Allowable shear in 3/8" dia. Grade 5 bolts, single shear=3.3 kips Allowable bearing = 3.8 kips Okay Page 10 Page 11 Anchorage Maximum uplift=Fz=1.4 kips COM6, Nodes 46, 60 Fy=1.2 kips maximum from node 1, com7 Fx=0.4 kips maximum from node 104, com7 Maximum resultant of thrust + uplift = ((1.4)^2+(1.2)^2+(0.4)^2)^.5=1.9 kips Reference Agra Test Report Average failure load for pins in thawed asphalt (2 pins per assembly) =4313 lbs. Failure load is combined uplift + horizontal force 4313/1900= 2.3 > 1.5 = 2- 5/8" dia x 3' long steel pins per base okay RAM Advanse Condition: RFLD=UNIFORM ROOF LOAD 2 PSF Z Y x Analysis (1st order) ,-0-02 -0.02 0.02 0.02 0.02 LO.02 7 -0.02 f'0.02 U2 Page 12 Loading = RFLD=2 psf roof load RAM Advanse Pondition: HRF=20 PSF ON HALF ROOF Z Y X Analysis (1st order) :0.12 `• i 0.19 f `9� /J 1 t� �-0.22 i til 0.23 Page 13 Loading = HRF=20 psf on 1/2 roof PAM Advanse _� onclition: -HRF2=20 PSF ROOF LOADONOTHER HALF ROOF Z Y x ,.00:151- .-0,,20 j�D. 2 2 fl 110.23 Analysis (1st order) Page 14 Loading = HRF2=20 psf on other 1/2 roof RAM Advanse Condition: LW=LO-NGITUDINAL- WIND X U 0:12 L.....0.09 L Analysis (1st order) os 0.13" no, 'o.09 04 Page 15 Loading = LW = longitudinal wind RAM Advanse - - - -- - - - - - - - - - Analysis (1st order) Condition: CW=CROSS WIND r• Z Y JX a: 0 01 X005 s:� —0.04 0:06 gy�pp• ;,e•' -0.06 0.10 \ -0-07 - ,0.11 PPP 1 -0.07 �- {;_.i L......0.11 �......� 0 Page 16 Loading = CW = cross wind RAM Advanse dl=Dead load Analysis (1 st order) Model Page 17 RAM Advanse File : 30-1.AVW Analysis (1st order) Condition: dl=Dead load Y Z X PLAN Support Nodes Z is positive up; i.e., out of page. Reactions are based on global coordinate system shown Positive and negative values corespond to positive and negative directions of coordinate system shown. Reference Section A for reactions. Support Nodes Page 18 RAM Advanse File 30-1.AVW Analysis (1st order) Condition: dl=Dead load Y f"w NSI. . .................._........_.... __+i 1N 56 N5S INSN!' N.,27_.. .._...... .........._.. IN 26 N-25 1M-43 N 12. N 11 IN-10 U42 IN 41 I N IQ N54 N24 IN 9 IN 39 0 NS3 ......__— ........_....__iN-23-- -- -_.-._ N if _ ...... _.......... .1N.39 ---------,.r_ i N 52 IN IN 22 I IN 7 IN 37 N�51 21 N6 No6 N50 N20 ,N5 ! IN 35 1 449--.._.,.._....._.._ -._......... N...1.9 ................._._._...--IN4 a7A N, 72 N 71 ;>N 134' N 70 /N 115 N 116 N69/ i N 117 1 �{b8....N-103....4.402–N.1(1 N 67 .89 N 88 N 66 V 65 X 86.86, 06 4 td Nodes Page 19 RAM Advanse File :30-1.AVW Condition: dl=Dead load y Analysis (1st order) PO 44 M 20 M N M 44 94 1M 54 im 26 M 12 1M 40 !M 68 M 123 1 M 122 M 121 IM .39 M 53 IM p4 d IM 67 ,M-125 M 120 u jaO 1, M%P M"I 108 \M Cl. -I M 52 M 24 M 10 !M 38 M 66 102 1 t 1 M\109 I M 136 M 135 M 131 M 133 1 \M 103M, 110 M 126, M 51 iM 233 IM9 'M 37 M 65 M 119 , i i " M 101 M ill MNO IM 22 M IM 36 0112 M 137 88 M "OM,�!,L I - M 138 M 139 M.140 M 98 M97 M96 99 ......... ..... ........ . . F49 M 7 !M 35 M,684 .M 76 M 83 M 127 M 48 IM 20 M 6 M 341 M 62 ;M 118 M 75 M 82 M 129 M 130 M I'll M 132 \ . "'M 71 M47 M19 �M5 IM 33 !M 61 Ap-,"', M 128 f+ 117 M 46 M is M 4 M 32 im 60 114 M 116 ............ . ... . .. ........... .. . ........ 1 1M 4S M- 17' - "'3 , M- 59 Im 3, I@ M Members Page 20 F1 A. RAM RAM International File C:1Documents and Settings\Steven B. Brown\My Dow men ts\Ramadvansedata\Data\madisonclub-30-classic-1.AVW Units system English Date 2/3/2006 2:39:27 PM Analysis Results Reactions Direction of positive forces and moments A-1 Forces [Kip] Moments [Kip•ftl Node FX FY FZ MX MY MZ Condition -------------------------------------------------------------------------------------------------------- COMI=I.OSWT+1.IRFLD 1 0.00000 0.23680 0.65138 0.00000 0.00000 0.00000 15 0.00000 -0.23680 0.65154 0.00000 0.00000 0.00000 16 -0.00002 0.23582 0.65140 0.00000 0.00000 0.00000 30 -0.00002 -0.23582 0.65153 0.00000 0.00000 0.00000 31 0.00002 0.23582 0.65140 0.00000 0.00000 0.00000 45 0.00002 -0.23582 0.65153 0.00000 0.00000 0.00000 46 -0.00016 0.10988 0.52995 0.00000 0.00000 0.00000 60 -0.00016 -0.10988 0.53007 0.00000 0.00000 0.00000 61 0.00013 0.10970 0:52978 0.00000 0.00000 0.00000 75 0.00013 -0.10971 0.52990 0.00000 0.00000 0.00000 76 0.05736 0.05926 0.41506 0.00000 0.00000 0.00000 83 -0.05762 0.05940 0.41561 0.00000 0.00000 0.00000 90 0.07596 0.00000 0.41012 0.00000 0.00000 0.00000 97 -0.07536 0.00000 0.40934 0.00000 0.00000 0.00000 104 0.05738 -0.05926 0.41507 0.00000 0.00000 0.00000 111 -0.05764 -0.05940 0.41562 0.00000 0.00000, 0.00000 SUM -- - -- 0.00000 --------------- --- 0.00000 - --- --- 8.50931 - --- - - 0.00000 - ----- - .------------------- 0.00000 0.00000 Condition COM2=I.OSWT+1.1 RFLD+.5HRFD 1 0.00000 0.60996 1.79199 0.00000 0.00000 0.00000 15 0.00000 -0.60996 1.03173 0.00000 0.00000 0.00000 16 -0.00004 0.60732 1.79238 0.00000 0.00000 0.00000 30 -0.00005 -0.60731 1.03136 0.00000 0.00000 0.00000 31 0.00004 0.60731 1.79238 0.00000 0.00000 0.00000 45 0.00004 -0.60731 1.03136 0.00000 0.00000 0.00000 46 -0.00021 0.26704 1.38613 0.00000 0.00000 0.00000 60 -0.00060 -0.25973 0.71163 0.00000 0.00000 0.00000 61 0.00021 0.26674 1.38595 0.00000 0.00000 0.00000 75 0.00045 -0.25931 0.71113 0.00000 0.00000 0.00000 76 0.12562 0.12871 0.98591 0.00000 0.00000 0.00000 83 -0.12618 0.12901 0.98605 0.00000 0.00000 0.00000 90 0.16935 -0.00124 0.77217 0.00000 0.00000 0.00000 97 -0.16807 -0.00139 0.77059 0.00000 0.00000 0.00000 104 0.12994 -0.13478 0.58047 0.00000 0.00000 0.00000 111 -0.13049 -0.13505 0.58259 0.00000 0.00000 0.00000 SUM --------------------------------------------------------------------------------------- 0.00000 0.00000 17.34380 0.00000 0.00000 0.00000 A-1 Reactions sum 0.00000 -10.43214 -7.71755 0.00000 0.00000 0.00000 A-2 Forces fKipl Moments [Kip'ftl Node FX FY FZ MX MY MZ Condition --- - ------------------------------------------------------------------------------- COM3=I.OSWT+I.IRFLD+.5HRFD+.5HRF2 1 0.00000 0.98312 2.17218 0.00000 0.00000 0.00000 15 -0.00001 -0.98312 2.17234 0.00000 0.00000 0.00000 16 -0.00007 0.97882 2.17222 0.00000 0.00000 0.00000 30 -0.00007 -0.97882 2.17232 0.00000 0.00000 0.00000 31 0.00006 0.97881 2.17222 0.00000 0.00000 0.00000 45 0.00006 -0.97881 2.17232 0.00000 0.00000 0.00000 46 -0.00066 0.41830 1.56922 0.00000 0.00000 0.00000 60 -0.00065 -0.41925 1.57529 0.00000 0.00000 0.00000 61 0.00055 0.41776 1.56871 0.00000 0.00000 0.00000 75 0.00054 -0.41871 1.57478 0.00000 0.00000 0.00000 76 0.19846 0.20454 1.15186 0.00000 0.00000 0.00000 83 -0.19932 0.20496 1.15358 0.00000 0.00000 0.00000 90 0.26251 0.00001 1.13412 0.00000 0.00000 0.00000 97 -0.26054 0.00001 1.13172 0.00000 0.00000 0.00000 104 0.19761 -0.20360 1.15056 0.00000 0.00000 0.00000 1.11 -0.19847 -0.20402 1.15227 0.00000 0.00000 0.00000 SUM ------------------------------------------------------------------------------------------------------- 0.00000 0.00000 26.19571 0.00000 0.00000 0.00000 Condition COME=0.9SWT+0.96LW 1 0.00000 0.05019 -0.32327 0.00000 0.00000 0.00000 15 0.00000 -0.05019 -0.32327 0.00000 0.00000 0.00000 16 0.00000 -0.07407 -0.69397 0.00000 0.00000 0.00000 30 0.00000 0.07455 -0.69435 0.00000 0.00000 0.00000 31 0.00000 -0.07530 -0.69398 0.00000 0.00000 0.00000 45 0.00000 0.07578 -0.69435 0.00000 0.00000 0.00000 46 0.00068 -0.01882 -1.43217 0.00000 0.00000 0.00000 60 0.00067 0.04254 -1.43180 0.00000 0.00000 0.00000 61 -0.00047 -0.15147 -1:14183 0.00000 0.00000 0.00000 75 -0.00045 0.15108 -1.14142 0.00000 0.00000 0.00000 76 0.04751 0.04367 -0.35469 0.00000 0.00000 0.00000 83 0.00008 -0.00429 -0.08113 0.00000 0.00000 0.00000 90 -0.13787 0.00002 0.57090 0.00000 0.00000 0.00000 97 -0.10279 0.00001 0.20146 0.00000 0.00000 0.00000 104 0.04604 -0.04215 -0.35686 0.00000 0.00000 0.00000 111 0.00044 0.00467 -0.08168 0.00000 0.00000 0.00000 sUM --------------------------------------- -0.14618 0.02621 ------------------- -8.67240 ----------------------- 0.00000 -------------------- 0.00000 .0.00000 Condition COM7=0.9SWT+0.96CW 1 0.00000 -1.21827 -0.30375 0.00000 0.00000 0.00000 15 0.00000 -0.78557 -0.40711 0.00000 0.00000 0.00000 16 0.00010 -1.19640 -0.43956 0.00000 0.00000 0.00000 30 0.00011 -0.79056 -0.53744 0.00000 0.00000 0.00000 31 -0.00011 -1.19637 -0.43956 0.00000 0.00000 0.00000 45 -0.00011 -0.79059 -0.53745 0.00000 0.00000 0.00000 46 0.00151 -0.80312 -0.02623 0.00000 0.00000 0.00000 60 -0.00071 -0.74524 -0.54958 0.00000 0.00000 0.00000 61 -0.00144 -0.80034 -0.02326 0.00000 0.00000 0.00000 75 0.00062 -0.74784 -0.54700 0.00000 0.00000 0.00000 76 -0.23654 -0.25122 -0.79462 0.00000 0.00000 0.00000 83 0.23832 -0.25444 -0.80498 0.00000 0.00000 0.00000 90 0.17573 -0.00704 -0.99477 0.00000 0.00000 0.00000 97 -0.17926 -0.00722 -0.98178 0.00000 0.00000 0.00000 104 0.41413 -0.42057 -0.16114 0.00000 0.00000 0.00000 111 -0.41237 -0.41735 -0.16931 0.00000 0.00000 0.00000 sum 0.00000 -10.43214 -7.71755 0.00000 0.00000 0.00000 A-2 RAM Intemational Page B-1 File C:\Documents and Settings\Steven B. Brown\My Documents\Ramadvansedal Units syste : English Date ######## Aluminum Arch Analysis Results -4x4 Arch Maximum forces at members Reference page for IR equations IR= Interaction Ratio Condition: COM1=I.OSWT+I.IRFLD Axial Shear V2 Shear V3 Torsion M22 M33 IR IR [Kip] [Kip] [Kip] [Kip*ft] [Ki *ft] [Kip*ft] bending- bending - tension compression MEMBER 2 0 0 Max -0.53 0.14 of 0 0 -0.661 0.073211 0.107342 Min -0.61 0.13 0 0 0 -1.08 0.116299 0.157558 MEMBER 13 0 0 Max -0.53 -0.13 0 0 0 -0.66 0.073211 0.107342 Min 1 -0.61 -0.14 0 0 0 -1.08 0.116299 0.157558 Condition: COM2=I.OSWT+I.IRFLD+.5HRFD 0 0 JAxiaF Shear V2 Shear V3 Torsion M22 M33 #VALUE! #VALUE! [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] #VALUE! #VALUE! MEMBER 2 0 0 Max -1.66 0.31 0 0 0 -1.7 0.192585 0.314606 Min 1 -1.8 0.28 0 0 0 -2.62 0.28649 0.433017 MEMBER 12 1 0 0 Max -1 -0.051 0 0 0 -3.05 0.318605 0.402008 Min 1 -1.07 -0.11 0 0 0 -3.28 0.342558 0.43389 Condition: COM3=I.OSWT+I.IRFLD+.5HRFD+.5HRF2 0 0 Axial Shear V2 Shear V3 Torsion M22 M33 #VALUE! #VALUE! [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] #VALUE! #VALUE! MEMBER 2 0 0 Max -2.11 0.6 0 0 0 -2.74 0.302707 0.477897 Min -2.24 0.58 0 0 0 -4.58 0.488476 0.711025 MEMBER 13 0 0 Max -2.11 -0.581 Oi 0 0 -2.74 0.302707 0.477897 Min -2.24 -0.611 01 0 0 -4.59 0.489476 0.712221 Condition: COM4=0.75SWT+0.IRFLD+0.71LW 0 0 Axial Shear V2 Shear V3 Torsion M22 M33 #VALUE! #VALUE! Ki (Kip] Ki [Ki *ft] Ki *ft Ki *ft] #VALUE! #VALUE! MEMBER 47 0 0 Max 1 0.91 0.34 0 0 0 -0.71 0.083381 0.142475 Min 1 0.9 0.03 0 0 0 -1.43 0.155245 0.218748 MEMBER 48 0 0 Max 1 0.92 0.021 01 0 0 -1.111 0.123517 0.186144 Min 1 0.91 -0.191 01 0 0 -1.44 0.156381 0.220669 Condition: COM5=0.75SWT+0.1RFLD+0.71CW 0 0 Axial Shear V2 Shear V3 Torsion M22 M33 #VALUE! #VALUE! I[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] #VALUE! #VALUE! MEMBER 3 0 0 Max 0.5 -0.16 0 0 0 4.84 0.490803 0.53883 Min 0.48 -0.34 0 0 0 4.06 0.412531 0.455778 MEMBER 4 1 0 0 Max 1 0.54 0.19 01 0 0 4.84 0.491347 0.543276 Min 0.53 0.0401 0 0 4.47 0.4542111 0.503675 RAM International Page C-1 File C:\Documents and Settings\Steven B. Brown\My Down Units syste : English Date Spreader Analysis Results Maximum forces at members Condition : COMI=I.OSWT+I.IRFLD Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] Ki Ki [Kip*ft] [Ki *ft [Kip*ft] MEMBER 125 Max 0.12 0 0.01 0 0.01 0 Min 0.12 0 -0.011 0 0 0 MEMBER 137 Max 1 -0.411 0 0,011 0 0 0 Min 1 -0.41 0 -0.01 0 -0.01 0 Condition: COM2=I.OSWT+I.1RFLD+.SHRFD Axial Shear V2 Shear V3 Torsion M22 M33 [Kip [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 126 Max 1 0.29 0 0.01 0.01 0.01 0 Min 1 0.29 0 -0.01 0.01 0 0 MEMBER 137 Max 1 -0.941 01 0.011 0.011 0 0 Min 1 -0.94 0 -0.011 0.01 -0.01 0 Condition: COM3=1.OSWT+I.IRFLD+.5HRFD+.SHRF2 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip`ft] MEMBER 118 Max 0.46 0 0.01 0 0 0 Min 1 0.46 0 -0.01 0 -0.01 0 MEMBER 137 Max 1 -1.48 01 0.011 0 0 0 Min 1 -1.48 0 -0.01 0 -0.01 0 Condition : COM4=0.75SWT+O.IRFLD+0.71LW Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 126 Max 0.23 0 0 0 0.01 0 Min 1 0.23 0 0 0 0 0 MEMBER 137 Max -0.24 0 01 0 0 0 Min -0.241 01 01 0 -0.01 0 Condition: COM5=0.75SWT+O.IRFLD+0.71CW Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 137 Max 1 0.68 0 0 0.01 0 0 Min 1 0.68 0 0 0.01 -0.01 0 MEMBER 138 Max 0.68 0 01 0.01 0 0 Min 0.68 0 01 0.01 -0.01 0 Fil D. RAMRAM International File C:\Documents and Settings\Steven B. Brown\My Documents\Ramadvansedata\Data\madisonclub-30-classic-1.AVW Units system English Date 2/3/2006 2:26:34 PM Geometry data GLOSSARY X Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor ; Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes Node X Y Z Floor Ift) Ift) Ift) 1 ----------------------------------------------------- 0.00 -15.208 0.00 0 2 0.00 -15.205 2.79 0 3 0.00 -14.628 5.861 0 4 0.00 -12.969 8.522 0 5 0.00 -10.458 10.392 0 6 0.00 -6.972 12.05 0 7 0.00 -3.486 13.78 0 8 0.00 0.00 15.493 0 9 0.00 3.486 13.79 0 10 0.00 6.972 12.09 0 11 0.00 10.458 10.392 0 12 0.00 12.969 8.522 0 13 0.00 14.628 5.867 0 14 0.00 15.205 2.79 0 15 0.00 15.208 0.00 0 16 -10.00 -15.208 0.00 0 17 -10.00 -15.205 2.79 0 18 -10.00 -14.628 5.867 0 19 -10.00 -12.969 8.522 0 20 -10.00 -10.458 10.392 0 21 -10.00 -6.972 12.05. 0 22 -10.00 -3.486 13.78 0 23 -10.00 0.00 15.493 0 24 -10.00 3.486 13.79 0 25 -10.00 6.972 12.09 0 Elm Nodes Node X Y Z Floor Ift] Ift) IN 26 -10.00 10.458 10.392 0 27 -10.00 12.969 8.522 0 28 -10.00 14.628 5.867 0 29 -10.00 15.205 2.79 0 30 -10.00 15.208 0.00 0 31 10.00 -15.208 0.00 0 32 10.00 -15.205 2.79 0 33 10.00 -14.628 5.867 0 34 10.00 -12.969 8.522 0 35 10.00 -10.458 10.392 0 36 10.00 -6.972 12.05 0 37 10.00 -3.486 13.78 0 38 10.00 0.00 15.493 0 39 10.00 3.486 13.79 0 40 10.00 6.972 12.09 0 41 10.00 10.458 10.392 0 42 10.00 12.969 8.522 0 43 10.00 14.628 5:867 0 44 10.00 15.205 2.79 0 45 10.00 15.208 0.00 0 46 -20.00 -15.208 0.00 0 47 -20.00 -15.205 2.79 0 48 -20.00 -14.628 5.867 0 49 -20.00 -12.969 8.522 0 50 -20.00 -10.458 .10.392 0 51 -20.00 -6.972 12.05 0 52 -20.00 -3.486 13.78 0 53 -20.00 0.00 15.493 0 54 -20.00 3.486 13.79 0 55 -20.00 6.972 12.09 0 56 -20.00 10.458 10.392 0 57 -20.00 12.969 8.522 0 58 -20.00 14.628 5.867 0 59 -20.00 15.205 2.79 0 60 -20.00 15.208 0.00 0 61 20.00 -15.208 0.00 0 62 20.00 -15.205 2.79 0 63 20.00 -14.628 5.867 0 64 20.00 -12.969 8.522 0 65 20.00 -10.458 10.392 0 66 20.00 -6.972 12.05 0 67 20.00 -3.486 13.78 0 68 20.00 0.00 15.493 0 69 20.00 3.486 13.79 0 70 20.00 6.972 12.09 0 71 20.00 10.458 10.392 0 72 20.00 12.969 8.522 0 73 20.00 14.628 5.867 0 74 20.00 15.205 2.79 0 75 20.00 15.208 0.00 0 76 -30.438 -10.816 0.00 0 77 -30.438 -10.816 2.79 0 78 -30.028 -10.344 5.867 0 79 -28.855 -9.17 8.522 0 80 -27.079 -7.395 10.392 0 81 -24.614 -4.93 12:09 0 82 -22.149 -2.465 13.78 0 83 30.438 -10.816 0.00 0 84 30.438 -10.816 2.79 0 85 30.028 -10.344 5.867 0 86 28.855 -9.17 8.522 0 87 27.079 -7.395 10.392 0 88 24.614 -4.93 12.09 0 89 22.149 -2.465 13.78 0 90 -34.892 0.00 0.00 0 91 -34.892 0.00 2.79 0 Imi 0 Nodes Node X Y Z RX [ft] [ft) [ft] 92 -34.312 0.00 5.867 93 -32.653 0.00 8.522 94 -30.142 0.00 10.392 95 -26.656 0.00 12.09 96 -23.17 0.00 13.78 97 34.892 0.00 0.00 98 34.892 0.00 2.79 99 34.312 0.00 5.867 100 32.653 0.00 8.522 101 30.142 0.00 10.392 102 26.656 0.00 12.09 103 23.17 0.00 13.78 104 -30.438 10.816 0.00 105 -30.438 10.816 2.79 106 -30.028 10.344 5.867 107 -28.855 9.171 8.522 108 -27.079 7.395 10.392 109 -24.614 4.93 12.09 110 -22.149 2.465 13.78 111 30.438 10.816 0.00 112 30.438 10.816 2.79 113 30.028 10.344 5.867 114 28.855 9.171 8.522 115 27.079 7.395 10.392 116 24.614 4.93 12.09 117 22.149 2.465 13.78 Restraints Node TX TY TZ RX RY RZ 1 1 ----------------------------------------------- 1 1 0 0 0 15 1 1 1 0 0 0 16 1 1 1 0 0 0 30 1 1 1 0 0 0 31 1 1 1 0 0 0 45 1 1 1 0 0 0 46 1 1 1 0 0 0 60 1 1 1 0 0 0 61 1 1 1 0 0 0 75 1 1 1 0 0 0 76 1 1 1 0 0 0 83 1 1 1 0 0 0 90 1 1 1 0 0 0 97 1 1 1 0 0 0 104 1 1 1 0 0 0 111 1 1 1 0 0 0 Members Floor Member NJ NK Description Section Material d0 dL Ig factor ------------------------------------------------------------------------------------------------------------------------ [in] [in] 1 1 2 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 2 2 3 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 3 3 4 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 4 4 5 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 5 5 6 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 6 6 7 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 D-3 Members Member NJ NK Description Section Material d0 dL Ig factor [in] [in] 7 7 8 W SPRUNG4X4 - --------------- Aluminum 0.00 0.00 0.00 8 8 9 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 9 9 10 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 10 10 11 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 11 11 12 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 12 12 13 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 13 13 14 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 14 14 15 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 15 16 17 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 16 17 18 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 17 18 19 W SPRUNG4X4 Aluminum 0.00 0.00 0.00_ 18 19 20 W SPRUNG04 Aluminum 0.00 0.00 0.00 19 20 21 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 20 21 22 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 21 22 23 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 22 23 24 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 23 24 25 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 24 25 26 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 25 26 27 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 26 27 28 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 27 28 29 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 28 29 30 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 29 31 32 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 30 32 33 W SPRUNG04 Aluminum 0.00 0.00 0.00 31 33 34 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 32 34 35 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 33 35 36 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 34 36 37 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 35 37 38 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 36 38 39 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 37 39 40 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 38 40 41 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 39 41 42 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 40 42 43 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 41 43 44 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 42 44 45 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 43 46 47 W SPRUNG04 Aluminum 0.00 0.00 0.00 44 47 48 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 45 48 49 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 46 49 50 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 47 50 51 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 48 51 52 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 49 52 53 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 50 53 54 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 51 54 55 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 52 55 56 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 53 56 57 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 54 57 58 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 55 58 59 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 56 59 60 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 57 61 62 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 58 62 63 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 59 63 64 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 60 64 65 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 61 65 66 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 62 66 67 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 63 67 68 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 64 68 69 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 65 69 70 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 66 70 71 W SPRUNG4X4 Aluminum- 0.00 0.00 0.00 67 71 72 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 68 72 73 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 69 73 74 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 70 74 75 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 71 76 77 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 72 77 78 W SPRUNG04 Aluminum 0.00 0.00 0.00 D-4 Members Member NJ NK Description Section Material d0 dL Ig factor [in] [in] 73 78 79 ------------------------------------------------------------------- W SPRUNG4X4 Aluminum 0.00 0.00 0.00 74 79 80 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 75 80 81 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 76 81- 82 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 77 53 82 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 78 83 84 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 79 84 85 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 80 85 86 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 81 86 87 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 82 87 88 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 83 88 89 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 84 68 89 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 85 90 91 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 86 91 92 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 87 92 93 W SPRUNG4X4 Aluminum 0.00 0.00 •0.00 88 93 94 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 89 94 95 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 90 95 96 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 91 53 96 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 92 97 98 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 93 98 99 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 94 99 100 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 95 100 101 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 96 101 102 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 97 102 103 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 98 68 103 W SPRUNG4X4 . Aluminum 0.00 0.00 0.00 99 104 105 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 100 105 106 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 101 106 107 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 102 107 108 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 103 108 109 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 104 109 110 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 105 53 110 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 106 111 112 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 107 112 113 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 108 113 114 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 109 114 115 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 110 115 116 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 111 116 117 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 112 68 117 W SPRUNG4X4 Aluminum 0.00 0.00 0.00 113 49 19 T 2.2X2.4 Aluminum 0.00 0.00 0.00 114 19 4 T 2.2X2.4 Aluminum 0.00 0.00 0.00 115 4 34 T 2.2X2.4 Aluminum 0.00 0.00 0.00 116 34 64 T 2.2X2.4 Aluminum 0.00 0.00 0.00 117 64 86 T 2.2X2.4 Aluminum 0.00 0.00 0.00 118 86 100 T 2.2X2.4 Aluminum 0.00 0.00 0.00 119 100 114 T 2.2X2.4 Aluminum 0.00 0.00 0.00 120 114 72 T 2.2X2.4 Aluminum 0.00 0.00 0.00 121 72 42 T 2.2X2.4 Aluminum 0.00 0.00 0.00 122 42 12 T 2.2X2.4 Aluminum 0.00 0.00 0.00 123 12 27 T 2.2X2.4 Aluminum 0.00 0.00 0.00 124 27 57 T 2.2X2.4 Aluminum 0.00 0.00 0.00 125 57 107 T 2.2X2.4 Aluminum 0.00 0.00 0.00 126 107 93 T 2.2X2.4 Aluminum 0.00 0.00 0.00 127 93 79 T 2.2X2.4 Aluminum 0.00 0.00 0.00 128 79 49 T 2.2X2.4 Aluminum 0.00 0.00 0.00 129 51 21 T 2.2X2.4 Aluminum 0.00 0.00 0.00 130 21 6 T 2.2X2.4 Aluminum 0.00 0.00 0.00 131 6 36 T 2.2X2.4 Aluminum 0.00 0.00 0.00 132 36 66 T 2.2X2.4 Aluminum 0.00 0.00 0.00 133 70 40 T 2.2X2.4 Aluminum 0.00 0.00 0.00 134 40 10 T 2.2X2.4 Aluminum 0.00 0.00 0.00 135 10 25 T 2.2X2.4 Aluminum 0.00 0.00 0.00 136 25 55 T 2.2X2.4 Aluminum 0.00 0.00 0.00 137 53 23 T 2.2X2.4 Aluminum 0.00 0.00 0.00 138 23 8 T 2.2X2.4 Aluminum 0.00 0.00 0.00 D-5 Members Member NJ NK Description Section Material d0 dL Ig factor NX [in] [in] 139 8 38 T 2.2X2.4 Aluminum 0.00 0.00 0.00 140 38 68 T 2.2X2.4 Aluminum 0.00 0.00 0.00 Orientation of local axes 180.00 0 Member Rotation Axes23 NX NY NZ [Deg] -------------------- 1 180.00 0 0.00 0.00 0.00 2 180.00 0 0.00 0.00 0.00 3 180.00 0 0.00 0.00 0.00 4 180.00 0 0.00 0.00 0.00 5 180.00 0 0.00 0.00 0.00 6 180.00 0 0.00 0.00 0.00 7 180.00 0 0.00 0.00 0.00 15 180.00 0 0.00 0.00 0.00 16 180.00 0 0.00 0.00 0.00 17 180.00 0 0.00 0.00 0.00 18 180.00 0 0.00 0.00 0.00 19 180.00 0 0.00 0.00 0.00 20 180.00 0 0.00 0.00 0.00 21 180.00 0 0.00 0.00 0.00 29 180.00 0 0.00 0.00 0.00 30 180.00 0 0.00 0.00 0.00 31 180.00 0 0.00 0.00 0.00 32 180.00 0 0.00 0.00 0.00 33 180.00 0 0.00 0.00 0.00 34 180.00 0 0.00 0.00 0.00 35 180.00 0 0.00 0.00 0.00 43 180.00 0 0.00 0.00 0.00 44 180.00 0 0.00 0.00 0.00 45 180.00 0 0.00 0.00 0.00 46 180.00 0 0.00 0.00 0.00 47 180.00 0 0.00 0.00 0.00 48 180.00 0 0.00 0.00 0.00 49 180.00 0 0.00 0.00 0.00 57 180.00 0 0.00 0.00 0.00 58 180.00 0 0.00 0.00 0.00 59 180.00 0 0.00 0.00 0.00 60 180.00 0 0.00 0.00 0.00 61 180.00 0 0.00 0.00 0.00 62 180.00 0 0.00 0.00 0.00 63 180.00 0 0.00 0.00 0.00 71 135.00 0 0.00 0.00 0.00 72 135.00 0 0.00 0.00 0.00 73 135.00 0 0.00 0.00 0.00 74 135.00 0 0.00 0.00 0.00 75 135.00 0 0.00 0.00 0.00 76 135.00 0 0.00 0.00 0.00 77 225.00 0 0.00 0.00 0.00 78 -135.00 0 0.00 0.00 0.00 79 -135.00 0 0.00 0.00 0.00 80 -135.00 0 0.00 0.00 0.00 81 -135.00 0 0.00 0.00 0.00 82 -135.00 0 0.00 0.00 0.00 83 -135.00 0 0.00 0.00 0.00 84 135.00 0 0.00 0.00 0.00 85 90.00 0 0.00 0.00 0.00 86 90.00 0 0.00 0.00 0.00 87 90.00 0 0.00 0.00 0.00 88 90.00 0 0.00 0.00 0.00 89 90.00 0 0.00 0.00 0.00 90 90.00 0 0.00 0.00 0.00 Orientation of local axes Member Rotation Axes23 NX NY NZ [Deg] 91 270.00 0 0.00 0.00 0.00 92 -90.00 0 0.00 0.00 0.00 93 -90.00 0 0.00 0.00 0.00 94 -90.00 0 0.00 0.00 0.00 95 -90.00 0 0.00 0.00 0.00 96 -90.00 0 0.00 0.00 0.00 97 -90.00 0 0.00 0.00 0.00 98 90.00 0 0.00 0.00 0.00 99 45.00 0 0.00 0.00 0.00 100 45.00 0 0.00 0.00 0.00 101 45.00 0 0.00 0.00 0.00 102 45.00 0 0.00 0.00 0.00 103 45.00 0 0.00 0.00 0.00 104 45.00 0 0.00 0.00 0.00 105 315.00 0 0.00 0.00 0.00 106 -45.00 0 0.00 0.00 0.00 107 -45.00 0 0.00 0.00 0.00 108 -45.00 0 0.00 0.00 0.00 109 -45.00 0 0.00 0.00 0.00 110 -45.00 0 0.00 0:00 0.00 111 -45.00 0 0.00 0.00 0.00 112 45.00 0 0.00 0.00 0.00 114 45.00 0 0.00 0.00 0.00 Hinges Node -J Node -K Member TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL ----------------------------------------------------------------------------------------------------------------- 7 0 0 0 0 0 1 1 0 0 0 0 8 0 1 1 0 0 0 0 0 0 0 0 21 0 0 0 0 0 1 1 0 0 0 0 22 0 1 1 0 0 0 0 0 0 0 0 35 0 0 0 0 0 1 1 0 0 0 0 36 0 1 1 0 0 0 0 0 0 0 0 49 0 0 0 0 0 1 1 0 0 0 0 50 0 1 1 0 0 0 0 0 0 0 0 63 0 0 0 0 0 1 1 0 0 0 0 64 0 1 1 0 0 0 0 0 0 0 0 84 0 1 1 0 0 0 0 0 0 0 0 91 0 1 1 0 0 0 0 0 0 0 0 112 0 1 1 0 0 0 0 0 0 0 0 113 0 1 1 0 0 1 1 0 0 0 0 114 0 1 1 0 0 1 1 0 0 0 0 115 0 1 1 0 0 1 1 0 0 0 0 116 0 1 1 0 0 1 1 0 0 0 0 117 0 1 1 0 0 1 1 0 0 0 0 118 0 1 1 0 0 1 1 0 0 0 0 119 0 1 1 0 0 1 1 0 0 0 0 120 0 1 1 0 0 1 1 0 0 0 0 121 0 1 1 0 0 1 1 0 0 0 0 122 0 1 1 0 0 1 1 0 0 0 0 123 0 1 1 0 0 1 1 0 0 0 0 124 0 1 1 0 0 1 1 0 0 0 0 125 0 1 1 0 0 1 1 0 0 0 0 126 0 1 1 0 0 1 1 0 0 0 0 127 0 1 1 0 0 1 1 0 0 0 0 128 0 1 1 0 0 1 1 0 0 0 0 129 0 1 1 0 0 1 1 0 0 0 0 130 0 1 1 0 0 1 1 0 0 0 0 131 0 1 1 0 0 1 1 0 0 0 0 132 0 1 1 0 0 1 1 0 0 0 0 D-7 Hinges M-11 Node -J Node -K Member TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL 133 0 1 1 0 0 1 ---------------------------------------- 1 0 0 0 0 134 0 1 1 0 0 1 1 0 0 0 0 135 0 1 1 0 0 1 1 0 0 0 0 136 0 1 1 0 0 1 1 0 0 0 0 137 0 1 1 0 0 1 1 0 0 0 0 138 0 1 1 0 0 1 1 0 0 0 0 139 0 1 1 0 0 1 1 0 0 0 0 140 0 1 1 0 0 1 1 0 0 0 0 M-11 N.T.S. NOTES TO CONTRACTOR ME LOCATION OF EXISTNG UNDERGROUND UNITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY, ME CONTRACTOR SMALL DE7RMOF THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. ME COH TRACTOR AIXEES TO BE FULLY RESPONSE FOR ANY AND ALL DMAGES WHICH OUCH* BE DOCAslc D BY IBS iAALRE TO EXACTLY LOCALE AND PRESERVE ANY AND ALL INDERGRCUNO DRUMS. TIE CONTACTOR 9A11 PNNC4E PROPOSED CROSSNCS O EXISTING V LOCATIONS S M N WATER C SEAR CONSTRUCTION AND VERIFY MEN HORIZONTAL AND VERTICAL LOW TIONS, ANY DISCREPANCY BEIKR THE MANS AND FIELD CONDITIONS SHALL BE BROUGHT TO THE AIiNTION Of AGE CONSIATNOS. NC THE COI1RACFOR SMALL NOTIFY RCE CONSULTANTS, INC PRIOR TO POTHOURD. If NECESSARY, RCE CONSULTANTS. INC. SHALL REVISE ME PLANS. ME CONTRACTOR SMALL BEOR WATER OR SEWER CONSTRUCTION AFTER REASONS ARE APPROVED FOR CONSTRUCTION. RCE CONSULTANTS, INC MMES NO REPRESENTADON CDNCEMNG ME ESTIMATED QUANTITIES ON THESE PLANS 07MM MAN ALL SOON FIGUE& NGLUDINC ALL CARMAN' NUMBERS, ARE MCUMINMY ESTMATES AND FOR PERIOT PUPPOBES ONY. IT SMALL BE ME COMTRACTOR'S RESPON9Bl1TY TO PREPARE HIS 00 CUM KEY BELMAR FOR CONSTWN AH CnOD/DR OUST PURPOSES. ME ENGINEER SHALL NOT BE RESPORIBE FOR ANY DENARONS BETWEEN ESTIMATED QUANTITIES MD ME ACTUAL QUMIITIES AT THE TME O CONSTRUCTION. THE CONTACTS AGREES MAT HE SMALL ASSUME SOLE AND COMPLETE RESPONSBILITY FOR JOB SIE COHDIIIONS WANG RIE COARSE OF CONSTRUCTION OMS PROQECT NC-IUTNG SAFETY OF ALL PERSONS AND PROPERTY; REQUIREMENT MIREQUIREMENTAN MENT SMALL APPLY CONTINUOUSLY D SHALL NOT BE LIMITED TO NORMAL WORKING HGURS: AND NAT THE CONTRACTOR SMALL DEFEND, NGELNFY AND HOLD THE OMER AND ENGINEER HARNESS FROM MY AND ALL UMIUTY. REAL OR ALLEGED, IN CONNECTION WITH ME PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM WE NEGUCENCE OF ME OWNER OR ME ENGINEER. 16. BLOCK WALLS ME NOT PART O THE GRADING PERMIT. SUBMIT FOR SEPARATE WILDING PERMIT(S). I7. THE CONTRACTOR IS RESPONSIBLE TO PREVENT AT CONTAMINATION O STOP.WATER NETLTRAI N FACILITES DURING CONSTUCTIOM O SUBSEQUENT IMPROVEMENTS BY THE CONTRACTOR IMMEDIATELY PRIOR TO ANAL ACGFPTMCE OF STORM DRAINAGE FRIENTION/INFILYRATDN rACUIM THE CONTACTOR SMALL CONDUCT. N THE PRESENCE OF ME QTY NWECNR, A RAFORMMGi NEST DE9GNEO TO CLEARLY ONONSTRAIE ME FUNCTION& ADEQUACY OF THE FNMdLITES IB. THE CONTRACTOR SHALL PROVIDE WNO EROSION AND DUST CONTROL MEASURES AS REQUIRED BY THE FUGITIVE OUST CONTROL PUN APPROVED FOR THIS PROJECT. DIAL TOLL FREE 1-800-2.27-2600 AT LEAST TWO DAYS BEFORE YOU DK7 UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA REVISIONS No. DESCRIPTION APPROX. QTY. OPNMT 4' BLUE STRIPING At 36' ON CENTER PAVING NOTES OPANT NO PARKING' ISE TALL LETTERING MIN. 2 EA OPANT HANDFAPPED PARING S 001 PER CBC CHUB 1. ALL UNORGROUND FA-- INCLUDING SEANCE LATERALS SHALL BUWITH IN PCE TROME ES OINSTALL SIGN 7&W.ALY CHALLENGED PARKING WIN SYMBOL' PER CALTRINS TYPE R99. SEE ON SHEET '2' 1 EA COMPACTED AND TESTED moo TO BAY GRADE N SECTION AND PAYING THE CONTRACTOR SHALL GRADING NOTES SUBEIR WRITTEN EVIDENCE TO THE Ott ISSUED By THE RESPECIRE UTIUTY PLRVETOR INDICATING ME SUBSURFACE PORTON OF BEER UNDERCIRCUND FACIUDES HAVE BEEN INS RILED AND ACCEPTED I . GRADING SMALL BE N ACCORDANCE WITH ME ENONEERET GRADING REQUIREMENTS OF ME 2, A SEPARATE PERMIT IS TROLLED FOR ALL EXCAVATIONS "MEET CASTING ROADWAYS MD TRAVEL'WAM LME CLOSURES MD DETOURS SHALL BE POUTED. DEUNUTED AND UONED N UNFO W BUILDING CODE LATEST EDITION. AND SOLS REPORT, FILE NO. 544-4810, 05-01-101. CONFORMANCE WN THE CALTRNIS 'MANUAL OF TRAFFIC CONTROLS FOR CONSTRUCTION AND : DAZEDJANUARY 28, 22M MANIEMAN CE WOR( ZONES' AND ANY ADDTTONAL REEXAMINESDEEMED NECESSARY BY THE CITY ENGINEER PREPARED 8Y SIAWEN ENDNEEANG . TELEPHONE N0. (760) 772-3693 1 ASPHALT CONCRETE PAYING EXCEPT FOR OVERLAYS SHALL BE INSTALLED IN TWO (2) OR MORE 2 THE SOLS ENGINEER AND ME ENONEEANG GEOLOGIST SHALL EXERCISE WFFIOENT SLPERNSORY COURSES WITH MIX DESIGNS NAT CRFORM TO SECTION 400 O ME REVISED STANDARD CONTROL DU9NC CRADNC TO NSURE COMPLIANCE MM THE PUNS SPECIFIWTNNS. MD CODE SPECIFICATIONS ODACNELLA VALLEY' VERSION (GREEN BOOK), NOTED AS FOLLOWS: CONN MOR PURVIEW WEARING COURSE (UPPER COURSE): IIA -C2 -M -40W 3. THE DESCH CIV! UIGHUR SHALL EXERCISE SUFFICIENT CONTROL DURING GRADING AND COHSTWCTIOI TO ENSURE COMPLIANCE WIN DE PLANS, SPECIFICATIONS. AND CODE WNN HIS BASE COURSE (LOWER COURSES): NB -83 -M -400D PURMEW THE BEARING COURSE SOUL K A 41 FEET THICK; ME BASE CGUM(S) SMALL CONTAIN ME 4. DURING ARD PADA 70 COPERIAENT UILUAADE GRADING DP,NGE BALANCE OF ME REQUIRED ASPHALT CONERETE THICKNESS. STRUCTURES, MM CO DIVIDED 70 R AGETOTUCENT P DRAINAGE CON1RfIL WADI BE PROVIDED TD PREVENT PONDING WATT AND DAMAGE ro ADJACENT PROPERTY. 4. MIX DESIGN REQUIRED: SEVEN (7) DAYS PRIOR TO COMMENCEMENT OF PAVING 2 U OPERATIONS, THE CONTRACTOR SHALL SUBMIT FOR CITY APPROVAL A COMPLETE 5. AFTER CLEARING. EXISTING GROUND SMALL BE WARRIED To A MIMMUY OF 6' ON ME ENTIRE PROPOSED MIX DESIGN IDENTIFYING THE MIX CHARACTERISTICS SUCH AS SITE OR AS RECOMMENDED BY TIE SOLS REPORT. AGGREGATE GRADATIONS, VOIDS IN MINERAL AGGREGATE (MMA), AIR VOIDS, AND 6 THE MANwM CUT AND FILL SLOPES SPALL BE 21. S -VALUE FOR VARIOUS IOL CONTENTS FOR EACH MIX, 7 PADS SHALL BE COMPACTED N A MNNUM OF 90% RELATIVE DENSITY PER ASIA, TO ENSURE TIMELY APPROVAL, THE CONTRACTOR SUPPLIER IS ENCOURAGED TO WECIICAIDNS AND ME ABOVE MENTIONED SOLS REPORT. REFER TO LA OUINTAS DESIGN NIX APPROVAL CHECKLIST (FROM F082) TO 6 YNWUM WLDNG PAD OPNNACE SHALL K 2% DRANACE SHAH BE A YWMUN O 0.]' DEEP ENSURE ALL REQUIRED UB TESTS ARE PERFORMED, CERTIFIED, AND SUBMITTED AND BE CONSTRUCTED A MINIMUM OF 2' FROM ME TOP of CUT OR FILL SLOPES TIE MINIMUM FOR REVIEW. SLOPE O S -ALES SMALL BE 0.50% 12 STPMD LAYOUT SHALL BE APPROVED BY CITY EWANEMW DEPARTMENT PRIOR TO APPLICATION O PERMANENT PAINT, CONTACT ME CRY ENCKERNG 9. ALL FILLS SMALL BE COMPACTED 70 A MINIMUM O NINETY (90) PERCENT Of MAXIMUM DNsm AS DETERMINED BY THE 5. A TACK COAST SHALL BE APPLIED TO EXISTING PAVEMENT, P.C.C. SURFACES AND THE A.C. BASE COURSE, IF TRAFFIC HAS DRIVEN ON IT. THE TACK COAST UWOPM BUILDING CODE SECTCN MID OR EQUIVALENT AS APPROVED BY THECITY ENGINEER. FIELD DENSITY SMALL BE DETERMINED IN ACCORDANCE WITH THE UNIFORM SHALL BE SLOW SETTING ANIONIC EMULSIFIED ASPHALT TYPE 'SS -1H' WELDING CODE SECTION 7002, OR EQUIVALENT. AS DETERMINED BY THE QTY ENGINEER CONFORMING TO SECTION 203-3 OF THE STANDARD SPECIFICATIONS. THE LIQUID La ALL STREET SECTIONS ME TENTARWE ME WNAHUM SECTION IS 3' A.0 OVER 4.V CRUSHED ASPHALT SHALL BE GRADE 60-70 AND APPLIED AT THE RATE OF 0.1 GAL/YD. A.B.. ADDITIONAL SGL TEST(S) SMALL BE REWIRED AFTER RGUGH GRACING TO DETERMINE EXACT SECTION BEONPELIDNM THE Ott ENGINEER SHALL APPROVE THE ANAL STREET SECTION. 6, NEW IMPROVEMENTS THAT JOIN EXISTING IMPROVEMENTS SHALL JON OR MATCH IN A MANNER SATISFACTORY TO THE CITY ENGINEER CONSTRUCTION OPERATIONS 11. ME CITY ENGINEER WELL REVIEW FOR APPROVAL THE FIRM. STREET SECINNS AFTER SUBMTTAL 'R` REQUIREDACHIEVE A SAFE, DURABLE. AESTHETICALLY PLEASING TRANSITION OF VALUE TESTS FOR ROADWAY SUB -BASE BETWEEN THE E NEW AND EXISTING IMPROVEMENTS MAY INCLUDE SAWING CUTTING, 12 LOCATIONS OF FRED BENSTY TESTS SMALL BE DETERMINED By THE SOL ENGINEER OR APPROVED TEST AGENCY MD SHALL BE SUFFICIENT N BOM HORIZONTAL AND VERTICAL "CEMENT W PROVIDE REMOVAL, REPLACEMENT, CAPPING, AND/OR COLD PLANNING, AS NEEDED. REPRESRTAME TSDNG O All FILL PLACED, ESTNG N AREAS OF A CRITICAL NATURE OF SPECIAL 7 ALL MANHOLES AND VALVE BOX FRAMES SHALL BE ADJUSTED TO FINAL EMPHASIS SNNL BE IN ADOnON To THE NORMAL REPRESENTATIVE SAMPLINGS GRADES AFTER PAVEMENT INSTALLATION IS COMPLETED. 13. ME FINAL COMPACTION REPORT AND APPROVAL FROM ME SOILS CHOKER SHALL CONTNN ME TYPE OF FIELD TESTING PERFORMED. EACH TESF 94AU BE IDENTIFIED WITH ME METHOD OF OBTAEEM THE N -PLACE DENSITY. WHETHER SAND COME OR DRIVE TING AND SHALL K =THE 8. THE CURB SHALL BE ETCHED OR STAMPED SHOVING UTIUTY SERVICE LATERAL LOCATIONS AS FOLLOWS: "Y FOR SEWER, "G' FOR GAS. AND 'E' FOR T FOR EACH LEST. SUFFICIENT MAXIMUM DENSITY DETERMINATION SHALL BE PERFQ6KD TO METFY TE ACCURACY OF ME MAXIMUM DENSITY CURVES USED BY THE FIELD TECHNICIAN. ELECTRICAL POWER. IA ALL UNDERGROUND FACILITIES WEEN LATERALS SOUL BE N PUCE AND INSPECTED PRIOR TO PANT G. INCLUDING BUT NOT UNITED TO TIME FC4LOWM SEWER. WATER. ELECTRIC, GAS AND DRAINAGE 15. THE A UnUTY LINE BACK FILL REPORT FROM TIE PROJECTSCL RGNEIN SHALL INCLUDE AN CONSTRUCTION NOTES AND QUANTITIES APPROVAL STATEMENT MAT THE BAC( FELL 6 SUITABLE FOR ME INTENDED USE 16. BLOCK WALLS ME NOT PART O THE GRADING PERMIT. SUBMIT FOR SEPARATE WILDING PERMIT(S). I7. THE CONTRACTOR IS RESPONSIBLE TO PREVENT AT CONTAMINATION O STOP.WATER NETLTRAI N FACILITES DURING CONSTUCTIOM O SUBSEQUENT IMPROVEMENTS BY THE CONTRACTOR IMMEDIATELY PRIOR TO ANAL ACGFPTMCE OF STORM DRAINAGE FRIENTION/INFILYRATDN rACUIM THE CONTACTOR SMALL CONDUCT. N THE PRESENCE OF ME QTY NWECNR, A RAFORMMGi NEST DE9GNEO TO CLEARLY ONONSTRAIE ME FUNCTION& ADEQUACY OF THE FNMdLITES IB. THE CONTRACTOR SHALL PROVIDE WNO EROSION AND DUST CONTROL MEASURES AS REQUIRED BY THE FUGITIVE OUST CONTROL PUN APPROVED FOR THIS PROJECT. DIAL TOLL FREE 1-800-2.27-2600 AT LEAST TWO DAYS BEFORE YOU DK7 UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA REVISIONS No. DESCRIPTION APPROX. QTY. OPNMT 4' BLUE STRIPING At 36' ON CENTER 337 IF OPANT NO PARKING' ISE TALL LETTERING MIN. 2 EA OPANT HANDFAPPED PARING S 001 PER CBC CHUB 4 EA OINSTALL SIGN 7&W.ALY CHALLENGED PARKING WIN SYMBOL' PER CALTRINS TYPE R99. SEE ON SHEET '2' 1 EA OCONS NUUI UONCRERE GOLF CMt PAN PER GOLF COURSE ARCHIMCM PLANS 10.776 SF OCONSTRICT CONCRETE ACCESS PAM PER LANDSCAPE ARCHITECTS BANS 7.414 Y OCONS,RUCT 2 1/2r- AC O/ COMPACTED NATIVE SOL 421170 SF OSI INSTALL ENTRANCE SIGN. SEE OCTAL SHEET 2 1 EA 10 CONSIAIICT B' CINE AND GUTTER PER QTY OF U OLNEY, SNS. N0. 201 AND 201 NSI LL 11 NOT USED NA1NE SO 12 wesu ct 6' AC, ONCE PER CITY OF U OVNTA SIDS. N1, 204 530 LF 13 INSTALL R WALS 6 VISUALLY IMRLRED WARNING STRPING PER CKDAG FIC. 51-8 6 OCTAL ON SWEET '2' & CBC CN11B 3 EA 14 CONSTRUCT WHEEL SNP 30 EA 16 eSTALL 'ONEWAY' SG! PER NLITCD 1151 (36X12) 1 EA 17 INSTALL W NOT OM' SIGN PER MUTTO n -I 1 EA 19 INSTAL 3C MN. WIDE OETECTBLE WMM14 STEP PER CALDAC FIGURE NS a CH 118 73 VCBC M PANT PARKING SIAL DOUBLE WARREN SR1pNG PER DETAIL ON SHEET '3" M23 LF 31 PANT TYPE t ARROW PEN MIT(D FIGURE 36-21 (CA) 2 U OPAM 12' CAD.W NJc PER . SN. 56 LF LS INSTALL NON VENICU AR TRAFFIC WMERMENG SIGNS GIN I-2. W11-11) 2 EA alaL P.E C46559 RIrH ARD L CLARK EXP, 6/30/07 "Consultants, Inc. -SIGNED BY.J.K.R. ICHECKED BY: P.F.C. I SCALE: .A. 1" = 400' PRECISE GRADING PLANS FOR MADISON CLUB TEMPORARY CLUBHOUSE FEMA FLOOD ZONE EECII TRACT MAP NO. 33076-1 PORTIONS OF SECTION 10, T.6.S., R.7.E.. S.B.M. SIGNING AND STRIPING NOTES ABBREVIATIONS AC ASPHALT CONCRETE Q CRiERUNE EA. EACH ESR. EASEMENT EVA EMERGENCY WHOLE ACCESS EX EXISTING INV INVERT LF UNEAA FEET HDPE HIGH DENSITY PCLYETKYUX PC PREOSE GRADING R PROPERTY LINE PROP PROPOSED P PUSUC UTILITY EASEMENT R/W RIGHT OF WAY TMP. TYPICAL FS FINISH SURFACE C ROW LINE FF FINISH FLOOR EDP EDGE O PAMELA I P.A. PLANTER AREA LP LOW PETIT IP HAH PONT MFIRE "I"TESM,. EASEMENT GRAPHIC SCALE 200 0 100 200 400 600 ( IN FEET ) 1 IrKIT= 200 R 1. ME QTY RETANS ME ROT TO REWIRE PLAN REVISIONS, AS NECESSARY, S.NYOUENT i0 PLCO APPROVAL, BUT PRIOR TO COMPLETION OF ME IMPROVEMENTS SHOWN ON MESE PLANS IF MY NEW STREET IMPROVEMENTS HAVE BEEN INSTALLED BY IK CITY OR A NERD PARTY WOMEN THE IMMEDIATE OWNER/1-AND DIVIDER MCNtt OF THE DPROMEMRIS PROPOSED BY TN34 PLANS IF CITY STAFF DETERNNES ME NEWLY INSTALLED NPROVEIENIS IMPACT THE DESIGN INTEGRITY LEGEND O TREY PLANS AS ONGNALLY APPROVED. ALL COSTS, INCLUDING BUT NOT UNITED TO DESIGN AND IMPROVEMENT COSTS. INCURRED AS A RESULT OF ME DESIGN REVISIONS SHALL BE BORNE BY THE IMPROVEMENT SPONSORS. LANDSCAPE EASEMENT -- - - -- ---- 2 ALL WORN SMALL BE DOW N ACCORDANCE ON ME STANDAR) SPECFlWTIONS FOR FIRM WCR(S CONSTRUCTION, LATEST EDITION, AND RIVERSIDE CDNTERUNE - - COUNTY STMOARD PLANS LATEST EDITION. HEREAFTER REFERRED TO AS THE STANDARD SPECIFICATIONS AND STANDARD PUNS VNAESS OMERWSE RIGHT OF WAY - - - SPECIFIED. FUTURE MULTI-PURPOSE FRAM 1 TRAFFIC STUPES, RASED PAVEMENT MARKERS, AND SANS, (EXCEPT PAVEMENT LEGENDS). SMALL COMPLY WN ME LATEST EDITION OF ME CALTANS PROPOSED 6' CURB STANDARD PUNS AND STANDARD SPECIFCATON% HEREAFTER REFERRED TO AS THE STATE STANDARD SPEORCATIONS AND STATE STANDARD PLANS. PROPOSED GUTIEH - 4. PAVEMENT LEGENDS SHALL MATCH CITY STENCILS CALL CRY IMSI•EC,OR AT (760) 777- 7075 TO MARE ARRANGEMENTS FOR RENTAL O CITY SRI OR INFORMATION REGARDING YODEL HOS OF CITY STENCILS PROPOSED SWALE PCOPOSBL2 1/2" AC ON COMPACTED RESEp PAVEMENT MARKERS THE NS IN SECTION 65 O STALE STANDARD ENTITLED PAVETIEN7 ONF NA1NE SO A TANDFlWDONS ADHESIVE FOR PAVEMENT S ALL R THE ME Z FALL CONFORM TO THE PROVISIONS N SEC" 95201 O 112 STATE STANDARD SPECIFICATIONS EMITTED PAPID SET RAPID FAWNMARKETS EPDXY ADHESIVE FOR PAVEYRT MARKERS PROPOSED COMPETE CMT PAM AND SIDEWALK 6. TRAFFIC STRIPES AND MARANGS SMALL BE APPLIED IN END CMTS, WN REFLEC70R2E0 "TERM N BON COATS, AND SMALL CONFORM 70 SECTION CONST, NOT5 84-3, ENMLLD PAN1E0 PLASTIC STRIPES AND PAVEMENT MARI M SPECIFIED N THE STATE STANDARD SPECIFICATIONS. PROPOSED DAYLIGHT UNE 7, ALL TRAFFIC STAINING AND PAVEMENT LEGENDS AND RASED PAVEMENT MARKETS NAT CONVICT OR CONFUSE TRAFFIC AS A RESULT DE THE NEWLY ADA PAN OF TRAVEL - - - - - - - - INSTALLED WOR( SHOWN ON THIS PLAN SMALL BE REMOVED BY LET SANDBLASTING OR CRINGING. & DEBRIS RUM REMOVAL OPERATION SMALL BE CONTAINED WNN THE WORK AREA AND THE CONTRACTOR 91µL TME ALL PRECAUTIONS NECESSARY TO PRO CT PERSONS AND PROPERTY ADJACENT TO THE SANDBLASTING ORATIONS. ME DEBRIS RESULTING FROM ME SANDBLASTNG SNAIL BE IMMEDIATELY REMOVED AND DISPOSED OF BY 711E CONTRACTOR, DEERS WITHIN THE ROADWAY SHAD BE REMOVED BY MECHANICAL SWEEPING OR NIG-POWER VACUUM. 9. SCARRED PAVEMENT SURFACE RESunNG FROM REMOVAL OPERATIONS SOUL BE SEALED WN ASPHALT PANT CONFORMING TO SECTION 203-8 OF TE UTILITIES STANDARD SPECNCATINS. SCARRED AREAS RESULTING FROM WORN OR RAPERC LEGEND REMOVAL SAU BE FULLY COVERED WN AN ASPNALM RATIFIED SCUM OR RECTANGULAR SHAPE THAT COMPLETELY OBUTERAIES THE OLD LEGEND FORM. 10. ALL SEAS STALL CONFORM TO SECTION 56-E, EMITTED 'ROADSIDE SONS,' AS SPECIFIED IN NE STANDARD SIGNS SIAL BE COACHEW VALLEY WATER DISTRICT 780 -,MD -2651 BEFIEC7 ALUMINUM USING NOUN INTENSITY (RADE WN M#1160 VERLA PPECNWRGNS. OVERLAY FLM OR APPROVED EQUAL ALL SIGNS SHALL IYPERUI IRRIGATION DISTRICT (Np) BOO -LATS -)756 ED) WITH TOR SEA SANS BE YWN1ED WNL SS T/ERWISE PROOF FASTENERS CONTRACTOR SHALL INSTALL ROADWAY SIGNS AND P0475 PER NE 46N AND POST SCHEDULE GI ROADWAY THESE PLANS UNLESS OTHERWISE NOTED. SOUTHERN CALIFORNIA EDWIN ]852254291 11. PER GOVERNMENT CODE SECTION 4216. IF THE WOR( 15 N AN AREA WHICH IS MOAN, OR REASONABLY 9IOUUD BE KNOWN, N CONTAIN SUSSII NSTALLATI(UNS CONTRACTOR SMALL CONTACT UNDERGROUND SERVICE ALERT (U.S.A.) AT 1-800-227-26M ANO OBTAIN M INQUIRY IOENIITCATON NUMBER ME GAS COMPANY 800-427-2200 AT LEAST TWO WIDENING DAYS (IB HAIRS) MOR TO COMMENCING MY WORK THAT PENETRATES THE EBSENG ENFACE. VERIZON 800 -483 -SOW 12 STPMD LAYOUT SHALL BE APPROVED BY CITY EWANEMW DEPARTMENT PRIOR TO APPLICATION O PERMANENT PAINT, CONTACT ME CRY ENCKERNG TIME WARNER 760 -.MO -1312 DEPARTMENT b HOURS PRIOR N LAYOUT. UNDERGROUND SERVICE ALER T 800-227-26M 11 STEEL SIGN POSTS INSTALLED N CONCRETE MEAS SHALL BE NSTAILED IN PK SLEEVES TO FAOLITATE REPLACEMENT: WOOD POSTS SHML HAVE 12' X 12' CONCRETE FITTED SLOCKOUTS AROUND THE POST. 7595 Irvine Center Dr. STAMP Suite 130 Irvine, Co. 92618 Phone: 949.453.0111 ��FpD L. O For: 949.453.0411 W. EXP. a--]0-030-0 7 FILE No. CALL�E n9119 .-YOU A BENCH MARK DATUM CORRECTION: SUBTRACT 1000.00 FEET TO ALL ELEVATIONS SHOWN HEREON TO REFLECT ACTUAL MSL ELEVATIONS RELATIVE TO THE BENCH MARK DATUM. BASIS OF BEARINGS THE NORTH LINE OF THE NW 1/4 OF SECTION 9, TOWNSHIP 6 SOUTH, RANGE 7 EAST, SAN BERNARDINO MERIDIAN PER PM 44/67-68 SAIDUNE BEARS N89'46'I2"E PARKING STALL SUMMARY FOR PERMITTING ANNING & ZONING COMPLIANCE A UNG TT-UlY'O'NTA A QUMTAY DIRECTOR OAS I COMMUIrf DOUGLAS A R. DE ELOPMENT DIRECTOR DATE I GENERAL NOTES L ALL WORN SHALL BE DONE N ACCORDANCE WN M STANDARD PLANS OF THE CITY OF LA ONMTA AND ME STANDARD SPECi1WTIONS FOR PUBLIC NORMS CON57RUCnaN LATEST EDITION. AND ME CITY OF LA O NTA STANDARD PLANS, DATE AUGUST 21. MDL OR AMEST EDITION. 2 IT SMALL BE THE KVMSRMTY OF THE DEVELOPER/OWNER OR CONMACTDR TO APPLY TO THE CITY OF U GUINEA PUBLIC WORKS OEPMIMEYT FOR THE NECESSARY PERMITS AND TO BE RESPONSHLE FOR SATISFACTORY COMPLIANCE ALL CURRENT ENVIRONMENTAL RE INS OARING ME LIFE OF CONSTRUCTUN ACTNTIES FOR THIS PROECT. ADDITIONAL STUDIES AND/OR PERMITS MAY BE PEO6RED. 3. IT SHALL BE THE RESPONSIBILITY Of ME DEVELOPER OR CONTACLQR TO MPLY TO ME CALFORNA DEPARTMENT OF TMSPDRTADON (CALTRMS) FOR M ENCROACHMENT PERMIT FOR ALL KINK PERFORMED WITH THE STATE RIGHT OF WAY 4 TIE CONTACTOR SHML GLENN ALL PERMITS AS REQUIRED BY ME CITY OF LA GUINEA OR OBER GOVERNING AGENCIM 5. THE CON ACTOR SHAUL NOTIFY ME CITY PUWC WORKS DEPARTMENT 48 HOURS PRIOR TO MY GRADING. BRUS MNG OF OEARNG MD EACH PHASE OF CONSTRUCT" AT (760) 1T7-7075 AND b HORS PRIOR TO REOURBIC N9ECTIONS 6, THE LOCATIONS O SMITING UNDERGROUND UTILITIES ME SHOM N AN APPROXIMATE WAY ONLY. ME CONRAC7OR SPALL DETERMINE ME EXACT LOCATOI OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR MY AND ALL DANAGES NMICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AM PRESERVE ANY AND ALL UTUTIES, 7, THE CONTACTOR SIAL BE RESPONSIBLE FOR ALL REMOVAL, REPLACEMENT OR RELOCATION OF ALL REGULATORY. WARNING AND GUIDE SIGNS. 8. STREET NAME SONS AND TRAFFIC COMM. S;GNS. TYPE AND LOCATION BULL BE APPROVED BY ME CITY ENGINEER. TANNIC SIRIPLNG, LEGENDS AMID PAVEMENT WAJOERS TWE AND LOCATION SOUL BE APPROVED BY THE CTY ENGINEER 9. THE CONTACTOR 5HAL NOT DISTURB EMSTNG SURVEY MONUMENTS OR BENCH MARKS NOTED ON THE PLANS, OR FOUND DURN4 CONSTRUCTION. REMOVAL AND REPLACEMENT SMALL BE DONE BY A REGISTERED CIVIL ENGINEER WN AN R.C.E. NUMBER BELOW 31.966. OR A LICENSED LAND SURVEYOR. ONLY. IO CONSTRUCTION OPERATIONS AND MANENANCE DE EOlP14NT NMIN ONE HALF MILE OF HUNAN OCCUPANCY SHAL BE PERFORMED ONLY DURING THE FREE PERIODS AS FOLLOWS OCTOBER IST N APRIL 30M: MONDAY-FNIDAY 7:00 AM TO 5:30 PHA SATURDAY am M TO 5.00 RI MAY ISL TO SEPTEMBER JON: MONDAY-FNDAY 6. W AN 10 7:00 PN SA Ay &00 AN i0 5:00 Pill WORK SHALL BE PRONBITED MY TIME ON SUNDAYS OR ON FEDERAL HCUDAM ME CITY RESERVES ME AGN, TO APPLT FURTHER DUE RESTRICTIONS AS NEEDED TO WORK OCCURRING ON ARTERIAL AND COLLECTOR STREETS OARING NOM TRAFFIC VOLUME HOURS. It, ALL RAVELED FLAYS MUST BE CLEANED DULY OF ALL DAT. MUD AND DEBRIS DEPOSITED ON THEY A5 A RESULT O MF GRADING OPERATION. CLfAMNG IS TO BE DONE TO ME SADSFACTION OF THE CITY EN THEN 12. ALL CONSTRUCTION AREAS SINAL BE PROPERLY P05M AND UGNIED N CONFORMANCE WITH ME STAT MMU& OF WARMING SIGNS. LIGHTS AND DEVICES FOR USE IN THE PERFORMANCE OF WORK UPON HOPI N ORDER FO ELIMINATE MY HAZARDS 13. CONSTRUCTION PROJECTS OSTUREN G MORE MAN ONE ACRE MUST OBTAIN A NATIONAL POLLUTANT DISCHARGE RMNATIOH SYSTEM (NPOES) PERMIT. OVNERS/DEVELDPERS ARE REQUIRED TO FRE A VOICE OF NTMT (NO) WN ME WATER RESOURCES CONTROL BOARD (AWtCB). PREPARE A SIGNAL WATER POLUDON PREWATON PLM (SWPPP) AND MONITORING PLM FOR THE SIT. ME NATIONAL POLLUTANT DISCTIMGE ELIMNATION SYSTEM IS A MUTONL. PROGRAM! TO CONTROL NON -PONT SOURCE POLLUTANTS CARRED W STORY WATER. THE PROGRAM IS IMPLEMENTED AND ENFORCED BY ME STAVE WATER RESCRI CONTROL BOARD. 14. ME CITY RETAINS ME RIGHT TO REWIRE PLM REVISIONS. AS NECESSARY, SUBSEQUENT TO PUN APPROVAL BUT PRIOR TO COMPLETION OF ME IMPROWMENS SHOWN ON NESE PLANE, IF MY NEW STREET IMPROVEMENTS NAME BEEN INSTALLED BY THE CITY OR A NEED PARTY WNW ME IMMEDIATE MCINAI'r O THE NPR)VEMENTS PROPOSED BY TES£ PLANS THAT WPAC, ME DESIGN NTEGRTY O THE IMPROVEMENT PROPOSED N THESE PLANS AS ORIGINALLY APPROVED. ALL COSTS. INCLUDING BUT NOT NOTED TO DE9GM AND IMPROVEMENT INCURRED COSTS O ED AS A LT ANY DESIGN REYI9ONS SHALL BE DONNE BY ME IMPROVEMENT SPONSORS 15 THESE PLANS ME VMD FOR A PERIOD NOT TD EXCEED FIGHTER (18) MONTHS FROM DAR OF APPROVAL THE IMPROVEMENT SPONSOR SHALL BEAR AL COSTS ASSOCIATED MENUPDATING TE PLANS. NOTUDING BUT NOT LEAF) TO DES EN AND IMPROVEMENT COSTS, TO AFFECT COMPLIANCE WM MY NEW CITY STANDARDS, ORONANCK OR LAWS AND REGULATIONS ENACTED OR ADOPTED BY THE CITY OR OTHER JUtlSUICTONS WIN ANiNORItt SBSEpUEM N PUN APPROVAL DAT:. 16. CONTRACTOR SHALL REMOVE AND REPLACE EMSINC SDEWALK AS NEEDED AT LOCATIONS WHERE IT IS CRACKED, UNEVEN AT .DINTS, OR OTERNSE DAMAGED, FEMME TO STREETS R WA NGHYS CGDE SECTION 5610. NIS REOUREMENT APPLES TD ALL SIDEWALK LOCATED N PUBLIC RIGHT O WAY ADACE NT TO PROPERTY BERG DEVELOP,,, OVER-EX'MAM1NI6 YBELOW OVEER TO SOLS R 5 R BELOW EXISTING GRADE OR 3' BELOW BORON OF FOOTING WHICHEVER 5 GREATER. PLEASE REFER N SONS REPORT FOR FINAL DIMER-EIIWVAIION REQUIREMENTS NOTE: ME OVER-EXCAVAIION LIMITS SHOWN ON ME% PLANS ARE APPROXIMATE ONLY, ME FINAL OVER-EXAVATON CONS AND REQUIREMENTS SMALL BE DICTATED PRIOR N COMMENCING ROUGH GRADING OPERATIONS SHEET INDEX OWNER/1-AND DIVIDER SHEET NO. DESCRIPTICN NAME: EAST OF MADISON, LLC 1 TITLE SHEET AOOESS 81 -IOD AVENUE 53 U OUNTA CA 92253 2 PRECISE GRADING PLAN TLE MP. 7W -MI -5072 3 PRECISE GRADING PLAN 4 HORIZONTAL CONTROL PLAN 5 HORIZONTAL CONTROL PLAN BUILDING CLUB NARK RATIO THEORETICAL TOTAL ADA VAN ADA REQUIRED REQUIRED S ADA NAME HOUSE (SOFT/STALL) REQUIRED STALLS STALLS STANDARD ADA VAN ADA STD STALLS (SOFT) (PER CODE) STALLS (W/ADA) STALLS STALLS STALLS CLUB HOUSE 6000 70/1 86 1 118 BENCH MARK PD 3 3W MONUMENT IN HANDWELL AT THE INTERSECTION OF WASHINGTON ST & 42 AVENUE ELEV=117.05' APPROVED BY: TIMOTHY R. JONASSON, P.E. DATE PUBLIC WORKS DIRECTOR/CITY ENGINEER R.C.E. NO. 45843 EXP, 12 -31 -OE THE SOLS ENGINEER HAS REVIEWED THE PLANS AND FINDS THEM TO BE IN CONFORMANCE WITH THE $OLS REPORT. REPORT / 544-4810 DATE: 1/28/05 SOILS ENGINEER PRECISE GRADING MADISON CLUB TEMPORARY CLUBHOUSE TRACT MAP NO. 33076-1 DATE DRAWING NAME: PG -CLUBHOUSE -08-01 PROJECT No. 0001 MD SHEET 1 OF 5 PROPPjNM / \ , CATER or - - sTREET 1e' SEWER PHASE I! / _T� / 10T0) STg0ADFEAIN R _ p- INA � �� � � i' / IN L \ I�A�ER 10" SEWER PER ' • C ` \� \\ \ // /PHA_SIE LAS PHASE 1_AN- PROPOSED DAYLIGHT PROP. P.U.E. IN _ JOIN NETHER WA OFTSEiin-R,_ ,JOIN EX, PMHT. / R•% / _ OFFSET li L / y "�\` - �• \ {° 09x.•6 EP / 0° EX..PVMT - /\ i r/ a9> 30 36 C I/_ 007.40 P� x'47 9B7.M 997.40 Fl • FS 997.40 FS 997.40 R Y9Tt2.F5 � >H • Y \o• \ JOIN EX. PVIA 7 T: 33+63. \ 99 Z EP �F MERIWEIH WAY NILE WA � OFFSET t{' 994.20 EP \ - R. ET 1{' R i JOIN vV1tT. 10.778 SF OCONSTRUCT CONCRETE ADDISS PAM PER WLOSCAPE ARCNITECTS PLANS ]411 $F OCONSTRUCT 2 1/2' M ON COI/NICTED NATNE SOIL 42,676 SF $ i EA \ 2% 'k E%. 7 d d � ERP 1 C, DIA. E P T. .94 FS d0`+A i FA - ' I EA MER WAY )3 IF PANT OPANT PARKING STALL DOME HARM STRPW PER DETAIL ON SHEET 7• It'A3� FF�97.60 TER R HA6E 1 N E P T. S ..�'0 AS PML4197 qq'1�: � 7bK ti -o,� �i 19 , • Ar tq 2 E E 'A '•'• 99+51 R 7 988. 49 FS • 'V ti A: 33 .21 EB94. f iH WA 9, F5 7 97:30 W vERHu s s FS STAIR/SHED SLOPE rl S7A� F w PfR PLAN 'P � 9' w IAL Z BOT. �SiAR�Tl• .3 995 76 Fs we lo JON PROP. BLUE I 1 / Ski R P MASE I I PER PHASE IRPN _3 s PLANS STREET PLANS y I GAs JOI IX MFT. 11N 1 EP \ Y \o• \ JOIN EX. PVIA 7 T: 33+63. ^. •uA STA: ,0 p MERIWEIH WAY NILE WA � OFFSET t{' 994.20 EP \ - R. ET 1{' R i JOIN vV1tT. 10.778 SF OCONSTRUCT CONCRETE ADDISS PAM PER WLOSCAPE ARCNITECTS PLANS ]411 $F OCONSTRUCT 2 1/2' M ON COI/NICTED NATNE SOIL 42,676 SF WAY i EA \ ta' L 10 EP 'k E%. TE METER PLA 996.15 F9 L � ERP 1 C, DIA. E P T. .94 FS d0`+A i FA - ' I EA MER WAY )3 IF PANT OPANT PARKING STALL DOME HARM STRPW PER DETAIL ON SHEET 7• 2023 LF 21 PANT TWE 1 ARROW PER MIITtD nGURE 36-21 (G) TER R HA6E 1 N E P T. S , O657AL N011 VEI6CIAM TRAFiIt IWANtNG SIGNS (Wt 1-2, Nll-II) f WAY 995.69 FS * 12" -o,� �i 19 410 EP • Ar tq 2 E E 'A '•'• 99+51 R 9 1 49 FS rJ0 7 A: 33 .21 EB94. f iH WA 9, EDGE OF TREAD" ,Ec t 12't l 996.29 is 1 I r R ��9alooMTl� •X+7•t��:: CONSTRUCTION NOTES AND QUANTITIES No. DESCRIPTION APPROX. QTY. OPAINT 4' BLUE STRIPING AT M' M CENTER 337 LF OPO4 *NO PAAHNG' 12' TALL LETTERING M. 2 EA OPNMT HANOIClPPED PARKOC SYMBOL PER CRC CH11B 4 EA O -WALL SIGN 'pNYSICALY CMNIENGEp PARKING WRH • PER CAIiP.wi TYPE R99. SEF OCTAIL BELOW { EA O ARCNIIF.C7$ PANS COIF CART PATH PEN GOLF CO1IRSE 10.778 SF OCONSTRUCT CONCRETE ADDISS PAM PER WLOSCAPE ARCNITECTS PLANS ]411 $F OCONSTRUCT 2 1/2' M ON COI/NICTED NATNE SOIL 42,676 SF OINSTALL ENTRANCE SIAL. SEE DETAIL KLOW LEFT i EA 10 SIDS. 20f NTD 206 MINER PFF CRY OF U elAiiTA 319 V 11 NOT USED -_ i2 CONSTRUCT 6' AC. ONE PER CITY OF LA OIBRA SIDS. N0. 204 S30 � 13 ;'U IMNDIMILS ! M91Wl.T V/MILD 1tW6MC SRIP6IG CK9AG11-9 t OETALL BELOW a ®C CH116 3 EA 14 CONSTRUCT WHEEL STOP b U le WALL 'ONEWAY' SIGN PER L61FCD 110-1 (3W12) i FA 17 INSTALL 'DO HOT ENTER' SIGN PER WITCD R5-1 I EA WE DE WU43LE WARNING 1RIP PER CALM FIGURE 46 t 19 CDC CH lie )3 IF PANT OPANT PARKING STALL DOME HARM STRPW PER DETAIL ON SHEET 7• 2023 LF 21 PANT TWE 1 ARROW PER MIITtD nGURE 36-21 (G) 2 FA O19RIr 12^ CROSSWAK PER M/rC0 sro. 56 LF O657AL N011 VEI6CIAM TRAFiIt IWANtNG SIGNS (Wt 1-2, Nll-II) 2 FA 996.99 FS/11P 986.94 FS 7595 Irvine Center Dr. Suite 130 Irvine, Co. 92618 STAMP M BENCH MARK( APPROVED BY: CITY OF LA QUINTA 11�N= 20 R DRAWING NAME: 996.77 FS 996,61 i$ �L'eMN q,IP p�k THE NORTH EXP. 996.26 FS ° y, RING. LINE OF THE NW 1/4 OF SECTION 9, TOWNSHIP 6 PO 3 3W PRECISE GRADING h "Consultants Inc. e W SOUTH. RANGE 7 EAST, SAN BERNARDINO MERIDIAN PER PM MONUMENT IN HANOWELL AT THE INTERSECTION OF WASHINGTON ST �'. 996.66...:• MADISON CLUB 891.94 FS DESIGNED BY: J.H.R. CHECKED BY: P.F.C. REVISIONS DATE NO SCALE: DRAWN FILE N0. ONI� as . a I /tP 3l & 42 AVENUE ELEV=117.05' •.^o y �X C J 2" MIN STRIP WIDTH BY: P.A. DATE'. 10/04/05 7'= 20' • a 995.69 FS * 12" TRACT MAP NO. 33076-1 r ^-% 99166 4 .. >)• Y 2 E E 'A '•'• 1" MAX • PORTIONS OF SECTION 10 T.6.S, R.7.E. S.B.M. SHEET 2 OF 5 ^ V' EDGE OF TREAD" ,Ec t 12't l 996.29 is vERHu s s FS STAIR/SHED SLOPE 7 996 30 F 995 a9 F _•\^,I, { w PfR PLAN 'P � 9' w IAL Z UPPER APPROACH U T B TREADS MUST TBE R MARKED WARNING STRIPS MUST BE CONTRASTING MG N 995 76 Fs ,,LL 9' J COLOR FROM ADJOINING $IRI'ACE. THE STRIP MUST SURFACE. E � BE MADE OF A MATERIAL THAT IS AT LEAST AS SLIP STAR/STEP RESISTANT AS THE OTHER TREADS OF THE STAIR. SEE DETAIL PER PIAN PAINTED STRIPS ARE ACCEPTABLE) TO LEFT N HANDRAILS & VISUALLY IMPAIRED NOTE HANURAILS MUST EXTEND A Q WARNING STRIPPING DETAIL N T.S, MINIMUM OF IY OF LEVEL DISTANCE (PARALLEL TO LANDING SURFACE) BEYOND TOP AND BOTTOM OF THE L_986.96 FS \ ... T3' u RINEIH WAT RAMP ENDS BEFORE THEY ARE 1{�� W �' -A (• I r OFFSET t R, 990 EP T a'�i 9 (2 PA 12 IJ 29P 993.70 Fs -,�78. 5' MIN. AT TYP. ACCESSIBLE RETURNED P pp .sTAR4' q'995 •V 9T' f`' 9 3. I I SIGN SHALL BE BLUE PARKING STALL 8• MIN. AT VAN 6 4F t2 BACKGROUND WITH WHITE ACCESSIBLE PARKINGfALL ?IO PARKING' 4 y t 9 E /%' • MERNI ER A 38G 95 E '� BORG CT SYMBOL AND 99g A tW JOIN dx. PMI 992 'SIGN ENTRANCE' SIGN, 9' 9' 12 INCH TALL 24^ ( BORDER NLD i" MIN. CHT"" TYPE LETTERING MIN. �� asM e2 cs A, �^ •., q f`' T 1 Is 1 I '' T RI008, SEE DETAIL MGH LETTERING SEWER I \-9934.3^g9i as Fs '� •� CaITRANs TYPE R99 BELDW LEFT HANDICAPPED LOGO e •• b�•� '\j3 T� I ASE 1 I i >��! PA -+I�- //��ALL SPACES) _ 996.17P� tY WATER I 4' I.. _ •� ,/ T • / I VAN ACCESSIBLE SIGN, PHASE 1 vtnN � ! B}-_ � // CALTRANS TYPE R99A u R/W a EGP I I _ r / _ 4 F 9 87 80" TEIESPAR SIGN POST J d SFS/C I LANDSCAPE I / e 76 FS r I EASEMENT I W( I �r.' FINISHED GRADE j_[: ' ST AN I 1 '•' :C/ �I jj I " i'UNAUTHORIZED USE' SIGN, e a72� be •. tY>' • PAD--gg7_7 I STORMDRAN HPLAMs PROPOSED 993.47 FS 24" I 1 -PCC CONCRETE STRIPES AT !! PROPOSED DAYUGHT I I y` �� / c.�uRB k :1T"ER IJJ�P CNTRANS TYPE R1008 � �'/�� Ip}?-�4 BAR OR 'PENNY NAIL 2' vd 36' ON CENTER, CRADLE 6• STAVl__ NDARD WHEEL STOP /C W9D.10 ,S PR(jP. 22' P.U.E. t IID ESMT. I NO ONFINISH( 9B6.a9 FS .. CONCRETE CONCRETE I I I 3., •_. 4� r l 3- �FT� 3 BEYOND POST EACH SIDE J o NO GREAT THIS AREA THAN 2% PER PLAN ONLY 2COIPACTED GR019N SIOEWAIK GOE CART I I I t"DrAP SIGN REQUIRED PER 4. PATH t0' I HANDICAP SPACE. SEE DETAIL BELOW �� Soa � I 1% HANDICAPPED PARKING SIGN HANDICAP STRIPING DETAIL ( I ( I I I I N.T.S. N.T.S. XB 2.•.X2, I I I I a9. 7" MIN. I D REDWOOD POST O HEADER 10' O.C. I 896 LETTERING ON I 999 UNAUTHORIZED VEHICLES SIGN MUST BE PARKED IN DESIGNATED A MINIMUM OF 898 ACCESSIBLE SPACES I' IN HEIGHT SECTION A -A _ _ I _ - I I 996 NOT DISPL"NG I g9J DISTINGUISHING PLACARD I SCALE: 110' _ - - - I I I I gys OR LICENSE PLATES ISSUED FOR PERSONS 22" MIN. WITH DISABILITIES MAY BE TOWED AWAY AT �tDA TOWED NVEH C ESRS P MAY BE F I I I I 5j_35'-__-7' �o BENCH MARK DATUM CORRECTION: I PAn�e T I I >D I z SUBTRACT 1000.00 FEET TO ALL ELEVATIONS I OR ELEVATIONSSHOWN REIATIVEHEREON TO REFLECT ACTUAL USL 0 THE BENCH MARK DATUNI PROPOSED DAtt1GHT ( 20 D GRAPHIC SCALE I I I I I SIGN ENTRANCE SIGNAGE 20 40 80 N.T.S. (IN FEET) L RI ARD L. LARK P.E. c46559 7595 Irvine Center Dr. Suite 130 Irvine, Co. 92618 STAMP BASIS OF BEARINGS BENCH MARK( APPROVED BY: CITY OF LA QUINTA 11�N= 20 R DRAWING NAME: 6/30/07 PAOne: 949.453.0111 �L'eMN q,IP p�k THE NORTH EXP. Fa. 949.453.0411 ° y, RING. LINE OF THE NW 1/4 OF SECTION 9, TOWNSHIP 6 PO 3 3W PRECISE GRADING PG -CLUBHOUSE -08-02 "Consultants Inc. c1a559 F%P. 6-30-07 SOUTH. RANGE 7 EAST, SAN BERNARDINO MERIDIAN PER PM MONUMENT IN HANOWELL AT THE INTERSECTION OF WASHINGTON ST MADISON CLUB PROJECT No. DESIGNED BY: J.H.R. CHECKED BY: P.F.C. REVISIONS DATE NO SCALE: DRAWN FILE N0. ONI� as 44/67-68 SAID LINE BEARS N89'4612"E & 42 AVENUE ELEV=117.05' TIMOTHY R. JONASSON, P.E. DATE TEMPORARY CLUBHOUSE 0001 MD BY: P.A. DATE'. 10/04/05 7'= 20' 0502 PUSUC WORKS DIRECTOR/CITY ENGINEER R.C,E. NO. 45843 TRACT MAP NO. 33076-1 EXP, 12_31-06 PORTIONS OF SECTION 10 T.6.S, R.7.E. S.B.M. SHEET 2 OF 5 MATCH LINE SEE SHEET 2 FS F$/HP --....� . 4 B B ' r 995.FtS6 -- \\� 995.06 996.41 i Y LOT 8D 995.44 Fs M.60 . 44m - i- F✓bP_ --_.• ,p. —... � Id - — - _—" ,..� F5 FS /Yb. 985.50 PS 92' / IESMT RAY E PHASSEft I E ] P RKII PROP M ' 1Y MATER PER / PHASE 2 PUN Fa. . FLOW LINE / i I,e I \ / � 4os• / � / •. 9W.20 992E > :T. •'! / \ or INTERIM TC RETENTION BASIN =922 FSJ 913 F5 FS / \ /t t 100 P w. S.E. 98].60 I RO?GSFA \\. PROP, 221DPESI.I�T /' , \\ JO' SEINER ESMT. ,,'\ f MED AN SlN.O 12\ ' DRAINAGE PHAS1 P fT / ROUGH GRADE / \ .ist.3t! / 99 9� Is -i 12� R A EDP W�w�� 992-4 F5� \ C981.50 IP i so \ \ IE' STORMDRAM PER PHASE 2 986 S T O RMDRAIN PLANS 98 . .00 E/l18 PROP, iL'OW 986.08 ( r /• / / IW SEWER PER PHASE 2 PUN ��� �� PHAS PLTER AN PROP. 5D � / / CIVWD LOT 78 SITE Ir 57M IWAIN _ PROP. `fT1 PER PHASE 2 sw �_-'' - ~ DOP R/W _ _ . i STURM DRAIN PLANS --- — _rYtRAINADG -_ I'yASE 2 ROU - _ � ! tY LANDSCAPE ESMT. PROP. -AHfi,'9418R[T�IiMtt� _ IRRIG _ _ .,PER MASS CRON AC AND PFAIEIAt BENCH MARK DATUM CORRECTION: SUBTRACT 1000.00 FEET TO ALL ELEVATIONS SHOWN HEREON TO REFLECT ACTUAL MSL ELEVATIONS RELATIVE TO THE BENCH MARK DATUM i 4 OT COCA CART Nr GRFINISHH NATNE SOIL 1O NII 2"X2X2' 1'X6' REDWOOD A J 1'-4" HEADER 10' O.C. m O8 CONSTRUCT 2 1/2" AC ON COMPACTED NATNE SOIL 42.576 SF 10 CONSTRUCT 6" CURB AND GUTTER PER CITY OF LA OUINTA 0 -8" 12 CONSTRUCT 6" AC. DIKE PER CITY OF IA LNIINTA SIDS. NO. 204 0o LF z C 3p 3 15 PAINT 4" WHITE STRIPPING AT 36" ON CENTER �0 D A 12" I PARKIW STALL DOUBLE HAIRPIN STRIPING PER DETAIL STALL STRIPING DETAIL N.T.S. SECTION B -B SCALE: 1"=10' CONSTRUCTION NOTES AND QUANTITIES No. OT COCA CART odhOUND � GRFINISHH NATNE SOIL 1O OPAINT 2"X2X2' 1'X6' REDWOOD REDWOOD POST O HEADER 10' O.C. SECTION B -B SCALE: 1"=10' CONSTRUCTION NOTES AND QUANTITIES No. DESCRIPTION APPROX. OTY. O7 PANT 4" BLUE STRIPPING AT 36" ON CENTER S37 LF OPAINT "NO PARKING" 12' TALL LETTERING MIN. 2 EA OCONSTRUCT CONCRETE GOLF CART PATH PER GOLF COURSE ARCHITECTS PLANS 10,776 SF O8 CONSTRUCT 2 1/2" AC ON COMPACTED NATNE SOIL 42.576 SF 10 CONSTRUCT 6" CURB AND GUTTER PER CITY OF LA OUINTA STDS. NO. 201 AND 208 319 LF 12 CONSTRUCT 6" AC. DIKE PER CITY OF IA LNIINTA SIDS. NO. 204 0o LF 14 CONSTRUCT WHEEL STOP 3p 3 15 PAINT 4" WHITE STRIPPING AT 36" ON CENTER 1 FA OPAINT PARKIW STALL DOUBLE HAIRPIN STRIPING PER DETAIL HEREON 2023 1F NORTH GRAPHIC SCALE 20 0 20 40 60 ( IN FEET) 1- = 20 R 7595 Irvine center Dr. STAMP BASIS OF BEARINGS BENCH MARK APPROVED BY: CITY OF LA QUINTA DRAWING NAME: cassss S. 9 618 PG—CLUBHOUSE-08-03 RICH RD L. LARK ''— P.E. Irvine, CO. 92618 / PRECISE GRADING µ0 L. 6/30/07 Phone: 949.453.0411 g ,2T c 9, THE NORTH LINE OF THE NW 1/4 _ EXP. FO%: 949.453.0411 y S � OF SECTION 9, TOWNSHIP fi PD 3 D MADISON CLUB PROJECT No. N0, c430-0 SOUTH, RANGE 7 EAST, SAN MONUMENT N F WAS LL AT THE 0001 MD "Consultants Inc. E%P 6 -JO -07 BERNARDINO MERIDIAN PER PM INTERSECTION OF WASHINGTON ST 44/67-68 SAID LINE BEARS k 42 AVENUE ELEV=117.05' TIMOTHY R. JONASSON, P.E. DATE TEMPORARY CLUBHOUSE DESIGNED BY: J.K.R. CHECKED BY: P.F.C. SCALE: FILE ND. •4yFtr�.d• N89'46'12"E PUBLIC WORKS DIRECTOR/CITY ENGINEER REVISIONS DATE NO DRAWN BV: P.A. DATE: 10/04/05 1" = 20' 0502 R.C.E. NO. 45843 EXP. 12-31-06 TRACT MAP N0. 33076-1 SHEET 3 OF 5 PORTIONS OF SECTION 10 T.6.S. R.7.E. S.B.M. J O r16 SE PER PNASE 1 PLAN � -'1? SERER PER F: /1 PNASE I PLAN / \ / ` 1 / s 8 368 PAD"t00MA BENCH MARK DATUM CORRECTION: SUBTRACT 1000.00 FEET TO ALL ELEVATIONS SHOWN HEREON TO REFLECT ACTUAL MSL ELEVATIONS RELATIVE TO THE BENCH MARK DATUM. I I I I I 1 I j 7595 r,tne center Dr. STAMP BASIS OF BEARINGS BENCH MARK APPROVED BY: C46559 Suite 130 RIC ARD L K LY P.E. Irvine, Co. 92618 p°O�'rOMi 8/30/07 Phone: 949.453.0111 B�.1F� L' c q>, THE NORTH LINE OF THE NW 1/4 EXP. Fox: 949.453.0411 �Q �*� OF SECTION 9, TOWNSHIP 6 PD 3 3W No. c46s39 SOUTH, RANGE 7 EAST, SAN MONUMENT IN HANDWELL AT THE "Consultants Inc. EEP.6-30-07 BERNARDINO MERIDIAN PER PM INTERSECTION OF WASHINGTON ST 44/67-68 SAID UNE BEARS & 42 AVENUE ELEV=117.05' TIMOTHY R. JONASSON, P.E. DATE DESIGNED BY: J.K.R. CHECKED BY: P.F.C. SCALE: FILE NO. C• N89'46'12'E PUBLIC WORKS DIRECTOR/qTY ENGINEER REVISIONS DATE NO DRAWN BY: C.E.S. DATE: 10 04/05 i"= 20' 0502 R.C.E. NO. 45843 EXP. 12 -31 -OE 5334 SS'12• 13.00 11 4' - G34 / 7' 10.50 7. e0' 40.06. C35 1 33.00 4 % C36 31'2D' 9' 12.00 10.75' C37 a 43.00 2e+' j I C38 1) 6• SOD 1112V 3.24' 1 C39 SOD ' 1. . C40 a' 100 56' 2' C41 1 ♦ 10.00 . 0' 19.+6' G2 4600 C43 I 3.50 C44 4p.00 545 1200 12%ulk) 757aFd7aF �a[3C� E C 2 �E��®" 20 0 20 40 a'�9ai�T•� ( IN FEET) E i inch = 20 R. m��a�7a�Ti•r�, DRAWING NAME: PG -CLUBHOUSE -08-04 HORIZONTAL CONTROL PLAN MADISON CLUB PROJECT No. TEMPORARY CLUBHOUSE 0001 MD SHEET of 5 ^ TRACT MAP N0. 33076-1 PORTIONS OF SECTION 10 T.6.S., R.7.E. S.B.M. sass.a� mQT.F�➢aHOWESla ®NTIEIIMEEE�Nff" mrrvrzwmmmmwm mF[6T MMEMEiE17m mFr7rZM� '®' ff=ma®' a��atac� mFSPTMai07IlMWa� m%MM MEEM Ea mFl--r�Z"a5M 'r ENTR K3KTMW@1Maa as mQ�a®' ai'Iffaa�:'i maFT—Tgm mETPT�m m9rWw 9aEmmwFT7w ® WrrFm marlovnWINEEM ®Frmsm ammu ®F'aaumuaES9a ®fRT?�'3a�aF�aE>Eal fel ZFIi�Effi�� ®15TWIM111�11FIMa� m�aIIi7aT>4?aa'E'F37 [iig:� a� aFai Fal a6�a1 mtwimmEmmm mmanFfa Eljvr mmEw�aF39 ma•TF'S4ir®" �F 4!Sia3mm§Pvm oiF'�Y�'ia1�7 i`li�alaff[9 mF•R'R9aa t� ED i14.'g*yaEIMErn Ifm fmala'1171♦ ml NM mRSi['gSv�" aw9aF3�7 mFfS�ilia+'�• •7aikiFY�al'•�i� ��ir�3sHa as siamffx %�a!zsaNIMINNUME IN ®' rzsri%aa�ol1r. orTm R•g�a9EmmW7mmn9m �FFYIgFlia� aerial aFfS.■ sF>t ;dam sm- 0" N =-- 3m 3m aF�F>•a�� sm rli Foran mFr.¢ssaa w-Truarm—m ®rx�szr9a�a�sTFM 111m. irnm Mr. ExImorrm w;rptlTma ' wr aal7a3lL7aS!m a ortr-mortm Cgm? awmarr..7 wnm R�ST4lsa wra':� ml�4!Ff7a" of Z�77 M ai:157mrr= EMWIM ® mm.ia�clF�se•>a�±r1..>;,►satrlt±at WON m mrWrlummm [�7FFFG4RJaFS'ala[�aillti i4oF.4T4SSa11710mor mov"m rmp!e>rssaa i r.wmmvr. a MENTRmll"am� 9m. MITE" ErTmorrm wm- �a�amw 5334 SS'12• 13.00 11 4' - G34 / 7' 10.50 7. e0' 40.06. C35 1 33.00 4 % C36 31'2D' 9' 12.00 10.75' C37 a 43.00 2e+' j I C38 1) 6• SOD 1112V 3.24' 1 C39 SOD ' 1. . C40 a' 100 56' 2' C41 1 ♦ 10.00 . 0' 19.+6' G2 4600 C43 I 3.50 C44 4p.00 545 1200 ' x E C 2 GRAPHIC SCALE 20 0 20 40 eD E ( IN FEET) E i inch = 20 R. CITY OF LA QUINTA DRAWING NAME: PG -CLUBHOUSE -08-04 HORIZONTAL CONTROL PLAN MADISON CLUB PROJECT No. TEMPORARY CLUBHOUSE 0001 MD SHEET of 5 ^ TRACT MAP N0. 33076-1 PORTIONS OF SECTION 10 T.6.S., R.7.E. S.B.M. BENCH MARK DATUM CORRECTION: SUBTRACT 1000.00 FEET TO ALL ELEVATIONS SHOWN HEREON TO REFLECT ACTUAL MSL =LEVATIONS RELATIVE TO THE BENCH MARK DATUM. MATCH LINE SEE SHEET 4 C 2 L61 Imo_ P • • CIj• • .ci • / / `i1' LANDSCAPE CWT. I I I P A LOT 80 e e / / / / / / R/W ! EDP 0_ •• % ; / / ''ASzm E PLAN / / 'PHAS TER PLAN --" Y _ - •' / / PROP. FH I I • . • / PROPJssAmmir / PA PRO h IO SMT- / S 1Q 12' DR PNAGE ER PHASE 2 / �\ I - y ROUGH GRADE L / / A, ' \\ 30' SEINER ENT. R/W ! EDP ' / OV / \ S* SEIIIER PER I i PA �J , I \ J / I ` I I 10' SEWS PER ` PHASE 2 PLAN \ �. LOT 78 � I I i L- )' SITE 6RbP. PH ,r STM DRAIN PER PNASE 2 R/W ! STORM DPW PLANS tr LAWSCAPIE E9IT I I 1 22- — --_ —— - I I - _ _ _ _ _ — _ I .---1._-... •� P E C46559 RIC ARD L. L EkP. 6/30/07 'Consultants Inc. SIGNED BY: JX ICHECKED BY: P.F.C. SCALE: REVISIONS DATE NO RAWN BY: P.A. DATE: 10/04/05 I"= 20' 7595 Irvine Center Dr. STAMP BASIS OF BEARINGS BENCH MARK Suite 130 Irvine, Co. 92618 Phone: 949 .453.0111 $ 0 4 THE NORTH LINE OF THE NW 1/4 FG+: 949.453.0411 t . i OF SECTION 9, TOWNSHIP 6 PO 3 3W rcNG. C46569�` SOUTH, RANGE 7 EAST, SAN MONUMENT IN HANOWELL AT THE EYP 6-30-47 BERNARDINO MERIDIAN PER PM INTERSECTION OF WASHINGTON ST 44/67-68 SAID LINE BEARS & 42 AVENUE ELEV=117.05' FILE No. •°yapA'• N89'46'12•E nsmi APPROVED BY: NORTH�� GRAPHIC SCALE 20 0 20 40 SO HORIZONTAL CONTROL PLAN MADISON CLUB Y R. JONASSON, P.E. DATE TEMPORARY CLUBHOUSE WORKS DIRECTOR/CITY ENGINEER TRACT MAP N0. 33076-1 N0. 45843 EXP. 12-31-06 Ono, -i — ..r ,.�,. r. ,... _,. - - - - - - - IN FEET ) n o = 20 R DRAWING NAME: PG -CLUBHOUSE -08-05 PROJECT Ho. 0001 MD SHEET 5 OF 5 rn 0 I n 89'-9 3/4" 3/1 611= i ' —0" EXPLOSION PROOF ELEC. VENT C/W VENTILATOR & LOUVER SPECS, EXPLOSION PROOF ELECTRIC VENT C/W DAMPER; "PENN VENTILATION" MODEL DX18B (DOMEX BELT DRIVE FAN) SINGLE PHASE 3/4HP (822RPM) 13.8 AMP (115V) FAN CAPACITY: 4100 CFM ® 0.125"SP C/W GRAVITY OPERATED DAMPER LOUVER (FRESH AIR INTAKE C/W MOTORIZED DAMPER); 48"wx24"hf O.D. "WESTVENT" ALUM. LOUVER (EXTERIOR) XC -445W W/ BIRDSCREEN 0WESTVENT" ALUM. PARALLEL BLADE DAMPER (INTERIOR) P8X-4H6 "BELIMO" AIR DAMPER ACTUATOR (120V) AF120 ELEVATION 3/16"=1'-0" 4"x6%2 5/8"x3/8" ALUM. BASE ANGLE 1 /2" Ox 1 3/4" CSK BOLT C/W NUTS & WASHERS D IDING )OR N O I Ln 4"x4" ALUM, I BEAM 3/8" ALUM, BASE PLATE 4";x;4" ALUM 3/3" ALUM. BASE PLATE 4"x4" BEAM ANCHORAGE DETAIL 1 1/2"=1'-0" 9'-5" SECTION 9'-5" HOOD 1/4"= 1 1-071 30'-9" SECTION 30'-9" STRUCTURE 1/4)1-11-017 ASPHALT PAD /, splunG innovation versatility reliability TOLL FREE: 1-800-528-9899 OR (403) 245-3371 www.sprung.com GENERAL NOTES: 1. ALL PERSONNEL DOORS C/W HOODS, 2. STRUCTURE MEMBRANE MEETS: 5/8"0 x 3'-0" CALIFORNIA STATE FIRE MARSHAL, STEEL ANCHOR UBC 31-1, AND ,PIN 2 PER 3. THIS STRUCTURE IS DESIGNED TO SHED .COLUMN BASE 4"x4" BEAM ANCHORAGE DETAIL 1 1/2"=1'-0" 9'-5" SECTION 9'-5" HOOD 1/4"= 1 1-071 30'-9" SECTION 30'-9" STRUCTURE 1/4)1-11-017 /, splunG innovation versatility reliability TOLL FREE: 1-800-528-9899 OR (403) 245-3371 www.sprung.com GENERAL NOTES: 1. ALL PERSONNEL DOORS C/W HOODS, 2. STRUCTURE MEMBRANE MEETS: NFPA 701, CALIFORNIA STATE FIRE MARSHAL, ASTM E84, UBC 31-1, AND ULCS109 SPECIFICATIONS 3. THIS STRUCTURE IS DESIGNED TO SHED SNOW. THE PERIMETER OF THE STRUCTURE SHOULD BE KEPT CLEAR. 4. WHEN DESIGNING A HEATING, VENTILATION OR AIR CONDITIONING SYSTEM FOR ANY TYPE OF BUILDING, IT IS IMPORTANT TO ENSURE THAT THIS SYSTEM INTAKES MORE AIR THAN IS BEING EXHAUSTED AT ANY GIVEN TIME. THIS PROCESS WILL RESULT IN A POSITIVE PRESSURE BEING MAINTAINED. CONVERSELY, IF NEGATIVE PRESSURE EXISTS WITHIN THE STRUCTURE, IT WILL BE DIFFICULT TO OPEN DOORS AND MOISTURE WILL BE DRAWN INTO THE STRUCTURE. 5. ALL INTERIOR WALLS & PARTITIONS (IF APPLICABLE) TO BE FREE STANDING & INDEPENDENT OF SPRUNG STRUCTURE. DESIGN LOADS STRUCTURE LOCATION: LA QUINTA, CA BUILDING CODE: 1997/2001 UBC WIND SPEED: 70 mph EXPOSURE C ,G',OUND SNOW LOAD: NA (SEE SNOW SHED REPORT) Steven B. Brown & Associates Consulting Engineers 4885 Riverbend Road, Suite B Boulder, Colorado 80301 , FESSjO �?VQ 4 N E3. ,y 10 Z Z! c / 6~3 r�TI �>=.02 r / e O ~CALF CLASSIC SERIES I REV. DATE DESCRIPTION This drawing is protected by copyright in the United States of America, Canada and all other countries of the world. it, and all of the designs, technical data and engineering services represented by it and originated or rendered by OSPRUNG INSTANT STRUCTURES INC. are the exclusive property of OSPRUNG INSTANT STRUCTURES INC. and must neither be used in manufacturing nor disclosed nor reproduced in whole or in pert except with the prior written consent of QSPRUNG INSTANT STRUCTURES INC. Any copying of this drawing in whole or in part and any use of it to construct the subject matter illustrated tPRUNG in it without prior written permiasian of INST,M1T STRUCTURES INC. is prohibited. MADISON CLUB 30.8 ' x 89.8' CART STORAGE DRAWN DATE D. BENNETT 02/01/2006 CHECKED APP'D SCALE DRAWING # AS NOTED P06018.0 CUST.APP'L 89'-9 3/4„ N O I Ln PLAN VIEW 30'-9" STRUCTURE 3/16"=1'-0" SECTION 30'-9" STRUCTURE 3/8"=1'-0" 4"x4" BEAM BASE PLATE – SECTION V -n„ ALUM. MEMBRANE RETAINER 3/8" Ox1 " SQUARE HEAD— BOLT C/W NUT & WASHER 4" x4" BEAM BASE PLATE — PLAN 6"=1'-0" 1 /2" Ox 1 3/4" CSK BOLT C/W NUTS & WASHERS (FB03-1341 R, FNU3-1520R, & FWA3-1460R) 1 /2" Ox 1 3/4" BOLT C/W NUTS & WASHERS (FB03-1340R, FNU3-1520R, & FWA3-1460R) GRADE / / / 5/8" Ox3'-0" STEEL ANCHOR ` PIN (PIN1-3080) ` 4"x4" BEAM BASE PLATE — SECTION 6"=1'-0" ,j , ,�. T ALUM. MEMBRANE UKAUE 4"x4" BEAM SECTION 1"=12" innovation I versatility I reliability TOLL FREE: 1-800-528-9899 OR (403) 245-3371 www.sprung.com MATERIALS ALUMINUM 6351—T6 STEEL 30OW CSA, G40.21 BOLTS SAE GRADE 5 DESIGN LOADS STRUCTURE LOCATION: LA QUINTA, CA BUILDING CODE: 1997/2001 UBC WIND SPEED: 70 mph EXPOSURE C GROUND SNOW LOAD: NA (SEE SNOW SHED REPORT) Steven B. Brown & Associates Consulting Engineers 4885 Riverbend Road, Suite B Boulder, Colorado 80301 - CLASSIC SERIES REV.I DATE IDESCRIPTION This drawing is protected by copyright in the United States of America, Canada and all other countries of the world. It, and oil of the designs, technical data and engineering services represented by it and originated or rendered by ©SPRUNG INSTANT STRUCTURES INC. are the exclusive property of ®SPRUNG INSTANT STRUCTURES INC. and must neither be used in manufacturing nor disclosed nor reproduced in whole or in part except with the prior written consent of ®SPRUNG INSTANT STRUCTURES INC. Any copying of this drawing in whale or in port and any use of it to construct the subject molter illustrated in it without prior written permission of ®SPRUNG INSTANT STRUCTURES INC. is prohibited. MADISON CLUB 30.8' SECTION & STRUCTURE BASE DETAILS DRAWN DATE D. BENNETT 02/01/2006 CHECKED I APP'D SCALE AS NOTED CUST.APP'L DRAWING # S-1 3/8" Ox1 1/2" BOLT C/W NUT k WASNFR (FRm-1 1 Rnp 3/4" 4"x4" PURLIN — ELEVATION 6"=1'-0" ERECTION CONDITION / > . ALUMINUM MEMBRANE RETAINER ALUMINUM I BEAM 5/16" Ox2 3/4" BOLT C/W LOCK NUT (Mn -3-1 nR(1R k 3/8" Ox2" SQ. HD. BOLT C/W NUT & WASHER (FB03-1205R, FNU3-12858 & FWA3-1263R) ALUM. PEAK PURLIN C/W TT BAR & 3/8" Ox2" SQ. HD -- BOLT W/ NUT & WASHER ALUM. I BEAM 3 4"x4" TOP SPLICE S-2 J 3"=1'-0" r5—�'� ALUM. I BEAM S-2 SPLICE: ALUM. TT BAR (8" ATS 1-1825) OR (1 0" ATC'9 9 0-701 00 N 3/8" Ox 1 1/2" BOLT C/W NUT & WASHER (FB03-11808 -- FNU3-1280R & FWA3-1263R) 5/16" Ox2 3/4" BOLT C/W LOCK NUT 1 " (FB03-1080R & FNU3-1140R) I I I I -- -- -------------------------- L— — -- 4"x4" PURLIN — SECTION 6"===1 '-0" 3/8" Ox2" SQUARE HEAD BOLT C/W— NUT & WASHER C--1 I N I I,`-, ALUM. TOP CAP (ACA1-1740) ALUMINUM MEMBRANE RETAINER 4"x4" ALUM. I BEAM TOP SPLICE: 1/2" ALUM, PLATE 1 EACH SIDE (ASP1-2800) 1 /2" Ox2 1/4" BOLT C/W NUT & WASHERS 1 /2" Ox 1 3/4" BOLT C/W NUT & WASHERS APEX KNEE: 3/8" STEEL PLATE (SAP 1-2750) 2" 4"x4" TOP SPLICE — SECTION 6"=1'-0" 3 7/16" ALUMINUM MEMBRANE RETAINER ALUMINUM I BEAM 3/4" 3�4„ 4"x4" PURLIN — ELEVATION 6"=1'-0" FINAL CONDITION 8 1/4" 5/16" Ox2 3/4" BOLT 1" C/W LOCK NUT (F1303-108OR & FNU3 --- 1 140R) -- 4------'--.------------.-------------.----, I I ` I I J ----- 18" TT BAR 7 S-2 ALUM, PURLIN 1 /2" Oxl 3/4" BOLT I i C/W NUT & WASHER ii 4"x4" END ARCH II (ABC5-5055) ul 01 II III II II III II II 0 HEMISPHERICAL END ® 3/8 ALUM. PLATE �`� <\0 �� ALUM. CONE COVER (ACO 1-2620) �� ©\ `� (ACO 1-2540) QD I I I I © I I I I I I I I --__--___--—I---�-------------=____ _____ —=1====-_=_--� --I--- _--------- I I I � 6 1 /2" Ox2 1/4" BOLT S-2 C/W NUT & WASHER 30'-9" HEMISPHERICAL END — PLAN 3"=1'-0" Steven B. Brown & Associates 'Consulting Engineers 4885 Riverbend Road, Suite B Boulder, Colorado 80301 ®QQ,aFESS/�N9 B. [� O lF No r r32 m s. 6 5 S-2 S-2 CLASSIC SERIES _ ALUM. CONE COVER (ACO1-2540) 1 /2"Ox2 1/4" C I BOLT C/W NUT ALUM. MEMBRANE i rr & WASHERS RETAINER r � o r � rrr f REV. DATE DESCRIPTION This drawing is protected by copyright in the United States of Americo, Canada and all other countries of the world. It, and all of the designs, technical data and engineering services represented by it and originated or rendered by ®SPRUNG INSTANT STRUCTURES INC. are the exclusive property of ®SPRUNG INSTANT STRUCTURES INC. and must neither be used in manufacturing nor disclosed nor reproduced in whole or in part except with the prior written consent of ®SPRUNG INSTANT 1/2 "Ox1 3/4" BOLT STRUCTURES INC. Any copying of this drawing in whole or in part and any use of it to construct the subject matter illustrated tPRUNG �o HEMISPHERICAL END in it without prior written permission of INSTANT C/W NUTS & 3/8" ALUM. PLATE STRUCTURES INC. is prohibited. WASHERS (ACO 1-2640) MADISON CLUB APEX KNEE: 3/8" STEEL PLATE HEMISPHERICAL END 3/8" 1 /2" Ox1 3/4" BOLT — (SAP1-2750) ALUM. PLATE (AC01-2640) C/W NUT &WASHERS 4"x4" END ARCH 2Y-2 15/16 (ABS5-5005) 30.8 STRUCTURE PURLIN & SPLICE DETAILS 30'-9" HEMISPHERICAL END — ELEVATION 7 30'-9" HEMISPHERICAL END — SECTION 2 1:5S-2 3"=1 '-0" DRAWN DATE D. BENNETT 02/01/2006 I CHECKED APP'D SCALE DRAWING # AS NOTED CUST.APP'L S-2