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Home My WebLink About3701 Johnson Streeti CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: /Zx 0 F Job Address: -37,0/ Permit Number: _-ze 7- L) ❑ No one available for inspection: Time/ 12. 0,/yAO'NOPM Re -Inspection required: Yes No ,) When corrections have been made, call for re -inspection at 303-234-5933 Date: f �'i d' Inspector: DO NOT REMOVE THIS NOTICE 44, CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: R, 6 F Job Address: 70 / .fir Permit Number: ;702,700,01/2 4� i jn ! .i 115 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, schedule for re -inspection online at: httpA,vww.ci, wheatridge.co, us4nspection Date: m= ' Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type:.i Job Address:! - Permit Number: �_ U (��j �, LI C� 1�A. IJNo one available for inspection: Time —1 AM/PM Re -Inspection required: Yes No _, When corrections have been made, schedule for re -inspection online at: http://www. cL wheatridge. co. uslinspection Date: —\ Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Roofing PERMIT - 202000119 PERMIT NO: 202000119 ISSUED: 01/15/2020 JOB ADDRESS: 3701 Johnson St. EXPIRES: 01/14/2021 JOB DESCRIPTION: Removing one layer metal panels and replacing with metal paneling on shelters. Squares: 20; Pitch: 4/12 City of Wheat Ridge Discovery Park *** CONTACTS *** OWNER THE CITY OF WHEAT RIDGE SUB (303)426-8575 JEREMY SHULL 022254 INDEPENDENT ROOFING SPECIALIST *** PARCEL INFO *** .ZONE CODE: UA / Unassigned SUBDIVISION CODE: 1 / Commr Vacant USE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 12,000.00 FEES Total Valuation 0.00 ** TOTAL ** 0.00 *** COMMENTS *** *** CONDITIONS *** COMMERCIAL FLAT ROOFS: In order to pass a final inspection on commercial elastomeric or similar type roofing, a WARRANTY LETTER from the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. LADDER MUST BE SET FOR ALL ROOF INSPECTIONS: A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. ALL PITCHED ROOFS REQUIRE A MIDROOF INSPECTION REGARDLESS OF PITCH. MIDROOF & SHEATHING: Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) is required on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. Sheathing and Mid -roof inspections may be called in at the same time, 100 percent of the sheathing must be complete and 25-75 percent of the midroof may be complete. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. REGARDING ROOF VENTILATION: Roof ventilation shall comply with Building Division Policy BD -18-001 for Balanced Ventilation Systems, or manufacturer installation instructions, whichever is more stringent. FOR ROOF PITCH 6/12 AND OVER: Midroof & Final Roof inspections for ROOFS with 6/12 PITCH & OVER: 3rd party inspection will be required for both the midroof and final inspections. The 3rd party inspection report AND THE ORIGINAL PERMIT CARD needs to be dropped off to the Permit Desk at the City of Wheat Ridge. The report MUST BE SIGNED by the Homeowner. PERMIT NO: JOB ADDRESS: JOB DESCRIPTION: City of Wheat Ridge Commercial Roofing PERMIT - 202000119 202000119 3701 Johnson St. ISSUED: 01/15/2020 EXPIRES: 01/14/2021 Removing one layer metal panels and replacing with metal paneling on shelters. Squares: 20; Pitch: 4/12 City of Wheat Ridge Discovery Park I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property.anm authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest tha e tly authorized to include all entities named within this document as parties to the work to be perform d and that all work b p r i�fffied is disclosed in this document and/or its' accompanying -approved plans and specifications. Signature of OWILER or CONTRACTOR (Circle one) Date I . This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services or gra g of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any de or ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of �W heat dge MUNITy DEVELOPMENT Building & Inspection Services 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(a)6wheatridge.co.us FOR OFFICE USE ONLY Date: ' / S 1 Z Plan/Permit # c ;-'o2()6�// Plan Review Fee: Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 3 7U �1�9�yr.Sr�✓� �— Owner (please print): LIJ,; O — 1Z c,,- Phone: Property Owner Email: Tenant Name (Commercial Projects Only) 1.4 i.r!'4 W � Property Owner Mailing Address: (if different than property address) Address: 7S-6 0 !t 1 X22 /-t Ayc, city, Arch itectlEnaineer: Architect/Engineer E-mail: *1"(_ . (., &a®.3y Phone: Contractor Name n�cp�r�cC�,tilf PCC 1cel,3 i, ZLC City of Wheat Ridge License #: ®1�� Phone: �d" %� "STS Contractor E-mail Address: %a �� C li �lti�'r C�`,`, For Plan Review Questions & Comments (please print): CONTACT NAME (please print): �c Phone: CONTACT EMAIL(p/ease print): Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all highlighted fields. COMMERCIAL ❑ RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Sq. FULF .20oo BTUs O Ute- oCC'k Gallons Amps Squares .�2For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: SOk, N Construction Type: OZpG Occupancy Load: Square Footage: 2 Project Value: (Contract value or the cost of all materials and labor included in the entire project) pe> OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTA ME)) of (0WNER)�j(CONTRA CTOR) Signature (first and last name): ✓ DATE: (0 Printed Name: A °� (�ziZ ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: R F "Discovering * uiscovering The Stars" Sculptor Kevin Robb Material: Stainless Steel Dimensions: Base is TV in height and 36" diameter Sculpture is 16'9" in height (total height of piece is 20'5")x 7S"w x 52"d Kevin Robb Studios, LLC inventory # 39110 Installed at Discovery Park, 38" and Kipling, Wheat Ridge, CO 80033 on September 10, 2010 Mayors A 63tive Wheat Up, Colwado IKEVIN ROB, 11: 71C11111t11311:d11e 0 7001 West 35th Ave Wheat Ridge, CO 80033 phone 303.431.4758 fax 301425,8802 30kevinrobb.corn kevinrobb,Eom 4 I sculptures are of an 11 gauge steel or stronger, depending on the size and structure of the piece. The stainless steel is then sprayed with a polymer resin blend coating called Everbrite. To see details of this product go to www.everbritecoatjngs.coM. This product assures a lifelong, lustrous look of the stainless steel. As with any metal that is outdoors, a gradual darkening may occur over the period of many years. To clean the sculptures from everyday dirt and grime, simply wash down the sculpture with a mild soap and water and shine with a stainless MEIMIMIII Mir Caution: Do not use a cleaner that is abrasive, window cleaning solutions. In the event of vandalism with an etching too] it will be necessary to first remove the Everbrite from the area with Xylene, physically grind the surface with a new 80 grit 7" sanding disc, and then reapply a coating of Everbrite over the sanded area. Everbrite or ProtectaClear can be applied by wiping it on with an applicator pad or a lint -free cloth, rolling on with a high-density foam roller, spraying on the coating or dipping the object into Everbrite or ProtectaClear. Refinishing with Everbrite Coatings is a simple 2 step process. First, the surface is cleaned and any polish or cleaner residue is removed. Second, the Coating is applied to refinish and protect the surface, Everbrite Coatings can be applied by rolling the coating on with high- density foam rollers, spraying, dipping, painting on with a natural fiber brush or a poly sponge brush or simply wiped on the surface with an applicator. Everbrite Coatings are one part coatings so there is nothing to mix. They are self leveling and are very easy to work with. If you mess up the application or get an Everbrite Coating on a surface that you didn't mean to get it on like window glass, the coating can be removed with xylene or other solvents like lacquer thinner or denatured alcohol. Make sure to test an area of the surface to make sure that the solvent will not harm it. Surfaces such as brass, silver, copper or other non painted metals should be cleaned or polished and must be neutralized if cleaned with an acid cleaner. Then the cleaned, neutralized metal should be wiped with xylene or denatured alcohol to insure all contaminates (oils and fingerprints) are removed, IF THE SURFACE IS CLEANED WITH AN ACID CLEANER, THE SURFACE MUST BE NEUTRALIZED BEFORE APPLYING THE COATING. Use EZ Prep Cleaner & Neutralizer or calcium carbonate or a baking soda wash to neutralize the acid. Water rinsing will not remove all of the acid, The acid will react with the solvent and will create problems such as black streaks. Sometimes you can use synthetic steel wool made by 3M. Do Not Use regular steel wool because it will leave small pieces of steel that will rust. • Everbrite and ProtectaClear coatings can be applied in temperatures from approximately 400 F up to 1000 F The temperature of the metal is more important than the air temperature. Touch the metal with the back of your hand. If the metal is warm but not hot, the temperature is fine for application. If the metal is too hot, the solvents in the coating will flash off before the coating can self level. • At 65*F air temperature, the metal can reach over I 00*F in direct sunlight while in the shade, the metal will be around 75'F. DO NOT APPLY Everbrite or ProtectaClear on metal with TEMPERATURE IS ABOVE I 000F The coating will flash off before it can self level and will fail. If the metal is too hot to comfortably hold your hand on it for more than a few seconds, it is probably too hot for application of the coating. If applying to vertical services, watch for runs or sags if applying between 40" and 501F or if the metal is cold to the touch. If you get sags, simply wipe them out with a applicator or clean, white, lint free rag damp with Everbrite. If you make a mistake, it can be fixed by removing the Everbrite with xylene and reapplying. The best temperature to spray in is over 500 F If you spray vertical walls or doors at lower temperatures, watch very carefully for sags or drips as the coating will dry more slowly and can run down the surface. If this happens, simply wipe them out with an applicator wet with Everbrite or a solvent like xylene or denatured alcohol, Everbrite or ProtectaClear should not be applied if the temperature of the metal is above 1000F. If the surface is too hot, the coating will flash off before it has a chance to completely coat the surface. If you are spraying on a very warm day, it is best to NOT apply the coating in the direct sun where the temperature of the wall is too hot. t. MIN V *.--) Cl -11 r e �'M. CLEAii- C t � � Wit tom# ACi, AS ��' 2e+ a 60M. - N ENGINEERS PLANNERS 141010t#m 3013 NCXVrH CMKLANO AUMUS - MO. SOX 490 - NAPPAr"N, WOW" 46660 PHOMM 074-772-7G75 VVM- WWW.WAINO.COM FAX: 074-773-6730 Chuck Kaufman President Public Restroom Company 9390 Gateway Drive, Sune 102 Reno, NV 89521 WHITUT M# Dear Mr. Kaufman: A center footing may be added to the existing perimeter footing as follows: A total of four 44 rebar shall be embedded 4" into the existing footing using Simpson SETAP epoxy, The rebar shall also extend a minimum of 22" into the center footing and lap -spliced with the required reinforcement in the center footing, convenience at (574) 773-7975. WEMEM ra zr+a �ixs✓u e.,c a,a-.m..rs•� eaa - �e-«ate wuu e,.* nab n mow... d. Aaw�.,�. 13 { 38TH t =ARK '�= b ! ��#t 4 �•n °,slu I�' ..kms � lx. ,. ( ,� :` � q L. t; '.u. .. . x ... ..! # �... :. li '. .. � + �: k }' t x YrYH. �Y �" S i tL i.... .. �Fi w �* t i Y k� �r �� t .. 39 .: l r �k� �S W �� ' 114ii K z u v r '.. � � + rr.. ss �' 4 r: �, .:" ♦ it i; a. x. a ... 0""'TCnGEOTEK INC ENGINEERING TESTING INSPECTION MURRIM Mr. Mark Ruote City of Wheat Ridge 7500 W. 29' Avenue V,0033 Subject: Density Tests City of Wheat Ridge 38'h and Kipling Park 3701 Johnson Street Wheat Ridge, CO 80033 CTC Geotek Project No. 101001 ITB -09-34 As requested, density tests were perfonned at the subject site through the period ending April 28,2011. tested was ptacect in cornplialluc TMITUO 1J-W11V#'-'�w"1 t"W'Pil. were performed in compliance with the project plans and specifications only. �f �Ilr YAh 2t Vie ime of our silte visi',13 CTC-Geotek, Inc, By: Reviewed C ' top er McConnell, P.G. Project Manager CPM:RS 2 copies sent I emailed: mruo g&j.�wheatridex•-us I emailed: ErikS@dclam!4 I emailed: dbeltzer@lorisan sociates.com I emailed: chgMrQva,yg—c-qm— I emailed: _sweisbeck I emailed: tiAaat�� I emailed- ninccarthy @gtc I -net l'i 1: 1 10 mr*�*� 11111 1111 � I pling ; I ir !11 11�� Job. KIPLING "B" _ 20' 2 `MESA MODEL Address: 3700 KIPLING ST, Cd{}3 R WHEATRIDGE CO, 80033 (These calculations apply to the job at this address only.) Copyright 05/10 ws . 0433-10 a aloft L*on §X�.teMSI INk;. • + ILI 11876 E. Berry Dr. Dewev, Arizona. Phone:772-0868 Index to Calculations Sheet Item 1 BASIS FOR DESIGN 2.3 DESIGN LOADS 4. ROOF DECK INFORMATION 6-13 F ME DESIGN 14-17 CONNECTIONS 18-20 FOOTINGS DI - D10 DETAILS Copyright 05/10 ws . 0433-10 a aloft L*on §X�.teMSI INk;. • + ILI 11876 E. Berry Dr. Dewev, Arizona. Phone:772-0868 Gravity Loads Dead Load DL Live Load LL Lateral Loads Wind Load WL = 1W = Earthquake Load Seismic Use Group = Seismic Design Cat. = Building Code 2003 International Building Code 2001 Edition of Cold -Formed Steel Design Manual Reinforcing UeWft06*4;W#A*a1'VV Roof Deck Cold formed Structural: Wide Flange/ Plate Tube Pipe Concrete Footings soil Allowable Soil Bearing Pressure, UM 100 mph, Exp, C I I fy = 40000 psi. A-615, Grade 40 fy = 40000 psiA-706, Grade 40 fy = 40000 psiA-792, Grade 40 fy = $6000 psiA-653, Grade 55 fy = 36000 psi. A-36 or ty = 60000 psi. A-572 fy = 46000 psiA-500 fy = 36000 psL A-501 030000�0 Classic Recreation Systems, INC. RO• 7 - 6.5.1 V, wind speed 100 mph Exposure Category C MWFRS - Method 2 K, exuu posure coeff. topography factor Kd, directionality factor 1w, wind factor G, gust effect factor P qzGCN I 0, roof angle h, mean roof height (Type Yes or No) 0.85 ASCE7 6.5.6.6, Table 6-3 1,00 ASG; 7 6.5.7.2, Figure 6-4 0.85 ASC E7 6,5.4.4, Table 6-4 1 ASCE7 6.5..5, Table 6-1 OM ASCE7 6.5.8 15.72 (CN) PSf 0.00256KzKZTKDV21,GC rv, Eq, 6-25 A 18.4 1.10 -0.17, Design VWnd Pressures Load Case A: P, windward roof 17,29 psf P, leeward roof -2,67 psf Load Case 13- P, windward roof O. 16 psf P, leeward roof -15,09 psf 18.4 " 10,25 ft No PRELIMINARY UNLESSSEALED ON EACH SHEET OR ON COVER SHEET Z - Classic Recreation Systems, INC. EARTHQUAKE LAT RAL LOAQ TO COLUMN International E3utfdin Code 2,003 Soil Site Class C Seismic Use Group I Ss - 20.9 % S, 6. % Table 1615.1.2(1) (Fa) So$ Seismic Use {3rcau Site Class Mapped spectral response acceleration at shod periods (Ss) > I 11 III 0.25 0.50 035 1.00 1.25 07000 A A A A 0,80 0.80 0.80 0,80 0.80 0.167 B 8 C B 1.00 1,00 1.00 1.00 1.00 0.330 C C D C 1.20 1.20 1.10 1,00 1.00 0.500 D D I7 C 1.60 1.40 1.20 1.10 1.00 F 2.50 1,70 1.20 0.90 0.90 F Table 1615.1,2(2) (Fv) So, Seismic Use Group Site Class Mapped spectral response acceleration at t -sec periods (St) > I I3 III 0.10 0,20 0.30 0,40 0.50 0.000 A A A A 0.80 0.80 0.80 0.80 0.80 0,067 B 8 C 13 00 1,00 1.00 1.00 1.00 0133 C C D C 1.70 1.60 1.50 1.40 1.30 L2.200 C C D D 2.40 2.00 1.80 1.60 1.50 F 3.50 3.20 2.80 2.40 - F _ -.. Fa »- 1.600 Interpolated Site Coefficient Sms = Fa SS 0.334 Maximum spectral response acceleration at Short periods Fv 2,400 interpolated Site C t`facient S , = Fv S1 = 0.142 Maximum spectral response acceleration at I•sec periods Son = 213 SMS 0,223 5°l damped Spectral response acceleration at Short periods So, = 213 SMI - 0.094 5% damped spectral response acceleration at 1 -sec periods Seismic Design Cat. -- B I «» 9.00 Importance factor R 3.50 Response Modification Coefficient *OMRF USED Height 9,26 €t Height of Column T = 0,035 ( n)o rs 0.186 s Fundamental Period r - 1.00 Relrabifrtyli edundancyr Factor V = Son 1 [R11[ So, I [(RPI)TI 0.064 W kips 0.145 W kips (16-35) (16-36) V = 0.044 S, I [R/11 0.001 W kips (16-) V = 0.5 S, I [R111 - 0.000 W kips (16.38) V (Controls) - 0.064 W kips PRELIMINARY 411 ON OR ON COVERSHEET Job, Date: By: WJJ�)Job No.: SH.: Classic Recreation Systems, INC. �v (()HPORATE OFFICE - PO. BOX 1148 ® $HRFVFPOR'T. LA 71163-1146-(318) 747-8000- FAX (318) 747-8029 ,Vmk III, It. a 0 issue Date : June 1, 2006 No. 07-209-06 SECTION PROPERTIES = Mu= 1, Swian "Wos ara raiculatod in acconswve w4b It* 2001 AM North 4, Ix is for O~iOn d"fM#Wi0M AMWKan Specdk*kn for lhe Design of Colct-Foroled Steal 6bvdtoal MeMbOVS, 6 $a is for bwxwv 2' va W Out aoovv" shm, 6, Me is the aflow� bar**V ff4f"Ont, 3 ps is It* flflowsb$e load fm web crWIkV M and & 41-- SWPOdS. 7All sklas we lor ora too of panal wklth Allowable Uniform Loads (PSF) Noes 1, Allow" mftel k4mb we based upon "a) sow Wrqft, 2 posAive VVAd is wkW presat" ard is 140T rcropsod by 33 113 %, 3 ' I" is the a#mvabW lve or anew load k Defleolion (Ul W) is " allow" load It* Imes Ihe panel s d~ion to L/I W while mrxlef posAve or five toad, 5, Deftectort (U240) is the afflow" load thal limfts ftle panets deflection to L/240 while under Milwe or five 1004f, 6 The walgN ofthe p" has NOT bow OttIxtedfran #* Wks� 10W& 7, M. CORPORATE w4*4 and Live toad vak*s are hn*ed to combined ShOw & bendirg using Eq C3,3 14 oftheAlSISP00"Oon 9, Positive V*4 " Live LOW vak*s we bmtod by web cropling uswq a beating *Vh of r 10. Web o*p" vWtx#s are datermw*d uskV a taW of ft uniform loadactually upported by tt* top flanges of the seofion, CORPORATE OFFICE SHREVEPORT, LOUIStANA MIDWEST DIVISION - CLINTON, IL SOUTHEAST DIVISION PEACHTREE CITY, GA WESTERN DIVISION - ADELANTO,CA 14ORTHF-AST DIVISION WINCHESTER, VA SOUTHWEST DIVISION - BOSSIER CITY, LA BLUEGRASS DIVISION - LEWISPORT, KY WEST TEXAS DIVISION MERKEL, TX GREAT LAKES DIVISION - MARSHALL, MI SCREW CONNECTIONS 20 1t �r of Cold-Fornl2d St t $t crural memoers d = nominal screwy diameter d� larger of head or washer diameter, not larger than 1/2" Pas allowable sheer force per screw Pns nominal shear strength per screw Pat allowable tension force per screw P„ t - nominal tension strength per screw POW pull-out per screw Pno„ - pullover per screw t, - thickness of member in contact with the screw head to - thickness of member not in contact with the screw head F., - tensile strength of member in contact with screw Fut - tensile strength of member not in contact with screw FS. 3,0 t, = O 021 in. Approximate: G4uge : �! �� = 65444 ps►„ = X4444 psi t2 = 4.464 in. Approximate gauge 16 F.2 513444 psi, Fy = 36440; psi Screw No. 12 Shank Diam, - 4,216 in. ggig212x,, OZ &12 X911811 t2ltl 2,861244 t2/t, >= 2A use Equations Equation Equation e rt nt • at :: lbsiscrew *2lbs/screw 2022.8 lbs/screw 792,3 lbs/screw 2641 lbslscrew 636.8 lbs/screw 636,8 lbs/screw 636.8 212.3 lbs/screw Allowable NOTE: Shear Governed By Base Metals Equationlbs/screw Equation E4,3.5 2022.8 lbstscrew Pns 792.3 lbstscrew Shear .4 of Screw 625.0 Allowable Tension 212.3 lbs/screw NOTE., 1, Minimum spacing of screws shall not be less than 3d 2. Minimum edge distance of screws shall not be less than 3d (May be 1 5d in direction perpendicular to force, when connection is subject to shear in one direction,) 3, The head of the screw or the washer shall have a diameter, dw of not less than 5(16 inch, washers shall be at least 0. 050 inch thick, PRELIMINARY UNUESSSEALED ON EACH SHEET OR ON COVERSHEET Classic Recreation Systems, INC. I 20'x 20' Mesa w/ Fascia R 2a x 2a Mesa w/ Fascia 0 Designer N. WOOCKMAN Hot RII Steel D Company S.E. Consultants, Inc. Des ss Job: s .. 'JKW Company Designer ## umbert. 1 i# B "I En-veloyclill!Adet-1-01 11 I'll ndblafie XV -17 MAIN BEAM TO COMPRESS—ION RING, a* 1.25(pf + Q +d,/ /2 by -- — ------ Pf + 1. - dh /2 F, flange force MID - P12 TB, bolt tension Ff,,,. I(N/2) 8 ratio I - (dt + 118VP a, V (I d T )0 I orl -A- I 6.66T�.V t,j,, plate thickness --P�— (I +.5a) F� + Sd ) a, req'd weld size f,,w /(21 � 03 7) Post/ Ring width 7.0 in Post/ Ring thickness 0.500 in Design Loads 9WIly L&MI 0, angle above horiz. 13.240 0, angle above horiz. 13.240 K moment 0.951 kip -ft M, moment 0.532 kip -ft P, axial force 3.443 kips (C) P, axial force 0.194 kips (C) v, shear at section -0.812 kips v, shear at section -0.290 kips Ppw,,, force i plate 3,166 kips Pim,, for i plate 0.122 kips V,,,,, plate shear 1.579 kips plate shear 0,327 kips E3alt Aes BOLT DESIGN OK N, Number of bolts 2 a, 2.025 in Bolt Designation A307 b' 1.058 in dB, bolt diameter 0.625 in Ff, due to gravity 0269 kips r„ i4, shear capacity 3.1 kips Ff, due to lateral 0,975 kips rn/!Q, tension capacity 61 kips T9, bolt tension 0,975 kips pt, bolt dist, fr. edge 1.250 in BOLT SPACING OK K t plate thickness _ 0.375 in ratio - 0.055 p, tributary width - 5.50 iii - 10x142 F��, endplate tensile stress - 58 ksi P, � ksi - 1=000 ub, ker tensile stress - 58 ksi NO REINFORCING PLATE REQUIRED f, weld stress _�_-.,..�,�. � �� %+ %1r a, req"d weld si.e - 0.{}15 in PREELIM I NARY um SEALED CSN EAC H SHMT OR ON COVER SHEET Job: AAh-50� C)Ste: ltd iy. Ajj,�� Job No., 10 SH.: Classic Recreation Systems, INC. z-axis x toward user MID BkAM TA AAFAIAI A Screw It dist. from centrold dist from centroid 1 0.376 2 0.375 3 2.126 4 0 0 5 0 0 6 0 0 7 0 0 8 0 0 J�Loads GRA VITY CONTROLI ------- Loads distributed to both sides of member? (Yes/No) A0 !aLa kg"d Utem, M,, moment about z 0 kip -ft Mmoment about z 0 kip -ft Py, load in y -direction 1.170 kips Py, load in y -direction -1.128 kips Px, load in x -direction -0,163 kips P,, load in x -direction -0.131 kips XLOAD IN COMPRESSION X* LOAD IN COMPRESSION ASTM designation F,, ultimate strength A500 68.0 ksi 0.120 in 2.09 kips A36 68.0 ksi 0.188 in 3.27 kips Screw Desf It SCREW DESIGN OK N, number of screws 3 Screw Area = 0,05 ins Screw number 14 ZA 0.15 in' shank diameter 0.260 in Ed' 7.80 in 4 Shear capacity 0.863 kips 77= PRELIMINARY UNLESSSEALEO ON EACH SHEET OR ON COVER SHEET Job: AJ�t Date: i�Job No., ZZ-MAG10— ciassic Recreation Systems, INC. Endplate Con MAIN BEAM TO COLUMN d, depth of member - ----------- 6.0 in t�, width of member 6.0 in t,, material thickness 0.120 in Bolt Top And Bottom (YIN?) = y Post/ Ring Connex, 4.986 kip -ft Fo-r-TW739= /2 Ff, flange force 1111 D - P/2 To, bolt tension ; ratio I - (d, + 118)lp a r. 112 T or ( plate thickness - � Pi + 50e) a, req'd weld size ----f,.,,.A21 � 0307) plate thickness 0.500 in Lalt—eral 3,25 in 0, angle above horiz. 13.240 0, angle above horiz, 13.240 K moment 4.986 kip -ft K moment 6.378 kip - ft P, axial force 1.649 kips (C) P, axial force 1.580 kips (C) v, shear at section 1.701 kips v, shear at section 1.489 kips Ppw,, force -L plate 1,995 kips Pjt,, forL plate 1.879 kips vp,,,,, plate shear 1.278 kips Vpt,,,, plate shear 1,086 kips Bolt BOLT DESIGN OK N, Number of bolts 4 at 2.025 in Bolt Designation A307 V 1,058 in do, bolt diameter 0,625 in Ft, due to gravity 8.710 kips r,/C4, shear capacity 31 kips Ff, due to lateral 9,531 kips rn/Q, tension capacity 6A kips To, bolt tension 4.765 kips pf, bolt dist. fr. edge 1.260 in BOLT SPACING OK plate thickness 0.500 in p, tributary width 3,25 in F,,, endplate tensile stress 68 ksi F,,,, backer tensile stress 58 ksi & a ratio 0.769 0 0551 (Xt IMO t,,,,, thickness 0,317 in 114 INCH REINFORCING PLATE REQUIRED Weld 0"40 ----118 INCH WELD DESIGN REQ'D Weld 0.126 in f, due to gravity 1149 sF f, due to lateral 1.346 ksi A Ay +(12M_�7 reqd weld size 0.091 in ---------- PRELI M I NARY U t4 LESS SEALED 0 N EAC H SHEET OR 0 N C OVER SHEE 1 Job: AoxAp raate. - I IQ SH., Classic Recreation Systems, INC. gn--- dRLA(q Connection BO FASCIA EAN TTENSION RING d, depth of member 6.0 in b,, width of member 4.0 in t,, material thickness 0,120 in Bolt Top And Bottom (Y/N?) = Y Post/ Ring Connex. (Y/N'?) = Y MT -73= 1.I�ul25(pf + t.) Pf +tlll�. -IIII d, /2 Ff, flange force — MID - P12 Ts, bolt tension I(N,. /2) 8 ratio I - (d,, + 118)IP T (X, or Ir gravity La-tomal 0, angle above hors. 0.000 0, angle above hor.. 0.000 0 M, moment 0.000 kip -ft M, moment 0.000 kip - P, axial force -0.783 kips(T) P, axial for -0.796 kips(T) v, shear at section -0.689 kips v, shear at section 0.767 kips PP, M*, forcei, plate -0383 kips Ppl,,,, force j- plate 4796 kips v,,j,t, plate shear 4689 kips vp4j, plate shear 0.757 kips Bolt Design BOLT DESIGN OK N, Number of bolts 2 at 2,026 in Bolt Designation A307 U 1,058 in do, bolt diameter 0.625 in Fr, due to gravity 0,392 kips rdo,' shear capacity 31 kips Fit due to lateral 0.398 kips r„ 152, tension capacity 6.1 kips Te, bolt tension 0,398 kips pf, bolt dist, fr. edge 1.250 in BOLT SPACING OK End eLete, Design 318 INCH ENDPLATE DESIGN OK � , plate thickness = 0.37`5 in 8 ratio 0.833 p, tributary width 4.50 in 0 27,607 F,,., endplate tensile stress So ksi Fy. 36 ksi at 1.000 F„ b, backer tensile stress So ksi Fy. 36 ksi t,,,, thickness 0.077 in NO REINFORCING PLA TE REQUIRED Weld R!!jin (E70X)O 118 INCH WELD DESIGN REQD Weld 0.125 in f, due to gravity 0.052 ksi f, weld stress + "" V+(MI f, due to lateral 0.055 ksi 0.004 in A)' a, req' d weld size YAUM U111115i jr, Classic Recreation Systems, INC. §PR9AQ FPAT_INQ W-1,!9QLV.NN,P.9NjE—R92 IN E!29!LN—G W WAQ MQMI RNIUMC-9 A26INAl WXYRNINQ WL ERCHM Applied Overtuming Moment (uplift) 0,22 ft -kips Allowable Soil Pressure = Applied Overturning Moment (gravity) O09 ft -kips Increases for Width OR Depth = D.L, of Structure 067 kips Allowable S. P. w/ Increases = L.L, of Structure 311 kips Wind or Seismic (increase)? (Y/N) Length of Footing 2 feet S.P. wl 33% Increase = Width of Footing 2 feet Applied Overturning Moment = Thickness of Footing 18 inches D.L. of Structure = Dead Load of Footing 0.9 kips Footing D.L. = Volurne of Earth on footing OO cuft, Stab on Grade (y or n) N Stab Width included 0 ft Total Vert, Load = Thickness of Slab 0 inches e (Mr - OTM) / Uplift Tot V, Load = Dead Load of Slab 0,00 Dead Load of Earth = 0,000 kips 116 = = Total D,L, = 1,570 kips RESULTANT IN MIDDLE 1/3 D,L, Resisting Moment 1,57 ft -kips S,P, = PIA +/- MIS Required Factor of Safety 15 DL+WL Soil Pressure = Fof & Against Overturning 7.1 DL + LL Soil Pressure = 129QLQA2K§1§BKF.AMW11P-U Applied Uplift Load - Total Wind 115 kips D.L. of Structure 0.67 kips Volume of Earth in 30 degree Cone Dead Load of Earth 0,520 kips Dead Load of Footing O90 kips Earth Load included Y O520 kips Total Dead Load Resistance 2,090 kips F, of & Against Uplift 1818 O,K MAUR#, REINFORCING, I 2 feet 2 f"t IS inches 3-" both WAYS fQgnNQ-REINEQ8M fc = fy = it = M, Moment = Mu, Ultimate Moment = 1.7 M = Assume a one foot strip Mu, = 11 M /Width of Footing = f3ele = Phi = rho, balanced = M 6.2 psi Rn rho, Req'd, Reo. As Total As Req'd. uplift gravity 1,57 kips 40 kips 0,86 feet 0,94 feet 014 feet 0,06 feet 0.33 feet O33 feet 557.5 psf OX, 1237,6 Psf OX. USE: 3 -# 4 As = 0,589 sq.in, PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Date: !Sfio By: S40 Job No.: Q_431-10 a E� E0_YY.RA TI(M DESIGN Caisson Foofindl Description/Location of Footing: Columns w/D-L, & W,L, Allowable Soil Searing 1500 Psf Allowable Lateral Searing 150 psflft Qjg!g1j WgRAL §EARNP, d:- �425 �--P' S3b llllllffl� Load due to wind or soismk? (YAV) N K moment in column 0..22 kip -ft P, lateral load = M I h 220 Itis h, dist, from ground to "P" I ft d, depth of footing 4,50 ft b, diameter of footing 1,50 It Allowable lateral bearing 150 IbsftV`2 Ig, Section 1804,3.1 OX. Structure adversely affected by... 5.276 kips I I . '12 " Motion @ ground SUrIeCO ? N 2 x allowable tat big, 300,0 lbs/ft`2 S3, allowable lateral bearing based— 1350tbsMA2 .on depth of embedment Allowable lat brg, w/33% increase N/A lbs/ft"2 A 0.254 Req'd "d" = 0.680 ft < 4.5 It O,K DIAMETER OF PIER = 18.00 In DEPTH OF CONCRETE FOOTING 9MMS SIBUMA QE MGM& US 110 kips f,, compressive strength of concrete 2500 psi Moment due to wind orseismic? N S, section modulus of conc, pier 573 in,,13 f, stress in plain concrete pier = WS 5 psi, ft, allowable tension = 1 .6 x (fc)"(112) 80 psi. ft, increased for wind or seismic 107 psi, qs, gravity toad soil pressure OX. GHKIS Y98I19AL 19AMN99MAM 110 kips Pitt), gravity load 3.800 kips Allowable brg. at min. depth 1500 psf Increase for depth? 16.493 sq. ft. Allowable brg, wl Increase for depth 1500 psf Allowable big. value at bottom of pier 15M Pat A, bearing area at bottom of pier 1.767 sq, ft. qs, gravity toad soil pressure 2160 pst SEE BELOW A00177ONAL Allow. skin friction = (Allow, Brg) 16 250 pet Skin surface (excluding top V) 16.453 sq, ft. Skin friction 4,123 kips OX -_ gQS UPLIFT C&MITY. IF APPLICABLE F, total wind uplift load 110 kips Allow. big. value at bottom of pier 1500 psf Allow, skin friction 250 psf Skin surface (excluding top V) 16.493 sq. ft. Skin friction 4.123 kips Remove earth loads from uplift cap.? N Dead load of pier 1.153 kips Dead load of earth 8,278 kips Total dead load 5.276 kips OX Classic Recreation Systems, INC. ACTUAL BOLTSHEAR =- , A P�- KIPS USE 5/8" DIAMETER ANCHOR BOLTS ACTUAL BOLTTENSICIN = 75 KIPS ALLOWABLE LOADS TNCREASE 200% FOR SPECIAL INSPECTION ��M M PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: M6 -5h Date, 5110 BY: ovjtj Job No.: OtI33-10 SH.: 1,0 S.E. CONSULTANTS, INC. MINIMUM CONCRETE STRENGTH (psi) ' SOOT MINIMUM EDGE C 2,500 1 '000 f 4,D00 DIAMETER EMBEDMENT DISTANCE SPACING (inches) (inches) (inches) (inches) Shear Tension Shear, Tension Shear 21/ 4Tenslon 200 500 200 500 200 �500 3 21/4 41/ Soo 1,100 Soo 1,100 500 C) 1,100 4 3 6 950 1,250 950 1,250 950 1,250 4 5 5 1,450 1,600 1,500 1,650 1,550 1,750 41/2 33/4 71/2 1500 750 1,500 2,750 1,500 2,750 41/ 61/-4 , - 71/ ---2� CL, 121 -, tZ,9�50 2,200 3,000 2,400 3,050 5 41/2 9 2,250 3a50 2,250 3,560 2,250 3,560 571/2 9 2,825 4,275 2,950 4,300 3,200 4,400 6 5114 10112 2,550 3,700 2,550 4,050 2,550 4,050 7 6 12 3,050 4,125 3,250 4,500 3,650 5,300 11/8 8 63/4 131! 3400 4,750 3,400 4,750 3,400 4,750 1114 8004�,000� 5,800 4,000 5,900 For st I inch 25.4 mm, 1 pound per square inch = 0,00689MPa, I pound = 4.4513. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: M6 -5h Date, 5110 BY: ovjtj Job No.: OtI33-10 SH.: 1,0 S.E. CONSULTANTS, INC. NOTE: STRUCTURE(S) SHALL NOT BE MODIFIED OR ALT *<# WITHOUT PRIOR WRITTEN PERMISSION FROM CLASSIC RE TREATIO SYSTEMS, INC. STRUCTURAL CALCULATIONS FOR THIS STRUCTUR DO NOT ALLOW FOR ANY ADDITIONAL LATERAL LOADS FOR ADDED ALL OR STRUCTURES CONNECTED TO THIS UNIT. 20'-0!' I A I= SUN «##x w4affifirimm PLAN VIEW 20'X20'MESA MODEL NTS 0 m ME HE LAYOUT PLAN ZEE CLOSURE w/ (2) #10 X 5/8" C/L PANCAKE HEAD DSCREWS @ EACH PANEL 16 GA BENT P `EHIP CAP w/ (2) POP RIVET EACH ZEE: CLOSURE 1/6 1 1/2°'-°1 " ROOF PANEL w/ () #12 X V 1/6 1 1/2-1 _ ° REX { VALLEY EY � I, i2»» »■«:©«!»e::©- ms <<,■ «, :. , « f ' ©«SEE= PLAN VIEW COMPRESSION R I\\ \\ <„ «:<«e?! « «■»!mvv 24 GA. STEEL ROOF C P SECTION COMPRESSION RIN\\ NTS r Vow BE EMEZImasmam « <»■ « t»? am BEAM\ GA. SENT PLATE :«/»£±<■<t4.» $» 22»?S»#» y: t,■■> «.# TYPICAL C U N AND BEAM : M CONN/\\ I N DETAIL NTS 1103 EM A N yy y IIF. !M M A A 1 44 FENM # R 0 8"X8" BASE PLATE DIA. HOLE - CENTER ;: FISS COLUMN TO CENTER OF STRUCTURE PLATEBASE I NTS yr^ K i 7"X7'*XA88 HSS COLUMN HAND HOLE w/ COVER HEX NUT (BY CONTRACTOR) WASHER- PLATE BASE PLATE EXPANSION SPREAD ►r t DETAIL 20'X20'MESA MODEL NTS 8"X8" BASE PLATE HOLE • a► •• 9—,#LT COLUMNT'X7"X.188 HSS TO CENTER OF STRUCTURE PLATEBASE L NTS CAISSON FOOTING 20'X20'MESA MODEL NTS 7"XTX188 HSS COLUMN HAND COVER PLATE WASHER BASE I i Y FINISH GRADE s°: sB F � p x 1e R ♦ 4 -E V A... wR PSI C , FOOTING BY yy CONTRACTOR MTSTRIMEW ELEVATION 40'CHARLESTON MODEL NTS GOLOEtj TRIANGI,r Of ,cw-'LAN VIEW 40'CHARLESTON MODEL O s f � f f f � f � f � f � f � f CENTER OF FOOTING, f A -BOLT (I PER COL.), �0 I AND COLUMN OTYPO ti ------------------- 15 BB OF FOOTING h CENTER OF__/ STRUCTURE f f f � f r 1 f f \ f � f t f \ f A `r LAYOUT► ♦ 40'CHARLESTON MODEL I NOT FOR CONSTRUCTION 1314" DIA. HOLE OF CONDUIT 9"X9" BASE PLATE 1 1/2" DIA, HOLE - CENTER OF COLUMN & ANCHOR BOLT 8"X8"X.188 HSS COLUMN I \- HAND HOLE wl COVER TO CENTER OF STRUCTURE BASE PLATE PLAN VIEW NTS 11 EN HAND HOLE wl COVER HEX NUT wl PLATE WASHER NuMmEmQF A 4'1 Irl`" 5/8"X 12" A-36 ALL - THREAD A -BOLT w/ 8" MIN. EMBED wl (2) HEX NUTS ----- ay"C"ACTOR STUB ELEC. CONDUIT PER LOCAL CODE, SEE BASE PLATE PLAN (7) #8 VERTICAL RE -BAR #3 HORIZ, RE -BAR TIES 16"O,C, (3) @ 8" O.C, (c A.B. LOCATION) 2500 PSI CONC. FOOTING BY OWNER/ CONTRACTOR ...... .... . NON -EXPANSIVE, UNDISTURBED OR 95% COMPACTED Siy UBGRADE WICTION 2* -0" DIA CAISSON FOOTING DETAIL 40'CHARLESTON MODEL NTS m 0 I NOT FOR CONSTRLICTIO� I 3/4001A, HOLE OF IC O 9"X9" BASE PLATE 1 1/2" DIA, HOLE - CENTER OF COLUMN & ANCHOR BOLT 8"X8"X.188 HSS COLUMN TO CENTER OF STRUCTURE BASE PLATE PLAN VIEW NTS NNEMN&I m. I 50 w8 :+ HSS COLUN HAND HOLE wl COVER HEX NUT wl BASE PLATE EXPANSION MATL � ---------------- - - - - - - - - - - - - - - - 3" `TYP�fl CL >1 OPTIONAL 6/8"XALL- THREAD A -BOLT w/ 8- MIN EMBED wl(2) HEX NUTS BY CONTRACTOR STUB ELEC. CONDUIT PER LOCAL CODE, SEE BASE PLATE PLAN 1111-12500 PSI CONCRETE lK------ BY OWNER / CONTRACTOR ," (4 ) #5 REBAR 18- WAY TOP & BOTTOM rk 1111181 CLASSIC RECREATION SYSTEMS, INC. En SPECIFICATIONS IMMMM Roof Dimensions, point to point Frame Dimensions Minimum Clearance @ Eave Roof Height @ Peak Hip Roof Square Feet Under Roof 401-011 71,61�1 151-011 Columns shall be 8"x 8" square steel tubeminimum..188 wall thickness. All bearns shall be structural steel tube sized according to engineering. All bolts shall be A-325 or A-30Thidden at all connections, with the slope of the roof. Trim shall be 24 ga. pre -finished to match roofing. Open or closed "C" channels, "I" beams, 'T' or "S" purlings shall not be alloNved, 11875 E, Berry Dr. - Dewey, Arizona 86327 Pb: (928) 775-3307 rax: (928) 772-0858 E -Mail: grsiiic(@rior.tfiliii�,.coni Nywjv,K1assicrecreafion&qni 2- .6 6-19 20-26 27-29 DI - D13 3713 KIPLIN ST W i 4✓ — WHEAT RIDGE CO. 601633 (These calculations apply to the job at this address only.) CLASSIC x Copyright 02/10 Item BASIS FOR DESIGN DESIGN LOADS ROOF DECK INFORMATION FRAME DESIGN CONNECTIONS FOOTINGS DETAILS �. y yrs 4c i,.`c �ictiurisi�rvsut ..�„ko . c s5 ci architect lUnd/of frprcrvaC .� by Of`a 3 cs��4 r sponsihs§ik the subconvadoi”s W'dlof supplier"s. .v TRIANGLE V4Ca�v�t'+t^'��°� }j S,7VLtd G4eWt'aMT4[tV4rf 4W�ti: INC, FEB 251 Job # 0167-10 Project • x Classic r ysterns, INC. 11876 E. Berry Dr. Dewev Arizona 86327 DESIG V, wind speed 100 mph Exposure Category C t/ • K,, exposure coeff. 0,85 K,,,, topography factor _ 1.00 Kd, directionality factor - 0.85 1,, wind factor - 1 G, gust effect factor 0.85 P - qzGCN 15,72 (Cry) psf s ihlj�! � �N nglM .:.....No) ASCE7 6.5.6.6, Table 6- ASC; 7 6.5.7; Z Figure - A,SC7 6.5.4.4, Table 6.4 ASCE76,5.5, Table 6-1 ASC 16.5.8 PREIAMINARY UNLESSSEALED ON EACH SHEET ► OR ON a Classic Recreation Systems, INC. 11.00 ft No blind Directio , - 0°, 180° Pouf Load Case Clear Flow Obstructed Flog Angie, 0 C N t°L CNW NL A 1.1 40.3 -1.6 -1 l,5° B 0.2 -1.2 -0.9 -1.7 A 11 -0. -1.2 1 1 a° B 0A -1.1 -0,6 -1,6 A 1.1 0.1 -1. -1.2 22.50 B -0.1 48 -08 -17 A 1.3 0.3 0.7 -0.7 300 B -0.1 49 -0.2 AA A 1.3 0.6 -0.6 -0.6 37.5° B -0.2 46 -0.3 -0.9 A 1.1 0( 9 -0,5} - 4 Lr •0.3 -.5 -0.3 (0�, V.7 Unearl inter olated coefficients frorr, Figure 6-1,€361, A -0.17 -1,20 -1.09 L1.10 18.1 B 6.01 0.9i -1.65 t�ei n lrirrcf Pressures Load Case A: P, windward roof 17.29 psf P, leeward roof -2.67 psf Load Case 1: P, windward roof - 0.16 psf P, leeward roof - -15.09 psf PREIAMINARY UNLESSSEALED ON EACH SHEET ► OR ON a Classic Recreation Systems, INC. 11.00 ft No McELROY METAL CQJPORKI'E OFFICE - RO, UOX $148 - SHREVEPORT. LA 71163-1148 - (318) 747-8000 * FAX (318) 747-8029 !I111111 q 111111 1111 411 I Issue Date: June 1, 2006 No. 07-209-06 3/8" -11- 1 3/4 18" COVURAOL 1, Section ptopedies we caeulabld in amonlarsoo, wRh the 2001 AM No, 4, 111 is for dsfte0or) delermirsalkn Amefkan Spacifirartion for the Des of Cold -Formed Steel Structoral Members. S. So is for ber4na, Z Va is the aRawabis shear, 6, Ma is the atlovmblar benti4s; moment. 3. Pai is to aftowable load for web cripprM on end & III suppeds, 7. Alt values are for one foot Of Panel Wktk Allowable Uniform Loads (PPF) Notes: 1, Aftvabta uVorm loads are based LrI equal stliars lervittirt. Z Positwe VVnd is %sdnd pressure " is NOT inaeased by 33 V3 3, Live is We a4arrable Pre a ones, toad 4, Daftedion (L/160) Is the alitayable lead that Units ft panel's defledw to U160 NWlo under posittive or We load, 5, DoPectlon (W2,40) is the obwable, load that knob; the paners deflect on to 1.1240,Wa or positive or five ioad 6. ThsI of the panel has NOT been deducted from the 0"ble leads, 7. Positive wndand Live foadvahers are Trailed to corrIbinedshear & befung using lief,C3al-I aft AISISpeeftatiom 9, Va!ues of ASTIA F i,592 VIVO LVA Testirg imkxk a factor of safety of 20. Shaded areas are outside of test mrVe. ConlaJ McElroy histal for more WrI 9. Positr4e, Wrid ered Live Lead values are firehed by web aipplwj usT ql a bearinit 3erej1h of 2', tQ, Web cApoing var,As are deteftnirted use a ratio of the Wean load actually su"led by the top flantes; of the section. CORPORATE OFFICE SH88VEPOPIT, LOU)SIANA mtDJET r DIVISON - CLINTON, 11,SOUTHEAST DIVISION * PEACHTREE CITY, GA WESTERN DIVISION - ADELANTO,CA NOSTIJEAST DIVISION �,VfNCHESTEA, VA SOUTtMEST DIVISION - BOSSIER CITY, LA BLU80kASS OMPION - 1-tiW106PORTKY WEST TEXAS DIVISION MERKEt', TX CR AT LAKES, DIVISION - MARtS AL1,M1 S.E. Ccrn � It nts Inc.49 Charleston Company : S.E, Consultants, Inc. Designer :NWOOCKMAN Job Number : 0167-10 40' Charleston Checked By:_ .. ............. - Hot Rolled SLeej _Section Sets • : S.E. Consultants, Inc. Designer :N.WOOCKMAN Job Number : 0167-10 40' Charleston Checked RMM=. I'll, ORMI"d -- ... MeMberArea Loads (gLC 4: Wind Ell, Mat Company S.E. Consultants, Inc. Designer N. WOOCKMAN Job Number 0167-10 40' Charleston Checked By:_ .,,' . Envelope Member Section es Cor�pany S.E. Consultants, Inc. Designer N. WOOCKMAN • Number.- 0167-10 40' Charleston Checked By�_ 111", W1 unpile IN RXIMM! M! Company S.E. Consultants, Inc. Designer N.WOOCKMAN Job Number 0167-10 40'Charteston •» Y 1 1 ! ! 1IMM. Company « Designer N. WOOCKMAN 40' Charleston C2NUag,•NS MID #4 BEAM TO MAIN BEAM y Z-axis x toward user I IN - I I . • 1 0.375 1 2 0.375 -1 3 2.125 1 4 0 0 5 0 0 6 0 0 7 0 0 8 0 0 0 Ry( TtpS)--- - R-,y{k�ips) WIND CONTROLS_ Loads distributed to both sides of member? (Yes/No) No Mx/,Zd2 .reit - Lateral Loads I 0.000 M,, moment about z 0 kip -ft M,, moment about z 0 kip -ft Py, load in y -direction -0.197 kips Py, load in y -direction -0.340 kips P,, load in x -direction kips P,,, load in x -direction kips -0.113 X' LOAD IN COMPRESSION 4 0.000 X* LOAD IN COMPRESSION Meinber Check 0,000 0.000 LOWER MAIN BEAM/ PLATE OK MAIN BEAM 0.000 PLATE 0.000 ASTM designation A600 ASTM designation A36 F,, ultimate strength 68.0 ks! F,, ultimate strength 58.0 ksi t, member thickness 0.188 in I, member thickness 0.126 in Bearing Capacity 3.27 kips Bearing Capacity 2.18 kips Screw L7esa rr SCREW DESIGN OK N, number of screws 3 Screw Area 0.05 int Screw number 14 ZA 0.15 int shank diameter 0.250 in d2 7,80 in4 Shear capacity 0.863 kips . ........Rx�(kips Ry( TtpS)--- - R-,y{k�ips) -,.(kips) --------- FIN -1 Screw My/Ed' Mx/,Zd2 EZL�N EZN R +R 2 + R,+R,) 211/2 mil I 0.000 6.000 0.000 -0.11.3 0A13 2 0.000 0,000 0,000 -0.113 0.113 3 0.000 0.000 U00 -0.113 0.113 4 0.000 0.000 0.000 0,000 0.000 5 0x000 0.000 0.000 0.000 0.000 6 0,000 0,000 0.000 0x000 0.000 7 0,000 0.000 0,000 0,000 0.000 8 0,000 0.000 0.0000.000 0.000 PRELIMINARY UNLESSSEALED ON EACH SHEET OR ON COVERSHEET Job: 003'-1 Date: Z 0 V -0-- Classic Recreation Systems, INC. COAtNECTIONS MID #3 BEAM TO MAIN BEAM Y Screw x dist. from centr I y +dist, from ceritrold 0.375 1 # kt i 2 0.375 -1 Z-axis X 3 2125 + toward 4 0 0 user a5 a r pp0{ 6 (� `+.. 7 0 0 i 0 0 Design Loads WIND CONTROLS Loads di CONNECTIONS -11 -BEAM TO MAIN BEAM Z-axis x toward user --S—crew x dist. from centroid y dist. from centrold 1 0.376 2 0,375 3 2.126 4 0 0 5 0 0 6 0 0 7 0 0 8 0 Design Loads —ff,—(k'tps) --R7FjpS—)--ff-,,—y(kips) GRAVITYCONTROLS Loads distributed to both sides of member? (Yes/No) No Screw jCaravrt add Mx/Zd2 Lateralkoads E�I;N M,, moment about z 0 kip -ft M,, moment about z 0 kip -ft Py, load in y -direction 3.326 kips Py, toad in y -direction 3,139 kips P,, load In x -direction 5.761 kips P,, load in x -direction 5.436 kips Member Check 3 0.000 LOWER MAIN BEAM/ PLATE OK LOWER MAIN BEAM 0.416 EL_ATE 4 ASTM designation A500 ASTM designation A36 F,, ultimate strength 68.0 ksi F,, ultimate strength 58.0 ksi t, member thickness 0.188 in I, member thickness 0.125 in Bearing Capacity 3.27 kips Bearing Capacity 218 kips S 7 0.000 SCREW DESIGN OK N, number of screws =8 Screw Area = 0.05 in' Screw number 14 YA 0.39 int Shank diameter 0.260 In Fd' 7.80 in 4 Shear capacity 0.863 kips — —ff,—(k'tps) --R7FjpS—)--ff-,,—y(kips) —Fi x(lops) ( ips) Screw M Mx/Zd2 PAN E�I;N )2 + Rx "P 'X)21112 [ R +R, ��T9 I 0�000 0�000 0,720 0,416 O�832 2 0�000 0�000 0.720 0,416 0,832 3 0.000 0.000 0320 0.416 O�832 4 0.000 0.000 0.000 0.000 0.000 5 0.000 0,000 0,000 0.000 0,000 6 0.000 0.000 0.000 0,000 0,000 7 0.000 0,000 0.000 0.000 0,000 8 01000 0.000 0.000 0.000 0.000 PRELIMINARY UNLESSSEALED ON EACH SHEET OR ON COVERSHEET () By: Job Job: Date: Classic Recreation Systems, INC. L_�� rinection - -^I A #1 BEAM To TENSION RING d, depth of member 6.0 in bf, width of member 4.0 in t,,, material thickness 0.120 in Bolt Top And Bottom (Y/N?) = y Post/ Ring Connex. (Y/N?) =, y r 079TIRMUrIm, a, --- - -------------------- 1.25(pf +t.)+d,12 b'_ ----- - --------------- pf +f� -d,/2 Fr, flange force ------MID - P/2 Ts, bolt tension -----Ff'.1(N.12) 8 ratio ------------- ----- I - (d, + 1/8)1P -------------------------- a' L. 14� __ I T ----- ----- — ----------- t,(,, plate thickness - F.(] + 9d) Tp -1, a, req'd weld size f,�,,. /(21 0.707) Post/ Ring width 8.0 in Postt Ring thickness 0.188 in -:G:: Late—rat 0, angle above horiz, 0.000 0, angle above horiz. 0.000 M, moment 0.000 kip -ft M, moment 0.000 kip -ft P, axial force -3.552 kips(T) P, axial force -3.368 kips(T) v, shear at section -0.732 kips v, shear at section -0.836 kips Pp,,,., force i plate = -3.552 kips PpL,. ,, force j- plate -3,368 kips plate shear -0.732 kips Vpj,,t,,, plate shear -4.836 kips Bo BOLT DESIGN OK N, Number of bolts 2 a% 2,025 in Bolt Designation A307 b' 1.058 in dB, bolt diameter 0.626 in Fr, due to gravity 1.776 kips r,/g),, shear capacity 3A kips Fr, due to lateral 1.684 kips r,/n, tension capacity 61 kips Te,, bolt tension 1.776 kips p , r, bolt dist fr. edge 1.250 in 801-T SPACING OK Er 1 #ata i est rr 318 INCH ENDPLATE DESIGN OK tp, plate thickness = U75 in & ratio = 0.833 p, tributary width 4.50 in 0 4,701 Fu,, endplate tensile stress 58 ks! Fy= 36 ks! ctv 1.800 Flb, backer tensile stress 58 ks! Fy. 36 ksi t,,,, thickness 0.162 in NO REINFORCING PLATE REQUIRED 118 INCH WELD DESIGN REQD Weld 0.126 in f,, due to gravity 0.181 ksi f, weld stress ----- --- -- fdue to lateral a, req'd weld size 0, 174 ksl 0.012 in PRELIMINARY UNLESSSEALED ON EACH SHEET OR ON COVER SHEET Job. Date: 7��.10 SH.' BY: UJJob No.: 009 Classic Recreation Systems, INC. Caisson FooLin-, FOUNDATION Description/Location of Footing. Columns wID.L. & W.L. Allowable Sell Bearing 1500 psf Allowable Lateral Bearing 150 psf/ft d --- [4.25X S3b 234 P Sib Load due to wind or seismic? (YIN) N K moment in column 0,92 kip -ft P, lateral load = M I h 920 lbs h, dist. frorn ground to "P" I it d, depth of footing 7,00 it b, diameter of footing 2,00 it Allowable lateral bearing 150 lbs/fV12 IBC, Section 1804,3.1 ADDITIONAL Structure adversely affected by... 12,613 kips 11. 112' moticon ground surface? N 2 x allowable lat. brg, 300,0 jbS/ftA2 S3, allowable lateral bearing based.., 2100 Ibs/ftA2 ..,on depth of embedment Allowable lat, brg. vi/33% increase WA lbs/ftA2 A 0,513 Req'd "d" 0.965 it 7 it 01K. DIAMETER OF PIER= 24.00 In DEPTH OF CONCRETE FOOTING 7.00 ft f., compressive strength of concrete 2500 psi Moment due to wind or seismic? N S, section modulus of conc. pier 1357 m,A3 f, stress In plain concrete pier = M/S 8 PSL it, allowable tension = 1.6 X (Co)" (1/2) 80 PSL ft, Increased for wind or seismic 107 psi. qs, gravity load soil pressure O.K. P(LQ, gravity load 8.300 kips Allowable big, at min, depth 1500 psi increase for depth? (YIN) N Allowable brg. w/ Increase for depth 1600 psf Allowable brg, value at bottom of pier 1500 psf A, bearing area at bottom of pier 3,142 sq. ft, qs, gravity load soil pressure 2642 psf. SEE BELOW ADDITIONAL Allow, skin friction = (Allow. Brg-) 16 250 psf Skin surface (excluding top 1°) 37,699 sq. % Skin friction 9,425 kips OX PIM -C UPLIFT DAF C IF AFFL CABLE F, total wind uplift load 2.39 kips Allow. brg. value at bottom of pier 1500 psf Allow, skin friction 250 psf Skin surface (excluding top V) 37,699 sq. ft. Skin friction 9.425 kips Remove earth loads from uplift cap.? N Dead load of pier = 3.189 kips Dead load of earth 29.530 kips Total dead load = 12,613 kips O.K PRELIMINARY UNLE—SSSEALED ON EACH SHEJET OR ON GOVERSHEET Job: 0 Date.- Ely: Job No,: Classic Recreatio" Systems, INC. NOTE: STRUCTURE(S) SHALL ♦ DOR ALTERED 1� PRIOR i !�M �FWRITTEN W :fie PERMISSION liiw ,iit CLASSIC RECREATIO WITHOUT STRUCTURAL y FROM ! .. M THIS 1Me l! 'Sl DO NOT ALLOW FOR ANY ADDITIONAL LATERAL LOADS FOR ADDED WALLS OR STRUCTURES CONNECTED TO THIS UNIT. MID BEAM #4 8"X6"X.188 HSS MAIN BEAM 4"X "X.120 HSS FASCIA SEAM #2 4"X3"X.120 HSS MID SEAM # SEE MAIN SEAM SECTION SEE MID #31 FASCIA BEAM e& DETAIL SEE FASCIA SECTION SEE MID p SEAM #t DETAIL ' • *j;t4 SEE MID " BEAM#2 DETAIL 401 6"X4"X, d id HSS �^"X 3"X.120 S EXTENSION SEAM #1 � "X4"X,120 HSS FASCIA SEAM #1 MID BEAM[ #1 �y t�(p 8"X8"X.188 S "X "X.1211 �"i+.a "X8*'X.188 HSS COLUMN MIC} BEAM #2 - TENSION RING FLAN VIEW 40'CHARLESTON MODEL NT 0 EDGE OF FOOTING 19'-8" TYP ALL AROUND t as CENTER ER F STRUCTUREFE � A NAL � CENTER OF FOOTING, A -BOLT & COLUMN TYP LAYOUT PLAN 4 ' CHARLESTON MODEL 13 TYP ALL BEAMS > 1/8 4 R TYP 0� Y4" STEEL. PLATE WELDED TO BOTTOM OF COMPRESSION RING 16 GA BENT PLATE TYP (2) %"A307 BOLTS/FW Y;,," WELDED PLATES COMPRESSION RING COMPRESSION RING PLAN NTS (2) %' A307 BOLTS/FW r I.- - 'TS TACK BACK OF END PLATE DN RING MAIN BEAM TYP w/ Y4- STEEL PLATE WELDED TO BOTTOM COMPRESSION RING SECTION NTS �D5 j q G 4"X3"X.120 HSS MILS BEAM ##3 TYP 8"X4"X.120 HSS EXTENSION BEAM ##2 00 00 #ik( P 0 0 1 .o 0 j Cl it k HSS MAIN VERTICAL LEG OF MAIN BEAM ANGLE WELDED 1► END OF BEAM TYP (4) #14 HEX TEK SCREWS TYP 4"°X3""X.121 HSS ° --'' 1l8„"r rP FASCIA BEAM ##2 TYP t G .��. ��°` ANGLE WELDED T O END OF BEAM TYP 14 € E=ND CAP 3) ##14 HEX TEK SCREWS TYP AI / MID #3 FASCIA BEAM #2 DEQ" Ya"ANGLE w/ {3} ##14 `..r HEX TEK SCREWS TYP 4"X "X. 120 HSS 18 CSA BENT PLAT" FASCIA BEAM ##2 008 r 44 At- 8"X4"X.120 HSS VERTICAL LEG FEB 2 5 2010 EXTENSION BEAM ##2 CP MAIN BEAM wl 14 GA END CAP Y8" ANGLE. w1 4) #14 18 GA BENT PLATE HEX TEK SCREWS TYP 4"X "X.120 HSS MID BEAM ##3 TYP " FILLER PLATE TYP 8"X6"X.188 HSS MAIN BEAM MAID / MID #3/ FASCIA BEAM 2NAIL no MAIN / MID BEAM #1 DETAIL NTS r A A #1 DETAIL 1 A A #1 DETAIL 1 ME 12 4 3" 6"X.163 HSS MAIN BEAM (4) 3/4" A307BOLT-IQ TACK WELD Tt� AK OF BEAM END PLATE -Y6" REINFORCING PLATE 3116" V /-- (4) 4" NUTS/FW i,,8i* HSS TENSION RING 6"X3"X.120 HSS a FASCIA SECTION NTS ili?r # P2" @ €Vee 16 CSA BENT PLATE IN, mil CENTER OF COLUMN 9"X9"X/2" BASE PLATE HAND HOLE wl COVER TO CENTER OF STRUCTURE BASE PLATE PLAN VIEW I NTS 3/16" EXPANSION MAT'L 5/8"X12" A-36 ALL - THREAD A -BOLT W/ 8" MIN EMBED W/ (2) HEX NUTS BY CONTRACTOR a -- 8"X8"X.188HSS COLUMN HEX NUT BY CONTRACTOR - PLATE WASHER BASE PLATE FINISHED GRADE OF SLAB xt 2500 PSI CONCRETE BY CONTRACTOR #SHORZREBARTIES FEB 2 5 2010 3" NON -EXPANSIVE, ADJUST FTG, DEPTH FOR UNDISTURBED OR 95% LOCAL FROST CONDITIONS DIA. COMPACTED SUBGRADE CAISSON FOOTING DETAIL 40'CHARLESTON MODEL NTS D l-' CSB 2015 CalendanxIs Page I of I https:ll'd1112-excel.officeapps,l,ive,cotnlxl-layout,slxlpritit view.aspx?&sessionld-=12.e2l6Oe2... 5/7/2015 CHICANOS SING THE BLUES PRODUCTION SCHEDULE MONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY SATURDAY SUNDAY Nby4, SM5 %ty 5, �rm Nby6,2,fJ15 3 Y7,21M wys, am 9, v y 10, 2016 7 PM 1tbxks 100 PNt Read 0-w Nbyll,X115 NuI ", :'i.)&5 May l3,415 Mx714, W15 N6y15'Z)15 Nw If , 2015 May 17, V5 700- 100opm 700- 100OPM 700- 100DPM 700- M9m 700, 100opm IPM - 4PM Rdwarsal Re,hewsj Rete cal Reheamal kletra'sal Rpheassd "N 19, X)'16 2,0,2015 MN21,205 w v 22, 3115 may, 4-3, -gal 6 K*24,2M 71%7 100MA, 7CO - ILI, 00 FIM 700- 100DPM 700- 1000FM 7 W I 10a) PIM Reheaml Retvind Rtfiearsd ReN-mal Refieamd �z)15h* 115, 1016 Nbv 127, 12CH 6 W N, V5 wy --I, x 15 N&V 11,29)'5 15 7%T- 10a)PM 7W, -1{3 PM, 700- 100OPM 7 00 - 10100 PM 700, lowpm TE.CHREFEARS4 TEC)l REHFARSAL Reheamd Refvw%aP Rehearsal Peheasal Rehearsd June 1, X05 Am Z20V16 jum 3, A116 JUF*4,TI6 June 5,2016 Jung 6,' M5 June 7,20M 700- 10,TFIM 700 - 10 W PM 700, 100X1 7M, 1W) PM 7 00 - 10 OD PIM Rehearsd ROeasal RO", rsd Refvwsall Retwarsd ,Pune 11.2,136 Jwe 9, 2015 June 10, 2015 Am 11, 2015 lne12,21015 Jum 13, 211#5 Jiro 14,2V5 700, IOLVIPM 700 - 10T, PM 7 0% -13 00 FIM P 1 73OM,N)w 7,30 PM Show 7X PM StarRehear al ReNearsal Rehearsal JuT w, 15 , X115 jum 16, T16 June 17,' 2015 Jum 18"M6 line �}uf* :,.,o, 201, 5 Ane 21, '4015 y IRJ T30 PM 131vp 7 T PM 2,how 7,C PM qow (p Retwamf JumK2016 June 14,7�L315 Ism 25, TT 15 Jjne':,b, W15 Jure V, Z),15 Jvle'28"M Lluno22,1015 7 RM Strw 7"X)PMShow 730 PM SN)w 2 PM Sly)w Page I of I https:ll'd1112-excel.officeapps,l,ive,cotnlxl-layout,slxlpritit view.aspx?&sessionld-=12.e2l6Oe2... 5/7/2015 Job. KIPLING "A"- 10'x 10' 4 R NDC MODEL Address: 37003 KIPLING ST. C}CI A 1dH TRIDCE, {). t3t3t3 (These calculations apply to the job at this address only. Copyright05/10 •i Classic Recreation 11876 E. Berry Dewev, ArizonaW. Index to Calculations Sheet Item 1 BASIS FOR DESIGN 2-3 DESIGN LOADS 4-5 ROOF DECK INFORMATION 6-14 F ME DESIGN 15-18 CONNECTIONS 19-21 TINGS FOOTINGS 1 - X310 r. h r DETAILS Copyright05/10 •i Classic Recreation 11876 E. Berry Dewev, ArizonaW. BAUS FOR ------------ Gravity Loads Dead Load DL Live Load LL Lateral Loads Wind Load WL = 1W = Earthquake Load Seismic Use Group = Seismic Design Cat. = Building Code 2003 International Building Code 2001 Edition of Cold -Formed Steel Design Manual I RAMMMAM01, steel Reinforcing Weldable Reinforcing Roof Deck Cold formed Structural: Wide Flange/ Plate Tube Pipe Concrete Footings Soil Allowable Soil Bearing Pressure: am 100 mph, Exp. C I I fy = 40000 psi. A-615, Grade 40 fy = 40000 psi, A-706, Grade 40 fy = 40000 psiA-792, Grade 40 fy = 56000 ps[ A-653, Grade 55 fy = 36000 psiA-36 or fy = 60000 psi, A-572 fy = 46000 psi. A-500 fy = 36000 psi. A-501 ti 0 PRELIM INARY UNLESSSEALED ON EACH SHEET OR ON COVER SHEE' Job: Date: Classic Recreation Systems, INC. iiliill,� '11-, ASCE 7 - 6.5,13 I � 11 1161 11��l 11g; ;1 11,11j" exM osure -coeff topography factor directionality factor wind factor G, gust effect factor p • V, wind speed Exposure Category 0, roof angle h, mean roof height 0.85 ASCE7 6.5.6.6, Table 6-3 1.00 ASCE7 6.5,7.2, Figure 6-4 0,85 ASCI 6.5.4.4, Table 6-4 1 ASCE7 6.5.5, Table 6-1 0.85 ASC `7 6,5. 8 1532 (CN) PSf 0, 00256K z K ZT KD V -'l W GC N, Eq 6-25 D Load Case A: P, windward roof 17.29 psf P, leeward roof -2,67 psf Load Case B: P, windward roof 0.16 psf P, leeward roof -15,09 psf C 18.4 8.25 ft No PRELIMINARY UNLESSSEALSEED ON EACH SHEET OR ON COVER SHEET classic Recreation SystemS, INC. Soil Site Class D Seismic Use Group I Ss 20,9% S, 5.9 % Intemational BOW Fa 1,600 Interpolated Site Coefficient Sms = Fa SS 0,334 Maximum spectral response acceleration at short periods Fv 2.400 Interpolated Site Coefficient Sm, = Fv S1 0,142 at -sec periods Maximum spectral response accelerationperiods SDS = 2/3 SMS 0,223 5% damped spectral response acceleration at short pe SDI = 2/3 SM1 0,094 5% damped spectral response acceleration at I -sec periods Seismic Design Cat. B 1.00 Importance Factor 1 R 150 Response Modification Coefficient *OMRF USED Height T75 ft Height of Column T = 0,035 (hn,75 0,163s Fundamental Period 1.00 ReliabilitylRedundancy Factor r V = St)s / JR/11 0.064 W kips (16-35) V = So I I [(R/l)] 0.166 W kips (16-36) V= 0.044 S, / [R/11 0.001 W kips (16-37) V = 0,5 S, / JR/11 0.000 W kips (16-38) V (Controls) 0,064 W kips PRELIM INARY UNLESSSEALED ON EACH SHEET OR ON COVEM SHEET Job: 00 Date: By: —0*9—)Job No.,. SW: Classic Recreation Systems, INC. -4 1 Ni c1A,R(-')Y NIT"T L 99 (fOHPQHAI L OFFiCL - PO, BOX 1148 - SI-IREVEPORT, LA 'I lb31 146 - i3l8) 74-7,8000 - FAX ;318) 7,17-8029 twhrrl Ak I k Pt Issue Date: June 1, 2006 No. 07-209-06 I SW*n ;YeWmsale caku*ecim mxxxoanoo with the 2001 AlSi Nodh 4 Lx ts for deftWWA d6twm0sh011 Amenlarl Spoa"iGn fOr 0* 0050 of Cold-Fornied Steel Soudwal Mernbets 5, So is to( bor#&V, 2 Va is itle aliowsb* "Or 6 me is ow SlYawatlol bervittv mm" 3', Pa is the Omabhi lued fw web cripoloV - WW & 94W*r suPPOAS 7� All Yak*$ a's for " W of PW*1 WKIK Allowable Uniform Loads (P M Notw 1, Aitow" unfom iooft we baW upon "Al span Wvft. 2 Positive Wnd a wnd pressure " is NOT ncreasod by 33 113 3 Lne is ft alawab* We Of vl0w k)*d A D~*n (U160) is Ille allow" wa #I* wilas tt* panets 4~ko to L/180 while urldv posAive or We 5 D~ion (U240) m ft altawabW load (hW Ints V* pxWs deflection to U240 while WxW positm ot WO IW 6 The weVhl of ..w has NOT boon dedocW ftm ft allowable loaft 7 Posit" we4 wO Live klad values we tOnded Io cornNned show & Wx*V usifV Eq, C3 3 1 .1 of the AIS I Specification, Corded WEIray Matat lot more o4wmaw 9, PosAlve V" and Lwe Load values are hm#ed by web rrWng uskig a bewvV Wroh of 2' 10 Web PWvV vakes are detwinirl(ld �*ft a TOW Of tis mform load actually suppoded by the top flanges d the sedion, CORPORATE OFFICE SHREVEPORT, LOUISIANA MIDWEST DIVISION - Ct. INTON, L SOUTHEAST DIVISION 0 PEACHTREE CITY. GA WESTERN DIVISION ADELANTO, CA NORTHEAST DIVISION WINCHESTER. VA SOUTHWEST DIVISION - BOSSIER CITY. LA BLUEGRASS DIVISION « LE"ItSP7 T, KY MERKEL, TX GREAT LA, WEST TEXAS DIVISION T KES DIVISION - MARSHALL%41 SCREW CONNECTIONS 220q0q1 o Cold -Formed Steel S't ctu t nye ,oars d = nominal screw diameter dw - larger of head or washer diameter, not larger than 1/2" Pas - allowable shear force per screw M$ - nominal shear strength per screw Pa, allowable tension farce per screw P', - nominal tension strength per screw Pn., pull-out per screw P„01 - pull -over per screw t, thickness of member in contact with the screw head t2 thickness of member not in contact with the screwy head F,,, - tensile strength of member in contact with screw F.2 = tensile strength of member not in contact with screw F.S. - 3.0 0.021 in. Approximate gauge = 2d �,, � 65000 pss, � - �i0000 psi t2 = 0.060 in. Approximate Gauge = 16 F„z - 56000 psi, Fy = 36000 psi Screw No.. 12 Shank Diann. 0.216 in. ConnectionSection E4.3. 1: .* Equations ,, * Equation Equation P nt P at 1655.6 lbs/screw 792.3 lbs/screw 2022.8 lbs/screw 792,3 lbstscrew 264.1 lbstscrew *r . 8 lbstscrew 636.8 lbs/screw 212,3 lbstscrew 264.1 lbs/screvM Allowable Shear NOTE. ovemec(IL2Lse Metals lbs/screwEquation E4,3,4 792.3 lbs/screw Equation E4.3.5 2022.8 pns 792.3 lbstscrew Shear ► of Screw 625.0 *Based P 0 Allowable Tension 212.3 lbs/screw NOTE: spacing of • be less than 3d 2. Minimum edge distance of screws shall not be less than 3d be w in direction perpendicular t force,r •n is subject to shear in ♦ - ♦ r, 3The -r of or diameter, dw of shall be at least s 050 inch thick. PRELIMINARY UNLESSSEALED ON EACH SHEET OR ON COVERSHEET Classic Recreation Systems, INC. �� = v . � \� z d� » \ � � \ � � ^ � © Solution, Envefo EConsultants, Inc. 10' x 10' ORLANDO N.WOOCKMAN to oriando custom,njw-r3d 0435-10 Company S.E. Consultants, Inc. Designer sO ..umber: 0436-10 10' x 10' ORLANDO 90d JFV - A, A., A0435-1 0_1 000 Orlando C\1 Ox1 0 orlando custom,njw.r3d] Page 10 DCompany esigner :N.WOOCKMAN Checked By:- # # ORLANDO # rt . _. a _... .. i. M s W Pff ^as • depth of membera in bf, width of member 4.0 in t,, material thickness y in Bolt .And Botto - 16,400 Post/Connex, - -0.661 kip -ft a' .. _ _ 1. 5(p +tom)+d,/2 b"_ ._ m ._ f +t. `d,/2 F#, flange force _ MID -_ P12 Ts, bolt tension Ff.„, /(N /2) ratio I -- (d, 1/){P 10 or 1 6.66T`.b” ,,, Plate thick ss -- 7 (1 + ,'cx') a, req'd weld size - -- .x.,, /(210.707) Post/ Ring width 6.0 in Post/ Ring thickness s .188 in Craity Wteaal 0, angle above honz. - 18.400 ° 0, angle above horiz, - 16,400 , moment - -0.661 kip -ft W moment - .0.60 kip -ft , axial force _ 0,082 lops (C) P, axial force -0.146 kips(T) v, shear at section - 0.260 lops v, shear at section 0.427 kips Pp c„= force -L plate - 0.157 lops Pw., force i plate - -0.004 lops vp t,, plate shear - 0.211 kips VW,,, plate shear _ 0.451 lops * CONNECTION OK CUE TO FORCE IN PERPENDICULAR DIRECTIt N ALSO Bolt Design BOLT DESIGN OK N, Number of bolts - 2 a” 2.025 in Bolt Designation A307 - 1.056 in d, bolt diameter 0.625 to Fr, due to gravity 1.176 lops r„ If),, shear capacity - 3.1 kips Fj, due to lateral - 1.145 kips r,/Q, tension capacity 6,1 kips Ts, bolt tension _ 1.176 kips pfz bolt dist. fr. edge - 1.250 in BOLT SPACING OK RIS plate�= thickness hi kiss p,tributary width backer* ratio0.376 in 4,00 in so ksi 68 ksi C x 076 i# t,in, thickness 0.140 in NO REINFORCING PLATE REQUIRED ♦ is « 11 -1 " i • ` s gravity _ • ` to lateral 0,202 (12MM' " • r(�IA req'd weld size 0,015 PRELIMINARY s ON OR ON N► _ Classic Recreation Systems, INC. : depth of member bf, width of member 4.0 in t,, material thickness i in Bolt Top " • Bottom = 2.026 in Post/ Ring =2 RAFTER BF-A#f TO COLUMN Ft, flange force_ . MID-- /2 Ts, bolt tension F,. I(]V „/2) ratio t - (d. +. 1/8)/p btT 10 1 66TH. b' t,,,, plate thickness -_(1 +cr a, req'd weld size -__- .., i$ /(21- 0.7 7) widthPost/ Ring a in Post] * thickness ' r at _ kond 0, angle above horiz. - 18.100 ° 0, angle above horn. - 18.400 M, moment - 0.270 kip -ft K moment - 1.19 kip -ft P, axial force - 0.091 kips (C) P, axial force - 0,016 kips (C) 0,276 kips ii ,173 kips +w ,233 kips P.4t, force i plate 6 RTP S-- 0157 0,425 kips rt plate p, tributary width F,,�ndnglate tensile stress backer i= 4.00 in So ksi 58 ksi S ratio 0.613 3.476 1.000 t,., thickness = 0.191 in 1/4 INCH REINFORCING RLA TE REQUIRED :.r. t ra t- , 0 X to gravity 0,091 f, due to lateral ii ,397 ksi welF(A) A a, reqd weld size d stressrw BOLT DESIGN OK Balt Q I n = 2.026 in , Number of bolts =2 at W - 1.066 in Bolt Designation do, bolt diameter _ A307 0.626 in Ff, due to gravity - 0.426 kips rwo shear capacity 3.1 kips Fi, due to lateral 2.180 kips r,/n, tension capacity 61 kips To, bolt tension - 2.160 kips p,, bolt dist, fr. edge - 1.260 in BOLT :SPACING OK rt plate p, tributary width F,,�ndnglate tensile stress backer i= 4.00 in So ksi 58 ksi S ratio 0.613 3.476 1.000 t,., thickness = 0.191 in 1/4 INCH REINFORCING RLA TE REQUIRED :.r. t ra t- , 0 X to gravity 0,091 f, due to lateral ii ,397 ksi welF(A) A a, reqd weld size d stressrw N, •e-pthof rri-i�nibir 6.0 in bf, width of member 3.0 in t,, material thickness 0.120 in Bolt Top And Bottom 0.386 kip -ft -0.100 kips(T) Post/ Ring Connex. (YIN?) = N EXTENSION BEAM BARGE BEA I a- ------- - 1.25(p,, + t.) + d, /2 W Pf + tom -d./2 Ff, flange force MID - P/2 Ts, bolt tension Ff I(N. /2) 8 ratio - ------- -- I - (d� + 118)lp E� r. 1d2 bt I I or t,in, .(I + plate thickness - 6°66.6'�.b' �p F. (I + A&e) a, req'd weld size --- f,, /(21.0.747) Lite 0, angle above horiz, 0.000 let' 1 0, angle above horiz. 0.000 M, moment 0.000 kip -ft K moment 0.386 kip -ft -0.100 kips(T) P, axial force -0.004 kips(T) P, axial force 2.250 kips v, shear at section 0,816 kips kips v, shear at section P,,,,,, force i plate -0100 kips P,I,t,, force i plate V,,,,,, plate shear -0.004 0,816 kips vwt, plate shear = 2.250 kips CONNECTION OK DUE TO FORCE IN PERPENDICULAR DIRECTION ALSO BOLT DESIGN OK Stilt p 2 a" 2,025 in N, Number of bolts b- 1.058 in Bolt Designation dB, bolt diameter A307 0.626 in Ft, due to gravity 0,002 kips r,/f4, shear capacity 31 kips Ff, due to lateral 0,974 kips r,/O, tension capacity 61 kips Ts, bolt tension 0,974 kips pf, bolt dist. fr. edge 1.260 in Bot -T SPACING OK 318 INCH ENDPLATE DESIGN OK end late i esl rt plate thickness = 0,376 in 8 ratio = 0,750 p, tributary width 3.00 in 13 10,148 1.000 F,,, endplate tensile stress 68 ksi Fy= 36 ksi 68 ksi Fy. 36 ksi (XI tmin, thickness 0.150 in F„ b, backer tensile stress Weld=[[ 0.125 in A f, weld stress ----- V/) + �4)2 + 12 IMIAY (1, Mj f, due to gravity 0.051 ksi fr, due to lateral 0,243 ksi a, req'd weld size 0,016 in SCREEN BEAM CONNECTIONS 2001 Desi n of Cold -iso $teen tirrucru 1 memvaFN nominal screw diameter d,, - larger of heed or washer diameter, not larger than 1/2" Pas allowable shear force per screw P„s nominal shear strength per screw P•t - allowable tension force per screw Pnt - nominal tension strength per screw P„ wt - pull-out per screw P"" - pull -over per screw I, thickness of member in contact with the screw head t2 thickness of member not in contact with the screw head F., tensile strength of member in contact with screw F„ _ tensile strength of member not in contact with screw F.S. 3,0 0.120 in, Approximate Gauge = 11 u, 58000 psi, Y = 36000 pat t2 = 0.120 in. Approximate gauge = 11 F.2 58000 psi, Fy = 46000 psi Screw No. 14 Shank Diam. 0.25 in. tion E4..I. Cann !an Sir r overn a is telt, = 1 t2/t, <= 1.0, use Equations E4.3.1 to E4.3. When t2/t, <= 1.0 When telt, >= 2.5 Equation E4.3.1 - 5063.1 lbs/screw Equation E4.3A - 4595.0 lbs/screw Equation E4..2 - 4696,0 lbs/screw Equation E4.3,5 - 4696.0 lbs/screw Equation E4.3.3 4698.0 lbs/screw Pns - 4698.0 lbs/screw Pns - 4698.0 lbs/screw Shear Cap. of Screw = 863.3 lbs/screw" P•• = Pn•1(R&) - 1566.0 lbs/screw "used on "HIL TI" w/ F.S. of 3.0 Section .4. Ten %n Equation E4.4.1,1 - 1479,0 lbs/screw WC3F2S MASE CONNECTION = 350 lbs Equation E4.4.2.1 - 3262.5 lbs/screw NO PENSION DESIGNED Pnt 1479,0 lbslscrew P 493.0 lbs/screw 2 SCREWS OK Allowable Shear = 863.3 lbs/screw Allowable "Tensions 493.0 Ibstscrew NOTE: Governed E3 Shear Ca sill € f Screws NOTE, 1. Minimum spacing of screws shall not be less than 3d 2, Minimum edge distance of screws shall not be less than 3d (May be 1_5d in direction perpendicular to force, when connection is subject to shear in one direction.) 3. The head of the screw or the washer shall have a diameter, dw, of not less than 5116 inch, washers shall be at least f 050 inch thick. 4. Values may be increased 33% for wind or earthquake loads. PRELIMINARY s ON + ON s r„ , ! e • Date, ,,.. Recreation LQ62 MM ��- -- 9AQ&WMQ-X98NM--991L Applied Overturning Moment ��lift) 0,40 ft -kips M Allowable Soil Pressure = Applied Overturning Moment (gravity) 0,04 ft -kips, Increases for Width OR Depth = 01, of Structure 029 kips Allowable S. P. w/ Increases = L.L. of Structure OZO kips Wind or Seismic (increase)? (YIN) Length of on 2 feet S.P. w/ 33% Increase = Width of Footing 2 feet Applied Overturning Moment - Thickness of Footing 18 Inches D.L. of Structure = Dead Load of Footing 0.9 kips Footing vR lume of Earth on footing OO cuft, Stab on Grade (y or n) N Slab Width Included 0 It Total Vert, Load = Thickness of Slab 0 inches a'= (Mr - OTM) I Uplift Tot V, Load = Dead Load of Slab 0.00 kips Dead Load of Earth 0,000 kips 1/6 = Total D,L, 1190 kips RESULTANT OUTSIDE MIDDLE 113 1)1Resisting Moment 1.19 ft -kips &P = 2 P13 be' Required Factor of Safety 15 DL+WL Soil Pressure F, of S. Against Overturning 10 Ot. + LL Soil Pressure QmWAQ,899 I -MACMAIM91 Applied Uplift Load - Total Wind OA2 kips of Structure 0,29 kips Volume of Earth in 30 degree Cone 5,2 cu, it, Dead Load of Earth = 0,520 kips Dead Load of Footing = O90 kips Earth Load Included Y = 0,620 kips Total Dead Load Resistance = 1,710 kips Against Uplift = 4.072 OK 2 toot 2 feet Is Inch" 3 -#4 both ways E99MMMEMM fe fy d M, Moment Mu, ultimate moment = 11 M Assume a one foot Strip Mu, = 1.7 M / Width of Footing Beta Phi = rho, balanced = in = 4,0 psi = Rn rho, Req'd, - Req'd. As = Total As Req`d, r- 1500 Pat 0 1500 n NIA psf 0A ft -kips 0.29 kips O900 kips Uplift gravity 1A9 kips 1,99 kips 0,66 feet 0.97 feet O34 feet O03 feet O33 feet 0.33 feet USE: 3 -# 4 As = 0,589 sq,in. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Date -►By: M%U Job No,: 40 SH,: Caiss• on Poo Description/Location of Footing: Columns w/D,L, & W.L Allowable Soil Bearing 1500 psf Allowable Lateral Searing 100 psf/ft 0199K 6 "TRAL 11 ING CAPACITY It d=11Ph 14.25 x S3 b Load due to wind or seismic? (YIN) N M, moment in column 0,40 kip -ft P, lateral load = M I h = 400 tbs h, dist, from ground to 'P"= I It d, depth of footing 4.00 It b, diameter of footing 1.50 it Allowable lateral bearing 100 jb$jftA 2 IS, Section 1804.3.1 OX Structure adversely affected by FRICTION ... ' /,, -motion Q ground surf ace? N 2 x allowable tat, brg, 200.0 Ibs)ft'12 S3, allowable lateral bearing based, 800 Ib A2 ...on depth of embedment Allowable tat. big, w/33% increase NIA lbstRA2 A = 0,780 Req'd "d* = 1,190 It < 4 If OX DIAMETER OF PIER = 10.00 in DEPTH OF CONCRETE FOOTING - 4.00 It gHgglS §TBEjagj OF CON9=9 E198 f',, compressive strength of concrete 2500 psi Moment due to wind or seismic? N S, section modulus of cone. pier 573 jnA3 f, stress in plain concrete pier = M/S 8 psi fl, allowable tension = 1 �6 X (NA02) 80 psi increased for wind or seismic 107 psi, qs, gravity load soil pressure OX 91MIS ARM& 99AR1119 WiNcin P(t,,I,), gravity load 1.100 kips Allowable big, at min, depth 1500 PSI, Increase for depth? (Will N Allowable brg, vil Increase for depth 1500 psi Allowable brg. value at bottom of pier 1500 psf A, bearing area at bottom of pier 1167 sqft, qs, gravity load soil pressure 622 psi, OX - KITHOUr SKIN FRICTION Allow, skin friction = (Allow, Brg-) 16 250 psf Skin surface (excluding top 1') w14.137 sq, ft. Skin friction 3,534 kips NOT USED jEU9AjL9 gff&KffAMLgAgA0MWEA - F, total wind uplift load 0,42 kips Allow. big. value at bottom of pier I 5W psf Allow. skin friction = 250 psf Skin surface (excluding top I') 94.137 sq, it. Skin friction 3,534 kips Remove earth loads from uplift cap. ? Y Dead load of pier = 1,025 kips Dead load of earth 0,000 kips Total dead food 1.025 kips OX PRELIM INARY UNLESSSEALED Ot4l f---ACH SHEET OR 0 N COVER SHEET Job: 00 3 Y'4' Date: By: _W� Job No,: SH,: Classic Recreation Systems, INC. ACTUAL BOLT SHEAR KIPS USE 5/8" DIAMETER ANC 14OR BOLTS 7 ACTUALOL BT'rENSION = f , KIPS ALLOWABLE LOADS INCREASE 200% FOR SPECIAL, INSPECTION I inch= 25.4 mm, I pound per square. inch= 0.00689MPa, I pound =4.45N. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Date- By: 6&Job No.: 9q-v-kj SH.: Z I S.E. CONSULTANTS, INC. MINIMUM CONCRETE STRENGTH (psi) BOLT DIAMETER (inches) MINIMUM EMBEDMENT (inches) EDGE DISTANCE (inches) SPACING (inches) t' . 2,500 Tension T� sheaf V, w 3,000 s"or Shur Tension Sheaf Ten 4,000 Tension Shear 1/4 211 1 T/' 3 200 500 200 2 5000 500 200 500 3 214 4t1 500 1,100 Soo 1,100 1 500 1,100 1/2 4 4 3 5 6 5 950 1,450 1,250 1,600 950 1,500 1,250 1,650 950 1,550 1,250 1,750 5is 4% Of 33/, 611 14 7118 7'/ 1,500 2,750 1,500 2,200 2,750 3,000 1,500 2,400 2,750 3,050 '/4 5 5 4% 9 9 2,250 2,825 3,250 4,275 2,250 2,950 3,560 4,100 2,250 3,200 3,560 4,400 71s6 51/4 1011, 2,550 3,700 2,550 4,050 2,550 4,050 1 7 12 3,050 4,12_ 3,250 4,500 3,650 5,300 6/, 131/ 3,400 4,750 3,400 4,750 3,400 4,750 11 4,000 5,800 4,000 5,800 4000 5,800 I inch= 25.4 mm, I pound per square. inch= 0.00689MPa, I pound =4.45N. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Date- By: 6&Job No.: 9q-v-kj SH.: Z I S.E. CONSULTANTS, INC. 2<»< «#«»» A-10 ?#»»2 ««<*»<< »2#»a«x© P::«; VIEW \ .. \$ \ d: ORLMODEL NTS 2 IRM ? 0 z Z twit a-70CO w ?< co t� X cox it9 --------------------- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Po 0 0 qU. 0 0 0 0 0 0 cs 0 0 a 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 c 0 0 0 0 0 0 0 0 0 0 a 0 0 a 0 0 0 0 0 0 0 0 0 0 0 � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 °0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0- 0 0 0 0 0 0 0 0 0_.0--. 0 0 0- 0_ 0- n e 0 IRM t Ual."101%32 _ l 0 0 0 0 0 0 a 0 a 0 0 0 a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 a o 0 0 0 0 0 0 0 0 0 0 o o a 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 � a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ° 0 0 0 0 0 0 0 � � � 0 0 0 � 0 � 0o ° � ° 0 �0 0 0 0 0 0 °°'�`�0 �, o ° 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0o 0 0 0 0 v 0 0 0 0 0 0 0 o 0 0 0 0 0 c0 0 0 a 0 0 0 0° 0 0 0 0 0 0 0 0 0° 0 0 0 0 0° o Q 0 0 0 0 0 o 0 0 0 0 0 0- 0 „ 0„ 0 „ 0 a 0 . 0 • ► ►► Oml i►` iMODEL 1, 1, " T 1 " --------------------------------------------- r i t 1 t i ROOF LINE i � 1 t + i B � � t b � 1 3 t ! j CENTER OF FOOTING, t a A- Q T (I PER COL), t AND COLUMN " P" 1 g ----------------------------------------------- E t"1 0 LAYOUT A O Ms ORLANDO MODEL om RIDGE <A Wl(2) POP IV \ »\ /: « 2< SU RIDGE By <: SECTION NTS f■#<tc»»«2>4T y■»<°f#?2tr±© m 11'I Dma. °'X4"X,120 HSS RAFTER REAM () 518" -307 BOLTS f BEAM END TACK WELD HEAD TO BACK OF PLT 5"X3"X.120 HSS 6°"X6°'X. I }SSS COMPRESSION RING EXT. SEAM PLAN VIEW COMPRESSION Rl� im HE 3/8" BEAM END PLATE r 6'*X4"X,120 HSS TER BEAM (2) 5/8" A307 BOLTS TACK WELD TO BACK OF $/6BEAM END PLATE 5"X3"X 120 HS S EXT, B .......... ------------ 7 - - - - - - - - - - - Z(7) #14XV HEX TEKS EA BEAM E U. PLAN VIEW EXT. BEAM/ BARGE BEAM CONNECTION DETAIL NTS a »»!©®© ,»1 *4<■■ - ��~��,�� \\:< 4GA18"#? :w.< :a HSS EDA \ #N . RAFTER BEAM STEEL ROOF© « 12 4 . »»»« »■»2<?#» «« � #! CENTER O: • PLAN y ♦:M iSASE PLATE 1':* • 0 i 0 BASE PLATE DIA, • 5"X5"X120 HSS COLUMN - STEEL COLUMN HANDHOLE CONTRACTOR)HEX NUT (BY PLATE WASHER BASE PLATE `MSOIL OR SLAB EXPANSION SPREAD MI ♦ DETAIL 0 ORLANDO NTS m IIU wrw�wi•+ww* ".TIONAL I�s »; 5/8"02"A-36 * R...D E HEX # a t � 1► + """.""""" �IV� 10�III I I �CONTRACTOR EMBED BY !! PSI CONCRETE :R CONTRACTO r REBAOc')Eo� gm ARM -W ft mo mwi WAY TO * : ±. • UNDISTURBED R 95% COMPACTED* +*a SPREAD MI ♦ DETAIL 0 ORLANDO NTS m 6"46" RASE: PLATE 1 1/2" DIA, HOLE - CENTER OF COLUMN & ANCHOR BOLT 1 a"X a"X.120 HSS COLUMN 4 1 HAND HOLE wt COVER TO CENTER OF :STRUCTURE BASE PLATE PLAN VIEW ADJUST FTG. DEPTH FOR LOCAL FROST CONDITIONS COLUMN HAND HOLE W/ COVER WeA�fwBASE PLATE7- . IIIAIIfA.. � � ME ZMENSEM Mr. Mark Ruote City of Wheat Ridge 7500 W. 29h Avenue Subject: Density Tests and lab Civ of Wheat Ridge 38 and Kipling Park 3701 Johnson Street Wheat Ridge, CO 80033 CTC Geotek Project No. 101001 ITB -09-34 ending March 18, 20 10. 11ma"NOM 125). As requested, tests and observations to be performed in the future will be p•rine compliance with the project plans and specifications only. 013 Attached are the test results of two Standard Proctor compaction tests, two gradation analyses, two Atterberg limits tests, and three swell -consolidation tests. If you have any questions, please do not hesitate to contact the undersigned. RespectfOly submitted, CTC-Geotek, Inc. By: Reviewed By: C 'stopher McCo ell, P. Robert Scavuzzo, P.E. Project Manager President CPM:RS 2 copies sent 1 emailed: MmDrq2o1q@aJ,�cJ �wheat�rid ecous I emailed: cbaeer naivaiva.com I emailed: sweisbeckCa4Yvava.corn j-- I A 0 0 0 0 0 0 0 0 0 0 Wo, too, m 9#1 as in os E ca '0 oc 9t U) 9 z w Qi CL X 0 Rm 3m m ul F- uj S' Z cl: w O'L ku X m 10 1.11.1.4 0,009 0 0 0 0 0 0 0 0 0 0) 0 W 4) N T - !DNISSVd IN90d mw mm I Mm R { t € F { { 1 t l r t t r t a t€ 1 GRAPH 1 1 t t t l t t l t 1 # € t r d a t{ ! i ...,« »:,.a,.. «...4._...4-,...0.. _. 3... d-.4 —.-.»a..,_�...._,,..F.........#..>,....,.t..__.4_.i..,...it.«4._«.__....-- ,«_.....,_J.... _. t 1 t 1{€{ t t 1 € r I l t{{ 1 { 1 t a { { { r 1 {{ t a t { € { t 1 ¢ a{ ry +� —_ t t t & — { € 4=«7 k # 1{{ i € d r E t t{ .e_,!._....,.i,.__i.... �... t.._1,,..,F, �...i......e._.. 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Initial cylinder cure in trailer. Test specimens capped in accordance with ASTM C617 STANDARDS UNLESS OTHERWISE NOTED—. C172, C31, C1064, C231, C143, C138 & C39, Break Codes: A=Cone, B=Cone & Split, C=Cone & Shear, D=Shear. E=Columnar 155 SOUTH NAVAJO STREET DENVER, COLORADO 80223 CTC-GEOTEK Inc. 155 S. Navajo Denver, CO, 80223 (303) 698-1050 * ' *J� 512�'201 0611 512010 0711 312010 REPORTS TO: Cftv of Wheat Ridqe (E) Citv of Wheat Ridoe (E) Qtv of Wheatddqe (E) Desiqn Concepts (E) JVA (E) JVA (E) Loris & Associates (E) JOB NAME: 38th & Kipling Park ADDRESS: 38th & Kipling CONTRACTOR: Golden Triangle Construction CTC TECH: B Moore SUPPLIER: Brannan Ready Mix TRUCK NO: 1165 TICKET NO,: 6072202 MIX ID: 401162 PLACEMENT: Sidewalk adjacent to Kipling St., 209 to 400° north of SW comer; sampled 2W to 230° north of SW comer PHYSICAL PROPERTIES SLUMP: 4,75 AIR (%): 5.7 WT / CU FT: 138.0 BATCH TIME: 09:18AM CONCRETE TEMP: 65.0 AIR TEMP: 65.0 TEST TIME: 10:30AM COMPRESSIVE STRENGTH: Specified 28 Day Strength (psi) 4000 TIME DIFF: 01:12 CYLINDER AGE DIAMETER AREA LOAD STRENGTH % rc BREAK CODE ID (days) (in) (sq in) (pounds) (Psi) DESIGN 1 7 4.01 12.63 44650 3540 88.5 A 2 7 4.01 12.63 44900 3560 89.0 A REMARKS: Contractor notified of results. initial cylinder cure in trailer. Test specimens capped in accordance with ASTM C617. STANDARDS UNLESS OTHERWSE NOTED,,,. C172, C31, C1064, C231, C143, C138 & C39. Break Codes: A=Cone, B=Cone & split, C=Cone & Shear, D --Shear, E=Colutnnar 155 SOUTH NAVAJO STREEI DENVER, COLORADO 80223 CTC-GEOTEK Inc, W�w-P�EQT�_ ENGINEERING TSI TESTING INSPECTION . Mt. CONCRETE TEST RESULTS TEST NUMBER: fi 88790 JOB NUMBER: 101001 DATE CAST., 05/20/2010 05/2712010 06/17/2010 07/15/2010 REPORTSTO: City of Wheat Ridqe (E) City of Wheat Ridqe (E) City •s« (E) Desiqn Concepts (E) JVA(E) JVA(E) Loris & Associates (E) JOB NAME: 38th & Kipling Park ADDRESS. 38th & Kipling CONTRACTOR- Golden Triangle Construction CTC TECH: B Moore SUPPLIER: Brannan Ready Mix TRUCK NO: 1175 TICKET NO.: 6072322 MIX ID: 401162 PLACEMENT: Curb & gutter, west side of Johnson St.; sampled at 10' south of 36th Ave to north property line at 3610 Johnson PHYSICAL PROPERTIES SLUMP: 3.50 AIR (%): 5.2 WT / CU FT: 140.6 BATCH TIME: 06:27AM CONCRETE TEMP: 62.0 AIR TEMP: %0 ST TIME: 07:32AM COMPRESSIVE STRENGTH: Specified 28 Day Strength (psi) 4000 TIME DIFF: 01:05 CYLINDER AGE DIAMETER ARF -A LOAD STRENGTH % fc BREAK CODE ID (days) (in) (sq in) (pounds) (psi) DESIGN 1 7 4.01 12.63 46900 3710 92.8 A 2 7 4.01 12.63 48200 3820 95.5 A REMARKS: Contractor notified of results. Initial cylinder cure in trailer. Test specimens capped in accordance with ASTM 0617, STANDARDS UNLESS OTHERWSE NOTED.... C172, C31, C1064, C231, C143, C138 & C39 Break Codes: A=Corve, B--Cona, & Split, C=Cone & Shear, D=Shear, E=Cokimnar CTC-GEOTEK Inc. CTC-GEOTEK ENGINEERING TESTING INSPECTION JOB NAME: 38th & Kipling Park ADDRESS: 38th & Kipling CONTRACTOR- Golden Triangle Construction CTC TECH: B Moore SUPPLIER: Brannan Ready Mix TICKET NO.: 6072519 PLACEMENT: STRENGTH % fe BREAK CODE CONCRETE TEST RESULTS TEST NUMBER: 88791 JOB NUMBER: 101001 DATE CAST: 05/22/2010 05/29/2010 06/19/2010 #!7/17/2010 REPORTS TO: City of Wheat Ridge (E) City of Wheat Ridge (E) Cftv of Wheatridqe (E) Design Concepts (E) Golden Triangle Construction Golden Triangle Construction JVA (E) JVA (E) Loris & Associates (E) TRUCK NO- 1147 MIX ID, 401162 SLUMP: 4.00 AIR (%): 5.0 WT / CU FT: 140,2 BATCH TIME: 09:03AM CONCRETE TEMP- 69.0 AIR TEMP: 66.0 TEST TIME: 10:00AM COMPRESSIVE STRENGTH: Specified 28 Day Strength (psi) 4000 TIME DIFF: 00:57 CYLINDER AGE DIAMETER AREA LOAD STRENGTH % fe BREAK CODE ID (days) (in) (sq in) (pounds) (psi) DESIGN 1 7 4.01 12.63 40450 3200 80.0 A 2 7 4.01 12.63 40350 3190 79.8 A REMARKS: Contractor notified of results. Initial cylinder cure in trailer. Test specimens capped in accordance with AS C61T CTC-GEOTEK Inc. CTC-GEOTEK ENGINEERING TESTING INSPECTION CONCRETE TEST RESULTS TEST NUMBER: 88793 JOB NUMBER- 101001 DATE CAST- 05/25/2010 MIMI 6122J201 0 1 01 010 1� 0772 2 REPORTS TO: Citv of Wheat Ridge (E) Citv of Wheat Ridge (E) Citv of W heatridge (E) Design Concepts (E) Golden Triangle Construction Golden Triangle Construction JVA (E) JVA (E) Loris & Associates (E) JOB NAME: 38th & Kipling Park ADDRESS: 38th & Kipling CONTRACTOR.- Golden Triangle Construction CTC TECH: B Moore SUPPLIER., Brannan Ready Mix TICKET NO.: 6072645 PLACEMENT: Sidewalk @ southend of park; sampled 29 west of line point, L41 to 10' east of L41 PHYSICAL PROPERTIES SLUMP: 4.50 AIR (%)- 6.4 WT I CU FT: 137.4 CONCRETE TEMP: 62.0 AIR TEMP: 48.0 COMPRESSIVE STRENGTH: Specified 28 Day Strength (psi) 4000 CYLINDER AGE DIAMETER AREA LOAD STRENGTH 10 (days) (in) (sq in) (pounds) (psi) 1 7 2 7 REMARKS: Contractor notified of results. BATCH TIME: 05:29AMI TEST TIME: 06:35AM TIME DIFF: 01:06 % fc BREAK CODE DESIGN 4.01 12-63 37850 3000 75.0 A 4.00 12.67 35550 2830 70.8 A Initial cylinder cure in trailer. Test specimens capped in accordance with AS C617. STANDARDS UNLESS OTHERWISE NOTED_. C172, C31, C1064, C231, C143, C138 & C39 Break Codes: A=Cone, 8 --Cone & SpIft, C=Cone & $hear, D=Shear, E=Columnar CTC-GEOTEK Inc. CTC-QE0TEK ENGINEERINiu G TESTING INSPECTION 155 S. Navajo Denver, CO 80223 (303) 698-1050 CONCRETE TEST RESULTS TEST NUMBER: 88794 JOB NUMBER, 101001 DATE CAST: 05/25/2010 REPORTS TO: Citv of Wheat Ridqe (E) City of Wheat Ridqe (E) City of Wheatridqe (E) Desion Concepts (E) JVA (E) JVA (E) Loris & Associates (E) JOB NAME: 38th & Kipling Park ADDRESS. 38th & Kipling CONT RACTC IR: Golden Triangle Construction CTC TECH.- B Moore SUPPLIER: Brannan Ready Mix TICKET NO.: 6072656 PLACEMENT. Sidewalk@ east side, south end of park; sampled 207° south of L42 to 19 north of L42 PHYSICAL PROPERTIES SLUMP: 4,50 AIR (%): 7.1 WT / Cu FT: 136.6 CONCRETE TEMP: 64.0 AIR TEMP: 55.0 COMPRESSIVE STRENGTH: Specified 28 Day Strength (psi) 4000 CYLINDER AGE DIAMETER AREA LOAD STRENGTH ID (days) (in) (sq in) (pounds) (psi) I i1i I NG 10 .l 911 Z 1051 BATCH'nME: 06:38AM TEST TIME: 08:OOAM TIME DIFF: 01:22 % fC BREAK CODE DESIGN 1 7 4.01 12.63 41650 3300 82.5 A 2 7 4.01 12.63 44650 3540 88.5 A REMARKS: Contractor notified of results, initial cylinder cure in trailer. Test specimens capped in accordance with ASTM C617. /4f / ALL TESTS WERE CONDUCTED IN CONFORMANCE TO THE FOLLOVANG ASTM STANDARDS UNLESS OTHERMSE NOTED.... C172, C31, C1064, C231, C143, C138 & C39. Break Codes: A=Cone, B=Cone & Split, C=Cone & Shear, D=Shear, E=Columnar CTC-GEOTEK Inc. CTC-GEOTEK CONCRETE TEST RESULTS TEST NUMBER: 88941 JOB NUMBER: 101001 DATE CAST: 05/26/2010 REPORTS TO-, City of Wheat Ridqe (E) Citv of Wheat Ridoe (E) dq d� E) ON of Wheatddqe (E) Desiqn Concepts (E) JVA (E) JVA (E) Loris & Associates (E) JOB NAME: 38th & Kipling Park ADDRESS: 38th & Kipling CONTRACTOR: Golden Triangle Construction CTC TECH: A Bouhamidi SUPPLIER: Brannan Ready Mix TRUCK NO: 1143 TICKET NO.: 06072811 MIX ID: 401162 PLACEMENT: Curly & gutter @ parking lot, each side of entrance and at sections C16-40'wast end, L17, west end of middle insland-1-27 to C37 and 3Y of east end at C23; sampled at middle island and 4U section at west end of C16. PHYSICAL PROPERTIES SLUMP: 3,75 AIR 5.3 WT / CU FT: 140.8 CONCRETE TEMP: 66.0 AIR TEMP: 65,O COMPRESSIVE STRENGTH: Specified 28 Day Strength (psi) CYLINDER AGE DIAMETER AR F -A LOAD ID (days) (in) (sq in) (pounds) 1 7 4.01 12.63 2 7 4.01 12.63 REMARKS: Contractor notifted of results. Initial cylinder cure in office U## BATCH TIME: 10:09AM TEST TIME: 11:30AM TIME DIFF: 01:21 STRENGTH % fc (Psi) DESIGN 3540 88.5 3480 87.0 ALL TESTS WERE CONDUCTED IN CONFORMANCE TO THE FOLLOWING ASTM STANDARDS UNLESS OTHERWISE NOTED.... C172, C31, C1064, C231C143, C138 & C39. Break Codes: A=Cone, B=Cone & Sord, C=Cone & Shear. D=Shear, E=Columnar CTC-GEOTEK Inc. CTC-GEOTEK CONCRETE TEST RESULTS TEST NUMBER: 88795 JOB NUMBER: 101001 DATE CAST. 05/27/2010 VTle# �-' #.' 06/03/2010 06/24/2010 OV22/201 0 REPORTSTO: Citv of Wheat Ridqe (E) Citv of Wheat °` a: (E) ON of Wheatridqe (E) Desion Concepts (E) Golden Trianqle Construction (E) Golden Triangle Construction (E) JVA(IIIE) JVA(E) Loris & Associates (E) JOB NAME.- 38th & Kipling Park ADDRESS: 38th & Kipling CONTRACTOR: Golden Triangle Construction CTC TECH: B Moore SUPPLIER: Brannan Ready Mix TRUCK No. RM3 TICKET NO,: 6072929 MIX ID- 401162 PLACEMENT., STRENGTH Sidewalk, southwest corner to street (35th & Kipling), southeast comer to street (35th & Johnson); sampled at southwest comer section (in) (sq in) (pounds) ro�� SLUMP: 3,50 AIR (%)- 5.8 WT / CU FT.- 138.6 BATCH TIME: 12:45PM CONCRETE TEMP: 71.0 AIR TEMP: 804 TEST TIME: 02:06PM COMPRESSIVE STRENGTH: Specified 28 Day Strength (psi) 4000 TIME DIFF: 01:21 CYLINDER AGE DIAMETER AREA LOAD STRENGTH % fe BREAK CODE ID (days) (in) (sq in) (pounds) (psi) DESIGN 1 7 4.00 12.57 39450 3140 78.5 A 2 7 4.01 12.63 41550 3290 82.3 A REMARKS: Contractor notified of results. Initial cylinder cure in trailer. Test specimens capped in accordance with AS 0617. STANDARDS UNLESS OTHERWISE NOTED.... C172, C31, C1064, C231, C143, C138 & C39. Break Codes. A=Cone, B=Gone & Sprit, C=Cone & Shear, DmShear, E=Columnar CTC-GEOTEK, Inc, CTC-GEOTEK CONCRETE TEST RESULTS TEST NUMBER' 88991 JOB NUMBER: 101001 DATE CAST: 05/28/2010 REPORTS TO: City of Wheat Ridqe (E) City of Wheat Ridqe (E) Citv of Wheatridge (E) Desiqn Concepts (E) Golden Triangle Construction Golden Trianqle Construction JVA (E) JVA (E) Loris & Associates (E) JOB NAME: 38th & Kipling Park ADDRESS: 38th & Kipling CONTRACTOR: Golden Triangle Construction CTC TECH, D Davis SUPPLIER: Brannan Ready Mix TRUCK NO: 29 TICKET NO.'. 6073018 MIX ID: 401162 PLACEMENT: Sidewalk,east side of park, 5yds east of transformer at 10-70yds south of transformer; sampled 10yds south, 5yds east of transformer Nza§,.�� SLUMP: 3.00 AIR (%); 5.0 WT ICU FT: 140,8 BATCH TIME: 09:37AM CONCRETE TEMP: 76.0 AIR TEMP: 77.0 TEST TIME: 11:30AM COMPRESSIVE STRENGTH: Specified 28 Day Strength (psi) 400() TIME DIFF: 01:53 CYLINDER AGE DIAMETER AREA LOAD STRENGTH % fc BREAK CODE ID (days) (in) (sq in) (pounds) (psi) DESIGN 1 7 4.01 12.63 37200 2940 73.5 A 2 7 4.00 12,57 35150 2800 70.0 A REMARKS: Contractor notified of results. Initial cylinder cure in trailer. Test specimens capped in accordance with AS C617. 6_41, Al QW491 LWIZ1141malp: I I . . . . . . . . . . CTC-GEOTEK Inc. CTC-GEOTEK CONCRETE TEST RESULTS TEST NUMBER: 88798 JOB NUMBER: 101001 DATE CAST: 06/01/2010 REPORTS TO. Citv of Wheat Ridqe (E) City of Wheat Ridqe (E) ON of Wheatridoe (E) Desiqn Concepts (E) JVA (E) JVA (E) Loris & Associates (E) JOB NAME: 38th & Kipling Park ADDRESS: 38th & Kipling CONTRACTOR: Golden Triangle Construction CTC TECH: B Moore SUPPLIER: Brannan Ready Mix TRUCK NO1175 TICKET NO.: 6073110 MIX ID: 401162 PLACEMENT. Sidewalk, west side of site along Kipling 4W to 600' north of southwest corner; sampled at 560 to 5W north of southwest comer PHYSICAL PROPERTIES SLUMP: 4.00 AIR 5.9 VVT / CLI FT, 138.6 CONCRETE TEMP: 67.0 AIR TEMP: 70.0 CYLINDER AGE DIAMETER ID 1 7 2 7 REMARKS: Contractor notified of results. tt AREA LOAD STRENGTH (pounds) 12.57 42250 3360 12.63 41150 3260 .11, 'i 1, i NOW: 14 1 A BATCH TIME: 08:08AM TEST TIME: 09:10AM TIME DIFF: 01:02 % fe BREAK CODE DESIGN 84.0 A 81.5 A CTC-GEOTEK Inc. CTC-GEOTEK 155 S. Navajo Denver, CO 80223 (303) 698-1050 CONCRETE TEST RESULTS TEST NUMBER: 88994 JOB NUMBER.- 101001 DATE CAST- 06/02/2010 REPORTS TO: Citv of Wheat Ridqe (E) City of Wheat Ridoe (E) City of Wheatridqe (E) Desion Concept- • •- olden Trianqle Construction (E) Golden Trianqle Construction (E) JVA (E) JVA (E) Loris & Associates (E) JOB NAME: 38th & Kipling Park ADDRESS: 38th & Kipling CONTRACTOR: Golden Triangle Construction CTC TECH: D Davis SUPPLIER: Brannan Ready Mix TRUCK NO: 1161 TICKET NO,: 6073252 MIX ID: 401162 PLACEMENT, Sidewalk at west side of park,. IOU 80yds south of 38th @ 15yds east of Kipling; sampled 1 d sough of 38th @ 15yds east of Kipling PHYSICAL PROPERTIES SLUMP: 5.00 AIR (01a): 7.4 WT I CU FT, 140 8 BATCH TIME: 01:40PM CONCRETE TEMP. 75.0 AIR TEMP: 77.0 TEST TIME: 02:15PM COMPRESSIVE STRENGTH., Specified 28 Day Strength (psi) 4000 TIME DIFF. 00:35 CYLINDER AGE DIAMETER AR F -A LOAD STRENGTH %fc BREAK CODE ID (days) (in) (sq in) (pounds) (psi) DESIGN REMARK& Contractor notified of results. Initial cylinder cure in tank. Test specimens capped in accordance vAth AS 0617. ALL TESTS WERE CONDUCTED IN CONFORMANCE TO THE FOLLOWING ASTM STANDARDS UNLESS OTHERWISE NOTED.... C172, C31, C1064, C231, C143, C138 & C39, Break Codes., A=Cone, B=Cone & Split, C=Cone & Shear, D=Shear. E=Columnar CTC-GEOTEK Inc. LqC*-QE0T4 ENGINEERING TESTING INSPECTION CONCRETE TEST RESULTS TEST NUMBER: 89023 JOB NUMBER: 101001 DATE CASM 06/04/2010 REPORTS TO: Citv of Wheat Ridqe (E) Citv of Wheat Ridqe (E) Citv of Wheatridqe (E) Desiqn Concepts (E) IV' V111 JVA (E) JVA (E) Loris & Associates (E) JOB NAME- 38th & Kipling Park ADDRESS: 38th & Kipling CONTRACTOR: Golden Triangle Construction CTC TECH,- B Moore SUPPLIER- Brannan Ready Mix TRUCK NO: 1147 TICKET NO.: 6073385 MIX ID: 401162 PLACEMENT., Curb & gutter-, sampled southeast comer of site, 35th & Johnson PHYSICAL PROPERTIES SLUMP- 3.50 AIR (%): 5.0 WTr CU FT: 1400 BATCH TIME: 05:19AM CONCRETE TEMP: 64.0 AIR TEMP: 70.0 TEST TIME: 06:13AM COMPRESSIVE STRENGTH: Specified 28 Day Strength (psi) 4000 TIME DIFF: 00:54 CYLINDER AGE DIAMETER AREA LOAD STRENGTH % rc BREAK CODE ID (days) (in) (sq in) (pounds) (psi) DESIGN REMARKS: Contractor notified of results, Initial cylinder cure in tank. Test specimens capped in accordance with ASTM C617. 6� 2�44'k ALL TESTS WERE CONDUCTED IN CONFORMANCE TO THE FOLLOWING ASTM STANDARDS UNLESS OTHERWISE NOTED..., C1 72, C31, C1064, C231, C143, C138 & C39. Break Codes: A=Cone, B=Cone & SOL C=Cone & Shear, D=Shear, E=Columnar CTO-GEOTEK Inc, CTC-GEOTEA ENGINEERING TESTING INSPECTION JOB NAME: 38th & Kipling Park ADDRESS: 38th & Kipling CONTRACTOR: Golden Triangle Construction CTC TECH: B Moore SUPPLIER: Brannan Ready Mix TICKET NO,: 6073396 PLACEMENT: Sidewalk south of fountain PHYSICAL PROPERTIES SLUMP: 4,00 AIR (%): CONCRETE TEMP: 70.0 AIR TEW CONCRETE TEST RESULTS TEST NUMBER, 89024 JOB NUMBER: 101001 DATE CAST: 06/04/2010 REPORTSTO' Citv of Wheat Ridqe (E) City of Wheat Ridqe (E) Citv of Wheatridqe (E) Desiqn Concepts (E) Golden Trianqle Construction Golden Trianqle Construction JVA(E) JVA(E) Loris & Associates (E) 5.6 WT / CU FT: 139.8 75.0 COMPRESSIVE STRENGTH: Specified 28 Day Strength (psi) CYLINDER AGE DIAMETER AREA LOAD ID (days) (in) (sq in) (pounds) Em TRUCK NO: 1178 MIX 113 401162 STRENGTH % fc BREAK CODE (psi) DESIGN REMARKS: Contractor notified of results, Inifial cylinder cure in tank, Test specimens capped in accordance with ASTM C611 CTCGE0TEK Inc. 305 hWO2rrH CAMLAYOM AV6NUR - P". BOX 4480 - NAPPAMM. UVOWAA 461560 F"40hm 574-772-7076 Wm- WWW.NTAINC.Cam FAX. 074-773-5739 • Chuck Kaufman President Public Restroom Company 9390 Reno, NV 89521 Dear Mr. Kaufman: A center footing may be added to the existing perimeter footing as follows: A total of four 44 rebar shall be embedded 4" into the existing footing using Simpson SETAP epoxy, The rebar shall also extend a minimum of 22" into the center footing and lap -spliced with the required reinforcement in the center footing. •ons or comments regataing is p se contact me at your convenience at (574) 773-7475 WEEMW »- »:#« t than property address) « 0# » f ,« / r Building Buildi g ermi Application For Your Approval For Distribution RM fmLo PALO 4 3 El Ai F�r W Ej For Yoor �F� of j Meat - COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303 - 235 -2855 * Fax: 303 - 237 -8929 Inspection Line: 303 - 234 -5933 Building Permit Application �PF6) Date: Plan #j ( --'Z� Permit # i 1 1 C 1 5 - Property Address':; (Discovery Park) 3701 Johnson Street, Wheat Ridge, CO Property Owner (pfease print) City of Wheat Ridge Phone: 303 -231 -1308 Mailing Address: (if different than property address) Address: 40 - 5 K ipling Street City, State, Zip: Wheat Ridge, CO'- 80033 Contractor: Colorado Designscapes, Inc. Contractors City License #: 11-0175 Phone: 303-721-9003 Sub Contractors: Electrical: Santa Fe Electric Plumbing Mechanical: City License # 018555 City License # City License # Description of work': City of Wheat Ridge Discovery Park Project - Phase III Park renovation includes Picnic Shelter and Gateway structures ($81,500), a Restroom Building ($19,500), irrigation Contract Value: modifications ($18,500), electrical services for the $ 461,195.65 shelter, sculptures, and restroom ($13,800 concrete flatwork, - as well as turf sod, trees, shrubs, perennials, and grasses. Review Fee (due at time of submittal): Squares BTU's Gallons _..'.I,ips SgFt OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurementssbown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on thi ,application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTAT,WE) of PRINTNAME: Scott AScherman i I Bldg Valuation: $ Y4,1> dr: + k7 1 0 SUB- CONTRACTOR AUTHORIZATION FORM Project Address:_ General Contractor: 3701 Johnson Street, Wheat Ridge, CO Colorado Designs Permit #: s, Inc. Electrical Contractor Company Name: Sa Fe Electric State License #: 3789 Frederick L. Ratliff Signature of Authorized Agent See Attached Email Date Plumbing Contractor N/A Company Name: one #: State License #: Ma ster #: Wheat Ridge License Signature of Authorized Agent Date Mechanical Contractor N/A Company Name: P Wheat Ridge License #: Signature of Authorized Agent Date Phone #: 303 -291 -1388 Master #: 2322 *This application must be signed by each sub- contractor confirming the same. Page 1 of 1 Charles Burdo From: mssfbz @aol.com Sent: Tuesday, August 09, 2011 2:42 PM To: Charles Burdo Subject: Re: Discovery Park State Electrical license #3789 master license #2322 Frederick L Ratliff - - - -- Original Message---- - From: Charles Burdo <CBurdo @designscapes.org> To: Sam Ratliff <mssfbz @aol.com> Cc: Nate Page <npage@designscapes.org> Sent: Fri, Aug 5, 20114:23 pm Subject: Discovery Park Good afternoon, Sam. Please provide Stac and Master License # for our permit application. Thanks, CB Charles Burdo Contract Administration Colorado Designscapes, Inc. 15440 East Fremont Drive Centennial, CO 80112 (303) 721 -9003 x104 Office (303) 531 -7670 Fax (303) 912 -3436 Cell 8/17/2011 City of �, h6 tt 1 d C.ONIMUNi ry DEvEEop,ut:,w "r City of Wheat Ridge Municipal Building 7500 W. 29" Ave. September 7, 2011 Joyce Manwaring Director of Parks and Recreation 4005 Kipling Street Wheat Ridge, CO 80033 Dear Ms. Manwaring Wheat Ridge, CO 80033 -8001 P: 303.235.2846 F: 303.235.2857 Please let this letter serve as my review document for the Discovery Park Phase III improvements at 3701 Johnson Street. The plans are approved by planning pending submission of a photometric plan for new site lighting around the skateboard park. The plan should include the following: locations of all lighting fixtures and a numerical grid of lighting levels in foot candles or as isoilluminance curves, lamp types and wattages, mounting heights of all fixtures, cut sheets showing design and finishes of all fixtures and designation as cutoff fixtures. If you have any questions do not hesitate to contact the at 303- 235 -2848. Sincerely, Meredith Reckert, AICP Senior Planner c : Mark Route John Schumacher Melissa Mackey www.ci.wheatridge.co.us Vr CITY OF WHEAT RIDGE Building Inspection Division -5933 Inspection line w3) 234 (303) 235 -2855 Office - (303) 237 -8929 Fax INSPECTION NOTICE Inspection Type P/J(" —; Job Address � a � l 17Jt r7�f i Permit Number ❑ No one available for inspection: Time 1,0'i (AWPM Re- Inspection required: Yes _/ o i *When corrections have been made, call for re- inspection at 303- 234 - 5933 Date: 4) f f f inspector: DO NOT REMOVE THIS NOTICE ♦� i .. +- CITY OF WHEAT RIDGE Building Inspection Division (303) 234 -5933 Inspection line (303) 235 -2855 Office - (303) 237 -8929 Fax INSPECTION NOTICE Inspection Type Job Address Z�E �d�158r/ sr Permit Number LO �v rr C.' i. ❑ No one available for inspection: Time / A Re- Inspection required: Yes (: Nom_ ,. *When corrections have been made, call for re- inspection at 303- 2345933 Date: ®II5/ Inspector: DO NOT REMOVE THIS NOTICE I- s .' t ❑ No one availa inspection: frime YPR /Nl�l Date: Inspector: DO NOT REM � City of Wheat Ridge r 4000 r- Commercial Sign PERMIT - 102101 PERMIT NO: 102101 ISSUED: 09/03/2010 JOB ADDRESS: 3701 Johnson Street EXPIRES: 09/03/2011 DESCRIPTION: Install 2 signs for City of wheat Ridge park * ** CONTACTS * ** owner 303/235 -2811 City of Wheat Ridge sub 303/629 -6121 Fallon Visual Produc 01 -8033 Gordon Sign Co. ** PARCEL INFO ** ZONE CODE: UA USE: UA SUBDIVISION: 0620 BLOCK /LOT #: 0/ ** FEE SUMMARY ** ESTIMATED PROJ U 16,000.00 FEES No Fees .00 Total Valuation .00 +-= ��su�` ** TOTAL ** .00 Conditions: MR: Approved. Zoned PCD. Subject to field inspection. MV: Approved. Must comply with 2006 IBC, 2005 NEC, and all applicable City of Wheat Ridge Municipal Codes. Subject to field inspection. I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations mad are accurate; that I have read and agree to abide by all conditions printed on this application and that assume full /e gj sib ility for compli ��i with the Wheat Ridge Building Code (I.B.C) and all 1 other applicable Wheat �i eOrdinances/ y4+ork under this perm,2r/ians subject to field inspection. Signature of eonEracEor/ 9f /' /dace 1. This permit was iss din accordance with the pro sions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. 2. This permit shall expire 180 days from the issue date. Requests for an extension must be received prior to expiration date. An extension may be granted at the discretion of the Building Official. 3. If this permit expires, a new permit may be acquired for a fee of one -half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. 4. No work of any manner shall be done that will change the natural flow of water causing a drainage problem. 5. Contractor shall notify the Building Inspector twenty -four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. 6. The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. All plan review is subject to field inspections. Signature o Building Official date INSPEC ON EQUEST LINE: (303)234 -5933 BUILDING OFFICE: (303)235 -2855 REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY. FOR INSPECTION THE FOLLOWING BUSINESS DAY. ( City of Wheat Ridge Building Division 7500 W. 29 Ave., Wheat Ridge, CO 80033 Office: 303 - 235 -2855 ` Fax: 303 - 235 -2857 Inspection Line: 303- 234 -5933 _)6 Building jermit Application Property Address: Property Owner (please print): Mailing Address: (if different than property Contrac Phone: 3 Z/ Sub Cot Electrica Imbing; City License #: Mechanical City License #:�� Compan ��>�t �mpany Company: Exp. Dart �IC �� p. Date: Exp. Date: Approval prove]: Approval: Use of space (description): Construction Value: $ 0© Description of work: (as calculated per the Building Valuation Data sheet) Plan Review (due at time of submittal): $ Sq. Ft. /L.Ft added: Squares BTU's Gallons Amps I OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide . by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work under this permit. Plans subject to field inspection. CIRLCE ONE:: ( OWN (CONTRACT_ R) o PERSONAL REPREgWTTATIVE of (OW)lE CONTRATOR) PRINT NAME: ZONING COMMENTS. Zoning: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY =6 BUILDING DEPARTMENT MMENTS: //P OCCUPANCY: Reviewer: � q /, FIRE DEPARTMENT:: ❑ approved w/ comments ❑ disapproved ❑ no review required Bldg Valuation: $ Contra& Print - Maps a�� _ i•t�tr�® Page 2 of 2 eat Ridgy BuAl inn Departm nt r ad H I 1 '`l/ S UILDI 4 0 iGiC'i� Va1NH1l oP�ormit:. The issuance of a permit or aprnrual of p lane ; %=i9¢cataonrl and computations shall not he a permit far, or an approval ot, am 3iUsdon to any of the provisions of the building coda or of arty Cary Ordinances. FaY a presuming to give authoo" to Violate or oance& the provicaone of ft 'Building codes or other ordinance of the City fto not be ealld. ON S-1 f E.." A S SST BE ON SITE FOR I NSPECTIO N CH! I E F B U I L D NN5 F F WIA LLr --- http: / /www.bing.com/maps /pri nt.aspx ?mkt= en- us &z= 16 &s =h &cp= 39.766980, - 105.108 89... 8/16/2010 CHISHOLM JOB Scum au r oodV611 ) 9"woenlfa 35 - CONSULTING SERVICES, LTD. '� T Structural Engineers SHEEfNO. 1t ( (/ OF I 1074 S. Alklre St. CALCULATEDBY ft 11eC d9. 65k& DATE �lZ IttQ � nvr�einnr. n.. nnnnn y k 1 Overlay with . 090 aluminum faces. One face removable to access frame bolts to supports. Paint to match PM3 #343 dark green. 1" aluminum angle frame (flat) (with drain slots along bottom edge }. Perforated aluminum (flat) panel welded to inside of frame. Perforated panel YTholes 518" staggered centers. Attach to background panel with angle clips. Copy and logo 'Jr "thick cut out aluminum attached with _ studs nutted on back. Logo: Digital output. Letters: Paint satin black. N Q — O . _ Copy - #3650 -120 Satin Aluminum Vinyl Overlay with . 090 aluminum faces. One face removable to access frame bolts to supports. Paint to match PM3 #343 dark green. 1" aluminum angle frame (flat) (with drain slots along bottom edge }. Perforated aluminum (flat) panel welded to inside of frame. Perforated panel YTholes 518" staggered centers. Attach to background panel with angle clips. Copy and logo 'Jr "thick cut out aluminum attached with _ studs nutted on back. Logo: Digital output. Letters: Paint satin black. �. This design is the exclusive property of Gordon Sign and cannot be reproduced either in whole or in part without their consent. C.,don Sign will endeavor to closely match color,, inewu ng PMS ceaors where specified we cannot gu9ran o exact "etches due 10 varying colnpatibili!y of sudaee rnatarials alvti paints used Q — n Double Faced (Non Illuminated) display _ Copy - #3650 -120 Satin Aluminum Vinyl Scale:' /'= 1'4' i Supports: 6" o.d. steel capped on top. - 5 3/8" O.D. steel pipe sleeve sleeved into 5 3 o.d. pipe set in concrete embedded in concrete footer footer. Paint to PMS #343 dark green. TYR Both Supports 2930 West 9th Avenue Denver, Colorado 303 - 623 - 61 21 .Fax: 303.629. 1 024 E - Mail: den verdesign @9ordonsign. corn IMPORTANT ELEC. NOTE pnderwL 3 U1 Voltage: N/A Re [slons: Account Rep.: R. Frank A.-7 G9 Design Chango Client: City of Wheatridge Drawing # 10-10668-F ��s L r7v zuec 6 MANUFACTURING REC0nti&%eD nmay L Letiatatnrii �_ �' e 6 7.2or9PaintD Date: 6 /72/09 �.- ALL ELECTRICAL PRIMARYCIRCUITS MUST BE DEDICATED ISOLATED CIRCUITS Gordan Sign Meets UL Pile Name: City of Wheatridye_1056& F D C ,'27,9 Change Dar((area,(3 U. S2g09 Cha.loe Dis ula, -umrs Drawn b :1 KI': 1 RH Y 9 }�� GORDON G VR1 - J \.I IY J��iV SafetyRequirements E. I'12110 added Discovery Park Scale: As Noted' Client Approval: '- ° F'Mal10 flat frame. remove radius - �. This design is the exclusive property of Gordon Sign and cannot be reproduced either in whole or in part without their consent. C.,don Sign will endeavor to closely match color,, inewu ng PMS ceaors where specified we cannot gu9ran o exact "etches due 10 varying colnpatibili!y of sudaee rnatarials alvti paints used �a. 7 _o 6 ,_ 0 „ ;This design is the exclusive property of Gordon Sign and cannot be reproduced either in whole or in part without their consent. Gorzio:: Sign will entleovoriu t9osaly match colors, including PMS colors vahere specHied. We calm(,[ guaranfe exad malL:hes due to varying (,amp lllbAity of surface matwials and paints used ......., -- ,:I ;This design is the exclusive property of Gordon Sign and cannot be reproduced either in whole or in part without their consent. Gorzio:: Sign will entleovoriu t9osaly match colors, including PMS colors vahere specHied. We calm(,[ guaranfe exad malL:hes due to varying (,amp lllbAity of surface matwials and paints used o A CITY OF WHEAT RIDGE f Building Inspection Division (303) 234 -5933 Inspection line (303) 235 -2855 Office • (303) 237 -8929 Fax INSPECTION NOTICE Inspection Type: ri Job Address: Permit Number: 4rw ZLn V- C�Z I / 11� l� . �f r ❑ No one available for inspection: Time AM M Re- Inspection required: Yes * When corrections have been made, calf for re inspection at 309234 - 5933 Date: =' �/ —fly Inspector: !2t, DO NOT REMOVE THIS NOTICE d ®' CITY OF WHEAT RIDGE Building Inspection Division (303) 234 -5933 Inspection line (303) 235 -2855 Office - (303) 237 -8929 Fax INSPECTION NOTICE Inspection Type: U(' Job Address: ?701 Permit Number: /"y" r, `: ❑ No one available for inspection: Time / U( A /PM Re- Inspection required: Yes No When corrections have been made, call for re- inspection at 303 -234 -5933 Date: Inspector: y 1/ DO NOT REMOVE THIS NOTICE ♦ i CITY OF WHEAT RIDGE Building Inspection Division ,[303) 234 -5933 Inspection line (303) 235 -2855 Office • (303) 237 -8929 Fax INSPECTION NOTICE Inspection Type: /f� .jr{ Job Address: :��1 , `o �i�a✓ ! Permit Number: n (n z k"c ✓, A/ rs�'c ✓t ✓,.PC`s ❑ No one available for inspection: Time 7 AM /PM Re- Inspection required: Yes No When corrections have been made, call for re inspection at 303 - 234 - 5933 Date: Inspector: DO NOT REMOVE THIS NOTICE s i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235 -2855 Office • (303) 237 -8929 Fax INSPECTION NOTICE Inspection Type: - ! �. r Job Address: `— Permit Number: 2 ❑ No one available for inspection: Time 12,q AM /PM Re- Inspection required: Yes No * When correct / ions have been made, call for re pection at 303 - 234 Date: / > Inspector: DO NOT REMOVE THIS NOTICE ♦ i CITY OF WHEAT RIDGE �V, Building Inspection Division (303) 234 -5933 Inspection line (303) 235 -2855 Office • (303) 237 -8929 Fax INSPECTION NOTICE Inspection Type: 1 Job Address: ��a(; �� y` 3fs� 4s�9 Permit Number: 142:>3.S2 4?..4'-%.d/l 7-r ❑ No one available for inspection: Time AM /PM Re- Inspection required: Yes No * When corrections have been made, call for re inspection at 303 - 234 -5933 Date: ( Inspector i r DO NOT REMOVE THIS NOTICE r City of `Wheat Ridge Commerical NEW PERMIT - 100352 PERMIT NO; 100352. ISSUED: 02/04/2010 JOB ADDRESS: 3701 Johnson. Street -.:EXPIRES: 08/03/2010 ..DESCRIPTION: Phase I & II Park Development 11 acre park;.irrig; infrastru **`CONTACTS owner 303/231-1308 Joyce Manwaring City of Wheat Ridge go 303/772-4051 Jeff Nading 09-0480 Golden Triangle Construction sub 303/937-9300 Charles D. Belveal 06-0236 IESCommercial, Inc. **.PARCEL INFO ZONE 'LODE: PCD-USE: UA SUBDIVISION: .0620 BLOCK/LOT#: 0/ FEE SUMMARY ESTIMATED :PROJECT VALUATION: 2000,000.00 FEES No Fees .00 Total Valuation .00 TOTAL .00 Conditions.: MR: All lighting shall be in conformance wiht Section 26-503 of the Zoning and Development Code with fixtures fully shielded so that the source of the illumination is not visible from adjacent properties and streets. Noted.. Owner/Contractor is :responsible for, locating proeprty lines and constructing .:improvements '.according to the..: approved plan and required development standards. The 'City is not responsible for inaccurate information submitted within the. plan set and any construction '-errors resulting from inaccurate :information. RP: Subject to field inspections. Must. comply with 2003 ICC/ANSI A117.1, IBC,. IFGC, `IMC, IPC, and 2005 NEC.Additional plans are required for structures. Engineer letter of approval needed at time of frame inspection for building structural All foundations must be inspected and verified to the building division by wet stamp letter of approval from the Engineer.: of Record. DFB: 'Swamp approval 'required prior to issuance of grading permit, drainage certification required upon project completion, and ROW construction required ROW permits from Public Works. I hereby certify that the setback distances proposed by this permit 'application are accurate, and do not violate applicable ordinances, rules or regulations of the City of. Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate, that I have read and agree to abideby all conditions printed on this application and that I assume full responsibility for compliance with the Wheat:. Ridge Building Code (I.B.C) andY all other applicable Wheat' Ridge: Ordinances, for work under this permit Plans subject to `field inspection. Signature of :contractor/owner _:date } 4 City of Wheat Ridge F PERMIT NO: " 100352 JOB ADDRESS: 3701 :Johnson Stre DESCRIPTION: Phase I & II Park Dpment 11 02/04/2010 e of C bOr ldang;0ff icial dad T3:0 REQUEST LINE: (303)234-5933 BU TS 'MUST BE MADE BY 3PM ANY BUSINESS DAY (z nzl7zF Inc W HEgT City of Wheat Ridge Building Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 " Fax: 303-237-8929 °OCORP°° Inspection Line: 303-234-5933 Property Address: Property Owner (plea mailing Address: (if different than property address) Address: I// Q 5 6 0 ( rv,~ S l City, State, Zip: 1A )k ~Lj r y0o3 5-~> Contractor: Y 99 Contractor License Phone: Sub; Contractors: Electrical City License Plumbing City License Mechanical City License Company: e tom' Comm ~ Company Company: Exp. Date: Exp. Date: Exp. Date: Approval: Approval Approval: Use of space (description): PA- ✓ c_ d p L14 G a Construction Value: $ AA I u I QYL -~-l-- (as calculated per the Building Valuation Data sheet) Description ooff-work: PhQ ~t f t - pp Plan Review (due at time ofsubmittaQ: $ r_V IC d_P_ D16 Au rq h bo1Zc.do~( rltA lL r ~~rC~a~ztlyl, inYa v~~wt~ ; Sq. Ft./L.Ft added: Squares BTU's Gallons Amps R v l / OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work under this permit. Plan u. 'act to field inspection. CIRLCE ONE, WNE ~ CONTRACTOR) or PERSONAL REPRESENTATIVE of (OWNER) (CONTRATOR) PRINT NAME: Vl t V SIGNATURE: ! t~ l pate: Date: g lv_Y 017 Plan #:0 I'6)391 Permit ii~ Bldg Valuation: $ v J`0- Building Permit Application ~oF1VH City of Wheat Ridge Building Division m 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office,.-303=235-2855 * 03-237-8929 . '-Inspection Line: 303-234-5 3 OCORA~O Iding Permit Application it, n I Property Owner (please print): L t t - Mailing Address: (if different than property address) Address: '~!i rI/L6__~/ J/ Date: W,7W,~ 7 Plan 0q ° Lj3a) Permit G~.( Phone: -2_3/ ~0i9 City, State, Zip: (A )k lJG Contractor: 6a `{p Contractor License Phone: Sub Contractors: Electrical City License Plumbing City License Mechanical City License Company: Company Company: Exp. Date: Exp. Date: Exp. Date: Approval: Approval: Approval: Use of space (description): at ✓L pyj 0 ,il.- Construction Value: $TU { dYL- DesJcription of work: I - (as calculated per the Bufldinq Valuation Data sheet) ~YL Q S~( Plan Review (due at time of submittal): $ 1 Sq. Ft./L.Ft added: n J-, allons --Amps y yt Q c o l / -4 OWNER/CONTRACTOR SIGN 1 hereby certify that the setbacl rules or regulations of the City allegations made are accurate; tt responsibility for compliance with under this permit. Plans-s`Aect I CIRLCE ONE:: (OWNER)---(&0 PRINT NAME: .~LICQ blication are accurate, and do not violate applicable ordinances, pints or restrictions of record; that all measurements shown, and 1 have read and agree to abide by all conditions printed on this application and that I assume full ie Wheat Ridge Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work inspection. 'TOR) or PERSONAL REPRESENTATIVE of Bldg ~ agep. xaumo/x e quo 3o axngeu6?g -uoigoadsut PlaT3 oq aoa Cgns SUPTd w V zapun Xaon og 'saa UTP a aea m IgeaiZdde zaggo TIP Poe. (3 H'I) apow 6u?PT?ng a6P?g geagM aqg. yq?n aOUPTTdwoo zo3 hg?T?g?su ~dso awns q p oiaeaz?dde s?qq uo paquTad suoigipuoo TTe hq apTge. oq aaxba put Peax ane4 I ge4q fageznooe az ape su oe6aTTe.:P.e 'umo4s squawaznseaw TIP ge4q.:PZOaax 3o sup?goTxgsaz zo. squawasea 'squeuaAOO zo a6p?g geayM 3o /.q y3 ;o suo?geinbaz zo saTnz.'saoueuTpzo e1genTTdde ageTO?A qou: op pua 'ageznoe aze uOTgenTTdde gTwxad. sTgq Iq pasodozd sao$egsip .-voeggas e4q gpLM 7,g?gzao lgazaq.I • ss[aoM oTlgnd moag sgTwaad moE azTnbaa uoT on.T suoo pup :'uoT a dwoo P ? 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T506-.:ZLL/£0£. ob abp'cg geaTgM.30 hgto 6utzemueW aohoP zauN,o . 80£T T£Z/£0£: +~M S.IOKI.NOO x~. nzgsp.T3uT !BTaaT ?X. zed GaDe . TT guawdoTaeaa xzed 22 N 2 aseud ~NOIJ.d I2iOS3Q OTOZ/£0/80 :532IIdxa 3AK HS,8£ 6uitdig :SS32IQQF1 goP OTOZ/b0/Z0 =Q3IISSI ZSZOOT :ON ,IINdHcl ZS£OOT - ,LIia2td MUN lvapammoa atpyg juauAA jo SIia ` % r ~~c , { City of W heat Ridge (yU(3CIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29~' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: 4> 1 z2zbo ADDRESS: 3*70l To vSo.J S Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman; P.L.S. Development Review Engineer CC: File www.ci.wheatridge.co.us Rev 2108 IGM LIGHTING WNW WARPS'"'- Small, magnetic revision 1/6/09 • wp9sm.odf Type: Job: Catalog number: Mg. Fixture Electrical Module Finish Options See page 2 11 See page 3 See pages 4-5 Select pole from Kim Pole Catalog. If pole is provided by others indicate O.D. for arm fitting. Specifications WP9SM Small Magnetic Ballast 70 to 150 watt PMH and HE'S Medium Base Lamps EPA:.52 Maximum weight: 21 lb. magnetic 4A" FRONT TOP 261%1 (68s,2 m11) (z27o _i.3 51/16" (141.3?.m) SIDE 4%s 15` o 1.. mm) (331.6~m) a L BOTTOM HUBBELL uweruuc,rtw>.wc U.S. Patent D558,521 Approvals: Date: Page: 1 of 5 Housing: One-piece die-cast, low copper (<0.6% Cu) aluminum alloy with integral cooling ribs over the electrical compartment. Solid barrier wall separates optical and electrical compartments. A single die-cast aluminum cam-latch provides positive locking and sealing of the optical chamber. A one-piece extruded and vulcanized silicone gasket seals the housing against the lens surface. Magnetic Ballast Module: One-piece die-cast, low copper (<0.6% Cu) aluminum alloy with integral cooling ribs over exposed bottom surface. Integral hinges and slide latch with stainless steel hardware provides no-tool mounting and removal from housing. All electrical components are UL and CSA recognized and mounted directly to the bal last tray for maximum heat dissipation. Lens: Clear 3/16" thick tempered glass lens retained by a stainless steel piano hinge and a single die-cast aluminum cam-latch. The edges are camouflaged to conceal the outer portion of the housing. Reflector Module: High specular optical segments are rigidly mounted within carrier plates to maintain form. No fasteners are placed on the reflective surface. The entire assembly is rotatable in 90° increments and fastened to the housing as a one-piece module. The appropriate socket is rigidly attached to the reflector module. Support Arm: Heavy cast, low copper aluminum alloy with stainless steel mounting bolts. A pole reinforcing plate is provided with wire strain relief. Arm is circular cut for specified round pole. Finish: Super TGIC thermoset polyester powder coat paint, 2.5 mil nominal thickness, applied over a titanated zirconium conversion coating; 2500 hour salt spray test endurance rating. Standard colors are Black, Dark Bronze, Stealth Gray"Platinum Silver, or White. Custom colors are available CAUTION: Fixtures must be grounded in accordance with national, state and/or-local electrical codes, Failure to do so may result in serious personal injury. Listings and Ratings UL cUL 1598' CE IP66 Rated 25C Ambient 'Suitable for wet locations. KIM LIGHTING RESERVES THE RIGHT TO CHANGE SPECIFICATIONS WITHOUT NOTICE. © 2009 KIM LIGHTING INC. • P.O.BOX 60080, CITY OF INDUSTRY, CA 91716-0080 - TEL: 6261968-5666 • FAX: 626/369-2695 5647508359 Standard Features Fixture Horizontal Lamp Cat. No. designates fixture and light distribution. See the Kim Warp9 Catalog for detailed information on reflector design and application. Light Distribution: Type II Type III Type IV Type V Forward Throw Square Full Cutoff Full Cutoff Full Cutoff Full Cutoff Cat. No.: ❑ WP9SM2 ❑ WP9SM3 ❑ WP9SM4 ❑ WP9SM5 © 2009 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0080 • TEL: 626/968-5666 • FAX: 626/369-2695 5647508359 MM LIGHTING WP9SM WARPS"'- Small, magnetic revision 1/6/09 • wp9sm.pdf Type: Job: Page: 3 of 5 p"L Electrical Module HPS = High Pressure Sodium PMH = Pulse Start Metal Halide Lamp Lamp Line Watts Type Volts 150 HIPS 277 Optional Features Cat. Nos. for Electrical Modules available: High Pressure Sodium ❑ 70HPS120 ❑ 100HPS120 ❑ 150HPS120 ❑ 70HPS208 ❑ 100HPS208 ❑ 150HPS208 ❑ 70HPS240 ❑ 100HPS240 ❑ 150HPS240 70HPS277 ❑ 100HPS277 ❑ 150HPS277 ❑ 70HPS347 ❑ 100HPS347 ❑ 150HPS347 ❑ 70HPS480 ❑ 100HPS480 ❑ 150HPS480 Lam E-17, Clear E-17, Clear E-17, Clear Socket Medium Base Medium Base Medium Base ANSI Ballast S62 S54 S55 Pulse Start Mortal HalirlP Finish Super TGIC powder coat paint over a titanated zirconium conversion coating. C'70PMH120 ❑ 10OPMH120 150PMH120 El ❑ 7OPMH208 ❑ 10OPMH208 ❑ 15OPMH2O8 ❑ 70PMH240 ❑ 10OPMH240 ❑ 15OPMH240 ❑ 70PMH277 ❑ 100PMH277 ❑ 150PMH277 ❑ 70PMH347 ❑ 10OPMH347 ❑ 15OPMH347 ❑ 70PMH480 ❑ 10OPMH480 ❑ 15OPMH480 Lam ED-17 or T-6, Clear E-17, Clear E-17 or T-6, Clear Socket Med or G12 Base Medium Base Med U1 G12 Base ANSI Ballast M98 or M143 M90 M102 or M142 Color: Black Dark Bronze Stealth Gray'" Platinum Silver White Custom Color' Cat. No.: ❑ BL ❑ DB ❑ SG ❑ PS ❑ WH ❑ CC 'Custom colors subject to additional charges, minimum quantities and extended lead times. Consult representative. Custom color description: @2009 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0080 • TEL: 626/968-5666 • FAX: 626/369-2695 5647508359 141111, ICIM LIGHTING Type: Job: Page: 4 of 5 1~ Wall Mounting rat KI,. alnr WP9SM WARPS'"'- Small, magnetic revision 1/6/09 • wp9sm.pol Optional Features A cast aluminum mountm plate is mounted to the Cover Plate \A/all :niith fnnr F,nltc /k,, f ) Fl..r.o -4 I Selectfrom Mounting on mounted to the cast aluminum cover plate before 111/2' Length h 1-) page 2. attac ing to the wall mounting plate. The fixture-arm- Splice Access 6W Width cover plate assembly is hooked to the wall mounting cover plate and secured with stainless steel screws provided. -A 1/4" Field splices are made at the opening in the cover - plate. Cover is finished to match arm and fixture color. . es/~" - rxra Mounting Plate 23ia' ,ess mm Fusing (internal only): High temperature fuse holders factory installed inside the fixture Cat. No. (see chart housing. Fuse is included. at right) Line Volts: 120V 208V 240V 277V 347V 480V ❑ No Option Cat. No.: ❑ SF ❑ OF ❑ OF ❑ SF ❑ SF ❑ OF Single Fuse Photocell Controls Cat. Nos, receptacle ❑ A-25 Two types of photocell controls are available. A receptacle for a NEMA base photocell or an internal Line photocell button sensor on the back Button Volts of the fixture facing the pole. Receptical Button ❑ A30 - 120V ❑ A-31 - 208V ❑ A32 - 240V ❑ * Mounting (see page 2) 1A 1W ~~s s r A-33-277V , 2B ❑ A-34 - 480V ~K - Fixture with Photocell Receptacle s s s ❑A-35-345V S-slave unit(s) ❑ No Option 2L 3T, 3Y 4C LexanO Lens Cat. No. ❑ SLX One-piece vacuum formed advanced polymer(Lexan®) enclosure covers standard tempered glass lens.. 0 ❑ No Option CAUTION: Use only when vandalism is anticipated to be high. Lexan® Lens Houseside Shield Stamped aluminum louvers that pass streetside light and block Cat. No. ❑ HS houseside light. Recommended for use with clear lamps only. ❑ No Option Effectiveness is reduced for coated lamps. Note: For use with Types II, III, or IV distributions only. Houseside Shield © 2009 KIM LIGHTING INC. P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0080 • TEL: 626/968-5666 • FAX: 626/369-2695 5647508359 % WP9SM WARP9` Small, magnetic H3M LIGHTING revision 1/6/09 • wp9sm.pdf Type: Job: Page: 5 of 5 Optional Features Tamper-Resistant Latch Standard die-cast latch is provided with a captive 10-32 Tamper Resistant Latch Cat. No. ❑TL stainless steel flat socket-head screw to prevent ❑ No Option unauthorized opening. NOTE: Required only for vandal protection in locations where fixtures can be reached by unauthorized persons. Horizontal Slipfitter Mount Cat. No. ❑ HSF ❑ No Option Vertical Slipfitter Mounts Cat. No. includes Mounting Cat. No. (See right) ❑ No Option Replaces standard mounting arm with a cast aluminum Horizontal Slipfitter fitter to adapt to a horizontal 2" pipe-size mounting end (23/s" OD). The casting has a 5° adjustment to accommodate davit arms that are not horizontal. / Horizontal pipe must be field drilled at one set screw location to insure against fixture rotation Finish to Davit-arm with 2pipe-size match fixture color. fixture mount (by others) Allows fixture or fixtues with standard mounting arm to mount to a pole with a 2" pipe-size tenon (23/8' OD). Minimum 4" tenon length required. Specify configuration 0A, 26, 3T, 3Y, 4C) 4" round or square aluminum with flush cap. Finish to match fixture and arm. NOTE: 3Y only available on round slipfitter. Cat. No. Cat. No. Mounting Configuration ❑ VSF-1 SA ❑ SVSF-1SA 1 SA -single arm mount ❑ VSF-2SB a Stainless ❑ SVSF-2SB 2SB -2 at 180° ❑ VSF-2SL steel set ❑ SVSF-2SL 2SL -2 at 90° El VSF-3ST 1-1 VSF-3SY screws El SVSF-3ST 3ST -3 at 90° 3SY El VSF-4SC -3 at 0° Round Square ❑SVSF-4SC 45C -4 at 9 90° @2009 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0080 • TEL: 626/968-5666 • FAX: 626/369-2695 5647508359 R i a 5 - EM - t l f Y.. 3 ' rvt ' 9 LIGHTING Type: Job: Catalog number: f i f f Mg. Fi# re Electrical Module Finish Opfions L L See pages 4 See page 2 See page 3 Specifications Horizontal Lamp 70 to 150 watt Medium Base Lamps 3 Q93 (333.4 m,,) Vertical Lamp 70 to 200 watt Medium Base Lamps 3 pea (33, .4 mn:) xueeca ucxnxaixc. U.S. Patent D473,333S BNS1 Bounce' revision 10/1/08 • bnsl.pdf Approvals: Date: Page: 1 of 5 Hood and Lens Frame: Die-cast, low copper (<0.6% Cu) aluminum alloy hood and lens frame with stainless steel hinge. The hood is opened with a tool-less latch made of die-cast aluminum and stainless steel brackets. The hood is held open for relamping with a stainless steel wire self-locking stop arm. The 3/,e` thick clear flat or convex tempered glass lens seals against the reflector flange by a one-piece molded silicone gasket, to produce a fully sealed optical chamber. The underside of the hood is always painted white. Reflector Module: Specular Alzak®optical segments are rigidly mounted within an aluminum enclosure (die-cast for horizontal, spun for vertical) which attach to the hood as a one-piece module with four captive screws. The 4KV, medium base socket is factory prewired with a high temperature quick-disconnect plug. The wires pass through a silicone gasket to maintain sealed optical chamber integrity. Ballast Chamber: Die-cast, low copper (<0.6% Cu) aluminum alloy flanges compress a ribbed extruded aluminum chamber. The die-cast aluminum cover s held with two captive stainless steel screws and a retaining wire is provided to secure the cover during installation or servicing. The four heavy wall extruded support rods are mechanically fastened to the lens frame with stainless steel fasteners. The support rods are held in position through die-cast arms and mechanically fastened atthe bottom with a custom aluminum bolt. The electrical wiring is channeled through a support rod with an aluminum bushing. The die-cast cover is always painted reflective white. (Optional Black Ballast Cover). Mounted by one of the following pole attachment means: FM - Flush Mounting by means of an expansion device activated by a single boltwithin the ballast compartment. Pole must have a plain-cut top. Standard pole size is 4" O.D. (Other pole adapter sizes available; contact Kim representative). PT - Pole Tenon mounting by means of a cast aluminum adapter containing four recessed stainless steel allen head set screws. Pole must have a 2" pipe-size tenon (2%` O.D. x 41/2' minimum length). Pole tenon must be field drilled at one set screw location to secure against fixture rotation. Electrical Module: All electrical components are UL and CSA recognized mounted on a single bracket and factory prewired to a main power disconnect plug. The power quick-disconnect plugs are glass-filled thermoplastic, self aligning, and rated for 10,000 matings. The male portion of the plug is mounted to the ballast bracket and the female portion is mounted to the bottom die-cast flange section. Wires are supplied to reach the pole hand hole. Power to the ballast disconnects when the bracket is pulled out. All ballasts are high power factor with starting temperatures of -40°F for HPS and -20°F for PMH lamp modes. Finish: Super TGIC thermoset polyester powder coat paint, 2.5 mil nominal thickness, applied over a titanated zirconium conversion coating; 2500 hour salt spray test endurance rating: Standard colors are Black, Dark Bronze, Light Gray, Stealth GrayT^', Platinum Silver, or White. Custom colors are available. CAUTION: Fixtures must be grounded in accordance with national, state, and/or local codes. Failure to do so may result in serious personal injury. Listings and Ratings UL cUL 1598' IP66 Rated 25C Ambient 'Suitable for wet locations. KIM LIGHTING RESERVES THE RIGHT TO CHANGE SPECIFICATIONS WITHOUT NOTICE. © 2008 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 9171&0080 • TEL: 626/968-5666 • FAX: 626/369-2695 5616108275 BNS1 Bounce? LIGHTING revision 10/1/08 • bnsi.pdf Type: Job: Page: 2 of 5 Mounting Fixture Cat. No. designates BNS1 and light distribution. See the Kim Site/Roadway Optical Systems Catalog for detailed information on reflector design and application. Plan View Ir EPA: 1.2 1.2 Cat. No: ❑ FM Flush Mount ❑ PT Pole Tenon Mount Pole Top Requirements: 4" O.D. Poles only 2" Pipe-size Tenon (23/8' O.D. x 41/2' min. length) EPA: 3.6 n/a Cat. No: ❑ 2SB Twin Mount ❑ 1W Wall Mount Pole Top Requirements: 4" or 5" O.D. Poles only n/a Horizontal Lamp Flat Glass Lens Light Distribution: Type I Type 11 Type III Type IV Type V Forward Throw Square Full Cutoff Full Cutoff Full Cutoff Full Cutoff Full Cutoff Cat. No.: ❑ BNS1H1 ❑ BNS1H2 ❑ BNS1H3 ❑ BNS1H4 ❑ BNS1H5 Vertical Lamp Convex Glass Lens Light Distribution: Asymmetric Symmetric Square Cat. No.: ❑ BNS1F3 ❑ BNS1F5 © 2008 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0080 • TEL: 626/968-5666 • FAX: 626/369-2695 5616108275 IGM LIGHTING BNS1 BouncO revision 10/1/08 • bnsl.pdf Type: Job: Page: 3 of 5 Standard Features Electrical Module HPS = High Pressure Sodium Lamp Lamp Line PMH = Pulse Start Metal Halide Watts Type Volts 100 HPS 277 Cat. Nos. for Electrical Modules available: LJ 70HPS120 ❑ 100HPS120 ❑ 150HPS120 ❑ 70HPS208 ❑ 100HPS208 ❑ 150HPS208 ❑ 70HPS240 ❑ 100HPS240 ❑ 150HPS240 ❑ 70HPS277 ❑ 100HPS277 ❑ 150HPS277 ❑ 70HPS347 ❑ 100HPS347 ❑ 150HPS347 ❑ 70HPS4802 ❑ 100HPS4802 ❑ 150HPS4802 Lam ED-17, Coated ED-17, Coated ED-17, Coated Socket Medium Base Medium Base Medium Base ANSI Ballast S-62 S-54 S-55 Type LJ 70PMH120 LJ 10OPMH120 ❑ 15OPMH120 ❑ 175PMH120' ❑ 20OPMH120' ❑ 70PMH2O8 ❑ 10OPMH208 ❑ 150PMH208 ❑ 175PMH2081 ❑ 200PMH208' ❑ 70PMH240 ❑ 10OPMH24o ❑ 150PMH24o ❑ 175PMH240' ❑ 200PMH240' ❑ 70PMH277 ❑ 100PMH277 ❑ 15OPMH277 ❑ 175PMH277' ❑ 20OPMH2771 ❑ 70PMH347 ❑ 10OPMH347 ❑ 15OPMH347 ❑ 175PMH347' ❑ 200PMH347' ❑ 70PMH4802 ❑ 100PMH480' ❑ 150PMH4802 ❑ 175PMH480'' ❑ 200PMH48V Lam ED-17, Coated ED-17, Coated ED-17, Coated ED-17, Coated ED-17, Coated Socket Medium Base Medium Base Medium Base Medium Base Medium Base ANSI Ballast M-98 M-90 M-102 M-137 M-136 Type 'NOTE: Not for use in horizontal lamp reflectors. 'Check with local codes for use of medium base sockets with the 480 volt. Finish Super TGIC powder coat paint over a titanated zirconium conversion coating. Color: Black Dark Bronze Light Gray Stealth Gray- Platinum Silver White Custom Color' Cat. No.: ❑ BL ❑ DB ❑ LG ❑ SG ❑ PS ❑ WH ❑ CC 'Custom colors subject to additional charges, minimum quantities and extended lead times. Consult representative. Custom color description: 0 2008 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0080 • TEL: 626/968-5666 • FAX: 626/369-2695 5616108275 4 MM LIGHTING Type: Job: BNS1 Bount:0 revision 10/1/08 • bnsl.pdf Page: 4 of 5 Wall Mounting Cat. No. 1W Select from Mnuntinv no Optional Features Extruded aluminum arm is factory assembled, with internal concealed draw bolts, to an Mounting Plate extruded aluminum fixture support riser and a I'll page 2. cast aluminum wall cover plate. A cast " 41/ 4 aluminum wall mounting plate pre-attaches to wall with bolts (by others). Fixture riser has a T~ 1 cast aluminum bottom cap. Wall cover plate r 105 /a' 83/a" 10 4 ~121 -M; has a removable cast aluminum cover for field _ % 11 /z splice access. Complete arm assembly can be 37Yz mounted before field splices are made. All components are mechanically attached with 1 Y," 61/4" 23/4" no visible welds or fasteners. All wall ' components are finished to match fixture. Twin Mounting Two extruded aluminum arms are supplied Cat. No. 2SI3 with internal concealed draw bolts for 3g" Select from Mounting on attachment to Kim 4" and 5" O.D. poles with page 2. predrilled mounting holes. Arms are 180° apart, 19Yz' supplied with an internal pole reinforcing plate with wire strain relief and an extruded aluminum riser for mounting FM (Flush Mount) fixtures only. A cast aluminum pole cap and f matching riser cap are included, and all components are mechanically fastened to 37Y" eliminate welds and visible fasteners. All components are finished to match fixture. . Photocell Control Factory installed fully gasketed sensor mounted in the hood. Cat. No. (See right) Cat. No. Line Volts: Cat. No. Line Volts: Photocell LJ No Option ❑ A30 120V ❑ A-33 277V Control ❑ A31 208V ❑ A-35 347V ❑ A-32 240V LJ A-34 480V Convex Glass Lens The 3/6"thick clear convex tempered glass lens replaces the Cat. No. ❑ CGL standard flat glass lens in horizontal lamp fixtures. Provides Convex ❑ No Option increased lens presence and provides a subtle improvement Glass in uniformity where pole spacing is extreme. Lens NOTE: Convex lens is standard on all Vertical Lamp Optical Systems. Convex Polycarbonate Lens One-piece vacuum formed, clear, UV stabilized convex Cat. No. O CP polycarbonate, fully gasketed, replacing the standard Convex ❑ No Option tempered flat or convex glass lens. Polycarbonate CAUTION: Use only when vandalism is anticipated to be Lens high. Useful lite of lens is limited by UV discoloration from sunlight and metal halide lamps. © 2008 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0080 • TEL: 626/968-5666 • FAX: 626/369-2695 5616108275 IGM LIGHTING BNS1 Bounce' revision 10/1/08 • bnsl.pdf Type: Job: Page: 5 of 5 Houseside Shield Optional Features (Types II, III, IV - Asvmmetric distributions onlv). Cat. No. (See right) The cutoff horizontal reflectors are available with ❑ No Option stamped aluminum louvers that pass streetside light and block houseside light, and a blackened panel added to the reflector to reduce houseside reflections. The F vertical reflectors and horizontal reflectors with the optional convex lens are available with a formed aluminum shield that passes streetside light and blocks HS HSC houseside light, and a blackened panel added to the reflector to reduce houseside reflections. for flat lens for convex lens or polycarbonate lens Cat. No. ❑ HS Not for use with Type V (horizontal lamp) or symmetric (vertical lamp) light distributions. ❑ HSC For use with all fixtures with convex glass or polycarbonate lenses. Not for use with Type V or symmetric light distributions. Neighbor Friendly Shield (Type IV only) Stamped internal shield and blocking Cat. No. ❑ NFS panels are used to direct and redirect lighting into a ❑ No Option forward throw distribution. The amount of light directed and redirected toward the back of the liminaire is dramatically reduced to create extremely low glare behind the pole. Only available on the Type IV reflectors. L NFS Black Ballast Cover (For Full Cutoff distributions). Replaces reflective white ballast cover with black ballast Cat. No. ❑ BBC cover. For use in conjunction with black or dark bronze fixture finish and horizontal lamp ❑ No Option optics utilizing a flat lens only. Eliminates indirect under-hood illumination and horizontal light distribution, to produce a full cutoff light distribution. For use with Black or Dark Bronze fixtures only. Fusing High temperature fuse holders factory installed. Fuse is included. Cat. No. (See right) Line Volts: 120V 208V 240V 277V 347V 480V ❑ No Option Cat. No.: ❑ SF ❑ DF ❑ DF ❑ SF ❑ SF ❑ DF © 2008 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0080 • TEL: 626/968-5666 • FAX: 626/369-2695 5616108275 MilleniumTM Round MR13FD SERIES om I ye 13" ROUND FULL FACE PROJECT INFORMATION CEILING/WALL MOUNT/SURFACE Max Lamps: 57 Watt CFL, 70 Watt HID Height Width Deoth 13.2" 13.2" 6.4" catalog Number SPECIFICATIONS LENS: U.V. stabilized, high impact resistant, virgin injection molded polycarbonate or acrylic. High ef- ficiency clerical fluted lens obscures lamp image and maximizes uniformity. Close tolerance push/ turn/lock-in-place mating of injection molded lens and lens base. Lens and lens base secured with one concealed captive POSIGRIPiA° fastener. LENS BASE: High impact resistant, injection molded opaque black, bronze or white polycarbon- ate. Lens base shields lamp from viewing angles. For optional chemically bonding, impact resistant finishes, see Ordering Information. HOUSING: Marine grade die-cast aluminum. Rib reinforced construction. Integral heat sinks. Housing flange interlocks and wraps around lens base producing maximum moisture deflection and resistance to prying. Housing provided with four- point mounting holes, one wireway hole and t rrm porary junction box mounting drill points. Standard black, bronze or white exterior TGIC polyester powder coat-5-step pre-treatment. See Ordering Information for optional finishes. REFLECTOR: Compact Fluorescent: Full reflector/ wire cover-92% reflectivity. HID: Full reflec- tor/wire cover. High efficiency semi-specular aluminum. ELECTRICAL: Fluorescent magnetic ballasts- 120V/277V power factor corrected, fluorescent electronic 120/277/347 and dual voltage ballasts high powerfactor (<10% THD), HID ballasts high power factor. Metal halide lamps utilize pulse start technology. Shock absorbing, medium base lamp sockets provided for HID lamps. GASKETING: Die-cut, closed cell neoprene self adhesive gasket seals housing to mounting into Name surface. Closed cell, silicone "0" ring gaskets positioned and friction secured in gasket channels of lens base and housing. HARDWARE: One stainless steel POSIGRIPT" fastener. LISTINGS/CERTIFICATIONS: UL and CUL listed for Wet Locations (listing includes Emergency Battery Pack "EL" option). UL Classified IP64 (E185326). U.S. Patent No. 6,042,251. INSTALLATION: Standard four-point mounting required for Peace of Mind Lifetime GuaranteeTv. For wall mount installation, mount lamp base up on all HID lamp sources. DIMENSIONAL DATA Cross Section / Details ~9esiae Ne gcd) 00 ~ ~ ~ ~ (Dora. (1)Znn) ~69a",~ NPr (NOt Plupyed) ~13.2e'J ~Gna"~ 80a" San (3353mm) (615nin] pD3 Nm) (1625mm) ORDERING INFORMATION Series Lens Type Finish MR13FD I I Lens Type PIA• Pearlescent High Impact Acrylic PP Pearlescent Polycarbonate S Clear Starmat Finish MB Matte Black(Standard) MW Matte White (Standard) OF Bark Bronze (Standard) LG Grey (Optional) SL Silver (Optionsmi FG Forest Green (Optional) CC Custom Color )Consult factory) Lamp Type Lamp Qty" Voltage` Options Lamp Type Hlty/Ballast/Volt./Starting Temp) 7 7Watt Twin (1,2/1013/120.277/PF) 13 13 Watt Twin (1 2/MB/120,277/32°R 130 13 Watt Goad 0,2/RS/120,277,347/0°F) 180 18 Watt Quad (1,2/RS/120,277,347/0°F) 260 26 Watt Quad (1.2/RS/I 20,277.347/0-F) 32P 32 Watt PIT If/RS/120,277,347/0°F) 42P• 42 Watt PLT If/RS/120,277,347/0°F) 57P• 57 Watt PIT 11/HS/120,277,347/0°F) 35S• 35 Watt FPS H/HPF/12Q277/-40°F) 50M1 • 50 Watt MH 11/H PF/120,277,347/-20°F) 50S• 50 Watt HPS 11/H PF/120,277140°F) 70S• 70 Watt HPS H/HPF/l20,277,347/-20°F) Lamp Qty` 1 One Lamp 2 Two Lamps Voltage' 120 120 Volts 277 277 Volts 347 347 Volts OV 120/277 Volts; electronic ballasts only Options EL OneLamp WL Emergency Pack Fo'H (42P lamp maxi FS Single Fuse & Holder OR Quartz restrike system for maximum 75 Watt DC bay quartz lamp (see C-0796) BBC Hot/Cold Quartz restrike OS Quartz socket only NAT Natatorium Environment Option Accessories Accessories BPU Photo Control- Shielded Button Type C-0796 75 Watt OC Bay Quartz Lamp 9500 POSIGRIF"' Screwdriver * See Lamp Type for availability Not available with Lifetime Guarantee t BV shielding lamp supplied f 277,347 Volt NA 70S • Not available with PIA lens 1020 Lakeside Drive Gurnee, Illinois 60031 847-360-8200 FAX 847-360-1781 www.kenall.com ArE~wr City of - `j, . Wheat idgre PUBLIC WORKS APPLICANTS NAME: APPLICANT'S ADDRESS: ZD6 W APPLICATION FOR MINOR GRADING/FILL PERMIT ADDRESS OF FILL: 3 ? Z) 1 S c~ t~S a~ ~ i- . V3 k~Pn ~b*= L b DATE OF APPLICATION: 4 Noc b. All permits shall be applied for through the Public Works Department. An approved permit is effective for a period of one (1) year from date of issue and may be renewed. All fees shall be in accordance with those fees established by the Uniform Building Code or other applicable City adopted Resolutions or Ordinances. Note: All public improvements, when constructed, shall be maintained (by the respective individual(s) and/or company responsible for the construction of that public and/or private improvement in the respective development) on a daily basis, or as needed, such that they are free of mud and other construction debris tracking from the site. Failure to comply with this requirement will result in the enforcement of Article III, Specified Nuisances, Section 15-16 (4) of the City of Wheat Ridge Code of Laws. MINOR GRADING, EXCAVATION, AND FILL PERMITS 1-50 Cubic Yards: No permit is required for dumping or excavation of earth materials, which do not exceed 50 cubic yards, provided, however, that any fill deposited is on natural terrain of less than three (3) horizontal to one (1) vertical slope, or such fill is less than three (3) feet in depth and is not intended to support permanent structures, and in addition, such fill or excavation does not obstruct or otherwise adversely affect any drainageway. Should any of the above standards be exceeded, or a drainage way be affected, a permit shall be required under the guidelines for No. 2. 2. 51-500 Cubic Yards: Dumping or excavation of earth materials not exceeding 500 cubic yards may be allowed with a permit approved by the City Engineer. All applications are to be submitted on the appropriate completed application form and shall be accompanied by the appropriate fee and sketch plan indicating the following information before the permit will be issued. A. Location and dimensions of all property boundaries and structures on the site. B. Location and extent of areas to be filled and/or excavated. C. Location of existing and proposed drainageways, irrigation ditches, etc., and indication of how and where historic run-off will be maintained on and through the site. D. Cross-section area to be filled and/or excavated indicating original slope, new slope and depth of fill. E. Statement that indicates the proposed use or purpose for said fill or excavation. F. Relative elevation of adjacent properties. G. Erosion control plan showing placement of control devices such as hay bales, etc. 5. Permit Fees* 50 cubic yards or less $23.50 51 to 100 cubic yards $37.00 10 Ito 1000 cubic yards for the first 100 cy $37.00 plus for each additional 100 cy or fraction thereof cy X $17.50/100cy 1001 to 10,000 cubic yards for the first 1000 cubic yards $194.50 plus, for each additional 1000 cy or fraction thereof cy X $14.50/1K cy Total Cubic Yards = 3c}tom c"), TOTAL Amount= $ *Wheat Ridge Code of Laws Section 5-76. JJJ All permits shall be applied for prior to fill deposition or excavation operations begin. Any permit applied for after cutting or filling operations on site are in progress shall be subject to a double fee and other penalties as prescribed by Wheat Ridge Code of Laws, Section 26-1004. Any fill requested under this permit within the 100 year flood zone MUST COMPLY WITH WHEAT RIDGE CODE OF LAWS, SECTION 26-801, FLOOD PLAIN ZONING ORDINANCE. I HEREBY ACKNOWLEDGE THAT THIS APPLICATION IS CORRECT AND UNDERSTAND THAT I CANNOT START THIS PROJECT UNTIL THIS APPLICATION IS APPROVED. I SHALL COMPLY WITH THE LAWS OF THE STATE OF COLORADO AND WITH THE ZONING REGULATIONS AND BUILDING CODE OF THE CITY OF WHEAT RIDGE. ANY VIOLATION OF THE ABOVE TERMS WILL CAUSE IMMEDIATE REVOCATION OF THIS PERMIT AND COMMENCEMENT OF ENFORCEMENT PROCEEDINGS BY THE CITY OF WHEAT RIDGE. THIS APPROVED PERMIT WILL BE KEPT IN MY POSSESSION OR PERMANENTLY ON THE JOB SITE. CITY OF WHEAT RIDGE: JdFORMS&LETFERM APPS &PER TSMinor Grading&Fill Permitdoc Rev 03/08 3~~ /ice Approval Date f