The URL can be used to link to this page

Home My WebLink About13150 W. 43rd DriveINSPECTION RECORD OccupancylTVpe INSPECTION LINE: (303) 234 - 5933 Plu Rot Inspections will not be made unless this card is posted on the building site Call by 3:00 PM to receive inspection the following business day. PWA j h INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB FOUNDATION INSPECTIONS DATE INSPECTOR COMMENTS INITIALS - - Footings /Caissons Stemwall / (CEG) Concrete Encased Ground Reinforcing or Monolithic Weatherproof /.French Drain Sewer Service Lines. Water Service Lines H B POUR NO CONCRETE UNTIL ABOVE AS EEN SIGNED CONCRETE SLAB FLOOR Electrical (Underground) mbing (Underground) Heating DO NOT POUR FLOOR UNTIL ABOVE HAS BEEN SIGNED 3HS She athing,, ^� Electrical :Lath /Wall tie Plumbing Mid Roof `Mechanical. Electrical Service Roof Rough Electric , p - rraa AV set ho Rough Plumbing Fire Department � Gas Piping R.O.W & Drainage Rough Mechanical INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WORKS SHOULD BE CALLED AT LEAST ONE WEEK PRIOR TO FINAL INSPECTIONS. Parking & Landscaping .. ABOVE INSPECTIONS TO BE SIGNED PRIOR TO PROCEEDING Framing '. V ,0 - 22 -0 9� Insulation Drywall Screw D 23'o ;(Underground) DO NOT POUR FLOOR UNTIL ABOVE HAS BEEN SIGNED 3HS She athing,, ^� Electrical :Lath /Wall tie Plumbing Mid Roof `Mechanical. Electrical Service Roof Rough Electric , p - rraa AV set ho Rough Plumbing Fire Department � Gas Piping R.O.W & Drainage Rough Mechanical INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WORKS SHOULD BE CALLED AT LEAST ONE WEEK PRIOR TO FINAL INSPECTIONS. Parking & Landscaping .. ABOVE INSPECTIONS TO BE SIGNED PRIOR TO PROCEEDING Framing '. V ,0 - 22 -0 9� Insulation Drywall Screw D 23'o c r FINALS Electrical Plumbing `Mechanical. Roof Building Final Fire Department / R.O.W & Drainage INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WORKS SHOULD BE CALLED AT LEAST ONE WEEK PRIOR TO FINAL INSPECTIONS. Parking & Landscaping ** NOTE: ALL ITEMS MUST BE COMPLETED AND APPROVED BY PLANNING AND ZONING, BUILDING AND PUBLIC WORKS BEFORE A 'CERTIFICATE OF OCCUPANCY IS ISSUED. FINAL INSPECTION By THE BUILDING DIVISION DOES NOT CONSTITUTE AUTHORIZA TION..' OF A CERTIFICATE OF OCCUPANCY NOR PERMISSION FOR OCCUPANCY. OCCUPANCY NOT PERMITTED UNTIL CERTIFICATE OF OCCUPANCY IS ISSUED PROTECT THIS CARD FROM THE WEATHER } ` I l 4' CITY OF WHEAT RIDGE �-j Building Inspection Division (303) 234 -5933 Inspection line (303) 235 -2855 Office • (303) 235 -2857 Fax INSPECTION NOTICE Inspection Type: /t Job Address: X ,t3vro lam 4 Permit Number: a g �i''� .✓�'� -�� ". d Sir' ❑ No one available for inspectioi Re- Inspection required: Yes r at (( * When corrections have been mad8; i Date: Inspector AM /PM ispection at 303- 2345933 NOTICE CERTIFICATE OF COMPLETION City of Wheat Ridge 7500 W 29th Ave Wheat Ridge CO 80033 Permit# 093333 Stipulations: Office Tenant Finish Issued: 11/17/09 This certificate verifies that the building constructed and/ or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code and development standards of the zone district in which it is located and may be occupied. All other licensing requirements for the City must be met. Site Address: 13150 W 43rd Dr #1 Parcel Number: U0732 Owner: ROb Waterman 13150 W 43rd Dr Wheat Ridge CO 80033 Contractor: For the Following Pu Co Editions _ 2003 ICC/2005 NEC _ 2003 ICC/2002 NEC _ 1997 UBC/2002 NEC _ nkler_System rpose: Comm. Tenant Finish NO change shall be made in the USE of this building without prior notice and a new Certificate of Completion from the City of Wheat Ridge. ng Inspector Zoning Administrator CERTIFICATE MUST BE POSTED BY FRONT DOOR OF COMMERCIAL OCCUPANCIES 11/24/09 11:21:18 City of Wheat Ridge Page 1 bp70l-ls PERMIT INFORMATION - 093333 mmackey PERMIT INFORMATION: Permit#: 093333 Permit Type: Comm. Tenant Finish Permit Dt: 10/14/2009 Expires: 04/12/2010 LAND PARCEL INFORMATION: Zone Cd: Unassigned Funct Use: Unassigned Subdivision: Unassigned Cont Type: Brick Legal: JOB DESCRIPTION: Office tenant finish Address: 13150 W 43rd Or #1 Parcel Cd: U0732 OWNER: ROb Waterman Address: 13150 W 43rd Or City/St/Zip: Wheat Ridge CO 80033 DU: 0 Last Zone Dt: Annex Dt: Lot: Block No: 0 SetBacks-Front: 0.0 Left: 0.0 Right: 0.0 Back: 0.0 FEES QTY DUE PAID: Permit Fee 6,622 .77 181 .10 181 .10 Plan Review Fee .00 117 .72 117 .72 Total Valuation 6,622 .77 .00 .00 Use Tax 6,622 .77 119 .21 119 .21 418 .03 418 .03 CONTACTS: owner ROb Waterman 13150 W 43rd Or Wheat Ridge CO 80033 3039618003 sub CL2 Auger Construction Inc. Chris Waterman 12500 W. 58th Ave Arvada, CO 80002 3034592446 SUB CIA S.E.B. Electric, Inc. Joseph E. Brice 7338 South Alton Way Suite F Englewood, CO 80112 3037967246 PERMIT CONDITIONS: NC: Approved with red line notes. Must comply with 2003 IBC and 2005 NEC and all applicable City of Wheat Ridge Municipal Codes. Subject to field inspection. The issuance of a building permit should not be construed to be approval of a buisness license. APPROVALS: REQUIRED INSPECTIONS STATUS: PERMIT NOTES: - 10/14/09 CREATED FROM APPL# 09-0328 09/28/09 Given to JS for review. INSPECTION INFORMATION: # TYPE CONTR# CALLED CNCL WHO REQ DT INS IT STATUS 1 ERI:Electrical Rough Ins 01-8387 10/20/09 no CCI 10/21/09 10/21/09 COMPLETE 2 FRI:Framing Rough Insp. 09-0123 10/21/09 no CCI 10/22/09 10/22/09 COMPLETE 3 DWS:Drywall screw/nail 09-0123 10/22/09 no CCI 10/23/09 10/23/09 COMPLETE 4 EFI:Electrical Final Ins 01-8387 11/16/09 no MV 11/17/09 11/17/09 COMPLETE 5 BFI:BUilding Final Insp 09-0123 11/19/09 no CCI 11/23/09 11/23/09 COMPLETE 6 ROF:ROOf Inspection 09-0123 11/20/09 no RP 11/23/09 11/23/09 COMPLETE ♦ 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: 7;2-( L) lorl - Job Address: 13 1 So Wa sf' 4-3e Gu,7' I Permit Number: 09.';333 .L✓-lh.2vu~d~ ~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: 10 2 S - nq Inspector: P J 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: ! 3 / D L). 4-36d- '1Q,- ""I Permit Number: 093333 ❑ No one available for inspection: Time AM Re-Inspection required: Yes No When corrections have been made, cal/ foorre-inspection at 303-234-5933 Date: ff ~a _ Inspector: K1 k 11 DO NOT REMOVE THIS NOTICE ♦ i CITY OF WHEAT RIDGE Building Inspection Division r c• 1 (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax 41 INSPECTION NOTICE Inspection Type: ~C 9-- w A-L Job Address: 13/50 Uf5-t 43a` lq,;, I Permit Number: U-13332 tel.- - - -f ~ r i 1 it ❑ No one available for inspection: Time, AM/ ' Re-Inspection required: Ye00) *When corrections have been made,., call for re-inspection at 303-234-5933 Date: (1-23 -og Inspector: DO NOT REMOVE THIS NOTICE ♦ i CITY OF WHEAT RIDGE jjjj Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: <o u 6 H FU1-,,1F_ Job Address: (3150 Wea-i !-3 r°( 1)L) , Permit Number: - f2,9 3333 ❑ 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: /0 -2 -61 Inspector: DO NOT REMOVE THIS NOTICE ♦ i CITY OF WHEAT RIDGE 0 Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303).235-2857 Fax INSPECTION NOTICE Inspection Type: ?vU1~G~2~~n r Job Address: Permit Number: ~Ot~~19 ~~C'G~.2✓(~iL f~7~ ~/L~?~j G.J/.LC.c.~S'f, ❑ 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: 10-21-01 /9f Inspector: DO NOT REMOVE THIS NOTICE A 4' City of Wheat Ridge rte Comm. Tenant Finish PERMIT PERMIT NO: ..'093333 ISSUED:` JOB ADDRESS: 13150 W 43rd Dr #1 EXPIRES: DESCRIPTION: Office tenant finish y er 303./961-8003 303./459-2446 Db Waterman kris Waterman PARCELINFO ZONE `CODE: UA SUBDIVISION:. UA FEE SUMMARY ESTIMATED. FEES Permit Fee ` 181.10 Plan Review Fee 117.72a Total Valuation .00 23 Auger Construction ' Inc. -093333 10/14/200.9 04/12/2010 'USE: UA '.BLOCK/LOT#: 0./ IBC and 2005 NEC and all to field inspection. ed to be approval of a Use Tax 119.21 TOTAL 418.03 Conditions: KC: Approved with red line notes. Must comply wit applicable City of Wheat Ridge Municipal Codes. The issuance of a building permit should not be-- buisness license. - - - ..,.y a,...v vas iuye u measurements shown, and allegations made are accurate; that I h application and that I assume full responsibility for compliant applicable Wheat edge antes, for work under this permit. -W is . --------mow- ,.a, This permit was issued in accordance with the provisions set application are accurate, and do not violate applicable nants, easements or restrictions of record;that all read and agree to abide by all conditions printed on this ththe Wheat Ridge Building Code '(I.B.C) and all other ssubject to field inspection. 57 on and is subject to the laws of the lolorado or any. other applicable it be received prior to expiration it normally required, provided no uspension or abandonmenthas not one (1) year, full fees shall ng a drainage problem. all inspections and shall receive ~oFw"E^Tpo City of Wheat Ridge Building Division ' m 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 k Fax: 303-237-8929 co~oRPOO Inspection Line: 303-234-5933 Building Permit Application I> . Property Address 131,10 West ll3rC4 br-till I- Property Owner (please print): & L UD~fi p~ &LA f Phone: _3a 3 /a[ I ' FC~2C3 Mailing Address: (if different than property address) Address: City, State, Zip: / L Contractor: ALz/t k- (/6 A~C_ Contractor License 6G( _ Ll-z Phone: (720) Zc,& _ 0,c,,5' -7 Sub Contractors- Electrical City License Company: Plumbing City License Company Mechanical City License Company: Exp. Date: Exp. Date: Exp. Date: Approval: Approval: Approval: Use of space (description): b1 t Construction Value: _r~ Z Z ? - Description of work: (as calculated per the Building Natuation Data sheet) Plan Review (due at time of submittal): $ . Sq. Ft./L.Ftadded: Squares BTU's Gallons Amps 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: (OWNER) (CONTRACTOR) or PERSONAL REPRESENTATIVE of (OWNER) (CONTRATOR) PRINT NAME: SIGNATURE: - Date: Date: 69 Plan Permit c i Jr, y Bldg Valuation: $ [~o~~ 7T AUGER CONSTRUCTION INC. 13552 WEST 65TH PLACE ARVADA, CO 80004 www.GoAuger.com Client: CTI - Rob Waterman Property: 13150 West 43rd Drive Unit 1 Wheat Ridge, CO 80403 Operator Info: Operator: JASON Estimator: Jason Randall Title: Estimator Company: Auger Construction Business: 13552 WEST 65TH PLACE Arvada, CO 80004 Type of Estimate: Price List: Estimate: Hello Rob, Tenant Finish CODE5B_JUL09 New Construction CTI-TENANT-F-44-1 Cellular: (303) 961-8003 ~o~YJHE4>R~o U ~ M Ce 37-2009 pOtoRN Wheat Ridge Building Department App Qved ®F iV/0 BUILDI ICIAL ATE Validity of permit: The issuance of a permit or approval of plans, specifications and computations shall not be a permit for, or an approval of, any violation to any of the provisions of the building code or of any City ordinances. Permits presuming to give authority to violate or cancel the provisions of the Building codes or other ordinances of the City shall not be valid. This scope includes all labor, materials and equipment necessary to complete the Tenant Finish of two additional office spaces to the existing building located at 13150 West 43rd Drive. in Wheat Ridge to the specifications detailed in this report submitted by Auger Construction Inc. This estimate is for the construction addressed in the following line items only. If in the course of construction additional damage may be discovered, supplemental charges or scope changes may be needed. Direction and authorization will be requested prior to starting any work not listed in this estimate. We at AUGER CONSTRUCTION thank you for your business. Best regards, Jason Randall Estimator (720) 218-9751 Jason@GoAuger.com APPROVED Subject to Field Inspections Wheat Ridge Building Dept. (-1- 0123 I Signed -,q, ...Plan Checker Date,P~,IJ.~,PY Work shall comply with 2003 IBC, [PC, IMC, IFGC, IFC, 2005 NEC and applicable City of Wheat Ridge Municipal Codes CI m AUGER CONSTRUCTION INC. 13552 WEST 65TH PLACE ARVADA, CO 80004 www.GoAuger.com CTI-TENANT-F44-1 EXISTING ENTRY Missing Wall: Missing Wall: Missing Wall: Missing Wall: DESCRIPTION 1- 3'0"X9'10" 1- 1911"X01011 1- 6'9" X 0'0" 1- 6'7"X9'10" 621.96 SF Walls 907.67 SF Walls & Ceiling 31.75 SY Flooring 63.25 LF Ceil. Perimeter APPROVED Wheat Ridge Building Dept. Date-r®,/4'.0 9 Signed e . Ian Checker Opens into Stair2 Opens into GARAGE Opens into GARAGE Opens into GARAGE QNTY REMOVE Ceiling Height: 9'10" 285.72 SF Ceiling 285.72 SF Floor 63.25 LF Floor Perimeter Goes to Floor/Ceiling Goes to Floor/Ceiling Goes to Floor/Ceiling Goes to Floor/Ceiling REPLACE TOTAL 70. 5/8" drywall - hung, taped, floated, 0.00 SF 0.00 1.31 0.00 ready for paint Totals: ENTRY 0.00 NEW CONSTRUC DESCRIPTION NEW CONSTRUC QNTY REMOVE REPLACE TOTAL 35. Metal studding, 3 5/8" wide, 16" OC, 944.48 SF 0.00 1.99 1,879.52 20 Ga. Total: NEW CONSTRUC OFFICE 444.14 SF Walls a 567.24 SF Walls & Ceiling t 13.68 SY Flooring 45.17 LF Coil. Perimeter 1,879.52 Ceiling Height: 9' 10" 123.10 SF Ceiling 123.10 SF Floor 45.17 LF Floor Perimeter CTI-TENANT-F-44-1 9/28/2009 Page:2 AUGER CONSTRUCTION INC. 13552 WEST 65TH PLACE ARVADA, CO 80004 www.GoAuger.com DESCRIPTION QNTY REMOVE REPLACE TOTAL 39. 5/8" drywall - hung, taped, floated, 364.78 SF 0.00 1.31 477.86 ready for paint 186. R&R Interior door - Colonist - pre- 1.00 EA 10.21 125.94 136.15 hung unit 189. R&R Trim board - V x 4" - installed 45.17 LF 0.21 2.41 118.35 (pine) 196. R&R Casing - 2 1/4" 34.00 LF 0.28 1.20 50.32 Totals: OFFICE 782.68 TOMS OFFICE Ceiling Height: 9'1011 522.81 SF Walls 699.33 SF Walls & Ceiling 19.61 SY Flooring 53.17 LF Ceil. Perimeter 176.53 SF Ceiling 176.53 SF Floor 53.17 LF Floor Perimeter QNTY REMOVE REPLACE TOTAL 41. 5/8" drywall - hung, taped, floated, 225.35 SF 0.00 1.31 295.21 ready for paint 187. R&R Interior door - Colonist - pre- 1.00 EA 10.21 125.94 136.15 hung unit 190. R&R Trim board - 1" x 4" - installed 53.17 LF 0.21 2.41 139.31 (pine) 195. R&R Casing - 2 1/4" 34.00 LF 0.28 1.20 50.32 Totals: TOMS OFFICE 620.99 APPROVED Subject to Field Inspections Wheat Ridge Building Dept. Date.er~lK/oq Signed. . Ian Checker CTI-TENANT-F-44-I 9/28/2009 Page:3 AUGER CONSTRUCTION INC. 13552 WEST 65TH PLACE ARVADA, CO 80004 www.GoAuger.com ENTRY _ r.. ~'1 jKi irv Ceiling Height: 9'10" 1,045.87 SF Walls 1,420.81 SF Walls & Ceiling 41.66 SY Flooring 109.75 LF Ceil. Perimeter Missing Wall: 1- 617" X 9110" Opens into GARAGE Goes to Floor/Ceiling Missing Wall: I - 5'0" X 6'8" Opens into GREAT Goes to Floor Missing Wall: 1- 3'0" X 9'10" Opens into Stair2 Goes to Floor/Ceiling DESCRIPTION QNTY REMOVE REPLACE TOTAL 37. 5/8" drywall - hung, taped, floated, 427.19 SF 0.00 1.31 559.62 ready for paint 191. R&R Trim board - V x 4" - installed 104.75 LF 0.21 2.41 274.45 (pine) Totals: ENTRY 834.07 GREAT 374.94 SF Ceiling 374.94 SF Floor 104.75 LF Floor Perimeter Ceiling Height: 9' 10" Missing Wall: 1- 5'0" X 6'8" DESCRIPTION 537.00 SF Walls 717.83 SF Walls & Ceiling 20.09 SY Flooring 58.00 LF Ceil. Perimeter Opens into ENTRY QNTY REMOVE 180.83 SF Ceiling 180.83 SF Floor 53.00 LF Floor Perimeter Goes to Floor REPLACE TOTAL 45. 5/8" drywall - hung, taped, floated, 357.54 SF 0.00 1.31 468.38 ready for paint 192. R&R Trim board - 1" x 4" - installed 53.00 LF 0.21 2.41 138.86 (pine) Totals: GREAT 1 1 607.24 APPROVED Subject to Field Inspections Wheat Ridge Building Dept. CTI-TENANT-F-44-1 9/28/2009 Signed .~r Plan Checker Page: 4 AUGER CONSTRUCTION INC. APPROVED p~«N 13552 WEST 65TH PLACE ARVADA, CO 80004 Wheat Ridge Building Dept. www.GoAager.com Date..~~.~~° LE 1 STORAGE Signed ..Plan CheLgSfi g Height: 9' 10" 390.06 SF Walls 67.06 SF Ceiling 457.12 SF Walls & Ceiling 67.06 SF Floor 7.45 SY Flooring 39.67 LF Floor Perimeter 39.67 LF Ceil. Perimeter QNTY REMOVE REPLACE TOTAL 43. 5/8" drywall - hung, taped, floated, 241.74 SF 0.00 1.31 316.68 ready for paint 188. R&R Interior door - Colonist - pre- 1.00 EA 10.21 125.94 136.15 hung unit 193. R&R Trim board - 1" x 4" - installed 39.67 LF 0.21 2.41 103.93 (pine) 194. R&R Casing - 2 1/4" 34.00 LF 0.28 1.20 50.32 Totals: STORAGE 607.08 Total: NEW CONSTRUC 5,331.58 ELECTRICAL ELECTRICAL DESCRIPTION QNTY REMOVE REPLACE TOTAL 197. Electrician -per hour 6.00 HR 0.00 76.89 461.34 Total: ELECTRICAL 365.73 SF Walls 370.71 SF Walls & Ceiling 0.55 SY Flooring 37.19 LF Ceil. Perimeter QNTY REMOVE Ceiling Height: 9' 10" 4.98 SF Ceiling 4.98 SF Floor 37.19 LF Floor Perimeter REPLACE TOTAL I _0 11 DESCRIPTION CTI-TENANT-F-44-1 461.34 PIPES 9/28/2009 Page: 5 DESCRIPTION AUGER CONSTRUCTION INC. 13552 WEST 65TH PLACE ARVADA, CO 80004 www.GoAuger.com CONTINUED - PIPES DESCRIPTION Subject to Field Inspections Wheat Ridge Building Dept. Date./..?'/e" Signed.. ,G .plan Checker QNTY REMOVE REPLACE TOTAL 135. Outlet 1.00 EA 0.00 12.45 12.45 Totals: PIPES 12.45 OFFICE Ceiling Height: 9' 10" 444.14 SF Walls 123.10 SF Ceiling 567.24 SF Walls & Ceiling 123.10 SF Floor 13.68 SY Flooring 45.17 LF Floor Perimeter, 45.17 LF Ceil. Perimeter DESCRIPTION QNTY REMOVE REPLACE TOTAL 125. Switch 1.00 EA 0.00 10.88 10.88 133. Outlet 2.00 EA 0.00 12.45 24.90 145. CATV outlet 3.00 EA 0.00 43.30 129.90 Totals: OFFICE 165.68 DESCRIPTION TOMS OFFICE Ceiling Height: 9'10" 522.81 SF Walls 699.33 SF Walls & Ceiling 19.61 SY Flooring 53.17 LF Ceil. Perimeter QNTY REMOVE 176.53 SF Ceiling 176.53 SF Floor 53.17 LF Floor Perimeter REPLACE TOTAL 123. Switch 1.00 EA 0.00 10.88 10.88 131. Outlet 2.00 EA 0.00 12.45 24.90 CTI-TENANT-F-44-1 9/28/2009 Page:6 AUGER CONSTRUCTION INC. 13552 WEST 65TH PLACE ARVADA, CO 80004 www.GoAuger.com CONTINUED - TOMS APPROVED Wheat Ridge Building Dept. Date.1. ev/- /-~`f d.. ....Plan Checker QNTY REMOVE REPLACE TOTAL 143. CATV outlet 3.00 EA 0.00 43.30 129.90 Totals: TOMS OFFICE 165.68 Missing Wall: Missing Wall: Missing Wall: DESCRH'TION ENTRY Ceiling Height: 9' 10" 1 - 3'0" X 9'10" 1- 5'0" X 6'8" 1- 6'7"X9'10" 1,045.87 SF Walls 1,420.81 SF Walls & Ceiling 41.66 SY Flooring 109.75 LF Ceil. Perimeter Opens into Stair2 Opens into GREAT Opens into GARAGE QNTY REMOVE 129. Switch 1.00 EA 0.00 10.88 10.88 139. Outlet 2.00 EA 0.00 12.45 24.90 Totals: ENTRY Missing Wall: DESCRH'TION CTI-TENANT-F-44-1 GREAT 374.94 SF Ceiling 374.94 SF Floor 104.75 LF Floor Perimeter Goes to Floor/Ceiling Goes to Floor Goes to Floor/Ceiling REPLACE TOTAL 35.78 Ceiling Height: 9' 10" 1- 5'0" X 6'8" 537.00 SF Walls 717.83 SF Walls & Ceiling 20.09 SY Flooring 58.00 LF Ceil. Perimeter Opens into ENTRY QNTY REMOVE 180.83 SF Ceiling 180.83 SF Floor 53.00 LF Floor Perimeter Goes to Floor REPLACE 9/28/2009 TOTAL Page: 7 w vC.1 AUGER CONSTRUCTION INC. 13552 WEST 65TH PLACE ARVADA, CO 80004 www.GoAuger.com CONTINUED - GREAT DESCRIPTION QNTY REMOVE REPLACE TOTAL 141. Outlet 3.00 EA 0.00 12.45 37.35 147. CATV outlet 1.00 EA 0.00 43.30 43.30 Totals: GREAT 80.65 STORAGE Ceiling Height: 9'10" 390.06 SF Wails 67.06 SF Ceiling 457.12 SF Walls & Ceiling 67.06 SF Floor 7.45 SY Flooring 39.67 LF Floor Perimeter 39.67 LF Ceil. Perimeter QNTY REMOVE REPLACE TOTAL 127. Switch 1.00 EA 0.00 10.88 10.88 137. Outlet 1.00 EA 0.00 12.45 12.45 150. Remove Fluorescent - two tube - 8' - 1.00 EA 7.58 0.00 7.58 fixture w/lens 151. Fluorescent - two tube - 8'- fixture 1.00 EA 0.00 128.08 128.08 when Totals: STORAGE 158.99 Total: ELECTRICAL 1,080.57 Line Item Totals: CTI-TENANT-F44-1 6,412.15 CTI-TENANT-F-44-1 APPROVED Subject to Field Inspections Wheat Ridge Building Dept. Data Signeclete Checker 9/28/2009 Page:8 DESCRIPTION ct AUGER CONSTRUCTION INC. 13552 WEST 65TH PLACE ARVADA, CO 80004 www.GoAuger.com Grand Total Areas: 22,381.65 SF Walls 6,061.83 SF Floor 0.00 SF Long Wall 6,061.83 Floor Area 8,988.53 Exterior Wall Area 0.00 Surface Area 0.00 Total Ridge Length 28,179.22 SF Walls and Ceiling 1,826.32 LF Floor Perimeter 1,913.41 LF Ceil. Perimeter 18,354.40 Interior Wall Area 0.00 Total Perimeter Length APPROVED Subject to Field Inspections Wheat Ridge Building Dept. Date Signed ...............................Plan Checker 5,797.57 SF Ceiling 673.54 SY Flooring 0.00 SF Short Wall 6,068.42 Total Area 682.67 Exterior Perimeter of Walls 0.00 Number of Squares 0.00 Total Hip Length CTI-TENANT-F-44-1 9/28/2009 Page:9 CI AUGER CONSTRUCTION INC. 13552 WEST 65TH PLACE ARVADA, CO 80004 www.GoAuger.com Line Item Total Material Sales Tax Replacement Cost Value Net Claim 6,412.15 210.62 $6,622.77 $6,622.77 APPROVED FWheat ect to Field Inspections Ridge B"11 urtng Deppd. Date,AOPI YIO' Ian Check Signed Summary @ 7.600% x 2,771.28 Jason Randall Estimator CTI-TENANT-P-44-1 9/28/2009 Page: 10 w g~ AUGER CONSTRUCTION INC. 13552 WEST 65TH PLACE ARVADA, CO 80004 www.GoAuger.com Recap by Room Estimate: CTI-TENANT-F44-1 Area: NEW CONSTRUC 1,879.52 29.31% OFFICE 782.68 12.21% TOMS OFFICE 620.99 9.68% ENTRY 834.07 13.01% GREAT 607.24 9.47% STORAGE 607.08 9.47% Area Subtotal: NEW CONSTRUC 5,331.58 83.15% Area: ELECTRICAL 461.34 7.19% PIPES 12.45 0.19% OFFICE 165.68 2.58% TOMS OFFICE 165.68 2.58% ENTRY 35.78 0.56% GREAT 80.65 1.26% STORAGE 158.99 2.48% Area Subtotal: ELECTRICAL 1,080.57 16.85% Subtotal of Areas 6,412.15 100.00% Total 6,412.15 100.00% APPROVED Subject to Field Inspections Wheat Ridge Building Dept. Date.1#1wylk Signed. ...Plan Checker CTI-TENANT-F-44-1 9/28/2009 Page: ll AUGER CONSTRUCTION INC. 13552 WEST 65TH PLACE ARVADA, CO 80004 www.GoAuger.com Recap by Category Items Total Dollars % GENERAL DEMOLITION 128.89 1.95% DOORS 377.82 5.70% DRYWALL 2,117.75 31.98% ELECTRICAL 641.81 9.69% ELECTRICAL - SPECIAL SYSTEMS 303.10 4.58% FINISH CARPENTRY / TRIMWORK 835.18 12.61% FRAMING & ROUGH CARPENTRY 1,879.52 28.38% LIGHT FIXTURES 128.08 1.93% Subtotal 6,412.15 96.82% Material Sales Tax @ 7.600% 210.62 3.18% Total 6,622.77 100.00% APPROVED Subject to Field Inspections Wheat Ridge Building Dept. Date.i..Dxt/pr Slgned ,......Plan Checker CTI-TENANT-F-44-1 9/28/2009 Page: 12 2~ N W N a rn 0 0 N N U APPROVED Subject to Field Inspections Wheat Ridge Building Dept. Date.✓011"vy F W Signed, ......,,Plan Checker v v r: zN d z F h U U ti z W O ~ w z rn O O N W N APPROVED Subject to Field Inspections Wheat Ridge Building Dept. Date. tgll. K-%Y U h z 0 U 3 z Signed/4:;E~,Z .......:.Plan Checker v v uz. d w H r U EJ W 0 N W N T APPROVED Subject to Field-Inspections Wheat Wfdt§e't3'nifiifng Dept. Date. ze e,*0ef Signed_!... Plan Checker a U N U W r-1 W A N O 7 d' W Fz d z w E F V v: ~p x y b0 P. rn O O N 00 N APPROVED Subject to Field Inspections U Wheat Ridge Building Dept. Date,W1 Y1,.g7 Signed., .........Plan Checker w w N H U COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE - (503-254-5933) CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) Building Permit Number : 17583 Date : 8/19/2004 Property Owner: KEITH JOHNSON Property Address : 13150 W 43RD DR Phone : 215-1777 Contractor License No. : 21469 Company : KJ Woodworks, Ltd Phone : 215-1777 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certiTy that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulafions of the Ciry 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 (U.B.C.) and all other applicable Wheat Ridge ordinan , for work under this p rmit. (OWNER)(CONTRACTOR)SIG~ DAT~ ~ Construction Value : $500.00 Permit Fee : $30.55 Plan Review Fee : $0.00 Use Tax : $6.00 Total: $36.55 Use: Description : SIGN PERMIT. 30 SQ. FT. IN REAR. 30 SQ. FT. IN FRONT = BUILDING DEPARTMENT USE ONLY Occupancy: Walls SIC : Sq. Ft. : OK. EXISTING BANNER LOCATED ON NW CORNER OF BUILDING MUST BE REMOVED. ANY ELECTRICAL MUST MEET 2002 NEC Roof : Stories : Residential Units : Electrical License No : Plumbing License No Mechanical License No : Company : Company : _ Company : Expiration Date : Expiration Date : Expiration Date : Approvaf : Approvai : Approval : (1) This pertnitwas issued inaccordance with the provisions set forth in yopur application and is subjectto the laws of ihe State of Coloredo and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This pemit shall expire if (A) the woric authorized is not commenced within sixly (60) days from issue date or (B) ihe building authonzedis suspended or abandoned for a penod of 120 days. - (3) If this pemit expires, a new pemit may be acquired for a fee of one-half the amount nortnally required, provided no changes have been orwill be made in the original plans and specifications and any suspension orabandonment has not euceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year. (ull fees shall be paid for a new pertnit. - - (4) No work of any manner shall be done ihat will change the natu2l flow of water causing a dreinage problem. (5) ConVactor shall nott4l Building 1 enry-four (24) hours in advance tor all inspections and shall receive written approval on inspection card before proceediin siv esofthejob. (6) The iss c ihe a ro gs and specifcations shall not be construed to be a pemit for, nor an approval of, any violation of the provi co ordinance; law, rule or regulation. - Chief Building Inspector Please sign Terms and Conditions on reverse side of page. COMMUNITY DEVELOPMENT DEPARTMENT 8uilding Permit Number: el oF w"E9'q gUILDING INSPECTION LINE • 303-234-5933 Date: ~ ~ a CITY OF WHEAT RIDGE " 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) COCORAO~ APPLICATION Property Owner: QD(.j N~$W\) Property Address: ( 3i f'"j O Phone:3c.'73 445' 177 7 Contractor License No.: Company: Phone:-303,~u S-!77 7 ~ ~L} 1til.l~fJ OWNER/CONTRACTOR SIGNATURE OF UNUERSTANDING AND AGREEMEN7 I hereby certify that the setback distances proposed by this permit applicafion are accurate, and do not violate applicable ordinances, rules or regulations of the City of W heat Ridge or covenants, easements or resVictions of record; that all measurements shown, and allegaGons made are accurete; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for i Tse compliance wiih the Wheat Ridgg_Building Code (U.B.C) and all other applicable Wheat Ridge Ordinances, for u er thi permit. DATE' (OWNER)(CONTRQCTOR):PRINTED I~'v Description: ~i Gnr h~&R-rwl'C' 30 ~~-1'' • ~w ~~u+v'6 • `~r`.!~ V~ Sq. Ft. added BUILDING DEPARTMENT USE ONLY SIC: : ONING COMMENTS: S{1'n ~W ~OCA~~QA o^ ~,►w t,or~,r o{ 61dJ. wv~st ° Approval: ennif be 1'~~a^ zoning: PID (OW NERN~ONTRAChiefCTOR): SIGNED Building Official Approval: WORKS COMMENTS: Approval: Walls: Roof: Stories: Residential Units: Electrical License No: Plumbing License No: Mechanical License No: Company: Company: Company: Expiration Date: Expiration Date: Expiration Date: Approval: Approval: Approvai: (1) This permit was issued in accordance wiN the provisions set forth in your application and is subjectto the laws of the SWte of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colo2do or any otherapplicable ordinances of the Ciry. (2) This permit shall ezpire if (A) Me work authorized is not commenced within siMy (60) days finm issue date or (B) the building authorized is suspended or abandoned for a period oi 120 days. (3) If this permit expires, a new permit may be acquired for a fee of onahalf the amount normaily required, provided no changes have been orwill be made in the ori9inai pians and specifiptlons 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 pertnit (4) No work of any manner shall be done that will change the natu2l flow of water causin9 a drainage problem. .(5) Contractor shall notl(y the BuildingInspector iwenty-four (24) tiours in advance for all inspecGOnsand 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 specificalions shall not be consWed to be a pertnit for, nor an . approval of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. . mstruction Value:$ 5.-~- Permit Fee:$ Plan Review Fee:$ TaX:~ TOt31:$ ~ O l J I ~ ~ 4 O ~ ~ ~r ~ M"'r • ~ ~ 4 ~ ~ ~ O v ~ ~ JuN-29-04 16=50 FROM=WAYNE INDLSTRIES INC 0 0 ~ 0 3 D X N ~ z D ct m W y rtmi Z 3 tn ~ A a m O D z G) m D C m O fl Z 0 ? M > .a m m z m Z z A p p = N r m Z p S ID=205+7551516 PAGE 2/256 n m I I ! I I ~ I I I I I I I I I ! I I I ~ v d c ~ Q C 3 ~ I I I I I I z ~ I I ! A ~ 0 ~ RJ~I \JI ~ V ~ f ~ V ~ V L ~ . [il ~ / R-50' i ~ ~ ~ , , r- 1 _ / ' L-52.36' ~i ~ ~ ~ " ~ ~-60, ~ ~ i,~ ~ ~ . / . , , a ; ~ ~ ~ - ~ ~ ~ i r _ ~ , - ~ ; , ~ _ ~ ` ~ ~ - _ - ~ ~ - = : ~ ~ , r ~ ,a ~ ~ ~ ~ ~ a ~ ~ EXISi1NG 4" F]RE SERVICE UNE ~ .,1~ ~ ~ ~ ~ } ~ "T ~ I~ ~ ~ VER(FY LOCA110N ! ~ ~ ~ ~ I ~ ~ ~I / i f _ r_ ~ ~ , , • ~f ~ ~ ~ L-52.36' ~ ~ ~ ~ f ~ ~ ~ ~ i~, ~ I ~ , ~ \ ~-6~' - _ _ ~ < ~ ~ , ~ ~ ~ ~ ~ , ' ~ t ~ ~ ~ I , ~ e ~ 1, ~i1 I, \ \ ~ ~I ~ _ _ _ ~ - --I ~ ; i t ~ 8 \ ~ ~ . - ~ _ __~-~~I-_~~ ~ ` ~ ~ A1ER SERVICE UNE \ \ ~ ~ , ~ VERIfY lOCA110N R-50 ~ j; ( ~ , I~I ~ I, ,.,f., ~ 1-104J2' ~ ~ I - ~ ~ j ....:x,..»,... ~ ~~,..,r~" ,I . \ e-so' ~ ~ ~ 13~ ~ , ~-F ~ I IN - ~ 1 15 ~ ( ~ 1 o+ I I f'~ ~ i , ~ ~ ~ , ~ ~ ~ , ~ i ~ r , ~ ~ i O~ ~ , ~ ~ ~ ~ ~ ~ j N j~ ' 1 i Pa .'.p I 1~ t i~~ ;.t ~ ~ _ \ / ~ ~C , ~ ~ I ' - ~ j I i , ~ ~ , i ~ ~ 14, _ i ~ ~i~,i N ~ 1 , ; , 4 ~ ~ ~ ~ - - , I ~ ` v~i~r ~ocnnoru i ~ ,i ~ ~ I ~ ~ ~ _ i ~~;_~~1 i ~ - . i ~ ~ ; - - 1 ~ ~ ~ r-- 4,~-~ i~- I ~ I ~~l ~ ~ , __--~-a ~ , „ ~ ~ ~ T ~ ~ ~ ~ I - - ~ ~V ~ ~ • 2a'-o' _ _ , ~ I , ~i ~ _ i ~ , _ ta'' o ' / ~ t ' ~ 4 ' - I ~ 5'-0' 'I o / ~ ~ ~ , ~ ~ ~ ' ; ` ~ l , ~ . „ ~ , , , r ~o , ' ~ _ , - , ~ ~ ~ ~ It ~ ~ - ~ ~ M ' j _ . ~ _ _ ; _ j » ' ~ ~ , ~ I ~ , , _ _ ' ~ ! ~ . ~E__ i ' _ . . ~ ~ ~ ~ ~ ~ , ~rv . ~ ~ ~ ~ ~ ,i ~f ; ~ - _ _ ~ u~l I ~ J. ~ i 'i 30' SETBACK UNE ~ o Y ~ ~ ! ~ ~ < - ~ ' I ~ - ~ i ~ ~ ~ ~ ~ , '`~T ~~I' ~ ~ _ ~ , ~ , % i i , 10' R ~ ~ . ~ ~ , ~ ~ , 0 f~ ; 1, ~ ' ~ ~ ~ , r .,.~..,.y., _ , ~ ~ 4i / ~ i ; . O ~ ~ ' . ~ ~ ;~i ~I ~ ~ ~ , 6~ iy~~ i , . , _ ~ i, • ~ ~ . i~ I ~ / N ~ ~ ~ ~ ~ l% ~x~ - ~ ~ _ ~ 16 I i1 ~ ~ ~ n ~ ~ ~ ~ ~l - I^ ; ~ ~ o ~ ~ ~ ~ ~ , i, ~ ; , . ~ ~ , ~ , ~ ~ I ~ I , ; ~ ~ . a .r , I ; / ~ , i/ ~ ~ ~ ~ ~ ~ ` ~ ~ ~ i ~ ~ 4 ~ ~ / ~ ~ ,1 i ~ . ; ~ ~ i ~ ~ ~ , ~ ~ , ; d , ~ i ~ _ ~ ~ ~ , ~ ~ . ~ ~ ♦ ' , I, i I , _ - - f I ~ I / 10Q. E~LEV. I I ~ ~ ~ i - - _ . _ _ _ _ _ _ , ~ - / ' ~ ~ ~ I ; ~ e'-~' ~'-o' ' I I ' ' ~ ~ _ _ _ - _ _ _ ' ~ ~a~EV. ~ , i j~ / . ~ ~~I i ; J~ ~ ~ 13 j o ~ ~ ~ ~ ~ ~ ~ 51~'~ P~.,~I~ ~ , ~ ~ , , , ~ ~ ~ , i i I ~ ~ j~ i 1',20'„~, ~ ~ 11 ' ~ ~ ~ , ~ ~ ~ ~ ~ ~;I ~ ~ , i ~ ' ° ~ ~ K~1' 1~Ot~g - BITE PI.A~N ~ ' ~ ; ~ ' ~ i . _ ' _ ~ ~1 LANDSCAr"E AR REFER TO UNDSCAPE PLAN S~IEET A-2, ANO TO 0 ~ ~ / ~ 'I ' ~ ` I ~ I , ~ i oRnr~NC ~FO~ noomo~~. No~s, ~uRes nNO c~a~iNC nr~o ~ ~ NAGE DET~ILS ~ ~j~ . ~ ~ ~ y ~ ~ ~ j ~ ASPNAITIC PAt~NG WI1N 4' VMOE WHITE TRAFFiC PA1NT FOR STAl1 ~ ~ I; ~1ARi,'NGS, PRC`~ADE ACCESSIBIE PARlfiNG S1ALL SY1iBOl AND 4" WIDE ~c ~ ~ , ~ STRIPE;, AT VAN SpACE. a~. ~ ~ - - ~ - ~ ~ ~'i 3~ Cf`A~ICRF7E ~~r~.~e~J! YtiTN 1~OLFQ ,NYNTS_PR041f1F _ AC~c'',~+, R~h~P A? ~ _ _ ~ I~_,__f ~ ~ I( ~DEN'A~};S M~?N t IN 12 SI.~E AND BaQ0~1 RNISH SURfACE WHERE ~ ' ' ; ~ INDICATED, RE; 2~At no ~ ~ ~ ~ 'c~ ~ M ~ ~ ~ ~ ~ ~ ~ ~ ~ PA4ING~R~EFER 0 q~NlCA1N ~ ~2~ GUTIER OR ED(,E OF ASPNALT ~ 4 / 1_~.., ~ ~ ~ ( ~ 5~ ~NEW hCCESS POINT WIiH CONCRETE PAVING, q1R6 qJT AND CROSS ° i 12 ~ ~ ~ N T4 qtY OF WHEAT RIDGE STANDARDS ~ ~ I ~ ~ ~ 6~ NQT JSED I ~ : I I' I i ~7 ll~l1TS OF NEW ASPNAL? PAHNG, TNi$ BUILDIN6 At PROPERTY LINE % " f~ I• EASf1dENT UNE QR fEN(~. ~ i O 60'-0" I `~{-0 ~ D(IS11NG CURB AND GUTTER PROTECT AS REWIREO. ~9 FlRE SPRINKLER RISER AND CONTROL R00~1 ~ I~ i 2- B'-0' x 6'-0' GATES I I ~ I~' _ ~ ~ AND CHA(N-LINK FENCE ~ ! 1 10 PIID I~Ot1NTED EtECTRICAL lRANSFOR~IER ~I ~ ~ 11 PARKING AREA LJGHT FlXTURE, RE DE1Ail 3~A-i , ~ / I I ~ w 12 TRASN ENq.OSURE, RE: TO DETAII 5/A-i °i I ' ~ 13 E%fSTiNG CONC. DRAINAGE PAN, RE~104E, REPt,ACE ANO RFPAIR AS i ~ ~ , I ~ ~ I ~ j~ REWIREO Fat NEW IN~RK ~ ~ I ~ I i ~ ~ 14 SANITARY ~WER, RE: qNl DRAN9NGS ~ ~ ~ ~,~~J~ 1 ~ ; i I • 15 WATER UNE, RE: qVIL DRAIMNGS ' ~ ! I ~ ~ ~ ~ ~ ~ ' 16 GAS ~IETER, RE: ~IECHANICAL ~ ~ i ~ f j 17 h+4~S1H UNE OF ORAINAGE EASEI~IENT PER PIAT ~ ~ _ ~ , ~ ~~i - - ~ -r'--~-- ~ ; - - r, ; i ~ / ' , ~ - ~ - - - ~ - I_~ / i r: , / ~ / . _ ~ ~~J~~~J4~~ ' ~ - _ ~ ~ ~ ~ ~ L : ' ~ ~ ~ ~ ~ ~3 ~ R STEEI GATES ~ DETENTiON POND AND ORYLAND GRASS ~ ~n o ~ fix6 TUBE S7EEl POST SET N j' FUII DEPTH INTO 18' x 48` 6x6 iUBE STEc ~ CONC. PIER WALL IMTN 3- ~ ~ E4UALLY SPA~~i ~IATCH BUILDIF! N ~ 5' CONC. SLAB r 7 ~ ~ w~iH w.w.F. S~o~E ~ N t0 DRAIN A-1 0 a> , ~ ~ : ~ ' ^ ~ a umt,. Ma:, ~ o BARS At 32 1 " fOUNDATION 1' 00 g- PROVIOE BOND ~ o --~rr-- WAII IMTH 2-, ~ - g cnP ntl WTP. PaINT ro Mnr' I I~E NCL05U~~ COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number : 17335 BUILDING INSPECTION LINE -(303-234-5933) Date : 716/2004 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) Property Owner: KEITH JOHNSON Property Address : 13150 W 43RD DR Contractor License No. : 21469 Phone : 215-1777 Company : KJ Woodworks, Ltd Phone : 215-1777 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 ide by al onditions printed on this application, and that I assume full responsibil orcAmpliein e ith the Wheat Ridge Building Code (U.B.C.) and all other applicable W hea i~dgex\¢rdin , for work under thi`s' 7per it~ (OWNER)(CONTRACTOR) SIG 4~ \ ~DATE \ Description : 30 SQ FT OF SIGN Construction Value : $500.00 Permit Fee : $30.55 Plan Review Fee : $19.86 Use Tax : $6.00 Total: $56.41 Use: 75 BUILDING DEPARTMENT USE ONLY SIC : Sq. Ft. : ~o . i Coroms Approval : TRC OK Zoning : pID i' ain Co aiinen°ts ~ ANY ELECTRICAL MUST MEET 2002 NEC ART. 600 Approval : Pii'o~ckkNCoi~ime" n~ Approval: Occupancy : Walis : Roof : Stories : Residential Units : Electrical License No : Company : Expiration Date : Approval: Plumbing License No : Company: Expiration Date : Approval: Mechanical License No : Company: Expiration Date : Approval : (1) This permit was issued in accordance with the provisions set forth in yopur application and is subject io the laws of the State of Colorado and to the Zoning Regulalions and euilding Code of Wheat Ridge, Colorado or any other applicable ordinances of Ihe City. (2) This pertnit shall expire if (A) the work authorized is not commenced within sialy (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. (3) If this pertnit expires, a new pertnit may be acquired for a fee of one-half the amount nortnally required, provided no changes have been orwiil be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment ezceeds 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 ihe Building Inspectorhventy-four (24) houre in advance for all inspections and shall receive written approval on inspection card before pmceediing with successive phases of fhe job. (e) ~he issuan _pertnit.yct f drawings and specifcations shall not be consWed to be a pertnit for, nor an approval of, anyviolation of the rovi i s e b' codes or an rdinance, law, rule or regulatiort ~ Chief Building Inspector Please sign Terms and Conditions on reverse side of page. COMMUNITY DEVELOPMENT DEPARTMENT Buiiding Permit Number: of W~E'9rq BUILDING INSPECTION LINE • 303-234-5933 Date: CITY OF WHEAT RIDGE " 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - J303-235-2855) COLORP~~ APPLICATION PropertyOwner: ~:,y-ls.j~yN ~ p_~ ~yq Property Address: r Lu ~(r~, Phone;7.fj'~5'R / ! 7 Contractor License No.: Company: u~,Q_ Phone-b_ j ZI s'-l' OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby cer6fy that the setback distances proposed by this permit application are accurate, and do not vioiate applicable ordinances, rules or regulalions ot the City of W heat RiCge or covenanls, easements or restrictions of record; ihat alI measuremenfs shown, and allegations made are accu2te: that I have read antl agree to abide byall conditlons pnnted on this application and ihat I assume full responsibiliry tor compliance with the Wheal Rid e Building Co (U.B.C) and all other applicable Wheat Ridge Ordinanc~es, (orhis it. Construction Value:$ Permit Fee:$ Plan Review Fee:$ I Tce Tax-$ Total:$ Description: Sq.Ft.added ~ < u BUILDING DEPARTMENT USE ONLY ONING COMMENTS: Approval: aprl Zoning:T(D i COMMENTS: Approval: W ORKS COMMENTS: Approval: Walls: Roof: Stories: Residential Units: Electrical License No: Plumbing License No: Mechanicai License No: Company: Company: Company: Expiration Date: Expiration Date: Expiration Date: ApProval: ApProval: ApProVal: (1) This permit was issued in accorCance wiN the provisions set forth in your application and is subject to the laws of the State o( Colorado and to the Zoning Regulations an0 Building Codes o( Wheat Ridge, Colorado or anyother applicable ordinances of . the Ciry. (2) This permit shall eupire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspentled or abandoned for a perio0 of 120 days. (3) If this permit expires, a new permit may be acquired for a fee of one-haif tlie amount normalty required, provided no changes have been or wiil be made in the original Dlans and spedfiwtions and any suspension or abandonmenl has not exceeded one - (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, Tull fees shall be paid for a new permit (4) ' No work of any manner shall be done ihat will change the natu2l flow oi water causing a drainage problem. (5) Contractor shall noG(y the Building lnspec[or twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before Droceeding with successive phases of thejob. (6) The issuance oi a pertnii or the approval of dravrings and specifica6ons shall not be consWed lo be a pertnit for, nor an approval of, any violalion of the provisions oi the building cotles or any other ordinance, law, rule or regulatlon. Ghief Building Official r T(vv ~~~D-bL , , ~ ~ ~ siD Lo, C.;,;O 'pU o~~ ~ ~ 0 to w It 1-- vi u ~ a L' m ~ 9 ~ ~ ~ ~ 0 ~ ~ 0 X ~ 0. ~ ~ ~ 6 ~ ~ 0 N~ ~ o~ T 0 m om ~ . a J ~ co a~ a o~ m 0 N A M 1` Y U ~ Certificate of Completion AND/OR Compliance CITY OF WHEAT RIDGE 7500 W. 29TH AVENUE WHEAT RIDGE, COLORADO 80033 THIS CERTIFICATE VERIFIES THAT THE PROPERTY DESCRIBED BELOW, DOES COMPLY WITH THE WHEAT RIDGE BUILDING CODE, ZONING AND OTHER RELATED LAND USE AND DEVELOPMENT LAWS OF THE CITY OF WHEAT RIDGE FOR THE FOLLOWING PURPOSE. PERMIT # 16925 Tenant Finish OWNER: Keith Johnson - KJ Woodworks ADDRESS: 13150 W. 43'a Drive PROPERTY ADDRESS: 13150 W. 43' Drive. Golden, CO 80403 CONTRACTOR: KJ Woodworks Ltd. DATE 5/29/2004 CHIEF BUILDING OFF ZONING ADMiNISTR A N Z U, ~ o w N U z z a o C/) W J Z ❑ ~ Q" m ~ W O W = m F- W ~ Z CC ~ / O O 5 z ❑ V J N ~ ~ 0 W N a U Z Cf) p 0- 0 oZ U ir CQ ~ U Cl) O Z = _ ~ 6^, tl O a a cc 0 mi O V M M I> ~ U Z Lc) ? M o N ~ 0 M ~ a ' ~ v O V W lx n W (MD 0 W 1,L Z LLI ~ Q Z O ~ ~mm L) a W W~Cf) N 3: ~ Z LU CD C~l ~ ~ w N w ¢ ~ 0 ¢ O 0 ~ ~ ~ w ¢ 0 d z Z Q w ° z m O ~ ~ ~ w ~ O ~ ~ 0 Z ~ ~ z ~ r ¢ ~w a ~ a ~ ¢ ¢ O LL U ~ Q Y ¢ ¢ o w U [n ¢ 0 U m w 0 a z ~ - _ ~ 0 c~ z z ~ Cl' W a w W d ~ (4 J J a z ~ Cl) Y ~ C/) ~ ~ ~ 0 z a O Cf) U z U - Y w o Z ~ m _ N c o 0 `o ~ o m ~ a y C y O L 0 N C (tl LL U ¢ ii ~ ~ i ° 0 ~ 0 LL -a a U - ) o 0 (1) (D a) ~ m C C ~ 9 U O ~ E w a 0 W z 0 U) z w W m< Cl) a 2 w > O m Q ~ Ir 0 0 J LL CE D O ~ 0 z 0 0 3 ~ N 3 - v ~ L 7 ~ . . ( ~ T I ~ Y ( i n V VO ~ ~ o> ~ 7E > o Q \J a~i W ~ d ~ 2 m 7D > n7 p ~S fl. ~ 03 O O ~ ~ O L (tl p p) N ~ ~ N O ¢ m ¢ r u - 0 w w a = ~ rs i_ n. 1 e' tj ~ O a U LL ~ P W oC _ ~ a w J W p 2 Z N ~ N W ~ ~ Z ~ F- a ~ d U N aU~ 0 ~ 0 v V W Zo U a a U ~ COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number : 76925 BUILDING INSPECTION LINE -(303-234-5933) Date : 4/9/2004 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) Property Owner. KEITH JOHNSON Property Address : 13150 W 43RD DR Phone : 215-1777 Contractor License No. : 21469 Company : KJ Woodworks, Ltd Phone : 215-1777 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : $16,000.00 Ihereby certify that the setback distances proposed by this permit application are accurate, and Permit Fee : $344.90 do not violate applicable ordinances, rules or regulations of the City of W heat Ridge or 19 $224 covenants, easements or restrictions of record; that all measurements shown, and allegations . Plan Review Fee : made are accurate; that I have read and agree to abide by conditions printed on this " US0 T8X : $192.00 for compli with the Wheat Ridge Building application, and thaCl assume full respo ib Code (U.B.C J and all other appliceble at Rid ' ordin es, for work under t pe~~yyc DATE~rI Total : $761.09 . (OWNER)(CONTRACTOR) SIGNED . Use: Description : TENANT FINISH o .,iiig~Commentsa Approval : Zoning : aldi:. anments~. .dL BUILDING DEPARTMENT USE ONLY OK SIC : Sq. Ft. : Approval: MS Approval : Occupancy: Walls Electrical License No : 21217 Company:Bob Moore Electric, Inc. Expiration Date : 2/2812003 Approval : Roof : Stories : Residential Units : Plumbing License No :21475 Mechanical License No : 19005 Company :Confidence Plumbing Co. Company : PRATT SHEET METAL Inc. Expiration Date : 8/112004 Expiration Date : 8/31/2004 Approval : OK/KS Approval : OK/KS (1) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Coloredo and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the Ciry. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) ihe building authorized is suspended or abandoned for a period of 720 days (3) If this pertnit expires, a new permit may be acquired for a fee of one-half the amount nortnally required, provided no changes have been orwill be made in ihe original plans and specifcations and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment ezceeds one (7) year, full fees shall be paid for a newpermit (4) No work of any manner shall bedone that will change the natural flow of water causing a drainage pmblem. : (5) Contractor shall notify the Building Inspectortwenty-four (24) hours in advance for all inspections and shall receive written approvai on inspection card before proceediing with successive phases of the job. (6) The issuance of a pertnit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, anyviolation of the . provislipp of the i piyg~ des or oy~er ordinance, law, rule or regulation. . iEjo''VVdceat R~i'dre Chief Building Inspector Please sign Terms and Conditions on reverse side of page. COMMi7NITY DEVELOPMENT DEPARTMENT Building Permit A'umber: / ot w"EAr . r~ ; y Bl7ILDING INSPECTION LINE - 303-234-5933 Dat ° CITY OF R'AEAT RIDGE 7500 WEST 29TH AVENrUE \V WHEAT RIDGE, CO 80033 - (303-235-2855) CO[OR100 iPPLl`l.Yi 3 3 s~~ys~i~4 Y Property Owmer: ~,61-17A Property Address: ~ 3(5 a . 43P1"-' _L>R ,('?`"4C)VV\` Pbone -303,z (S 77] Contractor License No.: Company: Phone:`7 0WNER/CONTRACTOR S1GFA7URE OF UNDERSTANDING AND AGREEMENT I hereby cMify that the sctback distances proposed by this permit application are accurate, and do not violau applicablc wdinancrs, rula or rcgulations of the Ciry of Whwt Ridgc or tovrnanis, cascmenu or restrictions of raord; that all meazurcmen6 shown, and allegations made arc accurstc thal 1 have rcad and agra to abidc by all wnditions prinud on this application and that I assume fuii responsibiliry for compliance with the Whcai Ridge Buil~ g Code (U: and aIl o[hr,r epQlic~ble W~ay,Ridge Ordinanca, (or work u'dcr this rmit ~ 1 1 ~ ~ `zf-J ConstructionValue:$ 76_t0a_~!r_ Permit Fee:$ ~;Z^+ ~T-, Plan Review Fee:$ UseTax:$ )°I Z-tX? Total:$ DESCRIPTION: , BUILDING DEPARTMENT USE ONLY ZONIN6 COMMENT3: Approval: Zoning: BUIIDING COMMENTS: Approv y~ PU6LIC WORNS COMMENTS: Approval: Occupancy: Walls: Roof: Stories: ~ SIC: Ca PL I ~ i'Gi.~ r r~u~Xt ~~~~j Residential Uniu: 1`" 9 riz, Electrical License No: ~AVI Plumbing License No: Mechanical Liceose No: Company: t~o~ Jv.aaitf~, 6_L,9C. Company. Company: . . IMt~~ESANCftw4 Expiration Date: Expiration Date: Expiration Date: Approval: Approval: Approval: (I) 7Tis pcmiit u'ss issued in accordance with die pro.viau set iwtL in your 2pplicau0n and is subjat m the laws of the Suu otCobrado and iu the Zoning . . Regukrions and Bulding Codcs of W6nt Ridge. Cobndo w sny otha ayplicabk ordinaMC af the Ciry. This pmnit shall enp've if(A) i6e work aullwrized is iwt commrnced withiv 5ury (60) deys Gom iuuc dme or (B)1he bwlding autiwrized is susycndcd or . abandoned for a yeriod of 720 days. (3) If,M1u permitexpi~anew pmnn maY M u9uitedfor a fa ofone-Lal(fie amomn nwmaily rtquired, prorided no changes have been or will be made . in the origi»I Dlans nod specificatiom ud any suspension w abaodowMnl hu oa <xceeded oM (I) Ya*. If changa Wve bttn w i( susycnsion or abandonment enceeds mm (1) yeu. fu0 kes shall M paid fw a new yennii . (4) No worlc of any manM+ shili M dwe tTw will chaoge the moval fbw of waur causing a Mioagc pmbkm. . . . (5) Ca~aubr sha~~ twtify ~Fe Su~ting lmpator vw<nry-four (II) hours in advantt for all inayations md shall recnve wT+ueo appm~'a1 on inspecuon card beforc Drocading witL succusire yhascs of thejoh (6) iLe issuaxe of a pennit w the appmvd uf dnxings aod specificaowrs slwll na be construed b be a pcnnit fw, nor an approval of, any vio6rion of the yromioes o(the building coda mmy oiha ordinunce, hw, fuk or *eguhuoo. . . . . _ ~ ~ Chief Buildicig Inspector o , ~~ire Profection District prowedug Uves And Property Since IM Plan Review Comments Sheets Date: 4-6 -ClY PlOjCC[ N8I110: /G T~-• aa p a.<R.t~•~(+ ~~'vs.t~T ~.u ~sp (/N~ i S 2 t3~ ProjCCt Address: r S/fv 113 A R,✓t BuildingDepartment: kz4bL- Comments r-ltE SOk .~E'LEYL l},2r~a~i.~Gg S•%fC[ ~?~~vd.*~.m~ ~ ~~~s Gq"LE Fc.~c Pc~ r t AvP~ew[~ . D h J~.C Yf AKT ~ N 1 -S J/"d 1 /7'~..s~ ~ ~IIJ ~CG /4Fa` ✓tlp~L c ~ F~ Z0 39tld 1d3Q 3aIA 1Nf10W?JItiJ Z5ZL8LZ£06 Zb:4T 400Z190100 ~1 1[ 1 1 , . ~~r~ Protectlop D,str;ct Protectin.a Li'ves And Property Since 1962 DATE: q-6G41 NO. OF PAGES (Incluaingcover) 'Z- TO:Crr~t er 4-ilyc~.,erog e, 3aoG . De.* r- FAXNUMBER: 3 - zjr-as-s7 FROM: n ~2e1s-fse- CONEAENTS: P&-Vs ~Wfov,ac_ Ar.nrr, /WP'eov,tr, Z0 39tid 1d3Q 3JIA 1Nf10W?JIti_~ Z5Zi8LZ£0E Zb :b't b00Z/90l40 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303.235.2846 Fax:303.235.2857 The City of Wheat Rr'dge 17 May 2004 Keith Johnson KJ Woodworks, LTD. 13150 W. 43d Drive Wheat Ridge, Colorado 80403 RE: 13150 W. 43rd Drive/Landscape Escrow Dear Mr. Johnson: A landscape escrow was submitted to the City in September of 2003 for a small area of hydroseed for the property located at 13150 W. 43`d Drive. After a staff inspection on May 17, 2004, it was determined that the hydroseed has matured. I am returning check nuxnber 4899 in the amount of $50.00 to you. If you have any further questions, feel free to give me a call. I can be reached at 303.235.2849. Thank You, is R. Crane Planner P~RNNING & PW Fax:3032352857 Check Message P.1 Rpr 7 2003 07:20 1 *T.2.1 ] C Check condition of remote Fax. ] C 93036975422 ] 94/02f2993 09:34 3036975422 OXD PA(~ 01 ~ ~.~~7.a ~~~~p,p~~~p,~~g g~yg~ L~i"li"a L9lW~ 11F'4Td+B✓ a G'yelw~yp {a'a"*W- ~ ~~ti 1~~~~ ~ , Lo ts q b&7-AiL M~ Il.t.V Af»GA76ca - &e~j-~',a I--T*Z~5 6lvaF A3w(L tyOL.~, _ ~J o -rt'j w~ 66~ A &-re4~ fw AT- 'ildZ5 Sraa rw. z1-- cA~ ~2~~er rA ~P wpqa~ S03- &t7,aq-:58 ~~63- 6a 7 _ Sqaa * PA/02/2003 09:34 3036975422 PAGE 01 zz ammoMM&M 13157 p 1 (v ~yn,aa/'~ y~v.{7 Nll~l~(l~p ID/LS~'}.p, yjCP.1:11/0ogw V N' U.GV L D ~~GS~y CYf3+` Y°ILM1TWCYJ A. Lf1~1.^L~ {T/.'f!l°MfqJQfi6~ [ 172" C~7y at= ~r~l~w7-~ t~ 6G97kW'• OF pc~ , Lt. -~a 2_~s`-0, , -"kf's w4ZC 'Sd A ~ \ \ A7_' CA~ )e~" &q 7 . 6q38 rA 7 _ Stl;(a ~ G~ze 11~90G~p ~ Rudd & Associates Architects, f'C C~ -13050 Wesf 43itl Drive, Suite 200 Phone: 303-278-fi889 r Gotden, CO 86403 Faz: 303-278-8239 PROJECT: DATE: 3~ Z8.t~3 TO: 6..,"-Gs777/ JOW"1U50V PACE5: PHONE: FROM: I~IIGCJ I FAX: 5-4Z7- CC: ❑ For Approval !~As Requested ❑ Please Reply ❑ For Yaur Use ❑ Fnr Review and comment ftemarks: C3 N ~ -Gt uA.CL Dew l:, ~-~il-O~-~' tnjl1~ (Jt-r 1~(~ " L~T~ S! DLs 4FX ts"wG c;-R1eYU-cr9 pAi2-q... _ t 21-o " TO Pt~at'~ u Ae ww VL" IrIAT - effia-,VnAFz s .e7 Z.+ 4 VFIFT SeZ~ Gs[ fLj r,vt7~ .~S ~ ! 2S &A 1U2~7~2~ ~x ~ 5'Rm~ 5'M7s a7' ?.~-'"dG. u T'I Pg ~ Ia i 'S [,sul'O' 70 i.fi>d'j- ffs 'x i Gtf f t-k'*u'vM., TApff- /an~o .5(-SD.3tu.-~ --ro sP-~ F~C t,L )G7k/7S NT6: ~ AV~~ Le rro . c~° 1760 74(5 tN Lt(,Si.J Q}S G f-1 S7IbS T•d 6E26-BLZ-EO£ szoa~t4~~13 - PPn2I d2b:90 EO TE aeW Z0 39t1d ZZb5G69£0E 9b;60 £00Z/Z0/b0 T0 39t7d ZZb5L69E9E 9b:60 E00Z/Z91b0 BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE Correction Notice L,~ ~ hw l%?Y Job iocated at 1 31 5 P W ~ I have this day inspected this structure and these premises and - have found the following violations of City and/or State laws gov- ' erning same: 'i , ~ ~ , ~ You are hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. I> r ~ Date - ~ Inspectorfor BuildingDept ~ DO NOT REMOVE THIS TAG ~ FORM WR6-22 . ~ Rudd & Associates Architects, PC 13050 West 43`d Drive, Suite 200 Phone: 303-278-6889 Golden, CO 80403 Fax: 303278-8239 PROJECT: ~ ~J 61fj~2317W~Y~5 DATE: 4-1-03 TO: V'&1T~4 PAGES: Z PHONE: FROM: M~~ FV09 Fax: '3r6li • (o `t l- 54 ZZ V~ cc: IU Ju~6~'L<s+~ ~ ` 23ti-2v5~ ❑ For Approval '719.For Your Use Remarks: ' „ P*VYL 0I " ~ F:)NX 7D '1a Ixu6 ❑ As Requested ❑ Please Reply ❑ For Review and comment vim Pew L. Tm k'SWLt OrLtW tsl W AM vv 1" 47 Q'oL'~ Q#V N M47-6AN . *A ajr ►N F V" [[S [3 rra V ' i•d seae-et,z-eoe clc-. szoaiiyojy _ ppnb d60:Z0 EO Lo idki i `Rp'r-~C)7 03 02:09p Rudd - flrchitects 303-278-8239 p.2 . i _ I ~ _ ( ~ ~ _ ~ . _ I . . . ~ .7 . i . _ i ~ - - --r s - r__1 ~I ...-'I----'{ ~ -'-f ~ - - ~ . - - -._J. - - I ~----I - ' - } - - ' - _ . , ~ - ~ - - - - _ - - - - ~ ~ L ~ - ~ - ~ - y - - - - ~ _ - - r - ~ _ - - - ~ - - . ~ - - - - i i • i f _ ~ - - N ~ ~ - - ~ ~ ` ~ - - - ~ I ~---1 - i ~ - - - _ ? _ ~ . - - - - - --I I - . _ ~ - . . ~ . - - . - . . _ ,_~_I - .•_,.I' ~ . - _ ~ . ~ - ~ T R Y ~ ~ ~ ~ ~ - 64 _ _ . V-i ~ a _ ( r_ { ' ~ ~ - - - - - - - 2 - P - - ~ a '`1 f - ~ _ - - ~ - - _ ~ I - - - F~ ~ ~ - - - - - - - . ~ - - ~ ~ - - _ - - _ - _-;---a - - - -.1 - _ I - - ~ : _ - _ ~ - - _ - ~ , - - - - _ - ► i l ~ t GYPSUM WALLBOARD, STEEL FURRING CHANNELS, FIRE STEEL. PANELS, GLASS FIBER Interior side: Base layer 518" type X gypsum wall6oard or veneer base attached with ~ " " 1 Type S drywall screws 12 o.c. at right angles to steel furring channels applied horizontally 24" o.c. fo legs of exterior panels with 1" Type S drywall screws 18" O.C. Face layer sle" rype X gypsum wallboard or veneer base laminated to base layet at righi angtes to {urring channels and attached with 171e" Type S drywall screws 12" o.c. aiong ~ tap and bottom edges. Altemately, base layer attached with 1"Type S drywall screws 24" o.c. to vertical edges and face layer secured with 17/8" Type S drywall screws 72" Thickness: 45/0" o.c. to furring channels. Face layer joints staggered 16" o.c. from base layer joints. APProx. Weight: 7 pst Exterior panels consist of flufed steel wall panels, 24 gage steel, 16" wide, having J Fire Test: FM WP 155•1, 1-37-69 shaped 3" deep legs which interlock along vertical edges. 3" thick glass tiber 1.0 pcf FM WP 167-1, 9-18-69 friction fit in panel cavity. (NL6) . r 1_. =L ~ ~ .r.._ . . , F - - ~ ~ ~ a~ ch w O > ~ O o ~ N - 1--I rl V U N p1 ~ N N y N ~ Uj y O h E °c m ~ m c v N c z ~ ~o a U ^ c N O U W ' o~ O ~ _ ° m a ~ Q a o Od... N N ~ W E O ~ t N Q ~3d 3 3 li ° y5 0 0 CE °o £ m Y r m ~ m ~ ~ L ° 3 n 3 m a o U ~ rT . N ? H ~ a c ~ U ~ I~ 3 y pi o pi W U =d~ °D0: °1 a t ~3 O N o W = ~ V ~ L 4 O ~ y a `o ~ N c ~ y o a ~ v E Z y a ` U y E E> n~ FL- c' a N Y i O 3 v 0 0 3 7 Y z O ~ fif W a O w a z O H a ~ U ~ W ~ Q (D W J w U) 0 a ~ D a C7 z> > O J J O LL W 2 F ~ 0 LL O ~ r U N ~ a m U O ~ C ~ ~ a~ 0 ~ m ~ c V a ~ 7 L a m E £ ° `o ~ ~ m ~ a d ~ .L. U C ~ ~ m E n L ~ m U Z s u n N C ' m L V `o : E ~ C N Certificate of Completion ANDIOR Compliance CITY OF WHEAT RIDGE 7500 W. 29TH AVEN UE WHEAT RIDGE, COLORADO 80033 THIS CERTIFICATE VERIFIES THAT THE PROPERTY DESCRIBED BELOW, DOES COMPLY WITH THE WHEAT RIDGE BUILDING CODE, ZONING AND OTHER RELATED LAND USE AND DEVELOPMENT LAWS OF THE CITY OF WHEAT RIDGE FOR THE FOLLOWING PURPOSE. PERMIT # 14892 "Shell Only" OWNER: KJ Woodworks ADDRESS: 13150 W. 43`d Drive PROPERTY ADDRESS: 13150 W. 43'a Drive. Golden. CO 80403 CONTRACTOR: KJ Woodworks DATE 9/11/2003 CHIEF BUILDING OFFICIA ZONiNG ADMMSTRATOR Date: - I I I~~ d3 A Certificate of Occupancy~ Completion has been requested.for: r?- PURPOSE OF Building Department Remarks: Zoning Approval: 0-t) ~W k2- Remarks: Pubfic Works Approval: Remarks: Fire Marsha([ ApprovaL•_ (If Applicable) Remarks: Sanitation District Ap (If Applicable) Remarks: Water District Approva(: (if Applicable) Remarks: 09/12/2003 11:25 3039409959 BA'aELINE PAGE 01 September 12, 2003 City of Wheat Ridge Planning and Development 7500 W. 29"' Avenue Wheat Ridge, Colorada 80215 Re: Arelnage Certificetion - Lot 9,40 Indastrfal Park On Septembet 1]', Kenny Boyd, an eng'sneer with Baseline Engineering, visited Lot 9 to inspect the on-site grading and dzaizAage, Kenuy detenqined thac the asphalt, curb and gutter were installed according to the iaxtent of the approved grading plan and that ffiey funcfzon pzopexly.. '.Che apQroved plan calls for runoff to move soutlawesterly away from the bualdiug to the west curb and gutter. Once rnnoffis collected zt anoves south of the building W a 3' wide curb gap. As it exits tha parking 1ot rip rap was calied for to d'asperse flaw as it enters the regional detention pond. By visual inspeotion all o:F tbie above drainage features wcie constructed. 1'he current conditians appear bo be in substarrtial conformance with the approved gad"ang plan. Please contaqhp~ve any questions. i(i Jot~ Mc Director 1858 Cols 6aulsvard oclaan, Goiura Suita 296 uo eowl v 30330.9986 f 303.990.9938 www.de►ignengineer.corn Z0 39tfd ZLb5L69E06 bb:5L E09Z10L/60 Cl) cn ~ Z .o cn U) P: z z a m p tn W ,J Z °a m °C ~ W O W m = F- W ~ Z M I.L 0 O ~ I Z C) C~ J ~ ~ N W U) a U ~ Z 0 Q O Z U CC N U «a O Z = _ H ~ ~ M M 01) i > O LO N ~ ° Q M ~ \ W ~ ~ \ ~ O { O ~ .J W V ~ 0 ~ U ~ ~ ~ n z W O V ~ w 0 ~ ~ W ~ a ~ w a W m N V/ Z LLI 0 Y ~ ~ ~ ~ ~ w ~ F ~ ~ o ~.J ~ ~ C5 U ~ Z Q Q ¢ ° z ~ m Z p m O O ~ ~ 0 ~ W z J H ¢ w a 0 ¢ d ~ ¢ LL ~ Y a h m ~ 0 U ~ m O W a z ~ cn r~-- - ~ o z z ~ cc w a Q Cl) Q ~s 0 M J ¢ S Z 0 `'r FI) U) ~ ~ ~ ~ 0 a ~ z z O U U = W 0- C/) - N c° ~ m G 0 tIS ~ C ' y C) N p p~ ~ O p o O_ s O LL ii v j (.5 C m t6 0 w z c~ U) z w w m C/) ¢ w > O m Q ~ z Z) W N W cr U z 0 O z Er ~ 0 EL 0 0 0 i LL -o a ~ .fl C C 'p ~ 2 0- _ O N ~ V i C p U w a = ~ a a M ti , : ~ Z-. 3.i fr 4 0 ~ ~ O cv ~Y q M ~ ~ ~ ~ \ ~ a o . ~ s ~ r 0 3 rn ° l ~ ~ ' 3 m ro ~ l o o ~ 6 ~ ~ 0 m . a> > o. ° a) 'a m a) Q a ~s ~ m a d . m ro E m m , (D 3 N c~ 2 c z m m xS a J ~ w . m a Ol ~ m ro ~ ~ c ~ ~ ~ ~ Y O O ~ O ro ~n O N a1 6L ~ > ~ t6 Cj. ~ ~ tr Q ~ LL ~ ~ CL CC. W W d 2 LL ~ LL d O a u. ~ ~ W Q J H Z D W = ~ W ~ 2 E- ~ F- N ~ Z ~ a W a U ~ O Z LLI U 0 a a U i O fffiso IT • I • ~ireprofecfiop District o~ Proteeting Lives And Property Since 1962 September S, 2003 City of Wheat Ridge 7500 West 29~' Avenae Wheat Ridge CO 80033 ATTN: Darren Morgan Re: KJ WoodWorking 13150 West 43 Drive Dwreq This letter is to advise you of the final alarm and sprinkler acr,eptance test conducted on 09-04-03 at the above-mentionad locaxion. All alarm systems & components were tested and performed as required.l'he Fairmourn Fire Protedion District has no objection w the release of any certificates of occupancy for tLis area. Please feel free to contact me with any questions or concems regarding this project 303- 279-2928. Respectfully, Fairmo F'ue Protectioa Disuict Z ~ ~any Fi-- re Inspeccor CC: File 4755 Csabell Street • Golden, Colorado 80403 • Phone (303) 279•2928 • Fax (303) 278-1252 E0 39tld 1d3Q 32JIJ 1NIlOWdItlA Z9LT8LLE0£ Z4:TT E00Z/90/60 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303.235.2846 Fax:303.235.2857 The City of Wheat 12i'dge 26 February 2004 Keith Johnson K.T Woodworks, LTD. 13150 W. 43`d Drive Wheat Ridge, Colorado 80403 RE: 13150 W. 43`a Drive/Landscape Escrow Dear Mr. Johnson: A landscape escrow was submitted to the City in September of 2003 for a small area of hydroseed for the property located at 13150 W. 43' Drive. After a staff inspection on February 23, 2004, it was determined that the hydroseed has not matured. Please be aware that the escrow will not be released until the seed has matured. A staff inember will check the property on April 30, 2004 to ensure the seed has matured. If you have any further questions, feel free to give me a call. I can be reached at 303.235.2849. Thank You, avis R. Crane Planner BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE Correction Notice Job Located at i 3~SU •~l.j You are hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. Date for Building Dept. DO NOT REMOVE THIS TAG PORM WRB•22 1 have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 14892 BUILDING INSPECTION LINE - 303-234-5933 ' Date : 12/9/02 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner. KEITH R. JOHNSON Property Address : 13150 W 43RD DR Phone : 697-0438 Contractor License No. : 21469 Company : KJ Woodworks, Ltd Phone : 697-0438 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : $400,000.00 I hereby certiTy that the setback distances proposed by this permit application are accurate, and Permit Fee $2,673.75 do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or Plan Review Fee : $1,737.94 covenants, easements or restrictlons 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 US2 Tax : $4,800.00 application, and that I assume full responsibility for compli nce with the Wheat Ridge Building Code (U.B.C.) and all other applicable W eat ~Poorn ces, for work under this/p ermit. . Total : $9,211.69 (OWNER)(CONTRACTOR)SIGN IW \ ~ DATE Use Description : NEW Electrical License No : 21217 Company :Bob Moore Electric, Inc. Plumbing License No : 21435 Company: ~1"l`{ic~o,tiCS~ P~rlt. Mechanical License No : Company : ACILl SueAe~~ Expiration Date : 2/28/03 Approval : OK/KS Expiration Date : Approval : Expiration Date : Approval : (1) This permit was issued in accordance with the provisions set forth in yopur application and is subjec[ to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any olher applicable ordinances of the Ciry. (2) This pemit shall expire if (A) ihe work aufhorized is not commenced within sixly (60) days from issue date or (B) the 6uilding authorized is suspended or - abandonetl for a period of 120 days. (3) If this permit expires, a new pemit may be acquired for a fee of one-half the amounf normally required, provided no changes have been orwill be made in ihe original plans and specifcations and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abantlonment exceeds one (1) year, full fees shall be paid for a new pertnit. ' (4) No work of any manner shall be done ihat will change the naturel Bow of water causing a drainage problem. (5) Contractor shall notiy ihe Building Inspectorhventy-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing wifh successive phases of the job. (6) The issuance of a ertnit or the approval of drawings antl specifcations shall not be construed to be a pemit for, nor an approval of, any viola5on of the . provons of th w ing codes ~ any other ordinance, law, rule or regulation. Chief Bu ing Inspec DEPARI'MENT OF PLANNING AND DEVELOPNLENT BUILDING INSPECTION LINE - 303-234-5933 CTTY OF WHEAT RIDGE 7500 WEST 29TH AVENIIE WHEAT RIDGE, CO 80215 - (303-235-2855) ~~~~~~ON Building Pemut Number: Date: Properiy Owner: V)'ff Property Address: ~ '-j ( 5-6 Contractot License No.: l~ ~l OnrS,sN 9-D, aP-- : W T9 01NNER/CONTRACTOR SIGNATURE OF iJNDERSTANDING AND AGREEMENT I heazby certify that the setback distances proposed by this peenait application aze accuiate, and do not violate applicable ordinances, niles or regulations of the City of Wheat Ridge or covenazds, easemeNS or cestrictioas of record; that all measureme[ds shown, and allegalions made aze accurate; that I have read and agree to abide by all conditions printed on this applications and that I assume full responsibility for compliance with the Wheet Ridge Buildiug Code (U.B.C) and atl other applicable Wheat Ridge Ordlna9e6 fpr woric underthis pemut coV~NEKxcormuCTaR,: Description: V~ -S Construction Value: 4do~ocYc Permit Fee: Z~ z 5: 7~ d f 39~0 Plan Review Fee: / 7 3 7_ <f`/ TTeP Tax- °/S0C2. OU TOt2l: BiJILDING DEPARTMENT USE ONLY a' ~ ' SIC: Sq.Ft.: 1~~'tTie:<Vi~trzI~:<4~tsmntez~: ~ n~.lh Iz•y.oz s.~a~*-u+re~ co,~,,~,E,.,~, Approval: Occupancy: ?~1 Electrical License No: x e1 Company~`+G NL~ ` . Expiration Date: Walls: Roef: Stor.es: Residenfial Units: Plumbing License No: Z14 1S Mechanical License No: CompanY: co§~;"F~ c_c.w7h1 r4 Company C`U c <,,5~ l _ Expiration Date: Expiration Date: Approval: Apprwal: (1) 17vs yemut was issued in accordance with the yrwisions seCforth in your applicakon and is subject to the laws of the State of Colo{adu and eothe Zovmg Regula4ons and Buildivg Code of Wheat Ridge, Coloxazlo or any oWe[ applicable otdinancu offhe City. (2) This permit shall espue if (A) the wollc autlwxized is not wmmenced wiflun siMy (60) days from issue date ox (B) fhe building authorized is suspended or abandoned for a periad of 120 days. (3) If [his pe¢nit exp'ires, a new pemut may be acquiied fot a fee of one-half Ne amount nomally iequired, provided ao changes have 6een or will be maAe in the orignal plsas and spuificatioas and any suspevsion or abandonmenthaz not exceeded one (1) yeaz. ff eFa^gs Lave been oc if suspe,nsion or abandonment exceeds one (7)year, fuLL Feu shall be paid foi a new pearut (4) Nowovkofanyatannashallbedonethatwille6auge+henebsalflowofwataca"='gad[ainagepro6lem (5) ConhaztorshallaotifytheBtildinglaspectoctwenty#ma(24)homsinadvanceforall iatpu4onsands6a11 receivevmttenapprovaio¢insputioncazdbefore p[oceedingwithsuccessivep6ases ofthejob. (6) The issuance of a pemut ar tha app[oval of drauivg and specifica4om shall mt be colsshued to 6e a pemut for, noi a¢ apptoval of, anyviola4on of the peovisions of I yGhtilding codu or any othu oMinance, law, iule ox xegula4on. (f ~f Chief Buil ' J Inspector Phone: vHEql I)EYARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number: BUII.DING INSPECTIOIV LINE - 303-234-5933 Date: CTTY OF WMAT RIDGE 7500 Qi'EST 29Z'H AVENUE 5-2p8p54~ gi ,{~~y p 7~~ "7 •~I II~.JI~ WHEAT RIDGE, CO 80215 -(3,y03-23p~4~i3~-YV C~COftPA~ . PPi~iL . i Y Property Owner: Property Address: W1`T3~ Q~-' Ld~ q Phone :~3- 6Q 7^ ~ 3~ Contractor License No.; Coinpany: Phone: OF'NER/CONTRACLOR SIGNATUR~ OR UNDERSLAImING AND AGREENII+.NT I hereby certify that fhe setback disEanccs proposed by fnis permit applicacion aze accurate, md do not violate applicahlc otdinaaces, iules ot regnla4ons of ffie Ciry of WheatRidge oc covenaats, easemcnts ormstrictions of record; that all measuccments shown, md allegafiovs made a{e accucate; that'I have road aad agroe tn abide 6y all conditioat printed on this applieatioa andthat I assume full responsihility for compfia¢cc wiN tSe Wheat Ridge Buildiag Codc (UB.G) aad a1L otha applicable WfieatBidgeOcdiaaaces,fotworkvader (OWNER)(CONIRACTOR):SI DASE `-28-CS' Description: Ap~' ~ Vt- ZONING COMMENTS: Ap^y.'0'! ' Zoning: 6UtLO1NG COMMEN75: Approval: PUBLIC WORKS COMMENTS; Approval: Qccupancy: Walls: EIectrical License No: Company: Consirugtion Value: ~~,cDa ~ Permit Feei Plan Review Fee: Use Tax: TOf2.l: BUILDING DEPARTMENT USE ONLY IA~~f dtio Z SII.: SEP 7 1, 2001 Roof: Stories: ResideatialUnits: Plumbing License No: Mechanical License No: Company: Company: , I, • ~L.J Expiration Date; Expiration Date: ' Expiration Date; Approvat: Approval: Approval: (I) Tfus pecmit waz issued in accordance with the pmvisions set focth i¢ your applica4`oa md is subject<o the laws of the State of Colorado md to Nie Zoning Regulatians and BuSd'wg Codes of WheaFRidge. Coloxado or any othu applica6le o(dina¢cu of tlu City. (2) Ttis petmit xhall ezp¢e if (A) the work authadud is ¢af commeuccd wiUtin sixry (60) days from issue date or (H) Ne 6uitding authorized is suspended or 'aba¢doned for a peaad of 120 days. • (3) Sf Ihis pamit exp¢es, a¢ew permit may be acquLred fot a fre of one-halfUu amoua[ ¢ocmally requiced, proVided no cha¢ges have been or aLll Le made in tL<orig~nilpLaps md specificatlone a¢dauysutpeusio¢aa abandonmenthaz oof ezceededoae (1) yeaz. Ifchanges havnbee¢ oc$suspeasionat abaadonme¢< ezceedi a¢e (1) yeaz, Cull fees shalt be paid for aaew pumit (4) ISo woxk of any mamec shall6e done that vrill change the natutal flaW of watec causing adrainage problem. (5) Conhac[orshallnotifythcBuildi¢g7nipectorlwcnry-fout(26)houninadvanceforallinsnectloasandshall rewivew[itt<nappravalonmspeetoncazdbefore praceeding wiN suecnssive phazu of thejob. (6) The issaance of a pecmit or th: aporoval of dcawings md sp<cificaHons shaLL uot 6e conshued to Se a netmit for, nor an appcoval a$ any violatio¢ of the . pcovisions of the building codes oc any other uidiaance, law, ruk or regulaCon . . Chief Building Inspector X S inzlCO0'~D ffarkl-2 ff,~DD o & L~~~ez L~G' awo,, A~~'n'mpu3~'s~oL:~~/9 cooo ool 461o ti30,2 ~ 9co F'Tr4' m~ ~Y'622 CITY OF WHEAT RIDGE PLAN REVIEW TO WHOM IT MAY CONCERN; SUB-CONCTRACTOR LIST; A. CONFTDENCE PLUMBING 7348 S OUTH ALTON WAY UNIT "J" BUILDING # 9 303-694-3262 B. BOB MOOORE ELECTRIC 567 OATHE STREET "B" UNIT D-6 AURORA, CO. 80011 303-343-1242 C. ALL SYSTEMS MECHCANICAL 303-343-3010 IF I CAN BE OF ANY FUIZI'HER AS5ISTANCE. PLEASE CALL. THANK YOU, KEITH JOHNSON PRESIDENT / WOODWORKS LTD. K.I.WOOUWORKS,Itd. 6557 HIGH DRIVE MORRISON,CO. 80365 U.S.A. Phone303-697-0438 Fax303-697-5422 TO WHOM IT MAY CONCERN ; 1-14-02 IN REGARD TO'PI3E BUILDING ON W. 43 RD, THE REAR UNIT 1 PLAN TO LEASE FOR THL PURPOSE OF STORAGE OF CONSTUCTION MATERIALS AND SUPPLIES USED IN MY BUSINESS. IT WILL NOT BE USED AS A COMPLETE WOOD SHOP,[ CABINET SHOP OR MILLING SHOP SINCERELY; K.J.WOODW S,LTD. `t~ KEITH J S N, PRES. ■ RUDD & ASSOCIATES Amhitecture and Planning December 3, 2002 rl~ ~ Mr. Darin Morgan cy ~b10 -1/ CITY OF WHEAT RID6E Code Administration ` 7500 West 29th Avenue Wheat Ridge, CO 80215 RE: K J Woodworks, Keith Johnson owner 13150 West 43rd Drive ADDITIONAL - Code Correction List Darin: The drawings submitted, new A1, A3, A4 architectural, are revised as requested fior this permit application. A revised date of December 3, 2002 is indicated. The building wall cotors are enclosed. 1`! The parking area light fixture height is corrected. 2 The Second Floor area to be constructed for KJ is designed for office use, not storage use as I previously stated. The future second floor areas are also designed for office use, not storage. Fritz said if we have storage use on the second floor the beams and R joists must be re-designed. The columns and piers will be ok, the a base plates may need to be re-designed. The horn / strobe is indicated on A3, A4 and E1. It is red-lined on E1. The fire alarm plans are being developed and will have the horn / strobe location coordinated. 4✓ Manufacturers data for the Venture retaining wall system to be used ✓ is enclosed. 5 The guard rail openings comply with the exception listed in 509.3, as this area is not accessible to the public. Please call me should you need additional clarifications. Respectfully, Michael Rudd, Architect • 13050 West 43rd Dc Suite 200 Golden,C080403 303-278-6889 City of Wheat Ridge, Colorado Snildiug Division Plan Review Correction Notice Address: 13150 W 431d Drive Owuer: Keith Johnson Contractor: NEEDED 1'roject: New 12k sq ft office/warehouse Occupancy: B, S-2 Valuation: $400K Date: November 25, 2002 ~ 1. Light pole height cannot exceed 18'-0" from finish grade, correct detail. 2. Second floor plans from Fritz Engineering are not designed for 125 psf, provitle letter from Fritr Engineering regarding this issue. 3. Show horn/strobe locations on electrical plans and fire alarm plans. 4-%" 4. Submit manufacturers specifications and installation details for "Venture" retailing wall system. ,-5. Proposed guardrail at retaining wall is to be tlesigned with a maximum 4-inch spacing. Please make these additions or corrections to the submittal and resubmit for review, if you have any questions please contact me at 303-235-2853. Than You, - , Darin Mor a Codes Ad i istrator Al %X A3•A4/L-~ November 12, 2002 Mr. Darin Morgan CITY OF WHEAT RID6E Code Administration 7500 West 29th Avenue Wheat Ridge, CO 80215 RE: K J Woodworks, Keith Johnson owner 13150 West 43rd Drive Code Correction List Darin: The drawings submitted, all new architectural, are revised as requested for th is permit application. A revised date of November 12, 2002 is indicated. The building wall colors are enclosed. 1/ General Contractor will be K J Woodworks, Ltd. Subcontractor list is attached and subject to change. 2 Ramp detail and access is relocated Light Pole height is changed as redlined. The east exterior wall shall be rated 1-hour - a new detail is indicated on the drawings. All second floor areas will be designed for loading of 125 psf. ~ Horn and strobe locations will be indicated on the fire sprinkler shop drawings - per discussion with Edges Electrical. 7`~ Second filoor room areas are now defined. The separate door and entry are requested by the owner for access to personal offices. 8--e~~ The cultured stone veneer is now noted per Eldorado Stone recommendations. 9 The use is not known and may not occur. The design loads on the column bearing area are for storage use, 125 psf. 10 The equipment layout has not yet been determined. Racking for storage of redwood lumber, composite decking and miscellaneous hardware items will be along the perimeter walls. 11 Revised Civil engineering drawings are now submitted. 12 Handicap ramp details are revised. 13 The structural detail F/S2 shall have a"MIT 1.81 / 14" joist hanger. We redlined this on the structural sheets. Please cail me should you need additional clarifications. Respectfully, ichae Architect • 13050 West 43xd Dn Suite 200 Golden, CO 80403 30.3478-6889 ■ RUDD & ASSOCIATES Arthitecture and Planning City of `Vheat Radge, CoYora(lo I3xuld'uig Dfvisfon Plan Iteview Correction Notice Address: 13150 W 431a Drive Owncr: Keith Johnson Contractor: NEEDED Prqjcet: New 12k sq ft offce/warehouse Occupancy: B, S-2 Vulnation: $400K Dutc: October 8, 2002 ✓ 1:✓/Provide general contractor and sub-contractor iniormation on permit application. ✓ 2l Handicap ramp detaii #1- access aisle to be located on the passenger side of the stall. Light pole height shall not exceed 18'-0" to its highest point. 4y, Submit a one-hour exterior wall detail due to distance to property line along east wail. Future second floor is required to be designed for storage loading of 125 psf as proposed. Show hem/strobe locations on electrical plans. :?7! How is the second floorfnished office area proposed to be used? Why separate doors? g:~/ "Cultured Stone" veneer, correct details to reflect manufactures installation requirements. 9.,/ What use is proposed for second floor at "future" columns antl beam lines? Office, storage? 10./Provide a detailed equipment layout plan for shop/storage area. 1'iw No civil drawings are part of submittal as indicated on sheet A-1. ~1 2. Handicap ramp detail #2 - 6" curb with 1:12 ramp, why a ramp when finish floor is the same at both the man door and overhead door? 13. Detail F/S2 shows "MIT414" hangers, these are doubie joist hangers, correct model proposed. Please make these additions or corrections to the submittal and resubmit for review, if you have any questions please contact me at 303-235-2853. Thank You, Darin Morg r Codes Ad~histrator i~ ~ ~ ffirr- I ^ e)t / Ie+ ~7- -~l`G`f - (°bo APPL/CAT/ON FOR M/NOR DUMP/NG/LANDF/LL PERM/T APPLICANTS NAME: 9 APPLICANT'S ADDRESS: V~C ~S ( 9 t (lnclude CitY, State, Zip) ADDRESS OF FILL: Ck 14~ ap / 1 DATE OF APPLICATION: E WHEqT O ,p ti 0 ~ m C~<ORP00 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: Al/ pub/ic improvemenis, when constiucted, sha/l be maintained (by the respective individua/(s) and/oi company iesponsib/e for the construction of that pub/ic and/or private improvement in the respeciive deve/opment) on a daily basis, oi as needed, such that they aie free of mud and other consfruction debiis tracking fiom the site. Failuie fo comp/y with this requirement wi// iesu/t in the enfoicement of Artic% Specified Nuisances, Section 75-21 (3) of the City of Wheat Ridge Code of Laws. MINOR EXCAVATION AND FILL PERMITS 1. 1-50 Cubic Yards: No permit is required for dumping or excavation of earth aterials, 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 which 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.. Files on En.ment\Porm\Fill Pertnitwpd 1 Rev. 03/00 3. 501-20,000 Cubic Yards: Operations in which earth material fill or excavation exceeds 500 cubic yards but does not exceed 20,000 cubic yards may be allowed by a permit issued by the City Engineer after review of an application and supporting information. The following information shall be submitted with the required application form: A. A site plan, prepared and signed by a Colorado registered professional engineer, at a scale of no less than 1 inch to twenty feet (1:20) which illustrates the following: 1. Location an dimensions of all property boundaries and structures on the site. 2. Location and extent of areas to be filled and/or excavated. 3. Location of existing waterways and drainage courses indicating any changes. (for a site containing an established irrigation ditch, a letter of approval from, the appropriate ditch company shall be required). 4. Location of existing and proposed points of ingress. 5. Location and extent of existing vegetation, proposed changes in such vegetation and methods of rehabilitation on site vegetation after earthwork operations are complete. 6. Erosion control plan. 7. Grading plan with existing (dashed lines) and proposed (solid lines) ground contours with contour intervals of 2 feet and spot elevations. 8. At least two cross sections (east to west and north to south) through the site showing depth of fill and/or excavation. 9. A drainage report may be required if site runoff characteristics are changed. 10. Relative elevations of adjacent properties and structures. 11. Statement of purpose of intended fill and/or excavation. 4. Performance Standards: The following provisions shall apply to all Minor Excavation and Fill Permits: A. Rehabilitation: Within thirty(30) days after cessation of filling and/or excavation, rehabilitation for the site shall have been completed in accordance with the approved plans. Rehabilitation shall consist of leveling, grading, landscaping or any combination thereof to minimize potential erosion and be acceptable to the City Engineer. B. Debris: Debris and/or contaminants shall not be used except with the approval of the City Engineer. "For the purpose of this Section, the term debris shall have the same meaning as the terms "garbage, trash or junk" as defined in the Wheat Ridge Code of Laws, Section 20- 21 In no case shall debris or contaminates identified or classified as hazardous waste by local, state or federal agencies be used as fill in any fill areas within the City of Wheat Ridge. Files on En,-inenP,Fortn\Fill PermiLwpd 2 Rev. 03/00 C. Excavation and6or fill areas shall be graded to facilitate weed control until final grades are set and site rehabilitation and use occur (must be leveled with side slopes not to exceed 3 to 1). 5. Permit Fees* 50 cubic yards or less 51 to 100 cubic yards 101 to 1000 cubic yards for the first 100 cy plus for each additional 100 cy or fraction thereof 1001 to 10,000 cubic yards for the first 1000 cubic yards plus, for each additional 1000 cy or fraction thereof 10,000 cubic yards or over *Wheat Ridge Code of Laws Section 5-76. $10.00 $15.00 $15.00 $5.00 $60.00 $4.45 $100.000- Toz- ~ 1,~ 5•°V TOTAL $ .10, t5 ~ 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 doubie fee and other penalties as prescribed by Wheat Ridge Code of Laws, Appendix A, Section 24.6. Any fill requested under this permit within the 100 year flood zone MUST COMPLY WITH WHEAT RIDGE CODE OF LAWS, SECTION 26-201, 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. APPLICANT: Applicant's Sign Owner's Sign different than above) CITY OF WHEAT RIDGE: ' Fo2 ~TEv~c r~ EN Ci ng' eer 1Z /1Z Approval Date Files on Enginent\FormlFill Permit.wpd 3. Rev. 03/00 . -t ~ City oF Whea( Podge Department of Public Works DEPARTMENT OF PUBLIC WORKS 7500 WEST 29T" AVENUE WHEAT RIDGE, CO 80033 (303) 235-2861 FAX (303) 235-2857 LETTER OF NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED I Z~o•-. ADDRESS l 3I S'o I-) •4S¢o Dear Contractor: In conjuncrion 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 Depariment, 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 deternrine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303-235-2868. Sincerely, Michael Garcia Development Review Engineer Cc: File Rev 12/02 PUBLIC WORKS RfVIEW FEE STRUCTURE FOR BUILDING PERMIT APPLICATIONS Date JZ" a Ce~ Appiicant ~ 1Tb~ ~~.'V S oy~ Phone # Location of Construction Purpose of CortsErvcHon e~ ~un.o u y Suffding Permitvatue Single Family Commercial Multi-Family DEVELOPMENT RELIEW FEES DevelopmenE Review Processing Fee: 100.00 $ Jop. o0 (for document processing) Single Family Residential Review Fee: $50.00 g (for review of applicable technicai. documents ) Commercia(1Multi-Family Review Fee: For review of existing fechnical documents $100.00 g . For review of fechnical documents for construction in rigfiY-of-way, final drainage report.and erosion control pla 500. $~oo. o0 Subdivlsion Improvement Agreement Fee: $125.00 $ (for document processing and recording) Development Covenant FOe: $125.00 $ (for document processing and recording) CDOTAccess Permit Fee: $100.00 g (for document application and processing) ' • Traffic ImpacE Study Review Fee: $100,00 $ • (for document review and processing) Flood Ptain Variance Review Fee: (for document review and processing) Class I application = $150,00 g Class I Publication/Pubiic Notice = N/A Class 11 applicafion = $250.00 Class I! PublicationlPublic NoEice = $90.00 TOTAL'REVIEW FEES: (due at time of building permif issuance) $(o20 , ap PLEASE NOTE THAT IN ADDIT(ON TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF•WAY. Signafure of Datel "f/) on oF ~r DEPARTMENT OF PUBLIC WJRKS BUILD/NG PERMIT APPL/CATION REV/EW °°L osP Date: ~z o z- Location: 1St5'o W• ~3zo .AiL<<e Attention: Building Department I have reviewed the attached materials submitted in application for approval of a(',-,...„ at the above referenced address. Please note the summary comments below. 1. ✓ Boundary Closure: = OK _ Not OK; refer to stipulations. 2: ,i Drainage: a. Drainage plan and report needed _ b. Drainage plan not needed c. Lot drainage/grading to be reviewed by Building Division _ d. Site drainage/grading provisions have been reviewed and aze: - L-- OK Not OK; refer to stipulations. 3. L-- NPDES Permit Required: _ Yes = No 4. ~ Public Improvements: a. street pavixg needed: Yes ' No b. curb and gutter needed: Yes - No . c. sidewalk needed: Yes , No d. street lights needed: Yes ~ No e. storm sewer needed: Yes ~ No f. letter of credit required: Yes '--No If a letter of credit is required, for what improvements? _ Amount of letter of credit: 5. Subdivision Agreement required: Yes No 6. ~ Development Covenant required: _ Yes ~ No If Yes, for 7. Traffic impact analysis and report required: Yes ~ No 8. ~ State Highway Access Permit needed: Yes No 9. ~ New roadway or alley R.O.W. dedication recommended: Yes ~ No If yes, what is recommended? _ 10. ~ All existing dedicated roadways/alleys meet the standards of the City:~c Yes _ No If no, which do not and what is requested: 11. ✓ APPROVAL: The Public Works Department has reviewed this request and hereby gives its approval, subj ect to the above and/or attached stipulations. Si tatu e 'chael Gazcia Date 12. _ NO APPROVAL: The Public Works Deparhnent has reviewed this request and does not give its approval for the reasons stated: Signature Michael Gazcia 13. ` Stipulations attached: Yes = No ~ ~)q~efd6f %o %KE,Exl; 14, ri Summary Comxnents: [S /~e~V/RCC r.a.✓ .s To Bf 95ro vg 777 G.O. /S$U.4rllG "Z To G,p. /ssri,re.vc€ Date .r rs As 4 ~¢/P4G An/T COT~ oN Files on EnginenAForms\Bldpxxnt3.frm Rev 05100 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303/ 235-2846 Fax: 303/235-2857 The City of Wheat Rldge 26 November 2002 Mike Rudd Rudd & Associates 13050 W. 43ra Drive, suite 200 Wheat Ridge, Colorado 80403 RE: 13150 W. 43`a Drive/KJ Woodworking Dear Mr. Rudd: I have completed my second review of the above-mentioned project, and I have the following comments: 1. Building: A. The color samples you have provided to the City are acceptable. Please indicate where the colors specified as "Stone Gray" and "Shell White" are to be used on page A-4. 2. Lighting: A. Please correct detail 51A-1 to show a total height of 18' for the freestanding light. Since the corrections are minor in nature, you do not need to resubmit the plan set to the Planning Department. Be aware that any changes required by either the Building or Public Works Departments may impact my comments. If you have any questions, don't hesitate to give me a call. I can be reached at 303.235.2849. Thank you, Travis R. Crane Planner r~ ~i ~ I N ~ o - ` N V ~ ~ M ~ o W ~~y N O w ~ a v V O Olut TI UI -.i ~I ~ U > m Hm m 3 ri N M ILI C9 x W O ~ a i i o o ri I I o o O ,ti i i i E i o o ~o o I H I o o M o i q i o c-~ t~ N i W I ti I ai I N~ a' Oi i I ci W .-1 I I 0 P, N i 1 i ~ o oooo~ o00 ~ I I O O O O O N O O O U O O i E i o o in ui o.-i ri uiin z ~N NN Nti~ }i H I W I ~ [q -.i ~ I I N ~ s? z ~ o E .1 fi I 1 W 'C) I 1 ' lfl s, ~ E . ~ w U w i i x ~ m a W O ~ t i~ U E H vl~ UHM mvo o 1 1 m H ~za 2u:o,.72 WLI i i E 4 02W u Hca~ •o qw 1 ~ z m caHOa CL' o...lvIH 7.W i i ~C 7+ W Hi-+E w H a°' ° P ~ E r a .xo w i i i. 7 r E i W HM U7ONxhO i i n: 2 aIlzr o rnh H u ~ ~ w3 a RC U`0 W i i 7-~ W U 2 W E W •1 rnTO W 1 I ~ O.7., W H FC H x3 ~+z.~ o 1 z m Awwa a zv .r I I w mxwr a~D >,owr+xarnFw I I Ho owow o u qW p H W ~ ~ E E . t -i[GHE i i WE H WW>+2 pM O~WWOOE i i 7.7.>+W U;fxWW Q.-iU"a.'~,'FC~7UV1 i i [xaUEU' FCLGWWO i i Wr-~Oi-+FC2HEG:WCnE ~ ~ auHCnzD ~C uw.S I I ~ H OHq~WUZWW zcn itizwz xa awaa~ oaw Om WWFO i i WO..] ~--iOH u:HWW G+W F7oly'H i i RCWEU UON (4 a a faE ~ i i rj C9HWU[LWWOW U' aq w a zHH~cwaoa zwz WLI fAU H I I HV]UU'U V]H(Y~H w0.' d ~C u w i7..i 1 0 1 .702H i2IC7QW(9 a a Hx www H~Ul o ~ ~ wN az ~n I HI wwao awww arxoa za W wQQ'~'NL1LlLlHOWU . 4q i W i wa H .7 i a i • rl N tl d~ V1 ~0 h N Ol O Ri UJ I Vl I c-i -1 P. w I wI a 1 AI I O N N I i i i ~om<M i I f~l N b I I O N N I I •I I NOiV~ 1 1 b~ei I 1 a-i N 1 i i I N N I i i I V~ W I I b b I 1 N N I I ~ ~ I t .-i rl i I N N I I t?i/ti/Y I I I i i i i i i I I i i I I i i ~ u ~ m i m i ~ I U i :J i a i M 1 O 1 u i w I m I m ro i N i N m 1 O U M N A ~C i Ei.-iH i ~0 mo i v,CQF A F a W U ~ ~ R z w a ~i 0 ~ Ci W y0A N ~30 ~ Vi a".. N 'l3 IU V1-M 'N>1 Gid o (d ~i a m vv 7+7rP.q~~ E2,vooyzj FC ~ ~4Q., SNa N W r.~N NLLNN ~U' N N 7v4 vl W ~ O R ~ Y:~a a7NHwH E O O H Ul N N [y JJ ri 11 N S'r N IC t~n H UI N N 7-I W'UIWUI ~N O 04 U m ~r Sa m W N C A C14-H V] N O~ ol`0 v o 'O O -'i'O N L W R7-.1-.i 'OmC> "tl avoouv ~x V HC.N U 0 !L Ol •.i ~ uEa c~u O •.i 0 tJ ~J AU •`OU) N w v m >1 a~J> u ML wwA S1 O Ul ww m v s4 o0X~~.C A.GEU~m N W •.i r-1 r4 W v U mo,C m H ~ r~ J~ V N o;1 v mv N-nL O ~ S1'O 1R N O vrto >x R'ww oA 3 r4-H q ro o o ~ ~ w s, 11 11 N U NFINW,L' N r6 ~i m AJ UIOUwEW IU W N li `O h g ro N -.iNRO N -I }i -.i N 7..i ~'6 y ~ Rm a) roo9 Sa rt P: biS1 I O ~ k~~ rC~ t~OHHm Gi mA, vv3-, ti m w L, 09 rov~mq,~, C ~ tA 14 C X oi 0 0 s4 ~ 0.l U Assessor Home Tf co ome eIw earci 100 JeRerson County Pkvry Golden, Colorado 80419 303-271-8600 Sch:430321 Parcel ID39-194-02-006 Active:Active Property Type:In ustrial Property Address:13150 W 43RD DR GOLDEN CO 80403 Mazlmg Address:06557 ffiGH DR MORRISON CO 80465 Owner Name: J HN N KEITH R Neighborhood:N/A Area:N/A Subdivision Name:44TH INDUSTRIAI, PARK echon Towns ip ge QuarterSecrion Land Sqft Block Lot Key Ran 0009 19 ~ 69 SE 47480 Total 47480.0 Sa e Date a e ount Deed Type Recephon 09-23-1998 ~0 Plat F0700216 04-19-2001 212,400 Warranty Deed F1226890 Recor s Disc aimer: This information is prepared as an ongoing commitment to the public to provide accurate, quality and up-to-date information to the public. This is an informational service and will be maintained during normal business hours, 8 a.m. to 5 p.m., Mondays through Fridays. If any service interruption in service occurs during non-business hours, the problem will be addressed at the beginning of the next business day. Jefferson County makes every effort to produce and publish the most current and accurate properiy information possible. Jefferson County assumes no liability whatsoever associated with the use or misuse of this public data. Send mail to assessor@co.jeffersoaco.uswi[h questions or comments about this Web Site. Copynght 0 2000, Jefferson County, Colorado. Ail rights reserved. Last modified: May Ol, 2001 http://ww4.co.jefferson.ce.us/apps/servleUats.atsdisplay?sch=430321&search=6&ptype=&sale= 10/4/2002 Jefferson County Assessor System Page 1 of 1 K.1.W00DWORKS,Itd. 6557 HIGH DItIVE MORRISON,CO. 80465 U.S.A. Phone303-697-0438 Fac 303-697-5422 1-14-02 TO WHOM IT MAY CONCERN ; IN REGARD TO THE BUILDING ON W. 43 RD, THE REAR UNIT I PLAN TO LEASE FOR THE PURPOSE OF STORAGE OF CONSTUCTION MATERIALS AND SUPPLIES USED IN MY BUSINESS IT WILL NOT BE USED AS A COMPLETE WOOD SHOP,[ CABINET SHOP OR MILLING SHOP SINCERELY; K.J. OOD ORKS,LTD. KEITH J S N, PRES. Security Title Guaranty Co. 5995 Greenwood Plaza Blvd. , Greenwood Village, CO 80111-4710 PHONE: (303) 889-8475 FAX: (303) 220-1031 PURCHASERS SETTLEMENT STATEMENT PREPARED FOR: DUFFY REALTY, INC. cASE NO.: G028408A01 PROPERTY ADDRESS: 13150 W. 43RD DRIVE . GOLDEN, CO 80403 SELLER: 44 Eldridge, L.L.C., a Colorado limited lia'aility company ~ PVRCHASER: KEITA R. JOHNSON . SETTLEMENT DATE: APRIL 19, 2001 DATE OF PRORATION: APRIL 19 2001 LEGAL DESCRIPTION: LOT 9, 44TH INDUSTRIAL PARK " , COUNTY OF JEFFERSON . STATE OF COLORADO - PTION DEBIT CREDIT 1. SELLING PRICE . . $ 212,400.00 $ 2. DEPO5IT OR EARNEST MONEY 5 000 00 3. PRINCIPAL AMOUNT OF NEW LOAN(S) , . 159 300 00 4. MORTGAGE POLICY 110 00 , . 5. TAXCERTIFICATE TO SECURITY TITLE . 25 00 6. DEED RECORDING FEES . 5.00 7. DEED OF TRUST RECORDING FEES 20 00 8. DEED DOCUMENTARY FEE . 21.24 9. TAXES FOR CURRENT YEAR 108 DAYS AT $ 6.8151 - 736 03 10.ORIGINATION FEE TO PEAK NATIONAL BANK 1,593.00 . 11. FUTURE RELEASE TO PEAK NATIONAL BANK . 15.00 12. CLOSING FEE TO SECURITY TITLE 75.00 Sub-Totals Balance d f P h $ 214,264.24 $ 165,036.03 ue rom urc aser $ $ ~ 49,228.21 TOTAI.S . $ 214,264.24 $ 214,264.24 APPROVED AND ACCEPTED Sales or use taxes on personal property not included. SECURITY 1ITLE GUARANTY C0. assumes no responsibility for the adjustment of special taxes or assessments unlessthey are shown on the Treasurer's Certificate of Taxes Due. The condition of title to the property is to be determined by reference to the title evidence provided by Seller or by personal investigation. The above statement of settlement is approv.ed as of the settlement date shown above and Escrow Holder is hereby authorized to disburse as Trustee funds as ,a;,..~ va Broker/Agent Closing Agent T T d-_ . . . I I i ~ li , SOILS AND FOUNDATIO71~ INl,r''ESTIGATION PROPOSED COM1~~RCId~~ BUILDING LOT 9 44 T" INC6USTRIAL PARK WHEAl' RIDGIE, COLORADtJ Koechlein Consulting Engineers, Inc. Consulting Geotechnical Engineers 12364 W. Alameda Pkwy • Suite 135 • Lakewood, CO 80228-2845 LAKEWOOD AVON SILVERTHORNE (303) 989-1223 (970) 949-6009 (970) 468-6933 (303) 989-0204 FAX (970) 949-9223 FAX (970) 468-6939 FAX KOECHLEIN CONSULTING ENGINEERS, INC. CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS SOILS AND FOUNDATION INVESTIGATION PROPOSED COMMERCIAL BUILDING LOT 9 44TH INDUSTRIAL PARK WHEAT RIDGE, COLORADO a:38?:t -7 fi -1 /o Prepared for: KJ Woodworks c/o Rudd and Associates 13050 West 43rd Street, Suite 200 VJheat Ridge, CO 80401 Job No. 01-107 July 13, 2001 DE'NVER: 12364 West Alameda Prkwy., Suite IIS, Lakewood, CO 80228 (303) 989-1223 AVON: (970) 949-6009 SILVERTHORNE: (970) 468-6933 July 13, 200 ] KOECHLEINCONSULTING ENGINEERS, INC. JobNo.OL107 Consulting Geotechnical Engineers TABLE OF CONTENTS SCOPE 1 EXECUTIVE SUMMARY 1 PROPOSED CONSTRUCTION 3 SITE CONDITIONS 4 PREVIOUS INVESTIGATIONS 4 INVESTIGATION 5 SUBSURFACE CONDITIONS 6 EXCAVATION 6 GROUND WATER 8 FOUNDATIONS 8 Spread Footines 9 Drilled Piers 11 FLOOR SLABS 13 FOUNDATION DRAINAGE 14 LATERAL WALL LOADS 15 SURFACE DRAINAGE 17 COMPACTED FILL 17 LIMITATIONS 19 VICINITY MAP Fig. 1 LOCATIONS OF EXPLORATORY BORINGS Fig. 2 LOGS OF EXPLORATORY BORINGS Fig. 3 LEGEND OF EXPLORATORY BORINGS Fig. 4 GRADATION TEST RESULTS Fig. 5 SWELL-CONSOLIDATION TEST RESULTS Fig. 6 FOUNDATION EXCAVATION RECOMMENDATION Fig. 7 TYPICAL WALL DRAIN DETAIL Fig. 8 TYPICAL RETAINING WALL DRAIN DETAIL Fig. 9 SUMMARY OF LABORATORY TEST RESULTS Table I July 13, 2001 . KOECHLEIN CONSULT7NG ENGINEERS, dNC. JobNo.OLl07 Consu[ting Geotechnrcal Engineers SCOPE This report presents the results of a soils and foundation investigation for the proposed commercial building to be constructed on Lot 9 in the 44" Industrial Park, Wheat Ridge, Colorado. The approximate site location is shown on the Vicinity Map, Fig. I. The purpose of this investigation was to evaluate the subsurface conditions at the site and to provide geotechnical recommendations for the proposed construction. This report includes descriptions of subsoil, bedrock and ground water conditions encountered in the exploratory borings, recommended foundation systems, allowabie soil beazing pressure, and recommended foundation design and construction criteria. This report was prepared from data developed during the field investigation, our laboratory testing, and our experience with similaz projects and subsurface conditions in the area. The recommendations presented in this report are based on the proposed commercial building being constructed. We should be contacted to review our recommendations when the final structural plans for the building have been completed. A summary of our findings and conclusions is presented below. EXECUTIVE SUMMARY 1. Subsurface conditions encountered in the exploratory borings for the proposed building (TH-1 and TH-2) were generally similar. The subsurface materials encountered in the exploratory borings generally consisted of 11.0 to 13.5 feet of existing fill underlain by a natural, medium dense to dense, sand and gravel with some cobbles to varying depths of 14.0 to 27.0 feet. The existing fill was chazacterized by a 7uty 13, 2001 Job No. 0]-]07 KOECHLEIN CONSULTING ENGINEER$ INC. Consulting Geatechnica[ Engineers 8. Drainage azound the building should be designed and constructed to provide for rapid removal of surface runoff and avoid concentration of water adjacent to foundation walls. PROPOSED CONSTRUCTION A preliminary site plan was provided by Rudd and Associates prior to our field investigation. Based on the preliminary plans, a commercial building and associated parking lot will be constructed. We understand that five feet of structural fill will be placed and compacted over the site prior to construction of the proposed building and parking lot. We anticipate that the proposed building will be 2-stories in height and will be of cast-in-place concrete, structural steel and masonry construction with slab-on-grade floors. We do not anticipate that below grade azeas will be constructed for the proposed building. Excavations up to 13.5 feet in depth may be required, depending on the foundation system selected by the owner. Maximum wall loads were assumed to be those normally associated with commercial construction. We anticipate that both flexible pavements and rigid pavements could be used for the parking lots and associated drives for this project. Rigid pavements will most likely be used for the areas surrounding trash bins, loading docks, and other heavy traffic areas, while the flexible pavement would be used for the remainder of the site. 3 July 13, 2001 XOECHLEIN CONSULTING ENGINEERS, INC JobNo.01-107 Consulting Geotechnical Engineers SITE The subje~t site is accessed and bordered by 43' Street, which is located to the north of the site. At the time of our investigation, the site was partly developed including overlot fill placement and construction of an existing detention pond, which is located in the southem thW of the site. The site is generally level with a very slight slope down towards the south. Based on the appeazance of the site, it appears that the site has been and graded. Veg4tation on the site consists ofweeds and grass. PREVIOUS INVESTIGATIONS Several pl~evious investigations were performed on 44t' Industrial Park prior to development of }he proper[y. The investigations that we are awaze of include two 1h environmental investigations and one existing fill investigation. For infornation regarding the soil conditions prior to tha development o£ the subdivision, refer to the following reports. 1. Kumar & Associates, Inc. Evaluation of Existing Fi1l, Mount Olivet North Property, Northwest Corner of I-70 and SH 58, Jefferson County, Colorado, Apri120, 1992, Project No. 92-139. 2. Kumar & Associates, Inc. Phase I Environmental Site Assessment, Approximately SO-Acre, Vacant Property Located Near Interstate 70 and Highway 58, Section 19 and 20, Township 3 South, Range 69 West, Jefferson County, Colorado, January 26, 1995, Project No. 95-101. 3. Kumar & Associates, Inc. Phase II Environmental Site Assessment, Approximately 50-Acre, Vacant Property Located Between West 44`h Avenue and Highway 58, Near I-70, Golden, Colorado, March 10, 1995, 4 July 13, 2001 KOECHLEINCONSI/LTING ENGINEERS, INC. JobNo.Ol•107 Consultittg Geotechnica! Engineers medium stiff to stiff, sandy clay with some gravel and cobbles. Below the natural sand and gravel, to the maximum depth explored of 30.0 feet, the subsurface conditions consisted of a medium hazd to hard claystone. Laboratory tests indicated that the existing clay fill has a moderate swell potential. 2. At the time of this investigation, ground water was encountered at a depth of 20.0 feet in exploratory boring TH-2. 3. Up to 13.5 feet of existing clay fill was encountered in the exploratory borings in the azea of the proposed building. Laboratory tests indicated that the existing clay fill has a moderate sweil potential. 4. We anticipate that the subsurface conditions at the proposed foundation elevation for the building will consist of either the existing fill or a new properly compacted structural fill. In our opinion, the proposed building may be constructed with either a spread footing foundation system bearing on compacted structural fill or a drilled pier foundation system bearing in the natural claystone. Refer to the FOUNDATION section of this report for more details. 5. We anticipate that the subsurface conditions at the proposed floor slab elevation will consist of compacted structural fill over the existing fill or compacted structural fill extending down to natural soils and replacing the existing clay fill. Because we believe that the existing fill was not controlied during placement, special considerations should be taken when selecting a floor system for the proposed building if the existing clay fill is not removed. Refer to the FLOOR SLABS section of this report for complete recommendations. 6. Below grade construction at this site requires precautions as recommended in this report in order to maintain the stability of the slope and sides of excavations. Refer to the EXCAVATION section of the report for additional details. 7. Based on the subsurface conditions encountered in the exploratory borings, we anticipate that conventional construction equipment will be capable of completing the required excavations. 2 luly 13, 2001 Job No. 01-107 Project No. 95-I01A. INVESTIGATION KOECHLEIN CONSULTING ENGINEERS, INC. Consultit:g Ceotechnica[ Engineers Subsurface conditions for the proposed building were investigated at this site on July 6, 2001 by drilling two deep exploratory borings (TH-1 and TH-2) with a 4-inch diameter continuous flight power auger at the locations shown on the Locations of Exploratory Borings, Fig. 2. An engineer &om our office was on the site to supervise the drilling of the exploratory borings and visually classify and document the subsurface soils, bedrock and ground water conditions. The engineer also obtained representative samples of the soils and bedrock within the exploratory borings to be examined in our laboratory. A graphical log of the subsurface soils and bedrock encountered in the exploratory borings is shown on the Logs of Exploratory Borings, Fig. 3, and in the Legend of Exploratory Borings, Fig 4. The laboratory investigation included visual classification of all samples and testing of selected samples for natural moisture content, dry density, and swell- consolidation potential. Results of the laboratory tests aze presented on the Logs of Exploratory Borings, Fig. 3, on the Gradation Test Results, Fig. 5, on the Swell- Consolidation Test Results, Fig. 6, and in the Summary of Laboratory Test Results, Table 1. Because five feet of structural fill will be placed and compacted on the site prior to construction of the building and pazking lot, a pavement design was not performed at 5 July 13, 2001 Job No. 01-107 KOECHLEIN CONSULTING ENGINEERS,INC. Consuliing Geotechnica[ Engineers this time. The pavement section will be dependent on the type of structural fill that is placed. If requested, we could perform a pavement design for the subject project when a sample of the structural fill is available. SUBSURFACE CONDITIONS Subsurface conditions encountered in the exploratory borings for the proposed building (TH-1 and TH-2) were generally similaz. The subsurface materials encountered in the exploratory borings generally consisted of 11.0 to 135 feet of existing overlot, clay fill underlain by a natural, moist, medium dense to dense, sand and gravel with some cobbles to varying depths of 14.0 to 27.0 feet. The existing clay fill was characterized by a dry to moist, medium stiff to stiff, sandy clay with some gravel and cobbles. Below the natural sand and gravel, to the maximum depth explored of 30A feet, the subsurface conditions consisted of a dry to moist, medium hard to hazd claystone. Laboratory tests indicated that the existing clay ffi1 has a moderate swell potential. At the time of this investigation, ground water was encountered at a depth of 20.0 feet in exploratory boring TH-2. EXCAVATION We anticipate excavations for the proposed building could be as deep as 13.5 feet. In our opinion, conventional excavation equipment will be capable of completing the 6 .luly 13, 2001 Iob No. 01-107 required excavations. KOECHLETN CONSULTING ENGINEERS, INC. Consultrng Geotechnical Engineers Care needs to be exercised during construction so that the excavation slopes remain stable. In our opinion, the existing sandy clay fill encountered at the site classifies as Type B soil in accordance with OSHA. OSHA regulations should be followed in any excavations or cuts. If the owner chooses to remove and replace the existing fill with properly moisture conditioned and compacted structural fill, excavations up to 13.5 feet may be necessary. Based on observations of the exploratory borings, excavations to a depth of 13.5 feet should not encounter ground water. However, if ground water is encountered within the excavation, the ground water can typically be controlled by shallow interceptor trenches along the base of the excavation. The shallow trenches should be sloped down to a sump pit, where the water can be removed by pumping. However, because the purpose of overexcavating to a depth of 13.5 feet is to remove and replace the existing. clay fill, it may not be necessazy to control the ground water prior to placing structural fill. If ground water is encountered within the excavation, we can be contacted to provide specific recommendations at that time. All structural fill for this project should be placed and compacted as recommended in the COMPACTED FILL section of this report. 7 July 13, 2001 7ob No. 01 • ] 07 GROUND WATER KOECHLEIN CONSULTING ENGlNEERS, INC. Consulting Geotechnical Engineers At the time of this investigation, ground water was encountered at a depth of 20.0 feet in exploratory boring TH-2. If the owner chooses to remove and replace the existing clay fill with properly moisture conditioned and compacted structural fill, excavations up to 13.5 feet may be necessary. Based on the exploratory borings, we do not anticipate that ground water will be encountered in excavations to a depth of 13.5 feet. However, if ground water is encountered within the excavation, the ground water can typically be controlled by shallow interceptor trenches along the base of the excavation. The shallow trenches should be sloped down to a sump pit, where the water can be removed by pumping. However, because the purpose of overexcavating to a depth of 13.5 feet is to remove and replace the existing clay fill, it may not be necessary to control the ground water prior to placing structural fill. If ground water is encountered within the excavation, we can be contacted to provide specific recommendations at that time. If the owner chooses to support the proposed building on drilled piers, installation of the drilled piers will be influenced by the presence of ground water. FOUNDATIONS Because five feet of structural fill will be placed priar to construction of the proposed building, we anticipate that the subsurface material at the potential foundation elevation for the proposed building will consist of compacted structural fill. However, up 8 .iuly 13, 2001 KOECHLElNCONSULTINGENGINEERS, INC. JobNo.01-107 Consulting Geoteehnical Engineers to 13.5 feet of existing fill was encountered in the exploratory borings. Laboratory test results indicated that the existing fill possesses a moderate swell potential. Because we do not believe that the existing fill was placed and compacted in a controlled manner, it is our opinion construction of footings over the uncontrolled fill would have a large risk of foundation movement. In order to minimize the risk of foundation movement, we recommend that the existing fill be removed and replaced with properly moisture conditioned and compacted fi1L The proposed building may then be constructed on spread footings beazing on the properly moisture conditioned and compacted structural fill. If the owner chooses not to remove the existing fill, we recommend that the proposed building be supported by drilled piers bearing in the natural claystone. The following sections present our design recommendations for spread footings and drilled piers. Spread Footinas In our opinion, the proposed building may be supported by spread footings beazing on properly moisture conditioned and compacted non-expansive, structural fill. We recommend that the spread footing foundation system be designed and constructed to meet the following criteria: 1. Footings should be supported by properly moisture conditioned and compacted, non-expansive structural fill. All of the existing clay fill 9 July 13, 2001 KOECHLE/N CONSULTING ENGINEERS, INC. 7obNo.01-107 Consulting Geotechnical Engineers beneath the proposed building should be removed and replaced with properly moisture conditioned and compacted structural fill prior to construction of spread footings. 2. Up to 13.5 feet of existing clay fill was encountered in the exploratory borings. All of the existing clay fill must be removed and replaced with properly moisture conditioned and compacted, non-expansive structural fill. A representative from our office should observe the removal of the fill to verify that it has been removed and that natural soils aze exposed throughout the excavation. 3. In order to minimize the amount of settlement that could occur after removal and replacement of the existing clay fill, we recommend that the new structural fill consist of a granular material. Granular materials generally consolidate during construction of the fill and do not settle significantly on a long term basis. Fine grained soils generally will consolidate over a longer period of time, which can result in movement of the finished structure. 4. Because portions of the existing fill aze characterized by a sandy clay with a moderate swell potential, we do not recommend that the existing sandy clay fill be used as structural fill. However, portions of the existing fill may be suitable for re-use. If the owner chooses to re-use portions of the existing fill, we recommend that a representative from our office observe the fill separation process in order to verify that suitable fill materials are being retained. 5. Fill placed beneath spread footings should extend at a 1 to 1(Horizontal to Vertical) slope from the outside edge of the footings. Excavation recommendations beneath spread footings are shown in the Foundation Excavation Recommendation, Fig. 7. 6. The wall and column footings may be designed for a maximum allowable soil bearing pressure of 3,000 psf. 7. Column Footings should have a minimum dimension of 24 inches square and continuous wall footings should have a minimum width of 16 inches. Footing widths may be greater to accommodate structural design loads. 10 July 13, 2001 Job No. 01-107 KOECHLE7N CONSULTlNC ENG/NEERS, INC.. Consu[ting Geoteehnical Engineers 8. Continuous foundation wa11s should be reinforced to span local anomalies in the soil. 9. Structural fill should be placed and compacted as outlined in the COMPACTED FILL section of this report. We recommend that a representative of our office observe and test the placement and compaction of structural fill used in foundation construction. It has been our experience that without engineering quality control, poor construcfion techniques can occur which result in poor foundation performance. 10. A representative of our office must observe the completed foundation excavation. Variations from the conditions described in this report, which were not indicated by our borings, can occur. The representative can observe the excavation to evaluate the exposed subsurface conditions. Drilled Piers The proposed building may also be supported by drilled piers bearing in the natural claystone. However, based on our experience on adjacent lots, due to some cobbles within the fill and the natural cobbles and the presence of ground water, installation of the drilled piers will be difficult. We recommend that the drilled pier foundation be designed and constructed to meet the following criteria: 1. Drilled piers should extend into the claystone bedrock. The claystone bedrock was encountered at various depths of 14.0 to 27.0 feet in the exploratory borings. Based on the exploratory borings, the depth to bedrock varies slightly across the site. 2. Piers may be designed for a maximum allowable end bearing pressure of 35,000 psf and an allowable skin friction value of 1,500 psf for the portion of the pier in bedrock. The maximum allowable bearing capacity and skin friction have been reduced to account for the settlement potential of the existing fill. Settlement of the existing fill will cause downdrag (negative skin friction) to occur on the drilled piers. 11 .iuly 13, 2001 KOECHLE/N CONSULTING ENGlNEERS, INC. lobNo.01-107 Consulting Geotechnica[ Engineers 3. The piers should penetrate at least 10 feet into the unweathered zone of the claystone and have a minimum length of 20 feet. 4. If LPILE is used to design the drilled piers, the following table presents criteria, which may be used as input. Type Description' y x ~ c Eso (Pel) (Pcl) (Psi) 1 SAND and GRAVEL 0.075 120 35 0 - 2 CLAYSTONE 0.070 1,000 0 25.0 0.007 Note: 1. The existing fill from the bottom of the grade beam or foundation walls should not be considered in engineering calculations. 5. All pier reinforcement should be designed and specified by the structural engineer. Reinforcement should extend into the grade beam or foundation walls. 6. Ground water was encountered in exploratory boring TH-2 at a depth of 20.0 feet. Because ground water was encountered and the soils caved during drilling of the exploratory borings, we anticipate, that casing will be required for the installation of the drilled piers for the proposed building. It may be necessary to use casing and to pump the concrete into the shafts in order to properly install the drilled piers at this site. 7. Because casing and/or concrete pumping may be required, we recommend that the piers be a minimum of 18 inches in diameter. 8. A representative from our office should be on-site to observe the installation of the drilled piers. Our representative will be able to observe the conditions exposed by the installation of the drilled piers, to check the pier construction procedures for proper cleaning and dewatering of the pier holes and to observe and test concrete placement. 12 July 13, 2001 KOECNLEINCONSULTING ENG/NEERS, INC JobNo.OL107 Consulting Geotechnical Engineers FLOORSLABS Because five feet of properly moisture conditioned and compacted fill will be placed prior to construction of the proposed building, we anticipate that the soils at the approximate floor slab elevationsr will consist of non-expansive structural fill. However, because we believe that the existing clay fill was not a controlled fill and also has a moderate swell potential, we anticipate that slab-on-grade floors constructed on the non- expansive structural fill over the existing cIay fill could experience up to 2.5 inches of movement. If the owner is not willing to accept the risk of differential movement and associated cracking, we recommend that the floor system be constructed as a structural floor. In our opinion, in order to safely construct slab-on-grade floors with a low risk of movement at this site, slabs-on-grade should be supported by compacted, non-expansive structural fill over natural soils after all of the existing clay fill is removed. If the owner chooses to support the proposed building on spread footings over compacted fill, the existing fill under the entire building footprint may be excavated and replaced with properly moisture treated and compacted, non-expansive structural fill. Slabs-on-grade may then be constructed on the compacted, structural fill. We recommend the following precautions for the constxuction of slab-on-grade floors.at this site. 1. Slabs should be placed on compacted non-expansive, structural fill over natural soils. 13 July 13, 2001 lob No. 01-107 KOECHLEINCONSULTlNGENGINEERS, INC. Consu[ting Geotechnica! Engineers 2. All existing clay fill beneath proposed slab-on-grade floors should be removed and replaced with properly moisture conditioned and compacted, non-expansive, structural fall. Slabs-on-grade may then be constructed on the compacted, non-expansive fill. 3. Because portions of the existing fill are characterized by a sandy clay with a moderate swell potential, we do not recommend that the existing sandy clay fill be used as structural fill. However, portions of the existing fill may be suitable for re-use. If the owner chooses to re-use portions of the existing fili, we recommend that a representative from our office observe the fill sepazation process in order to verify that suitable fill materials are being retained. 4. Stabs should be separated from exterior walls and interior bearing members. Vertical movement of the slab should not be restricted. 5. Exterior slabs should be separated from the building. These slabs should be reinforced to function as independent units. Movement of these slabs should not be transmitted directly to the foundations or walls of the structure. 6. Frequent control joints should be provided in all slabs to reduce problems associated with shrinkage. 7. Structural fill should be placed and compacted as outlined in the COMPACTED FILL section of this report. We recommend that a representative of our office observe and test the placement and compaction of structural fill used in slab-on-grade construction. It has been our experience that without engineering quality control, poor construction techniques can occur which result in poor slab performance. FOUNDATION DRAINAGE Surface water tends to flow through relatively permeable backfill typically found adjacent to foundations. The water that flows through the fill collects on the surface of relatively impermeable soils occurring at the foundation elevation. Both this surface 14 Juty 13, 2001 KOECHLE7NCONSULT/NG ENGINEERS, INC. 7obNa.01-]07 Consultrng Geotechnical Engineers water and possible ground water can cause wet or moist below grade conditions after construction. Because we do not anticipate that below grade azeas will be constructed for the proposed building, it is our opinion that a foundation drain will not be necessary. However, iF plans change and below grade areas are planned, we recommend the installation of a drain along the below grade foundation walls. The drain should consist of a 4-inch diameter perforated pipe encased in free draining gravel and a manufactured wall drain. The drain should be sloped so that water flows to a sump where the water can be removed by pumping, or to a positive grauity outlet. Recommended details for a typical foundation wall drain are presented in the Typical Wall Drain Detail, Fig. 8. LATERAL WALL LOADS We do not anticipate that walls will be constructed which require lateral earth pressures for design. However, we have provided lateral wall load design criteria, if plans change. Lateral earth pressures depend on the type of backfill and the height and type of wall. Walls, which are free to rotate sufficiently to mobilize the strength of the backfill, should be designed to resist the "active" earth pressure condition. Walls that are restrained should be designed to resist the "at rest" earth pressure condition. The following table presents the lateral wall pressures that may be assumed for design. 15 July 13, 2001 1ob No. 01-107 KOECHLEIN CONSULT7NG ENG/NEERS, INC. Consu[ting Geofecknieal Engineers Earth Pressure Condition Equivalent Fluid Pressure' (pcfl Active 35 At-rest 50 Passive 300 Notes: 1. Equivalent fluid pressures are for a horizontal backfill condition with no hydrostatic pressures or live loads. 2. A coefficient of friction of 0.4 may be used at the base of footings to resist lateral wall loads, for footings constructed on a granulaz, structural fill. Backfill placed behind or adjacent to foundation walls and retaining walls should be placed and compacted as recommended in the COMPACTED FILL section of this report. Placement and compaction of the fill should be observed and tested by a representative of our office. Although we do not anticipate that retaining walls will be constructed at this site, we have provided the following information if plans change. To reduce the possibility of developing hydrostatic pressures behind conventional retaining walls, a drain should be constructed adjacent to the wall. The drain may consist of a manufactured drain system and gravel. The gravel should have a maximum size of 1.5 inches and have a maximum of 3 percent passing the No. 200 sieve. Washed concrete aggregate will be satisfactory for the drainage layer. The manufactured drain should extend from the bottom of the retaining wall to within 2 feet of subgrade elevation. The water can be drained by a perforated pipe with collection of the water at the bottom of the wall leading to a positive 16 7uly 13,2001 lob No. Ol • 107 KOECHLEIN CONSULT/NG ENGINEERS, INC. Consulting Geotechnica! Engineers gravity outlet. A typical detail for a retaining wall drain is presented in the Typical Retaining Wall Drain Detail, Fig. 9. SURFACE DRAINAGE We recommend the following precautions be observed during construction and maintained at all times after the facilities are completed. 1. Wetting or drying of the open foundation excavations should be minimized during construction. 2. All surface water should be directed away from the top and sides of the excavation during construction. 3. The ground surface surrounding the exterior of the building should be sloped to drain away in all directions. We recommend a slope of at least 12 inches in the first 10 feet. 4. Backfill, especially around foundation walls, should be placed and compacted as recommended in the COMPACTED FILL section of this report. COMPACTED FILL Because portions of the existing fill are characterized by a sandy clay with a moderate swell potential, we do not recommend that the existing sandy clay fill be reused as structural fill. However, portions of the existing fill may be suitable for re-use. If the owner chooses to re-use portions of the existing fill, we recommend that a representative from our office observe the fill separation process in order to verify that suitable fill materials are being retained. The existing expansive clay fill may be used in landscaping 17 .luly 13, 2001 KOECHLEINCONSULTINGENGlNEERS, INC. JobNo.01-107 Cansulting Geotechnical Engineers areas. Structural fill for this project may consist of approved non-expansive, imported fill or approved on-site gravelly sand fill. The imported fill may consist of non-expansive silty or clayey sands or gravels with up to 30 percent passing the No. 200 sieve and a maximum plasticity index of 10. No gravel or cobbles lazger than 6 inches should be placed in fill areas. Fill areas should be stripped of all vegetation and topsoil, and then scarified. Any existing fill or debris should be removed prior to placing fill. Fill should be placed in thin loose lifts, moisture treated, and compacted as shown in the following table. The recommended compaction varies for the given use of the fill. Rec ommended Compaction Percentage ofthe Percentage ofthe Percentage ofthe Use of Fill Standazd Proctor Modified Proctor Optimum Maximum Dry Maximum Dry Moisture Content Density Density (ASTM D-698 (ASTM D-698) (ASTM D-1557) or D-1557) Below Structure Foundations 98 95 -2 to +2 Below Slab-On-Grade Floors 95 90 -2 to +2 Pavement Subgrade 95 (AASHTO T-99) 90 (AASHTO T-180) -2 to +2 Utility Trench Backfill 95 90 -2 to +2 Backfill (Non-Stnxctural) 90 90 -2 to +2 Notes: 1. For clay soils the moisture content should be 0 to +2 percent of the optimum moisture content. For granulaz soils the moisture content should be -2 to +2 of the optimum moisture content. We recommend that a representative of our office observe and test the placement and compaction of structural fill. Fill placed below foundations, slab-on-grade floors, and pavements is considered structuraL It has been our experience that without 18 July 13, 2001 Job No. 0 L 107 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnica[ Engineers engineering quality control, poor construction techniques can occur which result in poor foundation, slab-on-grade and pavement performance. LIMITATIONS Although the exploratory borings were located to obtain a reasonably accurate determination of foundation conditions, variations in the subsurface conditions are always , possible. Any variations that exist beneath the site generally become evident during excavation for the proposed building. A representative from our office should observe the completed excavations to confirm that the soils are as indicated by the exploratory borings and to verify our foundation and floor slab recommendations. The placement and compaction of fill, as well as installation of foundations, should also be observed and tested. The design criteria and subsurface data presented in this report are valid for 3 years from the date of this report. 19 July 13, 2001 lob No.O]-107 KOECHLEIN CONSULTING ENGINEERS, lNC. Consulting Geatechnical Eagineers ! If we can be of fixrther assistance in discussing the contents of this report or in analyses of the proposed project from a soils and foundation viewpoint, please contact our office. CONSULTING ENGINEERS, INC. 33M '2/r3COc Scott B."Tvlyers, P.E. Project Engineer Reviewed by: William N. Houlette, P.E. Senior Engineer (4 copies sent) 20 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting GeotechnicalEngineers VI IL N0T TO SCALE VICINITY MAP JOB NO. 01-107 FIG. 1 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers ~ 4310 5 RBES 1 I \ ~ ~ \ ,.n•' ~ - ~ I i I \ • ~~,a ~ ~ II~ 1 i . ' .•S°~:<i~ / ~ I I ~ • / ~ t^ \ 6.. TFl~1 ~ ~ V 1 ~ / I I l 1 . / ` / ~ RliOPOSED ~ BUILDINGI 1 i M ~ ~ !I ~ i I I ~ I 1 ~ II 1 ~ I / ~Im 1r ~ i • ~I I RH-2 LOT 9 ' ~ I 44TH INDUSTRIAL PARK ' I - - - - - - - -_~il I. EXISTING DETENTION POND I I 1"=50' LOCATIONS OF EXPLORATORY BORINGS JOB NO. 01-107 FIG. 2 0 5 10 15 F- W W LL Z 20 2 H a W 0 25 30 35 , 40 , JOB N0. 07-107 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers TH-1 TH-2 34/ 12 WC=10 DD= 114 17/12 18/12 50/6 19/12 19/12 WC=26 DD=99 -200 = 64 0 5 10 15 v m V "I S 20 Z "n m m -'I 25 30 35 50/5 LOGS OF EXPLORATORY BORINGS 40 FIG. 3 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting GeotechnicalEngineers LEGEND: ~ FILL, Clay, Sandy, Gravelly, With some cobbles, Dry to moist, Medium stiff to stiff, Brown to dark brown. SAND and GRAVEL, Silty, Cobbles, Moist, Medium dense to ~ ~p: dense, Brown. im CLAYSTONE, Dry to moist, Medium hard to hard, Grey to Brown. CAVING. Indicates depth of caving soils while drilling. = WATER. Indicates depth ot water encountered while drilling. a CALIFORNIA DRIVE SAMPLE. The symbol 34/12 indicates that 34 blows of a 140 pound hammer falling 30 inches were required to drive a 2.5 inch O.D. sampler 12 inches. Notes: 1. Exploratory borings were drilled on July 6, 2001 using a 4-inch diameter continuous flight power auger. 2. Ground water was encountered at a depth of 20.0 feetin exploratory boring TH-2 but was not encountered TH-1 to the maximum depth explored of 25.0 feet. 3. The Boring Logs are subject to the explanations, limitations, and conclusions as contained in this report. 4. Laboratory Test Results: WC - Indicates natural moisture DD - Indicates dry density (pcf) -200 - Indicates percent passing the No. 200 sieve LEGEND OF EXPLORATORY BORINGS JOB N0. 01-107 FIG. 4 KOECHLEIN CONSULTING ENGINEERS ' ,oo I I o io eo - - I I zo so - - - - - 30 - 70 0 c~ m y sa - - - ao m ¢ I z (L 50 F 50 . _ - . - . p Z m W L) 40 60 0 Z w m a 70 ° so 20 eo io so o ioo oooi zoa ioo m 0.01 DIAMETER OP PARTICLE IN MM +3" GR4VEL SAND SILT CLAY Sample of FILL, Clay, Sandy, Scattered gravel Source TH-2 Sample No. EIev.IDepth 9.0 feet GRAVEL 4 % SILT & CLAY 64 % PLASTICITY INDEX SAND 32 % LIQUD LIMIT % % Sampie of Source Sample No. Elev./Depth GRAVEL SILT 8 CLAY _ PIASTICITY INDEX SAND % LIQUID LIMIT % o~ GRADATION TEST RESULTS Job No. 01-107 FIG. 5 KOECHLEIN CONSULTING ENGINEERS c ~ a ~l 1 I ~ i I ~I I I I I I I I I I I I I II I ~ I i . I i II I I I'~ i ~ I 'II I I I ~ 2 i ~ - i I ~ I I I i , WATER ADDED I , I I~I i ~ i i 3 ' I II I I I I I I I I I 4 i I I I I i i I I ~ ~ I I I ! i 5 I III I ' i i ~ I I i ~ ; i I i i i ~ II i I ~ I I I i ~I ~ ~ I I I ~ i 6 ~ ~ I ~ I , . I i I . I ~I I I ~ ' i ~ I I ~ ' I 'I 7 II I i ~ I I ~ ~ I I i i i ~ i I III ~ I I 8 1 I ,2 7 2 5 I 10 20 50 100 Pressure, p, Kst 5ample of FILL Clay Sandy, Gravelly Natural Dry Unit WeighY- 113.9 (pc~ Source TH-1 Sampie No. Elev./Depth 4.0 feet Natural Moisture Content= 10 % SWELL-CONSOLIDATION TEST RESULTS Job No. 01-107 FIG. 6 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers ~(EXCAVATE`AS PER OSHA REGULATIONS) FOUNDATION EXCAVATION RECOMMENDATION JOB N0. 01-107 FIG. 7 KOECHLEIN CONSULTING ENGINEERS, INC. Consuiting Geotechnical Engineers CLAYEY BACKFILL ~u 1 COMPACTED BACKFILL EDGE OF EXCAVATION (EXCAVATE AS PER OSHA REGULATIONS) FIITER FABRIC GRAVEL- 12" MANUFACTURED WALL DRAIN -BELOW GRADE WALL I I ~-PIASTIC SHEETING I^~12" MIN. PERFORATED PIPE NOTES 1. DRAIN SHOULD BE AT LEAST 12 INCHES BELOW TOP OF FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 2, THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN. 3. GRAVEL SPECIFICATIONS: WASHED 1 1/2 INCH TO N0. 4 GRAVEL WITH LESS THAN 3% PASSING THE N0. 200 SIEVE. TYPICAL WALL DRAIN DETAIL JOB N0. 01-107 FIG. 8 KOECHLEIN CONSULTING ENGINEERS, INC. Consulting Geotechnical Engineers CLAYEY BACKFILL 10 7- COMPACTED BACKFILL EDGE OF EXCAVATION (EXCAVATE AS PER OSHA REGULATIONS) FILTER PERFORATED PIPE NOTES: MANUFACTURED WALL DRAIN -RETAINING WALL t. DRAIN SHOULD BE SLOPED OOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 2. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN. 3. GRAVEI SPECIFICATIONS: WASHED 1 1/2 INCH TO N0. 4 GRAVEL WITH LESS THAN 3% PASSING THE N0. 200 SIEVE. TYPICAL RETAINING WALL DRAIN DETAIL JOB N0. 01-107 FIG. 9 C/) ~i ~D P4 F ~ W H ~ ~ ~ ~ W Q .a w O ~ d ~ ~ ~ W Q F T m ~ ro 00 F 4 b ~ Q ~ ~ 'd U a U w .S a W z¢~ c. ,y o ~ o ~ a z N V F ~ U 'k ~ ~ e o a' w a ~ Q p.~ o v a a a ~ z Q a z~ ¢ W ~ ~ a ~ F N F ~ N ~ ~ w 0 ~ y N a ~ ~ ~ 3 N ~i N 1Ui d ~ ~ U z U Z U) a~ W W Z 0 Z W,^ V Z ~ J 7 LO Z O U Z W J w O Y ~ ~ CD d Z m 0 ~ it i1 ll'il u~-u R.D. FRtTZ CONSULTING ENGINEERS Mo so. Ndiy cima, 8.00 tw Enel.wod. co e0112-10e6 (M) eab9o77 Gmc (303) 84397/8 STRUCTLJRAL CALCULATIONS FOR KJ WOODWORKS LOT 9 WEST 44T" INDUSTRIAL PARK WHEAT RIDGE, COLORADO BY R. D. FRiTZ CONSULTING ENGINEERS 6970 SO. HOLLY CIRCLE, SUITE 100 ENGLEWOOD, COLORADO 80112-1066 Oc[ober 1, 2002 JobTiNe k3 WooDWoizr S eY p<~, Date q. S.bZ Jobno. DI-~OI R.D. FRITZ CONSULTING subiect (.,pqpC cnecked Sheet oi ENGINEERS ~ -TNis w;11 be A~e-~n4i~ecred bQy Exte.tnal load5 bjill be J i addres5ed bv~ -them. J C.oADS pEAp (FvEQCqLC WtU. CAt,C wE1(.}IT O; BEHAA 3/~ f I 0: S , f3 2 . 3 p 5-C HECH ~ ~~EC 2 ~,s~ SPRINQtt-eeS 1.5 ps;P IU15c. ps~ 11.55 ps~ ~ , usC^ 15 (~S~ bvra IoADS 50 ' S~ OFf- IGr f2-0 Pg~ P'ART6'S-I0US ir U R.D. FRITZ CONSULTING ENGINEERS PLI 11,-7 ~ Job Title k~ W Oc~n W o R kS BY DS Date 4.9. 02 Job no. OI- 6 1 Subject Checked , Sheet oi 2TTY-Q = SvaFPCE AQEA 2.11 ~ 9~~2 ~.10~ c 4'7 13 Pt2 UPuF`r RES0STbwcC nue -ro 54.--to F-a,c'rtmi c«oo 70.7K Co r--) -To; iaL STF-EFL T:G-Q'Z-~ A--'oC2 SukJP ouT Ar s- ; z2 ( v2 ) = 2-6`I 1 ' I~ ~l , USE ~i 4L/a n ~ ) . -rotqL STEEL- F~o2 'F3uMPOQT ~ ~O~~ ~ _ A= 2°o7t Z.Z = lol(o ina ~ O.uN ~(Q ASec4 in 0, 8 ~a2 l50 GOC,u~..~/J S tkc = 20 X = 240 2.4 ~ R.D. FRITZ CONSULTING ENGINEERS Job Tille I~1(,v~(~ W DY2 k5 By 7~S' Date -r'(.Y. L9 2. Job no. Subject pi p 1:00t.1 I t)(, Checked Sheet of C Is,IDOV S25 ~ i. l CZ~ = V314, k 14n (ME µL- 2T ~5, -7v ) - 2~9 1857 a ~1'a~,~..) = ( , ~ LZ) ~ I31W de ~I~- I3~y Y(LF', I, 9 E 1-4C E (D !q" TJ ! IP,ec, 2 50 ~ ff (Kill~ R.D. FRITZ CONSULTING ENGINEERS JabTille kSWO00woRK5 BY DS Dale c{,q.p2, Jobno. OI - re) l Subject Checked Sheet of WpLL (10'p5fX-7~-4") _ 73.3 (150 Ft-{'X B/,zx3'-~)= 3co -pI-P 3-73-o P1C ~w'.52z ~2 5z~ ~ (40,-73 ~ F_ ~Z - $ 0.77 iZOOJ 1ZOVU k - ~to.~ 3 = sz ~°I ?-7 anc 4,3ct 40.-73 _ c~.z~ - 4, ~J-~ (34 ) 1.'-( (D.3-7 3) = o, 52Z Rxu = . 3'73 ~ 25 =~6~ o, USs (2) , S S-rF`s t$" ~ CR/SSOiJ CC>~--) Job Tille ks WppDWORKS By DS Date q,G,bZ Job no. or-Gi R.D. FRIT2 CONSULTING Subject Checked Sheet oi ENGINEERS I.DAD oN CRP k 21 0 8 . LA38 ks Fd - 2 S 24 = m Zy W 14" CpP o" 21~ L-o0.PS T'~/y~ TH%CK ' u Jo6 Title kS ~nODlt XS(2 KS By 'C~FS Date p'L Job no. R.D. FRITZ CONSULTING subject Checked Sheet of ENGINEERS O5, ~ox 25 's.20' ~ If CI.IpLL) ' P, SJk~ . . . . ~ I~ . . Description B1 Fritz Consulting Engineers Title: 6970 So. Holly Circle Dsgnr: Descriptlon : Suite 100 Englewood,Colorado 80172 scope: your title block information. Steel Beam Design Job # Date: 3:0812M, 4SEP02 1 I General Information Calculations are designed to AISC 9th Edition ASD and 1897 UBC RequiremeMs ~ Steei Section : W14X34 Fv 36.00ksi Pinned-Pinned . Load Duration Factor 1.00 Center Span 20.75 ft Bm Wt. Added to Loads Elastic Modulus 29,00O.Oksi Left Cant. 0.00 ft LL & 5T Act Together Right Cant O.W ft Lu : Unbreced Length 7.33 ft Distributed Loads #1 #2 #3 #4 R5 #6 #7 DL 0.300 klft LL 1.400 kfft ST ldft Start Locafion ft End Location R Summary Beam OK StaBc Load Case Govems Stress Using: W 74X34 section, Span = 20.75R, Fy = 36.0ksi End Fixlry = Pinned-Pinned, Lu = 7.33ft, LDF = 1.000 Ac ual Moment 93.323 k-R fb : Bending Stress 23.023 ksi ib / Fb 0.869 : 1 Shear 17.990 k N: Shear Sfress 4.515 ksi W I Fv 0.374 : 7& Stress Allowabte 96.309 k-ft 23.760 ksi 57.374 k 74.400 ksi Max. DeFlection -0.734 in LengthlDL DeFl 7,762.5 : 1 LengtN(DL+LL De8) 339.5 : 1 These columns are Deatl + uve Loaa piaced as no[ea DL LL LL+ST LL LL+ST Maxdmum On Ce er Center Cants Can s Max. M+ 93.32 k-ft 17.97 93.32 . k-ft Mau. M - , . k ft Mau. M @ Left k-ft Max. M ~ Right k-ft Shear @ Left 17.99 k 3.46 17.99 k Shear @ Right 17.99 k 3.46 17.99 . k , . Center DeFl. -0.734 in -0.141 -0.734 -0.734 0.000 O.OOD in Left Cant DeFl O.OOOin ' 0.000 0.000 0.000 O.OOD O.OOD in Right Card Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query DeFl @ 0.000 R O.OOD 0.000 O.OOD 0.000 0.000 in Reacfion @ Left 17.99 3.46 77.99 17.99 k Reaction @ Rt 1799 3.46 17-99 17.99 k Fa calc'd per 7.64, K'L/r < Cc I Beam Passes 1.6.1.4.7, Pare 1, 2, 4, & 5, Fb = 0.66 Fy 3ection Properties W14X34 Width 6.745in I-m WebThick 0285in I-yy FlangeThicimess 0.455in S-bc Area 10.00in2 5-yy 33.97 #/ft Fwc 5.n31 in 340.00 in4 r-yy 7.526 In 23.30 in4 Rt 1.760 in 48.641 in3 6.909 in3 4,2 FritzConsuitingEngineers Title: Job# 6970 So. Holly Circle Dsgnr: Date: 3:08PM, 4 SEP 02 Description : Suite 100 Englewood, Colorado 80112 Scope: your title block information. Rev. 55U700 Page 2 Ucar. KW-0802452, Ver S.S.D. 2SSep~2001 _ Steel Beam Design e:broaram filesbcV01-61) kj wood_wolksW(ef Sketch 8 ,.~khliT+l7Tt~'TITiiTItl7Tt117i++1"l77+;1{i ± 1T1T! 2t1]SR ~ ' Mman=IXi.]k-M1 DmaK=-O.TJ91n R~x=t].BBOk ft.=1].& Ymaxpleti=lTBBR V^°K@d- FritrConsultingEngineers 7itle: Job7e 6970 So. Hally Circie Dsgnr. Date: 3:09PM, 4 SEP aL Suite 100 Description : Englewood,COlorado 80172 scope: your title block information. R~` ~070° Steei Beam Design P~e ' Ucer. KVJ-0802452, Ver 5.5.0, 2SSep2001 (c)79832001ENERCALCEn9lneenng5oflware r. r 2mfilesbc 07-67 'vuoadv.o~ks ref Description 62 Calculations are designed to NSC 9th EdRion ASD and 1997 UBC Requirements General Information Steel Section : W14X48 FY 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 25.00 ft Bm Wt. Added to Loads EWStic Modulus 29,00DAksi Left Cant 0.00 ft LL & ST Act Together Right Cant O.W ft Lu : Unbraced Length 1.33 ft Distributed Loads _ DL 0.285 LL 7.330 ST Start Locaiion End Location #z ua us ktft k/ft k/ft R ft Beam OK Sfatic Load Case Governs Stress Using: W 14X48 section, Span = 25.OOft, Fy = 36.Oksi End Fixity = Pinned-Pinned, Lu = 1.33ft, LOF = 1.000 Actual Moment 129.913 k-R fi: Bending Shess 22.163 ksi Po/Fb 0.933:7 Shear p 786 k N: Shear Stress 4.433 ksi N 1 Fv 0.308 : 1 Force & Stress Allowable 139275 k-ft 23.760 ksi 67.516 k 14.400 ksi Max. DeFlection -1.039 in LengthlDL DeFl 1,4422 : 1 Length/(DL+LL Defl) 286.7 : 1 These columns are Dead + Live Load placed as noted DL LL LL+ST LL LL+ST Maximum Onlv Center Ce er a CaMs Cants M+ Maz 729.91k-ft 26.07 129.91 k'ft . Max. M - k-ft k-ft Mau. M @ Left k-ft Max. M @ Right Shear @ Left 20.79 k 4.16 20-79 k k Shear @ RigM 2D.79 k 416 2~.79 Center Defl. -1.038 in -0208 -7.039 0 000 -7.039 0 000 0.000 0 000 0.000 in O.OOD in Left Cant Defl Right Cant De0 O.OOOin 0.000 in O.ODD 0.000 . O.ODD . O.ODD . 0.000 0.000 in ...Query DeFl @ O.OOD ft 0.000 O.OOD 0.000 0.000 0.000 in. Reaction @ Left 20.79 4.76 20.79 20.79 k k Reaction @ Rt 20.79 4.16 20.79 20.79 Fa calc'd per 1.5-7 , IC`Ur < Cc 1 Beam Passes 1.51.4.1, Para 1, 2, 4, 8 6, Fb = 0.68 Fy Section Properties W14X48 Depth 13.790 in Weight 47.89 #Nt r-Xa 5.865 in Width 8.030in I-wc 485.00 in4 r-yy 1.909 in WebThick 0.340in I-yy 51.40in4 Rt 2-180in FlangeThiclmess 0.595in S-nc 70.341 in3 Area 14.10 in2 S-yy 12.802 in3 Job # meers Title : Date: 3:09PM, 4 SEP 02 Fritz Consulting Eng Dsgnr. 6970 So. HollY Circle Description : Suite 100 Englewood, Colorado 80112 Scope : ; Pa9e 2 your title block information• 'i Steel Beam Design v r ramfilWxc~0'$»w~~rla `et ~o Description 04 Sketch & Diagram T~m~-~'V~11{ 1~~++1111f1~1~~++ ~~i/1 1.B15W11 m i i i.~pry~itilflliltl~ ~ ~fl ~yy _ 1]e Bk R pwx=.10]Bin R~=2D]I Rmu=30.i0Bk V~~h_ Vmaz6Ml_10.JBek Fritz Consulting Engineers Title: Job# 8970 So. Holly Circle Dsgnr: Date: 3:OBPM, 4 SEP 02 qqp~ Suite 100 Description : Englewood,Colorado 80112 Scope: your title block information. u e KW1A~B02452,Ver5.5.0,2bSep2001 Page ~ Ic11BH&2001ENERCALCEnolneerina5oftware Steel Beam Design I General Information Calculations are designed to NSC 9th Edition ASD and 1997 UBC Requirements N Steel Section : W14X34 rY 3600KS] - Pinned-Pinned Load Duretion Factor 1.00 Center Span 25.00 ft Bm Wt. Added to Loads Elastic Modulus 29,OOD.Oksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 it Lu : Unbreced Lenglh 7.33 ft Distributed Loads #7 #2 #3 #4 #S DL 0.379 LL 0.758 ST Start Location End Location Using:W14X34section,Span=25.00ft, Fy=36.Oksi End Fiuity = Pinned-Pinned, Lu = 1.33ft, LDF = 1.000 Actual Allowable Moment 91.482 k-ft 96.309 k-ft Po: Bending Stress 22.569 ksi 23.760 ksi fb i Fb 0.950 : 1 Shear 14.637 k 57.374 k fv : Shear Stress 3.674 ksi 74.400 ksi W / Fv 0.266 : 1 #6 #7 k!R k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. DeFledion -1.044 in LengthlDL Defl 815.0 : 7 length!(DL+LL De0) 287.4 : 1 Force & Stress Summary These columns are Oead + Uv¢ Load placed as noted DL LL LL+ST LL . LL+ST Maximum Onry Ce er CeMer Cants 0 CaMs Max. M+ 91,48 k-ft 3226 91.46 k-ft Max. M - k-ft Mau. M Left k-ft ~ Mau. M Right k-ft Shear @ LeR 14.64 k 5.76 14.64 k Shear @ Right 14.64 k 5.16 - 74.64 k Center Defl. -1.044 in -0.368 -1.094 -1.044 0.000 0.000 in Left Cant Detl O.OOOin O.OOD 0.000 0.000 0.000 0.000 in Righf Cant DeFl 0.0D0 in 0.000 0.000 0.000 0.000 0.000 In ...Query Defl @ 0.000 ft O.OOD 0.000 0.000 O.OOD 0.000 in Reaction @ Left 14.64 5.16 14.64 74.64 k Reaction @ Rt 14.64 5.16 14.64 14.64 k Fa calc'd per 1.54, IC`Ur < Cc I Beam Passes 7.5.1A.1, Para 1, 2, 4, 8 5, Fb = 0.66 Fy . Depth 13.960in wefgnt :z3.5inirc r-)oc b.tist m Width 6.745in I-xc 340.00 in4 r-yy 1.526 in Web Thick 0285 in i-yy 23.30 in4 Rt 1.760 in FlangeThiclmess 0.456in S-wc 48.641 in3 Area 10.00in2 S-yy 6.909in3 . Fritz Consulting Engineers Titie; J06# 6970 So. Holly Circle Dsgnr: Date: 3:08PM, 4 SEP 02 Suite 100 Description : Englewood,Colorado 80112 Scope: your title block information. RW. s'°i°° Pa e 2 Uwr.KW-0802452,Ver5.5.0,2SSep~2001 Steel Beam Design g leNflA4Nqt ENFRC.A1 C Fneinnntlna Soliware ~9nrmrom Rl~alodlM.fi11 Li u.nMued.elnM Sketch & Diagram 1.QIRTIi~11tiT~~~T1~~111i 1.137w* ~ un mmix=ei.5x-n an.=-vwam Rmn=N.E39k Hmu=11.& Vnm[C IeR=11.B9T[ V~@d= 4 w . ~ T~(,h„8.~Swa, 'N.. =7o,~ 14" TJI@/Pro(TM)-250 @ 16" o/c User.2 914I023:77:48PM P'9a, EngineVersion:l.4.i6 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS: Malysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 70.0 Live at 100 % duration, 15.0 Dead, 20.0 Partdion 118 3 Product Oiagram is Conceptual. SUPPORTS: Input YVldih 1 Plate on steel 6eam 5.50" 2 Plate on steel beam 5.50" Bearing Vertical Reactions (16s) Length LIve/Dead/UplittlTotal 5.50" 10161608 / 0/1524 5.50" 860/425/011286 Detall Other E1: Blocking 1 PIy TJIO/Pro(TM)-250 A1: Blocking 1 Ply TJID/Pro(TM)-250 -CAUTION: Required bearing length(s) exceed the minimum shovm in the TJ Buildets guide for single family resideMial applications. Limits: End supports, 31 /Y' . Intertnediate supports, 3 112" with web stiffeners and 51 /4" wilhout web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): E1: Blocking,A1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (ibs) 1253 -1722 1710 Passed (71 Rt. end Span 1 under Fioor ALTERNATE span loading Vertical Reaction (Ibs) 1233 1233 1560 Passed (79°.G) Bearing 2 under Floor ALTERNATE span loading Moment (Ft-Lbs) 5431 5431 5418 Passed (100°,6) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.411 0.442 Passed (U517) MiD Span 1 under Floor ALTERNA7E span loading Tohal Load Defl (in) 0.610 0.884 Passed (LI348) MID Span 1 under Floor ALTERNATE span loading TJPro 43 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL1J240). Additional checks follow. -Left Overhang:(LL:0200", TL:0.200"). -PJlowable moment was increased for repetdive member usage. -Deflection analysis is based on composite action with single layer of 19/37', 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be breced at T 6" o% unless detailed othervvise. Proper attachment and positioning of laterel bracing is required to achieve member stability. -Concentrated load requirements for standard non-residential floors have been considered. -The load conditions considered in this design analysis include aftemate member pattem loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides adddional flaor performance information and is based on a GLUED & NAILED 19137', 50" Panels (20" Span Rating) decking. The controlling span is supported by beams. Additional consideretions for this rating include: Ceiling - None. A structurel analysis of the deck has not been performed by the program. Comparison Value: 1.62 JOIST 1 OPERATOR INFORMATION: Robert Fritz Fritz ConsuRing Engineer 6970 Holly Cic Suite 100 Englewood, Colorado 80112 Phone : (303) 843-9077 Fax :(303) 843-9078 Fritrconsult@aol.com ~ ~ T~Beam(,i,,) e.o,~nTNo,~ 14" TJI@lPro(TM)-250 cLD 16" o/c Usar.2 91410237157 PM Page3 EngineVereion:14.18 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 1' 11.25" ^ 17' 8.25" ^ Max. Vertical Reaction Total (lbs) 1529 1286 Max. Vectical Reaction Live (lbs) 1016 860 Selected Beacing Length (in) 5.50(W) 5.50(W) Max. Unbraced Length (in) 88 32 30 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) -239 1101 -1212 Max Sheac (lbs) -271 1253 -1223 Member Reaction (lbs) 1529 1223 Support Reaction (lbs) 1529 1276 Moment (Ft-Lbs) N/A -263 5399 Live Deflection (in) -0.118 0.399 Total Deflection (in) -0.177 0.599 ALTERNATE span loading on odd # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) -239 376 -399 Max Shear (lbs) -271 928 -398 Membec Reaction (lbs) 699 398 Support Reaction (lbs) 699 915 Moment (Ft-Lbs) N/A -263 1696 Live Deflection (in) 0.006 -0.012 Total Deflection (in) -0.053 0.188 ALTERNATE span loading on even N spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) -80 1092 -1222 Max Sheax (lbs) -90 1293 -1233 Member Reaction (lbs) 1333 1233 Support Reaction (lbs) 1333 1286 Moment (Ft-Lbs) N/A -88 5931 Live Deflection (in) -0.129 0.911 Total Deflection (in) -0.183 0.610 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) -80 367 -909 Max Shear (lbs) -90 918 -908 Member Reaction (lbs) 508 908 Support Reaction (lbs) 508 925 Moment (Ft-Lbs) N/A -88 1781 Concentrated live load on overhanq(s), all dead load on span(s) Deflection (in) -0.062 0.000 All dead load and concentrated live load on ovechang(s), all dead load on span(s) Deflection (in) -0.059 0.000 PROJECTINFORMATION: JOIST 1 Robert Fritz Frilz ConsuRing Engineet 6970 Holly Cir. Suite 100 Englewood, Colarado 80112 Phone: (303) 843-9077 Fax : (303) 643-9076 FritzconsultQaol.com ~ex w/~ w ~ T~-e.mRr~e.otsana,'N.oozo W 14" TJI01Pro(TM)-250 @ 76" o/c Usar.2 915/029:18:52AM Paget EngineVersian:1.4.1fi THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED El. ~z❑ Produet Oiagram is Conceptual. LOADS: Malysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 °,6 duration, 15.0 Dead, 20.0 Partdion SUPPORTS: Inpu! Bearing Vertical Reactlons (Ibs) Ply Depth Nailing Detail Other Width Length LlveiDeadlUpli(UTotal Depth 1 Plate on steel beam 5.50" Hanger 6671467 / 0/1133 1 14.00" 1.50" 1-13: Top Mount Hanger None 2 Plate on steel beam 5.50" Hanger 667 / 467 / 0/ 1133 7 14.00" 1.50" H3: Top Moum Hanger None -See TJ SPECIFIER'S / BUILDERS GUIOE for detail(s): H3: Top Mount Hanger ANGERS: Sim son Stron -TieOD Connectors Support Model Slope Skew Reverse Top Flange Top Flange SupportWood Flanges Offset Siope Specles 1 Top MouM Hanger ITT14 0112 0 N!A No 0 Douglas Fir 2 Top Maunt Hanger ITT14 0l12 0 N/A No 0 Douglas Fir -Nailing for Support 1: Face: 2-N70 , Top 4N10 , Member: 2-N10 -Nailing for Support 2: Face: 2-N10, Top 4-N10, Member: 2-N10 DESIGN CONTROLS: Maximum Design Contral Control Location Shear (Ibs) 1081 -1081 1710 Passed (63°h) Rt. end Span 1 under Floor loading . Vertipl Readion (Ibs) 1081 1081 1560 Passed (69°.5) Bearing 2 under Floor loading Moment (Ft-Lbs) 5159 5159 5418 Passed (95°•6) MID Span 1 under Floor loading Live Load DeFl (in) 0.390 0.477 Passed (L/587) MID Span 1 under Floor loading ToWi Load Defl (in) 0.663 0.954 Passed (1-245) MID Span 1 under Floor loading TJPro 40 30 Passed Span1 -Deflection Crileria: STANDARD(LLU480.TL1P240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite adion with single layer of 19137', 518" Panels (2(Y" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and hottom) must be braeed at 7 8" o/c uniess detailed othervvise. Pmper aUachment and poaitfoning ot laterel brecing is required to achieve member stabilRy. -Concentrated load requirements for standard non-residential Floors have been considered. PROJECT INFORMATION: JOIST 2 OPERATOR INFORMATION: Robert Frb Frilz Consutting Engineer 6970 Holly Cic Suite 100 Englewood, Colorado 80112 Phone: (303) 843-9077 Fax : (303) 8439078 Fritzconsult@aol.com. B.s~ 14 TJIOIPro(TM)-250 @ 16" oIc eam(iMj 8.00 Saal Num ~01383' 3 Engn Versson:i<.18 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPUCA710N AND LOADS LISTED Group: Ptimary Load Group ^ 19' 1.00" ^ 1133 Vez'tical Reaction Total (lbs) 1133 669 Ix. Vertical Aeaction Live (lbs) 66"I !;lected Beaiing Length (in) 32 ~x. Unbtaced Length (in) ! LDF = 1.00 , Dead + Floor ILOading on all spans, 1081 -1081 iesign Shear (lbs) 1081 -1081 !ax Sheaz (lbs) 1081 1081 tember Reaction llbs) 1133 1133 ~upport Reaction (lbs) 5159 jtoment (Ft-Lbs) 0.390 6ive Deflection (in) 0.663 ~rntal Deflection (in) Loading on all spans, LDF = 0.90 , Dead On19 945 95 i IDesign Shear (lbs) 995 -gg5 IMaX Sheax (lbs) 995 995 'IMember Reaction (lbs) 961 W ',SUpport Reaction (lbs) 2129 '.Moment (Ft-Lbs) PROJECT INfORMATION: JOIST 2 OPERATORI~ON: Robert Frilz Fritr ConsuRing Engineer 6970 Holly Cir. Suite 100 Englewood, Coloredo 80112 Phone : (303) 843-9077 Fax : (303) 843-9078 Fritzconsult@aol.com usev ,~pycight 0 2001 by Tius doisq a Weyevhae Business yJ{V and 'P•YBew+9 a[e co9~sta[ed c[ademerky oE Tcua doist. te[ed t[udemack oE Simpeon Strony-Tie CompunY, lnc. dn.i~lTM,P~o° x~nd Td-P°'e[o Ccad`ma[ka f Tvue Jolyt. _ 1 ie r -caPs 14" TJmPro(TM)-250 @ 16" olc ~~g,pp9erialN m r.7001A~~" ~g~q/p~3:t7:55PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN I En9inaVaBion:7.4.78 , CONTROLS FOR THE APPLIGATION AND LOADS LISTE all live load on span(s) ~11 dead load on ovechang(51~ 0.000 0.905 io, tion (in) PROJECT INFORMATION: JOIST 1 OPERATOR INFORMATION: Ro6ert Frilz Fri1z Consuking Engineer 6970 Holly Cir. Sude 700 Englewood, Fax Colorado 80112 Phone: . (303) 843- 078 Fritrconsult@aol.com Tius Joisc~ a Weyechaeusec Business Copyvight 0 2001 by ist TdIO ond TJ-Beam~ are[e9aCedtredenarke offTme9doosL c ~no~.+ andTd-Pro° - o o-t duiat°,PVO^ ~m_u~ vr vM~movc o ~ ~ TaB~,,,crr~e.o,se,;,,'N~ =1 14" TJI@/Pro{TM)-250 @ 16" o/c Usar.z 9141023:17:52PM Paga1 Engine Version: 74 18 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN - CONTROLS FOR THE APPLICATION AND LOADS LISTED Oimension: 79' 6" 2' Product Diagram is Conceptual. LOADS: Malysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 70.0 Live at 100 % duretion , 15.0 Dead, 20.0 Partifion SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length LivelDeadlUplittlTotal 1 Plate on steel beam 5.50" 5.50" 1010 / 505/0 / 1515 E1: Blocking 1 Ply TJIO/Pro(TM)-250 2 Plate on steei beam 5.50" 5.50" 823 / 405 / 0/ 1 Y28 A1: Blocking , 1 Ply TJIO/Pro(fM)-250 -CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Buildefs guide for single family residential applications. Limits: End supports, 311Y' . IMertnediate supports, 31YL" with web sliffeners and 5 1/4" wilhout web sliffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): E1: Blocking,A1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1203 -1164 1710 Passed (68%) Rt. end Span 1 under Floor ALTERNATE span loading Vertical Reaction (ibs) 1176 1176 1560 Passed (75%) Bearing 2 under Floor ALTERNATE span loading Moment (Ft-Lbs) 4938 4938 5418 Passed (91%) MIO Span 1 under FloorALTERNATE span loading Live Load Defl (in) 0.346 0.422 Passed (LI585) MID Span t under Floor ALTERNATE span loading TMaI Load Defl (in) 0.513 0.845 Passed (L/396) MID Span 1 under Floor ALTERNATE span loading TJPro 44 30 Passed Span1 -Deflection Criteria: STANDARD(L1-:L/480,TL1Y240). Additional checks follow. -Left Overhang:(LL:0200", TL21-040). -Allovrable moment was increased for repetRive member usage. -Deflection analysis is based on composde adion wdh single layer of 19/32", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 7 8" o/c unless detailed otherwise. Proper attachment and positioning of laterel bracing is required to achieve member stability. -Concentrated load requirements for standard non-residential floors have been considered. -The load canditions considered in this design anaiysis include altemate member pattem loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19137', 5/8" Panels (20" Span Rating) decking. The controlling span is supported by beams. Additional consideratlons for this rating include: Celling • None. A structurai analysis of the deck has not been performed by the program. Comparison Value: 1.62 PROJECT INFORMATION: joist 3 OPERATOR INFORMATION: Robert Fritz Fritr Consutting Engineer 6970 Holly Cir. Sude 100 Englewood, Colorado 80112 Phone:(303)843-9D77 Fax : (303) 843-9078 Fritzconsult@aol.com ~,~;~o ~ 14" TJI@1Pro(TM)-250 @ 16" olc 4 TJ-e~m(r,,~ "ew,"~ Usar.2 9141023:t7:55PM Page3 EnginaVersion:1.4.18 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 2' 2 .75" ^ 16' 10. 75" ^ Max. VerYical Reaction Total (lbs) 1515 1228 Max. Vertical Reaction Live (lbs) 1010 823 Selected Hearing Length (in) 5.50(W) 5.50(W) Max. Unbraced Length (in) 88 32 32 Loading on all spans, LDF = 1.00 , Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Suppoct Reaction (lbs) Moment (Ft-Lbs) 0 Live Deflection (in) -0.11 Total Deflection (in) -0.17 Dead + Floor -280 1056 -1150 -312 1203 -1162 1515 1162 ' ' - 1515 1215 -398 9823 5 0.332 3 0.998 ALTERNATE span loading on odd # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) -280 365 -370 Max Shear (lbs) -312 415 -379 Member Reaction (lbs) 727 379 Support Reaction (lbs) 727 391 Moment (Ft-I.bs) 0 -398 1996 Live Deflection (in) 0.010 -0.015 Total Deflection (in) -0.098 0.152 ALTERNATE span loading on even # spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) -93 1099 -1169 Max Shear (lbs) -109 1190 -1176 Member Reaction (lbs) 1299 1176 Support Reaction (lbs) 1299 1228 Moment (Ft-Lbs) 0 -116 4938 Live Deflection (in) -0.125 0.346 'COtal Deflection (in) -0.182 0.513 Loading on a11 spans, LDF = 0.90 , Dead Only Design Sheaz (lbs) -93 352 -383 Max Shear (lbs) -109 901 -387 Member Reaction (lbs) 505 381 Support Reaction (lbs) 505 905 Moment (Ft-Lbs) 0 -116 1608 Concentrated live load on overhang(s), all dead load on span(s) Deflection (in) -0.062 0.000 All dead load and concentrated live load on overhang(s), all dead load on span(s) Deflection (in) -0.058 0.000 PROJECT INfORMATION: joist 3 OPERATOR INFORMATION: Robert Frifz Fritz Consulting Engineer 6970 Holly Cir. Suite 100 Englewood, Coloredo 80112 Phone:(303)843-9077 Fax : (303) 843-9078 Fritzconsult@aol.com Copynighi O 2001 by Tms dois[, a Weyechaeusec Business TdIO and Td-Beam& ere cegisteied tiatlemavks of Tnus Joist, e-I Jois[TM,Pto° and TJ-Pio" are cxademarks of Trus Soist. C;\pcograo Piles\TVUS Joist\'fJ-0eam\Sob Files\(01-61) KJ WOODWORKS PRE FAB\j3.sms ~ T~.e~mohoe.wsara,';~ 191M 14" TJIO/Pro(TM)-250 @ 16" o/c ~ge4 E^9~ V rssnPM41B THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED All dead load on overhang(s), all live load on span(s) Deflection (in) 0.000 0.339 PROJECT INFORMATION: joist 3 OPERATORINFORMATION: Robert Frftz Fritz Consutting Engineer 6970 Holly Cir. Suite 100 Englewood, Colorado 80112 Phone : (303) 8439077 . . Fax : (303} QAq rn74 : Fritzconsult@aol.com FritzConsuitingEngineers Titie: Job# 6970 So. Holly Circle Dsgnr: Date: 329PM, 4 5EP 02 Suite 100 Description : Englewood,Colorado 80112 Scope: ftev. 550100 your title block information. UsecKW-0Bpyq52,Ver55.0,2SSep20p7 Steel Column Page 1 (c)19832007 ENERCALC Engineenng Software c broarem files~e 101 61 I w9odyW~kg g Description C1 General Information Calculattons are desfgned to AISC 9th Etlitlon ASD and 1897 UBC Requlrements Stee1 Section P4STD Fy 36.00 Icsi X-X Sideswa Durefion Factar ~.33p y: Restrelned Column HeigM 72.ODD ft Elastic Modulus 29,Opp.00 ksi Y-Y Sidesway : Restrained End Fbdty Pin-Pin X-X Unbraced 72.000 ft Ka Live & Short Term Loads Combined y_ Y Unbraced 12.000 ft Kri 7.000 cial Load... -Dead Load 8.40 k Ecc. for X-X Axis Moments Live Load ~ qp k in Short Term Load Ecc. for Y-Y A~cis Moments 0.000 in k Section : P4S7D, Height = 12.001t, Anial Loads: DL = 8.40 LL = 33 qp ST = O OOk = E Column Design OK Unbraced Lengths: X-X = 12.ODft, y_y = 12_00g , . , p pppin . , cc. Combined Stress Ratios Dead Live AISC Formula Hi - 1 0 1954 DL + LL DL + S T+ (LL if Chosen) AISCFormula M1-2 . pq~~ 0.7771 04878 0.9726 0.7313 AISC Formula Ht -3 06105 04590 XX Anis : Fa calc'd per 1.5-1, K"L/r < Cc YY Axis : Fa calc'd per 1.5-1. K"L/r < Cr Allowable & Actaal Stresses Dead Live DL + LL DL + Short Fa : Allrnrdble 13.56 ksi 73.56 ksi 13.56 ksi fa : Actual 18.03 ksi 2.65 ksi 10.54 ksi 13.19 ksi 13.19 ksi Fb:wc : Allow [F3.1 ] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : wc Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy:qllow[F3.1] 73.76 ksi 23.76 ksi2376 ksi 37.60 ksi fb: yyActuai 0.00 ksi 0.00 ksi O.W ksi O.W ksi ~ITIL F'e DL+LL Y~ 1e,42b psi Cm:x DL+LL 0.60 - Cb:x DL+LL F'ex: DL+LL+ST 16,425 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1_75 F'ey: DL+LL+ST 21,845 psi " Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST ~.75 21,845 ~ Ps Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 75 1 Max X-X Axis DeFlection 0.000 in at 0.000 ft Max Y-Y Auis DeFlection 0.00Din at , 0.000 ft Section Prooerties ae_¢rn ..~y, w.usirt I-m 723in4 Area 3.77in2 I-yy 723in4 S-xx Thickness 0237in 3.213in3 S-ri 3213in3 "N 1.510in r-Yy 1.510 in Fritz Consulting Engineers iftle: Job# 6970 So. Holly Circle Dsgnr: Date: 329PM, 4 SEP 02 Suite 100 DeSCription : Englewood, Colorado 80112 scope : your title block information. RW. s`'°i°° Pa e 2 Ucer. KW-0802452, Ver 5.5.0, 7.SSeP21)III Steel Column g 111 (c)1B832001 ENERCALC Engincetln8 Sottwara m f nln file6bC 01$1 v.oadwod¢ ref Description C1 Sketch 8 Diagram Atlal DL=8.4k Awa1LL=3].4k Iw'el ST=Ok lrl ~a~~~~,►- ~ 1 3/4" x 14" 1.9E Microllamit LV1 Ilser.2 9/4/024.0257 PM ` Pa9e, EnginaVersiom7A.18 CONTROLS FOR~THE APPLICATION ANp LOADS LISTED El: zo• LOADS: . Analysis is for a Header (Fiush Beam) Member. Tributary Load Width: 1' 4" Primary Load Group - Office Bldgs - Offices (pso: 0.0 Live at 100 % duretion, 0.0 Dead Vertical Loads: Type Class Live Dead Locatfon Applieation Comment Point(PIf) Floor(1.00) 1857.0 279.0 78" _ SUPPORTS: ;Cl Produst Diegram is CanceptusLInput Bearing Vertical Reactfons pbs) Ply Depih Nailing Detall Other Width Length Llve/Dead/Upliff/fotal Depth 1 Plate on steel beam 5.50" 2 Hanger 2189/397 / 0! 2586 1 14.00" 1.50" H3: Top Mount Hanger None Plate on steel beam 5.59' Hanger 2871111 / 0! 397 1 14.0p" 1.50" H3: Top Mount Hanger None -See TJ SPECIFIER'S / BUILDERS GUIDE for dehail(s): H3: Top Mount Hanger HANGERS: Simoson Stronq-TieO Connectors Support Model Siope Skew Reverse Top Fiange Top Flange SuppoR Wootl Flanges Offset 31 1 H3: Top Mourrt Hanger NONE FOUND 0112 0 ope Specles N/A N/A N/A Z Top Mount Hanger ITT74 0/12 0 Douglas Fir N/A No 0 Dougias Fir -Nailing for Support 2: Face: 2-N10, Top 4N10 , Member. 2-N10 DESIGN CONTROLS• Maximum Deslgn Cotrtrol Control Locatfon Shear (Ibs) 2583 2575 4655 Passed (55°,6) Lt. end Span 1 under Floor loading Moment (Ft-Lbs) 5688 5668 12129 Passed (47%) MID Span 1 under Floor loading Live Load Defl (in) 0.300 0.636 Passed (Ll763) MID Span 1 under Floor ioading Total Load peil (in) 0.372 0,954 Passed (L/615) MID Span 1 under Floor loading -Detlecfion Criteria: STANDARD(LL:L/360,TL:L240). -8racing(Lu): All compression edges (top and bottom) must be braced at 7 8" o% unless detailed otherwise. Proper attachment and positioning of latewl bracing is required to achieve member stability. . -Concentrated load requirements for standard non-residential floors have been considered. PROJECTINfORMATION• OPERATORINFORMATION• ML2 STAIR FRAMING Robert Fritz Frifz ConsuRing Engineer 6970 Holly Cir. Suite 100 Englewoad, Colorado 80112 Phone:(303)8439077 - Fax :(303)843-9078 Frifzconsult@aol.com copyriylic e zoor ny r~~:, ao,:,c, „ war„rn~aus, uUj;o~ys ' Miccollanp is a reqiatered tvntlnmuck oE Prus Jolyl. siinpn~n Pir.,nq=ri.:m r^nm~~nu. i::, ,..,~.i......i 1 3/4" x 14" 1.9E Microllam@ LVL Num6ar. ~ TJ-Beam(iM) 8.04 Senal 7W20738&9 P ge3 EnneV rss nP1^4.78 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primaiy Load Group ^ 19' 1.00" ^ Max. Vertical Reaction Total (lbs) 2586 397 Max. Vertical Reaction Live (lbs) 2189 287 Required Hearing Length in 3.98(W) 1.50(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor ➢esign Sheai (lbs) 2575 -386 Max Shear (lbs) 2583 -399 Member Reaction (lbs) 2583 399 Suppoit Reaction (lbs) 2586 397 Moment (E't-Lbs) 5688 Live Deflection (in) 0.300 Total Deflection (in) 0.372 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 386 -100 Max Shear (lbs) 399 -108 Member Reaction (lbs) 399 108 Support Reaction (lbs) 397 ll1 Moment (Ft-Lbs) 856 PROJECTINFORMATION: OPERATORINFORMATION: ML2 STAIR FRAMING Robert Frgz Fritz Consufting Engineer 6970 Holly Cic SuRe 700 Englewood, Colo2do 80112 Phone: (303) 843-9077 Fax : (303) 843-9078 FrifzconsultQaol.com , . . . . . . . . - uoao F%?oM 257-A. `i.3~-ICp, pi~, ! ~ ~2.5~) ~ = -nTI-~TIT-4ft1-t'~'rr7T~ 'es l i ~ IIIII~„Iill~ll,~lll~ ~ ~ 1 ~ 50 i ~ g3 I ~ g5 ~ I I I I ~ I I I LL----------------------- g~ W~ox\2 g~ ~yx~l$ g3 W~ox~2 $y w~4x3o $5 w,o x iz M -t-Z-7 IL Z 41t~ e R.D. FRITZ CONSULTING ENGINEERS JobTitle k,~ wOoDlonQk S Byl)s Date 9,S,oZ Jobno. Ol-G) Subject 'PjEqT-A bES1 Gu 11-kE z:7- Z/ Checketl Sheet oi JoIsT 1,.,11A- RqvE SiaKE SPPiJ WE wu.l, kov,15vEt2 NavE A 25'-~n SPt4 tJ (15,-7 0)(1.333) _ (zo~ 93.3' L u s~ 14" T.l l550 2 ~aou. ?SIIPao P12wT ouT . . LUPfJS ~5839 833)/1.333 Cuo~~wk - ~238~ (025~ -L B2 (36, 50 I'~"3~~ ) - (-7401 IOSl) : ~ z 50)~ 37~3~, = (6sz, q'~>Z) _ ~ Z PoINT l.vao FizOM ~tlCROI.'HM Z ~ ~ 2 - (351 5px Io)_ (350, 5oU) ~ ti -11 H... ~ . Job Title k ~ W oDD WoRkS Br DS Date q,5 AZ Jab no. OI-(, I R.D. FRITZ CONSULTING subject Checked Sheet of ENGINEERS 21 2Rs ~ ~Z•-6 ~ lLAb ~Gtoµ s2 rp P ~ ~ ~q.34 12.56 19) Dt q Ll (lo"y,a. )C bC ) ° (`'`'°,,U-'LL) (35) 5oX 12=6"~ L(L438) (O25) 2M~-I CSa~.~e !k µ~l Taot-c MEZ~ ~ I~ ~2c~63~ 34N~ 5S ~ a 2NL2 STr~i~ ~Rt~~tE ~ ~ 20. u Fritz Consuiting Engineers Title : • Job # 6970 So. Holly Circle Dsgnr: Date: 11:34AM, 6 SEP 02 Descdptfon : Suite 100 Englewood, Colorado 80112 scope: your title block information. R"' ~010° Steel Beam Design Page i User. KW-0802452, Ver 5.5.0, 265eµ2001 e: tam files~EC 01-67 wood~M1m~ks ~ef (c)1B8&2001 ENERCALC Engin¢adng SofNrere Description 2B1 Generai information Catculations are designed to AISC 9th Edition ASD and 1997 UBC Requiremen" Steel Section : W10X72 FY 36.00ksi Pinned-Pinned ' Load Duration Factor 1.00 Center Span 12.50 ft Bm Wt. Added to Loads Elastic Modulus 29,00D.Oksi Left Cant. 0.00 ft LL & ST Act Togelher Right Cant O.OD ft Lu : Unbraced Length 1.33 ft #1 DL O.TdB Ll 0.625 ST Stad Location End Location #3 Using:W70X12section,Span=72.50Ft, Fy=36.Oksi End Fixity = Pinned-Pinned, Lu = 1.33R, LDF = 1.000 Actual Moment 17.090 k-ft fb : Bending Stress 78.812 ksi ib I Fb 0.792 : 1 Shear 5.4b5 k Tv : Shear Stress 2.976 ksi iv 1 Fv 0.203 : 1 & Stress DL Maximum On Max. M+ . 17.09 k-ft 4.88 Max. M - Max. M @ Len Max. M @ Right Shear 0 Left 5.47 k 1.56 Shear @ Right 5.47 k 1.56 Center Defl. -0.3ofl; i" -0.OBB left Cant Defl O.OOOin 0.000 Right Cant De9 O.Wo in 0.000 ...Query Defl @ 0.000 ft 0.000 Reaction @ Left 5.47 1.56 Reaction @ Rt 5.47 1.56 Fa calc'd per 1.5d, K'Ur a Cc I Beam Passes 1.6. 7A.1, Para 1, 2, 4, 8 5, Fb = 0.66 Fy Allowa6ie 21.585 k-R 23.760 ksi 27.004 k 14.400 ksi <o- These columns are [ LL LL+ST a Center Center 17.09 5.47 5.47 -0.308 0.000 0.000 0.000 5.47 5.47 -0.308 0.000 O.ODO 0.000 5.47 5.47 #5 #6 #7 k/ft klR klft ft fl Beam OK Static Load Case Govems Stress Max. Deflection -0.308 in LengthlDL DeFl 1,704.0 : 1 Length/(DL+LL Defi) 486.9 : 1 + Live Load F LL Cants O.OOD 0.000 O.ODD 0.000 is notea LL+ST Cants k-fi k-R k-ft k-ft k k 0.000 in 0.000 in o.ODO in 0.000 in k k Depth 9.870in Weig Widlh 3.960in 1-xc Web Thick 0.190in I-yy lange Thickness 210 in ht 72.02#m r-xoc 53.80 in4 r-yy 2.18 in4 Rt Swc 10.902 in3 Area 3.54in2 S-yy 1.101 in3 0.785 in 0.960 in Fritz Consulting Engineers Tttle: Job# 6970 So. Holly Circle Dsgnr: Date: 1134AM, 6 SEP 02 Description : Suite 100 Englewood, Colorado 80112 Scope: your title block information. "w 55°'°° Steel Beam Design Page z Uwr KW-a8024.5Y, Ver 5.5.0, 2SSepQ001 ~o inm files~ec 07-61 ' woodworks ref (c)18032Q01 ENERCALC EnBj^earing SofN2re Descriotion 281 Sketch & o.~~ 1lTtii'~i~iT,Zl7T+,II++ ~~T+;I1i i ;~t1Tl ~ea3~ 135M1 Mnav=1].tkfl Omax=-0.3081n flnieRe5.908k Nmav- 9.YBek VmaRple11=5.IWk Vmu0de5A FritrConsultingEngineers Title: Job# 6970 So. Holly Circle Usgnr: Date: 11:34AM, 6 SEP 02 Suite 100 Description : Englewood, Colorado 80112 Scope: your title block information. R~ User.KW-0802452.Ver5.50,2SSep2001 Page t Steel Beam Design (c)79832001 ENERCALCEnginceringSONware _ _ _ c: ~0 ~arc~files~ec 01-67 woodwo~ks ref Description 262 I General Information Calcula4ons are designed W AISC 9th Edilion ASD and 1997 UBC Requirertrents , Steel Section : W14X48 FY 36001wi Pinned-Pinned Load Duration Fador 1.00 Center Span 25.00 ft Bm Wt. Added to Loads Elastic Modulus 29,ODD.Oksl Left Cant. 0.00 ft LL & ST Act Together RigM Cant O.OD ft Lu : Unbraced Length 1.33 ft Distributed Loads #i #2 #3 #4 #5 #6 #7 DL 0.740 0.652 ktft lL 1.067 0.932 wft ST wft SWrt Location 7.OOD ft End Location 7.000 . 25.000 ft Dead Load 0.111 Live Load 0287 Short Term Location 11.333 Using: W 74X48 section, Span = 25.OOft, Fy = 36.Oksi End Fixity = Pinned-Pinned, Lu = 1.33ft, LDF = t.00D Actual Moment 132.401 k-ft fb : Bending Stress 22.587 ksi Po / Fb 0.961 : 1 Shear 21.896 k iv : Shear Stress 4.671 ksi Tv 1 Fv 0.324 : 1 Force & Stress DL Maximum Onlv Max. M+ 132.40 k-ft 56.40 Max. M - Max. M ~ Left Max. M ~ Right Shear @ Left 21.90 k 9.34 Shear @ Right 20.79 k 8.89 Center DeFl. -1.059 in -0.452 Left CaM Defl O.OODin 0.000 Right Cant Defl 0.000 in 0.000 ...Query Defl @ 0.000 ft 0.000 ReacNon @ Left 21.90 934 ReacHon @ Rt 20.79 8.89 . Fa calc'd per 7.6-7, K"Llr < Cc 1 Beam Passes 1.5.tA.1, Para 1, 2, 4, 8 5, Fb = 0.86 Fy Allowable k k k ft Statlc Load Case Govems Stress 139275 k-ft Mau. DeFlection -1.059 in 23.760 ksi Length/DL Defl 664.4 : t Length/(DL+LL Defl) 2832 : t 67.576 k 14.400 ksi These columns are Dead + Live Load { LL LL+ST LL Center 0, Center Cants 132.40 21.90 20.79 -1.059 -1.059 0.000 0.000 0.000 0.000 0.00) 0.000 0.000 0.000 0.000 D.000 21.90 21.90 20.79 20.79 as noted LL+ST ttb Cants k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Fritz Consulting Engineers iitle: Job# 6970 So. Holly Circle Dsgnr. Date: 11:34AM, 6 SEP 02 SUlte 100 Description : Englewood, Colorado 80112 5mpe: your title block itlformffiion. Rev u°I°° Page 2 uur. icw.oeoznsa, verss.o, zs-sao-zooi Steel Beam Design (c)19832001 ENERCALCEngineeringSOMxere a m 2mfilasleC 01-61 dwuodworks ref Description 2B2 Section Properties W74X48 Depth 13.79Din WeigM 47.89 #/ft r-)a 5.865 in Wfdth 8.030in I-wt 485.00 in4 rvyy 1.909 in Web Thick 0.340in I-yy 51.40 in4 Rt 2.130 In FlangeThicimess 0.595in S-pc - 70.341 in3 Area 14.1010 S-yy 72.802in3 Sketch 8 Diagram Aiso ---as-sa---~-ns----~___ ~ -------'------`----t---- i y ' - ----r----T--- - ~~~~T T 0.3881: . ' . . . _i.. ' ~ I i____ _ ~ ____________j 1.~iW~t i.]%xm ..V ' . . .4 F. ' ' . ,sa,M ; - ~ , r--~--t------, . : ; . . . , , - -1 ~ -~a_______........... S,e }ss er La3G (N) ♦I M:(0--R36___3llQ___~30___._Ay ~Iltl ''ip^•tl 00-'}ITSO_""_',t60G-__'~T61f-_-'35.1 I ~ r ______i - ~"________1 ~ rr .=iaxAwn Omax=-0.0591n teapa ~i~~~r n H.-01880k fL~ax=]L.OBBk ¢3.89-"---~~~~~~~y~111~~~1~1~~1~1~1'{~~uI~IhI~I~I~IJ~I~I~~I~hI Vmu 0 IeM1=2t080k Vnm~ R=]D.)8&09.1,l I~I16133 7~M Y~~I een 772, ~~,~~~;~yu,;!i'~,~y,'~,~q¢!sn$ii;!",h~;:~„~qaii~ ~~M~~;7,;r!r ~i•'i5~i~;4~'4:3 i~ti!;~r, ~;~hw;~;~ p;r,'~w;~~xy~N;h,;:P~`-<, i YIII"II"rviy'ln°k~~~1;M1Y'r''v,`r".~ . ~ , `b'„'~,!~;ey;y:hr'~ , , a'•„v„".; •^~~,~~,;f' ~~r ~~.i~k:~;'",y~;!~,NS , M1~,~'~` ~ p.-as--~----.y~i,~~,~„ o~ i~„i~,y'° i~y",~,`dr~^~•~;:~'_--- ~ A:es ; ;.r~„ t------'r---' - - 9i-"- rx,,ttn i,~„a„ ~ ~ ;u. . ,'v„r,u¢~i%;;N,~,+i,y~~~~u~ iu.e5---t~-----'-------1~.:rvra^~~~,~~;p~~N~h~ aM~i?~~„i:t••T i ' i LoalYnecnon (inl Cta~stlmNOnpbfemtie (E) Fritz Consulting Engineers Title: Job# 6970 So. Holly Circle Dsgnr: Date: 11:36AM, 6 SEP 02 Suite 100 Description : Englewood, Colorado 80772 Scope: your title block information. Rev swioo Steel Beam Design Page 7 User. KW-0802d52, Ver 5.5.0, 2SSep~2(101 r ,m filesbc 0161 uwodwn(ks fef (c)188&2007 ENFRCAIC Enginearing Soitvrare Descriution 2B3 General Information Calculattons are designed to AISC 8th Edklon ASD and 1997 UBC Requfrements ~ Steel Section : W10X12 Fv as.aoksi Pinned-Pinned Load Duration Pador 1.00 Center Span 12.60 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi LeR Cant. 0.00 ft LL 8 ST Act Together Right Cant 0.00 ft Lu : Unbreced Lengfh 7.33 ft #1 DL 0.350 LL 0.500 ST Slart Location End Location #3 #5 #6 #7 kiR klft k/ft fl ft Beam OK Statlc Load Case Govems Stress Using: W 10Xt 2 section, Span = 12.5Oft, Fy = 36.Oksi End Fixity = Pinned-Pinnetl, Lu = 1.33ft, LDF = 1.000 ctual Moment 16.836 k-ft ib : Bending Stress 18.533 ksi ib/Fb 0.780:1 Shear 5.388 k N: Shear Shess 2.873 ksi iv / fv 0.200 : t Allowable 27.585 k-ft . . Max. DeFlection -0.303 in 23.760 ksi Length/DL Defl 1,176.8 : t Length/(DL+LL DeFl) 4842 : 1 27.004 k 14.400 ksi - These columm are Dead + Live Load pWced as notetl DL LL LL+ST LL LL+ST Maximum Onry ib, CeMer gb. Center Cants Can M+ Max 16.84 k-ft 7.07 16.84 k-ft . Ma~c. M - k-ft k-ft Max. M ~ Left k-ft Max. M @ Right Shear @ Left 5.39 k 226 5.39 k k Shear @ Right 5-38 k 226 5.39 CenterDefl -0.303 in -0.127 -0.303 -0.303 0.000 0.000 in . LeftCantDeFl O.OWin 0.000 0.000 0.000 0.000 O.OOOin Right Cant DeFl 0.000 in 0.000 0.000 O.OOD 0.00O 0.000 in ...Query Defl @ 0.00O ft O.ODD 0.000 0.000 0.000 0.000 in Reaction @ LeR 5.~ 226 5.39 5.~ k k Reaction @ Rt 5.39 226 5.39 5.39 Fa catc'd per 1.54, IC`L/r < Cc I Beam Passes 1.5.7.4.1, Para t, 2, 4, & 5, Fb = 0.66 Fy Section Properties W10X12 _ Depth 9.870in Weight 12.02#/ft raoc 3.EmBin Width 3.960in laoc 53.80 in4 r-yy 0.785 in Web Thick 0.190 in I-yy 2.18 in4 Rt 0.960 fn Flange Thiclmess 0210 in S-pc 10.902 in3 Area 3.54in2 S-yy 1.101 in3 Fritz Consulting Engineers Title : 6970 So. Holly Circle Dsgnr: Description : Suite 100 Englewood, Colorado 80112 Scope : your tRle btock information. R~ ~010° Steel Beam Design I lrc•r_ KW-0802452. Ver 5.5.O,15Sep2001 Sketch S ..F~i+i,rCl7Ti(I-i+i417T1i I~tiITITltI ii ;iTI+ 0.85M ~ 1 Sfl ~ Mmax=18.Bk-T O.=-U.303in Rmix=5380k Vmax~bll=5388k Vmaxp~=5.3 Jo6 # Date: 11:35AM, 6 SEP 02 page 2 Fritz Consulting Engineers 7itle: Job# 6970 So. Holly Cifcle Dsgnr: Date: 11:36AM, 6 SEP 02 Suite 100 Oeuriptlon : Englewood, Colorado 80112 gcope; your title block information. u~ ~~ozas2, va, ss o, 25saj.2031 Page 1 (c)1BB32001ENERCALCEngineedngSOfMare St•P.I BPaII~I DPSIgI~ r ramfiles~ec Otb1 'vuoodworka ret Description 264 ~ General Information Calculations are designed to NSC 9th EdHion ASD antl 1997 UBC Requirements , Steel Section : W14X30 Fy 36.ootcsi Pinned-Pinned Load Duration Factw 1.00 Center Span 15.00 ft Bm Wt. Added to Loads Elastic Modulus 29,030.Oksi Lefl Cant. 0.00 ft LL 8 ST Act Together Right Cant O.OD ft Lu : Unbreced Length 1.33 ft - Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 9.340 k Live Load 12.560 k Short Term k Location 5-OW ft Summary Beam OK Static Load Case Govems Stress Using: W 14X30 section, Span =15.00ft, Fy = 36.Oksi End Fixily = Pinned-Pinned, Lu =1.33fi, LOF = 1.000 Allowable 83263 k-ft 23.760 ksi Max. De9ection -0.275 in Lenglh/DL DeFl 1,503.9 : 7 LengtN(DL+LL Defl) 654.0 : 1 Actual Moment 73.462 k-ft fb : Bending Stress 20.963 ks{ ib / Fb - 0.882 : 1 Shear 14.825 k fv : Shear Stress 3.967 ksi (v I Fv 0.276 : 1 Force 8 53.810 k 14.400 ksi These columns are Dead + Live Load placed as noted DL LL LL+ST LL LL+ST Maximum Oniv CeMer 0 Center Cants tM CanGs Max. M+ 73.46 k-ft 31.76 73.46 k-ft Mau. M - k-ft Max. M ~ Left k-ft Max. M ~ RIgM k'ft Shear ~ left 14.83 k 6.45 14.83 k Shear ~ Right 7.53 k 3.34 7.53 k CeMerDefi. -0275in -0.120 -0275 -0275 0.000 0.000 in Lefl Cant Defl O.OODin 0.000 0.000 0.000 0.000 0.000 in RigM Cant DeFl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 O.OOD 0.000 0.000 0.000 in Reaction @ Left 14.83 6.45 14.83 14.83 k Reactlon @ Rt 7.53 3.34 7.53 7.53 k Fa calc'd per 7.6-1, K'Ur < Cc I Beam Passes 1.6.1.4.1, Para 1, 2, 4, & S. Fb = 0.66 Fy Section Properties W14X30 Depth 13.840in Weig Width 6.730in I-xoc Web Thick 0270 in I-yy lange Thickness .3135 in ht 30.06#/ft r-xoc 5.734 in 291.00 in4 r-yy 1.488in 19.60 1n4 Rt 7.740 in S-xoc 42.052 in3 Area 8.85in2 S-yy 5.8251n3 Fritz Consulting Engineers Title: Job# 6970 So. Holly Circle Dsgnr. . Date: 11:36AM, 6 SEP OZ Suite 100 Description : Englewood, Colorado 80112 Scope: your title block information. Rev 550100 User.KW-0802452,Ver550,2SSep2001 Steel Beam Design P`"~QB 2 (c)19832(?J7 ENERCALC En9ineerin9 W~re 2B4 Sketch & W. =73 sk-n Omax=.02>51n Rmu=11.B25k Rmix=).5]Sk Vmtv 0 le11=11.025k Vmzv ~ tl - 7.5 FritrConsultingEngineers Title: Job# 6970 So. Holly Clrcle Dsgnr. Date: 71:37AM, 6 SEP 02 1W Suite 700 Uescription : Englewood, Colorado 80112 Scope : your title block information. Rw. SWlW Page 1 u~~icw-osozasz,ver s.s.o,zsseo-~1 Steel Beam Design (c)79832007ENERCALCEn9ineeringSofMare odv.odB ref Description 2B5 I General Information Calculations are designed to AISC 8th EdHion ASD and 1887 UBC Requirements' Steel Section : W10X12 FY ~OOWj Pinned-Pinned Load Duretion Fador 1.00. Center Span 72.50 ft Bm Wt. Added to Loads Elastic Modulus 29,00O.Oksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 R Lu : Unbraced Length 1.33 ft Distributed Loads #1 DL 0.436 LL 0.625 ST Start Location End Location ua ns ns n7 k/ft k/R k/ft ft ft Beam OK Static Load Case Governs Stress Using: W 10X12 section, Span =12.SOR, Fy = 36.Oksi End Fixity = Pinned-Pinned, Lu = 1.33ft, LDF = 1.000 Actual Moment 20.997 k-fi fb: Bending Sfress 23.172 ksi ib / Fb 0.973 : 1 Shear 6.719 k N: Shear Stress 3.583 ksi . Po I Fv 0.248 : 1 Force 8 Stress Aliowdble 21.585 k-ft 23.760 ksi 27.004 k 14.40D ksi Max. Deflection -0.378 in Length/DL DeFl 946.7 : 1 Length/(DL+LL DeFl) 396.3 : 7 - These columns are Dead + Live Load placed as notetl DL LL LL+ST LL LL+ST Maximum OnN 94 Center CeMer 0 CaMs CaMs Max. M+ 21.00 k-ft 8.79 21.00 k-ft Max. M - k-ft Mm. M C Left k-R Mau. M @ Right k-ft Shear@ Left 6.72 k 2.81 612 k Shear@ Right 6.72 k 2.81 6.72 k Center DeFl. -0.378 in -0.158 -0.378 -0.378 0.000 0.000 in LeR CaM Defl O.OOOin 0.000 - 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 ' 0.0D0 0.000 O.ODO in ...Query Defl @ O.OOD ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 6.72 2.81 672 6.72 . k Reaction @ Rt 6.72 2.81 6.72 6.72 k Fa calc'd per 1.5-7, IC`L/r < Cc - 1 Beam Passes 1.6.7.4.1, Para 1, 2, 4, ffi 5, Fb = 0.66 Fy Section Properties W10X12 Depth 9.870in Weight Width 3.960in I-xoc Web Thick 0.190in I-yy Fiange Thickness 0210in S-pc rea .54in2 12.(TLtim r-Noc 53.80in4 r-ri 2.18 in4 Rt 70.902 in3 S-yy 1.101 in3 0.785 in 0.960 in Fritz Consulting Engineers Title: Job# 6970 So. Holly Circle Dsgnr: Date: 11:37AM, 6 SEP 02 Oescription : . Suite 100 Englewood, Colorado 80112 Scope : yourtitle blxk information. R~ ~ Page 2 ~~~~~,,~~2412.Ve15.5o,2S-Se,200, Steel Beam Design c:\nroaramfilesbcV01-BlZkjwoodrwrks i Sketch 8. Diagram iifillilii~iit.ilhfi ~.oa3wn ~s•~.~.~~ ~ u.sfl - mma.=xi.a-n om..=a.a7am R. =B.]t6k Rmu=O.'I18k Vmm~~l¢R=8.918k N~ox~R=e] r4 W/~ ~ ,nN,) ,;a,'N ~ ~ 74" TJI@/Pro(TM)-250 @ 16" o/c User.2 9I51023:48:52PM Pa9e, Engi^eVersion:1.4.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overe110imension:l9' 9" z• 6•• Praduct Oiagrem is Conceptual. LOADS: Analysis is for a Jois[ Mem6er. Primary Loed Group - Office Bldgs - Offices (psf): SOA Live at 100 °h duration, 15.0 Dead, 20.0 Pad'Rion SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Ofher . wdth Length LivelDeadlUpii(tliotal t Plate on steei beam 5.50" 5.50" 747 / 523 /0 11270 E1: Blocking 1 Ply TJIO/Pro(TM)-250 2 Plate on steel heam 725" 725" 585 / 399 / 0/ 983 A1: Blceking 1 Ply TJIO/Pro(TM)-250 -CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builders guide for single family resideMial applications. 3117' . IMermediate supports, 312" with web stiffeners and 51l4" without web sliffeners. •See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): E1: Blocking,A1: Blocking DESIGN CONTROLS: Maximum Design CoMrol CoMrol Location Shear (Ibs) 1000 1000 1710 Passed (58%) Rt. end Span 1 under Safe loading Vertical Reac[ion (Ibs) 995 995 1560 Passed (64%) Bearing 2 under Safe loading Moment (Ft-Lbs) 3770 3770 4064 Passed (93°h) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0227 0.412 Passed (U874) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.375 0.825 Passed (U528) MID Span 1 under Floor ALTERNATE span loading 7JPro 45 30 Passed Span 1 Limits: End supports, -Defleclion Criteria: STANDARD(LL:L/480,TL:L/240). AddRional checks follow. -Left Overhang:(LL:0200", TL2Ll240)- -Allowable moment was increased for repetRive member usage. -Permanent Bracing or a direct applied ceiling is required at third points in the backspan for lefl pntilevec See IRereture detail (13131) for clarification. -Deflection analysis is based on composke action with single layer of 19137', 518" Panels (2(Y" Span Rating) GLUED & NAILED wood declting. -Bracing(Lu): All compression edges (top and 6ottom) must be braced at 7 8" o% unless detailed otherwise. Proper attachment and positioning of lateral brecing is required to achieve mem6er stability. -Concenhated load requiremeMS for shandard nwrresidential floors have been considered. -The load conddions considered in fhis design analysis include aftemate member pattem loading. PROJECT INFORMATION: JOIST 1&3 Copyright O 2001 by Tvus Soist, a Weyerhaeusec Business TSIe antl TJ-Be~ a[e iegis[eied tcadematks of Tms Soist. a-I Sois[^,Pio° end TJ-Pio° aze tcatlema[ks of Tius Joist. OPERATORINFORMATION: Robert Frilz Fniz ConsuRing Engineer 6970 Holly Cic SuRe 100 Englewood, Colorado 80112 Phone:(303)843-9D77 Fax :(303)843-9078 Fritzconsult@aol.com 1 ' 14" TJIaDIPro(TM)-250 @ 16" olc am(TM~ ~ 2 9J5/023:49:57PM 3 @i9ineVersion:1.4.78 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LIST ,ad Group: Ptimaxy Load Group 2' B."15" 16' 6.00" 1270 983 qx• Veitical Reaction Total (lbs) 79~ 585 ax. Vertical Reaction Live (lbs) 5.50(W) 7.25(W) elected Bea=ing Length (in) 88 3Z 32 ax. Unbraced Length (in) . Loading on all spans, LDF = 1.00 . D83d 8601oor 900 )esign Shear (lbs) _309 961 -909 1ax Sheac (lbs) 1210 909 4ynber Reaction (1b5) 1270 968 3uppoit Reaction (lbs) 0 _yyp 3699 40ment (Ft-Lbs) -0.089 0.212 Live Deflection (in) _0.152 0.361 m.,rat Deflection (in) ALTERNATE span loading on odd N spans, LDF = 1•00 , Dead56 Floor -283 368 Design Shear (lbs) -309 411 -359 Max Shear (lbs) ~20 359 Member Reaction (lbs) 720 389 Support Reaction (lbs) p _422 1384 Moment (E't-Lbs) 0.013 -0.015 Live Deflection (in) _0,050 0.139 Total Deflection (in) + Flooz d LDE = 1.00 , De ALTERNATE span loading on even 5 9 R spans, -lll 897 Design Shear (lbs) _127 yyg -929 Max Shear (lbs) 1073 924 Member Reaction (lbs) 1073 983 Support Reaction (lbs) 0 -179 3710 Moment (Ft-Lbs) -0.102 0•227 Live ➢eflection (in) _0.169 0.375 Total Deflection (in) Loading on all spans, LDE = 0.90 , Dead Only 371 -117 359 Design Shea= (lbs) _127 396 '379 Max Shear (lbs) 523 374 Member Reaction (lbs) 523 399 Suppo[t Reacti.on (lbs) 0 -179 1502 Moment (Ft-Lbs) Concentrated live load on overhang(s), all dead load on span(s) -0.0~1 0.000 Deflection (in) Al1 dead load and concentrated live O a0d2 n overhon000' Deflection (in) PROJECT INFORMATION: JOIST 7&3 all dead load on span(s) OPERATOR INFORMATION Rohert Fri1z Fritz Consutting Engineer 6970 Holly Cir. Sufte 100 Englewood, Colorado 80112 Phone:(303)8439077 Fax : (303) 643-9078 Frifzconsult@aol.com Copyright o 2001 by 'fivs Joist, a Weyechaeusec ~usiness TdIm ~d TS-Baama aca ce9iste~etle~adena~ika9~ff~auy9JOiact. dni~l^.PruTM anA Td-Pno° am B~ 14" TJI@/Pro(TM)-250 @ 16" olc am(fM) 8.04 Se~al Num er.70020138~.' 2 8/51023:49:07 PM q EngineVersion:1.418 CONTROLS FOR(THE APPLICATION AND LOADS LISTED All dead load on overhang(s), all live load on span(s) lection (in) 0.000 0.21'1 PROJECT INFORMATION: JOIST 1&3 OPERATOR INFORMATION: Robert Frilz Frilz ConsuHing Engineer 6970 Holly Cic Suite 100 Englewood, Coloredo 80112 Phone : (303) 843-9077 Fax : (303) 843-9078 Fritzconsult@aol.com r,cpyciyLC '0 2001 by 'frus JoisC, u Weyechueusec G~yinese dolvl.. ~ Busirm ~,,~Be„nC,,,~ aTN~~Z019893 14" TJIB1Pro(TM)-550 @ 16" o/c P ge1 Enge Ve onP714.78 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0 , 25. i Product Oiagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partilion SUPPORTS: Input Bearing Vertlcal Reactions (Ibs) Ply Depth Nailing Detall Other Wldth Length Live/DeadlUplitt/Total Depth 1 Plate on steel6eam 5.50" Hanger 833 / 583 / 0/1417 1 14.00" 1.50" H3: Top Mount Hanger None 2 Plate on steel beam 5.50" Hanger 833 / 583 / 0/ 1417 1 14.00" 1.50" H3: Top MouM Hanger None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H3: Top MouM Hanger HANGERS: Simpson Strong -Tiel!) Connectors Support Model Slope Skew Reverse Top Flange Top Flange SupportWood Flanges OHset Slope Species 7 Top Mount Hanger MIT414 0112 0 N/A No 0 Douglas Fir 2 Top Mount Hanger MIT414 0/12 0 N/A No 0 Douglas Fir -Nailing for SuppoA 1: Face: 2-N10, Top 4N10 , Member: 2-N10 -Nailing for Support 2: Face: 2-N 10, Top 4N10 , Member: 2-N10 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1365 -1365 2125 Passed (64°b) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1365 1365 1885 Passed (720/6) Bearing 2 under Floor loading MomeM (FFLbs) 8217 8217 9797 Passed (84°.G) MID Span 1 under Floor loading Live Load De9 (in) 0.572 0.602 Passed (LI505) MID Span 1 under Floor loading Total Load De9 (in) 0.972 1.2049 Passed (1.t297) MID Span 1 under Floor loading TJPro 32 30 Passed Span 1 -Deflection Critena: STANDARD(LL:L/480,TL:V240). -Ailovrable mament was increased for repetitive member usage. -Deflection analysis is based on composile action with single layer of 19l37', 56" Panels (20" Span Rating) GLUED & NAILED wood decking. -Brecing(Lu): Atl compression edges (top and bottom) mus[ be 6reced at 2' 8" ok unless detailed olhetwise. Proper attachment and posRioning of lateral brecing is required to achieve memher stabilify. -Concentreted load requirements for standard non-residential floors have been considered. PROJECT INFORMATION: JOIST 4 OPERATOR INFORMATION: Robert FriK Fritz Consulting Engineer 6970 Holly Cir. SuRe 100 Englewood, Colorado 80112 Phone:(303)8439077 Fau : (303) 843-9078 Fritzconsult@aol.com CopYright o 2001 by Tvus Joist, a Weyechaeusen Business TSZO antl TS-Bearen af registeced [iademacks of Trus JoiaL e-S Sois[^, PVO° andTJ-YVO° a[e trademazks of Trvs JoisL Simpson Strong-Tie& Conneccocs is a iegistered [catlemark of Simpson 5[mng-Tie Company, Inc. u.~- 44 T~c~,u-e~ "N 14" TJIO/Pro(TM)-550 @ 16" o/c Usac 2 815102 33538 PM Paga3 EnginaVersion:7.4.78 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primaiy Load Group ^ 24' 1.00" ^ Max. Vertical Reaction Total (lbs) 1917 1917 Max. Vectical Reaction Live (lbs) 833 833 Selected Bearing Length (in) Max. Unbraced Length (in) 32 Loading on all spans, Design Sheat (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) LDF = 1.00 , Dead + Floor 1365 -1365 1365 -1365 1365 1365 1917 1417 8217 0.572 0.972 Loadinq on all spans, LDF = 0.90 , Dead Only Design Sheax (lbs) . 562 -562 Max Shear (lbs) 562 -562 Member Reaction (lbs) 562 562 Support Reaction (lbs) 583 583 Moment (Ft-Lbs) 3383 PROJECT INFORMATION: JOIST 4 OPERATORINFORMATION: Robert Fritr Frilz Consutting Engineer 6970 Hally Cir. Suite 100 Englewood, Coloredo 80112 Phone: (303) 843-9077 Fax : (303) 843-9078 FrBzconsult@aol.com Copyright 0 2001 by Trus Soisc, s Heyeihaeusev eusiness TJIO and TJ-Be~ aze [egiatevetl trademanks oE Trus Sois[. e-I dois[°,Pm° and TJ-Pro° a[e trademanks of Tms Joist. Simpson Strong-TieW Connectons is a iegistecetl i[ademazk of Simpson S[rong-Tie Company, Inc. I o 2 pcs of 1 314" x 14" 1.9E Microllam~ LV '~m(TM) 8.04 Seal Num '2 9d~358BPM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIG 41 En9ineVersion:l.4.t8 CONTROLS FOR THE APPLICATION AND LOADS LISTE I== nu ~ Product Oiagram is Conceptual. ~OADS: Load WiMh: 1' ~a~ for a Header (Flush Beam) Member.T0.0 ve at 100 % duretion, 0.0 Dead ?nmery Load Group - Bldgs - ~ces (ps~: CommeM I/efiqi Loads: LjVe Dead Locatlan APPlicatlon ~TYPe Class qddsTo 'Unrform(plf) Floor(1.0~) 825.0 124.0 0 To 5' _ ~UP-- PORTS. Input 6earing Verlical Reactlons (1bs) Width Length LIvelDeadlUpliWfoWl 1 Microllam LVL bezm 3517' Hanger 2ly~ 1344 / 012406 V1 6 am 3.50" Hanger 206313441012406 ply Depth Nailing petail Ofhet pepth ~ 14.00" N/A H1: Top Mount Hanger None ~ 1q.p0" N/A H'I: Top Mount Hanger None 2 Microllam L e IER'S I BUILDERS GUIDE for detail(s): H1: Top Mount Hanger -See TJ SPECIF HAN6ERS: Sim son Stron Tie& Conneclars Skew Reverse Top flange Top Flange Sl Support Wood gP~~es Suppo~ M~e~ Slope Flanges O~et o~ NIA 7op Mount Hanger MIT414 0112 0 NIA NIA NO No 0 0 NIA ~ Top MouM Hanger MIT414 0112 0 2 4-10d , Member: 2-N10 -Nailing for SuppoR 1: Face: 2-10d , Top -Nailing for Support 2: Face: 2-10d' T°P 410d , Member. 2-N10 DESIGN S' CoMrol . Ma~amum Desi9n Location Control end Span 1 under Floor loading Rt -1003 9310 Shear (Ibs) Z~26 8 . Passed(11%) , passed (10°h) MID Span 1 under Floor loading di MomeM (Ft-Lps) 2347 2347 2425 147 0 0 ng MID Span 1 under Floor loa Passed (L1999 der Floor loading 1 ) . Defl (~n) 0 01 Live Load 011 0221 0 un Span + ed (Ll9g ) MID Pass . Total Load Detl (in) of laferel Proper attachment and posfioning e i -Defleclion Criteria: STANDARD(LL:LI3GO.TLlJ240). d bottom) m s . olc unless detailed otherw 2 8" ust be breced at recing(Lu): A~~ comP~esg~on ed9es (t°P an -B cing is required to achieve member stability. resid b eniial floore have been wnsidered. ra -Concenirated load requirements for standard non- OPERATOR INFORMATION: PROJECT INFORMATION: MLt STAIR FRAMING Robert Frilz Pritr ConsulGng Engineer 6970 Holly Cir- SuBe 100 Englewood, Colorado 80112 Phone : (303) 843-9077 Fax : (303) 843-9078 Fritzconsult@aol.com ~opyc a Weyeihaeusec Business teved trademacks of Pcus doisL Strong-Tie Comp'Y• lne. ig ht O 2001 by T[us Joist~ Miecoll~ ~~d Micto11.vMID trademaek of 9impyon . n r,n.l-rin~ connoccovs 1 s 0 1 e9is !U4"a~ 2 Pcs of 1 314" x 14" 1.9E Microllam~ LVL j- T,ygeam(rM) 8.04 Serial Num er.70020'1389J ! User.2 9141023:58:72PM ~ Paee3 Engi^aVersion:7.4.tB CO TROLS FORMHE A PLCATION AND LOADS L STED Load Gioup: Primazy Load Group . ^ 9' 5.00" " Max. Vertical Reaction Total (lbs) 2906 p2406 063 Max. Veitical Reaction Live (lbs) 2063 1.50(W) Required Hearing Length in 1.50(W) 32 Max. Onbraced Length (in) Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 1003 -1003 Max Shear (lbs) 2126 -2126 Member Reaction (lbs) 2126 2126 2906 Zg06 Suppoct Reaction (lbs) Z397 Moment (Et-I,bs) 0.010 Live Deflection (in) 0.011 Total Deflection (in) Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 193 -193 Max Shear (lbs) 309 -309 Membec Reaction (lbs) 309 309 Support Reaction (lbs) 399 399 Moment (Ft-Lbs) 335 PROJECT INFORMATION: ML7 STAIR FRAMING OPERATORINFORMATION: Rober[ Fritz Fritz CansuNing Engineer 6970 Holly Cir. Sude 100 Englewaod, Coloredo 80112 Phone : (303) 843-9077 Fau :(303)643-9078 Fritzconsutt@aol.com ri,pyrigLL 0 2001 bY 'frus Joiet, a WeYerh.ouse[ Busine[3'IYU:' doi't. R.D. FRITZ CONSULTING ENGINEERS JobTitle kJ(i)~D ~.l)C j(jKS BY.~ Date OZ Jobno. p Subject ('Q(C, 'Pn Q }{lSZ ( l OIJtJE!'TI(1A.~1 Checked Sheet of GDNN g k ~ u ~ ~r , co~uc3 (c59 ss)( 0 =~2C) , L+tiv) p/)e 17,0) = 22~1 C> ~ - 9'3"' Rxus luQ Ph w q= 9 =3 ~ a` ~ z + p 4a = t5,75 i Q uQ_ IyIC~ z -pb 1411,2= 2927 829.8 = 224<-f CoNN A Hus q16 Kto CoNU 6 Vv P V 3.56/IW fl ~ Job Title Vl KWD W(LS Br T,)5 Date q,30. UL- Jobno. 01'6I R.D. FflITZ CONSULTING Subject checked sheet oi ENGINEERS ~XP k3. 90 rn ph 6, n 8 SrESL cHq~jusu P= cecq QgZ Lv DS =(0.67)(I,3)(20.8) q" I6 90. srUn (weR) 2,25 (1 20qa PEGK I.44 .a~ U5a 00.1-1 ~ 5.4~i pS ~ ( 5.49PSfX2-333); 12,8 PI~ COMBIfJE WADi1JCa MRx MouFV~-T HiuoQ kLc~! na PAJop- Auow neLE 19• 160 kJ+ ~IZ PI i' 01- 6o.~f 1F Mirioa -a > --~=y Mat } -M-11? < .L vnl pn2 1,243 k-~t MA, k-ft N'"Z 2.z3y MA2 Iq.l6 11243 2.23U _ 0. (p~' ~ CO+~) ~ 191 16' 2, 1 b2 fl. ~ R.D. FRITZ CONSULTING ENGINEERS Job Tille By J:F , Date ~o 0 7Job no. p~.- Subject ~-~-FFI /1ldailirf . Checked Sheet of FCCENTRIC I,DAD iN Cx P= GC,~L -p ~ ~ A6 ( 31e A~°~y`~ v *3/Ib (Z gA=~•25 , Q) xi= 3:375 AZx Z` v Q=12 aQ=(4,5 ,a=0,3-75 -73y ~P~-7 -7) , =o.1z5 a, lJSE 4I4ll w ~LD ~Q Fritz Consulting Englneers ' 71ue : Job # 6970 So. Holly Circle ~ Dsgnr: Date: 12:26PM, 30 SEP 02 ~ . ~ Deacriptlon : ' ~ . 4 Sulte 100 . . . 5 ~ Englewood,Cobrado 80112 Scope: your title blxk information. egr ssmoo ~ ~ - . . ~ . u=er~w-oe~~z,Va3.5.o.z~P~o+ Steel Beam Design Pa e ~ 1 g i ~ (c)18832001 ENERCALCEn9(neerin9Slt~w r. r remfiies~ec Oi-61 'xoodKO~i(5 rof . STEEL CHANNEL ABOVE WINDOWS Descriptio* ; , GBO6('81 II1fORf18t100 ~ Calculatlons are designed to NSC 8th EdRion ASD and 1887 UBC Requirements Steel Section i C9X13 4 Fy ae.aoksi I ~ . Pinned-Fhced Load Duration Factor ~ 1.00 Center Span 15.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0ksl ~rf Left Cent. 0.00 ft LL & 5T Act Together Right Cant 0.00 ft Lu ; Unbraced Lenglh ' 0.00 ft Minor Axls Bending I . Distributed Loads #1 #2 #3 ~ #4 #5 #6 #7 ~ . DL 0.028 I W `~,..ST ' . ~ . ~ WR Siad Locadon . . fi End Location ~ , . , . . . . ..R ~ moommsm ``SummarY Beam OK ~ Slalic Load Case Governs Stress in. . Using~ C9X13.4 section, Span = i5.50R, Fy= 36.Oksi . End Fi ty - Pinned-Fbced Lu = OOOfl LOF =1 000 i ~ w , . ~ cfua Allowable . : ~ Moment 1.243 k-ft 2.162 k-ft Po B di Sl ~ 15 523 k i 27 000 k ( ~ Max. DeBection -0436 In : en ng ress . s . s ib I Pb 0 676 : 7 LengthlDL Defl 4247 1' . e F 4~ Lengthl(DL+LL DeFl) 424 7 ~ a ~ + Sheaf . 0.401 k 28.939 k. y a t, W ShearStresa , 0.199 ksi ~ ~ . 14.400 ksl W I Pv 0.014 • 1 ri ~r i' < . Force 8 Stress Summary co- These columns are Dead + Live Load placed as hoted » DL LL . ~ LL+ST r f ~ LL ~ LL+ST p 0 CenteL 0 Cent@L 3 f8 E . . <'1,~~aa, Jt~ Max. (b) + 124 k-ft ~ 0.70 ~ k N~ 1 S N3 ne ,~N~f~ $a ~ 5 ~ Y~~ ~Maz.M= ~7124 ~ '-k-R 1 ~ f 4 ~ , y~ax.MQLeft . . - ' ~ ~•t ~ k_ft . _ ~ Tu1ax. M ~ Right d 24 . . . k-ft ; ~ Shear ~ Left 024 k . ~ 0 24 . . ~ k Shear Q Right ! 0.40 k 0.40 . . ~ . . k , . . li 1 ~S y4 `1 Cerder befl. -0.438 In i -0.438 0.000 -0.438 0.000 0.000 (n Left Cant De0 O.OOOin ' 0.000 O.OOD 0.000 0.000 ~ 0.0001 n Rlght Cant Defl 0.000 In " O.OOD 0.000 0.000 0.000 0.000 In . O.OODft 0000 0.000 0.000~ ~ O.OW , O.OOOIn~ t ' ~ y 0 Reactlon~LeR~~~' . 024. 0.24 ~ . . 0.24 ~ . ~ k Reactbn ~ Rt 5.40 0.40 ~ 0.40 . Pa'calc'd per 1.8-1, k'Ur < Cc I Beam, Mlnor /Ucls, Paasea 1.6.1A.1 Para 2, fb0.76 Fy i Se6tion Properties" C9X13.4 ~ , t ' Depth , j` f, 9.000 fn Weight':. . 13.38#At ~ r-xoc . 3.4671tl +,kr ~ : `v ? Width 2.433in r ~ I-wc ~ 47.901n4 " r-yy ' 0.6681n Web Thick . ' 0233 in I-yy 1.76 in4 ~ . . ~ ° E ~ 36 Flange Thickness 0.413In S pc ~ . . . 10.644 in3 ~ . ~ 3 . AreB 3.941n2 ~ S-yy. 0.961 (n3 . . I' , V i,~l& ( f ~ . ' . . . . . 1 w , C , f " FritrConsultingEngineers Tttle: Job# 6970 So. Holly CifCle Dsgnr: Date: 12:26PM, 30 SEP OZ Suite 100 Descriptlon : Englewood, Colorado 80112 scope : your title block information. Rer 550100 usa~ KW 08~2452 Ver5.5.0 2&Sep2001 Steel Beam Design Page 2 (c)19832001 ENERCALG Engmeenng Software c 1Qroyram filESlCCIlI(01-61) ie Ic~ Vwodwork5 re ssi.a-ax;c;':..:•: .+....r....,~,~i3cva~,.,.......,.,_;~.:✓:F .av..~....,ue~_~~v..... .o..,a.E:.~oi:..~....~.~✓.Y+.F~:diw '.:..::.~,.....w1.,~a„v.evus...s....eu.x.. wa..i„`.a~uati.n^~u..:FiVa:v.i:s:iY~ro . : , Description STEEL CHANNEL ABOVE WINDOWS Sketch 8 Diagram ~ u.. e.•ai.. ~x.-..;. .w~u.,, m„ ...u..' •v;310 485 na6P0 ])5 •saa830 1005±1210 1385~15.W o.oxekm ~ II~I~~~IIIJI II~~~~III~F~NIII~~IINV~~iIi14W m -013 ~ .,WwyUi 9~ P1 om ~on U33 snw.loza tW LoauanNOne~r mJ ~ 15.Sfl A 070 155 310 405 '¢30]]5 830 10.85 ~ 1340 13.85-~-15.50 J V 0.52 AMra=13RR . . omm=aaaein oas on Rmm=0,2411, Rmu=0401k ' . . . . . . . VmM@leR=0261k VmavC M1=0901k_0.41 -0.81 -0.01 ~ . ~ . . , . . . . . . -0~°Ilil,pllll9~l~~lill~l~lll~lil!iiilPipi III~IiiVq~i~il~~~i~l~iq!Il~i~liilj~ii~l;i~~lll61'i4i~l~l~lllllil~l'dl~~ ~~dII~iPIiIIq~~II IP~I~II I GI~~~IP~uruIl~V'IU~Ii~~~ .013 0~~u~~~~~~~4{~i~~l~~~lll'~Il~q~~~~~~~~~~h~~b~~~~~~~~1~~'~~~~~lN ~ o ~.39 LocalYDeAenion (in) LowlonPlonaMemoer (n) Fritz Consulting Engineers Title: Job# ,6970 So. Holly Circle Dsgnr: Date: 12:44PM, 30 SEP 02 Suite700 Descdption: Englewood, Colorado 80172 gcope: your title blcek information. a- esoioa Pa 1 Use~ KW Ofi02452 Ver55.o 265ep2001 Steel Beam Design 9e (c)79832007 ENERCALC Engmeenng Sottware t fo3aarem file5leC10L61..'WJOdVWlks ~E ........w.....:.~ .+..~...w.iu: . ~.4.w~...:'.:r. ~ .v.t_v~Ass Jve.i::i:. i. iC4iYnSd•a. Description STEEL CHANNEL ABOVE WINDOWS ~ General Information Calculatlons are designed to AISC 8th Ed'rtion ASD and 7997 UBC Requirements ~ Steel Section . C9X13.4 Fy ss.aoksi Pinned-Fixed Load Uurafion Factor 1.0D Center Span 75.50 ft Bm Wt. Added to Loads Elastic Modulus 29,00O.Oksi Left Cant. 0.00 ft LL 8 ST Act Together Right Cant 0.00 ft Lu : Unbreced Lenglh 0.00 ft Distributed Loads ~ ~ a. ~ w, ~ , , . . . , .u.. . . _.,.,,w.ur,.,.~ u #1 #2 1l3 # 4 #5 #6 #7 DL 0.061 k/R LL k/ft ST k!ft Start Location H End Location 15.500 fi aummary ~ Beam OK y Static Load Case Governs Stress ' Using C9X13.4 section, Span = 75.50ft, Fy = 36.Oksi End Fixity = Pinned-Fixed, Lu = D.OOR, L DF = 1.000 Actual Allowable Moment 2234 k-ft 79.160 k-ft Max. Deflection -0.029 in Po: Bentling Stress 2.518 ksi 21.600 ksi Length/DL Defl 6,430.5 : 1 PoI Fb 0'117 '1 Length/(DL+LL Defl) 6,430.5 : 1 Shear 0.721 k 30.187 k N: Shear Stress 0.344 ksi 14400 ksi iv 1 Pv 0.024 : 1 Force & Stress Summary ,.1,.~ , ~ , . . . . ~ ~ . . t r,.> . w These columns are Dead + Live Load placed as noted DL LL LL+ST LL LL+ST Mauimum Onlv Center C nter Cants Cants Max. M+ 223 k-ft 126 k-ft Mau. M - -223 k-ff Max. M ~ Left k-R Max. M ~ Right -223 k-ft Shear @ Left 0.43 k 0.43 k Shear @ Right 072 k 072 _ k Center Defl. -0.029 in -0.029 0.000 -0.029 0.000 0.000 in Left Cant Defl O.OOOin 0.000 0.000 O.OOD 0.000 0.000 in Right Cant DeFl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query DeFl @ 0.000 ft 0.000 D.000 0.000 0.000 0.000 in Reacfion @ Left 0.43 0.43 0.43 k Reacfion Q Rt 0.72 0.72 012 k , Fa calc'd per 1.6-1, K"Ur < Cc I Beam Passes 7.b.1A.1, Para 1, 2, 4, & S, Fb = 0.66 Fy Section Properties C9X13.4 _w, N . . Depth 9.OOOin _ _ Weight ~ . . . . , 13.38#/ft « , w.,..., a rxc 3.487 in Width 2.433in I-xoc 47.90in4 r-yy 0.668 in WebThick 0233in I-yy 1.76in4 FlangeThickness 0.413in S-wc 10.644in3 Area 3.94 in2 S-yy 0.961 in3 Fritz Consulting Engineers 7itle: Job# 6970 So. Holty Circle Dsgnr: Date: 12:44PM, 30 SEP 02 Description : Suite 100 Englewood, Colorado 60112 scope : your title block information. ai ssoioo User KVJ-0602452 Ver55.0,255ep2001 Steel Beam Design Pa e 2 9 (c)19832001 ENERCALC Engineenng S~re • : ' c~mgram fleslec1~01 61~ I~ lkUodVwfkS~fe ,n..a~, sa:. ....,_..i u.e_,._.s. u,. . Description STEEL CHANNEL ABOVE WINDOWS Sketch & Diagram ~ . . ~ . . . „t „ . ~ t55 310 405 820 )]5 BDO 1085 1160 1385 1550 , 1 15.511 ~i U Mrex=2.9n11 Dnox=-0.02&n 414 -0~ . : . . • II R -040 N -0~ . . . . . . I~'I~ ~ I, ~ sM1m waa IW LacafianNO~qMenber Ifll... . . . 1.30 ~ 1.55 3ID 485 1 ]]5~ ~ 8301085 124D 13.85 11 083 031 ~ u.., ~ 1 Rmax=0.43]M Rmax=0J21h . . . . . . ~VTu a bI1-0<]3k Yma`t~tl=0]21k _0.]3 . . . . . . . -0.OB -118 . . . d.BO . . . . ..I...."-',l~., BeMigAbm N (kG) L ~.aOOnNanyMember (11 °~~II~I;'i''~6jj ;lii9' h ~~~Ill ll ~~Il~jjlll~~~ ~jsso ~l~ ~V~~'ilh@''slI Ao~ ~iiq~~l9 I Id~Ii~I~IIi ~Il il~il ll - .a p lli~~iiiiil~ll ii:y~i~l~l~~l~ i ~i i il ~ II llil~ liilll.ilp I li~i~l I~Ilh m _ ~p11 ~ ~ ~Illfi lp~ll~~ =ooz 111Iij1~lll!l1~9~Vt,~l~ ,o.av f~'lli~~:i~~tl:l, . LocaPY"OMeCJOn (n) i NOn9MemEer (I) ~~I STONE GRAY (F) #`v I I m . ~ Y.. r~ N ♦ ~ ♦ ;~,w ~r ~ ' ~ a,.~ ~ ~ . ~....v i . v ~ .e N ~ . ' m . > , , . . . rv , R 9 ^v , ' ~Y' > ~ . ~ I a ~ . f i . . . ~ . i ' .a . ' 'mV t J . . uy ~ ~ ~ t y/ L . " • ~ G N Z ~ R 1 ~ 'h~ F~,~~~~~'. `1 ~ ~'W 5~ ( ~Y. Af~, , . 'rv t1\` ik 4~3,•k: h . ,i~ v i .e.~ it 5~ I SQPER[OR CUSTOMEF ~ • COST EFFEC i T, MAKES A DIFFEREIYCE fERSATILE • D(IRABLE • VENTURE RETAINING WALL SYSTEMS The Venture Retaining Wall System allows design creativity and flexibility. In addition to construction of simple straight walls, the system adapts gracefully to the natural contour of any construction site. Variations in color, texture, and Face Shells give design freedom to landscape architects, architects, designers, and contractors. Mass-produced materials are simple to install and keep material and labor costs competitive with other available systems; therefore, the Venture Retaining Wall System is cost-effective. The Venture Retaining Wall System uses a high-strength, molded concrete module, which is available in a number of Face Shell finishes and color combinations, to create a gravity retaining wall. The modules are assembled using a dry-stacked method without the use of mortar or grout. Each concrete module, produced with a minimum 4,500 psi concrete mix design, is intercomiected to adjoining modules on eacb side by means of installing Anchors througlit the Anchor Bar Assemble (ABA) Units. The Anchor is secured within the vertica] channel molded within the core cell of the wall unit. The Anchor also provides for a mechanical connection of geogrid reinforcement material on walls requiring soil stabilization. The wall batter (degree to which the wall lays back into the retained soil) will be zero or three eighths of an inch per eight inch course of wall, dependina on the wall design. The wall units can be installed to provide ninety degree corners, inside and out, as well as curves (convex and concave) with a miniinum radius at the top of the wall of 3'6". In order to achieve structural stability, the theory for the Venture Retaining Wull System depends on tNvo nzethods of analysis: 1. GRAVITY WALL SYSTEM THEORY The tlieory behind gravity wall systems has been used since the building of the pyramids and the old rubble-wall type gravity walls. The basic principle is that the weight of the wall provides the necessary force to resist sliding and overturning failLires. The Venture Retaining Wall System, in its basic forn7, is a gravity retaining wall that uses its weight and shape to resist lateral earth , pressures. A geotechnical engineer should determine the soil properties and values for design purposes. The four standard modes of failure should be addressed (refer to Appendix A): sliding, overturning, fotmdation soil bearing failure, and overall or global failure. Sliding Slidine failure refers to the wall being driven forward due to the lateral tYuust of the soil. A ' Rankine active earth pressure coefficient, Ka, is used to calculate the lateral earth pressure. A minimum factor of safety against sliding of 1.5 is typically used. Sliding is resisted not only by the gravity friction force, but also the sheer strength of the ABA unit with the interlocking action between the units. Overturning The factor of safety for overturning is defined as the resisting moment generated by the weight of the wall divided by the overturning moment due to the lateral thrust. A minimum factor of safety of 2.0 is typically used for overtuming calculations. The height-to-depth ratio of the Venture Retaining Wall units offers significant resistance to overturning for walls less than five feet in height. Bearing Failure The factor of safety against bearing capacity failure of the foundation soils can be estimated using a Meyerhof pressure distribution. This factor of safety is equal to the allowable bearing pressure divided by the applied bearing pressure. The minimum factor of safety required for bearin-, failure is usually 2.0. Global Stability The overall stability of the structure should be investigated using standard analysis methods. II. GEOGRID-REINFORCED SOIL WALL SYSTEMS THEORY When structural analysis shows that the factors of safety will be exceeded or the resistance to lateral earth pressures will be too great far the standard Venture gravity wall method, the use of soil reinforcement stabilization is available for taller walls or more critical applications. Due to the layered Venture Retaining Wall units and the Anchor Bare Assemble unit, the integration of geogrid materials (i.e. Tensar, Mirafi, Stratagrid, etc.) connected via the anchors is easily achievable. The integration of these two separate yet compatible components provides construction of what is effectively a large gravity wall. Through soil reinforcement and positive connection to the wall units, the required reinforcement can be engineered for specific site applications, wall heights, and soil conditions. The theory of soil reinforcement is not unique to Venture but was developed in the early 1970's. Several propriety soil reinforced wall systems were introduced and have been used for Federal- Aid projects. CalTrans developed the Georgia Stabilized Earth System using a steel grid. In addition to the geogrid materials mentioned above, the ABA will enable the Venture Retaining Wall System to be used in conjunction with steel reinforcement, which is a new concept now under review and study within the industry. All of the systems approved by the FHWA are variations of the reinforced soil technology that Venture uses for building wall for taller applications. For tall walls, where the lateral pressure exceeds the capacity of die gravity wall to resist within acceptable factors of safety, the key engineering element is the geogrid soil reinforcement. The Venture wall units function as a structural facing. For that reason, the engineering focuses on the geog-rid for structural stablization. ADVANTAGES OF USING VENTURE MODULES AS STRUCTURAL FACING • High Aesthetics • Natural Stone-like Apperaance • Three-dimensional • Ease of Installation • Simple Process • ABA Connection and Alignment • No Heavy Equipment Required • Close-fitting Units • Erosion Control • Relief of Hydrostatic Pressure (Mortarless Interlock) • Mass-produced Units . Rapid Installation (Even With Semi-skilled Labor) • Cost-effective • Competitive Pricing • Technical Merit • The flexible wall system can handle potential differential settlement of base soils without stress cracks. • 100% mechanical conncection built-in with layered unit and ABA method of attaching geogrid products. (Fulfills the requirements of FHWA Task Force 27.) • Long-life, durabilty, and proven construction materail in high-strength (4,500 psi) molded concrete with low moisture absorption to resist freeze/thaw. All products related to the system are noncorrosive, environmenta!ly safe, and inert to soil and site influences. ADVANTAGES OF GEOGRID-REINFORCED SOIL WALLS • Use of most site soils for fill in the reinforced zone, thereby providing economic benefit in not having to import processed (select) materials. • Synthetic geogrids are not affected by most external factors present in soils such as: water; microorganisms; alkali or acidic conditions which promote corrosion in metallic soil reinforcement materials; and termperature variations. • Material is easy to handle (comes in relatively lightweight rolls) and cut to size. • A soil-reinforced wall is a flexible wall system capable of tolerating much larger differential settleinent than conventional rigid retaining walls. Comprised of soil itself, the wall distributes stresses and strains more consistently with foundation soil movement like rigid retaining structures. • Soil-reinforced walls distribute the gravity wall load over a larger area, thereby reducing toe pressure at the base of the wall facing, which is a typical problem with rigid wall systems. THE FOUR STANDARD MODES OF FAIL.URE OVERTURNING FAILURE SLIDING FAILURE TILTING / BEARING FAILURE OVERALL FAILURE ~ GEOGRIUS I (IYI'.) - - i Vrtl'fUilG IiL"PAIOSIIG 1,11f.l. 12' r,RtISIIEU SiUIIE WALL UMI'f."i - eEI11tN UFtItS - J• - ~ - I RfINPORCED I IZETA114Lp pACI<FILL I wnl.L FILI I Yti. Cb • Y~ I K Cr ) i . f, (IOIIIIIIAIIOII SOI) q , c{.7'f DCFIfJITlO1J OF 'iCRti1S V e n t u r Retaining Wall Systems 70P VIEW ~ 8' ~ ~c--~ 18 3H' ABA CFNMEL I~11 i The Delta t uoita provide a straight pro(le aplit 6ce appearaocq whic6 gives a s6adowing eRect aod resem6les quarried stonc. Delm I units oot only provide beautlful stroight wall iosmllnHoo but also allow for convez curves to be iocorporated iolo t6e wail design with e minimum radius of 3'6" at t6t top of /ht wsll. Concave cornen can be conatructed to 90 degrees. Technical InformaNon: Unit Weight: 954 Allowable Aggregate Confeinment: 98A Per Square Face Foot Weig6t: 193# Per Cubic Foot Volume Weighh 129R r FRp1T VIEN ~ ~ IB' ~ IB 3/9' SIUE VIEW ~ ~ ~ ~ ~ A ~ P.M ~ ; h~ I~I ^A` A, ~ W •r~0l W pi ~ (D a o~ U p a~ U ~ C Q a ~ ~ 1-- - ~ U= c ~ ~m o~ n_ c 0 ~ N C ~ O N O C) ~ O ~ 'o O N ~ Q) ~ O ~ C ~ a) N p c ~ } ~ t m }i, O Q C ~ i- D Lv N ~ O Z a~ Wz o~ oQ ~ U O ~ H ~ F- W z = ~o a J J~ Q p LL 3 ~w oN ~a m ~w LLI o wl ~ 0 z ~ _jj~ LIJ J z ~=jW ~z W JU o 03m¢ ~ o J=~~ ~W-W W p~ J m 0 ~ I-~- ~ OW ~ E W CDO ~ a ~Q~ ~ W ~ ~J3o z mz ~ z cWn~w QUFd W ~ 0 z ~ ~ ¢ m 0 J O ~ a m a ~ ~ H z w X: W U ~ 0 LL w ~ O ~ (D O w cD 0 owa W W ~ z w~ D - °wm~Q cn0z3 W ~ OwU~-=- . cif 0 J Z O Q o z ~ z U ~ W wQ°(f) m=a ~ owz ~ F ~ U z ~z ~ co ~ J C) d W Q~30 maWw oW~~ U ~ z O W 0 z ~ ~ 0 U z a ¢ m a ~ ~ W F-- (f) U-) ~ J oZw Q 3 Z U (f~ o~ U) ° ~ 0 W (wJ7 O Z W z J ~ Z ~ Q W w Q 3 m O W ~o~ U ~ w ~ W W ~ ~ z W ~ V W T I d N ~ W Z > D N w ~ma Qx¢ H 2 Z j o Q H - J ~ W m O m w ~m zm w > 0 ~ z Q J ~ ~ W 0~ R I ~ W O da~ ~mo ~aa W ~ wKW ~ i. N W Q V m V e n t u r T" Retaining Wall Systems ~ 12• ~ ABp GHP.NtB. FftpiT VIEN I ~ 18 ----so1 I M~--- 12 ~ S1LE v7EW The V-12 unit provides a sVaight profile spli[ face appearance, which gives a shadowing effect and resembles quarried stone. Although standard stcek colors are bro«n and gray, all Venhve units can be made to order in various colors. V-12 units not only provide beautiful strainht wall installation but also allow for com-ex curves to be incolporated into the wall design NNith a minimum radius of 3'6" at the top of the wa1L Concaved comers can be constructed [o 90 degrees. Technical Information: Unit Weight: 78# Aggregate Containment 504 Per Squaze Face Foot Weight 125# Per Cubic Foot Volume Weight 125# VENT URE'S V-12 I TOP YIEN I 18• i~► ~ A ~ o H W pma V •P.y ~ ~ ~a O N U p ~C U Q d ~ N i ~ ~ } N ~F (a) Z) U= c ~ LL C ~ (D ~ m U m ()-a a c 0 C N N U O C O ~ ~ O L ~ C O i=- ~ ~ ~ C "O t ~ ~ ~ .Q a ~ = ~ p p O O ~ N N C ~ m ~ O Q w - n cn ~ Q ~ O z0 ~ W O > = W rK ~ ~w - ~ T CD C~I ~ Q u W ~ ~ F- z W > ~ ~ C~l I I I ) ~ LLI > ~ W EL _ O M ~a ~ =o ~ Q w UJ ~a a H ~ O C)f w ~ 03 F- a Q W r ~ Qo ~ J O a~ ~ z Z J W ~ S ¢ H ~ wl 0 Z ~ W Z > ~ N W ~80xn Q X Q U X = F W~3 F- W z = > ~ \ ~o ~ H z ~ N I N > X X W ~ro ~ ~ Z W > W ~ Cll ~ ~ ~ O Z LL] o ~ W ~ U ~ O ° w LL CD Z i-- w ¢ ~ 0 0 W Cl I J - ~ J p Q W ~ (D co z ~ cn ch~ O S U z ¢ Q m Q (D i C"7 CD z H ~ 30 0 LL]z _I ED ~ H W Z Z cf) H W ~ Q O U J J z Q w "37- W 0 Q IJ- °~w -i ¢ c" -jE ~ a a- ~ (0 W co m J cm) o3a ~ cr) w0')Cf) cl:j =w Q ~ O Cf) W co~ m D J o°~ J p U O Q cif CD Q O W mw= a 0 r W H O z (0 w co ~ ~ 0 U 0 ~ ~ i z 0 z z O cn Of ¢ m Q m Q O ~ 0 co z c~ CIO ~ W z U CD o ~ Z U Co O a~ co H O ~ U U- w ' W z J D W Q 3m o J ~ U O W ~ OI W ~Z f <r ~ Co ~ W 00 x co Co ~ x co H z J ~ Q W z W 0', a m ~ z H z H Q ~ W ~ W T 0: f :D N z ~ LU \ / CD ~a Z ~ ~a J° W > ~ W J~ W N co~ Q U m VENTURC'S VICTORY I UNIT The Victory I unit provides a rustic cobblestone appearance and replicates masonry stone construction. In effort to replicate an "Old World" appearance such as this, designers and engineers of retaining walls have tailored the current reinforced earth methodology to stabilize soils with a mortared stone veneer. However, the Victory series allows for such "Old Worid" appearance with a modular retaiuing wall system at savings of 30% or more. Although standard stock colors are brown and gray, all Venture units can be ntade to order in various colors. The Delta series units caii also be incorporated to provide additional aesthetics. Straight w111s using Victory I units provide a beautiful finish and loug lasting appeal with rough texlured, split rib appearance. Serpentine walls may also be conslructed with a minimum top radius of 3'6". Technical Information: Unit Weight: 94# Aggregate Containtnent: 984 Note: 80% of the total aggregate weight contained withiu the tmit and peripliery, to the limits of the wall units, is attributed to the total per cubic foot volume weight of the Nvall units. Per Square Face Foot Weight: 1924 (Unit Weigltt = 94# + Aggregate Weight = 984)/lsq.ft. Per Cubic Poot Volume Weight: 128# (Unit Weiglit = 944 + Aggregate Weight = 989)/1.5 cu.ft. ~ w > F ~ Z O ~ LL T:LU ~ 0 r !;.T; ..~.-~.T~.T..t~..~..~..:~.;.: • :~.i .i; , • m K r J ~ 3 30 H ~ > ~ ~ O N o~ 3 ~ u U Q m ~ .-01 . (f) 37 w ~ ~ ~ ~I z. J D J Q J 3 a u3 z Z ~ Q r W CD ~ ~ D F- z W > J J 2 3 ~ ~ r.+ ~ ~ ~ ~ ~ r4 ro w W ~ Q: ~ 0 4~ c 0 ~ ~ ~ ~ ~ ~ T O U ~ ~ L ~ ~ n. ~ } c O ~ U ~ a~ ~ ~ 0 c a~ U U ~ ~ ~ C C L ~ ~ s ~ V ] i 9 7 J L ~ L J L ~ n INDUSTRYSTANDARDS Venture Retaining Wall Units are to be manufactured to the following industry standards: A. ASTM C90-90 hollow load bearing masonry units. B. ASTM C140-75 sampling and testing concrete masonry units. C. ASTM C 145-85 solid load bearing concrete masonry units. D. UN-STD 1804 E. ASTM 2339-70 F. FHA UM-60 ~m ~ 6 muom O'm~+a ME'0 °E`~ E ~ 0~$5~ 0 3 -BmmN e m`5 Y$3m n^a ~a m, E BmY~~ S-ag o= ~e~ '~i3 ~ m mm ' N~$ 8 M~s mO~a ~ mg n'~$ ~ ~n ui ~ n o ~o~~m 0r~ `c'~~ ~~'t~ b-aoj ~ ry m ~10Na3.~ ~ a 0~Se `o n~om+43 3c ~ mo~scm. rymm ~'$~n D~~~~m~'S ~=o mg~~ m a~.L°- o€mmnF`~6 ~S ~ ~'O ~8~- mmm.U2~mN D~LON C LUQ E^. ~-2NO ~0 m ~ L oa.~5 m~o8 m3~m ~nm~ m~~m °moc-o~ S$~~nc2im a ~7tEm 0F>mm m~NtO m m~ m~ L'Y ~n o.-m I~LO J~ mw0^ p (Jl ~~~~m~`o£u .EL'~a m8-o "~~o mcv~ro mo~m~.Ys`m~' ~ E5 8aNOo ~~'~EO`m^nw~m,-°~ 3~o~1°-mm 0 . o 1° o~m2m~L_~~~a~~°m~3ab~~$nCm° $S~aO~ U FNmm^¢R TIjdJCJ~- ~ UI~mE~.^.~ IOY N W J tC ~ C ~ ~~.~.rC ~ -~'~o~> ~ QWJdtittJtlt]IIImWa~«EI-3dE-Om(n^.7~ ZF-dN ~m~ul LL ct-O+-O.O Cl W~Nt*i 3rr iric r: oi m ° a ? ~ D m^ W ~ m ~ z E W ` U ~ ED D vi ~ ~ Q ~3w Q jp U. Q ~P W ~ (1~ ° w -gn H [p Z (C LLJ U F > N LP0 ~ry0 ~c K~" Q U~W m J 0 ~ F z O z U) W ~ CD o ~ Q J ~LL ~ J ~ Q ~ U U 2 ~ ~ !~l ~ F ~ >ryl~ ~ w U ~ ~ D N N ~ J F Q ~3 * ~ m H ~ 2 ~ U w ~ ~ ~ ~ w m ~ Wo ~ in3 a~N aa~ rn CP ~i ~ m ~ zz O c~ ~ ~ t UW o 3 ~~~tt a U J~ a 2a L ~ a - 3 o~ O o (n in ~ Wcro w aw 0 O~ } H U ~ ~ ~ ^O m m 4 i c ~ Wy~W w (3g o w m mjo r? 5 ~ °~~3 (=l1N0 ~ ~Eo~ c ~~il mL-p Cm ~~p ~ + ~..C. 0 3 Ul \ ~ U 4- ~ N Y a L«_ O_ ~ ~~mm~n ~2a oo$'E m~ 5 m8 uati n^n s`o b t~u~ 96 m o mO~ao= ~m~ 8~~~s Nm`a '0-~ 0~ =$mm~ m ;s$~EtS~ '~Se Omom,-!4 3c ~ M L rymm 6~~3Qn _°''$,«Q~o`a ~ o m~~~ m a° o~mmaFFb $g ~'O 0 ~ L U0~0 Nry UO~LU ~ E~10 aN ON M 11~-p 0 M S25 ~oiy.hm3~t'"^o mmbS aEM~ DFm ~ ^a~E~ Om~Q>~-O ~NNU ~ m~ `UE m^+~ S V~ NNm~ E1c11 E N +fi~amLJoty ~~f'j~M EO-'~m0~~ U~tv 0~+~ ~pmpa$~~ ~ N o m~Fm~.~ Y E~SC"'t3~x'~~ m ~~'a~ oa'oO~e-m[~ ~zNOO a-^om~`fioom~DO ZmCpCm;" ._DU~ m~N~~ L y ~~CN~ LL `rN-'ONC ~ 0sb~-o m ~n" Sao°~ T o3A£ 2"~m P m ~ QWJaF.-t~lL~NmWd~«EF-3n.E'OmNS7~ zFdUi Dm~=Ui LL St~"O+O.O (`1 ~x~(~ici 3v vif6 r: 05 oi m W ~j m jp Z E `m 3 H W ` U ~ vi ~ ~ ~f1 a Z a } ~ mN~ O~Jt Q q J C Z ~ (1~ o w 8, zw~g H m Z ~ L IL c~. ~ ~ U~ ~J Nry OW~O ~uS U~W _m U LL O U m z O z T U I U) w I m JO J ~ 3J N LL J ~ a:D FM J ~ J o b 3 ~-.I m ~ ~ t"z ~ ~ ~ ~ ~ * ~ ~ m ~ a o 3 3 ~3 -O C t m ^Z a 7~ m~ ~ ~0 5a m N tU o ~ ~ 3d Cu =o, m8 E~~ m~ Lm UIC mr 3 a -2 t-a a~ m ~ N ~ ¢ LL J~ J~ U~w ~F- C J (V'1 W ~ a ~ Fp po FryO~ W3 N ~MOm INSTALLATION GUIDELINES T/te follorving instal[ation guidelines are recommeltded by Yenture Retaining Wa!/ Systems and are genera/ly accepted standards for the Modular Retaining Wal[ Industry. Excavation Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall be careful not to disturb embankment materials beyond lines shown. Foundation Soil Preparation A. Foundation soil shall be excavated as required for leveling pad dimensions shown on the construction drawings, or as directed by the engineer. B. Foundation soil shall be approved by the engineer to assure that the actual foundation soil conditions meet or exceed assumed design strength. Soil not meeting required strength shall be removed and replaced with acceptable material. C. Over-excavated areas shall be filled with approved backfill material. Base Leveling Pad A. Leveling pad materials shall be placed as shown on the construction drawings, upon approved foundation, to a minimum thickness of 6". B. Material shall be compacted so as to provide a level surface on which to place the first course of units. Compaction shall be to 95% of Standard Proctor for sand or gravel type materials. For crushed rock, material shall be densely compacted. C. Leveling pad shall be prepared to ensure complete contact of retaining wall units with base. D. Leveling pad materials shall be to the depth and widths shown. Contractor may opt for using reducing depth of sand, gravel, or crushed rock using a concrete leveling pad. Concrete shall be for non-reinforced and a maximum of 3" thick. Unit Instnllation A. Fiist course of Venture wall units shall be placed on the base leveling pad. The units shall be checked for level installation and alignment B. Ensure that units are in full contact with the base. C. Prior to placing additional units on base course, fill the unit cores and between units with specified corefill material (3/4" to 11/z" crushed rock is recommended). This will lock base units in place and heip maintain wall alignment. D. Sweep all excess material from top of unit and install next course. When each course is completely unit filled, back filled, and compacted, proceed to next course. Some installations may allow two or three courses to be set in place prior to placement of unit corefill. However, backfill material should be installed in eight to twelve inch lifts and compacted as specified. E. Units are placed side by side for full length of the wall alignment. Alignment may be done by means of string line, chalk line on lower unit or offset from base course. Refer to project specification for correct alignment. A minimum 1/z" setback per 8" course is recommended. F. Install Anchor Bar Assemble (ABA) Units (see below). G. Repeat procedures to the extent of the wall height. H. As appropriate, where the wall changes elevation, units can be stepped with grade or turned into the embankment with a convex or 90 degree return end. Appropriate units should be buried to provide protection of the compacted leveling pad materials for the return end. Anchor Bar Assemble (ABA) Installation ABA units are not required for all installations. Walls 4'0" in height or lower, do not require ABA units if the installation is made with a'/z" setback per course minimum. Serpentine walls may not allow for ABA Bar installation; therefore, ABA Bars would not be required to maintain a straight wall alignment. ABA consists of three units: 1. ABA Solid Bar 4'0" long and is installed as specified on courses without geogrid. 2. ABA Grid Bar 4'0" long and has two holes to receive ABA Anchors when specified or required to make special installation, i.e. 90 degree corners. 3. ABA Anchor 83/8" long and is intalled to provide a strong mechanical connection for geogrid soil reinforcement materials. Installation A. ABA Solid Bars are to be installed one course below a grid course. This will help maintain wall alignment during backfill process and resist settlement mis-alignment. B. ABA Grid Bars are to be installed, as required to ensure a strong mechanical connection between wall units and reinforcement material. (Recommended spacing is every other wall unit.) C. ABA Anchors are to be installed to provide grid and wall unit connection. The function of the ABA Bars is intended to help provide wall alignment during constructian. The additional sheer resistance provided by the ABA units should not be factored into the clesign for additional structural value. Consult your Venture representative for additional information. Cap Installation Place Venture's cap units, as required by design. To ensure attachment, use a bonding adhesive designed to adhere concrete to concrete. Apply adhesive to top surface of unit below and place cap unit into position. Backfill and compact to finished grade. Geogrid Installation A. Follow steps A thru E on Unit Installation. B. Excavate the reinforced soil area to the maximum embedment length. C. Cut sections of geogrid to the specified length. Roll out geogrid from the wall towards the embankinent. Check manufacturer's criteria for biaxial or uniaxial geogrids. D. Hook geogrid over the ABA Anchr protruding up through the Venture wall unit This will ensure a secure connection between the wall unit and geogrid. E. Pull anchored geogrid taut to eliminate loose folds. Stake or secure back edge of geogrid before and during backfill and compaction process. F. Install next course of Venture Retaining Wall units. G. Place compacted backfill over geogrid in 8" lifts. Provide minimum 6" soil coverage prior to driving equipment over grid. Avoid driving or turning vehicles directly on grid. H. Continue steps C thru G until retaining wall is complete. ~ ~ ~ ~ I----~ ~ ~ ~ ~ ~ ~ H Q ~ W O ii -D ~ ~ ~ n ~ ~ ~ ~ I---~ I ~ 0 Fr < rT, u r~- N 4: ~ H Q ~ W O ~ W ~ ~ W O --::D CD CD H ~ Q ~ ~ Q ~ ~ H W Fr~ ~ ~ z W ~ I r W ~ ~ m ~ C~ m ~ ~ CI) CN \ CL Q c~ w r,r, D F- z W > F- ~ w D a-Q m ~ w z~ q- ~ Q ~ J° C-) \ ~ LLJ ~ ~ H{ W ~ J w O O W Q ~ W c=n F- _ D _ Cn W Q c-) U ~ W ~ O ~ rn v J H ~ cn ~ W W O ~ W ~ CO z O r-n ~ ~ f-- O ~ U z Q Q W 3 U' w > o N H Q -n Q H ~ Q ~ ~ Q F--1 rK W ~ W O ~ W i > m ~ N ~ W ~ Cf~ n V l J Q 3 ~ ~ Q W ~ W ~ ~ ~ W ~ r Q ~z W ~ W U z~ I=- z r~ W W ~ H a~ LU o ~ u' cr) W W ~ O `O * * W 0- O J ~ co ~ ~ ~ z D Q m J ~ Q ~ F- z W W ~ > J J U- W 0 ¢ z ~ Q ~ O ~ w _ af Q=~lz F-- o ~ w3Oaf of - p c:l N W ti H tJy ~ D LL O W ~ J CID d- 3°ci w ~ 0 z ~ F- ~ Z = W ~ J Q O (f) Q J w 3 O cn cD u- ~~o O J D J W ~ Q ~ W LLJ Q Of ~ Q ~ ~ z z Q 1-- LLJ O X: ~ O ~ z ~ ~ J Q W Do~ D ~ z w > I L I J W m tvr2y N3io CD ~ Q ~ J ~ g O F ~ m Q Q J ~ a W 0 / J ~a Q ~ ~ W H ¢ ~2: z ~ r-+ W J Q W ~ > c? z W ~ J~ Ww cn ~ Q D W ~ U ~ H l_l J W O z O w Z H Cn ~ F- ~o O co U z~~ W o ,z Q ~m W ~3N ~ 3>z Q u F--I ~ ~ ~ September 30, 1996 Mr. Larry Sumerlin Venture Retaining Wall Systems LLC 1333 West 120th Avenue, Suite 310 Denver, Colorado 80234 Re: Delta/Standard Unit St. Vrain Block Dacono, Colorado Project No. 20964022 We are transmitting: ❑ Field Data Regarding: Z herewith ❑ under separate cover 1 ferracon CONSULTANTS WESTERN, INC. EMPIRE DIVISION P.O. Box 503 • 301 N. Howes Fort Collins, Coloredo 80522 (970) 4e4-0359 Fax (970) 4e4-0454 Larry G. O'Dell, P.E. Neii R. Sherrotl, C.P.G. Z Laboratory Data ❑ Report N Revised Report ❑ Compacted Fills ❑ Footings ❑ Concrete ❑ Asphalt ❑ Aggregate ❑ Non-Destructive Testing of Steel ❑ Permeability Test ❑ Location Diagram ❑ Soil Samples ❑ Construction Material Samples 0 Moisture-Density ❑ Grain Size Analysis ~ Masonry ❑ R-Value On-site observation services were provided ❑ Full Time ❑ General Information ❑ Certifications ❑ Resumes ❑ Other ❑ Report will follow under separate cover ❑ Part Time We have not been asked to interpret the data or to make design and/or construction recommendations based on the data, and cannot assume responsibility or liability for interpretation of this data by others. Remarks: Sincerely, TERRACON CONSULTANTS WESTERN, INC. Empire Division Mie~~ Manager of Construction Services Enc/Copies to: (3) Addressee Oifices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers Anzona ■ Arkansas ■ Coloratlo ■ Idaho ■ Illinois ■ lowa ■ Kansas ■ Minnesota Missouri ■ Montana ■ Nebraska ■ Nevada ■ Oklahoma ■ Texas ■ Ufah ■ Wyoming QUALITY ENGINEERING SINCE 1965 lrerracon Consuftards Westem Inc. Empire Division 301 North Howes Street Fort Collins, Colorado 80521 PHONE: 970 484-0359 FAX: 970 4840454 Mc Larry Sumeriin Client Name Venture Retaining Wali Systems LLC Project No.: 20964022 and Address: 1333 West 120th Avenue, Suite 310 Date: September 27, 1996 Denver, Colorado 80234 Project Name Delta/Standard Unit Sample I.D. No.: 1"3 and Lxation: St. Vrain Block Reviewed by: Mike L. Walker Dacono, Colorado Sampled by: L. Sumerlin (VRWS) Materlal/Specimen: Concrete Masonry Unit Submitted by: L. Sumerlin (VRWS) Test Procedure: ASTM C140 Date Cast: June 18, 1996 RESULTS _ w,-~...:; . , . . . .~.C. . ..w.. . :M:::Y^.>r,^.,...e:':~:v:."e. <°S•p !:52' :.:::::.~:...:.<.>'...:.:..~:.........:.~:n S..c. :..fl.a, :.>:.::.:.::~n . . :c>:.n. ' .,n4.:...:. "a~:: ..G ..<3:... v ne.:.eo..ev... v..:u.: . . m. ~ ......n. < ..w... : . '.b::.n . : .x 3.°2;5' ; 3 5 ~ . . . a. a.n.............,...... .....:e .>:c o.... , o .<..eie...._.s :.r,:...:: ; . .:+,.:0..3. : . . .::.....~:.u..:....... .........::.n... .,......,.~,....n. .3,:< o ...<...q....n.. ...:..w.:...::.... .....n.... n . . _ ....ne... . /....w ~ .:::.......::'Y>:u.<.y.'.:,,..q,•:.2>: .,:u.., n:r°i n.w.. c...._.... .n......,....,..... <.>~w ........<;.o~....k... .:3::..v'e. . . .5> . ~p~ `~5~~ . .:n..~. c.o:.C..:.ynp.._... . M H.....3Gnv °~^.b.. .......,:::,o.: : ~ Q~ ~.a^.w. (y~ .6.n.:..: ~!y nb....,....'A. •{•s ..5.. ~i.<e ~:w> S> .Q .:~.gF....:.x 4~ ' .~~.g . ~x; . o~:L:' F ' . :...........,...u_.._r. . ..e:..e.n.. _ . ..n.. . , o.n e ..........:..:..r,.:~. ..w...... t ...~>.~..r.. ~n.,.s $1o...p.. ....~5. ...:.y..:.<➢.m..s..a.<3xo ....o.... ~a ...5..,,..n.,....f . 5...5....._. ...:.5 0 , c ~p.<:. .c, w. . ;,..x?.x.: ~n.. . . > o. . . . .5:. . . . :.o.. .v? A, v,..8. . .:.<,_.<....~ . t 3~.,~,{b ........a~,.,...,... .n.:.6f:p•::::.':>:J;e wb .r. .v. 4 , e . . . . . . Y . < , .o . , > e s °~`:1 b $ i~~i=Rtl: i i d' ~9 " ~1 ~s . . . . . . . . . . . . . . . . : . . . . . . .....r...,.......n.. n . ...e..... . , o . . ,.u.. . . . : : . . . : : . ....a... .9r :.a..l... .:n>3K s ..:.....:..r.~;t..s «...o. n>: . ......:.:.,:;y,:s.':%•...,iv'::b:...::::,:,:.:....... ....r...n.. vS w r?.%iz2'a. ,s:m>' . ....a...:..:<.:;..y:):v . ..w:.!:~. ..a~ b.. . ;.N;...~.e::.y'.; t` . . ............................o..~.. . ......,.e...,,.... . o,.......,, a...s . :¢:~.r.. a::...,.:<.,:r::...._:>:<:M.::...,.o R :riu%!i:i`~::'.;.,i~.<!..,`rc~ .n~ u . F....y n , . . . . . o.:~..... . . . . i n m i ` . . . ~ y ' 5 . _ ..t. . , . y . . . . . . . >.n.. , e.y. . . ..<.rq.......,.... . .v. .t . ~ ; F~ .e>...~... .,o>. ...c,..cr .s: ...a... . &,3 e ::::::,,;:..,o:.:,,..;;x.z::::>•,:~.:..,::.:^..f,g:....,..,s•.u:.,o>;...<.>~.:n„nsa. ?.>Re..x?... ..e.... e..>. <.w... . , .....n..., ..'o":.,. . . . •'ro~ fr.:a . ...:.5..: g3:.'s.%::' e°:S:<. . x:::.s8> ..:"b':.ii .:'::,.:6.......u........ .............»,x:,..:... ........:.,>:e,.~. .~....3a . ..3xB~:.,y, r c:EC.:!S:: .:n ;n ; ~ . , . . . . . . . . .:s..,....,>...... . . R .x.....::,.,.e..,..,:...,: , 1 4.8 136.5 2.0 4970 2 4.7 136.3 2.5 5110 3 4.9 135.6 1.6 4880 Avera e 4.8 136.1 2.0 4990 Absor tion, avera e of 3 units 4•8 Unit Wei ht densi , avera e of 3 units 136.1 pcf Com ressive Stren th, avera e of 3 units at 101 da s 4990 psi Split-Face shell thickness, average of 3 units 3.31 inches CDOT min. = 3 inches Side and Back shell web thickness, average of 3 units at midsection 2.30 inch CDOT min. = 2 inches Copies to: (3) Addressee COIORADO DEPARTMENT OFTRANSPORTATION REQUEST FOR PRODUCT EVALUATION 617-95 TO: PART 1: To be completed by Producl Representative Staft Materials Engineer pART 2: To be compieted by DOT Product Evaluation Engineer Colorado Department oi Transportation 4340 East Louisiana Avenue pART 3: To be completed by designated DOT Product Evaluator Denver, Colorado 80222 PART 4: To be compieted by DOT StaH Materials Engineer PART 1 Name of pioduct VENTURE RETAINING WALL SYSTEMS Name, address, phone ol producl representative: Lawrence W. Sumerlin, President Name and atltlress ol manutacWre: St. Vrain Block Company VfNTURE RETAINING WALL SVSTEMS, L.L.C. 5150 Weld County Road (PO Box tf 177) 1333 West 120th Avenue, N310 Dacono, CO 80514 Denver, C0 80234 Olc.(303)254-8846 / FAX 254-8901 0/c. 13031659-8112 / FAX 833-4145 Description of producl submined (amch Iiterature, raporB, etc...): 7Hf VfNTURE RFTAINING WALL SYSTEM SERlES INCLUDES TliE FOLLOWIN6 UN1TS: BASfLINE, DELTA l, DELTA ll, VICTORY l VICTOR}' N, AND TIIE TRINITY. ADD1T/ONAL UNITS INCLUDE 7NE 90 DEGREE CORNER UNlT AND THE ECONOCAP. fSEE SUBMITTALS FOR ADDITIONAL /NFORMATION ON EACH UNIT/ Proposad use ot produa wiUiin C00T: THE VENTURE RETAlNING WALL SYSTEM !S A MODULAR RFTAJNING WALL SYSTEM INTENDED TO QE USED lN CONSTRUCTION OF MAJOR RETAINING WALLS NECESSARY TO ALLOW FOR FURTHER HIGNWAY SYSTEM DEVELOPMENT. VENTURE ALSO ALLOWS FOR THE CONSTRUCTION OF TWO-SIDED BARRlER WALLS, Wl lICN NO OTNER MODULAR SYSTEM !S CAPABLE OF AT THIS TIME WlTNOUT COSTLY DESlGN CNANGES. (SEE SUBMlTTALS! Benifits to CDOT: - THE VENTURE RETAINlNG WALL SYSTEM lS INTfNDED TO PROVIDE CDOT WITN A MODULAR WALL UNIT WNICH WILL ALLOW FOR NEW DESIGN OPTIONS. (l.E. BAARIER WALLS WHICH MATCN THE WALL /TSELFAND NEW BBLESTONE APPEARANCE WITN TflE VICTORV SERIES) VFNTURE 1S LOCALLY OWNED AND ALL MATERIALS, lN LUDING THE ANCHOR ASSEMBLE ARE MANUFACTURED lN COLORADO. THEREFORE, lT WILL BE PR/CED COMPETITIVELY WHICH SHOULD RESULT lN SAVINC'iS DUE TO COMPETITION BY OTHER APPROVED SYSTEMS. Does this produa meet other specifications (identify): ASTM C90-90 NOLLOW LOAD BEARING MASONRY UNITS ASTM C 140-75 SAMPLING AND TESTING CONCRETE MASONRY UNlTS ASTM C145-85 SOLID LOAD BEARING CONCRfTE MASONRY UNITS ASTM 2339-70 ~N-STD 1804 AND FHA UA?-60 ASTM AASHTO ACI CDO omer. Evaluauon procedure recommended: Submitted sample: ❑ yes ❑ no O n/a Material Sa(ety Data Sheets ❑ yes 0 no ❑ n/a No(es: CDOTFetm~95 4rv? PART 2 DO7 Form #595 recervetl (tlate): sampie recerveo (aate): rroaua no. 617-95 aesuirs oi sPeL raview: U Meets existing CDOT specitications O Reject - contrary to existing speci(ications U Shows promise - Implementation Committee ❑ No use for product - see PART 4 ❑ Incomplete submittal PART 3 The designated DOT Product Evaluator is to complete this portion. Ariach references and/or add'Aional sheets as necessary. To avoid duplication, do not perform any work until product is accepted for evaiuation in PART 2 ot this iorm. ~ Evaluatlon methods end procadures used: FirMings and recommenda8ons: PRODUCTS MEfTS TNE REQUIREMENTS OF PROJECT SPECIAL SPECIF/CATION SECTION 504 BLOCK FACING MSE Implementation review I SUBMITTAL lS COMBlNED WITH STRATA GEOGRID PER PRE-APPROVfD RETAfNING WALL SYSTEM AS D/1QT A Acceptable for use evaluated: yes ❑ no Reazon(s) for rejecoon: Signed (S Mat -ai ngineer)-. Dale: i z6 s-+y. MoE:)OT Missouri Department of Transportation 105 West Capitol Avenue P.O. Box 270 Jefferson City. MO 65102 (573) 751-2551 Fax (573) 751-6555 www.modot.state.mo.us Joe Mickes, Chief Engineer June 24, 1997 Mr. Lawrence Sumerlin, President Venture Retaining WaII One Park Center 1333 W. 120th Ave., Suite #310 Denver, Colorado 80234 Dear Mr. Sumerlin: The Missouri Department of Transportation (MoDOT) has approved Venture Retaining Wall Systems which include the facing units designated as baseline, Delta I, Delta II, Victory I, and Victory I, as of the October 1997 letting. After a system is approved, any changes to the system must be submitted for approval before being used for a department project. In general, bidding plans will consist of a plan and elevation showing top elevations of the wall and horizontal alignment. All prequalified systems that are considered applicable for the planned location will be listed on the plans as acceptable altematives. Soil boring data including the phi angles for the reinforced earth material, foundation material, and the random backfill material will be given for the manufacturer's use in designing the wall. Specifications will stipulate the factors of safety required for the various design parameters. Complete wall design plans shall be submitted for distribution after award of contract. The contractor's schedule shall provide a minimum of 30 days for the department to distribute these plans. Where locations exist that require special design treatments, the department will still request complete wall design plans to be included with the bidding package. This will avoid the possibility that the manufacturer would base his price on a design assumption that the department would not accept. Attached to this letter is a ge neric copy of MoDOT's special provisions. If you have any questions or comments, please feel free to contact Jay Schroeder at (573) 526-4855 Sincerely yours, / I~S~.a"_ ~ AI Laffoon, P.E. Division Engineer, Bridge js/ci Attachment "Our mission is to preserve, enhance and support Missouri's transportation systems." printetl on recycletl paper MoEOT Missouri Deparfinent of Transporfation Joe Mickes, Chief Engineer 105 West Capitol Avenue P.O. Box 270 Je/ferson City, MO 65102 (573) 751-4622 Faz (573) 526-5479 www.modot.state.rno.us February 2, 1998 Venture Retaining Wall Systems One Park Centre 1333 W. 120[h Ave., Suite 306 Denver, CO 80234 Phonc303-254-8846 Fax 303-254-8901 Dear Lawrence W. Sumerlin: The Missouri Dcpartment of Transportation has approvcd thc facing unit dcsignatcd as V-12 from Venturc Retaiuing Wall Syslems as of the June 1998 leuing (excluiling currently compleled projects for [hc June 1998 letting). Aftcr a systcm is approved, any changes to [he system must be submitted for approval before being used for a department project. In general, bidding plans will consist of a plan and elevation showing top elevations of the wall and horizontal alignment. All prequalified systems [hat are considered applicable for the planned location will be listed on the plans as acceptable alternatives. Soil boring data including the phi angles for the reinforced earth material, foundation material and the random backfill material will be given for the manufacturer's use in designing the wall. Specifications will stipulate the factors of safety required for the various design parameters. Complete wall design plans shall be submitted for distribution after award of contract. The contractor's schedule shall provide a minimum of 30 days for the department to distribute these plans. Where locations exis[ that require special design treatments, the department will still request complete wall design plans to be included with the bidding package. This will avoid the possibility that the manufacturer would base his price on a design assumption that the department would not accept. Attached to this letter is a generic copy of MoDOT's special provisions.Your system will be listed in these provisions under Approved Wall Facin¢ Elements for Use With Geoerid as shown below: Venture Retaining Wall Systems Baseline Unit, Delta I, Delta II, Victory I, Vic[ory II, V-12, and Trinity One Park Centre, 1333 W. 120th Ave., Suite 306 Denver, CO 80234 Phone 303-254-8846 Fax 303-254-8901 * These systems shall not be used for walls with a height greater than 10 feet. IF you have any questions or comments, please feel free to contact me at (573)526-4855. Sincerely Y ur ~C~~ Al Laffoon Division Engineer, Bridge "Our misslon Is to preserve, enhance and support Missourl's transportatlon systems."