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5560 W 29th Avenue
CER TIFICA TE OF COMPLETION Permit #: 201802053 1."i City of Wheat�dge COMMUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 *Stipulations: 18 ft x 18 ft frame and canopy for outdoor restaurant patio - 324 sg ft total Date: 01/28/2019 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, Zoning and other related land use and development laws of the City of Wheat Ridge, and may be occupied for the use specified. OWNER: WALRUS 5560 LLC / / ADDRESS: 730 Kalamath St, Denver, CO 80204 CONTRACTOR/ADDRESS: A Creative Canvas Co, Inc., 3715 Morrison Rd, Denver, CO 80219-2619 PROPERTY ADDRESS: 5560 W 29th Ave, Wheat Ridge, CO 80214 PARCEL #: 39-254-18-017 ZONING: N/A OCCUPANCY: A -2R TYPE OF CONST: V -B OCC LOAD: N/A FOR THE FOLLOWING PURPOSE: Commercial Patio Code Editions: No change shall be made in the Use of this building without 2012 ICC / 2017 NEC prior notice and a new CERTIFICATE OF COMPLETION from the City of Wheat Ridge Chief Building Official Snrinklered• No i CITY OF WHEAT RIDGE Building Inspe6tion Division n (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: `�� f cd - 9 u 1 1,11c ! - f1ri i Job Address: S S (P D w '� q -� r4 u, Permit Number: 'a C 1 R 0� D S Up a _ QR7 e x i nin LIC l J y ❑ No one available for inspection: Time Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 ,t Date: 1 G Inspector: -T L� 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: -7-- F1 Job Address: (i w `Zn A< Permit Number: `7 u 0 Z ❑ No one available for inspection: Time 10- ISA-M/PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date:— % (`f t`l Inspector: DO NOT REMOVE THIS NOTICE M 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: oy!2I, r- cz „-,T— Job Address: 5 S6 0 w '9� "�h i Permit Number: ;) 0 /4B o ? 0 r-- ❑ No one available for inspection: Time 16 _ 3'7 &/PM Re -Inspection required: YesNo- *When corrections have been made, call for re -inspection at 303-234-5933 Date:-/ O�- Inspector: -7- DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE i�97Buifiding InspectioK`bivision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax T INSPECTION NOTICE Inspection Type: [-- G Job Address: G cr U it u e Permit Number: X20/'F02�'—`S3 1444 ❑ No one available for inspection: Time Re -Inspection required: YesNo When corrections have been made, ca for re -inspection at 303-234-5933 Date: / % f Inspector: I` ) DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Patio PERMIT - 201802053 PERMIT NO: 201802053 ISSUED: 09/10/2018 JOB ADDRESS: 5560 W 29th Ave EXPIRES: 09/10/2019 JOB DESCRIPTION: 18 ft x 18 ft frame and canopy for outdoor restaurant patio. 4 x 4 columns on floor 12 inch diameter round caissons 36 inches deep. 4 inch x 6 inch TS beams and 1 inch x 4 inch TS frame work. 325 square feet. Tenant: West 29th Restaurant *** CONTACTS *** OWNER (303)595-8900 WALRUS 5560 LLC GC (303)936-5704 Mark Gates 060222 A CREATIVE CANVAS CO, INC. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 111 / BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 6,230.00 FEES Total Valuation 0.00 Plan Review Fee 101.89 Use Tax 130.83 Permit Fee 156.75 ** TOTAL ** 389.47 *** COMMENTS *** *** CONDITIONS *** All work shall comply 2012 International Codes, 2017 NEC (if applicable), and ordinances adopted by the City of Wheat Ridge. Work is subject to field inspections. **Must be set back at least 10' from southern property line/fence to meet C-1 requirements** **No additional accessory structures will be permitted on this property** City of Wheat Ridge �a Commercial Patio PERMIT - 201802053 PERMIT NO: 201802053 ISSUED: 09/10/2018 JOB ADDRESS: 5560 W 29th Ave EXPIRES: 09/10/2019 JOB DESCRIPTION: 18 ft x 18 ft frame and canopy for outdoor restaurant patio. 4 x 4 columns on floor 12 inch diameter round caissons 36 inches deep. 4 inch x 6 inch TS beams and 1 inch x 4 inch TS frame work. 325 square feet. Tenant: West 29th Restaurant I by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications; applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized b .the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am leggally authorized to i lude all entities named within this document as parties to the work to be performed and th�t all work to be perfo med is disclosed inhis document and/or its�accompan�ing apl}roved plans and specifications. Signature K OWNER or CON&r—cle one) Date J C 1. This permit was issued bitsed on the ' rmation provided in the permit application and accompanying plans and specifications and is subject to the compliance w► ose documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made -be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Budding Offcial and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6, The.' rice or granti of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any app c e c e or rdinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City Of Wheat�dgc RECEIVED CQMMUNITY DEVLLOI MENT Building & Inspection Services Division JUL, 2 0 2018 7500 W. 29th Ave., Wheat Ridge, CO 80033 �-{� Office: 303-235-2855 " Fax: 303-237-8929 Per d� Inspection Line: 303-234-5933 Email: permits(a)ci.wheatridge.co.us FOR OFFICE USF ONLY Date: � Plan/Permit # 0�' Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Property Owner (please print): Wo'' �'U s S )f L L Phone: Property Owner Email: W S 4o tI el— S +C'r JC f T , h t Tenant (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: City, State, Zip: Arch itect/Engineer: S4iv( �QdkJ)C A5'^e-�''^� t"a CAA Architect/Engineer E-mail: S �w e I � S l ��' � C e A!� , (1,-4 Phone: `1 Z C - -7 3 Z Contractor: A Lr -fu+ _c C(/AVC, i City of Wheat Ridge License #: 01 Phone: J 3 7 Contractor E-mail Address: S c j (;" c C ,0 � �'v-k. cc s C-") , C.0 -"-1 For Plan Review Questions & Comments (please print):. GcCONTACT NAME (please print): Phone: CONTACT EMAIL(p/ease print): c S v e, c i4 V\ v:, f Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. C' s 3 6 L,v ) i' KC , n 1 Y 6` T. Sq. FULF S Z S BTUs Amps Squares G^ Gallons Commercial Projects Only: Occupancy Type: Construction Type: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 61�30 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. 1, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) l (CONTRACTOR) Signature (first and last name): DATE: >7 DATE: 1 3 J Printed Name: AICA r S s� DEPARTMENT USE ONLY ZONING COMMMENTS: �^ f"�� h/ I "T~4° No -wt MNAI" OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Reviewer: BUILDING ::DEPARTMENT COMM TS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: Building Division Valuation: 6z Randy Slusser From: Randy Slusser Sent: Friday, July 20, 2018 11:29 AM To: sales@acreativecanvas.com' Cc: 'sfwells@wbceng.com' Subject: Plan review for 5560 W 29th Ave - New Outdoor Canopy Good morning Mark, I am reviewing the plans for the Building Division and have a couple of quick questions for the review. Please clarify the following information: 1. Page 26 of 31 in calculations show footing size as 42 inches deep. Plans from Creative Canvas call out 36 inches deep. Please clarify or revise. 2. Please specify canopy material type and provide manufactures' specs to verify the covering meets the fire propagation performance criteria of NFPA 701 or has a flame spread index not greater than 25 when tested in accordance with ASTM E84 or UL 723. (2012 IBC 3105.4) You may email me any revised sheets to expedite the approval process. Randy Slusser, CBO Chief Building Official Office Phone: 303-235-2803 Ott c+1 1`1C'a1 0 0 X m ...... ........ .......... .......1. . ........... .......... .... .... ... .... ( -C n co , k'xE E CD 30 A i i-- 71 rn 'a 'n 0 ;u Wa m 0 57 > CD a� N CD (D U). s a - CD of c (D O �' ff CD :3 0 -0 l< Ll 0 CD 3 -n w -0 >1 =I - En w W0 C, w 0 to CLO T ?) 2 C il CA CC -4 (1) (n 000 ...... ........ .......... .......1. . ........... .......... .... .... ... .... ( ( -C n co , k'xE E CD a 0 X N DCD CD Z U) 0 m 0 "n m rD CD YS _I (D 0 m ZCL n 0 m =_ N m D N 0 i m z 0 T-, O T FTJ sa �� r= n - -i c �} c V T www a` ww o E co ww n3 3 we CA g'91 Og to 3� (D V 8 m sc co Z 0 r "nm z 0 ;o Z11 0 m 36" Ir 15#-0 -n . . . . . . . ... . . . ----------- — Low 18;-0 00 0 'D (D W CA) ca 0M rr Db (( C4 (., ..... ............. .. ............ .. .. 2) 3 CA CA 71�1 CD -4 =3. 0 (D 4 ........ ............ 004 C/) 0 CIL co yI. < C) FD* m cn 6 6 Ln 0 (D 3 Q. =r m 36" Ir 15#-0 -n . . . . . . . ... . . . ----------- — Low 18;-0 00 00 w CD W CA) ca 0M rr Db (( C4 (., ..... ............. .. ............ .. .. 2) 3 CA CA 71�1 CD -4 =3. 0 (D 4 ........ ............ 004 %0 CL 0 101, 15#-0 -n Low 18;-0 00 00 w CD W CA) ca 0M rr Db (( C4 (., ..... ............. .. ............ .. .. 2) 3 CA CA 71�1 CD -4 =3. 0 (D 4 — 004 %0 CL 0 < CD QI m cn 6 6 0 3 Ki m 0 i-P�- ft to = 0 0 CCD X 0) 3 RD 0 Co 0 'a M CD cn 3 CA a -n Low 00 W CA) 0 Db (( C4 (., 7) T CA CA CD -4 w CA 0 — 004 %0 CL Ki m 0 i-P�- ft to = 0 0 CCD X 0) 3 RD 0 Co 0 'a M CD cn 3 CA FIRE RETARDANT FIRESIST°➢ delivers a state-of-the-art combination of flame retardant performance and UV resistance that exceeds industry standards. WEATHER RESISTANCE With over 100 years of outdoor awning experience. Glen Raven has engineered new coatings and finishes to maximize water repellency, sunlight resistance, and ease of cleaning. COLOR RETENTION & STRENGTH The deep, rich colors and robust durability of FIRESIST deliver long lasting good looks to any application. Plus, workability improvements make cutting, sewing and welding easier than ever. STYLING The new FIRESIST color palette focuses on popular solids, tweeds and stripes. TECHNICAL DATA WEIGHT 8.75 oz. per square yard WIDTH 60"/ 152.4 cm COLOR Solution dyed to resist color loss from UV exposure and weathering. Resistant to most chemicals, including bleach. WARRANTY 5 years against loss of color or strength. SURFACE Plain weave - Highly water repellent and soil/stain release finish. UNDERSIDE Urethane/acrylic coating TRANSPARENCY LEVEL Lighter shades translucent for back -lighting applications. ABRASION RESISTANCE Excellent FLEXIBILITY Excellent in both hot and very cold conditions. FLAME RESISTANCE (PASSES ALL, BUT NOT LIMITED TO) California State Fire Marshal Title 19 NFPA 701-99, test method If CPAI-84; Tent walls and roof FMVSS 302 FAA 25.853 (Aviation) UFAC Upholstered Furniture, Class 1 MILDEW RESISTANCE Excellent (with proper maintenance and cleaning) CHEMICAL RESISTANCE WATER REPELLENCY Excellent Excellent OIL RESISTANCE Very good SEWASILITY Excellent HEAT SEALING Can be heat sealed using sealing tape and heat source such as wedge, hot air, radio frequency welding, etc. FIRESIST' IS A REGISTERED TRADEMARK OF R RAVEN. INC, c%r Gj�h� yCr WBC Engineering & CM, LLC P.O. Box 460625 Aurora, Colorado 80046-0625 ' 720-732-3594 Cell 303-365-9825 Office 303-365-9827 Fax www.wbceng.com ENGR By: SFW Date 7/2/2018 Job No. WB1083 CHK'D By: SFW Date 7/2/2018 10:47 Sht S(0) of 31 AM QUI. 2 Q 2018 P Project Owner Contractor/Client Name: Address: City, State Zip: Jurisdiction: Building Code: Wind Speed: Snow Load: Seismic Category: Soils Report: Floor Live load: Floor Dead Load: Name: Address: City, State Zip: Phone: Name: Address: City, State Zip Phone: Client Name: A Creative Canvas Company Client Address: 3715 Morrison Road Client City, State zip: Denver CO 80219 Project Name: West 29th Restaurant & Bar Project Address: 5560 W 29th Avenue Project City, State Zip: Denver (Wheat Ridge), Colorado Project Design Description:tanding Awning West 29th Restaurant & Bar 5560 W 29th Avenue Denver (Wheat Ridge), Colorado 80214 Wheat Ridge 2012 International Building Code 105 MPH 30 PSF 'B' Site classification U; None N/A Pavers NIA Pavers Mr Bud Starker 5560 W 29th Ave Denver (Wheat Ridge), CO 80214 N/A A Creative Canvas Company 3715 Morrison Road Denver CO 80219 303-936-5704 cn=Steven F. Wells, P.E., o=WBC Engineering and CM, LLC., ou, email=sfwells@wbceng.co M, c=US 2018.07.02 10:58:09 -06'00' If city of .' WR Cor krMffY 0MWP V,r APPROVED sgo '�+ ftte �.� rM U,r,,,a, oJ.Oe.�a»agolwu rp[Nkotlpp D M° /weeeeon.wr/b�aen am„c,c,a or �wb.uwro b �Vy}.� p �wKN HKpOWVpp IJMt aYMrGMYsl�/naM�Mis. •�� Page 1 of 31 Project: WB1083 Starker 29th Ave Location: Collar Tie for Loads & Moments Only Collar Tie [2015 International Building Code(2015 NDS)J 3.125 IN x 6.0 IN x 9.0 FT (7.5 + 1.5)24F -V4 - Visually Graded Western Species - Dry Use 3.125 IN x 6.0 IN x 9.0 FT (7.5 + 1.5)24F -V4 - Visually Graded Western Species - Dry Use 1.5 x 3.5 Solid Sawn Lumber with minimum Ft = 575 Section Adequate By: 17.2% Controllinq Factor: Deflection Perpendicular Rafter Simulated Roof Rafter [2015 International Building Code(AISC 14th Ed ASD)] HSS 3 x 1 x 1/8 x 9.0 FT (7.5 + 1.5)ASTM A500-GR.8-46 @ 36 O.C. Section Adequate By: 21.2% Controllinq Factor. Deflection tion: Perimeter Beam Loaded Multi -Span Beam i Intemational Building Code(AISC 14th Ed ASD)] 6 x 4 x 118 x 15.0 FT / ASTM A500-GR.B-46 on Adequate By: 18.6% 'ollinq Factor. Deflection Location: 03 Longest Perpendicular Rafter Multi -Loaded Multi -Span Beam [2015 International Building Code(AISC 14th Ed ASD)] HSS 4.0 x 1.0 x 0.116 x 9.0 FT (7.5 + 1.5) (Actual 10.3 FT) / ASTM A500-GR.B-46 Section Adequate By: 220.5% Controlling Factor: Deflection Location: 02 Intermediate Rafter Multi -Loaded Multi -Span Beam [2015 International Building Code(AISC 14th Ed ASD)] HSS 3 x 1 x 1/8 x 6.0 FT (4.5 +1.5) (Actual 6.9 FT) / ASTM A500-GR.B46 Section Adequate By: 854.4% Controllino Factor: Deflection Location: 01 Shortest Rafter Multi -Loaded Multi -Span Beam [2015 International Building Code(AISC 14th Ed ASD)] HSS 3 x 1 x 118 x 3.0 FT (1.5 +1.5) (Actual 3.4 FT) / ASTM A500-GR.B-46 Section Adequate By: 981.8% Controllinq Factor: Deflection bon: 04 long Diagonal Beam Loaded Multi -Span Beam i International Building Code(AISC 14th Ed ASD)J 4.0 x 1.0 x 0.116 x 12.73 FT (2.1 + 10.6) (Actual 13.7 FT) / ASTM A500-GR.B46 on Adequate By: 5.1% ,ollinq Factor: Deflection Location: 4" x 4" x 3/16" Columns Column [2015 International Building Code(AISC 14th Ed ASD)] HSS 4 x 4 x 3/16 x 9.0 FT /ASTM A500-GR.B-46 Section Adequate By: 92.9% StruCalc Version 10.0.1.6 Pa q of '21 7/2/2018 9:54:17 AM Location: 04b long Diagonal Beam Multi -Loaded Multi -Span Beam [2015 International Building Code(AISC 14th Ed ASD)] HSS 4.0 x 1.0 x 0.116 x 12.73 FT (2.1 + 10.6) (Actual 13.7 FT) / ASTM Section Adequate By: 6.9% Controlling Factor: Deflection Location: 03b Longest Perpendicular Rafter Multi -Loaded Multi -Span Beam [2015 International Building Code(AISC 14th Ed ASD)] HSS 4.0 x 1.0 x 0.116 x 9.0 FT (7.5 + 1.5) (Actual 10.3 FT) / ASTM A500-GR.B 46 Section Adequate By: 9.3% Controlling Factor: Deflection Location: Column Load Summary Column [2015 International Building Code(AISC 14th Ed ASD)J HSS 4 x 4 x 1/8 x 9.0 FT /ASTM A500-GR.B46 Section Adequate By: 4.2% Location: Typical Footing Footing [2015 International Building Code(2015 NDS)] Footing Size: 1.0 FT Round Diameter X 42,00 IN Deep Section Footing Design Adequate Project: W81083 Starker 29th Ave Location: Collar Tie for Loads & Moments Only Collar Tie [2015 International Building Code(2015 NDS)] 3.125 IN x 6.0 IN x 9.0 FT (7.5 + 1.5)24F -V4 - Visually Graded Western Species - Dry Use 3.125 IN x 6.0 IN x 9.0 FT (7.5 + 1.5)24F -V4 - Visually Graded Western Species - Dry Use 1.5 x 3.5 Solid Sawn Lumber with minimum Ft = 575 Section Adequate By: 17,2% ,ontrollinq Factor: Deflection Live Load 0.22 IN L470 -0.15 IN 21J282 Dead Load 0.04 in -0.02 in Total Load 0.26 IN U403 -0.17 IN 2L/242 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 B 0.53 in Span Length LOADS REACTIONS Lower Live Load @ A & B 309 plf 927 Ib Lower Dead Load @ A & B 51 plf 154 Ib Lower Total Load @ A & B 360 pit 1081 Ib Collar Tie Tension Fv = 265 psi 1344 Ib B 0.53 in Span Length 7.5 It 1.5 It Unbraced Length -Bottom 8.58 It 1.72 ft Rafter Pitch 6.67 :12 Collar Tie Location 2.5 It Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 Uniform Floor Loading Base Values Adjusted Roof Live Load: LL = 30 psf Roof Dead Load: DL = 5 psf Slope Adjusted Spans And Loads Shear Stress: Fv = 265 psi Interior Span: L-adj = 8.58 ft Eave Span: L-Eave-adj = 1.72 ft Rafter Live Load: wL-adj = 69 plf Eave Live Load: wL-Eave-adj = 69 pit Rafter Dead Load: wD-adj = 13 plf Rafter Total Load: wT-adj = 82 plf Eave Total Load: wT-Eave-adi = 82 Of 1.5 ft , 7.5 ft ,� Page Steven F Wells, P.E. WBC Engineering & CM, LLC. / 13784 E Caley Dr. _. ;Centennial, CO80111 StruCalc Version 10.0.1.6 7/2/2018 9:54:18 AM 15ft MATERIAL PROPERTIES Controlling Moment: 2143 ft -Ib 4.501 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -748 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Reo'd Provided Section Modulus: 9.32 in3 18.75 in3 Area (Shear): 3.68 in2 18.75 in2 Moment of Inertia (deflection): 47.98 in4 56.25 in4 Moment: 2143 ft -Ib 4313 ft -Ib Shear: -748 lb 3809 lb 1.5 x 3.5 Solid Sawn Lumber with minimum Ft = 575 Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Cd=1.15 Ct=0.00 Fb_cmpr= 1850 psi Fb'= 2760 psi Collar Tie Tension Cd=1.15 Collar Tie Capacity Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. 1toGrain: Fc -1= 650 psi Fc - -L= 650 psi Controlling Moment: 2143 ft -Ib 4.501 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -748 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Reo'd Provided Section Modulus: 9.32 in3 18.75 in3 Area (Shear): 3.68 in2 18.75 in2 Moment of Inertia (deflection): 47.98 in4 56.25 in4 Moment: 2143 ft -Ib 4313 ft -Ib Shear: -748 lb 3809 lb 1.5 x 3.5 Solid Sawn Lumber with minimum Ft = 575 Base Values Adjusted Tension Parallel to Grain Ft = 575 psi Ft' = 992 psi Cd=1.15 Ct=0.00 Collar Tie Location 2.5 It Collar Tie Tension 1344 Ib Collar Tie Capacity 5207 Ib Nailing Required @ Both Ends 16d Common 9 Nails 16d Sinker 10 Nails 16d Box 12 Nails 2.5 ft 2.24 ft Page 4 of 31 e LOADING DIAGRAM 1.5 ft 7.5 ft I 2.5 ft 2.24 ft 0.219 in@3.9 ft 15ft VMD DIAGRAM 800 630 Ibs @ 0 ft 1.5 ft---{ 400 Shear(lbs)0 -400 {4 .800 -788 Ibs @ 8 ft 3000 2143 ft-Ibs @ 4 ft 1500 Moment (ft -Ib) 0 -1500 -3000 -19 ft-Ihs @ 8 ft -0.3 -0.146 in@9ft -0.15 Deflection (in) 0 0.15 0.3 City (I Wheat Building Oivisn- , r rage 5 or ji 0.219 in@3.9 ft 7.5 ft 1.5 ft---{ WB 1083 Starker 29th Ave Location: Perpendicular Rafter Simulated Roof Rafter (2015 Intemational Building Code(AISC 14th Ed ASD)] HSS 3 x 1 x 1/8 x 9.0 FT (7.5 + 1.5)ASTM A500-GR.B-46 @ 36 O.C. Section Adequate By: 21.2% controlling Factor: Deflection L oad 0.35 IN U291 0.04 IN 2U988 Load 0.06 in 0.00 in oad 0.41 IN U248 0.01 IN 21/6398 oad Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 338 Ib 486 Ib Dead Load 62 Ib 93 Ib Total Load 400 Ib 579 Ib Bearing Length 0.23 in 0.23 in SUPPORTLOADS A B Live Load 113 pit 162 plf Dead Load 21 plf 31 plf Total Load 133 Dlf 193 Of STEEL PROPERTIES HSS 3 x 1 x 1/8 - A500-GR.B46 Properties: Roof Live Load: LL = Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Tube Steel Section (X Axis): dx = 3 in Tube Steel Section (Y Axis): dy = 1 in Tube Steel Wall Thickness: t = 0.116 in Area: A = 0.84 int Moment of Inertia (X Axis): Ix = 0.82 in4 Section Modulus (X Axis): Sx = 0.55 in3 Plastic Section Modulus (X Axis): Zx = 0.73 in3 Plastic Section Modulus (Y Axis): Zy = 0.33 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 5.62 Allowable Flange Buckling Ratio: AFBR = 28.12 Allowable Flange Buckling Ratio non -compact: AFBR_NC = 35.15 Web Buckling Ratio: WBR = 22.86 Allowable Web Buckling Ratio for Eqn. F7-5: AWBR = 60.76 Nominal Flexural Strength wl Safety Factor: Mn = 1671 ft -Ib Controlling Equation: F7-1 Web height to thickness ratio: h/tw = 22.86 Ib Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 56.24 Cv Factor: Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor: Vn = 11321 Controlling Moment: 744 ft -Ib 3.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -365 Ib 7.866 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia (deflection): 0.67 in4 0.82 in4 Moment: 744 ft -Ib 1671 ft -Ib Shear: -365 lb 11321 lb Steven F Wells, P.E. WBC Engineering & CM, LLC. 13784 E Caley Dr. - «- Centennial, CO 80111 StruCalc Version 10.0.1.6 7.5 ft 7/2/2018 9:54:19 AM Span Length 7.5 ft 1.5 ft Rafter Pitch 6.67 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Uniform Roof Loading Roof Live Load: LL = Roof Dead Load: DL = Slope Adjusted Spans And Loads Interior Span: L-adj = Eave Span: L-Eave-adj = Interior Live Load: wL-adj = Eave Live Load: wL-Eave-adj = Interior Dead Load: wD-adj = Eave Dead Load: wD-Eave-adj = Interior Total Load: wT-adj = Eave Total Load: wT-Eave-adj = Page 6 of 31 30 psf 5 psf 8.58 ft 1.72 ft 69 plf 69 plf 13 plf 13 plf 82 plf 82 olf CWY a Wrest R►dge o� 1.5 ft LOADING DIAGRAM 7.5 ft 1.5 ft —� VMD DIAGRAM 400 337 lbs O ft 200 Shear (lbs) 0 -200 -400 -365 Ibs @ 8 ft 800 744 fl -lbs @ 4 ft 400 Moment (ft -Ib) 0 -400 -800 -19 fl -lbs @ 8 ft -0.4 -0.227 in @ 9 ft -0.2 Deflection (in) 0 0.2 0.4 0.354 in@3.8ft 7.5 ft 1.5 ft —i UI)y Page 7 of 31 Project: WB 1083 Starker 29th Ave Location: Perimeter Beam Multi -Loaded Multi -Span Beam [2015 International Building Code(AISC 14th Ed ASD)] HSS 6 x 4 x 1/8 x 15.0 FT / ASTM A500-GR.B-46 Section Adequate By: 18.6% Controlling Factor: Deflection Live Load 0.42 IN U427 Dead Load 0.12 in Total Load 0.55 IN U330 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: L1240 REACTIONS A B Live Load 1144 Ib 804 Ib Dead Load 348 Ib 246 Ib Total Load 1492 Ib 1050 Ib Bearing Length 0.42 in 0.30 in Span Length 15 It Unbraced Length -Top 0 ft Unbraced Length -Bottom 15 ft STEEL PROPERTIES HSS 6 x 4 x 1/8 - A500-GR.B-46 Properties: 3 4 Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Tube Steel Section (X Axis): dx = 6 in Tube Steel Section (Y Axis): dy = 4 in Tube Steel Wall Thickness: t = 0.116 in Area: A = 2.23 in2 Moment of Inertia (X Axis): Ix = 11.4 in4 Section Modulus (X Axis): Sx = 3.81 in3 Plastic Section Modulus (X Axis): ZX = 4.56 in3 Plastic Section Modulus (Y Axis): Zy = 3.46 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 31.48 Allowable Flange Buckling Ratio: AFBR = 28.12 Allowable Flange Buckling Ratio non -compact: AFBR_NC = 35.15 Web Buckling Ratio: WBR = 48.72 Allowable Web Buckling Ratio for Eqn. F7-5: AWBR = 60.76 Nominal Flexural Strength w/ Safety Factor. Mn = 9647 ft -Ib Controlling Equation: F7-2 Web height to thickness ratio: h/tw = 48.72 Ib Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 56.24 Cv Factor: Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor: Vn = 24127 Controlling Moment: 4704 ft -Ib 7.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1050 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia (deflection): 9.62 in4 11.4 in4 Moment: 4704 ft -Ib 9647 ft -Ib Shear: 1050 lb 24127 lb i Steven F Wells, P.E. r WBC Engineering & CM, LLC. 13784 E Caley Dr. Centennial, CO 80111 StruCalc Version 10.0.1.6 7/2/2018 9:54:21 AM 1 3 4 s Live Load z 225 Ib 345 Ib Dead Load 6 53 Ib 80 Ib Location 0 ft 1.5 ft C-15 * Load obtained from Load Tracker. See ft Uniform Live Load 0 plf Uniform Dead Load 0 pif Beam Self Weight 8 plf Total Uniform Load 8 olf Load Number One ' Two " Three ' Live Load 340 Ib 225 Ib 345 Ib Dead Load 102 Ib 53 Ib 80 Ib Location 0 ft 1.5 ft 4.5 ft * Load obtained from Load Tracker. See Summary F Page 8 of 31 Four * Five 468 lb 345 lb 104 Ib 80 Ib 7.5 ft 10.5 ft )rt for details. wheal Judge Six ' 225 Ib 53 Ib 13.5 ft LOADING DIAGRAM 4 1 3 5 $ I � 6 15 ft VMD DIAGRAM 2000 1050 lbs @ 0 ft 1000— Shear (lbs) 000Shear(lbs) _. 0 -1000 - - _"- -2000 -1050 lbs @ 15 ft 5000 4704 ft -lbs @ S ft 2500 Moment (ft -Ib) 0 -2500- -5000- -0.5- -0.25— Deflection 2500-5000-0.5-0.25Deflection (in) 0- 0.25- 0.5- 0.422 0.250.5 0.422 in@7.6ft 15 ft C y Cit �{idgc' g DivisOn r -aye a of 3 1 Project: WB1083 Starker 29th Ave Location: 'Steven F Wells, P.E. Longest Perpendicular Rafter WBC Engineering 8 CM, LLC. Multi -Loaded Multi -Span Beam -- `" 13784 E Caley Dr. (2015 International Building Code(AISC 14th Ed ASD)] Centennial, CO 80111 HSS 4.0 x 1.0 x 0.116 x 9.0 FT (7.5 + 1.5) (Actual 10.3 FT) / ASTM A500-GR.BA6 Section Adequate By: 220.5% StruCalc Version 10.0.1.6 7/2/2018 9:54:22 AM 'ontrolling Factor: Deflection Live Load 0.14 IN L/718 -0.09 IN 21/440 Dead Load 0.02 in -0.01 in Total Load 0.17 IN L/615 -0.11 IN 20384 Live Load Deflection Criteria: 0120 Total Load Deflection Criteria: L/120 REACTIONS A B Live Load 221 Ib 468 Ib Dead Load 38 Ib 87 Ib Total Load 259 Ib 555 Ib Bearing Length 0.23 in 0.23 in Span Length 7.5 ft 1.5 ft Read Provided Moment of Inertia (deflection): 0.55 in4 - Unbraced Length -Top 0 ft 0 ft 663 ft -Ib 6108 ft -Ib Shear: -345 lb 15590 lb NOTES 7.5 ft Unbraced Length -Bottom 7.5 ft 1.5 ft Beam End Elevation Difference 5 ft STEEL PROPERTIES UNIFORM LOADS Center Right HSS 4.0 x 1.0 x 0.116 - A500-GR.B-46 Uniform Live Load 0 plf 0 plf Uniform Dead Load -4 plf 4 plf Properties: Beam Self Weight 4 ptf 4 plf Steel Yield Strength: Fy = 46 ksi Total Uniform Load 0 plf 0 plf Modulus of Elasticity: E = 29000 ksi TRAPEZOIDAL LOADS - CENTER SPAN Tube Steel Section (X Axis): dx = 4 in Load Number One Two Tube Steel Section (Y Axis): dy = 1 in Tube Steel Wall Thickness: t = 0.116 in Left Live Load 0 plf 90 plf Area: A = 1.07 int Left Dead Load 0 plf 15 plf Moment of Inertia (X Axis): Ix = 1.77 in4 Right Live Load 90 plf 90 plf Section Modulus (X Axis): Sx = 0.89 in3 Right Dead Load 15 plf 15 plf Plastic Section Modulus (X Axis): ZX = 2.66 in3 Load Start 0 ft 3 ft Plastic Section Modulus (Y Axis): Zy = 0.28 in3 Load End 3 ft 7.5 ft Design Properties per AISC 14th Edition Steel Manual: Load Length 3 ft 4.5 ft Flange Buckling Ratio: FBR = 5.62 RIGHT SPAN Allowable Flange Buckling Ratio: AFBR = 28.12 Load Number One OO e Allowable Flange Buckling Ratio non -compact: AFBR_NC = 35.15 Left Live Load plf Web Buckling Ratio: WBR = 31.48 Left Dead Load 15 plf Allowable Web Buckling Ratio for Eqn. F7-5: AWBR = 60.76 Right Live Load 90 plf Nominal Flexural Strength wl Safety Factor: Mn = 6108 ft -Ib Right Dead Load 15 plf Controlling Equation: F7-1 Load Start 0 ft Web height to thickness ratio: h/tw = 31.48 Ib Load End 1.5 ft Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 56.24 Load Length 1.5 ft Cv Factor: Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor. Vn = 15590 Controlling Moment: 663 ft -Ib 3.899 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -345 Ib 7.867 Ft from leftsupport of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia (deflection): 0.55 in4 1.77 in4 Moment: 663 ft -Ib 6108 ft -Ib Shear: -345 lb 15590 lb NOTES Page 10 of 31 .1 Qy' Wheat "id age .5ft-i LOADING DIAGRAM TRI 7.5 ft 1.5 ft -� VMD DIAGRAM 400 214 Ibs @ 0 f t 200 Shear (lbs) 0 -200 -400 -345 lbs @ 8 ft 700 663 ft -lbs @ 4 ft 350 Moment (ft -Ib) 0 -350 -700 -30 ft -lbs @ 9 ft -0.2 -0.107 in@9ft -0.1 Deflection (in) 0 0.1 0.2 0.167in@3.8ft ea�R�a9e ��.10019 rage 11 of 31 7.5 ft 1.5 ft rage 11 of 31 Project: WB1083 Starker 29th Ave ',�page Location: 02 Intermediate Rafter Multi -Loaded Multi -Span Beam • liSteven F Wells, P.E.WBC Engineering & CM, LLC. 13784 E Caley Dr. [2015 International Building Code(AISC 14th Ed ASD)jCentennial, CO 80111 HSS 3 x 1 x 1/8 x 6.0 FT (4.5 + 1.5) (Actual 6.9 FT) / ASTM A500-GR.B-46 4 Section Adequate By: 854.4% StruCalc Version 10.0.1.6 7/2/2018 9:54:24 AM Controlling Factor: Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.03 IN L/2291 -0.02 IN 202722 Dead Load 0.01 in 0.00 in Total Load 0.03 IN U1929 -0.02 IN 202294 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 128 Ib 345 Ib Dead Load 24 Ib 65 Ib Total Load 152 Ib 410 Ib Bearing Length 0.23 in 0.23 in BEAM DATA Center Right Span Length 4.5 ft 1,5 ft A 4.5 ft B 1.5 ft Unbraced Length -Top O ft O ft Unbraced Length -Bottom 4.5 ft 1.5 ft Beam End Elevation Difference 3.33 ft STEEL PROPERTIES UNIFORM LOADS Center Right HSS 3 x 1 x 1/8 - A500-GR.B-46 Uniform Live Load 0 pif 0 pif Uniform Dead Load -3 plf -3 pif Properties: Beam Self Weight 3 plf 3 plf Steel Yield Strength: Fy = 46 ksi Total Uniform Load 0 plf 0 plf Modulus of Elasticity: E = 29000 ksi Tube Steel Section (X Axis): dx = 3 in TRAPEZOIDAL LOADS •CENTER SPAN Tube Steel Section (Y Axis): dy = 1 in Load Number OO One Two o Tube Steel Wall Thickness: t = 0.116 in Left Live Load 4 pif 90 pif Area: A = 0.84 int Left Dead Load 5 pif 15 pif Moment of Inertia (X Axis): Ix = 0.82 in4 Right Live Load 90 plf 90 plf Section Modulus (X Axis): Sx = 0.55 in3 Right Dead Load 15 pif 15 plf Plastic Section Modulus (X Axis): Zx = 0.73 in3 Load Start 0 ft 3 ft Plastic Section Modulus (Y Axis): Zy = 0.33 in3 Load End 3 ft 4.5 ft Design Properties per AISC 14th Edition Steel Manual: Load Length 3 ft 1.5 ft Flange Buckling Ratio: FBR = 5.62 RIGHT SPAN Allowable Flange Buckling Ratio: AFBR = 28.12 Load Number One O O e Allowable Flange Buckling Ratio non -compact: AFBR_NC = 35.15 Left Live Load plf Web Buckling Ratio: WBR = 22.86 Left Dead Load 15 plf Allowable Web Buckling Ratio for Eqn. F7-5: AWBR = 60.76 Right Live Load 90 plf Nominal Flexural Strength w/ Safety Factor: Mn = 1671 ft -Ib Right Dead Load 15 plf Controlling Equation: F7-1 Load Start 0 ft Web height to thickness ratio: h/tw = 22.86 Ib Load End 1.5 ft Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 56.24 Load Length 1.5 ft Cv Factor: Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor. Vn = 11321 Controlling Moment: 173 ft -Ib 2.116 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: -218 Ib 4.372 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia (deflection): 0.09 in4 0.82 in4 Moment: 173 ft -Ib 1671 ft -Ib Shear: -218 lb 11321 Ib NOTES 14, 0 ��°D'i /p O� I Page 12 of 31 LOADING DIAGRAM 4.5 ft 1.5 ft VMD DIAGRAM 300 � 140 Ibs @ 4 ft ISO— 50Shear(lbs) Shear (lbs) 0- -150- -150-300 -300-1 -218 Ibs @ 4 ft 200 173 ft-Ibs @ 2 ft 100 Moment (ft -lb) 0 -100 -200 -120 ft-Ibs @ 4 ft -0.03 i -0.015 in@6ft -0.01 Deflection (in) 0 0.01 0.03 0.027 in@2.2 ft A 4.6 fi B —1.5 ft City �¢ ��t Rid �� 11i�9 D,U�s� reye l3 ul 3 1 Project: WB 1083 Starker 29th Ave Location: 01 Shortest Rafter Multi -Loaded Mufti -Span Beam [2015 Intemational Building Code(AISC 14th Ed ASD)) HSS 3 x 1 x 118 x 3.0 FT (1.5 + 1.5) (Actual 3.4 FT) / ASTM A500-GR.B-46 Section Adequate By: 981.8% 'ontrolling Factor: Deflection DEFLECTIONS Center Right Live Load 0.00 IN UMAX 0.01 IN 2L/3894 Dead Load 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.01 IN 2U3278 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 Live Load -23 Ib 225 Ib Dead Load -4 lb 42 Ib Total Load -27 Ib 267 Ib Uplift (1.5 F.S) -27 Ib 0 Ib Bearing Length 0.00 in 0.23 in 'Steven F Wells, P.E. WBC Engineering & CM, LLC. 13784 E Caley Dr. vw K'.;Centennial, CO 80111 StruCalc Version 10.0.1.6 Span Length 1.5 It 1.5 ft Recd Provided Moment of Inertia (deflection): 1.s ft 0.82 in4 Unbraced Length -Top 0 It 0 ft -110 ft -Ib 1671 ft -Ib Shear: 123 lb 11321 lb Unbraced Length -Bottom 1.5 ft 1.5 ft Beam End Elevation Difference 1.67 ft UNIFORM LOADS Center Rigt STEEL PROPERTIES Uniform Live Load 0 plf 0 plf HSS 3 x 1 x 118 - A500-GR.B-46 Uniform Dead Load -3 pif -3 plf Beam Self Weight 3 plf 3 plf Properties: Total Uniform Load 0 plf 0 plf Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi TRAPEZOIDAL LOADS - CENTER SPE Load Number One Tube Steel Section (X Axis): dx = 3 in Tube Steel Section (Y Axis): dy = 1 in Left Live Load 45 plf 5 Tube Steel Wall Thickness: t= 0.116 in Left Dead Load l plf Area: A = 0.84 int Right Live Load 67.5 plf Moment of Inertia (X Axis): Ix = 0.82 in4 Right Dead Load 11.3 plf Section Modulus (X Axis): Sx = 0.55 in3 Load Start 0 ft Plastic Section Modulus (X Axis): Zx = 0.73 in3 Load End 1.5 ft Plastic Section Modulus (Y Axis): Zy = 0.33 in3 Load Length 1.5 ft Design Properties per AISC 14th Edition Steel Manual: RIGHT SPAN Flange Buckling Ratio: FBR = 5.62 Load Number One OO e Allowable Flange Buckling Ratio: AFBR = 28.12 Left Live Load 67pff Allowable Flange Buckling Ratio non -compact: AFBR_NC = 35.15 Left Dead Load 11.3 plf Web Buckling Ratio: WBR = 22.86 Right Live Load 90 plf Allowable Web Buckling Ratio for Eqn. F7-5: AWBR = 60.76 Right Dead Load 15 pif Nominal Flexural Strength w/ Safety Factor: Mn = 1671 ft -Ib Load Start 0 ft Controlling Equation: F7-1 Load End 1.5 ft Web height to thickness ratio: h/tw = 22.86 Ib Load Length 1.5 ft Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 56.24 Cv Factor: Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength wl safety factor: Vn = 11321 Controlling Moment: -110 ft -Ib 1.503 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: 123 Ib At left support of span 3 (Right Span) Created by combining all dead loads and live loads on spans Comparisons with required sections: Recd Provided Moment of Inertia (deflection): 0.08 in4 0.82 in4 Moment: -110 ft -Ib 1671 ft -Ib Shear: 123 lb 11321 lb Page 14 of 31 7/2/2018 9:54:26 AM 1.5 ftp LOADING DIAGRAM A 1.5 ft 1-5 ft VMD DIAGRAM 200 123 Ibs @ 2 f 100— 00 - Shear Shear (lbs) 0 t -100 -200 -111 Ibs @ 2 ft 200- 00100Moment 100— Moment(ft -lb) 0 -100 -200 -110 ft -lbs @ 2 ft -0.02 -0.001 in @ 0.9 ft -0.01 Deflection (in) 0- 0.01- 0.010.020.011 0.02- 0.011 in@aft 1.5 ft 1.5 ft CV 494/1i- Co Paae 15 of 11 Project: W81083 Starker 29th Ave i IOSteven F Wells, P.E. Location: 04 long Diagonal Beam WBC Engineering & CM, LLC, Multi-Loaded Multi-Span Beam 13784 E Caley Dr. [2015 Intemational Building Code(AISC 14th Ed ASD)]" Centennial, CO 80111 HSS 4.0 x 1.0 x 0.116 x 12.73 FT (2.1 +10,6) (Actual 13.7 FT) / ASTM A500-GR.8-46 Section Adequate By: 5.1% StruCalc Version 10.0.1.6 �ontrollinq Factor: Deflection Live Load -0.25 IN 2L/216 0.43 IN L/321 7/2/2018 9:54:27 AM Dead Load -0.04 in 0.07 in Total Load -0.29 IN 2L/190 0.49 IN U277 Live Load Deflection Criteria: L/120 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 340 Ib 305 Ib Dead Load 56 Ib 50 Ib 2 Total Load 396 Ib 355 Ib Bearing Length 0.23 in 0.23 in Span Length 2.12 ft 10.61 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 2.12 ft 10.61 ft Beam End Elevation Difference 5 ft STEEL PROPERTIES HSS 4.0 x 1.0 x 0.116 - A500-GR.8-46 Properties: Read Provided Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Tube Steel Section (X Axis): dx = 4 in Tube Steel Section (Y Axis): dy = 1 in Tube Steel Wall Thickness: t = 0.116 in Area: A = 1.07 int Moment of Inertia (X Axis): Ix = 1.77 in4 Section Modulus (X Axis): Sx = 0.89 in3 Plastic Section Modulus (X Axis): ZX = 2.66 in3 Plastic Section Modulus (Y Axis): Zy = 0.28 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 5.62 Allowable Flange Buckling Ratio: AFBR = 28.12 Allowable Flange Buckling Ratio non -compact: AFBR_NC = 35.15 Web Buckling Ratio: WEIR = 31.48 Allowable Web Buckling Ratio for Eqn. 177-5: AWBR = 60.76 Nominal Flexural Strength w/ Safety Factor: Mn = 6108 ft -Ib Controlling Equation: F7-1 0 plf Web height to thickness ratio: h/tw = 31.48 Ib Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 56.24 Cv Factor: Cv = 1 Controlling Equation: G2-2 Right Dead Load Nominal Shear Strength w/ safety factor. Vn = 15590 Controlling Moment: 1229 ft -Ib 6.367 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -330 Ib 8.377 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia (deflection): 1.69 in4 1.77 in4 Moment: 1229 ft -Ib 6108 ft -Ib Shear: -330 lb 15590 lb 4-2.12 ft 10.61 ft 6 4 Uniform Live Load 0 plf 0 plf Uniform Dead Load -4 pif 4 plf Beam Self Weight 4 plf 4 pif Total Uniform Load 0 pif 0 plf Load Number One Two ' Six Live Load -23 Ib 256 Ib 101.1 Ib Dead Load -4 Ib 48 Ib 16.9 Ib Location 2.12 ft 6.36 ft 8.48 ft ' Load obtained from Load Tracker. See Summary Report for details. 42.4 plf Load Number One Two Left Live Load 0 plf 63.6 plf Left Dead Load 0 pif 10.1 plf Right Live Load 63.6 plf 42.4 plf Right Dead Load 10.6 pif 6.7 plf Load Start 0 ft 1.06 ft Load End 1.06 ft 2.12 ft Load Length 1.06 ft 1.06 ft CENTER SPAN Load Number One Two Three Four Left Live Load 42.4 plf 0 plf 63.6 plf 0 plf Left Dead Load 6.7 plf 0 plf 6.7 plf 0 plf Right Live Load 0 plf 63.6 plf 0 plf 63.6 plf Right Dead Load 0 plf 10.1 plf 0 pif 10.1 plf Load Start O ft 2.12 ft 3.18 ft 6.36 ft Load End 2.12 ft 3.18 ft 6.36 ft 7.42 ft Load Length 2.12 ft 1.06 It 3.18 ft 1.06 ft Page 16 of 31 LOADING DIAGRAM 2 1 6 -2,12 ft 10.61 ft VMD DIAGRAM 400 264 lbs @ 2 ft 200— 00Shear(lbs) Shear (lbs) 0- -200- -400—-200-400 ,. _._...-._...____.... �....._.. _. . -330 lbs @ 11 ft 2000 1229 ft -lbs @ 8 ft 1000 Moment (ft -Ib) 0- -1000- -1000-2000 -2000— -14 ft -lbs @ 2 ft -0.289 in @ 0 ft -0.25 Deflection (in) 0 0.25 0.5 0.494 in 7.6 ft —2.12 ft 10.61 ft U Page 17 of 31 WB1083 Starker 29th Ave r 4"x 4"x 3/16" Columns 5 International Building Code(AISC 14th Ed ASD)) 4 x 4 x 3/16 x 9.0 FT /ASTM A500-GR.B-46 ion Adequate By: 92.9% Deflection due to lateral loads only: Defl = 0.04 IN = U2635 Live Load Deflection Criteria: U180 Live Load: Vert-LL-Rxn = 2430 ib Dead Load: Vert-DL-Rxn = 490 Ib Total Load: Vert-TL-Rxn = 2920 ib HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 540 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom = 225 Ib Total Column Length: 9 ft Unbraced Length (X -Axis) Lx: 9 ft Unbraced Length (Y -Axis) Ly: 9 ft Column End Condition -K (e): 1.2 COLUMN PROPERTIES HSS 4 x 4 x 3/16 - Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wail Thickness: t = 0.174 in Area: A = 2.58 in Moment of Inertia (deflection): Ix = 6.21 in4 ly = 6.21 in4 Section Modulus: Sx = 3.1 in3 Sy = 3.1 in3 Plastic Section Modulus: Zx = 3.67 in3 Zy = 3.67 in3 Rad. of Gyration: rx = 1.55 in ry = 1.55 in Column Compression Calculations: KUr Ratio: KLx/rx = 83.61 KLylry = 83.61 Controlling Direction for Compr. Calcs: (Y -Y Axis) Flexural Buckling Stress: Fcr = 28.74 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc = 44 kip Column Bending Calculations per AISC 14th Edition Steel Manual: Controlling Load Case: Axial Total Load and Lateral Loads (D +0.75[L + W]) Eccentricity Moment: Mx -ex = 0 ft -Ib My-ey = 0 ft -Ib Lateral Moment +Eccentricity: Mrx = 380 ft -Ib Mry = 0 ft -ib Flange Buckling Ratio: FBR = 19.99 Allow. Flange Buckling Ratio: AFBR = 28.12 Allow. FBR for Non -Compact: NC= 35.15 Web Buckling Ratio: WBRX = 19.99 WBRY = 0 Allow. WBR for Eqn. F7-5: AWBR = 60.76 Nmni. Flex. Str. wl Sfty Factor: Mcx = 8.4 ft -kip Mcy = 8.4 ft -kip Controlling Equation F7-1 F7-1 Combined Stress Calculations: H1 -1b Controls: 0.07 Controlling Combined Stress Factor: 0.07 — — ISteven F Wells, P.E. WBC Engineering & CM, LLC. / 13784 E Caley Dr. of Centennial, CO 80111 StruCaic Version 10.0.1.6 7/2/2018 9:54:29 AM 9 ft A Live Load: PL = 2430 Ib Dead Load: PD = 405 Ib Column Self Weight: CSW = 85 Ib Total Axial Load: PT = 2920 ib LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 50 plf Point Load: One Live Load: 315 Ib Location: 0 ft r Cotiy w thea LOADING DIAGRAM B 9 f A City of Wheat Ridge Et]Ikiing �IVISOTS rage I Or sl Project: WB 1083 Starker 29th Ave Location: 04b long Diagonal Beam Multi -Loaded Multi -Span Beam [2015 International Building Code(AISC 14th Ed ASD)j HSS 4.0 x 1.0 x 0.116 x 12.73 FT (2.1 +10.6) (Actual 13.7 FT) / ASTM A500-GR.B-06 Section Adequate By: 6.9% Controlling Factor: Deflection DEFLECTIONS Left Center Live Load -0.55 IN 2U98 0.89 IN 0154 Dead Load -0.09 in 0.14 in Total Load -0.64 IN 2086 1.03 IN 0133 Live Load Deflection Criteria: U80 Total Load Deflection Criteria: L/80 Live Load 645 Ib Dead Load 107 Ib Total Load 752 Ib Uplift (1.5 F.S) 0 Ib Bearing Length 0.23 in Span Length 2.12 ft 10.61 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 2.12 ft 10.61 ft Beam End Elevation Difference 5 ft STEEL PROPERTIES HSS 4.0 x 1.0 x 0.116 - A500-GR.B-46 Properties: Reo'd Provided Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Tube Steel Section (X Axis): dx = 4 in Tube Steel Section (Y Axis): dy = 1 in Tube Steel Wall Thickness: t = 0.116 in Area: A = 1.07 int Moment of Inertia (X Axis): Ix = 1.77 in4 Section Modulus (X Axis): Sx = 0.89 in3 Plastic Section Modulus (X Axis): Zx = 2.66 in3 Plastic Section Modulus (Y Axis): Zy = 0.28 in3 Design Properties per AISC 14th Edition Steel Manual: 16.9 Ib Flange Buckling Ratio: FBR = 5.62 Allowable Flange Buckling Ratio: AFBR = 28.12 Allowable Flange Buckling Ratio non -compact: AFBR_NC = 35.15 Web Buckling Ratio: WBR = 31.48 Allowable Web Buckling Ratio for Eqn. F7-5: AWBR = 60.76 Nominal Flexural Strength w/ Safety Factor: Mn = 6108 ft -Ib Controlling Equation: F7-1 0 plf Web height to thickness ratio: h/tw = 31.48 Ib Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 56.24 Cv Factor: Cv = 1 Controlling Equation: G2-2 Right Dead Load Nominal Shear Strength w/ safety factor. Vn = 15590 Controlling Moment: 2477 ft -Ib 4.244 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 602 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Reo'd Provided Moment of Inertia (deflection): 1.66 in4 1.77 in4 Moment: 2477 ft -Ib 6108 ft -Ib Shear: 602 lb 15590 lb J .Steven F Wells, P.E. WBC Engineering & CM, LLC. 13784 E Caley Dr. Centennial, CO 80111 StruCalc Version 10.0.1.6 z.tz ft 7/2/2018 9:54:31 AM s 4 z 10.61 ft UNIFORM LOADS Left enter Two Uniform Live Load 0 pif 0 plf 0 pif 63.6 pif Uniform Dead Load -4 plf -4 pif Left Dead Load 0 plf Beam Self Weight 4 ptf 4 plf Right Live Load Total Uniform Load 0 pif 0 pif POINT LOADS - CENTER SPAN 10.6 plf 6.7 plf Load Number One Two ' Three Four Six Live Load -23 Ib 256 Ib 508 Ib -508 Ib 101.1 Ib Dead Load -4 Ib 48 Ib 84 Ib -84 Ib 16.9 Ib Location 2.12 ft 6.36 It 4.24 ft 10.61 ft 8.48 ft Load obtained from Load Tracker. See Summary Report for details. CENTER SPAN Load Number One Two Left Live Load 0 pif 63.6 pif Left Dead Load 0 plf 10.1 plf Right Live Load 63.6 plf 42.4 pif Right Dead Load 10.6 plf 6.7 plf Load Start 0 ft 1.06 it Load End 1.06 ft 2.12 it Load Length 1.06 ft 1.06 ft CENTER SPAN Load Number One Two Three Four Left Live Load 42.4 pif 0 plf 63.6 plf 0 plf Left Dead Load 6.7 plf 0 plf 6.7 plf 0 plf Right Live Load 0 plf 63.6 plf 0 plf 63.6 pff Right Dead Load 0 pif 10.1 plf 0 plf 10.1 plf Load Start O ft 2.12 ft 3.18 ft 6.36 it Load End 2,12 ft 3.18 ft 6.36 ft 7.42 it Load Length 2.12 ft 1.06 ft 3.18 it 1.06 it Page 20 of 31 vm1 C.w s ; g�tldin9 LOADING DIAGRAM 3 4 2 1 6 i 2.12 ft A 10.61 ft VMD DIAGRAM 700 602 lbs @ 2 ft 350 ._.�, f Shear (lbs) 0- -350- -350-700 -700— -5441bs @ 11 ft 3000 2477 ft -lbs @ 6 ft 1500 Moment (ft -Ib) 0- -1500- -1500-3000 -3000— _14 ft -lbs @ 2 ft 2 -0.639 in@Oft _1 Deflection (in) 0 1 2 1.032 in @ 7.3 ft �--2.12 R 10.61 ft City C,t Wheat Ri(Ige r3ujlcfjng �jv, n Nage 21 of 31 Project: WB1083 Starker 29th Ave Location: 03b Longest Perpendicular Rafter Multi -Loaded Mufti -Span Beam j2015 International Building Code(AISC 14th Ed ASD)) HSS 4.0 x 1.0 x 0.116 x 9.0 FT (7.5 +1.5) (Actual 10.3 FT) / ASTM A500-GR.BA6 Section Adequate By: 9.3% Controlling Factor: Deflection Live Load 0.28 IN U370 -0.18 IN 21J228 Dead Load 0.05 in -0.03 in Total Load 0.32 IN U317 -0.21 IN 2U196 Live Load Deflection Criteria: U180 Total Load Deflection Criteria: U180 Live Load 689 Ib Dead Load 125 Ib Total Load 814 Ib Uplift (1.5 F.S) 0 Ib Bearing Length 0.23 in Span Length 7.5 ft 1.5 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 7.5 ft 1.5 ft Beam End Elevation Difference 5 ft STEEL PROPERTIES HSS 4.0 x 1.0 x 0.116 - A500-GR.BA6 Properties: Center ftw Steel Yield Strength: Fy = Modulus of Elasticity: E _ Tube Steel Section (X Axis): dx = Tube Steel Section (Y Axis): dy = Tube Steel Wall Thickness: t = Area: A = Moment of Inertia (X Axis): Ix = Section Modulus (X Axis): Sx = Plastic Section Modulus (X Axis): Zx = Plastic Section Modulus (Y Axis): Zy = Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = Allowable Flange Buckling Ratio: AFBR = Allowable Flange Buckling Ratio non -compact: AFBR_NC = Web Buckling Ratio: WBR = Allowable Web Buckling Ratio for Eqn. F7-5: AWBR = Nominal Flexural Strength w/ Safety Factor. Mn = Controlling Equation: F7-1 Web height to thickness ratio: h/tw = Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = Cv Factor: Cv = Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor: Vn = 46 ksi 29000 ksi 4 in 1 in 0.116 in 1.07 in2 1.77 in4 0.89 in3 2.66 in3 0.28 in3 5.62 28.12 35.15 31.48 60.76 6108 ft -Ib 31.48 ib 56.24 1 15590 Controlling Moment: 1421 ft -Ib 4.502 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -572 ib 7.867 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Reo'd Provided Moment of Inertia (deflection): 1.62 in4 1.77 in4 Moment: 1421 ft -Ib 6108 ft -Ib Shear: -572 Ib 15590 ib 4Steven F Wells, P.E. WBC Engineering & CM, LLC. 13784 E Caley Dr. Centennial, CO 80111 StruCalc Version 10.0.1.6 .5 ft 7/2/2018 9:54:32 AM 1.5 ft -' UNIFORM LOADS Center ftw Uniform Live Load 0 plf 0 plf Uniform Dead Load -4 plf -4 pif Beam Self Weight 4 pif 4 plf Total Uniform Load 0 pif 0 pif POINT LOADS - CENTER SPAN Load Number One Two Live Load -368 Ib 368 Ib Dead Load -63 Ib 63 Ib Location 0 ft 4.5 ft Load Number Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length RIGHT SPAN Load Number Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length Page 22 of 31 One 0 plf 0 plf 90 plf 15 plf Oft 3 i 3 f One 90 pif 15 plf 90 plf 15 plf Oft 1.5 ft 1.5 ft Two 90 plf 15 pif 90 pif 15 plf 3 f 7.5 ft 4.5 ft d LOADING DIAGRAM 1 2 €s 5 � 7.5 ft 1.5ft VMD DIAGRAM 600 365 lbs @ 0 ft 00 300— Shear (Ibs) Shear(Ibs) _ 0- -300- -300-600 -600 -572 lbs @ 8 ft 2000 1421 ft -lbs @ 4 ft 1000 Moment (ft -Ib) 0- -1000- -1000-2000 -2000— -30 ft -lbs @ 9 ft -0.4 -0.209 in @ 9 ft -0.2 Deflection (in) 0- 0.2- 0.20.4 0.4— 0.325 in@3.9ft 7.5 ftAL 1.5 ft a Nage 1;t of 31 Project: WB1083 Starker 29th Ave r Steven F Wells, page Location: Column Load Summary P. E. WBC Engineering & CM, LLC. Column 13784 E Caley Dr. [2015 International Building Code(AISC 14th Ed ASD)] - Centennial,C080111 HSS 4 x 4 x 1/8 x 9.0 FT /ASTM A500-GR.B46 Section Adequate By: 4.2% StruCalc Version 10.0.1.6 7/2/2018 9:54:34 AM CAUTIONS ' This column has been designed as a cantilever. ` Note that the length of the column inputed should include the portion of the column below grade above the point of fixity. See IBC 1805.7 for lateral soil bearing calculations. DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: DO = 1.04 IN = U104 Live Load Deflection Criteria: U100 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 2474 Ib Dead Load: Vert-DL-Rxn = 504 Ib Total Load: Vert-TL-Rxn = 2978 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 0 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom = 315 Ib COLUMN DATA Total Column Length: 9 ft Unbraced Length (X-Axis) Lx: 9 ft Unbraced Length (Y-Axis) Ly: 9 ft Column End Condition-K (e): 2.1 9 ft COLUMN PROPERTIES HSS 4 x 4 x 1/8 - Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29000 ksi Column Section: dx = 4 in dy = 4 in Column Wall Thickness: t = 0.116 in Area: A = 1.77 in Moment of Inertia (deflection): Ix = 4.4 in4 ly = 4.4 in4 IU4 Section Modulus: SX = 2.2 in3 Sy = 2.2 in3 Plastic Section Modulus: Zx = 2.56 in3 Zy = 2.56 in3 Rad. of Gyration: rx = 1.58 in ry = 1.58 in A Column Compression Calculations: AXIAL LOADING KUr Ratio: KLx/rx = 143.54 KLy/ry = 143.54 Controlling Direction for Compr. Calcs: (Y-Y Axis) Live Load: PL= 2474 ib' Flexural Buckling Stress: Fcr = 12.18 ksi Dead Load: PD= 446 Ib' Controlling Equation F7-2 Column Self Weight: CSW = 58 Ib Nominal Compressive Strength: Pc = 13 kip Total Axial Load: PT = 2978 Ib Column Bending Calculations per AISC 14th Edition Steel Manual: ' Load obtained from Load Tracker. See Summary Report for details. Controlling Load Case: Axial Dead Load and Lateral Loads (D + Lateral) Eccentricity Moment: Mx-ex = 0 ft-kb My-ey = 0 ft-Ib LATERAL LOADING (Dy Face) Lateral Moment +Eccentricity: Mrx= 2835 ft-lb Mry= Oft-Ib Uniform Lateral Load: wL-Lat= 0pif Flange Buckling Ratio: FBR = 31.48 Point Load: One Allow. Flange Buckling Ratio: AFBR = 28.12 Live Load: 315 Ib Allow. FBR for Non-Compact: NC= 35.15 Location: 0 ft Web Buckling Ratio: WBRX = 31.48 WBRY = 0 Allow. WBR for Eqn. F7-5: AWBR = 60.76 Nmnl. Flex. Str. w/ Sfty Factor: Mcx = 5.5 ft-kip Mcy = 5.5 ft-kip Controlling Equation F7-2 F7-2 Combined Stress Calculations: H1-1b Controls: 0.54 Controlling Combined Stress Factor: 0.54 NOTES gesors C Page 24 of 31 City C Wheat Ridg,, wilding Nage 25 of 31 Project: WB 1083 Starker 29th Ave Location: Typical Footing Footing [2015 International Building Code(2015 NDS)] Footing Size: 1.0 FT Round Diameter X 42.00 IN Deep Section Footing Design Adequate CAUTIONS PL = 1215 Ib " Footing has been designed without reinforcement FOOTING PROPERTIES Total Load: Allowable Soil Bearing Pressure: Qs = 4000 psf Concrete Compressive Strength: F'c = 3000 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Diameter: Dia. = 1 ft Effective Depth to Top Layer of Steel: d = 40 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m = 4 in Column Depth: n = 4 in Baseplate Width: bsw = 8 in Baseplate Length: bsl = 8 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 2171 psf Effective Allowable Soil Bearing Pressure: Qe = 3475 psf Required Footing Area: Areq = 0.49 sf Area Provided: A = 0.79 sf Baseplate Bearing: Bearing Required: Bear= 2532 Ib Allowable Bearing: Bear -A = 179520 Ib Beam Shear Calculations (One Way Shear): Beam Shear. Vu1 = 0 Ib Allowable Beam Shear: Vc1 = 17086 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 0 in Punching Shear: Vu2 = 0 Ib Controlling Allowable Punching Shear: vc2 = 0 Ib Bending Calculations: Factored Moment: Mu = 639 in -Ib Nominal Moment Strength: Mn = 427158 in -Ib NOTES —^ 41Steven F Wells, P.E. WBC Engineering & CM, LLC. / 13784 E Caley Dr. or a `Centennial, CO 80111 StruCalc Version 10.0.1.6 7/2/2018 9:54:36 AM [-4 in—J 42 in 3 in Live Load: PL = 1215 Ib Dead Load: PD = 490 Ib Total Load: PT = 1705 Ib Ultimate Factored Load: Pu = 2532 Ib Footing plus soil above footing weiqht: Wt = 266 Ib of 31 City 0_ Wheat Ridge LOADING DIAGRAM �--4 in —, 42 in 3 in --1 ft--� the �'ry t, a 1091% RIC/9 I UO'�O h rage li oT ji 29.5 DESIGN WIND LOADS— OTHER STRUCTURES The design wind force for other structures (chinmeys. tanks, rooftop equipment fur h > 60°, and similar structures. olwn signs, lattice frameworks, and trussed towers) shall be determined by the following equation: F = q-GC,41 (lb) M t29.5-1) where g; = velocity pressure evaluated at height ; as defined in Section 29.3. of the centroid of area Af G = gust -effect factor from Section 26.9 Cl = torte coefficients from Figs. 29.5-1 through }� Use your custom values 29.5-3 J A, = projected area normal to the wind except where C, is specified for the actual surface area, in ft'- (In) City c8 Wheat REdoe 3uilding Divi,, ,., . Page 28 of 31 WBC Engineering Project Starker File WB1083 Subject Wid Loads Date 6/28/2018 Location 5560 W 29thg Ave Eng SFW Design Wind Pressure. o. Equation 29.5-1 (ASCE 7-10). Velocity Pressure Calculations: Velocity pressure is calculated in accordance with section 29.3.2 qz = Velocity pressure @ height (z) qz = Constant • Kz • Kzt • Kd • V z (Eq 29.3-1) Where : Constant = Numerical Constant (Section C27.3.2) _ %-[(Air density lb/ cult)/(32.2ft/s2 J( mi/h )( 5280 ft/mi) (1 hr/3600 s )] a = 0.00218 Mean Sea Level = 5,280.00 ft Air Density @MSL = 0.0653 Ib/cu ft (Table C27.3-2) Occupancy Category = II (Table 1.5-1) Exposure Category = C (Section 26.7.3) a = 9.50 (Table 26.9-1) Zg = 900.00 ft (Table 26.9-1) Basic Wind Speed = 115.00 mph (Figure 26.5-1 A -C) Structure Height = 14.00 ft Where: Kz = Velocity pressure coefficient @ height z = 2.01•( Z/Zg) A (2/a) for 15 ft <= Z <= Zg (Table 29.3-1) = 2.01 - (15/Zg) A (2/a) for Z < 15 ft = Varies with height, see output table Kzt = Topographic factor (Figure 26.8-1) _ (1+K1•K2•K3)Z Topography = None Kzt = Varies with height, see output table Kd = User -defined Directionality Factor. = 1.00 Gust Effect Factor. G The gust effect factor is in accordance with section 26.9.1. G = 0.850 City a9 Wheat Ridge ilding Page 29 of 31 WBC Engineering Project Starker File WB1083 Subject Wid Loads Date 6/28/2018 Location 5560 W 29thgAve Eng SFW Desien Wind Pressure p Equation 29.5-1. Section 29.5 (User -defined Cf values) Height (feet) 0.00 - 14.00 0.85 1.00 1.00 1.00 24.47 0.850 1.00 20.80 City c5 Wheat Ridge uilding D Page 30 of 31 WBC Engineering Project Starker File WB1083 Subject Wld Loads Date 6/28/2018 Location 5560 W 29thg Ave Eng SFW Design Wind Forces 0.00 - 14.00 63.00 20.80 1,311 1,311 9,174 Total Area 63 (sq. ft.) Base Shear 1,311 (lbs) Base Moment 9,174 (Ib -ft) Page 31 of 31 0) cc > < A cl 0 -Eo 07R I 0 rn N :3 L, Ln . ........... .. N -C x M (L Cl? 'D 3: Ln og Lf) U - a) 0) 0-,A L (1) g co to- mu) LO Lo A cl 0 -Eo U) U) 0 L2 0 C; b N :3 0 Ln . ........... .. 0-,A L (1) g co to- mu) LO Lo CL or) co1 0 A /lllm W�— i 0 A cl 0 -Eo U) U) 0 L2 0 C; b N :3 0 Ln o co m E -C x M (L Cl? 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Service e: Service Address: .- Contact Person 'Title: Phone~ Repairs/Co eat s: Assembly Mechanical Test: Passed YJ Failed Q Alarm Company/Fire Department Na + ,A 3820 FORE T. 4 DENVER CO 80207 303) 399 -4 (303) 399 -2959 www .landgrafservice.co m !ratified immediately and repairs rude a soon as possible. x �D P � Check No. i ' * FRelief Valve !! 'l f Shut-off valve No. 2 LEAK Q TIGHT aIRRF Repairs/Co eat s: Assembly Mechanical Test: Passed YJ Failed Q Alarm Company/Fire Department Na + ,A 3820 FORE T. 4 DENVER CO 80207 303) 399 -4 (303) 399 -2959 www .landgrafservice.co m !ratified immediately and repairs rude a soon as possible. =" ` * + i IN GENERAL CONTRACTOR, STARKER CONSTROCTION MECHANICAL CONTRACTOR. 'IA IRIS Fr Denver Building Department Denver, Colorado E: STARKER CONSTRUCTION To Whom It May Concern: At test and balance work can Starker Construction in Deaver, Colorado, has been completed in accordance with NEBB, . BC, and ASHRA.E stan dards. :please (et me know if you need anyt1ung else with regard to the Air Balance Report for Starker Construction. PROJECT STARKER RESTAURANT TEST DATE: 5/21/2013 READINGS BY: CC FAN DATA FAN NO. RTU - FAN NC, RTU ®2 FAN NO. I IUA -1 Loca tion ROOF ROOF ROO Service SAID DINING KITCH Manufacturer CARRIER CARRIER CAPTIVE AIRS Model Number 48TCFA06A2A5A17AOAO 48TCFD A2t. 5A17A 3AO A2 - D. 00 -G15 Serial Number 3212052251 29126213954 1631399 Class Motor Make/ MARATHON ELECTRIC 1 56 HZ MARATHON ELECTRIC 1 6Y WEG / E56 Motor H.P. /RPM NG /1725 NG / 1725 3 11730 "v'iaTt T a IF i _. __ .__.24 7 7 M 4 C l ;4 m C1 - 3 ! t% 1 b- -:..�__ F.L Arn s /S.F. 6.9 -6.7 / 3A / 1.15 7.5 / 3.4 /1.15 8.7 -9.5 / 4.75 61.15 Motor Sheave Flake POWER DRIVE POWER DRIVE PR Motor Sheave Diarri. /Bore 3;3/4" OD / /8 1V #50 /,71811 2VP42 / 7/8" Fars Sheave Make FFNNER DRIVE FFNN R DRIVE PRP Fa ir Sheave Diarri. /B are AFD44 / 5/8" AFD84 / 1 1 " 5 3/4" OD / 1" No. Belts/Make/Size 1 /BROWNING/ 38 1 / BROWNING / AX52 2 / PRP / 53149 Shea CL Distance 1 4 3 /8" 17 5/8" 18 1/4" Filters 2 - 16X2571.2 4 - 16X26:(2 TE ST DATA C}FIt.�N AC DESIGN ACTUAL DESIGN ACTUAL. C Fi 1995 1999 39179 3009 35213 3557 Fars RPM NG 1410 NG 833 1088 11383 Total S.P. Outside Air 5913 599 789 795 Malta e 2178 2034/2138/2136 2078 20612041206 ::20:8:: 2174/20/2174 Apera e 6.9 4.914.9/4.7 7.5 5x7/5.2/5.3 9.5 8.3/8.8/9.1 TEST DATE: 5/21/2013 READINGS BY: CC FRONT RANGE TEST AND BALANCE AIR OUTLET TEST REPORT PROJECT, ST RESTAURANT SYSTEM: RTU -1 TEST APPARATUS PLOW HOOD .. TEST BATE: 5/2112013 READINGS : CSC; A A OUTLET £� s1C�h# PF��LI 1t�AR s FS L REMARK SER V ED acs. s�z e n �r v F �r uc .... v L c a 1 CCU .. 24X24 1.0 300 275 299 2 C D 24X24 1.0 300 251 310 3 CD 24X24 1.0 225 255. 221 4 CD 2024 t 0 300 311 303 5 CD 24X24 1.0 220 200 � 225 7 CD 24X24 1.0 350 50 341 TOT L. 1 1395 19991 .. TEST BATE: 5/2112013 READINGS : CSC; REMARKS; CORRECTED FOR ALTITUDE TEST DATE: 5/21/2013 READINGS BY CC AREA OUTLET DESIGN PRELIMINARY I FILIAL REMARK SERVED NO TYPE SIZE CFtM V L VE�PC"FM V UCF V 3. CFM 0 1 CU 20X8 1,0 433 401 431 CCU 20X3 tO 440 437 450 3 CD 21X3 1.0 400 412 397 4 CIS 20X3 1,0 400 1 399 412 CID 20X8 tO 400 371 401 7 CCU 12X12 tO 75 81 77' CD 24X24 I,O 250 250 252 9 CD 12X12 tO 100 72 1011 10 CCU 12X12 tO 100 31 99 TOTAL L 3000 3009 REMARKS; CORRECTED FOR ALTITUDE TEST DATE: 5/21/2013 READINGS BY CC Clan Motor Make/Frame WEG 1 E5 6 MARATHON ELECTRIC 148Y Motor F .P, /RPM 21 1710 114 / 1825 ff - e7FI:.. : o F. L, Am sl>. .2- 8.1213.0811.15 37 f T P Motor Sheave !Make PRP RIV E Motor Sheave I Iarn. /Bor VP421718" DIRECT DRIV Fan sheave Make PRP DIRECT DRIVE Fan Sheave Dtarn,/ tore 5 114 "CAD 11 f DIRECT DRIV No, Belts /Make /Size 21 PRP 1 B 28 DIRECT DRIV Sheave CL Distance 7 118" DIRECT DRIVE TEST DATA I DESIGN I ACTUAL I DESIGN 1 ACTUAL I DESIGN # ACTUAL !Voltage 1 208 1202/204/2021 115 1 120 Arraerace 6 2 . 6.215.015.1 37 3.2 PROJECT: STARKER RESTAURANT - FAN DATA FAN N07 EF-1 FAN NO . EF- FAN NO. ,,, Am s 1S,F. 5.1 11.13 1A 8/ T.P. Location _ R OF CEILING Service BATHROOMS M S INK Manufacturer DIRECT DRIVE S & P NO TAG Mendel Number _ POWER DRIVE D608ML15 NO TAG Ser ial lumber' E111433 NO TAG Class No, Beits/Makel i e 1 /GOODYEAR 131-170 Motor Make /Fram MA RATHON ELECTRIC /4 C Motor H.P, /RPM DIRECT DRIVE 1/4/1725 NG ,,, Am s 1S,F. 5.1 11.13 1A 8/ T.P. 75 Me ter Sheave Make P ?iI ER DRIVE DIRECT DRIVE Motor Sheave biam. /Bore___ 1372 3 114"" / 1 /2" DIRECT DRIVE Fan Sheave Make Total &p. POWER DRIVE DIRECT DRIVE Pan Sheave Diary, /Bore AK 39 / 518" DIRECT DRIVE Outside Air No, Beits/Makel i e 1 /GOODYEAR 131-170 DIRECT DRIVE Sheave CL Distance 3/4 "" DIRECT DRIVE 115 Filters 115 124 tp CFM 300 3034 75 77 Fan RPM 1025 1372 7301 DD Total &p. Outside Air Volta e 115 1201 115 124 Amaeraae 5A 4.7 1,1 1.0 TEST DATE: 5/21/2013 READINGS BY: CC AIR OUTLET SYSTEM: EF-1 TEST APPARATUS FLOW HOOD AREA OUTLET DESIGN PRELIMINARY FINAL FINAL REMARKS SERVED NO, TYPE SIZE AK ::CF=M =VEL VEUCFM VEUCF7,1_[ VELFIN (D I I ECG 12X12 1.0 150 131--__ 155 2 ECG 12X12 tO 150 28--__ 149 TOTAL 300 304 A,EMARKS (1) CORRECTED FOR ALTITUI TEST DATE: 512112013 READINGS BY: CC Ai 6_ i t - i g � F4 I F Sv t 1 AO iJ 1 Ise 4 Y V� g � , p fill 3 i Ai 6_ i t - i g � F4 I F Sv t i -7 -72 3 w Al oil � b 1 � gg} i -7 -72 3 w Al oil 1 fff { wV A i till U jjoqS Ig 8103 q1 6Z Pam 6999 x s XN G link i -7 -72 3 w Al oil 1 fff { t A i (c s XN G link yy € 4�'i'nk q h� M gg r r 9 C JA " `` i -7 -72 3 w Al oil i$ app x WT z AS 3 p . ixur } �E�{ 5 �1 NO lint i$ app x WT z AS 3 p . ixur } �E�{ 5 �1 NO CN 1 U01jeAUUOU Hags IS OM . 9, r S i i$ app x WT z AS 3 p . ixur } �E�{ 5 �1 NO A S i 3pk gg�� j �t1�( � E( e ( % pp j S . q i }k Y b ES; wu i$ app x WT z AS 3 p . ixur } �E�{ 5 �1 NO A i$ app x WT z AS 3 p . A S i 3pk gg�� j �t1�( � E( e pp j S . q i }k RM 0 0 3 G 6 6-1-4 12-1-8 24-3-0 27-3-8 P ' pp A0 "� ! LOADING (ps"j SPACING 210.0 � CSI ? DEFL to (ioc; tlde3tt Lid PLATES GRIP { TCLL 300 plants Bncrease 1,15 TC 0,69 3 VereLL) -0,20 9-12 >999 3607 MT20 1851144 (Roof Snow -300) Lumber t cezase 3.55 � BC 0.74 Ved(TL) -049 9 ,M >584 240 CGL 150 Rep54rass6rcr `ES i WE 0.77 Horz(TL) 046 6 tva iva BCL" 10 ` Cade IBC2006ITP12002 i (Madix) t Wind(LL) 0 10 9.1 >999 240 Weight 116 tb FT 20% 4 B -M i .............«..........»..,.,.,...___..,..........._..,..,,.,. 5.....,..,....,. a,_...., 4....,.._ w..,.......,...,.... la.._.. M_.........._....._, m.....,........e.... m...,.._.,...e........,.....,.,.„.. .._..._..........,.....__..... . .._........_..._._.A._,_,._e,__ W,_...<,...{ LUMBER BRACING ` TOP CHIORO 24 SPF 165OF I SE TOP CHORD Stru =,rrai woad sheathing directly app8led or 4-5-15 oC pur ms. SOT CHORD 2x4 SPF 165OF 1.58 SOT CHORD Rn ze 4ng crrectty app4ed or 10-0-0 nobaong. N1Er^S 2x4 htF Stud Mr-i w recommends that Stabilizers and repuned c ross bra mi; be nsta led WEDGE Y ci„ truss recfrarx u� accrtrtlance rrpth SEa3srirzer,lrs ipilatfran .,, .F _ ....,_. ._ ,. `. �...�.. -. Left 2x4 H'F Stud, Pight' 2x4 HF Stud REACTIONS (€btstze) 2=159810-3-8 (min. 0-2-5),6=1594M-3-8 (min. 0.2.5) Max Horx2= 228(LC 6) Max Uptsf 2 = -2s5(L C 7), 8= 233(LC 3) Max Grav2= 1598(LC 2 ).6=1594(LC 3p FORCES ( €b) -,Max Cemp.f Uax. Tan, - All farces 250 (to) or less except when shown. TOP CHORD 2.30.36 2 4 11 2 07.3 -11 =.2751129. !7 -1 1 =- 28 70158.4 -12 . 26701533, 5 -12 =- 2751!50, 5.8= :3631149 BOT CHORD 2 -16 «- 8613055, 9.10 =- 92I3(7t39, 8.9= 013076, 6.8=Ot3t 2 VVEBS 4-9=012035,3-9=-7211203,5-9=.726t253 1/112013 *Repair: Change ceiling profile as shown. 1, :Attach 2x4 No.2 or better grade scab to one face easing 3 -10d nails (131"Elia.x ° ") t R E MO VE :f a3F z i_r ",I +01 -,S, t HIS i Ali' iS F ON 0 t bt M ,, {, r ki CV i t, i ,iY ^l t F 1 ,t " 0 0 w t x. , .'t..) e ! i t x, q � ! . ..l, it ^ ,. . t ,r,k P•: At'iACH `C P FtES x16. ', 5F 01 4,l (5 E PM-1 P M - 1 ° 2) R)3 c r v ,(• ,."i `'aiW) E D AR EA) iiSitJG\' 1 F1bN G.," V) 'ri.t BTt. ,i1fD`fHl ha 3,: r; ,a €.s. 6F. =r3 �a vs,- , Aw irdt,lW^a, d,,;iLi, S IS qf i F R VV I S E N01 ai,Lr);•ji,H It 45 ;r ($ s :)(. )> >;,t1 v ,3 i1 e.; .r,,. 3 C) } 4 -. rY t } ) et .1 f ..t3 t.D 3 a E, i a u i): a vi i,_r „ c ) '? �,3 C7 ,: l @ t 1t ?4, ( a .t ..PA5"."!W \',. ^;.?;:S iiric) Vd oa "k °t, iUl 300 plaies Incie'ase i 1 as 3r) taeri(H o15 H it > 999 360 t,i^ �<s, oen tiler r � 9 3t .t1t,. 1 a.t1 l Rep Stress film r1C3 v +i t „:3 } ri 00 1 n"'a n a f3 i_f,. 0 C.odetk`at., :0061tFR,.dk`s`F'. ;irxtatitn3 ttav"W(H 009 iu 99 240 v Brun :ass 20 BC DL C.J d.Clitt BRA d OP C [ORD W SPF 16501 f 5E T OFF CHORD 2_E v cg: tlu afar . i3 ., i 2 t,r . i 13£1 t C;F•tt,1RD W SPF ` 65OF 1 5E, *Except' il";Wrtc'het d flan, ,., ce iod 0 6 -d3 2x6 SPF 21 30F 'l _6E 130 ("HO RD 1?tad ""o0aig or ,,,dy ir) sc.rt k 0 of ua ,l , "wv VV BS 2x4 riF Slue 'Except" 1-15,8 5: '2x3 SPF- 1650 ? SE.. 1 -1 M,2 12 2x4 SPF 165t1C 1 5F k# -1t7 2x4 SPF No.' REACTIONS i @tosizeD) 1198910 -710 hem 0 9-- 254610 -3.6 (niv 0 -3-4) Max Harz 1 = -12%LC 4) FORCES S (to) . N1as, Corrfp, /Max. Ten, -All forces 250 (to) or less except whiat Shown, FOP CHORD 1- 2=- 354t110 2 -3- 553210, 3-16=-553410,4-16 4-5=-4616/0 5 6= V0, 6 7-17=-255610,8-17=-254510, 8 9 - 236610 GOT CHORD 14-15=-131274,13-14=013541, 102.13 =03549 11-12M0/5447, 10-11=014610 WEBS 1-14=013582,2-14=-1411/0,2-12=012148, 3-12=41210,4-11=4000, . 6 -94= 011953. 6.10«'- 257210, 7_10=-69210,$-10 NOTES t) Wind: ASCE 7 -05 100iltph (3-second gust): TC -CC r6 td sf, BCF3L=6.0psf, h =25ft, Cat ll; Exp C., enclosed, tv1WF =i2S (low - iism; cantilever left and right exposed ; end verticM left and right exposed; Lumber DOL, =1.33 plate grip DOL 1,33 2) TCLL: ASCE. 7 -05, bat =30.0 pat (flat root snow): Category Ft', Exp C: Fully Exp,; Ct =l, t 3) Provide adequate drainage to present water poddin 4) This truss has been designed for a 10.17 list bottom chard live road nonconcurrent with any other live loads. 5) < This truss has been designed for a live load of 20opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tali by 2 -e7 -0 W de, will fit between the bottom chord and any other members. 6) Beveled plate or sham n erei red to provide full bearing surface with truss chord at tofratfs) 1, 7) This tress is designed in accordance with the 2006 International Building Code section 2306 1 and referenced roandard Aclstr` pl 1 fi) Design assumes 4x2 (flat orientation) pur6ins at as spacing indicated, fastened to truss TC wf 2 -10d nails. g} Clap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in 10) Hanger(s) or other connections device(s) shall be provided sufficient to support concentrated tcrad(s} 240 lb down at 17 -9 -12 on bottom spars, The destgnPseleaction of such connection do vices) is the responsibility of others. 1 1) In the LOAD CASE section?, loads applied to the face of the truss are noted as front (F) or back (5). LOAD CASE(S) Standard m .(niform Loads'(plf) ., . 3.. u . +"mrg„ " )Afovi jn+ J=N 2Vv 4 22 Fim,1 02),r +1 t Ct' f P u 261 tr7ara t2t7 <p} t - 7 i," ci ,n . a t t U, .t ; sa c ,.,ne w t 3i , ,' >e }� Pens a o €+rope t r c roan e rr is r o.ra 1 w 3 r+s; vns€, r of F is t is g1 e rat tIvis es Est t , rr ii ,w 4ft� (13?d �rrrt'ic-:r.,tlthC:r�1F? }st kxe.aGCxt,,.a1!Pge �svc.ae.!•at €t�..a�++~�e fPSeci,. ^cans a' skv „P err, trnd.9aiu�e3a �, a,7 tsr. ,.,i...,a...rt .p, .YCazx.'.t: r��dx °•s nr� _ i0txwcws a,, sa.,wt o t of stofoQe raer,,orY, crt_a. �.,• cnrxS t r a. n.,,3. ="w" &fMIJIM rurality Crlf.da, DS8 and 4Cxl Ifuitding Cone €ionvoi Safety tocentafion eaecaarQbvt 4cam 4 s carafes irtsti e, TW ;V t )e Street. Suii e 312 A1, r,a=,di kn, VA .:,I,A November 6,20012 Building Permit Application (Complete t t .. w • -. iectriE. Plurrrin Mechanical: City License # City License # City License # - rf,N,kt , T r-1 M1 S Squares BTU's Gallons Amps Sq ft ==r- Review Fee (due at time of submittal): r a ( . .. REPR ESENTATIVE) ( OWNER ) •: p r N Reviewer: In ! t 1 c s I M LOADING(pst) . .«....a. .mom .».,.« -. �.�...,..,,«.,,........_ «..... „., piy to (to 31529 IM SCiSSDRTRUSS TOLL 30.0 Plates lncraasa 3. 8 I , TO 0.69 Vert(LL) -0,20 9 -12 >999 2 MT20 385d1a? 7350 # Sep 27 201 ARtTeia fndustneS €m Fri agar CFI p7 33 2013 Page Umber Increase 3_ _g 6,_j_q 6 -0-4 -0,49 9.10 6 -0-4 � 6 -1-4 3 -0 -8 i c s I M LOADING(pst) SPACING 2 -00 .mom DEFL c s I M LOADING(pst) SPACING 2 -00 CSi ? DEFL to (to Udeff Ud PLATES GRIP TOLL 30.0 Plates lncraasa 3. 8 I , TO 0.69 Vert(LL) -0,20 9 -12 >999 2 MT20 385d1a? (Roof Snow =30 6) ; Umber Increase 8C 0,74 Vert(T) -0,49 9.10 >584 Zap TCDL 15,0 t Rep Stress incr YES WB 0,77 Norz(TL) 0.46 5 Na nfa BCR,L O p ( Code ISC2006frPI2002 lMatrtx) ind(LL) 0.10 9-10 >999 240 � eight 116 lb FT = 20% { a t �a t aC 1 W WW * *k a *q Azpll C 3" Mi UDWH Dy b,as on dv� pr�"wido"I h�, A i 111"00, November 6, 01 Tingey, Palmer The sea] on these drawings indicate acceptance of professional engineering responsibility solely for flic truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI,' TI I I 3 4 il 2 i 2 + 3 .1, It t3-33 18,01 81� j9k0--3 LOADING (psf) SPACING �v t TCLL 30,0 IxWes Inw.mso 1.15 Ic 089 (Root Snow 30 0) Lumber tncrease 1,15 - 1 BC 1 04 CDL 150 Rep Stress Incr NO WB 091 Ktl 00 Code 0C20061rP=02 (Matrix) QQ111 AQ LUMBER 'rop cFiovm 2x6 SFIF 16,50F 1 E BOTCHORD 24 SPF 210OF 1,6E WEBS 2x4 HF Stud 'Except' 1-17,9-10,1-16 2x6 SPF 1650F 1,5E, 3-13 2x4 SPF 165OF 15E 9-11: 2x4 SPF No.2 OTHERS, 2x6 SPF 1650F I 5E 01-8,0 1 .2 112 0 3 8,G 6 -31, 413 0 1 5 J'(3 0 3-0,0-4 81 PLATES GRIP MT20 185" � 44 PREFAB BRA(dNG TOP CHORD BOT CHORD JO NTS Weight 129 tb F1 �� 20% 2 oc purtais (2 nlax except t.nd verficals (Switchmi frorn sheeted Spaonq - 2-0 Rigid feilingd appied I Bface at,A¢s 9 'eu Dessgn Vobd tv-, uw —ta; 1,00" it oevg,, is bowd o,n,y upw, pololriete's sho"'n, wd is 1zn 0rx .0 , idng Appk,�as, Aly ar dovgn patamOtns Ono ca Pe, "'cog"o,aft.'r of compo"em is o k Admq des,grfm - V Ifu g ,ho-n elvc➢0l, lo 00?"jqe deWer, (im0� m ono,,ubm6ng ccA ANS0141 Outdify Critelia DS449 and SCSI ItuRding component sXtv infolmofion ovaxAA, Tw%s aie m,Wr,ie, 78 r ceo S4eel Sestet 3U, MewMlkl VA 22314. 77, Qmenbacl, k,a,ie Sv;w 109 REACTIONS (Iirrsize) 1=198910-7-10 ignin 0-3.2),9=254610-3 (lnirl O3-4) Max Herz I �l 29iLC 4) FORCES (Ily) - Max Cornp,110ax. Ten, -Fail forces 250 (to) or less except when shown TOP CHORD 1-2=4548/0,2-3=5531 316 4 4 5-6�-461 1/0, 6-7=-255toyi, 7-17=-2556/0.8-17- 8-9=-2386/0 BOTCHORD 14-",5 12,13'- 11 -12° 015447,10. 11=41461 6 WEBS 1-14 2-lxi=-141110, 2-12=012148,3-12= 712/0, 4-1 1=-10001 6 10=-257210, 7-10=-692)0, 810=0/3199 NOTES 1) Wind ASCE 7-0 ; 100iTiph (3-second gush, TCDL=6,Opsf, BCDL=6,0psf, h=25ft, Cat St; ExP C: enclosed, MWFRS (Erne- rise): cantilever left and right exposed : end vertical left and right exposed, Lumber DO - °1.33 pede grip DOL� 1,33 2) TCLL ASCE 7-05, Pf=30 0 psf (flat fact snow), Category 11; Exis C, Fully Exp.; Ct= 1 1 3) Provide adequate drainage to prevent water pending 4)Tms truss has been designed for a 10.0 psi bottom chord live load nonconcuii with any chief irve turns. 5)1 * This truss has been designed for a five load of 20,Opsf on the beftern chord in all areas where a rectangle 3.6-0 fall by 2-0 O wide will fit between the bottom chord and any other members. 6 Beveled plate or shim required to provide full searing surface with truss chord at lisint(s) 1, This truss is designed in accordance with the 2006 International Building Code section 2306,1 and referenced standard ANSIfTiel 8) Design assumes 42 (flat orientation) purlins at no spacing indicated, fastened to truss TC w/ 2-10d nails 9) Gap between inside of lot) chord beating and first diagonal or vertical web shall not exceed 0,500in, 10) Hanger(s) or other connection devicels) shall be provided sufficient to support concentrated load(s) 240 is doxvil at 174 12 on bottom chord The designiseleclion of such connection device(s) is the resporivilbihty of others 1 1) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8), LOAD CAS (S) Standard _jniform Loads ' Dvixqrae vidat MIKI ",IQ clopl kdcv11,D,I,)� I b u�( , V,,,,3cwQ Io �,,x,re Oabir', ""cP", I�Ie i'Q'N m "'o 0 lle 0,elala IWIA Iule I 'he ol the cies 0 Qw,e,<A +osl�ncat ;O,� CoNiof 00,0"pe ae �Iy, U,W txo,. g comwgi ANSVINi iouxifity Crife4o, 056-89 and SCSP sunning Cornpo.ern Safety infouvartion a'aialcie im pwj�, 7in N, i ee Pmel Sude 3� 2 A�omi1xv,o VA 2 -:3i November 6 2012 snow &Y"A 0" G,eota, I , tv" S,Ia,.I, NEPAH- K3i�"V 611(""', I INV A o !�H�jv , i AITAGH .PRE FAH (,"-,EE eeaF r(JONE '� HOVVN iADED AREA) .Sri i i lE SAME GRAU . t. lVVIEll,, ANO I i IF SAMPI, SIZE FTA (t", AS V MAI I RUSS, NOT'FID, VVi I 3J 30") SPACEA) 3`0 C; 2 01 AU OVP M APPirNi icy ,Ai 0-5 [ 8,0-')- ,2 0 3 -A�rY 1 81, 1 r�j, l PlA,,3, 2, 1. i'T,0 'k) tC LOAD610i jpIM SPAGIN(3 �8 0 A l3, 30 0 iIlares, imyease 1 l5 TC 01 3C, 1," 0 i > IT - 1 2 0 M i 0) i Luinher Incraisse 1 15 i i3l 1 10 50 Vert(TI-) -04B I f -P 2-40 lCOL 15,0 Rep siress inci N0 ;'s 0 By 1 lorz(I i - ) .0 '00 9. iva iila SUL 00 Com li3C2006ci PQQ02 xsilinrei_,L) 009 12 999 240 f9i", t 1, io r '70' BCDL 10�0 LIMMER BRACH T OP CHORD 2x6 SPF 1650F I 5E I ("'i CHORD BUT Cl% IORD 2x6 Son 16 I 5E 'Except' ismiched rium shvviod lipacin l 0 Q� 9-13 2x6 SPF 2100F 1 8E Boe 1 Rog4 _, o, 4 ag ap�wuo," 0 Of oc i , xacw ,, VVE DS 2%4 HF Shid 'Except' 1 a a 2A6 SPF 165OF I 5F. H,2 2 Zx SIV l660F i 'A- 8- 10 2x4 SPF No 2 REACTIONS (Iirrsize) 1=198910-7-10 ignin 0-3.2),9=254610-3 (lnirl O3-4) Max Herz I �l 29iLC 4) FORCES (Ily) - Max Cornp,110ax. Ten, -Fail forces 250 (to) or less except when shown TOP CHORD 1-2=4548/0,2-3=5531 316 4 4 5-6�-461 1/0, 6-7=-255toyi, 7-17=-2556/0.8-17- 8-9=-2386/0 BOTCHORD 14-",5 12,13'- 11 -12° 015447,10. 11=41461 6 WEBS 1-14 2-lxi=-141110, 2-12=012148,3-12= 712/0, 4-1 1=-10001 6 10=-257210, 7-10=-692)0, 810=0/3199 NOTES 1) Wind ASCE 7-0 ; 100iTiph (3-second gush, TCDL=6,Opsf, BCDL=6,0psf, h=25ft, Cat St; ExP C: enclosed, MWFRS (Erne- rise): cantilever left and right exposed : end vertical left and right exposed, Lumber DO - °1.33 pede grip DOL� 1,33 2) TCLL ASCE 7-05, Pf=30 0 psf (flat fact snow), Category 11; Exis C, Fully Exp.; Ct= 1 1 3) Provide adequate drainage to prevent water pending 4)Tms truss has been designed for a 10.0 psi bottom chord live load nonconcuii with any chief irve turns. 5)1 * This truss has been designed for a five load of 20,Opsf on the beftern chord in all areas where a rectangle 3.6-0 fall by 2-0 O wide will fit between the bottom chord and any other members. 6 Beveled plate or shim required to provide full searing surface with truss chord at lisint(s) 1, This truss is designed in accordance with the 2006 International Building Code section 2306,1 and referenced standard ANSIfTiel 8) Design assumes 42 (flat orientation) purlins at no spacing indicated, fastened to truss TC w/ 2-10d nails 9) Gap between inside of lot) chord beating and first diagonal or vertical web shall not exceed 0,500in, 10) Hanger(s) or other connection devicels) shall be provided sufficient to support concentrated load(s) 240 is doxvil at 174 12 on bottom chord The designiseleclion of such connection device(s) is the resporivilbihty of others 1 1) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8), LOAD CAS (S) Standard _jniform Loads ' Dvixqrae vidat MIKI ",IQ clopl kdcv11,D,I,)� I b u�( , V,,,,3cwQ Io �,,x,re Oabir', ""cP", I�Ie i'Q'N m "'o 0 lle 0,elala IWIA Iule I 'he ol the cies 0 Qw,e,<A +osl�ncat ;O,� CoNiof 00,0"pe ae �Iy, U,W txo,. g comwgi ANSVINi iouxifity Crife4o, 056-89 and SCSP sunning Cornpo.ern Safety infouvartion a'aialcie im pwj�, 7in N, i ee Pmel Sude 3� 2 A�omi1xv,o VA 2 -:3i November 6 2012 snow &Y"A 0" G,eota, I , tv" S,Ia,.I, City of COMMUNin DEN'ELOPMENT [plan o Maiffino (if different than property address) Address: City License #, City License # City License # Desoription-ofmolk (Fully describe work to be performed - Attach additional sheet If necessary) 4 AC- Contract Value of all work 7 2� Review Fee (due at time of submiftwh Squares BTU's n.m Ga0ons Amps Sq Ft, ___ -------- OWNEWCON'FRAC'FOR OF t'NDERS'FANDINGAND AGRF.'ENlVN'F I @Ioeh% C,, flx:u dic Nvthi�tk (b,lapse, propos ,Vd h th�� pern,"it aiv: wi,;w oc ancl do nog tiohtc, wk, 'o d nv €air o :mcwiw ea,011k:nt, W Wsok,uon, M rco, d fllat aafl J1mkn tvrrl ?a azsbtsa nwdc xc thx 3 11,1a,c read loalwk 6 .11l omtiifioii•a pnnwk�on fliot l a,�uincs , uH f0r0iinph,wk r%i0l 01N M V, ht%P ! Rii]ge,- mkf sandy r ala\ pcnwl k lxva cd " fhx klin the lvvA owwr w h;ov i'kvn h" 0w 4 ,0 mNno oi 01kprop'.-o% do pol(oll raolk dMi Jill ,flm ou0hqi, t bN 01k- is 5 =.<a! a =aaaa4a iit sass aMW% mc}wh�kl on 01i, ,o tka 61;a oiaw, on 06, apjlhk:,atw i, ........ ... (IRCLEOW" toll \LR� ft'(Mik It TOR) LIE it 1110,0111 �RITRL /AI -L) s (011 \FRI L I L UNt'N kNIU� 7 OWNC.; COMMEWTS BULDNG, DEPARTMEN", COMMENTS Reviewer PUEL C WORKS COMMENTS OCCUPANCY Rewewip w FIRE no rewew requwed Bldg Valuation: $ DEPARTMENT', approv 1.,ed com fnents disapproved E-- I C ity of Whc 4c : M � , -I .- 3 P Stan permi Iz— 2 one: Plumbing Mechanical'. "sty License # City Licen (Fully describe w ork to be perf ormed a dd itional Re view Fee ( us at Orne of submittal) t, OUP (OW"VE) t ONTRUTO t f IRM .s:..,o . m.� a... ,...m r n w� �h a c s, �lilp�� ul� Illt� (Comp h are Property Addr"w Property r r (p lease r#may fin . ( if dMerent than property dress Address: HEIM rl � $- ?� 00 0 Review Fee �dve at 0 Ir City of City of'Wheat Ridge Municipal Building 7500 W. 29' Wheat Ridge, CO 80033-8001 F. 303. 235.2846 F: 301235,2857 Bud Starker 3019 Eaton Street Wheat Ridge, CO 80214 Dear Mr. Starker: This letter is in regard to an application filed for approval of a building permit for property located at 5560 W. 29 Avenue The application has been reviewed and the following are planning comments regarding the first submittal, 10. The accessory structure, must have a 10' rear setback, PAGE L2.0 1. In the planting list, proposed street trees shall have a minimum caliper of 2-1/2", 1 In the planting list, proposed evergreen trees shall have a minimum height of 6', PAGE AO.01 I . Add a note that the rear setback of the main building has been reduced to 5' pursuant to Case No. wwwxi.wheatridgexoms WA-12-09. 1 The accessory structure must have a 10' rear setback. PAGE A2.01 1. Pursuant to the Architectural and Site Design Manual, for new construction, walls shall have a change of materials for every 10' feet of wall height. The eastern facade of the addition does not meet this standard. Please address. 2. Provide screening for the rooftop mechanical equipment. PAGE AO.02 1. Pursuant to the Architectural and Site Design Manual, for new construction, walls shall have a change of matenals for every 10' feet of wall height. l'be southern fa�ade of the addition does not meet this standard. Please address. 2. Provide screening for the rooftop mechanical equipment. OTHER ITEMS: This concludes the summary of the planning comments. Please submit three copies of the revised sheets for incorporation into the plan set. If you have any questions, feel free to call me at 303- 235-2848. ammm Meredith Reckert, AICP Senior Planner N vt CH-t4A �Y]3 712— 1 0, X` 7crD 66, Zc Ol't VAT r, cl —. S 2- � �' , R"v1-li-r LON ,2 3t—s?o 3� (3 �r S 13� A" ty C'P c ty 0 P pli, 13BLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29 Ave, Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.2351857 Date mmum Phone # Location of Construction: A Purpose of Construction: Single Farnily _ Commercial IMMMEM Development Review $100.00 (Required of all Projects for document processing) Sias gle'Famity Residence/Duvlex Review $50.00 Commercial/Nitilti-Fami1v Review Fees 0 0 & M Manual Review & SMA Recording Fee........— . ....... —.— $100.00 1 Each Application will be reviewed by staff once and returned for changes. If after review of the second subuntral changes have not been made to the civil docunients or the Traffic Study as requested by staff, further reviews of the Application will be sulliect to the following Resubtnittal Fees: Resu►mittal Fees: 3" submittal ('/'2 initial review fee): ...... .......... $300.00 4"" submittal (full initial review ........ $600.00 All subsequent submittals: $600.00 (Full initial review fee) TOTAL REVIEW FEES (due at tinic of Building Pen it issuance): PLEASE NOTE THAT IN ADDITIONTO THE ABOVE FEES. THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRucTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. Signature of Applicant Date wwwxi.wheatrIdge.co,us ReN 07 10 City of COMMERCIALIMULTI � � ^ W\2< 2 <\ \\ / }g2° . . . . ƒ<? <f d ^ P PUBOC WORKS Location: submitted I have reviewed the ,< to construct a to be © located at t. above . Please .comments below. (dy to h6atR�ic I LIC WORKS City of W h6at 11F;� �ile PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W, 29 ve, Wheat Ridge, CO 80033-8001 P: 303.235,2861 F: 303.235.2857 Re: Third Review Con'unents of the Civil Documents for the Starker Subdivision, Case #N4S-12-0L Dear Mr. Jennings, I have completed the third review of the above referenced documents received on May 3, 2012 and May 8, 2012, for development of the property located at 5560 W� 29"' Avenue. The Drainage Letter and associated plans (Drainage./Grading Plan and Details for Permeable Interlocking Concrete Pavement) were previously found to beapprovable on March 23, 2012. 'this letter is to inform you that all civil engineering documents for this development have been reviewed and are hereby approved for construction by the Department of Public Works. Please be aware of the following items regarding the construction of the project: wwwA.-wheatridge,coos Stvrkcr',Swbdi wsi err Civil L7�>cr�r���stts • <at�ta�t,x�tsl.Itr,�is� i I 1"'T'TrKT iii r 1"gineentif May 4, 2012 Page 3 CITY OF WHEAT RIDGE MATERIALS AND TESTING REQUIREMENTS FOR CONSTRUCTION OF PUBLIC IMPROVEMENTS DESCRIPTION Materials sampling and testing for public improvements shall be perforined by an independent materials testing coiripany at the expense of the developer, and/or utility district. Unless otherwise designated, all referenced specifications, standards or policies shall be the latest edition as revised or updated by approved supplements published and issued prior to the date of the building permit. REQUIREMENTS All materials sampling and testing shall be perfonned by certified, experienced and qualified materials testing technicians who work under the supervision of a registered professional engineer in the State of Colorado. All materials sampling and testing equipment shall be serviceable and have current calibrated certifications. wwwA,wheatridge.co.us Staiter SuNfivision 00 Documew, - approvalAtrAv\ r r-JIFN7111 May 4, 2012 Page 4 Table 720-1 City of Wheat Ridge Materials Testing Requirements I J'ype of 1'est frcqi:tenc_y_ Remarks I Soil Survey (Cla AASHTO M1 5 I per 500 feet of roadway, Sidewalk or pipe trench Surveys for roadway and trench may be combined Moisture-Density Curve, AASHI'O 7 1799 Embankment in-place Colorado Procedures Roadway subgrade in-place density, Colorado Procedures Sidewalk sub grade in-place density, Colorado Procedures Pipe trench in-place density, Colorado Procedures Aggregate base course in-place density, Colorado Procedures Lime treated subgrade in place density, Colorado Procedures Cement treated base in place density, Colorado Procedures I per on-site soil type I per import material source I per 250 feet per lane per 6-inch loose lift I per 250 feet per lane I per 250 feet of sidewalk I per 200 feet of trench per 18 inch vertical interval I per 250 feet per lane I per 250 feet per lane I per 250 feet per lane AASHTO method deternrined By soil or materials type Minimum density per soil classification, Section 203.07 Minimum density per soil Classification, Section 203.07 Minimum density per soil Classification, Section 203.07 Minimurn density per soil Classification, Section 203.07 Minimum 95% of maximum Density, 'I'l 80 No less than' 5% of std. dry density and opt. moisture, T99 Density in accordance with contract documents, T134 Hot Bituminous Pavement I per 1000 toils Within specifications of asphalt content and gradation Approved mix design, binder PG 64-22 Hot Bituminous Pavement in I per 100 tons 92-96% of maxiniurri density, '17209 place density, Colo, Procedures Concrete compressive strength AASfl`FO Procedures Concrete air content and slump AASI-I'FO Procedures I set per 50 cubic yards PCC pavement, structural I Concrete, sidewalks and curbing I per 25 cubic yards PCC pavenient, structural I Concrete, sidewalks and curbing vvvo w.d.w heal ridgexoms Starker Subdivision Civil Doeuarews - approval,hr,doex, • « iii '' iilri'' lu «� Il�i�i Bud Starker iulM � ����I � Spri 303- 595 -8900 PROJECT INFORMATION: 3890 Upham Street Wheat II Colorado 800�* 0.101.403400 www.wrfire.org • « iii '' iilri'' lu «� Il�i�i Bud Starker iulM � ����I � Spri 303- 595 -8900 PROJECT INFORMATION: ' Restaurant- Core & Shell 5560 W 29''' Avenue, Wheat Fridge, CO 80214 303- STATUS: 0 PLANS ARE REJECTED. Revise and Resubmit. 0 PLANS ARE APPROVED AS SU ® PLANS ARE C ONDITIONALLY APPROVED. See Review Comments. A response is not required. A response is required. Submit an itemized response correlated to the remarks listed tinder `dart review Comments' DEFERRED SUBMITTALS: ® Fire Sprinkler/Standpipe System E) Fire Alarm ;system Kitchen Hood Suppression System C tither: PROJECT INFORMATION: • « iii '' iilri'' lu «� Il�i�i N�III��II�IIMllfll N ��III �I • «« � #� III « ��� Irl�l iulM � ����I � Spri 4 PLAN REVIEW COMMENTS: f i f« I i .. .. f Y 3 f t. Y w ♦. F .. Y. # Y i..... 9 i i .: i i Y .. ... f i i w f f a secti ipart)64d means of egress requirementa,, the number of occupants for whom means of egress lacifities shelf be provided shall be determined in accordance Wth this Kelly Brooks 10- 180402 511512012 1 Reviewed By: Inspector No.: Eats: Page: ISM Spri a PLAN REVIEW COMMENTS: f i f« I i .. .. f Y 3 f t. Y w ♦. F .. Y. # Y i..... 9 i i .: i i Y .. ... f i i w f f a secti ipart)64d means of egress requirementa,, the number of occupants for whom means of egress lacifities shelf be provided shall be determined in accordance Wth this Kelly Brooks 10- 180402 511512012 1 Reviewed By: Inspector No.: Eats: Page: t not create conditions that impede exit access. EKit or exit access doorway arrangement. Required exits shelf be located in a manner that makes their availability obvious, t ♦. "r at all •. E and exit access doorways rt arranged be in accordance with Sections Size and distribution, Multipurpose * * extinguishers pounds Y ea (4 5kg), shall have a minimum UL classification of 4-A, and shall be rated to fight Class A, B, or C fire Kelly Brooks 10-180402 511512012 Reviewed By: Inspector No,. Gate: Page: t feet : width, « egress court shall : have r.:.. fire-resistance- rated construction r distance of t above the floor of r Openings such walls shall be protected by opening protectives having a tire protection rating of not less than 314 hour, Address ITumbers. New and existing buildings shall have approved address numbers in a position 01 that is plainly legible and visible from the street Numbers shall be a minimum of 4" anda stroke of on ! backgro egress fighting. The means of egress between the exits out of the main dining area and a public way are undefined and constrained within outdoor courts. • r. t t M rr. ♦ r ♦ r. •. -;- ds !. • r s KettfC1Q{CS I{ °}{JJ}I 3 Reviewed By: Inspector No,: Date: Page: its Section 1: Project Information Project Type: Now Construction Project Title : 5560 W 29th Ave Designer/Contractor: Belfay . re ve , O 80204 303-892-5980 belfay@beffay.com 0=11M APPROVED Subject to Field Irispections Wheat Ridge Building Dept. p4of, Date � xwlllll=� Section 3: Requirements Checklist Climate-Specific Requirements: Gross Cavity Cont. Proposed Budget Area or R-Value R-Value U-Factor U-Factor(a) Xerimeter Floor 1, Wood-Framed 2200 19.0 0.0 0,051 0,051 Roof 1: Attic Roof with Wood Joists 2200 30,0 0.0 0,034 0,034 South Wall: Wood-Framed, 16" o,c, 648 19,0 0.0 0.057 0,089 Window 1: Metal Frame with Thermal Break:Double Pane with 41 --- ... 0,350 0.550 Low-E, Clear, SHGC 0,35 Door 1: Glass (> 50% glazing):Metal Frame, Entrance Door, SHGC 35 ... --- 0,400 1 .200 0,40 Door 2: Insulated Metal, Swinging 21 --- --- 0,100 0,700 East Wall: Wood-Framed, 16" ox. 600 19,0 0,0 0,067 0,089 West Walt Wood-Framed, 16" o.c. 650 19,0 0.0 0.067 0.089 Window 2: Metal Frame with Thermal Break:Double Pane with 175 --- 0.350 0,550 Low-E, Clear, SHGC 0.35 Door 3: Glass (> 50% glazing):Metal Frame, Entrance Door, SHGC 70 0,400 1.200 0,40 North Wall Wood-Framed, 16"o.c. 384 19,0 0,0 0,067 0,089 Window 3: Metal Frame with Thermal Break:Double Pane with 63 --- 0,350 0,550 Low-E, Clear, SHGC 0,35 Door 4: Glass (> 5010 glazing): Metal Frame, Entrance Door, SHGC 35 --- 0,400 1,200 0.40 Project Tftle� 5560 01/12 Data filename: S:\Drawings\2012N556O W, 29th, Ave, 12053\Betfay\Calculations\Electr'tcal\Lighting.cck Page I of 6 E�� Project Title: 5560 W 29th Ave Report date� 05/01/12 Data fitename: S W. 29th, Ave. 12053\Belfay\Calculations\Electrical\Lighting,cck Page 2 of 6 Section 1: Project Information B Project Type: New Construction 0 Project Title 5560 W 29th Ave Floor Area Construction Site: Owner /Agent: Designer/Contractor: 5560 W 29th Ave Battey Engineering P.C. Denver, CO 80214 2811 W 9th Ave Dining: Family Denver, CO 80204 1.6 303-892-5980 Dining: Bar Lounge/Leisure belfay@belfay.com 19,111919IRipilli Il � 111111111111111III A B C 0 Area Category Floor Area Allowed Allowed Watts Fixture (fi Watts / ft2 (a x C) Dining: Family 1525 1.6 2440 Dining: Bar Lounge/Leisure 606 1.3 788 Office 49 1 49 130 Compact Fluorescent 1: B/BX: Twin Tube 18W / Electronic Total Allowed Watts = 3277 A a C D E Fixture ID - Description I Lamp / Wattage Per Lamp I Ballast Lamps/ # of Fixture (C X D) — Fixture Fixtures Watt. Dining: Family (1525 sqA.) Linear Fluorescent 1: A: 46' T5 28W / Electronic 2 2 65 130 Compact Fluorescent 1: B/BX: Twin Tube 18W / Electronic 1 12 20 240 Compact Fluorescent 2: F: Spiral 13W / Electronic 1 1 18 18 Incandescent 1: G: Incandescent 50W 1 3 50 150 Incandescent 2: L' Incandescent 50W 1 2 50 100 Incandescent 6: K: Incandescent 50W 1 14 50 700 Dining; Bar Lounge/Leisure (606 sqA) Incandescent 3: G: Incandescent 50W 1 7 50 350 LED: H: LED UNDERCABINET I Other 1 5 10 50 Incandescent 5: U Incandescent 50W 1 9 50 450 Office (49 sq.fil Linear Fluorescent 2: D: 48" T8 32W / Electronic 2 1 59 59 Lighting Wattage: 1 . Total proposed watts must be less than or equal to total allowed wafts, Allowed Watts Proposed Watts Complies 3277 2247 YES M= Project Tifle: 5560 W 29th Ave Report date: 05/01112 Data filename: SMrawings1201215560 W. 29th, Ave, 12053\Beffay\Calculations\Electrical\Lighting,cck Page 3 of 6 0 L1 2. Independent controls for each space (switchloccupancy sensor), Exceptions: U Areas designated as security or emergency areas that must be continuously illuminated. Ll Lighting in stairways or corridors that are elements of the means of egress. 1 Master switch at entry to hotelfirnotel quest room, 4. Individual dwelling units separately metered. 5. Each space required to have a manual control also allows for reducing the connected lighting load by at least 50 percent by either controlling all luminaires, dual switching of alternate rows of luminaires, alternate luminaires, or alternate lamps, switching the middle lamp luminaires independently of other lamps, or switching each Jurninaire or each lamp. Exceptions: U Only one luminalre in space, Ll An occupant-sensing device controls the area. The area is a corridor, storeroom, restroorm public lobby • sleeping unit, Areas that use less than 0.6 Watts/sq,ft, 6, Automatic lighting shutoff control in buildings larger than 5,000 sq,ft, NOW17= LJ Sleeping units, patient care areas; and spaces where automatic shutoff would endanger safety or security. Photocell/astronomical time switch on exterior lights, MM= L) Lighting intended for 24 hour use. L) 8, Tandem wired one-lamp and three-lamp ballasted luminaires (No single-lamp ballastl Exceptions: U Electronic high-frequency ballasts; Luminaires on emergency circuits or with no available pair. Project Title: 5560 W 29th Ave Report date: 05/01112 Data filename: S:\Drawings\2012\5560 W. 29th, Ave. 120531Belfay\Calculations\Etectrical\Lighting.cck Page 4 of 5 Section 1: Project Information Project Type: New Construction Project Title 5560 W 29th Ave Construction Site: Owner/Agent: Designer/Contractor: 5560 W 29th Ave Beftay Engineering P.C, Denver, CO 80214 2811 W 9th Ave Denver, CO 80204 303-892-5980 belfay@belfay.com ♦ 1111 Building Location (for weather data)� Denver, Colora Climate Zone: 5b i M3M3WZ= Requirements Specific To: RTU-1 : 1, Equipment minimum efficiency: Duct Furnace (Gas) 80.0 % Ec L1 2, Equipment minimum efficiency: Rooftop Package Unit: 97 SEER U 3, Cooling system provides a means to relieve excess outdoor air during economizer operation. Lj 4. Integrated air economizer required Requirements Specific To: RTU-2: Ll 1, Equipment minimum efficiency: Duct Furnace (Gas): 80.0 % Ec U 2, Equipment minimum efficiency'. Rooftop Package Unit: 90.1 EER Ll 3, Cooling system provides a means to relieve excess outdoor air during economizer operation. Lj 4, Integrated air economizer required Requirements Specific To: 1 . Equipment minimum efficiency: Duct Furnace (Gas): 80,0 % Ec Requirements Spetific To: Water Heater I L) 1 Gas Instantaneous Water Heater efficiency: 0.7 E i Ll 2 Hot water system sized per manufacturer's sizing gul Project Title: 5560 W 29th Ave Report date: 05101/12 01,� Data filename: SADrawingsM1215560 W. 29th, Ave, 120531 BelfaytCalculations\ElectricaRLighting.cck Page 5 of 6 I All piping in circulating system insulated 4. Automatic time control of heat tapes and recirculating systems present U 5, Controls will shut off operation of circulating pump between water heaterlboiler and storage tanks within 5 minutes after end of heating cycle Generic Requirements: Must be met by all systems to which the requirement is applicable: LI I. Load calculations per ASHRAE Fundamentals Lj 2, Plant equipment and system capacity no greater than needed to meet loads LI Exception: Standby equipment automatically off when primary system is operating LI Exception: Multiple units controlled to sequence operation as a function of load Cj 3. Minimum one temperature control device per system LI 4. Minimum one humidity control device per installed humidification/dehumidification system 5. Automatic Controls Setback to 55*F (heat) and 85'F (cool); 7-day clock, 2-hour occupant override, I 0-hour backup am U Exception: 2 kW demand or less, submit calculations Li 6 Outside-air source for ventilation; system capable of reducing OSA to required minimum supply and return air duct insulation in unconditioned spaces R-8 supply and return air duct insulation outside the building R-8 insulation between ducts and the building exterior when ducts are part of a building assembly Ll Exception, Special occupancy or special applications where wide temperature ranges are not acceptable and are approved by the authority having jurisdiction. Lj 14. Balancing devices provided in accordance with IMC (2006) 603,17 u 15. Motorized, automatic shutoff dampers required on exhaust and outdoor air supply openings r a• Will ill iiiii! ITIMIN !!! Ill ' l 111 - I III I I t • R Till illill 1111111 illill 11111111111 llll�il �'I ii? fiff •I Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The propose mechanical systems have been designed to meet the 2006 IECC requirements in COMcheck Version 3,8,0 and to comply with the manddlerfteclu mentse Requirements Checklist. Name - Title Sig ore Date W, Project Title: 5560 W 29th Ave Report date 05101/12 Data filename: S.\Drawings\2012\5560 : elfa l ul ations0ectricaltl. ightirl Page 6 of 6 m PROJECT: 5560 W 29 Ave PROJECT ADDRESS: 5560 W 29 Ave BELFAY JOB It: 12053 SUBJECT: Plan Review Comments 4) Provide an automatic fire-extinguishing system for the commercial kitchen hood. This system shall be submitted and permitted separately. A deferred submittal for this work is anticipated. The Fire-extinguishing system for the commercial kitchen hood will be provided in a deferred submittal 12) Additional egress lighting required. The fire code requires that the entire exit 13) Additional egress lighting required. There is no emergency egress lighting indicated in the main dining room. Ensure egress lighting is provided and installed in accordance with Fire Code requirements. See revised sheet E1.02 for addition of egress lighting in the dining room. 14) Provide required clearances around electrical panels. Storage shelving near electrical panels will not be installed where it would interfere with required NEC working clearances, Sincerely, Kevin Stoddard Belfay Engineering, P.0 .el FFddlFf 22795 64", MEANS'0F EGRESS 1006.2 Illumination level. The means of egress illumination doll Of the emergency power system shall be in accordance level shall not be less than I foot candle (I I lux) at die walking with Section 2702. surface level. 4-The means of egress must be illuminated, especially Exception: For auditoriums, theaters, concert or halls in times of emergency when the occupants must have and similar assembly occupancies, the illumination at the a lighted path of exit travel in order to evacuate the walking surface level is permitted to be reduced during per- building safely. The code is very specific in the descrip- formances to not less than 0.2 foot-candle (2,15 lux), pro- tion of the areas that are required to be illuminated by vided that the required illumination is automatically the emergency power system. restored upon activation of a premises' fire al ann system The locations include: where such system is provided. I 1. Dedicated egress routes in larger rooms or The intensity of lighting illuminating the entire means spaces. For example, an aisle in an open office of egress, including open plan spaces, aisles, com- plan but not within individual offices that egress dors and passageways, exit stairways, exit doors and through the open area. places of exit discharge at the walking surface or floor level must not be less than I foot-candle (11 lux). It has 2. Public or common egress elements. Essential been found that this low level of lighting renders portions of the interior egress system, such as stairways and corridors in larger buildings, must enough visibility for the occupants to evacuate the be illuminated. building safely. It is important to note that this lighting level is mea- 1 Means of egress systems normally used in exit sured at the floor in order to make the floor surface visi- balconies that would provide emergency exit if- ble. Levels of illumination above the floor may be lumination to these components until egress at higher or lower, thus allowing lights on the steps to be grade is 'reached" or * achieved." used rather than general area lights. The exception addresses occupancies where low 4. Interior exit discharge elements, such as fully light level is needed for the function of the space. The sprinklered lobbies and vestibules, where stair- wads dischar a into these exit level of intensity of aisle lighting in such spaces may be reduced to 0.2 foot-candle (2.15 lux), but'oniy dur- 5. Ex terior pot, ions t the exit discharge. Note that in the time of a performance. This intensity of illumi- only the portion of the exterior discharge that is nation is sufficient to distinguish the aisles and stairs immediately adjacent to the building exit dis- leading tq the egress doors and is not a source of dis- traction during a performance. It is not the intent of the rnihation aria not the entire extdricsi° discharge exception to require a fire alarm system but to require path to the pu lie wa . a connection to the egress lighting where a fire alarm system is provided. ._.........._c.. energy for maintaining the illumination of the means of 5560 West 29 Core and Shell Renovation mmom a g April 17 Project o: 12009 Exposure: C Seismic Zone: B bedroom Occupancy: 70 Ft, Minimum. At 70 Sq� Ft. I person allowed in a room; will need additional 50 Sq, A14U Ft. for each additional person U 0p Anchor Engineering, Inc. Structural Engineering Consultant CLIENT: 5mple Pr own PROJECT : 7ta5t 29th Aw,, t2rover. W JOB # 12(X)97 BY MV 5 DATE: 4/11/ 20U Snow Drift Load Per AS CE 7-05 (Section 7.7) Calculation Description. Longitudinal Snow Drift Loading PROJECT INFORMATION: lu 47.5 feet (7.7, 1) MK6 74 IFACTOP4 0, P9 25 psf (7,2) F-ty Obstr, Height 5 ft Drift leeward 'windward' or 'leeward" �7.7. 1) 0 7 Roof Slope flat "flat" or "sloped" (7.3 & 7.4) -A -4 C, I (Figure 7-2) C. I (Sec 7,31 C, 1 (Sec 7,3) I I (Sec 73) RESULTS h, 3.84 ff (Figure 7-9) P 20 psf (7.3) TAME 7. 3 P, 20 psf (7A) TUFMAU, FACTOM Q 1725 pcf (771) y 1�4�1� Wd..4'1 Nil- hd 219 ft (Figure 7-9) swW-m" kA m ah—e fi'votexWi jwmwoh vol't, m i I dw, 'he .4wh SU� % twq m-,.mwv A—A.0 -0.44"d 4', WV wo #w* -j u.zJ, 25 F' hr - 4 64ho 4 4 Knt'AV, hb 1,16 ft (77.1) "J avwmw- mxftltwxvu� WIA N+- W"tmt; twal'O with 4 1-4 kvit,to. 1v hd,11111 2,29 ft (Figure 7-9 & 731) kR —vw) I", 4h'. ZA� V W ft 7-8 & 731) n.- .-hb— 6,0 t. r "t iW ; o�Wm 04— Om— ft, ht, it IN 9.15 (Figure Z Pd 39.5 psf (Figure 7-8 & 77.1) . , ' WMAN V�UAMy -ttmmftd mvmv "r4wo," �4 1 40C my mow '14 'my r"Am 4 0 7. Z m * kno dm#�# Uul� wi mvwit ewwt . owtvamw. mwo~ .4 Jut� .4 Mt 1—,a . W04.,Ar 'Wo. W+ i".,* .M418 t"U0,* f.41- TAKE 7•4 IMPORTANCE FACTOR, 1, MWV LOAOS) fNote: For Parapet Applications Input: Owindward" into drift call) In 4A IV W� SIN�0 L� AM TO$� 1-1 ik surcharge Load Due to Drifting is Satanced Snow Load Zziil, X .; 0p Anchor EMineenng, Inc. Client: � � �cg � , �� Project. s Job umber: lc � ° r) 3y; � �� � Cate: q 111 If Page. cif PASSED TOW 1 Avaitabltr I R041lffie� 1, 041100 � r ¢ TOW, � A 2 Plate on c65attrete Pf 3,50 2 2 5" 175' i 97 461 8? 843J 89 3 i i f4 Rim Board 550 5.50 - � - 4 - .40 - 1 308 2tl52 2360 None 3,S( 3 Mate on concrete • SPF 2,25' ?5- i 97 ��16/-89 �8431 1 114 olim" Board ., • Rim Board is assumed W ca" all leads applied directly above it blimsing the member being demgned. Loads Lo"Iflon SOW 16" Assembly - Moveable Setting and I Undoun(PSF) 0 to 25' 112" 0 System Fluor Member Type : foist Building Use Commercial Budding Code: IBC Design Methodology : ASD Weyerhaeuw Notes SUSTMNABU FORESTRY (NIPATIVE Weyerhaeuser warrants thar the SUHly Of its Products w4i be in accordame with Weyerhaft5er product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for insoffladon dedallsh (www.woodbywy.com) Accessories (Ran Board, Blocking Panels and Squash Blacks) are not designed by this software, Use of this software is not interned to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or frames` is responsrble to assure that IJI'S Calculation is Compalable with the overall project. Products oulnufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions anti sir information have been provided by DAP Forte Software Operator Job Notes vloterri Raqir CO 412412012 3:18 PM Forte v3,5, Design Engine V5,5,3 2 Page 1 of 1 MEMBE M arn F i t ior, K tis h en 3 Sp an C3 210 0 16" OC 1 la s ~ w E I IL-21 E31 40 All Dimensions Are Horizontal; Draw ng is Conceptual tC tS ! tt 0 Location Allowed Pjautt ! Lf . C nnt€cw� ( rt} , ' Syslern : Floor __ �__Acttal Member ber Rea kin (lbs) 2611 @ }1 3 3/4 2565 # Passed (102 %) � 1 -00 1,0 D + 1,0 L (,Adj Spans) Member Ty pe: Joist Strear { }5s) ._._ 1 %63 6 31 — � _2655 A {70ao) 1 GO r y i3 l3 + S tl L (Ad). Spans) ,.w Pas Building Use Com mercial Moment (FC lbs) -2972@21'33/4' 3'745 X78%) _ 1,00 LO D + LO & Ad) Spans} Suitdtng Code ° IBC Lfve L gad tlefl {fit} O 143 * 27 6 7 Lead gefl fi 186 @ 27" 7 3 fF 235 Passed 1J394} 1.0 C9 + 1,0 i (A3t 3n5 ._. Ct 591 Passed it Z fl A9t Spas Design Methodology . ASD Dial { #n} /16 ,......,,�.. _,_._....�... k_.,,. ae...,._.M.W...,_...,......,... .._.....�. _.e .W..,.,....,..._..�,......, (V760 ) mm a D + L s) w TI-Pro Rating 62 U I Passed Lief ecOo s criterra, LL (L/480) and 1"L (f./240). Bracing (Lu): All compre ssion edges (top and bottom) must be blared at Y8 318" a/c unless detailed otherw Prope attachment and positioning of lateral bracrrig is required to al:l'reve member statobty.. ` 2000 Ids Concentrated rcad requirements for standard rion- r esolenClaf floors have been consider fear reaction and shear.. ` A s&'ructuraf analysis of the d k has not been performed. Deflection analysis is based on courposite action with a sifutte layer of 1 1 /8" Paned (48" Span Rating) that is glued and nailed dawn, Add itional considerations for the T7-Pro" Rating Nnci : Nome Down Poe 55s i tV t z�rn Avr 303 783 4797 Restaurant J.av+ety' inc oreng „rtir: 4/24/2012 3 17 15 PM Forte u3.5, Design Engine VS 53.2 Page 1 of 1 OveraH Length: 33'4" MEMBER REPORT Main Fk*r, Kitchen 2 Span PASSED ��iTO R T E' I piece(s) 117/8" T310 210 @ 16" OC Overall Length: 23'7" 1 1'6' 0 All Dirriensions Are Horizontal; Drawing is Conceptual Cit35t tt Results at Location Attowed ifliftalt F �Loaid. Coloillo4iti0q (PAMM) System: Fiber Merziber Reaction (lbs) 2703 @ 11 9 1/2 100 I-0 D a 0 L (All Spans) 1,0 D I-0 L Spans) MemberType:)Wst g Use � Com mercial Buildin Shear (lbs) 1161 @ 12 70%) 1,00 + (Ali ------ 1/2 37 Mpirrient (Ft lbs) -3131 @1 V " 1 95 J sedj2 b'j Pas (Ail Spans) Buildirg Code: IBC 0331 @ 5'8 5/16 0290 Passed (V999+) 1,0 D + 1,0 I (Alt 5pan53 ign Methodology ASO Total Load Defl, (in) 0168 @ IW 3/16" 01579 13 Passed (1.182 9) 1.0 D + 1.0 L (Alt Spans) 40 a d DeQK von, cnteha: LL (LJ480) and M (t,i Z40), • Braong (Lu): As compressitin edges (too and bottom) must be braced at 3' 7 114' a/c unrest detailed o"twise. Prom attachment and positioning of lateral ti,ac,ing a% requiord to achieve "oolmer stability, 2000 ms concerdiated kuld regurrements for standard non- residential boors have been Considered for realorril and Shear. A onxturaj anausi5 of the deck has nor tairtri Performed. Deflection analysis is based on composite action with a single siver of 1 118' Paper (48' Span Rating) that its glued and nailed down. Atkfa,ondt conwferahons for tire i i Pro" Rating include None sup Total Avalit", ItioqW,r ied o"d , P ports : . . . . . ... toe ttlr3 I Plate on concrete SPF 2,25' 115' 2 '��3 9461-83 1 1/4" fbin Board 2 Plate car steel - SPF S-50" 4.32' l 772 1931 l 2703 Web Stiffeners I Plate, on concrete SPF 35 2, 2 1,75* 243 7031-83 946/-83 1 1/4' Rim Board • mar Board is assumed to carry all loads applied driecity above it, bypassing the member being designed, Dead FhailirUve Loads LocatioA S"idra; IS: ri . a Is 40,0 - B. R 1 St Floor SUSTAVAM F FrAFSTRY INITIATM, Weyerhaeuser warrants that the Shuns of As products will de in accordance with Weyerhaeuser product design Corona add publahed design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details, fWww,woodblwy.CoVn ACCeSSOrIeS (Ruh Board, alorlimis; Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to orcurovem the need for a deqqrr professional as deterinkirld by the authority having jurisdiction. The desufner of record, builder a, framer is responsible to assure [net this Calculation is compatible with the overall project, Products manufactured at Weyerhaeuser facilities are third -party certified tovistarriable fmcs'ny Standards. The product application, input design loads, duryinsions and support information have been provided by Dan Forte Software Operator Job Notes 412412012 3.42 32 PM x Vvem rw A�) Forte v3 5, Design Engine V5,5 12 ,�CC � PP)e Co Page 1 of 1 www 'hiftWis Profis Anchor 2.3.0 0 Specifier "s cornrm mts: Input data "OT7 Anchor type and diameter: AWS 131.1 OR, 6 112 Effective ernbedment depth: her « 4 7 24 in. Material, Proof design method ACt 3181 CIP Stand - off instailatiom e = 0 000 in. (no stand catf); t = 0.500 in Anchor plate: ix x I. x t = 8 000 in. x 12 000 en. x 0 800 +n„ (Recommended plate thickness not calculated) profile, no profile Base material cracked concrete, , f,'= 4500 psi; h = 6.000 rn Reinforcement tension, condition 8, shear: condition S, edge reinforcement: none or < No 4 bar Seismic loads (cat C. C. E or F) no Geometry [tn.) S Loading fib, in. b] t r 'npext data and>'ti su is MUM t* Checked for aWeevilent with the existing CWXlibon5 and ct piau3tk iftyi PROFiS Anchor c ) NO3 -2009 HAi Ad, FL -9494 Schoa } ttYi s a ag sYer�d F$ )8 ah t Ha #� C. S fi ed wwwhilti,us m Profs Anchor 2.3.0 Company Anchor Engrneenng, iric Page: Specifier David A Poe. P E S E Project: 5560 west 29th Ave. Address Sub - Protect S Pos, No Phone t Fax j sate'. 412412012 E -Mail: Load case/Resulting anchor forces 1 4 Load case Design loads Y Anchor reactions fibs Tetnwri force (4`Tensiorn, - Compression) Anchor Tensw force Shear force Shear force x Shear force Y 1 0 2667 0 .2667 ._. 2 6 2667 0 - 2667 2 x 5 0 2667 C 2667 4 0 2667 0 -2667 5 6 2667 0 -2657 6 0 2667 0 -2667 max concrete compresswe strain, ;rye max concrete compressive stress. tpsi3 3 6 resrutttng tensron torc:e in (x /y) =(CD 00010 000) 0 fib] r'esultng compression force rn (xdy)= 4t}.0t010 000) 0 fib; 3 Tension toad Load Nu. [lb] Capacity ,N [lb) Utilization fw N status Steel Strength* NIA NIA N/A N/A Pullout Strength* N/A NfA NIA NIA Concrete Breakout Strength — N/A N/A N/A NIA Concrete Side -Face B4owout, direction "* NIA NIA NtA N/A anchor having the highest loading — anchor group (anchors in tension) www.hilti.us IMMIMM Profis Anchor 2. Company Anchor Engineering, Inc. Page: 3 Specifier: David A. Pere, P.E., S.E. Project: 5560 West 29th Ave Address Sub - Project I Pos, Flo.: Phone f Fax { Date: 4,2412092 E -Mail 4 Shear )clad Load V„ [lb] Capacity V fib] utilization V, V„ Status Steel Strength` 2667 6259 33 OK Stec= hire (with Iever arm)* N/A N/A N/A I*!1A Pryout Strength — 16000 30144 54 OK Concrete edge failure ,n directron x + °* 16000 17357 93 OK anchor having the highest loaning — anchor group (resevarat anchors) 41 Steel Strength V ~ n A.,v f,,,. ACI 319 -08 Ed, (D -19) $ Vs,sai o V.0 ACI 318 -08 Eq, (0.2) Variables n Av [in 21 tvta )Psi.] 1 7 4 C? ._ _. 6500(}. Calculations Vsa (Ib) 12740 Results V"sa ) i %Iw ¢ V (lb) V.a Ph) . . 12740 0,650 8281 2667 4.2 Pryout S l V,vg k. i ( P(dtet;.ia ttiwld hd x¢ s^,N liPC.p. b No j 444...1 !!! ,i ✓ i 39ti'{ l Ed M-3"l 1 4% V,,M Va ACi 918 ^08 Eta (D-2) A see AO 318.03 Hari D 5 7 t Frq RD 5 s "(b) 9 hint ACI 315 -09 Eq. (D -6) 1 y +ac,s = 1+ 2 era 5 10 AC1 31 B -08 Ed (D -9) 3 h �if =07 +03 ca 51.0 1,5h A l IMBEq (D -11) lth,N - MAX 1 � 1.Q y AC 1318-08 Eq. (D -13) Coe cac i , ~ Inc 1 VT h' ACI 318 -08 Eq (D -7) Variables �s h,d )in.) e , )in.] ea,+a [in c. use [in.) 2 4 724 6,060 0.Qt313 3 060 Cac gin.) Ito fi ( )psi] 9,000 24 1 4500 Calculations A 4m, ANN (tn. n;iacrN iVec2,u lrad.w cn;R N (tb) 31635 20088 1.000 1 000 0 827 1,000 16533 Results V gtba nc caa ¢ V gib) Vua fib] . 431362 0,700 30144 960136 r data and resets muss b9 chw^ -:arc( for agreement wO the Owisttng conds osns and for Pta S61ityi PROF?S Anchor ( c) 20032009 Heidi AG, Ft, Sthaan i'tEiER is a s gisYerad'rradcunar# rrf HPih Ar,,, ;ieClaan.. . tnpW data and ,MSURS IAUM be Chocked for agreement with the eras4ng candhors and for ptausrbdilyt PROTIS Anchor (c) 2004 -2009 Hilb AU, FL -9494 Schaan HOU ,s.. a registered Trademark Ott Hitti AG. Schaaat 2 5 x ca ea 3 6 ca cr 2,500 3,000 2.504 a Coordinates Anchor in, Anchor x y C„ C., C' C, Anchor x y C, C-'x C-V 1 -1,500 5000 6,000 4 1,500 5M0 3000 2 -1,500 0000 6,000 5 1,500 OMO 3,000 3 11 500 -5,000 6,000 6 1.504 -5M0 3,000 Input data and results most be chocked for agreement me, #to wstnt; ciandtians and for ptrtusNtRy! PRORS Anchor; c) 2003-2009 Hit AG, FL-9494 Schaan Hilfissaregiskerel Trademark tat WO AG, Schasn = www.h0tims Profts Anchor 2.3.0 � ors.• s M FnpW data art aeWIS M.St be checked °'W agreeMent Mi3 Shan existing anndi wns and ,Qf 0ausptad6t5ai - .. . PROFS Anc%tW 4 C ? 2003 Wait AG FL 9494 SChaan Hm, +s a rttgiaaated Ttademasat of HO AG, xut;lmn Clie . p*c Anchor Engineering, Inc. . S R (? e ,. Y..,} . t 0 � ( ! "v 6 �� °.ate & { Job, umber: 6 Date: r' , ' Fags: c ,� wrr rr .,,. _# °` MEMBER REPORT MAIN FLOOR, Wall, deader i x 8 Hem-Fir No. 2 Overait Length: 4'3" duct apoicadon, input design koads, dimensions and sLpWrt information have been provided by MDS r systra : Wall Member T° : Header Stieding Residental Building Cede : %BC Desi Me : ASS SUSTAINABLE FORESTRY tN1TiATIVE• Fcxrie Software Operator Job Mcttas 4/1912012 8:2553 AM . M ar k _rv....., e® Fort v3;5, Design Engine: V5.5.3,2 M Mines 120097 Se�mpie Brown Arvahgt` Engineering FLOORS- 1,4TE (303) 783.4797 macdzgcranchoreng.com Page I of i Forte Software Operator Job Notes 4/2712012 10:50.35 AM Marta stmes 120097 - Sampie Brown Foote Q.5, Design Engine V5.5.3.2 Anchor Eng+rreer ng 5560 - 1 AT (303) 783 -4797 Page 1 of 1 Title Block Line 1 Title Core and Shell Renovation Job# 120097 You can change this area Engineer: David Poe, P.B., Sol, casing the 'Settings* menu item Project 3esc.; Addition and then using the 'Printing Title Block" selection. 82 Description : Header over new opening in existing build, Calc per AISC 360-05, SCE 7 Analysis Method Allowable Stress Design Fy Steel Yield: _ ksi Beam Bracing: Beam is Fully Braced against lateral - torsional buckling . Modulus 29,000.0 ksi Bending Axis = Major Axis Bending load Combination 2006 IBC & ASC -05 MC12x10.6 w Et Service ioads entered load Factors will be applied for calculations. ------ _ �.,.m a Beam self weight calculated and added to Toads Uniform toad . D = 0.0150, S = 0:030 ksf, Tributary Width -15.0 ft, (Root Loads) Uniform Load D w 0.060 ksf, Tributary Width _ 3.0 ft, (CMU above) ��nR"L ♦ LTM Maximum Sending Stress Ratio 0.642.'1 Maximum Shur Stress Ratio - 0,1+69 :1 Section used for this span M 12x! O,6 Section used for this span MC12x10.6 Mu Applied 1 83711 k - Vu Applied 4.975 k Mn t Omega: Allowable 203.838 k -ft Vn /Omega a Allowable 29.4903 k Load Combination +D+S+H + +S+ Load Combination +D +, +H Location of maximum on span 5,375ft Location of maximum on span H00 it Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +L,r +S Deflection 0 ,085 in Ratio = 1517 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection OA 75 in Ratio = 737 Max Upward Total Deflection 0.1003 in Ratio « ' 0 <180 mom it.or0 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Spain # M V Mmax Maaaic - Ma Mix Mnx Mnxa`Omega Cb Rm Va Max Vnx Vri dOrn aga Dsgn. L = 10,75 it 1 0330 0.087 6.87 6.67 34,80 20,84 1,00 1,00 2,55 49.25 29,49 +0 S+H Dsgn. L = 10.75 ft 1 0.642 0,169 1137 13.37 34.80 20,84 1 DO 1,00 4.98 4925 29.49 +D+0.75OL+0,750S++4 Dsgn. L = 10.75 ft 1 0,564 0148 1115 1115 34.80 20.84 1,00 1.00 437 49.25 29,49 +D+0750L+07505+0, 750W++1 Dsgn.L= 10,75 It 1 0.564 0.146 1375 11.75 34.80 2034 1,00 1,00 4.37 49.25 29.49 +0+O,7 0L+0.7 0S+0.5250E+H Dsgn. L 10.75 it 1 0.564 0,148 11,75 11,75 300 20.84 1.00 1.00 4.37 4925 29,49 fvara,�fi @tb - ftaOtOred Lows Load Combination Span Max. %' Dell Location in Span Load Combination Max, ' +° De6 Location in Span_ 1 0.0000 0. 0.0 _0.000 ....._... 6C Et C l3tiS -` fk L'kt7ri Sf , = m Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 treradi MAYamurn � __�� � 4,875 4.375 D Only 2,556 2,556 S Only 1419 1419 D+S 4.975 4.975 �,o-� ,� �� �.� ,, 0.184 0,093 Catculations per AISC 360-05, ASCE 7 Analysis Method ° Allowable Stress Design Fy: Steel Yield: 50,0 k Beam Bracing ; Beam is Fully Braced against lateral-torsional buckling E. Modulus 29,000,0 ksi Bending Axis: Major Axis Bending 11.95 108,33 Load Combination 2006 1 BC & AS CE 7-05 IZ IZ 0.125 0.073 5.17 48,10 8.10 10833 6437 1:00 1,00 1 0 W��' Wit 0,066 7A9 7.49 10833 Service loads entered, Load Factors will be applied for calculations, Beam self weight caicutated and added to loads 0.230 400 Loads on all spans.,. 0.258 20,14 Uniform Load on ALL spans : D = 0,040, L = 0.10 ksf, Tributary Width ~ 11,50 it 108,33 0,362 0.246 5,37 Maximum Bending Stress Ratio 0,664: 1 Maximum Shear Stress Ratio = 0.317-1 Section used for this span W10x22 Section used for this span WiOx22 Mu: Applied 41067 k-ft Vu - Applied 15.534 k Mn / Omega: Allowable 64,870 k-ft vn/Omega a Allowable 48.960 k Load Combination +D+L+H, LL Comb Run (LLL) Load Combination +D+L+H, LL Comb Run (LL*L) Location of maximum on span 15.667ft Location of maximum on span 15,667 If Span # where maximum occurs Span If 1 Span # where maximum occurs Span # I Maximum Deflection Max Downward L+Lr+S Deflection 0.337 in Ratio = 557 Max Upward L+Lr+S Deflection -0.160 in Ratio = 1101 Max Downward Total Deflection 0.441 in Ratio = 426 Max Upward Total Deflection -0,152 in Ratio = 1159 Load Combination Max Strew Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # V Mm ax + M - Ma - Max Mnx MnxJOmega Cti Rm Va Max Vnx Vnx/Omega 0.184 0,093 9,42 -11,95 11,95 108,33 6437 1,00 1,00 0.184 0,078 101 -11,95 11.95 108,33 64-87 IZ IZ 0.125 0.073 5.17 48,10 8.10 10833 6437 1:00 1,00 0.115 0,066 7A9 7.49 10833 6437 1,00 1,00 0.184 0,093 9,41 0,184 0,078 103 0,124 0103 5.07 0,119 0,103 10833 0.962 0,089 %49 0,292 0,231 -0,00 0.442 0,258 2022 0.442 0,210 10833 8.962 0,089 1 0,48 0,299 0.230 400 0,446 0.258 20,14 8.446 0,247 108,33 0,362 0.246 5,37 0.362 0.246 21 .06 0,341 0.101 3,08 0:026 0,026 0.03 0,363 0.246 537 0.363 0,246 21,09 -11,96 11,96 108,33 -11,96 11.96 108,33 -8,04 8,04 10833 -7,74 7,74 10833 -9,33 90.49 108,33 -18.92 18,92 10813 -28.67 28,67 108,33 -28.67 28,67 10833 -9.35 10A8 10833 _1816 18,86 108.33 -28,92 28,92 108,33 -28,92 28,92 108,33 -23-51 23,51 108.33 _2151 23,51 108,33 -22,13 22,13 108,33 •1,67 1,67 108.33 M 4.54 180 158 3.22 4,54 3.80 5,03 5,03 6487 1,00 IZ 4,37 607 1,00 1,00 11.30 6437 1 DO 1,00 12.63 64N 1,00 1,00 10,28 64.87 1.00 1,00 437 64.8? 1,00 1,00 11,28 607 1.00 I .00 92.65 64,87 1.00 1,00 I2,09 6*87 1,00 1.00 I2.06 64.87 1.00 1,00 I2,06 64,87 1D0 1,00 4,93 64,87 1.00 1,00 1,28 7144 73,44 73,44 73,44 73.44 7144 7144 73,44 73,44 7144 73,44 73,44 7144 7144 73.44 73.44 -23,53 2153 108,33 64,87 1,00 1,00 12,07 73,44 -23,53 23,53 108,33 64,87 1,00 1,00 12,07 7144 48,96 48,96 496 48,96 496 48,96 48.96 48,96 496 48.96 496 48,96 I I QVIII Title Block Line I Title: Core and Shelf Renovation Job 120097 You can change this area Engineer: David Poe, RE., S.E. using the *Settings* menu it Project Desc.: Addition and then using the "Printing & Title Block* selection. Load Combination tax Stress Ratios Y Summary of Moment Values Summary of Shear Values Segment Length Spars # lrrxax + M Me - Max Mnx Mnx/Omega Gb Rm Va Max V x Vnx/Omega s n. L = 14,67 tt . 0.340 0.100 .._.. 2.03 22,07 v .47 m. 138.33 64.87 1:010 1,00 4,91 73.44 48,96 -._ Dsgn L = 3,00 If 4 0:030 0,063 1,000 -1.91 1.91 308.33 607 1.00 1.00 1119 73,44 48.96 +1.+14, LL Comb Run ( *LL *) Dsgn. L = 15,67 it 1 0.322 4.228 619 -20.89 20.89 1€18.33 64.87 1.00 1.00 11.15 7144 496 Dsgn. L = 14.67 ft 2 0.508 0.261 1717 -32.95 32.95 108.33 6417 1.00 1.00 1279 7344 496 Dsgn, L = 1467it 3 0.508 0.259 1613 -32.95 32.95 14833 64,87 9:00 1.06 12,66 73.44 48,96 Dsgn. L = 100 ft 4 0,352 0170 -22.85 22.85 148,33 64,87 1,00 1.00 8.34 73.44 48.96 +D+L+H, LL Comb Run (ILL) Dsgo, L = 95.67 If 1 0322 0.228 6.18 -20.91 20.91 10833 64.87 1.04 1.04 11,15 73.44 4826 Dsgn, L = 14.67 If 2 0.507 0261 17.19 -32.89 32.89 10833 64.87 9444 1,00 12,79 73.44 48.96 Dslim L = 44.67 ft 3 0.507 0.258 16,03 - 32.89 32.89 108.33 114.87 4:00 1.00 12.64 7144 48.96 Dsgn. L = 100 ft 4 0.356 0.207 -2310 2310 14833 64.87 1,00 9.00 10,15 7144 48.96 +D+L+tf, LL Comb Run (L*+*1 Dsgm L = 15.67 ft 1 0,548 0,302 35.56 •31,49 35,56 10833 64,87 1.00 1.00 3419 73;44 48.96 sgo. L = 107 it 2 0,485 0.112 .0.00 -31.49 31.49 108.33 64.87 1,00 1.00 5.50 73.44 496 Dsqn, L = 107 It 3 0150 0.482 7.00 _975 975 10833 64.87 1.00 1.00 4.02 73:44 48,96 Dsgn. L = 3:40 ft 4 0,150 0.081 -9.75 9.75 10833 64.87 1.130 1,04 3.97 73,44 48,96 +D+L+H, LL Comb Run (L Dsgn. L = 15.67 It 1 4.548 0.302 35.55 -31.51 35,55 108,33 64,87 1.00 1,00 14.801 73.44 496 Dsgn, L = 14.67 ft 2 DAN 0.112 400 -31.51 31,51 108.33 6447 ' 1.00 1.00 5.51 73.44 496 Dsgn, L = 14$7 ft 3 0.154 0,118 6.93 -10.00 10.00 10833 64.87 1.00 1,00 518 73.44 496 Dsgn. L = 3,00 ft 4 0,154 0118 .1040 1040 10833 64.87 1.00 1.00 5.78 7344 48,96 +D+L+H, LL Comb Run (L *L*} Dsgn. L = 15.57 If 1 4.565 0.299 3638 -28,87 36.68 10833 64,87 1,00 1,00 14.63 7144 48.96 Dsgn, L = 14.67 it 2 OA45 0,220 -0,00 -28.87 28,87 108,33 54.87 1:00 1.00 10,78 73:44 4826 Dsgm L = 1437 ft 3 0477 0.269 22,12 •30.93 30.93 108,33 64.87 140 1.00 1116 73.44 4961 Dsgm L = 100 ft 4 0477 0,225 -30:93 30.93 108.33 54.87 1.04 1.00 11.03 73.44 4846 +63 +N. LL Comb Run (L°LL} Dsgn. L = 15.67 ft 1 0.565 0.299 36,67 - 28,89 36,67 108.33 6437 1.00 1.00 14,63 73.44 48,96 Dsgn. L = 14:67 It 2 0.445 0.220 400 -28.89 28.89 108.33 6487 1.00 1.02 10.76 7144 4846 Ds 9m L = 14,67 it 3 0.481 0.269 22.04 31.18 31.18 10933 6447 1.00 1.00 1318 73.44 48.96 Dsgn. L = 100 It 4 O.A81 0.262 .3118 31.18 108,33 64,87 1.00 1,00 12.84 73.44 496 +D+L+H, LL Comb Run (LL*') Dsgn. L = 15.67 ft 1 0.664 0.317 30.86 43.05 4105 10833 64.87 1,00 1.00 15.53 73,44 496 Dsgn. L = 107 ft 2 0;664 0281 15.01 4105 43.05 108.33 64.87 1.00 1.00 13,77 7144 496 Dsgn. L = 107 It 3 0.257 0.090 144 -16.68 96.68 10833 64.87 1.00 1.00 4,40 73.44 48:96 Dsgn. L = 100 ft 4 0.061 0.042 -3.93 3,93 10833 64.87 1.00 1,00 2,03 7144 48.96 +D+L+, LL Comb Run (LL *L) Dsgm L = 1547 it 1 0.664 0.317 30.85 .4107 43.07 108.33 64.87 1.00 1,00 15.53 7144 496 Dsgn. L = 14.67 ft 2 0,664 0281 15.04 -43.07 4107 10833 64,87 1.40 1,00 1177 73.44 496 Dsgn,L = 14.67ft 3 0.256 0,090 3.31 16,61 16.61 108.33 64.87 1.00 1.00 4.35 73,44 4816 Dsgm L = 100 It 4 0,064 0.078 ON 4.18 4.18 10833 64,87 1:00 1,00 3,84 73.44 48,96 +D+L+, LL Coma faun (LLL*} Dsgm L = 15.67 it 1 0:623 0.314 31.88 40.43 40.43 108.33 64.87 1.00 1.00 1537 7344 48,96 Dsgn. L = 14.87 ft 2 0,623 0.262 10.15 40,43 40.43 108.33 6437 1.00 1.00 12.85 73,44 4816 Ds n. L = 14.67 ft 3 0.424 0,248 17.59 -27.50 27.50 108.33 64.87 1,00 1.00 12.13 7344 48.96 Dsgn. L - 3.00 it 4 4.387 0.186 _25,11 2511 108.33 64.87 1.007 1,00 9.09 73.44 496 +D+L+H, LL Comb Run (LLLL) Dsgm L = '45,67 ft 1 0.624 0.314 31.88 -40,45 44.45 108.33 64.87 1,00 1.00 15.37 7144 48.96 Dsgn. L = 14.67 It 2 0.624 0.263 90.18 40,45 40,45 108.33 64.87 1.00 1,00 12.86 7144 48.96 Dsgm L = 14 7 it 3 01:423 0.247 17.49 •27,43 27.43 10833 64.87 1.00 1,00 1111 73.44 48;96 Dsgn. L = 3,010 f# 4 0.391 0123 -2536 25.36 108.33 64.87 1.00 1.00 10.90 73:44 48.96 +D+Lr+H, LL Comb Ryan (°**L) Dgn. L = 15,67 ft 1 0.184 0.093 9,42 -11.95 11.95 108,33 64.87 1.00 1,00 4.544 7144 496 Dsgn. L = 14;57 It 2 0.184 0.078 101 -11.95 11.95 10833 64.87 1Z 1.00 3.80 7144 496 Osgn, L = 14:67 ft 3 0.125 0.073 517 -8.90 810 108.33 54.87 1.00 1.40 3.58 73.44 48,96 Dsgm L = 3.00 ft 4 0:115 0.066 -7.49 7.49 108,333 5487 1.00 1.00 122 73:44 48.96 +D4Lr+H, LL Comb Run (" Ll Dsgn. L = 15.67 It 1 0184 0.093 9.42 •11,95 11.95 90833 64,87 1:00 1,00 4.54 73.44 4846 Dsgn, L= %67 ft 2 0,184 0,078 3.01 -11.95 11.95 108.33 6487 1,00 1,00 180 73:44 48,96 Dsgn. L = 14,67 ft 3 0,125 0.073 517 410 8,10 108.33 64.87 1,00 1.00 158 7144 48.96 Dsgm L = 100 ft 4 0:115 4.066 -7.49 7.49 108.33 64.87 1,00 1.00 3.22 73.44 496 +D+L1+H, LL Comb Run ( Dsgn. L = 15,67ft 1 0,184 0.093 9.42 -11.95 11.95 108.33 64.87 1,00 1,00 4.54 7344 496 Dsgn. L = 1437 ft 2 0.184 0,078 3,01 -11,95 11.95 10833 64.87 1.00 1.00 180 7144 48,96 Dsgn, L = 94.67 ft 3 0.125 0,073 5,17 4 10 8.10 108.33 6417 1.40 1.00 3.58 7149 496 Dsgn. L = 100 If 4 0,115 0.066 -7.49 7,49 108,33 6687 1.00 1.00 3.22 73.44 48.96 +D+Lr+H, LL Comb Run ( *L**) Dsgn. L = 15.57 it 1 0.184 0,093 9,42 11.95 11,95 108.33 6417 1.00 100 4.54 73.44 4196 Title Block Line 1 Title: Core and Shell Renovation Job 4 120097 You can change this area Engineer: David Poe, P.E., S.E. using the 'Settings* menu item Project Desc, Addition and then using the 'Printing & Title Block" selection, Load Combination Max Stress Rabos w a Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Nimax - Me - Max Mnx Mnxf07mega Cb Rm Va Max Vrax Vnx/Omega n ..48.96 Dsgn. L - 14,67 it 0.184 0,076 ... _. 3.01 11.95 _ 10833 64,87 1,007 ..1. 3.60 7144_ Dsgn. L = 14.67 it 3 0125 0,073 5.17 -8.16 8,10 108.33 64.87 1.00 1.00 158 7144 48.96 Dsgn. L = 3.00 it 4 0115 0.066 -7.49 7.49 108.33 64.87 1.00 1.00 122 73.44 48.96 +D+Lr+H„ LL Comb Run (*L *L) Dsgn. L = 15,67 It 1 0,184 0.093 9.42 .1115 11.95 108.33 64S7 1,00 100 4.54 73.44 48.96 Dsgn, L = 14.67 It 2 0.184 0.078 101 -11.95 11.95 108.33 64,87 1,00 1.00 3.80 7144 48.96 Dsgn. L = 14.67 it 3 0125 0.073 517 -810 8.10 108.33 64.87 1.00 1,00 3,58 73,44 48,96 Dsgn. L - 100 It 4 4.915 0.066 -7.49 7.49 108..33 64,87 1.00 1,00 122 7144 48.96 +D+Lr+H, LL Comb Run (*LL') Dsgn. L = 15.67 it 1 0,184 0,093 9,42 -11.95 11.35 10833 64.87 1.00 1,00 4.54 7144 48,96 Dsgn. L = 14.67 4 2 0,184 0,078 3.01 -11.95 11.95 108.33 64.87 1:003 1,00 186 73,44 48.96 Dsgn. L = 9437 it 3 0.125 0.073 5.17 -8AO 810 108,33 64,87 1,00 1.00 3.58 73.44 48,96 Dsgn, L = 3.00 ft 4 0,115 H66 -7,49 7.49 10833 64.87 1,04 1.00 3,22 73,44 48,96 +DD r+1 t, LL Comb Roan (ILL) Dsgn. L = 15.67 ff 3 0.984 0.093 9.42 .11.95 11:95 108.33 64.87 1 DO 1.00 4,54 73.44 48.96 Dsgn. L = 14,67 ft 2 0,184 0.078 101 -11,95 11:95 108.33 64,87 1,00 1.00 180 73.44 496 Dsgn. L = 14,67 ft 3 0,125 0.073 5.17 -810 8.14 108.33 64,87 1,00 7.00 3.58 73.44 48,96 Dsgn, L = 3,04 it 4 0115 4.066 -7,49 7:49 108.33 64.87 1.00 1.00 122 73,44 48.96 +D+Lr+H, LL Comb Run (L -1 Dsgn. L = 15,67 It 1 0.184 0,093 9.42 -11.95 11,95 10833 64,87 1.00 140 4,54 7144 4&% Dsgn. L = 14,67 ft 2 0.184 4,078 3.01 -11.95 11.95 108.33 6437 140 1.00 3,80 7344 48.96 Dsgn. L = 107 ft 3 0,125 0.073 5.97 -8.10 8.10 108.33 64.87 1.04 1.00 3,58 73.44 48.96 Dsgn. L = 3,06 it 4 0..915 0.066 -7.49 7.49 108.33 64.87 1.00 1,00 3.22 73,44 496 +D+Lr+H, LL Comb Run (L**L) Dsgn. L = 15.67 ft 1 0,184 0.093 9.42 1115 11.95 108.33 64.87 1.00 1.00 4.54 73.44 48.96 Dsgn, L = 14,67 it 2 0.'184 0.078 3.01 - 99.95 11.95 108.33 64,87 1,00 1.00 3.80 73.44 48.96 Dsgn. L = 107 ft 3 0.125 0.073 5.17 -810 810 90833 64.87 1.00 1.00 3,58 73.44 48.96 Dsgn. L = 100 ft 4 0.115 0.066 -7.49 7,49 10833 64.87 1,00 1.00 122 73:44 48,96 +0 r+H, LL Comb Run (L'L*) Dsgn. L = 15,67 it 1 0,384 0.093 9.42 -11.95 11,95 108,33 64,87 1.00 1.00 4.54 73,44 496 Dsgn. L = 14.67 ft 2 0,184 0.078 3,01 -11,55 '41.95 908.33 64,87 1.00 1,00 3.80 73.44 48.96 Dsgn. L = 14.67 it 3 0.125 0,073 5.17 -8,10 8.10 108.33 64.87 1.00 1.00 3.58 7144 48,95 Dsgn. L = 3.00 ft 4 0,115 0,066 •7.49 7.49 108.33 64.87 1.00 9,00 122 7144 496 +D+Lr+H, LL Comb Run (L*LL) Dsgn. L = 15,57 it 1 0184 0.093 9.42 -91.95 19.95 10813 6437 1.00 1.00 4.54 73.44 496 Dsgn, L W 14.67 ft 2 0,184 0.078 101 -11.95 91.95 10833 64.87 1:00 1.00 3.80 73.44 48,96 Dsgn. L = 14:67 It 3 0.125 0.073 5.17 -8.10 8.10 10833 64,87 1.00 140 3.58 7344 496 Dsgn, L = 3,00 ft 4 0,115 0.066 -7,49 7.49 148.33 64,87 1,00 1.00 3,22 73.44 48.96 +D+Lr+H, LL Comb Run (LL") Dsgn, L = 15.67 ft 1 0.184 0.093 9.42 -11.95 17,95 108.33 64.87 1.00 1.00 4.54 73,44 48:96 Dsgn. L = 14.67 If 2 0.184 0.0178 3.01 - 91,95 11595 108.33 64.87 1.00 1.00 3,80 7144 48.96 Dsgn. L= 14.67ff 3 0125 0.073 5,17 -810 8,10 108,33 64,87 1.00 1;00 3.58 7344 48,96 Dsgn. L = 3,043 ft 4 0.195 0,066 -7.49 7.49 108.33 6437 1,00 1.00 3.22 73,44 48.96 +D+Lr+H, LL Comb Run (LL'L) Dsgn. L = 46,67 ft 1 0.184 0.093 942 -11,95 11,95 10833 6437 1.40 1;00 4.54 73.44 48.96 Dsgn. L = 14.67 It 2 0.184 0,078 3,01 -11.95 11.95 10833 64,87 3.00 7.00 3.80 73,44 48,96 Dsgn. L = 14.67 0 3 0.125 0.073 5.17 -8,10 8.90 108.33 64.87 1.00 1.00 158 73.44 496 Dsgn. L = 100 ft 4 0.115 0.066 -7.49 7.49 10833 64,87 1,00 1.00 3,22 73.44 4816 +D+Lr+H, LL Comb Run (LLL*) Dsgn, L = 95.67 If 1 0.184 0.093 9.42 -41.95 91,95 108,33 64.87 1.00 1.40 4.54 7344 48,96 Dsgn. L = 14,67 It 2 0.184 0.078 101 -11.95 11,95 108.33 6447 1,00 1.00 180 73.44 48.96 Dsgn. L = 107 It 3 0,125 0.073 5.17 -810 8,10 108.33 64.87 1.40 1.00 3,58 73.44 48.96 Dsgn, L = 100 If 4 0115 0,066 •7.49 7.49 10833 64.87 1.00 1.00 122 73.44 496 +D+Lr+H, LL Comb Run (LLLL) Dsgn, L = 15.67 it 1 0.184 0.093 9,42 .11.95 11.95 108,33 64.87 1.00 1.00 4.54 73.44 496 Dsgn, L = 14,67 it 2 0.484 0,078 101 -11.95 11.95 108.33 64.87 1.00 1.00 3.80 73,44 496 Dsgn. L = 14.67 It 3 03125 0.073 5,17 -810 8.10 10833 64,87 1.00 1.00 3,58 7144 48,96 Dsgn. L = 3.00 It 4 0.115 0.066 -7.49 7.49 108.33 6437 1,00 1.00 122 73,44 48.96 +07+S+Ft Dsgn. L = 15.67 ft 1 0.184 0.093 9,42 -11.95 11.95 108,33 64,87 1.00 1.00 4,54 7144 48,96 Dsgn. L = 107 It 2 0.184 0.078 3.09 19.95 11.95 908.33 64,87 12 1.40 1617 7144 48.96 Dsgn. L = 14.67 ft 3 0.125 0.073 5.17 410 8.10 10833 64.87 1.00 1 DO 3,58 73,44 496 Dsgn. L = 100 If 4 0.115 13.066 -7.49 7.49 10833 64.87 1.00 9,00 3.22 73.44 48.96 +0+0.75OLr+0.750L+H, LL Comb Run (% Dsgn. L = 15.67 ft 1 0.484 0,093 9.41 -11.96 11.96 108.33 64.87 1,00 1.00 4,54 73.44 490 Dsgn. L = 14.67 ft 2 0.184 0,078 3.03 -91,96 11.96 10833 64.87 1.00 1.00 180 73,44 496 Dsgn. L = 14.67 It 3 0.124 0.493 5,10 -8.05 8.05 108.33 6437 9,00 1.00 4.58 73;44 496 Dsgn. L = 3.00 it 4 0.918 0.093 - 7,68 7,68 10833 624.87 1.00 6.04 4.58 7144 48.96 +D40,75OLr+0,750L +H, LL Comb Run (' Title Block Line 1 Title: Gore and Shelf Renovation Job# 1200397 You can change this area Engineer David Poe, P.B., S.B. using the "Setffngs* menu item Project Desc,: Addition and then using the 'Printing 8 Title Block* selection. Load Combination Max Stress RaBo ..._ ,... . _ Summary of Moment Values . _ ... _ .. g a ,. Summary of Shear Values wr � Segment Length Span �w +. ax -µ M w Max n is m .. V Max V nx VnYJO e a , 1._N g.457 0.09#? 70,33 .r. -5,99 10.2 � �10 64.87 -1w._ .ro.w 1,00 9.00 � _. 4: 41 - 7 - 3 - 4 73.44 48.9 Dsgn. L = 14.67 it 2 0250 9.191 0.04 -16.22 15.22 108.33 64-87 1.00 1,00 9.37 73;44 48161 Dsgm L = 14.67 It 3 0,360 0,211 1644 : -23,39 23.39 108.33 64,97 1:00 1.00 10,35 73,44 48.96 Dsgn, L= 3.00 ft 4 0.360 0,174 -23.39 23,38 10933 64.97 1.00 1.00 8.52 73.44 48.96 +0+0,750Lr+0.750L+H, LL Comb Run ( Dsgn. L = 15,67 it 1 0.957 0.090 1021 -10,00 10.21 109.33 6437 1,00 1.00 4.41 73.44 48.96 Dsgn, L = 14.67 ft 2 0;249 0191 0.06 ; -16,17 16,17 108.33 64,97 1.00 1.00 9.36 7144 48,96 Dsgn. L = 14.67 it 3 0.363 0.212 7638 -23.56 23.56 108,33 64.87 1.00 1.00 1036 73.44 496 Dsgn, L = 3,00 ft 4 0.363 0102 -2156 23.56 109.33 ' 64.87 1,00 1.00 9,87 73.44 48.96 +D+0.750Lr+0.750L+H, LL Comb Run {" Dsgn, L = 15.67 ft 1 0,318 0.204 6.28 420.62 20.62 108.33 64.83 1:00 1.00 90,00 73.44 496 Dsgn. L = 94.63 it 2 0:319 0.204 16.54 - 20,62 20.62 10833 6437 1.00 1.00 WOO 7144 48.96 Dsgn. L = 14.67 It 3 0.287 0,094 3.25 °78.62 18.62 108.33 64.97 1.00 1,00 4.59 73.44 48,96 Dsgn, L = 3:00 It 4 0.048 0.036 -3.12 312 108.33 607 1:00 1.00 776 73.44 496 +D+0 7 QLr+0.750L+H, LL Comb Run {° Dsgn, L = 15;67 it 1 0,318 0,204 627 -20.63 20.63 108.33 64.87 1,00 1.00 10.:00 7144 496 Dsgn. L = 94.67 ft 2 0318 0.204 16.56 -20.63 20,63 108,33 68.87 1.00 1.00 10;00 73.44 48.96 Dsgn. L = 14,67 it 3 0,286 0.093 3.14 -18.57 98.57 108.33 64,87 9:00 1,00 4,58 7144 48;96 Dsgn. L = 100 ft 4 0.051 0.064 0.31 -3.31 3.31 10833 64.87 1,00 1,00 312 7144 48,96 +#)+0.750Lr+0.750L+H, LL Comb Run (* Dsgm L = 15.67 ft 1 0188 0.990 6.93 -18.66 98.66 108.33 6437 1,00 1.00 9.31 73,44 496 Dsgn, L = 14.67 it 2 0,412 0.213 1157 - 26.74 26.74 108.33 64.87 1.00 1.00 10.41 73.44 4896 Osg a. L = 14,87 ft 3 0,492 0212 93.38 •2614 26.74 908,33 64.87 1.00 9.00 10.39 7344 48.96 Dsgn. L = 3.00 €f 4 0293 0,944 -79.09 99.01 90833 64,87 1.00 1.00 706 73.44 48.96 +D+iB 750Lr+0,750L+H, LL Comb Run Dsgn. L= 467 it 1 0288 0190 6.93 - 18.67 78.67 90833 64.87 7.00 1,00 9.31 73,44 496 Dsgn. L = 14.67 ft 2 0:491 0213 13.59 -26.69 26.69 909.33 64.87 1;00 140 1041 7144 48.96 Dsgn. L = 14,67 it 3 0411 0212 1339 .26.69 26.69 10933 607 1;00 1.00 1037 7344 496 Dsgn. L = 3.00 it 4 0.296 0.972 •19.19 1919 108.33 64.87 140 1.00 8.42 7144 48:96 +0+0:750Lr+0,750L+H. LL Comb Run (L Dsgn, L = 15.67 it 1 0.447 0250 29.09 -26.60 29.07 908.33 64.87 1,00 9.00 19.23 73.44 4816 Dsgm L = 14:67 it 2 0.410 0104 0.11 -26.60 26.60 70833 6437 1,00 9.00 5.08 73.44 48.96 Dsgn. L = %67 if 3 (1142 0.079 6,49 -919 9.19 10833 64.87 1:00 1.00 3.89 73.44 48.96 Dsgn. L = 3:00 ft 4 0142 0.477 -919 9,19 108.33 64,87 1:00 1.00 179 73.44 48.96 +0+0,750Lr+0.7 0L+H. LL Comb Run (L Dsgn. L = 95.67 ft 1 0447 0.250 29,01 -26.62 29.01 108,33 64.87 1.00 1,00 12.23 7144 48:96 Osgn.L= 1447 ft 2 0.410 0.104 0.94 - 2632 26,62 90833 64.87 1,00 1:00 5.08 7144 48.96 Dsgn.L= 14,67ft 3 0144 0,705 6.43 -937 937 10833 607 9000 1.00 5,94 73.44 48.96 Dsgn. L = 100 ft 4 0144 0105 - 937 9.37 30823 64,87 7.00 1.00 5.14 73,84 48.96 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn, L = 15.67 It 1 0.460 0.247 29.85 -24,64 29.85 109.333 64.87 1.00 9.00 12.91 7144 4816 Dsgn. L = 14.67 it 2 0.380 0,183 -0.00 -24.64 24:64 70833 6437 1,00 1.00 8.98 7344 48.96 Dsgn. L = 14.67 it 3 0387 0.219 17,84 -25.07 25.07 90833 64.87 1.00 7.00 10.74 7144 48.96 Dsgm L = 100 ft 4 0.387 0.185 -25,07 25.07 108.33 607 1.00 1.00 9.08 73,44 4816 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 75.67 It 1 0,460 0247 29,85 -24.65 29.85 10833 64.87 1.00 1.00 32.99 73,44 48,96 Dsgn. L = 14.67 ft 2 0.380 0.183 400 .24.65 24.65 108.33 64.87 1.00 1:00 8:96 7144 496 Dsgn. L = 94,67 it 3 0.389 0,220 1779 ' -25.26 25.26 70833 64.87 1.013 1.00 90.76 7144 496 Dsgn. L = 3.00 If 4 0389 0.213 ,2526 2516 10833 64.87 1;00 1.00 10,44 7144 48 <96 +0+0.750Lr+0,7501.4i, LL Comb Run (L Dsgn. L = 15.67 ft 1 0,544 0.261 25,50 -3528 35.28 108.33 64,87 7,00 4.00 92,78 7144 48.96 Dsgn, L = 74.67 ft 2 0.544 0.230 11.99 -3528 35.28 108.33 64.87 1.00 9.00 11.27 73,44 48,96 Dsgn, L = 14:67 ft 3 0224 0486 3.74 - - 14.54 94.54 108.33 64.87 1.00 1.00 4.20 73.44 48,96 Osgn. L = 3,00ft 4 0,074 0.048 •4.82 4.82 10833 64.87 1,00 9.00 233 73.44 48,96 +0+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 15.67 it 1 0.544 0261 25, 89 - 35..29 3529 908.33 64,87 1;00 1.00 12.79 7144 496 Dsgn. L = 14;67 it 2 0.544 0.230 92,02 -35,29 35.29 10833 64.87 1.00 1.00 9128 73:44 496 Dsgn. L = 14.67 ft 3 0123 0.085 165 ' -14.49 14.49 10833 64.87 1.00 1.00 4.18 7344 4816 Osgn. L = 100 If 4 13.077 0,075 ON -5.01 5.01 108.33 64.87 ;1.00 1.00 3.69 73.44 48,96 +0+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 15.67 it 1 0.514 0259 26,27 •3139 33.31 10833 64.87 1.00 1.00 12.66 73,44 48.96 Dsgm L = 14,67 ft 2 0:514 0,216 8.36 - 3131 33.31 10833 64.87 9.00 1.00 10.59 73.44 496 Dsgn. L = 14,67 ft 3 0349 0,204 94.48 -22.65 22.65 108.33 6417 1:00 1,00 9.99 73.44 48.96 Dsgn, L = 100 ft 4 0.399 0.156 °20.71 20..71 108.33 64.87 '1,00 1.00 7,63 7344 4816 +D+0,750Lr+0.750L+H, LL Comb Run (L Dsgn, L = 15.67 ft 1 0.514 0259 2616 -33.33 33.33 10833 64.87 1:00 1.00 12.66 73,44 48.96 Ds n. L = 94,67 It 2 0.514 0.216 839 -33.33 33,33 90813 64.97 1.00 1.00 10,59 73.44 4816 Dsgn. L = 14.67 it 3 0349 0.204 14.41 -22.60 22.60 909.33 64.97 1.00 1.00 9,98 7144 48.96 Dsgn. L = 100 If 4 0,322 0 _20.89 20.89 108.33 64,87 1.00 1.00 8:98 7144 48.96 Title Block Une 1 Title : Core and Shell Renovation Job 4 120097 You can change this area Engineer: David Poe, P,., S.E. using the'Seftings* menu item Prgiect Desc., Addition and then using the 'Printing Title Block' selection. IMIMMOPM Title: Core and Shelf Renovation Job 120097 Engineer: David Poe, P,E,, S, E, Project Desc.: Addition Load Combination Max Stress Ratios Summary of Torment values Summary of Shear Values Segment Length Span It V fivlmax Mmax - Ma - Max Mnx Mnx/Ornega Cb Rm Va Max Vnx Vnx/Omega Dsgn, L= 15.67 ft 1 0,184 0.093 9,41 -11,96 11.96 108,33 54.87 1.00 1,00 434 73,44 496 Dsgn, L = 14,67 If 2 0,184 U78 3,03 -11.96 11,96 108.33 64,87 1.00 1,00 180 73,44 496 Dsgn. L = 14.67 4 3 0A24 0,093 5-10 -8,05 8,05 108,33 64,87 1,40 1,00 4.58 7144 48,96 Dsgn, L= 3,00 it 4 0,118 0,093 -7.68 7.68 10833 64,87 1,00 1,00 4.58 73,44 48,96 +D+0.750L+0,750S+H, LL Comb Run Osgn. L = 15.67 ft 1 0157 0,090 10,22 -9,99 1022 108,33 64,87 1.46# 9.00 4,41 73,44 496 Dsgn, L = 14,67 ft 2 0,250 4191 0.04 -16,22 1622 108,33 64,87 1,00 1,00 937 7144 48,96 Dsgn. L = 14.67 It 3 0.360 0,211 16,44 -23,38 2138 108.33 64,87 1,00 1.403 10.35 7144 496 Dsgn. L= 3.00 ft 4 0.360 0,174 -23,38 2338 10833 64,87 IM 1,00 8.52 7144 48,96 +0+0150L+0,750&h4, LL Comb Run Dsgn. L = 15,67 it i 0A57 0.090 10,21 -10,00 1021 10833 64,87 1,40 1,00 4,41 73,44 4826 Dsgn, L = 1447 It 2 0,249 03191 0,06 -16A7 1617 108,33 64.87 1,00 1,00 9,36 73,44 48,96 Dsgn. L = 14.67 ft 3 0.363 0.212 16,38 -23,56 23,56 108,33 64,87 9.00 1.00 1036 73,44 48,96 Dsgn. L z 3,00 It 4 0,363 0202 -23,56 23,56 108,33 64.87 1,00 1.00 9,87 73,44 48,96 +D+0,750L-s0,750S+H, LL Comb Run (*L Dsgn. L = 15.67 ft 1 0,318 0,204 6,28 -20,62 20,62 10833 64,87 1.00 1,00 10,00 7344 48,96 Dsgn. L = 14,67 ft 2 0,318 0,204 16.54 -20r62 20.62 10833 64.87 1,00 1.413 10D0 73,44 4816 Dsgn. I. = 14,67 ft 3 0,287 0,094 125 -18.62 18,62 10813 64,87 1,00 1,00 459 73,44 48,96 Dsgn. L= 100 ft 4 0,048 0,036 -3,12 3,12 10833 64.87 1.40 1,00 1,76 73,44 48.96 +0+0,750L+0J50S+H, LL Comb Run (*L Dsgn, L = 15,67 ft 1 0,318 0,204 627 -20,63 20.63 108.33 64,87 1 DO 1,00 10,00 73,44 4846 Dsgn. L = 14,67 ft 2 0,318 0,204 16,56 -20.63 20.63 10833 64,87 1.00 1,00 %00 7144 496 Dsgn, L = 1447 ft 3 0286 0,093 114 -1857 18,57 10833 64,87 1,00 1.00 438 7144 48,96 Dsgn, L = 100 It 4 0.051 0.064 031 -3,31 3,31 10833 64.87 1,00 1.134 3,12 73,44 48,96 *D-+0.750L+0,750S+H, LL Comb Run (*L Dsgn. L = 15,67 ft 1 0288 0,190 6.93 -18.66 18,66 108,33 64.87 1.00 IM 931 7144 48.96 Dsgn, L = 14,67 ft 2 0.412 0,213 1157 -26,74 2614 10833 6437 1,00 1.40 10.41 7144 496 Dsgn, L = 107 If 3 0,412 0,212 13,38 -26,74 2614 10833 64.87 1 DO 1,00 10,39 73,44 496 Dsgn. L = 3,00 ft 4 0293 0,144 -19,01 19,01 10833 64,87 1.003 1,00 7,06 73.44 48,96 40+0,750L+0,750S+H, LL Comb Run ('t Dsgn, L = 15,67 It 1 0,288 0.190 6,93 -18,67 18.67 108.33 64.87 1,00 1,00 931 73,44 4846 Dsgn, L = 14,67 It 2 0A11 4.213 13,59 -26.69 26,69 10833 64,87 1,00 1,00 10,41 7144 496 Dsgn, L = 14.67 It 3 0,411 0.212 13,31 -26:69 26.69 108,33 64,87 1,00 1,00 10,37 73,44 48,96 Dsgn. L = 3,00 It 4 0,296 0.172 -19,19 19.19 10833 64,87 1,00 1,00 8,42 7144 4846 40 , 47501-47508+H, LL Comb Run (L' Dsgn. L = 15,67 it 1 0A47 0.250 29,01 -26,60 29-01 108.33 6437 1,00 1.00 12,23 7144 496 Dsgn. L = 14,67 ft 2 0A10 0,104 0.11 -26,60 26.60 108.33 64,87 1,00 1,00 5,08 7144 48.96 Dsgn. L = 14.67 ft 3 0,142 0N9 6,49 -9,19 9,19 10833 64,97 1,00 1,00 189 73.44 48,96 Dsgn. L = 100 It 4 0,142 0:077 -9. 19 919 108-33 64,87 1,00 1.00 3,79 73,44 48,96 +0+0,75OL-+0,750S+H, LL Comb Run (L' Dsgn. L = 15$7 ft 1 0,447 0,250 29.01 -26.62 29,01 10833 64,87 1,00 1,00 12,23 7144 48.96 Dsgn, L = 14,67 If 2 0.410 0,104 0,14 -26,62 26-62 108-33 64.87 1,00 1,00 5,08 7144 48,96 Dsgn, L = 14,67 ft 3 0,144 0,105 6,43 -9,37 937 108.33 64.87 1 DO 1,00 5.14 7144 48,96 Dsgn. L = 3,00 ft 4 0.144 0.105 -9,37 9,37 108,33 64,87 1,00 1,00 514 73,44 48,96 4040,7501.40150S LL Comb Run (L' Dsgn. L = 15.67 ft 1 0A60 0.247 29,85 -24,64 29,85 10833 64.87 1 DO 1,00 12,11 73.44 48.96 Dsgn, L = 107 ft 2 0,380 0,183 -0.00 -24M 24,64 108.33 64,87 1,00 1,00 8,98 7144 496 Dsgn. L = 107 It 3 0,387 0,219 17,84 -2507 25.07 108,33 64,87 1,00 9.00 10,74 73,44 48,96 Dsgn. L = 3,00 ft 4 0,387 0,185 -25,07 25W 10833 6437 1.00 1.40 4,08 7144 48,96 +D LL Comb Run (L' Dsgn, L = 15.67 ft 1 0,460 0,247 29,85 -24.65 29.85 10833 64.87 1.00 1.00 1211 73,44 48,96 Cap, L = 107 ft 2 0,380 0.183 400 -2435 24,65 108,33 64,87 1,00 1,00 8.96 7144 48,96 Dsgn. L = 107 ft 3 0,389 0,220 1718 -25,26 2526 10833 64,87 1.00 1,00 1016 7144 48,96 Dsgn, L = 100 ft 4 0,389 0.213 -25,26 2526 108,33 64,87 1,00 1.00 1004 7144 496 +D LL Comb Run (LI Dsgn. L = 15.67 ft 1 0,544 0,261 25.50 -35,28 35,28 108,33 64,87 1.00 1,00 1218 7144 4816 Dsgn. L = 14.67 ft 2 0.544 0.230 11.99 -35-28 35,28 10133 64,87 1,00 1,00 11,27 73,44 48,96 Dsgn. L = 14,67 It 3 03.224 0,086 IN -14,54 14,54 108,33 64,87 1,00 1,00 420 7144 48.96 Dsgn, L = 100 It 4 0,074 0,048 482 4.82 10833 64,87 1 DO 1,00 2,33 7144 48,96 +040I50L+O350S+H, LL Comb Run (U Dsgn, L = 15.67 It 1 0L544 0.261 25,49 -35,29 35,29 108,33 64.87 1.00 1,00 12.79 7144 48,96 Dsgn. L = 14,67 It 2 0.544 0.230 12.02 -35,29 35,29 108-33 64,87 1,00 1.00 11-28 73,44 48,96 Dsgn, L = 14,67 ft 3 0,223 0,085 165 -14,49 14,49 10833 64,87 1,00 1.40 418 7144 48.96 Dsgn. L = 3,00 ft 4 0,077 0,075 0.04 -5.01 5,01 10833 64,87 1.00 1,00 3,69 73,44 48,96 +D47501-40,750 84i, LL Comb Run (LI Dsgn, L = 15,67 it 1 0.514 0.259 26,27 -3331 3331 108,33 64,87 1.00 1,00 1166 73,44 48,96 Dsgn. L = 14,67 ft 2 0,514 0,216 8.36 -33,31 33,31 108,33 64,87 1.00 1,00 10,59 7344 48,96 Dsgn. L = 14,67 ft 3 0,349 0,204 14.48 -22,65 22,65 108,33 54.87 1.00 1.00 9.99 7144 496 M Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values egment Length -. _... . � Span 4 V ldrnax � - M S4max Me Max Mnx MnxiOmaga tab Rm a Max Vnx Vnx/ a 01s n. L 3.00 ft 4 0,319 0 , 156 _. w _ 20.71 20.71 108,33 �.. 6437 , . -. 1.00 1.00 7.63 73.44 48,96 +040.750L+4.750S+H, LL Comb Run (L1 Dsgn. L = 15.47 ft 1 0.514 0269 26.26 -33.33 33.33 106,33 6417 1:00 1.00 12,66 7344 48:96 Dsgn. L = 14:67 ft 2 0.514 0.216 839 -3133 33.33 148.33 64.87 1.00 1.04 10,59 73,44 436 Dsgn L = 14:67 ft 3 0.348 0.204 14.41 -22.60 92.60 10833 64.87 1.00 1.00 9.98 7144 43:96 Dsgn, L = 3.00 It 4 0,322 0,183 -24.89 20,89 108,33 64.87 1,001 1,00 8.98 7144 496 +03 Dsgn. L = 15,67 it 1 0. 184 0 9.42 -11.95 1115 108.33 64,87 1.00 1.00 4.94 7344 48.96 D sgn, L = 14.67 ft 2 0,184 1}.078 3.41 -11.35 11.95 108,33 6437 1;40 1,04 3,80 7144 4816 Dsgn, L = 14:67 ft 3 01.125 17.073 517 10 810 108.33 64.87 1.00 1.00 158 73.44 4896 Dsgn, L = 3:00 ft 4 0.115 0,066 -7.49 7,49 108.33 64.87 1 DO 1.00 3.22 73.44 496 -.70 9 Ds n, L = 15,67 ft 1 0,184 4.093 9.42 •1115 11:95 10833 6417 1,00 1.00 4.64 73.44 4846 Dsgn, L = 14,617 It 2 0.184 1).078 101 -11:95 11.95 40833 64,87 1.00 1.00 180 7144 41316 Dsgm L = 14,67 ft 3 0.125 01,073 5.17 -810 8.10 108.33 64.87 1,00 1,00 3.58 7144 48:96 Dsgn. L = 3.00 it 4 0.115 0.066 .7,49 7.49 108,33 64.87 1:030 1:04 3.22 7144 48,95 40+0,7501x+0.7 0L+0.750 +H, LL Gorr Dsga, L = 15.67 it 1 0,184 0.093 9,41 -11.96 91.96 908,33 64.87 1,003 1.00 4:.54 73,44 48.96 Ds9m L = 14;67 It 2 4.184 U78 103 _91;96 11,96 (08.33 6-4.87 1.00 1,00 3.80 7144 48:96 Dsgn. L = 14,67 It 3 09:124 0,093 510 -8.05 8.05 108.33 64.87 1:00 1.00 4.58 7144 496 Dsgn, L = 3.40 ft 4 0.118 01,093 -7.68 7,68 1(98.33 64,87 1;00 1,00 4.58 73.44 48;96 +0+0.754Lr+0.750L+0.7 LL Corr Dsgm L = 15;67 it 1 0.157 0.090 1022 499 14.22 94833 64.87 1.04 1.00 4:41 73,44 48,96 Dsgn, L = 14:67 it 2 0:250 0.191 0.04 -1622 1622 148.33 64,87 1.04 1.00 9,37 73.44 496 Ds n. L = 14:67 It 3 0,360 0.211 1644 -23.38 2138 906.33 64,87 1:00 3.00 10,35 7144 48:96 Osgn. L = 3.00 ft 4 0.360 09.974 - 23.38 2338 108.33 64,87 1,010 1.00 8,52 73.44 4196 3+4:75O r+0,7 0L LL Corr Dsgm L = 15,67 ft 9 0,157 4.090 10.21 •10,00 1421 108.33 624.87 1.00 1.00 4.41 73.44 496 Osgn, L = 14.67 It 2 0.249 0.191 0,06 -16,17 16.17 108.33 64.87 1`,04 9,00 9.36 7144 48.96 D sgn, L = 1447 ft 3 4.363 0212 16,38 -2156 23,56 108.33 64.87 1,00 1Z 10.36 73.44 48.96 Osgn. L = 3.00 It 4 0363 0.202 -2155 2156 919833 64.87 1.40 1.00 937 73.44 496 4Ck4750Lr°#0.75 L+0.75OW44, LL Gorr Dsgn, L = 1 ft 1 0318 0.204 628 -20.62 20.82 10833 64.87 2,40 1.00 14.00 73.44 48.96 Dsgn. L = 14;67 It 2 4318 0:204 16.54 -20.62 20.62 108.33 6417 1:00 1,40 10.00 7144 48,96 L1sgn. L = 14,67 ft 3 0 287 0,094 3.25 -18.62 19.62 108.33 64.87 1.00 1:00 4,59 73.44 48:96 flsg. L = 100 ft 4 0,048 0.036 -3.92 3.12 108,33 64,87 1.00 1.00 9,76 7144 4816 +C3 .7a4Lr+0,7501+0.7 0W+H, LL Corr Dsgn, L = 15.67 It 1 0,318 0204 617 -20.63 20.63 10833 654.87 9.00 1.40 10.40 73,44 48.96 Lis jn, L = 14.67 ft 2 0.398 02204 16.56 »20.63 20.63 10833 64,87 1.00 1:04 10.00 73.44 48:96 Dsgn. L = 14,67 It 3 0.286 0:093 314 4&57 18457 308,33 64.87 1.030 1.00 4.58 7144 496 Dsgn. L = 3,00 It 4 0.051 0.064 0.31 -331 131 108,33 64,87 1;00 1:00 112 73.44 46.96 +0+0.7 0Lr+0.7 00+0.7 0 +H, LL Corr Osgn. L = 15.47 ft 1 0288 0.190 6.93 -18.66 18:66 108,33 64.87 1,130 3.00 931 73.44 48,96 Dsgn, L = 107 ft 2 0,412 0.213 1157 •2614 2674 908.33 64.87 1.009 1.00 1001 7144 48:98 Dsgn. L = 14,67 Ill 3 4.412 0,212 1138 -26,74 26:74 108.33 64.87 1 DO 1.00 10.39 73.44 48.96 Dsq L = 1050 It 4 0,293 0,144 -19.01 19,01 108.33 64,87 1.60 1.00 7.06 73.44 48:9 +D+0.750Lr+0.750L+0.750W+H, LL Con Dsgn, L = 15,67 It 1 0.288 0,194 6.93 -18.67 98.67 10833 6417 1.04 100 9,31" 73,44 48,96 L3sgn, L = 14.67 ft 2 4:411 0.213 13,59 -26.69 26.69 108.33 64.87 1.010 1.00 10.41 73.44 4816 Dsgm L = 14,674 3 0.411 0.212 1131 •26.69 26.69 10833 64,87 1.00 1,00 10,37 73.44 48:96 Dsgn, L = 3.00 It 4 0.2% 0.172 -19.19 99.19 108.33 64.87 9:00 1,00 8.42 73,44 48,96 +07+0.7 0Lr- 4750L+4.750W+H, Lt Corr Dsgn, L = 15,47 it 1 0.447 0.250 29.01 •26.60 29.01 908.33 64.87 1.00 1.04 1123 73,44 48:96 Dsgn. L = 94.67 ft 2 0:410 17.104 0,11 - 26.64 26.60 148.33 487 1.00 1.00 5.08 73,44 4196 07sn. L = 14:67 It 3 0142 0.079 6.49 -9.19 919 168.33 64.87 1.00 '1,00 3.89 73,44 496 Dsgo, L = 3,40 ft 4 0142 0,077 -919 919 108.33 64,87 1.001 1.00 3,79 73.44' 48.96 +0+0.7 0Lr+0,7 OL+0.750W+H, LL Corr Dag n. L = 15.47 ft 1 0:447 0,250 29.031 ~26.62 29:01 108.33 64.87 1.04 1.00 1123 7144 496 fs. L = 14.67 it 2 0.410 4.104 0.14 - 26,.62 26.62 10833 64,87 1;00 1.00 5,08 73.44 4816 Dsgm L = 94.67 ft 3 0.144 0.105 6.43 •937 937 108,33 64,87 1:00 1.00 5.14 7144 4846 Dsgn, L = 103 it 4 0.144 0.105 -9.37 9.37 108,33 64,87 1:00 1.00 5.14 7144 48,96 +C40:750Lr+0.750L+0.750W+H, LL Corr Dsgn. L = 15.67 it 1 0,460 0147 29,85 -24.64 29,85 10833 64.87 1:00 1.00 1211 7144 48,963 ' Dsgn, L = 107 it 2 0:380 0,183 -0.00 - 24..64 24.64 108.33 64.87 1,40 140 8.98 73.44' 48:96 01s n. L = 14.67 It 3 0:387 0,219 9744 -25.07 25,07 108.33 654.87 1:130 1.00 1074 73.44' 496 Dsgn. L = 3.007 ft 4 0.387 0.185 - 25.07 25,07 148.33 64.87 1.00 1.00 9.08 7144" 48.96 +040.7 OLr+0,750L-+0.750W+H, LL Con Dsgn. L = 15.67 It 1 0.460 0247 29.85 -24.65 29.85 108.33 654,87 1.00 1,00 12,11 7144 48.96 Cap. L = 107 ft 2 0380 0,183 -0.00 -24.65 24.65 108.33 64.87 1.00 9.00 8.96 7144 48.96 Title Block Line 9 Tale : Cure and Shell Renovation Job 4 120097 You can change this area Engineer: David Poe P.E., &E, using the *Settings" menu item Project Desc.: Addition and then using the *Printing 6 Title duck* selection. Lo ad Combination Max Stress Ratios _.: - ... U_ _ - ; Summary of Moment Values _..:�.� „_... .. �. Summary of Shear Values Segment Length Span # Ma - Max Mnx Mnx/Orn ga Cb ftm Va Max Vnx VnyJOmpga _ .. ... _..0.389 9 17.78 U O 1, 73.44 48.95 Dsgn. L = 3 25.26 25.26 108.33 64.87 10.44 73.44 48,96 -D .750Lr+t3.75GL+0,750W+H, LL Corr Dsgn, L = 15:67 ft 1 0.544 0.261 25.50 -3528 35.28 108.33 64.87 1,00 1.00 12,78 7344 48.96 Dsgn, L = 14.67 ft 2 4544 0230 11.99 -35.28 35.28 10833 6487 1.00 1.00 1127 7144 4816 Dsgn. L = 14.67 ft 3 0.224 0,086 3.74 .14,54 14,54 108,33 64.87 1.00 1.00 4,20 7144 496 Dsgn. L = 100 It 4 0.074 0.048 482 4.82 108,33 64.87 1.00 1.00 2.33 73,44 48.96 *D+0.750Lr+0.750L+0.750W+H, LL Con Dsgm L = 15.67 it 1 0.544 0,261 25.49 »3529 3519 108,33 64.87 1.00 1,00 1219 7144 4826 Dsgn. L = 14.67 ft 2 0,544 0130 12.02 -35.29 35,29 108,33 64,87 1.00 1.00 11.28 73,44 48,96 Dsgn. L = 14,67 ft 3 0.223 0.085 3.65 -14.49 14.49 10833 64.87 1.00 1.00 4.18 73.44 48:96 Dsgn. L = 3;00 it 4 0.077 6.075 ON -5.01 5.01 108,33 64,87 1.00 1.00 3.69 73,44 48,96 W04750Lr+0,7501- 4750W+H, LL Con Dsgn. L = 15.67 ft 1 0514 0.259 2617 -33.31 3331 108.33 64.87 4,00 1,00 12,66 73.44 48.96 Dsgn. L = 14.67 ft 2 0,514 0116 8.36 -33.31 3131 108.33 6487 1.00 1,00 10.59 7144 48:96 Dsgn. L = 14.67 it 3 0.349 0,204 14,48 •22.65 22.65 108.33 6447 1:00 1.00 9.99 73.44 496 Dsgn. L = 3,09 ft 4 0319 0.156 .20.71 2011 108.33 64.87 1,00 1.00 1.63 73.44 48.96 +D+0,750Lr+0,76OL+0,750W+H, LL Gorr Dsgn. L = 15.S7 It 1 0,514 0 259 26.26 -33.33 33.33 108.33 6437 1.00 9.00 12.66 7144 48.96 Dsgn. L = 14.67 ft 2 0.514 0216 8.39 •33.33 33.33 10813 64.87 1.00 1,00 %59 7144 48.96 Dsgn. L = 14,67 It 3 0.348 0.204 14.41 -2160 22.60 108,33 64,87 140 1,00 9.98 7144 496 Dsgn. L= 3.0011 4 0.322 0,183 -20.89 20.89 108.33 64.87 1.00 1,00 8.98 73,44 48.96 +D+0,750L+0.750S+0.750W+ti, LL Com Dsgn. L = 15.67 f4 1 0.184 0 093 9.41 -11.96 1116 108.33 64.87 1.00 1.40 4.54 7144 48,96 Dsgn. L = 14.67 ft 2 0184 0.078 103 -11.96 11,96 108.33 64.8? 1,00 1.00 180 73,44 48.96 Dsgn L = 14.67 ft 3 0.124 0,093 5.10 -8.05 8.05 108.33 6437 1:00 1.00 4.58 73,44 48.96 Dsgn, L = 100 it 4 0118 0,093 -7.68 7.68 108.33 6437 1:00 1.00 4,58 73.44 48.96 +040.750L+0.750S+0,750W + , LL Com Dsgn. L = 15.67 ft 1 0.157 0,090 10.22 499 10.22 108.33 6417 1.00 1.00 4.41 73.44 496 Dsgn. L= 14.67 It 2 0.250 0,191 0.04 -16.22 1622 108.33 64,87 1,00 1.00 937 7144 48.96 Dsgn. L = 14.67 ft 3 0.360 0211 1644 -23.38 2138 108,33 64,87 1:00 1.00 10.35 7144 48,96 Dsgn, L = 3,00 It 4 0360 0.174 •23,38 23.38 108.33 64,87 1.00 1.00 8,52 7144 48.96 +0+0.750L+0.750S+0,750W+H, LL Com Dsgn. L = 95,67 ft 1 0157 0,090 10.21 -10.00 10,21 108.33 607 1,00 1,.00 4.41 73:44 496 Dsgn. L = 14,57 it 2 0.249 03191 0.06 -16.17 16.17 10833 64.87 1.00 1.00 9.36 73.44 48,96 Dsgn, L = 14,67 ft 3 0363 0.212 16,38 -23.56 2156 108,33 64S7 1.00 1.00 1036 7144 48;96 Dsgn. L = 3.00 It 4 0,363 0,202 - 23.56 23,56 108.33 64.87 1,00 1.00 9.87 73.44 496 +D+0.750L+0.750S+4.750W+H, LL Com Dsgn, L = 15.67 ft 1 0.318 0,204 6.28 -20.62 20,62 108,33 64.87 1.00 1,00 10,00 73.44 48:96 Dsgn. L = 107 If 2 0.318 0104 16.54 ;20.62 20.62 10833 64.87 1.00 1.00 10.00 7144 48,96 Dsgn. L = 14:67 ft 3 0:287 0.094 3.25 .18,62 18.62 108,33 64.87 1.00 1.00 4,59 73144 48:96 Dsgn. L = 100 ft 4 0.048 0.036 -312 3.12 10833 64,87 1,00 1.00 1.16 73,44 48.95 +0+0,750L+0,75 +0,750W+H, LL Com Dsgn, L = 15:67 ft 1 0318 0.204 6,27 -20.63 20.63 10833 64.87 1.00 1.00 1040 7144 48,96 Dsgn. L = 14.67 ft 2 0,318 0.204 16.56 -20.63 20.63 108.33 64,87 1.00 1:00 10,00 7144 48.96 Dsgn. L = 14.67 ft 3 0.286 0.093 114 48.57 98.57 10833 6437 1.00 1.00 4.58 7144 48.96 Dsgn. L = 3.00 ft 4 0,051 0.064 0.31 -3.31 3.31 108,33 6437 1,00 1.00 3,12 73.44 48.96 +0-+0.750L+0.750S+0750W+H, LL Corr Dsgn, L = 15.67 ft 1 0.288 0,190 6.93 -18.66 18,66 10833 614.87 1.00 1.00 9.31 73.44 48,96 Dsgn. L = 14,67 ft 2 4.412 0.213 1157 •2614 26,74 108.33 64.87 1.00 1.00 10.41 7144 48,96 Dsgn, L = 407 ft 3 4,412 0,212 13,38 _26.74 2614 10833 6437 1,00 1.00 10,39 73,44 48.96 Dsgn. L = 3.00 ft 4 0,293 0.144 19.01 19.01 108.33 64.87 1.00 1.00 7.06 73.44 495 +0+0.750L+0.750S+0.750W+H, LL Co Dsgn. L = 15,67 ft 1 0288 0.190 693 -18.67 18:67 10833 64.87 1,00 1.00 9.31 73.44 48.96 Dsgn. L = 14.67 It 2 0.411 0113 1159 .26.69 26.69 10833 6437 1.00 1,00 70;41 73,44 48,96 Dsgn. L = 14,67 ft 3 0.411 0.212 13,31 -26.69 26.69 108.33 64,87 1.00 1.00 1037 7144 48.96 Dsgn. L = 3.00 ft 4 0.296 0172 -19.19 19.19 108,33 64.87 1,00 1.00 8.42 73.44 48,96 +D+0.7 0L+0,750S+0.750W+H, LL Com Dsgn. L = 15,67 If 1 0.447 0150 29,01 -26.60 29.01 10833 6437 1.00 1.00 12.23 7144 48.96 Dsgn, L = 107 it 2 0.410 0,104 0.11 °26,60 26.60 108.33 64,87 1,00 1,00 5,08 7144 48.96 Dsgn, L = 14.67 it 3 0.142 0,079 6.49 -9.19 9119 108.33 64 L87 7.00 1,00 189 7144 48,96 Dsgn. L= 3.00 it 4 0.142 0.077 -919 9,19 108,33 64.87 3,00 1.00 3,79 73,44 48.96 +D+0.750L+0,750+0,70W+Fr, LL Com Dsgn. L = 15;67 ft 1 0,447 0,250 29.01 -26.62 29.01 108,33 64.87 1.00 1,00 12.23 73.44 48.96 Dsgn, L = 14,67 ft 2 0.410 0.104 0.14 -26.62 26.62 108.33 64.87 1,00 1.00 5.08 73.44 48.96 Dsgn, L = 14,67 ft 3 0.144 0.105 6.43 -9.37 9,37 108.33 64.87 1.00 1.00 5.14 73.44 48.96 Dsgn. L = 100 ft 4 0.144 0.105 -917 937 108.33 64.87 1.00 1.00 5.94 7144 4816 +0+0.750L+0,750 -+0,750W+H, LL Com Osgn, L = 15.67 ft 1 0460 0.247 29.85 -24.54 29,85 10833 64.87 4.00 1.00 12,11 7144 4816 Title Block Line 1 Title: Core and Shell Renovation Job # 120097 You can change this area Engineer David Poe, P.S.,, S.E. using the 'Settings' menu item Project Desc.: Addition and then using the "Printing Title dock` selection. Load Combination Max Stress Ratios Summary of Moment Values ... Summary of Star Values Segment Length Sparc # 114 V Max + M Ma • Max Mnx MnxtOmega Cb Rm Va Max Vnx- Vnxt07 ega O gn. L = 14.67 it 2 0,380 01 83 0,00 24.64 24.54 10833 64.87 ' 1;110 1,00 8,98 73: 44 48.56 O gn. L = 1467 ft 3 0387 6.219 17.64 -25.07 25,07 108.33 6417 1€00 1,00 10.74 7144 48,96 Osgn. L = 3,00 It 4 0387 0,185 -25,07 25.87 10833 64.87 1:00 1.00 9.08 73.44 496 +D+0;7501.+0.750S+0.7500iW+H, LL Gam Win L = 15 67 4t 1 0.460 0,247 29.85 -24.65 29.85 108.33 64.57 1,00 1.00 12.91 73,44 496 07sgn,L= 14.67 If 2 01.380 0.283 400 -24,65 24.65 108.33 64.87 1:00 1,00 896 73.44 496 13sgn, L = 14:67 ft 3 0.389 0,220 17.78 - 2526 25,26 108,33 64,87 1.00 1.00 1076 7144 48:96 Dsqn. L = 3,00 8 4 0 389 0.213 .2526 25.26 10833 607 1,00 1.00 1044 7144 496 +0+0.750L+0.750S+0.75004i+H, LL Com 03srJn, L = 15.67 it 1 0,544 0261 25.50 -3528 35.28 108.33 64.87 140 1.00 1218 7144 48.96 Dsgn.L= 14,67 ft 2 4.544 0,230 11.99 -3528 3528 108,33 64.87 1.00 9.00 11,27 7144 49.96 13 gn. L = 14:57 it 3 0.224 0486 174 •14.54 14.54 108.33 64.87 1.00 1.00 4.20 73144 48,96 sgn. L = 3,00 it 4 0,074 O# 048 482 4,82 108.33 64,87 1.00 1.00 233 7144 496 +0+03.750L+0,75OS40.750W fit, LL Com Win. L = 15.67:)1 1 0,544 0,261 25.49 -35.29 35.29 108.33 64.87 1,00 1.00 12,79 73:44 48:96 Osgo. L = 14:67 it 2 0.,544 0.230 12.02 -35,29 35.29 108.33 64,87 1.00 1.00 11.28 73.44 48,96 Osgn. L = 14;67 ft 3 0123 0,085 3,65 -14,49 14.49 108.33 64.87 1.00 1.00 4.18 7144 4816 Dsgm L= 3.00 It 4 0.077 0,075 0,04 -5.01 5.01 108,33 64.87 1:00 140 169 7144 496 +0+0.750L+0.750S+0.750Y14H, LL Germ Dsgm L = 467 it 1 0,514 0,259 2627 -33,31 33.31 108.33 6487 1.00 1.00 12:66 73.44 4826 Os3n. L = 107 it 2 0,514 0,216 8.36 -33.31 33.31 10833 64.87 1:030 1.00 10.59 73:44 496 Osgn. L = 14:67 ft 3 9349 0204 14.48 - 22.65 22.65 108.33 64.87 1,00 1,00 9.99 73.44 496 Osgn. L = 100 It 4 0.319 0,156 - 20,71 20.71 108.33 64,87 1.90 2.00 7.63 73.44 48.961 +0+0.75OL40,750S+0,750W+H„ LL Gore Dsgn. L = 15.67 it 1 0614 0,259 26.26 -3133 3333 10833 64.87 1,00 1.00 12.66 7144 48,96 Osgn, L = 14.67 ft 2 0,514 0116 839 -3133 33.33 108.33 64,87 1,00 1.00 10.59 7344 48.96 Osgn. L = 14.67 If 3 0348 0.204 14.41 -22.60 2160 10833 64.87 1.00 1.00 9,98 73.44 48.96 Osgn. L = 3,00 it 4 0322 0,183 - 20.89 20.89 10833 64.87 1.00 1.00 8.98 73,44 48:96 +03+0,7 OLr+0.7 0L+0.5250E+H, LL Cor Ds 9m L = 15,67 it 1 0184 0.093 941 -11,96 11.96 10833 6437 1.00 1.00 4:54 73.44 48:96 Osgu. L = 14;67 ft 2 0:184 0.078 103 -11,96 11.96 10833 64.87 1,00 1.00 180 7144 48.96 Dsgm L = 44:677 it 3 0.124 0,093 5,10 405 8.05 10833 64.87 1,09 1.00 4,58 7144 48.96 0 gn. L = 3,00 it 4 0.118 {1.093 -7.68 7.68 908.33 64.87 1.00 1,00 4,58 73,44 48.96 +D+09'. a0Lr+0.7 L- *0.52506+H, LL Cor Dsgm L = 15.67 ft 1 0.157 0.090 90.22 -9:99 10.22 10833 64,87 1.00 1.00 4.41 73.44 48.96 Dslfm L 14.67 It 2 0250 0.191 0.04 -16.22 16.22 108.33 64,87 1.00 9.00 9.37 7144 48.96 01sga, L = 14.67 0 3 0:360 0117 16,44 -23.38 2338 10833 64.87 1.00 1.00 10,35 7144 48,96 Dsgn, L = 3.00 it 4 0:360 0,174 -23.38 2338 108,33 64,87 1.00 1,00 8.52 73.44 48:96 +19+0. 5OLr+0.7 0L+0. 25(16+H, LL Cor D gn, L = 15,117 tt 1 0.157 0.090 90.21 -10.00 10.21 10833 64,87 1,00 1,00 4.41 7144 48.96 D gn. L = 14:67 It 2 0.249 0.191 0.06 -16.17 16.17 108.33 64.87 9.110 1:09 936 7344 48.96 Osgn. L = 14.6+7 ft 3 0:363 0.212 1638 -23.56 23.561 108.33 64,87 1.40 1..007 10,36 73,44 48.96 Osgn. L = 140 It 4 0;363 4202 -23.56 ' 2156 108,33 64,87 1.00 1.00 9.87 73.44 48:96 +0+Oe75OLr+0.7 +0,525()6+9«4, LL Cor D gn. L = 15.07 ft 1 0318 0.204 518 -20.62 20.62 10833 64.87 1:90 9.00 ' 10,09 7144 4895 07sgn. L = 14:67 ft 2 0,318 0,204 16.54 - 20.62 20.62 10833 64.87 1,00 1.00 10.00 73,44 48:96 Oscan. L = 14;67 it 3 05287 0.094 3.25 - 18,62 18.62 108,33 64.87 1,00 1,00 4,59 73,44 4816 Dsgn. L = 3.030 ft 4 0:048 0.036 -112 3,12 108.33 64,87 1,00 1.00 1.76 7144 48,96 +17+0 75OLr+0.7 0L+0.5250 +9i, LL Cot Osgn. L = 15:67 it 1 0318 0.204 6.27 - 20.63 20}.53 10833 6487 1.00 1.00 10.00 7144 48.96 Osgn, L = 14.67 0 2 0,318 0,204 46,56 -20.53 20,63 108.33 64.87 1,00 ' 1,00 IHO 73.44' 496 Osgh, L = 14.67 ft 3 0286 0.093 3.14 -18.57 18,57 10833 64.87 1:00 1.00 4.58 7144 48,96 Osgh. L = 3.00 It 4 0:051 0,064 031 -3,31 3.31 108.33 64,87 1.00 1.00 3.12 7344 48:95 +D+0.75OLr+0.7 0L+0.52506+H, 4.L Cor Osgn. L = 15,657 It 1 0,288 0,190 6.93 -18.65 18:66 30833 64.87 1:00 1.00 ' 9,31 73.44 4816 Osgn. L = 14.07 ft 2 0.412 0.213 93.57 •26.74 2674 108.33 6437 1.00 1.00 10,41 73.44' 496 Dsgn, L = 14,67 ft 3 0:412 0.212 1138 -2614 ' 26.74 108.33 54.87 1,00 1.00 1039 73.44 4816 Dsgn. L = 3.00 ft 4 0193 0.144 - 19.01 19.01 108,33 6437 1.00 1:00 7,06 73.44 4961 +09+0.7501 +F#, LL Cor 15S L+0.5250 Dsgm L = 15.67 R 1 0.288 ..0.190 :6,93 - 18.617 18.67 108,33 64,87 1. 00 1.00 ' 9.31 73,44 48:96 Osgn, L = 14.67 ft 2 0.411 0.213 13,59 -26.69 26,69 108.33 64.87 1.00 1,40 10.41 7144 48.96 43sgn. L = 14.67 ft 3 0:411 0212 13.31 -28.69 26.69 10833 64.87 1.00 '1.00 10.37 7344 496 Win. L = 100 ft 4 0.296 0172 -19.19 19.19 108.33 6487 1.00 1.00 8.42 7144` 496 +0+0. 5OLr+0.750JL+0,5250E+H, LL Cor Dsgm L = 15,67 it 2 0447 0.250 29.01 - 265.60 29.01 10833 64,87 7.00 1.00 1213 73.44 48:96' Osgn. L = 14;67 it 2 0.410 0,1074 011 -26.60 26:60 10813 64.87 100 8.007 5,08 73,44 496 Osgn, L = 14;67 it 3 0.242 0.079 6.49 - 9,19 9.19 1078.33 0487 1.00 1,00 3.89 7144 4896 Osgn. L = 3100 It 4 0:142 0.077 419 9.19 108.33 64, 87 1.00 4.00 3.79 73.44 4816 + 690.754 ?Lr+0.750L.+00.5250E+H. LL Cor Title Block Line 1 Title: Core and Shelf Reservation Job# 120097 You can change this area Engineer: David Poe, P. E., S, E, using the *Settings' menu item Project Des c.: Addition and then using the *Printing Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Le ngth Span 4 V Mmax + tUirtrax - Ma • Max Mnx Mnx/Omega Cb Rrn va Max - 3 , Vnx Vnxlomega ----- 48,96 ._.., Dsgn. L �. 15 61 ft _ ,. 1 """ .0.250 .. -- 0 ' . _:.,_,. 29,01 26,62 .w.. 29.01 ..�, .w 108,33 64 g� 1.00 1.04 2 12.23 73.44 Dsgn. L = 14,67 ft 2 6.410 0104 0,14 26,62 26.62 90613 64,87 1.00 1,00 5.48 73,44 48.96 Dsgn. L = 14.67 It 3 0,144 0,105 6.43 =537 9.37 106,33 64,87 1,00 1.00 5.14 7144 46.96 Dsgn. L = 3.00 ft 4 0,144 0.105 437 937 106,33 64,87 1.00 1,00 5.14 73.44 48,96 40+0,750Lr+0,750L+0,5250E+H, LL Cor Dsgn, L = 15.67 ft 1 0,460 0247 29.85 -24,64 29.85 106.33 614.87 1.00 1.00 12.11 7144 46,966 Dsgn, L= 14,67 It 2 6.360 0,183 404 44:64 24.64 108.33 64.87 9.{70 1100 8.98 73,44 48,96 Dsgn. L = 14,67 It 3 0.367 0,219 17.84 -25,07 25.07 10633 64.87 1.04 1.00 1034 7144 4816 Dsgn. L = 100 ft 4 0.367 0,165 •25.07 25,07 106,33 64.67 1,40 1.00 9.08 73.44 48.96 +D+0.75OLr+0,750L+0 5250E+1~l, LL Gar Dsgn, L = 15.67 it 1 0.460 0,247 29.65 -24.65 29.85 10833 64.87 1.00 1.00 12.11 7144 48.96 Dsgn. L = 14,67 ft 2 0,360 0,183 -0.00 -24.65 24,65 106.33 64.87 1,00 1.013 8,96 73,44 46:96 Dsgn. L = 14.67 It 3 0.369 4,220 1776 -25.26 25.26 106.33 64,67 1.00 1.00 1076 73.44 496 Dsgn. L = 3,00 ft 4 4,369 0113 -25.26 25.25 10833 64,87 1.04 1.00 10,44 7144 46.96 +0+0.754Lr+0.750L+0, 2 0E+H, LL Cot Dsgn. L = 15.67 ft 1 0.544 0.261 25.50 -35,28 35.28 106.33 64.67 1.00 1.00 1276 7144 496 Dsgn L = 14,67ft 2 0,54 0230 11.99 -3518 35.26 106,33 64.87 1,00 1.00 11.27 73.44 466 Dsgn. L = 14.67 ft 3 0,224 0.086 3.74 _104 94.54 108,33 64,67 1;00 1.00 420 73.44 4816 Dsgn. L = 3.00 #t 4 0,074 0.046 482 4,62 108,33 64.67 1.00 1.00 233 73.44 496 *0+0,750Lr+0.750L+0.5250E +H,LL Cor Dsgn. L = 15,67 It 1 0.544 0.261 25.49 35.29 35.29 106.33 64.87 1.00 1,00 12.79 7144 496 Dsgn, L = 1437 It 2 U44 0130 12.02 -3529 3529 106.33 64,87 1:00 1,00 11,28 7144 48,96 Dsgn L = 14,67 ft 3 4123 0,085 3.65 -14.49 14.49 10633 64.87 1.00 1.00 4.18 7144 48,96 Dsgn, L = 100 It 4 {1.077 0:075 0,04 -5.01 5.01 108,33 6437 1.40 1.00 3.69 73,44 496 +D+0,750Lr+0.750L+0.5250E+H, LL Cor Dsgn. L = 15.67 It 1 0,514 0,259 26,27 -33,31 3331 10833 64,87 1.000 1.00 12,66 7144 48.96 Dsgn. L = 14,67 It 2 0,514 0116 8,36 -3331 3331 108.33 64.87 1.00 1,00 10.59 73,44 46.96 Dsgn, L = 14.6 It 3 0349 0.204 1446 -22,65 22.65 108.33 64,87 ;1.00 1,00 9.99 7144 496 Dsgn. L = 3:00 ft 4 49319 4.156 -20.71 20,71 108.33 64,87 1.00 1.00 7,63 73.44 48.06 +0+{3.75OLr+f3,750L+0. 2 0E+ , LL Cor Dsgn, L = 15.67 ft 1 0,514 0259 26,26 -33,33 33,33 106,33 64.87 1.00 1,00 92.66 73,44 48.95 Dsgn, L = 14,67 ft 2 0.514 0216 8.39 -33.33 3133 108,33 64,87 1.00 1,04 10,59 7344 48.96 Dsgn. L = 14.67 It 3 6.348 0.204 14.49 - 22,60 22.60 108,33 54.87 1.00 1,00 9,96 7144 48,96 Dsgn. L = 3,00 It 4 0322 0.183 -20,89 2019 108.33 64,67 1,00 1,00 8.98 73,44 496 +D+0,750L+0,750 a+0,5250E+H, LL Corr Dsgn. L = 15,67 ft 1 0.184 0.093 9.41 A 1.96 1126 10833 54,87 1,00 1,00 4.54 7344 496 Dsgn. L = 14.67 it 2 0,184 0.078 3,03 -11.96 11.96 908.33 64,87 1.00 1,00 3.80 73.44 48:96 Dsgn, L = 14.67 it 3 0,124 U93 5.14 -8.05 8.05 10833 64.87 1.00 1.04 4,58 73.44 48.96 Dsgn, L = 3,00It 4 0.118 0,493 -7.68 7.68 108.33 64.87 1:00 1.00 4.56 73,44 48,96 +0+0.750L+0 750S+0.5 50E+H, LL Con Dsgn. L = 15.67 It 1 0,157 0.090 10.22 -9.99 10,22 106.33 64,87 1,00 1,00 4.41 7144 48.96 Dsgn, L = 107 It 2 0 250 0.191 0.04 -16,22 16.22 108.33 64.87 1,00 1,00 9,37 73,44 46,96 Dsgn. L = 107 It 3 0160 0,211 16.44 -2338 23.38 108,33 64.87 1.40 1.00 1035 73.44 496 Dsgn. L = 3,00 ft 4 0.360 0.174 -2338 2136 10633 54.87 140 1.0#3 6.52 73.44 48,96 +D+0.750L+0,750S ,5250E+H,LL Can Dsgn. L = 15.67 It 1 4.157 0.090 1021 -10.00 10.21 108.33 64.87 1.00 1.00 4.41 7144 496 Dsgn. L = 14,67 ft 2 0.249 0.191 0.06 AU7 16.17 106,33 54.87 1:00 1.00 9.36 73,44 48.96 Dsgn.L = 14,67 ft 3 0,363 0,212 16.38 -23,56 2156 10833 64.87 1.00 1.40 10.36 73.44 496 Dsgn. L = 3.00 it 4 0.363 4102 .23.56 23,56 108.33 64.87 1.00 1.00 9.67 73,44 496 +0+0.750L+0,750S+0.5250E+H, LL Gan Osgn. L = 15.67 ft 1 0316 13104 628 -20.62 200.62 10633 64,87 12 1.00 10:00 73,44 48:95 Dsgn. L = 107 ft 2 0318 0104 16.54 -20,62 20,62 106,33 64.67 1.00 1.00 10.00 7144 496 Dsgn. L = 14,67 ft 3 0,267 0,094 3.25 -18.62 18.62 108.33 64,87 '1,00 1,40 4.59 73.44 48.96 Dsgn. L = 100 it 4 0,046 0.036 -3.12 3.12 10833 6467 1,04 1,00 1.76 73.44 496 +D+0,750L+4.750S+0.5250E+H, LL Con Dsgn. L = 15.67 ft 1 0,316 0.204 6,27 -24.63 20.63 10833 64.87 1.00 1.00 10.00 7144 48.96 Dsgn. L = 14,67 it 2 0316 0,244 16,56 -20,63 20,63 10833 64,87 1.00 1.00 10.00 73.44 48.96 Dsgn. L = 14,67 it 3 0.266 €?.093 114 -1857 18.57 10633 64,67 1,00 1,00 4,58 7144 496 Dsgn. L = 3,00 It 4 0.051 0.064 0.31 •3.31 331 108.33 64.67 1:40 1.00 3,12 73.44 496 +0+0.750L+0.7 0S+0.5 50E+H, LL Con Dsgn. L = 15.67 ft 1 0,268 0.190 6.93 -18,66 18:66 10833 64,87 1.00 1.00 9.31 73.44 48.96 Dsgn. L = 14.67 If 2 0.412 0.213 13.57 -26.74 26,74 108.33 64,87 1.00 1.00 10,41 7144 496 Dsgn. L = 107 It 3 0.412 0,212 13.36 -26.74 2674 106.33 64.87 1.00 1,00 10.39 73,44 48,96 Dsgn. L = 3,00 It 4 0193 0,144 -19.41 19.01 10833 64,87 1,00 1.04 7.06 73.44 48,96 +D+4.7 0L+0,750S+0, 250E+H, LL Corr Dsgn. L = 15.67 ft 1 0.268 0,194 6.93 -16,67 18.67 108.33 64,87 1,00 1.00 931 73.44 496 Dsgn. L = 14.67 It 2 0,411 4.213 13.59 -25,69 26.69 10833 64,87 1.00 1,00 10,41 7144 496 Dsgn. L = 14.67 It 3 0.411 0.212 1331 •26.69 26.69 10833 64,67 1.00 1,00 1037 73.44 496 Dsgn. L = 3,60 ft 4 0196 0,172 -19.19 19.19 106.33 64.87 1,00 1,030 6.42 7144 48,96 +14 Title Slack Line 1 Title: Gore and Shell Renovation Job 4 120097 You can change this area Engineer: David Poe, P,E., S,E, using the "Settings" menu item Pro{ c,: Addition and then using the *Printing 8 Title Black* selection. Load Combination Vex Stress Ratios _ . ._W ._ _._ Summary of Moment Values _lim Summary of Shear Values Sag nt Length ,pant # fi x -.. e .- .. _ Mnx r�tUOmega tr Va Max Vnx M Vnx/0mega +L3+O.F5O6,+O,TQ5+0.525E+,irl: cirr' Dsgn. L = 15.67 it 1 6.447 63.250 29,01 -26{60 29MO1 10833 64,57 140 1.00 12.28 73.44 48.96 Osgn. L = 14.67 It 2 0.410 0104 0.11 -26M 26:69 10833 64,€37 1;00 1,00 5.08 73.44 48.96 Dsgn, L = 54.67 It 3 0,942 0,079 6.49 -919 919 10833 64.87 140 9,413 189 73.44 48.96 Win L= 3,40 It 4 4.142 O,077 -9,19 9,19 108.33 6437 1;130 1,00 3,79 73,44 48,96 +0+ ,750L+0,75OS+0.5250E+H, LL Con Dsgn, L = 15,67 ft 1 0,447 0250 29.01 -26,62 29.01 108,33 64,87 1,04 1.00 1223 73.44 496 Dsgn. L = 907 It 2 0.410 0.104 4.14 -26,62 26.62 10833 64.87 1.00 1.00 548 73.44 496 Dsgn, L = 14,67 it 3 0144 0105 6.43 -937 9,37 308.33 64,87 1,00 1.40 514 7144 48.96 Dsgn, L = 104 ft 4 0.144 0,105 -9,37 9,37 10833 64,87 1:00 1,04 5.94 73.44 45.96 +t3+0.754L+O.75OS+0,5250E+f1, LL Con Dsgn. L = 467 It 1 4.464 0.247 79.85 - 24.1144 29,85 108.33 607 1.00 '1:40 12.11 7144 48,96 Ds n. L = 14.67 ft 2 0 380 0.183 -1.00 -204 24.64 108.33 64,87 100 1.00 8,98 7144 496 Dsgn, L = 14.67 ft 3 0,387 0219 97.84 -25,87 25:07 14833 64.87 1,00 1.00 10.74 73.44 48.96 0s9m L = 3.00 ft 4 0.387 4.185 -25N 25.07 10833 64.67 1:40 1.00 9.08 73.44 48.96 +0- *0.750L+0.75O5+0.5250E+H, LL Con Dsgn, L = 15.67 ft 1 01.460 0,247 29.55 -24,65 2915 10833 64.87 3.00 1,00 12,11 73,44 48.96 Dsgn, L = 14,67 It 2 0380 0183 •0.00 -24,65 24.65 108.33 64,87 1.00 1,00 8,96 73.44 496 Elsa. L = 14.67 It 3 0389 4124 4718 -25.26 2526 108.33 64.87 1 1.00 1076 73.44 48,96 Dsgn, L = 100 ft 4 0.389 0.213 •2526 25.26 10833 64.87 1.00 1.40 10.44 73.44 48.96 +0+0.750L+0.750S+0.52 4 +H, LL Con Dsgn, L = 15,67 ft 1 0.544 0.261 25,50 - 3520 35.98 108.33 64.87 1.00 1,00 12.78 7144 4816 Dsgm L = 14,67 it 2 4,544 0,230 11.99 -35.28 3518 108,33 6417 1,00 3.00 11.27 7144 48:96 Dsgn, L, = 14,67 ft 3 0224 0.086 174 -14,54 1454 10833 64.87 1.60 1.00 4,20 73.44 48.96 Dsgn. L = 104 ft 4 0.474 4.048 -4,99 4;82 10833 64.87 1,40 1.00 2.33 7144 496 +G+0.7 4L+0,7 0 +4.5250 +f1, €.L Gorr Dsgn. L = 15,67 ft 1 0.544 0.262 25.49 -3529 35.29 108.33 64.87 12 1,00 1279 7144 48,96 Dsgn. L = %67 ft 2 0.544 0230 1102 -3529 3529 108.33 64.87 1,00 1,00 1128 73.44 48,96 Dsgn. L = 94.67 It 3 0.223 0.085 3.65 -14.49 14,49 14833 64.87 1.40 1.60 4.18 73.44 48.96 Dsgn. L = 100 ft 4 0,077 0.075 4.44 - 5.01 5.41 108.33 6437 1,00 1.00 169 7144 496 +D40.750L+0.7 OS+0.5 54E+H, LL Con D"m L = 15,67 It 1 0.514 0159 2617 -33.31 33.31 10833 64.87 9.00 1.00 3166 7144 496 Dsgn. L = 14.67 It 2 0.514 0.216 8,36 -33.31 3331 148.33 607 1.00 1.00 10.59 7144 48.96 Dsgn, L = 24.67 ft 3 0349 0.204 14..48 -22,65 2165 30813 64,87 1.00 1.40 9.99 7144 496 Dsgn, L = 100 ft 4 0.319 0.156 •2471 2471 108.33 64,87 1.00 1.00 7,63 7144 496 +17+0.750L- t0.754S+0.52 OE+H, LL Con Ds n, L = 15,67 ft 1 0.514 0,259 26.26 -3133 3333 108.33 64.87 1,00 9.00 12,66 73,44 4816 Dsgn, L = 107 it 2 0.514 0,216 839 33,33 3333 108.33 64.87 1. 3 1.00 10,59 73.44 406 Dsgn. L = 14.67 It 3 0.348 0.204 14.41 -22.60 22.60 10833 64,87 9.00 1.00 9.98 7144 496 Dsgn. L = 100 ft 4 0.3222 0.183 -20.89 20.89 10813 64,87 1.00 1,00 8:98 7144 48:96 , +0, 4D +H sn. L = 15.67 it 1 0111 0.056 5.65 -7.17 7.17 10833 64,87 1,44 1.00 272 73.44 48,96 Dsgn. L = 34.67 It 2 0.111 0.447 110 -7.17 7.17 10833 64,87 1.00 9.00 2,28 73,44 4816 No, L = 14,67 ft 3 0,075 0.044 3,10 436 06 108.33 64.87 1,00 1.00 2.15 73.44 496 Dsgn, L = 3.00 ft 4 0.469 0.039 4.49 4.49 10833 64.87 1,00 1.00 1,93 7144 48.96 +0. +030E+H Dsgn, L = 25.67 ft 1 4,111 0,056 5.65 -7,17 7,17 108,33 64,87 1.00 1.40 272 73,44 48.96 Dsgn. L = 14.67 ft 2 0111 0.047 1.84 -7,17 717 10833 64,87 1,00 1.00 2.28 7144 496 Dsgn. L = 107 It 3 0.075 4.044 3.10 486 436 108.33 64.87 1.00 1,00 2.15 73.44 48.96 Dsgn. L = 3100 It 4 0.069 0.039 -4,49 4,49 108.33 64,87 1.00 1.00 1.93 73.44 48,96 i 9� 617r��tf1�`�1� 9000 1 � t3n a oral Lads Load Combination Span Max, " -° Deft Location in Span Load Combination Max, " +" Deft Location in Span 1 0.0000 0,000 0.0000 4,000 2 0,00DO 0.000 0' 0.000 3 0= H00 0. 0.000 4 0,0000 0,000 0.0000 0.000 W rtical ReA00o 1S Unfacto Support notation ; Par left is #1 Values in KIPS Load Combination Support 1 Support 2 upp<art 3 Support 4 Support 5 .__ ....29.306_.,.,......_,_25.449 ._ ....26.423 ._ _ - 9.5 .._.. D Only 3.034 8.337 6.851 6.714 - 1174 L Only, LL Comb Run ("*L) - 0.001 0,007 -0,427 1.829 1.643 L Only, LL Comb Run (* *L *) 4167 -1.083 8.643 16,200 4, L Only, LL Comb Run (* *LL) 0.166 -1.077 8,616 18:029 - 5.418 L Canty, LL Comb Run (*L") •0738 9.003 9,955 -1294 1,941 L Only, Lt. Comb Roan (*L *L) -0.739 9.410 9.928 -1.466 1584 L Only, LL Comb Run (*LL -0.571 7,920 18.598 12.906 -5.119 Tale Block Line 1 T itle Care and Shell Renovation Job# 120097 You can change this area Engineer: David Pete, P.P., S.P. using the 'Settings* menu item Project Dec.: Addition and then using the Trmfing Title Block* selection. . Support notation par left is Values in KIPS .._ ... _ .. Load Combination Support 9 Support Support � Support 4 Support 5 ,_ �. _Y��, - 11 - 1 1-- E Dn�� LL __ Run (�LLL) ._. �.m . 1 1.5 ?� __�_._ ._.w _ 7.9 7 �. ._.. 4 571 .. Wa_ 94,7 3.dT7 L Only, LL Comb Run (L'*') 7.761 11.960 -2.230 1.280 -0154 L Only, LL Comb Run (L'*L) 7.760 11. ^1257 3109 0388 L Only, LL Comb Rust (L*L) 7128 10.877 6.413 97480 •7,895 L Only, LL Comb Run (L*LL) 7,927 10.883 6186 19309 6172 L Only, LL Comb Run (LL * *) 7.023 20.963 7.725 `2.014 1,187 L Only, LL Comb Run (LL *L) 7.022 20.370 7.698 •0.185 2129 L Only, LL Comb Run {LLL *) 7.190 19.880 16,368 14186 -5.874 L OWy, LL Comb Run (LLLL) 7189 19,887 16.342 16.015 -4.231 D+L, LL Comb Run ('L) 3,013 8.343 6.824 8.542 -0.131 D+L, LL Comb Run ( *'L*} 3.189 7.254 15,494 220994 4834 D+L, LL Lamb Run (*`LL) 3,180 7.260 15.467 24.742 -7.191 D+L, LL Comb Run (*L*") 1276 17.340 16,806 3.419 0167 D+L, LL Comb Run (*L *L) 2.275 17.347 16.779 5148 1.810 D, LL Comb Runs ( *LL *) 2.443 16257 25.449 19.620 -6.893 D+ , LL Comb Run ( *LPL) 2,442 96.263 25.422 21.448 5.250 D+L, LL Comb Run (L** *) 10.775 20,297 021 7,994 °2.528 D+L, LL Comb Roan (M) 10.774 20303 4.594 9322 -0,885 D+L, LL Comb Run (L " 10.942 13213 13.264 24.194 -9.588 D+L, LL Comb Run (L * L) 10,941 19224 13.237 26.023 -7. D+L, LL Comb Run (LLB*) 10,037 29,300 14.576 4.699 4).587 D+L, LL Comb Run (LL`L) 10.036 29306 14349 6.528 1.056 0- #L, LL Comb Run (LLL *) 10,204 28.217 21213 20.900 -T,647 D+L, LL Comb Run {LLLL) 10..203 28.223 23.192 21728 -6.005 Tale Block Line 1 T itle Care and Shell Renovation Job# 120097 You can change this area Engineer: David Pete, P.P., S.P. using the 'Settings* menu item Project Dec.: Addition and then using the Trmfing Title Block* selection. r.. Span « 92.333 tt Span = 15.667 ft UV'10x22 U1f90x22 Service loads entered Load Factors will be applied for calculations, m _.. _ Beare self weight calculated and added to Coady Loads on all spans.:: Uniftinn Load on ALL spans: D = H40, L. 1310 lest, Tributary Width =10.50 ft ION s t ' Maimurm Bending Stress Rat 6.5 1 6.5 Maximum Shear stress Ratio = 0.28 :1 Section used for this span W10 22 Section used for this span W1042 Mu : Applied 38111 k -ft Vu'; Applied 14,121 Mn 1 Omega 1.R7 1t -ft VrtIOme a : Allowable 5. Load Combination +D+L+H, LL Comb Run (LL Load Combination +D+L+H, LL Comb Run (L Location of maximum on span 12,33h Location of maximum on span 12.5 it Span # where maximum occurs S pan If 1 Span It where maximum occurs Span If 'I Maximum Deflection Max Downward L +Lr +S Deflection 0,280 in Ratio = 671 Max Upward L+Lr+S Deflection - 10,090 in Ratio n 16149 Max Downward 'Total Deflection 0,370 In Ratio = 508 Max upward Total D eflection -0,0 1 in Ratio = 1817 i ,y p� g q l ltf t 1.` 3N O S " ,w7 r a . OC` i. , Cond�9Wfio 't Load Combination Max- tress Rati w unarnary of Moment Values . _.. _ 'Summary of S r Valves Segment Length Span IN t x + Mmax - Ma - Max Mnx Mnxlt3 a Cb Rm Va Vnx Vnx/Omega .e.,.�. r. ., ..._.,. __.. tlsgn. L = 1233 it 1 6.174 0,085 371 -1119 1125 10833 64.57 1;00 1,00 4,18 7144 48:96 Dsgn. L = 15.67 it 2 0.174 0,085 8.51 -1929 11.29 168.33 64.87 1,00 1,00 4.18 73,44 46:96 +r7+t:+h!„ LL Comb Run ( "L) Dsgm L = 1233 it 1 0.452 0.277 0.14 -29.32 29.32 108.33 64.67 1,00 1.00 13,56 73.44 48:96 Dsgn. L = 15:67 ft 2 0;498 0277 32,29 -29.32 32.29 108.33 6437 1,00 1.00 13.56 73.44 4616 +D+L+H, LL Cont Run (L *) Dsgn, L = 1233 It 1 0.310 0.221 19.21 •20,09 20.013 108:33 64.87 1.00 1,00 90.83 73.44 48.96 Dsgn, L = 15.67 it 2 0.310 0.097 5.38 -20.09 20.09 108,33 64.87 1.00 100 415 7144 48,96 *D+L+H, LL Comb Run (LL) Dsgn, L = 12.33 ft 1 0587 0.288 12.51 •36.11 38.11 108.33 64.87 1,00 1.fl0 14.12 7344 48.96 Dsgn, L = 9537 it 2 0.587 0.288 28,71 :38.11 38.91 108.33 64.87 1,00 1.00 14.12 73.44. 496 +0+Lr+H„ LL Comb Ran ( +L) Dsgn, L a 12.33 It 1 0.174 0:085 3,71 _11,29 11,29 108.33 64.87 1.00 1.10 418 73,44 48,96 D gn, L = 15.67 ft 2 0:174 0.085 8,51 -11.29 11.29 10933 64.87 1,00 1.00 4,18 7144 48.96 +D+Lr+H, LL Comb Run (L•) CVn. L = 12,33 It 1 0.174 0.085 3,71 - 11.29 11.29 108.33 64,87 1.00 1.00 4.18 73.44 48.05 Dsgn. L = 15.67 It 2 0.974 0,085 8.51 -1129 11.29 10833 64.87 1.00 1,00 4.18 73,44 48.96 +t3+Lr+°i, LL Comb Run (LL) Ds n. L = 12.33 it 1 0.174 0,085 371 - 1119 11.29 108.33 6437 100 1.00 418 73.44 448;96 Dsgn, L - '15,67 8 2 0.174 0.085 &5l .1119 11.29 108.33 64.87 1.00 1.00 4.18 7144 48.96 +C +S+H Dsgn. L = 12.33 it 1 0.174 0,085 3,71 -1129 1129 108.33 64.87 '8.013 1.00 4.18 73,44 4816 Dsgn. L = 16.67 ft 2 0,174 0.085 8.51 :91.29 1129 108.33 64:87 1.00 1.00 4.38 73.44 4816 +0+0.750Lr+0.750L t, LL Comb Run (• Osgn. L = 12.33 If 1 0.382 0229 0.58 •24.81 24.81 108.33 64.87 1.00 1.06 11.22 73.44 48.96 Dsgn, L = 15.67 it 2 0.406 0129 2634 - 24,81 28.34 10833 64.87 1.00 1.00 11.22 73,44 48,96 +0.47 0Lr+0,750L+H, LL Comb Run (L Title Block Line 1 Title: Core and Shelf Renovation Jab # 1200 You can change this area Engineer: David Poe„ P.S., S.C. using the °Settings" menu item Project Desc.: Addition and then using the "Printing Load Combination Max Stress Ratios _ ...... ..... .. _._. _ . Summary of Moment Values Su of Shear Values Segment Length Span # _. V 4 V4 ax . Ma - Max Mnx Mnxltlmega Cb R m Va Max Vnx Vnx)O eega Dsgn, L = 1133 ft 1 9276 ..,..,_ ,184 15,2 17.89 17.89 108.33 64.87 1,00 1 9.03 73,44 48,96 Dsgn, L = 15.67 ft 2 0,276 0.094 6,09 -17.89 17,89 10833 64,87 1.00 '1,00 4:60 73.44 496 +0+0.75OLr+0.750L+H, LL Comb Run L Dsgn. L = 12,33 it 1 11484 0238 10,31 -31.41 31,41 10833 6437 1,00 1,00 11,64 73.44 48.96 Dsgn, L = 15.67 it 2 0.484 0.238 23.66 -31.41 31,41 110833 64.87 1.00 1.00 11.64 73,44 496 +0+0.750L4750S+H, LL Comb Run (% Dsgn. L = 12,33 it 1 0.382 0229 0.58 -24.81 24.81 10833 64,87 1.00 1,00 11.22 73,44 496 Dsgn, L = 15,67 ft 2 0.406 0129 25,34 •24.81 2634 108.33 64,87 1,00 1.00 1122 7144 496 +0+0,750L+b750S+H, LL Comb Run (L' Dsgn. L = '12.33 it 1 0,276 0.184 15.29 -17.89 17.89 10833 64.87 1,00 1,00 9.03 7344 406 Dsgm L= 15,67 ft 2 0.276 0,094 6,09 - 17,89 17,89 108:33 64,87 1,00 1,00 4.60 73,44 48,96 +0+0.750L+0.750S+H, LL Comb Run (L4 Dsgn, L = 12.33 ft 1 0,484 0238 10.31 31.41 31.41 108.33 6437 1,00 1.00 11.64 7144 48,96 Dsgn, L = 15,67 ft 2 0,484 0.238 23.66 31.41 31,41 10833 64.87 1,00 1.00 11.64 73.44 48.96 +O +W+H Dsgn, L. = 12,33 ft 1 0.174 0.085 3.71 -1129 11.29 10833 64,87 1.00 1.130 4,18 73.44 48.96 Dsgn. L = 15,67 If 2 0.174 0,085 8,51 -11.29 11.29 108,33 64.87 1.,00 1,00 418 73.44 48.96 e��°° +0+0 70E+4 :. Dsgn. L = 12,33 it 1 0.174 U85 171 ^11,29 11,29 108.33 64,87 1,00 1.110 4.18 73.44 496 Dsgm L= 15,67 it 2 0.174 0,085 8.51 -11,29 1129 10813 64,87 1.00 1.00 4.18 73,44 496 +0+0,75OLr+0,750L+0,750 +H, L1. Con Dsgn, L = 12.33 If 1 0,382 0,229 0,58 -24,81 24,81 10833 64.87 1.00 1,04 11.22 7344 48,96 Dsgn. L = 15.67 ft 2 0.406 0,229 26.34 -24.81 26.34 108.33 6487 1.00 1.00 11.22 7144 48,96 +0+0,750Lr+().7 +0.750W+H, LL Corr Dsgn. L = 12,33 ft 1 0176 0.184 15.29 -17.89 17,89 108.33 64,87 1.00 1.00 9,03 7144 4826 Dsgn. L = 15.67 ft' 2 11276 0,094 6.09 -17.89 17,89 10833 64.87 1.00 1,00 4.60 73,44 495 +D -tO,7 0Lr+0.750L+0,750W+H, LL Con Dsgn. L = 12.33 ft 1 0.484 0.238 20:31 -31.41 31.41 10833 64,87 1,00 1,00 11,64 73.44 4816 Dsgn. L = 15.67 ft 2 0.484 0.238 23.66 .31 Al 31.41 108.33 64.87 1,00 1.00 11.64 7144 496 +0+0,7 0L+0,750S+0.7 0 +H, LL Com Dsgn. L = 12.33 It 1 0,382 0,229 0,58 -24.81 24,81 108,.33 64.87 1.00 1,00 11.22 7144 48,96 Dsgn, L = 15.67 ft 2 0.406 0.229 26.,34 -24.81 2634 108.33 64.87 1.00 1.00 11.22 7144 496 +040,750L+0,750 +0.750 - H, LL Com Dsgn. L = 12.33 If 1 0,276 0.184 1529 17,89 17,89 108.33 64.87 1.00 1.00 3.03 73.44 48,96 Dsgn. L = 15.57 If 2 0276 0.094 6,09 -17.89 17.89 108.33 64.87 1:00 1,00 4:60 73,44 4816 +D+0.750L+0.7 +0,750W+H, LL Gam Osgn. L - 12.33 It 1 0.484 0238 10,31 -31,41 31.41 108.33 64,87 1.00 1.00 11.64 73,44 48,96 Dsgn, L = 15.67 it 2 0,484 0.238 23,66 -31.41 31.41 108,33 607 1..00 1,00 11.64 7144 4816 +0+0,75OLr+0.750L+0.52506+H, LL Cor Dsgn, L = 12.33 It 1 0.382 0229 0.58 -24,81 2481 108,33 64,87 1.00 1.00 11,22 73.44 48,96 Dsgm L = 15,87 it 2 0.406 0.229 2634 -24.81 2634 108.33 64,87 1,00 1.00 11.22 7144 496 +0+0,750Lr+0,750L- 45250E+H, LL Cor Osgn. L = 1233 ft 1 0176 11.184 1529 -17,89 17.89 108.33 64.87 12 1.00 9,03 73.44 496 Dsgm L = 15.67 it 2 0276 0.094 6.09 -17,89 17.89 108.33 64,87 1,00 1,00 4.60 73;44 496 ,750Lr+0,75OL40,5250E+1{, LL Cot Dsgn, L = 1233 It 1 0,484 0238 10.31 -31.41 3 10833 64,87 1.00 1.00 11,64 73.44 4816 Dn. L = 15.67 ft 2 0.484 0238 2166 -31,41 31.41 108,33 64,87 1:00 1.00 11.64 7144 4816 +0+0,750L+0.750S+0,5250E+H, LL Con Dsgn. L = 1233 ft 1 0.382 0,229 0.58 -24.81 24.81 10833 64.87 1.00 1.00 11.22 73.44 48,96 Dsgn, L = 15.67 it 2 0,406 0,229 2634 -24.81 26.34 108.33 64,87 1.00 1,00 11.22 73.44 48,96 +0+0,750L+0.750S+0.5250E+H, LL Con Dsgm L = 1233 ft 1 0.276 0.184 5529 -17.89 17.89 108.33 6437 1,00 1,00 9:03 73.44 496 Dsgn. L = 15.67 it 2 0.276 0.094 6,09 -17.89 17.89 10833 64.87 1.00 1.00 4.60 73,44 48.96 +0+0.750L+0,750S+0, 250E+H, LL Con Dsgn. L = 12.33 ft 1 0.484 0238 1031 -3141 31.41 10833 64.87 1:00 1.00 11.fi4 73.44 496 Dsgn, L = 15,67 ft 2 0484 0.238 23,66 -31.41 31.41 108,33 64.87 1.00 1,00 11.64 7144 48.96 Dsgn L = 12,33 ft 1 0.104 0.051 2,22 ,78 678 108,33 6487 1:00 1.00 2.51 73.44 48.96 Dsgrr. L = 15.67 It 2 0.104 0,051 5.10 -6,78 6,78 10833 64.87 1,00 1.00 151 7144 48.96 +0,60D4.70E+ Dsgn, L = 1233 ft 1 0,104 0.051 2,22 -6.78 678 10833 64,87 1,00 1,00 2.51 7144 4816 Dsgn. L = 15.67 ft 2 0,104 0.051 510 -6,78 6,78 108,33 6487 1,00 4.00 2.51 73,44 4896 0 rell Ma inn rrl Deflections - Unte toned Loads Load Combination Span Max. m.' Deft Location in Span Load Combination Max. °+" Del! Location in Span _(.... . 0,0000� ..__. 0.0(#0 0.4}{740 0,000 ...._. 2 0.0000 0,001? 0,0000 0,000 Title Biock Line 1 Title: Care and She3B Renovation Job 120097 You can cha this area Engineer: David Poe, P..., S.E. using the 'Settings' menu item Project Desc, Addi and then using the 'Printing Title Block" selection. Title Block Line 1 Title: Care and Shelf Renovation Job# 120097 You can change this area Engineer: David Poe, P,P., S, E. using the "Settings" me item Project C c,: Addition and then using the Printing Title Black' selection, Support notation : Par left is #1 Values in KIPS Load Combination Support 1 Support 2 Supgao 3 .t�YGrali �lartuCit 7.572 .26412 ...._ ......... .. ..�.. ,_. .,.m..,.,........, ..„ ..p.w.. , .. _,., M rv__n, „m .. __...,_ n.,�.:_...... _ 9.817 DOnly 1,811 7,826 2.742 L Ong , LL Comb Run ('L) ^1.462 10,837 7.075 Only, LL Comb Run (L') 5.762 7,749 40.561 L Only, LL Comb Pun (LL) 4.300 18.586 6.513 D+L, LL Comb Run ( "L) 0349 18.663 9.817 D4L, LL Comb Russ (LI 7.572 15.575 2.181 D+L, LL Comb Roan (LL) 6111 26;412 9.256 Title Block Line 1 Title: Care and Shelf Renovation Job# 120097 You can change this area Engineer: David Poe, P,P., S, E. using the "Settings" me item Project C c,: Addition and then using the Printing Title Black' selection, 'A0,0 4ed 4 ti d Service loads entered Load Factors will be applied for calculations. Beare self weiclht calculated and added to loads Loads on all suns... Uniform load on ALL spans : D = 03.0150, L 0.10 ksf, Tributary Width = 11.503 ft MIGN C �9 RAIR '" • • • Ma"Xi rium Bending Stress Ratio = 0.661 : 1 Maximum Shear Stress Ratio 0.260: 1 Section used for this span W10x22 section used for this .span WI0x22 Attu : Applied 44.837 k -Ft Vu : Applied 13.726 k Mn 1 Omega Allowable 64.87€3 k -ft Vn/Omega : Allowable 4&960 k Load Combination +D+L +H, LL Comb Run (LL Load Combination +D- . +fl, LL Comb Run {f L} Location of maximum on span 165,33 ft Location of maximum on span 16,3 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span It 1 Maximum Deflection Max Downward L+Lr+S Deflection 0,383 in Patio = 511 Max Upward L +Lr +S Deflection - 0. in Ratio = 1153 Max Downward Total Deflection 0,421 in Ratio M 465 Max Upward Total Deflection - 0,138 in Patio = 1415 M lmd t $c �ti Ef �tlC �.tJg : irrllrlbitl � €4115 Load Combination Max Stress Rafios _... _ _ Summary of Moment Values Summary of Shear Values Segment Length Span M V Mmax + Mmax - Me - Max Mnx MnxI0mega Cb Rm Va Max Vnx Vnxil3mega Dsgn, L = 16.33 it 1 0,100 0.041 3.65 -6,49 649 10833 64.87 1.00 1:04 1.99 73.44 48.96 Dsgn, L = 9633 it 2 0,100 O.Q41 3,65 -6.49 6.49 10833 64.87 1,00 1.00 1.99 7144 496 +D+L+H, LL Comb Ryan (`L) Dsgn. L = 16,33 It 1 0.396 0.256 Ho -25,66 25.66 908.33 64,87 1.00 1,00 12.55 7144 48.96 Dsgn. L = 16.33 If 2 0.508 0,256 32,92 ^25,66 32.92 108.33 64.87 1,00 1.00 12.55 7144 48,96 +D+L+H, LL Comb Run (L') Dsgn. L = 1633 it 1 0608 0.256 32.92 -25,66 32.92 10833 64,87 1,00 1.00 12.55 7144 48.96 Dsgn, L= 16.33 it 2 0396 0.065 0.00 - 25,66 25.66 10833 64.87 1 D 1,00 3.16 73.44 48,96 +D+L+H, LL Comb Run (LL) Dsgn, L = 16.33 it 1 0.891 0.280 25.22 4434 44.84 10833 64.87 1,00 1.00 1173 73,44 496 Dsgn. L = 96.33 It 2 0.691 0280 25.22 -44.84 44,84 103833 64.87 9.00 1,00 13.73 73.44 48.96 +D+Lr+H. LL Comb Run (1) Dsgn, L= 16.33 It 1 O,100 0.041 165 -6.49 6.49 108.33 64.87 9.00 1.00 919 73,44 48,96 Dsgn. L = 9633 it 2 0.100 0,041 3.65 -6:49 6.43 108.33 64.87 1,00 1.00 1.99 73.44 496 +D+Lr+I°i, LL Comb Run (L') Dsgn, L = 16.33 It 1 0.100 0,041 3.65 -649 8.49 108,33 64.87 1,00 1,003 1,99 73.44 48.96 Dsgn. L = 1633 it 2 0.140 13.041 3.65 - 6.49 6,49 108.33 64.87 1.00 1,007 1.99 73.44 48.96 +D+Lr+H, LL comb Run (LL) Dsgn. L = 16.33 it 1 0,100 0.041 165 -6.49 6.49 108,33 64.87 1,00 1,00 1.99 73,44 49496 Dsgn, L = 1633 it 2 O,100 0.049 3.65 -6.49 6.43 108.33 64,87 1,00 1,00 1.99 73.44 48,96 +D +S+H Dsgn. L = 16.33 It 1 0.100 0.041 3.65 -6.49 6,49 108,33 64,87 1.00 1,00 1.99 7144 48,96 Dsgn. L = 16,33 It 2 0100 0.041 3,65 •6.49 6.49 908.33 64.87 1.00 1.00 1.99 73,44 48.96 +0+O,75OLr+4.754L+H, LL Comb Run {` Dsgn, L : 1633 it 1 0,322 0,202 0.25 -20,87 20.87 943833 64.87 1.00 1.00 9,91 73:44 48.966 Dsgn, L = 9633 ft 2 0,394 O,202 25,59 -20,87 25,59 108.33 64.87 1:00 1,0O 9.91 73.44 48,96 +D+0.75OLr+O,75OL+H, LL Comb Run (L Title Block Line 1 Title: Core and Shell Renovation Job # 1200397 You can change this area Engineer: David Poe, P.B., S.B. using the 'Settings* menu item Project Desc.: Addition and then using the 'Printing Title Block' selection. M Title: Core and Shell Renovation Engineer: David Poe, P.E., S,E. Project Dew,: Addition Jab # 120097 Load Combination Max Stress Ratios 0. + Summary off oment Values Summary of (rear Values Segment Length Span V max Mm ax - Ma - Max Mnx Max/Orriega Cb Rm Va Max Vnx Vnx/Omega w. = 16,33 ft 1 0,394 0,202 25.59 -20,87 25,59 10833 6487 1,00 9,91 73,44 496 Dsgn, L = 16.33 ft 2 0,322 0059 0,25 -20,87 20N 108,33 64.87 1,00 1,00 2.87 73.44 48,96 +0+0,750Lr+0,750L+H, LL Comb Run (L Dsgn. L = 1633 ft 1 0543 0220 19,83 -35,25 35.25 108,33 487 UO 1,00 10,79 73,44 48.96 Dsgn. L = 16.33 ft 2 0,543 0,220 1933 -35,25 35,25 108,33 64,87 1,00 UO 10,79 7144 48,96 +D LL Comb Run ( Dsgm L = 16,33 ft 1 0,322 0.202 0,25 -20,87 20,87 10833 64N 1,00 1,00 9S1 73.44 48A Dsgn. L = 1633 ft 2 0L394 0,202 2559 -20.87 25,59 108.33 64,87 100 1,00 9,91 73,44 48,96 +D-+0.750L+0,750S+H, LL Comb Run (L' Dsgn, L = 16,33 It 1 0,394 0,202 25,59 -20,87 25.59 10833 64,87 1.00 1,00 9,91 7344 48.96 Dsgn, L = 1633 ft 2 0.322 0.{359 0,25 .2047 20.87 108,33 64,87 1.00 1,00 2,87 7144 48.96 +D40,750L40.750S+H, LL Comb Run (LI Dsgm L = 1633 ft 1 0,543 0,220 19,83 -35,25 3515 108,33 64,87 1,00 1.00 1019 7144 496 Dsgn. L = 16,33 It 2 0,543 0,220 19,83 -35Z 3525 108,33 6437 1,00 lZ 10,79 7144 496 +D+W+H Dsgn, L = 16.33 ft 1 0,100 0,041 3,65 -6,49 6,49 108,33 64,87 1.00 1,00 1.99 73,44 496 Dsgn. L = 16,33 It 2 0.900 0041 165 -6.49 6,49 108,33 64,87 1,00 1,00 1,99 7144 48,96 +0470E+H Dsgn, L = 1633 ft 1 0,100 0,041 165 -6A9 6A9 10833 64.87 1,00 1,00 1,99 73.44 48,96 Dsgn. L = 16,33 ft 2 0,100 0,041 3,65 -6A 6.49 10833 64,87 1,00 1,00 1.99 73,44 48,96 +D+0,750Lr-+0.750L+0,750W LL Corr Dsgn. L = 16,33 It 1 0.322 0.202 0.25 -20,87 20A7 108,33 607 1.00 1,00 9,91 7144 48,96 01sqn. L = 16,33 ft 2 0,394 0,202 25,59 -20,87 25,59 108,33 64.87 1.00 1;00 9,91 73,44 48,96 +0+0,75OLr-i0,750L-0,750W+H, LL Corr Dsgn. L = 16,33 It 1 0,394 0,202 25,59 -20.87 2559 10833 6437 1,00 1,00 9,91 73,44 48,96 Dsgn, L = 16,33 It 2 0,322 0.059 0,25 -20.87 20,87 108,33 607 1 DO 1.00 2.81 73,44 496 +0+0,750Lr+0,750L+0.750W+H, LL Corr Dsgn. L = 16,33 ft 1 0,543 0,220 19,83 -3525 35,25 108.33 64.37 1:00 I.00 10,79 73,44 48,96 Dsgn. L = 1633 It 2 0,543 0.220 1913 -35,25 3525 108,33 64.37 140 1,00 10,79 7144 496 +D LL Com Dsgm L = 1633 ft 1 4.322 0,202 0,25 -20W 20,87 10833 64.87 1,00 1.04 9.91 73,44 48,96 0sqn, L = 1633 ft 2 0 0.202 25,59 -20,87 25.59 108,33 64,87 1,00 1.00 9,91 7144 496 +D+0,750L LL Corn Dsgn, L = 16.33 ft 1 0,394 0,202 25,59 -20.87 25.59 10833 64.87 1,00 1 Z 9,91 73,44 48,96 Dsgm L 1633 ft 2 0.322 0,059 025 -24.87 20.87 108.33 54.37 1,00 1,00 217 7144 48,96 +0-+0.750L-0,750S+0.750W+H, LL Corn Dsgn. L = 1633 ft 1 0.543 0,220 19,83 -35,25 35.25 10833 64.87 1,00 1,00 1019 7144 48,96 Dsgn, L = 16,33 ft 2 0,543 0.220 1913 -3525 3515 108-33 64,87 1.00 1.00 10,79 7144 48,96 +0 LL or Dsgn, L = 1633 It 1 0,322 0.202 025 -20N 20A7 10833 64,87 1.00 1,00 9.91 7144 48,96 Dsgn. L = 16,33 ft 2 0,394 0.202 2559 -20,87 25.59 10833 64.87 UO 1,00 9.91 7344 48-96 *0+0.750Lr+0,750L+0,5250E+H, LL Cot Dsgn. L = 1633 ft 1 0,394 0,202 25.59 -20,87 2559 108,33 64,87 1,00 1,00 9.91 73,44 496 Dsgn. L = 1633 ft 2 0,322 0,059 0,25 -20,87 2037 108,33 6437 1,00 1,00 2,87 7144 48.96 , +D+0,750Lr+0,750L+0,5250E-+H, LL Cot Dsgn. L = 1633 It 1 0,543 0.220 19,83 3515 35.25 108.33 64,87 1,00 1.00 10,79 7144 496 Dsgn, L = 1633 It 2 0.543 0,220 19.83 -3525 35.25 108,33 64.87 1,00 1.00 10.79 73,44 48-96 +D LL Con Dsgn. L = 16,33 ft 1 0,322 0.202 015 -20,87 20,87 108,33 54.87 9.00 1.00 9,91 7144 48,96 Dsgn. L = 1633 it 2 0.394 0,202 25.59 -20,87 25,59 10833 54,87 1,00 1.00 9,91 73,44 4196 +D+0,750L+0,7505+0.5250E-+H, LL Con Dsgn. L = 16,33 ft 1 0,394 0,202 25,59 -2037 25.59 108,33 64,87 1,00 1.00 9.91 7144 48,96 Dsgn. L = 16,33 It 2 0,322 0,059 0,25 -20N 20,87 108.33 54.37 1.00 1.00 2.87 73,44 48,96 +D40,750L+0.7505-+0.5250E+H, LL Con Dsgn, L = 16,33 It 1 0,543 0,220 1183 -35,25 35-25 108,33 64.87 1,00 1,00 1019 73,44 4816 Dsgn, L = 16.33 It 2 0 „543 0.220 19.83 -35,25 3525 108,33 64,87 1:00 1,00 1019 73,44 4816 +0,60D Dsgn. L = 16.33 ft 1 0,060 0,024 2,19 -3,89 3,89 108,33 64,87 1,00 1,00 1A9 73,44 48.96 Dsgn. L z 1633 ft 2 0,060 0W4 2,19 -3,89 3-89 10833 64,87 1,00 1,00 1,19 73,44 48,96 +0,60D-0,70E+H Dsgn. L = 16.33 ft 1 0,060 0.024 2,19 -189 3.89 103,33 64,87 1:40 1,00 119 7144 48.96 Dsgn, L = 1633 ft 2 0,060 0.024 2,19 -189 3.89 108,33 64,87 1.00 1,00 1,19 73,44 4816 Overall Miximium'Deflectlons - Unfactored Loads, - - ----------- Load Combination Span Max, Deft Location in Span Load Combination - Max� Deft Location in Span 1 0,0000 0,000 0,0000 0000 2 0.0000 0.000 0.0000 0000 I6 Unbc 6r ct Support notation Far ieft is #1 Values in KIPS Load Combination Support 1 Support 2 upport 3 9AG D € Ny 1,192 3.973 1192 L Only, LL Comb Run ( *L) - 1..174 11.739 8.298 L Only, LL Comb Run (L *) 8218 11.739 -1,174 L Wy, LL Comb Run (LL) 7,044 21479 7: D+L, LL Comb Run (`L) 0,018 15.712 9.409 DAL, LL Comb Run (L *) 9.409 15.712 0,018 17+t„ LL Comb Run (LL) 8.235 27.452 8235 T[ e Block Line I Title: Core and Shell Renovation Sob # 120097 You can change this area Engineer; David Poe, P.E., S.E. using the *Settings* menu item Project Desc.: Addition and there using the "Printing Title Black" selection. vv1axIu W12x16 Service loads entered, Load Factors will be applied for calculations, Beam sett Freight calculated and added to loads' Load far S an lumber 1 A Uniform Load : 0 = 0.01517, S = 0,030 ksf, Tributary Width =11.50 ft, (short roof} Woad for Soon Number Uniform Load: 0 0.0150, S = 0,030 ksf, Tributary Width ° 10,50 ft, (Existing f) Maximum Bending Stress Ratio = 0.368: 1 Maximum Shear Stress Ratio 0.124 : 1 Section used for this span W 12xI6 Section used for this span W121+8 Mu: Applied 18.441 k -ft Vu : applied &544 k Mn t Omega: Allowable 50150k-ft Vn /Omega : Allowable 5150 k Load Combination' +D +S+H Load Combination + +H Location of maximum on span 1820ft Location of maximum on spare *000 ft Span # where maximum occurs Spare # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.138 in Ratio= 1556 Max Upward L +Lr +S Deflection -0,004 in Ratio - 8770 Max Downward Total Deflection 0.213 in Ratio - 11313 Max Upward 'Total Deflection - 0,007 in Ratio = 5872 t f tilt Cft, t f3Att .. Load Combination Max Stress Ratiosµ _._ w_.. Summary of Moment Values Summary of Shear Values Segment Length Span # V Mrnax Mmax Ida Max Mnx Wx/Omega Cb Rm Va Max Vnx Vnx/Cmeg Dsgn, 0: 18,00 it 1 0.130 0,044 412 -6,52 6.52 83,75 5015 1;44 1,00 2,31 7910 52,80 Dsgn. L = 120 It 2 0:130 0.444 •6,52 6.52 8175 50.15 1,00 1.90 231 7920 52,80 +3+tL +H, LL Comb Run {�L} Dsgn, L ® 1HOit 1 O, 130 0.044 4.72 -6.52 6.52 83,75 50.15 1.00 1.00 231 79.20 52:80' 13sgm L - 3:204 2 0:130 0.044 -6.52 652 83.75 5015 1.00 140 2,31 79.20 52:80 +D+L+H, LL Comb Run (L ") Dsgn. L = 18:00 It 1 0.130 0,044 4.72 _6.52 6.52 8175 50 15 1.09 1.00 231 79.20 5180 Dsgn, L = 120 it 2 0.130 0.044 452 6,52 83.75 50,15 1.40 1.00 2,31 79.20 52.80 +04L+H, LL Comb Run (LL) Dsgn. L = 18,00 ft 1 0130 0.044 412 -6.52 6.52 8175 50,15 1:00 1,00 2.39 7920 52:80 Ds gm L = 3,20 it 2 0:130 0,044 -6.52 6.52 83,75 50.15 1:00 1,04 2.31 79217 52,80 +D+Lr+H, LL Comb Run (1) Dsgn. L = 18;04 it 1 0:130 4,044 412 -6,52 6,52 8375 5015 1.00 104 231 79,20 52.80 Cis gn. 120 It 2 4,930 0.044 452 6.52 83,75 50,15 lbo 9;00 2.31 79.20 5180 +0- #Lr -+H, LL Comb Run (L *) Dsgn. L = 18,00 it 1 0130 0.044 4,72 -6,52 6,52 8175 50,15 1,00 1.00 2.31 79.20 52.80' Dsgn. L w 3,20 it 2 0.130 0,044 -6.52 6.52 83.75 50.15 1.00 1.00 2.31 79,20 52.80 +D+Lr+H. LL Comb Run (LL) Dsgn. L = 18.00 it 1 0.130 0 044 4.72 -8,52 6.52 8175 5415 1.00 1.00 2.31 7920 52.80 Ds9m L = 3:20 ft 2 0,137 4.044 -6.52 6.52 8175 50.15 1':00 1.00 2.31 7920 52.80 +D +S+ti Dsgn. L = %04 it 1 0.368 0.124 1137 -18,44 18:44 83.75 50.15 9:00 100 6.54 79,20 52,80 Dsgn. L = 320 it 2 0.368 0.124 -18.44 28.44 8175 50.15 ID0 9,00 6.54 7920 51817 +0 LL Comb Run (' .Title Block Line 1 Title: Care and Shell Renovation Job # 120097 You can change this area Engineer: David Poe, P.E., S.E, using the 'Settings' menu item Project Desc.: Addition and then using the *Printing Tit Slack' selection. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span If + 3rnax - a - lax f tnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omeg 1 1 .._, 4,72 .. -. 583 75 50,15 - 1'. 0 I. K., 2,31 79.261 5 Dsgn. L 0 ft 0.130 9.044 6.52 6,52 75 50.15 1.00 1.00 231 79,201 52,80 +0+0,750Lr+0,750L+H, LL Comb Run (L Dsgn. L = 16.00 it 1 0,130 0.444 4.72 -6.52 6.52 63,75 50.15 1,00 1.170 231 7920 52.60 Dsgn. L = 3.20 ft 2 0.130 4.044 -6,52 6,52 83,75 5015 1,00 1.00 231 79.20 52.80 +D+0.754Lr+0.750L+Fl, LL Comb Run (L Dsgn. L = 28,00 ft 1 07130 0,044 4.72 -6.52 6.52 83.75 5015 1,00 12 231 79,20 52,80 Dsgn, L= 3,20 ft ' 2 0130 0.044 -6.52 6.52 8375 50,45 1,00 1.00 2,31 79.20 52.80 +0+0.750L+0,750S+H, LL Comb Run ( t Dsgn, L = 18,00 ft 1 0,308 0,104 1124 -15.46 15.46 83,75 50,15 1100 1.00 5.49 7920 52,84 Dsgn. L = 120 ft 2 0,308 0,104 -15.46 15:46 83.75 X0.15 1.00 1,00 5.49 7920 52.80 +0+0,750L+0.750S+H, LL Comb Run {L` Dsgn. L = 18,00 ft 1 0308 0.104 1121 -1546 15.46 83.75 50.15 1.00 1,00 5,49 7920 52,80 Dsgm L = 3.201t 2 0,308 0..104 -15.46 15,46 83.75 50.15 1.00 1.00 5.49 7920 52.80 +D+0.7501- 4750S+H, LL Comb Run (L1 Dsgn. L = 18.010 ft 1 0308 0,104 11.21 -15.46 1546 83,75 5015 1.00 1,00 5.49 7910 52.90 Dsgm L = 3.20 ft 2 0.308 0.104 -15,46 15A6 83.75 5015 1,00 1,00 5.49 7920 5180 - {O+W+O t Dsgn.L= 18.00 ft 9 0.130 11,044 4,72 -66.52 6.52 8175 50,15 1,00 1.00 2.31 79,20 5230 Osgn, L = 3.20 It 2 0.130 0,044 -652 6.52 83.75 50,15 1,00 1,00 2.31 79.20 52,80 +LD+0.70E+H Dsgm L = 18.00 ft 1 0130 0,044 4,72 -6.52 6.52 8175 5015 1,00 1.00 231 79.20 52,801 Dsgn. L= 120 ft 2 0130 0.044 -6.52 6.52 83,75 50,15 1.00 1.00 2.31 79,20 52,80 +O+0,750Lr+0,750L+0,7 0W+N. LL Corr Dsgn. L. = 18;00 ft 1- 0130 0,044 4.72 -6,52 6.52 8175 50,15 1.00 1.00 2.39 79.20 52,60 Dsgn.L= 3.0ft 2 0.130 0.0144 •6.52, 6.52 8375 50.95 1.00 1 „000 2,31 7910 5230 +D+0,75OLr+0.75OL+0,750W+H, Lt, Gorr Osgn. L= 1&00 It 1 0,130 0.044 472 -652 6,52 83.75 50.15 1,00 9.00 239 79.20 52,80 Dsgn. L = 120 ft 2 0130 0,044 -6.52 6.52 83,75 5015 1.00 1.00 2,31 79.20 52,80 +0+0.75OLr+0.75OL+0.750W+tf, LL Gorr Dsgn.L= 98.0Oft 1 0.130 0.044 4,72 -6.52 6,52 8175 50,95 1,00 9:00 2.31 79,20 52117 Dsgn, L= 3.20 ft 2 0130 0.044 x52 6,52 83.75 50.15 1.00 3.00 2.31 7920 52,90 +CD+0,75OL+0.750S+0,7 0 +H, LL Go Dsgn. L = 18.00 It 1 0,308 0,104 1121 -45,46 15.46 8375 50.15 1.00 1.00 5.49 79,20 5210 Dsgn, L= 120 it 2 0308 0,104 -95.46 15.46 83.75 5015 1.00 1.00 5.49 7920 52.80 +D#+0.750L+0.750S+0.750W+N, LL Garr Dsgn. L = 18.00 ft 1 0.308 0,104 11,21 -446 15,46 8375 50.15 1.00 1.013 5.49 79.20 52,84 Dsgn. L = 120 ft 2 0,308 0104 -15,46 95.46 83,75 50.15 1.04 1.00 5.49 7320 52.80 +040.75OL+0.75OS+0.750 +H, LL Corn Dsgn. L = 18.00 ft 1 0.3088 0,104 11.21 -15.46 15,46 8375 50,15 1.00 1.00 5.49 7910 5230 Dsgn. L = 3,20 ft 2 0.308 0104 -15.46 15:46 83,75 500,15 2.470 1,00 5,49 79.20 52.841 +",75OLr+0.7 0L+0.5250E -4K LL Cor D$qn. L = 1 &00 ft 1 0.130 0.044 472 -6:52 6,52 83,75 50.95 1.00 1,00 131 7320 5180 Dsgn, L= 120 It 2 0.130 0.044 -6.52 6,52 8375 50,15 1.00 1.00 2.31 79,20 52,80 +D+0,75OLr+0.750L+0,52 0E+k1, LL Cor Dsgn. L = 18:00 ft 1 0,130 0,044 432 -6.52 6.52 83.75 50.15 1.00 1.00 231 79,20 52.80 Dsgn, L = 120 ft 2 0.130 0.044 -6,52 6.52 8375 50.15 1,00 1.04 2.31 7320 52.80 +0+0.750Lr+0.750L+0,525OE4H, LL Cor Dsgn. L = 18,00 it 1 0.930 0,044 4,72 -6.52 6.52 83,75 50,15 1,00 12 2.31 7920 52.80 Dsgn, L = 3.20 ft 2 0.930 0.044 -6.52 6.52 83.75 50,15 1:00 1.00 2,31 7320 52,80 +0+0.750L+0.75OS40,5250E+tl, Lt, Gan Dsgn. L = 18,00 It 1 0348 0.104 11.21 -15.46 1546 8175 50,95 5,00 1.00 5.43 73.20 5180 Dsgn L = 3.20 Et 2 0308 0.104 -15.46 15,46 8175 50.15 1:00 1.00 5,49 79,20 52.80 +0+0.75OL+0,750S+0,5250E+H, LL Con Dsgn, L = i8.O0 If 1 0.308 0.104 31,21 -15.46 15.46 83.75 5015 1,00 1.00 5,49 79,20 52.80 Dsgn. L = 120 ft 2 0.308 0.104 -15,46 15.46 8375 50,15 1.00 1,00 5.49 79,20 5180 +D40,750L+0.750 +0 ,5250E+H, Lt, Con Dsgn. L= 18,00 Ill 1 0308 0.104 11,21 -15.46 15.46 8175 50.15 1,00 1.00 5.49 7920 52,80 Osgn, L = 120 ft 2 0 308 0104 -446 15.46 83.75 5005 1.00 1,00 5,49 79.20 5180 +0.60D+W+ht Dsgn. L = 18,00 ft 1 0.078 0.026 2.83 .3,91 3,91 83.75 50.95 11070 1.00 1,39 7920 52,80 Dsgn. L = 3,20 ft 2 0,078 0.026 491 3,91 83.75 5015 1.00 1.00 139 7320 52.80 +0 ,60D+0.70E+H Dsgn. L = 18,00 it 1 0,478 0.026 183 -311 3.91 83.75 10.15 1.00 1.00 1.39 79,20 52,80 Dsgm L - 3,20 If 2 43,078 0,026 -3.91 3,91 83,75 50.15 1.050 1,00 1.39 7920 52.80 f if rdll i d f tlltttt4 f(B Ion- � t1 *d i Oa �._._,nr, _. �_.. _ .- ._... . . - - _ .n _,.... _. Load Combination Span Max. " - " Deft Location in Span Load Combination Max, +° Oefl Location in Span " 1 0,0000 HOO _,...._. 0,0000 ,_,_..._ -.... m 0.000 Title Block Line ? Title: Core and Shell Renovation Job# 120097 You can change this area Engineer: David Poe, P.E., S.B. using the 'Settings' menu item Project L3esc.: .Addition and then using the "Printing Title Black* selection. Description Short mot span tier 61 it is e ecfidnls « Un%dored LOWS Load Combination Span Max, *-° Deft L=Wn In Span Load Combination Max. +° Deft Location in Span 2 0,0000 U00 0.0000 0,000 Vod1PA orts!-Wadorod Support notation Far ieft is #1 Values in KiPS Load Combination Support I Support 2 Support 3 D Only 1.335 4,373 -1,759 S Only 2,443 7,998 -3,222 D+S 3,777 12.371 -4,981 Project: Job umb r. � fi r, at . Page. --.Z —of x i a #;f !�✓ ao , „c "' awe /� r 3 ,f d _ , , rr q dg g4 gg , C flk� A i rv. r , , , � y t .,, CAISSON T ALLOWABLE CAISSON LOADS. Per Soil Report End Bearing 20,000 psf Skin Friction 2,000 psVft Skin Friction ( -} = 2,000 psf /ft Concrete Strength = 3 ksi Minimum Penetration into Bedrock = w 1 , 0 ....., ~, ,.,. Minimum Caisson Length = 25 feet . Uplift Multiplier Per Soils Report 60rw �3p = uplift Mint. D (in ft) 12 1 _ " V U f 18&50 • Diameter Ra� ♦ M ki ps/ft inches inches so ft ft t s s 12 6 f 18&50 11 84.82 139.02 201.06 12 91.11 148.44 f 13 4 ,71 157.87 225.19 9 ,42 9 23816 24 12 3.14 6,28 gi�pp. 111.97 186.14 263,89 y, 111.97 ALLOWABLE CAISSON LOADS (into bedrock) 11 1- 18 24 10 min 78.54 129.59 18&50 11 84.82 139.02 201.06 12 91.11 148.44 21153 13 97,39 157.87 225.19 14 103.67 15729 23816 15 109.95 175.71 251.33 16 111.97 186.14 263,89 17 I 111.97 195.56 276.46 18 111.97 204.99 289.03 9 111.97 214.41 301.59 20 l 111.97 223.84 314,16 21 111.97 23126 32613 22 111.97 242.69 339,29 3 i 111.97 251.92 351.86 24 E 111.97 251.92 364.42 Minimum Dead Load i 12 18 0 x 13 -2463 39.15 x 15 -37,19 -5 - 80 18 - 43 , 48 x 2 -92 • r 'r: x 18 -56.04 ` 9 - 20 -68,61 -105.12 -14311 -7 4 , 89 x r 22 -8118 me ♦ -180 -93,74 -191371 Title Block Line I You can change this area using the *Settings' menu item and then using the 'Printing & Title Block' selection, Description - Foundation Under Fiat Tnisses (East and West) • - Wii - CE Calculations per, AS 7 05 N. fc 3,0 ksi Phi Values Flexure: 0.90 t ry fr = fc 7,50 = 410.792 psi Shear .- 0,750 W Density 145,0 hot Span #2 Reinforcing-, 0,850 X LtWt Factor 1,0 Service loads entered. Load Factors will be applied for Elastic Modulus 3,122,0 ksi Fy - Stirrups 40,0 ksi A fy - Main Reber = 60.0 ksi E - Stirrups = 29,000,0 ksi a 3 E - Main Radar = 29,000,0 ksi Stirrup Bar Size # = # Uniform Load; D = 0,020, S = 0,030 ksf, Tributary Width =15.0 ft, (Roof) Number of Resisting Legs Per Stirrup = 2 Load Combination 2006 IBC & ASE 7-05 Load for Span Number 2 Uniform Load: D = 0,0350, L = 0,10 ksf, Tributary Width = 5,750 ft, (Main Roor) CI Span=16.0 ft Span-16.0 ft as eft �ert�oreiri �9eE Rectangular Section, Width 8.6 in, Height 60.0 in Span #1 Reinforcing.-. 245 at 3.0 in from Bottom, from 0.0 to 20.0 ft in this span 245 at 3.0 in from Top, from 0.0 to 20,0 ft in this span Span #2 Reinforcing-, 245 at 3.0 in from Bottom, from 0.0 to 16,0 it in this span 245 at 3.0 in from Top, from 0,0 to 16.0 it in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load: D = 0,0350, L = 0,10 ksf, Tributary Width = 5,750 it, (Main Floor) Uniform Load; D = 0,020, S = 0,030 ksf, Tributary Width =15.0 ft, (Roof) Uniform Load: D = 0,080 list, Tributary Width =10.0 it, WCMU) Load for Span Number 2 Uniform Load: D = 0,0350, L = 0,10 ksf, Tributary Width = 5,750 ft, (Main Roor) Uniform Load : 0 = 0.020, S = 0,030 ksf, Tributary Width = 16.667 it, {Roof} Uniform Load: D = 0.080 ksf, Tributary Width =10,0 ft, (8' CMU) Maximum Bending Stress Ratio I Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0,002 in Ratio = 93909 Mu: Applied - 106,208 k-ft Max Upward L+Lr+S Deflection -0.003 in Ratio = 71010 Mn * Phi: Allowable 157,078 k-ft Max Downward Total Deflection 0.005 in Ratio = 42299 , Max Upward Total Deflection 0.000 in Ratio = 999< Load Combinatioml,2013 +I 60L+0.50S+1.60H, LL Comb Run ( L , Location of maximum on span O&ft Span # where maximum occurs Span# 2 :J Support notation: Far de ft is #1 ----- ---- -- Load Combination Support I Support 2 Support 3 D Only 10,674 36,025 10,941 L Only, LL Comb Run (1) -0.575 5.750 025 L Only, LL Comb Run (L) 4,025 5,750 -0,575 L Only, LL Comb Run (LL) 3,450 11,500 3,450 S Only 2 9,500 3,050 L+S, LL Comb Run (*L) 2,075 15,250 7.075 L+S, LL Comb Run (L*) 6,675 15,250 2,475 L+S, LL Comb Run (LL) 6,100 21,000 6,500 D+L, LL Comb Run (*L) 10,099 49 ,775 14,966 Title Block Line I You can change this area using the *Seftings' menu item and then using the *Prinfing & Title Block' selection, Title Block Linn 6 Tifle: Core and Shell Renovation Engineer. David Poe, P,E,, S,E, Project Desc,: Addition Job# 12W97 Pdfftd, 27 APR 2011 Q,33PM Description ,' Foundation Under Flat Trusses (East and West) Support notation: Far left ss #1 Load Combination Support I Support 2 Support 3 D+L, LL Comb Run (LL) 14.124 47.525 14,391 D+S 13.324 45,525 13.991 D+L+S, LL Comb Run (*L) 12.749 51.275 18.016 D*L+S, LL Comb Run (L*) 17,349 51,275 13.445 D+L+S, LL Comb Run (LL) 16,774 5T025 17,441 iMuM. tresses for Load Comblinationt, Max ' P rc A S Load 6ombination Location (ft) Bending Stress Results (k >t t --- ,p — rM'n` x ------ Segment Length Span # in Span Mu : P4 W h Stress A'aip Span # 1 1 15.924 -103,71 157.08 0,66 Span # 2 2 *000 -106,21 157.08 0,68 +1,40D Span # 1 1 15.924 -78.80 157.08 0.50 Span # 2 2 16,000 -8010 157M 0:51 +1.20 .SOLr+9 .60L+1,60H, LL Comb Span # 1 1 15,924 -82.19 157.08 9.52 Span # 2 2 I(LOOO -8189 157,08 0,53 +1-20D40.5OLr+1,60L+1S0H, LL Comb Span If 1 1 15.924 -81,63 157.08 0,52 Span * 2 2 16.000 -83,89 157.08 0,53 +1 .20D+0.5OLr+1,60L+1,60H, LL Comb Span It 1 1 15,924 -96,28 157,08 0,61 Span # 2 2 *000 -98M 157,08 0,63 +1 .20D+I 6OL40.50S+1,60H, LL Comb F Span '# 1 1 15,924 -89,62 157.08 OV Span # 2 2 16,000 -91,49 157,08 0.58 +1,20D+1 60L+0.50S+1.60H, LL Comb f Span # 1 1 15.924 -89.06 157.08 0,57 Span If 2 2 16000 -91,49 157,08 0,58 +1 .20D+1,60L40.50S+1,60H, LL Comb F Span # 1 1 15.924 -10171 157,08 0,66 Span # 2 2 16,000 -10611 157:08 0.68 +1 .200+1,6OLr+0,50L, LL Comb Run (* Span# 1 1 15,924 -7212 157,08 0,46 Span # 2 2 48. 000 -7177 I57.08 OV +1.2GD+1,60Lr-*0.5OL, LL Comb Run (L Span# 1 1 15.924 -71,94 457.08 0,46 Span # 2 2 *000 -73,77 157,08 0,47 44,20D+1SGLr+0,50L, LL Comb Run (L Span # 1 1 15.924 -76,52 157,08 0.49 Span # 2 2 16,000 -78.37 157.08 0.50 +1,20D+1,60Lr-+0,80W, LL Comb Run r Span # 1 1 15.924 -67.54 157.08 0,43 Span # 2 2 I(LOOO -69,17 157,08 0A4 +1,20D+1 .6GLr-+0,80W, LL Comb Run (L Span # 1 1 15,924 -67.54 157.08 0,43 Span # 2 2 16,000 -69A7 157,08 044 +1.2007 +9 .6OLr+O.80W, LL Comb Run (L Span # 1 1 15,924 -67.54 157.08 0A3 Span # 2 2 16,000 69,17 157.08 0.44 +1.20D450L+1,605, LL Comb Run ( Span # 1 1 45.924 -9539 157,08 0.61 Span # 2 2 *000 -98,09 157.08 0,62 +1,20D+O.50L+1,605, LL Comb Run (L' Span # 1 1 15,924 -9571 157,08 0,61 Span If 2 2 16,000 -98,09 157.08 0L62 +1,200+0,50L+1.605, LL Comb Run (LL Span # 1 1 15.924 -100-29 157.08 0,64 Span # 2 2 16.000 -102.69 157.08 0,65 +1,200+1MS+0,80W Span # 1 1 15,924 - 157.08 0.58 Span # 2 2 16.000 -9149 157,08 0,60 +1,20D+0.5OLr+0,50L+1.60W, LL Comb Span # 1 1 15-924 -7112 157.08 0,46 Span #2 2 16.000 -7177 157.08 0.47 +1,20D-+0,50Lr-450L-1 SOW, LL Comb Tifte Block Line 1 Title: Core and Shell Renovation Job # 120097 You can change this area Engineer: David Poe, P.D.„ 5.9, using the "Settings" menu item Project Desc.: Addition and then using the 'Printing Title Block selection. Tit p Nock 9 mA A Pdated9 27 APR 2012 9D" Description : Foundation Linder Ftat Trusses (East and West) Load Combination Locat (g Sending tress Results ( k ft } __ .u,. _ , � w Segment Length Span In Span Mu . Max Phi - Stress Ratio ...., -71,98 157.08 .w_ 4.i Spa 16.924 000 73.77 151.08 9.47 t. 20D40,50Lr r LLComb Span Al 1 1 15.924 ^76.52 157,08 0.49 Span # 2 2 16, -7627 157.08 030 +1.20D+0.50L+0:50S +1.60W, LL Comb i Span # 1 1 15.924 -7965 157,48 0.51 Span # 2 2 16,000 -81.37 157.08 0.52 +1.20D+0,50L+0.50S +1.601+1, LL Comb t Span # 1 1 15,924 -79.37 157.08 0.51 Span # 2 2 16.000 -81.37 957,08 0.52 +1.20D+0,50L+0,50S +1,60W, LL Comb I Span # 1 1 15.924 °8195 157.08 063 Span #2 2 16.000 -85,97 157.08 065 +1.20D+0.50L- 420S+E, LL Comb Run ( Span # 1 1 15:924 -75.09 157.08 0:48 Span # 2 2 16.000 -76.81 157.08 0.49 - 1.20D+0,50L+0.20 + , LL Comb Run ( Span # 1 1 15.924 -74.99 157.08 0,48 Span # 2 2 16, -76,81 157,48 OAS + +1.20D+0,50L+0.20S+E, LL Comb Run Span # 1 1 15.924 - 7949 157.08 11.51 Sparc # 2 2 16.000 •81,41 157.08 0,52 +0,90D +1.60W +1.60H Span # 1 1 15.924 -50,65 157,08 032 Span # 2 2 16.000 -51.88 157.08 0,33 490D+ +1.60hi Span At 1 1 15.924 -50.65 157,08 032 Span # 2 2 16.000 -51 -51,89 157.08 0.33 Load Combination Span Max. Deg Locagon in Span Load Combination Max. ° +" Deft Location on Span D+# 5 . 0.0000 0.QA0 D +L+ , LL, Comb Run {'.j 0.0045 8.800 0,0000 0.040 t C ! 4'1 _ Ca lculations per, 7-05 ,,.ee,. «.,.. «.. ... ,. .... .. .. .......„ _ - �+�.m� ..,- .�«.++.....,, w.....,.,.,.. m . j } (( k }4t 1 «. 3. 4! ksr "c * ryj y S p� Phi V 2��.Mti'.If1dR C'l . �y �.1 +'.t4.( fr = f 7.50 = 410.792 psi Shear . 0, 750 Density W 145.0 pcf 01, - 0.850 LtWt Factor _ 1,0 245 at 3.0 in from Bottom, from 0.0 to 20.0 it in this span 245 at 3.0 in from Top, from 0.0 to 20.0 it in this span Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy Main Debar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main 2ebar o 29,000,0 ksi Stirrup Bar Size # Uniform Load : 0 = 0.0350, L = 0,10 ksf, Tributary Width = 120 ft, (Main Floor) Number of Resisting Legs Per Stirrup w 2 Load Combination 2005 8C & >ASCE 7 -05 Uniform Load: 0 = OZO ksf, Tributary Width =10.0 ft, (2x4 Stud /Brick Veneer) Ito 1 ._. Uniform Load: D = 0.0350, L = 0.10 ksf, Tributary Width -12.0 ft, (Maim Floor) Uniform toad: f1= 0,020, S = 0.030 ksf, Tributary Width =15.0 ft, (Roof) r 8 "wX60'h 8" wx6Vh 4'1 Span-14.0 It Span -14.11 It 1"05 0tl ¢ #1�JrCrtt OI Rectangular Section, Width = B.0 sn, Height = 60,0 to Span #1 Reinforcing.,.. 245 at 3.0 in from Bottom, from 0.0 to 20.0 If in this span 245 at 3.0 in torn Top, from 0.0 to 20.0 ft in this span Span #2 Reinforcing —, 245 at 3.0 in from Bottom, from 0.0 to 20.0 it in this span 245 at 3.0 in from Top, from 0.0 to 20.0 it in this span Service loath entered Load Factors will be applied for calculations, Beam self tat calculated and added to loads _..M._ .m ro __. Load for span Number 1 Uniform Load : 0 = 0.0350, L = 0,10 ksf, Tributary Width = 120 ft, (Main Floor) Uniform Load: 0 = 0,020, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof} Uniform Load: 0 = OZO ksf, Tributary Width =10.0 ft, (2x4 Stud /Brick Veneer) Load for spars Number Uniform Load: D = 0.0350, L = 0.10 ksf, Tributary Width -12.0 ft, (Maim Floor) Uniform toad: f1= 0,020, S = 0.030 ksf, Tributary Width =15.0 ft, (Roof) Uniform Load: D = 0.050 ksf, Tributary Width =10.0 ft, (2x4 Stud/Brick Veneer) Maximum Bending Stress R=atio 0.853:1 Maximum Deflectio Sect used for this span Typical Section flax Downw and L +Lr +S Deflection O. 002 in Ratio= 85183 Mu: Applied - 102.831 k -ft Max upward L+Lr+S Deflection -0.002 in Ratio= 90445 Mn * Phi: Allowable 157.078k-ft Max Downward Total Deflection 0.003 in Ratio : 50525 Load Combinationf .201? +1.60L+0.50 +1.60H, LL Comb Pura (LL) Max Upward Total Deflection 0,000 in Ratio = 999 Location of maximum on span O.00Oft Span # where maximum occurs Span # 2 U£ 1 C1( CiCt * c€t Eed Support notation Far left is #1 Load Combination Support 1 Support 2 Support 3 C9varatlP+hAXimum 15:655 .a� ..__r 98.555 D Only 8.943 29.808 5.943 L Only, LL Comb Runt ( *L) •1.050 10.500 7.350 L Only, LL Comb Run (L.) 7.350 10. -1.050 L Lardy, LL Comb Run (LL) 6300 21 ZO 6.300 Only 2.363 7.875 2.363 L +S, LL Comb Run ( °L) 1313 18.375 9.713 L+S, L.L. Comb Runs (LI 9.733 18175 1313 L +Sr LL Lamb Run (LL) 8.663 28.875 8,663 D+L, LL Comb Run (*L) 7.893 40.308 16.293 Title Block Use 1 Title: Core and Shell Renovation Job # 120097 You can change this area Engineer: David Poe, P.E., S.E, using the *Settings" menu item Project Oesc.: Addition and then using the *Printing Title Block* selection. Q 4 Title Black Line 1 Title: Core and Skeen Renovation Job # 120097 You can change this area Engineer David Poe, P.E., S.E, using the *Settings" menu item Project €Jest.: Addition and then using the *Printing Title Block* selection. Support notation: Far left ss #1 Load Combination Support t Support 2 upport 3 - 1fi.23 ...�..rv4C?.3Q� ._ 1 -1 - .., .. n__.__...11 ,��11._. e..,.. _.___.__ _ .... L1+L, LL Comb Run (LL) 15.243 50308 15,243 D +S 19 305 37.683 11305 03+L +S, LL Comb Run (•L) 10,250 48.183 18.655 D+L+ , LL Comb Run (L * ) 18 „655 48.153 10155 C+L+ , LL Comb Run (LL) 17.605 58.583 17.605 Sher trrttqurtitts. „ _._ �..v�...�w _ use � A -.. Between 0.00 to 1,07 8 Phb /cf2 < u - PWVc, Req`d Vs = Min 11.5 .3, stlrsups spa at 22. in Between 1.13 to 9.73 8, Vu < PhiVdt2, Req'd Vs = Not Redd, use stirrups spaced at 0.000 in Between 9.80 to 18.20 it, PhfVC12 < Vu <= PhiVc, Req "d Vs = Mira 115.6.3, use stirrups spaced at 22.000 in Between 18.27 to 26.87 it, Vu < PhiVcf2, Reld Vs = Not Redd, use stirrups spaced at HOO in Between 26.93 to 27.93 8, PNVcV2 Vu - Phnc, Reqd Vs w Min 11.5.6.3, use stirrups spaced at 22.0010 in i t tur t. FV r se "A Stir r fLc1 d tr�a� c� ---- Load Combination L titan (8 Bending Stress Resu (k-ft) ) a...._ Segment Length Span # in Span I Max . Phi -Max _._,-_a._u Saes Ratan .... -, _... _ "" . ,_,. . .. a. .._.. __- ......_ falAimum BBN13t�iG Envetcspe .,..,- .1 -.,.,. Span # 1 1 13.933 -10020 15T08 0.64 Span # 2 2 14,000 - 102.53 157,018 0.55 +1.4(103 Span # 1 1 11933 •57;04 157.08 035 Span # 2 2 14.000 -58,42 157.08 0.37 +1,2017+0.50Lr +1.60L +1,60H, LL Comb Span # 1 1 13.933 - 72.30 157.08 045 Span ## 2 2 14.000 -73,60 15T08 0.47 +1.00+01.50Lr +1601.+1.60H, LL Comb Span # 1 1 11933 -71.43 157,08 0.45 Span # 2 2 14,000 -7160 157,018 0,47 +1.20t7+0.50Lr +9 0L +1;60H, LL Comb Span # 1 1 11933 -94.81 157,08 0.60 Span # 2 2 14.000 - 97.12 157.08 0,62 +1. 200} +1.S0L4505 +1.60H, LL Comb F Span # 1 1 13.933 -77.68 157.08 0,49 Span # 2 2 14,0100 -79.11 157.08 0.50 +1,201x3 +1.60L +1.50H, LL Comb Span # 1 1 11933 - 76.79 157.08 0.49 Span # 2 2 14,000 •79.11 167,08 050 +1.201) +1,60L+0.505 +1. 0H, LL Comb F Span # 1 1 13,933 - 100,20 157.08 0.54 Span # 2 2 14.000 - 102,63 157,08 0.55 +1.2013 +l AOLr+0.50L, LL Comb Roan (* Span If 1 1 13.933 -5621 957.08 0,36 Span # 2 2 14.000 - 57.43 1572 037 +1.2013 +1.6OLr+0.50L, LL Comb Run (L Span # 1 1 13,933 -55.93 157.08 4.36 Span # 2 2 14.000 - 57.43 157,08 0,37 +11013 +1.6OLr+0.50L, LL Comb Run tL Span # 1 1 11933 -53,24 157.08 0.40 Span # 2 2 14.000 -64.73 157,08 0.41 +1.20[7 +1.60Lr+0,80W, LL Comb Run (* Spars # 1 1 11933 - 4839 157,08 031 Span # 2 2 14.000 -50.08 157,08 0.32 +1.200} +1.60Lr+0.80W, LL Comb Run (L Span # 1 1 13.933 48.89 157.08 0.31 Span If 2 2 14.000 "50.08 157.08 032 +1,2001 +160Lr+0,80W, LL Comb Faun (L Span # 1 1 11933 -48.89 157.08 0,31 Span # 2 2 14.000 -50.08 157.08 0.32 +1,20D+01,50L +1.605, LL Comb Run ( *L Span # 1 1 11933 -73.43 157,08 0.47 Span # 2 2 14,000 -75,07 157,08 OA8 +1 20Ct+050L +1. &0S, LL Comb Run (L* Span # 1 1 11933 `73.15 157.08 4.47 Spars # 2 2 14.0030 -75.07 157.08 0.48 +1.20[)+0 50L *1.605, LL Comb Run {LL Span # 1 1 13.933 -80.46 157.08 0.51 Span # 2 2 14,000 •82,42 157.08 0.52 Q 4 Title Black Line 1 Title: Core and Skeen Renovation Job # 120097 You can change this area Engineer David Poe, P.E., S.E, using the *Settings" menu item Project €Jest.: Addition and then using the *Printing Title Block* selection. Title Block Line 1 Title : Core and Shell Renovation Job # 120097 You can change this area Engineer: David Poe, P.E., S.E. using the*Settings* menu stem Project Desc,: Addition and then using the "Printing Title Block" selection, +1,20D +1.60S+0.80tfi1 Span # 1 1 11933 -66.11 187.48 0.42 Span # 2 2 10 -67,72 187.08 O 3 +1.24 .50Lr+0,50L +1.601 , LL Comb Span # 1 1 11333 - 56.21 457.48 036 Span # 2 2 14.000 -57.43 157,48 037 *1.24D+0.5OLr+0.50L +1.60W, LL Comb Span # 1 1 13,933 -55.93 157,08 0,36 Span # 2 2 1000 •57.43 157,08 4.,37 +1.20D+0.5OLr+0.50L +1.60W, LL Comb Span # 1 1 13.933 - 63.24 157,08 4.44 Span # 2 2 14.000 •64,78 157.08 0.41 +1.2OD+4.54L+0.50S +1 S0W, LL Comb i Span Of 1 1 13,933 -61,59 157.08 039 Span # 2 2 14,000 - 62.94 157.08 0.40 +1.200+0:50C+0.50S +1.641 , LL Comb k Span # 1 1 11933 61.31 15708 0,39 Span # 2 2 14.000 - 62111 157.08 0,40 +1101 +0,50L+4.50S +1. OW, LL Comb i Sparc # 1 1 13.933 -68.62 457.48 0.44 Span # 2 2 14, «7029 157,08 0.45 +1.24+0,50L+0.20S+E, LL Comb Run $ Span #'1 1 13.933 - 5836 157.08 037 Span # 2 2 14,000 -59.63 157.48 0.38 +1,20D+0,50L +4.20S+E, LL Comb Run { Sparc # 1 1 13:933 -58.03 157.48 437 Span # 2 2 14,000 -5943 157,08 436 +1.20D+0.50L+0.20S+E, LL: Comb Run i Span # 1 1 13.333 -6539 15748 4.42 Span # 2 2 14, - 66.98 157.48 4,43 +4.90D +1.60W +1.60E Span # 1 1 11933 - 36.67 957.48 0.23 Span # 2 2 14.440 - 37.56 157,08 024 +0.0D+E +1.64N Sparc # 1 1 13.933 -36:97 157.08 0,23 Span # 2 2 14.000 -37.56 157.08 0,24 t3`t tclE im�mt Dofte iot . . nfa tore l to +d Load C bination Span Max, " -° Deft Location in Span Load Combination Max. " +" Deft Location in Span D+t. +S €.L Run {I } 1 O.Q433 6 340 02 00 0 D+L +S, LL Comb Run (1) 2 0.0433 7700 0,0000 0. �µ Lie cription : rounuarton under bctssor trusses Load Combination Bending Stress Results d k 6t j Location (ft) .. ... _. , . . _m... .. _ Segment Length Spars # in Span Mu • Max PhMnx Stress Ratio DESfGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values Allowable Values ... PASS Moment Capacity Check Maximum Bending Stress Ratio O 5438 +0.9013+1.60W Max Mu 07245 k-ft Phi * Mn 1.332 k-ft PASS Service Deflection Check Min. Deft. Ratio 2,721,46 Max Allow Ratio 150.0 D + L + W + S12 Max, Deflection 0,05512 in Max, Allow. Dell. 1,0 in PASS Axial Load Check Max Pu / Ag 16,108 psi 0,02 * fe 300,0 psi PASS Reinforcing Limit Check Controlling As/bd 0,001290 Aslbd= 0,50 rho bal 0,005345 +1,40D PASS Minimum Moment Check Mcracking 0A475 k-ft Minimurn Phi Mr 1.014 k-ft +1.40D Maximum Reactions . for Load Combination—. Top Horizontal E Only 0.1 562 k Base Horizontal E Only 0.1563 k Vertical Reaction D + L + S + 1W2 1.569 k EM Description : Load Bearing Wall tchooren Jneeringarn# Iris ctlon Design Maximum Combinations - Moments Axial Load Moment Values Load Combination Pu 0.06 *fc °b *t Mcr Mu Phi Phi Mn As As Elf As Ratio rho bat 'k k, k.rt k Pt k.rt W2 n:;2 +3 40D at 12.48 to '12.50 0,000 16,920 0,45 0,08 0,90 1.01 0,060 Q.U60 0.0013 4.4053 +1.200+(3 501.r +1.601. at 12.08 to 12,50 0,000 16.920 0.45 0,07 4.90 1,01 8.060 0.060 0.0013 O.0053 +1.200 +1 60L -0.545 at 1208 . to 12 50 0,000 96 920 0.45 0.11 0,90 1.01 4.060 0 060 0,0013 U053 +1.20D +1,60Lr+0.50L at 12,08 to 12,50 0.000 16,920 0.45 0.07 0,94 1.01 U.060 4064 0.U013 0,0053 *1.20D +1.6OLr+0 80W at 6.25 to 6.67 0,820 16.920 1345 0.38 0.90 1.95 0,054 0,074 0,0013 4.0053 +1.200+0, 0L +1.605 at 12,08 to 12.50 0 „000 16.924 0,95 0,20 4.90 1,01 0,0610 0,060 0,0013 0,0053 +1.24D +164S+0,84W at 7.08 to 7.50 9.564 16,920 0,45 0.45 0.94 1,84 0.060 Q.U86 0,4413 0,0053 +1.20D+0.50Lr+0.50L +1,60W at 6.25 to 61,67 0.824 16,920 0.45 434 0.90 1,45 0.060 0,074 0.0013 0.0053 +1,20D+050L450S +1.601 at 625 to 6.67 ' 1.074 16.920 0.45 0.78 4.90 9.58 0060 0.478 0.0013 0.0053 +1.20D+0.54L+ .20S+E at 6,25 to 6,67 0120 16,920 0.45 0,54 0.90 1.50 0.060 0.075 0.0013 4.03053 +090D +1.60W at 625 to 6.67 0.695 16,9200 0.45 413 0.90 1,34 4,060 0,070 0,0013 01.0053 +0.90D+E at 6.25 to 6,67 0.615 16,924 0,45 0,52 090 ?.34 0.064 4.074 0,0013 0,0053 Design Maximum Combinations - Deflections Axial Load: Moment Values Stiffness Defections Load Combination Pu Met Mactual: i gross S cracked t effective Deflection Deft. Ratio k k-t3 k -ft tn' dn'4 in HAI D + L +Lr at 7.08 to 7,50 0,636 0.45 0.03 335,60 16.33 335,600 0.002 70,576.2 D + t +W at 6,25 to 6.67 0,683 0,45 OA6 335.64 16.48 42,976 4.434 4,392..2 D +L +W +Si2 at 625 to 6,67 0.933 10,45 0.48 335,60 17.28 30,146 U.U55 2,721.5 0 +L +S +W }2 at 6.25 to 6.67 1.183 0,45 4.29 335,64 18,07 335,600 1}.499 8.049.7 CD +L +S + Ef1,4 at 6.25 to 6,67 1.183 0.45 0,42 , 335.60 18.07 335,600 4.027 5,559.8 D +0.5 (L+Lr) +4,7W at 625 to 6.67 0.683 0.45 0.33 335.60 16,48 335.600 4,021 7,2161 D +0,5 (L+Lr)+0.7E at 615 to 6,67 0,683 0.45 0.37 335.80 16.48 335.600 0,023 6;427,93 Reactions - Vertical & Horizontal Load Combination Base Horizontal o Horizontal Vertical @ Wait Base Only 4.0 k 0.00 k 1.069 k S Only O.O k 0,01 k 4.536 k W 4Onty 01 k 014 k 4.036 k E Only 0,2 k 0,16 k 0,036 k D+ L+ Lr 0.0 k 000 k 2.069 k D+ L+ S 0.4 k 4,01 k 6.565 k D + L + W + SQ 01 k 013 k 9319 k D +L +S +W12 0.1 k 4.46 k 1.569 k D *L +S +611.4 01 k 0,10 k 1569 k Title Block Line I You can changes this area using the "Settings' menu Item and then using the 'Printing & Title Block' selection, Tale : Job # Engineer Project Desc,: ENERCALC. INC. " 2711. 8uWAl2.3,14,Ver,6A2A3l Description : Non-Load BeaOng Wall Allowable Values Maximum Bending Stress Ratio = General Information Max Mu Calculaflons per, ASCE 7-05 ConstructionType, Grouted Hollow Concrete Masonry 1,257 k-ft Min. Defl, Ratio Fm 1.50 ksi Nom, Wall Thickness 8 in Ternp Diff across thickness deg F Fy - Yield 60,0 ks! Actual Thickness 7.825 in Min Allow Out-of-plane Dell Ratio = 150.0 Fr - Rupture 61,0 psi Rebar'd" distance 3.750 in Minimum Vertical Steel % 0,0020 Em = I'm' 900.0 Lower Level Rebar .. , 0.005345 Mcracking Max % of p bat. 0,50 Bar Size # 4 Maximum Reactions Grout Density 140 pcf Bar Spacing 40 in E Only Lynn �. 1� 111 Actual Values Allowable Values Maximum Bending Stress Ratio = 0.5773' Max Mu 07257 k-ft Phi * Mn 1,257 k-ft Min. Defl, Ratio 4,42947 Max Allow Ratio 150,0 Max. Deflection 0,03522 in Max, Allow, Defl. 1 .040 in Max Fie / Ag 13,428 psi 0,02 * Fc 300,0 psi Controlling As1bd U01290 As/bd = 0.50 rho bat 0.005345 Mcracking O.4475 k•ft Minimum Phi Mn 1,014 k-ft Maximum Reactions for Load Combination Top Horizontal E Only 02163 k Base Horizontal E Only 0,1587 k Vertical Reaction D +L -S +E11A 0,9620 k Job Description : Non-Load Sea6ng Wail 0.0 k 0,911 k 0.096 k W Only 01 k 0319 k U36 k E Only 0,2 Design Maximum Combinations . Moments k 0.036 k 0 +L +Lr 00 k 004 k 0,902 k 0+ L+ S 0:0 k U k 0,962 Axrai Load J+ L+ W- S12 4 9 t: 019 k 0.932 Moment Values 0+ L+ S+ W/2 0. 1 k 009 O3 6 Load Combination Feu 0 06`fc" "t Mcr M U Phi Phi Mn As As Eff As Ratio rho bal k k k..1 k'3t k -it ate^ "I rn'2 «1.400 at 12.57 to 5330 0.000 96.920 17.45 0.02 0.90 1,01 0.069 0.064 0.0013 0.0053 +1.200+0,50Lr+l,60L at 12.57 to 13..00 9000 18.929 OAS 002 0,90 9.01 0.060 0,060 0.0013 0.47053 +1100 +9601.4505 at 12.57 to 13;04 0 10263 0.45 0.03 0,907 1;91 0,060 0,060 0.9013 0,0053 t120D- 1,6OLr+0,50L at 1257 to 13,00 U00 16.920 0.45 0,02 090 1,91 0.060 0,060 0.0013 0.0053 +1,200 +1Z0Lr+0.80W at 6.47 to 6.50 0 1020 0.45 0.36 0,90 1,35 0,060 0,071 00013 0,0053 *1,20045001.60S at 12.57 to 13,00 0,000 16.920 0.45 0.06 0,90 1.01 0,060 4:060 0.0013 04053 *1.200 +1,60S480W at 6.50 to 6.93 0,698 16.920 0,45 0.39 U0 1,39 0,060 0.072 9:0093 0.0053 +1.20D+0.50Lr+0,59L +1.60W at 6.{97 to 6.50 0,632 16,920 0.45 0.73 090 135 9.060 0.071 0,0013 0,0053 +1. 0D+0.50L+0, 0S +1.60W at 6.07 to 6.50 ' 0.562 16.920 0,45 0.74 0.90 1.37 0,060 0,071 0,0013 0.0053 +1 200+0 50L- *0,20S+E at 6.07 to 6,50 0.644 38.920 4,45 0.52 090 1,36 0.060 0.971 0.0013 0.0053 +0.900 +1.60W at 6,07 to 6.50 0.474 16.920 0,45 0.73 0.90 1,27 0.060 0.068 t3.(10113 0.0053 49004E at 6.07 to 650 0.474 16.920 0,45 0.51 0.90 5.27 0.060 0,068 .iD013 0.0053 Design Maximum Combinations .. Deflections Axiai Load Moment Values Stiffness Deflections Load Combination Pu Mcr mactual i gross I cracked I effective Deflection Deft, Ratio K KIft k4t wt 1 4 in sn'4 i 0 + L + Lr at 7.37 to 7:80 4.453 0.45 0,01 335,60 1514 335.600 0,001 289926,9 0 + L + W at 6.07 to 6.50 0.526 0,45 0.45 335.60 15.97 74,855 4.431 5,496.0 0 +L +W +St2 at 6.07 to 6,50 0,556 OAS 0.46 335.60 96.07 44.653 0.035 4,429.5 0 + L + S � W/2 at 6 50 to 6.93 0.562 0.45 024 335,60 16,019 335.600 0;096 9,471.1 O +L +S +E:IA at 6.50 to 6.93 0562' 0.45 4.38 335.60 16.09 335,600 0,026 6;0818 0 +03 5 (1_+Lr) +0.7W at 6,07 to 6.50 0.526 0.45 032 335,60 95.97 335.609 0,021 7,377.6 0 +0,5(L+Lr)+0, 7E at 6.07: to 6.50 0,526 0.45 036 33540 15.97 335.600 0.024 6,519,4 Reactions • Vertical & Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wail Base 0 0* 0.9 k 0,00 k 0,902 k S Only 0.0 k 0,911 k 0.096 k W Only 01 k 0319 k U36 k E Only 0,2 k 022 k 0.036 k 0 +L +Lr 00 k 004 k 0,902 k 0+ L+ S 0:0 k U k 0,962 k J+ L+ W- S12 4 9 t: 019 k 0.932 k 0+ L+ S+ W/2 0. 1 k 009 k 0.962 k D +L + +Et9.4 0.1 k 015 k 0,962 k Building Rigidity Clasificaiton: Rigid h/(min.width) = O 2' Gust Factor (G): 0.85 (Section 6,5. 8, Pg, 26) Enclosure Classification: Enclosed (Section 6. 2, Pg. Int, Pressure Coefficient (GC,, 0.18 (Figure 6-5, Pg, 47) Building Length Normal to Wind (8): 98 ft Building Length Parallel to Wind ( L): 53.667 ft Roof Angle: 33.7 deg, 0 L/B: 0.55 NIA fi/L: 0.23 Diaphragm Elev. (K.), or (K (q.) (Table 6-3, P L �79) Mean Roof Flcigh! Ii), 115 ft OAS 18.47 Roof or pave Elev,: 17.667 ft N/A 0 N/A 0 NIA 0 N/A 0 Components and Cladding for Walls: Zone 4: 23.6 psf 22.7 psf 21.8 psf 20.9 psf 19.9 psf 18.1 psf 0 Osf) Zone 5; (20sf) (50sf) (100sf) (200sf) (500st) Roof Loads: Windward Roof Coefficient (C,,): 0.37 Lecorardward Roof Coefficient (C. -0.60 Vertical Roof Coefficient ( C,): -0.60 Horizontal Wind Load: 10.0 psf > 10psf Maximum Gross Vertical Wind Uplift: 11.16 psf > 10 psf Exposure Category: C WIO: I Building Rigidity Clash icaiton: Rigid Gust Factor (G): 0S5 Enclosure Classification. Enclosed Int. Pressure Coefficient (GC, 0918 Building Length Normal to Wind (D): 51667 ft Building Length Parallel to Wind ( L): 98 t Roof Angle: 33.7 deg. L/B: 1.83 h/L: 0.13 (Section 6,5,7, Pg, 26) bl(min.width) = 0 (Section 6.5,8, P& 26) (Section 6.2, Pg, 21) (Figure 6-5, Pg, 47) Diaphragm Elev. Zone 4: 23.6 psf (10st) 22.7 psf (20so 21.8 psf (50sf) 20.9 psf MUM 19.9 psf (200sf) F ' - RooforEaveElev,: 17,667 Calculated Gust Effect Factor ( G,): 0.88 Components and Cladding for Walls: Zone 4: 23.6 psf (10st) 22.7 psf (20so 21.8 psf (50sf) 20.9 psf (100sf) 19.9 psf (200sf) IS. I psf (500st) Roof Loads- Windward Roof Coefficient (C w ): 037 Leewardward Roof Coefficient (C,1)1 - 0.60 Vertical Roof Coefficient (C 0,60 Z < 4 Therefore Weld lid Structure Gust Factor Calculation: 0 action 6:5.x.1, Pg. 26) 25.1 psf Equivalent Structural Height (?"): 15.00 Turbulence Intensity (1,): 0.23 Length Scale of Turbulence (L,,): 427.06 Background Response (Q): 0.9149 Mean Hourly Wind Speed (V,): 84.44 Calculated Gust Effect Factor ( G,): 0.88 Zone 5: , 29.2 psf (I Osf) 27.3 psf (20so 25.1 psf (50st) 23.5 psf (100st) 20.9 psf (200sf) I&I psf (5003f) Horizontal Wind Load: 10,0 psf >- 10pst Maximum Gross Vertical Wind Uplift 11.16 psf > 10 psf . . . ........... ASCE 7-05 Analytical Procedure Plan North to South Wind Speed (V): 100 mph (3 sec, gust) Importance Factor (1): 1,00 (Table 6- 1, P& 77) Directionality Factor (K 0.85 (Table 6-4, Pg. 80) Exposure Category: C (K, (20st) Building Rigidity Clasificaiton: Rigid Gust Factor (G): 0.85 Enclosure Classification: Enclosed Int, Pressure Coefficient (GC OJS Building Length Normal to Wind (8): 53.667 it Building Length Parallel to Wind ( 1): 98 It Roof Angle: 0 deg. L/B: 1.83 0.10 Project 5560 W. 29th Ave., Wheat Ridge Project Number: 120097 Date: 4/2312012 Engineer: NI DS (Section 6,5,7,, Pg. 26) h1(min,width)= 0.1l (Section 6.5.8, Pg. 26) (Section 62, Pg. 21) (Figure 6-5, Pg. 47) I n�J < 4 1 fterelOre X1 91U (10sf) Rigid Structure Gust Factor Calculation: (20st) (Section 6,5.9. 1, Pg. 26) (50sf) Equivalent Structural Height (z b "'): 15A0 Turbulence Intensity (1,,): 0.23 Length Scale of Turbulence J,): 427.06 Background Response (Q) 0.9167 Mean Hourly Wind Speed (V,,): 84.44 Calculated Gust E ffect Factor ( G,): 0.88 Max. Rigid Gust Effect Factor (G): 0.85 Diaphragm Elev. (,K,,'), or (K (qr) Mean Roof 0.85 18.47 Roof or Eave Elev.: 10 ft 0.85 18.47 N/A 0 10 Components and Cladding for Walls: Zone 4: 23.6 psf (10sf) 22.7 psf (20st) 21.8 psf (50sf) 20.9 psf (100st) 19,9 psf (200s t) 18.1 psf (500sf) Roof Loads: Windward Roof Coefficient (C Leemardward Roof Coefficient (C 3): Vertical Roof Coefficient ( CPO: Flori7ontal Wind Load: Maximum Gross Vertical Wind Uplift: Zone 5: 29.2 psf (lost) 273 psf (20st) 25.1 psf (50sf) 23. psf (loosf) 20.9 psf (200sf), 18.1 psf (500st) 0.00 0.00 -0." 0.0 psf > No Roof Projection for Wind Loading 17.46 psf > 10 psf ASCE 7-05 Analytical Procedure Project: 5560 W. 29th Ave., Wheat Ridge Plan North to South Project Number: 120097 Wind Speed (V): 100 mph (3 see, gust) bates 4/23/2012 Importance Factor (1): LOO (Table 6- 1, Pg. 77) Engineer: MDS Directionality Factor (K 0.85 (`able 6-4, Pg, 80) Exposure Category: C Parapet Wind Design Load: (K,,,)- I (Section 6.5.7, Pg. 26) Building Rigidity Clasificaiton: Rigid h/(min,width)= 0,1 Gust Factor (G): 0,85 (Section 6.5.8, Pg. 26) Enclosure Classification: Enclosed (Section 6.2, Pg, 2 1) Int. Pressure Coefficient (GC 0.18 (Figure 6-5, Pg, 47) Building Length Normal to Wind (8): 98 ft 0 Building Length Parallel to Wind ( L): 53.667 ft, N/A Roof Angle: 0 deg. 27.3 psf L/B: 0.55 25.1 psf h/L. 0.19 23.5 psf Diaphragm Elev. (K.), or (K Parapet Wind Design Load: Lquivalent Structural Height ( z bar 15.00 f7Table 6-3. Pg. Z 013 Mean Rooffleiglit (h): 10 It 0.85 18.47 Roof or Eave Elev,: to ft 0.85 18.47 N/A 0 N/A 0 Zone 4: 23.► psf (10sf) Zone 5: N/A 0 22.7 psf (20s t) 27.3 psf N/A 0 25.1 psf (50sf) 1633 < 4 Therefore Riaid �Rigid Structure Gust Factor Calculation: (Section 6.5. 8, 1, P& 26) Parapet Wind Design Load: Lquivalent Structural Height ( z bar 15.00 Turbulence Intensity (1,,): 013 Length Scale of Turbulence (L,): 427.06 Background Response (Q): 0.8891 Mean Hourly Wind Speed (V,,). 94.44 Calculated Gust Effect Factor ( G,): O87 Max. RiSid Gust Effect F ffect tor 0.95 Main Wind Forte Resisting System for Full 8 Parapet Wind Design Load: Lateral Projected Roof Force: Windward Parapet, I st Floor Lateral Projected Wall Force: Leeward Parapet NIA ll N/A Windward Roof Direct Pressure: /A Leeward Roof DirectPressure: N/A Components and Cladding for Walls- Zone 4: 23.► psf (10sf) Zone 5: 29.2 psf (10sf) 22.7 psf (20s t) 27.3 psf (20st) 21,8 psf (50sf) 25.1 psf (50sf) 20.9 psf (I OOsf) 23.5 psf (I Oosf,) 19.9 psf (200st) 20.9 psf (200sf) 18.1 psf (500sf) 18.1 psf (500sf) Roof Loads: Windward Roof Coefficient (C,.,): 0A0 Leewardward Roof Coefficient (C 0.00 Vertical Roof Coefficient ( C"): -0." Horizontal Wind Load: 0.0 psf > No Roof Projection for Wind Loading Maximum Gross Vertical Wind Uplift: 17.46 psf > 10 pit M Client: va Project: 0 LO Z I rz ' / 40 t Job Number: By: Date: Page: _0 MM Ilarvil M Client: Project: Job Number: _LZM I I�L_ By: JL_ Date: Page: --z--of Date: Plan # Permit # 000� < «�«� �V (please print): Phone:;�03 Ge 6q Address: i- City of Wheat Ridge < Residential Fence PERMIT - 071096 PERMIT NO: 071096 ISSUED: 10/09/2007 JOB ALIDRESS: 5560 W 29TH AVE EXPIRES: 04/06/2008 DESCRIPTION: for dog run - 186 lin. ft total 25 @ 41, 161 @ 6' . CONTACTS owner 303/232-0966 Odarka Figlua ten 303/517-0436 Matthew Jackaon PARCEL INFO ZONE CODE: c-1 USE: UA SUBDIVISION: 0527 BLOCK/LOT#: 0/ FEE SUNIMARY ESTIMATED PROJECT VALUATION: 2,182.00 FEES Permit Fee 108.30 Total Valuation PlesseNote: H M •00 pwnor / contractar is :rosponsible for locating propc:;Y use Tax 39.28 lines and ccr.structing inpm,,eme7in =ardir;, t~ Ly: TOTAL 147.58 nnnmved nlan a13 IeQUiY:.i Commenta: AT: approved. 3mitted within the plzn sct ana any cc:s crrors resultinr. Uc;n in: cca:a:c'_:::-_ I hereby certify that the eetback distancee propoaed by this permit applica[ion are accurate, and do not violate applicable ordinances, rulee or regulatione of the City of ilheat Rid9e or covenants, eaeemente or reetrictions of record; that all measurement9 ehown, and allegatione made are accurate; that I have read and agree to abide by all conditione printed on thie application and that I aeeume.full reeponeibility for compliance with the Wheat Ridge Building Code (I.B.C) and all.other applicable wheat R1Agr 3l.~nancea, for work under thie permit. Plana eubject to field inapection. -aa' "7''~.,.,. f- JO//S/07 1. This permit wae ieaued in accordance with the provieiona eet forth in your application and is subject to the laws of Ghe State of Colorado and to the Zoning Aegulationa and Building Codes of Wheat Ridge, Colorado or any other applicable ordinancee of the City. 2. Thia permit shall expire 180 daye from the ieeue date. Requeata for an extension muat be received prior to expiration date. An eztenaion may be granted at the diacretion of the Building Official. 3. If thie pexmSt expirea, a new permit may be acquired for a fee of one-half the amount normally required, provided no changeehave been or will be made in the original plane and epecifications and any euepension or abandonment hae not exceeded one (1) year. If cha[i9ee have been or if suepeneion or abandonment e.sceede one (1) year, full feea shall be paid for a new permit. 4. No work of any manner shall be done that will change the natural flow of water cauaing a drainage problem. S. Contractor shall notify the Huilding Inepector twenty-four (24) houre in advance for all inspectione and shall receive written approval on inapection card before proceeding with euccesaive phaeee of the job. 6. The iaeuance of a permit or the approval of drawinge and epeciPicatione shall not be conatrued to be a permit foz, nor an approval of,&ey violation ot the provieione of the building codes or any other ordinance, law, rule or regulation. All pfFie eubject to field inapections. flate IN3P8CfION R8QII8ST LINB: (303)234-5933 BUILDING OFFICE: (303)235-2855 REQUESTS MUSTBE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION TFIE FOLLOWING BUSINESS DAY. COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number:v'~ ~cq - oF w"E'°r BUILDING INSPECTION LINE -303•234-5933 Date: { P a CITY OF WHEAT RIDGE " 7500 WEST 29TH AVENUE PLAN # WHEAT RIDGE, CO 80033 - (303-235-2855) Qhv~ , coLORPO~ (V:1.A.NV:!\ A PPJw,.kCATION . . Property Owner: ()drl\lfn ri JS z ,~q Property Address: S S 6 is "e PLione: ~36>-J 3~ -v1 to ~ ConhactorLicenseNo.: ~ Phone: 303 7 " O t'{' Company:._... OWNERICONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Buildinn Dept. Valuation Figure: $ I here6y ceNfy lhaf the setback disfances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of . .\Jg]Ue:$ WheatRidgeorcovenants,easementsorreslrictionsofrecord;thatallmeasurements shown, and allegations made are accurate; that I have read and agree to abide by all . POTITiIf FCC:$ conditions printed on this appliration and that I assume full responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all otherapplica6le Wheat P~an ReV10W FCO:~ Ridge Ordinances, for work under this permit Plans subject to field inspectlon. (OWNER)(CONTRACTOR):SIGNED DATE USe T3X1: TOYHI.$ (OWNER)(CONTRACTOR):PRIMED DATE I I ~ Use of Space (des6ription): Nti.~-e C'Aclo.--o-) vilec) ov,- doc~ I ~ a,to) Description of work: , p~ Pj C tioSc C~~ ~ ~~~"CCN ~ Sq.Ft.added BUILDING DEPARTMENT USE ONLY SIC: Sq.Ft.: COMMENT5 - Approval: Zonin9:C-1 GCOMMENTS:'e~ wki 1~J I1(V Approvai: 1n0L WORKSCOMMENTS: O L^A Approval: ~ IftEDEPARTMENTCOMMENTS: ' I Approval: lOccupancy: Walls: Roof: Stories: Residential Electrical License No: Plumbing License No: Mechanical License No: Company: Company: Company: Expiration Date: Expiration Date: Expiration Date: ApprovaP ApprovaC Approval: (1) This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the Slate of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge; Colorado or any o[her applicable ordinances of the City. (2) This permit shall expire if (A) lhe work authorized is not commenced within sizty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. . (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normalty required, provided no changes have been or will be made in the original plans and specifcations and any suspension orabandonment has not ezceeded one (1)yeac Ifchangeshavebeenorifsuspensionorabandonmentexceedsone(1)year,fullfeesshallbepaidforanewpertnit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspeclor lwenty-feur (24) hours in advance for all inspections and shall.receive written approval on inspection card before proceeding with successive phases of the job. . . , (6) The issuance of a permit or the approval of drawings and specifcations shall nol be construed to be a permil for,nor, an approval of, any violation of the provisions of lhe building codes or any other ordinance, law, rule or regulation. All plan review is subjecl to field inspections. Chief Buildinq Official 9775 West 36"' Avenue Wheat Ridge, Colorado 80033 October 11, 2007 To Whom It May Concern: 1 give permission to Matthew Jackson to build a fence at 5560-80 West 29' Avenue, Wheat Ridge, Colorado. Sincerely, Odarka Figlus 303.232.0966 / ~ ~ ~ ~ ~ ~ ~ GG 5 ~ ~ J d ~ 1 7`6 q ~ .°1 z ~ ~ ° ~ - - it r.J ~M x v . 0' 0l/ 1 7 "p,, q$sr Fe„ce ~ ~ ~ ~ a(, o,. Il'e"`'J ane,fm ,an fx qS 1-6r~ / b N ~ a n' 70 /0 /7 ,.to446e, n, s a ~ G~~ ✓ ,,.~yb~~' gc~~ ,r" O esat' eT4: ^1,~ , t~ ~ . 4 QG~rj~~av~ e ~ UJ~ ~ uc-~- ~ V ~ 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303/ 235-2855 Fax: 303/235-2857 The City ot' Wheat Rldge May 23, 2003 Odazka Figlus 9775 W 36"' Avenue Wheat Ridge, CO 80033 Re:5560 W 29`h Avenue - Shed Demolition Dear Mrs. Figlus, Per the attached demolition permit and per the original notice and order to demolish, work was to have commenced within 15 days of the date of issuance of the demolition permit or Apri130, 2003. As of the date of this letter no work has commenced on the above referenced address. Per the original notice and order, if work had not commenced within this time frame the city would proceed with the abatement process. As a result, all costs associated with the abatement process would be assessed against the property and/or recorded owner. This letter is to inform you the city will be proceeding with the abatement process to demolish the shed at the above address. This letter is also to notify you that demolition permit #15427 is considered void due to work not being commenced within the time frame indicated. Should you have any questions or comments please feel free to contact me at 303-235-2853. Sincerely, ~ Darin Mo Codes Administrator Cc address file Alan White, Community Development Director Randy Young, City Manager COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number : 15427 BUILDING INSPECTION LINE -(303-234-5933) Date : 4/30/2003 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) Property Owner: IHOR FIGLUS, MARIA FIGLUS, OKARKA FIGLUS Property Address : 5560 W 29TH AVE Contractor License No. : Phone : 423-8783 Company: Phone: OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback dislances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of W heat Ridge or covenants, easements or restrictions of record; that all measurements shown, and alle9ations 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 ortlinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Construction Value : Permit Fee : $50.00 Plan Review Fee : $0.00 Use Tax : Total: $50.00 Use : Descriplion : DEMOLITION OF SHED PER NOTICE/ORDER - WORK TO COMMENCE W/IN 15 DAYS W ITH WORK COMPLETED NO LATER THAN JUNE 30, 2003 BUILDING DEPARTMENT USE ONLY Zoning Comments: SIC : Sq. Ft. : Approval: Zoning : Building Comments:' Approval: DM OK Public Works Commentsi Approval: Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : Company: Plumbing License No : Company : Mechanical License No : Expiration Date : Approval: Expiration Date : Approval: Company : Expiration Date : Approval: (1) This permit was issued in accordance with the provisions set fotlh in yopur application and is subject to the laws of the State o( Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City . (2) This permit shall expire if (A) the work authorized is nol commenced within sixty (60) tlays from issue date or (B) the building au[horize0 is suspended or abandoned for a period of 120 days. (3) If this permil expires, a new permit may be acquired for a fee of one-half the amount normally requiretl, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are matle or if suspension or abantlonment exceeds one (1) year, full (ees shall be paid for a new permit. (4) No work of any manner shall be done lhat will change the naturel Flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspector lwenty-four (24) hours in advance for all inspections and shall receive written approval on inspeclion card before proceediing with successive phases of the job. (6) The' anc~e ~of a~mit or the approval of drawings and specifcations shall not be construed to be a permit for, nor an approval o[ any violation of the . prtivisi s~ L ing cotles or any other ordinance, law, mle or re9ulation. Chief Buildin Inspector COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number : 15427 Date : 4/30/2003 Property Owner: IHOR FIGLUS, MARIA FIGLUS, OKARKA FIGLUS Property Address : 5560 W.4'tH AVE Contractor License No. : 2~ Company : Phone : 423-8783 Phone : 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 alle9ations made are accurate; that 1 have read and agree to abide by all condilions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge uilding Code (U.B.C.) and all other applicable Vyheat Ridge_psTnances, for work under thi rmit/ (OWNER)(CONTRACTOR)SIGN DAT Construction Value : Permit Fee : $50.00 Plan Review Fee : $0.00 Use Tax : Total: $50.00 Use: Description : DEMOLITION OF SHED PER NOTICE/ORDER - WORK TO COMMENCE W/IN 15 DAYS W ITH WORK COMPLETED NO LATER THAN JUNE 30, 2003 BUILDING DEPARTMENT USE ONLY Zoning CorRments: SIC : Sq. Ft. : Approval : Zoning : Building Comments;; Approval: DM Public Works Cqmiiments: Approval: Occupancy: Walls Electrical License No : Company: Expiration Date : Approval : OK Roof Plumbing License No : Company : Stories : Residential Units : Mechanical License No : Company : Expiration Date : Approval: Expiration Date : Approval: (1) Thls permit was issued in accordance wilh the provisions set forih in yopur application and is subject to ihe laws of ihe State of Colorado and to ihe Zoning Regulations and Building Code of W heal Ridge, Coloredo or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the builtling authorized is suspended or abandoned for a period of 120 days. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in ihe original plans antl specifcations and any suspension or abandonment has not exceeded one (1) yeac If changes are made or if suspension or abandonment exceeds one (1) year, full lees 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 tlrainage problem. (5) Contractor shall notify the Building Inspeclor hventy-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of the job. (6) The jscuance of a rmit or the approval o( drawings and specifications shall not be constmed to be a permit for, nor an approval of, any violation of the pro6isibns o ding codes or any other ordinance, law, rule or regulation. Chief Buildin Inspector oF wHEqT COMMIJl~'ITY DEVELOPMENT DEPARTMENT Building pe:mit Numbez: ~ .p BiJ.DING INSPECTION LINE - 303-234-5933 Date: ~ ~ CITY OF VVI~AT RIDGE 7500 WEST 29TH AVENUE C~L OR P~~ R'' AT RIDGE, CO 80215 -(303-235-285~ ~~UCA TTON Property Owner: ~~10 ~~q ItlS ~ G,L//IGt ~ I[~S~ (/G~uV~a u /q s Property Address: 5jliU Phone : 3/ j- yZ.3 7P3 Contractoi License No.: CAmpany: ~ Phone: OWNER/CON7RACTOR SIGNATUR& OF UND&RSTANDING AND AGR&EMEN7' I hereby certity that the sctback distenccs proposcd by ttris permit applicadon are accurate, and do aot violate appticable ord'mances, rules orregulatioas of the Ciry of VJheat Ridge.or covenants, cazements orreshictions ofrocord; thatall meesurements showa, and allegations made are ucurau; that I have read aad agrez to abide by al] condidons pxinted on this applicatlon end that I'esaume fu11 napoasibility for compliance with the Wheat Ridge Buiiding Code (CJ.B.C) and all otLer applicabte Wheat Ridge Ordinances, for work uader thispenmt . (OWNHR)(CONiRACTOR): SIGN5D Dq7E DESC,RIPTION: Construction Value:$ Pernvt Fee:$ Plan Review Fee:$ Use Talt:$ Total:$ pd ~ Zoc~ BUII.DING DEPARTMENT USE ONLY SIC: Sq.Ft.: ZONING COMMENTS: . APPioval: Zoning: BUILDIN6 COMMENTY. C/i" APProval: / PUBLIC WORKS COMMENTS: Approval: Occupancy: Walls: RooE Electrical Liccnse No: Company: Plumbiag License No: Company; Mechanical Liccnse No: Company: Expiration Date: Expixation Date: Expiration Date: Approval: Approval: Approval: (I) 1'hu pernit wae iamed i¢ accmdanee with thepmvuims aetfo[th m Yourepplication and'u eubjeet to the Lwa ofthe SFate of Colondo and b iLe Zoning Regulntiom andBmld'mg Codes of WheatRidge, Co]ondo or eny olhc ipp$nble oxd'mancea ofthe Gty, (2) 1Lis permit ehall ezpte ff(A) the wotk authoxiud i¢ aut comaeaced within sicty (60) days ¢om issoe dah or (B) the building avthorimd ia suspended or abandoned foc n period of 320 dayx (3) IfNispenmiteep'ves.anewpamitmayteaequixedfornfeeofoneLalfOeamountnocenallymqu'v¢d,protidedaocLaaSesLavebeenorwillbemadein tLeoriginnlpLaa andspai5catiou mdanysnspemsioa otabandanmmtLu notexcerdedone (1) Yeav Ifchangu havebeen orifsuryeasioa orabpndanmmt itceeds one (1) yev, fiill fees aEallbe peid fw a newpumii (4) Nowmkofaaymetc¢aSall bedone9utmIlchnngetL¢naLaslflawofwatacnusmgndaimgcproblem (5) CoatactorshallmtitytLeHmld'mgIaryectoxtweary'fow(24)hovxamadvmcefozall jnryectimsaadshaIlmedvewriameppxoviloainspwtioncazdbefore pmceeding wiffi successive pLeaea ofthejob. . (6) The iuvence of n petmit or the approval of dnwinga md apeciSeaROw ahell notbe construed to.be a pennitfnr, nor an approvffi o4 auy tioLtioa of the pcotisianea ' 6wlding00de.formyothaord'msneqlaw,mleormgutaGOa. Ghief B ' ' g Inspector Stories: Residential Units: 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303/ 235-2855 Fax: 303/235-2857 The City of Wheat Ridge Apri17, 2003 Notice Building Code Advisory Board Members The meeting scheduled for Mazch 18, 2003 has been rescheduled for Auri130, 2003 at 6:30nm. Please contact our office at 303-235-2853 no later than April 18, 2003 if you will be able to attend this meeting. If you have any questions or comments, please contact me at 303-235-2853. Sincerely, ~ Darin M r an Codes A ministrator 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303/ 235-2855 Fax: 3031235-2857 The City of Wheat Rldge Notice Building Code Advisory Meeting Date: March 18, 2003 Time: 6:30 pm Location: City Hall, Lobby Conference Room Contact the Inspection Services Division 303-235-2853 if you have any questions or comments. 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303/ 235-2855 Fax; 303/235-2857 The City of Wheat Rldge Apri130, 2003 Odazka Figlus 9775 W 36fl' Avenue Wheat Ridge, CO 80033 Re: 5560 W 29'" Avenue - Shed Demolition Deaz Mrs. Figlus, Per your request, this is to inform you that the Community Development Director and myself have determined the above referenced structure was damaged by nahual causes and may be reconstructed - at the above referenced address with the following conditions. 1. A building permit and approval is required. 2. The reconstructed shed cannot exceed the size of the shed being removed. 3. All building code requirements due to distance to property line must be complied with. 4. The structure must comply with all anchoring and struchual requirements. . Any storage on the property must be screened per C-1 zone district requirements whether temporary or permanent. Sincerely, Darin Mor Codes A ' istrator Cc address file Alan White, Community Development Director Randy Young, City Manager The City of 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215-6713 (303) 234-5900 GWh e at City Admin. Fax # 234-5924 Police Dept. Fax q 235-2949 9Rid ge NOTICE AND ORDER TO DEMOLISH November 5, 2002 Mr. Eaor Figlus, Et. Al Mrs. Odazka Figlus 9775 w. 36h Avenue Wheat Ridge, Colorado 80033 Dear Mr. And Mrs. Figlus: 7160 3901 9844 0808 5672 SENDERS •-D On November 4,2002 the property located at 5560 West 29`h Avenue, Schedule Number 0212201,a.k.a. pazcel number 39 254 18 017 was inspected. The inspection of the property was initiated by a complaint report of a dangerous shed. The inspection showed that there exist violations to the Uniform Code For The and Abatement OfDangerous Buildings(1997). A partial list of violations is as follows: 1. Secrion 302.5 Whenever a portion or member or appurtenance thereof is likely to fail, or to become detached or dislodged, or to collapse and thereby injure persons or damage property. 2. Section 302.9 Whenever for any reason, the building or shuchue, or any portion thereof, is manifestly unsafe for the purpose for which it is being used. 3. Section 302.11 Whenever the building or structure, exclusive of the foundation, shows 33 percent or more damage or deterioration of its supporting member or members, or 50 percent damage or deterioration of its nonsupporting members, enclosing or outside walls or coverings. 4. Section 302.12 Whenever any building or stnxcture has been so damaged by fire, wind, earthquake or flood, or has become so dilapidated or deteriorated as to become (i) an attractive nuisance to children; (ii) a hazbor for vagrants, criminals or immoral persons; or as to (iii) enable persons to resort thereto for the purpose of committing unlawful or immoral acts. 5. Section 302.17 Whenever any building or structure is in such a condition as to constitute a public nuisance lrnown to the common law or in equity jurisprudence. 164) RECYCLED PAPER 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303/235-2855 Fax:303/235-2857 The City of Wheat Rldge March 24, 2003 Notice Building Code Advisory Board Members The meeting scheduled for March 18, 2003 has been rescheduled for April 9, 2003 at 6:30pm. Please contact our office at 303-235-2853 if you will be able to attend this meeting. If you have any questions or comments, please contact me at 303-235-2853. Sincerely, ~ Darin M Codes A inistrator 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303/ 235-2855 Fax: 303/235-2857 The City of Wheat Ridge City of Wheat Ridge Building Code Advisory Board Notice of Anpeal Date: March 3, 2003 This is to appeal the decision of the City of Wheat Ridge Inspection Services Division as permitted under the Uniform Code for the Abatement of Dangerous Buildings Code, Section 501, 1997 Edition. The subject of this appeal is located at, 5560 West 29`h Avenue Wheat Ridge, Colorado Schedule: 021201 Parc el: 39-254-18-017 Lakeside Re-subdivision Block 4, Lots 37-40 Jefferson County, Colorado We are herby requesting an appeal of [he decision of the City of Wheat Ridge Inspection Services Division rendered on November 5, 2002, whereby it was determined that a storage shed located at the southeast corner of the subject property is unsafe and considered as a public nuisance due to its condition. The Inspection Services Division's decision was based on Section(s) 302.5, 302.9, 302.11, 302.12, and 30217 of the 1997 Edition of the Uniform Code for the Abatement of Dangerous Buildings. (attached) This appeal is being filed to detemrine if the sections indicated in the notice and order are correct and accurate for this properties conditions. The following points are relevant in the case: 1. Portions of the s[ructure aze likely to fail, detach, dislodge or collapse thereby injuring persons or damaging property. 2. The structure is considered as unsafe for the purpose, which it is being used. 3. The structure shows considerable damage and deterioration of walls, wall coverings and roof structure. 4. The structure is so dilapidated and deteriorated that is has become an attractive nuisance. If the Board upholds the violations indicated in the notice and order, the Inspection Services Division asks the board to order the structure be demolished no later than 30 days after this hearing date. i~ Darin Morg Codes Ad istrator Inspection ervices Division 1997 ABATEMENT OF DANGEROUS BUILDINGS 301 302 Chapter 3 DEFINITIONS SECTION 301 - GENERAL For the purpose of tlus code, certain terms, p6rases, words and their derivafives shall be wnstrued as specified in either [his chap- ter or as specified in the BuIlding Code or the Housing Code. Where terms aze not defined, [hey shall have their ordinary ac- cepted meanings within the contex[ with which they aze used. Webster's Third New In[ernational Dicrionary of the Engl'uh Lan- guage, Unabridged, copyright 1986, shall be cons[rued as provid- ing ordinary accepted meanings. Words used in the singulaz include the plural and the plural the singulaz. Words used in the masculiue gender include the feminine and the feminine the mas- culine. BUILDING CODE is the Uniform Building Code promul- gated by the Intemafional Conference of Building Officials, as adop[ed by this jurisdiction. DANGEROUS BUILDING is any building or structure deemed to be dangerous under [he provisions of Sec[ion 302 of this code. HOUSING CODE is the Uniform Housing Code promulgated by the Intemational Conference of Building Officials, as adopted by this judsdic[ion. +18'PCTION 302-DANGEROUS BUILDING For the pucpose of this code, any building or structure which has any or all of the conditions or defects hereinaf[er described shall be deemed to be a dangerous building, provided that such condi- tions or defec[s exust to the extent that the life, health, property or safeTy of the public or its occupants aze endangered. 1. Whenever auy door, aisle, passageway, stairway or other means of exit is not of sufficient width or size or is not so ananged as to pmvide safe and adequate means of exit in case of fue or pan- ic. 2. Whenever the walking surface of any aisle, passageway, stauway or o[her means of exit is so warped, worn, loose, tom or otherwise unsafe as to not provide safe and adequate means of exit in case of fire or panic. 3. Whenever the stress in any ma[erials, member or portion thereof, due to all dead and live loads, is more than one and one half times the working stress or stresses allowed in the Building Code for new buIldings of similaz sWCture, purpose or lceation. 4. Whenever any portion thereof has been damaged by fire, eazthquake, wind, flood or by any other cause, [o such an ex[ent that the structural strength or s[ability [hereof is materially less than it was before such catastrophe and is less than the minimum requirements of the Building Code for new buildings of similar stmcmre, puipose or location. 5. Whenever any por[ion or membec or appurtenance [hereof is likely to faIl, or to become detached or dislodged, or to collapse and thereby injure persons or damage property. 6. Whenever any portion of a building, oi any member, appur- tenance or omamen[ation on the exterior [hereof is not of suffi- cien[ strength or stability, or is not so anchored, attached or fastened in place so as to be capable of resisting a wind pressure of one half of that specified in the Building Code for new buildings of similaz structure, purpose or location without exceeding [6e woik- ing stresses permitted in the Building Code for such buildings. 7. Whenever any portion [hereof has wcacked, warped, buckled or se[tled to such an exteu[ [ha[ walls or other slructural portions have materially less resistance to winds or ear[hquakes than is required in the case of similar new cons[ruc[ion. 8. Whenever the building or structure, or any portion thereof, because of (i) dilapida[ion, de[erioration or decay; (ii) faulty con- stmction; (ui) the removal, movement or instability of any portion of the ground necessary for the pucpose of suppoiUng such buIld- ing; (iv) the de[eriorafion, decay or inadequacy of its foundation; or (v) any other cause, is likely to paztially or completely collapse. 9. Whenever, for any reason, the building or struc[ure, or any portion thereof, is manifestly unsafe for the purpose for which i[ is being used. 10. Whenever the exterior walls or other vertical structural members Gst, lean or buckle [o such an extent that a plumb line passing through the center of gravity does not fall inside the middle one tlurd of the base. 11. Whenever the building or s[ruc[ure, exclusive of the foun- dation, shows Upercent or more damage or deterioration of its supporting member or members, or 5 1 percent damage or deterio- ration of its nonsupporting members, enclosing or outside walls oc coverings. 12. Whenever the building or strucNre has been so damaged by fire, wind, earthquake or flood, or has become so dilapidated or deteriorated as [o become (i) an attracfive nuisance to children; (u) a harbor for vagrants, criminals or immoral persons; or as ro(iii) enable persons to resort [hereto for the putpose of committing un- lawful or unmoral acts. 13. Whenever any building or structure has been consWCted, exists or is maintained in violation of any specific requirement or prohibition applicable to such building or structure provided by the building regulations of [his jurisdiction, as specified in the Building Code oc I-Iousiag Code, ot of any law oi ordinance of this state or jarisdiction relating to the condition, location or structure of buildings. 14. Whenever any building or sWC[ure which, whether or not erected in accordance with all applicable laws and otdinances, has in any nonsupporting pazt, member or por[ion less than 50 percent, or in any supporting part, member or poRion less Wan 66 percent of the (i) stcength, (ii) fire-cesisting qualities or chazacteris[ics, or (iii) weather-resisting qualities or chazac[eristics required by law in the case of a newly construc[ed buildiug of like area, height and occupancy in the same location. 15. Whenever a building or structure, used or intended to be used foc dwelling purposes, because of inadequate maintenaace, dilapida[ion, decay, damage, faulty construc[ion or arrangement, inadequate light, air or sanitation faciliUes, or othecwise, is deter- mined by the health officer ro be uusanitary, unfit for human habi- [alion or in such a condition that is likely to cause sickness or disease. 16. Whenever any building or sWC[ure, because of obsoles- cence, dilapidated condi[ion, deterioration, damage, inadequate exits, lack of sufficient fire-resistive construction, faulty elec[ric w'ving, gas connec[ions or heafi¢g apparatus, or other cause, is de- termined by the fue marshal to be a fire hazard. 17. Whenever any building or structure is in such a condi[ion as [o constitute a public nuisance known to the common law or in eq- uity jurisprudence. Image of the Garage at 5560 W 29th Avenue Image of the Garage at 5560 W 29th Avenue Image of the Garage at 5560 W 29th Avenue Image of the Garage at 5560 W 29th Avenue Image of the Garage at 5560 W 29th Avenue Image of the Garage at 5560 W 29th Avenue Image of the Garage at 5560 W 29th Avenue Image of the Garage at 5560 W 29th Avenue Image of the Garage at 5560 W 29th Avenue Image of the Garage at 5560 W 29th Avenue Image of the Garage at 5560 W 29th Avenue Each ofthe above mentioned violations is considered to be a violation under the appropriate code. Please regazd this letter as official notice and order to commence abatement ofthe above mentioned violations bydemolition,oftheshed,withinfifteen(15)daysfromreceiptofthisnotice. Completionofthedemolition shall be within sixty (60) days from receipt of this notice. Abatement of the violations shall be by demolition and all required permits shall be secured before beginning work. Ifabatement oftheworkis not commenced withinthetime specifiedabove, the building official will order abatementoftheviola6ons. Abatementmayinvolveyacationoftheproperiyandmaycausetheworkto be done and charge the costs thereof against the property or its owner. Anyperson having any record, fitle or legal interest in the building may appeal from the norice and order or any action ofthe building official to the Building Codes Advisory Boazd, provided the appeal is made in writing as provided by the code, and filed with the building official within 15 days from the date ofservice ofthis notice and order. Failure to appeal will cons6tute a waiver ofa11 right to an administrative hearing and determination of the matter. If you have any questions regazding this matter, feei free to call me at (303)-235-2850. Sincerely, 44 zov~r~- Robert Gaspaz City of Wheat Ridge Building Inspector cc: Darin Morgan, Codes Admuustrator 2. AAicle Number 7160 3901 9644 0808 5672 j 3. Service Type CERTIFlED MAIL ; 4. Resincted Delivery7 (Extre Fee) ❑Yes i 1. Article Atltlressed to: Mr. Ihor Figlus, Et. Al ~ Mrs. Odarka figlus 9775 W. 36th Ave. Wheat ridge, CO 80033 ~ ~ , Re: 5560 W. 29th Ave. A. Realvetl Ey (Pleeee Print X QTu~ C~ ~ 0. Is OeIMry eEtlrese dHlareni Iram em 17 Ii YES, enter tlelivary edtlress 9 ow: Nov 7 z 20 .02 f Yee No 1997 ABATEMENT OF DANGEROUS BUILDINGS zai 205.2 Chapter 2 ENFORCEMENT SECTION 201 -GENERAL 201.1 Administratiun. The builnline otCicial is herehc ,uuhn- ; izrd [o uflfto rce the procbiona ol [hi, code. ll;e buiWine olficial shall hu% z tht pou'cr ti! rcndcr inturpr.ta- tioms ol lhis indr and Ln adopt und enl~orec mlcs:md ,.uppltmcocd rteulatiun,' In order tu clarilv the ;ipplir,itian ot it, proci~ium. Such interpreLafinns. rulel and requlaounns ~hnll he in ronfnrrl v:ith Ihc intcnt and purposa nF this cndc. '_UI? Inspectinns. Thc health n[Piccr, the tlrc marchal end the huildinC offioul are htrehe au[kuitad to mnkc ~urh Inopcctioro anJ Lika vuch ac[ion.,n m, be r:yuir:d [ii enlurct lhr prun i.ion. utihu coJc. 2111.3 RiKhC of Entry. When it is neceseurv to m.ikc an inspeo- lion Lo tnrurcc: Ihe prnciei,nI al ihis coda or nvhcn the huilJin~_, ufticial ur the huildimt officials authorizcJ repr"en!Wivc ha, rci- 1on.ihle eause tu helleve tlhut thcrc esist, in a huilding or upnn n premice.C cnnditron %chich is cuntr:irv W or in violation ol [hl. rriJc which m.d:e, [hc. hufWin~ ui prCmiaea on mie danucmu, or haainlou., !hc huildin, i.tfiunl n ic tn[er thc huildin_ nr prtmi,cs at reasnn nble times [o insptet or iu pcriorm the dutie, impostd hc (his cude, pnnidad that il ~uch huilding ur prrmiscs hc occupicd ,hat creJdntials he prelenteJ tu t he ~Icaipani and entra rcyue<WJ. II' <uch huilding, or prrmi_.ec hC unoicupirJ. the builJim, olliri:ii ,h.ill Oi.i ni.ikea rra,nnahlctl'InC [u Incale rhe,~wnu nruthrr per- lon. hming ch:iree orwnirul AI the huilJim_ nr prcmior, mnJ yucI! Infn, If cntn iti rtiuIed, tht huildinc ~dfici:il 111,111 h.nc rca,crs~ i" th_ rzmCdr. proviJC J bv Itink to s.cur, ~nin. :Autln nzeJ rcpruuH tdli%~c-:h.Jl includa Lhc 0ITica~ namcd in Sectionaml;hoir authuriioJ imp~ition pcnonnel. SECTION 202 - ABATEMENT OF DANGEROUS BUILDINGS VI bulldingti or portinm thcrr, d uhich :ira Jctrrmined i(ter in- ,pection hv ihe tiuiWine ohi<i:J w I,,• Jan_cruu, a. LirlinuJ in thi, cude .irc hcrvb~ dcd.irud to b, publi~ uuil;mcc. aml .hall hc .ib.itvd bc rapuic ichzJiililaib m. JcmoGdon or rLmocil in ac'cord- ance witli ~he pnocedurc .peeitied in 1;cetiun -F41 ~,I ihi, C,~Jc. SECTION 203 - VIOLATIONS It .h_ill ha imluwlul a~r am per.un, lfrm ur cnrporaunn t, I creci, cnmiruci, tnlargc. alte F. mpsir_ mI ric. improcc. rcmncc. cuman ar Jcmnl"h. cyuip, u,sc. ~lccupc ur muininin nnc huiWim_ nr .Iruo [ure or c.iu'e or pcrmit !hc Iamc t' I hc donc In rio laii, m ol t hi, cu"lc. SECTION 204 - INSPECTION OF WORK AII huilJiim" or structur,. ~,ithin thc .cupc o( this cudt :m1l .ill wn,rrurIyom or nlork lor whi:h a pcrmit ia rcyulreli :hall hc wh- ject tn impcctinn he the huilJims uttici:il in ueaord:mec 'e5ih :mJ ir, ih< myanner proAidcd hc thi. cude and Sectinm IiIA :ind 1-i1 I ol the BuilJin, Cndc. SECTION 205 - BOARD OF APPEALS ?Oal Grner d. In ~lnlcr io h.m anJ J.uJe .~pp ak of order,. Je- citiium or Jmconin.uiom madc Iw the buddine rfhuel relinine tu the applicuion ,ind inicrpr.tatiom ot this code. there ;hall be anJ i, hcrehv crrewd a hnard of uppeak cnnmsting nt member> who .irc y( eliticJ hv eeporizncc :md traming [o pus, upon miuer, prr- t.iinin:: ,T I huildine comiructiun anJ «h, I urc nol emplI icrn nl [hc I u:i.Jiciion. Thc huildm,' orliaal .h:Ill he an cc oflicin mcmhcr iml 'holl , 11 d: 'cerci.u\ ln.aid l'~IerJ hut.holl hyaea nn %irtc upIIn nn~ mzatcbe!, l r ',he h, ,arJ. flie ho_inl ut appc:J. ,nall hc ' I P_ poinicJ k thd _,'\eniine hnJ% unJ 1 ull hnW o(h c at io plaa<ur.. I ht ho;uJ .hall :id, ) pt rule. nl proeedure for eoniu ctin_ ils rc., and .I,.ill rtnyler all Jcci.iom LinJ (indin_, in n' -11ine tu ihc ;yppcllnn'..%k uh.iJapli~.n.o,p% iolh IailJin" otlieial.,Appe:iGt' ~ ihc ha'dTCl dhyill hc prnrc"rJ in accnnl:11111 iih thc Pxo\ i,ion. n0ni.iincJ iu Saitinn ~U; 111 iiii> cnJI. (1,pie. ot _ill rula, or r,oul.o- 'iom:~Jopr~d hc ihc h1l:irJ ,h:ill hc d~li~cred tIl th. huildin!! ofti- eidl. ~~ho"h.ill make Ihrm (:eclv aaic..ihla Ia fhe puLlic_ - 11151 I.imiWtiuns uf :Xulhuritc. -(hr bl,.ml o~ appc;ilI .h:ill h:r.d nn authnrit~ rAaira io inicrprt:itinn oI thL aJn;ini.ti,iinu prun ixinm Ilhi: C,lda ior.hell Lhc huar.l hc rnlF , .t Crlo aivi r.!yuir,~mani. nl thi. ~~~,,ia_ 1997 ABATEMENT OF DANGEROUS BUILDINGS 407 403 Chapter 4 NOTICES AND ORDERS OF BUILDING OFFICIAL SECTION 401 - GENERAL JIILI CummrncemeutofProccedinKti. Whcnthebuildingol- Fieial h:x inlp,e[ed nr cauxd ;ill be in'pcctcd une building anJ h:Il Ibund md determincd th.u. sueh buildink Iti a J:m:enou, Luildinv. - [hc huildin i o(iictul Nhall cnmmence pmcceJini to Cau,a the re pnir, eacatfun or dcmolitimn nf fh~ I,uildine. 1111.3 Yotice and Orclce Tha huildfnii ofliual Ihell isw: a no- tict :mJ urder direcied tu thc rccord Iiwnrr ol thc hulldin_~. Thc no- lice unJ orJtr 111ull Cont:iin: I. l h, ~trreL udJro" and a leiial ;Ie;cripiion ~ul lor iJrn- titlcuGnn ul the pi'cmisc. upuli ~%nich the 6uildin_~ is IocateJ. _-A stnemrni thut thc huildm~ n(tiCial 11,11 fuunJ thc buildim: to be J,ingerous wi[h u hriel and cunci<c ,1c,criptnm ol tht condi- [inm luund Ir' rCnder thc huilJinl! danger0u1 undcr Ihc prnvi,,ion. af Scc(irin lI)' nf Ihf, cadr. 3. A s[iicmcnt n(6he ac[imi reyuireJ lu hd [nken a< Jcccrmincd bv the Luildin« nl[irial. 3-I It thc huildrt.e oftici; I hus detcrmintJ thLit thc huilJin_ or strucluro mu't hc rcpaired, the nrdcr tihall reyuirc thtii ;ill rcyuircd pcrmits hc ~ccurcd thcrctor .inJ thc Iwrk phe:ic;Illc eomincnerJ ~eithin .uch [imc fnnt t„ c\ieeJ hOd,ic. Irom the datr ul the o« kn .inJ annpld[cd u ith- in 11Ich Iiinc :iI [hc hui7dina oRieial 'h:ill Jetcrmine i:. rcuInnabF; imdcr eII "d tho circunnwncc._ 3.' I~ ,he burl~lin_ nlTiei:il h:i, ~Iztc[rnincd :h:i' iltv buildim• nr ~'trudure mu~i hc e ii+I~J. Iha nrJcr ~h,di r~y.ilre Ih.:l Ihc huilding ~~r siructur. lh;dl Le I ~ae,~,itJ ieidiin a[ima rcrtuin fYom Ihr dnte ot ihe ordcrcu JktcrmineJ h% Ihu huildin_ Ottiiial l11 be rra"nn:fhlc. i fl'Jtc huildm,- ntliciul hati Je[ermineil ihut ific huddine Or <tructum :nuct h< <Icm1Ili1h1J_ the nrdcr Ih.ill rlquir: Ih:n. !he huilJin_ ho %actir<d ~e. 9thin wch linic a, Ihc hullJim= oCliudl hall l:i21minC i~ea.nn:ihl~In,n il ..\recd nfl dAc. trnni the J;itc `Ithl-nrJI~rl: th:ii ull r'- yuir~J pcrmiC* he aci:d fh~r~lcx \,iihin fiil J;n. frum thc J:ito ut tha orJar jml Lh:it ,lic drmoditiun Lc ann- pl.tcJ o i!hIn Iuch lim, :i, thc huilJins ~'I(ici.J .h.tll J,r- Ic'rminc Is rna.onahlc- Snuam~nl: dIiching that ii an~ requiral r~pair ~'r Jrnmlitinn w~~Tk f~~fthout ~ ic.ition ilIu hcinc rcyui¢`J) i: n'n a"nmiancuJ ~cilhin lhc ume ~pccllicd. Ch~ huildin, nlfirial i il wll nrJcr thr huildin_ %;ica'.cd unJ pn:ied [n prcvcnt tiinhLr nciufl.incr an[il ih, uork I. com['lutcJ_ inJ fiil in:i\ ;~rurccJ t., lh~ ~,lqk t, La done tn:i rh.iree ~h. :ns!, th2rd,q aiiain.t Ih~ nr i!. rn% ner. St:it'n•,cnti ad\ nm3l1i that :uik per`n h,nino em recur.l ullc ur Icintcrr't in Iha huilJim_ ma, appr.il Irvnn thc nuiic. anJ 0rdcr1 'rdn\ acLiI m of Ihc huildinaI'ificial nI th: I" I:irJ IlI Aqi- penl.. prrniddd thc appc;J 'u maJc in Hriiinii u. prrniJ:d in thi. rOJc ;mJ filcJ ith Iht huildiny nt(iriul ~~ithin?li Ja~: f;nrn :hc Jutc id xreice of 'ueh nnlicc and IzJer, .:nJ 1 ii I thot teilui': [n ap- p~,ll ~,dl cnn,tltute a wamerolall rwhr Ili;in:rln~ini,[r.i i.r heir - inl-~ anJ Jctrrminati~,n IlI thc m:iu~r_ 101.S tierricr uf Votice and Order. fhc nntirr anJ nrtlar..ind am am nJ<J rIr 'uppl mcnt:il n :in'l dCr_,h:ill hIIneJ ur'm Ih~ rcwrd 11~ n~ :md Fni,., I,n Ihe pii nrrt~; anJ oue r„T\ Ihcrc,r shall hc IcndJ on caih ot ttie I,Ilo~cin, ilkn~n.n lo th,~ huildin, oftid:il ur di,cluscd trom ntfid:il puhlic mmrds the holJer oP im mnrtLaLIc or deed ot truIt ur other lien or encum- hr,nnca nfroenrd_;hr o~enero[ holder oFaov Ieaceotmcnrd; m:J lilc IlIIl(!CI PI :111c UIhCC C<[:i[C JC IcCJl i0fc[C,L ol rCCUf[1 In Jf tO'hC huilJin, or Lhe lund on u hich i[ i. Incnmd The [ailm'e oI the huild- ine ofticial tn.erve anv pe«on reyuired hercin Go he ~erveJ ah:dl not inealiJ:uc an\proiceJlnv's hcmmidcr i, ln ane o[hcr par>on iluh.crved or rclie%c any wch pertinn trnm am dulo ~,r oblieatin❑ impa'rd hc dic prnvl~imn, oi lhic ,.eCLinn. 101.1 Nlethud uf Service. Sere ice ut ihe noucc :mJ urdcr ~hall hr ni.iJc up,n ill p:r,nn, tnliil~J the:e;o eithu percnnAh or h% msilinc.i 01[~c nt wrh nntic, .inJ OrJrr he eettificJ mail, pu.ia,e P['IP°1'1d. retum rrcciii reyue.ieJ. ta tuch tiuch per;on et thciuiJ- .ire.s a. il appearl On the lu.t eyuulized :11c11mcnt roll ut the caunlc or a, 4.nuwn lo thc buildin_+ odl'icial- I I nn addre.> ol;inv .uch prrson .n.ippa.u~ or i, kn,i~tin io ihc huilJineoFl'i:ioL tnen :i ;opi "I the noticc :md orJer Nh.ill he o inailcJ, aJdre"cil ia 'uch persnn. it ihc addrc., nf the bullJing imwlcaJ in ihe procrtdings. Th: luilur,! utcmk IudI pcnun fn c<ccicc+uih ni,lice 'hall not df- 1crt'Jic ~elidite af ~m procIcJink-,, ttA:n unJcr [hl..tctiun- SdrN - ie:: L% ceru(IeJ mail in thr manncr herein p111% iJed .h.dl hr eflicticc on the J:nc tiI mailine. JUI.~ Pruuf uf 5ereiee. Prnol ~,f crvice ~d the nnticr und rder tih.ill be cer[ilicti tII at the Iime ~d,dnice hv Lt wrinen dcdar.dinn un,t1r pCn;dh Of pfirjun :eeeuicJ bc thc penom:lfreting.cn- ice. Jzrl:inm, thc [iinr. 'I:ite .InJ rnunner in \01irh .cniar wa~ m.idc I hc Jednciti"n. io~.uthcr with im r,ccipi cird r,-IUmcJ in .irkno~~b~Jmnrn~ ul ra~Cipth~ cuti~i~~ niail <hell he .ilti\e1l t'' thc roq,~ ,il :h: m,tle2 anJ :,rdcr rcl.iinrJ h, the k~uilJine "tlici:d. SECTION 402 - RECORDATION OF NOTICE AND ORDER It cnmpliilnir i, nort h:id ~~Ith -.ha ouder oiihin thc tim: ~pccilitd thcrain. :inll m` :i['pail ha, ht~cn j.mp<ric :u!J timck tilcIL the builJine ''ttiCi.d 'h.ill tilc in thc otli:, nl ihe cuunP rciurJera ~cr- lifi,,:!id Jc.crihine tha 111-01-lcrt% dnJ ccnit%ine ff 1 th:a'.h,huildin i-, i. : r'..,ne2n,u. builJin° und I ii I:hal [hr M\ ni i' hu' hcrn .II nOrti- I i~d. U he nc\ cr thc aI rrc ctiu. orJer,, i 11 I:i11 '.hcie.~lier hucc l•ccn cnmpl~itJ ~r h~ h!iilJine Jr111n111 111J,n th.ii it nn lon,,.r c\ ish i. den"ernu, huilJin, m thc p:'ope.r!.c dc.:riLvd In _hc reniliear.. :111° huilJln_ Ottilci:d 'h:dl tilc u ncIc crrtificuic i;.h thcrount% rr iorJrr.cruf~Ine ihat thc I`uilIline ha' btcn Jcmnli:heJ 'Ir all rr yulrad e,)rralon, 11 .11.e hrcn mad, .n Ih:ii !.he I,uilJin"l1 n'i lon^_cr .I.im,cr ,u.. u hiiheccr is appnqpriaw_ SECTION 403 - REPAIR, VACATION AND DEMOLITION Chr in_ ~ianJdrds ~h.ill he rdl,n~ed h\ the LuilJim_otficidd IunJ bc tha boarJ nt appt.~l< if m ypprJ i, Wltnl in nlrrin_tha Iuc,[11111 Or drntolition ot :mc dP.im_Tcrou1 builJinC nr.lr:i,- I. :an\ heilJinuJ~dere~.id,tn rninlwildin_unJ,rthi.codr .Il:ill hc 111.iJc to compk %k i'h mn,: nf Ihr fiollu:,, irc: I.I llic huilJin_ h:ill bc r,pzird in i,cnrJance ~eith thc eurrcnl builJine aIde or nther airr~nl doJe nppllcah+lc III Ihe l pe uf wha.invard c,,ndilion, reyuirin_ r~ruir I.~ l~hc LLiildin_ h.ill nc Jdmnli.hc:l <hr n ~il thc builJinL, 1 1 . I I r 403 404.2 13 If thc buildinL, do,:, nni omViiutc un immrdi.,te d:m!_cr Lo thc lif:_ limh. pruprrnr,-al''. ullhc puhlic il m9r bI: N uaied. Seeured :md rnuintaincd upin~i cnin. 2. 1flhbudL+.ine nr, iniaurc i> in IudI 10nJiuon a~ lt' m.ikc ii imnicAlch clI igcruuti lo ihc litc. limh. [,rupcrlN ur salctc ~I ( thc puhlic or ii. occupontn. it .hnll hc urliLrrd to hc ~:irncd. SECTION 404 - NOTICE TO VACATE 4II4.I Pus[inK. Eccrc nuiirc w~:~i;ac in nddiliur lu bciml cencd as p~u~Idcd in Sec:lwn 4111_?. he pu"ied d or upun cach r>:ii ul Ihr buiidioc and .hall he in wh"cmtialk thc fullowins form~ DO 10T E1TFR liNSAFE TC) OCCI.PY. iuisdcmcanor!o ociupc I1111 huildini'. ur W «-mll~ c or dclaie d1i, nn:icc. 1997 ABATEMENT OF DANGEROUS BUILDINGS -lOd.'_ Compli9nce. Ab~he11 d% ur,wdt naiicd i. pC ,.IL d ,he bi!iIJ- ineotf i,iul .hall indudr<i noii(icbiil in i!.e;cul in 111 i" '!icL;ind order i"ccd ander Secti.ln lnl rIcitine the cmereuic', :mJ .pL ul\ iup innditimu ~+hiLh :1, ~r1111 ,iiI!hr I I u~un~~.:'~n pcr .nn nm:iin in or eni,r !m hi,ildine %N hich h;i. hecn ~a p~.iId. eN iapt ih:u enin m.i\ hc madr in rcp:~lr. dcnn~li'h nr re- mme IUd; buildinp undCi permil.\o penon 'hAl rrmmc or.Je- lacc am wdi nntl~c :dwr It i. pn.i~d until the rcyuir~d ,cpr.irs, J unoliti~m or iImo% cd ha% c hicn cnmpltteJ end a cciiili<aiu oI O:cup::ncc i..uuJ punu:mi 60 th, pm\i.iun. nf :hr I;uildinL CnJe. t3uildln, piJici„I ~.of--..._. 1997 ABATEMENT OF DANGEROUS BUILDINGS Chapter 5 APPEAL SECTION 501 - GENERAL 301.1 Furm of ApprtJ. Amputon entidcd to crvice unJer Section 4011, mac appeol [rom imy nu[ice nnd order ur anv ac[inn u( Lhe builJine ot[itial under i'hie coJe hv filinfl ;it the oi(iec of thc huildine oHirial 3 ~cmtcn appcnl :nntafnine. L A htading in [he worUs: "I3eParc [he 6oacd a( appeuLc of the._........of........ A cuption rcadinn. Apptal of . . . . . . . . . givin_ the nuniea nf all uppell:mt, p.irlicipating in Ihe :qppe,l. 3. A hriaf >ta[einent :enins tnrth thc letial intere.[ of e.ich uL the nppellants In the huildina~lr the F.ind'mvolved in iht nunce.md ordcr. 1. A hrief statement in urdinarc und coroci,e laneuaee o( [he speclPic order or aiCUon prutested_ tukelher " ith Anc m.tleri~ll tdct. ileime" [o suppor[ Lhc eomenliuns of Lhe appelltint. .l briet siAiement in urdina[v and cunCise lanL`ua_e of Ihc re- licf suueht and the rcn,nnti ~vhc it i, daimrd the pra[ested urJer orc ,tct i, in shnuld ba rc<encJ, moCI ifird or otlierw i.e ;et aI idc. n. "Phe ign;imres ol all partic. n:imed u appellani, unJ their oFlici:il m:iilin, addressi, Thc ~trificatiun (bv decLvation under penultc of perjiir, ) ot a~ Ita11 une uppell.mt aic to [hd Iru[h nf dtc innifcr, ;uted in thc ip- pcul. The appcal ~hall bc likii o:ithin _U Ju\ ' fcom the (sLc of Lha senict of weti nrJer or uctinn ~)f Ihe huilding ufficial: pro% ided. hmce~er, that it thc huildint or IIrurWrc i, in such ionJition Li, io make it immediLttelc danoerous io the lile, limb. proper[v ur.u(et%nl ihe puhlic or aJi,icenr praponc and is urdereJ ~ucuteil ;mJ i' p,a(ed in ariurdan c ith Seetion-li11, wch appe~il shall hctilcd i[hin I0 d;icti fi1,m tht date of lh~ aercicz of thc n,,lice :md „rkr of thc huiWine ot(ici:d- 501 504 SOL? Processing of :lppeal. Upon receipt of any appeal filcJ pur,u;ini w this sectiun. the huilding ulfciul >hall prescnt it ui the ntx( mcul.ir or tipecinl metiing of the bourd of uppeals- i0L3 Scheduling and Noticing Appeal for tlearing. A, ~non 11s pracuc~ihli uRtt rccivin, the written ippcuL dhe hourd rzl ap- peals <h,ll ti.- u Jane timc :md pl icr t x thr heLrinR of tlu appaal hv the h ird. Surh data <hnll not he less [han Ip ILIcs nor more thrn fif1 duv. trom the d;rte [he nppe:jl uas Fled with Ihe huildine ntfidaL Writtcn nnlice of [he time ~nd plnce ot the hesrine chull be nt I~uli 10 il;ie, pcior !n [hc dnte of tha henring to Lach appellon: hc thc ceaeturc ot thc hoard cliher b~ cm,in~3 _t copc of .uch nnticc tn he dclh-ered to the appcilant pcrconallv on c~ meil- in, u cOpc thcre0t. poaCt,-,i prepeiJ, adilrC,ed lu Lhe app211:1n1 al the addrex. ,huwn un thc appcal. SECTION 502 - EFFECT OF FAILURE TO APPEAL Failur of anc penun to lilr an app~Lll in accorJdnce with'.he pro- nf Seeti'ln 'U I sh:ill enmtimtc u wniver ~'1 thc ri~ht I~~ an adminictrati<e htarim, ;md adjudicaiiun of [he nnticc and nrder or amportion thereof. SECTION 503 - SCOPE OF HEARING ON APPEAL Unh th"rI mLiueo "r i'luc< spctiticall% rai;OJ h~ ihc eppcllanl ,h:dl hc cnnxiJcrtd in thc hc:iring ot ihc tippeal. SECTION 504 - STAYING OF ORDER UNOER APPEAL Fwtpi inr eaeition 11r11ar~ m.idc punuan[ tn ticciion 404. en- Inr2.emrnt ut~ um noiict:mJ ordc; ot thc l, otticial ueil undcr thi, cudc hull be .t¢ced durine ihe penJencv nF an appcul ihrrc~rnni o hich i, prop~rh an.l timck tiled. The City of 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215-6713 (303) 234-5900 ~h e at City Admin. Fax # 234-5924 Police Dept. Fax k 235-2949 GR idge NOTICE AND ORDER TO DEMOLISH November 5, 2002 Mr. Ihor Figlus, Et. Al Mrs. Odarka Figlus 9775 w. 36' Avenue Wheat Ridge, Colorado 80033 Dear Mr. And Mrs. Figlus: Certified Article Number _1 1:1: SENDERS RECORD On November 4, 2002 the property located at 5560 West 291h Avenue, Schedule Number 0212201,a.k.a. parcel number 39 254 18 017 was inspected. The inspection of the property was initiated by a complaint report of a dangerous shed. The inspection showed that there exist violations to the Uniform Code For The and Abatement Of Dangerous Buildin s(~ 1997). A partial list of violations is as follows: 1. Section 302.5 Whenever a portion or member or appurtenance thereof is likely to fail, or to become detached or dislodged, or to collapse and thereby injure persons or damage property. 2. Section 302.9 Whenever for any reason, the building ar structure, or any portion thereof, is manifestly unsafe for the purpose for which it is being used. 3. Section 302.11 Whenever the building or structure, exclusive of the foundation, shows 33 percent or more damage or deterioration of its supporting member or members, or 50 percent damage or deterioration of its nonsupporting members, enclosing or outside walls or coverings. 4. Section 30212 Whenever any building or structure has been so damaged by fire, wind, earthquake or flood, or has become so dilapidated or deteriorated as to become (i) an attractive nuisance to children; (ii) a harbor £or vagrants, criminals or immoral persons; or as to (iii) enable persons to resort thereto for the purpose of committing unlawful or immoral acts. 5. Section 302.17 Whenever any building or structure is in such a condition as to constitute a public nuisance known to the common law or in equity jurisprudence. 0 RECVCLED PAPER 7160 3~, 9644 03p8 5672 3. Servica7YPe CERTIFIED 4. Restrictetl Delive, o MA" 1. Article Y. (ExMd Fee1 Atltlressetl to; OYes Mr. Ihor Fi9 Mrs 1us> Et. A1 . Odarka Figlus 975 W. 36th Ave. Wheat ridge, CO 80033 Re: 5560 W. 29th Ave. by Sig~ature X / D. ~s tlelively adtlress tliM¢rent h ~ES, enter tlelivery atltlress !'d Oa, ~ ~ ~rq7 of Yes i, Each of the above mentioned violations is considered to be a violation under the appropriate code. Please regard this letter as official notice and order to commence abatement ofthe above mentioned violations by demolition, of the shed, within fifteen (15) days from receipt ofthis notice. Completion ofthe demolition shall be within sixty (60) days from receipt of this notice. Abatement of the violations shall be by demolition and all required permits shall be secured before beginning work. Ifabatement ofthework is not commencedwithinthe time specified above, thebuilding official will order abatement ofthe violations. Abatementmayinvolvevacarionoftheproperty and may cause the work to be done and chazge the costs thereof against the property or its owner. Any person having any record, title or legal interest in the building may appeal from the notice and order or any action of the building official to the Building Codes Advisory Boazd, provided the appeal is made in writing as provided by the code, and filed with the building official within 15 days from the date of service ofthis notice and order. Failure to appeal will constitute a waiver of all right to an admiiustrarive hearing and determination of the matter. If you have any questions regarding this matter, feel free to call me at (303)-235-2850. Sincerely, Robert Gaspaz City of Wheat Ridge Building Inspector cc: Darin Morgan, Codes Administrator MetroScan / Jefferson ' Schedule 021201 Bldg . of AssdLand $6,720 Parcel 39 254 18 017 S:25 T :035 R:69W Q:SE AssdStrc $6,030 Owner :Figlus Ihor Wolodymyr Et A1 AssdTOtl :$12,750 CoOwner :Figlus Odarka Maria ActlLand :$46,810 Site :5560 W 29Th Ave Wheat Ridge 80214 ActlStrc :$49,020 Mail :9775 w 36Th Ave Wheat Ridge Co 80033 ActlTOt1 :$95,830 Xfered :01/23/1992 Doc # 8726 PrYrLnd $6,720 Price . Deed . PrYrStr $6,030 Loan Amt . Loan . PrYrTOtl :$12,750 VestType . IntRt . PrACtlLnd $46,810 Lender . PrACtlStr $49,020 Land Use :5178 Misc,Residential,Mixed Use Land PrACtlTOt1 :$95,830 Sub/Plat :Lakeside Resub % Imprvd :47 Slk&LOt :BLOCK 4 LOT 37 % Owned . Neighbad 0412 2001 Tax :$958.26 Tax Dist :3139 OwnerPhn . Pierson :20 F Census Tract :107.02 Block :3 Bedrms . Total SF :2,253 Year Blt 1930 LotACre :.30 Bathrms . BsmtSF . Style . LotSqFt 13,373 TotalRm :2 Porch . Units : 2 Parking . Cooling . Porch SF . Fireplce . ParkgSF . Heating . Deck SF . Pool . Jacuzzi . Information compiled f'rom vprious sources. Real Esmte Solu[ions mnkes no represenlnlions or warran[ies as !o the accurrtcy or compleleness of informntion contnined in lhis report. 7500 WEST 29TH AVENUE • WHEAT RIDGE, COLORADO 80215 July 31, 2001 Odarka Figlus 9775 W. 36`h Avenue Wheat Ridge, CO 80033 RE: 5560 W 29`h Avenue Dear Ms. Figlus, `NHEqT~ ~O GWheat GRidge o c°to R pV Certified Article Number - SENDERS RECORD It has come to our attention that the above referenced address may be violating the International Property Maintenance Code due to being improperly maintained. There is also an outstanding building permit (#7109) on the property that has not received an approved rough framing inspection or a final inspection that needs to be completed. Please contact our office no later than August 24, 2001 to schedule an inspection of the above referenced address. The City of Wheat Ridge strives for voluntary compliance and would greatly appreciate your cooperation in this matter. Sincerely, ~ Darin Mor Codes A nistrator Cc address file Alan White, Planning and Development Director Bob Gaspar, Building Inspector City Managers Office (303) 234-5900 • ADMINISTRATION FAX: (303) 234-5924 • POLICE DEPARTMENT FAX: (303) 235-2949 Odarka Figlus 9775 W. 36th Wheat Ridge, City of Wheat Ridge Planning and Development Department Memorandum TO: File FROM: Bob Gaspar SUBJECT: Leaning shed at 5560 W. 291h Avenue DATE: January 26", 2001 Following a complaint I took a look at a leaning shed at the above mentioned address. The shed is 13 degrees out of plumb and leans towards an adjoining property. Although, the shed does not appear to pose a danger of falling down without any great physical force: bg 0 0 ~ m s C- Q `D CD o :r CD F ~ N O ~ r 0 3 a:r ~ m A C a v ` " O r . ~ p w ~ n v ' p tp o = ~ e 1,1 ~Ir tO ~ ~ O ~ m M Q p ? ~O * ~ 3 0 w y !~v v N y 0 M ~ i O IY 0 N C ~ * DUl m ~ . ~ ~ n ~ ~J ~ N = O 7 Z d ` ~ 0 ~ ~ m 3 ' ~ ~ ~ ~ ~ y ' m < 3 A W ~ sz 7 ry! O 7 < O. ~i i . . . . It ~t V V 7 k 14 11 i f I~ b 3 fi o~ C w V { R •a f. n h ~ Q3 ,x a Q 7 ~ ` k lk 4 411 Cl) 44 Q S it tu o o M 77 ~T~.V`~ ~V- t t i i F ~ j i~ 17 ri i E e 1 p SI 1_ I t-- j I I ~ r I [ t~ I 1_" I t I j ~ „9/ /0 4-LW7d av1+ $ x .3 AZ 1~ (tt r*tt tY s7e ~+ds Q a 0-4A „ a AU/r-7 Cl ~1.~Qf1„B,r2°' E Imb~ '17dM ~~yy o yy -7 x ~?,1n1~/►t~l1S M~b'~t/ '7~,~/M ,~r~/R1.~n~'1.S G..~~r7 ~[.c #a~ -~~~I''I 7500 WEST 29TH AVENUE • WHEAT RIDGE, COLORADO 80215 October 26, 2000 Odarka Figlus 9775 W. 36`h Venue Wheat Ridge, CO 80033 RE: 5560. 5562 W 291h Avenue - Permit #7109 Dear Ms. Figlus, The Ciry of WHEqT~ GWheat ~m GRidge c°toRao° Is has come to our attention that a building permit issued in May, 1998 has not received a final inspection. A rough framing inspection was done on July 8, 1998 and had corrections that needed to be made. These outstanding code corrections need to be addressed and re-inspected before this permit can receive a final inspection. Please contact our office no later than November 6, 2000 and schedule a final inspection of the above referenced address. The City of Wheat Ridge strives for voluntary compliance and would greatly appreciate your cooperation in this matter. Sincerely, d ~ Darin Mor~~ Codes Admmistrator Cc address file (303) 234•5900 • ADMINISTRATION FAX: (303) 234-5924 • POLICE DEPARTMENT FAX: (303) 235-2949 iDEPAFtTMENT OF PLAhiN1NG AMD',pEV ' BUILDttYtG INSPECTIOW CNVt310N - ; CI?Y OF YIHEAT RIDGE 7600 tl1EST 29TH AVENUE WHEAT RfCK3E, CO 80215 Property Owner : Property Address : 5560 W 29th Avenue Contractor License No. : Gompany : GIVIINERICQhFfRACT'OR SlGNATURE OF UNDERSTANDINf AND Phorre : 423-1738 Phone : Permitfee: $88.00 Plan Review Fee : $0.00 Use Tax:' $87.50 T B.C.Tamt aB btlWapplicablo 1fVluatkitlge ordinanees, for xrork untler Nis permR. I . Tofal: $175.50 :RHCONTRACTOR) SIGNED bATE . U se . Degcripqon : Change flat roof to pitched roof and add gutters BUILDING DEPARTMENT USE ONLY SIC : Sq. Ft. : Approval . Zoning : . . . . . ' en...iwe~ . . Aapraval : ;E1146tirical License No : ~~rhpany :Et,tirgtion Date : ~Oproval : ; i14) . IfllEpmlmNIY11~vl a0ardo17WAOra + n if M 1d hW plans epocg . ~ exceedsaro(t)Year, tu ) No woilt oA 4ny rtmw~+ . ~5) ~ CafftraOCrehefin0tl(y01 . ~ q ~ ips p} e Chief Building Ins THIS PERMIT weus Building Permit Number : 7109 Date : 5/22/98 Roof : Ptumbing License No : Company: Expiradon Date : Approvai : mowwm m rom u, rowa wPE ~t R"r Cobrerb or anr ~ a «auuncea rniteue tleb me ury. . . . utlWnzbd Is mA CommenaA n t6AY (80) AM Irom ol (B) C~e buMtlliq fWlq'¢atl M auepdMed or tie acvuWed tor a tee W onshatl the amount nwnieg/ b9Wrod,no dun0e4 hm bear~ a wHl be maAe in 8r t~plnebncrabBndonmeMhatnolexaBetlsEOne(1)Yav. lfdwnpesaia nfaWotM a~~epenqonaraDenE6nmeiM (oranexpe~tt. . mtwipcAaM~bMa .nawfWll~awWwalereaueUroodmimUepoblem. . . . ~ b twwNydoW (24) houre in edvance fa eR ~napeCtlona end ehaG recBMe wrmen apptovai on Miapsctbn eard Ixfae . ~ d d.~~awlnGf f ana sPgdkgfts eheu `rot be canswetl b be a DemK for, roran aPprovW d, a'y vblalfon atlro proNalona uioe. Nvi, nWS a raWlalbn. . . . .r--•-• . . . . . . !VALID ONLY WHEN SIGNED BYTHE CHIEF BUILDING IN$PECTOR AND MAYOR CALL: 234-5933 24 HOURB PRIOR TO fN8PECTION Stories : Residentiai Units : Mechanical License No : Company : Expiration Date : APProval : Jefferson County Assessor's Department Todays date:10/24/2000 http://bu ffy.co.j efferson.co. u s/cgi-bin/m i s/a[s/tes[3.cg i?021201 JEFFERSON COUNTY ASSESSOR PROPERTY DETAIL - IScheduleNumber:021201fParcellD:39-254-18-017 Active:Active ProperryType:MixedUse !rName:,IFIGLUS IHOR WOLODYMYR (FIGLUS ODARKA MARIA US MARIA WOLODYMYRA IPropertyAddress:05560W 29TH AVE WHEAT MailingAddress:09775W 36TH AVE WHEAT ~RIDGE,CO 80214 RIDGE,CO 80033 ~JQL - G'ur-~- A~I4r-ltr-~ Legal Description ~ - n ISubdzvisioit Name: LAKESIDE RESUB I _ Block Lot Key Section Township Range' Quarter section Land Sq.ft. ~ 004 0037 25 ~ 69 SE 13,373 ' ~ v ~ ~ 004 0038 25 F 3- 69 ~ 004 0039 25 F3 69 F 0 S- ~g~ ~ 004 ~0040 25 3 69 F 0 Total Acres: ~ 0.3070 _ ~is» G'~ni+n - /i/ . 84• Sales Information I Sales Date; Sales Amounf Deed Type Reception ~1-23-1992 ~ 0 iPersonal Representative Deed 92008726 Value Information yvs OF,?Z 6, y_qzo7 h77 I oP2 10/24/00330 PM Jefferson County Assessor's Departnent 1999 Payable 2000 2000 Payable 2001 ,Actua~- 1 Value Actual Value Land i$ 40,120 $ 40,120 IImp Fs 40,570 $ 40,570 Total F ~80,690 lAssessed Value $ 80,690 Assessed Value ' Land 5,940 $ 5,930 IMP F 5,280 ^ 5,280 TOTAL $ 11,220 $ 11,210 TaxDist 3139 3139 Mi11 Levy' i83.862 - N/A assessed 4-15-1999 ITax District 3139 IMill levy for 1999 payable in 2000,I COiJNTY 24.6860 SCHOOL I151.7610 WHEAT RIDGE 2.1730 iREGIONAL TRANSPORTATION DIST. 000 IURBAN DRAINAGE&FLOOD CONT DIST I 0.6550 WHEATRIDGE FIRE DIST. 3.8130 IWHEATRIDGE SAN. DIST. 0.7740 IWHEATRIDGE W. DIST. ; 000 'TOTAL MILL LEVY 183.8620 STRUCTURALINVENTORY SALES ' From July i, 1996 through June 30, 1998. Neighborhood 0412 Area O.OOOOOE+OO I RETURN TO SEARCH PAGE TREASURER INFORMATION htry: //bu ffy. co.jeCCerson. co. us/cgi-b in/mis/ats/[es[3.cgi?021201 2 of 2 10/24/00 330 PM DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 PropertyOwner : (~/y~ii~i? '1 / Property Address : SS L~' ~ ~ Contrector License No. : Company : Phone: OWNER/CONTR.4CTOR SIGNATURE Of UNDERSTANDING AND AGREEMENT I hereby certify that the setback disWOCes proposed by this pertnR apPlication are accurete, and do not violate appliwble ordinances, rules or regulations of the City of Wheat Ridge or wvenants, easements or restridions of record; lhat all measurements shown, and allegations made are accurate; that I have read and a9ree to abide by ail eond@ions printed on this application, and that I assume fuli responsibility tor compliance wdh the VYheat Ridge Building Code (U.B.CJ and all other appticable Wh a0 Ridge o~dinances, for woAc under this pe d. / (OWNER)(CONTRACTOR) SIGNED A ~ ~ DATE GX Construction Value : 35 00, C'< Permit Fee : Use Tax : Total: $0.00. Use Description ~'fi~ j< ~/~f r~t~' ~~~f~/~~l d~~ .qa/✓~ ~f ~Ars SIC BUILDING DEPARTMENT USE ONLY Approval: Zoning : Approval: P_U61[c~,Wat~R~iG'Otf~T1i3^,~ Approval: Occupancy : Walls Electrical License No : Company : Roof : Stories Plumbing License No : Company : Building Permit Number : Date : Phone: 42s`17.31 Sq. Ft. : Residential Units : Mechanical License No : Company: Expiration Date : Expiration Date : Expiration Date : Approval: Approval: Approval: (1) This permd was Issuee in aaaEance wrUi the provisions stl rorm in yopur aopication aM is su q'ecl m Ne laws of the State ol CWmEO arM to the Zoninp Regula6ons anO BuiWin9 Cade M Wheat RWye, Cdaado a any oNer applia0le ortlinances ol Uhe Ciry. (2) This pem~l slu4 ezdre d(A) Ihe work auNOnzeE Is nol comma+ad wMin si:tY (80) Cays M1om iasue Eate ar (B) Uw buikinp auNaiztd'u suspendeC w abaMOned 1a a pMOd o! 120 dars. (J) II Nis pemvl expires, a new pcrmrt maY be acQulred lu a lee ol one-hatl Ne amounl nartuly reqaieE, provided no changes have been a wfll be maEe in the original plans and apeafrations and am/ auspension u a0anaonmmt lus notezceeded one (t) year. i1 clianges are maCe a H wspensbn a aeanaonment ezceeds one (1) year, full leea shall be paW lor a new pertnit (4) No work ol a`ry manner shall ba done Nal will Uwnqe Ua nalwal Ibw ol water ousing a dninaqe problem. (5) Conlraqw stwll notiy ihe BuiWirp InsoeUOr lwenN•fa+r (24) fwurs in aOvaMe /a ali inspections anE slwit receive written appoval on Inapeclion aN Oe1we proceeEiing wnh suaeuWe phaxa ot the 10 (6) TTe issuance o/ a permil a tlw approval Crawirps and spetlfications shall rot De conswed to be a permil /w, nor an approral ol, arry vidaGOn o11M provisbns . W ihe WiWinq mQes u any Wher pdinance. law. Nle ar repulatim. For Mayor THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION