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HomeMy WebLinkAbout10140 W. 44th AvenueFrom: no-reolvCalci.wheatridae.co.us To: CommDev Permits Subject: Online Form Submittal: PERMIT APPLICATION New Commercial Construcbon Date: Tuesday, March 15, 2022 4:07:22 PM CAUTION:This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. Report any suspicious activities to the IT Division. PERMIT APPLICATION New Commercial Construction Items Needed to Submit THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Do you have the Signed Proof of Submission Form to Water District, Signed Proof following ready to of Submission Form to Sanitation District, Signed Proof of attach to this Submission Form to Fire District application? These forms are required to submit for plan review. Upload Proof of Submission Water ndf Submission to Water District Upload Proof of CCF 000191 ndf Submission to Sanitation District Upload Proof of Submission to Fire District Step 2 Arvada Fire Aodication.odf PROPERTY INFORMATION Property Address 10140 W 44th Avenue Property Owner Name Ethos vet Property Owner Phone 781-897-6980 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email groth@ethosvet.com Address APPLICANT INFORMATION Applicant Name Justin Fries What is your role in the Architect project? Contact Name for Plan Justin Fries Review Comments Contact Phone Number 720-214-0342 (enter WITH dashes, eg 303-123-4567) Contact Email Address justin@studio-dh.us for Plan Review Comments Plan Review Contact justin@studio-dh.us Email DESCRIPTION OF WORK Detailed Scope of 2,200 sf addition to an existing vet hospital clinic to provide Work - Example: New space for a new linear accelerator vault and associated patient Commercial Building spaces for Roger's Grocery Market Square Footage of 2,200 New Construction Engineering Letters Field not completed. and Other Letter Size Attachments Energy Calcs Field not completed. Structural Calcs 20220225 -WRAH - Permit Structural Calculations. odf Construction Plans 220307 WRAH Linac Addition Permit DWGs.ndf Additional Drawings 220218 Project Manual ndf Additional Drawings Field not completed. Additional Drawings Field not completed. Project Value (contract 1600000 value or cost of ALL Valuation okay materials and labor) PLAN REVIEW FEE IS REQUIRED AT TIME OF SUBMITTAL Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Justin Fries Pe rm it Email not displaying correctly? View it in your browser. Page 1 of 2 Thornton Tomasetti June 29,2022 Cornelia Orzescu Chief Building Official City of Wheatridge Building Division 7500 W. 29' Avenue Wheat Ridge, CO 80205 RE: Wheat Ridge Animal Hospital LINAC Vault Addition (Permit No. 2022005741 Concrete Drilled Pier Construction Confirmation Letter TT Project No. 021034.00 Dear Ms. Orzescu, As Structural Engineers of Record for the Wheat Ridge Animal Hospital LINAC Vault Addition project, located at 10140 W. 44r Avenue, Wheatridge. CO, we are providing this letter to confirm the following: 1. To the best of our professional knowledge, belief, and opinion the design of the features of this project are in accordance with the applicable building codes and ordinances to the extent that they apply to our scope of work. 2. During the course of construction to date, we have visited the project site to observe the progress and quality of construction. To the best of our professional knowledge, belief, and opinion based on these site observations, we believe that the structural work for the project concrete drilled pier foundations is in substantial conformance with the contract documents and meets the structural requirements of the applicable codes and regulations of the agencies having jurisdiction for this project. 3. Our site observations have been in addition to the special inspections and testing services provided by Kumar and Associates. We have reviewed the special inspection reports that have been provided to us during the course of construction to date and we believe to the best of our professional knowledge that the requirements for special inspections have been fulfilled by these reports. The foregoing statements are made consistent with the standards of skill and care generally exercised by other engineering firms acting in the same locale under similar circumstances and 303 E 17^ Avenue, SwR 5651 Oenvee C0802031 T 303876.57001 xrvrw.ThornlonTomaeeM.mm Thornton Tomasetti REQ Wheat Ridge Animal Hospital LINAC Vault Addition lT Projed No. 021034.00 Page 2 of 2 June 29. 022 conditions and are based upon our observations made during our visits to the project site, upon our review of shop drawings and other submittals, and upon the inspection reports and services provided by others. Regards, THORNTON TOMASETTI, INC. I 'I Benjamin Kean, P.E. Vice President cc: Geoffrey Roth— Ethos Veterinary Health Ian White— VVA Project & Cost Managers Nathan Bouder— Hyder Construction 303 E 174 Avmue, Suite 56510, eer CO 60203 1 T 3038765700 1 w n,mmnTom,ttutmm City of Wheat Midge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 March 16, 2018 OFFICIAL ADDRESS NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: CURRENT ADDRESS: 10140 West 44"' Avenue NEW ADDRESS: 10140 West 445h Avenue, Suite 150 SUBDIVISION: Wheat Ridge Animal Hospital Consolidation LOT(s): 1 KEY: OOB SECTION: 21 PARCEL NO: 39-211-11-041 NOTES: This is a courtesv notification for the addition of a Suite number. AUTHORIZED BY: DATE: y — 15--18 DISTRIBUTION: 1. Property Owner 2. Jefferson County Assessor, ATTN: Data Control, Lacey Baker email to lbaker@jeffco.us 3. Jefferson County Elections, ATTN: H. Roth, 3500 Illinois St., Laramie Building, Suite 1100, Golden, CO 80401 4. Email to Jeffco IT (Mapping) Services at smitchel&jeffco.us and edel nko(g- jeffco.us 5. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 6. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 7. Email to erlinda.j.martinez()usps.g_ov and krissy.i.summerfield(c�usps.gov and arlene.a.vickrey(&usps.gov and billy.e.coghill(&usps.gov 8. Xcel Energy, sandra.cardenas(a-)xcelenergy com 9. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 10. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 11. Valley Water District 12. Clear Creek Valley Sanitation District 13. Arvada Fire District 14. Wheat Ridge Planning Division 15. Wheat Ridge Building Division 16. GIS Specialist 17. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: www.ci.wheatridge.co.us DATE: Vicinity Map Location of Suite 150 W 43Rd AVE ft.wo ' I MATC+i f Mmm CLT UPW Ch"r, 1 "RW ■m —.—A A 0z ct m k n ar 0 P) n 0 ct 0 n K to 9 O H P. H trm m0 mm O nw� 1- (D K m p � 0 H rt N � n � O m (D P, (D m 0 1+ M+ k E W 0 0 m H m[ H m �M wq ct W O 0 fD or c� r• N P, Zw K Y• tf 0 F ct 0 0 0 M n z H nln m y r• n m 1�. p. r• (SCJ tm7 � n n r• M. h n m R p R i1 m r p, m p M d w O y M R� $ H m h rt M R f R Q O m b M n m R n aA tj m S n 0 p O R K m pm Pt m P, n rt• „ rta mn ct M m G N p m m o n h m P 0 m m a m m C M N' N• R P, m a t a n Y• r M p tQ N O p � W O h M o ft P. m �m h' m a P M m a m q m m a. r3 � zLT1 H O o 4� C G r) N o r3 0, O W W 0 ro (D a rt N O F- m O CD V�:- Lrl w 0 O m N O F-' J t,. Co [ q b 6j. q q4 � A 4UM04J� TESTIN0. AWIMMO ANA ONANCNig 5W"U THE MWFEWIANAL'S CH®BCE- Certified Balancing and Commissioning, LLC. Certified Balancing and Commissioning Testing Adjusting and Balancing Report Project Address Architect Mechanical Engineer Contractor Balancing Supervisors Date Job Number Wheat Ridge Animal Hospital 10055 W. 43`d Ave Studio DH 20/20 Engineering Design Mechanical Greg Barnes March 10, 2017 2285 L,ernticaZ" c�' L, C m Gregory Bames Twae Tamn��ra., \ Mer<h 3192018 Cerft—ti to `o at Certif�ica\ro r �c �/ v • �o� �° c �°i �� AAIB/ Jason Gerze Jason Gerze FMme H—P---.P--. T -t- ach. TAII Technician \ PHP1049469T B.1049469T Match 31. 2018 March 31. 2018 ��?��E'd Te nh�``-'` r ��f�d Tei=he•. ANSI Gregory Barnes March 3192088 Jason Gerze ,ra S-ty L. -I 1 Teoh-- L6130C9<69T / March 31. 2018 \fed Ter thL'/ Certified Balancing and Commissioning, LLC. ABBREVIA TION INDEX AHU: Air Handling Unit Motor FLA: Full Load Amperage RTU: Roof Top Unit S.F.: Service Factor MAU: Make Up Air Unit P.F.: Power Factor FCU: Fan Coil Unit Nom. Eff.: Nominal Efficiency CRAC: Computer Room Air Conditioning Unit RPM: Revolutions per Minute VAV: Variable Air Volume FPB: Fan Powered Box K Factor: Correction Factor T1: Terminal 1 T2: Terminal 2 T3: Terminal 3 AK: Area Correction OD: Outside Diameter CUH: Cabinet Unit Heater UH: Unit Heater ERV: Energy Recovery Ventilator ESP: External Static Pressure HW: Heating Water VP: Velocity Pressure CHW: Cooling Water SA: Supply Air CW: Condenser Water RA: Return Air HX: Heat Exchanger OSA: Outside Air DX: Direct Expansion OA: Outside Air EAT: Entering AirTemperature MA: Mixed Air LAT: Leaving AirTemperature SD: Supply Diffuser 2 II TESTIKQ AIO MI"NO ANP SALAN"MG BMW THE PROFESSIONAL'S CHOICE" TDH: Total Dynamic Head ERU: Energy Recovery PSI: Pounds per Square Inch EF: Exhaust Fan BV: Balance Valve KEF: Kitchen Exhaust Fan CS: Circuit Setter SF: Supply Fan Valve D.P.: Discharge Pressure RF: Return Fan Valve S.P.: Suction Pressure TF: Transfer Fan Diff.: Differential SEF: Smoke Exhaust Fan Design D.P.: Design Differential Pressure SPF: Stairwell Pressurization Fan Actual D.P.: Recorded Differential Pressure SP: Static Pressure Ind.Imp.Dia. Indicated Impeller Diameter TSP: Total Static Pressure in. we: Inches Water EWT: Entering WaterTemperature CD: Ceiling Diffuser LWT: Leaving WaterTemperature SWD: Sidewall Diffuser ER: Exhaust Register MVD: Manual Volume Damper RG: Return Grille OBD: Opposed Blade Damper CFM: Cubic Feet Per Minute NAC: No Access FPM: Feet Per Minute NG: Not Given NIC: Not in Contract E: Existing Certified Balancing and Commissioning, LLC. Method of Balancing: F` A 0 TESTJNQA FaysnNQ ants 04"WCWC WRW THE PROFEMONML'E CHOKE" Supply, Return and Exhaust diffusers, grilles and registers were measured with an Alnor Balometer EBT -72 1, that include the flowhood, velgrid, pitot tube or airfoil Heating and Chilled water flow rates were measured with an Alnor Hydronic Manometer HM -680 to obtain pressure measurements, RPM with Shimpo tachometer. Amperage and Voltage will be taken with a Fluke 930 Instrumentation: Digital Manometer Flowhood Digital Pressure Gage Tachometer Digital Volt -Amp Meter Thermometer Warranty Information: Alnor BalometerEBT-721 Alnor Balometer EBT -721 Alnor Hydronic ManometerHM-680 Shimpo Fluke 930 Alnor Balometer EBT -721 This project was completed per TABB Procedural Standards. The data presented in this report is a record of system measurements and final adjustments that have been obtained in accordance with the current edition of the TABB Procedural Standards for testing, adjusting, and balancing environmental systems. Any variances from design quantities, which exceed TABB tolerances, are noted in the Test -Adjust - Balance Report Project Summary. If a Test -Adjust -Balance Report Project Summary is not issued directly following this cover page, all measurements met the design requirements as specified by the design mechanical engineer. This project has a one-year guarantee on all Testing, Adjusting & Balancing from the date listed on this cover page. Greg Barnes Owner/TABB Supervisor Greg@certtab.com 720-201-6274 CBCRECAP SUMMARY Certified Balancing & Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL Page System TAG Cooling d(CFM) Coolingo a(CFM) /0 MIN (CFM) HEAT (CFM) Kf ADD INLET SIZE (Dia. In) NOTE E -RTU -1 FPVAV-1-1 880 8 1 FPVAV-1-2 300 300 100 95 340 59.93 37 6 FPVAV-1-3 1300 1295 100 300 1250 78.80 38 10 FPVAV-1-4 1920 1960 102 430 1885 95.84 39 12 VAV-1-5 500 500 100 190 - 85.85 40 6 VAV-1-6 540 560 104 220 - 63.04 41 8 FPVAV-1-7 1170 1185 101 300 1030 58.85 42 10 VAV-1-8 600 625 104 370 - 75.11 43 8 VAV-1-9 230 235 102 65 - 46.47 44 6 VAV-1-10 540 530 98 185 - 54.23 45 8 CAV -1-11 320 325 102 75 325 78.75 46 6 CAV -1-12 525 560 107 190 560 52.31 47 8 FPVAV-1-13 1960 1985 101 510 1680 77.86 48 12 CAV -1-14 265 275 104 105 275 52.53 49 6 VAV-1-15 1060 1050 99 315 - 75.4o 50 8 CAV -1-16 1055 1085 103 440 1085 108.46 51 12 FPVAV-1-17 780 780 100 190 840 78.45 52 8 CAV -1-18 800 780 98 200 780 92.89 53 8 VAV-1-19 835 830 99 540 - 58.57 54 8 CAV -1-20 300 310 103 105 310 75.31 55 6 CAV -1-21 300 295 98 110 295 77.51 56 6 CAV -1-22 315 315 100 105 315 71.41 57 6 CAV -1-23 660 650 98 180 650 57.89 58 8 CAV -1-24 440 440 100 105 440 96.01 59 6 CBCRECAP SUMMARY Certified Balancing & Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL Page System TAG Cooling d(CFM) CoolingMIN a(CFM) ° �0(CFM) HEAT (CFM) Kf ADD INLET SIZE (Dia. In) NOTE E -RTU -1 CAV -1-25 420 425 101 110 425 79.37 60 6 CAV -1-26 215 180 84 105 180 43.46 61 6 CAV -1-27 615 - - - - - 62 8 FUTURE FPVAV-1-28 1450 1490 103 440 1715 71.22 63 12 20295 1 18965 93 CBCRECAP SUMMARY Certified Balancing & Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL Page System TAG Cooling d(CFM) CoolingMIN a(CFM) o �O (CFM) HEAT (CFM) Kf ADD INLET SIZE (Dia. In) NOTE RTU -2 FPVAV-2-1 400 430 108 110 1 395 108.32 6 6 FPVAV-2-2 1565 1645 105 420 1755 78.29 7 12 FPVAV-2-3 1025 1025 100 280 1100 80.84 8 10 FPVAV-2-4 995 990 99 290 1105 65.87 9 10 FPVAV-2-5 1150 1150 100 335 1060 68.34 10 10 FPVAV-2-6 580 575 99 100 510 62.35 11 8 FPVAV-2-7 820 815 99 310 1035 54.38 12 10 CAV -2-8 975 1025 105 260 1025 65.84 13 10 VAV-2-9 260 275 106 80 - 42.92 14 6 CAV -2-10 985 1040 106 275 1040 65.27 15 10 CAV -2-11 985 1035 105 285 1035 65.48 16 10 FPVAV-2-12 340 350 103 70 370 97.56 17 6 VAV-2-13 250 245 98 75 - 42.74 18 6 VAV-2-14 320 325 102 70 - 63.38 19 6 VAV-2-15 340 340 100 70 - 56.42 20 6 VAV-2-16 925 960 104 295 - 67.54 21 10 11915 12225 103 CBCRECAP SUMMARY Certified Balancing & Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL Page System TAG Cooling d(CFM) CoolingMIN a(CFM) ° �0(CFM) HEAT (CFM) Kf ADD INLET SIZE (Dia. In) NOTE RTU -3 CAV -3-1 360 380 106 65 380 63.49 22 6 VAV-3-2 480 490 102 175 - 96.07 23 6 VAV-3-3 120 125 104 125 - 23.63 24 6 VAV-3-4 260 270 104 70 - 52.55 25 4 FPVAV-3-5 480 485 101 110 460 84.64 26 6 VAV-3-6 920 940 102 235 - 45.74 27 8 VAV-3-7 1135 1135 100 180 - 74.26 28 10 VAV-3-8 390 415 106 120 - 77.63 29 6 VAV-3-9 620 630 102 315 - 30 8 VAV-3-10 330 330 100 40 - 58.28 31 6 VAV-3-11 1860 1910 103 580 - 95.17 32 12 FPVAV-3-12 1720 1700 99 490 1745 69.34 33 12 VAV-3-13 475 470 99 105 - 93.97 34 6 VAV-3-14 290 290 100 70 - 57.45 35 6 9440 9570 101 Certified Balancing & Commissioning PROJECT: AIR OUTLET TEST REPORT WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: Page Date 3/4/2017 Tech GB/JG EXISTING RTU -1 Area OP ning Design Initial Final Served No. Type Size AK VEL CFM CFM % NOTE VEL CFM % FPVAV1-1 1 SD 6" 1.00 220 220 0 0 2 SD 6" 1.00 1 200 220 0 0 3 SD 6" 1.00 220 220 0 0 4 SD 6" 1.00 220 220 0 0 TOTAL 880 0 *2 0 MIN 100 0 0 HEAT 830 0 0 FPVAV1-2 1 CD 2410 1.00 200 200 190 95 200 200 100 2 CD 2408 1.00 100 100 100 100 100 100 100 TOTAL 300 300 290 97 300 100 MIN 100 95 95 95 95 HEAT 265 460 174 *1 340 128 FPVAV1-3 1 CD 2410 1.00 260 260 200 77 255 255 98 2 CD 2410 1.00 261 261 240 92 260 260 100 3 CD 2410 1.00 262 262 245 94 260 260 99 4 CD 2410 1.00 263 263 225 86 265 265 101 5 CD 2410 1.00 264 264 250 95 255 255 97 TOTAL 1310 1160 89 1295 99 MIN 290 300 103 300 103 HEAT 1375 1040 76 *3 1250 91 *1: FAN SET AT LOWEST AVAILABLE SPEED. *2: EXISTING FPVAV CONTROLS REMOVED, NEW BOX NEEDED TO CONNECT CARRIER. *3: FAN SET AT HIGHEST AVAILABLE SPEED; READ WITH NO FILTER. I � � Certified Balancing & Commissioning PROJECT AIR OUTLET TEST REPORT WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: Page Date 3/4/2017 Tech GB/JG EXISTING RTU -1 Area OP ning Desi n Initial Final Served No. Type Size AK VEL CFM CFM % NOTE VEL CFM % FPVAV1-4 1 CD 2410 1.00 245 245 370 151 245 245 100 2 CD 2410 1.00 235 235 305 130 240 240 102 3 CD 2410 1.00 360 360 330 92 375 375 104 4 CD 2410 1.00 360 360 350 97 375 375 104 5 CD 2410 1.00 360 360 330 92 380 380 106 6 CD 2410 1.00 360 360 300 83 345 345 96 TOTAL 1920 1985 103 1960 102 MIN 420 430 102 430 102 HEAT 1835 1570 86 *1 1885 103 VAV1-5 1 CD 2408 1.00 120 120 65 54 115 115 96 2 CD 1206 1.00 30 30 30 100 30 30 100 3 CD 2408 1.00 120 120 50 42 120 120 100 4 CD 2408 1.00 115 115 45 39 115 115 100 5 CD 2408 1.00 1 115 115 1 90 78 120 120 104 TOTAL 500 280 56 500 100 MIN 180 190 106 190 106 *1: FAN SET AT HIGHEST AVAILABLE SPEED; READ WITH NO FILTER. CBC Certified Balancing & Commissioning PROJECT: AIR OUTLET TEST REPORT WHEAT RIDGE ANIMAL HOSPITAL SYSTEM Page Date 3/4/2017 Tech GB/JG EXISTING RTU -1 Area Served •.- • �- *1: FAN SET AT HIGHEST AVAILABLE SPEED; READ WITH NO FILTER. Certified Balancing & Commissioning PROJECT AIR OUTLET TEST REPORT WHEAT RIDGE ANIMAL HOSPITAL SYSTEM Page Date 3/4/2017 Tech GB/JG EXISTING RTU -1 Area Op ning Desi n Initial Final Served No. Type Size AK VEL CFM CFM % NOTE VEL CFM % VAV 1-9 1 CD 2408 1.00 130 130 190 146 130 130 100 2 CD 2406 1.00 50 50 1 105 210 50 50 100 3 CD 2406 1.00 50 50 100 200 55 55 110 TOTAL 230 395 172 235 102 MIN 60 65 108 65 108 VAV1-10 1 CD 2410 1.00 275 275 165 60 260 260 95 2 CD 2410 1.00 275 275 360 131 270 270 98 TOTAL 550 525 95 530 96 MIN 180 165 92 185 103 CAV1-11 1 CD 2410 1.00 235 235 330 140 240 240 102 2 CD 2410 1.00 45 45 30 67 45 45 100 3 CD 2406 1.00 40 40 40 100 40 40 100 TOTAL 320 400 125 325 102 MIN 70 75 107 75 107 HEAT 315 290 92 325 103 CAV1-12 1 CD 2412 1.00 525 525 540 103 540 540 103 2 CD 2406 1.00 20 20 20 100 20 20 100 TOTAL 545 560 103 560 103 MIN 180 190 106 190 106 HEAT 545 560 103 560 103 CBC Page AIR OUTLET TEST REPORT Date 3/4/2017 Certified Balancing & Tech GB/JG Commissioning EXISTING PROJECT: WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: RTU -1 Area OP ning Design Initial Final Served No. Type Size AK VEL CFM CFM % NOTE VEL CFM % FPVAV1-13 1 CD 2410 1.00 200 200 260 130 205 205 103 2 CD 2410 1.00 200 200 215 108 210 210 105 3 CD 2410 1.00 200 200 245 123 210 210 105 4 CD 2408 1.00 110 110 140 127 115 115 105 5 SLOT 4810 1.00 250 250 150 60 245 245 98 6 SLOT 4810 1.00 250 250 145 58 240 240 96 7 SLOT 4810 1.00 250 250 180 72 255 255 102 8 SLOT 4810 1.00 250 250 155 62 250 250 100 9 SLOT 4810 1.00 250 250 165 66 255 255 102 TOTAL 1960 1655 84 1985 101 MIN 510 465 91 510 100 HEAT 1890 1400 74 *1 1680 89 CAV1-14 1 CD 2410 1.00 265 265 230 87 275 275 104 MIN 100 105 105 105 105 HEAT 265 265 100 275 104 *1: FAN SET AT HIGHEST AVAILABLE SPEED; READ WITH NO FILTER. Certified Balancing & Commissioning PROJECT AIR OUTLET TEST REPORT WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: Page Date 3/4/2017 Tech GB/JG EXISTING RTU -1 Area OP ning Design Initial Final Served No. Type Size AK VEL CFM CFM % NOTE VEL CFM % VAV1-15 1 CD 2408 1.00 130 130 125 96 130 130 100 2 CD 2408 1.00 1 155 155 115 74 150 150 97 3 CD 2408 1.00 155 155 115 74 150 150 97 4 CD 2408 1.00 155 155 150 97 155 155 100 5 CD 2408 1.00 155 155 165 106 160 160 103 6 CD 2408 1.00 155 155 45 29 155 155 100 7 CD 2408 1.00 155 155 50 32 150 150 97 TOTAL 1060 765 72 1050 99 MIN 300 315 105 315 105 CAV1-16 1 CD 2410 1.00 265 265 305 115 275 275 104 2 CD 2410 1.00 265 265 335 126 270 270 102 3 CD 2410 1.00 265 265 380 143 260 260 98 4 CD 2410 1.00 265 265 285 108 280 280 106 TOTAL 1060 1305 123 1085 102 MIN 430 440 102 440 102 HEAT 1060 1305 123 1085 102 FPVAV1-17 1 CD 2410 1.00 260 260 225 87 260 260 100 2 CD 2410 1.00 260 260 235 90 260 260 100 3 CD 2410 1.00 260 260 175 67 260 260 100 TOTAL 780 635 81 780 100 MIN 180 190 106 190 106 HEAT 800 705 88 *1 840 105 *1: FAN SET AT HIGHEST AVAILABLE SPEED; READ WITH NO FILTER. Certified Balancing & Commissioning AIR OUTLET TEST REPORT WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: Page Date 3/4/2017 Tech GB/JG EXISTING RTU -1 Area OP ning Design Initial Final Served No. Type Size I AK VEL CFM CFM % NOTE VEL CFM % CAV1-18 1 CD 2410 1.00 265 265 180 68 250 250 94 2 CD 2410 1.00 265 265 190 72 260 260 98 3 CD 2410 1.00 265 265 195 74 270 270 102 TOTAL 795 565 71 780 98 MIN 200 200 100 200 100 HEAT 795 565 71 780 98 VAV1-19 1 CD 2408 1.00 95 95 80 84 95 95 100 2 CD 2408 1.00 95 95 0 0 90 90 95 3 CD 2410 1.00 210 210 170 81 210 210 100 4 CD 2410 1.00 210 210 105 50 215 215 102 5 CD 2408 1.00 135 135 85 63 130 130 96 6 CD 2406 1.00 45 45 40 89 45 45 100 7 CD 2406 1.00 45 45 40 89 45 45 100 TOTAL 835 520 62 830 99 MIN 540 0 540 100 CAV1-20 1 CD 2410 1.00 300 300 295 98 310 310 103 MIN 100 105 105 105 105 HEAT 300 295 98 310 103 J��_,Rc Page AIR OUTLET TEST REPORT Date 3/4/2017 Certified Balancing & Tech GB/JG Commissioning EXISTING PROJECT: WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: RTU -1 Area Served OP ning Design Initial Final No. Type Size AK VEL CFM CFM % NOTE VEL CFM % CAV1-21 1 CD 2408 1.00 150 150 135 90 150 150 100 2 CD 2408 1.00 1 150 150 150 100 145 145 97 TOTAL 300 285 95 295 98 MIN 100 110 110 110 110 HEAT 300 285 95 295 98 CAV 1-22 1 CD 2410 1.00 315 315 475 151 315 315 100 MIN 100 105 105 105 105 HEAT 315 475 151 315 100 CAV1-23 1 CD 2410 1.00 220 220 210 95 220 220 100 2 CD 2410 1.00 220 220 195 89 220 220 100 3 CD 2410 1.00 220 220 180 82 210 210 95 TOTAL 660 585 89 650 98 MIN 180 180 100 180 100 HEAT 660 585 89 650 98 CAV1-24 1 CD 2410 1.00 220 220 250 114 220 220 100 2 CD 2410 1.00 220 220 190 86 220 220 100 TOTAL 440 440 100 440 100 MIN 100 105 105 105 105 HEAT 440 440 100 440 100 CBC Certified Balancing & Commissioning PROJECT: AIR OUTLET TEST REPORT WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: Page Date 3/4/2017 Tech GB/JG EXISTING RTU -1 Area Served OP ning Design Initial Final No. Type Size AK VEL CFM CFM % NOTE VEL CFM % CAV 1-25 1 CD 2410 1.00 210 210 210 100 215 215 102 2 CD 2410 1.00 210 210 205 98 210 210 100 TOTAL 420 415 99 425 101 MIN 100 110 110 110 110 HEAT 420 415 99 415 99 CAV1-26 1 CD 2408 1.00 185 185 200 108 180 180 97 MIN 100 105 105 105 105 HEAT 185 200 108 180 97 CAV1-27 - - - - - 615 - - *1 - - - MIN 180 - - - - HEAT 615 - - - - FPVAV1-28 1 SLOT 12 0.79 1076 850 1 880 104 1097 865 102 2 SLOT 12 0.79 760 600 665 111 790 625 104 TOTAL 1450 1545 107 1490 103 MIN 430 440 102 440 102 HEAT 2020 1395 69 *2 1715 85 *1: BOX IS CAPPED FOR FUTURE, SET TO UNOCCUPIED MODE PER PLANS *2: FAN SET AT HIGHEST AVAILABLE SPEED; READ WITH NO FILTER. Page AIR OUTLET TEST REPORT Date 3/15/2017 Certified Balancing & Tech J. GERZE Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: RTU -2 *1: FAN SET TO HIGHEST AVAILABLE SPEED; READ WITH NO FILTER. mm mmm mm mmm mmmmm® -: mmmmmmmmmmmm *1: FAN SET TO HIGHEST AVAILABLE SPEED; READ WITH NO FILTER. CBC Page AIR OUTLET TEST REPORT Date 3/15/2017 Certified Balancing & Tech J. GERZE Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: RTU -2 *1: FAN SET TO HIGHEST AVAILABLE SPEED ©� ' 1 11 •1 •1 ��- •1 •1 11 *1: FAN SET TO HIGHEST AVAILABLE SPEED Page CBC AIR OUTLET TEST REPORT Date 3/15/2017 Certified Balancing & Tech J. GERZE Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: RTU -2 Area Served OP ning Desi n Initial Final No. Type Size AK VEL CFM CFM % NOTE VEL CFM % FPVAV2-7 1 CD 2408 1.00 195 195 210 108 195 195 100 2 CD 2410 1.00 300 300 340 113 300 300 100 3 CD 2410 1.00 325 325 265 82 320 320 98 TOTAL 820 815 99 815 99 MIN 290 230 79 310 107 HEAT 945 855 90 *1 1035 110 CAV2-8 1 SD 9X9 1.00 120 120 150 125 125 125 104 10" 2 CD 2408 1.00 120 120 285 238 125 125 104 Add:13 3 CD 2408 1.00 120 120 285 238 130 130 108 Kf:65.84 4 CD 2408 1.00 120 120 200 167 125 125 104 5 SWR 6X6 1.00 50 50 190 380 55 55 110 6 CD 2406 1.00 25 25 70 280 25 25 100 7 CD 2408 1.00 120 120 60 50 130 130 108 8 CD 2408 1.00 120 120 0 0 120 120 100 9 CD 2408 1.00 180 180 100 56 190 190 106 TOTAL 975 1340 137 1025 105 MIN 250 175 70 260 104 HEAT 975 1130 116 1025 105 *1: FAN SET TO HIGHEST AVAILABLE SPEED; READ WITH NO FILTER. Page AIR OUTLET TEST REPORT Date 3/21/2017 Certified Balancing & Tech J.GERZE Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: RTU -2 Area Served wine *1: MVD IS 100% CLOSED CBC Page AIR OUTLET TEST REPORT Date 3/24/2017 Certified Balancing & Tech J. GERZE Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: RTU -2 Area Served OP ning Design Initial Final No. Type Size AK VEL CFM CFM % NOTE VEL CFM % CAV2-11 1 CD 2408 1.00 120 120 120 100 130 130 108 2 CD 2408 1.00 120 120 140 117 125 125 104 3 CD 2408 1.00 120 120 170 142 130 130 108 4 CD 2408 1.00 120 120 215 179 130 130 108 5 CD 2408 1.00 120 120 105 88 125 125 104 6 CD 2408 1.00 120 120 30 25 125 125 104 7 CD 2408 1.00 120 120 175 146 115 115 96 8 CD 2408 1.00 120 120 25 21 125 125 104 9 CD 2406 1.00 25 25 20 80 *1 30 30 120 TOTAL 985 1000 102 1035 105 MIN 270 245 91 285 106 HEAT 985 1100 112 1035 105 FPVAV2-12 1 CD 2408 1.00 170 170 105 62 175 175 103 2 CD 2408 1.00 170 170 110 65 175 175 103 TOTAL 340 215 63 350 103 MIN 70 70 100 70 100 HEAT 355 420 118 370 104 *1: MVD IS 100% CLOSED Page CBC AIR OUTLET TEST REPORT Date 3/27/2017 Certified Balancing & Tech J. GERZE Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: RTU -2 Area Served Page r AIR OUTLET TEST REPORT Date 3/22/2017 Certified Balancing & Tech J. GERZE Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: RTU -3 Area Served OP ning Design Initial Final No. Type Size AK VEL CFM CFM % NOTE VEL CFM % CAV3-1 1 CD 2408 1.00 120 120 200 167 120 120 100 2 CD 2408 1.00 120 120 210 175 130 130 108 3 CD 2408 1.00 120 120 130 108 130 130 108 TOTAL 360 540 150 380 106 MIN 60 65 108 65 108 HEAT 360 405 113 380 106 VAV3-2 1 CD 2410 1.00 240 240 375 156 240 240 100 2 CD 2410 1.00 240 240 180 75 250 250 104 TOTAL 480 555 116 490 102 MIN 160 175 109 175 109 VAV3-3 1 CD 2408 1.00 120 120 155 129 125 125 104 TOTAL 120 155 129 125 104 MIN 120 155 129 125 104 VAV3-4 1 CD 2408 1.00 190 190 210 111 195 195 103 2 CD 2406 1.00 70 70 95 136 75 75 107 TOTAL 260 305 117 270 104 MIN 70 70 100 70 100 Certified Balancing & Commissioning $111*m AIR OUTLET TEST REPORT WHEAT RIDGE ANIMAL HOSPITAL SYSTEM Page Date 3/22/2017 Tech J.GERZE RTU -3 *1: NO ACCESS TO FAN SPEED CONTROL *2: CD IS NOISY DUE TO RESTRICED FLEX ABOVE CEILING Page CBC AIR OUTLET TEST REPORT Date 3/22/2017 Certified Balancing & Tech J. GERZE Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: RTU -3 Area OP ning Design Initial Final Served No. Type Size AK VEL CFM CFM % NOTE VEL CFM % VAV3-8 1 CD 2406 1.00 30 30 85 283 *2 70 70 233 2 CD 2408 1.00 185 185 210 114 175 175 95 3 CD 2408 1.00 175 175 135 77 170 170 97 TOTAL 390 430 110 415 106 MIN 115 100 87 120 104 VAV3-9 1 CD 2410 1.00 310 310 275 89 300 300 97 2 CD 2410 1.00 310 310 300 97 330 330 106 TOTAL 620 575 93 *1 630 102 MIN 300 315 105 315 105 VAV3-10 1 CD 2410 1.00 330 330 380 115 330 330 100 TOTAL 330 380 115 330 100 MIN 40 45 113 40 100 VAV3-11 1 CD 24X14 1.00 465 465 525 113 460 460 99 2 CD 24X14 1.00 465 465 670 144 470 470 101 3 CD 24X14 1.00 465 465 375 81 455 455 98 4 CD 24X14 1.00 465 465 735 158 465 465 100 5 SWR 6X6 1.00 50 50 105 210 *2 60 60 120 TOTAL 1910 2410 126 1910 100 MIN 600 580 97 580 97 *1: 14"X8" TRAVERSE FOR TOTAL, MRI OPERATIONAL AT TIME OF BALANCE *2: NO MVD INSTALLED CBC Page AIR OUTLET TEST REPORT Date 3/21/2017 Certified Balancing & Tech J. GERZE Commissioning PROJECT: WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: RTU -3 Area Op ning Design Initial Final Served No. Type Size AK VEL CFM CFM % NOTE VEL CFM % FPVAV3-12 1 CD 2412 1.00 375 375 665 177 365 365 97 2 CD 2412 1.00 375 375 1 720 192 370 370 99 3 CD 2412 1.00 370 370 75 20 355 355 96 4 CD 2412 1.00 370 370 530 143 365 365 99 5 CD 2408 1.00 115 115 40 35 125 125 109 6 CD 2408 1.00 115 115 75 65 120 120 104 TOTAL 1720 2105 122 1700 99 MIN 500 390 78 490 98 HEAT 1740 1955 112 1745 100 VAV3-13 1 CD 2410 1.00 225 225 220 98 225 225 100 2 CD 2410 1.00 225 225 280 124 220 220 98 3 CD 2406 1.00 25 25 35 140 25 25 100 TOTAL 475 535 113 470 99 MIN 100 105 105 105 105 VAV3-14 1 CD 2408 1.00 130 130 135 104 130 130 100 2 CD 2406 1.00 35 35 55 157 35 35 100 3 CD 2408 1.00 125 125 130 104 125 125 100 TOTAL 1 290 1 320 110 290 100 MIN 70 70 100 70 100 Certified Balancing & Commissioning PROJECT AIR OUTLET TEST REPORT WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: Page Date 3/27/2017 Tech J. GERZE EXHAUST *1: EXISTING FAN SET AT HIGHEST AVAILABLE SPEED *2: 10" ROUND TRAVERSE FOR TOTAL. HOOD NOT INSTALLED AT TIME OF READINGS, FAN LEFT AS IS UNITL HOOD IS INSTALLED. *3: MVD IS 100% OPEN. *4: NO MVD INSTALLED *5: MVD IS 100% CLOSED ME mmmmmmmmmmm . am mm®® - . ®mmmm oma , , . , . , .. , • . ���� *1: EXISTING FAN SET AT HIGHEST AVAILABLE SPEED *2: 10" ROUND TRAVERSE FOR TOTAL. HOOD NOT INSTALLED AT TIME OF READINGS, FAN LEFT AS IS UNITL HOOD IS INSTALLED. *3: MVD IS 100% OPEN. *4: NO MVD INSTALLED *5: MVD IS 100% CLOSED Certified Balancing & Commissioning PROJECT AIR OUTLET TEST REPORT WHEAT RIDGE ANIMAL HOSPITAL SYSTEM Page Date 3/27/2017 Tech J. GERZE EXHAUST Area Served OP ning Design Initial Final No. Type Size AK VEL CFM CFM % NOTE VEL CFM % EF -8 1 EG 2412 1.00 450 450 155 34 450 450 100 EF -9 1 EG 2412 1.00 430 430 460 107 460 460 107 EF -10 1 EG 2412 1.00 450 450 1 265 59 485 485 108 2 EG 2412 1.00 450 450 90 20 495 495 110 TOTAL 900 355 39 980 109 EF -11 1 EG 2412 1.00 325 325 285 88 330 330 102 2 EG 2412 1.00 325 325 355 109 320 320 98 TOTAL 650 640 98 650 100 EF -12 1 EG 2412 1.00 485 485 415 86 520 520 107 2 EG 2412 1.00 485 485 770 159 500 500 103 TOTAL 970 1185 122 1020 105 Certified Balancing & Commissioning 1=16111:14m AIR OUTLET TEST REPORT WHEAT RIDGE ANIMAL HOSPITAL SYSTEM: Page Date 3/27/2017 Tech J. GERZE EXHAUST Area OP ning Design Initial Final Served No. Type Size I AK VEL CFM CFM % NOTE VEL CFM % EF -13 1 EG 1206 1.00 50 50 20 40 40 40 80 2 EG 1206 1.00 130 130 45 35 *4 100 100 77 3 EG 2412 1.00 335 335 125 37 280 280 84 4 EG 2412 1.00 335 335 30 9 275 275 82 5 EG 2108 1.00 150 150 100 67 125 125 83 6 EG 2410 1.00 250 250 130 52 215 215 86 7 EG 2410 1.00 95 95 140 147 85 85 89 8 EG 1206 1.00 35 35 40 114 *3 35 35 100 9 EG 2406 1.00 50 50 55 110 45 45 90 10 EG 2406 1.00 110 110 105 95 90 90 82 11 EG 2410 1.00 230 230 215 93 190 19083 12 EG 1206 1.00 75 75 45 60 *2 95 95 127 TOTAL 1845 1050 57 *1 1575 85 EF -14 1 EG 2412 1.00 370 370 750 203 380 380 103 2 EG 2412 1.00 370 370 70 19 380 380 103 TOTAL 740 820 111 760 103 EF -15 1 EG 2412 1.00 550 550 580 105 580 580 105 2 EG 2412 1.00 575 575 605 105 605 605 105 TOTAL 1125 1185 105 1185 105 EF -16 1 EG 12X12 1.00 220 220 110 50 *1 115 115 52 *1: FAN SET TO HIGHEST AVAILABLE SPEED *2: NO MVD INSTALLED *3: MVD 100% CLOSED *4: MVD 100% OPEN Certified Balancing & Commissioning PROJECT AIR OUTLET TEST REPORT WHEAT RIDGE ANIMAL HOSPITAL SYSTEM Page Date 3/27/2017 Tech J. GERZE EXHAUST Area OP ning Desi n Initial Final Served No. Type Size AK VEL CFM CFM % NOTE VEL CFM % EF -18 1 OED 10" 0.55 364 200 405 203 *1 385 210 105 EF -19 1 EG 12X10 1.00 50 50 75 150 *2 75 75 150 *1: EF ACTS AS FRESH AIR TRANSFER FAN INTO BOILER ROOM *2: FAN SET TO LOWEST AVAILABLE SPEED Eemm Eom O MECHANICAL SHEET NOTES 12 0); mm % -X.MW _j F- U) Q' M2.1 C C 0- 0- -0 -0 MOI - o - MOI O MECHANICAL SHEET NOTES VIR b b b b b b b ii i CITY OF WHEAT RIDGE Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax Inspection Type: Job Address: Permit Number: INSPECTION NOTICE W ❑ No one available for inspection: Time.20 0 AM/PM Re -Inspection required: Yes No * When corrections have been made, call for re -inspection at 303-234-5933 Date: %,),,/21nspector: DO NOT REMOVE THIS NOTICE N O 3� Ma 5' y� 0 IN 0 cD ca cQ o. co o C CL 4 N CD c a N N O 0 0 7 N V: z Z M M Z O 0 O � O :r 21 -* n — a n M Q O 0 =r (D (D ;c (D cD rt ,.� 0� C. 0, CD 0 Q 0 C. aSU o; =co O C m m O r Z m C �1 0 m CD 0 0 - CD C CD O 0 m m D Q m cn C: CD CD w 0 JZJ �1 D m cn CA (D p O Z m X 0 -I. CD x 0 0 m cn cn 9 v -0 -� � CD a cn m CD CLcry 0 CCD m 7 CD o _* 3 o CD CD o v -0 CD cD y� m o m c �c a CD 0 n CD < 0_ o OC C C 0 2 * 0 v CL iD 0 CD v a_ cn Z) SD 0 0 ,- s Q, CD 3*_ CD zm rn CD C0 O 0 n co [D Q_ FD" ' 0 O o: m =r (D Q' CD W �• c c Q Mcn a� cn� a, Ana 0 Q0 CD CDn � � N CD 3 � y. 0 (D 7 C: CL Q o � S CD CD CD v v 0- o< 0_ m n IN a vi ca l' V to cn �' o M a � 030 O' o o c c ,0 =3 (D . p � C c CD Q O v O CL CD o 0 O0 0 Ca --0 l< v �0( l<( o n- m sa)a X CD -0 CD CD v a) o v c 7 N 0 o c c 0 m =v �Q �C o _»; v � 0 o CD .A c: CD 0 � N0 (D 0 N c 0 CD 0 CD n-0 CD �. 0.o CD T CD 3 z 0 - CD 7 N O_ 0 0 0 cn O ID v � C) C) Qo m n N O 0 v D �< 0 Co O (D O W co A v N O CA) W O N O s O m v C) , NSPECTION R �VD� INSPECTION REQUEST LINE: (303) 234-5933 Occu anc /T e p v Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day. Inspector Must Sign ALL Spaces pertinent to this project Sewer Service (Underground) Foundation Inspections Date Inspector Initials Comments Plumbing (Below / In -slab) Monolithic Slab Reinforcement Heating (Below/ In -slab) &—"7't Fb" Rough Electric Caissons Rough Plumbing 9, g- v7 Concrete Encased Ground (CEG) Rough Mechanical ; ._ v7 13 Footing/Stemwall P.E. Letter y { Uo IVoT F'nnr l=nnirrATa wrinr 1 n Onnrnunl "f Thn ehwn ire---6;--- Underground/Slab Inspections Date Inspector Comments Initials Electrical (Underground) Wall Sheathing Sewer Service (Underground) Water Service (Underground) Plumbing (Below / In -slab) Lath / Wall Tie Heating (Below/ In -slab) &—"7't Fb" uu IVuI uuver unuerurouna or rselownn-sign vvnric wrinr I n Annrnu7l f)f Thn ehnvn Ir�cr�si►I:....e. Rough Inspections Date Inspector Comments Initials Wall Sheathing Final Electrical Roof Sheathing Final Plumbing Lath / Wall Tie &—"7't Fb" Rough Electric a 3- t-7 Rough Plumbing 9, g- v7 944 Rough Mechanical ; ._ v7 13 Gas Piping y { uu lruL rruceeu vvitnout Approval VT Aoove KOu n Inspections Rough Framing /b Insulation Drywall Screw / Nail Final Inspections Date Inspector Initials Comments Final Electrical Final Plumbing 3 - &—"7't Fb" Final Mechanical (� Roof Final Building / Frame y { / LL��b� Q�l./ Z bSss' �.fT..0 ( -P JC:✓•Z1.1� �' +fib Landscaping & Parking / Planning Dept. Inspections from these entities should be requeste one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. ROW & Drainage / Public Works Dept. A _01V_,7 J99- Fire Inspection /Fire Protection Dist. — 3 13 17 __ "Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. occupancy Is Not vermltted !until A certificate of Occupancy Is Issued Protect This Card From The Weather i CITY OF WHEAT RIDGE _]�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 161Z& Permit Number: _5 A / y' acs 6 ❑ No one available for inspection: Time Jj ' S A Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE { Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: ,J=o V m Permit Number: 6 tie i t� c.j 6 , , �"¢-ia (-,. ❑ No one available for inspection: Time o -J AM/PM Re -Inspection required:Y No *When corrections have been made, call for re -inspection at 303-234-5933 Date: 3 - _-� C,, • 1 I Inspector: 45q } DO NOT REMOVE THIS NOTICE Ila ❑ No one available for inspection: Time o -J AM/PM Re -Inspection required:Y No *When corrections have been made, call for re -inspection at 303-234-5933 Date: 3 - _-� C,, • 1 I Inspector: 45q } DO NOT REMOVE THIS NOTICE All City of '0001 �g,�"Wh6atN �jdge COMMUNiTy DEVELOPMENT Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permitsIfti.wheatridge,co.us I FOR OFFICE USE ONLY I Date: Plan/Pennit # 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: /0 1,Y0 \AJ v�f 2c)o 33 Property Owner (please print): L -,_) Phone: Property Owner Email: Mailing Address: (if different than property address) Address: City, State, Zip: Architect/Engineer: Architect/Engineer E-mail: Contractor: Contractors City License #: Contractor E-mail Address: Sub Contractors: Electrical W.R. City License # Other City Licensed Sub: City License # Plumbing: W.R. City License # Phone:• Phone: �O -Y�& Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) SJ6AJ J°s3� (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be'used, `etc.) Sq. Ft.ILF Amps I0 ')/ Z r 1/0 .a ,G L.W 4.10,4j � /ZA.3 7- 6X 12 7 11411,�,O i Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided o lication. �'. CIRCLE ONE: (OWNER) CONTRACTOR) (AUTHORIZED REPR " E) o NER) (CONTRACTOR) 1 Electronic Signature (first and last name): DATE: Building Division Valuation: Ful -1 IV E 7> Terms & Privacy C' C. 1-74 Frontage Rd N 'rS1 aa� ..�;.�s✓.��,IO'Mg;,' �-=k' Z�y„ �, - OEllM MI S P7t7 Sertieo Rd E.ro _ R S -190 1 pr t_7 m W 47Lh :Ave sm W 47th Ave irx x 45. 47th Ave fruRdiffe CK W 46th Pf park, c ;n v W 46th F( wheatRidge CL Hisw vicai W _46th Ave c Park v a a e� Ave �. W 45th Ave n t.Xv e . h' z ss (:5 DI W 44th Ave W 44th Ave st s6i iii) W 44th Ave C _.._ 4 o i 10140 W 44th Ave, Wheat Ridge, 80033-2804 " wZ= Direr. ons Zoom Frere I Pae W 4Znd Ave woe: wft�p 1tr � r W 41st Pi rAve W 41st Ave W 41st Ave Oi$ 41st Ave LIQ �R 39th Pl q 4i3 gab W 39th Ave 1 0 �-- -- --wl �,-- --- - - .......... --- ----------- E age — 22'-2 1/2" cc o� _ rn m a m v=i � 0, p a i o 0 o a o m rn p ° O v, a L :0 L :2 -° --0 -o w a m 3 m m m 3 m _C R c OwC m m R m m m> E x - E E E E E E-0 M ,v, m Q LLmY ,a A mY mY s LL's w I- t w� V AW F W E 00 N> cx gA s Zo �a o � W Z U 14'6" O — 14'1 W aL m L 4'0" + 4'0" + 4'0" o u Am aJ V) z oo d tf! o - - - - - - - - - - - ,amu �O ' — — — --- — -- W�UJ X ; z z LUUJ w ` IL o a df w rL z N S 12'5" C w m m x NN- Vo N p- v E .a :c c E ax, a° E°a, c tea, vi J q O . L ^' cc 3 O. < Q CC Q N 3 YN 3 - O H x 10 d c7 �i c '0 O t- cn J O N N N > 3 ZO R .Y _c o v c io u a= ° ^' .-x p m 3 v m o mmE'_`ait3 mo.ZviEL60 W Y w aI c�ov�'w CWL >�ctm0 v�ynm zCA v n c w w L 3 a c E o Q a:3 11 p k- E an d et _ C C 'fl m m 3 L o c o to w� aE�E`� aq�`3mHvyo °'¢yyv cL Z C ?oma° cW^vmXvwEwa�>°�vn> '-v3oy O uZ�Ec'Ew °oca>c cco> ca�� uwm d cc w 0 c c S A o `6 '6 o v v oo E o o c Z m .� O O�� w¢�.� u 3u ¢v m= m0 v d J / 0 Erg 0 7 £ 4.1 w 2 mE ( IBM -4 w w d d y S � 6 S 2# � } CL 0 « E t e \ CO ] CL a C ) \ B 2 § 2 2 :\ la LS POLE LIGHT TYPIM �Z—=CRETEgV111 ONYX —PARK :U=BDtSI AMEND ME in i LO 12 LOT 3 711AEAT RIDGE ANIMAL HOSPITAL A SPECIFIC DEVELOPMENT PLAN IN THE ONYX PARK PLANNED COMMERCIAL DEVELOPMENT AND KELLY SUBDIVISION IN THE SE 1/4 OF THE NE 1/4 OF SECTION 21, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH P.M. 10140 W. 44TH AVENUE CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO 35.20' W 44TH AVE N89*X`12'E�s EXACCESS NUGHT OF WAY VARIES) ]�L /-S0D*08'45"E5.W S)Df:WALK LEGEND PROPERTY LINE HANDICAP PARKING STALL 0 PARKING COUNT PER ROW LS LANDSCAPED AREA SIDEWALK HANDICAP RAW AL FIRE HYDRANT 03 CONCRETE PAVEMENT -----R VACATE EASEMENT CURB AND GUTTER EXISTING SITE LIGHTING spm SITE Lr4fnMG - - - ® - - - ADA ACCESSIBLE PATH DUSTING WATER am" AND i IL MR & CPA STEEL MESH PENCE T I MADE, DETENTION FAC4LITY FFE--'53WAL i SCREEN WALL CROSSWALK , IQ 7 DATE . is i COMMENTS: STEEL PICKET FDXE LS E,iWi GASPHL T5; PAVEMENT CArnER NEWWOOD I LOT 1 FENCE LOT 2 TRANSFORMER GENERATOR Co— KEUXW ON Flt!NC- N CONCRETE ��ASPFALT-'-- HATCHED AREA REPRESENTS T G 1 ii 7 T-- T HATCHED AREA REPRESENTS t LS100 YEAR FLOW PLAIN SO 6 15 w u —T )OPLING HEIGHTS I STORY .. . ..... . ........ Design Group, Inc. 0 BRCK BLDG FEBRUARY 09, 2016 W 43RD AVE NEW—D Consulting Civil Engineers SITE PLAN (BY RIGHT OF WAY) rFENCE —�EASEAI MI Suah ?i eme Street, Suite 3500LUdetm Cokm� 90128 Ofr-:303-232-90880P.:303-232-5255 SHEET 2 OF 10 NEW TRASH ----ENCLOSURE MASONRY WALL$ IA. I ED CAT CRAdXF CATTERY STORY WOOD BLDG FUTURE 10 ADDnl0N ONYX PARK SUBDIVISION NOT COUNTED AS v, AMENDMENT NO, 1 LANDSCAPE AREA LEGEND PROPERTY LINE HANDICAP PARKING STALL 0 PARKING COUNT PER ROW LS LANDSCAPED AREA SIDEWALK HANDICAP RAW AL FIRE HYDRANT 03 CONCRETE PAVEMENT -----R VACATE EASEMENT CURB AND GUTTER EXISTING SITE LIGHTING spm SITE Lr4fnMG - - - ® - - - ADA ACCESSIBLE PATH BEARINGS ARE BASED UPON THE LINE BETWEEN THE EAST QUARTER CORNER AND THE CENTER QUARTER CORNER OF SECTION 21, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE M PRINCIPAL MERRIMAN, COUNTY OF JEFFERSON, STATE OF COLORADO AS BEARING NOMIS-E BETWEEN THE MONLIMENTS 8440M HEREON AND AS SHOWN ON MUG ONYX PAWSUBDP,"K)N AVENOMENT NO, 1. THE STORM DRAINAGE FACILMES WITHIN THE AREA HE" WWN AS 'STORMWATER DETENIM EASBMEV SHALL RE COIBTRUCTEO AND MWAINED By THE OWNER AND SUBSEQUENT OWNERS HEIRS. SUOCESSOFS AND ASSM IN THE EVENT THAT UICH CONSTRUCTION AND MAINTENANCE IS NOT PERFORM BY BAD OWNER, THE On OF WHEAT FWGE SMALL HAVE THE RIGHT TOS SUCH AREA AND PERFORM NECESSARY WORK THE COST OF WHICH SAM OWNER. HURS SUCCESSORS, AND ASSIGNS AGREES TO PAY. NO 4ULDING OR STRUCTURE WILL HE CONSTRUCTED LATHE DETENTMN AREA NO NO 04MOU OR ALTERATONS AFFECTING THE HYDRAULIC ONWACTERffTKS OF THE DETENTION AREA WILL BE MAGE WffHW THE APPROVAL OF THE DIRECTOR OF PUBUC WORKS.` LOT I ----- VACATE EASEMENT UNDER PROPOSED SJUNG BY SEPARATE DOCUMENT 03 —REMMEWSTWO VACATE EASEMENT TRASH ENCLOSURE "ROVED: AVEP lS UNDER PROPOSED SUW BY SEPISEPIDOCUMENTNG DUSTING WATER am" AND STEEL MESH PENCE T I DETENTION FAC4LITY SCREEN WALL CONCRETE I PATIO I , IQ 7 DATE . BUILDING WITH LS i COMMENTS: STEEL PICKET FDXE LS E,iWi GASPHL T5; PAVEMENT I SO TRANSFORMER GENERATOR Co— N CONCRETE HATCHED AREA REPRESENTS T G 1 100 YEAR FLOOD PLAIN HATCHED AREA REPRESENTS GRAPHIC SCALE LS100 YEAR FLOW PLAIN SO 6 15 w Perception .. . ..... . ........ Design Group, Inc. 0 FEBRUARY 09, 2016 W 43RD AVE Consulting Civil Engineers SITE PLAN (BY RIGHT OF WAY) MI Suah ?i eme Street, Suite 3500LUdetm Cokm� 90128 Ofr-:303-232-90880P.:303-232-5255 SHEET 2 OF 10 -A0t: NU. VVL-10-U!d - 5PLLAI-IL; L)tVtLUPIVILNT PLAN APPROVAL FOR WHEAT KII.XiF ANIMAL HOSPITAL i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: r'•; �, x Job Address: 4Yr4 ,ft vim: Permit Number: �v4i F1�_�Cf;ra " 1, , - 141'59-09 ,1�, a; , Ic�11- QVC it�'7?-v�, 1`��'�s I�I�1-C�►1� n�'t- �i�ccySS !c)/�'—C�i� v4� -V::� f7 UVB lid . MIA -V.), be cofvcc-� ❑ No one available for inspection: Time $ •4 hV PM b w Re-InspeYe ction required: s o * When corrections have been made, call for re -inspection at 303-234-5933 Date: - f ('�.1-7 Inspector:lam ee. t A U ve 1 DO NOT REMOVE THIS NOTICE C, ri�'t! 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: MI r—j rtt"7"A Job Address: (t7 (Llcp L), IN([, ([, Permit Number: ;?, U- ®D q, , cr ❑ No one available for inspection: Time lt. ,,q'AM M Re -Inspection required: Yes LNo When corrections have been made, call for re -inspection at 303-234-5933 Date:--`"t� �� Inspector: DO NOT REMOVE THIS NOTICE s w- e s CITY OF WHEAT RIDGE _]�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: /w Permit Number: � i -!t.. '"- C1 �•� .4' 1 T: .� ,-- ,. r• ► `' �!.._ _ Vit, , t t'..' � ., . i:_f� A ❑ No one available for inspection: Time y 1L7% ClPM Re -Inspection required: Yes No * When corrections have been made, call for re -inspection at 303-234-5933 Date:- 1=7" Inspector: `; ", , DO NOT REMOVE THIS NOTICE It � 4 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: L F Job Address: 1014(-) 0. q�(�' Permit Number: �-n 1 t,2 (')o ❑ No one available for inspection: Time AM/ Re -Inspection required: Yes Ao --� When corrections have been made, call for re -inspection at 303-234-5933 r - Date: - - Inspector: 1),A_A� DO NOT REMOVE THIS NOTICE i CliY OF WHEAT RIDGE 0 �/�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax I INSPECTION NOTICE Inspection Type:is Job Address: 1011-15 LU, W14' ;> Permit Number: �? l2(6 fat C/ 5q 10 ak- Qy— _ 1b gg - Ac® ern CV, -V UX -11 w'5r N'C_ 1315-4a L, C 'km ;1 4r—eck i j -6,e s 1 of s-- K . S c>l lo— � ❑ No one available for inspection: Time 6PM Re -Inspection required: Yes No 'PQ��� *When corrections have been made, call for re -inspection at 303-234-5933 Date: � ` �� j / Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 11,.01 Ene �.�J Job Address: 1f ►, L(N4 Permit Number: 2o16 ego il�q ?-i.)C rn /4r:r),rt -4. ❑ No one available for inspection: Time ' 1�t� AM M Re -Inspection required: Yes No *When corrections have been made, call for re -inspection qt 303-234-5933 Date: r - /7 Inspector:ti ,.J,._ DO NOT REMOVE THIS NOTICE I* I 4 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: M r1t M L".M Job Address: IC)tqo W. 1(C11114'V_e1 Permit Number- D 0(61 620 fit b Vq5 t_4 lko� 1,-,3114,11. L'f C, L 0 No one available for inspection: Time ' ' --" "AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: P Inspector: DO NOT REMOVE THIS NOTICE `1 t CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:g Job Address: c / Cisme Permit Number: a Efec ,, r� ❑ No one available for inspection: Time CAWPM Re -Inspection required: Yes No *When corrections have been made, calf for re -inspection at 303-234-5933 �1,L,\Dk,.,V, Date: -3-7-/7 Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Pfljolkf!V?C� Job Address: jrAlo, (t I, yq�6,j Permit Number: "'A i-Plif 'jAA 7F 7 0 No one available for inspection: Time 1( AM/�M Re -inspection required: Yes No When corrections have been made, cafi for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: �� ``� b W . LIy 7-N All& Permit Number: 201(0 00 q_5'5 i n,n rte; I ^� •Q`qS�;%%r �JPCp' ❑ No one available for inspection: Time / 2; D 7 Re -Inspection required: Yes 0 When corrections have been made, call for re -inspection at 303-234-5933 ,6 Date: 1-7 Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: No - � 6� �' Job Address: / 011fU W. Lptu A -Vi Permit Number: ❑ No one available for inspection: Time./ AM/I Re -Inspection required: Yes No * When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: Inspector: --is DO NOT REMOVE THIS NOTICE v 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: b/ Kb W . y�r ��' ✓� Permit Number: 2616 611 72 ❑ No one available for inspection: Time ' U� A /P 1 Re -Inspection required:Ye No *When corrections have bee made, call for re -inspection at 303-234-5933 t Date: 2 2 / 7 Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: F 9 f Job Address: \ Permit Number: Z o� 0a�lS'9 ❑ No one available for inspection: Time A Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Z `� r_ t_7 Inspector: _dIt'UP- DO NOT REMOVE THIS NOTICE f b' i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE6;� Inspection Type: - n -A, Job Address: 1 i Permit Number: Zf> I is C)-1 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No J When corrections have been made, all for re -inspection at 303-234-5933 Date: -- jL-(- ►_-'� Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge a Commercial Sign PERMIT - 201601729 PERMIT NO: 201601729 ISSUED: 11/23/2016 JOB ADDRESS: 10140 W 44th AVE EXPIRES: 11/23/2017 JOB DESCRIPTION: Install 4 electronic building signs for Wheat Ridge Animal Hospital. *** CONTACTS *** OWNER (303)424-3325 VORTEX REAL ESTATE INVESTMENTS SUB (303)690-2603 Bart Golding 160227 Dun -Rite Signs, Inc SUB (303)470-9702 Steven Foote 020194 Greiner Electric LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 2408 / FRUITDALE, LEES, STONERIDGE BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 51,603.00 FEES Total Valuation 0.00 Plan Review Fee 484.67 Use Tax 928.85 Permit Fee 745.65 ** TOTAL ** 2,159.17 *** COMMENTS *** *** CONDITIONS *** Freestanding signs shall not create sight distance obstructions. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this ermlt. I further attest that I am legally authorized to include alI entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any app code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. City of Wh6atj� Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(aki.wheatridge.co.us I FOR OFFICE USE ONLY I Date: c`% 1 , Add to Permit #- Building Permit Revision/Amendment Application *** Please complete all ,highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 10140 W 44th Ave,Wheat Ridge, CO 80033 Property Owner (pleA951in6:REAL ESTATE INVESTMENTS, LLC Phone: 303.424.3325 Property Owner Email: dostwatr @-Arah Gow Mailing Address: (if different than property address) Address: 3695 KIPLING STREET City, State, Zi YVHEAT RIDGE, CO 80033 Submittina • •. • •. Contact Person: Sabrina Webb Contractor: Bart Golding Contractors City License #: Phone: 303-690-2603 Contractor E-mail Address: dun-rite-signs@comcast.net Phone: 303-690-2603 Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/amended work: Sq. Ft./LF Amps We need to have the free standing monument signs removed from this permit as we will not be doing the installs. We installed the building signs only. Btu's Squares Gallons Other Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) $ N/A 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. CIRCLE ONE: (OWNER) (CONTRACTOR) or UTHORIZED REPRESENTATIVof (OWNER) CONTRACTOR PRINT NAME: Sabrina Webb SIGNATURES a b r i n a Webb DATE: 2/22/17 Building Division Valuation: `.� CITY OF WHEAT RIDGE A. Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: tjk 1 l P S I Job Address: J G/ y O `NJ N y%y C Permit Number: C; 1 E, 0 V (i if i vJ !\, i- r,,rnPa 6 v r ❑ No one available for inspection: Time 1'16 AM/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 03-234-5933 Date: c? - ;" _,/7 Inspector: —A DO NOT REMOVE THIS TICS A CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: E/2 Job Address: 10 0 _/O Gj , 7 ~ >9 V Permit Number: 203 G Do -1451 /0 IZ I --da M , f e, v ❑ No one available for inspection: Time A/PMS 1 Re -Inspection required: Yes No * When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: s� f DO NOT REMOVE THIS NOTICE T E i CITY OF WHEAT RIDGE Building Inspection Division f (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: -��7 w S Job Address: y �� v Permit Number: L/ C 0 6 (-/ �;' i ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: 2 / Inspector: , DO NOT REMOVE THl NOTICE � e i CITY OF WHEAT RIDGE _ Ks Building Insp6ctibn Divi$ion (303) 234-5933,Inspection line 1?;17(303) 235-2855 Office - (303) 237-89P 37-89 Fax INSPECTION NOTICE Inspection, Type: f Job Address: Permit Number: c 00 q W f17 A c,Id ❑ No one available for inspection: Time t .. A Mme, Re -Inspection required: Yes No *When cti ns have been corre o n made call for re -inspection at 303-234-5933 _ �. Date: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division r (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: F, /2 I Job Address: / 0 `{ 0 til. Y `i T"f 4 ✓k Permit Number: 00 ❑ No one available for inspection: Time U fq AI m/, Re -Inspection required: Yes No, * When corrections have been made, call for re -inspection at 303-234-5933 Date:./ " 3 r" f Inspector: 'r J( C`; DO NOT REMOVE THIS NOTICE ®� CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: "F Permit Number: rer h X6r` C ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: O' Inspector: DO NOT REMOV THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: {�' r� -T i f'1 t. r Job Address: E cam) L -I 0 Vj 4 Ll t-� A Permit Number: U) jp d b '`i 5- ` ❑ No one available for inspection: Time 1 Vit-%Af PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: / i ? 'i Inspector: .d Y 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 �k INSPECTION NOTICE Inspection Type: Job Address: i p I Li -c-) W Ll L) 1-'y, A Lr - Permit Number: Q C) I ❑ No one available for inspection: Time � V'PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Dater `? Inspect ;j� DO NOT REMOVE THIS NOTICE ° ce_ 'IN� ��i � ❑ No one available for inspection: Time � V'PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Dater `? Inspect ;j� DO NOT REMOVE THIS NOTICE ° City of j*d e DEVELOPMENT Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 ' Fax: 303-237-8929 Inspection Line: 303-234-5933 1 FOR OFFICE USE ONLY Date: PlanlPennit # f) 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): hone: Property Owner, Email: Mailing Address: (if different than property address) Address: / `� /" City, State, Zip: /,,z/ �l �„ .i 5. ,� 0 Architect/Engineer: --- Architect/Engineer E-mail: Phone: Contractor: Contractors City License #: Contractor E-mail Address: 6 o,v Sub Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # Phone: PV" f/ "9 y Plumbing: W.R. City License # Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form Descriptionof work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT CTRICAL SYSTEM/APPLIANCE R P IR or REPLACEMENT OTHER (Describe) 4 W _ , , l (For ALL projects, please provide a detailed descri tion of work to be performed, incluiTing current use of areas, proposed uses, square footage,' existing condition and prop ed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Sq. RAF Btu's Gallons Amps Squares Other CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Ee / , /"l iZ 1 Job Address: Permit Number: ck (.AtlovP q CZ C4 2,9,rvj�_G�2- ef 1 ❑ No one available for inspection: TimeI ,S AN /P Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: 7 Inspector: �r l2.r !✓� Jam, DO NOT REMOVE THIS NOTICE A.' CITY OF WHEAT RIDGE f Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax IN.SPESCTION NOTICE Inspection Type: .'PEI b w S Job Address: 101L-10 t^j Permit Number: ?of 6 6G'IS D"' y wbt l ( PV M -Z 1, C 1 e" racy VVI -- o ❑ No one available for inspection: Time (/ .'5. Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: t Inspector: X111" " 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: 1 N 5 Job Address: 1 0 ► `1 o W L\ 4, NJ Permit Number: CD O I co O O 1-1 -S 9 ❑ No one available for inspection: Time V1 3 Re -Inspection required: Yes � No *When corrections have been made, call for,re-inspection at 303-234-5933 Date:./ 2 Co Inspecto . - I G DO NOT REMOVE THIS NOTICE i 1* � 4 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: F / //V.S Job Address: O / y � y �A ti) f� V Permit Number: orl 01 ( C) O (_ - 1� 1� ❑ No one available for inspection: Time % tv/PM Re -Inspection required: s No * When corrections have been made, call for re -inspection at 303-234-5933 Date: lir r (. Inspect gr,,�' DO NOT REMOVE THIS NOTICE M e 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: ) h) S % PR Z / �Z Job Address: 0/ y® W 4 4 t)--, A Y& Permit Number: 07 01 (, 0 n y S 9 I MIN1 , whM ❑ No one available for inspec ion: Time :iJ O A�ypM Re -Inspection required: Yes No v When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspecto I,=_ 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: )Z1 Job Address: " O Ll LI t ✓ - Permit Number: O) (e, O-01-4 S `1 u l o p2 Cv 2 10 L4 NOT1 G ❑ No one available for inspection: TimeA PM Re -Inspection required: Yes No When corrections have been made, call fo re -inspection at 303-234-5933 Date: )a. ) I � � I � Inspector � DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE 1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ) A) Job Address: ) O ) LI 6 LI) y y f~� lQ ✓r Permit Number: O 1 6 d OLI S i rz M , -s G I Ns�1o� i ��., Li CIL,< < 01L (vr !T- Z C R L\4,a w1l1 LIMI D��r 0 No one available for inspection: Time of , �� AM Re -Inspection required:'Yes No *When corrections have been made, call for re -inspection at 303-234-5933 r__._-\ Date: Inspector DO NOT REMOVE THIS NOTICE " i CITY OF WHEAT RIDGE �(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: M _ Job Address: ) 6 1 y p 4 4 tA t/c Permit Number: 51a L4 S 1 "r 10 3 - Z CD .;z ) - �bU a c T) at (T) 111 ❑ No one available for inspection: Time ( Q Z40 /PM Re -Inspection required: Yes *When corrections have been made,ffor re -inspection at 303-234-5933 Dates ];L I a I/ L Inspect DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: i O 1 L4 d VJ 4 4 i A Lia Permit Number: Qi . p I to 0 0 u S- i ❑ No one available for inspection: Time % i (4 AM/pM Re -Inspection required: CYe) rO *When corrections have been made, call for re -inspection at 303-234-5933 Date: 1 Inspect A_ DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �' f I Job Address: �l �(D t -J • y y r„ �} ✓L Permit Number: 2 ° / OO 4f S7 j t Ierr Se, ee t IV%c4ell re(,e4 se oa "c'— 4 /o/ 3 ) v 17, )0/5' /V/ L. //C) -/10 2- / �+' /03 /. /O 3 3 /� ?-7. /p2 11 r/d2 lcI 1 toY DY < lo 317 )toy"Z, 0 C) 's 05 '7 IL SZ lc S `1. /o6 2 ID S5_ /o SG /o S7 /dS9 r 7 �1o7G iy77 �. a it 1�o`I I�3S 1104 082- . iio5 aK_ T ❑ No one available for inspection: Time_L`( �/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 l Z -7-/ 0 � �( / Date: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE ��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: -i' - R Job Address: )O 1 4 O W {' ✓� Permit Number: o`�o/ % O O L/ S ❑ No one available for inspection: Time 1 S A /PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: I I ISO I Inspect�ofi �- DO NOT REMOVE THIS NOTICE 'r'31 -, I I j'�\y'PK r 10%15 i CITY OF WHEAT RIDGE I2 : S V�(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: -T) W S /,/,-A- �� Job Address:) O I Lin Illi 44 1'% Permit Number: CQ O) 04 C� _ c ❑ No one available for inspection: Time <i �M/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: '? Inspeor. DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Sign PERMIT - 201601729 PERMIT NO: 201601729 ISSUED: 11/23/2016 JOB ADDRESS: 10140 W 44th AVE EXPIRES: 11/23/2017 JOB DESCRIPTION: Install 4 electronic building signs and 2 freestanding signs for Wheat Ridge Animal Hospital. *** CONTACTS *** OWNER (303)424-3325 VORTEX REAL ESTATE INVESTMENTS SUB (303)690-2603 Bart Golding 160227 Dun -Rite Signs, Inc SUB (303)470-9702 Steven Foote 020194 Greiner Electric LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 2408 / FRUITDALE, LEES, STONERIDGE BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 51,603.00 FEES Total Valuation 0.00 PAID Plan Review Fee 484.67 Use Tax 928.85 Permit Fee 745.65 3 - ** TOTAL ** 2,159.17 *** COMMENTS *** *** CONDITIONS *** Freestanding signs shall not create sight distance obstructions. I, by n signature, do hereby attest that the work 0e performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that 1 am legally authorized tonclude all entities named within this document as parties to the work to be performed and that all word to be,(Jerformed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. Thispermit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. J/ / 2 Signaturk of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimeogci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. I City of W heat dg COMMUNITY DEVELOPMENT Building & Inspection Services Division' 7500 W. 29`" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 FaESX0 Inspection Line: 303-234-5933 Email: Perm its(dci.wheatridge.co.us FOR OFFICE USE ONLY Date: I' D (I _ Plan/Permit # O l 1 V Plan Review Fee: i V+ lP� Building Permit Application AID _ Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. Property Address: 10140 WEST 44TH AVENUE, WHEAT RIDGE, COLORADO 80033 VORTEX REAL ESTATE Property Owner (please print): INVESTMENTS LLC Phone: 303.424.3325 Property Owner Email: dostwald@wrah.com Mailing Address: (if different than property address) Address: 3695 KIPLING STREET State. Zip: WHEAT RIDGE, CO 80033 STUDIO DH ARCHITECTURE Arch itect/Engineer: Architect/Engineer E-mail: brad@studio-dh.us Contractor: Dun -Rite Signs Inc Phone: 303.458.9600 Contractors City License #: 160227 Phone: 303-690-2603 Contractor E-mail Address: nein-Rite-sign-,rnmrast net Sub Contractors: Electrical. W.R. City License # Other City Licensed Sub City License # Plumbing: W. R, City License # Other City Licensed Sub: City License # Mechanical: W.R City License # Complete all information on BOTH sides of this form ® COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT 4ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT OTHER (Describe) 4 Electrical Building Signs and 2 Freestanding Signs (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 51,603 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 1 assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLEONE: (OWNER) (CONTRACTOR) or (AUTHORIZED of (OWNER) CONTRACTOR Electronic Signature (first and List name): �r ; � _ DATE: 101012-4A 6 DEPARTMENT USE ONLY ZONING COMMMENTS: Reviewer. BUILDING DEPARTMENT COMMENTS. Reviewer: OCCUPANCY CLASSIFICATION: Building Division Valuation: $ Wall Sign Calculation Sheet You must complete this sheet and include it in the submittal package for any new wall signs. You will also need to create a site plan and a detail sheet of the signage. Project Address: 10140 WEST 44TH AVENUE Contractor: pun -gate SianS Inc You are allowed 1 square foot of signage for every 1 linear foot of wall to which you are attaching a sign. All wall signs must be adjacent to a street or major interior drive. Step 1: Measure the length of the wall(s) where you are attaching the sign: Wall 1 - 117 feet Wall 2 - 112 feet Wall 3 - 203 feet North South West Step 2: The length of the wall is the allowable square footage for the wall sign. Wall 1 allowable signage- 117 square feet North Elevation - Main ID 24 HR Wall 2 allowable signage- 112 square feet South Elevation - Main ID Wall 3 allowable signage- 203 square feet West Elevation (Canopy Signs) Site Plan See Attached C"y of Wheat Ridge Freestanding Sign Calculation Sheet You must complete this sheet and include it in the submittal package for any new freestanding signs. You will also need to create a site plan and a detail sheet of the signage. 10140 WEST 44TH AVENUE 5: Contractor: Dun -Rite Signs—Inc You are allowed 1 freestanding sign for every street right-of-way adjacent to your property. The allowable sign size is related to building size. Step 1: Determine the square footage of the building: Building size (in square feet): 27935 (This will be inserted in the formula below) Step 2: Complete the appropriate allowable signage formula: If the building is 0 — 1,500 square feet in size, you are allowed a 35 square foot sign. If the building is 1,501 — 5,000 square feet in size, complete the following: 7 - 1,501 = - 50 = + 35 = Building size Allowed sign size If the building is 5,001 — 50,000 square feet in size, complete the following: 27935 - 5,001 = 22934 - 500 = 45 + 100 = 145 Building size Allowed sign size If the building is 50,000 + square feet in size, complete the following: - 50,001 = _ 1,000 = + 190 = Building size Allowed sign size The "allowed sign size" may be placed on each side of the freestanding sign. Check here if the sign is existing and you are replacing a cabinet or face with th me si cabinet or face. �'ty Of Wheat Rage Continued on back The sign must meet a setback from the street right-of-way. If the sign is less than 7 feet in height, the sign must be setback 5 feet. If the sign is between 7 feet and 15 feet the sign must be setback 10 feet. For most freestanding signs, the maximum height is 15 feet. For properties within '/4 mile of the interstate, freestanding signs may be 50 feet tall. These signs must be setback at least 30 feet from the street right-of-way. Step 3: Determine the height of the new sign: The new proposed freestanding sign will be 15 feet tall. Step 4: Determine the setback from the street right-of-way: The new proposed sign will be setback 10 feet from the street right-of-way. All freestanding signs must adhere to the sight distance triangle requirements as listed in Section 26-603 of the Code of Laws. You must include a site plan which details the location of the freestanding sign, building and drive areas. Show all new and existing signage (include the square footage and height of all existing signs). Please include a detail of the proposed sign, including the overall square footage and height, as well as any electrical and structural details which may be pertinent. City w Wheat RJdon 12' }� Pp O L ICF [\AC O� O l— g 13 01 ,��rySs�ONAL �r,-c�4 SIGN CABINET 5' T-11' ..-X—x-x�-><— TYP. HSS 6X6X1/4 14 ST'L, SQUARE HSS x�^xT—z- 1'0' II WELDED WIRE MESH • VAW-6X6 W1.4/1 A AT MID HEIGHT II CONSOLIDATED CONC.f 'c=2500 PSI II t 0' __ _...... __............ 24 DIA. ELEVATION N.T.S. QCT 17 2016 CARotwww.yjinc.com SHEET TITLE: P.O. BOX 802050 SANTA CLARITA, CA. 91380 TEL (661)259-0700 FAX. (661)259-0900 NOTES: 7' HSS 6X6X1/4 STL. SQUARE HSS — Diameter = Exposure category (B, C or D) = — — F- -L—_J L _J Risk Category = GENERAL: SIGN DESIGN IS BASED ON ADEQUATE EXISTING SUPPORT ELEMENTS. ALL WELDING TO BE PERFORMED IN FABRICATION SHOP, BY CERT1110 NOFIELDWELDING UNLESS SPECIFIED ON PLANS. PROVIDE ISOLATION OF DISSIMILAR MATERIALS. COAT ALUMINUM IN CONTACT WITH CONCRETE WITH ZINC RICH PAINT, THERE IS NO PROTECTION ZONE AS DEFINED IN AISC 341-10. PROVIDE FULLY WELDED END CAPS AT EXPOSED OPEN ENDS OF STEELJALUM. TUBES. MATCH THICKNESS LIKE FOR LIKE. Sign Design Based on 2015 IBC Job # JTS_150416_R Project Wheat Ridge Animal Hospital - Monument Job Location 10140 West44th Ave Wheat Ridge, CO CONNECTION A (2 PLACES) `L A, N.T.S. Ir City Of ]%rwho6az MUNITY DEVELOPMENT Wheot Ridge Build' Division Approved Plans Wind Force Case A: resultant force though the geometric center (Sec. 29.4 1 & Fig- 29.4-1) Max horizontal wind pressure =p=ghGCr= =36.07 psf where. G = gust effect factor. (Sec. 26.9, page 198). = 0.85 Cr= net force coefficient. (Fig. 29.4-1, page 252) 1.58 A, = B s = the gross area = 97.7 fC Estimated sign weight = 586.1 Lbs DESIGN SUMMARY Allowable Stress Design Wind Factor = 0.6 Design Wind Pressure = 0.6 x p = 21.64 psf Design Windforce, F = 21.64 x As= 2 114 kips Moment Arm 8.569 ft �1 Design Moment = F x moment arm = 18.12 kip -ft INPUT DATA (Non constrained) Diameter = Exposure category (B, C or D) = C 100.00 PSF/FT Risk Category = 11 Vociftakim Ond computations 0" not be a pennif for, or ap= Basic wind speed (3 sec. gust wind) V = 120 mph 8.76 FT Topographic factor Kn = 1 Flat OU**ft tO VK"e or COrK* the provallons of the Buil *V COONG in. Dia. Height of the sign In = 1558 ft BEARING TYPE CONNECTION REINFORCING REBAR: ASTM A615 GRADE Vertical dimension (for wall, s = h) s = 1558 ft 20FT-LB AT ZERO 0° AS DETERMINED BY THE APPROPRIATE AWS A5 Horiaonlal dimension B = 627 ft ALUMINUM: Dimension ofretum comer L, = 1.5 ft ALUMINUM ANALYSIS ALL WELDING IN ACCORDANCE WITH THE LATEST EDITION OF THE AWS A.5.10. ALLOY 6061 - T6 WITH 0.098 LBS PER CUBIC INCH Velocity pressure HEX CAP SCREWS AND STUDS. ASTM F468, NUTS: ASTM F467 qh = 0.00256 Kh Ka Kd V2 = 26.82 psf 6ALV. where: T U BOLT qh =velocity pressure at height h. (Eq, 29.3-1, page 249) CABINET K„ = velocity pressure exposure coefficient = 0.86 FRAME evaluated at height above ground level, h (Tab. 29.3-1, pg 251) TYP. Kd= wind directionality, factor. (Tab.26.6-1, page 194) = 0.85 CONNECTION A (2 PLACES) `L A, N.T.S. Ir City Of ]%rwho6az MUNITY DEVELOPMENT Wheot Ridge Build' Division Approved Plans Wind Force Case A: resultant force though the geometric center (Sec. 29.4 1 & Fig- 29.4-1) Max horizontal wind pressure =p=ghGCr= =36.07 psf where. G = gust effect factor. (Sec. 26.9, page 198). = 0.85 Cr= net force coefficient. (Fig. 29.4-1, page 252) 1.58 A, = B s = the gross area = 97.7 fC Estimated sign weight = 586.1 Lbs DESIGN SUMMARY Allowable Stress Design Wind Factor = 0.6 Design Wind Pressure = 0.6 x p = 21.64 psf Design Windforce, F = 21.64 x As= 2 114 kips Moment Arm 8.569 ft �1 Design Moment = F x moment arm = 18.12 kip -ft Plops xamirler We Footing Design (Non constrained) Diameter = 2.00 FT Soil Pressure = 100.00 PSF/FT Vaiidlty of pem t The &ucince Of a pefrnit or opprovd of pkllgt = 583.33 PSF Vociftakim Ond computations 0" not be a pennif for, or ap= 4.24 FT �PO1/d Of, ally Violation to ony of the IXOVi5'= Of file bUkk*BED. = 8.76 FT code or of any City ordtnonces. P mft preamning to gW ALL ANCHORS BOLTS SHOULE BE: ASTM F1554 OU**ft tO VK"e or COrK* the provallons of the Buil *V COONG in. Dia. Depth = 8' - 10" Or other ordnonces of the City stlon not be vokd. BEARING TYPE CONNECTION REINFORCING REBAR: ASTM A615 GRADE Pole Design St'l. Square HSS Sec. Mod. Req'd. USE A500 Grade B S= 7.88 1 HSS 6 x 6 x 1/4 1 S=9.54 STEEL: WELDING: DESIGN AND FABRICATION ACCORCING TO 2015 IBC STEEL DESIGN AND FABRICATION ACCORDING TO AWS D1.1. PLATE, ANGLE, CHANNEL TEE. AND WIDE FLANGE: ASTM A36 AWS CERTIFICATION REQUIRED FOR ALL STRUCTURAL WELDERS. ROUND PIPE: ASTM A53 GRAPE B OR EQUIVALENT. WELDING PER AISC 341-10 HSS ROUND, SQUARE, AND RECTANGULAR TUBE. ASTM A500 GRADE B E70 XX ELECTRODES FOR SMAW PROCESS. OR EQUIVALENT F7X-EXXX ELECTODES FOR SAW PROCESS. ALL ANCHORS BOLTS SHOULE BE: ASTM F1554 ER7 XX ROD FOR GTAW PROCESS. ALL MACHINED BOLTS SHOULD BE: ASTM A325/A307, ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE BEARING TYPE CONNECTION REINFORCING REBAR: ASTM A615 GRADE WELDS THAT HAVE A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 60 DEFORMED BARS 20FT-LB AT ZERO 0° AS DETERMINED BY THE APPROPRIATE AWS A5 CLASSIFICATION TEST METHOD OR MFG'S. CERTIFICATION. ALUMINUM: DESIGN AND FABRICATION ACCORDING TO 2015 ALUM. DESIGN MANUAL ALUMINUM PLATES, ANGLES, CHANNELS, FEE, AND SQUARE TUBING: ALUMINUM ALL WELDING IN ACCORDANCE WITH THE LATEST EDITION OF THE AWS A.5.10. ALLOY 6061 - T6 WITH 0.098 LBS PER CUBIC INCH FILLER ALLOYS PER TABLES M.9.1 & M.9.2 OF 2015 ALUMINUM DESIGN MANUAL. HEX CAP SCREWS AND STUDS. ASTM F468, NUTS: ASTM F467 WHEAW RID033 ANIMA— Ta HOSVIVA16 WONUMENFIT CONCRETE: DESIGN AND CONSTRUCTION ACCORDING TO ACI 318-11 COMPRESSIVE STRENGTH AT 28 DAYS, f'c=2,500 PSI MINIMUM. CEMENT TYP 11 OR IV, W/C RATIO 0.45 BY WEIGHT FOR PIER AND CAISSON FOOTINGS CONCRETE MUST BE POURED NDISTURBED EARTH. MAINTAIN A MINIMUM 3' NCRETQ_ iPVER R ALL EMBEDDED STEEL. , _ 9P Of GRN BY: J.J. DATE START DATE: Oct 15, 2016 PROJECT JOB # : _ JTS 150416 Wheat Ridge Animal Hospital_Monument 44th Ave Wheat Ridge CO.dwg CHK BY: Y.J. SCALE: AS SHOWN PROJECT LOCATION: WHEAT RIDGE ANIMAL HOSPITAL 10140 WEST 44TH AVE REV BY: Y.J. WHEAT RIDGE, CO — SHEET # 1 OF 1 ���VTieaf Ridge A ,eimaf Hospifall L:= 4 HR -EM L1_ERG__ENCV_� Illuminated Channel Letter Sign • Front View / Side View SCALE: 1/4in = 1ft - Not For Production "Wheat Ridge Animal Hospital" is Black Day/Night Faces (black during day / white at night), E "24 HR EMERGENCY" has Red Faces, Red Trimcaps, White Returns ALL Optima Extra Black Font Internally illuminated channel letters fabricated from .040 aluminum with pre -painted white in Letters to be aluminum pop -riveted to sidewalls and sealed. Letter faces to be 3/16" acrylic/plex with 1" trimcap retainer edging. Internally illuminate letters with LED. Colors TBD. Modular 60 Power Supply 12VDC required. Electrical provided to location within 3 ft of the Letters mounted flush to wall with no stand-off. Project Name: Start Date: Notes: Last Revision: ... Location: ProjectlOpp#: Drawing#: Product#: a COPYRIGHT 2016, BY Signeonnect -ALL DESIGNS PRESENTED ARE THE SOLE PROPERTY OF SignConnect, Width: 25.4 Height: 4.0' Area: 101.9' sq 31ack Trimcap, White Returns teriors. Colors TBD c b\ others. -ECED IN PART OR WHOLE .................................................................... OwnerApproval .............................................................................. Additional Approval FROM Signeonned SignConnect info@signconnect.com MEMBER EM .qty of LISTED it Ridge .p 10ft8in Width: 10.7' Height: 1.2' Area: 12.6' scl C P-&-- I - - - - I VA_ Trn I ----------------- ------------------------------------------------------------------...---------...-------------------------------- 10' 8" Illuminated Channel Letter Sign Bottom Mounted to Raceway • Front View / Side View SCALE: 112in = 1ft • Not For Production Red Faces, Red Trimcaps, White Returns Optima Extra Black Font Internally illuminated channel letters fabricated from .040 aluminum with pre -painted white interiors. Letters to be aluminum pop -riveted to sidewalls and sealed. Letter faces to be 3116" acrylic/plex with 1" trimcap retainer edging. Internally illuminate letters with Red LED Modular 60 Power Supply 12VDC required. Electrical provided to location within 3 ft of the Sign by others. Letters and logo bottom mounted to 5" x 5" raceways. Raceways painted to match & mounted to surface with required hardware. Project Name: Start Date: Notes:; ••:�: Location: Last Revision: ProjecUOpp#: •---------•---•-•-•--------•................................................. Owner Approval SignConnect info@signconnect.com Drawing#: Product#: .............. -............................................................ --- Additional Approval VEYBER Es LISTED jW wv ,ow t,., or.,9nwn •nig uwi —... n i--i—avec 1w1— I �—ey­­­"...v — ...,—,— city of , t1/ heat R;d9e Width: 17.9' Height: 1.2' Area: 20.9' sq ITA Illuminated Channel Letter Sign Bottom Mounted to Raceway • Front View/ Side View SCALE: 1/2in = 1ft • Not For Production Black Day/Night Faces (black during day / white at night). Black Trimcap, White Returns Optima Extra Black Font Internally illuminated channel letters fabricated from .040 aluminum with pre -painted white interiors. Letters to be aluminum pop -riveted to sidewalls and sealed. Letter faces to be 3/16" acrylic/plex with 1" trimcap retainer edging. Internally illuminate letters with White LED Modular 60 Power Supply 12VDC required. Electrical provided to location within 3 ft of the Sign by others. Letters and logo bottom mounted to 5" x 5" raceways. Raceways painted to match & mounted to surface with required hardware. a Project Name. Start Date: Notes: Location: LastRevision: Project/Opp#: ------------------------------------------------------------••--•------------- Owner Approval ::- SignConnect info@signconnect.com Drawing#: Product#: .............................................................................. Additional Approval `i% Q EN LISTED ® COPYRIGHT 2016, BY S,gnconnecl •ALL DESIGNS PRESENTED ARE THE SOLE PROPER I Y OP SignGonnecl AND MAY NU I bt Htl'HUUUUCU IN PAh I un wnuLt ni i nvu i wKi i i tN rtmmt awn rmum atgnwnni c City of Wheat Ridge Diviso Optima Semibold Injection Molded Plastic Letters from Gemini, Inc., Painted Matte Black, Flush Stud Mount 1' 0" 10'-0" Wheat R*i 9 e 6 Animal D Entrance N Width: 10.0' // �— 2'0" I Height: 4.0' Area: 40.0' sq Concrete Monument Sign by Others Project Name: Start Date: Notes: Location: Last Revision: Project/Opp#: Owner Approval SignConnect info@signconnect.com Drawing#: Product#: -- - - ------------------ ------------------------------------------- - - - - -- Additional Approval MEreEA LISTED fgGUPYHIGHI 2016, tir Signconnect •ALL Ut51GN5 rKt StN ItU nHt I Ht SULt rHUrtKI r Ur 5i9nuonnea ANU MAY NW oc mcrnuuuueu in rn i un rvn .11 Huai 1-1 1—' r— City of Wheat Ridge uilding MONUMENT SIGN 15ft Monument Sign: Internally Illuminated, Engineered Sign Cabinet with Aluminum and Steel. WHEATRIDGE..... One double face assembled cabinet with top decorative element; Cabinet is 14' 1" tall x 66" wide x 12.8" deep; ABC 12" Conventional with 2" flat retainer; routed aluminum faces mounted to retainer/angles via countersunk screws to be removable/changeable; with copy backed white plex with 3635-91 day/night (smoked gray) vinyl applied; Cabinet and faces painted black and silver per design; with holes & hdwe for TWO poles; top black decorative cap element, _ painted black. Width: r, Height: 15.6' Area: 101.5' sq c` WHEAT RIDGE Notes: ANIMAL HOSPITAL Last Revision: -•-------•------------•................................................... OPEN 24 H ProjectlOpp#: i SignConnect EMERGENCY > N ENTRANCE Drawing#: __________________________________________ __ ___ ____________________ ______ "- PARKING HSS 6X6X1/4 STT SQUARE HSS T1 1/2" DIA GALV ST'L THRU BOLT � 0 OURS 0 -r-----------� I --'---------I-- s a WELDED WIRE MESH WWM-6X6 W1.4/1.4 AT MID HEIGHT I 1 I I I 611 V-0 112" CONSOLIDATED CONC. f'c=2500 PSI Project Name: Start Date: Notes: Last Revision: -•-------•------------•................................................... Location: ProjectlOpp#: Owner Approval SignConnect info@signconnect.com Drawing#: __________________________________________ __ ___ ____________________ ______ Product#: Additional Approval �.E,1YEaQ LISTED❑ ®[:UNYKI(iK 12U16, 13Y 519nconnecl 'ALL UtSI(iMi YKt5tN 1 LU Aft ]Ht SULt YKUF'tK I Y Uh 5191N:0M0C1 , ANU MAY NU I Ht KtrKUUUUtU IN YAK I UK WKULt YVI I NUU I VVKI I I tN etKMI55IUN mum Swgnoonnecl . City Of Wheat Ridge 0 Width: 1174' Height: 29r Area: 3415'80' sq e b b N m 1 NORTH DAMIAiEl.EVATION 111r. ,.:Q:... (2 Width: 11 He1I At 4,4395 It 3 A-6,019 4 I J KEYNOTE LEGEND Key Value Keynote Text E1 EXTERIOR WALL ASSEMBLY: EIFS SYSTEM TO MATCNIEXISTING ON VAPOR 1 BARRIER ON Y2° PLYWOOD SHEATHING ON 6" METAL STUDS WITH R-21 CAVITY IN N . BD. P EXT RIOR WALL ASSEMBL : 1 '/z' MET I- PANEL S STEM WI H COPPER BROWN FINISH ON VAPOR BARRIER ON 1/2" PLYWOOD SHEATHING ON 6" METAL STUDS IT�R�-21 V INSU ON ON G. -B T E2 E3 HER BRO LUMI NTRA AND EFRO ITH CttEAR ANODIZED FINISH E4 SPANDREL GLASS PANELS E5 HOLLOW METAL SCREEN FRAMES WITH GALVANIZED WELDED WIRE MESH SCREEN;COLOR TBD; PT E6 GALVANIZED METAL COPING E7 EXISTING EXTERIOR METAL PANEL SYSTEM TO REMAIN; REPAIR AS NECESSARY E8 PRE -FIN. METAL COPING; MANUFACTURER: TBD; COLOR: TBD E9 112" ARCHITECTURAL REVEAL 1 E IN D O : D H A ; COLOR: BE IDGE ZIN COTE INS LATED OV RHEAD STEEL DOO E11 A RA IT L ON RI ITH STEEL ROOF DECK, CONCEALED GUTTER AND DOWNSPOUTS AS NEEDED TO DRAIN AGAINST BUILDING, TIE INTO DRAINAGE SYSTEM; RE: STRUCT. DWGS. E13 THERMALLY BROKEN ALUMINUM WINDOWSWITH CLEAR ANODIZED FINISH E14 EXISTING EIFS TO REMAIN E15 EXISTING WINDOW(S) TO REMAIN E17 INSULATED METAL DOOR AND FRAME - PAINT; COLOR: TO MATCH EXISTING; RE: DOOR AND FRAME SCHEDULE E18 THERMALLY BROKEN ALUMINUM WINDOWS WITH CLEAR ANODIZED FINISH E20 NEW SPANDREL GLASS IN EXISTING WINDOW FRAME E21 NEW MTL PANEL WALL INFILL AT REMOVED WINDOW TO MATCH EXISTING E23 EXISTING ENTRY CANOPY; REMOVE ALL RUST, REPAIR AS NEEDED AND PAINT E24 NEW ROOF ACCESS DOOR; PT TO MATCH EIFS WALL SYSTEM E25 DOWNSPOUT; PT E26 THROUGH WALL OVERFLOW SCUPPER; RE: PLUMBING DWGS. E27 NEW SWITCH GEAR; RE: ELEC. DWGS. E28 EXISTING KNOX BOX IN EXISTING WALL BEHIND METAL FENCE TO REMAIN E29 RTU SCREEN, RE: STRUCT. DWGS. E30 REMOVEABLE WALL 2 E31 LOCATION AND SIZE OF SIGNAGE, PROVIDE POWER AND COORDINATE WITH GATE AND HARDWARE MUST MEET REQUIREMENTS OF IBC SEC. 1 OW.2 NG, TYP. E32 1 E34 NEW ALUMINUM DOOR IN STOREFRONT FRAME EXISTING EIFS TO BE CLEANED (POWER WASHED) & REPAIR AS NEEDED, ECAU RESE LL JOINTS, TYP. _ D T' . SCH. 0 PIPE WITH CONCRETE FILL TYPE 2 METAL PANEL E35 E3 :* E37 �KN X. G COORDINATE TYPE AND FINAL PLACEMENT WITH ARVADA FIRR h ly Y o m i. i CITY OF WHEAT RIDGE �9r,(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: .1) L,� 5 / / A,/ Job Address: 1 Q-.>/ L,► c -j Q `t t -i Permit Number: c�JC_> I (, ),DL4 S" 1 /r'y'V`C',t,, — T vL— ElNo one available for inspection: Time/d 5701`AD/PM Re -Inspection required: Yes (N4 *When corrections have been made, call for re -inspection at 303-234-5933 Dated / 7 / �_ Inspe tor: ' % L DO NOT REMOVE THIS NOTICE �f� c� cis S S ry Vitt its rrS �.1-i' 04 l0 j q-0 Ld iYf- INSPECTION k4i ORD lKICPFr.TInN RFOLIFST LINE: (303)234-5933 Occupancy/Type Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day. Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector CommentsInitials Monolithic Slab Reinforcement Sewer Service (Underground) Final Electrical Caissons Water Service (Underground) Rough Plumbing Concrete Encased Ground (CEG) Plumbing (Below / In -slab) Footing/Stemwall P.E. Letter Heating (Below / In -slab) LOW 1\VL 1 VM. Underground/Slab Inspections Date -1- - - Inspector Comments Initials Electrical (Underground) Roof Sheathing Inspector Initials Sewer Service (Underground) Final Electrical Rough Electdc Water Service (Underground) Rough Plumbing Final Plumbing Plumbing (Below / In -slab) Gas Piping Heating (Below / In -slab) �-�7�Rr ���I�.r!•f+T►_RT_'Tn"��r\r�ITT)�f�Z141��1./l�\J'�Jrf�l���l••\\1�1/�\�r.��l��\I:a=\\l\l'I�il\1�1 �1-1�111�J\(:� VV 1\VL VVYGI VI1\.\6r. . vw..w Rough Inspections V -- __ _ _ --- _ _ - Inspector Comments Date Initials Wall Sheathing Final Inspections Roof Sheathing Inspector Initials Lath / Wall Tie Final Electrical Rough Electdc Rough Plumbing Final Plumbing Rough Mechanical Gas Piping Final Mechanical ■T7 \r�i JTTJ•TT:�grLH:T•l�i�•\�l �liN�Y_l��l�•\�i�V/:.1 N�1�U1��1�F.7 �1=iR�l�J�[•� r - Rough Framing Insulation Drywall Screw / Nail Final Inspections Date Inspector Initials Comments Final Electrical Final Plumbing Final Mechanical Roof Final Building / Frame /� %� •'� ! r �'' a �r Landscaping & Parking / Planning Dept. Inspections from these entities should be requeste one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. ROW & Drainage / Public Works Dept. Fire Inspection i Fire Protection Dist. "Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. Occupancy Is Not Permitted Until A Gertiticate of Occupancy is issuea Protect This Card From The Weather November 10, 2016 Dick Brickell & Sons 8664 E Evans Ave Denver, Colorado, 80231 RE: MSE Retaining Wall Conformance Wheat Ridge Animal Hospital (SKWD Project Number 16044) /0141b West 44`' Ave Wheat Ridge, Colorado 80033 Permit Number 201601042 To Whom It May Concern: The following is in regard to the mechanically stabilized earth retaining walls constructed by Dick Brickell & Sons for the above-mentioned project. Installation of the retaining walls was observed during and upon completion of construction. A summary of critical items observed is listed below. 1. The retaining walls appeared to have been properly founded on native ground. The leveling pad measured 2 feet wide by 6 inches deep minimum. 2. All segmental retaining wall units used to construct the mechanically stabilized earth retaining walls were Allan Block AB Classics. 3. The maximum constructed height was found to be in conformance with the design. 4. Geogrid reinforcement was installed correctly. Vertical spacing and length of the geogrid reinforcement was found to be in conformance with the design. 5. All reinforced backfill and block unit -fill material was found to be in conformance with the design. Following the observations, the retaining walls appear to be in general conformance with the Retaining Wall Design prepared by this office dated June 22, 2016. Should you or your staff have any further questions, please feel free to call. Respectfully Submitted, Steve Kelley, E. SK Wall Design, LLC SK Wall Design 1303-900-8714 12000 Wadwsorth Blvd #201, Lakewood, CO 80214 1 steve@skwaldesign.com NzIL " 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: (57� -A S % M !P -t / II• dP,.1- Job Address: I b I Lk o W y `t tin )q I Permit Number: ori 0 1 (_ c-) owl S fj .ki PRT load - ) o Q 3— )o/4f - I 1.7 to a2 - )a a - I o a(' - )o Qu - ► as I -I C1 19- - - IN wALt — S,`-1 -7 CIS 1')-� - 1 z) ❑ No one available for inspection: Time] n a-,dW kAM/PM Re -Inspection required: Yes N� * When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE I i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: R T_ Job Address: 1 n j u o VJ W Lf th Permit Number: ��] ) 6, O n q S "I' i ❑ No one available for inspection: Time,, I AM/PM Re -Inspection required: iiEs No *When corrections have been made, call for re -inspection at 303-234-5933 Date: aj t Inspector DO NOT REMOVE THIS NOTICE FOR OFFI�F USE O , 6atar 1 City of .uw Ldgie COMMU t - l �Et� 3i'M ENT Pian1permit #u � � Building & Inspection Services Division 7500 W. 2e Ave., Wheat Ridge, CO 80033 Pian Review Office: 303.235-2355 * Fax: 303-237-3929 Inspection Line: 303-234-5933 Email:errriitsci, heat cl e.co ugBuilding Permit Application City, State,Zip: 4'V4 Ambbattkno- ArchitectlE gineer E-mail: Phone: Contractor Email AddLess: Sub Contra to lectrical: Plumbing: Mechanical: WR City License # WR City License # W;R. City License ## Other City Licensed Sub: Other City Licensed Sub: City License #City License Complete Mete all information on Bt3"If"i-1 sides of this for Atjailil amount of materials to be used, to. �b Sq. FtJL Btu's Gallons Amps Squares Other OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application arc: accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, casements or restrictions of record, that all measurements shown and allegations made are accurate; that l 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 perforrn the described Nvork, and an also authorized by the legal owner of any entity included on this application to list that entity on this application. i Building Division 1` SK Wall Design 2000 Wadsworth Blvd #2 Lakewood, CO 80214 303-900-8714 1 RETAINING WALL ENGINEERING REVIEW CALCULATIONS Allan Block AB Classic Units DATE: 6/22/2016 PROJECT NAME: Wheat Ridge Animal Hospital PROJECT NUMBER: 16044 PROJECT LOCATION: Wheat Ridge, CO The calculations on the following pages were created using evaluation techniques and engineering principals found in the Allan Block Engineering Manual, which incorporates the Coulomb equation to calculate the active earth pressure and a log -spiral theoretical failure plan.. The project will be constructed using Allan Block AB Classic units, and Stratagrid SG200 geogrid. Thank you, and please feel free to • this office with any • 9= L/ Steve Kelley, P.E. 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' f4' cp (I} i0 C CD `�,q M 9,Ciiko 7. tai Cr Project Name: Wheat Ridge ,Animal Hospital Location: Wheat Ridge, CO obi Wall Number: 8.67" Wall Height ro Project Number: 16044 # Designer: SJK Date: 6/22/2016 zsg M CC 01,0,0-0 iit =i* M =1 5 11'a V it It It it 11 it it 0 0 M it it W C it z ro M M to to :r =r M M 0 0 0) Mlp —w w 00 r -C CL 5 0 0 0 M 0 M 3 ♦< O.CLO -OC n , 0 w (AMO 6 to ;0 0 0 CO'Q 0 0 0 00 W =r, ,Dd, 3 Ow -nM 0 r- nu.1 0X* r- it vi -n 0 0 Mw it 0 0 -'40 w M a CO -w'O nall r, ao *0 , It W CL �n C) W� r- FD O M N W r'J -J it 0 '- OT X 'X, 0 0 -C 0 c> -0 M 6 w if OV M LO m L *0 CO 0 W 0 0 wa 0-0 10011 -h it I w n 0 v 1 :3 w ko a, it i C) • 0 S X 0 • It -n 0 if• • it • Location: WhSII eat Ridge, CO Wall Number: 8.67' Wall Height Project Number: I Designer: SIK Date: 6/22/2016 I F� Project Name: Wheat Ridge Animal Hospital Location: Wheat Ridge, CO Wall Number: 8,67'Wall Height Project Number: 16044 Designer: SIK Date: 6/22/2016 71= M I Project Name: Wheat Ridge Animal Hospita� Location: Wheat Ridge, CO 'Wall Number: 8.67 Wall Height Project Number: 16044 Designer: SJK R. 6/22/2016 9 I O � x if if M*C, M MOM M::R • UD 0 :7 M M 60 '0 It 00;:p 00 00 6� T 00 M Of M M Q) M 9 I Project Name: Wheat Ridge Animal Hospital Location: Wheat Ridge, CO "Wall Number: 8.67 Wall Height Project Number: 16044 Designer: SIK if 6/22/2016 1� Project Name: Wheat Ridge Animal Hospital Location. 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Project Name: Wheat Ridge Animal Hospital v Location: Wheat Ridge, CO ju Wall Number: 8" Wall Height to U1 0 Project Number: 16044 Designer: S)K Date: 6/22/2016 Project Name: Wheat Ridge Animal Hospital Location: Wheat Ridge, CO Wall Number: 8' Wall Height Project Number: 16044 Designer: SIK Date: 6/22/2016 ve q 9 a I INIMU^1 Project Name: Wheat Ridge Animal Hospital Location: Wheat Ridge, CO 'Wall Number: ♦ Height Project Number: 16044 Designer: SJK Date: 6/22/2016 Project Name: Wheat Ridge Animal Hospital Location: Wheat Ridge, Wall Number: *Height Project 16044 Designer: Date: 6/22/2016 Project Name: Wheat Ridge Animal Hospital Location: Wheat Ridge, CO Wall Number: 9.33'Wall Height Project Number: 16044 I Designer: SJK Date: 6/22/2016 M I PNII roject NamVIII e: Wheat Ridge Animal Hospital Location: Wheat Ridge, CO �Wafl Number: 9,33'Wall Height Project Number: 16044 Designer: SJK D. 6/22/2016 M Project Name: Wheat Ridge Animal Hospital Location: Wheat Ridge, CO ,Wall Number: 9,33' Wall Height °'.• Number- 16044 Designer: SIK Date: 6/22/2016 Project Name: Wheat Ridge Animal Hospital Location: Wheat Ridge, CO WallNumber: 9.33'WaltHeight Project Number: 16044 Designer: SIK M. 6/22/2016 0 x =r z 0 z 0 g3 010 0 a -1 C 3 GL C 0 0 f+ M 61 -Z 0 Cr to w art a tr O @ a C2� r+ Q (UD rt Iz waw 5-n m M am @ 0 m �e�iomiooi�m��t O a 0 on to n w @ 3 O)o C 0 Q C @ r:r 0 ,CSN QM It 0 Project Name: Wheat Ridge Animal Hospital Location: Wheat Ridge, CO WallNumber: 9.33'WaltHeight Project Number: 16044 Designer: SIK M. 6/22/2016 0 x =r z 0 z 0 g3 010 0 a -1 C 3 GL C 0 0 f+ M 61 -Z 0 Cr to w art a tr O @ a C2� r+ Q (UD rt Iz waw 5-n m M am @ 0 m -.w O a 0 on to n w @ 3 O)o C 0 Q C @ r:r 0 ,CSN QM It 0 0 RetainlmWall cificat i:onsa. SECTION 1 lag IVISE Retaliam" Wallo PART 1 : GENERAL PART 3.- WALL CONSTRUCTION � M*111 Ml� PART I.QUALTY CONTROL SET POSITIONOF SLEEVE IMMEDIATELY BEHIND ""e SRW UNIT. CAP UNIT a p , Pill 7� j' _.. ,i.. .. .. _.. ✓. , :. .. .. ... ....lf71,vwk' W_ kv .......... -, ................ V Av W 44T,H E f, [p"l- 1:tll kWFlPQl 10MR&I -m CUT THE GEOGRID AROUNDTHE SLEEVE—IT TMSYSTI,M AS NECESSARY RECYCLED CONCRETE FILL DETAIL OF FENCE POST INSTALLATION USING SLEEVE -ITT"' 1224R N.T.S. SLEEVE -IT TO BE INSTALLED AT 8'-0" O.C. MAX E 0 0 4 Elr 4. Max Dl=sol';gn < min, 0 ,tom` < C:) z W 0 0 .ffid� AMA� 0 C) — m -a m 0 CIO 1 3: 0 CO ALLAN BLOCK H (21 i g I Ft N u m be r o Leng L 0 u I f No lmbemA of Geogrid Lu uJ > Cou; rbus EXPOSED WALL HEIGHT Lay ers FE E FOOIJNG- 46 BY Gll g r eo idype W W < G DE NED Ad OTHERS CL Lij Strata 'gri 1 -0 5 DESIGN HEIGHT (DH) .j .Ii 3trd0%tagr*d 150 3033'"fw Stratagrid" 150 .......... Stratagrl is 150 'INFILL SOIL 4. z Str tagri 50 a. amm ww" =4 mom mmm WNW* mkm FINISHED G RADE T r a t a g ril 1' i` 50 atagrild rn. 150 ........... GEOGRID LENGTH 00 0 Gomm Stratagr*l:d "15m:0 ti Ea Sv SW t4 Stratagri 150 tI is PIPE VENTED TO DAYLIGHT 6 In (150 mm) (MIN) S Tratag I' 1 50 NOTE: BOTTOMGRID SHOULD BE NO MORE THAN 2 BLOCKS ABOVE BOTTOM OF WALL =w 7M 12 Stratagri 150 tr8tagr� 150 fy 7 7 10MR&I -m CUT THE GEOGRID AROUNDTHE SLEEVE—IT TMSYSTI,M AS NECESSARY RECYCLED CONCRETE FILL DETAIL OF FENCE POST INSTALLATION USING SLEEVE -ITT"' 1224R N.T.S. SLEEVE -IT TO BE INSTALLED AT 8'-0" O.C. MAX CROSS—SECTION TYPICAL lZ2 = 1 .04 RETAIN' 'ED SOIL M Mr-121RAIR111121MR, E 0 0 4 — 00 ch 00 < 0 ,tom` < C:) z W 0 0 .ffid� AMA� 0 C) — m -a m 0 CIO 1 3: 0 CO ALLAN BLOCK < z 0 @ C:) UNIT Lu uJ > now =me com mm usow EXPOSED WALL HEIGHT LLI FE E FOOIJNG- 46 BY 0 co W W < G DE NED Ad OTHERS CL Lij aim= Wma - amm "no DESIGN HEIGHT (DH) .j RI SPS ING 2 BLOCKS SPAC M=m mom m;mw .j w Rif 9 'INFILL SOIL 4. z PER GLNERAL NOTE 7 0 wimm amm ww" =4 mom mmm WNW* mkm FINISHED G RADE 4 Ad GEOGRID LENGTH 00 0 Gomm WAMM awgim lumm wasm ago= m" MIN) EMBEDMENT DEPTH (MIN. 611b o)4 in (100 mm) TOE DRAIN ------ . ...... ... ..... ..... PIPE VENTED TO DAYLIGHT 6 In (150 mm) (MIN) NOTE: BOTTOMGRID SHOULD BE NO MORE THAN 2 BLOCKS ABOVE BOTTOM OF WALL CROSS—SECTION TYPICAL lZ2 = 1 .04 RETAIN' 'ED SOIL M Mr-121RAIR111121MR, T� CD 04 Nr E *,T— 0 E 0 0 W z — 00 ch 00 0 LIJ > ce) 0 ,tom` < C:) z W 0 0 .ffid� AMA� 0 C) — m -a m 0 CIO 1 3: 0 CO M 3: _y < z 0 @ C:) < > LIJ LLJ Lu uJ > 0 LL uJ LLI W_ 0 co W W < 0 CL Lij U) w CL .j CL 00 .j w z W 0 w 00 0 MIN) T� CD 04 Nr E *,T— 0 E 0 0 -0 CN > 0 — 00 ch 00 0 ,tom` a. .ffid� AMA� 0 C) — m -a m 0 CIO 1 3: 0 CO M 3: _y U) cy) @ C:) > T� CD 04 Nr E *,T— 0 E 0 0 -0 CN > 0 — 00 ch 00 0 ,tom` -0 � .ffid� AMA� 0 C) — m -a m 0 CIO 1 3: 0 CO M 3: _y U) cy) @ C:) > IN I TW=68 A Bit 0 ------- - -- W=63.", 6i 33/ 8 673 to Q0 QD (M co 68,90 Q0 F NOW 'Ile -f 7 LEVEL AT 63,00 2,00% . .... ... 69.00 TW=%O,,' 69,00 '68.2 HP 68.84 6 8 60' 6838 68,79 0 A 68,90 68.34 N COPYRIGHT Perception Design Group, Inc. Service and as such shall remain the property of the Engineer. Any use without written permission of the Architect is unlawful. SHEET: C411 co E Cm 0 CD M LO (D Alma co CD 0) 00 CL 00 0 W 00 Uj :3 C) -T3 !D 2 CONSTRUCT CONCRETE CURB AND GUTTER WITH 12" SPILL PAN, SEE SHEET C9,10, 0) 0. 000 00 (D CONSTRUCT 4'WIDE VALLEY PAN. SEE SHEET C9.1 1, Uj CONSTRUCT MSE RETAINING WALL. SEE SHEET C0.01 NOTES AND REQUIREMENT, . 0 C%4 U) OM CL 0 0 4- 0D CD 0 F - 0 _j CV) C. COPYRIGHT Perception Design Group, Inc. Service and as such shall remain the property of the Engineer. Any use without written permission of the Architect is unlawful. SHEET: C411 co E co CD CONSTRUCTION NOTES. 00 0 CONSTRUCT CONCRETE CURB AND GUTTER WITH 12" CATCH PAN, SEE SHEET C9,10, Uj :3 (D CONSTRUCT CONCRETE CURB AND GUTTER WITH 12" SPILL PAN, SEE SHEET C9,10, 0 Z j Uj 0 > (D CONSTRUCT 4'WIDE VALLEY PAN. SEE SHEET C9.1 1, Uj CONSTRUCT MSE RETAINING WALL. SEE SHEET C0.01 NOTES AND REQUIREMENT, . (n (D CONSTRUCT 12" WIDE CURB CHASE, SEE SHEET C9.10 DETAIL F SECTION A. 0 F - CONSTRUCT 12" CURB OPENING FOR DRAINAGE, LJJ C) CONSTRUCT 24" WIDE CURB CHASE, SEE SHEET C9,10, (D INSTALL 4'X 4'TYPE L RIPRAP PAD... PROFESSIONAL SEAL. - D CONSTRU,,CTI 12" W!DE­CURB CHASE, SEE SHEET C9 rs 10 DETAIL F SECTION CONSTRUCT CONC�RETE CURB AND GUTTER WITH 12" CATCH PAN AND RAISED CURB HEAD. SEE SHEET C9,10. CONSTRUCT 4'WIDE CONCRETE VALLEY PAN. SEE SHEET C9. 1 OK PREPARED UNDER THE DIRECT SUPERVISION OF JERRY W, DAVIDSON, P.E. COLORADO REG # 30226 FOR AND ON BEHALF OF PERCEPTION DESIGN GROUP, INC. COPYRIGHT Perception Design Group, Inc. Service and as such shall remain the property of the Engineer. Any use without written permission of the Architect is unlawful. SHEET: C411 A 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: � i 7i ►-' �T o. 5 _ Job Address: I (D 1Ll LU ggtP) ✓C Permit Number: 0 0 l vO Li( S!k ML �, Go S Affeov-�D U A.) E) iF 2 ye, h �� ❑ No one available for inspection: Time 13M Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: U �j�a% Inspector:�,f� DO NOT REMOVE THIS NOTICE � A i CITY OF WHEAT RIDGE ��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE 1,,.,I _ EIlee -r4 � ieGn 5tN Inspection Type: Job Address: /0/ `( G G.i Ny 7 r ve Permit Number: 70/ OG y ❑ No one available for inspection: Time U AM/pM 1 Re -Inspection required: Yes (-No� *When corrections have been made; -gill for re -inspection at 303-234-5933 Date: 0-12 - l Inspector: / 1 > ✓its G( DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE ��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: i Al S Job Address: O / O %1) 9 (4 Oi Permit Number: 1, Li ! L iV�c) ❑ No one available for inspection: TimeO/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Datil:0 q1 Inspect DO NOT REMOVE THIS NOTICE Ic,; �, J i CITY OF WHEAT RIDGE I Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �I'R,l - L PR Pd (+ Q) Job Address: I 1 y O VJ L4 L4 Permit Number: 01 c� O LI �� �-s - �6� Pia ✓�'Y� �_��« � 6aUj ❑ No one available for inspection: Time l a 64M Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date 9 za Inspectors- a `e DO NOT REMOVE THIS NOTICE e_ 1*♦ CITY OF WHEAT RIDGE Building Inspection Division Aldr (303) 234-5933 Inspection line _ {303) 235-2855 Office • ("303) 7-8929 Fax CO AM INSPECTION TI inspection Type: Job Address: Permit € erg g No one available for inspection; Time � Re -Inspection required: Yes Eo When correction have been made, cell for re -inspection at 303-234-5933 Date. Inspector: 'd 9. Century Link. Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 10. Coracast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 11. Valley Water District 12, Fruitdale Sanitation District 11 Clear Creek Sanitation District 14. Arvada Fire District 15 . Wheat Ridge Planning Division 16. Wheat Ridge Building Division IT Wheat Ridge Police Department I& GIS Specialist 19. Log File NOTE- Please notify all other parties concerned. ADDRESS MAP UPDATED BY: DATE: w8m.d.whentridge.coms Site Vicinf_ a ' City of W he at Rjxlj "IF .w NELO Building : Inspection 11 W. 29ttAve., Wheat Ridge, COs! Office: 303-235-2855 1 Inspection Line: 303-234-5933 M FOR OFFICE USE ONL Date: L4 — H — I PlanApermit # Plan Review Pee. Address: i City, fit€,i Electrical: 6,0-F—It'>EA Wk City License # 2�0 (9q 7i'77ce7serlt Plumbing: 1AQA+4*)lt-4`t- Mechanical: ftlw�)Wtkf, Complete all information on RUTH sides of this form NEW COMMERCIAL STRUCTURE ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE COMMERCIAL ROOFING COMMERCIAL ADDITION RESIDENTIAL ROOFING RESDENTIAL ADDITION . < COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) RESIDENTIAL ACCESSORY• •*. , shed, deck, etc.) MECHANICAL x rw t REPAIR REPLACEMENT • a PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT OTHER (Describe) am ! •- arr aunt of materials to be used, etc.) 44 I _ d Sq. FULF UAMI Btu's Gallons Amps Squares tither -]�f 01 City of .w 01 LIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29"' Ave. Wbeat Ridge, CO 80033-8001 P: 303235186l F: 303.2 5,285'7 Mr. Jerry W. Davidson, P.E. Perception Design Group, Inc. 6901 S. Pierce Street, Ste, 350 Littleton, CO 80128 303.2318088 Re: Eighth Submittal of the Final Drainage Report. & Plan and Civil Construction Plans for the proposed Wheat RidgeAnimal Hospital, Case# WZ-1 5-K Dear Mr. Davidson, I have completed the eighth review above referenced documents received by Public Works on June 20, 2016, for the proposed commercial development at the property located at 10163 W. 43d Avenue. 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, Right -of -Way Construction Permit(s)/Licensing a. ROW Permits. Prior to any construction within the public right-of-way (ROW), the necessary Right - of -Way Construction Permit(s) and respective licensing will need to be submitted for processing by the City. Right -of -Way Construction Permits are issued by the City only after approval of all required technical documents, including but not limited to, the Final Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Stonn Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, Traffic Control Plan, and easement or ROW dedications. b. Licensin -,.All work within the public Right -of -Way shall only be performed by a municipally_ licensed contractor, 2. Public Improvement Restoration/Debris Tracking It will be the responsibility of the contractor for the project to repair any damage to the existing public improvements along W. 44`h Avenue and West 43"' Avenue as a direct result of related construction traffic. Also, the contractor will be responsible for maintaining all affected roadways on a regular basis such that they remain free of construction debris and tracking from construction traffic accessing the site. 3. Drainage Certification/ Stormwater Maintenance Agreement and 0 & M Plan: Please note the following items required rior to t ae issuance of tlae Certificate of CJccu ane for tile Subdivision: a. Drainage Certification: A Drainage Certification Letter from the Engineer -of -Record stating that all drainage related items were constructed per the approved civil engineering documents. The Certification Letter shall be accompanied by As -Built plans in support of the statements made in the Letter as required by the Municipal, Code of Laws. b. Stornr-Aater Maintenance Agreement and 0 & M Plan: All post -construction Best Management Practices (BMP's) for water quality must be maintained and inspected by the property owner(s) per www.,d.whcatridge.co.us June 21, 2016 Page 2 1 Section 20-34 of the City of Wheat Ridge Municipal Code of Laws. For stormwater quality facilities including, but not limited to, above -ground or underground detention facilities, porous landscape detention areas, porous pavement, centrifuge type devices such as a Rinker StorrncepterI0, hydrodynamic separation systems such as a Contech Vortechs R-, or for any other approved post - construction BMP, a Stonnwater Maintenance Agreement accompanied by an Operations and Maintenance (0 & M) Schedule/Log shall be required prior to issuance of the Certificate of Occupancy. The 0 & M Schedule/Log must be kept current and will be inspected on a regular basis by City staff to ensure compliance with City of Wheat Ridge Municipal Code requirements. 4. Materials Testing for any Construction within the Public Right -of -Way It will be the responsibility of the developer/owner, to provide the necessary testing, as applicable for the scope of this project, for sub -grade compaction and other related material tests for any improvements to be constructed within the public Right -of -Way. (SEE ATTACHED MATERIAL SAMPLING & TESTING REQUIREMENTS) The above comments are as of the date reviewed and may not reflect all comments from other departments or reviewing agencies. If you have any questions, please contact me at 301235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer/ City Surveyor 303.235,2 64 dl)rossnian(d,ci.wheatridge.co.us CC: Steve Nguyen, Engineering Manager Russ Higg ,ins, Field Ser ices Supervisor Mewdith Reckeil, Senior Planner File wwwA.wheatridge.coms 10163 W43tdAti=e WheatRide geAtamafflospital - appuwallmdocx June 21, 2016 Page 3 CITY OF WHEAT RIDGE MATERIALS AND TESTING REQUIREMENTS FOR CONSTRUCTION OF PUBLIC IMPROVEMENTS DESCRIPTION Materials sampling and testing for public improvernents shall be performed by an independent materials testing company 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 perforined 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. Soil classifications and moisture -density curves shall be provided to the Department of Public Works inspector prior to in-place density testing. Materials testing technicians shall furnish copies of failed test results to the inspector as promptly as the results become available. On a weekly basis when testing is being performed, the developer shall furnish the inspector with copies of all test results taken during the prior week and a cover letter, signed by the supervising registered professional engineer, which summarizes the results and discusses any failed tests or inconsistencies. The City materials testing requirements are provided in Table 720-1. All testing procedures of verification and central lab requirements shall be as specified in the Frequency Guide Schedule of the Colorado Department of Transportation Field Materials Manual. One test is required for any fraction of the specified frequency. The reference to Section 203.07 in the table is from the Colorado Department of Transportation Standard Specifications for Road and Bridge Construction. www.ci.wheatridge.co.us 1016A 4v43r(lAve_Wlik,,atRidgeAtiinia4lIoNpilal-�tl)ptx)vai,ttr.docx M. June 21, s Page , Table 720- City of Wheat Ridge Materials Testing Requirements Type of Jest Frequency Remarks Soil Survey (Classification), 1 per 500 feet of roadway, Surveys for roadway and trench AASHTO M145 Sidewalk or pipe trench may be coinbined Moisture -Density Curve, l per on-site sail type AASHTO method determined AASHTO 1'99 1 per import material source By soil or materials type Embankment in-place density, l per 250 feet per lane per -inch. Minimum density per soil Colorado Procedures loose lift classification, Section 203.07 Roadway subgrade in-place 1 per 250 feet per lame Minimum density per soil density, Colorado o Procedures Classification, Section 203.07 Sidewalk subrade in-place 1 per 250 feet of sidewalk Minimum density per sail density, Colorado Procedures Classification, Section 203.07 Pipe trench in-place density, 1 per 200 feet of trench per 18 Minimum density per soil Colorado Procedures inch vertical interval Classification, Section 203.07 Aggregate base course in-place 1 per 250 feet per lane Minimum 95% of maximum density, Colorado Procedures Density, T180 Jaime treated subrade in place l per 250 feet per lane No less than 95% of std, dry density, Colorado Procedures density and opt. moisture,1'99 Clement treated base in place l per 250 feet per lane Density in accordance with contract density, Colorado Procedures docurrient , T134 Hot, Bituminous Pavement 1 per 1000 tons Within specifications of asphalt content and gradation Approved mix design, binder PCS 64-22 Ilot Bituminous Pavement in 1 per 100 tons 92-96% of maximum density, 7209 place density, Colo. Procedures Concrete compressive, strength 1 set per 50 cubic yards PCC pavement, structural SHI'O Procedures Concrete, sidewalks and curbing Concrete air content and slump 1 per 25 cubic yards PCC pavement, structural AASH'FO Procedures Concrete, sidewalks and curbing www.d.whe tri t c.coms 10163 W43rcifive WheatRidgeAnimall0nspral-ni>prxcal.ltr.cinex R., d City of ']�'C3tIWhcatR�ic WORDS City of Wheat Ridge Municipal Building 7500 W. 29" Ave, Wheat Ridge, CO 80033-8001 IS: 303,235.2861 F: 303.235.2857 Date: Location of Construction: � W Purpose of Construction: ' 1 Sinoy Family Commercial Develogment Review i'roi e... .. ... $100.00 (Required of all projects for document processing) Sin to Famil lResidence/Du lex Review gee:...,.. $50.00 om er alt ult - "a t lw ReviewFees: (Fees include reviews of the I" and °` submittals) • Review= of existing or minimal technical documents ......... ............ $200.00 $ • Initial review' oftechn cal civil engineering documents: $600.00 e • Traffic Impact Study Review Feer ............. ..... $600.00 $ ? * Trip Generation Study Review Fee: ....,..,.... ......... ......................... $200.00 S • Stu eater Management flan (SWMP) Review Fee:—.... ..... $100.00 • 0 & M Schedule Review & SMA Recording Fee...,....... .... $100.00 k Each application will be reviewed by staff once and returned for changes, If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be Subj ct to the following Resubmittal Fees: Resubmittal Fees. 3 d submittal (1,/2 initial review lee):, ....... ........ ......,... .,....,..... $300.00 $ Oat' submittal (full initial review fed) ......... ......... ......... ............ $600.00 $ All subsequentsubmittals: . ..................... ...u. ......... .......,.... $ 00.0 $ (Full initial review fee) TOTAL REVIEW FEES (due at tinge of Building Permit issuance): PLEASE NOTE " TIIA N ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING ANIS PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPRC7VEMEN-I'S WITHIN PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 0613 "1 1, City of Wh6atl- Ldge LIC WORKS Date: o __ 41ql�i Location: ATTENTION: BUILDING DEPARTMENT I have reviewed the submitted application documents to construct a —4 - located at the above referenced address. Please note the comments checked below. I, 11-1 Site survey; ,-6K Not OK, refer to stipulations, 2. Drainage: a, Final Drainage Report and Plan required Yes No b, Drainage Letter and Plan required Yes It:= No c. Site drainage/grading have been reviewed and are: w"OK Not OK- see stipulations 1 CDPS Permit & SWMP Approved: Yes — No N/A 4Public Improvements to be completed .1 a. street paving/patching: v' Yes — No b, curb & gutter/drivecut. 'Yes— No c. sidewalk: Yes No d, standard street lights: — Yes No e, pedestrian lights: — Yes No f storm sewer: �e-Yes No 9, Letter of Credit (LOC) required: — Yes &-—' No h, Funds in lieu of construction: res No If an LDC or funds in lieu of are required, for what improvements? Amount of the LOC or funds: SIATIA required: — Yes L.- No 6, w�Traffic impact analysis required & approved: — Yes L --N 7. _Aeff Street Access Permit required: — Yes L -f No If yes, was it approved by the Director of Public Works? — Yes — No 8. Does all existing roadway/alley R.O.W. meet the standards of the City- &,-- Yes — No If not, what is required: If R.O,W. is required, has the deed been received? — Yes No (See Note below) NOTE: All deeds must lie reviewed and approved prior to issuance of the Certificate of Occupancy. 9, APP!LOVE D: The Public Works Department has reviewed the submitted material and hereby approves this Per' Application, subject to the stated or attached stipulations. '0 ,5i,gnature David F. Brossman, P.L.S. alte M J414 NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the following reasoms): Signature David F, Brossman. P.LS. Date I L IV14 Stipulations: NOTE: Any damage to the existing Public Improvements resulting from this construction shall be repaired to City standards prior to the issuance of the Certificate of Occupancy (C,O.). A Drainage Certification Letter with by As -Built plans shall be required prior to the issuance of the Certificate oft ccupancy. Rev Q, ryO 0, i'Ily a Catf<ic t.i ti t. I (...` W 0 It KS City of Wheat Ridge Municipal Building 2500 W. 2 Ave, Wheat Ridge, CO0033- 001 1': 303,235,2861 F; 303.235.2 57 DATED: E ADR Dear Contractor: In conjunction with the approval of the building pe it application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prier to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer www -c i.wheatr idge. coo Rev 2.,108 STUDIO O r C h i t 4 C# V P e Dfl Transmittal Project Name. Wheat Ride Animal Hospital Date June 14 2016 10140 W. 44th Ave. Wheat Ridge, CO Project Number: 1401 To: Sherryn Hensley t Melissa Mackey Wheat Ridge Building Department Wheat Ridge Community Development 7500 West 291h Avenue Wheat Ridge, CO 80033 From: Eileen Moore Koenigsberg, LEED Ali of Copies. Description: Building Permit Response Set Sets stamped and signed for WR Building Department (only revised drawings from original permit submittal) sets revised hardware schedule 2 sets ventilation and air balance statements, exhaust & ventilation calculations 1 set each— Architectural, Mechanical, and Plumbing Building Department {CCI} review comments response letters dated 5116116 and 5/13116. 1 Architectural and Engineering Review Comment response letter dated 6116116 Nates. For Building Dept. 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Nom' tn cx vl ro CS c 8 cis Nr CD co {iS ca Ci} o ninco €u ro p (n CO c:� cra 'ccs .a c� cn °sm 0 c ca w pop co co Ca eta c 0a c 0 0 ca co 0 m I 9 ia C? w �u m ry ra 0 03 � c�a tn m CD I 9 ia I z w e� Cn c� a IQ NJ to to CDe 0 CL va Cil 00 acl C7 w CD cr �2 In I z w Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 Hardware Schedule HEADING #01 (SET #01) Aluminum doors Opening Description: Single Door #1 I04B I Single Door #I 006 I Single Door # I006B I Single Doter #I 006D I Single Door #I (}06 I Single E Dor ##I083Cw Note: Cylinder as Required HEARING #01.1 (SET #til) a Aluminum doors Opening Description: I Pair Doors 41007A I fair Doors #E:Iiill I fair Doors #I006C". I fair Doors # 100X3 Nate: Cylinderas Required HEADING #0 (SET #02) — Exterior - 4070 Opening Description: I Single: Door #1004A I Single Door # 1061 rt Hinges 5BBIHW 4 1#2 x 4 1/2 NRF1 630 IV 2 Lockset NI 53PD "E1 C. KEYWAY 626 SC 2 Door Closer SC71 SS 689 FL 2 Kickplate 8400 10" x 46" EIS 32D IV 2 Lock Guard i.,CII US32D IV Weatherstrip 290 APK I :s 48" 2 x 84" PE°. 2 Door Bottom 315 CN 48" RE 2 Threshold 272 A 48" PE May 16,2016 Page 1 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #03 (SET #03) — Interior Stair - 4070 Opening Description: I Single Door #1004B I Single Door #1004C 6 Hinges 51 BIHW 4 1/2 x 4 1/2 652 IV 2 Lockset ND53111) ATI-I C KEYWAY 626 SC 2 Door Closer SC71 RW./PA 689 I'L 2 Kickplate 8400 10" x 46" US32D IV 2 Wall Bumper WS407CCV U32 IV 2 Smoke Seal S88 D 18' PE HEADING #04 (SET #04) — Exterior Roof Opening Description: I Single D(,)or#1003D 4 Hinges 5B13IfIW`41/2x41,/2NRP 630 IV I Lockset ND82PD ATI-I C KEYWAY 626 SC I Door Closer SC71 SS 689 FL I Weatherstrip 290 APP I x 36" 2 x 96" PE I Door Bottom 315 CN 36" PE I Threshold 272 A 36" PE HEADING #06 (SET #06) — Interior Stair — 3070 Opening Description: I Single Door #100313 I Single Door #1003C 6 Hinges 513131 4 1/2 x 4 1/2 652 IV 2 Lockset ND70PD ATIJ C KEYWAY 626 SC 2 Door Closer SC71 RW/PA 689 I 2 Kickplate 8400 10" x 34" US32D IV 2 Wall Bumper WS407CCV US32D IV 2 Smoke Seat `3881:) 17' PE May 16, 01 Page 2 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #06 (SET #06) — Exterior — 3070 Opening Description: I Single Door 4`1003A I Single is #1023B I Single Door 41102613 I Single Door #106113 I Single Door #1066B 15 Hinges 5BB I FJW 4 1/2 x 4 1/2 NRP 630 IV 5 Lockset ND53111) ATH C KEYWAY 626 Sc 5 Door Closer SC71 SS 689 1111 5 Kickplate 8400 10" x 34" US32D IV 5 Lock Guard LG IUS32D IV 5 Weatherstrip 290 APP I x 36" 2 x 844' PE 5 Door Bottom 315 CN 36" PE 5 Threshold 272 A 36" PE HEADING #07 (SET #07) — Overhead Door Opening Description: I Single Door #1068B Note. All I lardware provided with Door HEADING #08 (SET #08) — Training Room - 6070 Opening Description: I Pair Doors # I 083A 6 Hinges 5BRI 4 1/2 x 4 112 652 IV I Exit Device 98271, LRR x 9966-07 US26D VD I Rim Cylinder 20-022 C KEYWAY 626 Sc I Exit Device 98271, LBR x 9971., -DT -07 2 Door Closer SC71 RW/PA 689 FL 2 Kickplate 8400 10" x 34" LTIS321) IV 2 Wall Stops WS407CCV US3213 IV I Smoke Seal S88 117' PE 2 Auto Door Bottom 411 ARL 36" PE I Mortise Astragal 369AS 84" PE May 16,2016 Page 3 of 17 Wheat Ridge Animalflospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #09 (SET #09) — Vestibule - 3070 Opening Description: I Single Door #1034A I Single Door #1094A I Single Door #1 104A I Single Door #2025A 12 Hinges 51313 1 HW 4 1/2 x 4 1/2 652 IV 4 Push Plate 8200 4 x 16 US 32i IV 4 Pull Plate 8302-8 4 x 16 US32D IV 4 Door Closer SC71 UMPA 699 Fl, 4 Kickplate 8400 10" x 34" US32D IV 4 F"loor Stop FS436 US26D IV 4 Smoke Seat S88 D 17' PE HEADING #10 (SET #10) — Colony - 3070 Opening Description: I Single Door it I 095A I Single Door #1096A I Single Door #1097A I Single Door # 1098A 12 Hinges 5BB 1 4 1/2 x 4 1/2 652 IV 4 Passage Set NDIGS ATH 626 Sc 4 Kickplate 8400 10" x 34" LIS32D IV 4 Wall Bumper WS407CCV US32D IV 12 Door Silencer SR64 IV HEADING #11 (SET #11) — Lab - 4070 Opening Description: I Single Door 42038A I Single Door #2039A I Single Door ##204]A I Single Door #2042A I Single Door #2043A I Single Door #2044A I C. - - I - « 44) 1) A Z A May 6, 2.11 Page 4 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #12 (SET #12) — Lab - 6070 Opening Description: I Pair Doors 41105B 6 Hinges 5BBI 4 1/21 x 4 1/2 652 IV 2 Push Plate 8200 4 x 16 US32D IV 2 Pull Phae 8302-8 4 x 16 LIS321) IV 2 Door Closer SC71 RW/PA 689 FI., 2 Kickplate 8400 10" x 34" US321) IV 2 Wall But -riper WS407CCV US321) IV 2 Door- Silencer SI~ 64 IV HEADING #13 (SET #13) — Office - 3070 Opening Description: I Single Door #1 106A 3 Hinges 51 B 1 4 1/2 x 4 1/2 652 IV I Lockset ND53PD ATH C KEYWAY 626 SC I Floor Stop FS436 US 6D IV I Smoke Sea] S88 D 17' PE HEADING #14 (SET #14) — Cats/Meeting - 3070 Opening Description: I Single Door #2016A I Single Door #2017A I Single Door #2018A I Single Door 92030A I Single Door #2032A 15 Hinges 5BB 14 1/2 x 4 1/2 652 IV 5 Passage Set ND I OS ATH 626 Sc .5 all Bumper WS407CCV US321) IV 5 Smoke Seat S88 D 17' PE HEADING #15 (SET #15) — Treatment - 4070 Opening Description: I Single Door #2021A I Single Door #2031A 6 Hinges 5BB I J -JW 4 1/2 x 4 1/2 652 IV 2 Push Plate 8200 4 x 16 US32D IV 2 Pull Plate 8302-8 4 x 16 US32D IV 2 Door Closer SC71 RW/1"A 689 FL 2 Kickplate 8400 36" x 46" US32D IV 2 Floor Stop FS436 US26D IV 6 Door Silencer SR64 IV May 16, 2016 Page 5 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #16 (SET #16) — Rehab - 3070 Opening F)escription: I Single Door #1023A I Single Door # 1024A 6 Hinges 5BBIHW 4 1/2 x 4 1/2 652 IV 2 Push Plate 8200 4 x 16 US32D IV 2 Pull Plate 8302-8 4 x 16 U432D IV 2 Door Closer SC71 RW/PA 689 FL 2 Kickplate 8400 10" x 34" US32D IV 2 Wall Bumper WS407CCV IJS32D IV 2 Smoke Seat S88 D 17' PE HEADING #17 (SET #171 — Work Room - 3070 Opening Description: I Single Door #1025A I Single Door #1025B 6 Hinges 5BB 1 4 1/2 x 4 1/2 652 IV 2 Lockset ND70PD ATH C KEYWAY 626 SC 2 Kickplate 8400 10" x 34 " US32D IV 2 Wall Bumper WS407CCV US32D IV 6 Door Silencer SR64 IV HEADING #18 (SET #18) — Exam - 3070 Opening Description: I Single Door #I 026A I Single Door #I 027A I Single Door #I 028A I Single Door P* I 029A I Single Door ##1 O3 1 A I Single Door #I 032A I Single Door #103 )3A I Single Door #I 035A I Single Door #1 O36 I Single Door # 1037A I Single Door # I 038A I Single Door # 1039A I Single Door ##1041 A I Single Door ##I0 2A I Single Door #I 043A I Single Door ## I046 I Single Door #1 047A I Single Door #I 048A I Single Door #I 049A I Single Door # 1051 A I Single Door #I 052A I Single Door # 1053A I Single Door #I 054A I Single Door #I 055A May 16, 2016 Page 6 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 1 Single Door 410555 I Single Door 111056 I Single Door #I 056B I Single Door 41057A I Single Door # I 057B I Single Door #I05 B I Single Door # 1075A 93 Hinges 51313I 4 1/2 x 4 1/2 652 IV 31 Passage Set ND I OS ATH 626 Sc 31 Kickplate 8400 36" x 46" US32D IV 31 Wall Bumper WS407CCV US32D IV 31 Smoke Seal S88 1) 17' PE HEADING #19 (SET #19) — Exam w1viewer - 3070 Opening Description: I Single Door #1058A 3 Hinges 513B 1 4 1/2 x 4 ],111 652 IV I Passage Set ND I OS ATH 626 SC I Kickplate 8400 36" x 46" US32D IV I Wall Bumper WS407CCV US32D IV I Viewer 698 B 26D IV I Smoke Seal S88 D 17' PC HEADING #20 (SET #20) — E.R. - 4070 Opening Description: I Single Door #1071A 3 Hinges 5B13I Fl ' 4 112 x 4 112 652 IV I Push Pull Lock 111,6-9070 US26D GL I Door Closer SC71 RW/PA 689 FL I Kickplate 8400 36" x 46" US32D IV I Wall Bumper WS407CCV US32D IV 3 Door Silencer SR64 IV HEADING #21 (SET #21) — Automatic Sliding Door Opening Description: I Single Door #1059B Note: All Hardware provided with Sliding Door May 16,2016 Page 7 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #22 (SET #22) — X-ray - 3070 Opening Description: I Single Door #1062A 3 Hinges 5BBI 4 1/2 x 4 1/2 652 IV I Lockset ND70PD ATH C KEYWAY 626 SC I Kickplate 8400 10" x 34" LTS32D IV I Wall Bumper WS407CCV US32D IV I Smoke Sea] S88 D 17' PE HEADING #23 (SET #23) — Ward - 3070 Opening Description: I Single Door 41063A I Single Door #1065A I Single Door #1099A 9 Hinges 51:3131 4 112 x 4 1/2 652 IV 3 passage Set ND I OS ATI -1 626 SC 3 Kickplate 8400 10" x 34" LTS32D TV 3 Floor Stop FS436 US26D IV 3 Smoke Seat 5881) 17' PE 3 Auto Door Bottom 434 ARL 36" PE HEADING #24 (SET #24) — Oncology - 3070 Opening Description: I Single Door#1064A 3 Hinges 5BB 1 41/2x4112 652 TV I Lockset ND70PD ATH C KEYWAY 626 Sc I Kickplate 8400 10" x 34" US32D IV I Floor Stop FS436 US 613 IV I Smoke Seal S88 D 17' PE I Auto Door Bottom 434 ARL 36" PE May 16,ltd 16 Page 9 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #25 (SET #25) — Central Storage - 6070 Opening Description: I Pair Doars #1068A 6 1 linges 5BB 14 1/2 x 4 1/2 652 IV I Dust Proof Strike DP2 US261) IV I Set Auto Flush Bolts FB31 11 LJS32D 1V I Lockset ND70PD ATH C KEYWAY 626 SC I Coordinator COR52 US26D IV I Filler Bar FL20 T t IV 2 Door Closer SC71 RW/PA 689 FL 2 Kickplate 8400 10" x 34" US; 2D IV I Astragal 355 CV 84" PE I Smoke Seal S88 D 20' PE HEADING #26 (SET #26) — CT actin _X4070 Opening Description: I Single Door # 1072.E I Pivot Set 7215 IJS26D IV I Intermediate Pivot 7215 INT US26D IV I Privacy Set ND40S ATH XN 12-307 626 SC I Kickplate 8400 36" x 46" US32D IV I Floor Stop FS444 US261) IV I Smoke Seal S88 D 18' PE HEADING #27 (SET #27) — Storage - 3070 Opening Description: I Single Door #1073 A I Single Door #I 086A I Single Door #2000A I Single Door #20 1 OA I Single Door #2024A I Single Door #2051 A 18 Hinges 5BBI 4 1/2 x 4 1/2 652 IV 6 Lockset ND80PD ATI-I C KEYWAY 626 Sc 6 Kickplate 8400 10" x 34" LJS32D IV 6 Wall Bumper WS407CCV LJS32D IV 18 Door Silencer SR64 IV May 16,2016 Page 9 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #28 (SET #28) — Procedure/Dogs/Hall - 3070 Opening Description: I Single Door 91 0761 I Single Door #1078A I Single Door #I 078B I Single Door #2029A I Single Door #2052A I Single Door #2053A I Single Door #2054A I Single Door #2055A I Single Door #2056A 27 Hinges 5133IHW 4 1/2 x 4 1/2 652 IV 9 Push Plate 8200 4 x 16 U'S32D IV 9 Pull Plate 8302-8 4 x 16 US32D IV 9 Door Closer SC71 RW/PA 689 FL 9 Kickplate 8400 36" x 34" US32D IV 9 all Bumper WS407CCV US32f) TV 27 Door Silencer SR64 IV HEADING #29 (SET #29) — Building Separation - 6070 Opening Description: I Pair Doors #1084A 6 Hinges 5BBI 4 1/2 x 4 1/2 652 IV I Dust Proof Strike DP2 US26D IV I Set Auto Flush Bolts FB 3 1 P LJS32D IV I Lockset ND70PD ATI -I C KEYWAY 626 SC I Coordinator COR52 US26D IV I Filler Bar FL20 IJS26D IV 2 Door Closet, SC71 DS 689 FL, 2 Kickplate 8400 10" x:34" US32D IV I Astragal 355 CV 84" PE I Smoke Seat S88 D 20' PE HEADING #30 (SET #30) — Building Separation - 3070 Opening Description: I Single Door # I 078C 3 Hinges 5BB 1 4 1/2 x 4 1/2 652 IV I Lockset ND70PD A,rH C KEYWAY 626 Sc I Door Closer SC71 DS 689 FI, I Kickplate 8400 10" x 34" US32D IV I Smoke Seat 588 D 17' PE May 16, 201 Page 10 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #31 (SET #31) — Closet - 3070 Opening Description: I Single Door #1010A 3 Hinges 5BBI 4 1/2 x 4 1/2 652 IV I Lockset ND80PD ATIJ C KEYWAY 626 SC I Overhead Door Stop 454S 652 GL 3 Door Silencer SR64 IV HEADING #32 (SET #32) — Storage Pair - 6070 Opening Description: I Pair Doors ##1014/ 6 Hinges 5BB 1 4 1/2 x 4 1/2 652 IV I Dust Proof Strike DP2 US26D IV 2 Flush Boll, FB458 US26D I V I Lockset ND80PD A'Fl- I C KEYWAY 626 Sc 2 Overhead Door Stop 454S 652 GL 2 Door Silencer SR64 IV HEADING #33 (SET #33) ®- Pharmacy - 3070 Opening Description: I Single Door #1016A 3 Hinges 51.3131 4 1/2 x 4 1/2 652 TV I Electronic Lock C0-l00-CY-70-KP-A'rti 626 110 I Door Closer SC71 RW./PA 689 FL I Kickplate 840010"x34" US32D IV I Wall Bumper WS407CCV US321) IV 3 Door Silencer SR64 IV HEADING #34 (SET #34) — Waiting - 3070 Opening Description: I Single Door #1018A I Single Door #1082A 6 Hinges 5BB 1 4 1/2 x 4 1f2 652 IV 2 Passage Set ND I OS ATH 626 Sc 2 Wall Bumper WS407CCV LJS32D IV 2 Smoke Seal S88 D 17' PE May 16, 2016 Page I I of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #36 (SET #35) — Restroom - 3070 Opening Description: I Single Door 41019A I Single Door #1021A 6 Hinges 5BB I IJW 4 1/2 x 4 1/2 652 IV 2 Push Plate 8200 4 x 16 US32D IV 2 Pull Plate 8302-8 4 x 16 US32D IV 2 Door Closer SC71 RW/PA 689 FL 2 Kick -plate 8400 10" x 34" US32D IV 2 Wall Bumper WS407(.CV US32D IV 6 Door Silencer S 6 IV HEADING #36 (SET #36) — Hallway - 3070 Opening Description: I Single Door #1022A I Single Door #200941 6 Hinges 513BI 4 1/2 x 4 1,/2 652 IV 2 Passage Set N 1) 1 OS ATI -I 626 Sc 2 Door Closer SC71 I-IW/PA 689 Fl, 2 Kickplate 8400 10" x 34" LJS32D IV 2 Wall Bumper WS407CCV US32D IV 2 Smoke Seat S88 D 17' PE HEADING #37 (SET #37) — Outside Freezers - 3070 Opening Description: I Single Door #1066A 3 Hinges 5BB 14 1/2 x 4 1/2 652 IV I Lockset ND80PD ATH, C KEYWAY 626 Sc I Door Closer SC81 RW/I)A 689 FL I Wall Bumper WS407CCV US32D IV I Smoke Seal S88 D 17' PE I Door Bottom 315 CN 36" PE I Threshold 272 A 36" PE HEADING #38 (SET #38) — ISO - 3070 Opening Description: I Single Door #202641 I Single Door #2027A 6 Hinges 5BB 14 1/2 x41/2 652 IV 2 Passage Set ND I OS ATI -1 626 SC 2 Overhead Door Stop 4545 652 GI, 2 Kickplate 8400 10" x 34" US32D IV 6 Door Silencer SR64 IV May 16,2016 Page 12 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #39 (SET #39) — X-ray - 4070 Opening Description: I Single Door #2033A 3 Hinges 5BB I HW 4 1/2 x 4 1,12 652 IV I Lockset ND70PD ATI -I C KEYWAY 626 SC I Kickplate 8400 10" x 46" US32D IV I Wall Bumper WS407CCV US32D IV I Synoke Sea] S88 D 18' PE HEADING #40 (SET #40) — Restroom - 3070 Opening Description: I Single Door #2034A 3 Hinges 5BB 14 1/2 x 4 1/2 652 IV I Privacy Set D40S ATH 626 SC I Wall Bumper WS407CCV LJS32D IV 3 Door Silencer SR64 IV HEADING #41 (SET #41) — Lockers - 3070 Opening Description: I Single Door #2035A 3 ., Hinges 5BB 14 1/2) x 4 1/2 652 IV I Electronic Lock CO- I 00-CY-70-KP-A"rH 626 110 I Door Closer SC71 RW/IIIA 689 Fl, I Kickplate 8400 10" x 34" IJS32D IV I Wall Bumper WS407CCV LIS32D IV 3 Door Silencer SR64 IV HEADING #42 (SET #42) — Food Prep - 3070 Opening Description: I Single Door #2057A 3 Hinges 5BB 14 1/2 x 4 1/2 652 IV I Lockset ND70PD AII C KEYWAY 626 SC I Overhead Door Stop 4545 652 011 I Kickplate 8400 10" x 34" US32D IV 3 Door Silencer SR64 IV May 16, 2016 Page 13 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #43 (SET #43) — Storage - 3070 Opening Description: I Single Door #2058A 3 Hinges 51313 14 1/21 x 4 1/2 652 IV I Loc set ND80PD ATH C KEYWAY 626 SC I Overhead Door Stop 454S 652 GL I Kickplate 8400 10" x 34" US32D IV 3 Door Silencer SR64 IV HEADING #44 (SET #44) — Exterior - 6070 Opening Description: I Pair Doors ##1067 6 Flinges 5131311 -IW 4 1/2 x 4 1/2 ICRP 630 IV I Dust Proof Strike DP2 US26D IV 2 Flush Bolt FB458 US26D IV I Lockset ND801'D ATH C KEYWAY 626 Sc 2 Door Closer SC71 SS 689 1-11, 2 Overhead Door Stop 9045 11S32D GL I Lock Guard IIG I US3213 IV I Astragal 355 CV 84" PE I Weatherstrip 290 APK I x 72" 2 x 84" PE 2 Door Bottom 315 CN 36" PE I Threshold 272. 72" PE HEADING #45 (SET #46) — Charting - 3070 Opening Description: I Single Door #1069A 3 Hinges 5BB 14 1/2 x 4 1/2 652 IV I Passage Set ND IIS ATH 626 Sc I Overhead Door Stop 4545 652 GL 3 Door Silencer SR64 IV May 16, 2016 Page 14 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #46 (SET #46) — Training - 3070 Opening Description: I Single Door #1083B 3 Hinges 5BBI 4 1/2 x 4 1/2 652 IV I Exit Device 98L x 996t, US26D VI) I Rini Cylinder 20-022 C KEYWAIt' 626 SC I Door Closer SC71 SS 689 FI, I Kickplate 8400 10" x 34" US32D IV I Smoke Sea] S88 D 17' PE I Auto Door Bottom 411 ARL 36" PE HEADING #47 (SET #47) — Lab Door (Dutch) - 4070 Opening Description: I Single Door #1 105A 4 Hinges 51313 I I -JW 4 1/2 x 4 1/2 652 IV I Lockset ND70P1.)ATH C KEYWAY 626 SC I Kickplate 840010"x34"" LIS 2D IV I Wall Bumper WS407CCV US32D IV I Dutch Door Bolt 05413 26D IV I Smoke Sea] S88DI81 PE I Smoke Sea] S77 D 17' PE I Auto Door Bottom 411 ARL 36" PE Note: Attach S77 seal at underside of top door leaf HEADING #48 (SET #48) — Triage - 3670 Opening Description: I Single Door 41059A 3 Hinges 5BB I I4W 4 1/2 x4 1/2 652 IV I Push Pull Lock 1-11,6-9070 I-1S26D GL I Door Closer SC71 RW/PA 689 Fl, I Kickplate 8400 36" x 40" US32D IV I Wall But WS407CCV US32D IV 3 Door Silencer SR64 IV May 16, 2016 Page 15 of 17 Wheat Ridge Animal Hospital DOOR HARDWARE Wheat Ridge, CO SECTION 08710 HEADING #49 (SET #49) — ICU/CCU - 3670 Opening Description: I Single Door #2047A I Single Door 42047E 6 1-finges 5BB I 1-1W 4 1/2 x 4 1/2 652 TV 2 Push Plate 8200 4 x 16 US3213 IV 2 Pull Plate 8302-8 4 x 16 LJS32D IV 2 Door Closer SC71 RW/PA 689 FL 2 Kickplate 8400 36" x 40" US3213 IV 2 Floor Stop FS436 US26D IV 6 Door Silencer SR64 IV HEADING #60 (SET #60) — MRI Scan - 4070 Opening Description: I Single Door 91074A 3 Hinges 513131 HW 4 1,12 x 4 1/2 652 IV I Lockset ND70PD ATI -I C KEYWAY 626 SC I Overhead Door Stop 9065 652 01, I Kickplate 8400 10" x 46" US32D IV I Smoke Seat S881) 18, PE HEADING #51 (SET #51) — Laundry - 4070 Opening Description: I Single Door #2023A 3 Hinges 5BB I I -IW 4 1/2 x 4 1/2 652 IV I Push Plate 8200 4 x 16 US32D IV I Pull Plate 8302-8 4 x 16 US32D IV I Door Closer SC71 RW/PA 689 FL I Overhead Door Stop 9068 652 GL I Kickplate 8400 36" x 46" US32D IV I Smoke Seal S88 D 18' PE HEADING #52 (SET #62) - Lockers Opening Description: I Single Door #E1087A I Electronic Lock CO -100- Y -70-KP-A"I'l-1 626 110 Note: Reuse the remainder of existing hardware May 16,2016 Page 16 of 17 Wheat Ridge Animal Hospital DOORHARDWARE Wheat Ridge, CO SECTION 08710 HEADING #63 (SET #53) — Endo - 4070 Opening Description: 4'0" x TO" 1 Single Door #2028A 3 Hinges 51313 1 14W 4 1/2 x 4 1/2 652 IV I Push Plate 8200 4 x 16 US32D IV I Pull Plate 8302-8 4 x, 16 US32D IV I Door Closer SC71 RW/PA 689 FL I Kickplate 8400 36" x 46" US32D IV I Wall Bumper WS407CCV US32D IV 3 Door Silencer SR64 IV H EAD INCY #54 (SET 4 54) -- Gate Opening Description --- 3'0- I Single Door 4 Gate I Exit Device 221, x 2301, -BE SP28 VD Remainder of har(fivare supplied with gate.. May 16,2016 Page 17 of 17 HARDWARE SCHEDULE - Code# WRAH Wheat Ridge Animal Hospital 10055 West 43rd. Avenue Group # AL01 Dote' Qty. = 1 DOOR 1006A 3 HINGES 5HH1HW 4 1/2 X 4 1/2 1 DEADLATCH 4911W 1 PADDLE OPERATOR 4590-1X-00 1 MORTISE CYLINDER 20-013 1 1/811 1 PUSH/PULL COMBO 919OH - 3-0 TYPE NO MTG. 1. CLOSER'. 2034 BUMP 1 FLOOR STOP FS448 1 THRESHOLD 272 A X 36" 1 DOOR SHOE 2221 APK X 3611 1 DE "THIS DOOR TO REMAIN LOC D... 14 LOCK CYLINDER SUPPLIED WITH 087100 HARDWARE t Group # AL02 Door Qty. . = 1 DOOR 1006B 3 HINGES 5HE1HW 4 1/2 X 4 1/2 NR.P 1 DEADLATCH 4911W PADDLE OPERATOR 4590-1X-00 1 MORTISE CYLINDER 20-013 1 1/811 1 PUSH/PULL COMBO 919 HD- 3 3 - 0 TYPE NO MTG. 1 CLOSER 20934 BUMP 1 FLOOR STOP RS445 1. THRESHOLD 272 A X 3611 1. DOOR BOTTOM 345 AV X 3611 1 DE "THIS DOOR TO REMAIN LOCKED .. " LOCK CYLINDER SUPPLIED WITH 1 HARDWARE Group # AL03 Door it`. US26D DOORS 10 0 C AND 10 0 7A 2 HINGES 5ET31HW 4 1./2 X 4 1/2 NRP 2 EXIT DEVICE 3347A -EO 2 EXIT" DEVICE 3347A -NL -OP X 388NL 2 RIM CYLINDER 20-022 C KEYWAY 4 DOOR PULL 619OHD- 0 TYPE 0 MTG . 4 CLOSER. 2034 BUMP 4 FLOOR STOP FS445 2 THRESHOLD 272 A X 7211 4 DOOR BOTTOM 345 A X 3611 652 628 628 626 a IV AD AD S IV LC IV PE RE AD IV ScAD AD IV LC IV PE PE AD 626 IV US26D VC) US26D, US1 H VO 626 Sc US32D Iii AL LC US26D IV PE PE HARDWARE CH D LE _ Cade## WRAH Page - Wheat Ridge Animal Hospital 10055 West 43rd Avenue LOCK CYLINDER SUPPL # WITH 087100 HARDWARE PACKAGE, HARDWARE SCHEDULE - Code# WRAH eat Ridge Animal Hospital 10055 West 43rd Avenue Group # AL03ALDoor Qty. = 1 US26D Vo DOORS 10 0 7A (ALTERNATE D ) VQ 6 HINGES 5BB1HW 4 1/2 X 4 1/2 NRP I EXIT DEVICE 3347A -EO LC 1 EXIT" DEVICE 3347A -NL -OP X 3 8NL RIM CYLINDER 0-022 C KEYWAY E DOOR PULL 819 0 HD - 0 TYPE C MTG. 1 CLOSER: 2034 BUMP 1 DOOR OPERATOR 2811 STT /GP 2WALL ACTUATOR 8310-856T 2 FLOOR S'T'OP FS44 8 1 THRESHOLD 272 A X 7211 2 DOOR BOTTOM 345 AV X 3611 LOCK CYLINDER SUPPLIED WITH 087100 HARDWARE PA.0 GE . Group # AL04 Door Qty, = 1 DOR 1006D 3 HINGES 5BB1HW 4 1/2 X 4 1/2 NRP 1 PUSH/PULL COMBO 919OH ?-33_.0 TYPE NO MTG. 1 CLOSER 2031 BUMP 1 FLOOR STOP FS448 1 'T'HRESHOLD 272 A X 3611 1 WEATHERSTRIP 1.8061 CNB X 3611 Group # AL05 Door Qty. DOOR 1006E 3 HINGES 5BB1HW 4 1/2 X 4 1/2 1. PUSH/PULL COMBO 91.9OHD-33_0 TYPE NO MTG. 1. CLOSER 2034 BUMP 1 FLOOR STOP F'S448 1 THRESHOLD 272 A X 36" 1 DOOR SHOE 221 APX X 3611 Group 06 Door Qty. = 1 DOORS 1007B 6 HINGES 5BB1HW 4 1/2 X 4 1./2 NRP 2 PUSH/PULL COMBO 5190Hi -33-0 TYPE NO MTG. CLOSER 2031 BUMP 2 FLOOR STOP FS448 1 THRESHOLD 272 A X 7211 1 WEATHERSTRIP 1.8061. CNB X 3611 626 IV US26D Vo US26L,US10B VQ 626 Sc % S32D IV AL LC CLR. LC LC S267 IV PE E 626 IV US 2 1 IV AL LC US26D IV PE PE 652 IV US32B IV AL LC US26D IV PE PE 6�26 IV yt 3 ry y q ^ AL L US26D IV PE PE HARDWAREL -- Gude# WRAH Page - WheatRidge Animal Hospital 10055 West 43rd Avenue HARDWARE SCHEDULE - Code# WRAH Page - 5 Wheat Rid i1Hospit l 10055 West 43rd Avenue Croup # AL06AL Door Qty. = 1 DOORS 1 0 7 E (ALTERNATE ADD) 6 HINGES 5EE1. 1/'2 X 4 1/2 NRP 626 IV 2 PUSH/PULL COMBO 919OR D-33-0 TYPE NO MTG. TSS 2 1 IV 1 CLOSER. 2631 BUMP AL LC 1 DOOR OPERATOR 281.1 STD/OP ANCLR LC 2 WALL ACTUATOR 8310-856"T' LC 2 FLOOR STOP FS448 US26 D IV 1 THRESHOLD 272 A X 7211 PE 1 WEATHERSTRIP 1.8061 CNB X 361' PE Group # AL07 Door Qty. = 1 TDCCR. 10 8 3 C 3 HINGES 5SE1.HW 4 1/2 X 4 1/2 NRP 626 IV 1 EXIT DEVICE 33.A -NL -CDP X 388NL US26ID VO 1 RIM CYLINDER 20-022 C . KEYWAY 626 SC 1 DOOR PULL 8190HD-0 TYPE C MTC. JS32 D IV 1 CLOSER 2034 BUMP AL LC 1 FLOOR STOP FS448 NS2 1 I 1 THRESHOLD 272 A X 3611 PE 1 DOOR BOTTOM 345 AV X 3611 PE 1 DEC "THIS DOOR TO REMAIN UNLOCKED... LOCK CYLINDER SUPPLIED WITH 0871.00 HARDWARE PACKAGE. Total number of units: 1.37 S.TUD10 D fl 0 C h � t e 4 t u r e Transmittal Project dame: Wheat Ridge Animal Hospital Cate. 1 April 2016 Project Number: 14015 To. Dean Nickel HYDER Construction 54:3 Santa Pe give Denver, CO 80204 From: Eileen Moore Koenigsberg of Copies: Description. Building Permit Set Sets stained and signed for R Building Department 9 set project manus e I set structural calculations 2 sets Com Check - Mechanical, Architectural (Electrical is on drawings) 2 sets Traffic Impact Study 2 sets Stormrnrater anagement Plan Dotes: For Building Dept. Submittal This intorniation is xrsurned to be correct unless response to the contrary is received within 7 days from the above (late. 1300 JACKSON STREET f€200 . CXC)I.t>EN, CO , 80401 303.458,9600 . wwvw ,studio dh,us 10140 W 44th Ave Cost/s1M29 SF $ 37,819DO Valuation $ 4,133,238.51 Permit $ 19,311.45 Permit Review (65%) $ 12,552,44 Use Tax $ 74,398.29 h Citv of W 1-16at I kicjge CITI," OF WHEAT RIME BUILDING AND INSPE('1`10N SERvicrs DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p, 303,235,2855J 301237,8929 Proof of Submission for Permitting/Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission, Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted Or processed. Date: 4/1/16 Project Address: 10140 W 44th Ave. Wheat Ridge, CO 80033 Signature of Firm Representative or Individual, nn mnT warm nri nw Terre. PrumT . rr a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. A9_q=_=rgSCnJ9d; (Please check one) o Wheat Ridge Fire Protection Arvada Fire Protection * Wheat Ridge Water District * Consolidated Mutual Water District * Valley Water District o Denver Water Agency Notes: Signature: �-(c' (Agency of * Wheat Ridge Sanitation District * Clear Creek Sanitation District * Fruitdale Sanitation District * Westridge Sanitation District * Other Date. GIN, of W h6at I' Qt< gc- CITY Of," WHE-kTRIME BUILDING AND INSPLCTION, SUVICES DIVISIoN 7500 W Nth Ave Wheat Ridge, C(,) 80033-8001 p, 301235,2855,f 303,237,8929 Proof of Submission for Permitting/Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date* 4/1/16 Project Address: 10140 W 44th Ave. Wheat Ridge, Gtr 3i 8033 Name of Firm/Individual submitting documents: Hyder Construction Inc. / Dean Nickell 303-656-5598 Tenant improvement of existing facility with (2) additions on the Project Type/Description: _ east and west sides on the north end. Old ME Engineering building will be transformed into Signature of Firm Representative or Individual: - i, -o A k/ ; 14 e, /- - - a duty authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Aaonwepmeml- (Please check one) o Wheat, Ridge Fire Protection o Arvada Fire Protection c) Wheat Ridge Water District • Consolidated Mutual Water District • Valley Water District o Denver Water Agency Notes: Signature: (Agency Representative) o Wheat Ridge Sanitation District x, Clear Creek Sanitation District • Fruitdale Sanitation District • Westridge Sanitation District • Other late� OF WHEAT RIDGE BUILDING AND 1NsPr-,rn0N SERVICES DIVISION w500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303,235,2855,f 303,237,8929 A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 4/1/16 Project Address: 10140 W 44th Ave, Wheat Ridge, CO 80033 Hyder Construction Inc. / Dean Nickell 303-656-5598 Name of Firm/individual submitting documents: — ------- Project Type/Description: Tenant improvement of existing facility with (2) additions on the east and west sides on the north end. Old ME Engineering building will be transformed into an animal hospital with exam rooms, tab rooms, surgery suites and general office space. Signature of Firm Representative or Individual: o Wheat Ridge Fire Protection o Arvada Fire Protection • Wheat Ridge Water District • Consolidated Mutual Water District p-,"�alley Water District o Denver Water Agency Notes: ---W— ritative of the agency am a duty authorized represe I =3 * Wheat Ridge Sanitation District * Clear Creek Sanitation District * Fruitdale Sanitation District * Westridge Sanitation District * Other Transmittal Project Name: Wheat Midge Animal Hospital Crate: 1 April 2016 Project Number; 14015 To: Dean Nickel HYDER Construction 543 Santa Fe Drive Denver, CO 80204 From: Eileen Moore Koenigsberg f Copies- Descri ` uilding Permit Set Sets stamped and signed for WR Buildin De a set project manual set structural calculations sets Com Check — Mechanical, Architectural (Electrical is on drawings) sets Traffic Impact Study sets Stormwrater Management Plan sets Geotechnical Report set for Arvada Fire Department Notes: For Building Crept. Submittal Fire Department Submittal (concurrently) Sanitation District (Clear Creek Valley Sanitation) This information is assumed to be cormel unless response to the € ontrary is received within 7 days ftorn the above date. 1300 JACK SON S°!'RE["T` #200 - GOLDEN, CO t #1{)401 303.458.9600 « saww.siudio-dh,us COMcheck Software Version 4.0.2.8 Envelope Compliance Certificate zmmmm�� Energy Code: 2012 IECC Project Title: Wheat Ridge Animal Hospital Location: Wheat Ridge, Colorado Climate Zone: 5b Project Type, Addition Vertical Glazing / Wall Area: 22% Construction Site, Owner/Agent: 10140 West 44th Avenue Donald Ostwald Wheat Ridge, CO 80033 Vortex Real Estate investments, 0,525 LLC Office] (c) Roof 1: Insulation Entirely Above Deck, [Bldg, Use I - Office] 3695 Kipling Street — 30�O Wheat Ridge, CO 80033 O�039 303-424-3325 1265 dostwald@wrah.com Building Area Floor Area 1 -Office : Nonresidential 16090 Emmff=rt� Designer/Contractoc Eileen Moore Koenigsberg Studio DH Architecture 1300 Jackson Street Suite 200 Golden, CO 80401 720-457-3265 efleen@studio-shims Assembly Gross Area Cavity Cont. Proposed Budget U - or R -Value R -Value U -Factor Factorm Perimeter Floor 1: G—ra—de—:Un—hea—te—d,—Ver-tica—I 3_ft., [Bldg. Use 1 - 530 --- 10.0 0,525 0,550 Office] (c) Roof 1: Insulation Entirely Above Deck, [Bldg, Use I - Office] 6796 — 30�O O�032 O�039 Roof 2: insulation Entirely Above Deck, [Bldg, Use I - Office) 1265 X0 0,032 O�039 NME North Wall - Steel Framed (Lower): Steel -Framed, 16" ri.c., (Bldg. Use 1 1918 21 �O 0�0 0106 0.064 - Office) North Windows (Lower): Metal Frame with Thertnai Break:Fixed, Perf. 162 0X0 0,380 Specs,: Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0,38, [Bldg, Use I - Office) (b) North Doors (Swinging), Insulated Metal, Swinging, [Bldg, Use I - 24 --- 0X0 0370 Office) North Doors (Overhead): Insulated Metal, Non -Swinging, [Bldg, Use I - 64 --- O�057 0,057 Office) North ER Storefront - HOST: Steel -Framed, 16" o,c., [Bldg. Use I - 97 21,0 0,0 0.106 0,064 Office] North ER Storefront: Metal Frame with Thermal Break:Fixed, Pert, 97 --- --- 0,370 0,380 Specs,: Product ID EFCO 403T, Soloman 60 Clear, Clear, SHG C 0.38, PF 0. 56, [Bldg. Use I - Office) (b) North Wall - CMU: Concrete Blo&8", Partially Grouted, Cells Empty, 123 6,6 0,107 0,078 Light Density, Furring: None, [Bldg, Use I - Office] North Lower Atrium Wall Storefront - HOST: Steel -Framed, 16" o,c,, 91 21,0 0.0 0.106 0.064 [Bldg, Use I - Office] Project Title: Wheat Ridge Animal Hospital Report date: 03/22/16 Data filename: P:\14015 - Wheat Ridge Animal Hospital\DOCs\WRAH - CoMcheck.cck Page 1 of 10 Assembly Groan Area Cavity Cont, proposed Budget U- or -Value R-Value U- actor Factor(.) Perimeter North Lower Atrium Wall Storefront: Metal Frame with Thermal 9 _ _. 0.370 0.380 m Break:Fixed, Perf. .. Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0.38, PF 0.56, [Bldg. Use 1 - Office] (b) North Upper Atrium Wall Storefront - HOST: Steel-Framed, 16" o.c., 141 21.0 0.0 0.106 0.064 [Bldg, Use 1 - Office] North tipper Atrium Wall Storefront: Metal Frame with Thermal 149 - - 0,370 0.380 Break:Fixed, Perf, Specs.: Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0.38, PF 0.34, [Bldg. Use 1 - Office] (b) North Wall - EIFS (Upper): Steel-Framed, 16" o.c., [Bldg. Use 1 - Office] 4.53 21.0 6.6 0.062 0:064 East Wall - Steel Framed (Lower): Steel-Framed, 16" o.c., [Bldg. Use 1 1780 21.0 0,0 0.106 0.064 - Office] East Moors ([rower): Insulated Metal, Swinging, [Bldg. Use 1 -Office] 131 --- --- 0.370 0.370 East EP Storefront - HOST: Steel-Framed, 16" o.c., [Bldg. Use 1 - 62 21.0 0.0 0.106 0.064 Office] East Eft Storefront: Metal Frame with Thermal Break:Fied, Perf. 62 - 0,370 0.380 Specs.: Product ID EFCO 403T, Solarban 60 Clear', Clear, SHGC 0,38, PF 0. 19, [Bldg, Use 1 - Office] (b) East Wall - EIFS (Upper):. Steel-Framed, 16" o.c.„ [Bldg. Use 1 - Office] 648 21,0 6,6 0,062 0.064 East Windows (Upper): Metal Frame with Thermal Break: Fixed, Pert. 50 -- 0.370 0,380 Specs., Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0,38, [Bldg. Use 1 - Office] (b) South Wall - steel Framed (Lower): Steel-Framed, 16"o.c., [Bldg. Use 1101 21.0 0,0 0.106 0.064 1 - Office] South Windows (Lower): Metal Frame with Thermal Break.Fixed, Perf. 130 m__ --- 0.370 0,380 Spec.: Product IC EFCO 403T, Solarban 60 Clear, Clear, SHGC 0.38, [Bldg, Use 1 - Office) (b) South Doors (Lower): Insulated Metal, Swinging, [Bldg. Use 1 - Office] 48 ___ ___ 0.370 0,370 South Atrium Wall Storefront - HOST: Wood-Framed, 16" o,c., [Bldg. 90 21.0 0.0 0,062 0,064 Use 1 _Office] South Atrium Wall Storefront: Metal Frame with Thermal Break:Fixed, 90 µ-- -- 0.370 0.380 Pert. Specs.: Product ICs EFCO 403T, Solarban 60 Clear, Clear, SHGC 0.38, PF 0.64, [Bldg. Use 1 _Office] (b) South Wail - EIFS (Upper): Steel-Framed, 16" o.c., [Bldg. Use 1 - 193 21.0 6.6 0,062 0,064 Office] South Windows (Upper): Metal Frame with Thermal Break:Fixed, Perf. 130 --- --- 0.370 0.380 Specs.,. Product Ill EFCO 403T, Solarban 60 Clear„ Clear, SHGC 0.38, [Bldg. Use 1 - Office] (b) wui West Wall - Steel Framed (Lower): Steel-Framed, 16" o.c,, [Bldg, Use 1 1178 21:0 0.0 0.106 &064 - Office] West Windows (Lower): Metal Frame with Thermal Break.Fixed, Perf. 128 --- --- 0.370 0.380 Specs, . Product IC EFCO 403T„ Solarban 60 Clear, Clear, SHGC 0.38, [Bldg. Use 1 - Office] (b) West Doors (Lower): Insulated Metal, Swinging, [Bldg, Use 1 -Office] 48 --- 0.370 0.370 West Lower Atriums Wall Storefront - HOST: Wood-Framed, 16" o.c., 353 21,0 0:0 0,062 0.064 [Bldg. Use 1 - Office] West Lower Atrium Wall Storefront: Metal Frame with Thermal 353 -- - 0.370 0,380 Break:Fixed, Pert. specs.: Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0.35, PF 1.90, [Bldg. Use 1 - ice] (b) West ER Storefront - HOST: Steel-Framed, 16" o.c., tBidg. Use 1 - 58 21,0 0.0 0,106 0.064 Office] West Eft Storefront, Metal Frame with Thermal Break:Fixed, Pert, 58 0.370 0.380 Specs,: Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0.38, PF O. 19, [Bldg. Use 1 - Office] (b) West Upper Atrium Wall storefront _ HOST. Wood-Framed, 16" o.c,, 394 21.0 0.0 0.062 0,064 [Bldg, Use 1 - Office] Project Title: Wheat Ridge Animal Hositaf�W��__._�.____��,�_.-,®M___w.__,._.,-.�_.__M._._�._..._ Report date. 03/22/16 Data filename; P:114015 - Wheat fudge Animal Hospital\DOCs4WRAH - COMcheck.cck Pane 2 of 10 Assembly Gross Area Cavity Cont. Proposed Budget U- ! ♦: Perimeter Upper Atrium Wall Storefront: Metal Frame with Thermal 394 --- O370 0380 Break'Fixed, Pert. Specs,'Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0.38, West Wail - EIFS (Upper), Steel-Framed, 16" o.c., #, 1'. Budgetnot # product(b) Fenestration performance must be certified in accordance with NFRC and requires supporting proposed(c) Slab-On-Grade budget r11 representedEnvelope Compliance Statement Compliance Statement., The proposed envelope design document is consistent with the building plans, and other calculations.. systems have been designed to meet the 2012 JECC requirements in COMcheck Version 4,0.2.8 and to comply with the mandatory requirements listed in the Inspection Checklist, itle _Nfa m "e-_T _*iNignat�ur��� — 5a—te Project Title: Wheat Ridge Animal Hospital __.__..w_�.�.���_.__� Data filename: t'.\14015 - Wheat Ridge Animal Hospital\DOCS\WRAH - COM heck.cc k Report date: 03/22/16 Rage 3 of 10 COMcheck Software Version 4.0.2.8 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the CoMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. it III Z5 # Plan Ertli Craplles? Comments/Assumptions Re D 0103.2 Plans and/or specifications provide all DComplies [PRIJI 'information with which compliance E]Does Not can be determined for the building oNot Observable envelope and document where :E,]Not Applicable exceptions to the standard are claimed, 0406 Plans, specifications, and/or :DComplies [PR9]1 calculations provide all information f/Does Not with which compliance can be []Not Observable ,determined for the additional energy 0 Not Applicable efficiency package options, ...... 0402.3.1 Vertical fenestration area <= 30 ElComplies (PR10]1 percent of the gross above -grade wall E/Does Not ,area. []Not Observable, EINot Applicable C402.3.1 Skylight area <= 3 percent of the LIComplies [PR11]1 gross roof area, E]Does Not EJNot Observable ONot Applicable C4023.2 1n enclosed spaces >l0,000 ft2 ElComplies (PR14)1 directly under a roof with ceiling ElDoes Not :heights >15 ft. and used as an office, F Observable, lobby, atrium, concourse, corridor, :storage, gymnasium/exercise center, _JNot ONot Applicable convention center, automotive :service, manufacturing, non - refrigerated warehouse, retail store, distribution/sorting area, transportation, or workshop, the following requirements apply: (a) the daylight zone under skylights is >= half the floor area; (b) the skylight area to daylight zone is >= 3 percent With a skylight VT >= 0,40; or a minimum skylight effective aperture >= 1 percent. C402.3,2, Areas with obstructions that block DComplies 2 direct beam sunlight on >= 1/2 of the E]Does Not [PR1511 roof over the enclosed area for more []Not Observable, i than 1,500 daytime hours per year 'between [Not Applicable 8 am and 4 pm. Additional Comments/Assumptions: [1JR-1-9h Impact (Tier m Impact (Tier impact (Tier 3) Project Title: Wheat Ridge Animal Hospital Report date: 03/22/16 Data filename: P:\14015 - Wheat Ridge Animal HcspitaI\D0Cs\WRAH - COMcheck,cck Page 4 of 10 Additional Comments/Assumptions: L(m. El TMagh trnpact (Tser„^1) 2 M -Tedium Impact (Tier 2)_._.__._. ' L(co- lmpac {T� r 3) N Project Title. Wheat Ridge Animal Hospital Repot cute: 03/22116 Data filename: P:\14015 - Wheat Ridge Animal Hospital\DO s\WRAH - COMcheck.cck Page 5 of 10 I• W11611610"No WMINIMalwat 040233, :Vertical fenestration U -Factor. U__ C4023.4 [FR811 04023.3 Vertical fenestration SHGC value. SHGC_ [FRIO]' C303,13 Fenestration products are (FR1311 'certified as to performance tab or certificates provided. 19J�M � thermal envelope meets requirements. L-lComplies ODoeS Not Not Observable EINot Applicable C402.42 'continuous air ba rn-er that is (FR16]1 "seated in an approved manner M and either constructed or tested EINot Applicable in an approved manner. Air barrier penetrations are seated in mplies "an approved manner, 1�� Factory -built fenestration and . . ... . B .. Not M", "'g, Not Observable I• W11611610"No WMINIMalwat 040233, :Vertical fenestration U -Factor. U__ C4023.4 [FR811 04023.3 Vertical fenestration SHGC value. SHGC_ [FRIO]' C303,13 Fenestration products are (FR1311 'certified as to performance tab or certificates provided. 19J�M � thermal envelope meets requirements. L-lComplies ODoeS Not Not Observable EINot Applicable • 11 • ssen7b e for values, w ng ng w ng ng oes o Nonswinging Nonswinging C)Not Observable UNot Applicable (Tier 1) ' 'J!Medium Impact Tier, EF� �19_jT Project Title: Wheat Ridge Animal Hospital Report date: 03/22/16 Data filename: P:\14015 - Wheat Ridge Animal Hospital\DOCs\WRAH - COMcheck,cck Page 6 of 10 MI C3DoeS Not EINot Observable M EINot Applicable mplies . . ... . B .. Not M", "'g, Not Observable 9� Applicable U__ c1Compl€es See the Envelope Assemblies oDoes Not table for values, ]Not Observable ONot Applicable HGC,_ OComplies mrnSee the Envelope Assemblies DDoes Not table for values. ONot Observable ONot Applicable ...... .. ............ .......... oDoes Not v N er ab e ofb 0 D s A e 0 N ot OpticabI • 11 • ssen7b e for values, w ng ng w ng ng oes o Nonswinging Nonswinging C)Not Observable UNot Applicable (Tier 1) ' 'J!Medium Impact Tier, EF� �19_jT Project Title: Wheat Ridge Animal Hospital Report date: 03/22/16 Data filename: P:\14015 - Wheat Ridge Animal Hospital\DOCs\WRAH - COMcheck,cck Page 6 of 10 Additional Comments/Assumptions: impact (Tier 2) mpact ier I impact (Tier 3) Project Title. Wheat Ridge Animal Ho,,;pital Report date: 03/22/16 Data filename: P:\14015 - Wheat Ridge Animal Hospital\DOCs\WRAH - COMcheck,cck Page 7 of, 10 C402.4.1, 'All sources of air leakage in the' I building thermal envelope are [INI]l 'sealed, caulked, gasketed, ,weather stripped or wrapped wi moisture vapor -permeable ,wrapping material to minimize 0402.4.2. x Roof R -value, For some ceiling R- -; R-_ 1 systems, verification may need to E] Above deck [J Above deck [IN211 occur during Framing Inspection. 0 Metal E] Metal 0 Attic E] Attic C3012 'Roof insulation installed per [IN311 manufacturer's instructions, ,Blown or poured loose -fill insulation is installed only where the roof slope is -3 in 12. C303,2 'Above -grade wall insulation [IN711 installed per manufacturer's instructions, Floor insulation R -value. 6u7iFcFing"envelope insulation is labeled with R -value or insulation certificate providing R -value and other relevant data. kal"Ni 19101 �__ roof insulation requirements 23== R- R- E] Mass EEJI M a EJ Steel El Ste El Wood EJ Wo '1_IComplies Not '[]Not Observable Z ,E]Not Applicable ---------- Ocomplies See the Envelope Assemblies DDoes Not table for values, �E3Not Observable ONot Applicable UComplies E]Does Not tE3Not Observable ,ONot Applicable (plies s Not Observable n -Not Applicable 0 -complies See the Envelope Assemblies Does Not El table for values. ,DNot Observable E]Not Applicable iplies s Not Observable Applicable iplies s Not Observable Applicable LJComplies DDoeS Not []Not Observable ONot Applicable Project Title: Wheat Ridge Animal Hospital Report date: 03/22/16 Data filename: P:114015 - Wheat Ridge Animal Hospital\DOCs\WRAH - COMcheck.cck Page 8 Of 10 e tion � fined n tion Cts plies- comments/Assumptions uPke iia C402,4,6 Weatherseals installed on all loading Elcomplies [F13711 deck cargos doors. DDoes Not Not Observable C.Not Applicable C 0 ,4.R :Recessed luminaires in thermal ElCornplies [F12613 'envelope to limit infiltration and be IC 0Does Not rated and labeled. Seal between Not Observable interior finish and lurninalre housing. 1Nat Applicable C406 Efficient HVAC performance, efficient OComplies [F13411 'lighting system, or on-site supply ofElDoes Not renewable energy consistent with ; '0Not ObservableNat what is shown the approved plans, ble Applicable l Additional Comments/Assumptions: 1Fligh Impact (Frer IVj „ edlum Impact {Tier.} W�Low Impact {Tier 3} Project Title;: � Wheat Ridge Animal Hospital_.._. Repan date: 03122111+ Data filename: P:E14015 - Wheat Ridge Animal Hosp1ta1\D0Cs1WRAH - COMcheck.cck Page 9 of 10 COMicheck Software Version 4.0.2.6 Mechanical Compliance Certificate NESSEnE= Energy Code: 2012 IECC Project Title: Wheatridge Animal hospital Location: Wheat Ridge, Colorado Climate Zone: 5b Project Type: Addition Construction Site. Owner/Agent: Designer/Contractor: 10140 West 44th Ave. 20/20 engineering, Inc. Wheatridge, CO 80033 1032 E. South Boulder Rd, Ste 208 Louisville, CO 80027 303-926-0020 jerry@2020engineer.com Mechanical Systems List Ociantity System Type & Description I RTU -2 (Multiple -Zone): Heating: I each - Central Furnace, Gas, Capacity - 250 kBtu/h Proposed Efficiency = 82.000/6 Et, Required Efficiency = 80 6 Et Cooling: 1 each - Single Package DX Unit, Capacity - 307 kBtu/h, Air -Cooled Condenser, Air Economizer Proposed Efficiency - 10.00 EER, Required Efficiency = 9A0 EER Fan System: RTU -21 RTU -2 Addition -- Compliance (Motor nameplate HP method) , Passes Fans: FAN I Supply, Multi -Zone VAV, 10970 CFM, 10.0 motor nameplate hp I RTU -3 (Multiple -Zone): Heating: I each - Central Furnace, Gas, Capacity = 350 kBtu/h Proposed Efficiency - 82,00% Et, Required Efficiency - 80.00% Et Cooling: 1 each - Single Package DX Unit, Capacity = 262 kBtulh, Air -Cooled Condenser, Air Economizer Proposed Efficiency - 10 00 EER, Required Efficiency = 9.80 EER Fan System: RTU -31 RTU -3 Addition -- Compliance (Motor nameplate HP method) : Passes Fans: FAN 2 Supply, Multi -Zone VAV, 9280 CFM, 10.0 motor nameplate hp AC -I (Single Zone): No minimum efficiency requirement applies Fan System: AC -I I Ductless Split -- Compliance (Motor nameplate HP method): Passes Fans. AC -2 (Single Zone): �9 No minimum efficiency requirement applies Fan System: AC -2 I Ductless Split - Compliance (Motor nameplate HP method): Passes Fans: 2 UH -I - UH -2 (Single Zone): Heating: I each - Unit Heater, Hot Water, Capacity = 13 kBtu/h Project Title: Wheatridge Animal hospital Report date: 03/30/16 Data filename: G:\2015 jobs\15075-Wheatridge Clinic SD\Engineering\l Project Docs\Code Reviews\WRAH Page I of 14 COMCheck.cck Quantity System Type & Description No minimum efficiency requirement applies Fan System: UH I unit Heater -- Compliance (Motor nameplate HP method): Passes Fans: FAN 5 agggly, Constant Volume, 395 CFM, 0.1 motor aamelLaiII& 4 CUH-1, 2, 3, 4 (Single Zone): Heating., 1 each - Hydronic or Steam Coil, Hot Water, Capacity - 14 kBtu/h No minimum efficiency requirement «♦ Fan System: CUH I Cabinet heater -- Compliance (Motor nameplate HP method) � Passes Fans: FAN 6 ♦e: ♦ Volume, 225 CFM, 0.1 motor „.♦ hp 3 EBB -1 (Single Zone): Heating: 1 each - Other, Electric, Capacity - I kBtu/h No minimum efficiency requirement applies Fan System: None I 1 0 # MINESIUM, ZiUMMUM"Ma MUMS = I Proposed Efficiency: 85.00 % Et, Required Efficiency: 80.00 % Et 1 Indierct DWH-1: Gas Storage Water Heater, Capacity.- 110 gallons, Input Rating: 75 Btulh w/ Circulation Pump Proposed Efficiency: 85.00 EF, Required Efficiency: 0.46 EF I Indierct DWH-2: Gas Storage Water Heater, Capacity: 110 gallons, Input Rating: 75 Btu/h w/ Circulation PumT, Proposed Efficiency: 85.00 EF, Required Efficiency: 0.46 EF t • W*11 listed in the Inspection Checklist. e itle • =I Project Title: Wheatridge Animal hospital Report date: 03/30/16 Data filename: GA20 jobs\15075-Wheatridge Clinic SD\Engineering\l Project Docs\Code Reviews\WRAH Page 2 of 14 COMCheck.cck COMcheck Software Version 4.0.2.6 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. In Review CIO ie' Comments/Assumptions 0103.2 Plans, specifications, and/or OComplies [PR2J1 calculations provide all information CIDoes Not with which compliance can be oblot Observable determined for the mechanical systems and equipment and EINot Applicable document where exceptions to the standard are claimed. Load calculations per acceptable engineering standards and handbooks. . .... . ......... .. 0103.2 Plans, specifications, and/or (PR311 calculations provide all information Oboes Not with which compliance can be ONot Observable determined for the service water heating systems and equipment and ONot Applicable document where exceptions to the standard are claimed. Hot water system sized per manufacturer's sizing guide. ---------- C406 Plans, specifications, and/or ClComplies [PR911 calculations provide all information CIDoes Not with which compliance can be [Not Observable determined for the additional energy efficiency package options, EI of Applicable Additional Comments/Assumptions: Project Title: Wheatridge Animal hospital Report date: 03/30/16 Data filename: 0A2015 jobs115075-Wheatridge Clinic SDNEngineering\l Project Docs\Code Reviews\WRAH Page 3 of 14 COMCheck.cck connection to controls. MMMM= UCompfies �E]Does Not WW W W 3 � w Impact (Tier 1) e iurn Impact (Tier 2) LoImpact (Tier ........... Project Title. Wheatridge Animal hospital Report date: 03/30/16 Data filename. G:\2015 jobs\15075-Wheatridge Clinic SD\Engineering\l Project Docs\Code Reviews\WRAH Page 4 of 14 COMCheck.cck F Soct on -7 Plumbing Rough -in 10SP04ttion complies? comments/Assumptions �43 Temperature controls installed on Elornplies JPL13 service water heating systems (1103 F Does Not for dwelling units and lavatories in jl�tat Observable public restrooms and g F for other E]Not Applicable occupancies.) -------------- 4,3 Temperature controls installed on Complies JPL513 service water heating systems (110 F ODoesNot for dwelling units and lavatories in Clhlrat Observable public restroors and gg F for other ONot Applicable occupancies,) C4bi 4 Autornattc time s' -w 'i-tc- —he—s installed to C3 ampEies L3J' automatically switch off the Oboes Not recirculating hot-water system or heat []Not.:trace[]NotObservable [trot Applicable _w ri_..w.__ ,.,...-------- C404,4 Automatic time switches installed to ElComplies {PL3)' automatically switch off the C l oes Not recirculating hot-water system or heat O �iat Observable trees, Clot Applicable Additional Comments/Assumptions: `lHigh Impact {Tier ) wNledcsrrs Irapa (Ter ) 3ql o Imp (Tier ) _..,_ _ ,. _. rv. ro w. _ ........ Project Title: Wheatridge Animal hospital Report date: 03/30/16 Data filename: 0:12015 jobsi1 075-Wheatridge Clinic SD\Engineeringtl Project Docs\Code Reviews\WRAH Page 5 of 14 OM heck.cck High Impact (Tier 1) ry � 2 1Mediur Impact {Tier 2) i 3 draw impact fl ier ) 3 . _ . s. .a... _. . Project Title: Wheatridge Animal hospital Report date: 03/30/16 Data filename: 01.12015 obsi15075-Wheatridge Clinic SD\Engineering\l Project Docs\Code Reviews\WRAFI Pane 6 of 14 COMCheck.cck if t to ori Rem30 _ ._.. .,... ( 1.3 ' HVAC equipment efficiency verified. OComplies See the Mechanical Systems list for values, Does Not Clot Observable ONot Applicable 0403.2,5. Demand control ventilation provided OComplies 1 for spaces ,500 sq.ft. and >25 ODoes Not [ME5911 people/1000 s .ft. occupant density Clot Observable and served by systems with air side E 3Not Applicable economizer, auto modulating outside air damper control, or design airflow ,3,000 C'fm, 04 3.4 2.N _>__=__7. 5 hp are driven -by —_„_ At/ fan C�Co pl ees __ ee the 169echanlcad systems dist fear values,--.. C1 75 mechanical or electrical variable C]Does Not speed drive, or driven by vane -axial with variable speed blades, o operate of Observable with motor demand <=30% design [Tot Applicable kW at 50% design flow - calculations required 0403.4.2 /A4/ fan hp are ers e--d,-r,-!- by h�cal Systems list for values. C Com e s de -t -h, iiie carr IME75 2 mechanical or electrical variable ODoes Not speed drive, or driven by vane -axial with variable speed blades, or operate Qiot Observable with motor demand =30° design E3Not Applicable kW at 50% design flow . calculations required 0411 <2.7 ' l"I AC ducts and pleriurn5 insulated- Complies 0 012 There ducts or plenums are installed ODoes Not in or under a slab, verification may Not Observable need to occur during Foundation [Not Applicable Inspection. ,.. -_ m C4,2.R sulatii�-i-o n ._�tlt__. _.,._ �._. Ii�IAC piping inicknes5. .-. ,. „ � 3-Cornt.... m._ _. ----------------- C plles .. [ME61,12 Where piping is installed in or under a 13Does Not slab, verification may need to occur [3Not Observable during Foundation Inspection. Clot Applicable C40f.2,R itAC {piping insulatis�n thickness. _.. ___. C�3Complies [ME6112 Where piping is installed in or under a E]Does Not slab, verification may need to occur jlot Observable during Foundation Inspection, [.lVot Applicable .....,.- C4t3b2, fiAC _..piping__ __- Insulation..__..thickne_ _e,ssm.__.... . __-.___._ . .n 3�. Co___s�aplie5-a_ ----------------------------------- Where piping is installed in or under a ODoes, Not �IME6112 slab, verification may need to occur Observable during Foundation Inspection. C3Not �l�ot Applicable C463.2. ; IiAC piping insulation thickness. -------- 0Complies IME6112 Where piping is installed in or under a ODoes Not slab, verification may need to occur Observable during Foundation Inspection.. Not O ri Ct Applicable 04113.2: :4 piping insulation thickness. CwJComplie- s CM 12 Where piping is installed in or under a E]Does Not slab, verification may need to occur [. Not Observable during Foundation Inspection. C:Not Applicable 040 .2» HVAC piping insulations thickness. OComplies [ME6112 Where piping is installed in or under a ODoes Not Slab, verification may need to occur lslot Observable during Foundation Inspection OlVot Applicable High Impact (Tier 1) ry � 2 1Mediur Impact {Tier 2) i 3 draw impact fl ier ) 3 . _ . s. .a... _. . Project Title: Wheatridge Animal hospital Report date: 03/30/16 Data filename: 01.12015 obsi15075-Wheatridge Clinic SD\Engineering\l Project Docs\Code Reviews\WRAFI Pane 6 of 14 COMCheck.cck 1 .2.8 HVAC piping insulation thickness. OCornplies [ME6112 Where piping is installed in or under a E]Does Not stab, verification may need to occur to during Foundation Inspection. ONot Applicable Apperva ONot C403.18 VAC piping insulation thickness. Ocormplies I E 112 there piping is installed in or under a ODoes Not stab, verification may need to occur Griot Observable during Foundation Inspection. 0Not Applicable C403.1 . Piping_Msulation exposed to weather C i orr pt es 1 is protected from damage (due to sun* Oboes Not CM 7t3 moisture, wind, etc.), ONot Observable E]Not Applicable 0403.2. "Them"" liy ineffective panel surfaces q 10 Comp, I i e [ME4113 sensible heating panels have E]Does Not insulation >= R-3.5. E]Not Observable Clot Applicable 04#13.3.1, al cing capacity without Totool Complies economizers must be less than E]Does Not � [NA]0 ovarMaxK tuPerlw %. loot Observable 0Not Applicable C403.2,7 Ducts and plenums seated based on #Complies JME1012 static pressure and location, ODoes Not []Not Observable ONot Applicable _m.,,, m. . ... ..,.._w,._m, ,. ....... C4�i13,2.7, ' Ductwork operating 3 in. water - ._ ...,._ ---- IComplies 1.3 column requires air leakage testing, Toes Not I l l) []Not Observable E]Not Applicable C403.2.7. ' Ductwork op ting >3 M. water CoMpties 1.3 column requires air leakage testing, 0Does Not IME1113 ONot Observable E]Not Applicable 0&.2.7. '. ductwork operating >3 fn, ureter IOorraplies 1.3 column requires air leakage testing. E]Does Not [JAE1113 E]Not Observable ; ONot Applicable C403.2.7, Ductwork operating., >3 in. water C Complies 1„3 column requires air leakage testing, 0Does Not t1113 (]blot Observable 0Not Applicable C403.2.7. Do 'twork operating a in, water C Complies 13+ column requires air� leakage testing. ODoes Not (04EII13 ONot Observable Applicable C403.4.1 Three-pipe hydronic systems using a OComplie 1 common return for hot and chilled ODoes Net JME5012 water are not used. oNot Observable ONot Applicable C40143. Three-pipe hydropic systems using a O ornplie 1 common return for hot and chilled ODoes Not tgt water are not used, []blot Observable Ilaot Applicable 1 #ugh Impact (Tier 1) m � � t 2 edsurrs Impact Cher 2) � 3' tow Impact {Ter ) Project Title: Iheatridge Animal hospital Report date. 013t 6 Data filenarne t3.\2015 jobs\15075-lheatridge Clinic SD\Engineering\l Project flocs\Code Reviews\WRAH Page 7 of 14 COMCheck.cck Moichankal Doug In Ind i SSS Ions C408.21. Air outlets and zone terminal devices OComplies 1 have means for air balancing. 0Does Not M5 E]Not Observable € Not Applicable +HVAC hydron c heating and cooling E]Complies 2 oils have means to balance and have L]Does Not IME5413 pressure test connections. :Jot Observable E]Not Applicable C4 .2.. HVAC hydropic heating and cooling OComplies i coils have means to balance and have CDoes Not [ME5413 pressure test connections. (Idol Observable Clot Applicable fivAk fan systems at design ElComaplies See the mechanical System last for values. .1 conditions do not exceed allowable ODoes Not tME6513 fan systema motor nameplate hp or fan [1Not Observable system bhp ]blot .Applicable ,ff .... rom u. �.� _._... w__.. , ... ..... ... C t x,1£1 fIOfAC fan systems at design ElComplses See* the Mechanical Systems last for values. .1 conditions do not exceed allowable ODoes Not [M 65 3 fan system motor nameplate hp or fan E]Not Observable system bhp. E]Not Applicable Cot a VAv fan motors >=7.5 hp to be driven OComplies [ME6612 by variable speed drive, have a vane- []Does Not axial fan with variable pitch blades, or []Not Observable have controls to limit fan motor demand. ONot Applicable C411,An2 VAV feta maotors > 7. no to be driven OComplies tME6612 by variable speed drive, have a vane- Does Not axial fan with variable pitch blades, or have controls to limit fare motor []Not Observable demand, E]Not Applicable C x.4,2 VAV fan motors 7,5 hp to be driven ElComplies tME6612 by variable speed drive, have a vane- ODoes Not axial fan with variable pitch blades, or have controls to limit fan motor (lot Observable demand. Clot Applicable C4t3.4,2 VAV fan motors 7m5 hp to be driven [Complies [ME6612 by variable speed drive, have a vane- DDoes Not axial fan with variable pitch blades, or have controls to limit fan motor [:]Not Observable demand. Not ,Applicable 'Y__""" . .re,...._._.,_ .� Coll .AK2 ;VAV fan motors >=7.5 hp to be driven ElComplies IME6612 by variable speed drive, have a vane- Does Not axial fan with variable pitch blades, or have controls to limit fan motor E]Not Observable demand. EINot Applicable C411w. AV fan maotors .5 hp to e driven OComplies [ME6612 by variable speed drive, have a vane- ODoes Not axial fan with variable pitch blades, or have controls to limit fan motor jlot Observable demand. []Not Applicable C al .4.2 VAV fan maotars -7"-.-5,-"h,, to be d_­r'lv'­e_n---- IME6612 by variable speed drive, have a vane- 0Does Not axial fan with variable pitch blades,. or E]Not Observable have controls to limit fan motor demand. Not Applicable 1 lila h impact (7ser li8 edretrrr Impact (fret Low Imtpact 6 ler ) .,.�_...e....._,.....�_.x Project 'Title: Wheatridge Animal hospital Report date; 03/30/16 Data filename: GA2015 Jobs015075-Wheatridge Clinic aDt ngineeringel Project Docs\Code ReviewskWRAH Page 8 of 14 COMChec.cc Mechankal Rough4n Inspecthae Complies? Cotro"ents/Assumptions WVAV 04.4.2 fan motors >=7.5 hp to be driven C;Complies [ME6612 by variable speed drive, have a vane- E]Does Not axial fan with variable pitch blades, or hiot Observable have controls to limit fan motor demand, blot Applicable .„ _.,..__ _....._ �_._�. mw..__ ___��– VAV feta motors >7.5 hp to tae driven r �_ �_�.._. .._... Ciornplle—s---' es IME6612 by variable speed drive, have a vane- ODoes Not axial fare with variable pitch blades, or ONot Observable controls to limit fare motor ONot Applicable demand,: C434,2 'VAV fart otors > hp to e driven �Cornplis by variable speed drive, have a vane- DDoes Not axial fan with variable pitch blades, or []Not Observable have controls to limit fart motor ONot Applicable demand. C4 4.2 : VAV fare motors >=7.5 hp to be drivers OComplies [ME6612 by variable speed drive, have a vane- E]Does Not axial favi with variable pitch blades, or Cot Observable have controls to limit favi motor demand. ONot Applicable ��.�M. -M�,�;._. 4{1.4„2. -_._n,.,_. ' VAww..V fasts have static pressure sensors �camplies 1 positioned so setpoint <=1/3 total D oes Not [ME6712 design pressure. EJNot Observable ONot Applicable ' M...._......... _._ C403.4.2. VAV fans have static pressure sensors OComplies 1 positioned so setpoint <=1/3 total E)Does Not IME6712 design pressure. [)Plot Observable Not Applicable C4 3 4*2. Reset static pressure setpoint for DDC ClCo iplies 2 controlled VAV boxes reporting to Does Piot [ME2417 central controller based ars the zones oNot Observable requiring the most pressure. CiPlot Applicable --------- C403.4.2. 'Reset static pressure setpoint for DDC OComplies 2 controlled VAV boxes reporting to ODoes, Piot (ME2412 central controller based on the zones ONot Observable requiring the most pressure. OPlcat Applicable lydronic systems greater than ElComplies 4 300,000 Rtufh designed for variable ElDoes Not [ME6813 fluid flaw. Not Observable ONot Applicable '411.4.3. ; liydronic systems greater than- lCompl'ies 4 300,000 Btu/h design-ed for variable ODoes Not [ME6813 fluid flow. ONot Observable [loot Applicable C4ti,4.3M Plydronoc systems g€eater there Carr-plies 4 300,000 Btuih designed for variable ElDoes Not [ME6813 fluid flow. []Not Observable ONot Applicable C4f1 .4.3, Reduce flow In pumping s ysterns >100 Cornplie _N.._._..a hp to multiple chillers or boilers when E3Does Not IME2613 others are shut down. ]Not Observable ONot Applicable Temperature reset by"representative C�Coi--plies 4 building loads in pumping systems for []sloes Not I913 chiller and boiler systems >300,000 []Not Observable : Btu/h. C Not Applicable 1 High Impact (Tier �) 1 2 i-+l ilium Impact (Tier 2) l..aw Impact (Tier 3) Project Title: Wheatridge Animal hospital Report date. 03/30/16 Data filename: GA2015 Jobs\ Cil -Wheatridge Clinic S ai ngineering\l Project ocstCode Reviews\WRAH Page 9 of 14 C MCheck.cc f -in Inspection MochanAcal Rough i Complies? f 3. .3. Temperature reset by representative ElComplies building loads in pumping systems for Oboes Not IM669 3 chiller and boiler systems >300,000 Observable Btu/h.ONot ONot Applicable 03... Temperature reset by representative 0tomplses building loads in pumping systems for ElDoes Not [ME69131 chiller and boiler systems >300,00 ONotBtu/h.hONot Observable ONot Applicable &63a.3. wo posttton automatic valve Complies 13 interlocked to shut off water flow Oboes Piot 1M6 613 when hydronic heat pump with ONot Observable pumping system > 10 hp is off. ONot Applicable t� .3. Two -position autorroatl valve 1Complies 3.3 interlocked to shut off water flow O oes Not [ME2813 when hydroie heat pump with ONot Observable pumping system >10 hp is off, Cot Applicable ti3. .6 Exhaust air energy recovery on o omplies ('M657]1 systems meeting Table C 0 , .6 O oes Piot (Plot Observable Clot Applicable d . .11 unenclosed paees that are heated 3 omplies [ME7112 use only radiant heat. lel>oes Not Not Observable ONot Applicable Additional Comments/Assumptions: 1 Thlth impact (Iter} Medsum impact (Tier ? 3 tow Impact (Tier 3) . _w.. _ ._ . _ _.... _... _ .._ (.ry . _. _. Project Title: Wh atridge Animal hospital Report date. 03130/16 Data filename: G:\2015 obsl1507 - heatridge Clinic SDEngmeering\l Project Docs\ ode Re iews\WRAH Page 10 of lel COMChck.cck 1-i High Impact (Tsar 1} 2 Medium Impact (Tier 2) Low Impact (Tsar 3) Project Title: Wheatridge Animal hospital Report date. 63130/16 Data filename: 1:x.12015 jobst15 75-Wheatridge Clinic xD\Engineering\l Project Docs\Code Revie s4WRAb1 Pave 11 of 1 COMCheck.cck Final Inspection rrf11 fors 03.2.4, ;bleating and cooling to each zone ismV ClComplies, 1 controlled by a thermostat control. 0Does Not [F147]3 Minimum one humidity control device ]Not observable per installed humidification/dehumidification ONot Applicable systems. 4►3.2.4. ' bleating and cooling to each gone i �ormplles 1 controlled by a thermostat control. 13Does Not i[F14713 Minimum one humidity control device E]Not Observable per installed humidification/dehumidification ]Not Applicable systema. 1)3,294 b=eating and cooling to each one is!1~omplies 1 controlled by a thermostat control, ]Does Not [F1 7 3 Minimum one humidity control device E]Not Observable per installed1Not humidification/dehumidification Applicable pp icable systema. 46 ,2.4 bleating and cooling to each zone is OCormplies 1 controlled by a thermostat control. Oboes Not [F14713 Minimum one humidity control device E]Not Observable per installed humidification/dehumidification E]Not Applicable system. _.m ... —,-..-.ero...._........_.. ___..- .m.. 4E1.2.4. _.._..._ .. bls�ating and cooling tea each zone i �._..... _r__ .. _v.._._ l�Cornplles 1 controlled by a thermostat control, D11oes Not [F147]3 Minimum rine humidity control device []Not observable per installed humidification/dehumidification E]Not Applicable system. 4t13a2.4, bleating arsd cooling to each zone Is OComplies 1 controlled by a thermostat control, Does Not [F14713 Minimum one humidity control device C Not Observable per installed humidification/dehumidification 0Not Applicable systera� . _ .._ _,,........ m _........ �...0 .. ....... ... _. . 6 .� 41.2.4. _�._.,n- � -__� .__.. .m.'-o— bleating and cooling to each zone i -...._ A _ ..... . __.. ]Coplles 1. controlled by a thermostat control, E]oes Not [F147 3 Minimum one humidity control device E]Not Observable per installed humidification/dehumidification [ Not Applicable systema. ...._ __--- _w .. _ �, .-. 4t3 .2.4� _ Thermostatic controls have a. v _,..M� _�.. ., ClComplies deadband. 13Does Not [F13 ]a ]Not Observable E]Not Applicable ... w.. . —_---------- ---- 2 Temperature controls have setpoint overlap restrictions. ClComplies Oboes Not IF12013 E]Not Observable EINot Applicable 4(1.2.4.. _ , ,—t".-. '__,,,.,.-,.. Fach tome equipped Ith risetback. ]omplles controls using automatic time clock or 0Does Not [F139]3 programmable control system, []Not Observable .]Not Applicable Automatic Controls. Setback to 5 °F ElComplies 3 (heat) and 65°F (cool); 7 -day clock. 2- Coes Not [Fl4013 hour occupant override, 111 -hour C Not Observable .. backup ]Not Applicable 1-i High Impact (Tsar 1} 2 Medium Impact (Tier 2) Low Impact (Tsar 3) Project Title: Wheatridge Animal hospital Report date. 63130/16 Data filename: 1:x.12015 jobst15 75-Wheatridge Clinic xD\Engineering\l Project Docs\Code Revie s4WRAb1 Pave 11 of 1 COMCheck.cck lection. . R . �_._. �_.... '.....ti .., . <2.4Systems include optimum start ElComplies 3.3 controls. ODoes Not (F14113 ONot Observable ONot Applicable C40.2.4a ' Systems include optimum start __.._ CCcarrtplies 3.3 , controls. ODoes Not IF14 13 ONot Observable , ONot Applicable 6403<2.4. ' Systems include optimum start 0Cornplses 3.3 controls. ElDo s Not F14 j," ONot Observable ONot Applicable ..#. Systems includ=e optirnurn start IComplis 33 controls. ODoes Not [F14113 dot Observable ONot Applicable C403.2.4> Systems include optimum start Complies 3.3 controls. ODoes Not [F141 3 oNot Observable Cot Applicable C403n2.4. Systems include optimum start OCornplies 33 controls. ODoes Not tF14113 Not Observable [ot Applicable 040 ii i . Fu lshed FIVAC asmbuIlt drawings [ Complies 1 submitted within 90 days of systema ODoes Not IF1713 acceptance. ]blot Observable ONot Applicable 0303.3, Furnished 0 r - annals for h#VAC 3Co plies C408.2.5. systems within 90 days of system ODoes Not 3 FP6j acceptance. ONot Observable ONot Applicable 0406.2.5. An air and/or hydropic systems OComplies 3 balancing report is provided for MVAC ODoes Not [F14311 systems. ONot Observable ONot Applicable .. 0408,2.3. .... m..m.. �...�� .�_� HVAC control systems have been .._„ �rwM. _, ..,. �..__ CComplles 2 tested to ensure proper operation, ODoes Not 11`11011 calibration and adjustment of controls, Not Observable ONot Applicable 0411 .3 Public lavatory faucet water OComplies {F11 , 3 temperature <=1100F, ODoes Not Clot Observable ONot Applicable -640.3 Public lavatory faucet water P�Cornplpes [F11j temperature <=110°F, ODoes Not ONot Observable € Not Applicable All piping In circulating system — ies-- [F12512 insulated ODoes Not ONot Observable ONot Applicable 1 gFl�gh Impact Tier 1j 2 l�ledtu Impact =Tier 2? � 3 jl ow Impact (Tier 3) _.,._..__ . _. . _ ...,... Project Title: Wheatridge Animal hospital Report date: 03/30/16 Data filename. 0:12015 obs\1 075-Wheatrfdge Clinic SD\Fngineering\l Project Docs\Code Reviews\WRAH Page 12 of 14 COMChec .cc section Final Inspection o dans 040.iAll piping in circulating system C Cormplies [F12 insulated O11oes Not [ Not Observable Clot Applicable 0404. Controls are installed that limit the ClComplies [F11213 operation of a recirculation pump Does Not installed to maintain temperature of a C h3ot Observable '. storage tank. E]Not Applicable 6047 Centrals are instal#ed that lim"it'--t" he CCorrrplies g [F11)3 operation of a recirculation pump Does Not installed to maintain temperature of a C �9fot Observable storage tank. E]Not Applicable 040 .2.2 HVAC systems and equipment ElComplies [F12]3 capacity does not exceed calculated OCioes Not loads, E]Not Observable ; E]Not Applicable Ct#3>.�._'�C�ornmisSirsnirtgplan developed by C komplies [F12]1 registered design professional or Goes Not approved agency. 0Not Observable ONot Applicable ---------------- -.._._.040.3.2.4 C408.2.4 Preliminary commissioning report ElCompiies [F12911 completed and certified by registered E]Does Not design professional or approved [ Not Observable agency, E]Not Applicable 0408.2.5. ; Final commissioning report due to C Co plies 4 building owner within 90 days of C]iloes Not [F13011 receipt of certificate of occupancy. oNot Observable Cot Applicable 0400.2.3.: u -------------- __ a HVAC equipment has been tested to Ekornplies 1 ensure proper operation. []Does Not [F13111 [Tot Observable Griot Applicable C40Fx fflcient HVAC performance, efficient C Complies [F134]1 lighting system, or on-site supply of Oboes Not renewable energy consistent with [riot Observable what is shown the approved plans, E]Not Applicable Additional Comments/Assumptions: 1 ffig impact {Tier 1)....w Medium impact (`inter 2) m,.1 tow Impact ET�er 3} � 3__.. ..._... ry Project Title. Wheatridge Animal hospital Report date: 03/30/16 Data filename: 0x:\2015 )obs\1 075-Wheatrldge Clinic SCl\Engineering\1 Project Docs\Code Reviews\WRAH Page 13 of 14 COMCheck.cck Project Title: Wheatridge Animal hospital Report date: 03/30/16 Data filename: GA2015 jobskl5075-Wheatridge Clinic SD\Engineering\l Project Docs Code Reviews\WRAH Page 14 of 14 COMCheck.cck CONIcheck Software Version 4.0.2.8 Envelope Compliance Certificate Project Information Budget U. or Energy Code: 2012 IECC U -Factor Project Title: Wheat Ridge Animal Hospital Location: Wheat Ridge, Colorado Climate Zone: 5b %0 Project Type: Addition 6796 Vertical Glazing I Wall Area: 22% 0,032 Construction Site: Owner/Agent: Designer/Contractor 10140 West 44th Avenue Donald Ostwald Eileen Moore Koenigsberg Wheat Ridge, CO 80033 Vortex Real Estate Investments, Studio DH Architecture 0,106 LLC 1300 Jackson Street 3695 Kipling Street Suite 200 0,380 Wheat Ridge, CO 80033 Golden, CO 80401 --- 303-424-3325 720-457-3265 64 dostwald@wrah,com elleen@studio-dh.us Building Area Floor Area —1 -Ciffice :Nonresidential 21,0 16090 Floor 1: Slab-On-Grade:Unheated, Vertical 3 ft,, [Bldg, Use I - Office] (c) Roof 1, Insulation Entirely Above Deck, [Bldg. Use I - Office] Roof 2, Insulation Entirely Above Deck, [Bldg. Use I - Office] NQRTh North Wall - Steel Framed (Lower): Steel -Framed, 16" o.c,, [Bldg, Use I - Office] North VVindows, (Lower): Metal Frame with Thermal Break:Fixed, Perf. Specs.: Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0.38, [Bldg, Use I - Office] (b) North Doors (Swinging): Insulated Metal, Swinging, [Bldg. Use I - Office] North Doors (Overhead): Insulated Metal, Non -Swinging, [Bldg, Use I - Office] North ER Storefront - HOST: Steel -Framed, 16" o.c,, [Bldg. Use I - Office] North FIR Storefront: Metal Frame with Thermal Break:Fixed, Pert. Specs.: Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0,38, PF 0.56, [Bldg. Use I - Office] (b) North Wall - CMU: Concrete Block:8", Partially Grouted, Cells Empty, Light Density, Furring: None, [Bldg, Use I - Office] North Lower Atrium Wall Storefront - HOST: Steel -Framed, 16" o,c., [Bldg. Use I - Office] Gross Area Cavity Cont. Proposed Budget U. or R -Value R -Value U -Factor Facton.) Perimeter 530 %0 0,525 0,550 6796 30,0 0,032 0.039 1265 --- 30.0 0,032 0,039 1918 21.0 0,0 0,106 0.064 162 0,370 0,380 24 --- 0.370 0.370 64 — — 0,057 0.057 97 21,0 0.0 0106 0.064 97 --- 0.370 0.380 123 6.6 0A07 0,078 91 21,0 0,0 0A06 0,064 Project Title: Wheat Ridge Animal Hospital Report date: 03/22/16 Data filename: P:\14015 - Wheat Ridge Animal Hospital\DOCs\WRAH - COMcheck,cck Page 1 Of 10 ummm Clear, SHGC 0.38, PF 0.56, [Bldg, Use I - Office] (b) North Upper Atrium Wall Storefront - HOST: Steel -Framed, 16" o.c,, [Bldg. Use I - Office) North Upper Atrium Wall Storefront: Metal Frame with Thermal Break:Fixed, Perf, Specs.: Product ID EFCO 403T, Solarban 60 Clear— Clear, SHGC 0.38, PF 0,34, [Bldg. Use I - Office] (b) North Wall - EIFS (UpgeLj� Steel -Framed, 16" o.c- [Bldg, Use I - Office] RM Gross Area Cavity Cont. Proposed Budget U - or R -Value R -Value U -Factor Factorw Perimeter 91 0,370 0.380 149 21,0 0,0 0,106 0.064 149 --- 0.370 0.380 453 21.0 6.6 0,062 0,064 East Wall - Steel Framed (Lower): Steei-Framed, 16" o,c,, [Bldg. Use 1 1780 21,0 0,0 0.106 0,064 - Office] East Doors (Lower): Insulated Metal, Swinging, [Bldg. Use I - Office) 131 — 0.370 0,370 East ER Storefront - HOST: Steel -Framed, 16" o.c,, [Bldg. Use 1 - 62 21.0 0,0 0.106 0.064 Office] East ER Storefront: Metal Frame with Thermal Break:Fixed, Pert, 62 0,370 0.380 Specs., Product ID EFCO 4031, Solarban 60 Clear, Clear, SHGC 0,38, PF 019, [Bldg, Use I - Office] (b) East Wall - EIFS (Upper): Steel -Framed, 16" o.c,, [Bldg. Use I - Office) 648 21.0 6.6 0,062 0,064 East Windows (Upper): Metal Frame with Thermal Break: Fixed, Perf, so --- — 0,370 0,380 Specs,: Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0,38, [Bldg. Use I - Office] (b) 'aQ_UIU South Wall - Steel Framed (Lower): Steel -Framed, 16" o,c., [Bldg. Use 1101 21.0 0,0 0.106 0.064 1 - Office] South Windows (Lower): Metal Frame with Thermal Break:Fixed, Fort. 130 --- 0,370 0.380 Specs,: Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0.38, [Bldg. Use I - Office] (b) South Doors (Lower): Insulated Metal, Swinging, [Bldg, Use 1 - Office] 48 --- 0.370 0,370 South Atrium Wall Storefront - HOST: Wood -Framed, 16" ri,c., [Bldg. 90 21,0 0,0 0:062 0,064 Use 1 - Office] South Atrium Wall Storefront: Metal Frame with Thermal Break:Fixed, 90 --- 0.370 0,380 Pert. Specs.: Product 10 EFCO 403T, Solarban 60 Clear, Clear, SHGC 0,38, PF 0.64, [Bldg, Use I - Office] (b) South Wall - EIFS (Upper): Steel -Framed, 16" o,c,, [Bldg, Use 1 - 193 21.0 6.6 0,062 0,064 Office] South Windows (Upper): Metal Frame with Thermal Break:Fixed, Pert, 130 --- 0,370 0,380 Specs.: Product ID EFCO, 403T, Solarban 60 Clear, Clear, SHGC 0,38, [Bldg. Use I - Office] (b) WE15I West Wall - Steel Framed (Lower): Steel -Framed, 16" o,c., [Bldg. Use 1 1178 21,0 0.0 0A06 0,064 - Office] West Windows (Lower): Metal Frame with Thermal Break:Fixed, Perf. 128 --- — 0.370 0.380 Specs,: Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0.38, [Bldg, Use I - Office] (b) West Doors (Lower): Insulated Metal, Swinging, [Bldg, Use I - Office] 48 --- 0,370 0.370 West Lower Atrium Wall Storefront - HOST: Wood -Framed, 16" o.c., 353 21,0 0.0 0,062 0.064 [Bldg. Use I - Office] West Lower Atrium Wall Storefront: Metal Frame with Thermal 353 --- — 0.370 0,380 Break:Fixed, Perf, Specs.: Product ID EFCO 403T, Solarban 60 Clear, Clear, SHGC 0.35, PF 1.90, [Bldg, Use I - Office] (b) West ER Storefront - HOST: Steel -Framed, 16" o.c,, [Bldg. Use I - 58 29.0 0,0 0,106 0,064 Office] West ER Storefront: Metal Frame with Thermal Break -Fixed, Pert, 58 0L370 0,380 Specs.: Product ID EFCO, 403T, Solarban 60 Clear, Clear, SHGC 0,38, PF 0. 19, [Bldg, Use I - Office) (b) West Upper Atrium Wall Storefront - HOST, Wood -Framed, 16" o.c., 394 29.0 0.0 0,062 0.064 (Bldg, Use 1 - Office) Project Title: Wheat Ridge Animal Hospital Report date: 03/22/16 Data filename: P:\14015 - Wheat Ridge Animal Hospital\DOCs\WRAH - COMcheck.cck Page 2 of 10 Assembly Gross Area Cavity Cent. Proposed Budget U w Perimeter A proposed(a) Budget U-factors are used for software baseline calculations ONLY, and are not code requirements, (b) Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. (c) Slab-On-Grade and budget U-factors shown in table are F-factors, Envelope Compliance Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.• designed to meet the 2012 IECC requirements in COMcheck Version: and to comply listed in the Inspection Checklist. COMcheck Software Version 4.0.2.8 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the CoMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided, action Plan Review Complies? Comments/Assumptions 01012 :Plans and/or specifications provide all FIComplies [PR1]1 information with which compliance E]Does Not can be determined for the building []Not Observable envelope and document where D_ Not Applicable ,exceptions to the standard are ;claimed. 0406 Plans, specifications, and/or [Complies [PR9]1 calculations provide all information UDoes Not with which compliance can be L]Not Observable, I determined for the additional energy ONot Applicable efficiency package_ options, a(�i-3-,l-- Vertical -,fenestration -area --<-,-=--3--O-,—,--"",nComplies (PRI011 percent of the gross above -grade wait 11DoesNot area, [Not Observable E]Not Applicable 040231 W 'Skylight area <= 3 percent of the OComplies [PR1111 gross roof area, E]Does Not ]Not Observable E]Not Applicable C4023.2 In enclosed spaces > 10,000 ft2 Ocomplies [PR14]1 directly under a roof with ceiling EJDoes Not heights >15 ft, and used as an office, DNot Observable, ,lobby, atrium, concourse, corridor, EiNot Applicable storage, gymnasium/exercise center, convention center, automotive ,service, manufacturing, non - refrigerated warehouse, retail store, distribution/sorting area, transportation, or workshop, the following requirements apply: (a) the :daylight zone under skylights is >= half the floor area; (b) the skylight area to daylight zone is >= 3 percent :with a skylight VT >= 0,40; or a minimum skylight effective aperture >= 1 percent, Areas with ­`obstruct"io`ns­that bloWk —7—k—omp-li—es 2 direct beam sunlight on >= 1/2 of the 0sloes Not (PR1511 roof over the enclosed area for more E]Not Observable than 1,500 daytime hours per year ONot Applicable ,between 8 am and 4 pm. J Additional Comments/Assumptions- Impact ltgh Impact (Tier 1}2 Red�uTn Impact (Ter 2} 3 sow 1 E F Project Title. Wheat Ridge Animal Hospital Report date: 03/22/16 Data filename: P:\14015 --Wheat Ridge Animal HospitaI\DOCs\WRAfA - COMcheck.cck Page 4 of 10 Additional Comments/Assumptions: (I Ha h lrr�pa i {ir r 2} Niec turn lrnpact (Tier 2} Lary imp ct (Tier ) _ 3 . ��.._._._ (Ti _ .__ _-.._ _ .._. _ _- ,. i._ _ .. _ Project Title: Wheat Ridge Animal Hospital pert date: 0312f16 Data filename; P:\14015 - Wheat Ridge Animal Hospital\DO s\WPAH - COMcheck.cck Pada 5 of 10 1 Hrgh l lrnpact (icer 1) ted ung Irx�pact {1 ger } caw rnpMier 3) � ......._, � ._._ act ProjectTitle: Wheat Ridge Animal Hospital Report date: 0122116 Data filename. P:\14015 - Wheat Ridge Animal Haspital\DOCs\WRAH - COMchec .cck Page 6 of 10 LJComplres []Does Not EINot Observable EINot Applicable complies rDoes Not Not Observable Not Applicable Vestibules are installed on all building entrances, Doors, self-closing w. 3, Vertical fenestration U-Factor, U- U- DComplies See the Envelope Assemblies C402.3.4 table for values, EINot Observable 'EIN# C40233 'Vertical fenestration SHGC value. 5HGC— SHGC:—OComphes See the Envelope Assemblies table for values. UNot Observable '[1Not Applicable of Observable •�pplicable productsC303,13 Fenestration certified as to performance label or certificates provided, doors[FR1313 U-factor of opaque associated with the building -�—Winging E] winging ODoes Not El tab le for values, envelope meets E] #E] Nonswinging flNot Observable Applicable Additional # t # # 1 Hrgh l lrnpact (icer 1) ted ung Irx�pact {1 ger } caw rnpMier 3) � ......._, � ._._ act ProjectTitle: Wheat Ridge Animal Hospital Report date: 0122116 Data filename. P:\14015 - Wheat Ridge Animal Haspital\DOCs\WRAH - COMchec .cck Page 6 of 10 Additional Comments/Assumptions: 1Flrgh impact (i€�r 1}d�c�rrswl�sact (firer }..... rv�� Lc�w �rr�pact (filer 3} Project title. Wheat Ridge Animal Hospital Report dater 03/22/16 Data fiienarne. P:\14015 Wheat Ridge Animal Hospltal\DOCS\WRAH - C Mcheck.cck Page 7 of 10 1. All sources of air leakage in the I "building thermal envelope are [IN111 sealed, caulked, gasketed, wrappedC402,4, weather stripped or moisture vapor -permeable ,wrapping material to minimize air a ♦ a a • a a i a • a s a « r _ • a s certificate providing relevant data, a ,other a a foundation insulation may needa Ito occur during Foundation s Inspection, r a • r • a Additional Comments/Assumptions: 1 l lrgh Impact (liar 1) tedium Impact (Tier 2) taW Impact (Tier 3) Project Title, Wheat Ridge Animal Hospital Report date. 03/22/1 Data filename: P:\14015 - Wheat Ridge Animal Hospital\DOC:.s\WRAH - C«OMcheck.cck Page 8 of 1.0 ettlY 1 .. Final inspectionComplies? � Comments/Assumptions ggggg��^^^..��+,, �}yyyy }} iKe.Yl e«..,,e,. .,...«,... ..M. .w....,. .. .«..:....................�....«�.a..........«d,.,.«. e«.,,.w.,. a.w....,........e„,,.v,,...,..,,...me.e....,...,,«,...W..... u.«..�d.�w.... ,...,_..,.,,,w...... .M.�............ ... d..... .. �w..e„. C402.4,5 Weatherseals installed on all loading ElComplaes [F137]3 dock cargo doors, !Does Not []Not Observable 1Not Applicable C402.4,8'l2ecessed luminaires in thermal.__ [F126)3 envelope to Bruit infiltration and be IC ]Does Not rated and labeled, Seal between interior finish and lunalnalre housing, [Not Observable :0Not Applicable C406 :Efficient HVAC performance, efficient CCoplles��� [F134]1 Aighting system, or can -site supply of E]Does Not renewable energy consistent with Not Observable what is shown the approved pians. Not Applicable Additional Comments/Assumptions: [.1iHi h Impact (Tier 1) W_ 2 Medium Impact (Tiern.2,w Low Impact {Ter ) Project Title, mm Wheat Ridge Animal Hospice! Report date: 03/22/16 Data filename: P:\14015 - Wheat Ridge Animal Hospital\DOCS\WRAH - COMcheck.cck Page 9 of 10 Project Title: _.. Wheat Ridge Animal Hospital Report date: 03%%16 Data filename: P:\14015 - Wheat Ridge Animal Hospital\DOCS\WRAH - COMcheck.cck Page 10 Of 10 March 17, 2016 LSC TRANSPORTATION CONSULTANTS, INC. 1889 York Street Denver, CO 80206 (303) 333-1105 FAX (303) 333-1107 E-mail: lscnq.,Iscdenver.com Mr. Donald A. Ostwald Vortex Investments 3695 Kipling Street Wheat Ridge, CO 80033 Re: Wheat Ridge Animal Hospital Traffic Impact Analysis Wheat Ridge, CO (LSC #151381) Dear Mr. Ostwald: In response to your request, LSC Transportation Consultants, Inc. has prepared this traffic impact analysis for the proposed Wheat Ridge Animal Hospital to be located in Wheat Ridge, Colorado. As shown on Figure 1, the site is located west of Kipling Street and South of W. 441h Avenue. The report contains the following: the existing roadway and traffic conditions in the vicinity of the site including the lane geometries, traffic controls, posted speed limits, etc.; the existing weekday peak -hour traffic volumes; the existing daily traffic volumes in the area; the typical weekday site -generated traffic volume projections for the site; the assignment of the projected traffic volumes to the area roadways; the projected short-term and long-term resulting total traffic volumes on the area roadways; the site'syrojected traffic indpacts; an& any recommen,4ed roadway improvements to mitigate the site's traffic impacts. A 36,955 square foot animal hospital is proposed on three individual lots. One lot is an existing 21,700 square -foot office building and the other two lots include about 1.837 acres of light industrial use. Access is proposed from one existing and one proposed driveway on W. 43' Avenue and to one existing driveway on W. 44"' Avenue. Figure 2 shows the conceptual site plan. mzmc�� The major roadways in the site's vicinity are shown on Figure I and are described below. • Kipling Street (SH 391) is a north -south, four -lane non -rural arterial (N?-f3)CDOT road- way cast of the site. The intersection with W. 44"' Avenue is signalized with auxiliary turn Mr. Donald A. Ostwald Page 2 March 17, 2016 Wheat Ridge' Animal Hospital TM lanes. The intersection with W. 43' Avenue is stop -sign controlled. The posted speed limit in the vicinity of the site is 40 mph. W. 44" Avenue is an east -west, four -lane minor arterial roadway north of the site. The intersection with Kipling Street (SH 39 1) is signalized with auxiliary turn lanes. The posted speed limit in the vicinity of the site is 35 mph. W. 43rd Avenue is an east -west, two-lane local roadway south of the site. The intersection with Kipling Street is stop -sign controlled. No speed limit is posted in the vicinity of the site. Figure 3 shows the existing lane geometries, traffic controls, traffic volumes, and posted speed limits in the site's vicinity on a typical weekday. The weekday peak -hour traffic and average daily traffic volumes are from the attached traffic counts conducted by Counter Measures in February, 2016. 2017 and 2035 Background Traffic Figure 4 shows the estimated 2017 background traffic and Figure 5 shows the estimated 2035 background traffic. The background volumes are based on an annual growth rate of about 0.6 percent based on the CDOT 20 -year growth factor of 1.1' for Kipling Street. Existing, 2017 Background, and 2035 Background Levels of Service Level of service (LOS) is a quantitative measure of the level of congestion or delay at an inter- section. Level of service is indicated on a scale from "A" to "F." LOS A is indicative of little congestion or delay and LOS F is indicative of a high level of congestion or delay. Attached are specific level of service definitions for unsignalized intersections. raw OULLIM, ullu of service analysis results. The level of service reports are attached. W. 44" Avenue/Moore Street: All movements at this unsignalized intersection currently operate at LOS "C' or better during both morning and afternoon peak -hours and are ex- pected to do so through 2035. Hipling Street/W. 43' Avenue/Driveway: All movements at this unsignalized intersection currently operate at LOS "D" or better during both morning and afternoon peak -hours with the exception of the castbound left -turn and right -turn movements and the westbound approach which operate at LOS "E" or "F" in the morning and afternoon peak -hours. By 2035, these movements are expected to operate at LOS "F" in both peak -hours. Table I shows the trip generation potential for both the previous and the proposed land use on the site based on both the formula and average rates from Trip Generation, 9' Edition, 2012 by the Institute of Transportation Engineers (ITE). Mr. Donald A. Ostwald Page 3 March 17, 2016 Wheat Ridge Animal Hospital TL4 The proposed development is projected to generate about 1,972 vehicle -trips on the average weekday, with about half entering and half exiting the site during a 24-hour period, During the morning peak -hour, which generally occurs for one hour between 6:30 and 8:30 a.m., iiiii, J 0J viiiiii qbout42ve�j i, iiijid i Wi mW ixil W6 ii,,- Wilw W iiiwiw would enter and about 106 vehicles would exit the site. area roadways. The estimates were based on the location of the site with respect to the regional population, employment, and activity centers; and the site's proposed land use. Figure 7 shows the estimated assignment of site -generated traffic volumes based on the directional distribution percentages (from Figure 6) and the trip generation estimate (from Table 2). Figure 8 shows the 2017 total traffic which is the sum of the 2017 background traffic volumes (from Figure 4) and the site -generated traffic volumes (from Figure 7). Figure 8 also shows the recommended 2017 lane geometry and traffic control. Figure 9 shows the 2035 total traffic which is the sum of 2035 background traffic volumes (from Figure 5) and the site -generated traffic volumes (from Figure 7), Figure 9 also shows the recommended 2035 lane geometry and traffic control. The intersections in Figures 8 and 9 were analyzed to determine the 2017 and 2035 total levels of service. Table 1 shows the level of service analysis results. The level of service reports are attached. W. W Avenue/North Access: All movements at this unsignaliZed intersection are expe red to operate at LOS "B" or better through 2035. Kipling Street/W. 43rd Avenue/Existing Driveway: All movements at this unsignali- intersection are expected to operate at LOS "C" or better in both peak -hours through 20 with the following exception: The eastbound left- and right -turn movements and the wes bound approach are expected to operate at LOS "E" or "F" through 2035. The eastbou, right -turn movement is expected to operate better than LOS "F" due to gaps created by t -It, upstream traffic signal at Kipling Street/W, 441" Avenue. W. 43" Avenue/ Southwest Site Access and Southeast Site Access: All movements at these unsignalized intersections are expected to operate at LOS "B" or better in both peak - hours through 2035. Mr. Donald A. Ostwald page 4 March 17, 2016 Wheat Ridge Aninial Hospital TL4 CONCLUSIONS AND RECOMMENDATIONS Trip Generation 1. The proposed development is projected to generate about 1,972 vehicle -trips on the average weekday, vAth about half entering and half exiting the site during a 24-hour period. During the morning peak -hour, about 109 vehicles would enter and about 4 vehicles would exit the site. During the afternoon peak -hour, about 68 vehicles would enter and about 106 vehicles would exit the site. Projected Levels of Service . All movements at the unci nal zed site access intersections are expected to operate at Ltd "D" or better during bath pear -hours through 2035, All three site access approaches to the existing street network should be stop -sign controlled. . All movements at the unsignali ed W. 44th Avenue/Moore Street and Kipling Street/Site Access/Drive ay intersections operate at LOS "tom" or better with the following exceptions. The eastbound left, eastbound right, and westbound approaches to Kipling Street operate t LO "D" or "F" and are expected to do so through 2035. The eastbound right -turn move- ment is expected to operate better than Lf 'F' due to gals created by the upstream traffic signal at ;tripling Street/W. 441 Avenue. Conclusions 4. The impact of the Wheat Ridge Animal Hospital development can be accommodated ted by the existing roadway network. We trust this information will assist you in planning for the proposed.. Wheat Ridge Animal Hospital. Respectfully submitted, O l I LSC4Cho `ta n Consultants, is 39018 "m oc By: 3°" OE ."#r,r er . McrNAI CSM/w Enclosures: Tables 1 and Figures 1 - 9 Traffic Mount Report Level of Service Definitions Level of Service Reports :\l.SC\i'rqje('.t�\20 5\1 13$I-%V3iekitRiidgeAnimalFiospitarrlA\Relx)tt\Wheat iclge Axii itdHospital-031716xvg)tI C14 r '� a.CJ t cr tau u u tJ A oi cs s co �- ca (JU. LL a t c"v a 3 3 co c cv 0 co A 17 a.C S frau u uA 04 CN M a0 i d ci co <C C u. u w cn (D <C Q) CL 0 95 0 �g > {,.) < 1 LL uJ u. V' h E y ani tJ I )tt Ctu ? R c NrLLJq Cf3 n FE C) 1i cn cu fn ua a < r aa� ccs � css � au e i>i cta as < c 0 ami as 4> M r Cc ro 0 a 2 0 cos � ca co 0 m <'s� > .0 < gy=m C ommmmmt M MZ m I 3% N M= M 0 ami �o C m CA a 0 M 76 E E 0 *6 0 0 0 (D > -C 0 as C� 0 -Fu > as C4 as c w 0 m v 00 0 a m0 0 CL 15 e- O)o .0 1D o m m - ICU ac) E -c cas o 4)c)owo 0 0- Z Z Z X 0) (D 0 �g- in C) 0 to 0 D 10 D 0 c = C— it LL '0 (D 0 t UJ t t U) LU LU �6 0 - 05 R z - 2� ?;1a co R 0 U- U - CO m m 0 w ry c 0 t— 0 co to w to m co co 0 CV w qt (D w -C a tr= m m m to c m 0 jo-o' -j LL w (D V– 0)co co (D 0) to c cacis C> w Lo C-0 Nt co co IM 0 0 mom' m 0) tq Nr U') csa 't cv V) cssto m w cq W Okq "R C4 (P OD m uacv cq t, 00) U) 0) Nr � r- It 10 co rl- Nr w 0 co 0 m OD 0 In C14 0� CN <0 zit to 0) m 0 CO m � to to LO U) I 3% N M= M 0 ami �o C m CA a 0 M 76 E E 0 *6 0 0 0 (D > -C 0 as C� 0 -Fu > as C4 as c w 0 m v 00 0 a m0 0 CL 15 e- O)o .0 1D o m m - ICU ac) E -c cas o 4)c)owo 0 0- Z Z Z X 0) (D 0 �g- in C) 0 to 0 D 10 D 0 c = C— it LL '0 (D 0 t UJ t t U) LU LU �6 0 - 05 R z - 2� ?;1a co R 0 U- U - r -co 0) ry c 0 W 0 m W. - 0 -0 C- C E -C a tr= m c m 0 jo-o' -j LL w I 3% N M= M 0 ami �o C m CA a 0 M 76 E E 0 *6 0 0 0 (D > -C 0 as C� 0 -Fu > as C4 as c w 0 m v 00 0 a m0 0 CL 15 e- O)o .0 1D o m m - ICU ac) E -c cas o 4)c)owo 0 0- Z Z Z X 0) (D 0 �g- in C) 0 to 0 D 10 D 0 c = C— it LL '0 (D 0 t UJ t t U) LU LU �6 0 - 05 R z - 2� ?;1a co m EN NOVS121 I sr man ! ii i; . "" 4 ""§". ,4�tlSYelY.RWF LOT t ...m LOT t , L OM Ft NO'I-T E , 01 14 ONYX PARK suswmm AMENDMENT NO. I f. k �j� , fl ... -.T. .,,_...,_.,_ ... LOT I cSWmrmtCitlNbc'.',kaYAIWAn ", yp�yy� } i �✓f� ' • 4XGfif @M 1 MI uwrx P"seON �n _. AMENDMENT NO4 at is -TM t 144,w W 43Rd AVE Proposed Full Existing Fall Movement Access Movement Access Figure Site Plan Whet Ridge Animal Hospital 1"tA (LSC #151381) c;ian+sua.ran+is rnic: e �. � � �. 1 � ������ i r � y7 Ali i w ,�� � � r lr';... �..... ? � 1 �,� a'� }.ii ��t � ��t t� t�t�� �n ` � h �t � � ,m� �, �, e k SS � Ki m. �, k ,, � � � �t } a'� 1 ,a A 1wy l �t" x t ,1t�y. 1 � rt. �,� t) +; 1 �� 1 t tivtia 1 �� �� } e� ,� � � 1 1 � b � ��t}y lea \ y =�n a 1, `�' ` � ^�4 t.tY 1 � l� r ,. t.., 1 HtYi«J rc � a " ' 1� � � rt: m { t t;`�tt�, Ftt �iR 6 4 av �� .,` kt �� �` } � : i �` . � � t lr�� . y ,' � y�y4 ,i14 ' "�1�` 1 t v�� �� S �' 1 1 v�� , tt `k l` . �h�,'p �� .. t �E �c�.,�.4U� 1 u` � • r �' i'� , � tl�i'� � � '" 1? � �Nryt a �, f ., 14 � w�i i � � t 1� ��y. � ��� 'YP'i it .q �`a � �. �� � w � • "" • • w ,y ,f" � � �l\ h.. �,� � �zT � � � �' "` � • e M t' , �. it s t, w „� �'�1 rt { s i1' � i � � WM! 1` R � �� ka 1M ,�r. 414 iY6 � � t ♦ r lid ,�r. 414 iY6 � � t ♦ r lid IN M - a 9 4Z, cz 0 u u z 00 cz =0 t co Lr) r10 ling St. (S�f c: ., �;; �_ 1 � �, a�� � �` ,.y, t k , l�a`a�� .. .t" ��f"Y1l���1�4 t,} y �� }. 1 # �. �' �\, �� � `,, i.5i1 } t i }51 lY i }t$�,,�tt�kt[ �' f 1 a y4tt Asn t � t .. �yn„ R 1 E � v �l m tt ( nk � �.Ay l�tttit � �>��}+�dl`:�i k} ;�4 �Fn� iln"� ��fi'tY 4 t ih 1 t ib � � "ih � b �, 3 41y1 '�' vsi. 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Ni. 1 1 �. � � a i ala i `�}} 1 It i \\�`}�t l� �4ttS. d�tU Y1�141" hay ��fir � e �bkl � t a t � k } 1 � t �e } , e� �; 1� � 4 � l i �'s t � C� �a� � ��} 1 �t� $` � ,+ � t5ts} � t i 1 4� �i�} t � "1�" 1 t `N� ;� l; +. �tt5 { t ^'' a 't�, i i t �'� ��n �� l � l � 1 i t fi� ° t taF i t� 111 t �' k i � xb ��}� i, �i°s tl t 5�� }� e ^i �iC � t�i�� �, 1 U�i,�cttkt 1 ii 17 i, 1 ,` ,� � 1 1 � 'iet ll� �§ � �}���tix��fi Sl'4t f kfi� pt �` t t ,. "c �iig n� }�tti 1�`�`k i�`�� it, � �,�.. ;,�r ~� 5 k tt � jl f t 4 y�j"�i�k'� tl }t ,ki�g� i��t i t i �?, � �?ttk� t t \ "a �"� � }c"' �, a lit } k Yl � "` � �� i �'�: t h sp ', i 5 x �e� t 1 � t ��} 1t }�� ini F a}�� �� � , t � ` � ,. z 4j'i tl� b c' in s � `' � ��i �kkk�h �fii} �''}111 Att' t5 kit �il� ,m r �, ._� n }, b � ti t `t x y a t � t t l�t 1 1 1t 1 tt 1 lbt �` kkt 11 �l a� t tt tit�k� t`�` t11� i p.: k � ^a �� �ti t k . �, ti i ik� }'i` � � ak 77�, c kt 1 � ik" `i 1k t, t s�ti`^ti�b{t t � �`t i � 1 � a �. i �i`ll § 1 `t z � v ttt5� � s ttit F - t{fit It � � t a, t : �Y Y 4 � � a��,; i�t 11� 4�� t ��� t t i,�}� �t 1 k � { tx �}i}t-�,'t' � f *} w �A �i �. � til t t l 'alt 1 . � �1Y�1�{��Y' `tl � it� � 3l� � 't Al l� s4 t 1'��ai� ;� x �' d lil kl ��� Q � tti t� A4 pF t�tt t 1 ls'�3a�°l A � 4 i': k a�.l 41 at, � � � � i � 5 X � ��,> fiat/ �� t i�k�`ir u�i�i,+t t �, } iZ,i l 1 i } � �'' ;2 :�'� i "'t� #w '' a �� 11,^ } l t h .'�t 1 4 � �� � � Z�4 "� li � `,.�'���yl,aa� �` k � 4t{'r � �k�f $Y�� � 4} IP It ill da tt � � r;�� `t tl "dt �ek 1 }. �i�tt� tQ. �� t �, � � k t � 1tt , i a , ytt s 1 3 � t`Yut , x „xt15 , ,, ti 51x' } �� < �� T f- -Im m m m COUNTER MEASURES INC, 1889 YORK STREET N/S STREET' KIPLING ST DENVER,COLORADO File Name KIPL43RD E/W STREET, 43RD AVE 303-333-7409 Site Code 00000017 CITY: WHEAT RIDGE Start Date 2/23/2016 COUNTY: JEFFERSON Page No 1 Groups Printed- VEHICLES KtPt INC STfi`AIcACESS a� KIP! PSG Sew._ 3Rt?AV SouthboundWestbound T- -- -------- Northbound Eastbound Start Time Left Thru 1 Righ 11 Peds Left Thru Right Peds Left 1 Thru Right Pods Left Thru I Right Peds Int. Factor _, I'd I 0 i 1,0 10� ----------- 1,0 1.0 1 1,0 i 1.0 1,0 i 1,0, 1�01 1�0� 1,0� 10� Total 06 30 AM 0 325 0_aw 0 0 0 2 24 6 0 0 0 --------566 - 06A5 AM 4 395 14 0 00 3 2 6 282 0 0 1 0 5 0 712 Total 0 0 1 8 528 1300 07:00 AM 07:15 AM 0 4 418 10 0= 0 0 0 0,1 4 305 1 0 1 0 16 01 755 07:30 AM 1 445 389 6 0 0 0 2 0 14 344 0 0 1 2 0 6 0 823 4 01 0 0 1 01 13 2940 0 0 0 23 1 726 07:45 AM Total 1 363 ------ 6 0 i 0 0 ....... . 2 01 23 362 _ , 0 j 2 0 16 16i _2 776 0 0 i 0 08:00 AM 4 356 12 01 1 0 1 01 17 352 0 01 0 0 21 0 764 08;15 AM 6 408 7 0, 0 0 6 0 7 14 308 0 01 0 0 11 1 761 ro Total 10 764 19 -3-1- - 6-- 6--0,"' - - ----- ---- 04.00 PM 4 337 2 0 0 0 8 0 14 433 1 0 i 0 0 19 2 i 820 04:15 PM 6 395 8 01 0 0 3 01 10 400 0 01 7 0 8 1= 837 04:30 PM 7 349 10 0 2 0 5 01 13 421 0 0 0 0 14 2 823 04:45 PM 8 378 6 0 0 0 6 0 13 409 1 01 2 0 23 1 847 2 0 50 9 o -------- 05:00 PM 0515 PM 4 6 362 361 2 6 01 0 f 0 0 0 0 4 01 15 0 i 12 415 0 0 1 � 0 0 21 1 821 i 11 380 1 0 0 0 15 1 796 05:30 PM 8 324 4 01 1 0 8 1 16 410 1 0 2 0 16 1 792 05:45 PM Total" ------- 6 358_t__ 0 2 0 -- ....... ... — 8 0 299 0 0 0 0 7 0 699 3 0 47 1504 0 '60 431 S.FST Grand Total 68 5963 113 0 6 0 73 3 190 5660 5 0 17 0 229 13 12340 ApprCh % 11 97.1 1,8 0.0! 7,3 0.0 89.0 17 32 967 0A 0,0 &6 0.0 88A 5.01 Total % 0,6 48,3 0,9 0.0 1 0.0 0.0 0.6 0.0E 1*5 45"9 0.0 I:ro 0.1 0.0 1.9 0,1 1 N/S STREET: KIPLING ST E/W STREET: 43RD AVE CITY: WHEAT RIDGE COUNTY; JEFFERSON 1889 YORK STREET DENVER,COLORADO 303-333-7409 Wit Interseoncti 07:15 AM 2 72 3089 5.6 0,0 91, 2,8 North bb 7 2' o� i 2 0 6 0 81 823 AM 0.938 07:30 AM Volume 10 155 28 0 1591 1 0 6 0 71 67 135 0 0 1419 3 01 2 Percent 0,6 97� 6 1�8 0-0 4� 1 0,0 8 5, 0,0 4,7 9& 0.0 0,0 3 7 3 0715 Volume 4 445 6 0 455 0 0 2 0 21 14 344 0 0 358 Peak Factor High Int. 07:15 AM 07:15 AM 07:45 AM Volume Peak 4 445 6 0 4561 0 0 2 0 21 23 362 0 0 385 0.871 0,87 0,92 Factor 41 5 out Ira Total L .. ...... . . .. .. - ..-i'd 2 =.,,a Ryht Thru Left Peds 4 0 66 2 72 3089 5.6 0,0 91, 2,8 North bb 7 2' o� i 2 0 6 0 81 823 AM 0.938 07:30 AM 0 0 0 23 1 24 0.75 Thw La Ritlht Peds 01 io North bb 2' o� i 312016716Aw 8:00,00 Cb"-- AM 0 4 Thw La Ritlht Peds out In Total Nth STREET: KIPLING ST ENV STREET: 43RD AVE CITY: WHEAT RIDGE COUNTY: JEFFERSON 1889 YORK STREET DENVER.COLORADO 303-333-7409 Start ouumpouno 7estbound hr� Rig Pad App Thr Rig Ped � Left 1 1 deft' I 1 Northbound T1r, ad I I App Ti ht s Total tl� L--- L ! s ................... --- -------- Left Total U ht s ;'_,_Total- 11, eak Hour From 04= PM to 05:45 PM - Peak I of I 63 Intersecti 04:15 PM 5 on 2 0 23 Volume 24 148 26 0 1534 2 0 18 0 4 201 48 1645 1 0 1694 Percent 04*45 6. 1,6 9 1.7 O�O 10, 0,0 90� 0.0 7 0 0 Z8 9T 01 0,0 0 Volume 8 378 6 0 392 0 0 6 0 6 j 13 409 1 0 423 Peak 016 Factor High Int 0415 PM 04:30 PM 04,30 PM Volume 5 395 8 0 4081 2 0 5 0 7 1'3 421 0 0 434 Peak 0.94 1 0.71 0,97 Factor 01 4 61 out In Total i -------- 2 ---- F fight Titre Left Peds i 4-J i L -j, �2 �j L.j 1 —4 ,, North 0'0'—P, --M, rr—z';/20l6 5;00:00 PM VEIH!qttl;S , _ - -- — ----- Left Thru Ri ght Peds 1 9645j..__ . .......T .......... 1 32461, Ot In Total M left. _U 1_ h Total 9 0 66 5 80 11, 0.0 8Z 63 3 5 2 0 23 1 26 W46 PM 2 0 23 1 26 016 9 3328 847 0.982 COUNTER MEASURES INC. 1889 YORK STREET NtS STREET: MO RE ST DENVER.COLORADO File Name : M OR44TH ENV STREET: 44TH AVE 303-333-7409 Site Code : 00000020 CITY: WHEAT RIDGE Start Rate ; 212312016 COUNTY: JEFFERSON Page No : 1 C roup Printed- VEHICLES 44Ttf AVE MO RE Si 4TH . AVE " , _ .... Southbound Westhound Northbound � Eastbound Start Time i Left 1 Thru Right Peds i Left 7 Thru Right! Peds Lett i Thru Right ' M Peds i Left i Thru ; Right Peds , int, s . .,. $ 1 .._....._. i 1 ..._�..,., 1 ,._E.._._ 1 ., _�. , ,_.._ _�, ,� .___. ___.. d 1 0' ... 1 ._ 1.._..,1 1 0 1,0' Total AM 0 0 fl q ..___ ..._.._.h_. ,.... 0 ... ,, _ .,..., 69 .. .t .. .., 121 006:30 .. 6 45 AM.. 01 {OOj.. 0 0 2 0 0 105 2 0 182 Total 0 0 0 0' � 118_ .. _ 6 {� , ._� �_ ..�._. _ ��__ � �..� � ... �.�� . ,.. �� .. . 0 303 07.00 AM 0 0 0 01 0 690 0; 1 0 4 01 0 112 3 0 180 07:15 AM 0 0 0 01 1 70 0 01 2 0 3 0€ 0 103 6 0 185 07.30 AM 0 0 0 0 1 85 0 01 11 0 2 1 0 94 14 0; 208 07,45 AM ._ 0 0 0 ' 0 4 _.___ 122 _.,.p _. 0 . e ..__..e 0 3 _..rw.. 0 8 0 0 140 7 0 284„ Total 0 0 0 6,.4 346 O 17 _-n..._ 0 �._. _....., 17 .... 1 0 449 30 ,. 0 , 866 08:00 AM 0 0 0 0 1 10 146 0 2 3 0 8 01 0 119 10 0 298 08:15 AM 0 0 0 01 0 127 0 0 4 0 3 1 0 122 1 0 258 Tot Total ..__...Q - 0 6 0 10 273 0 2 7 _._.�.. 0 11 - 1.._.. 0 241 _w. 11 0 ... 556 04:00 PM 0 0 0 01 2 107 0 0 I11 0 7 0? 0 127 4 1 259 04.15 PM 0 0 0 0111 0 0€ 9 0 2 0} 0 139 3 0? 267 04-30 PM 0 0 0 01 2 121 0 0 7 0 1 0 0 150 6 4 291 _..04:45 PM f7 _... ,. 0 0 2 141 0 0 8 0 1 1 0 124 5 fi 282 Total 0 0_.. Oi.._,_ 9 .. 480 0 ..._.__b ��_ __0__.. . 1-.._ 1�.,..,_...0 a4�3. .. .; 05:00 PM 0 0 0 01 4 117 0 1 t 5 0 2 01 0 160 11 01 3040 05:15 PM 0 0 0 0? 1 111 0 0 8 0 5 0 0 117 9 0 251 05.30 PM 0 0 0 01 6 102 0 01 9 0 4 1 0 117 8 01 247 05:45 PM 0 0 0 0 1 97 0 0 6 0 3 0 0 101 0 210 Total 6 0 _... 0 0....1,.._.4. 27 _..,_ 0 _ 1 �8 �Q 14.. m. _.... 1 , 0 45 100E3 Grand Total 0 0 0 0 i 37 1644 0 3 90 0 58 4: 0 1899 92 5 i 3832 Appr h % 0.0 0.0 0,0 0.0 2.2 97.6 0.0 0.2 59.2 0.0 38.2 2.6 1 0.0 95.1 4.6 6.3 Total % 0.0 0.0 0.0 0.0', 1.0 42.9 0.0 0.1 2.3 0.0 1.5 0.1 0.0 49.6 2.4 0.1 NIS STREET: MMORE ST ENV STREET: 44TH AVE CITY: WHEAT RIDGE COUNTY: JEFFERSON 1889 YORK STREET DENVER,COLORADO 303-333-7409 Site Code -00000020 4 -tart Date : 2/23/2016 Page Intersecti 07:15 Ali 2 441 on 0.0 0.5 Volume 0 0 0 0 0 Percent 0.0 0,0 0.0 0,0 08:00 0 0 0 0 Volume 2 1 0,69 Peak 8 Factor 2 High Int, Volume 0 0 0 0 0 Peak Factor F- 16 423 0 2 441 3.6 95 9 0.0 0.5 10 146 0 2 158 08:00 AM 8 0 11 10 146 0 2 158 11 0 2 1 0,69 8 19 0 21 1 41 46, 0.0 51 2.4 3 2 3 0 8 0 11 07:30 AM 11 0 2 1 14 0.73 2 0 456 37 0 49 0.0 9Z 7,5 0,0 5 0 119 10 0 12 07:45 AM 0 140 7 0 14 O.8 975 298 0,818 N/S STREET: MOORE ST ENV STREET: 44TH AVE CITY: WHEAT RIDGE COUNTY: JEFFERSON 1889 YORK STREET DENVER,COLORADO 303-333-7409 M Intersectil 04:15 PM 0 1 502 29 0 on 1 36 21 Volume 0 0 0 0 0 Percent 0.0 0.0 0,0 0.0 05:00 Volume 0 0 0 0 Peak 4 117 0 1 Factor 2 0 7 High Int, 104:15 PM Volume 0 0 0 0 0 Peak 143 9 0 2 0 Factor —4 1 -- Ly irv—) 2 > 4, 11 490 0 1 502 29 0 6 1 36 21 97, 6 0,0 0,2 80� 0.0 16� 2,8 6 7 4 117 0 1 122 5 0 2 0 7 04:45 PM 104:15 PM 2 141 0 0 143 9 0 2 0 11 0.87 0.81 8 0 arne out in Totai I L 1 0� Thru Left P66 T Nlh 9/2312016 &WOO PM '—Left Thou RlItht Peds 29 0" out In Total 0 573 25 4 602 0.0 95, 42 01 2 0 160 11 0 171 05:00 PM 0 160 11 0 171 0,88 0 1140 300 0.950 Page 1 COUNTER MEASURES INC. Location: MOORE ST SIO 44TH AVE (:. 1889 YORK STREET 12:00 PM City: WHEAT RIDGE 52 DENVER,COLORADO 80206 '18'. 9 ,` County: JEFFERSON 02:00 303-333-74019 Site Code: 022405 Direction: NORTHBOUND -SOUTHBOUND 60 38 98 Station ID: 022405 Staff..,._.. 2 -Fel -� ._.._. U 05.00, Time Thu N B _�.._.� 06:00 Total 12.000 �._ 0 ........... ......... _ .._.�_.��.. �_....� M ..�._„_ _. �_.. �..W__.. _ . _. .. .. _ ,. _. _. ;00 2 09 00, 4 02:00 E3 1 � 03:00 y{7 572 N.. 437 Percent _ 04:00 2 3 M 08:00 07:00 _ KK _ O:t}t Vol. 50 38 - - - , 06:00 17 16x00 17:00 w w _ _ _ 16.00 ._... _._._ 11:00 (:. 4 12:00 PM 30 22 52 09:QOi” '18'. 9 ,` '3 : 02:00 60 39 89 03:Ct0 60 38 98 04:00 46 U 05.00, 06:00 42 28 70 08:00 5 8 13 09 00, 8 11 19 ., 1310 .10.00 Total y{7 572 N.. 437 Percent _ 561% 43.3_% 1009 M 08:00 07:00 _ KK _ 11 _ _ 08.00 Vol. 50 38 - - - _ 86 PM Peak 16x00 17:00 w w _ _ _ 16.00 ._... _._._ _ 7 122 pp''wwyVpta�i¢eg . .. Total 572 437 1005 Percent 56.7% 43,3% ADT ADT 1,009 AADT 1,009 Page 1 COUNTER MEASURES I 4,x,8% Location: 43RD AVE W/O KIPLING ST 9889 YORK STREET AM Peak City: WHEAT RIDGE DENVER,COLORADO 80 Page I COUNTER MEASURES Location: 44TH AVE E/O LEE ST +YORK STREET City: WHEAT RfDGE DENVER,COLORADO 80206 runty� JEFFERSON+ Direction: EASTBOUND -WESTBOUND Time Thu Ela WB Taal rv_..._ ..,...µ. �. _._._ ..� ._._...... ......... .___..,.� _...,..._,.. __.._ _.._...._ ., _....., _., _ 58 01 501 ' 2 27 52 02:00 14 15 0301 11 1411 25 04:00 30 26 &1 s:l :00 179 196 ,.7 375 09.00 128 *' 10:00 96 103 199 11j Total 8172 694 m;, ....._..; � w _e� . ,_.,d.. _.. _. , .. 15115 Percent 54.1% 45.9°l0 A1�i Peak 0:00 _ . , ,._.m, . v . � 0s.01� _ - - - _ __ ,._.._ 0:00 _ Vol, - 634 528 ` ro - - 1162 PM Peak - 16:00 16:00 - - - - - 16:00 .._. VOL u ..m _..m _ 758. _ .._708 Total 8172 6943 15115 Percent 54.1010 45.9% ADT ALIT 15,115 AADT 15,115 am Location: 44TH AVE W10 MOORE ST City: WHEAT RIDGE County: JEFFERSON 2�a ash COUNTER MEASURES INC. 1889 YORK STREET DENVER,COLORADO 80206 303-333-7409 ---------- . ..... Start T 26 -Feb -1 Time Thu -EB— - ----- -WB Total ,2 62-bO 11 14 25 QUO 8 14 22 7:po 420 08,:00 162 143 306 09-00 120 192 222 90 70 160 11-00, 3 38 77 Total 7587-'- 13228 Percent57.4% 42.6% 08;00 08:00 - 08:00 Vol. 580 470 - 1050 PM Peak 16:00 16:00 - 16:00 Vol. 761 544 - --------- 1305 Grand Total 7587 5641 13228 Percent 57.4% 42B% ADT ADT 13,228 AADT 13,228 Site 1D:0410000t? Agency Name:Counter Measures Inc Station Name: Descr ption.43RD AVE/O MOORE ST City, -WHEAT ROCS( County:JEFFERSON 15!01 ae � a Lang gat At[ �.,a Printprl on -Foh-1 at 1Cly10 Daily Volurnp PAOP 1 of 1 LEVEL OF SERVICE DEFINITIONS From Uja lhwaiL igactjtManuaLTransportation Research Board, 2010 Average Vehicle Control Delay Operational < 10 seconds Normally, vghicigs on the stoo-gontrolled,aDDroach only have to wait.up to -10 seconds before being able to clear the intersection Left -turning vehicles on the uncontrolled street do not have to wait to make their turn. 10 to15 Vehicles on ## # # *# approach # « * delays seconds before being able to clear the intersection. The dela could b to 15 seconds. Left -turning vehicles on the uncontrolled street may have to wait to make their turn, 15 to 25 Vehicles on the stop -controlled approach can expect delays in the seconds range of 15 to 25 seconds before clearing the intersection, Motorists may begin to take chances due to the long delays, thereby posing a safety risk to through traffic. Left -turning vehicles on # # # street will nowbe "• to wa t to ma e I their turn #a ciueue to be createqjn 25 to 35 This is the Doint at which a traffic sional mav be warranted for this seconds# « delays#r the stop -controlled intersection considered to be excessive. The length of the queue may begin to block other public and private access points. 35 to 50 The delays for all critical traffic movements are considered to be seconds unacceptable. The length of the queues for the stop -controlled «:## #*::well # I0� seconds IolIIID * # * delay HCM 2010 TWSC Existing Moore AvenuePeak Intersection Delay, lveh 0,8 Veh in Median Storage, # 0 _ 6 0 Grade, 6 Peak Hour Fader 82 82 82 82 82 82 Heavy Vehicles, 22 2 2 2 2 Mvmt Flow 856 _ 45 20 516 28 26 Ratio 0,12 - 0.0 toy Synchro 8 Report CSM RT Channelized None None None None ♦ s •«•4,02 3,32 212 222 .•« 1 99 Time blocked -Platoon, % HCM LOS Ratio t 0136 0,3410.1150,023 HCM Lane LOS C F ! F '. Synchrc 8 Repod CSI! HCM 2010 TWSC Existing Moore Street & W. 44th Avenue PM Peak Mov Caoacitv-2 Maneuver 274 Stage 2 X T - - 728 Ratio 0.121 0,012 Synchs 8 Report Si Existing 9: Kipling Street & W. 43rd Avenue/Existing Driveway PM Peak intersection Delay, sIveh M Synchro 8 Report CSI M ! '.6 @ '.44 •# Ot� 0 .,... ten... «,a. .. . «.+ i Synchro 8 Report CSI HCM 2010 TWSC 2017.. • Moore Street & W. 44th Avenue AM Peak ON y Intersection i If '" '" ! f PT Channelized - None - None None -storage Length 0 Veh in Median Storage, # 0 Grade, 0 Peale dour Factor 82 82 82 82 82 8 Meavy Vehicles, % 2 2 2 2 22 My t Flow 5611 45 20 518 23 28 M Ratio ! F pp Synchs 8 Report CSM HCM 2010 TWSC 2017r ► i► s,. •AM Peak Driveway Intersection Delay, • T Channelized None None None None �! Ii w#" *{a a N • �t l{t USA pp p e q CSM HCM t TWSC 2017W srMoore Street W. 44th Avenue PM Peak Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free strap Stop T Channelized None bone Dane Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, °l 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles„ % 2 22 2 2 2 9vt Flag 505 26 12 529 31 6 Follow-up Headway - - 2.22 - 3.52 3.32 Pct ga it -1 Maneuver 947 277 580 Stage 9 W 500 Mage 2 739 Time blocked -Platoon, % ; Stage 2 - - - - 726 - Ratio 0122 - U12 �+xx�gg Synchro 6 Report Cti3M HCM 2010 TWSC 2017 Background •: Kipfing _ Avenue/ExistingrivewayPM • eak HCM Lane V/C Ratio 0113 H57 0.473 0,314 0.065 i a«^ a *spa ,a HCM Lane V/C Ratio 0113 H57 0.473 0,314 0.065 i Synchro 8 Report CS HCM 2010 TWSC 2017Total 6.- North Access 44th AvenueAM Peak NEW onflictin ! 0 1 a as k iCM LOS B Synchro 8 Report CSM a Synchro 8 Report CSM HCM 2010 TVVSC 2017 Total Moore IntersectionRum Delay, Conflicting Peds, Whir 0 0 0 0 0 0 sign Cotrot Free Free Pe Free Stop stop T Channelized tone hone None Storage Length Veh in Median Storage, #t 0 _ 0 0 Grade, % 0 0 0 Peak Hour Factor 82 82 82 82 82 82 Meavy Vehicles, 2 2 2 2 2 2 Mvmt Plow 574 51 20 523 28 28 Time blocked -Platoon,. % HCM LOS C ynchro 8 Deport CSM HCM 2010 TWSC 2017Total Channelized9: Kipling Street & W. 43rd Avenue/Existing Driveway AM Peak RT None None None os a• r 1 Staqe 1 98 149 101 153 Timaa Frinr9rea i_G>1 @nrmn 01 HCC LOS F Synchro 8 Report Std HCM 2010 TW C; 2017 Total 13- W. 43rd Avenue & Southwest Access AM Peak Intersection Delay, s1veh 01 Time blocked -Platoon, % Mov Capacity -2 Maneuver 803 Stage 2 950 HCM LOS A HCM Lane V/C Ratio 0,003 H16 • glielile; Time blocked -Platoon, % Mov Capacity -2 Maneuver 803 Stage 2 950 HCM LOS A HCM Lane V/C Ratio 0,003 H16 Synchro 8 Report CSM HCM 2010 TWSC 2017 Total 15: W. 43rd Avenue & Southeast Access AM Peak * Intersection r . Peds,1 Obol ! 0 t # Pat Capacity -1 M euver 1407 743 884 Stage 888 Mov Capacity -2 Maneuver - - 742 Stage 2 - - - - 938 HCM Lane VIC Ratio Obol i4 * * * Synchro 8 Report CSM HCM 2010 TWSC 2017• a. •: North " Peak Intersection Delay,. RT Channelized 0.144!1 None None - None Storage Length x Veh in median Storage, # 0 9 {} Grade, ° 9 6 Peak lour Factor 92 92 92 92 92 92 Heavy V hides, ° 2 2 2 2 2 vmt Flaw 652 8 18 565 12 63 HCM Lane V/C Ratio 0.144!1 x Synchs 8 Report CSm HCM 2010 TWSC 2017Total Moore71* 44th Avenue PM Peak Mcv Capacity -2 Maneuver - 263 Stan 2 _ 722 HCM LCIS c Synchr€a 8 Report CSM �... Mcv Capacity -2 Maneuver - 263 Stan 2 _ 722 HCM LCIS c Synchr€a 8 Report CSM HCM 2010 TWSC 2017Total 9: Kipling Street & W. 43rd Avenue/Existing Driveway PM Peak Intersection Delay, Conflicting ! 0 0 w 0 0 ! ! 0 0 0 s M y Cap cil Maneuver 10 5 349 7 5 39 435 374 Mav Capacity -2 Maneuver 10 5 7 5 w Stap 1 97 159 66 106 Stage 2 216 106 _ 227 159 ». ... • ir. f+ ,:« ,. ,+ . is , n ♦♦ pi iy Stage 1 116 176 - 79 926 Stage 2 266 126 340 179 Time blocked -Platoon, M y Cap cil Maneuver 10 5 349 7 5 39 435 374 Mav Capacity -2 Maneuver 10 5 7 5 w Stap 1 97 159 66 106 Stage 2 216 106 _ 227 159 Synchro I�� eI�oIIIt WE -,ID 1ov Capacity -2 Maneuver - - _ _ 834 stage 't 940 Mage 2 - 949 HCM LOS A Synchro 8 Report CSM 1ov Capacity -2 Maneuver - - _ _ 834 stage 't 940 Mage 2 - 949 HCM LOS A Synchro 8 Report CSM HCM l! TWSC 2017Total Southeast Access PM Peak : Intersection Delay, OA Peds, Or 0 0 0 0 RT Channelized - None - None - None torege Length 0 Veh in Median Storage, 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, ` 2 2 2 2 2 2 lvmt Flown 0 903 109 12 8 1 Stage 2 903 Follow-up Headway 2118 _ 3.518 3,393 Pot ap *1 Maneuver 1451 770 937 Stage 9 990 stage 2 921 Time blocked -Platoon, % Mov Cap; M 1 Maneuver 9457 770 937 lulov Capacity -2 Maneuver 770 Stage 2 - 921 Ratio b Synchro 8 Report CSI HCM 1 TWSC 2035• s Moore Intersection Delay, Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Strep RT Channelized None None None Storage Length 0 Veh in median Storage, # 0 0 Grade, 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vhrclea, o 2 2 22 2 lvmt Flow 554 45 20 511 23 25 Stage 1 - - 525 Stage 2 780 Time blocked -Platoon, % mm lov Capal Maneuver 974 282 597 Mov Capacity -2 Maneuver 252 Stave 2 709 .o 0117 0,02 s ynhro 8 Report CSM HCM 2010 TWSC 2035 Background • Kipling Street & W. 43rd Avenue/Existing Driveway AM Peak Intersect'jon RT Channelized None None None • ��« Veh in Median Storaqe, # I 1 Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 dg HCM Lane V/C Rafto 0244 - 0,591 O583 0196 0,026 Synchro 8 Report CSM HCM 2010 TWSC 2035• s Moore Intersection Delay, sfveh 0.8 RT Channelized - Bane - done - None Storage Length 0 Veh in Median Storage, # 0 0 Grade, 0 0 0 Peak Maur Factor 95 95 95 95 95 95 Heavy Vehicles, 2 2 2 2 2 2 vmt Flaw 674 29 13 574 34 7 Stege 1 - _ 460 Stage 2 + 715 Time blocked -Platoon, % laveacity-1 maneuver 890 235 644 Mov Capacity -2 Maneuver 235 Stage 2 700 Ratio 0155 U14 Synchs 8 Report CSI HCM 2010 TWSC 2035a • N r • ,2 . ► Driveway + •. ► 0 0 1 i # d! HCM LOS F F CSM Synchro U Repoft C M HCM 2010 TWSC 2035Total •: North Access « W. 44th Avenue AM Peak Intersection Delay, •nflictinr- 1 1 ! 0 1 1 a es ®A Pet Ca acit 1 Maneuver 970 266 694 Stage 1 512 Time blocked -Platoon, % ovCapacity-1 Maneuver 979 255 694 Mov Capacity -2 Maneuver 255 Stage 2 668 t Synchro 8 Report Sit MCM 20101Total • Avenue AM Peak Intersection Conflicting •-• r A Stage 1 - 515 $tap 2 728 Time blocked -Platoon, % 4 Y Syn hro 8 Report Si HCM 1 TWSC 2035Total • • • Driveway Peak Intersection Delay, p• pp j w#M;M ynchro, 8 Report CSM HCM 2010 TWSC 2035Total 13: W. 43rd Avenue & Southwest Access AM Peak RT Channelized None None - None Storage Length 0 Veh in median Storage, # 0 0 0 Grade„ % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vh`�ole, # 2 2 2 2 2 2 Mvmt Flaw 4 72 98 54 11 2 Time blocked -Platoon, % - - - Mov Capacity -2 maneuver _ _ _ _ 781 Stage 2 - - - 940 - HCM LCIS; Synchro 8 Report CSM M ^M 2010 TWSC 2035 Total «f»#Avenue & Southeast Access AMPea rwo.. Headway ;24 3.518«8 » « <»»»■x« « < 4� < 4 Sy« or a Rem 4 C&N © © »�,:» * e © • © « w\ i. , « 2< < ■ rwo.. Headway ;24 3.518«8 » « <»»»■x« « < 4� < 4 Sy« or a Rem 4 C&N HCM 2010 TWSC 2035 Total • orth Access Conflicting Peds, Or 6 9 0 6 9 Q sign Control Free Free Free Free stop Stop RT Channelized None None None Storage L"th 0 Veh in Median Storage, Grade, 9 Peak Fleur Factor 92 92 92 92 92 9 Meavy Vehicles, 2 22 2 Mvmt Flown 723 6 16 626 12 6 Time blocked -Platoon, % Mov Cap; it I Maneuver 870 207 632 Mov Capacity -2 Maneuver _ 267 stage 1 439 Stage 2 666 « Syn hro 6 Report CSM HCM 2010 TWSC 2035 Total 7- Moore Street & W 44th Avenue PM Peak Storage Length - 0 Peak Hour Factor 95 95 95 95 95 95 Mvmt Flow 681 33 13 585 39 7 Time blocked -Platoon, % SynnhroOReport HCM 2010 TWSC 2035Total 9: Kipling Street & W. 43rd Avenue/Existing Driveway PM Peak RT Channefized None None None None e ,a- 1 • ,.. , - a _ is Stme 1 91 141 60 M NCM LOS F F • Synchro 8 Report CSM HCM 2010 TWSC 2035Total 13: W. 43rd Avenue & Southwest Access IntersectionDelay, Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop stop RT Channelized None None None Storage Length 0 Ven in median Storage, # 0 0 0 Grade, ' 0 0 0 Peak Figur Factor, 92 92 22 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 76 77 33 27 Stage 940 Time blocked -Platoon, °IQ HCM Lane VIC Ratio UO2 t ynchro 8 Report CSM HCM 2010 TWSC 2035 Total 15: W. 43rd Avenue & Southeast Access PM Peak Intersection Delay, tveh 0. T Channelized - None - None - None Stomp Length 0,034 0 eh in Median Storage, # 0 0 0 Grade, i 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, ° 2 2 2 22 ; Mvmt Flow 0 114 120 12 8 Stale 2 91 Time blocked -Platoon, °l Stage 2 - - 011 - HCM Lane VtC Ratio _ _ _ 0.011 HCM Control Delas) 0 9.8 HCM Lane LOS l CM 90th O,tile 0(veh) 0 0,034 Syncro 8 Report CSN Monroe & Newell Engineers, Inc, Vad 4 Denvel For: Wheatridge Animal'Hospital 10055 West 431 Avenue Wheatridge, Colorado 80033 (M&N Ref. 10128.00) 00 15681 These drawings and calculations are the property of Monroe & Newell Engineers, Joe, Any use or reproduction of these calculations without the expressed written permission of Monroe & Newell Engineers, Inc. is strictly prohibited, **P.E. stamp on sheet applies to the following calculation pages and indicates that they have been reviewed. This includes all sheets attached to this cover, March 31, 2016 ',v�,vv— monrov- ncw0l,cmn 1,WO Glen�mn # Suile 101 Dtnver, Colorado 80202 (303) 623-492-7 * FAX t 03 623-6602 c'mafl: tik:l°t�l",t,r�(��II)ollsoc-lieNN7("Il,(,:()tlI WHEAT RIDGE ANIMAL HOSPITA WHEAT RIDGE, CO M&N#10128.00 I f FRAMING I I FOUNDATION 281, Priqccr Name Risk C te ,a c,ry (IRC2012 IOAS) Date M -N, Project # Nf-sl' TIM Fax Phone Phone I rife, iota 59imir—LOW iQ CheckBoxt Risk Category, ategory, is (ASCE 7. 10 Table Latitude of llrocct Site Longitude of Pro)cet Site Ss (,ipectral response acceleration arshort 0,2 second Itcriod's) S, (spectral response accdcrition at 1A) second perimic) Ti- (Long Period'Fransition trona map ASCE7A(i Figure 22-12) fflfl� See; SW SE's SM E = pQ 0.2S,),D can L,v, = acro? Seismic Design Carcgory hued on St),(ASCI-,,7-10Tahlc 11,6-1) Seismic Dcsig,m C-aegory based on N)(AS(A-l' 7-10'rable Seismic Dcsigo I tegory Redundancy p Building I leight per ASCE 7.10 12,821 Roof Ehaphragm(s) Floor Dia[rdirag"I(s) Lateral System Wong Analytical 0-180 axis It 2ACK) 0306 g 0, 144 g 02N g 0,096 g Selcu from ASCE 7- 10 TABLE, 12,2-1 M. Stfti SYAMNlc 5;Vdk*9V Ddaded Fz Seturk Oudky Is ihis Lateral Symem Permitted for this, Scimnic Desi it Claregory? Yes Rcsponsc Modification Factoril (ASCE7-Rf TaNc 12,2, 1) 301 System Over-mengyth F-acrorQ(, (ASC E-7-101'able 172-1) No= Dcflecfiort Arriphfication FactorCd (ASCE7401"able 12,2-1) 3AN) I leiphr limit for this Latcrai Systern 111M it Ct per ASCE 7-10 12,82 � 0.020 x exponent per ASCE 7.1012,821 o,75o Approximate Building Perical,'ni, per AS(,h, 7-1() 118,11 189 see CuCoefficient (usconl ' v Nvith Mods] RSA, do nor use vvith I -Al" procedure) 1770 0 Upper Round on Building Peri 1, CluTa per ASCF,7- t () 12,8,2 (use only with Modal 16A, do not use Nvith HYprocedure) (1,322 scc Short Period BoundAcV,lei per ASCE-e - )O 1 1A,5 OM94 see Long Period Boundarv, I's per ASCE7- 10 11.43 0,471 see XLongPcriod 11.43 (Tig 12-22) 12,000 see liasc Shear Coefficient Cs per �"CE 7-10 12.41 1, 018,2j ).()(1'+d)Upper timit of Wise Shed Coefficient Cs per ASCE 7-,1() 12,8AA & (12,841 0, 1692 L, xwer Unlit of Base Shcar C oc f'ficien t C's per ASCE 7-10 12,8, 1, 1 (12,8 -5) 0,010) Governing Base Shear Coefficient Cs ifSeismic Desigm Categrcry B or higlier 010760 4111016 I Spectrum Response Curves for Analytical 0-180 axis Period, T (see) Lateral Desr�m, Methoals (ASCE,7_10 116) SLOW b*NAk", Late* Fort NOCC.OuM €ASCV 7-10 1 Za) Modal Superposkion Method % of CriticalDamping for Spectral Acceleration Responsc Spectrum Site Elevation Ground Pg (IBC for 50-y(mr M -R4 Tcrr,,,tin Categmy Per ASCF,7-05 6,5,6 E xposmc Factor Ce ASC E7 -05 73.1 Imixo-eince Facror Is ASCT- 'rherned Factor Cr ASC E7-057.12 Flat Roof Snow Pf ASC E7-05 73 Balanced Flat Roof Snow 11f RmifSlopc Roof Slope Factor Cs (ASCE 74) Sloped Rot& Snow Ps (ASCE' 7.4) Unit \veight of now I UnImdanced & Drifting Loa& - see calculations —based on R-38 roofing assernbly* ** Depth of hydraulic head 1 -1 lour Rainfidl Ran, IW -year NI -R-1 (IBC 2012 figure F611. ) Area mbutaq of singje drain Flow Rate Q=A*i Depth of hydrostatic head ,Fd) R (HR" 161!.7) WirkdIRRIAL Basic Wind Speed (3 -second gut) Ultimate F.I.Tosure Category per ASCE". 10 63A Angle of Roof Plane Mean Roof I lcight (use Mun L",ave I kig ght when slope < IiY degreci), ASCE, SIMPLIFIED METHOD I CAN BF USED _rk,kp, (P,'-" 1A _,sWE 4JU2016 EtIM Design Maps Summary Report User—Specified Input Report Title Wheat Ridge Animal Hospital Th,u February 25, 2016 15:46 40 UTC Building Code Reference Document 2012 International Building Code (which utifizes USG S nazard data avaiiabie ir, 2008) Site Coordinates 39.777130N, 105.110960W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/III 1 USGS—Provided Output Ss = OJ91 g Sms = 0,305 g Sax = O204 g S, = 0.060 g S,,, = 0, 144 g So% = 0,096 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document, 0,32 0,24 0 Z4 0 020 0,16 0,12, 000 004 0 00 — ------ J­� 0,00 0,29 0,40 0.40 0 40 1,00 1 20 1 40 1 40 1 IQ 2 00 Period, T is c 021 1 039 1 1 0003 0, 000,20 040 0,60 0190 1,00 120 140 160 too 20Q Period, T 4seck Ridge Height, hr = Eave Height, he = Building Width = Building Length = Roof Type = Topo. Factor, Kzt = Direct. Factor, Kd = Enclosed? Hurricane Region? mph (Wind Map, Figure 26,5 -IA -C) (Table 1,5-1 Risk Category) (Sect. 26.7) ft. (hr e <>= he) ft, (h= hr) ft, (Normal to Building Ridge) ft, (Parallel to Building Ridge) (Gable or Monoui slop ) e Figure "Table 26.6) (Sect. 26.2 & Table 26.11-1) Check Criteria for a Low -Rise Building'. 1, lsh<=60'? r— Yes,O.K, = 2, lsh<=LesserofLorB? External Pressure Coeffs,, GCpf (Fig, 28.4-1): (For values, see following wind load tabulations.) Positive & Negative Internal Pressure Coefficients, GCpi (Table 26.11-1): +GCO Coat, = 0,18 (positive internal pressure) -G pi Coat. = -018 (negative internal pressure) If h < 15 then: Kh = 201 *(I 5/zg)4(2/a) (Table If h >= 15 then: Kh 2.011�zAj, (21a) (Table 28.3-1) ill a (Table 26.9-1) zg (Table 21) Kh (Kh = Kz evaluated at z = h) zr=wla� Velocity Pressure: qz 0.00256*Kz*Kzt*Kd*V"2 (Sect, 28.3,2, Eq, 283-1) qh psf qh = 0.00256*Kh*Kzt*Kd*V"2 (qz evaluated at z = h) Design Net External Wind Pressures28.4,1) p = qh*[(GCpf) - (+/-GCpi)] (psf, Eq. 28A-1) Wall and Roof End Zone Widths "a' and '2*a'(Fig. 28.4-1): a M555 ft. 2*a 11,10 ft. 1 1 of 3 2/25/2016 7-57 AM 0,40 &55 -§03 5 -2410 -1033 :4.8;' :0 0�4 9 6 -33,29 _1951 -0 125 #«_ox -6,03 -21,04 -7,27 -0.29 -1798«<-24.10 2A0 _045 -1033 -4,50 O40 22,19 -029 16,45 0,48 -2515 -4783 -1.07 -47,83 -27A7 -13.39 -053 11 -27 17 23.34 9157 -048 O61 -043 *Note: Use roof angle 0 = 0 degrees for Longitudinal Direction. For Case A when GCpf is neg. in Zones 212E: For Case B when GCpf is neg, in Zones 2/2 Zones 2/2E dist. =[ _27.75_-k Zones 2_/2E dist, Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficienj Notes.- I . For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases: Zone I is windward wall for interior zone, Zone 1 E is windward wall for end zone. Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone. Zone 3 is leeward roof for interior zone, Zone 3E is leeward roof for end zon.., Zone 4 is leeward wall for interior zone, Zone 4E is leeward wall for end zone. Zones 5 and 6 are sidewalls. Zone 5E & 6E is sidewalls for end zone, Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case. Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case. Zones 5T and 6T are sidewalls for torsional case. 2 (+) and (-) signs sign4 wind pressures acting toward & away from respective surfaces, 3. Building must be designed for all wind directions using the 8 load cases shown below, The load cases are applied to each building comer in turn as the reference comer. 4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values, Torsional loading shall apply to all 8 basic load cases applied at each reference comer, Exception: One-story buildings with "h" <= 30% buildings <= 2 stories framed with light frame construction, and buildings <=2 stories designed with flexible diaphragms need not be designed for torsional load cases. 5. Per Code Section 28,4.4, the mininiurn wind load for MWFRS shall not be less than 16 psf 2 of 3 2/25/2016 7:57 AM &55 -§03 -258 -4.884k :4.8;' -182 -5,26 1 82 125 11011,1 -6,03 2A0 -4,50 Notes.- I . For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases: Zone I is windward wall for interior zone, Zone 1 E is windward wall for end zone. Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone. Zone 3 is leeward roof for interior zone, Zone 3E is leeward roof for end zon.., Zone 4 is leeward wall for interior zone, Zone 4E is leeward wall for end zone. Zones 5 and 6 are sidewalls. Zone 5E & 6E is sidewalls for end zone, Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case. Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case. Zones 5T and 6T are sidewalls for torsional case. 2 (+) and (-) signs sign4 wind pressures acting toward & away from respective surfaces, 3. Building must be designed for all wind directions using the 8 load cases shown below, The load cases are applied to each building comer in turn as the reference comer. 4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values, Torsional loading shall apply to all 8 basic load cases applied at each reference comer, Exception: One-story buildings with "h" <= 30% buildings <= 2 stories framed with light frame construction, and buildings <=2 stories designed with flexible diaphragms need not be designed for torsional load cases. 5. Per Code Section 28,4.4, the mininiurn wind load for MWFRS shall not be less than 16 psf 2 of 3 2/25/2016 7:57 AM � te� ,I Basic Load Cases Transverse Direction Case B Toviio I-ongitudinal Direction Torsional Load Cases 3 of 3 2/25/2016 7:57 AM Title Block tine 1 Project Title: You can change this area Engineer: Pr( fjeCpm, i using the "Settings" menu item Project Descr: and then using the "Printing & Title Slack" selection, Beam Description Load into Beams High Roof General Beam Properties Span # 2 Span # where maximum occurs Span Maximum Deflection Elastic Modulus 29,000.0 kss Summary of Shear Values Max Downward Transient Deflection 0.000 in Span #1 Span Length = 9.667 It Area = 10.0 in"2 Moment of Inertia = 100.0 in"4 Span #2 Span Length = 26.750 ft Area = 10.0 in"2 Moment of Inertia = 100,0 inA4 Span #3 Span Length = 18.333 it Area = 10.0 in"2 Moment of Inertia = 100.0 in^4 -6.39 6.31 1.31 Dsgn, L = 26.75 it 2 •0.00 -16,64 [kfl.'k35' 20.5;#5) 9.89 Dsgn.. L = 18,33 ft 3 M IF Y -96.64 7 IF t" V +D+H Applied Loads Service loads entered, toad Factors will be applied for calculations. Load for Span Plumber 1 Uniform Load : D = 0.1350 loft, Tributary Width =1.0 fl, Load for Span Number 2 Uniform Load : D = 01350 k/8, Extent = 0.0 -» 1.333 ft, Tributary Width =1,0 it Uniform Load: D = 0.0990 kflt, Extent =1.333 ->> 26150 ft, "tributary Width =1.0 It Load for Span Number Uniform Load ; D = 0.0990 loft, Tributary Width = 1.0 ft GESIGN SUMMARY Maximum Bending - 16.637 k -ft Maximum Shear 1,815 k Load Combination +D+hl Load Combination +D+H Location of maximum on span 26.7 Oft Location of maximum on span 26.750 it Span # where maximum occurs Span # 2 Span # where maximum occurs Span Maximum Deflection Summary of Moment Values Summary of Shear Values Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 1.890 in 232 Max: Upward Total Deflection -0.235 in 1365 iris Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx60mega Cb Rm Va Max Vnx Vnx(Omega Overall MAXimum Envelope . Dsgn, L = 9,67 it 1 -6.39 6.31 1.31 Dsgn, L = 26.75 it 2 •0.00 -16,64 16,64 9.89 Dsgn.. L = 18,33 ft 3 -96.64 16.64 9.81 +D+H Dsgn. L = 9.67 ft 1 -6.31 6,39 9.31 Dsgn. L = 26.75 ft 2 -0.00 -96.64 96.64 1,81 Dsgn. L = 18.33 ft 3 -16,64 96.64 1.81 +D+L+H Dsgn. L = 9.67 It 1 .6.31 6.31 1.31 Dsgn. L = 2875 it 2 400 -16,64 96.64 1.81 Dsgn. L = 18.33 it 3 -96.64 16.64 9.81 +D+Lr+H Dsgn. L = 9.67 it 1 -6.31 6,31 1.33 Dsgn. L = 26.75 it 2 -0.00 -16.64 16,64 1:81 Dsgn. L = 18.33 It 3 -96.64 16.64 1.81 +D+S+H Dsgn, L = 9.67 If 1 -6.31 6.31 1.31 Dsgn. L = 26.75 ft 2 0.00 16,64 16.64 1.81 'Dsgn, L = 18.33 ft 3 -16,64 96.64 1.81 +D+0.75OLr+0.750L+H Dsgn, L = 9.67 it 1 -6.31 6.31 9.31 Dsgn, L = 26.75 ft 2 400 -96,64 96.64 1.81 Dsgn, L = 98,33 ft 3 -16,64 16.64 1,81 +D+0.750L+0.7505+H Dsgn, L = 9.67 it 1 -6.31 631 1.31 Title Block Line I Project Title: You can change this area Engineer: Pre Q1IM 8 using the "Settings" menu item Project Descr: and then using the "Printing & Ti Y *w x W M x Description General Beam Properties Span # 2 Span # where maximum occurs Elastic Modulus 29,000.0 ksi Maximum Deflection Span #1 Span Length = 9.667 it Area = 10,0 inA2 Moment of Inertia = 100,0 in"4 Span #2 Span Length = 26.766 ft Area = 10.0 inA2 Moment of Inertia = 100.0 in"4 Span #3 Span Length = 18.333 ft Area = 10.0 in"2 Moment of Inertia = 100.0 in^4 Max Downward Total Deflection 5,993 in 72 Max Upward Total Deflection -0.745 in Q 0.428 t)(0,428) D d2.3t 9" Load Combination Max Stress Ratios , . _ ......... _ . _.., _ .. ,.. ., ..__. _. Span 26,750 ft .. ... __ ... ,..... .. . ... .____ .._... Segment Length Span # M V Applied Leads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.4280 Irift, Tributary Width th =1:0 ft Load for Span Number 2 Uniform Load: D = 0.4280 ldit, Extent = 0.0 -->> 1.333 ft, Tributary Width =1.0 It Uniform Load, D = 03140 1011, Extent =1,333 -->> 26.750 ft, Tributary Width =1,0 it Load for Span Number 3 Uniform Load - D = 0.31401ift, Tributary Width =1.0 ft OESIGN SUMMARY Maximum Bending = 52.768 k -ft Maximum Shear = 5.757 k; Load Combination +p+H Load Combination +D+H Location of maximum on span 26350ft Location of maximum on span 25.730 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0,000 in 0 Max Downward Total Deflection 5,993 in 72 Max Upward Total Deflection -0.745 in 430 Maximum Forces & Stresses for Load Combination ' Load Combination Max Stress Ratios Summary of Moment Values Summary of Sheaf Values Segment Length Span # M V Mrnax + Mmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 9.67 it 1 -20,00 20.00 4.94 Dsgn. L = 26.75 it 2 400 -52.77 52,77 5.76 Dsgn. L = 18.33 ft 3 -52.77 52.77 5,76 +D+H Dsgn, L. = 9.67 it 1 -20,00 20,00 4.14 Dsgn. L = 26,75 ft 2 -0,00 -52.77 52.77 5,76 Dsgn. L = 16.33 it 3 -52.77 52.77 5,76 +D+L+H Dsgn. L = 9.67 it 1 •20.00 20.00 4.14 Dsgn. L = 26.75 It 2 -0.00 -52.77 52,77 5.76 Dsgn. L = 18.33 ft 3 -52.77 52.77 5.76 +D+Lr+H Dsgn. L = 9.67 ft 1 -20,00 20.00 4.14 Dsgn. L = 26.75 ft 2 -0.00 -52,77 52.77 5.76 Dsgn, L = 18.33 ft 3 -52.77 52.77 5.76 +D+S+H Dsgn. L = 9.67 It 1 -20.00 20,00 4.14 Dsgn. L = 26.75 it 2 -0,00 -52.77 52.77 5.76 Dsgn. L = 18.33 it 3 -5237 52.77 5.76 +D+0,750Lr+0,750L+H Dsgn. L = 9.67 It 1 -20.00 20.00 4.14 Dsgn. L = 26.75ft 2 -0.00 -52.77 52.77 5.76 Dsgn. L = 18.33 it 3 -52.77 52.77 5.76 +D+0.750L+0.7505+H Dsgn. L = 9.67 ft 1 -20.00 20.00 4.14 Title Block Line i Project Title: (� tldl 0 You can change this area Engineer; using the "Settings" menu item Project Descr: and then using the "Printing Title Block" selection. Tale Block Line ' Re = p:t1 0928 - Wheatridge Animal Hosp tah NG€N RING\ Uter la foods,eC6 ENERCALC, INC, 9983-2016. 8 id.&.t6.2.18, Ver$,16.2.98 Description Load Into Beams Low Roof Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 4 M V Mmax + Mmax - Me - Max Mnx MnxlQme a Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 26.75 ft 2 400 -52.77 52,77 5,76 Dsgn. L = 1$.33 ft 3 -52.77 52.77 5,76 +D+0.60W+H Dsgn, L = 9.67 it 1 -20.00 20,00 4.14 Dsgn, L = 26.75 ft 2 -0,00 -52:77 52.77 5.76 Dsgn. L = 18,33 ft 3 -52.77 52.77 5,76 +D+0,70E+H Dsgn. L = 9,67 ft 1 -20.00 20.00 4.14 Dsgn. L = 26.75 ft 2 400 -52.77 52,77 516 Dsgn. L = 18.33 it 3 52.77 52,77 5.76 +D+0.750Lr+0.750L+0.450+H Dsgn. L = 9.67 ft 1 -20.00 20.00 4,14 Dsgn. L = 26,75 9t 2 400 -52.77 52.77 5,76 Dsgn. L = 96.33 If 3 -52,77 52,77 5.76 +D+0.7501.+0.7505+0.450W+H Dsgn. L = 9.67 It 1 _20.00 20.00 4.14 Dsgn. L = 26,75 ft 2 400 -52,77 52.77 5,76 Dsgn, L = 18.33 ft 3 -52.77 52.77 5,76 +D+0.750L+0,7505+0,52508+H Dsgn. L : 9.67 It 9 -20.00 20.00 4.14 Dsgn, L = 26.75 It 2 400 -52.77 52.77 5.76 Dsgn, L = 18.33 It 3 -52,77 52.77 5.76 +0.60D+0,60W+0.60H Dsgn. L = 9.67 it 1 -12.00 12.00 2.48 Dsgn. L = 26.75 it 2 400 -31.66 31,66 3.45 Dsgn, L = 18.33 ft 3 •31.66 31.66 3;45 +0.60D+0.70E+0.60H j3sgn. L = 9.67 It 1 -12.00 12,00 2.48 Dsgn. L = 26.75 It 2 -0.00 -31.66 31.66 3,45 Dsgn, L = 18.33 it 3 -31.66 39.66 145 Overall e i t Deflections Load Combination Span Max. " Deft Location in Span Load Combination Max. "+" Deft Location in Span D Only 1 _ 9,2155 Hen 0.0000 0.000 2 0,0000 0.000 D Only -0.7452 16,930 D Only 3 5.9928 18.333 0,0000 16.930 Vertical Reactions Support notation: Far left is €f1 Values in FLIPS Load Combination Support 9 Support 2 Support 3 Support 4 OverallMtAXimum 7,260 99.185 Overall MIN mum 4,356 6.719 +D+H 7,260 91.185 +D+L+H 7,260 11.185 +D+Lr+H 7.260 11.185 +D+S+H 7.260 11.985 +D+0.750Lr+0.750L+H 7.260 11.185 +D+0.750L+0,7505+H 7.260 11.985 +D+0,60W+H 7.260 11.185 +D+0.705+H 7.260 11.185 +D+0.750Lr+0.750L+0.450W+H 7.260 11.185 +D+0.750L+0.7505+0.450W+H 7.260 91,185 +D+0.750L+0.7505+0.5250E+H 7,260 91.185 +0.60D+0,60W+0.60H 4.356 6.711 +0.60D+0.70E+0,60H 4.356 6.711 D Only 7.260 91.185 Lr Only L Only S Only W Only E Only H Only Title Block Line I You can change this area using the "Settings" menu item and then using the "Printing i. Title Block' selection, Title Block Line 6 . ......... . . . File = PA10128 - N CODE REFERENCES Calculations per RISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties . . . . ..... .. .. ...... .... Analysis Method: Allowable Stress Design 7M Beam Bracing: Beam is Fully Braced against lateral -torsional buckling by attached s ks Load Combination ASCE 7-10 Fy'. Steel Yield 50.0 ksi E: Modulus: 29,000.0 ksi W16x45 Composite Beam Section Data Service ioads entered, Load FaCtOFS wM be applied for calculations. Beam is UNSHORED for Concrete Placement Total Slab Thickness 5,0 in Concrete pc 4,0 ksi Stud Diameter 3I4" in Effective Width 7,50 it Concrete Density 145.0 opt On - Stud Capacity 13,530 k Metal Deck, .. Rib Height 2.0 in Top Width 5.0 in Ribs: Parallel Rib Spacing 12.0 in Star Width 7.0 in 30,0 ft Applied Loads Service ioads entered, Load FaCtOFS wM be applied for calculations. Load for Span Number 1 Uniform Load D = 0,060, L = 0.060 ksf, Tributary Width 10.0 it, Post Composite Only Uniform Load D = 0.0560 ksf, Tributary Width = 10,0 ft, Pre & Post Composite Uniform Load L = 0.020 ksf, Tributary Width = 10.0 it, Non -Composite Only DESIGN SUMMARY ti Maximum Bending Stress Ratio O.549: 1 Maximum Shear Stress Ratio 0138: 1 Section used for this span W16 45 Section used for this span W16x45 Percent Composite Action 60% Vu : Applied 26.40 k Pre -Composite Composite Vn/Omega: Allowable 111.090 k Mu Applied 85.50 198.0k -ft Load Combination span 1 Mn l Omega: Allowable 205.339 360.817k -ft Location of maximum on span O.Oft Load Combination Post Composite: +D+L+H Span # where maximum occurs Span # I Location of maximum on span 15,0ft Span # where maximum occurs Span # I Maximum Deflection Max Downward Pre -Composite 0.824m Max Downward Composite Deflection 1.170m Max Upward Pre -Composite 0.000in Max Upward Composite Deflection 0.000 in Pre -Composite Deflection Ratio 437 Composite Deflection Ratio 307 Shear Stud Requirements From Support I to 15,00 fl use 30 studs, From 15,00 It to Support 2 use 30 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Sending Summary Shear Summary Span # M V Mu -Applied MnTr / Omega Va Vn I Omega Span L = 30 ft 1 0,416 0.103 85L, () 205,34 1140 1 E 109 PoM Composite, +D+H Span L = 30ft, 1 0362 0,157 130,50 360,82 17,40 111,09 Posi Cornpo&te : *D+L+,H Span L = 30 ft 1 0549 0138 '198.00 360K 26,40 111,09 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing Ti Title Block Line I Project Title: You can change this area Engineer: F ProRtID! 3 using the "Settings" menu item Project Descr and then using the "Printing & Title Block" selection, -,,qed 'A PR ?,,M 3.0AIM M= #"tn File - PA10128 - Whe*dge Depth 16.100 in I xx 586,00 in'4 I yy 32.800 in'14 Web Thick 0,345 in S xx 72.70 in'3 S YY 9,340 in'3 Range Width 7,040 in R xx 6.650 in R yy 1,570 in Flange Thick 0.565 in Zx 82,300 in,13 ZY 14,500 inA3 Area 13,300 in'2 J 1,110 in A 4 Weight 45,000 pit Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k -ft I -Steel I -Trans I-Lwr Bound Span i PNA in Slab IOU 18.927 665,000 50 682.87 580.0 1,895.0 1,537,8 PNA in Flange 95,0 16.053 631,750 47 698.18 586,0 1,895,0 1,521,8 PNA in Flange Ko 16.006 598,500 45 664,88 586.0 1,895.0 1,5041 PNA in Flange 85.0 15.958 565,250 42 671.47 586.0 1,895.0 1,484:6 PNA in Flange 80.0 15,911 532,000 40 657.93 586.0 1,895.0 1,463,0 PNA in Flange 75,0 15,864 498,750 37 64427 586.0 1,895.0 1,4393 PNA in Flange 70,0 15,817 465,500 35 630.48 586.0 1,895,0 1,4131 PNA in Flange 65.0 15.769 432.250 32 616.58 586.0 1,895.0 1,3843 PNA in Flange 60,0 15.722 399-000 30 602.56 586,0 1'895,0 1,352,6 PNA in Flange 55.0 15.675 365,750 28 588,43 SS&O 1,895,0 1,317.8 PNA in Flange 50.0 15.628 332.500 25 574,17 586.0 1,895.0 1,279S PNA in Flange 45.0 15.580 299,250 23 559,81 586.0 1,895.0 1,237,2 PNA in Flange 40.0 15.533 266,000 20 54533 SKO 9.895.0 MKEI PNA in Web 35.0 14,535 232,750 18 529,36 586.0 1,895,0 1,139,5 PNA in Web RO 13,572 199,500 15 510,71 SKI) 1,895.0 1,082,9 PNA in Web 25,0 12.608 166.250 13 48939 586.0 1,895,0 1,0203 202 ---- --- ler 2,80 Sao a,$) MW 14,00 17,80 an 23. 25.80 2980 ZEE= 0 Peca ra 434'e- : t> + C0.3t L 0 Pau ca« pas .e : +b+H R Post Cc -Paz: to : + t,+ L + H a Piz i Can pqx^ tv ; -t D + L' + H +D+ +i 5 PQz1ConP%z;tc; +f>+0M0+)JM+H , , Past COMPOZ4e z 4D+0,7S0L4D,7S05+V a past canpqz:'e: +b+0's0w+'f 0 Post C-pax4. +D+0.71,t-+H a Pox t C am pax4z- 4 0 4, D, 7 1 D L 4 D, 7' D L + 6A S D 9+H 0 Pa -i Canpos;.e z +D+DJS0L4,0,7S61;+5AS51*/+H 4 Poxt Campax;ti 0 past C*+a°wV.Z4* 0 Past Canpcm;,a ; +0,60D+0,7be+0,600 27 13 t�� NIEIVSER-� -13 -27 2,80 580 0.03 11190 14.00 17,80 Man 23,00 2>40 2920 ZMM2= 0 PeC.Paz4& : D +Ca-zi L a P=t co"Pqzr'e +V+h It Peart Campaz;tz +D+4,+" 19 Nzt':Q-P.34= 4b+0+H a Past canpaz�'c +V+9+4 9 Past Cc-pax:tt +D+5 7SDL,+3,7SU+H 01 Pu 9CQ-iPQx4i iD+DJS0Lt0JSD5+k a Pawzqqpaz:.* +V+0.90w+1 4 PqU CQnpQz; ii + Dt 0, 7 D F t " 1, PDX, C." PQZ;1. 4P,+0,750L,+0.75DL+4AS0X+,4 N P=1 Conpax;e +V+0,7SDL+0.7S1,5+0ASDW+H 8 Post Campas4t +D+0,- 0L+C,7SD5+D,5ZSDE+H Is Post Camoaz;ta 4D,601>+010W+3.606 4 P..[ C*nP.z;,e: +VM+a76E+515H Title Block Line I You can change this area using the "Settings" menu item and then using the "Plinting & Tifle Blocko selection, Title Block Line 6 0 I File = P010128 - Whea#i4e ed , APR 2' M 2,80 Soo aA) 11180 WOO MOO 20,80 23,80 2&100 2900 Cistame (ft) c4no.tGaft a . D - is ING ke mwdas.t D + I Y POZICOM;". �t. C, +0 + LPaz I.0 a alx� p(a ::0 + L *1 5 "'N pastc*�eP.34- : D-L,+W+S"z 0 +1+ 5 4WII M paztCampaz4a P+ L+ 5 + W 1 4 CODE REFERENCES Calculations per RISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material properties Analysis Method: Allowable Stress Design 4J+ ii rt " Beam Bracing: Beam is Fully Braced against lateral -torsional buckling by attached Load Combination ASCE 7-10 Fy: Steel Yield : 50.0 ksi E Modulus 28,000,0 ksi Composite Bears Sections Data Total Slab Thickness 5.O in Effective Width 4.750 ft Metal Deck .. . Ribs : Parallel 30,0 ft w16X4S Applied LoadsService . loads centered, Load Factors avid Beam is UNSHORED for Concrete Placement Concrete fo 4.0 ksi Stud Diameter 3,'4" in Concrete Density 145.0 pd On : Stud Capacity 13,530k Rib Height 2.0 in Top Width 5,0 in Rib Spacing 12,0 in Btm i+ilidth 7,0 i 30,0 ft Applied LoadsService . loads centered, Load Factors avid be applied for calculations. Load for Span dumber 1 Unifo Load : D=0,060, L = 0,10 ksf, Tributary Wdth = 5.O ft, Rost Composite Only Unifo Load : D = 0.0560 k f, Tributary Width= %0 ft, Pre& Post Composite Unifo Load : L = 0.020 ksf, Tributary Width=10.0 ft, Dors-Composite Only Unifo Load : D=0.060, L = 0.060 ksf, Tributary Width= 5.0 ft, Rost Composite Only DESIGN SUMMARY Maximum Bending Stress Ratio = 0,611: 1 Maximums Shear Stress Ratio = 0.265: 1 Section used for this span W16x45 Section used for this span W16x5 Percent Composite Action 60% Vu : Applied 29.40 k Pre -Composite Composite VntOmega : Allowable 111.090 k Mu: Applied 85.50 220,50k -ft Load Combination span 1 Mn 1 Omega: Allowable 205,339 %817k -ft Location of maximum on span 0.011 Load Combination Post Composite: +D+L+fI Span # where maximum occurs Span # 1 Location of maximum on span 15.Oft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Pre -Composite 0.824in Max Downward Composite Deflection 1.287in Max upward Pre -Composite O.00Oin Max Upward Composite Deflection 0.000 in Pre -Composite Deflection Ratio 431 Composite Deflection Ratio 278 Shear Stud Requirements From support 1 to 15.00 it use 30 studs. From 15.00 ft to Support 2 use 30 Studs. Maximum Farces & Stresses for Lead Combinations nad Comb & Design Length. Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr d Omega Va Vn t Omega Pre Composite D + Coast L_ Span L 30 ft t 0A16 0103 85.50 20534 1i'40 111,09 Post Composite : +D+H Span L z 30 ft 1 3,363 0157 1313.50 360.52 1740 111,03 Post Compos4e : '�-D+i.+;a Title Block Line I Project Title: You can change this area Engineer: FFofatiDI 6 using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection, Title Block Line 6 7u ASR 3 AM File= PA10128- pi� Animal HospitalkENGiNEERtNG\CaicskIO128fmming.ec6 ���Pom M"�' INC� 198�16� suiidi%i� Ver,15,163.4 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M v Mu -Applied MnTr / Omega Va Vri / Omega Span L = 30 It 1 0,611 0,265 22050 36H2 29.40 111,09 Post Composite : +D+Lr+H Span L = 30 ft 1 0.362 0,157 130,50 360,82 17.40 11 Post Composite: +D+S4 H Span L = 30 it 1 0362 0,157 13050 360,82 17,40 111.09 Post Composite : +D+03501 -r+0. 750L+ Span L = 30 ft 1 0,549 0.238 198r40 360,82 26-40 111,09 Post Composite : +D+0,750L+0,750S+I­ Spar L = 30 it 1 0549 0,238 1198,00 360,82 26.40 111 .09 Post Composite : +D460W+ H Span L = 30 ft 1 0.362 0,157 13050 360.82 17,40 111,09 Post Composite ; +D4,0.70E+H Span L = 30 ft 1 0,362 0,157 130.50 360,82 17,40 111.09 Post Composite: +D+0,754Lr+0,7501.+ Span L = 30 it 1 0,549 0,238 198.00 360.82 26,40 111.09 Post Composite : +D+0,750L+0,750S+O Span L = 30 it 1 0,549 0,238 IWOO 360,82 2640 111.011 Post Composite : +D+07501.+0,7505+0 Span L = 30 ft 1 0,549 0238 193.40 360,82 26.40 111,09 Post Composite: +0,60D+0,60W+H0F Span L = 30 ft t 0,217 0,094 78,30 360.82 10,44 11109 Post Composite: +0.60D+0,70E+H0H Span L = 30 ft 1 0.217 0,094 78.30 360,82 10,44 111,09 Maximum Deflections for Load Combinations Unfactored Loads Location Deffection Defl, Loads on Total load Combination Span in Span Pre -Composite Composite Section Deflection lxx - Used Precomposito Downward 1 15,200 0,8237 0.000 0.824 Ho Precomposite Upward 1 0,000 0,0000 0,000 0,000 0,00 Precomposite minus Construction Downward 1 15,200 0,8237 0,000 0,607 0,00 Precomposite minus Construction Upward 1 0,000 0,0000 0,000 0.000 0,00 Postcornposite D + Lr Downward 1 15.200 0,8237 13.292 0A99 1,306,67 Postcomposite D + Lr Upward 1 0,000 0,0000 0,000 0.000 1306.67 Postcomposite: D + L Downward 1 15100 0,8237 0,681 1,287 1,306V Postcomposite: D + L Upward 1 0.000 0,0000 0.000 0.000 1,306,67 Postcomposile: D + Lr + L Downward 1 15,200 0,8237 0,681 1,287 1,306,67 Postcomposite ; D +. Lri L Upward 1 0.000 0,0000 0,000 0.000 1,306,67 Postcomposite: D+L+S Downward 1 15,200 0,8237 H81 1.287 1,306.67 Postorimpos4e: D+L+S Upward 1 0,000 0,0000 0 000 0,000 1,306.67 Postcomposite: D + L + W + S/2 Downward 1 15,200 0,8237 0,681 1,287 1,306,67 Postcompowte D + L + W + S,12 Upward 1 0,000 0.0000 0.000 0,000 1,306,67 Postcomposite D + L + S + W/2 Downward 1 15,200 0,8237 0,681 1,287 1,306,67 Postcomposite D + L + S+ W/2 Upward 1 0,000 00000 0,000 0.000 1,306V Post oomposite: D + L + S + EM A Downward 1 15200 08237 0,681 1.287 1,306,67 Postromposite: D + L + S + E11 Upward 1 0,000 00000 0.000 0.000 1,306-67 Maximum Vertical Reactions - Unfactored Load Combination Support I Support 2 Overall MAXimurn 29,400 29,400 Precrimposite Loads 11,400 11.400 Precomposite minus Construction 8,400 8.400 Postcomposite : D + Lr 17.400 I7.400 Postcomposile: D + L 29.400 29,400 Postcomposite., D + Lr + L 29,400 29,400 Postcomposite: D + L + S 29.400 29.400 Postcomposite: D + L + W + S/2 29,400 29,400 Postcomposite : D + L + S + W/2 29.400 29.400 ostoomposite: D + L + S + E/1.4 29,400 29.400 Steel Section Properties W1606 Depth 46.100 in I xx 586.00 in A 4 1 yy 32S00 in,14 Web Thick 0.345 in S xx 72,70 m43 S yy 9,340 in"3 Flange Width 7,040 in R xx = 6.650 in R yy 1,570 in Flange Thick 0.565 in Zx 82.300 in" 3 ZY 14,500 in A 3 Area 13,300 in A 2 1.110 in A 4 Weight a 45,000 pit Composite Section Properties Span Number Analysis % Shear Plastic N.A. Sum On # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k -ft I -Steel I -Trans i-Lwr Bound Span I PNA in ;lab 100,0 17,669 665,000 50 628.11 586,0 1,7222 1,4403 PNA in Flange 95,0 16,053 631,750 47 698.18 586.0 1,722,2 1,431.0 PNA in Flange 90.0 16.006 598.500 45 684,88 586.0 1,7222 1,420:0 PNA in Flange 85.0 15,958 565,250 42 671 A7 586.0 1,722,2 1,407.1 PNA in Flange Ko 15,911 532.000 40 657.93 586.0 1,722.2 1,3921 PNA in Flange 75.0 15.864 498,750 37 644.27 586.0 1 .722,2 1,3743 PNA in Flange 70,0 45.817 465,500 35 630,48 586.0 1,722,2 1,350 PNA in Flange 65,0 15.769 432.250 32 616.58 586.0 1,722.2 1,3323 PNA in Flange 60,0 15.722 399.000 30 602.56 586.0 1,722.2 1,3063 PNA in Flange 55.0 15,675 365,750 28 588A3 H&O 1,7222 1,277.7 PNA in Range 50.0 15.628 332.500 25 574.47 586,0 1,722.2 1,245,0 PNA in Flange 45.0 15.580 299.250 23 55931 586,0 1,7221 1,208,2 PNA in Flange 40,0 15.533 266,000 20 54533 586,0 1,722,2 1,166.9 PNA in Web 35.0 14,535 232.750 18 52936 586,0 1,722,2 1,420.4 PNA in Web 30,0 13,572 199,500 15 510.71 586.13 1,722,2 1,068.3 PNA in Web 25,0 12,608 166,250 13 48939 586,0 1,722,2 1,005.7 56 2180 Sao 8,5) 11180 14 An 17,80 20190 23,80 25A0 2180 Distance (Ft) P a COMP434d : D +":a.zt t a ::+V+H 5 Past Campa.4. +L%+L+H PqZtCQnPq2PL ,44D+0f" a PQAtCq"PQZ;.C; +Ca+S+l & Pazi Cqnpaz; ki + E1+ 0, 7' 0 L, + N, 7 S Ot + h a Pias( Cc " Paz;,a +V+0, 60tv + i & Paas C,ampas4t: +0+0 7D +H 0 Poz I C.+ pante 4D+ 0 17 5, 0 L,+ D, 7 S 0 L + 5A F 0"Y + H 8 Past C. n p.z : a + o + 0 . 7S 5 t + 0, 7 5 6 9 4- 0 .4 S 5W+ H 11 PaxtCaspax;ts z +0+0.75BL+CL7t105+0152.SoE+H a Print Ca"Paz4e +0 6DD+0,e0w+�,60f 0 Pal L Cc n Paz:, + D, 6 0 D+ 0, 7 t, E + 0 6 0 H IE im MEVeEP­ 2,90 Soo Ole) Man 14,00 Mild 20,90 23.4111 2;,90 29,00 EMEEM, a Cor Pa.; to ; 0 + Cc .11 L a post C.Mpoz.e +1>+H N Pant Ca-Paz;ke; +D+L+H 4o+L,+H w +b+S+i f Pont Cam paz4+D+b,7ML,+5,7rbL+H a Pini CQ-tPQx4c 4P+0,MLtD,750S+t a PQ11kfQ"0QZ;1C w +P+D,60+i Port Cg -spaz4i +V,+D.7P9+tf 0 Po3 tCa4 ,00=e 0 P..1 Compa=!,e +V+0.750L+0,75fS+D,450W+h 4 Paz4 t Ca,nPazs 0 +D+,7',0L+r,7S05+D.SZ50E+H a P.3 , COMP03; , a 4D 8 Past C­Poz:,e 46,65D+5JK+0,65H Re =PA101 28 - Wheabidp ' NPR Mlf,, 11 ! Title Block Line 1 Project Title: You can change this area Engineer: FPcqtlDl 9 using the "Settings" menu item Project Ciescr: and then using the "Printing Title Block' selection. Title Block line 6 , s A,_ , ,r; CODE REFERENCES Calculations per APSC 360«10, PBC 2012, CIBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design 4,750 rr Beam Bracing: Beam is Fully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-10 Fy : Steel Yield : 50.0 ksi E: Modulus 29,000.0 ksi W16x4s Composite Beam Section Data Beam is UNSHORECi for Concrete Placement Total Slab Thickness 5.0 in Concrete fc 4.0 ksi Stud Diameter 3f4" in Effective Width 4.750 ft Concrete. tensity 145.0 pct : Saud Capacity 13.530 k Metal Deck_ . Rib Height 2,0 in Trap Width 5.0 in Ribs: Parallel Rib Spacing 12.0 in Btm Width 7.0 in 30.0 ft Applied loads Service loads entered. Load Factors wilt be applied for calcua afioris.. Load for Span Number 1 Uniform Load : 0 = HBO, L = 0.10 k f, Tributary Width 10.0 it, Dost Composite Only Uniform toad ° fI - 0.0560 kst Tributary Width = 5,0 ft, Pre & Post Composite Uniform Load: L = 0.020 ksf, Tributary Width = 5.0 ft, Bora-Composite Only DESIGN SUMMARY ONNINMEAM Maximum Bending Stress Ratio = 0.586: 1 Maximum Shear Stress Ratio 0.254: 1 Section used For this span W16x45 Section used for this span 11V16x45 Percent Composite Aitken 60% Vu: Applied 28.20 Pre -Composite Composite Vn/Omega : Allowable 111.090k Mu : Applied 42.750 211.0k -ft toad Combination span 1 Mn I Omega: Allowable 205.339 360.817k -ft Location of maximum on span 0.0 ft Load Combination Post Composite: +l)+t+H Span # where maximum occurs Span # 1 Location of maximum on span 15,Oft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Pre -Composite 0.412m Max Downward Composite Deflection 1,081 In Max Upward Pre -Composite 0.000in Max Upward Composite Deflection 0.000 in Pre -Composite Deflection Ratio 874 Composite Deflection Ratio 332 Shear Stud Requirements From Support 1 to 15.00 ft use 30 studs. From 15.00 It to Support 2 use 30 studs, Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr I Omega Va Vn I Omega , �e Composite `;3 + Const L Span L = 30 It 1 11.338 0,0 51, 43.73 20534 5.78 191:39 Post Composite : +[1+H Span L = 3€1 rt 1 3.274 3.119 99,00 3600 13,29 111,09 Post Composite +D+LtH Span L : 301t 1 0.5588 0154 21 t 5 360.82 28,22 111.09 Title duck tine 1 Project Title: You can change this area Engineer: FRmqt1D20 using the "Settings" menu item Project Descr: and then using the "Printing Title Block" selection. Title Block Line 6 AIPR 2M4 pImposite Steel Seam File - PA1 6126 - Wheabidge Animel H itafiENCENEERINCatCafcst19126 framirsg.ec66 ENERCALC, INC, 1983.2016, uifd:6.16.34, Vere,1614 Description : floor beam 1-2 North End Load Comb 8 Design Length Max Stress Ratios Sending Summary Shur Summary Span # M V Mu -Applied MnTr t Omega Ida Vn f Omega Post Composite : +D+Lr+F Span L = 30 ft 1 0,274 03.119 99,00 350.82 13,20 111.09 Post Composite: +D+S+r0 Span L = 30 ft 1 11,274 0.119 99,00 366,32 13,20 111,09 Post Composite: +D+0,75GLr+3.750L+ Span L = 30 ft 1 0 a08 0,220 183,38 360.52 24,4.5 111,09 Post Composite: +D+0.7501..+0 7500+E Spars 1. = 30 ft 1 0.505 0.220 183,38 360,52 24.45 111,09 Post ornposste +D+0,60Wi H Span L = 30 st 1 0,274 0119 4 (99.00 360,82 13,20 111.09 Post Composite, : +D+0.70P+H Span L = 30 ft 1 0,274 0.119 93.0E 360,82 1120 111.09 Post Composite , +D+0,750Lr+0,750L+ Span L = 30 ft 1 0,505 0220 183,38 360.32 24.45 11 °1,09 Post Composite: +L3+035GL+0,7505+0 Spars L = 30 *t 1 0.508 0.220 183,38 360,82 24A5 111,09 Post Composae : +D+07,750L+0,7505+p Span L = 30 R 1 0.508 0,220 183.38 3010,82 24.45 111,039 Post Composite: +0.6003+H0W+0,60F Span L = 30 ft 1 0.155 0,071 59,40 360.82 7.92 111,09 Post Composite: +0.5GD+0,70E+0,603§ Sparc L = 30 ft 1 0,1055 0.071 59,40 360,82 7.92 111.09 Maximum deflections for Load Combinations - Unfact red Loads Location Deffection Defl. Loads on Total oad Combination Span in Span Pre -Composite Composite Section Deflection fxx - Used Precomposite Downward 1 15.200 0,4110 4.006 0Al2 0.00 Precomposite Upward 1 H0€0 0.0000 0,000 0.000 0,00 Precomposite minus Construction Downward 1 15.200 0,4199 0,x04 0.303 0.02 Precomposite minus Construction Upward 1 0,000 0,0000 0.t?Q0 0.000 0.00 Postco€nposite : D + Lr Downward 1 15.200 0,4119 0.292 0.595 1,306,67 Postcomposite ; D +- Lr Upward 1 0.000 0.0404 0.040 0,000 1,305.57 Postcomposite : D + L Downward 1 15.201:1 0.4119 0378 1.081 1300.87 Postcomposite : D + L Upward 1 0.000 0.0000 0.000 0.000 1.306.67 Postconsposite : D + Lr + L Downward 1 15.200 0.4119 0.778 1,081 1,308.67 Postcompot ite : D + L + L Upward 1 0,000 0.0000 0,000 0.400 1,306.67 Postcomposite: D + L + S Downward 1 15,200 04119 0.778 1.081 1,306,67 Postcomposite: D+L+S Upward 1 0.000 0.0000 0.000 0,000 1,30 6,67 Posloomposste ; D + L + W + S,12 Downward 1 15,200 0,4119 0,778 1.0€31 1,306+67 Postcomposste : D + L + til! + 12 Upward 1 0.000 HOW 0.000 0.000 4,305.67 Postcompo ifte D + L + S + W12 Downward 1 15.200 0,4119 0378 1.081 1,30H7 Postcomposite ; D + L + S + W12 Upward 1 0.000 0,0000 0,000 0 000 1,3066 Postcomposite : D '+ L + S + EII A Downward 1 15.200 0.4119 0378 1.081 1,305.67 Postcomposite: D+ L + S + Ei`1 A Upward 1 0.000 0.0000 0.000 0,000 1,305.67 Maximum Vertical Reactions - Unfactored u r r, Load Combination Support 1 Support 2 Overall MAXirnum 28.200 28.204 Precomposite Loads 5.700 5.700 Precomposite minas Construction 4.200 4.200 Postcomposite: D + Lr 13.200 13.200 Postcomposite : D + L 28.200 28.200 Postcomposite ; D + Lr + L 28.200 28.200 Postcomposite: D + L + S 28.200 28,200 Postcomposite: D + L + W + S12 28.200 28.200 Postcomposite: D + L + S + W/2 28.200 28.200 Postcomposite : D + L + S + E?1.4 28200 28.200 - - ------------- Description floor beam 1-2 North End Steel Section Properties W1605 Depth 16100 in I xx 586,00 in14 I Yy 32,800 in44 Web Thick 0.345 in S xx 72,70 in13 S Yy 9.340 in'13 Flange Width 7,040 in R xx 6.650 in R yy 1,570 in Flange Thick 0.565 in zx 82,300 in,13 ZY 14,500 W3 Area 13.300 in A 2 j 1,110 in A 4 Weight 45.000 pit Composite Section Properties Span Number Analysis % Shear Plastic N,A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k -ft I -Steel [-Trans I -Lw Bound Span i PNA in &ab 100,0 17,669 665.000 50 628,11 586,0 1,722,2 1,440,3 PNA in Flange 95,0 *053 631,750 47 69818 586,0 1,722,2 1,431,0 PNA in Flange 90,0 16,006 598.500 45 684,88 586,0 1,722.2 1,420.0 PNA in Flange 85.0 15.958 565150 42 671.47 H&O 1,722,2 1,4071 PNA in Flange 80,0 15,911 532,000 40 657,93 586,0 1,7212 1,3921 PNA in Flange 75.0 15.864 498.750 37 64417 586.0 1,722,2 1,374.7 PNA in Flange 70,0 15,817 465.500 35 630.48 686,0 1,7222 1,354.9 PNA in Flange 65.0 15.763 432.250 32 616,58 586.0 1,7221 1,3323 PNA in Range Ko 15,722 399.000 30 602.56 586.0 1,7212 1,306,7 PNA in Flange 55.0 15,675 365,750 28 588.43 586,0 1,7222 1,277.7 PNA in Flange %0 15.628 332,500 25 574.17 586,0 1,722,2 1,245.0 PNA in Flange 45.0 15.580 299.250 23 559.81 586.0 1,7222 1,2081 PNA in Flange 40 15.533 266.000 20 54533 586.0 1,7222 1,1661 PNA in Web 35,0 14,535 232-750 18 529.36 586,0 1,7212 1,120.4 PNA in Web 30,0 13,572 199,500 15 510,71 586,0 1,722.2 1,068.3 PNA in Web 25,0 12.608 166,250 13 489,39 586,0 1,7222 1,009,7 I 2A0 Sao SM 11180 14.80 1740 20,80 23.80 6180 2980 K�X a P e Co M pos : te : 0 * Cc .. t L x Past ca,paza,ft: +D+H 93 est C smpas is : +r>+L+H a tDt0,7,OL,t)JS0L+" P.ZtCO�+00=4& 4D+0,7 SOL +0.7SOS+t a Past ca"Pas;,v, z +C,+D,bow+ I a Post Co -P-4. +D+0,7(,E+" N Post Ca-pax4c 4D4,o,755L,+0,7SDL4-V4S5'K+H a P03t Cqnpox�,,t 4-P,+D,7SDL+DJS1,54,0,nOW+H K Portca,POA4. +D+B.7S8L+CJS55+b,52S0E4H 0 P4,n L C. POZ: Ift 40, 60 r'+ 0, f 0VV + 5.60+ 0 Post Canpax,e +b.6DD+D,7bE+0,6OH 2,90 590 U) 11.330 14,00 17,90 20,93 23,90 2;M 2920 ZMEEM a P r_ co�pas;t* : D +- C4.3t L 0 poli canpazt.a +V+H a P.zt coolpas;" +D+L+m VA P.=1, C.-P.M44, : 415+0+H PDXI ca,pax:,e +E,+,;+i 4 +D+0,71,M,+S.750L+H 7 pis, CwnPQkz; -tVtO 7S0L+0,7:&Stt cqqpazv; ��tp+o,00w+i IN P92t CqMPQz41z +r-,t0JVF.+" 7 z; a pl.tCo- poz;te : 0 Poi i Ca " pam :,e : + D+ 0, 7S 0 L+0, 7 S f, 5+0.4S OW+ H a Fria Cameos;(. +0+O.7.,OL+C.7505+0,57.S0E+H n P.. I C.-PQX' le : Is Pa3tcqnpoz:,ft; +V6DD+6J6E+b.S5H Title Block Line I You can change this area Tillie Block" selection, Title Block Line 6 Bea beam 1-2 North End Project Title: FPf4tID22 Engineer: ro Project Descr: Description Title Block Line 1 Project Title: Ciro t1t3 You can change this area Engineer: using the "Settings" menu item Protect Descr and them using the "Printing Top Width Title Plock' selection. Btm Width Tine Block rine 6 Steel BeamNER File z PA10126 - Whedir dge AnimM 1al*NGlNE6RING Icsd012a trig.' ,omposite c, INC, 1 2016, euild.6.16,2.16, Ver:6.16.2.16 CODE REFERENCES Calculations per AISC 360-10, IBC 2012„ CBC 2013, ASCE -10 Load Combination Set: ASCE 7-10 Material Pr pertie Analysis Method: Allowable Stress resign 4.760 it ' Beam Bracing Beam is Fully Braced against lateral -torsion buckling by attached sla Load Combination ASCE 7-10 Fy : Steel Yield: 50.0 ksi : Modulus: 29,000.0 ksi Total Slab Thickness 5.0m Concrete fc 4.0 ksi Effective Width 4.750ft Concrete Density 145.0 pct Metal Deck ... Rib Height 2,0 in Ribs: Parallel Rib spacing 12.0 in W2140 Beam is UNSHORED for Concrete Placement Stud Diameter 314" in On: Stud Capacity 13.530 k Top Width 5.0 i Btm Width 7.0 in 30,0 ft Apppped Loads Service loads entered Load Factors mid€ be applied for calculations, Load for Span Number 1 tlnifo Load : D=0.060, L = 0.10 ksf, Tributary Width = 2.0 ft, Post Composite Only teniform Load : 0 = 0.0560 ksf, Tributary Width= 2.O ft, Pre& Post Composite Linifo Load : 0 = 0.10 klft, Tributary Width =-1,0 ft, Post Composite Only Point Load : D = 9.0, L =15.0 k @ 10.0 ft, Post Composite Only Point Load : 0 = 6.40 k @ 10.0 ft, Pre & Post Composite Point Load: L 3.0 k @ 10.0 ft, Non -Composite Only Point Load: 0 R 9.0„ L =15:0 k C11? 20,0 ft, Post Composite Only Point Load: D= 6.40 k @ 20.0 ft, Pre 8 Post Composite Point Load: L = 3.0 k @ 20.0 ft. Non -Composite Only DESIGN SUMMARY MINEREMEMM Maximum Sending Stress Ratio = 0,840. 1 Maximum Shear stress Ratio - 0165: 1 Section used for this span W21x50 Section used for this span W21x50 Percent Composite Action 46% Vu : Applied 40.380 k Pre -Composite Composite Vn/Omega : Allowable 158.080 k Mu: Applied 125.60 383.850k -ft Load Combination span 1 Mn 1 Omega: Allowable 274.451 456,807k -ft Location of maximum on span 0,0 ft Load Combination Post Composite: +p+L+H Span # where maximum occurs Span # 1 Location of maximum on span 15.Oft Span ## where maximum occurs span # 1 Maximum reflection Max Downward Pre -Composite 0.741 in Max Downward Composite reflection 1.407in Max Upward Pre -Composite O,000in Max Upward Composite reflection 0,000 in Pre -Composite Deflection Ratio 486 Composite reflection Ratio 255 Sheer Stud Requirement From Support I to 15.00 It use 25 studs. From • Support 2 use 25 studs. • i " s NE • w Description Load Comb & Design Length Sfax Stress Ratios Bending Summary Shur Summary Span 641. V leu -Applied MnTr f Omega Va Vn f Omega Pre Composite . D + Const L_ Spain L = 30 `t 1 0:4611 0,083 125,60 274.45 13.08 158.08 Post Composite: +D+f3 Span L = 30 ft 1 0.463 0.142 211.35 458.81 22,38 158.08 Post Composite : +D+L+H Span L = 30 ft 1 0.840 0.288 383.88 458.81 40,38 158.08 Post Composite +D+Lr+H Span L = 30 it 1 0.463 0.142 2€1.35 456,81 22.3+9 158.48 Post Composite: +D+S+H Span L = 30 ft 1 0,463 0,34.2 211,35 456.8'6 22.38 158.08 Post Composite : +D+0.750Lr+0.750L+ Span L = 30 it 1 0,746 0.221' 340.73 456.81 35.88 358.08 Past Composite : +D+0.750L+0.75054 F Span L = 34 ft 1 0.746 0.2.27 340,73 456.81 35.88 158.08 Post Composite: + +0.60WV Spam L = 30 ft 1 0.463 0142 211.35 456.31 2238 158.08 Post Composite : +D+0, 70E+H Span L = 30 ft 1 0,463 0.142 211.35 456.81 22,38 108.08 Post Cornposite : +p+0 754Lr+0.750L+ Span L = 30 ft 1 0,746 0.227 3416.73 456.81 35.88 158.08 Post Composite: : +D+0,7500+0,75035+ Span L = 30 u 1 0,746 0.227 340.73 455.81 35.88 158.08 Pease Composite: +D+01.7501+03505+0 Sparc L = 30 ft 1 0.7467 0,227 ;340,73 456.81 35.88 158.08 Post Composite : +0.6017+0.60411+0,606- }Spun 1. = 30 ft 1 0,278 0,085 1261.81 456.81 13.43 158.08 At Composite : +0.60[3+0.70+0.60H Span L = 30 it 1 0,278 01.085 126.81 456.81 13.43 158.08 Maximum D fle tions for Load Combinations binations - Unfa tared Loads Location Deflection Deft. Loads can Total Load Combination Span in Span Pre -Composite Composite Section Deflection Ixx - Used na Precoposite Downward 1 15.200 _ 0,7407 _ 0,000 9.744 4.00 , Precomposite Upward 1 0.000 0.0000 0.000 9.000 0,00 Precomposite minus Construction Downward 1 15.2010 0.7407 0.000 0.565 0.00 Precomposite minus Construction Upward 1 0.000 0.00001 0,000 9.000 0.:30 Postcomposite : D + Lr Downward 1 15.200 0.7407 0.;.336 9.801 1.961.503 Postcomposite : D Lr Upward 1 4,000 0.0000 0.000 9.999 1,961 50 Postcomposite : D + L Downward 1 95,200 0.7407 4.842 1.497 1,461.50 Postcomposite: D + L Upward 1 0,000 01.0000 0.000 0.000 1,961,50 Postcomposite: D+Lr+L Downward 1 15,200 0.7407 0.842 '1.407 9,961501 Postcomposite: D+Lr+L Upward 1 0.000 0.000£1 0,000 0.0011 1,961.50 Postcornposite : D+L+S Downward 1 15.200 0.7407 0.842 1.407 1,961.513 Postcomposite ; D + L + S Upward 1 0.000 0,0000 0.000 9.909 1,961.50 Postcomposite: D + L + W + St2 Downward 1 15.200 0.7407 0.842 1.407 1,961.50 Postcomposite: D + L + Val + S,"2 upward 1 H00 0.0000 0,000 OX00 1,961,50 Postcomposite: D + L + S + W2 Downward 1 15.2003 0,740€ 0.842 1 A07 1,961,50 Postcompowte : D + L + S + W12 Upward 1 03.000 0.00010 0.0100 11.000 1,961,50 Posicomposite : D + L + S + E{1.4 Downward 1 15.200 0.7407 0.842 '1.497 1,961,50 P€asteornpasit€:: D + L + S + E+'1,4 Upward 1 0.040 0,€3000 0.000 0,000 1,961.50 Maximum Vertical Reactions - Unfa tored 1 Load Combination Support 1 Support Overall"MAXimum 40,380 40.380 Precomposite Loads 13.080 13.080 Precomposite minus Constriction 10.089 10.980 Postcomposite: D + Lr 22.389 22.380 ?ostc posite ; D + L 40.380 40.389 Postcomposite ; D + Lr + L 40.380 40.380 Postcomposite: D+L+S 40380 40380 Postcomposite: D + L + W + 512 40.380 40.380 Post polite : D + L + S + X112 40.380 40.380 Postcomposite: D + L + S + E11.4 40.380 40.380 Descdpbon: floor beam C -D GOdfine I SteelSection Properties MUM Depth 20,800 in I xx 984,00 in A 4 1 yy 24,900 jnA4 Web Thick 0.380 in S xx 94.50 in A 3 S yy 7.940 in,13 Flange Width 6.530 in R xx 8.180 in R yy 1,300 in Flange Thick 0,535 in zx 110.000 in,13 ZY 12,200 in13 Area 14,700 in42 1,140 in A 4 Weight 50,000 pit Composite Section Properties Span Number Analysis % Shear PlasticN.A. Sum On # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (it) 112 Span k -ft I -Steel I -Trans I-Lwr Bound Span I PNA in Stab 100.0 22.007 735,000 55 827,10 984.0 2,748.2 2,324,3 PNA in Flange 95,0 20.744 698250 52 915.66 984,0 2,7482 2,3083 PNA in Flange 90,0 20.687 661.500 49 901,00 984.0 2,748,2 2,289.6 PNA in Flange 85,0 20.631 624.750 47 886,18 980 2,748.2 2,268.0 PNA in Flange Ko 20.575 588.000 44 871.20 984,0 2,7482 2,243,2 PNA in Flange 75,0 20,519 551.250 41 856.06 984,0 2,748,2 2,210 PNA in Flange 70,0 20.462 514.500 39 840,76 984.0 2,7482 2,182,7 PNA in Flange 65,0 20,406 477,750 36 82531 984.0 2,748,2 2,1463 PNA in Flange 60.0 20,350 441,000 33 809.71 984,0 2,748.2 2,1053 PNA in Flange 55,0 20,293 404,250 30 793.96 984,0 2,7482 2,059,2 PNA in Web 50,0 99.788 367.500 28 777.71 984,0 2,748.2 2,007,4 PNAinWeb 45,0 18,820 330,750 25 758.86 980 2,748.2 1,949.4 PNA in Web 40.0 17,853 294,000 22 737,05 984.0 2,7482 1,884A PNA in Web 35,0 16.886 257,250 20 712,27 984,0 2,7482 1,811,6 PNA in Web 30.0 15.919 220.500 17 6R52 984.0 2,7481 1,730,2 PNA in Web 25,0 14,952 183.750 14 653,81 984,0 2,7482 1,639,0 392 2')4 - Z is woo— MEIVBER­�Illliliff::�� 240 Sao SM Mae 14.80 Men 20.00 23,80 25,00 2920 RECUM a P e campax:w : rr + Cq-.1 L a Past canpaz�,e +b+H 8 Paxt Ca-vax4t +b+L +H a P43 4c'Inp,2Z41 4D+L*+,h a PQZ& c,2"VQz�"t +V+S+i N +D+0,7.DL,+).7SDL+ti Q P.3i ca-paz;te 4O+81.7500+0.7!S0S+t- a Past conpazF.e +D+0.60w+l 8 Past Campaz4t +0+0,7(,E+H a P431compax4e 4D+0JSDL.+O_7SOL+V4S0'#+H 11 PaztCompazr,a +b+0,75131+14,75b9+0,4S5W+fi N PaztCampaz4<e4,D4 0.7 SOL +C, 7S55+D,SZS0E4,H a 4'q,t4Cq,"P*x4*; 40,60P+0,C0%."+),6O+ 4 Past Ca ,pqz�,e +b,600+DJbE+D,6OH 41 21 �6 MEIVRER­ -41 2 Re Soo 0.93 11190 14,00 17.90 20M 23,90 2x40 29,90 EMMZ= a Ptcom;,QZ40 : D +CQ.xt t w PQ31C*,P03;,s +C,+" U Pact Calnpax44 +D+L+ H Is P.. L C.- pa"4m +C,+L,+H a Nit canpax:­ +b+S+4 a P.St ca+paz4t +r,+O,MLr+5.795L +14 U, P,3z4CQn pql� te ic+D : 7rMt0,7S0S+t a F'QU cgq0 pga�,a +P+60woz +i N Pi Caniko+ z;tc D+O.70E+" a P.z i Co- Paz< '. 40+D 7S0L,+O,7,DL+VASDA1+H 0 Pa:&tCon P0z;.e; +V+0,7S0L+0,75fS+D,4S0W+M 8 Post Ca+ paz;tt +0+6,7600+r,7S0S+0_ ZSD + n NxtCampax4. 45.60t+DIDA(4,5,65F It Pact Canpas;.e : +V60D+OJbE+O,6DH Title Block Line I You can change this area Title Block" selection. Titile, -Block, Linle 6, Description : ME(VBER-->> -0.7 -14 File = PA10128 - Wheatfic 'MMINI, ",AR�P6 �34AV 2180 Sao 8,83 11180 14,80 M80 20 Au 23 Ao 2S,80 Dstante (ft) 8 P-,ecamoat;ie tn.+ t Ca,so.,-t4n 8 0 - L, 0 PastealMOOS44! D 4, t a Passtcc," paz% ke L + 5 1-' P03tCOMP034e D - L + W + %,", 0 P..L—P-4. : is W + t + 5 4 iZ a Po3tco"v4z;ka 0 + L + S , E,1,4 bm Title Block Line 1 Project Title: You can change this area Engineer: FPoqtlD?7 using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pmq1K1, 4 "AR File PA16126 - Wheatfidge Animal Hospital\ENGINEERINGlCatcskIO128 himno $6 Steel Beam '218 ENERCALC, INC, 1983-2016, Build:6. 16.2. 18, Vera Description floor beam C -D Gridline 2 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set - ASCE 7-10 Material Properfies Analysis Method: Allowable Stress Design Beam Bracing . Beam is Fully Braced against lateral -torsion buckling by attached sla Load Combination ASCE 7-10 Composite Beam Section Data Total Slab Thickness 5,0 in Effective Width 4,750 ft Metal Deck .., Ribs: Parallel E: Modulus., 29,000,0 ksi Concrete fc Concrete Density Rib Height Rib Spacing 4,750 ft MUM Beam is UNSHORED for Concrete Placement 4,0 ksi Stud Diameter 3!4" in 145.0 pcf tin - Stud Capacity 13.530 k 2.0 in Top Wdth 5.0 in 12,0 in Btm Width 7.0 in Applied Loads Service loads entered, Load Factors will be applied for calculations, Load for Span Number I Uniform Load: D = 0,060, L = 0,10 ksf, Tributary Width = 2.0 ft, Post Composite Only Uniform Load: D= 0,0560 ksf, Tributary Width = 2,0 it, Pre & Post Composite Uniform Load : D = 0.10 ktft, Tributary Width -1,0 ft, Post Composite Only Point Load : D = 9,0, L = 9,0 k @ 19,0 ft, Post Composite Only Point Load, D = 8,40 k @ 19,0 ft, Pre & Post Composite Point Load: L = 3.0 k @ 19.0 ft, Non -Composite Only Point Load : D = 9.0, L = 9,0 k (d) 29.0 ft, Post Composite Only Point Load: D = 8.40 k @ 29,0 ft, Pre & Post Composite Point Load, L = 3.0 k (d) 29.0 it, Non -Composite Only Point Load D = 9.0, L =12,0 k @ 9.0 ft, Post Composite Only Point Load D = 8,40 k (q) 9.0 it, Pre & Post Composite Point Load L = 3,0 k @ H ft, Non -Composite Only DESIGN SUMMARY MENU= MEN= Maximum Bending Stress Ratio = 0.628: 1 Maximum Shear Stress Ratio = 0.202: 1 Section used for this span W24 103 Section used for this span W24x103 Percent Composite Action 69% Vu: Applied 54,545k Pre -Composite Composite Vn/Omega ; Allowable 269,50 k Mu Applied 249.044 645,33 k -ft Load Combination span 1 Mn 1 Omega: Allowable 698.60 1,026.80k -ft Location of maximum on span 0,0 it Load Combination Post Composite'. +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 18,933ft Span # where maximum occurs Span # I Maximum Deflection Max Downward Pre -Composite 0.797in Max Downward Composite Deflection 1.492in Max Upward Pre -Composite 0.000in Max Upward Composite Deflection 0.000 in Pre -Composite Deflection Ratio 601 Composite Deflection Ratio 321 Shear Stud Requirements From Support I to 18.93 ft use 40 studs. From 18,93 It to Support 2 use 40 studs. Title Block Line 1 Project Title: €Prof l tll3?'8 You can change this area Engineer: using the "Settings" menu item Protect Descr: and then using the "Printing Title Block" selection. Title Block Line 6 ;e , VAR,10,. uIzAM w,.. .. #osi Steel ~gym .. F = PAI0128 - Whe +dge Animal Fi&�*1aW GINEEi�tfNG\Cafcsk't0'I28 t ing.i'cEi ;!Ci1i1 ENERCALC,INC.19 2016,Suild.6.1C2,18,Ver6,16. 18 Description : boor beam C -D Gridline Maximum Forces & Stresses for Load Combinations Load Cramb & Design length Max Stress Ratios Rending Summary Shear Summary Span # M V u-Ajaplied MnTr d Omega Va Vn 1 Omega Pre Composite : D + Cor it L Spar L = 40 ft 1 0.356 0,075 249.04 698.60 20,20 26950 Post Composite : +D+13 Spare L == 40 ft 1 0.401 0,126 412.14 1,026,80 34,05 269.50 Post Composite : +D+L+ Span L : 40 ft 1 0,628 0.202 645.33 1,026.80 54.55 269.50 Prost Composite: +D+Lr+Ft Span L = 40 ft 1 0.401 0126 431.24 1,026-80 34.05 269,50 Post Composite ., +L3+S+H Span L. = 40 ft 1 0,401 0,126 411.14 t,026.80 34.05 169.50 Post Composite : +D+O 75OL r+0 750L+ Span L = 40 `t 1 0,572 0,983 587,05 1,026.50 40.41 269.50 Post Composite: +D+0.750L.+0.750S+t Span L = 40 ft 1 0.572 0,183 587.05 1,026.80 49,42 269.50 Post Composite! +D+O 50W*H Span L ,= 40 ft 1 0.4L91 0.126 412.24 1;026,80 34.05 269.50 Post Composite: +D+0.706+tt Sparc L = 40 rt 1 0.409 0.126 412.24 1,026.80 34.05 264.50 Post Composite : +D+O 75OLr+0,750L+ Span L = 40 ft 1 0,572 0.983 587,05 1,0261.80 49.42 269.50 Post Composite: +D+0,750L+0.75011+0 Spars L. = 40 rt 1 0.572 0.183 587.05 1,026.80 49,42 269.50 Post Composite: +D+O 750L+0 7505+0 Smart L = 40 tt 1 0.572 0.783 587.05 1,026.80 49.42 264.50 1st Composite: +0,6€3D+0,60 460E Sloan €_ _ 40 ft 1 0.241 0.076 247.34 1,026.80 20.43 269.50 Post Composite: +0,60Di-0,70E+0,60t1 Span L = 40 ft 1 0.241 0.0701 247.34 1,026.80 2043 269.56 Maximum Deflections for Load Combinations * Unfactored leads Location Deflection Deft, loads can Total Load Combination Span in Span Pre -Composite Composite Section Deflection lxx - Used Precomposite Downward 1 20.000 0.7974 0,1300 0.797. 0.00 Precosnpostte Upward 1 0.000 0.00130 0,000 0X00 0.00 Precon+poslte minus Construction Downward 1 20.000 0.7974 0.000 0.607 0.00 Precomposite minus Construction Upward 1 0.000 0,0000 0.000 0.000 0,00 Postcomposite: D + Lr Downward 1 20,000 07974 0.431 1.039 4,99'.27 Postcomposite: D + Lr Upward 1 0,000 0,0000 0.000 0,000 4,991.27 Postcomposite : D + L. Downward 1 20,000 0,7974 0.885 1.492 4,991.27 Postcomposite: D + L Upward 1 0.600 0.0000 0.000 0.000 4,991.27 Postcompasae : D + Lf +:_ Downward 1 20,000 0,7974 0.885 1.432 4,991,27 Postcomposite ; D + Lr + L Upward 1 0.000 0.0000 0,000 0,000 4,991.17 Postcomposite : D + L + S Downward 1 20.000 0.7974 0,885 1,492 4.991,27 Postcornposite : D + L + S Upward 1 H00 0,0000 0.000 0,000 4,991.27 Postcomposite : D + L + 7rt + S12 Downward 1 20.000 0.7974 0.885 1,492 4.991.27 Postcomposite: D + L * W + S12 Upward 1 0,000 0,0000 0.000 0,000 4,991.27 Postcomposite : D + L + S + Wi"2 Downward 1 20.000 0.7974 0.885 1,492 4;991.27 Postcornprsite : D + L + S + W12 Upward 1 0,000 13.0000 0.000 0.000 4,431,27 Postcomposite: D + L + S + &1.4 Downward 1 20.0130 0.7974 0,895 1.492 4,441.27 Postcomposite : D + L. + S + E11.A Upward 1 0,000 0.0000 0.000 0,000 499127 Maximum Vertical Reactions - Unfactored 'PaF k,. Load Combination Support 1 Support 2 Overall MAXimum 54,545 48.935 Precomposite Loads 20,1955 18.485 Precomposite minus Construction 15.470 14.210 lostcomposite . D + Lr 34.045 31.435 Postcomposite ; D + L 54,545 48,935 Postcomposite: D + Lir + L 54.545 48.935 Postcomposite : D + L + S 54.545 48;935 Postcomposite : D + L + W + S12 54.545 48.935 Postcomposite ; D + L + S + W12 54.545 48.935 Postcomposite: D + L + S + E114 54.545 48.935 Title Block Line 1 Project Title: You can change this area Engineer: Roqt9D29 using the "Settings" menu item Project Deser: and then using the "Printing & Title Block" selection, Tire Block Line 6 '%omposite, Steel Beam File = R�10128 - Wheatridge Animal Ho*tW\ENG1NEERINGCs1csk1O128 having.e6 ENERCALC, INC, 1983-2016, Bu8d:6,16.2,18, Ver:6,16,218 Description floor beam C. Gridline 2 Steel Section Properties W24x103 Depth 24.500 in I xx 3,000.00 in'4 I yy 119.000 in A4 Web Thick 0.550 in S xx 245.00 in,13 S yy 26,500 in A 3 Flange Width 9,000 in R xx 10,000 in R yy 1.990 in Flange Thick 0,980 in Zx 280,000 in13 ZY 41.500 in A 3 Area 30,300 in A 2 J 7.070 mA4 Weight 103,000 pit Composite Section Properties I I S pan Number' Analysis % Shear Plastic N.A. Sum Can # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k -ft 9 -Steel I -Trans I-Lwr Bound Span I PNA in Flange 100,0 23.678 775.240 58 1,834,66 3,00H 6,420.9 5,385.2 FNA in Flange 95,0 23.635 736,440 55 1,816,77 3,000.0 6,420.9 5,3353 PNA in Flange 90,0 23.592 697.680 52 1,79835 3.000.0 6,420.9 5,280.5 PNA in Flange 85.0 23.549 658,920 49 1,780.60 3,000.0 6,420.9 5,2203 PNA in Flange 80,0 28.506 620,160 46 1,762,32 3,000.0 6,420,9 5,155,5 PNA in Web 75,0 22,582 581.400 43 1,742,00 3,000.0 6,420,9 5,084.5 PNA in Web 70,0 21,877 542.640 41 1,71953 3,000.0 6,420.9 5,007.4 PNA in Web 65.0 21,172 503,880 38 1,694,77 3,000.0 6,420.9 4,9219 PNA in Web 60.0 20.468 465.120 35 1,66734 3,000.0 6,420,9 4,8334 PNA in Web 55,0 19.763 426.360 32 1,638A3 3,000.0 6,420.9 4,735,6 PNA in Web 50,0 19.058 387,600 29 1,606.84 3,000.0 6,420.9 4,630.0 PNA in Web 45.0 18,353 348.840 26 1,572.97 3,000,0 6,420,9 4,516,0 PNA in Web 40.0 17,649 310.080 23 1,536.82 31000,0 6,420,9 4,3910 PNA in We 35.0 16,944 271.320 21 1,498.39 3,000,0 6,420,9 4,260.6 PNA in Web 30.0 16.239 232.560 18 1,457,67 3,000,0 6;420.9 4,117,8 PNA in Web 25.0 15.535 193.800 15 1,414,68 3,000,0 6,420,9 3,9641 I 2M 414 124 8 P a C.mpaz*t& La + Ga -3t L 11 Past Co " p.z',a s +6+3d 2 Pont Cc moos: i t + C,+ L + H U Paxi Cwnpaz4v +D+L-+H 0 +P+S+i 8 PaM CQ-vPQz4t +O+D,7DL,+3,75oL+" 'V� Pont CO_PoX4c 4D+0.750L+D.7SO5+t a Past.4 canoas�'e: +b+O'6Ow+i 0 past Co-rmzt +D+D,70E+" a Pozi Compas;te 40+D,7S5L,+5,7S0L+bA!,6'V +H 0 PostCampos..e +P+OJSU+D,7Sb5+0.4S8W+H 0 Past Comp`334o 0 Post Co-Pax4e 4D66D+D_fDw+)'60#'a P,zxk Conpcx�'a - -- ------ - ----- ----------- 173 773 11113 85.73 19,73 2173 27.73 31,73 3;.73 3923 EMMZM N P . Ca'paste P­4n : 0 + C.-st L a Post co"003;.d +P+H a Post campaz4t +D+L+K 9 Paas �:­ Paz! to 4C,,+L , +H w +D+ +i a Post compoz:te +D+0,7!,OL,+1.7S5L+H %, pt."Eg"PQZ; tz ip+074L+0,75Ds+t a +P+D,ODW+l a PQ&tcQmwQx4g a P.ZLCQm003;te 40+0,750L,+67S01.+bASO,V+H 0 PaitCa"Pan�,e +P+0,7SOL+0.7505+DASOW+H 8 Past Ca-pas4e +D+D.7-,OL+C,7SO5+O,SZSOE+H a P.XICOroaI>O34e 4 PotxtCampax;,e +V6BD+D,7bE+5,fi5H Title Block Line I Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the 'Printing & Title Block' selection. Title Block Line 6 FRO I Description; floor beam C-0 Gridline 2 313 773 11,113 15,73 19,73 23.73 27.73 31.73 33.73 3973 Distarve (ft) a p,ot3"pea 4e to pwcamoas;la 'n;h.s ca,so.ci "aft wpa%tCaMpaM44t 0 - L, N Pas tea m "s 4a D+ 1 4 pet=tco- P3=4 0 +L, +L a paztc,-P.34. b + L + 5 6 Poucampax4t ; 0 - L + W + S!Z W Pozkca,p4m4e 0 + t + ',,+ WZ 0 pasw—paz4e; D + L + 5 , E14 4 «, l °' m til' tt fK Him t�il,�?t 4`L� k,� wDescription floor beam gridline C at elevator core (composite) CODE REFERENCES Calculations per AISC 360-10„ IBC 2012, CBC 2013, ASCE 7«10 Load Combination Set: ASCE 7-10 Material Properties ... ........ . Analysis Method: Allowable Stress Design 4150 ft Beam Bracing: Beam is Fully Braced against lateral -torsion buckling by attached sly Load Combination ASCE 7.10 ' Composite Seam Section Data Total Slab Thickness 5.0 in Effective Width 4.750 ft Metal Deck ... Ribs: Parallel E: Modulus: 29,000.0 ksi Concrete fc Concrete tensity Rib Height Rib Spacing aaxss Beam is UNSHORED for Concrete Placement 4.0 ksi Stud Diameter 3/4" in 145,0 Rot On : Stud Capacity 13.530 k 2.0 in Top Width 5.0 in 12.0 in Sten Width 7.0 in Applied Loads Service 3oads entered, Loan Factor's wik be atrphed for c ICWatiOns. Load for Span Number 1-.. Uniform Load: D = 0.060, L = 0.10 k f, Tributary Width = 2.0 it, Post Composite Only Uniform Load : D = 0.0560 k f, Tributary Width = 2.0 ft, Pre & Past Composite Unify Load: D = 0.10 klft, Tributary Width -1,0 ftp Post Composite Only Paint Load: D =16.575, L _ 20.50 k rz, 10 ft, Past Composite Only Paint Load: D =15.470 k @ 3.0 6y Pre & Past Composite Paint Load . L = 4.725 k @ 3.0 ft, Nan -Composite Only DESIGN SU AR s Maximum Bending Stress Ratio - 0.255. 1 Maximum Shear Stress Ratio - 0.219. 1 Section used for this span W24x55 Section used for this span W24x55 Percent Composite Action 25% Vu: Applied 40.842 k Pre -Composite Composite Vn/Omega . Allowable 186x440 k Mu . Applied 43.586 120.131 k -ft Load Combination spare 1 Mn ! Omega . Allowable 334.331 71.826k -ft Location of maximum on span Hft Load Combination Past Composite: +D+L+H Span if where maximum occurs Span If 1 Location of maximum on span 3.011 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Pre -Composite 0.O16in Max Downward Composite Deflection 0.O32in Max Upward Pre -Composite 0.000in Max Upward Composite Deflection 0,000 in Pre -Composite Deflection Ratio 7637 Composite Deflection Ratio 3782 Sheer Stud Requirements From Support 1 to 3.00 ft use 15 studs, From 3.00 ft to Support 2 use 15 studs. Maximum Forces & Stresses for Load Combinations Load Comb & Design Length Max Stress Ratios Sending Summary Shear Summary Span # M V Mu -Applied MnTr / Omega Va Vn / Omega Pre Composite . D + Const `pan L = =3 ft 1 3:130 0.079 43,59 334,33 1470 186.44 Post Cornposite : +D+H -.1 1Description floor beam gridline C at elevator core (composite) 1�11=ti�l 1111 4,hv11`tt�ltijvnli}a 41:a*d ivtl4111.11.11It4'et.t4t.,,?14;.,',,tli�i lt";,vi ltu.'\Lib4, 11.1.11..1 �lAt111$ till, l`i`lt C?1 t `s �r Load Comb & Design Length Max Stress Ratans Bending Summary Shur Summary Sparc # M V Mu-Appfied MnTr I Omega iia Vn 1 Omega Span L = 10 5 1 €7 159 0,1.37 74,98 471,83 _ 25.49 186,44 Past Composite :'+C+L+H Span L = €0 ft 1 0,255 4,219 120,13 471,813 40.84 105,44 Past Composite: +t0+L,r+H Span L = 10 f3 1 0159 0,137 74.95 471.83 25,49 186,44 Post Composite: +t7+ +H Span L =10 tt 1 0,159 1,137 74,98 473.83 25.49 186.44 Past Composite : +C+0.750Lr+0 750L+ Span L ; 10 ft 1 0.231 0,198 108.84 471,83 RxO 18644 Past Composite, +C+7.7 0L+0 75004 Span L = 10 it 1 0.231 0.198 108S4 471,83 37,00 185,44 Past Composite: +i7+0,60W+tt Spars L =10 ft 1 0,159 0,137 74.,98 471,83 25,49 186,44 Post Composite : +tip 0.70E+t4 Span L = 10 t1 1 4,159 0.137 74.98 471.83 25.49 188.44 Past Compos to . +01+0,75OLr+0.750L+ Span L = 10 ft 1 0,231 0.198 108.84 471,83 3'7,1'30 386.44 Past Composite: +p+0.750L+0,7505+0 Spars L= 10 ft 1 0.231 0.198 108,84 471,83 37,00 186.44 Past Composite: +C3+0350L+0 7505+0 Span L F 10 ft 1 0.231 0198 108,84 479,83 37.00 '186,44 Post Composite ; #0.6017+0.60W+0.60h Span L = 10 ft 1 0.095 0.082 44 99 471..83 45.29 186.44 Post Composite: +11.6017+4.74E+4.61133 Sparc L = 10 ft 1 0.095 0,082 44.99 471,83 15.29 18644 'Aaximum Deflections for Load Combinations . Unfect red Loads Location Deflection Deft. Loads on Total Load Combination Span in Span Pre -Composite Composite Section Deflection xx - Used €�reco pointe Downward _ 1 4,533 O.0157 0,000 0.016 0,00 Precomposite Upward 1 0.000 0.0000 0.000 0.000 0.00 Precomposite minus Constriction Downward 1 4,533 0.0157 0,000 0,012 0.300 Precomposite minus Construction Upward 1 0.000 0.0000 0.000 0»000 0.00 Postcomposite , 17 + Lr Downward 1 4.533 0.0157 0,009 0,022 2,180,99 Postcornproate , D + Lr Upward 1 0,000 00000 0.01;17 0..000 2,180.99 Postc,omposiat , 10 + L Downward 1 4.533 0.0157 0.020 0.032 2,180.99 Postcomposite : D + L Upward 1 0,000 0.0006 0,000 0.000 2,180.99 Postcornposi e D + Lr + 1, Downward 1 4.533 H157 0.020 0.032 2,180.99 Postcomposite ; 17 + Lr + L Upward 1 0,000 0.00130 0.000 0.000 2,180.99 Postcomposite: 17 + L + S Downward 1 4,533 0.0157 0.020 0,032 2,180:99 Postooramposite : D + L + S Upward 1 0.000 0.:000 OZO 0.000 2,180.99 Postcomposite C + L + W + S/2 Downward 1 4,533 0.0157 0,020 0.032: 2.180.99 Postcomposite ; D + L + `° + i2 Upward 1 0,000 0.0460 4,000 0.000 2,1817.99 oshromposate ; 03 + L + S + WC Downward 1 4.533 01"7157 ti.t320 0.032 2,180.99 Postcom,posite : L3 + L + S + 41±12 Upward 1 0.000 0,0000 4,000 0,000 2,181;.99 Postcomposite: D + L. + S + EII A Downward 1 41533 17,4157 0,020 0.032 2,180,99 Postcomposite: rJ + L + S + E11,4 Upward 1 0,000 0.0000 0,000 0.000 2,180.99 Maximum Vertical Reactions - tlnfactored SU. MC.;'! 4 i Load Combination Support 1 Support 2 Overall MAXimum 40,842 19.024 Precomposite Loads 14,697 6.619 Precomposite minus Construction 11.389 5201 Postcomposite: C + Lr 25.492 11,874 Postcomposite : D + L 40,842 19.024 Postcomposite: : D + Lr + L 40,842 19,024 Postco posite : D + L + S 40.842 99,024 ?ostcomposite : D + L + W + Sl2 40,842 19.024 Postcomposite: C + L + S + W/2 40.842 19.024 Postcomposite: D + L + S + E11 A 40.842 19.024 Steel Section Properties : W24 55 Description floor beam girdline C at elevator core (composite) Depth 23,600 in I xx 1,350,00 in'14 I YY 29,100 in,14 Web Thick 0,395 in S xx 114,00 in'3 Syy 8,300 m13 Flange Width 7,010 in R xx 9,110 in Ryy 1.340 in Flange Thick 0.505 in Zx 134,000 inA3 ZY 13.300 inA3 Area 16.200 inA2 1.180 in'4 Weight 55,000 pit Composite Section Properties Span Number Analysis all Shear Plastic N.A. Sum Qn 4 Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k -ft I -Steel I -Trans I-Lwr Bound Span I PNA in Flange 100,0 23.550 775,200 58 1,105,84 1,350,0 3,634.7 3,085.3 PNA in Flange 95,0 23,495 736.440 55 1,090,38 1,350.0 3,6307 3,062,7 PNA in Flange 90,0 23.440 697,680 52 1,074,76 1,350Z 3,630,7 3,0367 PNA in Flange 85.0 23.384 658,920 49 1,058m 1,350.0 3,6303 3,006.9 PNA in Flange 80.0 23,329 620.160 46 1,043,01 1,350,0 3,6303 2,9710 PNA in Flange 75.0 23.274 581,400 43 1,026,88 1,350.0 3,630.7 2,934,6 PNA in Flange 70,0 23.219 542.640 41 1,010,60 1,350.0 3.6301 2,891.3 PNA in Flange 65.H 23,163 503,880 38 594.16 1,350,0 3,6303 2,842.6 PNA in Flange 60.0 23,108 465.120 35 977.55 1,350.H 3,6303 2,788,1 PNA in Web 55.0 22.345 426.360 32 959,91 1,350.0 3,630Y 2,727.0 PNA in Web 50,0 21.363 387.600 29 939.18 1,350.0 3,6303 2,658.9 PNA in Web 45.0 20.382 348.840 26 91518 1,350.0 3,6303 2,582,9 PNA in Web 40,0 19A01 310,H80 23 88811 1 ,350,0 3,6303 2,4981 PNA in Web 35.0 18.420 271.320 21 857.96 1,350.0 3,6301 2,403,6 PNA in Web 30.0 17,438 232.560 18 824,54 1,350.0 3,630.7 2,298.4 PNA in Web 25,0 16,457 193,800 15 787,95 1,350.0 3,630,7 2,181.0 31 IVIIEVRIER— 0w93 1193 Z. 3193 4.93 593 6M 7.93 8193 933 REEM= * P a C- � Paz: te ; C, +, Ca -xt L a Post canpas:,e +b+H 4 Past Campaz4e s +D+L+H * Piz tCQ1nP9Z4* iPlOth a PQwZQr1PQZ+,,Z +P+S+l a port Cunvqz4v +V,+0,7'.O0+).7501,+H N", P4 =LCOMPDX4. 40+0.7'SOL+0,7SD5+f' a Fast c­paz�,e� +V+o,fiDw+i 0 Pazt, Camp*x4i +D+0,7bE+H a Past cam P*34o 4D+D1S5L,+B.7M+b,4SO'Af+H U Past Canpax;,e 4 Paz( Ca-Paz;tt +D4,0.7M+r.7SBS+O,SZSOE+H a P. I CO-PDX;ta 46R 6,Dr.'+6,EOW+9N 60P 0 PoakC.,pas,,c +E,.6V,D+6JbE+0,60" 0193 1193 2,99 3193 4,93 5,93 &M 7,93 0193 9193 Distance (ft� a P a compaz;w 0 + co-st 1, a post cc nPOZ;,e +D,+h X Past C. -P-41 +O+L+M It P.Mi CO-Polt4e a Fast conp.z:'a +b+15+4 a powt COMP034e +&+5,7SbL,+3,7S51+H tl PaZicQnPQU4% a Poat Cgnpaza.Z +V+O.*Mv+i x PQZt C%nPgZ;P: +P+O,7Dt+u P., t CQ`"PQ=4e 4(>+0.7SDL,+O,7M+V4SO'9+fi 0 P..t C­Pa3;,a+i>+D,7$DL+D.75,r,5+D.45rW+H 8 PQstC*wjp*x4q a P43 t Cam Paz; a 4 5,6 0 D 4, 0 - E 5W + 3,6 B Post C*nPaxY,e z +6,60D+D, 7bE +D.66H Title Block Line 1 Project Title: You can change this area Engineer: Fero t using the "Settings" menu 'stem Project Desert and then using the "Printing & Title Block" selection. Title Block Line 6 1 V File =t96128 =aa Animal HosOtWING ERINGCaics\101�6 traming.ec6Co' NERCALC, INC. 1 2016, uRd:6,16,218, Ger:6.1 ,2,18 ray Description : floor beam gndline C at elevator core (composite) Title Block Line 1 Project "Fide: You can change this area Engineer: t1D!5 using the "Settings" menu hent Project Descr: and then using the "Printing & Title Block" selection. ***o P** File-PA10128-Whes CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set ASCE 7-10 Material Propetd s Analysis Method: Allowable Stress Design 2,50 n " Beam Bracing : Beam is Pully Braced against lateral -torsional buckling by attached s Load Combination ASCE 7-10 Fy Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 5.0 in Concrete fc Effective ftth 2.50ft Concrete Density Metal Deck ... Rib Height Ribs Parallel Rib Spacing W1U45 Beam is UNSHORED for Concrete Placement 4.0 ksi3/4" in 145.0 pct 13.530 k 2.0 in 5.0 in 12.0 in 7.0 in Stud Diameter Qn :Stud Capacity Top Width Bim Width r . ­ W16X45 1e0ft Applied Loads Service loads entered, Load Factors with be applied fOr calculations, Load for Span Number 4 Uniform Load., D = 0,060. L _ 0.10 ksf, Tributary Width -10.0 ft, Dost Composite Only Uniform Load . D = 0.0550 ksf, Tributary Width =10.D ft„ Pre & Dost Composite Uniform Load: L = O.020 ksf, Tributary Width -10.0 ft, bion -Composite Only Uniform Load . D = 0.10 kift, Tributary Width - 4.0 ft„ Post Composite Only DESIGN SUMMARY ., Ma Maximum Bending Stress Ratio = .107. 1 Maximum Shear Stress Ratios = OA02. 1 Section used for this span W16x45 Section used for this span W16x45 Percent Composite Action 26% Vu: Applied 11,30k Pre -Composite Composite VnfOrnega . Allowable 111.0901< Mu: Applied 0.50 25.250k -ft Load Combination span 1 Mn t Omega . Allowable 205.339 261837k -ft Location of maximum on span 0,0ft Load Combination Post Composite : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 5.Oft Span # Where maximum occurs Span # 1 Maximum Deflection Max Downward Pre -Composite 0.010in Max Downward Composite Deflection 0.023in Max upward Pre -Composite 0.000in Max Upward Composite Deflection 0,000 in Pre -Composite Deflection Ratio 14 799 Composite Deflection Ratio 5237 Shear Stud Requirements From Support 1 to 5.00 ft use 8 studs. From 5.00 ft to Support 2 use 8 studs. Maximum Forces & Stresses for Land Combinations iad Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Mu -Applied MnTr ! Omega Va Vn f Omega Pre Composite: D + Const t Spam L = 10 ft t 5.945 5.534 9.55 20534 3,80 i 11,09 Post Composste ; +D+H SpanL =10 ft ? 0,060 0,057 25.75 26.x.54 630 itt,r75 g+y pry p p Post Composite: *D+i.+H * 4 B it Description Load Comb & Design Length Support 1 Max Stress Ratios Sending Summary 11.300 Shur Summary Span M 3.800 V, Mu -Applied MnTr f Omega 2.800 Va Vn Omega Spar L = 10 ft 1 07.107 11.300 0,102 28,25 263.84 Postcomposite : D + L + S _11.30 111.09 Post Composite +D+Lr+H 11.300 11.300 Postcomposite ; D + L + S + W/2 11.300 19.300 'ostcomposite : D + L + S + Ed1.4 91,300 11.300 Span L = '30 ft 1 0.000 0.057 95.75 263.,64 6..301 111,09 PostComposite: Span L =10't 1 0.060 0.057 15.15 263.84 6.36 151.199 Post Composite : +D+0.75OLr+0,7 0L+ Span t, = 10 ft 9 0.095 0.090 25.13 263.64 113.05 411.59 Post Composite: +D+O 7503L+03.75054 Span L = 10 tt 1 0.095 0,090 25.13 263.84 10,05 911.09 Post Composite: ++0.6041}+01 Sparc 1. = 10 ft 1 0.060 0.057 15.75 263,84 630 111,09 Post Composite : +D+0.70E+.H Span L = 10 ft 1 0.060 0.057 15,75 26164 6.30 111.09 Post Composite: +D+0.750Lr+07503L+ Span L = 10 it 1 0.095 0,090 25.13 263,84 10.05 111.119 Post Compos'ste . +D+0.750L+0.750S+0 Span L =10 ft 1 0,095 0,090 25.13 253.84 10.05 111.09 Post Composite: +D+0 750L+0.7505+0 Span L m ',Oft 1 0.095 0.090 25.13 263,84 10.05 111,09 Post Composite : +0.60D+0.60 4+0,606 Span L = 1011 1 0.036 0.034 9,45 263,84 3.78 111.09 Post Composite: +0 60D+0.70E+0 60H Span L = 90 ft 1 0.036 0.034 9.45 263.84 3.78 111,09 Maximum D f ec ion for Load Combinations - U f ctor d loads ._ Location Deflection Deft. Loads on Total :1332 Combination Span in Span Pre -Composite Composite Section De6ection bor -Used Precornposile _ Downward 1 5,067 0.0102 H00 0.010 0,00 Precomposile Upward 1 0.000 HOW 0,000 0.000 0.00 Precomposite minus Construction Downward 1 5.067 0,0102 0,000 0,007 0.00 Precomposite rninus Construction Upward 1 0,000 0,0900 0.000 0.000 0.00 Postconloos4e : D + Lr Downward 1 5.067 0.0102 0.006 0,014 864.58 Postcomposite ; D + Lr Upward 1 0.1100 0.0000 0,1300 0.000 864.58 Postcomposite D + L Downward 1 5.067 0,0102 0.015 0.023 864.58 Postcomposite : D + L upward 1 0.000 0.0000 0,000 0;000 864,58 Postcomposite: D + Lr + L Downward 1 5.067 0,0102 0.015 0,023 864,58 Postcomposite: D + Lr 'f L Upward 1 0.000 00000 0,000 0.000 864.58 Postcomposite . D + L + S Downward 1 5.067 0,0102 0,015 0.023 864,58 Pcstoornposite ; D + t. + S Upward 1 0.000 01,0000 0.000 0.000 864,58 Postcomposite ; D + L + 010 + $12 Downward 1 5,067 0.0102 0.015 0.023 864.58 Postcomposite: D + L + 4V + S/2 Upward 1 0,000 0,0000 0,000 0.000 864.58 Postcomposite : D+ L + S + W/2 Downward 1 5,067 0,0102 13,015 0.023 864.58 Posicomposite :° D + L + S + W/2 Upward 1 0.000 0,0000 0,000 0.000 864.58 Postc<ornposite ; D + L + S + E!s A Downward 1 5,067 0,0102 0.6,315 0.023 864.58 Postcomposite: D + L + S + E` A Upward 9 0..000 HOW 0,000 0.000 864.56 Load Combination Support 1 Support 2 Overall MAXimum 11.300 11.300 Precornposde Loads 3.800 3.800 Precomposite minus Construction 2.800 2.800 Postcomposite : D + Lr 6.300 8.300 Postcomposite D + L 11.300 11.300 Postcornposite : D + Lr + L 11.300 11.300 Postcomposite : D + L + S 11.300 11.300 Postoo polite D + L + W + St2 11.300 11.300 Postcomposite ; D + L + S + W/2 11.300 19.300 'ostcomposite : D + L + S + Ed1.4 91,300 11.300 R Description floor beam gridline C at elevator core 2 (composite) Depth 16,100 in I XX 586,00 W14 l yy 32,800 in14 Web Thick 0.345 in S XX 72,70 m,13 S yy 9,340 in'13 Flange Width TOO in R xx 6,650 in R yy 1,570 in Flange Thick 0.565 in ZX 82.300 in A 3 ZY 14,500 in'13 Area 13,300 in'2 1.110 in A 4 Weight 45,000 pit Composite Section Properties Span Number Analysis % Shear PI I astic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k -ft I -Steel I -Trans Rwr Bound Span I PNA in Flange 100,0 15,735 406.000 31 606,37 586,0 1,456,9 1,203.5 PNA in Flange 95,0 15,706 387,600 29 597,73 586,0 1,456,9 1,194,9 PNA in Flange 90.0 15.677 367.204 28 58H5 586.0 1,456,9 1,184,8 PNA in Flange 85.0 15,648 346,800 26 58032 586,0 1,456.9 1,1733 PNA in Flange 80,0 15.619 326.400 25 571,55 586,0 1,456.9 1,1601 PNA in Flange 75.0 15.590 306,000 23 56233 586,0 1,456.9 1,1451 PNA in Flange 70.0 15,561 285.600 22 55188 586,0 1,456.9 1,128,3 PNA in Flange 65,0 15,532 265,200 20 544.98 586.0 1,456,9 1,109,5 PNA in Web 60.0 14.885 244.800 19 535,45 586,0 11456.9 1,088.5 PNA in Web 55.0 14.293 224.400 17 524,93 586.0 1,456.9 1,065.2 PNA in Web 50,0 13,742 204.000 16 513,39 586,0 1,456.9 1,039,4 PNA in Web 45.0 13,111 183,600 14 500,85 586,0 1,456,9 1,010,8 PNA in Web 40,0 12,519 163,200 13 48730 586.0 1,456.9 979,3 PNA in Web 35.4 11.928 142,800 11 47235 SKO 1,456,9 944,6 PNA in Web RO 11,337 122.440 10 457,18 586.0 1,456,9 906,5 PNA in Web 25,0 10,745 102,000 8 440,61 586.0 1,456,9 864,6 29 as 1,4 7 MEfVJaER_ s,)� 0.)3 793 2193 793 4.93 5:93 6.93 7193 4193 9193 EUMM= a (k *Ca-st L a :+6+H X Post,:* Pa- 6 tt + D+ 1, + H a Nz 1 c9n Paz; Le It 0 + L I f, H 8 Pits( CQnRQX,,C; +tl+$+i I PQZkZQnPaZ41; +V+D,7'O0+;,75QL+" In Past COMPOS4. 4r,1+0,7SOL+O,7SOS+f, a pastcanpas;.e +1r+0,60w+1 0 Past Caoas;te +O+D70E+H a Pox t COM Pax: te 4 D + 0 7 S D L s+ 0, 7 S 0 L 4 6A 5 ON + H N Pa. I Ca n pox :,e + b + 0 , n 0 L +0, 7 S 6 1; + DA S DW+ H 8 P,sztCamP*,%;Li a Paztconpax4e a Post ca"POZ;'o +D,60D+D 76E+0.60H IN 91 0,93 7.93 2.93 3.93 4.93 593 6193 7.93 0193 9193 EMMZ= 0 PcCQ po34e D + C.-zt L to Past conpaz;.e +D+H 1A Post Campax;kc +D+L+H As P.xt,:O_P,s.:te +L%+L,+-H a Past conpqx:,e +b+9+4 8 PaxtC.mpox4d s +0,+t,7,1CSL +175bL+H '111 P,23 L ;uftipaz;1v -t1>+D,7!�DLfDJ!�0$+f a PQZtCQqPQz;.v; +P+0,*Dw+1 v Past CQ Ipqz; w + V+ D, 7 v C + K X P,mkCo-po.;t* +E1+D,7SDL�+D,7,DL+V,4SO'Af+H U P029 Ca+ pax'.,e +b+0,7SOL+0,7S65+DA5D'Vf+H 8 Past C.MPQZ;t. +D+O7',OL+C,7SOS+O SZSDE+H a P431 C*POZ4e a po.kCanpax;.e +V66D+0,76E+0.60H TiVe Block Line I You can change this area it Title Block' selection. Title Block''I'Line'' floor beam gOdline C at elevator care 2 (composite) Project Title: Engineer: FPdRt1D38 Project Descr 0 i AR 7""It', " 60,� 0.93 1193 2I93 3.93 4193 5193 6M 7193 0193 9.93 Dstante (ft) a Cas4E.,tt".3. a POSICOMP,034e: 0 -, 0 10 Pan ua m pan; Lt D + I C, + L f S paztc*"PsV4: : 0 - L + 5,�z a POSLCOPqz4e D + t + 5 + W/2 Title Block Line 1 Project Title: You can change this area Engineer: Fero tJD39 using the "Settings" menu item Protect Descr: and then using the "Printing Title Block" selection. Title Block Line 6 Flm,W, INx R j I.,&A'3 File - PA1 0128 - fridge Animal H `iafiEN �INEERiNG\6dWI012 ing. " ENERCAIC, INC, 1983-2016, Build:6.16, .18, Ver6.16 2.19 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set IBC 20115 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000,0 ksi Bending Axis: Major Axis Bending Applied Loads Service loads entered. Load Factors will be applied for calculations„ Beam self weight NOT internally calculated and added Uniform Load: D = 0.060, L _ 0.10 ksf, Tributary Width _ 10,0 ft Point Load: D = 34.045, L = 2050 k c 10 It DESIGN SUMMARY NNNEa e Maximum Bending Stress Ratio - 4.393: 1 Maximum Shear Stress Ratio = 6.276: 1 Section used for this span W24x55 Section used for this span W2455 Ma : Applied 131.34511- Va : Applied 46.152 k Mn t Ornega : Allowable 334.331 k -ft Vn/Omega : Allowable 167.461 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 3.000ft Location of maximum on span 0,000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward "transient Deflection 0.021 in Ratio = 5,7;37>-360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.050 in Ratio = 2421 >-150 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rates Summary of Moment Values Summary of Sheer Values Segment Length Span # M V Mmax + Mmax - Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxiOmega +D+H Dsgn. L = 10,00ft 1 0.233 0.160 77.79 77.79 558.33 33433 1.00 1.00 26.83 279.65 167.46 +D+L+H Dsgn, L = 10,00ft 1 0,393 0,276 131.34 131.34 55833 334.33 1.00 1.00 46.18 279.66 167.46 +D+Lr+H Dsgn. L a 10.00 ft 1 0.233 0.160 77.79 7739 558,33 334.33 1.00 1.00 26,83 279.66 167.46 +D+S+H Dsgn. L = 10,00 It 1 0,233 0,160 77.79 77.79 558.33 334.33 1,00 1.00 26.83 279.66 167.46 +D+0,750Lr+0.750L+H Dsgn. L = 10.00 ft 1 0.353 0,247 117.96 117.96 558.33 33433 1.00 1.00 41,34 279.66 167.46 +D+0,750L+0.7506+H Dsgn. L = 10.00 ft 1 0.353 0247 117.96 117.96 558.33 334.33 1,00 1,00 41.34 279.66 167.46 +D+0.60W+H Dsgn, L = 10.00 ft 1 0.233 0.160 77,79 77.79 558.33 334.33 1.00 1.00 26.83 279,66 167.46 +D+0,70E+H Dsgn. L = 10.00 ft 1 0.233 0.160 77.79 77.79 558.33 334.33 1.00 1.00 26.83 279.66 167.46 '7+0.750Lr+0,750L+0.450W+H Dsgn. L = 10.00ft 1 0.353 0.247 117.96 117.96 558,33 334.33 1.00 1.00 41.34 279.66 167.46 ,p+0.750L+0,7505+0,450W+H Dsgn, L w 10.00 ft 1 0.353 0.247 117.96 117.96 558.33 334.33 1,00 1.00 4134 279.66 167.46 +D+0.750L+0.7505+0.550E+H Dsgn. L = 10.00 ft 1 0.353 0147 117,96 117.96 558.33 334,33 1.00 1.00 41.34 279.66 167.46 +0,60D+0.60W+0.60H Dsgn. L = 10.00 ft 1 0.140 0.096 46.68 46.68 558.33 33433 1.00 1.00 16,10 279.66 967.46 w ♦ # ae r .i. .``$�`..� ...�.... lttil aik k�'g`'X, �„t•��tlti gt1 u�nn,�,t'}lly �iyk�tl�kkt�?n �tt���,..tt�:�.il'�ti!ik �?t t^t`,�u�t�`11���Si't�-lkl�it�lt4..l�l��,�l �i`�,?-��.Y�11F�t �'��Yt11u;,� ,. �kl rv,, t, Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Amax + Mmax • Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omeg +0.60D+0.70E+0.0H Dsgn. L = 10.00 ft 1 0.140 0.096 46.68 46.65 55833 334.33 1.00 1.00 16.10 279.66 167,46 Overall Maximum Deflections +ton Load Combination Span Max."-" Dell Location its Span Load Combination Max,'+" De8 Location in Span +D+L+H 1 0.0496 _ 4.600 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 46.182 24.364 Overall MlNimum 16.099 7.928 +D+H 26.832 13.214 +D+L+H 46.182 24.364 +D+Lr+H 26.832 13.214 +D+S+H 26.832 13.214 +D+0.70Lr+0,750L+H 41.344 21.576 +D+0.750L+0:7505+H 41.344 21.576 +D+0.60W+H 26,832 13.214 +D+0.701:+H 26,832 13.214 +D+0.750Lr+0,7500+0,450W+H 41.344 21.576 +D+0.750L+0.750S+0.450W+H 41.344 21.576 +D+0.750L+0.750S+0.5250E+H 41,344 21.576 +0.60D+0.60W+0.60H 16.099 7.928 +0.60D+0,70E+0,60H 16.099 7,928 D Only 26.832 13.214 Lr only L Only 19.350 11150 S Only W Only E Only H Only Steel Section Properties W24x56 Depth - 23.600 in I xx = 1,35HO in14 3 - 1.180 W14 Web Thick _ 0.395 in S xx 114.00 inA3 Cw - 3,870,00 in ^6 Flange Width _ 7,010 in R xx µ 9.110 in Flange Thick - 0,505 in Zx - 134Z0 in^3 Area - 16,200 inA2 1 yy - 29.100 in44 Weight - 55.000 pit S yy - 8,300 in"3 Who - 40.500 m,1 Kdesign - 1.010 in R yy _ 1.340 in Sw _ 35.800 iia"4 K1 1.000 in Zy - 13.300 inA3 Qf - 19.300 in"3 its - 1.720 in rT - 0.000 in Ow 66.100 in^3 Ycg - 11.800 in Title Block Line 1 Project Title: You can change this area Engineer. FFbqt1D41 using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line ,, r WARa 6 , File = P:t10128 . Whealid0e Animal Hos; talTNGiNEERlWCalcs110128 framinsec6 ,teel Beam ENERCALC, INC, 1 2016, Sinld:6.16.2.18, Ver:6.16;2.18 Description floor beam gridline C at elevator care 2 (non -composite) CODE REFERENCES Calculations per RISC 360-10, IBC 2012„ ASCE 7-10 Lead Combination Set: la3C 2015 Material Properties Analysis Method: Allowable Strength Design Ey : Steel Yield 50,0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsionai buckling E: Modulus : 29,000.O ksi Bending Axis: Major Axis Sending Wasxas Applied Loads Service loads entered, Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load ; D = 0.060, L = (1.10 ksf, Tributary Width =10.0 ft DESIGN SUMMARY NEMEMMIERM Maximum Sending Stress Ratio = (tµ607:: 1 Maximum Shear Stress Ratio = 0.072: 1 Section used for this span W16X45 section used for this spar) W16x46 Ma :Applied 20,000 k -ft Va : Applied 8.0 k Mn 1 Omega: Allowable 205,339 k_gf Vn/O ega : Allowable 111.090 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on Span 5,000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max downward Transient deflection 0.013 in Ratio = 9,022 >=360 Max Upward Transient deflection 0.000 in Ratio = 0 <360 Max Downward Total deflection 0,021 in Ratio = 5639 >=180 Max Upward Total deflection 0.100 in Ratio = 0 <180 Maximum Forces Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span M V Mmax + Mmax - . Ma Max Mnx Mnx10mega Cb Rm Va Max Vnx VnxlDmega +D+H Dsgn. L = 10.60 ft 1 0.037 0.027 7.50 7.50 342.92 2075.34 1,00 1.00 3.00 165.64 111,09 +D+L+H Dsgn, L = 10.00 ft 1 0,097 0.072 20.00 20.00 342.92 205.34 1.00 1,00 6.00 166.64 111.09 +D+Lr+H Dsgn. L = 10.00 ft 1 0.037 0.027 7.50 7,50 342.92 205-34 1.00 1,00 3.00 166.64 111.09 +D+S+H Dsgn. L = 10.00 ft 1 0,037 0,027 7.50 7.50 342.92 20534 1.00 1.00 3.00 1%64 111.09 +D+0,750Lr+0.7501+H Dsgm L = 10.00 ft 1 0.082 0.061 16.86 16,88 342,92 205.34 1.00 1.00 6,75 166.64 111.09 +0+0,750L+0.7505+H Dsgn. L = 10.00 ft 1 0.082 0.061 16,88 16,88 342.92 205.34 1.00 1.00 6.75 166.64 111.09 +D+0.60W+H Dsgn. L = 10.00ft 1 0.037 0.027 7.50 7,50 342,92 20534 1.00 1,00 3.00 166.64 111.09 +D+0.705+H Dsgn, L = 10.00 ft 1 0.037 0.027 7.50 7.50 342.92 205.34 1,00 1.00 3.00 166.64 111.09 +D+0,750Lr+0.750L+0,450W+H Dsgn, L = 10.00 ft 1 0.082 0.061 16,88 16.88 342,92 205.34 1,00 1.00 6.75 166.64 111,09 +0.750L+0.7505+0.450V'f+H Dsgn. L = 10,00 ft 1 0.082 0,061 16.88 16.88 342,92 205.34 1.00 1,00 6.75 166,64 111.09 +0+0.750L+0.7505+0.550E+H Dsgn. L = 10.00 ft 1 03.082 0.061 16.88 16,88 342.92 205.34 1.00 1.00 6.75 166.64 111,09 +0.60D+0.60W+0.60H Dsgn. L = 10,00 ft 1 0,022 0.016 4,50 4.50 342.92 205.34 1.00 1.00 1,80 166.64 111,09 +0.60D+0.70E+0.64H Title Block Line 1 Project Title: You can change this area Engineer: FPogtIt42 using the "Settings" menu item Project Descr: and then using the "Printing Title Block" selection. Title dock Line 6 Plw,ecWAARs AM ' FRe = F A10128, Wheairidife Anima) iia iENGlJNEERi tCaJcs\16128 rraini% ENERCAtC, INC. 9583.2015, Build:8.18118, 4er:8.16.2:98 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxiOmega Cb Rm Va Max Vnx VnxiCmeg Dsgn. L = 10.00 Pi 1 0,022 U16 4,511 4.50 342.92 255.34 1,00 1.08 1.84 165.64 111.09 Overall Maximum Deflections Load Combination Span Max, " " Dell Location in Span Load Combination Max. "`+" Defl Locabon in Span +D+L+H _ 1 _ 0.11213 5.029 0.0000 Hoo Vertical Reactions Support natation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8,000 &000 Overall MINimum 1.800 1.800 +D+H 3.000 3.000 +D+L+H 6.000 8.000 +D+Lr+H 3.000 3.000 +D+S+H 3.000 3,000 +D+0,75€1Lr+0,750L+H 6.750 6.756 +D+0,7501+0.7505+H 6,750 6150 +D+0.6OW+H 3.000 3.000 +D+O.7OE+H 3.000 3.000 +D+0.75OLr+O,750L+O,45OW+H 6.750 6.750 +D+O.75OL+O.75OS+O.450W+H 6.750 6.750 +D+O.75OL+O.75OS+O.525OE+H 6,750 6.750 +0,6OD+H0W+H0H 1,800 1,800 +0.60€3+O.7OE+O,60H 1.800 1,800 D Only 3.000 3,000 Lr Only L Only 5.000 5.000 S Only W Only E Only Only Steel Section Propiertie W16x45 Depth 16,100 in I xx 586.00 in"4 J 1,110 inh4 Web Thick - 0.345 in S xx 72.70 mm3 Cw 1,990,00 in116 Flange Width - 7.0401 in R xx W 6.650 in Flange Thick - 0.565 in Zx _ 82,300 i'n*3 Area _ 13.3010 in^2 l yy - 32,800 in"4 Weight - 45.000 plf S yy 9.340 in"3 Wno KK 27.300 in"2 Kdesign _ 0.967 in R yy - 1,570 in Sw 27.2001 in A4 K1 0,813 in Zy - 14,5001 in A3 Of - 14.700 inA3 its - 1.870 in IT - 0,000 in taw - 40,600 in" Ycg - 8.050 in Title Block Line 1 Project Title: You can change this area Engineer: Pm t1D43 using the "Settings" menu item Project Descr: and then using the "Printing Title Block" selection. Title Block Line 6 APR �'M Bile = 4';1 OM - dge Animal H 'iattE OiNEERIN iCatcsk1t1128 freming,e ,teel BeamENERCALC, INC, 1 2016, 6u4d:6,16.3.4. Ver.6,16 3,4 CODE REFERENCES Calculations per RISC 360-10, !BC 2012, ASCE 7-10 Load Combination Set: 113C 2015 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling : Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending Applied Loads Service loads entered, Load Factors will be applied for calculations. Beare self weight NOT internally calculated and added Unifo Load: D = UK L = 0.10 ksfe Tributary Width = &0 ft Point Load: D =13.20„ L =16,0 k}a, 1310 ft DESIGN Std rA Ys Maximum Bending Stress Ratio - 0.878: 1 Maximum shear Stress Ratio - 0.245 , 1 Section used for this span W18x40 Section used for this span W18x40 Ma : Applied 171.790 -ft Va : Applied 27.930 k Mnl Omega: Allowable 105.600 k -ft Vn/ Omega : Allowable 112.770 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 12.971 ft Location of maximum on span 20,000 ft Span # where maximum occurs Span # 1 Sparc # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.336 in Ratio = '709>-360 Max Upward Transient Deflection 0.000 in Natio = 0 ,360 Max Downward Total Deflection 0.602 in natio = 399 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 ,160 Maximum Forces & Stresses for Load Combinations Load Combination Max stress Ratios Summary of Dement Values Summary of Shear Values Segment Length span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 2HO ft 1 0390 0.108 76.34 76.34 326.67 195.61 1.00 1,00 12,18 16916 112.77 +D+L+H Dsgn, L = 20,00 ft 1 0,8713 0,248 171.79 171,79 328.67 195.61 1.00 1.00 27.93 169.96 112.77 +D+Lr+H Dsgn. L = 20.00 ft 1 0.390 0.108 76.34 76.34 326,67 195.61 9.00 1.00 12.18 169.16 112,77 +D+S+H Dsgn. L = 20:00 ft 1 0.390 0.108 76.34 76.34 326.67 195.61 1.00 1.00 12.18 169.16 112.77 +D+0.750Lr+0.750L+H Dsgn. L = 20,00 It 1 0,756 0.213 147.93 147.93 326,67 195.61 1.00 1.00 23.99 169.16 112.77 +D+0.750L+0.7505+H Dsgn, L = 20.00 It 1 0:756 0.213 147.93 147.93 326.67 195.61 1.00 1,00 2199 189.16 112.77 +D+0,60W+H Dsgn. L = 20,00 It 1 0.390 0.108 76.34 78.34 326.67 135.61 1.00 1.00 12.18 169,16 112.77 +D+0.706+H Dsgn. L = 20.00 ft 1 0.390 0.198 76.34 76.34 326.67 195.61 1.00 1.00 12.18 169.16 112.77 " +0.75OLr+0.750L+0,450W+H "Dsgn. L = 20.00 fl 1 0.756 0.213 147.93 147.93 326,67 195.81 1.00 9.00 23.99 189.16 112.77 10+0.750L+0.7505+0.450W+H Dsgn, L = 20.00 ft 1 0.756 0.213 147.93 147.93 326.67 195.61 1.00 1.00 23.99 169,16 112.77 +0+0 750L+0,7505+0.5250E+H Dsgn.. L = 20,00 it 1 0,756 0.213 147.93 147,93 326.67 195.61 1.00 1.00 23.99 169.16 112,77 +0,6013+0,60460H Dsgn. L = 20.00 ft 1 0.234 0.065 45.80 45.80 326.67 195,61 1.00 1,00 7.31 169.16 112.77 Title Block Line 1 Project Title: Roqt-ID44 You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Pny,�txj AP IR 2�,', 16, ' vel Beam File = P:14128 - Wheatfidge Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span Al M V Mmax + Amax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0,70E+H0H Dsgn. L = 20.00 ft 1 0,234 0A5 45SO 45,80 326.67 195,61 1,00 1,00 7.31 169,16 11177 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max, *+* Dell Location in Span +D+L+H 1 0,6015 10,571 0,0000 0,000 Vertical Reactions Support notation: Far left i Title Block Line 1 Project Title: Roq;tID45 You can change this area Engineer: using the "Settings" menu item Project Descr. and then using the "Printing Title Block" selection. Title Block Line 6 18 File -- PA10128 - Wheabidge AnhW HoWitMEN �Oof BeAM VTJIIMMMMMI�� +D+H 5.49 Span 1 6,245 39.676 +D+H 5,94 Span 1 6.081 42,493 +D+H 6A0 Span 1 5,916 45,235 +D+H 6,86 Span 1 5.751 47.902 +D+H 7,31 Span 1 5,587 50,494 +D+H 7,77 Span 1 5.422 53,010 +D+H 8.23 Span 1 5.258 55,451 +D+H 8,69 Span 1 5,093 57.817 +D+H 9,14 Span 1 4,929 60.108 +D+H 9.60 Span 1 4,764 62.323 Title Block Line I Project Title: ProqtID46 You can change this area Engineer: using the "Settings" menu item Project Descr and then using the 'Printing & Title Block" Wection, Title Block Line 6 PR r w ,,WJ File = R110128 - Wheabidge Animal HOSPUMINEERINGkCaIcs n' lt�el Bearn e4EkCA14AN69V4i* euidlffiffl Beam Span Moments & Shears at Incremental Location Load Type/ Combination Span Location (ft) Span ID Shear (k) Moment (ft -k) +D+H 10,06 Span 1 4,599 64,463 +D+H 10.51 Span 1 4.435 66.528 +D+H 10,97 Span 1 4.270 68,518 +D+H 11.43 Span 1 4,106 70.433 +D+H 11.89 Span 1 3.941 72.272 +D+H 12,34 Span 1 3.777 74.036 +D+H 12.80 Span 1 3.612 75.725 +D+H 13,26 Span 1 -9353 73,944 +D+H 13.71 Span 1 4917 69,448 +D+H 14,17 Span 1 -10,082 64,877 +D+H 14,63 Span 1 -10,246 601.231 +D+ 15-09 Span 1 -10A11 55,509 +D+H 15.54 Span 1 -10,575 50,712 +D+H 16.00 Span 1 -10,740 45,840 +D+H 16,46 Span 1 -10,905 40.893 +D+H 16,91 Span 1 -11,069 35,870 +D+H 17,37 Span 1 -11,234 301,772 +D+H 17,83 Span 1 -11,398 25,599 +D+H 1819 Span 1 -11,563 20,351 +D+H 18,74 Span 1 -11.727 15,028 +D+H 19.20 Span 1 -11,892 9,629 +D+H 19,66 Span 1 A2.057 4,155 +D+H 20 00 Span 1 -12A80 0,000 +D+L+H UO Span 1 19.470 0.000 +D+L+H 0,46 Span 1 19,031 8.800 +D+L+H OV Span 1 18,592 17,400 +D+L+H 1,37 Span 1 18.153 25,799 +D+L+H 'x.83 Span 1 17.715 33,997 +D+L+H 2,29 Span 1 17.276 41.995 +D+L+H 234 Span 1 16,837 49,792 +D+L+H 3,20 Span 1 16,398 57,389 +D+L+H 3.66 Span 1 15,959 64.785 +D+L+H 4.11 Span 1 15.520 71,980 +D+L+H 4.57 Span 1 15.081 78,975 +D+L+H 5,03 Span 1 14.643 85,769 +D+L+H 5.49 Span 1 14,204 92.362 +D+L+H 5,94 Span 1 13.765 98.755 +D+L+H 6.40 Span 1 13.326 104.947 +D+L+H 6,86 Span 1 12,887 110,939 +D+L+H 7,31 Span 1 12.448 116,730 +D+L+H 7,77 Span 1 I2.009 122,320 +D+L+H 8,23 Span 1 11.571 127,710 +D+L+H 8.69 Span 1 11,132 132,899 +D+L+H 9.14 Span 1 10.693 137,887 +D+L+H 9.60 Span 1 10,254 142,675 +D+L+H 10,06 Span 1 9.815 147.262 +D+L+H 10.51 Span 1 U76 151,649 +D+L+H 10,97 Span 1 8,937 155.835 Title Block Eine 1 Project Title: You can change this area Engineer: 111? using the "Settings" menu stem Project Deser. and then using the "Printing Shear (k) Tale Block" selection. +D+L.+H Title Block Line F P Beam File =P:110128- WheOdgeAnima potatIEN iNE RtN01Cafcsktt1t28 ng . ,,teel X16 RCA6.C, INC. 1983-2016, 8uM,-6.16,14, Ver:6.16:.4 Beare Span Moments & Shears at Incremental ental L ocati n Load Type/Combination _11.43 Span Location (f1) Span ID Shear (k) foment (ft -k) +D+L.+H Span 1 8.499 159.820 +D+L+H 11.89 Span 1 8.060 163,605 +D+L+H 12.34 Span 1 7.621 167.189 + +L+H 12,80 Span 1 7.182 370,573 +D+L+H 13.26 spars 1 -21.457 16&504 +D+L+H 13.71 Span 1 -21.896 356.595 +D+L+H 14.17 span 1 -22.335 346.485 +f7+L+H 14.63 Span 1 -22.773 136.375 + +L+H 15,09 span 1 23.212 125.664 +?+L+H 15.54 Span 1 -23.651 114.352 +jO+L+H 16.00 Span 1 -24.090 104.040 +D+L.+H 16.46 span 1 -24.529 92.927 +D+L+H 16.91 Sparc 1 -24.368 81.614 +jO+L+H 17.37 Span 1 25.407 70.099 ++L+H 17.83 span 1 -25.845 58,385 +D+L.+H 1829 Span 1 -26.284 46.469 ++L+H 18.74 Span 1 -26.723 84,353 ++j_+H 19.20 Span 1 -27.162 22.037 +D+L.+H 19.66 Span 1 27.601 9.520 +IO+L+H 20.00 Span 1 -27.930 0.000 +D+Lr+H 0.00 spare 1 8.220 0.000 ++Lr+H 0.46 Span 1 8,055 3.720 +D+L.r+H 0,91 span 1 7.891 7.365 +IO+L.r+H 1.37 Span 1 7.726 10,935 +D+L:r+H 1.83 span 1 7.562 14.429 +D+L.r+H 2.23 Span 1 7.397 17.848 ++Lr+H 2.74 Span 1 7.233 23.192 +D+L.r+H 3.20 span 1 7.068 24.461 ++Lr+H :3.66 Span 1 6.903 27,654 +D+Lr+H 4,11 span 1 6,739 :30.773 +D+Lr+H 4.57 Span 1 6.574 33.816 +O+Lr+H 5,03 Span 1 6.430 36.783 +10+L.r+H 5.49 span 1 6245 39,676 +C1+Lr+H 5.94 Span 1 6.081 42,493 +10+Lr+H 6.40 span 1 5.916 45235 +L}+Lr+H 6.86 span 1 5.751 47.902 +D+ r+H 7.31 Span 1 5,587 50,494 +i3+Lr+H 7.77 Span 1 5.422 53.010 +D+L,r+H 8,23 Span 1 5.258 55.451 +D+Lr+H 8.69 Span 1 5.093 57.817 +Li+L.r+H 9.14 Span 1 4,929 60,108 +jO+Lr+H 3.60 span 1 4.764 62,323 +D+Lr+H 10.06 Span 1 4,599 64,463 +I +Lr+H 10.51 Spars 1 4.435 66.528 + +L.r+H 10.97 Span 1 4.270 68.518 +I+L.r+H 11.43 Span 1 4.306 70.433 +L?+Lr+H 11.83 span 1 3.941 72.272 +D+Lr+H 1234 Span 1 3,777 74.036 Title Mack Line 1 Protect Title:. ProqlID48 You can change this area Engineer: F using the "Settings" genu item Protect Descr: and then using the "Printing Title Block" selection. Title Block Laine 6 e ed .A z :;W teel Seam Rie =1�A10128 - � nnimai "i�ia9NGiN EPINGtaics 10128 framing. + 8N1tA1.C, INC. 1983-2Q46.9uiid:8.98 3:4, Ver:6.18.3.4 Description : Floor Beam East of Stair Beam Span Moments $ Shears at incremental Location Load Type/ Combination Span Location (it) Span ID Shur (k) Moment (ft-k) +D+Lar+l i _ 12,80 Span 1 1612 75125 , +D+Lr+H 13.26 Span 1 -9.758 73.8444 +i3+r+H 93.71 Span 1 -9,917 69.448 +D+Lr+H 14.17 Span 1 -10.082 64.877 +D+Lr+H 14.63 Span 1 -10.246 60.231 +D+Lr+H 15.09 Span 1 -10.411 55,509 +D+Lr+H 15.54 Span 1 _10.575 50.712 +D+Lr+H 16.00 Spun 1 -10.740 45.840 +D+Lr+H 16.46 Span 1 -10.905 413.893 +D+L„r+H 16.91 Span 1 -11,1369 35.870 +D+Lr+H 17.37 Span 1 -11.234 30.772 +D+L.r+H 17.83 Span 1 -11.398 25.599 +D+Lr+F1 18,29 Span 1 -11.563 20.351 +D+r+H 98.74 Sparc 1 -11.727 15.028 +D+Lr+H 19,.20 Sparc 1 -11.892 9.629 +D+Lr+H 19.66 Span 1 -12.057 4.155 +D+Lr+H 20,00 Span 1 -12.180 0.1100 +D+S+H 0.00 Span 1 8..220 0.000 +D+S+H 0,46 Span 1 8.055 3.720 +D+S+H 0.91 Span 1 7.891 7365 +D+S+H 1 X Span 1 7.726 10.935 +D+S+H 1,83 Span 1 7.562 14.429 +D+S+H 2.29 Span 1 7.397 17.848 +D+S+H 2.74 Span 1 7.233 21.192 +D+S+H 3.20 span 1 7,068 24,461 +D++H 3.66 spam 1 6.903 27,654 +i3+S+H 4.11 Span 1 6.739 30.773 +D+S+H 4.57 Span 1 6.574 33.816 +D+S+H 5.03 span 1 6.410 36.783 +D+S+H 5.49 Sparc 1 6.245 39.676 +D+S+H 5.94 Span 1 6.081 42.493 +D+S+H 6.40 Sparc 1 5.916 45,235 +D+S+H 6.56 Span 1 5,751 47.902 +D+S+H 7.31 Span 1 5,587 50,494 +D++H 7.77 Span 1 5.422 53.010 +D+S+H 8.23 Span 1 5,258 55,451 +D+S+H 8.69 Span 1 5.093 57,817 +D+S+H 9.14 Span 1 4.929 60.108 +D+S+H 9.60 Span 1 4.764 62.323 +L3+S+H 10.06 Span 1 4.599 64.463 +D+S+H 10.51 Span 1 4.435 66.528 +D+S+H 10.97 span 1 4.270 68.518 +D+S+H 11.43 span 1 4.106 70.433 +D+S+H 11,89 Span 1 3.941 72.272 +D+S+H 12.34 Span 1 3.777 74.036 +D+S+H 12,80 Span 1 3.612 75.725 +D+S+H 13,26 Span 1 -9353 71944 +D+S+H 13.71 span 1 -9.917 69,448 Title Block Line I Project Title'. FFOqJJdp You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the 'Printing & Title Block" selection. Title Block Line 6 APR"05 ',�,AM ' )teel B eam File = PA10121i - eabridge Animal HOWtW\ENGNEER1NGiCwcsi10128 framinqecIS ENERCALC, INC. 1983-2016, Sugd:6.163,4, Ver:6,1634 ZVENNUMMUMMIMMMM Beam Span Moments & Shears at Incremental Location Load Type/ Combination Span Location (ft) Span ID Shear (k) Moment (ft -k) +D+S+H 1417 Span 1 -10.082 64,877 +D+S+H 14.63 Span 1 -10246 60,231 +D+S+H 15.09 Span 1 -10,411 55,509 +D+S+H 15,54 Span 1 -10,575 50,712 +D+S+H 16.00 Span 1 -10Y40 45,840 +D+S+H 16.46 Span 1 -10.905 4003 +D+S+H 16,91 Span 1 -11.069 35,870 +D+S+H 1737 Span 1 -11,234 30.772 +D+S+H 17,83 Span 1 -11398 25,599 +D+S+H 18.29 Span 1 -11.563 20.351 +D+S+H 18,74 Span 1 -11.727 15.028 +D+S+H 1920 Span 1 -11,892 9.629 +D+S+H 19.66 Span 1 -12,057 4.155 +D+S+H 20.00 Span 1 -12,180 0,000 +D+0.750Lr+0.750L+H 0.00 Span 1 16.658 0,000 +D+0.750Lr+0.750L+H 0,46 Span 1 16,287 7,530 +D+0.750Lr+0,750L+H 0,91 Span 1 15,917 14.891 +D+0.750Lr+0.750L+H 1,37 Span 1 15.547 22,083 +D+0.750Lr+0.750L+H 1,83 Span 1 15.176 29.105 +D+0.750Lr+0,750L+H 2,29 Span 1 14.806 35.958 +D+0.750Lr+0.750L+H 234 Span 1 14,436 42,642 +D+0.750Lr+0.750L+H 3,20 Span 1 14,066 49,157 +D+0,750Lr+0.750L+H 3,66 Span 1 13,695 55.502 +07+0.750Lr+0.750L+H 4,11 Span 1 13,325 61.678 +D+0.750Lr+0.750L+H 4,57 Span 1 12.955 67.685 +D+0.750Lr+0.750L+H 5,03 Span 1 12.584 73,522 +D+0.75OLr+0.750L+H 5,49 Span 1 12.214 79,191 +D+0,750Lr+0.750L+H 5,94 Span 1 11,844 84.690 +0+0,750Lr+0.750L+H 640 Span 1 11,474 90.019 +D+0.750Lr+0,750L+H 6.86 Span 1 11.103 95.180 +D+0.750Lr+0.750L+H 7,31 Span 1 10,733 1001,171 +D+0.750Lr+0,750L+H 737 Span 1 10,363 104.993 +D+0.750Lr+0.750L+H 813 Span 1 9,992 109,645 +7+0.750Lr+0.750L+H 8.69 Span 1 9,622 114.128 +D+0,750Lr+0.750L+H 914 Span 1 9,252 118.442 +D+0.750Lr+0,750L+H 9,60 Span 1 8,882 122.587 +D+0.750Lr+0,750L+H 10.06 Span 1 8.511 126,563 +D+0.750Lr+0,750L+H 10,51 Span 1 8,141 130.369 +D+0.750Lr+0,750L+H 10,97 Span 1 7,771 134.006 +D+0,750Lr+0.750L+H 11.43 Span 1 7,400 137,473 +D+0.750Lr+0,750L+H 11.89 Span 1 7.030 140,772 +D+0,750Lr+0.750L+H 12,34 Span 1 6.660 141901 +D+0.750Lr+0,750L+H 12,80 Span 1 6.290 146-861 +D+0.750Lr+0.750L+H 13,26 Span 1 -18,531 143,364 +D+0.750Lr+0,750L+H 13,71 Span 1 -18,901 134,808 +D+0.750Lr+0.750L+H 14.17 Span 1 -19,271 126.083 +D+0.750Lr+0,750L+H 14.63 Span 1 -19.642 117,189 +0)+0.750Lr+0,750L+H 15,09 Span 1 -20,012 108.125 Title Block Line 1 Project Title: You can change this area Engineer: Po t11s0 using the "Settings" menu item Protect Descr: and then using the "Printing Title Block" selection, Title Block Line x. A R .0 leel fide - RA10128 - eaWSe Anima! pitaRENGiNFE IN 1cs11012s +ng.ed B CNER ALC INC 19814016, BW&6.%3 4. Vac s 181.6 Beam Span Moments ,& Shears at Incremental Location tion Load Type/ Combination Span Location () Span ID Shear (k) Moment (ft - k) +L.i+0.7 0L,r+ .750L. -rip 15.54 span 1 -20.382 98.892 +L3+0,750Lr+0, 7 ;SOL+H 16.00 Span 1 -2015 89.490 +L3+0,750Lr+0.750L+H 16.46 Span 1 -21.123 79.919 + +0,750Lr+0.7 SOL.+H 16.91 Span 1 -21.493 70.178 + +0,750Lr+0.750L+H 17.37 Span 1 -21.1363 60.266 + 7+0,750Lr+0.750L+H 17.63 Span 1 -22.234 50.163 +L3+0.75OLr+0.750L+H 16.29 Span 1 -22.604 39.940 +L3+0.7 sOLr.70L+H 18,74 Span 1 -22.974 29,522 ++0.75OLr+0.750L+H 1920 Span 1 -233345 1&935 +C+0.750Lr+0.750L+H 19.66 Span 1 -23.715 6.118 +t +0.75OLr+0. 50L+H 20.£10 Span 1 -23.993 0,000 + +0.750L+0,7505+H 0.00 Span 1 16,658 0.000 +L)+0,750L+0.7505+H 0,46 Span 1 16.287 7.530 +0+0.750L+0.7505+H 0,91 Sparc 1 15,917 14.891 + +0.750L+0.7505+H 1.37 Span 1 15.547 22,083 +D+0.750L+0.7505+H 9.83 Span 1 15.176 29.105 +D+0.7 50L+0,7505+H 2.29 Span 1 94,806 35.958 +C3+0.750L+0.7505+H 2,74 Span 1 14.436 42.642 +L3+0.750L+0.7505+1 I 3.20 Span 1 94,066 49.157 +L)+0,750L+0.7505+H 3.66 Span 1 13.695 55.502 +D+0.750L+0.7505+H 4.19 Spars 1 13,325 61,678 +C+0.750L_+0.7505+H 4.57 Span 1 1„955 67.685 +C+0.7 0L+0.7505+H 5:03 Span 1 12.584 73.522 +L3+0.750L+0.7505+H 5,49 Span 1 12,294 79.191 +C+0.750L.+0.7505+H 5,94 Spare 1 11,844 84.690 +Li+0.750L+0.7505+H 6.40 Span 1 11,474 90,019 +L}+0.750L+0,7505+H 6.86 Span 1 11,103 95.180 +L}+0.750L+0.7505+H 7.31 Span 1 10.733 900,171 +L3+0.750L+0.7505+H 717 Span 1 10,363 104.993 + +0.750L+0.7505+H 8.23 Span 1 9.992 109.645 +D+0.750L+0.7505+H 8,69 Span 1 9.622 194.928 +D+0.750L+0.7505+H 9.14 Span 1 3.252 918:442 +D+0. 50L+0,7505+H 9.60 spars 1 8.882 122.587 +1-3+0,7501-+0.7505+H 10,06 Span 1 8.519 126,563 +fit+0.750L+0.7505+H 10.51 Span 1 8.941 130,369 ++0,50L+0.7505+H 10,97 Span 1 7.771 934,006 + +0.750L+0.7505+H 19.43 Span 1 7.400 137.473 +1-3+0.750L+0.7505 91.80 span 1 7.030 140.172 +L}+0.750L+0.7505+H 12,34 Span 1 6.660 143.909 +1-'t+0.750L+0.7505+H 12.80 Spars 1 6,290 146,861 +Lt+0.750L+0.7505+H 13.26 Span 1 -98.531 143,364 ++0.70L+0.7505+H 13.79 Span 1 -18.301 134.808 +IO+O.750L+0.750S+H 14.17 Span 1 -.19,271 126.(383 ++0,750L+0.7505+H 14.63 Span 1 -19.642 117.989 +[3+0.750L+0.7505+H 15.09 Span 1 -20.012 108.925 +D+0. 50L+0,7505+H 15,54 Span 1 -20.382 98,892 +D+0.750L+0.7505+H 16.00 Sparc 1 -20.753 89,490 +C3+0.70L+0.7505+H 16.46 Sparc 1 -21,123 79,999 Title Block Line 9 Project Title: You can change this area Engineer: ro tl fil using the "Settings" menu item Protect Descr: and then using the "Printing Title Block" selection, Title Block Line 6 AR *tee Sea m File = PA1 128 - Wheabedge Anim i taDll NGINEERINGk6l,cs 16i 28 ira €rig. , , ENERCAt.C, INC. 1983-2016, 8uft,6.16,14. Ver.6.16,3.4 Beare Spars Moments & Shears at Incremental Location Load Type/ Combination Shan Location (ft) Span ID Shear () Moment (ft -k) + +0.750L+0.7505+H 16,91 Span 1 -21.493 70.178 +D+0.7 0L+0.7505+H 17.37 Span 1 21,863 60.268 +D+0.750L+0.750S+H 17.83 Span 1 -22.234 50.188 +D+0.7 0L+0.7505+H 18.29 Spars 1 -22.604 39,940 ++0.750L+0.7505+H 18.74 Span 1 -22.974 29.522 ++0.50L+0.7505+H 19.20 Span 1 -23.345 58.935 +LD+0.75L+0.7505+H 19.66 Span 1 -23.715 8.978 + +0.750L+0.'7505+H 20,00 Sparc 1 23.393 0.000 ++0.60W+H 0.00 Spars 1 8.220 0:000 + +0,60W+H 0.46 Spars 1 &055 3.720 +CD+0.60W+H 0.91 Spars 1 7.891 7.3665 +D+0.60W+H 1,37 Spars 1 7,726 10.335 +LD+0,60W+H 9.83 Span 1 7.562 14.429 + +0.60W+H 2.29 Spars 1 7.397 17.848 + +0.60W+H 2.74 Span 1 7,233 21.192 +LD+0,60W+H 3.20 Span 1 7.68 24.461 +LD+0.60W+H 3.66 Span 1 6.903 27.654 +6D+0,60W+H 4.19 Sparc 1 6.739 30,773 +CD+0.60W+H 4.57 Span 1 6.574 33.896 +LD+0.60W+H 5:03 Spars 1 6.410 36,783 ++0.60W+H 5.49 Span 1 6.245 39.676 +Lp+0.60W+H 5,94 Spurs 1 6.081 42493 +6D+O.60W+H 6.40 Span 1 5.916 45.235 +Lt+0.60W+H 6.86 Span 1 5,759 47.302 + +0.60W+H 7.31 Span 1 5.587 50.434 +D+0:60W+H 7.77 Span 1 5.422 53,010 + +0,60W+H 8„23 Span 1 5.258 55.451 ++0.60W+H 8.63 Span 1 5.033 57.817 +LD+0.60W+H 3.44 Spears 1 4.929 60.908 +D+0.60W+H 9.60 Span 1 4.764 62.323 +LD+0.60W+H 10,06 Span 1 4.599 64,463 +D+0,60W+H 10.51 Span 1 4.435 W528 +13+O.60W+H 10,97 Sparc 1 4.270 68.598 ++0,60W+H 11,43 Span 1 4.106 70.433 +LD+0.60W+H 91.89 Span 1 3.941 72.272 ++0.60W+H 12.34 Spars 1 3,777 74.036 + +0.60W+H 12.80 Span 1 3,612 75.725 +LD+0.60W+H 13.26 Span 1 -9353 73.944 +D+O.60W+H 93.71 Spun 1 -9.397 69.4.48 ++0.60W+H 14,17 Span 1 -10.082 64,877 +CD+0.60W+H 94.63 Span 1 -10.246 60.231 +D+0.60W+H 15.09 Span 1 -10.411 55,509 +D+0.60W+H 15.54 Span 1 -10.575 50,712 +(9+0.60W+H 16,00 Span 1 -10.740 45,840 +D+0.60W+H 16,46 Span 1 -50.905 411.893 +LD+0,60W+H 96,99 Sparc 1 -11.069 35.870 +CD+0,60W+H 17.37 Span 1 -11.234 30.772 ++0.60W+H 17.83 Span 1 -$1.398 25,599 Title Block tine 1 Project Title: You can change this areaEngineer: using the 'Settings" menu item Project Descr: and then using the "Printing Title Block" Selection, Title Black Line 6 Beam Sparc Moments & Shears at Incremental Location Load Type/ Combination Span Location (ft) +D+Oi 60W+H 18,29 +C3+0.60 +H 18,74 +D+0,60W+H 1920 +D+O.60W+H 19,66 +j +0.60W+H 20,00 +D+0,701 +H 0.00 +D+0.70 +H 0.46 ++0.70+H 0.91 +D+0.70 +H 1.37 ++0.70+H 1,83 +3+030+H 2,29 + +010 +H 2,74 +j0+0,70 +H 3,20 +D+0,741 +H 3.66 +D+0.70 +H 4,11 + +0.741 +H 4,57 +D+0,70 +H 5.03 +D+0.70 +H 5.49 +D+0.70 +H 5,94 +D+0.70 +H 6,40 +3+41.741+1-1 6,86 +D+0.70E+H 7,31 +C3+0.70+H 7.77 +D+0.70 +H 8.23 +D+40.70 +H 8,69 +D+0010 +H 9,14 +G +40.74) +H 9,60 ++0,70+H 10,06 + +0,70 +H %51 +p+40.717+1-1 90,97 +D+0.70 + 11,43 +47+0.70 +H 11,89 ++0.70+H 12.:34 +3+0.741+H 12,80 +3+0.70+H 1126 +47+0,70 H 1171 +I3+(1.70+H 14,17 + +0.70 +H 14,63 +L7+ .70 +H 15,09 +D+0,70 +H 15,54 +17+0,740E+H 16.00 ++40.70+H 16.46 +D+0.70 +H 36.31 +jai+0,70 +H 17,37 +D+41.70 +H 17.83 +D+10.70 +H 18.29 + +0.701=+H 18.74 +C3+0,70 +H 19,20 He= A10128- e Span ID Shear (k) Moment (ft -k) Span 1 -11.563 20.351 Span 1 -11.727 15,028 Span 1 -11.892 9.629 Span 1 -12,057 4,155 Span 1 -12.180 0,000 Spars 1 8,220 0.000 Spars 1 8,055 1720 Span 1 7,891 7.365 Span 1 7,726 10,935 Spay, 1 7,562 14,429 Span 1 7397 17,848 Spars 1 T.233 21.192 Spars 1 7.068 24,461 Span 1 6,903 27.654 Span 1 6.739 30,773 Span 1 6.574 33.816 Span 1 6,410 36,783 Spars 1 6.245 39,676 Span 1 6,083 42,493 Span 1 5,916 45.235 Span 1 5.751 47,902 Span 1 5.587 50,494 Span 1 5,422 53.0$0 Sparc 1 5,258 55.451 Span 1 5,093 57,817 Span 1 4,929 60,308 Spars 1 4,764 62.323 Span 1 4,599 64.463 Span 1 4435 66,528 Span 1 4270 68,518 Span 1 4,106 70033 Span 1 3,941 72.272 Span 1 3.777 74,036 Span 1 1612 75,725 Spars 1 -9.753 71944 Span 1 -9,917 69A48 Span -10,082 64.877 Sparc 1 -10.246 60.231 Spars 1 -10,411 55,509 Span 1 -%575 50,712 Span 1 -10.'140 45.840 Span 1 -%905 40,893 Span 1 -11.069 35.870 Span 1 -11134 30.772 Span 1 -11398 25,599 Span 1 -11,563 20.351 Sparc 1 -91,727 15.028 Span 1 -11,892 9,629 Title Block Line 1 Project Tide: fi3 You can change this area Engineer: Fero t" using the "Settings" menu item Protect Descry and then using the "Printing Title Block" selection. Title Block Line 6 A PR , .; SAM' + Beam Fite F'AfOl28 - fteaftidge Animal HospitafENGNEERINGUIcO0128 framing,ed ,teel ENERCALC, INC. 1963-2016, Buii016..4, Ver;6.16,14 Description Poor Beam East of Stair Beam Span Moments & Shears at Incremental Location n Lead Type/ Combination Span Location (ft) Span ID Shear (k) moment (ft - k) ++0,70E+I { 19.66 Span 1 -12.057 4.155 + +0.70 +H 20.00 Span 1 -12.180 0:000 +L3+0.750Lr+0.750L+0,450W+ 0.00 Span 1 16.658 0.0003 +D+0.75OLr+0.750L+0.450 +H O. 6 Span 1 105.287 7,5311 + +0.750Lr+0.750L+0.4 50W+H 0.91 Span 1 15,917 14.891 + +0.7 0Lr+0,750L+0.450W+H 1.37 Spars 1 15.547 22,083 +L}+0.750Lr+0.7 50L+0,450W+F- 1.83 Span 1 15.176 29,105 +C3+0.750Lr+0.750L+0.4 50W+F1 .2.29 Span 1 14,806 35.958 + +0.750Lr+0.7SOL+0,450W+H 2.74 Sparc 1 14.436 42,642 +D+0.750Lr+0.750L+0.450W+H 3.20 Span 1 14;066 49,157 +D+0,750Lr+0. 50L+0.450W+H 3.66 Span 1 13.695 55.502 +D+0.750Lr+0.750L+0.450W+H 4,11 Span 1 13.325 61.678 +D+0.750Lr+0.7 0L+0.450W+H 4.57 Span 1 12.955 67.685 + +0.750Lr+0.750L+0,450W+H 5.113 Span 1 12,584 73.522 +L}+0.7 0Lr+0,750L+0.4 0W+H 5.49 Spars 1 12,214 19.191 +D+0.750Lr+0.750L+0.450W+h1 5.94 Span 1 11.844 84.690 +Lx+0.750Lr+0,750L+0.4 SOW+H 6.403 Span 1 11.474 90.019 +L3+0.750Lr+0,750L+0.450W+1-1 6.86 Span 1 11.103 95.180 ++0.750Lr+0.750L+0.450W+F-1 7.31 Span 1 10.733 100.171 +D+0.750Lr+0.750L+0.450W+H 7.77 Span 1 10.363 1034.993 + +0.750Lr+0.750L+0.450W+H 8.23 Span 1 9,992 1119.645 + +0,750Lr+0,750L+0.450W+F 8.69 Span 1 9.622 114.128 +D+0.75OLr+0.750L+0.450W+H 9,14 Span 1 9.252 118.442 +i +04.75OLr+0,750L+0,450W+H 9.603 Span 1 8,882 122,587 +D+0,75OLr+0.750L+0,450W+H 10,06 Span 1 8,511 126.563 +D+0.7 0Lr+0,750L+0,4 0V + H 10,51 Span 1 8.141 130.369 +D+0.750Lr+0,750L+0.450W+H 10.97 Span 1 7.771 134,006 +C3+0.750Lr+0.750L+0,4 0W+H 11.43 span 1 7.400 13T473 +D+0.7503Lr+0.750L+0.45 W+1~l 11.89 Span 1 7.030 1401.772 +D+0,750Lr+ .750L+0,450W+H 12.34 Span 1 6,660 143.901 + +0.750Lr+0.750L+0.450W+ 12.80 Span 1 6.290 146,861 ++0,750Lr+0.750L+0.450W+F1 13,26 Span 1 -18.531 143.364 +D+0.750Lr+0.750L+0.450W+ 13.71 Span 1 -18.9091 134.808 +L3+0,750Lr+0.7 0L+0.450W+ht 14.17 Span 1 -19.271 126.083 +D+0.750Lr+0,750L+0.450W+H 14.63 Span 1 -13.642 117.189 +L+0,750Lr+0,750L+0.450W+H 15.09 Spars 1 -20.012 108.125 +D+-0.75OLr+0,750L+0.450 +H 15.54 span 1 -211.382 98,892 +D+0.750Lr+0.750L+0.450W+H 16.00 Span 1 -20.753 89.490 + i+0, 0Lr+0.750L+0,450W+H 16.46 Span 1 -21.123 79.919 +1D+0,750Lr+0,750L+0450W+F3 16.91 Span 1 -21.493 70.178 +D+0,750Lr+0.7 0L+ .450W+H 17.37 Span 1 -21.863 60,2618 + +0.750Lr+0.750L+0,450W+fit 17,83 Span 1 -22.234 50.188 +p+0.750Lr+0,75 L+0.450W+H 18.29 Span 1 -22.604 39,940 ++0.750Lr+0,750L+0.450W+ 18.74 Spars 1 -22.974 29.522 +D+0,750Lr+0. 50L+0,4 0W+H 1920 Span 1 -23.345 18.935 +D+0.750Lr+0.7 0L+0.450 +H 19.66 Span 1 -23.715 8.178 +D+0.750Lr+0.750L+0.450W+H 2(3.003 Span 1 -23.993 0.000 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr. and then using the "Printing & Title Block' selection. Title Block Line 6 Description : Roor Beam East of Sta +D+O750L+0,750 I File = PA10128 - Wheat APP, 2,0 1,6,� I 32NM 0 HOSOWIENGINEERINGUeO01 1 28 framirg.ec6 CALC, INC, 1983-2016, BW016,14, Ver6,16,3,4 0,00 Span 1 16.658 OMO Title Block Line t Project Titre:. You can change this area Engineer: Fero t"i[755 using the "Settings' menu item Project Descr, and then using the "Printing Title Block" selection.. Title Block Line 6 e, AP � AMM *teel eam Pile = PAIOI2 « dge Mimi H 'tett NGINEERINGNIUcs11ol 28 framing,ed ENERCALc. INC 1983-2016, Butid:616.3A. Ver.6.163.4 Beam Span Moments & Shears at Incremental Location Lead Type/ Combination Span Location (ft) Span ILS Shear (k) Moment (ft. +D+0.750L+0,7505+0.450W+H 0,46 Span t 16.287 7.530 +L3+0,750L+0.7505+0,450W+H 0,91 Span 1 15,917 14,891 + +0,750L+13.7505+0,450W+H 1,37 Span 1 15.547 22,083 +D+0.7 BL+0.7 0 +{3. 500+ 1,83 Span 1 15.176 29,105 +D+0,750L+0,7505+0.450W+H 2.29 Span 1 14.806 35,955 +j+0.750L+0.7505+0.450W+H 2.74 Span 1 14,436 42.642 +D+0,75 L+0. 5 S+0.450 +H 3.26 Span 1 14,066 49.157 +D+0.750L+0.7505+0,450W+H 3,66 Sparc 1 13..695 55.502 +D+0.750L+0.7505+0,450W+H 4.11 Span 1 13.325 61,678 ++0.750L+0.7505+0.450W+H 4.57 Span 1 12.955 67„685 +i +0,750L.+0,7 0S+0.4 0W+H 5,03 Span 1 12,584 73.522 +D+0.7 0L+0.7505+0.450W+H 5.49 Span 1 12,214 79,191 +D+0. 50L.+€3.75 S+0.450W+H 5,94 Span 1 11 .844 84.690 +D+0.750[+0.7505+0.450W+H 6.40 Span 1 11.474 90,019 +19+0.750(,.+0.750S+0,450W+H 6.86 Span 1 11.103 95,180 +L?+0.750L+0.7505+0.450W+H 731 Span 1 %733 100.171 +D+0,750L+0,750 +0,450W+H 7,77 span 1 10,363 104.993 +D+0. 50L+0.7505+0,450W+H 823 span 1 9.992 103.645 +L1+0.750L+0.7505+0.450W+H 8.69 Sparc 1 9.622 114.128 +L3+0.750L+0.7505+0,450W+H 9,14 span 1 3,252 118.442 +D+0,7 0L+0.7505+0,450W+H 9.60 span 1 8.882 122.587 +D+0.750L+0.7505+0.450W+H 10,06 Spun 1 8.511 126.563 +E+0,750L+0.7505+0.450W+H 10.51 Span 1 8.141 130.369 +D+0.750L+0.7505+0.450W+H 70.97 Span 1 7.771 134.006 +D+0.7 0L+0.7505+0.450W+H 11.43 Span 1 7.400 131.473 +D+0.750L+0,7505+0,450W+H 11,89 Span 1 7.030 140.772 +L}+0.750L+0.7505+0,4 0W+H 1234 Span 1 6.660 143.901 +D+0.750L+0,7505+0.450W+H 12.80 Span 1 6,290 146.861 +D+0.750L+0.7505+0.450W+H 13,26 Span 1 -18.531 143.364 +D+0.750L+0.7505+0,450W+H 13,71 Sparc 1 -18.901 134.808 +L3+0.750L+0.7505+0,450W+H 14.17 Span 1 -19.271 126,083 +D+0.750[+0.7505+0,450W+ 14.63 Span 1 -19.642 117,189 +L3+0.750L+0,7505+0.450W+H 15,09 Span 1 -20.012 108.125 ++0.750L+0.7505+0.450W+H 15.54 Span 1 -20.382 98.892 +L+0.750L+0.7505+0.450W+H 16.130 span 1 -20.753 89.490 +D+0,750L+0.7505+0.450W+H 16.46 Span 1 -21.123 79.919 +D+0.750L+0.7505+0.450W+H 16,91 Span 1 -21.493 70.178 +p+0.750[.+0.7505+0.450W+H 11.37 Span 1 -21.863 60,268 +L3+0.750L+0.7505+0.450W+H 17,83 Span 1 22134 50,188 +D+0.750L+0.7505+0,450W+H 18.29 Span 1 -22.604 39.940 + +0,750L+0.7505+0.450W+H 18.74 Sparc 1 -22.974 29.522 +L,3+0.750L+0,7505+0.450W+H 1920 Span 1 -23.345 18.935 +[9+0.750L.+0.7505+0, 0W+H 19.66 Span 1 -23.715 8,178 +D+0.750L+0.7505+0.450W+H 20.90 Span 1 -23.993 0,000 +[3+0.70L+0.7505+0.5250E+H 0.00 Span 1 16.658 0.000 ++0.750L+0.7505+0.550E+H 0.46 Span 1 16.287 7.530 +D+0.7 0L.+0.750S+0.5 0E+H 0.91 Span 1 15,917 14.891 +t0+0.7 0L+0.7505+0.5250E+H 1.37 Span 1 15,547 22,083 Title Block Line 1 Project Title: FFofat1o66 You can change this area Engineer. using the "Settings" menu item Project Descr: and then using the "Printing 8 Title Block" selection, Title Block Line 61 ri(. PR e. if, F' 3 r r eel Beam File = R' 10128 - Age Animal Hospit t �f i E RINMCaics\10126 framing.ems ENERCALC, WC. 1963.2016 BuilH.163.4, Ver:6.10A Description -1 Floor Seam East of Stair Beams Span Moments & Shears at Incremental Location Load Type/ Combination Span Location (ft) Span 103 Shear (k) Moment (ft -k) tD+0.7 0L+0,7 0S+0,525 IP+i 1 1.53 Span 1 15A76 29.105 +[ +0.750L+0.7 DS+0,5 50 +H 2,29 Span 1 14.806 35.956 + +0.750L+0.7505+0.5250 +H 2.74 Span 1 14.436 42.642 +jD+0.750L+0.7505+0.5250 +H 3,20 Span 1 14.066 49157 +03+0,7 50L+0,7505+0.5250P+H 3.66 Spars 1 13.695 55,502 +03+0.750L+0.7505+0.5250+H 4.11 Span 1 13.325 69.676 +03+0.7 0L+0.7505+0.52505+H 4.57 Span 1 12,955 67,685 +03+0.750L+0.7505+0.5250+H 5.03 Span 1 12.584 73.522 +D+0. 50L+ ,750 +0,52 D +H 5.49 Spars 1 12.214 79.991 +L}+0.750L+0.7505+ .525 +H 5.94 Span 1 19,844 84,690 +D+0, 0L+0.7 0 +D„5 50 +H 6,40 Span 1 11.474 90.019 +D+0.750L+0, 0S+0.5 50 +H 65.86 Span 1 11,103 95,180 +p+0.750L+0,7505+0,5250+H 7.31 Span 1 10.733 100.971 +tD+0.750L+0.7505+0.5250+H 7,77 Span 1 10.363 104.993 +10+0.750L+0.750 S+0.5250+H 8.23 Span 1 9.992 109.645 +03+0.750L+0.7505+0.250+H 8.69 Span 1 9.622 114,928 +1D+0.750L+0.7505+0.52500+H 9.14 Span 1 9.252 998.442 +03+0.750L+0.7505+0.52505+H 9,60 Spars 1 8.882 122.587 +0p+0.750L+0,75050,5250+H 90.06 Span 1 8.519 126.563 +D+0,750L+0,7505+0.52500+H 10,51 Span 1 8.141 130.369 +CD+0.750L+0.7505+0.52500+H 10.97 Span 1 7.771 134.006 +03+0.750L+0.7505+0,52500+H 11.43 Span 1 7.400 137,473 +ID+0.750L +0,7505+0,52500+H 19.89 Span 1 7.030 140,772 +Ly+0.75631.+0.7505+0.52500+H 12.34 Span 1 6.660 143.901 +03+0.750L+0.7505+0.52505+H 12.80 Sparc 1 6.290 146.863 +jD+0,750L+0.7505+0.52500+H 93.26 Span 1 -18.531 143,364 +03+0,750L+0.7505+0.52500+H 13.71 Span 1 -98.901 934.808 +ID+0.750L+0,7505+0.525675+H 14.17 Span 1 -19.271 126.083 +ID+0.750L+0.7505+0.52500+H 14.63 Span 1 -19.642 197,189 +0.}+0.750L+0.7505+0.5 505 H 15,09 Span 1 -20.012 108,125 +03+0.750L+0.7505+0.52500+H 15.54 Sparc 1 -20.382 98.892 +03+0.70L+0.7505+0.52500+H 16.00 Spars 1 20.753 89,490 +6D+0.750L+0.7505+0,52500+H 16,46 Span 1 -29.123 79.913 +i3+0.750L+0.7505+0.52500+H 96.91 Span 1 -21.493 70.178 +D+0.750L+0.7505+0.52500+H 17.37 Span 1 -21.863 60.268 +1D+0,750L+0.7505+0.52500+H 17.83 Span 1 -22.234 50.988 +03+63.750L+0.7505+0.52500+H 18.29 Sparc 1 -22.604 39.940 +1D+0.750L+0.7505+0.52501 +H 18.74 Span 1 .22,974 29,522 +D+0.750L+0.7505+0.52500+H 19,20 Span 1 -23.345 98.935 +0?+0.7501.+0.7505+0.52500+H 19,66 Span 1 -23.795 8,178 +0')+0.750 +0.7505+0.52500+H 20,00 Span 1 -23.993 0.1300 +0.500)+0,60+0,0H 0.00 Span 1 4.932 0.000 +0.601D+0.60W+0.60H 0.46 Spars 1 4.833 2.232 +63.6003+0.60W+0,60H 0.91 Span 1 4.735 4,419 +'0.6003+0.60W+0.60H 1.37 Sparc 1 4.636 6.561 +0.601D+0.60+0.01-1 1.83 Sparc 1 4.537 8,657 +0,601D+0.60W+0.601-1 2.29 Span 1 4.438 90.709 +0.6003+0.60W+0.601-1 2.74 Spats 1 4340 12.715 Title Block lana 1 Project Title: Engineer: Prropt°I0§7 You can change this area using the "Settings" menu item Protect 47escr: and then using the "Printing Title Block" selection. Title Block Lina 6 , , _ ;;;r,.,A + Beam Re = PA10128 - Wh 'dge Animal HospiWTNGINEERINGkCWcskIO128framing,ec6 ,teel GN6RCA.G, WC. 1983-2016, 6ugd.6,163AVet.6.16. A Description , Floor Beans East of Starr Seam Span Moments & Shears at Incremental Location Load Type/ Combination Span Location (ft) Span ID Shear k) Moment (ft -k) +0.6007+0.60W+0.6011 3,20 Span 1 4,249 14,676 +0.6007+0.60W+0.60H 3.66 Span 1 4,142 16,563 +0,6007+O.60W+0.6011 4.11 Span 1 4.043 18.464 +0.6007+0.60W+0.6011 4,57 Span 1 3.945 203.289 +0.6001+0.60W+0,60H 5,03 Sparc 1 3.846 22,070 +0,6003+0.60W+0.6011 5.49 Span 1 3,747 23.805 +0.6007+0:60W+0.6011 5.94 Span 1 3.648 25A96 +0,6007+0.60W+0.6011 6.40 Sparc 1 3.5501 27.141 +0.6007+O,60W+0.60H 6,86 Spars 1 3.,451 28.741 +0,6007+0.60W+0.60H 7.31 Span 1 3.352 30,296 +0,600'7+0.60W+0.60H 7,77 Span 1 3.253 31.806 +0.6001+O3 60W+0.60H 8.23 Sparc 1 3.155 33.271 +0.6047+O.60W+O.60H 8,69 Span 1 3.056 34.690 +0.6003+0.60W+0.6011 9.14 Spars 1 2,957 36.065 +0.6003+0.60W+0.601-1 9,60 Span 1 2,858 37.394 +01,6007+0.601146+0.60H 10,06 Sparc 1 2."160 38.678 +0.60[?+0.60W+0.6011 101.51 Span 1 2.661 39.917 +0.6007+O.60W+0.60H 10.97 Span 1 2.562 41.111 +0.6007+0.60W+0.60H 31,43 Span 1 2.463 4.2.260 +0.6007+0.60W+0.603141 11,89 Span 1 2,365 41363 +0.601)+0.60W+0.60H 12.34 Span 1 2.266 44.422 +0,6007+0.60W+0.603H 12.80 Span 1 2,167 45,4.35 +0,6001+0.60W+0. 0H 13.26 Span 1 -5.852 44,366 +0,6003+0.60W+0.601~1 13.71 Span 1 -5.950 41.669 +0.6017+060W+0.6011 14.17 Span 1 -6.049 38:926 +0.6007+0,60W+00,6011 14.63 Span 1 -6,148 36.938 +0.60D+0.60W+0,601-11 15,09 Span 1 -6.247 33.305 +0,6007+0.60W+0.6011 1 5.54 Span 1 4345 30.427 +0.6003+0.60W+0.6011 16,03 Span 1 -6.444 27.504 +0.60307+0.60W+0.0H 16.46 apart 1 -6.543 24.536 +0.6003+0.60W+0.6011 96.91 Span 1 -6.649 21.522 +03.6001+0.0W+0.6011 17.37 Span 1 µ6,740 18,463 +0.6007+t3.60W+0.6011 17,83 Spars 1 -6.839 15.360 +0.6001+0.60W+0.60H 98.29 Sparc 1 »6.938 12.211 +0. 007 0,60W+0.60H 18.74 Span 1 -7.036 9.017 +0.60301+0.60W+O.60H 19.20 span 1 -7.135 5.777 +0.6007+0.60W+03.6011 99.66 Span 1 -7.234 2,493 +0.6007+0,60W+0.601~1 20.00 Span 1 -7.3038 0.000 +0.6007+0,70E+0.6011 0.070 Sparc 1 4.932 0,000 +0.6003+0.70E+0.6011 0,46 Span 1 4.833 2,232 +(3.6007+0,70E+0.60H 0,91 Sparc 1 4.735 4.419 +03,600.7+0.703E+0.6011 1.37 Span 1 4,636 6,561 +0,6001+0.70E+0,60H 1,83 Span 1 4,537 8,657 +0.60307+0.70E+0.60H 2.29 Span 1 4,438 10,7039 +0.6001+0,70E+0.6011 2.74 Spars 1 4,340 12.795 +0.6001+0.70E+0.6011 3.20 Span 1 4.241 14.676 +0,6007+0.70E+0,6011 3.66 Span 1 4.942 1&593 +0,6007+0.70E+0.0H 4.11 Span 1 4.043 18,464 Beam Span Moments & Shears at Incremental Location Load Type/ Combination Span Location (ft) Span ID Shear (k) Moment (ft - k) +0.60D+0Y0E+0,60H 4,57 Span 1 3,945 20.289 +0.6003+0J0E+0,601-1 &03 Span 1 3,846 22,070 +0:6003+0JOE+0k0H 5.43 Span 1 3,747 23,805 +0.60D+0.70E+0.60H 5.94 Span 1 3,648 25.496 +0,6003+030E+0.60H 6,40 Span 1 3,550 27.941 +0.6013+0,70E+0,601-1 6.86 Span 1 3,451 28,741 +0.6011+070E+0,60H 7,31 Span 1 3,352 30,296 +0,6011+0.70E+0.60H 7,77 Span 1 3.253 31,806 +0,6001+0,70E+0,60H 813 Span 1 3,155 33,271 +0.601)+0J0E+0.601-1 8.69 Span 1 3.056 34.690 +0.60 +0. 9.14 Span 1 2,957 36,065 +0.6003+0,70E+0, 0H 9,60 Span 1 2,858 37.394 +0,60D+0.70E+0.601-1 10,06 Span 1 2.760 38,678 +0.6013+0.70E+0,601-1 10,51 Span 1 2,661 39.917 +0.6003+0.70E+0,60H 10.97 Span 1 2.562 41.111 +0,600)+0.70E+0.601°1 11.43 Span 1 2,463 42.260 +0,6007+0,70E+0.606 11,89 Span 1 2.365 43.363 +0,6010+0.70E+0,601~1 1234 Span 1 2,266 44A22 +0.6003+0.70E+0:601-1 12,80 Span 1 2,167 45,435 +0.600)+030E+0,60H 13,26 Span 1 -5.852 44.366 +0,6003+0Y0E+0,601-I 1331 Span 1 -5,950 41.669 +0,601 +030E+0,601-1 14.17 Span 1 -6,049 38,926 +0.601)+0.70E+0,601-1 14.63 Span 1 -6,148 36,138 +0.601,1+0,70E+0,60H 15,09 Span 1 -6,247 33.305 +0,6003+0,70E+0.601-1 1&54 Span 1 -6,345 30.427 +0.6003+0.70E+0.60H 16:00 Span 1 -6A44 27,504 +0.601)+010E+0.60H 16,46 Span 1 -6,543 24.536 +0,6003+070E+0,601-1 96,91 Span 1 -6.641 21 522 +0,6013+030E+0,60H 1737 Span 1 -6.740 18.463 +0,6003+0.70E+0.601-1 17,83 Span 1 -6.839 15,360 +0,6003+0,70E+0,60H 18.29 Span 1 -6.938 12.211 +0.601)+0J0E+0.60H 18,74 Span 1 -7,036 9:017 +0,6003+010E+0,60H 19,20 Span 1 -7A35 5,777 +0,6001+0Y0E+0.60H 19,66 Span 1 -7,234 2.493 +0.6003+0.70E+0.60 -1 20.00 Span 1 -7,308 0,000 Beare► Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) Overall MAXimurn Envelope 0.00 Span I 0,000 Overall MAXimum Envelope 0,51 Span 1 0.045 Overall imum Envelope 1,03 Span 1 0.090 Overall MAXimum Envelope 1,54 Span 1 0.134 Overall MAXimum Envelope 2,06 Span 1 0.177 Overall MAXimum Envelope 2.57 Span 1 0.220 Overall MAXimum Envelope 3,09 Span 1 0.261 Overall MAXimum Envelope 3,60 Span 1 0,301 Overall MAXimum Envelope 4.91 Span 1 0.339 Title Block twine 1 Project Title: You can change this area Engineer: FPr0qt1d59 using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Imine 6 A R 3 2 , M , eel He= PA1612 - Whmttidge Animal pstaiTNG1 E R1NG\CaEs 11012& hming.ec6 Beam ENE C, INC. 2016, BtAd:6.16..4, Ver;6.%14 Beam span Defections at Incremental Locations Load Type/ Combination Span Location (tt) Span ID Deflection (in) Overall MAXimum Envelope 4.63 Span 1 0.375 Overall MMAXimum Envelope 6.54 Sparc 1 6.410 Overall IAXimum Envelope 5,66 Span '1 0.442 Overall MAXimum Envelope 6.17 Spars 1 0.472 Overall MAXimum Envelope 6.69 Span 1 0.409 Overall Iva 'mum Envelope 7.20 Sparc 1 0.623 Overall MAXimorn Envelope 7.71 Span 1 0.544 Overall MAXimunn Envelope 8,23 Span 1 0,662 Overall MAXimum Envelope 8.74 Span 1 0.677 Overall MAXimurn Envelope 9.26 Span 1 0,689 Overall MAXimum Envelope 9.77 Span 1 0,597 Overall MAXinnum Envelope 50.29 Span 1 0,601 Overall MAXinnurn Envelope 10,80 Span 1 0.601 Overall MAXimum Envelope 11,31 Span 1 0.598 Overall MAXimum Envelope 11.83 Sparc 1 0,590 Overall MAXimum Envelope 12.34 Span 1 0,578 Overall MAXimum Envelope 12.86 Span 1 0.562 Overcall MAXimum Envelope 1337 Span 1 0.541 Overall MAXimum Envelope 53,89 Span 1 0,516 Overall MAXimurn Envelope 14.40 Span 1 0.488 Overall MAXimum Envelope 14.95 Span 1 0,455 Overall MAXimum Envelope 15.43 Span 1 0.420 Overall MAXimurn Envelope 15.94 Span 1 0.385 Overall MAXimum Envelope 1646 Span 1 0339 Overall MAXimum Envelope 16.97 Span 1 0,295 Overall MAXirnum Envelope 17.49 Span 1 0,249 Overall MAXimum Envelope 18,00 Span 1 0,201 Overall MAXimom Envelope 18,51 Span 1 0.152 Overall MAXimum Envelope 19.03 Sparc 1 0.102 Overall MAXimum Envelope 19,54 Span 1 0,051 Overall MAXirrmum Envelope 20.00 Span 1 0.005 +D+H 0.00 Span 1 0,000 +D+H 0.51 Span 1 01.020 +D+P1 1,03 Span 1 0.039 +D+l`1 5.54 Sparc 1 0.08$ + +H 2.06 Span 1 0,077 +D+h{ 2.57 Span 1 0,096 +D+H 3.09 Span 1 0,114 +D+l"1 3.60 Span 1 0.131 +D+Pj 4.11 Sparc 1 0.148 +D+H 4.63 Span 1 0.164 +t +H 5.14 Span 1 0.179 +I+FI 5.66 Span 1 0.193 Title Mack Rine 1 Project Title; You can change this area Engineer; FFOgtJfiQ using the "Settings" menu item Protect Clescr and then using the "Printing 8 Title dock" selection. Title dock line9; AO , 324M He= PA11126 = tridg8 AM W HwitW%ENGINEERINGicskIO128tamingec6` ENE C, INC.; 1983-2016, 6ufl&6,163.4, Ver:6A 3A Beare Span Deflections at Incremental Locations Load Type/ Combination Span Location (tt) Span ID Deflection (in) +D+H 617 Span 1 0.206 ++H 6.69 Spars 1 0.218 +D+H 7.20 Span 1 0.228 +D+H 7.71 Spars 1 0.238 ++H 8,23 Span 1 0.246 +LI+H 8.74 Span 1 0.252 ++H 3.26 Span 1 0.258 +9+H 3.77 Span 1 0.261 +D+H 10,29 Span 1 0.263 +D+H 10.80 Span 1 0.263 +D+H 11.31 Spars 1 8.262 +D+H 11.83 Span 1 0 259 +D+H 12.34 Span 1 0.254 +D+H 12.86 Span 1 11.246 +D+H 13.37 Spars 1 0.:238 +D+H 13.89 Span 1 0.227 +t+H 14.40 Span 1 43.214 +L1+H 14.39 Span 1 0.200 +D+H 95.43 Span 1 0,184 +D+H 15.94 Span 1 0167 +D+H 16.46 Span 1 0.143 + +H 16,97 Span 1 0.130 +t+H 17.43 Span 1 0,103 +LI+H 18.00 Spars 1 0,088 +D+H 1&51 Span 1 0,067 + +H 13.03 apart 1 0.045 + +H %54 Span 1 0=022 +D+H 20.00 Span 1 0.002 +D+L,+H 41.00 Span 1 0.000 +D+L.+H 0.51 Span 1 0.045 +[+L+H 1.013 Span 1 0.030 +t +L,+H 1.54 Span 1 0,134 +D+L+H 2.06 Span 1 0.177 +D+L+H 2.57 Span 1 0,220 +D+L,+H 3.09 Span 1 0261 +D+L.+H 3,60 Span 1 0.301 +tO+L.+H 4.11 Span 1 0.339 +D+L.+H 4.63 Span 9 0.375 +LI+L+H 514 Span 1 0.410 + +L+H 5.66 Span 1 0,442 +D+L,+H 6.17 Span 1 0,472 +LI+L.+H 6.69 Span 1 OA99 + +L.+H 7.20 Span 1 0.523 Title Block Line 1 Project Title. You can change this area Engineer: fro tiE l using the "Settings" menu item Project Descr and then using the "Printing Title Block" selection. «. .P� '12AM He = PA1012 - WheaWge r� t Beare Susan Deflections at Incremental Locations Load Type/ Combination Sparc Location (ft) Span IIS Deflection (in) +D+L+H 7.71 Span 1 0.544 +jL+H 8.23 Spam 1 0.562 +t +L+H 8,74 Spars 1 0.577 ++L+H 9.26 Span 1 0.589 +D+L+H 9.77 Spars 1 0.597 +10+L+H 10.29 spars 1 0.609 +D+L+H 10.80 Span 1 0.601 +D+L+H 11.31 spars 1 0.598 +D+L+H 11.83 Spars 1 0.590 +D+L+H 12.34 Spars 1 0.578 + 7+ +H 12,86 Span 1 0,562 +I +L+H 13,37 spun 1 0.541 ++L+H 13,89 Span 1 0.516 ++L+H 14.40 Spars 1 0.488 +j +L+H 14,91 Span 1 0.4455 +D+L+H 15.43 Spars 1 0.420 +€3+L+H 15.94 Span 1 0.381 + +L+H 16.46 Span 1 0 339 +D+L.+H 16,.97 Sparc 1 0.295 +D+L+H 17.49 Spars 1 0.249 +D+L+H 18,00 Span 1 0.201 ++L+H 98,51 Sparc 1 0152 +D+L+H 19.03 Span 1 0.102 +D+L+H 19.54 Spars 1 0,051 ++L+H 20,00 span 1 0.005 +t3+L.r+H 0.00 Span 1 0.000 ++L:r+H 0.51 Sparc 1 0.020 + +Lr+H 1,03 Span 1 0.039 ++Lr+H 1.54 Span 1 0.058 +D+Lr+H 2.06 Span 1 0.077 +D+Lr+H 2,57 Span 1 0.096 +D+Lr+H 3.09 Span 1 0.114 +D+Lr+H 3.60 Span 1 0.131 +D+Lr+H 4.11 Span 1 0.148 ++Lr+H 4.63 Span 1 0.164 ++Lr+H 5.14 Spars 1 0.179 ++Lr+H 5.66 span 1 0.193 + +Lr+H 6..17 Span 1 0.206 +D+Lr+H 6.69 Spars 1 0.218 +Li+Lr+H 7.20 Sparc 1 0.228 ++Lr+H 7.71 Spars 1 0.238 ++L.r+H 8.23 Spar) 1 0.246 +D+L.r+H 8.74 Span 1 0.252 Title Block Line 1 Project Title: You can change this area Engineer: iPro 'i t"fi2 using the "Settings" menu item Protect Descr: and then using the "Printing Title dock" selection. Title Block Line 6 ,-.:exr W3 ;! °r..c= File = P:t10126. Wheatndge Animat Ho taAENGINEE INGiC,as \10128 iaming,k eel Beam NERCALc, INC 1983-2016, Sugd,616.3.4, i+er.6,161,4- Beam Span Deflections at Incremental Locations Load Type/ Combination _ Span Location (11) Span Its Deflection (in) _ +D+Lr+H 9.26 Span 1 0.258 +D+Lr+H 9.77 Sparc 1 0.261 ++Lr+H 10,29 Sparc 1 0.263 +I+Lr+H 10.80 Sparc 1 0.263 +D+Lr+H 11.31 Span 1 0..262 +D+Lr+H 11.83 Span 1 0.259 ++Lr+H 12.34 Span 1 0.254 +D+Lr+H 12.86 Span 1 0.246 ++Lr+H 13.37 Span 1 0.238 + +Lr+H 13.89 Span 1 0.227 +D+Lr+H 14.40 Span 1 0.214 +D+Lr+H 14.91 Span 1 0.200 ++Lr+H 15.43 Span 1 0.184 ++Lr+H 15.94 Span 1 0.167 +D+Lr+H 16.46 Sparc 1 0,149 ++Lr+H 16.97" Span 1 0.130 +D+Lr+H 17,49 Span 1 0.109 +D+Lr+H 18,00 Span 1 0.08$ +D+Lr+H 18.51 Span 1 0.067 +D+Lr+H 19,03 Span 1 0.045 +D+Lr+H 19.14 Span 1 0.022 ++Lr+H 20.00 Span 1 0,002 ++S+H 0.00 Sparc 1 0,000 +D+S+H 0.59 Span 1 0.020 +D+S+H 1.03 Span 1 0.039 +D+S+H 1.54 Sparc 1 0,058 +D+S+H 2.06 Sparc 1 0.077 ++S++D+S+H 157 Span 1 0.096 +D+S+H 3.09 Span 1 0.114 +D+S+H 3.60 Span 1 0.131 +++H 4.11 apart 1 0.146 +D+S+H 4.63 Sparc 1 0.164 +D+S+H 5.14 Span 1 0.179 +D S+H 5,66 Sparc 1 0.193 +D+S+H 6.17 Span 1 0206 +D+S+H 6.69 Span 1 0.218 +D+ +H 7.20 Span 1 0.228 +D+S+H 7.71 Span 1 0.238 +D+S+H 8.23 Span 1 0,246 ++S+H 8.74 Sparc 1 0.252 ++S+H 9.26 Span 1 0.258 ++S+H 9.71 Span 1 0.261 ++S+H 1019 Span 1 0163 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr, and then using the "Printing Title Sleek" selection.. Title Block Line `$eel Beam rtezPA10tzs. WheatMgi Beam Sparc Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span 3D Deflection (in) +D+ +H 10.80 Span 1 0.263 +D+S+H 11.31 Span 1 0=262 +t7+S+H 11.83 Span 1 0.259 +D+S+H 12.34 Span 1 0.254 +D+S+H 12,86 Spare 1 6146 +D+S+H 13,37 Span 1 87.236 +D++H 13.69 Spars 1 0.227 +D+ S+H 14.40 Span 1 0.214 +D+S+H 14.91 Span 1 0,200 +D+S+H 15,43 Spars 1 0.184 +D++H 15,94 apart 1 0,167 +D+ +H 16,46 Sparc 1 0,149 +D+S+H 16.97 Span 1 0.130 +gyp+S+H 17.49 Span 1 0.109 +D++H 18.00 Sparc 1 0.088 +D+S+H 18.51 Span 1 0.067 +D+S+H 19,03 Sparc 1 0.045 +D+S+H 19.54 Span 1 0,022 +D+S+H 20.00 Span 1 0,002 +D+0.750Lr+0.750L+H 0.00 Span 1 0.000 +D+0.750Lr+0.750L+H 0.51 Sparc 1 0.039 +D+0.750Lr+0,750L+H 1,03 Span 1 {1.477 +D+0.750Lr+0.750L+H 15.4 Span 1 0.115 +D+0.750Lr+0,7 0L+H 2,06 Span 1 0.152 +D+0.750Lr+0.750L+H 2.57 Span 1 0.139 +D+0 750Lr+0,750L+H 3.09 Span 1 0.224 +D+0,750Lr+0.750L+H 3.60 Sparc 1 0.258 + +0.750Lr+0.7 0L+H 4.11 Span 1 0.291 +D+0.750Lr+0,750L.+H 4,63 Span 1 0.3:2 +D+0.750Lr+0.7 0L+H 5,14 span 1 0.352 +D+0,750Lr+0.750L+H 5.66 Span 1 0.380 +D+0.750Lr+0.750L+H 6.17 Span 1 0,405 +D+0,750Lr+0.750L+H 6.69 Span 1 O 428 +D+0.750Lr+0.5L+H 7.20 Span 1 0.449 +D+0.7 a0Lr+0,750L+H 7.71 Sparc 1 0.468 +D+0,750Lr+0.750L+H 8.23 Span 1 0.483 +D+0.750Lr+0.75 ?L+H 8.74 Span 1 0.496 +D+0.750Lr+0.7 SOL+H 9.26 Span 1 0.506 +D+0,750Lr+0.750L+H 9.77 Span 1 0.513 +D+0.750Lr+0.750L+H 10.29 Span 1 0.516 +D+0,750Lr+0.70L+H 16,80 span 1 0.517 +D+0.750Lr+0.750L+H 11.31 Sparc 1 0.514 +D+0.7 0Lr+0,750L+H 11.83 Span 1 0.507 Prmnv VIR ti. a I :w. ass Title Black Line 1 Project Title: You can change this areaEngineer: using the "Settings" menu item Project CDescr: and then using the "Printing Title Block' selection. Title Block Lime 6 File - RA10128 -Wheatnd Beam Span Deflections at incremental Locations Load Type/ Combination Span Location 11) Span ID Deflection (in) - +D+0.750Lr+0.750L+H 12.34 Span 1 0.497 +D+0.750Lr+0.750L.+H 12.86 Span 1 0.483 +D+0.750Lr+0.750L+H 13.37 Span 1 0.465 +D+0.750Lr+0.'750L+H 13.89 Sparc 1 0.444 +D+0.7 50Lr+0.750L.+H 14,40 Spars 1 0.419 +D+0.75OLr+0.750L+H 14.91 span 1 0.393 +D+0.750Lr+0.70L+H 15A3 Spars 1 0.361 +D+0.750Lr+0.50L+H 15:94 Span 1 0.327 +D+0.7 0Lr+0.750L+H 15.46 Spars 1 0.292 +D+0.750Lr+0.750L+H 1.97 spare 1 0.254 +D+0.750Lr+0.0L+H 17.49 Span 1 0.214 +D+0.750Lr+0.750L+H 18,00 span 1 0.173 +D+0.750Lr+0.750L+H 18.51 Span 1 0.131 +D+0.750Lr+0,750L+H 19,03 Span 1 0,088 ++0.750Lr+0.750L+H M54 Spars 1 0.044 +D+0.750Lr+0..7 SOL.+H 20.010 Spars 1 0,005 +D+0.750L+0.7505+H 0,00 Span 1 0.000 +D+0.750L+0.7505+H 0,51 Span 1 0.039 +D+0.750L+0.7505+H 1.03 Sparc 1 0.077 +D+0.750L+0,7505+H 1,54 Span 1 0,115 +-D+0.750L+0,7505+H 2,05 Span 1 0.152 +D+0.750L+0.750S+H 2.57 Sparc 1 €1.189 +D+0.750L+0.7505+H 3.09 Span 1 0.224 +D+0.750L+0:7505+H 3.00 span 1 0,258 +D+0,750L+0.7505+H 4.11 Spars 1 0.291 +D+0.750L+0,7505+H 4.63 Span 1 0,322 +L7+0.750L+0.7505+H 5.14 Span 1 0.352 +D+0,70L+0.7505+H 5.66 Span 1 0.380 +D+0.750L+0.7505+H 61.17 Span 1 OA05 +D+0. 0L+0.7505+H 6.69 Span 1 0,428 +D+0.750L+O.750S+H 7.20 Sparc 1 01.449 +D+0.750L+0.7505+H 7.71 Span 1 0,468 +D+0.750L+0.7505+H 8.23 spare 1 0,483 +D+0.750L+0.7505+H 8.74 Span 1 0,496 +D+0.750L+0.7 SOS+H 9.26 Spars 1 0.506 +D+O.'50L+0,7505+H 9.77 Span 1 0.513 +D+0.750L+0,7505+H 10.29 Span 1 0.516 +D+0.750L+0.7505+H 10,80 Span 1 0.517 +D+0.750L+0.7505+H 11.31 Span 1 0.514 +D+0.750L+0.7505+H 11.83 Span 1 0.507 +D+0.750L+0.7505+H 12.34 Span 1 0.497 +D+0,750L+0.7505+H 12.86 Span 1 0,483 +D+0.750L+0.7505+H 1137 Span 1 0.465 IAM Title Mack Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing TRtie Block" selection. Title Block Line � Beam File = PA10128 - 1heahidp Description : Floor Beans Beam Spars Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) ++0.750L+0.7505+H 13.89 Span 1 0.444 +D+0.750L+0.7505+H 14.40 Span 1 0.419 +D+0.750L+0.7505+H 14,91 Sparc 1 0,391 +Li+0.750L+0.7505+H 15,43 Span 1 0.361 +D+0,750L+0.7 SOS+H 15,94 Spars 1 0,327 ++0.750L+0.7505+H 16.46: Span 1 0.292 +g0+0.7501-+0.750 S+H 16.37 Spars 1 0.254. +1-1+0.750L.+0,7505+H 17.49 Spars 1 0.214 +1-j+0.750L.+0.7505+H 18,00 Span 1 41.173 +[7+0,750L+0.7 SOS+H 16.51 Span 1 0,131 +D+0,750L+0.7505+H %03 Span 1 0.086 +1-1+0.750L+0.7 SOS+H 19.54 Sparc 1 0.4744 +D+0.750L+0.7505+H 29,00 span 1 0.9115 +[7+0.60W+H 0.00 Sparc 1 0.000 +D+0,60W+H 1}.51 Spare 1 0,020 +D+0.60W+H 1.03 Sparc 1 0,039 +D+OMW+H 1,54 Span 1 0,058 +f7+0.60W+H 2.06 Span 1 0.077 ++0.60W+H 2.57 Span 1 6.096 + +0.60W+H 109 Spam 1 0.114 +D+0.60W+H 3.60 Span 1 01.131 +[7+0.60W+H 4.11 Span 1 0„148 ++0.60+H 4,63 Span 1 0164 ++0.60W+H 5.14 Span 1 0.179 +D+0.60W+H 5.66 Span 1 0,193 +1-1+0.60W+H 6.17 Span 1 0.206 +(0+0.60W+H 6.69 Span 1 0,218 +Li+0,60W+H 7.20 Span 1 0,228 + +0.60W+H 7.71 Span 1 0,238 +D+OMW+H 63.23 Span 1 03.246 +j+0.60W+H 6.74 span 1 0,252 +D+0.60W+H 9,26 spar, 1 0.258 ++0,60W+H 9.77 Span 1 0.261 +D+OMW+H 10.29 Spars 1 0.263 ++0,60W+H 10.80 Spare 1 0.263 +D+0.60W+H 11.39 spars 1 0.262 +1-1+0,60W+H 11.83 span 1 0.259 +1-'g+0.60W+H 12.34 Span 1 0.254 +D+0.60W+H 12.86 Spars 1 0.246 +D+0.60W+H 13.37 Sparc 1 0.238 +[7+0,60W+H 13,89 Span 1 0.227 +1-1+0.60W+H 14,40 Span 1 0.294 ++0.0W+H 14.99 Span 1 0100 A, 2u „ qhs Titfe Block Line I Project Tito: You can change this area Engineer: using the"Settings" menu item Project Descr: and then using the "Printing & Title Block' selection, Title Block Line 6 I File = PA10128 - Wheatno Beam Span Deflections at Incremental Locations Load Type/ or Span Location (ft) Span ID Deflection (in) +D+0.60W+H 15A3 Span 1 0184 +D+0.60W+H 15.94 Span 1 0167 +D+OMW+H 16,46 Span 1 0,149 +D+OMW+H 16,97 Span 1 0,130 +D+0.60W+H 17,49 Span 1 0,109 +D+0,60W+H MOO Span 1 0,088 +D+OMW+H 18,51 Span 1 0.067 +D+0.60W+H 19.03 Span 1 0.045 +D+0.60W+H 19,54 Span 1 0.022 +D+0.60W+H 20.00 Span 1 0.002 +D+010E+H 0,00 Span 1 0,000 +D+0,70E+H 0.51 Span 1 0.020 +D+0,70E+H 1.03 Span 1 0,039 +D+0,70E+H 1,54 Span 1 0.058 +D+0.70E+H 2,06 Span 1 0,077 +D+010E+H 2,57 Span 1 0,096 +D+0.70E+H 3,09 Span 1 0A14 +D+O.70E+H 3,60 Span 1 0A31 +D+0.70E+H 4,11 Span 1 0,148 +D+030E+H 4,63 Span 1 0A64 +D+0.70E+H 514 Span 1 0.179 +D+0.70E+H 5,66 Span 1 0.193 +D+0.70E+H 6,17 Span 1 0,206 +13+030E+H 6.69 Span 1 0,218 +D+0.70E+H T20 Span 1 0,228 +D+0,70E+H 7,71 Span 1 0.238 +D+0,70E+H 8,23 Span 1 0.246 +D+0.70E+H 8,74 Span 1 0.252 +D+0,70E+H 9.26 Span 1 0,258 +D+0,70E+H 9.77 Span 1 0.261 +D+0,70E+H 10,29 Span 1 0.263 +D+0.70E+H 10.80 Span 1 0.263 +D+010E+H 1131 Span 1 0.262 +D+O30E+H 11,83 Span 1 0,259 +D+030JE+H 1234 Span 1 0,254 +D+0.70E+H 12,86 Span 1 0.246 +D+0.70E+H 1137 Span 1 OMB +D+030E+H 1189 Span 1 0.227 +D+0.70E+H 14,40 Span 1 0214 +D+030E+H 14,91 Span 1 0,200 +D+OJOE+H 15,43 Span 1 0A84 +D+0,70E+H 15,94 Span 1 0A67 +D+0,70E+H 16,46 Span 1 0,149 Pr,w ed :+ s `24M Title Block Line 1 Project Title: You can change this area Engineer, using the "Settings" menu item Project Descr and then using the "Printing Title Block" selection. Title Block Line dile=P.M0t28- Wheatic r .. Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) ++0.70+H 16.97 Span 1 0.130 +D+O.7OB+H 17.49 Span 1 0.109 +D+0.70 +H 18.00 Spare 1 0.098 +D+0.70 +H 18.51 Span 1 0.067 +D+0.70 +H 19.00 Span 1 0.045 +D+0.70 +H 19.54 Span 1 0.022 +D+0,70 +H 20,00 Span 1 0..002 +Lt+O,75OLr+O,75OL+O.45OW+H 0.00 Span 1 0.000 +D+O.750Lr+O..75OL+O.45OW+H 0.51 Span 1 0.039 +D+O.75OLr+O.75OL+O.45OW+H 1,03 Sparc 1 0,077 +j+O.5OLr+O.75OL+O.45OW+H 1.54 Span 1 0.115 +D+O.75OLr+O.75OL+O.45OW+H 2,06 Sparc 1 0.152 +D+ .75OLr+0. 5OL+O.4 t3W+H 2.57 Spars 1 0.989 +C+0.75OLr+0. 5OL+O.45OW+H 3.09 Span 1 0.224 +D+0.750Lr+0.7 OL+O.45OW+H 3.60 Span 1 0.258 +D+0.750Lr+0.7 OL+O.45OW+H 4.11 Span 1 0.291 + +O.75OLr+O.75OL+O.45OW+H 4.63 Span 1 0,322 +C+O,75OLr+O.75OL+O,45OW+H 5.14 Span 1 0.35:2 +C+O.75OLr+O.7OL+O.45OW+H 5.66 Spare 1 0.380 +Li+O.75OLr+O.75OL+O,45OW+H 6.17 Span 1 0.405 +C+O.5OLr+O,75OL+O.45OW+H 6.66 Span 1 0.428 +D+O.75OLr+O.75OL+O.45OW+H 7.20 Span 1 0.449 ++O.75OL.r+O.75OL+O,45OW+H 7,71 Span 1 0.468 +D+O.75OLr+O.75OL+O,45OW+H 8,23 Span 1 13,483 +D+O,75OLr+O,75OL+O.45OW+H £3.74 Span 1 0.496 +D+O,750Lr+O.75OL+O.45OW+H 926 Span 1 0.506 + +O.75OLr+O.7 OL+O.4 OW+H 9,77 Span 1 0.513 +D+O.750Lr+O,75OL+O,45OW+H 10,29 Span 1 0.516 + +O.75OLr+O.75OL+O.45OW+H 10,80 Span 1 03.517 +D+O.75OLr+O.75OL+O.45OW+H 1131 Span 1 0.514 +D+0.750Lr+0.7 OL+O.45OW+H 11.83 Span 1 0.507 +D+0.75 Lr+O,75OL+O.45OW+H 12.34 Span 1 0.497 +D+O.75OLr+O.75OL+O.45OW+H 12.86 Sparc 1 0.483 +D+O,75OLr+O.75OL+O.45OW+H 13.37 Span 1 0,465 +D+O.75OLr+O.75OL+O.45OW+H 13.89 Span 1 0,444 + +O,75OLr+O,75OL+O.45OW+H 14.40 Spars 1 0.419 +D+O,75OLr+O,75OL+O.45OW+H 14.91 Span 1 0.391 +D+O.75OLr+O.75OL+O,45OW+H 15.43 Span 1 0.361 +D+0.75OLr+O,75OL+O,45OW+H 15.94 Span 1 0.327 +D+O.75OLr+O.75OL+O,45OW+H 16.46 Span 1 0.292 + 3+O,75OLr+O.75OL+O.45OW+H 16.97 Span 1 0.254 + +O. 5OLr+O,75OL+O.45OW+H 17.49 Span 1 0,214 + +O.75OLr+O,75OL+O,45OW+H 18.030 Span 1 0.173 wu; , .AR ... s^;W Title Block Line I Project Title: You can change this area Engineer: using the 'Settings" menu item Project Descc and then using the "Printing & Title Block" selection. Title Block Line 6 Beam File = PA10128- Whe&dge Load Type/ Combination Span Location (ft) Span ID Deflection (in) +D+0.750Lr+0.750L+0.450W+H 18.51 Span 1 0,131 +D+0.750Lr+0,750L+0.450W+H 19.03 Span 1 0.088 +D+0,750Lr+0.750L+0.450W+H 19,54 Span 1 0,044 +D+0,750Lr+0.750L+0.450W+H 20,00 Span 1 0.005 +D+0,750L+0.750S+0,450W+H OM Span 1 0.000 +D+0,750L+0,7505+0.450W+H 0.51 Span 1 0M9 +D+0.750L+0.7505+0,450W+H 1.03 Span 1 0W7 +D+0,750L+0.7505+0,450W+H 1.54 Span 1 0,115 +D+0.750L+0.7505+0,450W+H 2.06 Span 1 0A52 +D+0.750L+0.7505+0,450W+H 2.57 Span 1 0,189 +D+0.750L+0.7505+0.450W+H 109 Span 1 0,224 +D+0.750L+0.7505+0.450W+H 3.60 Span 1 0,258 +113+0.750L+0,7505+0.450W+H 411 Span 1 0.291 +D+0.750L+0,7505+0.450W+H 4,63 Span 1 0,322 +D+0.750L+0,7505+0.450W+H 5,14 Span 1 0,352 +D+0.750L+0.7505+0,450W+H 5,66 Span 1 0,380 +D+0.750L+0.750S+0.450W+H 6.17 Span 1 0A05 +D+0.750L+0,7505+0,450W+H 6,69 Span 1 0,428 +D+0.7501..+0.7505+0.450W+H 7,20 Span 1 0.449 +D+0.750L+0.7505+0.450W+H 7.71 Span 1 0.468 +D+0,750L+0.7505+0,450W+H 813 Span 1 0,483 +D+0,750L+0.7505+0.450W+H 8,74 Span 1 0,496 +117+0.750L+0.7505+0.450W+H 9,26 Span 1 0,506 +D+0.750L+0.7505+0.450W+H 917 Span 1 0.513 +D+0.750L+0.7505+0,450W+H 1019 Span 1 0,516 +D+0.750L+0.7505+0.450W+H 10,80 Span 1 0,517 +D+0.750L+0.7505+0.450W+H 11,31 Span 1 0,514 +D+0,750L+0,7505+0.450W+H 11,83 Span 1 0.507 +D+0,750L+0.750S+0,450W+H 1234 Span 1 0,497 +D+0.750L+0,7505+0.450W+H 12,86 Span 1 0,483 +D+0,75011+0.7505+0,450W+H 1137 Span 1 0A65 +D+0,750L+0,7505+0,450W+H 13,89 Span 1 0.444 +D+0,750L+0.7505+0.450W+H 14,40 Span 1 0.419 +D+0,750L+0.7505+0,450W+H 114.91 Span 1 13.391 +D+0.750L+0.7505+0.450W+H 15.43 Span 1 0,361 +D+0,75011+0.7505+0,450W+H 15,94 Span 1 0.327 +D+0.750L+0.7505+0,450W+H 16,46 Span 1 0,292 +D+0.75011+0.7505+0.450W+H 16.97 Span 1 0.254 +D+0.750L+0.7505+0.450W+H 17.49 Span 1 0.2114 +D+0.750L+0.7505+0.450W+H 18,00 Span I 0L173 +D+0.750L+0.7505+0.450W+H 18.51 Span 1 0A31 +D+0.750L+0,7505+0,450W+H 19.03 Span 1 0,088 +110+0.750L+0,7505+0,450W+H 19,54 Span 1 0Z44 Title Slack Line 1 Project Tide: You can change this area Engineer: using the "Settings" menu item Project Des r: and theca using the "Printing Title Block" selection. Title Block Line + ' Beam Re PAIM28- Wheatlidge Animal HosOWENGINEERR ,t ENERCALC, INC, 198s-2016 Description : Floor Beam East of Stair Beam Span Deflections at Incremental Locations Load Type/ Combination ._ Span Lra than (ft) _ Shan ID Deflection (in) +D+0.750L+0.7505+0.450+H 11 20M Span 1 0.405 +D+0.7500+0.7505+0.5250E+H 0.00 Span 1 0.044 +D+0..750L+0.7505+0.5 50E+H 13,51 Span 1 0,038 +D+0.750L+0.7505+0.5250E+H 1.43 Span 1 0.077 +D+0.750L+0.7505+0.5250E+H 1.54 Span 1 0.115 +D+0.7SL+0. 50S+ .5250E+H 2.06 Span 1 0,152 +D+0.750L+0.7505+0.5250E+H 2.57 Span 1 0.180 +D+0.750L+0.7505+0.5250E+H 3.09 Span 1 0.224 +D+0.750L+0.7505+0.5250E+H 164 Spars 1 0.258 +D+0.750L+0.7505+0.5250E+H 4.91 Span 1 0.291 +D+0.750L+0.7505+0.5250E+H 4:63 Span 1 0.322 +D+0.7 0L+0.7 0S+0.5 0E+H 5,14 Span 1 0.352 +D+0.750L+0.7505+0.5250E+H 5.66 Span 1 0.380 +D+0.70L+0.7505+0.5250E+H 6.17 Span 1 0,405 +D+0.750L+0.7505+0.5250E+H 6.69 Span 1 0,428 +D+0.750L+0.7505+0.5250E+H 7,24 Span 1 4.449 +D+0.750L+0.7505+0.5250E+H 7.71 Span 1 0,468 +D+0.70L+0.7505+0.5250E+H 8.23 Span 1 4.483 +D+0.750L+0.75050.0E+H 8.74 Span 1 4.496 +D+0.750L+0.7505+0.5250E+H 9,26 Span 1 0,506 +D+0.750L+0.7505+0.5250E+H 9.77 Span 1 0.513 +D+0,750L+0,7505+0.5250E+H 10.29 Span 1 4.516 +D+0.750L+0.7505+0.520E+H 10.80 Span 1 0.517 +D+0.750L+0.7505+0.5250E+H 11.31 Span 1 0.514 +D+0.750L+0.7505+0,5250E+H 11.83 Span 1 4.507 +D+0.750L+0.7505+0.5250E+H 12.4 Span 1 0,497 +D+0.750L+0,7505+0.5250E+H 12,86 Span 1 0483 +D+0.750L+0.7505+0.5250E+H 13.37 Sparc 1 0.465 +D+0.754L+0.7505+0.5250E+H 13,89 Span 1 4,444 +D+0.750L+0,7505+0.5250E+H 14.40 Span 1 0.419 +D+0.0L+0.7505+0.5250E+H 14.91 Span 1 0.391 +D+0.750L+0,7505+0.520E+H 15.43 Span 1 4.361 +D+0.750L+0.7505+0.250E+H 15.94 Span 1 0.327 ++0.50L+0.7505+0.250E+H 16.46 Span 1 0.292 +D+0.750L+0.7505+0.5250E+H 16.97 Span 1 0.254 ++0.750L+0.7505+0.5250E+H 17,49 Span 1 0.214 +D+0.7 0L+0,750 +0.5 50E+H 18,00 Sparc 1 0.173 +D+0.750L+0.7505+0,5250E+H 18.51 Span 1 0.931 +D+0.750L+0.7505+0.250E+H 19.03 Span 1 0.088 +D+0.750L+0.750 S+0.5250E+H 19.54 Span 1 0.044 +D+0.750L+0.7505+0. 250E+H 20.04 Span 1 4.005 +0,60D+OMW+0.50H 0,40 Span 1 0.000 x! APP Y ",,,A, Tifie Block Line I Project Title: ProqjlO70 You can change this area Engineer: using the "Settings" menu item Project Descr and then using the "Printing & Title Block' selection, ARR, am File = PA10128 - WheAdge Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (i Title Block Line I Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr and then using the 'Printing & Title Block" selection. Title Block Line 6 I File = PA101 28 - Wheatndg Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) +0.6001+0J0E+0MH 2,06 Span 1 0,046 +0.6001+070E+0MH 2,57 Span 1 0.057 +0,6001+0.70E+0MH 109 Span 1 0.068 +0M10+0J0E+0MH 3,60 Span 1 0,079 +0M0+0,70E+0.60H 4,11 Span 1 0M9 +0.601+0,70E+0,60H 4,63 Span 1 0,098 +0.6001+0.70E+0.60H 5,14 Span 1 0,107 +0,6001+0.70E+0,60H 5.66 Span 1 0,116 +0.6001+0,70E+0,60H 617 Span 1 0,123 +0,6001+0.70E+0Z0H 6,69 Span 1 0.131 +0M03+030E+0.60H 720 Span 1 0A37 +0-6001+0Y0E+0MH 7,71 Span 1 0A43 +0M01+0,70E+0MH 8.23 Span 1 0,147 +0,6001+0,70E+0,60H 8,74 Span 1 0,151 +0M0)+0.70E+0MH 9,26 Span 1 0,155 +0-6001+0101E+0.601-1 9,77 Span 1 0,157 +0,6001+0Y0E+0.601-1 10,29 Span 1 0A58 +0,6003+030E+0.60H 10.80 Span I 0.156 +0M03+0.70E+0MH 11,31 Span 1 0A57 +0M01+0J0E+0M1°1 11.83 Span 1 0,155 +0.6001+030E+0,60H 1234 Span 1 0,152 +0,6001+0J0E+0MH 12,86 Span 1 0,148 +0,6003+0,70E+0.601-1 1337 Span 1 0A43 +0M0?+030E+0.60H 13.89 Span 1 0,136 +0,6003+010E+0.60H 14,40 Span 1 0,128 +0M03+0,70E+0,60H 14,91 Span 1 0,120 +0M1+0,70E+0MH 15,43 Span 1 0.111 +0,6001+0.70E+0MH 15.94 Span 1 0.100 +0M01+0.70E+0MH 16,46 Span 1 0,089 +0.600?+0.70E+0MH 16,97 Span 1 0.078 +0,600?+0,70E+0.60H 17.49 Span 1 0M6 +0,600:1+0Y0E+0.60H 18.00 Span 1 0.053 +0M0)+0.70E+0.60H 18.51 Span 1 0,040 +0M03+030E+0,60H 19,03 Span 1 0M7 +0M0+0.70E+0,60H 19.54 Span 1 0,013 +0M10+0Y0E+0MH 20.00 Span 1 0,001 D Only OM Span I OMO D Only 0,51 Span 1 0,020 D Only 1.03 Span 1 0M9 D Only 1.54 Span 1 0.058 D Only 2,061 Span 1 0.077 D, Only 2.57 Span 1 0.096 01 Only 109 Span 1 0.114 • Title Block Line I Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & Title Biock" selection. tees Beam File - PA10128 - Whe*dgi Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) D Only 3.60 Span 1 0,131 D Only 4,11 Span 1 0.148 D Only 4,63 Span 1 0A64 D Only 5,14 Span 1 0,179 D Only SA6 Span 1 0A93 D Only 6,17 Span 1 0,206 D Only 6,69 Span 1 0,218 D Only 7.20 Span 1 0.228 D Only 7,71 Span 1 0.236 D Only 8.23 Span 1 0.246 D Only 834 Span 1 0.252 D Only 926 Span 1 0,258 D Only 917 Span 1 0,261 D Only 10,29 Span 1 0,263 D Only 10,80 Span 1 0.263 D Only 1131 Span 1 0.262 D Only 11,83 Span 1 0,259 D Only 12,34 Span 1 0.254 D Only 12,86 Span 1 0,246 D Only 1337 Span 1 0,238 D Only 1189 Span 1 0.227 D Only 14.40 Span 1 0.214 D Only 14,91 Span 1 0.200 D Only 15.43 Span 1 0A84 D Only 15.94 Span 1 0,167 D Only 16.46 Span 1 0.149 D Only 16,97 Span 1 0,130 D Only 17,49 Span 1 0.109 D Only 18.00 Span 1 0M8 D Only 18,51 Span 1 0.4367 D Only 19.03 Span 1 0,045 D Only 19.54 Span 1 0M2 D Only 20,00 Span 1 0,002 Lr Only 0,00 Span 1 0,000 Lr Only 0,51 Span 1 0,000 Lr Only 1,03 Span 1 0,000 Lr Only 1,54 Span 1 0,000 Lr Only 2,06 Span 1 0,000 Lr Only 2.57 Span I OMO Lr Only 3,09 Span I OMO Lr Only 3.60 Span 1 0,000 Lr Only 4.11 Span I OMO Lr Only 4.63 Span 1 0,000 Title Block Dine i Project Title:. You can change this area Engineer: using the "Settings" menu item Protect Descr and then using the "Printing Title Block" selection, Title Block Line Re = P:i10128 dt Beare Span Deflections at Incremental Locations Load Type/ Combination Span Location () Span ID Deflection (in) Lr Only 5.14 Span 1 0,00O Lr Only 5.66 Spam 1 0.000 Lr Only 6.97 Sparc 1 0,000 Lr Only 6.69 Sparc 1 0.000 Lr Only 7,20 Span 1 0.000 Lr Only 7.71 Span 1 OMO Lr Only 8,23 Span 1 0.000 Lr Only 8.74 Span 1 0.000 Lr Only 9.26 Sparc 1 0,000 Lr Only 9.77 Spars 1 0,000 Lr Only 90.29 Span 7 OMO Lr Only 10.80 Span 1 0.000 Lr Only 1131 Spars 1 O.t30O Lr Only 11.83 Sparc 1 000O Lr Only 12,34 Span 1 0.000 Lr Only 12.86 Span 1 0.000 Lr Only 13.37 Span 1 0.000 Lr Only 13.89 Span 1 0.000 Lr Only 14.40 Spun 1 0.000 Lr Only 14.99 Spun 1 0.000 Lr Only 15,43 Span 1 0.000 Lr Only 15.94 Span 7 0.000 Lr Only 16.46 Span 1 0.000 Lr Only 76.97 Spars 1 0.000 Lr Only 17.49 span 1 0.000 Lr Only 18.00 Sparc 1 0,000 Lr Only 18.51 Span I OMO Lr Only 19.03 Spars 1 0.000 Lr Only 19.54 Span 1 0.000 Lr Only 20.00 Span 1 0.000 L Only O.00 Span 1 OMO L Only 0.51 Span 1 0.025 L Only 1.03 Span 1 0.051 L Only 1.54 span 1 0,076 L Only 2,06 span 1 0.100 L Only .2.57 Span 1 0.124 L Only 3.09 Span 1 0,147 L Only 3.60 Span 1 0.970 L Only 4,11 Sparc 1 0.191 L Only 4.63 Sparc 1 0.212 L Only 5.14 Span 1 0.231 L Only 5.66 Span 1 0.249 L Only 6.17 Span 1 0,266 Title Block Line 1 Project Tire: You can change this area Engineer: FFrcgt"Il74 using the "Settings" menu item Project Descr, and then using the "Printing Title Block" selection. Title Block Eine 6 V ,, <A + Re = P:11092s - eaiddge Anima( ita1\ENGtNEERlNG1 csA 0120 ing, teel + NERCALC, INC. 1983-2016, BuRd:61614, Ver:6,16.14 Beam Span Deflections at Incremental Locations Load Type/ Combination Shan Location (ft) Span IIS Deflection (in) L Only 6,69 Span 1 0.281 L Only 7.20 Span 1 0195 L. Only 7.79 Span 1 0.307 L. Only 8.23 Span 1 0,317 L Only 8,74 Span 1 0.325 L. Only 9.26 Sparc 1 0 331 L Only 9.77 Span 1 0.335 L Only 10,29 Span 1 0.338 L Only 10,80 Span 1 03.338 L Only 11.31 Span 1 0.336 L Only 11.83 span 1 0.331 L Only 12.34 Span 1 0.325 L Only 12.86 Span 1 0315 L Only 13.37 Span 1 0,304 L Only 13.80 Span 1 0.290 L Only 14.40 Span 1 01.274 L Only 14.91 Span 1 0.255 L Only 15.43 Span 1 0.235 L. Only 15.94 Sparc 1 0,214 L Only 16.46 Span 1 0.100 L Only 16.97 Span 1 03,166 L Only 17.49 Span 1 01.140 L Only 18.00 Span 1 0.193 L Only 18.51 Span 1 0.085 L. Only 19.03 Span 1 0.057 L Only 19.54 Span 1 0.029 L Only 20.00 Span 1 0.003 S Only 0.00 Span 1 0.000 S Only 0.51 Span 1 0.000 S Only 1.03 Spars 1 0.000 S Only 1.54 span 1 0.000 S Only 2.06 Span 1 0.000 S Only 2.57 Span 1 0.000 S Only 3,09 Span 1 0,000 Only 3.60 Span 1 0.000 Only 4.11 Span 1 0.000 S Only 4.63 Span 1 0.000 S Only 5,14 Span 1 0.000 S Only 5.616 Span 1 0.000 S Only 6,17 Sparc 1 0.000 Only 6.69 Span 1 0,0030 S Only 7.20 Sparc 1 0,000 S Only 7.71 Spars 1 0.000 Title Block tine 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing Title Block" selection. Title Block tine 6 "teel Beam Ftie = P:nol a - whea tdga Animal H `ta *N( ENER ALC, INC. 1' Description Floor Beam East of Stair Beare Sparc Deflections at Incremental Locations Load Type/ Combination apart Location (ft) Span ID Deflection (in) S Only 8.23 Span 1 0,000 S Only 6,74 Span 1 0,000 S Only 9.,26 Span 1 0,000 S Only 9.77 Span 1 0.000 S Only 1019 Span 1 0.000 S Only %80 span 1 0,000 S Only 41,31 Sparc 1 O.00O S Only 41.83 Span 1 0,000 S Only 12.34 Span 1 O.00O S Only 12.86 span 1 0.000 S Only 13.37 Span 1 0.000 S Only 13.89 Span 1 0,000 S Only 14.4O Span 1 0.000 S Only 44.91 Sparc 1 0..000 S Only 15.43 Sparc 1 0.000 S Only 15.94 Span 1 0.000 S Only 16.46 Span 1 0,000 S Only 16,97 Spars 1 0,000 S Only 17.49 Span 1 0.000 S Only M00 Span 1 0,000 S Only 18.51 Sparc 1 0,000 S Only 19,03 Span 1 0.000 S Only 19.54 Span 1 0.000 S Only 20.00 span 1 0.000 W Only U0 Span 1 0.000 W Only 0,51 Span 1 0.000 W Only 1,03 Sparc 1 0.000 W Only 1.54 Span 1 0,000 W Only 2.06 Span 1 0.000 W Only 2.57 spare 1 0.000 W Only 3.09 Span 1 0.000 W Only 3.60 Span 1 OMO W Only 4.19 Span 1 0,000 W Only 4.63 Span 1 0.000 W Only 5.14 Span 4 0.000 W Only 5.66 Sparc 1 0,000 W Only 6.97 Span 1 0,000 W Only 6.69 Sparc 1 0.000 W Only 7.20 Span 1 O.00O W Only 7.71 Span 1 0.000 W Only 8.23 Span 1 O.00O W Only 8.74 Span 1 0,000 W Only 9.26 span 1 0.000 Title Block Line 1 Project Title: You can change this area Engineer; lrotiC3�s using the "Settings" menu item Protect Descr: and then using the "Printing Title Block" selection. Title Block Line 6 APR ,r ENE eel Beirn Beare Span Deflections at Incremental Locations Load Type/ Combination Span Location (it) Span ID Deflection (in) W Only 937 Span 1 OMO W Only 10.29 Spars 1 0.000 W Only 10..80 Sparc 1 0.000 Ulf Only 15.31 Span 1 0.000 W Only 15.83 Span 1 0;000 W Only 12.34 Span 1 0,000 W Only 12.86 Span 1 0.000 W Only 13.37 Span 1 0,000 W Only 18.89 Span I 0.000 W Only 14.40 Span 1 0.000 W Only 14,31 Span 1 0,000 W Only 18,43 Span 1 0.0300 W Only 15.94 apart 1 0.000 Only 16.46 Span 1 0,000 W Only 16.97 Span 1 0,000 W Only 17.49 Span 1 0.4300 W Only 1&00 Span 1 OMO W Only 18.51 spare 1 0.000 W Only 19.03 Span 1 0.000 W Only 19.54 Span 1 0,0013 Vhf Only 20,00 Span 1 0.000 Only 0.00 Span 1 0.000 Only 0.51 Span 1 0.0030 Only 1.03 Spars 1 0.000 Only 1.54 Span 1 0.000 Only 2.06 Span 1 0.000 Only 2.57 Span 1 0.0130 Only 3.039 Span 1 0.000 Only 3.60 Span 1 0.000 Only 4.11 Span 1 0,0003 Only 4.613 Span 1 0.000 Only 5.14 Span 1 0.000 Only 5.66 Sparc 1 0.000 B Only 6.17 spare 1 0.000 Only 6,69 Span 1 0.000 Only 7.20 Span 1 0.000 Only 7,71 Span 1 0.000 Only 8,23 Span 1 0.000 Only 8.74 Span 1 0.000 Only 3.26 Span 1 0,000 Only 9.77 Span 1 0,000 P Only 10.29 Sparc 1 0.000 E Only 10.80 Span 1 0.000 Title Brack thine 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Dew: and then using the "Printing & Title Block" selection. Title Block Line 6 Re d PA10128 - Whe&dge *... w 1010009111.. Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) span Ifs deflection (in) E Only 11.31 Spare 1 0.000 E Only 11.83 Span 1 0,000 Only 12.34 Spars 1 0.000 E Only 12.86 spare 1 0.000 E Only 93.37 Span 1 0.000 E Only 13.89 Span 1 0.000 E Only 14.40 span 1 0,000 E Only 14.91 Span 1 0,000 E Only 15.43 Span 1 0.000 E Only 95.94 Span 1 0.000 E Only 96.46 Spar? 1 0,000 E Only 16.37 Span 1 0.000 E Only 17.49 Span 1 0.000 E Only 18,00 Spars 1 0.000 E Only 98,59 Span 1 0.000 E Only 19.03 Span 9 0.000 E Only 19.54 Span 1 0.000 E Only 20,00 Spars 1 0,000 H Only 0.00 Span 1 0,000 PI Only 0.51 Span 1 0,000 H Only 1.03 Span 1 0,000 €-i Only 9,54 Span 1 0,000 H Only 2,06 Span 1 0,000 H Only 2,57 Span 1 0.000 t'f Only 3.09 span 1 0,000 H Only 3.60 Spars 1 0,000 Only 4.11 Span 1 O,C O H Only 4.63 span 1 0.000 H Only 5.14 Span 1 0.000 F' Only 5.66 Span 1 0.000 H Only 617 Span 1 0.000 H Only 6.69 Span 1 0.000 H Only 7.20 Span 1 0.000 Only 7.71 Span 1 0.000 H Only 8,23 Span 1 0,000 H Only 8.74 Span 9 0.000 H Only 9.26 Span 1 0.000 H Only 9.77 Span 1 0.000 H Only 10.23 Span 1 0.000 H Only 10,80 Span 1 0.000 H Only 91.31 Span 1 0.000 -i Only 11.83 Span 1 0,000 H Only 12.34 Span 1 0.000 Title Block Line 1 Project Title: You can change this areaEngineer: FRro t1D78 using the "Settings" menu item Project €3escr and then Using the "Printing Deflection (in) Title Bloch' selection, 12.86 Title Block Line 6 a "',te e i Beam He = PA10128 . Wheabidge Animal HOSPRMENGINEERINGTaIC00128 f ang*C6 Span 1 ENERCALC, INC, M-20% 8Wld.6,16.3A, Ver:6,16:3,4 MR • Seam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Sparc ID Deflection (in) H Only 12.86 Span 1 0,000 H Only 13,37 Span 1 O.000 H Only 13.89 Span 1 O,000 H Only 14A0 Span 1 O,000 H Only 14,91 Span 1 0,000 H Only 15,43 Span 1 OMO H Only 1&94 Span 1 OMO H Only 16,46 Sparc 1 O,00 Only 16,97 Span 1 OMO H Only 1T49 Span 1 0,000 H Only 18,00 Span 1 O.000 H Only 18,51 Span 1 0,0001 H Only 19,03 Span 1 0,000 H Only 19.54 Spatia 1 0,000 H Only 20,00 Sparc 1 0,000 Title Block Line 1 Project Title: 9 You can change this area Engineer: €Pro t1D7 using the "Settings" menu item Protect Descr: and then using the "Printing Title Block" selection. Title Block Line ed 'App, 201,16, ."?Aki 'teed Beam File= P110128 - Whealfidge Animal WENGdNEFRINGOCatrst 10'12 ineg. ENERCALC, INC. 1983.2016, Build:6,16.3.4, Ver.6.1 14 Description : Fluor Beam North of Stair CODE REFERENCES Calculations per RISC 360-10, 1 B 2012, ASCE -10 Load Combination Set: IBC 201 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield 50,0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending QW421 U171 V ♦ ,k 4NIWI Applied Loads Service loads entered. Laud Factors will be applied for calculations. Beam self weight NOT internally calculated and added UniformLoad: D = 0.0604 L = 0.10 ksf, #y Tributary Width = TO ft DESIGNU R Maximum Bending Stress Ratio 0.150:1 Maximum Shear Stress Ratio 0.077 : `E Section used for this span W16x3i Section used for this spars W16x31 Ma : Applied 20.160 k -ft Va : Applied 6.720 Mn i Omega: Allowable 134,731 k -ft Vn/Omega : Allowable 87.450 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on spare 6,000ft Location of maximum on span 0.000 It Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio = 4,773>=360 Max Upward Transient Deflection 0,000 in Ratio = 0 <360 Max Downward Total Deflection 0.048 in Ratio = 283 >=180 Max Upward Total Deflection 0.000 in Ratio : 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span M V Mrnax + Mrnax -, Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx9 mega +D+l l Dsgn. L = 12,00 ft 1 8.056 4,1329 7,56 7.56 225.00 134,73 1.00 9.08 2.52 181,18 87.45 +D+L+ Dsgn. L = 12,00 ft 1 0.150 H77 28.16 20.16 225.88 134.73 1,88 9.08 6.72 131.98 87,45 +D+Lr+H Dsgn, L = 12.80 If 1 0.056 8.029 7.56 7.56 225.00 134.73 1.00 1.00 2.52 131.18 87.45 +D+S+H Dsgn. L = 12,80 It 1 0.856 0,029 7.56 7.56 225.80 134.73 9.80 1.00 2.52 131.18 87.45 +D+8.754Lr+0.750L+H Dsgn. L = 12,00 ft 1 0.126 0,065 17.01 #7,81 225.00 13433 1,80 1,00 5.67 131.18 87.45 +D+0.750L+0,7585+H Dsgn. L = 12.80 iE 1 0.126 8.065 17.01 17.01 225,08 13473 1,00 1.00 5,67 131.18 87.45 +D+00W+H Dsgn. L = 12,00 ft 1 0,056 8.829 7.56 7.56 225,00 134.73 1.00 1,80 2.52 131.18 87,45 +D+8.70E+H Dsgn. L = 12.08 fl 1 0.056 13.029 7.56 7.56 225.00 134.73 1.48 1.00 2.52 131.18 87.45 +D+0,750Lr+0.750L+0,450W+H Dsgn. L = 12.00 It 1 0.126 0.065 17.01 17,01 225.00 134.73 1.80 1.00 5,67 131,18 87.45 3+0.750L+0.7585+0.450W+H Dsgn. L = 12,00 ft 1 0.126 8.865 17,01 17.01 225.00 134.73 1.00 1,08 5.67 131.18 87.45 +D+0.754L+0.7505+0.5250E+H Dsgn. L = 12.00 ft 1 0.126 0.065 17,01 17.01 225,08 134.73 1.88 1.00 5.67 131.18 87.45 +0,60D+0.60W+0.601-1 Dsgn. L = 12.00 it 1 0.034 0,017 4.54 4.54 225,00 13413 1,00 1.00 1.51 131.18 87.45 +8.60D+0.70E+0,60H Title Block Line 1 Project Title: Engineer: FF0gtJC00 You can change this area using the "Settings" menu item Protect Descr and then using the "Pdriting & V Title dock" selection. Va Sfax Vnx Vnx/Omega Title dock Line uu ° A,,'R 201,i, wN rh 1tee ea File « PA10126 - eaiddge Ani Hospl GNE RiNOCaIcsN10128 framinq,ec6 134,73 1Z 1.00 EVER G, INC 1983-2016, Budd°6.16.3.4, Ver.61614 Load Combination Max Stress patios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + € rnax - eta Max Ntnx N mdOmega Cb Rm Va Sfax Vnx Vnx/Omega Dsgn, L = 12.000 ft 1 0.034 0.017 4,54 4,54 225.00 134,73 1Z 1.00 1.51 531,18 67.45 Overall Maximum Deflections Load Combination Span Max, %" Dell Location in Span Load CombinationMax. "+" Dell Location in Span +D+L+H 1 _ 0,,3483 _ 6.034 0.0000 6.000 Vertical Reactions Support notation ' Far left is #1 Values in KIPS Load Combination support 1 Support 2 Overall MAXimum 5,720 6,720 Overall IvtlNimum 5.512 1.512 +D+H 2.520 2.520 +D+L+H 6.720 6.720 +D+Lr+H 2.520 2.520 +D+S+H 2.520 2,520 +D+0.750Lr+0.750L+H 5.670 5.670 +D+0.750L+0.7505+H 5,670 5:670 +D+0.60W+H 2.520 2.520 +D+0:706+H 2.520 2,520 +D+0.750Lr+0.750L+0.450W+H 5.670 5.670 +D+0.7501.+0.7505+0,450W+H 5.670 5.670 +D+0.750L+0.7505+0.5250E+H 5.6713 5.670 +0.60D+0,60W+0.60H 1.512 1,592 +0,60D+0.70E+0.60H 1,512 9.512 D Only 2.520 2,520 Lr Only L Only 4.200 4.200 S Only W Only E Only H Only Steel Section Properties W1 6x30 Depth 15400 in l xx 375,00 1n"4 J m 0.461 in A4 Web Thick _ 0.275 in S xx 47.20 In"3 Cw - 739.00 in16 Flange Width - 5,530 in R xx - 6.490 in Flange Thick - 0.440 in Zx - 54,000 m113 Area - 9.130 in"2 1 yy - 12,400 in"4 Weight - 31.000 pit S yy 4,490 in"3 Who - 21.400 in"2 Kdesign - 0.642 in R yy _ 1.170 in Sw - 13.000 in A4 K1 - 0.750 in Zy _ 7.030 in"3 Of - 6.940 in"3 its - 1,420 in rT - 0.000 in Ow 26,600ln"3 ycg - 7.950 in Summary of Values per Beam Span Beare Span Moments & Shears at Incremental Location Load Type/ Combination Span Location (ft) Span ID Shear () Moment (ft -k) +D+H 0,00 Span 1 2.520 0,000 + +H 0.27 span 1 2,405 0.675 +[7+H 0.55 Span 1 2.290 1.319 +D+H 0.82 Span 1 2.174 1.939 +E3+H 1.10 Span 1 2.059 2.512 ++H 1,37 Span 1 1.944 1061 +E3+H 1.65 span 1 1.629 3.578 +E3+H 9.92 Span 1 1.714 4.064 +D+H 219 span 1 1.536 4.518 ++H 2.47 Span 1 1483 4.941 +C3+H 2.74 Span 1 1.368 5.332 +D+H 3,02 Span 1 1,253 5.692 +C3+H 3.29 Span 1 1,138 6,1113 Title dock Line 1 Project Title: You can change this area Engineer'. using the "Settings" menu item Protect Descr: and then using the "Printing Title Plock" selection. Title Black Line 6 +D+H +L?+H ++ + +H +D+H +(+H ++H + +H +D+H File = PA10128 - Wheaftidge 357 Span 1 1.1122 6.316 3.64 Span 1 0.907 6,560 4.11 Span 1 0.792 6.613 4.39 Span 1 0.677 7.015 4.66 Span 1 0562 7.155 4,94 Span 1 0.446 7.323 5.21 Spars 1 0 331 7.429 5,49 Span 1 0,216 T504 5.76 Span 1 0.101 7.548 Title Block Line I Project Title: F Proqt%02 You can change this area Engineer: using the "Settings" menu item Project Descr. and then using the "Printing & Title Block" selection, Title Nock Line 6 I A FrR 2,C, 16 ,jeel Beam He PA10128 - Whesuidge MAW Hospita*NGINEERINGCalcskIO128framingec6 ENERCALC, INC. 1902016, Ud-.6,16.3.4, Ver.6,16.3.4 Description R Beam North of Stair Beam Span Moments & Shears at Incremental Location Load Type/ Combination Span Location (ft) Span ID Shear (k) Moment (ft -k} +D+H 6.03 Span 1 -6,014 7.560 +D+H 631 Span I -0,130 7,540 +D+H 6,58 Span 1 -0,245 T489 +D+H 6.86 Span 1 -0,360 7.406 +D+H 7.13 Span 1 -0,475 7,291 +D+H 7,41 Span 1 -0,590 7.145 +D+H 7.68 Span 1 4706 6,967 +D+H 7.95 Span 1 -0.821 6.758 +D+H 8,23 Span 1 -0,936 6,517 +D+H 8,50 Span 1 -1.051 6.244 +D+H 8,78 Span 1 -1,166 5.940 +D+H 9,05 Span 1 -1,282 5,605 +D+H 9,33 Span 1 -1,397 5.237 +D+H 9.60 Span 1 -1.512 4,838 +D+H 9,87 Span 1 -1,627 4,408 +D+H WAS Span 1 -1742 1946 +D+H 10.42 Span 1 -1.858 3.452 +D+H 10.703 Span 1 -1,973 2.927 +D+H 10,97 Span 1 -2.088 2,370 +D+H 1115 Span 1 -2.203 1,781 +D+H 11,52 Span 1 -2,318 1.161 +D+H 11,79 Span 1 -2,434 0.510 +D+H 12,00 Span 1 -2,520 OMO +D+L+H 0,00 Span 1 6,720 0.000 +D+L+H 0,27 Span 1 6413 1.801 +D+L+H 0.55 Span 1 6.106 3,518 +D+L+H 0,82 Span 1 5,798 5.150 +D+L+H 1.10 Span 1 5,491 6699 +D+L+H 1,37 Span 1 5184 8.163 +D+L+H 1,65 Span 1 4,877 9.543 +D+L+H 1,92 Span 1 4.570 10,838 +D+L+H 2.99 Span 1 4,262 12,049 +D+L+H 2.41 Span 1 3,955 13,176 +D+L+H 2.74 Span 1 1648 14,219 +D+L+H 102 Span 1 3.341 15,177 +D+L+H 3,29 Span 1 3,034 16.052 +D+L+H 3,57 Span 1 2.726 16.842 +D+L+H 184 Span 1 2,419 17,547 +D+L+H 4.11 Span 1 2,112 18,169 +D+L+H 4,39 Span 1 1,805 18.706 +D+L+H 4,66 Span 1 1,498 19.159 +D+L+H 4.94 Span 1 1.190 19,527 +D+L+H 511 Span 1 0.883 19,812 +D+L+H 5,49 Span 1 0,576 20,012 +D+L+H 5,76 Span 1 0,269 20,128 +D+L+H 6.03 Span 1 -0,038 20,159 +D+L+H 6,31 Span 1 4346 20,107 +D+L+H 6,58 Span 1 -0,653 19.970 Title Block Line 1 You can change this area using the "Settings" Menu item and then using the °Printing Title Block" selection. Title Block Line 6 File N P4113128 - Whe a d e Project Title; Engineer: FFo "l:tl Protect escr: ,f APR . �11�A Beam Span Moments & Shears at Incremental location Load Type/ Combination _ Span Location (ft) Span ID Shear (k) Moment (ft -k) +L3+L+H 6.85 Span 1 0.960 _ 19.749 +t3+L+H 7.13 Span 1 -1.267 19.443 +i+L+H 7,41 Span 1 -1.674 19.1353 ++L+H 7.66 Span 1 -1.882 16,579 +D+L+H 7,95 Span 1 -2.169 18.021 +L?+L+H 8.23 Span 1 -2,496 17,379 ++L+H 8,50 Span 1 -2.803 16.652 +Lt+L+H 8.78 Span 1 -1110 15.841 +D+L+H 9.05 Span 1 -3.418 14,946 +t3+L+H 9.33 Spars 1 -3,725 13.966 +(3+L+H 9,60 Span 1 -4.032 12.902 +D+L+H 3.87 Span 1 -4.339 11.754 +D+L+H 10.15 Span 1 -4.646 10.522 + +L+H 10.42 Span 1 -4.954 9.205 +I+L+H 10.70 Span 1 -5.261 7.805 +L3+L+H 10.97 Span 1 5.568 6.320 +D+L+H 11.25 Span 1 -5.875 4.750 ++L+H 11,52 Span 1 -6.182 3.097 +t7+L+H 11.79 Span 1 -6.490 1,359 +L}+L+H 12.00 Span 1 -6.720 0.000 +l +Lr+H 0,00 Span 1 2.5213 0,000 ++Lr+H 0.27 Span 1 2.405 0.675 +E3+Lr+H 0.55 Span 1 2,290 1.319 +L3+Lr+H 0,82 Span 1 2.174 1,931 +D+Lr+H 1.10 Span 1 2,059 2,512 +C3+Lr+H 1.37 Sparc 1 1,944 3.061 +CI+Lr+H 1.65 Span 1 1,829 3.578 +[3+Lr+H 1.92 Spars 1 1.714 4 064 ++Lr+H 2.19 Span 1 1.598 4.518 +13+Lr+H 2.47 Span 1 1,483 4.941 +D+Lr+H 2.74 Span 1 1.368 5..332 +C3+Lr+H 3.02 Span 1 1.253 5.692 +L3+Lr+H 3.29 Span 1 1.138 6.019 +l+Lr+H 3,57 Span 1 1.1322 6.316 ++Lr+H 3.84 Span 1 0.907 6.580 +L3+Lr+H 4.,11 Span 1 0.792 6.813 +L}+Lr+H 4.39 Span 1 0.677 7,015 +D+Lr+H 4,66 Span 1 0.562 7.185 ++Lr+H 4.94 Sparc 1 0,446 7,323 +t?+Lr+H 5,21 Span 1 0.331 7.429 +(3+Lr+H 5.49 Span 1 0.216 7.504 +D+Lr+H 5.76 'Span 1 0,101 7.548 +D+Lr+H 6,03 Span 1 -0.014 7.560 +p+Lr+H 6.31 Span 1 4130 7.540 +l1+Lr+H 6.58 Sparc 1 4245 7.489 +[3+Lr+H 6,86 Span 1 4360 7.406 + +Lr+H 7.13 Span 1 -0.475 7,291 +Ly+Lr+H 7.41 Span 1 4590 7.145 Title Block Line 1 Project Title: Fpoq�-IcS4 You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 P, ;tO APR .Mi 2AM ',tee l Beam File z PA10128 - Wheatndp Animal HospftaMNG1NEER1NGkCa1CS110128 framing.%6 ENERCALC, INC. 1983-2016, SM4,16.14, Ver,6,16,3.4 Description Floor Beam North of Stair Beam Span Moments & Shears at Incremental Location Load Type/Combination Span Location (ft) Span ID Shear (k) Moment (ft -k) +D+Lr+H 7.68 Span 1 -0106 6.967 +D+Lr+H 7,95 Span 1 -0,821 6.758 +D+Lr+H 8,23 Span 1 -0.936 6.517 +D+Lr+H 8,50 Span 1 -1,051 6.244 +D+Lr+H 838 Span 1 -1,166 5,940 +D+Lr+H 9.05 Span 1 -1,282 5,605 +D+Lr+H 933 Span 1 -1397 5.237 +D+Lr+H 9.60 Span 1 -1,512 4,838 +D+Lr+H 9.87 Span 1 -1.627 4.408 +D+Lr+H 10.15 Span 1 -1742 3,946 +D+Lr+H 10.42 Span 1 -1,858 3,452 +D+Lr+H 10.70 Span 1 -1.973 2.927 +D+Lr+H 10.97 Span 1 -2,088 2.370 +D+Lr+H 11.25 Span 1 -2.203 1,781 +D+Lr+H 11,52 Span 1 -2,318 9.161 +D+Lr+H 11,79 Span 1 -2,434 0,510 +D+Lr+H IZOO Span 1 -2,520 0,000 +D+S+H UO Span 1 2.520 0.000 +D+S+H 017 Span 1 2.405 0,675 +D+S+H 0,55 Span 1 2.290 9.319 +D+S+H 0.82 Span 1 2'.17'4 1 ,931 +D+S+H 1,10 Span 1 2.059 2.592 +D+S+H 137 Span 1 1: 3,061 +D+S+H 1.65 Span 1 1.829 3.578 +D+S+H 1,92 Span 1 1,714 4,064 +D+S+H 2,19 Span 1 1,598 4,518 +D+S+H 2,47 Span 1 1,483 4,941 +D+S+H 2,74 Span 1 5.368 5,332 +D+S+H 102 Span 1 1.253 5.692 +D+S+H 3,29 Span 1 5,538 6,019 +D +H 3,57 Span 1 1.022 6.316 +D+S+H 184 Span 1 0.907 6,580 +D+S+H 4.11 Span 1 0,792 6.813 +D+S+H 439 Span 1 0,677 7,015 +D+S+H 4,66 Span 1 0.562 7.185 +D+S+H 4.94 Span 1 0,446 7,323 +D+S+H 5.21 Span 1 0.331 7.429 +D+S+H 5.49 Span 1 0.216 7,504 +D+S+H 5,76 Span 1 0,101 7,548 +D+S+H 6,03 Span 1 -0,014 7,560 +D+S+H 6,31 Span 1 -0,130 T540 +D+S+H 6.58 Span 1 -0.245 7.489 +D+S+H 6,86 Span 1 -0,360 7,406 +D+S+H 7,13 Span 1 -0,475 7,291 +D+S+H 7,41 Span 1 -0.590 7.145 +D+S+H 7,68 Span 1 -0306 6.967 +D+S+H 7:95 Span 1 -0,821 6.758 +D+S+H 8.23 Span 1 -0.936 6,517 y Beare Span Moments & Shears at Incremental Location Load Type/ Combination Span Location (ft) Span ILS Shear (k) Moment (ft - k) + +S+H 8.50 Span 1 1.051. 6.244 +L3++H 8.76 Span 1 1.166 5.940 ++S+H 9,05 Span 1 -1.282 5,605 +O++H 9.33 Span 1 _1.397 5.237 +13+S+H 9,60 Span 1 -1.512 4.838 +L3+S+H 9.87 Span 1 -1.627 4,408 +L3++H 10.15 Span 1 -1.742 3.946 +++H 10.42 Span 1 -1.858 3.452 +D+S+H 10,70 Span 1 1.973 2,927 ++S+H 10.97 Span 1 -2,088 2,370 +D+ +H 11.25 Span 1 -2.203 1.781 +++H 11,52 Span 1 -2,318 1.161 +L3+S+H 1139 Span 1 -2.434 0,510 +L3+ +H 12.00 Span 1 -2,520 0.000 +D+0.750Lr+0.750L+H 0.00 Span 1 5.670 0.000 +L3+0,750Lr+°0.750L+H 0,27 Span 1 5.411 1.520 +D+0.7 0Lr+0.750L.+H 0.55 Span 1 5.152 2.968 +D+0.750Lr+0.750L+H 19.82 Span 1 4.892 4.346 +D+0.750Lr+0,750L+H 1.10 Span 1 4.633 5.652 +D+0,750Lr+0,75 L.+H 1.37 Span 1 4374 6.887 +L3+0.7 0Lr+0.750L.+H 1.65 Span 1 4.115 &051 ++0.750Lr+0.750L.+H 1.92 Span 1 3.856 9.145 +D+0.750Lr+0,750L+H 2.19 Span 1 3.596 10.167 ++0.750Lr+0.750L.H 2.47 Span 1 3.337 11.117 +L3+0.750Lr+0.750L+H 2.74 Span 1 3,078 11.997 ++0.750Lr+0.750L+H 3,02 Span 1 2.819 12.806 +L9+0,750Lr+0.750L+H 3,29 Sparc 1 2.560 13.544 +D+0.750Lr+0.750L+H 3.57 Span 1 2.300 14.210 +D+0.750Lr+0.750L+H 3.84 Span 1 2.041 14.806 +L3+0.750Lr+0.70L+-H 4.11 Span 1 1.782 95.330 +L1+0.750Lr+0,750L+H 4,39 Span 1 1.523 15.783 +D+0.750L +0.750L+H 4.66 Span 1 1.264 16,165 +L3+0,750Lr+0.750L,+H 4,94 Span 1 1.1304 16.476 + +0,7 0Lr+ i.750L+H 5.21 Span 1 0,745 16.716 + +0.750Lr+0.750L+H 5.49 Span 1 0.486 16.885 ++0.750L'r+0,750L+H 5.76 Span 1 0,227 96.983 +D+0.750Lr+0, 50L+H 6.03 Span 1 -0.032 17,009 +D+0.750Lr+0,750L+H 6.31 Span 1 4292 16.965 +17+0.750Lr+0.750L+H 6.58 Span 1 -0.551 16.849 +@0+0,750Lr+0.750L.+H 6.86 Span 1 -0.810 16,663 +D+0,750Lr+0,750L+H 7.13 Span 1 -1.069 16.405 + +0.750Lr+0,750L+H 7.41 Sparc 1 -1328 16.076 + +0,750Lr+0.750L.+H 7.613 Span 1 -1.588 15.676 +L3+0.7 0Lr+0,750L+H 7.95 Span 1 -1.847 15.205 +D+0.750Lr+0.750L+H 8.23 Span 1 -2.906 14.663 ++0.50Lr+0,750L+H 8.50 Span 1 -2.365 14.050 +D+0.750Lr+0.750L+H 8.78 Span 1 -2.624 13.366 +D+0.750Lr+0,750L+H 9.05 Span 1 -2,884 12.610 Title Block Line I Project Title: F lroq�icP6 You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the 'Printing & Title Block" selection, Title Block Line wN '0 S12AM File -- PA10128 - Wheatridge Animal HosOWENGlNEER1NG\Calcs\l012 i�eef Beim 6kkAL6, WC, f�ll� 8W4A3,'41M 331111903MIMEMME= Beam Span Moments & Shears at Incremental Location Load Type/ Combination Span Location (ft) Span ID Shear (k) Moment (ft - k) +1 +0.750Lr+0.750L+H 9,33 Span 1 -3,143 11.784 +D+0.750Lr+0,750L+H 9,60 Span 1 -3,402 10.886 +D+0.750Lr+0.750L+H 9.87 Span 1 -1661 9.918 +D+0.750Lr+0.750L+H 10,15 Span 1 -1920 8,878 +D+0,750Lr+0,750L+H 10.42 Span 1 -4,180 7.167 +D+0,750Lr+0.750L+H 10.70 Span 1 -4,439 6.585 +D+0.750Lr+0.750L+H 10.97 Span 1 -4.698 5.332 +D+0.750Lr+0.750L+H 11.25 Span 1 -4x957 4,008 +D+0.750Lr+0.750L+H 11,52 Span 1 -5,216 2,613 +D+0.750Lr+0.750L+H 11,79 Span 1 -5.476 1,146 +D+0.750Lr+0.750L+H IZOO Span 1 -5.670 0.000 +D+0.750L+0.7505+H 0.00 Span 1 5.670 0,000 +D+0,750L+0,7505+H 027 Span 1 5,411 1,520 +D+0,750L+0.7505+H 0.55 Span 1 5,152 2,968 +D+0.750L+0,7501+H 0.82 Span 1 4.892 4.346 +D+0,750L+0.7505+H 1,10 Span 1 4.633 5,652 +D+0.750L+0.7505+H 1,37 Span 1 4,374 6,887 +D+0.750L+0.7501+H 1.65 Span 1 4.115 8.051 +D+0,750L+0.7505+H 1.92 Span 1 3,856 9,145 +D+0,750L+0.750S+H 2.19 Span 1 3,596 10.167 +D+0350L+0J505+H Z47 Span 1 3,337 11.117 +D+0,750L+0,750S+H 2,74 Span 1 3,078 11,997 +D+0.750L+0.7505+H 3.02 Span 1 2,819 12.806 +D+0.750L+0.7505+H 129 Span 1 2,560 13,544 +3+0J50L+0.7505+H 3,57 Span 1 2,300 14,210 +D+0.750L+0,7505+H 3,84 Span 1 2.041 14.806 +D+0,750L+0.7505+H 4.11 Span 1 1,782 15.330 +D+0.750L+0.7505+H 4,39 Span 1 1,523 15,783 +D+0,750L+0.7505+H 4,66 Span 1 1,264 16,165 +D+0.750L+0.7505+H 4,94 Span 1 1,004 16A76 +30+0.750L+0.7505+H 5.21 Span 1 0.745 16,716 +D+0.750L+0.7505+H 5.49 Span 1 0,486 16.885 +D+0350L+0.7505+H 5.76 Span 1 0,227 16,983 +D+0.750L+0.7505+H 6.03 Span 1 -0.032 17.009 +D+0.750L+0,750S+H 6.31 Span 1 -0,292 16.965 +D+0,750L+0,7505+H 6,58 Span 1 -0,551 16.849 +D+0,750L+03505+H 6,86 Span 1 -0,810 16.663 +D+0,750L+0,7505+H 7,13 Span 1 -1.069 16.405 +D+0350L+03505+H 7.41 Span 1 -1.328 16,076 +D+0.750L+0.7505+H 7.68 Span 1 -1,588 15,676 +D+0.750L+0,7505+H 7.95 Span 1 -1,847 15,205 +D+0.750L+0.7505+H 8,23 Span 1 -2A06 14.663 +D+0,750L+0.7505+H 8,50 Span 1 -2.365 14.050 +D+0.750L+0.7505+H 818 Span 1 -2,624 13,366 +1+0,750L+0.7505+H 9.05 Span 1 -2,884 12.610 +D+0,750L+0,7505+H 933 Span 1 -3,143 13.784 +D+0,750L+0.7505+H 9,60 Span 1 -1402 10.886 +D+0.750L+0.7505+H 9.87 Span 1 -3,661 9,918 Title Block Line 1 Project Title: You can change this area Engineer; F1ro t11S7 using the "Settings" menu iters Protect Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 AFIR 2016 ; :UA,1, weel Beam Re = PA0128 » Wheafridge Ars mM HosOWENGNEERINGiCalcO0128 framing.ec6 ENERC.ALC, INC, 1963-201aanld,,6Afi, A, Ver:616 .d Seem Span Moments & Sheers at incremental Location Load Type/ Combination Span Location (ft) Span ID Shur (k) Moment (ft -k) +D+0.750L+0.7505+hi 10.15 Span 1 3.920 8.878 +L7+0.750L+0.7505+H 10,42 Siren 1 -4.1€317 7.767 +D+0,750L+010S+H 10.70 Span 1 -4.439 6,585 +L7+0,750L+0,7505+ 10.97 spare 1 -4.696 5,332 ++0.7501-+0.7505+ 11.25 Span 1 -4,957 4.006 +D+0.750L+0.7505+ i 11.52 Sparc 1 -5.216 2.613 ++0.750L+0.7505+ 11.79 Span 1 -5.476 1,146 +07+0,750L+0.7505+7"4 12.170 Span 1 -5.670 0,000 +D+0.601111+H 0.00 spam 1 2,520 0:000 + i+0,60W+l-! 0.27 Span 1 2.405 0,675 +D+0,60W+H 0,55 span 1 2.290 1319 +D+0,60W+H 0.82 Sparc 1 2.174 1.931 +i0+0.60W+H 1.10 span 1 2,059 2.512 +C3+0.60W+H 1.37 Span 1 1.944 1061 + +0,60W+H 1,65 Span 1 1.829 3.57£3 +f3+0.60W+1.1 1.92 Sparc 1 1.714 4.064 +D+0,60W+H 2,19 Span 1 1,596 4.518 +1j+0.60W+H 2.47 Spam 1 1.463 4,941 +D+0.60W+H 2,74 Span 1 1,366. 5.332 + +0.60W+H 3.02 Span 1 1253 5.692 +D+0.60W+H 129 Span 1 1.136 6.019 +07+0.60W+H 3,57 Span 1 1.022 6.316 +C3+0,60W+H 3,84 Span 1 13.907 6.580 + ?+0.60W+H 4.11 apart 1 0392 6.813 +C1+0.60W+1-i 4.39 Spasm 1 0,677 7.015 +D+0.60W+H 4.66 Span 1 0.562 7.185 +C7+0.60W+ht 4.94 Sparc 1 0,446 7,323 +D+0,60W+H 5,21 Span 1 0.331 7,429 +D+0.60W+H 5.49 Span 1 0.216 7,504 +f}+0.60W+id 5,76 Span 1 0.1071 7,548 +D+0.60W+H 6,03 Span 1 -0.0794 7.560 + +0.60W+1i 6.31 Sparc 1 -0.130 7,540 + 3+0.60W+H 6,58 spars 1 4245 7.489 +1-1+0.60W+H 6.86 Sparc 1 -0,360 7.406 +D+0.60W+1-1 7.13 Sparc 1 4475 7.291 +D+O,60W+H 7.41 Span 1 -0,590 7.145 +D+O.60W+H 7.68 span 1 4706 6.967 +D+0.60W+11 7.95 Spars 1 -0.821 6.758 +1-,t+0.60W+H 8,23 Span 1 -0,936 6.517 +D+0,60W+H 8,50 Span 1 -1.051 6.244 +D+0.60W+H 8.78 Sparc 1 -1.166 5.940 +D+0.60W+H 9.05 Sparc 1 -1.282 5.605 +D+0.60W+i-i 9.33 span 1 -9.397 5.237 + +0.60W+H 9,643 Sparc 1 -1.512 4.838 + +0.60W+H 9,87 Span 1 -1.627 4.408 +D+0.60W+H 10.15 Span 1 -1.742 3.946 +D+O.60W+H 10,42 Span 1 -1.858 3.452 + +0,60W+hi 10.70 span 1 -1,973 2,927 Tine Block Line 1 Project Title: You can change this area Engineer: F r�ot1i$ using the "Settings" menu 'sten Project Descr and then using the "Printing Title Block" selection, Title Block Line 6 n A � : 3",,k! leel BeamFile = P.11628 - Wheatdge Animal HospitaRENGINURINGUW10128 iraming ed ENERCA#.C, INC, 1983-20% BW&616.3,4. Ver.6.16,14 Beam Span Moments & Shears at Incremental Location Load "Type/ Combination Span Location (ft) Span ID Shear (k) _ Moment (ft -k) +D+0.60W+i i 10.97 Span 1 2.088 2.370 +D+0.60W+H 11.25 Span 1 -2.203 1.781 +D+0,60W+H 11.52 Span 1 -2318 1169 +D+0.60W+H 11.79 Span 1 -2.434 0.510 +D+0,60W+fit 12,00 Spars 1 -2.520 0,000 +D+0.70E+Ft 0.00 Span 1 2.520 0.000 +D+070E+H 0.27 Span 1 2,405 0.675 +t3+0.70E+i~ 0.55 Spars 1 2.290 1.319 +D+0.70E+i-i 0.82 span 1 2.974 1.931 +D+0,70E+i-i 1.10 Span 1 2.059 2.512 + +0.70E+H 1.37 Span 1 1.944 11161 +D+0.70i-t 1.65 Span 1 1.829 3.578 +D+0.70E+H 1.82 Sparc 1 1.714 4.064 +D+O30E+H 2.19 Span 1 1.598 4.518 +D+030E+ 2.47 Span 1 1.483 4.941 +D+0.70E+}-i 2,74 Span 1 1,368 5.332 +D+OY0E+H 3.02 Span 1 1.253 5.692 +D+0.70E+H 3.29 Span 1 1.138 6.019 +D+0.70E+i-t 3.57 Span 1 1.022 6.316 +D+0,70E+H 184 Span 1 0.907 6.580 +D+0.70E+i- 4.11 Span 1 0.792 6.813 +D+0.70E+H 4,39 Span 1 0.677 7.015 +D+0.70E+9 4.66 Span 1 0.562 7.185 +D+0.70E+H 4,94 Span 1 0.446 7.323 +D+0.70E+H 5.21 spam 1 0.331 7,429 +D+0.70E+i i 5.49 Spars 1 0.216 7.504 +D+0.70E+H 5.76 Spars 1 0.101 7.548 +D+0,70 +H 6.03 span 1 -0.014 7.560 +D+0.70E+i-i 6,31 Span 1 -0.130 7.540 +D+0.70E+H 6.58 Span 1 -0.245 7.489 +D+0.70E+H 6.86 Span 1 -0.360 7.406 +D+0.70E+H 7.13 Span 1 -0.475 7.291 +D+0.70E+H 7.41 Span 1 -0.590 7,145 +D+0.70E+iM 7.68 Span 1 -0.706 6.967 +D+0.70E+H 7.95 Span 1 -0.821 6.758 +D+O10E+H 8.23 Span 1 -0.936 6.517 +D+OJ0E+H 8.50 Span 1 _1.051 6.244 +D+0.70E+H 8.78 Span 1 -1,166 5,940 +D+0.T0E+H 9,05 Span 1 -1,282 5.605 +D+0.70E+1-i 9.33 Span 1 1.397 5,237 +D+0,70E+H 9.60 Span 1 -1.512 4.838 +D+0.70E+H 9.87 Span 1 -1.627 4.408 +D+0.70E+H 10,15 Span 1 -1.742 3.946 +D+0.70E+H 10.42 Span 1 -1.858 3,452 +D+0.70E+H 10.70 span 1 -1.973 2.927 +D+0.70E+¢-t 10.97 Span 1 2.088 2.370 +D+0,70E+H 11.25 Span 1 -2.203 1.781 +D+0.70E+1-t 11.52 Span 1 -2.318 1,161 Title Block Line 1 Project Title: You can change this area Encgineer. FFOgt1189 using the "Settings" menu item Project Descr; and then using the "Printing & Title Block" selection, Title Block line 6 APR,20,,, ; , 2AM +File teel Beam - PA10128 ^ fteatdp Animal Hospj%RE lG1NEE ClWCaimk1O928 .ec6 7 ENERCA.LC, INC, 1 2016, BUHSAUA, Ver:6A6.3A Description : Flour Beam forth o1 Stair Beam Span Moments & Shears at Incremental Location Load Type/ Combination span Location (ft) Span ILS Shear k) Moment (ft -k) ++0.70E+H 11.79 Span 9 -2.434 0.510 -+D+0.70E+H 92.00 Span 1 -2.520 0,000 + +0.750Lr+0.750L+0.450W+H 0.00 spun 1 5.670 0,000 +Ll+0.7 0Lr+0,750L+0,45 W+H 017 Spars 1 5A11 3.520 +D+0.7 0Lr+0.7 0L+0.450 +H 0,55 Span 1 5.152 Z968 +10+0.750Lr+0.750L+0.450W+H 0,82 Sparc 1 4.892 4.346 +C +0.7 OL.r+0. 50L+ ,450W+H 1-10 Span 1 4.633 5.652 °+ D+0.750Lr+0.7 0L+0.450W+H 1.37 Span 1 4.374 6.887 ++0.750Lr+0.750L+0.450W+H 1.65 spars 1 4115 8.051 +i+0.750Lr+0.750L+0.450W+H 1.92 Span 1 3.856 9.145 +D+0.750Lr+0.750L+0.450W+H 2.19 Span 1 3.596 10.167 +D+0.750Lr+0.750L+0,450W+H 2.47 Span 1 3.337 11.117 + +0.7 0Lr+0.7501+0,450W+H 2.74 Span 1 3.078 11.997 ++0.750Lr+0.750L+0.450W+H 3.02 Span 1 2,819 12.806 +D+0.750Lr+0.7 0L+0,450W+H 3.29 Span 1 2.560 13.544 +L3+0.750Lr+0.750L+0,450W H 157 Span 1 2.300 14290 ++0.750Lr+0,7 a0L+0.50W+H 3.84 Span 1 2.041 14.8067 +10+0.750Lr+0,750L+0.450W+H 4.11 Span 1 1,782 15.330 +C?+0.750Lr+0.70L.+0.450W+H 4,39 Span 1 1.523 15.783 + +0.750Lr+0,750L+0,450W+H 466 Span 1 1.2644 16,165 +D+0,750Lr+0.750L+0.4 0W+H 4.94 Span 1 1,004 16.476 + +0,750Lr+0.750L+0,450W+H 5.21 Spun 1 0145 16.716 + +0.750Lr+0.750L+0.450W+H 5.49 Span 1 0.486 16,885 +D+0.750Lr+0.750L+0.450W+H 5.76 Span 1 0.227 96.983 +L}+0.750Lr+0.750L+0.450W+H 6.03 Span 1 -0,032 97,009 +C;+0.7 0Lr+0.750L+0.4501 +H 6.31 Span 1 -0.292 16.965 +D+0.750Lr+0.750L°+0,450W+H 6,58 Span 1 -0,551 16.849 ++0,750Lr+0.750L+,40W+H 6.86 Span 1 4810 16.663 +D+0,750Lr+0. 50L+0.450 y+H 7,13 Span 9 -1.069 16.405 +D+0,750Lr+0.750L+0,450W+H 7.41 Span 1 1328 16,076 +D+0.750Lr+0, 50L+0.450W+H 7.68 Span 1 -1.588 15.676 +D+0.750Lr+0.750L+0.4 SOW+H 7,95 Span 1 1.847 15.205 +p+0,750Lr+0.70L+0,40W+H 8.23 Span 1 -2.106 14.663 +C3+0.7 a0Lr+0.7501+0.450W+H 8,50 Span 1 -2.365 14.050 +D+0.750Lr+0.7 0L+0.450W+H 838 Span 1 -2.624 13.366 +D+0.750Lr+0,750L+0,450W+H 9,05 Span 1 -2.884 92.610 +D+0.750Lr+0.750L+0,450W+H 9.33 Span 1 -:3.143 19.784 +10+0.750Lr+0.7501+0.450W+H 9,60 Span 1 -3.402 90.886 + +0,750Lr+0.750L-+0,450W+H 9.87 Span 1 -3.661 9,918 +D+0,7 0Lr+0,750L+0,450W+H 10.15 Span 1 -3.920 8.878 +£0+0,750Lr+0.7501+0,450W+H 10.42 Span 1 -4,980 7,767 +L7+0.750Lr+0.750L+0,450W+H 10.70 Span 9 -4.439 6.585 ++0.750Lr+0.7 50L+0.450W+H 10.97 Span 1 -4.698 5332 + +0,750Lr+0,750L 0,450W+H 11.25 Span 1 -4.957 4,008 + +0.750Lr+0,7501+0.450W+H 11.52 Span 1 -5.216 2,613 +p+0,750Lr+0.7501+0,450W+H 11.79 Span 1 -5.476 1,146 + +0,750Lr+0.7501+0.4 0W+H 12.00 Span 1 -5.670 0.000 Title Dock Line I Project Title: You can change this area Engineer: using the 'Settings" menu item Project Descr: and then using the 'Printing & Title Block" selection. Title Block Line 6 Description : Floor Beam North of Stair +D+0.750L+0,750S+0.450W+H 0,00 Span 1 5,670 P�, nz,,d AIM Title Block Line 1 Project Title: Engineer: E tl[ You can change this area r using the "Settings" menu item project Descr: and then using the "Printing Title Block" selection, Title Block Line 6 Ar,1w, AFIR 20 , 1 <>: leel Beam File = ROOM- Wheatndge Animal Ws ENGIN RlNGt csl1012$ ft ing, N RCALC. INC. 1983-2016, SW&6.16..4, Ver:6.16.3.4 Description ; Floor Beare North of Stair Beam Spun Moments & Shears at Incremental Location Lead Type/ Combination Span Location (ft) Span ILS Shear (k) _ Moment (ft-k) +C+0.750L+0.7505+0.450W+FI 017 Span 1 5.411 1.520 +D+0. 5 L,+0.7505+D. 0W+H 0.55 Span 1 5.152 2.968 +§O+0.750L+0.. i50S+0, 500+H O82 span 1 4.882 4346 +L7+0.750L+0.7505+0.450W+1-I 1.10 Spars 1 4.633 5.652 +L}+0.750L+0.7505+0.450W+i-I 1.37" Span 1 4.374 6.887 +D+0.7 0L+0.7505+0.450W+H 1.65 Span 1 4.115 8,051 +D+0.750L+0.7505+0.450 +1~t 1.82 Sparc 1 3.856 9,145 +C+0.750L+0.7505+0,450W+id 2,18 Spars 1 1596 10.167 +Lt+0.7 0L.+0.7505+0,4 0W+H 2.47 Span 1 3.337 11.117 +C+0.750L+0.7505+0,450W+ 2.74 Spars 1 3.078 11.987 +LO+0.750L+0.7505+0.450W+H 3.02 Sparc 1 2.819 12.806 +D+0.750L.+0.7505+0,450W+H 3.29 Sparc 1 2.560 1 : +C+0.750L+0,7505+0.450W+H 3.57 Span 1 2.300 14.210 + '#+0, 50L.+0.i 0S+0,450W+H 3.84 Span 1 2,041 14.806 +D+0.750L+0.7505+0.450W+H 4,11 Span 1 1.782 15,330 +L3+0.750L+0.7505+0.450W+H 4.39 Span 1 1.523 16.783 + 3+0.750L+0.7505+0.450W+H 4,66 Span 1 1.264 16.165 +L3+0.750L+0.7505+0.450W+H 4.94 Spars 1 1.004 16,476 +C+0.750L+0.7505+0.450W+I-i 5.21 Span 1 0.745 16.716 +10+0,750L+0.7505+0.450W+i l 5.49 Spars 1 0.486 16.885 +f3+0.750L+0.7505+0.450W+H 5.76 Span 1 0.227 16.983 +i3+0.750L+0.7505+0.450W+ 6,03 Span 1 -0.032 17.009 +[3+0.750L+0,7505+0.450W+H 6.31 Sparc 1 4292 16,965 +D+0.750L+0.7505+0.450W+ki 6.58 Span 1 -0.551 16,849 +D+0.750L+0.7505+0.450W+H 6.86 Sparc 1 4810 16.663 + +0.750L+0.7505+0.450W+H 7.13 Spars 1 -1.069 16.405 +i0+0.750L+0.7505+0.450W+H 7.41 Span 1 -1.328 16.076 + +0,750L+0.7505+0.450W+H 7.68 Span 1 -1.588 15.676 +D+0,750L+0. 5 S+ .450W+H 7.95 Span 1 -1.847 15105 +c3+0.750L+0.7505+0.450W+1-t 8,23 Span 1 -2.106 14.663 +C+0.750L+0.7505+0.450W+ 8,50 Span 1 -2.365 14.050 +D+0.750L+0.7505+0.450W+H 8.78 Spars 1 -2.624 13.366 +#0+0.750L+0.7505+0.450W+F 9.05 Span 1 -2.884 12.610 +D+0,750L+0.750S+0.450W+ 9.33 Spars 1 -3.143 11.784 +{ +0.750L+0.7505+0.450W+H 9,60 Span 1 -3.402 113.886 +10+0.750L+0.7505+0.450W+H 3.87 Span 1 -3.661 9.918 +[7+0.750L+0.7505+0.450W+H 10.15 Span 1 -3.920 8.878 +63+0.750L+0,7505+0.450W+H 10.42 Span 1 -4.180 7,767 +D+0.750L+0.7505+0.450W+H 10.70 Spars 1 «4.439 6,585 +1 +0.750L+0.7505+0.450W+H 10.97 Span 1 -4.698 5.332 +C3+0.750L+0.7505+0,450W+H 11.25 Span 1 -4.957 4,008 +D+0.750L+0.7505+0,450W+id 11,52 Span 1 -5,216 2,613 +3+0..750L+0,7505+0.450W+F9 11.79 Span 1 -5,476 1.146 +L3+0.750L+0,7505+0.450W+ 12.00 Span 1 -5.670 0.000 +j0+0,750L+0.7505+0.5250+fit 0.130 Span 1 5.670 0,1300 +D+0.750L+0.7505+0.5250E+1-I 19.27 Span 1 5.491 1.5211 +63+0.750L+0.7505+0.5250+ 0.55 Spar, 1 5.152 2,968 +C3+0.750L+0.7 505+0.5250 +H 0.82 Span 1 4,892 4.346 Title Black Line 1 Project Title: Pmqt1o92 You can change this area Engineer: using the "Settings" menu stern Protect CDescr: and then using the "Printing Title Block" selection. Title Block LineA . NAMam leel Be File = Pa10128 - Whovidge Animas HospitafENGNEERINGICalcsi10126 framing. ecli EVER C, INC, 1983.2016, Iauild:6.16.3.4, Ver:6.16.3.4 Description . Floor Beam North of Stair Beam Span Moments & Shears at Incremental Location Lead Type/ Combination . _ Span Location (11) Span ID Shear (k) Moment (ft - k) +t0+0.750L+0,7505+0.5250E+H 1,10 Span 1 4,633 5.652 + +0.750L+0.7505+0.5250E+H 1.37 Span 1 4.374 6,887 +D+0.7501.+0,7505+0.5250E+H 1,65 Spars 1 4,115 8,051 +D+0.7501.+0.7505+0.5250E+H 1.92 Span 1 3.856 9,145 +LD+0.750L+0.7505+0,5250E+H 2.19 Span 1 3,596 10.167 +D+0,750L+0.7505+0.5250E+H 2.47 Span 1 3.337 11.117 +D+0.750L+0.7505+0.5250E+H 214 Sparc 1 3.576 11.997 +[3+0.750L+0.7505+0,5250E+H 3.02 Span 1 2.619 12.506 ++0.750L+0.7505+0.5250E+H 3.29 Span 1 2.560 13,544 +t3+0.750L+0.7505+0.5250E+H 3,57 Sparc 1 2.300 14,210 +LD+0,750L+0,7505+0, 5250E+H 3.64 Span 1 2.041 14.806 +LD+0.750L+0.7505+0.5250E+H 4.11 Span 1 1.782 153.30 ++0.750L+0.7505+0.5250E+H 4.39 Span 1 1,523 15.783 + ?+0.7 0L+0.7505+0.52 0E+H 4.66 Sparc 1 1,264 16.165 +LD+0.750L+0.7505+0.5250E+H 4.94 Sparc 1 1.004 16.476 +D+0.750L+0.7505+0.5250E+H 5,21 Span 1 0.745 16.716 +D+0,750L+0,750S+0.5250E+H 5.49 Span 1 0.486 16.885 + D+0,750L+0.7'505+0.5 50E+H 5,76 Span 1 0.227 16,983 +D+0.750L+0.7505+0.5250E+H 6.03 Sparc 1 -0.032 17.009 +0+0.750L+0.7505+0.5250E+H 6,31 Span 1 .0.292 16.9655 +D+0.750L+0,7505+0.5250E+H 6,58 Spars 1 -0,551 16.849 ++0,750L+0.7505+0.5250E+H 6,86 Span 1 -0.810 16.663 + +0.750L+0.7505+0.5 50E+H 7,13 Span 1 -1,069 16.405 ++0,750L+0.7505+0,5250E+H 7.41 Span 1 -1.328 16.076 ++0.750L+0.7505+0.52505+H 7.68 Span 1 -1.588 15.676 +I:,D+0.750L+0,7505+0,5250EH 7,95 Span 1 -1.847 15.205 ++0.750L+0.7505+0.5250E+H 8.23 Span 1 -2,106 14.663 +LD+0.750L+0.7505+0,52501:+H 13.50 Spars 1 -2,365 14.050 +p+0.7501.+0.7505+0,5250E+H 8,78 Span 1 -2.624 13.366 +LD+0.750L+0.7505+0.5250E+H 9.05 Span 1 -2,884 12.610 +D+0.750L+0.7505+0.5250E+H 9.33 Span 1 3.143 11.784 + +0.750L+0,7505+0.5250E+H 9.60 Span 1 -1402 %886 +C3+0.750L+0,7505+0,5250E+H 9.87 Span 1 -3,661 9.918 + +0.750L+0.7505+0.5250E+H 10.15 Span 1 -3,920 &878 ++0.750L+0.7505+0,5250E+H 10.42 Span 1 -4.180 7.767 ++0.7501.+0.7505+0,520E+H 10.70 Span 1 4.439 6.585 ++0.750+0.7505+0.5250E+H 10.97 Sparc 1 -4.698 5,332 +p+0.750L+0.7505+0.550E+H 11.25 Span 1 4.957 4.008 +1»D+0.750L+0.7505+0.5250E+H 11..52 Span 1 -5.216 2.613 +D+0.750L+0.7505+0,5250E+H 11.79 Span 1 -5.476 1.946 +D+0,750L+0.7505+0.5250E+H 12.00 Spars 1 -5.670 0.000 +0,60CD+0.60W+0.60H 0,00 Span 1 1.512 0.000 +0,60GD+0,60W+0,601-1 0,27 Span 1 1,443 0.405 +0,60£+0,6015+0,6011 0.55 Span 1 1,374 0.792 +0,60[7+0,60W+0.60H 0.82 Span 1 1.305 1.159 +0.6010+0.60W+0,60H 1.10 Span 1 1.236 1.507 +0,60 +0.60W+0.60H 1.37 Span 1 1.166 1.837 +0.601+0.60'U+0,60H 1,65 Span 1 1.097 2,147 Title Block Line 1 Project Title: You can change this area Engineer: FFoqticP3 using the "Settings" menu item Project Descr and then using the "Printing & Tifle Block" selection, P,¢ r APR N 1 A, s I,,2AM I. Re = PA10128 - Wheah Beam Span Moments & Shears at Incremental Location Load Type/ Combination Span Location (ft) Span ID Shear (k) Moment (ft - k) +0,6003+0.60W+0,60H 1,92 Span 1 1,028 2.439 +0-6003+0.60W+0.60H 2,19 Span 1 0,959 2,711 +0.6007+0.60W+0,601 -i 2.47 Span 1 0,890 2.965 +0.6003+0.60W+0,60H 2,74 Span 1 0.821 3,199 +0-6013+0.60W+0,601-1 3.02 Span 1 0,752 3,415 +0.6003+0.60W+0.60H 3,29 Span 1 0.683 3.612 +0,6010+0.60W+0.60H 157 Span 1 0.613 3.789 +0,6017+0.60W+0,601-1 3.84 Span 1 0,544 3.948 +0.6093+0.60W+0.60H 4,11 Span 1 0,475 4,088 +0,6003+0.60W+0.6011 4,39 Span 1 0,406 4,209 +0.6017+0.60W+0.60H 4,66 Span 1 0,337 4,319 +0,6013+0.60W+0e60H 4,94 Span 1 0,268 4.394 +0.600+0.60W+0,60H 521 Span 1 0.199 4.458 +0.6013+0.60W+0-601-1 5,49 Span 1 0.130 4,503 +0-6003+0.60W+0.60H 5,76 Span 1 0.060 4,529 +0.6007+0.60W+0.60H 6.03 Span 1 -0.009 4.536 +0.6003+0,60W+0.60H 6.31 Span 1 -0,078 4,524 +0,6007+0.60W+0.601-1 6,58 Span 1 -0,147 4.493 +0,6007+0,60W+0,60H 6,86 Span 1 4216 4,443 +0.6003+0.60W+0.60H 713 Span 1 -0,285 4,375 +0,6093+0,60W+0.60H 7.41 Span 1 -0,354 4,287 +0,6003+0.60W+0.601-1 7.68 Span 1 4423 4,180 +0.6007+0.60W+0,60H 7,95 Span 1 -0,492 4.055 +0,6003+0.60W+0,60H 8,23 Span 1 -0,562 3.910 +0.6017+0.60W+0,60H 8.50 Span 1 -0,631 3,747 +0,6013+0.60W+0.601-1 8,78 Span 1 4700 3.564 +0,6017+0.60W+0.60H 9,05 Span 1 -0,769 3,363 +0.6007+0,60W+0.60H 9,33 Span 1 -0,838 3,142 +0.6013+0.60W+0,60H 9.60 Span 1 4907 2,903 +0,601)+0.60W+0.60H 9,87 Span 1 -0.976 2,645 +0,6017+0.60W+0,601-1 1015 Span 1 -1.045 2,367 +0.6013+0Z0W+0,60H 10.42 Span 1 -1,115 2,071 +0.6003+0.60W+0.601-1 10,70 Span 1 -1184 9.756 +0,6017+0.60W+0. 0H 10.97 Span 1 -1253 1 A22 +0.6093+0.60W+0.60H 11,25 Span 1 A322 1,069 +0.6003+0,60W+0,601-1 11,52 Span 1 -1,391 0,697 +0.600+0.60W+0.60H 11,79 Span 1 -1,460 0.306 +0,6010+0,60W+0.60H 12,00 Span 1 -1,512 0,000 +0.6007+010E+0.601-1 0,00 Span 1 1,512 0.000 +0,6093+030E+0.60H 0,27 Span 1 1,443 0,405 +0.6093+0.70E+0,601-1 0.55 Span 1 1,374 0,792 +0.6003+0Y0E+0,60H 0,82 Span 1 1,305 1,159 +0.6013+0J0E+0,601-1 1,10 Span 1 1.236 1.507 +0.6003+0,70E+0,601-1 1.37 Span 1 1.166 1,837 +0,601+0J0E+0,60H 1.65 Span 1 1.097 2,147 +0.6013+030E+0.601-1 1,92 Span 1 1,028 2,439 +0,6013+0,70E+0,6011 2,19 Span 1 0.959 2,711 +0,6003+030E+0,601-1 2,47 Span 1 0,890 2,965 Seam Susan Moments & Shears at Incremental location Load Type/ Combination _ Span Location (ft) Span ID Shear (k) Moment (ft -k) +0.6001+0,70+0.6013 2.74 Span 1 0.829 3.999 +0.6001+0.70+0,6011 3,02 Span 1 0,752 3.495 +0.6001+0.70 +0,6013 3,29 Span 1 0.683 3.612 +0.6017+0,70 +0.6011 3.57 Span 1 0,613 1789 +0.6017+0.70+0.6011 3.84 Span 1 0.544 3.948 +0.60D+0.70 +0.6013 4.31 Span 1 0,475 4.088 +0.6001+0.70+0.6011 4.39 Span 1 0.406 4209 +0,600)+0,70+0.6013 4,66 Span 1 0.337 4.319 +0.6001+0.70+0.6011 4.94 Span 1 0.268 4.394 +0,6013+0.70+0.60 5,21 Span 1 6.399 4.458 +0.6017+0.70+0,6011 5.49 Span 1 0.130 4.503 +0,6017+0.70+0,6011 5,76 Span 1 0,060 4,529 +0.6001+0.70 +0.601# 6.03 Span 1 -0.009 4.536 +0.6001+0.70+0.6011 631 Span 1 -0.078 4,524 +0.600+0.70+11,6013 6.58 Span 1 -0.147 4.493 +0,6001+0.70E+0.6013 6,86 Sparc 1 0.296 4.443 +0.6011+0.70+0.6013 7,13 Spars 1 -0.285 4.375 +0,6013+0.70E+0.601-1 7.41 Span 1 -0,354 4.287 +0,6017+0.70 +0,601-1 7,68 Span 1 -0,423 4.980 +0.601.1+0.70+0.60 7.95 Span 1 0.492 4.055 +0.601)+0.70 +0,6013 8,23 Span 1 -0.562 1910 +0.6017+0.706+0,6013 8.50 Span 1 4639 3.747 +0.6001+0.70 +0.601.1 11.78 Span 1 4700 3.564 +0,60+0.70+0.6011 9.05 Span 1 -0369 3.363 +0.6001+0.70 +0.601-1 9.33 Span 1 -0.838 3.342 +0.6001+0.70 +0.6013 9,60 Span 1 -0.907 2,903 +0.6013+0.70E+0.601-1 9.87 Spars 1 -0.976 2.645 +0.6001+0.70 +0.6013 1005 Span 1 -1,045 2.367 +0.6001+0.706+0.6011 10.42 Span 1 -1.315 2.071 +0,6011+0.70 +0,6011 90,70 Span 9 -1,184 1.756 +0.6001+€3,706+0.601-1 10.97 Span 1 -1.253 1,422 +0.6017+0.70+0.601-1 11.25 Span 1 -1.322 9.069 +0.6001+0.70+0.6011 11.52 Span 1 -1.,391 0,697 +0,6001+0.70 +(1.6011 91.79 Span 1 -1.460 0.306 +0.6001+0.70 +0,601-1 12,00 Spars 1 _1.512 11.000 Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span 101 Deflection (in) Overall MAXImurn Envelope 0,00 Span 1 0,000 Overall MAXimum Envelope 0.31 Spars 1 0,004 Overall MAXimum Envelope 0.62 Span 1 0.008 Overall MAXimum Envelope 0.93 Spars 1 0.012 Overall IAXimurn Envelope 1.23 Span 1 0.016 Overall MAXimurn Envelope 1,54 Span 1 0.019 Overall MAXimurn Envelope 1,85 Span 1 0.023 Overall MAXimum Envelope 2.36 Span 1 0,026 Overall MAXimum Envelope 2,47 Span 1 0.029 Title dock Line 1 Project Tit(e: You can change this area Engineer: Fero tid9s using the "Settings" menu item Protect Descr: and then using the "Printing Title Plock" selection, Title Mock Line 6 s , ARR I-V `13Q;, leel Beam File --PA10726-wiseabidgeAnimal Hos0tariENG1NEERWGkCalc0018fmming.ed ENERCAC,INC. 1902D16,88si4*V614,Ver.6.163.4 Beare Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) ;Marr ID Defection (in) Overall MAXimum Envelope 2,78 Span 1 0032 Overall MAXimum Envelope 3.09 Span 1 0.035 Overall MAXimum Envelope 3.39 Span 1 0,038 Overall MAXimum Envelope 3.79 Spam 1 0040 Overall MAXimum Envelope 4.01 Span 1 0.042 Overall MAXimum Envelope 4.32 Span 1 0.044 Overall MAXimum Envelope 4.63 Span 1 0.045 Overall MAXimurn Envelope 4.94 Sparc 1 0.046 Overall MAXimum Envelope 5.25 Span 1 0.047 Overall MAXimum Envelope 5.55 Span 1 0.040 Overall MAXimurn Envelope S.86 Sparc 1 0,048 Overall MAXimurn Envelope 6,17 Span 1 0.048 Overall MAXimunn Envelope 6.48 Span 1 0.048 Overall MAMmurn Envelope 6.79 Span 1 0.047 Overall MAXirnurn Envelope 7.10 Span 1 0.046 Overall MAXimum Envelope 7.41 Span 1 0,045 Overall MAXimurn Envelope 7.71 Span 1 0.044 Overall MAXimurn Envelope &02 Span 1 6.042 Overall MAXimum Envelope 8.33 Span 1 0,040 Overall MAXimum Envelope 8,64 Span 1 0.038 Overall MAXinnum Envelope 8,95 Span 1 0.035 Overall MAXimurn Envelope 9.26 Span 1 0.032 Overall MAXimurn Envelope 9. a7 Spars 1 0.029 Overall MAXimum Envelope 9,87 Spars 1 0.026 Overall MAXimum Envelope 10.15 Span 1 0.023 Overall MAXinnurn Envelope 1049 Span 1 0.019 Overall MAXimurn Envelope 113.80 Span 1 0.016 Overall MAXimurn Envelope 11.11 Span 1 0.012 Overall MAXimum Envelope 11.42 Sparc 1 0.008 Overall MAXimum Envelope 11.73 Spare 1 0.004 Overall MAXinnurn Envelope 12.00 Spun 1 0.000 ++H 0.00 Span 1 0.000 +D+H 0.31 Span 1 0,001 +f1+H 062 Span 1 0,003 ++H 0.93 Sparc 1 0.004 +3+H 1.23 Spars 1 0.006 +D+H 1.54 Span 1 0.007 +D+H 1.85 Sparc 1 0.009 +D+H 2.16 Span 1 0.010 ++H 2.47 Sparc 1 0.011 ++H 2.78 Span 1 0.012 +D+H 3.09 Span 1 0.013 +D+H 339 Span 1 0.014 Title Block Line I Project Title; You can change this area Engineer Roqtio96 using the "Settings" menu item Project Descr: and then using the 'Printing & Title Block' selection. AFIR'20,- 3 File z PA10128 - Wht I Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) +D+H 170 Span 1 0,015 +D+H 4,01 Span 1 0,016 +D+H 432 Span 1 0.016 +D+H 4.63 Span 1 0.017 +D+H 4.94 Span 1 0,017 +D+H 525 Span 1 0.018 +D+H 5.55 Span 1 0.018 +D+H 5,86 Span 1 0.018 +D+H 617 Span 1 0.018 +D+H 6.48 Span 1 0M8 +D+H 639 Span 1 0.018 +D+H 710 Span 1 0.017 +D+H 7.41 Span 1 0,017 +D+H 7.71 Span 1 0.016 +D+H 8.02 Span 1 0,016 +D+H 8,33 Span 1 0.015 +D+H 8.64 Span 1 0M4 +D+H 8.95 Span 1 0.013 +D+H 9.26 Span 1 0.012 +D+H 9,57 Span 1 0.011 +D+H 9.87 Span I OVO +D+H 10,18 Span 1 0M9 +D+H 10.49 Span 1 0M7 +D+H 10,80 Span 1 0,006 +D+H 11,11 Span 1 0,004 +D+H 11.42 Span 1 0M3 +D+H 11,73 Span I OMI +D+H 12.00 Span 1 0,000 +D+L+H OM Span I OMO +D+L+H 031 Span 1 0,004 +D+L+H 0.62 Span 1 0,008 +D+L+H 0,93 Span 1 0V2 +D+L+H 1,23 Span 1 0.016 +D+L+H 1.54 Span 1 0V9 +D+L+H 1,85 Span 1 0,023 +D+L+H 2.16 Span 1 0M6 +D+L+H 2.47 Span 1 0,029 +D+L+H 218 Span 1 0M2 +D+L+H 3,09 Span 1 0,035 +D+L+H 3,39 Span 1 0,038 +D+L+H 170 Span 1 0,040 +D+L+H 4,01 Span 1 0,042 +D+L+H 432 Span 1 0,044 Title Block Line I Project Title: You can change this area Englineec FPrcfatID97 using the 'Settings" menu item Project Descr and then using the "Printing & Title Block' selection, ' AN'� I ,,2 tit Re = PA10128 -Wheat Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) +D+L+H 4.63 Span 1 0.045 +D+L+H 4.94 Span 1 0.046 +D+L+H 5,25 Span 1 0Z47 +D+L+H 5.55 Span 1 0.048 +D+L+H 5,86 Span 1 0,048 +D+L+H 6.97 Span 1 0,048 +D+L+H 6.48 Span 1 0.048 +D+L+H 6.79 Span 1 0.047 +D+L+H 7.10 Span 1 0.046 +D+L+H 7.41 Span 1 0.045 +D+L+H 7J1 Span 1 0,044 +D+L+H 8,02 Span 1 0.042 +D+L+H 8,33 Span 1 0Z40 +D+L+H 8,64 Span 1 0M8 +D+L+H 8,95 Span 1 0,035 +D+L+H 9,26 Span 1 0M2 +D+L+H 9,57 Span 1 0,029 +D+L+H 9,87 Span 1 0M6 +D+L+H 10.18 Span 1 0,023 +D+L+H 10A9 Span 1 0,019 +D+L+H 10,80 Span 1 0,016 +D+L+H 11.11 Span 1 0M2 +D+L+H 11.42 Span 1 0M8 +D+L+H 11133 Span 1 0,004 +D+L+H 12,00 Span 1 0,000 ,+D+Lr+H OM Span 1 0.000 +D+Lr+H 0,31 Span I 0M1 +D+Lr+H OM Span 1 0,003 +D+Lr+H 0,93 Span 1 0,004 +D+Lr+H 1.23 Span 1 0,006 +D+Lr+H 1.54 Span 1 0M7 +D+Lr+H 1,85 Span 1 0M9 +D+Lr+H 216 Span 1 0,010 +D+Lr+H 2.47 Span 1 0,011 +D+Lr+H 2,78 Span 1 0.092 +D+Lr+H 109 Span 1 0,013 +D+Lr+H 139 Span 1 0,014 +D+Lr+H 170 Span 1 0,015 +D+Lr+H 4,01 Span 1 0.016 +D+Lr+H 4.32 Span 1 0,016 +D+Lr+H 4,63 Span 1 0.017 +D+Lr+H 4.94 Span 1 0,017 +D+Lr+H 5.25 Span 1 0,018 Title Block Line 1 Project Title: You can change this areaEngineer: using the "settings" menu item Project Oescr., and then using the "Printing Title Block" selection, Title Block Line 6 team Ffli=R\10128-Whes Beam Shan Deflections at Incremental Locations Load Type/ Combination Span Location (ft) .. Span ILS Deflection (in) +D+Lr+H 5.55 Span 1 0,018 +D+Lr+H 5.86 Span 1 0.018 +D+Lr+H 6,17 Span 1 0.018 +D+Lr+H 6.48 Spars 1 0.018 +D+Lr+H 6,79 Span 1 0.018 +D+Lr+H 7.10 Span 1 0.017 +D+Lr+H 7,41 Span 1 0,017 +D+ r+H 7.71 Span 1 0.016 +L3+Lr+H 8.02 Spare 1 0.096 +f7+Lr+H 8.33 Spars 1 0,015 +D+Lr+H 8.64 Span 1 0,014 +D+ r+H 8,95 Span 1 0,013 +D+Lr+H 916 Spars 1 0,012 +D+Lr+H 9.57 Span 1 0,091 ++Lr+H 6.87 Span 1 0.010 +D+Lr+H 10.18 Span 1 0.009 +D+Lr+H 10.49 Spars 1 0.007 +j+Lr+H 10.80 Spars 1 0,006 +D+L.r+H 11.11 Span 1 0,004 +D+Lr+H 11.42 Spars 1 0.003 +D+Lr+H 11.73 Spars 1 0.001 +D+Lr+H 12.00 Span 1 0.000 +D+S+H OM span 1 OMO +D+S+H 0.31 Span 1 0,001 +D S+H 0.62 Spars t 0,003 +D+ S+H 0.93 Span 1 0.004 +D+S+H 1.23 Span 1 0.006 +D+S+H 1.54 Sparc 1 0.007 +D+ S+H "1.85 Span 1 0.009 + +S+H 2.96 Span 1 0.010 +D+S+H 2.47 Span 1 0.011 ++S+H 2.78 Span 1 0.012 +D+S+H 109 span 1 0.093 +L3+S+H 3.:39 span 1 0.014 +D+S+H 3.70 span 1 0.015 +D+S+H 4.01 Span 1 0.016 +D+S+H 4.32 span 1 0.016 +D+S+H 4.63 Span 1 0.097 ++S+H 4.94 Span 1 0.017 +D+S+H 5,25 Sparc 1 0.018 ++S+H 5.55 Span 1 0.01€3 +j+S+H 5.86 Span 1 0.098 ++S+H 6.17 Span 1 0.018 Title Block Line I Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection, Title Block Line 6 Beam Fits= PA10128- Wheabidge MJIMMMMJIMM�� Beam Span Deflections at Incremental Locations Load Type/Combination Span Lo tion ion (ft) Span ID Deflection (in) +D+S+H 6.48 Span 1 0.018 +D+S+H 6,79 Span 1 OV8 +D+S+H 7,10 Span I 0.017 +D+S+H 7.41 Span 1 0,017 +D+S+H 7.71 Span 1 0.016 +D+S+H 8,02 Span 1 0,016 +D+S+H 6,33 Span I 0.015 +D+S+H 6.64 Span 1 0V4 +D+S+H 8.95 Span I 0.013 +D+S+H 9.26 Span 1 0,012 +D+S+H 3,57 Span 1 0,011 +D+S+H 9.87 Span 1 0,010 +D+S+H 10,18 Span 1 0,009 +D+S+H 10,49 Span 1 0M7 +D+S+H 10,80 Span 1 0,006 +D+S+H 11,11 Span 1 0,004 +D+S+H 11,42 Span 1 0,003 +D+S+H 11.73 Span 1 0,001 +D+S+H IZOO Span 1 0,000 +D+0.75OLr+0.750L+H 0.00 Span 1 0.000 +D+0.75OLr+0.750L+H 0,31 Span 1 0,003 +D+0.750Lr+0.750L+H 0,62 Span 1 0.007 +D+0,75OLr+0.750L+H 0,93 Span 1 0,010 +D+0.75OLr+0.750L+H 113 Span 1 0,013 +D+0.750Lr+0,750L+H 1,54 Span 1 0,016 +D+0.75OLr+0,750L+H 1,85 Span 1 0,019 +D+0,750Lr+0.750L+H 2,16 Span 1 0M2 +D+0.750Lr+0,750L+H 2.47 Span 1 0,025 +D+0,75OLr+0,750L+H 2,78 Span 1 0,027 +D+0.75OLr+0,750L+H 109 Span 1 OMO +D+0.75OLr+0.750L+H 3,39 Span 1 0,032 +D+0.75OLr+0.750L+H 170 Span 1 0.034 +D+0,75OLr+0.750L+H 4,01 Span 1 0.035 +D+0,75OLr+0.750L+H 4,32 Span 1 0.037 +D+0.75OLr+0,750L+H 4.63 Span 1 0.038 +D+0.75OLr+0.750L+H 4.94 Span 1 0M9 +D+0,75OLr+0,750L+H 5.25 Span 1 0,040 +D+0.75OLr+0,750L+H 5.55 Span 1 0,040 +D+0.750Lr+0.750L+H 0.86 Span 1 0,041 +D+0.750Lr+0,750L+H 6,17 Span 1 0,041 +D+0.750Lr+0,750L+H 6A8 Span 1 0,040 +D+0,750Lr+0,750L+H 6,79 Span 1 0,040 +D+0.750Lr+0,750L+H 7,10 Span 1 0,039 ruN� ARR 6, � z 3203 w Beam Span Deflections at Incremental Location Lead Type/ Combination Span Location (ft) Sparc ID Deflection (in) +D+0.750L.r+0,750L+H 7.41 Span 1 0,038 ++0.750L.r+0,750L+ 7,71 Span 1 0.037 ++0,750Lr+0.750L+H 8,02 Span 1 0.035 +L7+0.75OL.r+0.750L+H €3.33 Span 1 0.034 ++0.750Lr+0.750L+H 8.64 Span 1 0,032 +L7+0.75OLr+0.750L+H 5,95 Span 1 0.030 + .75OL:r+0.750L H 9.26 Span 1 0.027 +L7+0.75OLr+0.7 0L_+H 9.57 Span 1 0,025 +D+0,75OLr+0.750L_+H 9,87 Span 1 0,022 +D+0.75OLr+0.750L+H 10,18 Span 1 0,019 ++0.750Lr+0.750L.+H 10.49 Span 1 0.916 ++0.750Lr+0,750L+H 10.80 Span 1 0,093 +D+0. 50Lr+0.750L+H 11.99 Span 1 0,010 +D+0,750L.r+0.750L+H 11,42 Span 1 0.007 +D+0.750Lr+0.750L+H 19.73 Sparc 1 0.003 +D+0.7 0Lr+0,750L+H 12.00 Span 1 0,000 ++0.750L+0.7505+H 0,00 Span 1 0.000 +D+0.750L+0,7505+H 0.31 Span 1 0.003 + +0,750L+0.7505+H 0,62 Span 1 0,007 ++0.750L+0.7505+H 0.93 Span 1 0,010 +D+0,750L+0.7505+H 123 Span 1 0„013 ++0.750L+0.7515+H 1.54 Span 1 0,016 +D+0.750L+0.7505+H 1.85 Span 1 0.019 +D+0,750L+0.7505+H 2.16 Span 1 0.022 ++0.750L+0.7505+H 2.47 Span 1 0.025 + +0.750L+OY 0 +H 2.78 Sparc 1 0.027 + +0.750L+0.7505+H 3.09 Span 1 0.030 +D+0,750L+0.7505+H 3.39 Span 1 0.032 +L7+0,750L+0.7505+H 3.70 Span 1 0.034 +D+ .750L+0,7505+H 4.01 Span 1 0.035 +D+0.750L+0,7505+H 4.32 Span 1 0.037 +D+0.7501 -+0.7505+H 4,63 Span 1 0,038 +D+0.750L+0.7505+H 4,94 Span 1 0.039 +H+0.750L+0,7505+H 5,25 Span 1 0,040 ++0.750L+0.7505+H 5.55 Span 1 0,040 +1-j+0.750L_+0.7505+H 5.86 Span 1 0.041 ++0.750L+0.7505+H 6.17 Span 1 0.041 ++0350L+0.7505+H 648 Span 1 0,040 +D+0.750L.+0.7505+H 6,79 Span 1 0,040 +D+0.750L+0.7505+H 7.10 Span 1 0.039 +D+0,750L+0.7 505+H 7,41 Span 1 0.038 +D+0.750L.+0.7505+H 7,71 Sparc 1 0.037 ++0.750L+0.7505+H 8,02 Span 1 0.035 Title Black Line 1 Project Title: You can change this area Engineer: using the "Settings" Menu item Project Descr and then using the "Printing Title Black" selection. Title Black Line File - PA10128 - Whestkk Beam Sean Deflections at Incremental Locations Load Type/ Combination tion Span Location (ft) Span ID Deflection (in) +D+0750L+0.7505+H 8.33 Span 1 0.034 +D+0.750L+0.7505+H 8.64 Span 1 0.032 +Lt+0.750L+0.7505+H 8.95 Spars 1 0.030 +D+0,750L+07505+H 9.26 Span 1 0.027 +D+0.750L+0.7505+H 9.57 Span 1 0.025 +Lt+0.70L+07505+H 9.87 Spars 1 0.022 +L3+0,750L+0,7505+H 10.18 Sparc 1 0.019 +D+07 0L+0.7505+H 10:49 Span 1 0.016 + +0750L+0.7505+H 1080 Span 1 0.013 +L3+0.750L+0.7505+H 11.11 Span 1 0,0103 +L3+0.750L+0.7505+H 11,42 Span 1 0.007 +J+0,750L+0.7505+H 11,73 Spare 1 0.003 +D+0.750L+0.7505+H 12.00 Sparc 1 0,000 +D+O.60W+H 0,00 Span 1 0,000 +13+0.60W+H 01.31 Span 1 0001 +D+0.60W+H 0,6.2 Spars 1 0.003 +1 +060W+H 0.93 Spars 1 0,004 +D+0.60W+H 1.23 Span 1 0,006 +L3+0.60W+H 1.54 Span 1 0,007 +D+0.601 1+H 1.85 Span 1 0.009 +D+0.60W+H 2..16 Span 1 0.010 +D+0.60W+H 2.47 Span 1 0.011 +D+060W+H 2,78 Span 1 0..012 +10+0,60W+H 3.09 Span 1 0.0313 +10+0.60W+H 3.39 Span 1 0:0314 +00+0.60W+H 3.70 Sparc 1 0,015 +L3+0.60W+H 4,01 Span 1 0,(316 ++0.60W+H 4.32 Span 1 0016 +D+0.60W+H 4.63 Span 1 0.017 +C3+0.6OW+H 4.94 Span 1 0.017 +D+0.60W+H 5.25 Span 1 0.018 +j3+O.6OW+H 5.55 Span 1 0.018 +D+060W+H 5.86 Span 1 0.018 ++O.60W+H 6.17 Span 1 0.018 +D+0.60W+H 648 Span 1 0.018 +D+OMW+H 6.79 Span 1 0.018 +D+O.6OW+H 7..10 Span 1 0.017 +D+0.60W+H 7.41 Span 1 0.017 +j3+0.60W+H 7.71 Span 1 0.016 + +0,60W+H 8.02 Span 1 0.016 +L3+0.60W+H 8.33 Span 1 0.015 +L3+0.60W+H 8.64 Span 1 0.014 +L3+0.60W+H 13.95 Span 1 0,013 Title Block Line 3 Project Title. You can change this area Engineer; using the 'Settings' menu item Protect Descr; and then using the "Printing Title Block" selection. Title Block Line 6 ` Fite = PA10128 - Whearid, Floor Beare North of Stair Beare Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ICI Deflection (in) +D+0.60W+H 916 Span 1 0.012 +Et+0.60W+H 9.57 Span 1 0.011 +D+CJMW+H 9.87 Span 1 0.010 +D+OMW+H 10,18 Span 1 OM9 +D+0.60W+H 10.49 Span 1 0.007 +D+OMW+H 10.80 Sparc 1 0:006 +D+0,60W+H 11.31 Span 1 0.004 +D+0.60W+H 11.42 Span 1 0.003 +D+OMW+H 11.73 Sparc 1 0.00 +D+0.60W+H 32.00 Span 1 0.000 +D+030E+H 0.00 Span 1 0,000 +D+0.70E+1­1 0.31 Sparc 1 0.003 +D+0.70E+H 0,52 Span 1 0.003 +D+0,70 +H 0.93 Span 1 0,004 +D+0,70E+H 1..23 Span 1 0,006 +D+0,70E+H 1,54 Spars 1 0.007 +D+0,70E+ 1.65 Sparc 1 0,009 +D+0.7E+H 2,16 Span 1 0.010 +D+0301E+H 2.47 Spars 1 0.011 +D+0, 0E+H 2.78 Span 1 0.012 +D+O30E+H 3.09 Span 1 0,013 +D+0.70E+H 3.39 Span 1 0,014 +D+.70E+H 3.70 span 1 0.015 +D+0YOE+H 4.01 Span 1 0.016 +D+0.70E+H 4,32 Span 1 0.016 +D+0,70E+H 4.63 Span 1 0.017 +D+0,70E+H 4.94 Sparc 1 0.017 +D+0.70E+H 5.25 Span 1 0.018 +D+0,70E+H 5.55 Span 1 0.018 +D+0.70E+H 5.86 Span 1 0.018 +D+010E+H 617 Spars 1 0.018 +D+0,70E+H 6.48 Span 3 0,018 +D+0,70E+H 6.79 Span 1 0.018 +D+0,70E+H 7.10 Span 1 0.017 ++0.70E+H 7.41 Spars 1 0.037 +D+0,70E+H 7.71 Span 1 0.016 +D+0,70E+H 8,012 Sparc 1 0.016 +D+O30E+H 8.33 Span 1 0.035 +D+0,70E+H 8.64 Spars 1 0.014 +D+0.7E+H 8.95 Span 1 0.033 +D+0.70E+H 9,26 Span 1 0,012 +D+0.70E+H 9,57 Span 1 0.011 +D+O.70E+H 9,87 Span 1 0,030 Tide Block Line 1 Project Title: You can change this area Engineer; using the "Settings" menu item Project Oescr: and then using the "Printing Title Block" selection. Title Block Line 6 F4 = RA 01 8 -WheatOOge Beam Spars Deflections at Incremental Locations ons Load Type/ Combination Span Location titan (ft) Span ILS Deflection (in) +D+0.70 +H 10.18 Span 1 0.009 +D+0,70 +H 10,49 span 1 0,007 +D+0.70E+H 10,80 span 1 0.006 +(3+0.70+H 11.11 spare 1 0.004 +D+0,70 +H 11.42 span 1 0,003 +I3+0.70 +H 11.73 Span 1 0.001 +Li+0.70+H 12,00 Span 1 0.000 + +0.750Lr+0.750L+0,450W+H 0.00 Span 1 0.000 + +0,750Lr+0,750L+0.450W+H 0.31 Span 1 0.003 + +0.75OLr+0.7 50L+0.450W+H 0.62 Spars 1 0.007 +j + .750Lr+0.750L+0,450W+H 0,93 Span 1 0.010 +D+0.750Lr+0.7 50L+0.450W+H 1.23 Span 1 0.013 +D+0.750Lr+0.750L+0,450W+H 1.54 span 1 0.016 + +0.750Lr+0.750L+0.450W+ 1.85 Span 1 0,010 +D+0,750Lr+0.750L+0,450W+H 2,16 Span 1 0,022 +D+0. 50Lr+0,750L+0,450W+H 2.47 Span 1 0,025 +D+0.75OL.r+0.7 0L+0.;450W+H 2.78 Span 1 0,027 +D+0,75OLr+0.750L+0,450W+H 3.09 Span 1 0,030 +D+0.750Lr+0,750L.+0.450W+H 3.39 Span 1 0.032 +D+0. 50Lr+0,750L+0.450W+H 3.70 Span 1 0.034 +D+0.7 0L.r+0. 50L,+0.4 i0W+H 4.01 Span 1 0.035 ++0.70Lr+0.70L+0.450W+H 4.32 Span 1 0,037 + +0. 0Lr+0,750L+0,450W+H 4.63 Sparc 1 0.036 +D+0.7 0Lr+0,750L+0.450W+ 4,94 Span 1 0,[139 +L1+0,750Lr+0.75 L+0,450W+H 5.25 Span 1 0.040 +D+0.75OLr+0.750L+0.450W+H 5,55 Span 1 0.040 + +0.7 0Lr+0.750L+0.450W+H 5,86 Span 1 0,041 +D+0.750Lr+0.750L+0,450W+H 6.17 Span 1 0,041 +D+0,750Lr+0.750L+0.450W+H 6.45 Span 1 0,040 +D+0.7 0Lr+0,750L.+0,450W+H 6.79 Span 1 0.040 +D+0.750Lr+0.750L+0.450W+H 7.10 Span 1 0,039 + +0.75OLr+0. 50L+0.450W+H 7.41 Span 1 0.036 +D+0.75OLr+0.750L+0.450W+H 7,71 Span 1 0.037 + +0.75OLr+0,750L+0.450W+H 6.02 Span 1 0,035 +D+0.750Lr+0,7 0L+0,450W+H 5.33 Span 1 0,034 +L}+0.75OLr+0.750L+0.4 0 +H 6,64 Span 1 0,032 + +0.75OLr+0.750L+0.450W+H 5.95 Span 1 0,030 +L1+0.75OLr+0.750L+0.450W+H 9.26 Span 1 0,027 +D+0.750Lr+0.750L+0.450W+H 9,57 Span 1 0.025 +}+0.750Lr+0.750L+0.450W+H 9.67 Span 1 0.022 + +0, 50Lr+0.7 0L+0.450W+H 10,18 Span 1 0,019 +D+0.750Lr+0.750L+0.450W+H 10.49 Span 1 0.016 + +0,75OLr+0.7 0L+0.450W+H 10.80 Span 1 0,013 Title Block Line I Project Tide: You can change this area Engineer: using the "Settings" menu item Project Descr., and then using the "Printing Title Block" selection, Tide Block Line 6 File z PA10128 - WheatOdge Load Type/ Combination Span Location (ft) Span ID Deflection (in) +D+0,75OLr+0.750L+0,450W+H 11,11 an 1 0,010 +D+0,75OLr+0.750L+0.4500+H 11.2 Span 1 0,007 +D+0.750Lr+0.750L+0.450W+H 11,73 Span 1 0,003 +D+0.750Lr+0.750L+0.450W+H 12,00 Span 1 0.000 +D+0.750L+0,7505+0,450W+H 0,00 Span 1 0.000 +D+0,750L+0.750S+0.450W+H 031 Span 1 0M3 +D+0.750L+0,750S+0,450W+H 0,62 Span 1 0,007 +D+0.750L+0.7505+0.450W+H 0,93 Span 1 0,010 +D+0.750L+0.7505+0.450W+H 123 Span 1 0,013 +D+0.750L+0,7505+0.450W+H 1.54 Span 1 0.016 +D+0,750L+0.750S+0.450W+H 1,85 Span 1 0,019 +D+0,750L+0.7505+0.450W+H 216 Span 1 0,022 +D+0.750L+0.750S+0.450W+H 2,47 Span 1 0,025 +D+0,750L+0.7505+0,450W+H 238 Span 1 0M7 +D+0.750L+0.7505+0.450W+H 109 Span 1 0,030 +D+0.750L+0.7505+0.450W+H 3,39 Span 1 0.032 +D+0.750L+0.7505+0.450W+H 3,70 Span 1 0.034 +D+0.750L+0,7505+0.450W+H 4,01 Span 1 0M5 +D+0.750L+0.750S+0.450W+H 432 Span 1 0.037 +D+0,750L+0.7505+0.450W+H 4,63 Span 1 0.038 +D+0.750L+0.750S+0.450W+H 4,94 Span 1 0,039 +D+0,750L+0.7505+0,450W+H 5,25 Span 1 0»040 +D+0.750L+0.7505+0,450W+H 5.55 Span 1 0,040 +D+0.750L+0.7505+0.450W+H 5,86 Span 1 0.041 +D+0.750L+0.7505+0.450W+H 6.17 Span 1 0,041 +D+0.750L+0.7505+0,450W+H 6,48 Span 1 0,040 +D+0,750L+0.7505+0,450W+H 6,79 Span 1 0.040 +D+0,750L+0.7505+0.450W+H 7.10 Span 1 0M9 +D+0,750L+0.7505+0.450W+H 7.41 Span 1 0.038 +D+0.750L+0,7505+0.450W+H 7,71 Span 1 0M7 +D+0.750L+0,750S+0,450W+H 8,02 Span 1 0,035 +D+0.750L+0.7505+0.450W+H 8,33 Span 1 0,034 +D+0.750L+0.7505+0,450W+H 8,64 Span 1 0,032 +D+0.750L+0.7505+0.450W+H 8.95 Span 1 0.030 +D+0,750L+0.7505+0.450W+H 9,26 Span 1 0,027 +D+0.750L+0,7505+0,450W+H 9,57 Span 1 0,025 +D+0,750L+0,7505+0,450W+H 9,87 Span 1 0,022 +D+0.750L+0,7505+0,450W+H 10,18 Span 1 0,019 +D+0,750L+0,7505+0.450W+H 10,49 Span 1 0.016 +D+0.750L+0,750S+0,450W+H 10,80 Span 1 0,013 +D+0.7501.+0.7505+0,450W+H 11,11 Span 1 0.010 +D+0,750L+0,7505+0,450W+H 11.42 Span 1 0.007 +D+0.750L+0,7505+0,450W+H 1113 Span 1 0,003 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr. and their using the "Printing r& Title Block" selection. Title Block Brie 6 I Re-PA10128-WheaMd Beam Sparc Deflections at Incremental Location Load Type/ Combination Span location (ft) Span ID Deflection (in) +D+0. S£}L+0.7 S+0,4500+ 12.1111 Span t 0.000 + +0.7501.+0.7505+0.52505+H 0.00 Span 1 0.000 +D+0.7500+0,7505+0.5 50 + i 031 Span 1 0,003 +D+0.750L+0.7505+0.5 50E+H 0.62 Sparc 1 0.007 +{3+0.750L+0.7505+0.5250+H 0.93 Sparc 1 0.010 ++0.750L+0.7505+0.5250+H 1.23 Span 1 0.013 +D+0,750L+0.7505+0.5250 +H 1.:54 Span 1 0.016 ++0.7501,+0.7505+0.5250+H 1.85 Span 1 0.019 +C+0.750L+0.7505+0.5250+H 2.16 Span 1 0:022 +Or+0.750L+0.7505+0.52505+H 2.47 Span 1 0.025 +C+0.7501+0.7505+0,5506+H 2.78 Sparc 1 0.027 +13+0.750L+0,7505+0.5250+H 3.00 Sparc 1 0.030 +C+0.750 +0.7505+0.52 0 +H 3.30 Sparc 1 0,032 +D+0.7501.+0.7505+0.5250 +H 3,70 Span 1 0,034 +C7+0.7501.+0.7505+0.520+H 4:01 Span 1 0.035 +13+0.7501.+0.7505+0.550+H 4.32 Span 1 0,037 +(3+0.750L+0.7505+0.5250B+H 4.63 Span 1 0.038 +C+0.70L+0.7505+0.5250+H 4..04 Span 1 0.039 +C+0.750L+0.7505+0.5250 +H 5.25 Span 1 0,040 + i+0.750L+0.7505+0.52505+H 5.55 Span 1 0.040 +D+0.750L+0.7505+0,5250 +H 5.86 Sparc 1 0.041 +L1+0,7501.+0.7505+0.5250+H 6.17 Span 1 0.041 + +0.750L+0.7505+0.5250 +H 6,48 span 1 0,040 +11+0.750L+0.7505+0.5250 +H 6.79 Span 1 0.040 +i0+0.7501.+0.7505+0.52500+H 7.10 Span 1 0.039 +L3+0.7501+0,7505+0.52500+H 7.41 Sparc 1 0.038 +j0+0.7501.+0.7505+0,52500+H 7.71 Span 1 0.037 +D+0.750L+0.7505+0.52500+H 8.02 Span 1 0.035 +D+0.750L+0.7505+0.52505+H 8.33 Saran 1 0.034 +13+0.7501.+0.7505+0.52505+H 8.64 Sparc 1 0.032 +10+0.750L+0.7505+0.52500+H 8,95 Span 1 0.030 +D+0.750L+0.7505+0,52500+H 9.26 Span 1 0.027 +D+0.750L+0.7505+0.5250B+H 9,57 Span 1 0.025 +D+0.7501.+0.7505+0,52500+H 9.87 Span 1 0.022 +D+0.750L+0.7505+0.52500+H 10.18 Span 1 0.019 +j0+0.7501+0.7505+0.5250+H 10.49 Span 1 0,016 +D+0.750L+0.7505+0.52500+H 10.80 Sparc 1 0.013 +D+0.7 0L+0.7505+0.52500+H 11.11 Span 1 0.010 +C7+0.7501+0.7505+0.52500+H 11.42 Spam 1 0.007 +C1+0.7501+0.7505+0,52500+H 11.73 Span 1 0.003 +C3+0.7501+0,7505+0.52500+H 12.00 Span 1 0,000 +0,600;+0.60W+0.601-1 0,00 Sparc 1 0.000 Title Black line 1 Project Tale: You can change this area Engineer: PfQeztV6 using the "Settings° menu item Project 13escr: and then using the "Printing & Title Block" selection. Title Block line 6 AP,";,5 . 32.,M "'teel BeamHe= P:1 Oli8-eakidgeAnimal Hospita)XENCIN ERINd1C�iDs\ldl29 ng. c6 6NERCALC, INC. 1963-2016, eald,6.16.3A, Ver:616.3.4, Seam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span 113 Deflection (in) +0,60 +0.60W+0,60H 0,31 Span 1 0.001 +0.6013+0,60W+0.60H 0.62 Span 1 0.002 +0.6017+0.60W+0,60H 4.93 Span 1 0,043 +0.6017+0.60W+0.60H 9.23 Span 1 0.043 +0.6017+0.60W+0.60H 1,54 Span 1 0.004 +0.60D+0.60W+0.60H 1,85 Span 1 0.005 +0,6010+0.60W+0,60H 2.15 Span 1 0.006 +0.6013+0.60W+0.60H 2.47 Span 1 0.047 +0.6013+0,60W+0.64H 2.78 span 1 0,007 +0.6017+0.60W+0.60H 3.09 Span 1 4.048 +0.60D+OMW+0.6t3H 3.39 Span 1 0.006 +0.600+0.60W+0.60H 3.70 Span 1 0.049 +0.60[1+0.60W+OMH 4,01 Span 1 0.049 +0.60[1+0,64W+OMH 432 Span 1 0.010 +0.6017+0.60W+0.60H 4.63 Span 1 4.010 +0,60D+0.60W+0.60H 4,94 Span 1 0.010 +0.6017+0,60W+0.60H 525 Span 1 0,011 +0,6017+0.60W+0,60H 5.55 span 1 0.011 +0,60D+0.60W+0.60H 5,861 Span 1 4.011 +0.600+0.60+0.60H 6.17 span 1 0.011 +0.6013+0.60W+0.60H 6,48 span 1 0.011 +0.6017+0.60W+0,60H 6.79 Span 1 0.011 +0.60D+0.60W+0.60H 7.10 span 1 0.010 +0.60[3+0,60W+0.60H 7.41 Span 1 4.014 +0.6017+0.60W+0,60H 731 Span 1 0.010 +0,6017+0.60W+0.60H 8:02 Span 1 0,009 +0MD+0.60W+0,60H 8.33 Span 1 0,009 +0,6013+0. 0W+0,60H 8.64 Span 1 0.008 +0.6011+0.60W+0.60H 8.95 Span 1 4.008 +0,600+0.60W+0,60H 9.26 Span 1 0.007 +0.6013+0,60W+0.60H 9.57 span 1 0,007 +0.6017+0.60W+0. r0H 9.87 span 1 4.006 +0MD+0.60W+0.60H 10.18 span 1 0.005 +0.6013+0.60W+0.60H 10,49 Span 1 0.044 +0.6013+0,60+0.60H 10.80 Span 1 0,003 +0.600+0.60W+0.60H 11,11 Span 1 0,003 +0.6013+0.60W+0.60H 11.42 span 1 0.002 +0.6017+0.60W+0.60H 11.73 span 1 0,001 +0.6013+0.60W+0.60H 12.00 span 1 0.000 +0.6017+0.70E+0.60H 4.40 span 1 0.000 +0.6017+0.70E+0.60H 0,31 span 1 0.003 +0.6011+0.70E+0.60H 0.62 spars 1 0.002 +0,6017+030E+0.60H 0,93 Span 1 0.003 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr and then using the "Printing Title Bock" selection. Title dock Line Beam File = PA10128 • Wheat Beam Span Defections at Incremental Locations Load Type/ Combination Span Location (tt) Span ID Detection (1n) +0.600+070E+0,60H 1.23 Span 1 0,003 +0,600+0,70E+0,60H 1.54 Span 1 0.004 +0.600+0.70E+0.60H 1.65 Span 1 0.005 +0.6001+0,70E+0.60H 2.16 Span 1 0.006 +0,6003+0,70E+0.60H 2.47 Span 1 OM7 +0.600+0.70E+0.60H 2,78 Span 1 0.007 +0.60[3+0.70E+0,60H 3.09 Span 1 0.008 +0.600+0.70E+0,60H 339 Spam 1 OM8 +0.600+0.70E+0,60H 3.70 Span 1 0.009 +0.600+0.70E+0.60H 4,01 Spars 1 0.009 +0.600+0,70E+0.60H 4,32 Span 1 6,010 +0.600+0.70E+0.60H 4.63 Span 1 0.010 +0.600+0.70E+0.60H 4.34 Span 1 0,010 +0,600+0.70E+0.601-1 5.25 Span 1 0.011 +0}.600+0.70E+0.6(111 &55 Span l 0 01I +0.600+0 ,70E+0.60H 6.66 Span 1 0.011 +0.600+0.70E+0.60H 6.17 Span 1 0.011 +0,600+0,70E+0.60H 6.46 Span 1 0,011 +0,6003+030E+0.60H 6.79 Span 1 0,011 +0.600+0,70E+0MH 7.10 Span 1 0.010 +0,600+0.0E+0.60H 7.41 Spars 1 0,010 +0.600+0.70E+0,60H 7.71 Span 1 0.010 +0,600+0.70E+0MH 8.02 Span 1 0,009 +0.600+0.70E+0.60H 3.33 Span 1 0,009 +0.600+0.70E+0,6011-1 8.64 Span 1 0.11436 +01,600+0. 0E+0,60 H 8.95 Span 1 OM +0.600+0.70E+0.601 -t 9.26 Span 1 0,007 +0.600+0.70E+0.60H 9,57 Sparc 1 0.007 +0.600+0,701E+0.601-1 9.87 Span 1 0.006 +0.600+0.70E+0.60H 10.18 Spars 1 0.005 +01.600+0. 0E+0.60H 10.49 Spars 1 0,004 +0.600+0.70E+0.60H 10.80 Spars 1 0,003 +0.6001+0.70E+0.60H 11.11 Span 1 0.003 +0.600+0,70E+0.60H 11.42 Spars 1 0,002 +0.600+0,70E+0.6011-1 11.73 Span 1 0.001 +0.600+0.70E+0.60H 12.00 Span 1 0,000 0 Only 0.00 Span 1 0,000 0 Only 0.31 Span 1 0,001 0 Only 0.62 span 1 0.003 0 Only 0.93 span 1 0.004 0 Only 1,23 Span 1 0,006 D Only 1.54 Span 1 0.007 D Only 1.85 Span 1 0,009 ii ', Ai:Rr. :.16 " „41s, Title Block Line I Project Title: You can change this area Engineer, using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection, Title Block Line 6 He = PA10128 - Wheod Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) D Only 2.16 Span I 0.010 D Only 2,47 Span 1 0,011 D Only 278 Span 1 0,012 D Only 3,09 Span 1 0,013 D Only 3,39 Span 1 0,014 D Only 170 Span 1 0.015 D Only 4.01 Span 1 0.016 D Only 432 Span 1 0,016 D Only 4,63 Span 1 0,017 D Only 4.94 Span 1 0.017 D Only 5,25 Span 1 0.018 D Only 5.55 Span 1 0.018 D Only 5.86 Span 1 0.018 D Only 6,17 Span 1 0,018 D Only 6A8 Span 1 0,018 D Only 6,79 Span 1 0,018 D Only TIO Span 1 0,017 D Only 7.41 Span I 0:017 D Only 7.71 Span 1 0M6 D Only 8,02 Span 1 0,016 D Only 8.33 Span 1 0M5 D Only 8:64 Span 1 0,014 D Only 8.95 Span 1 0,013 D Only 9,26 Span 1 0,012 D Only 9,57 Span I 0.011 D Only 3.81 Span I 0.010 D Only 10,18 Span 1 0.009 D Only 1049 Span 1 0M7 D Only 10,80 Span 1 0,006 D Only 11,11 Span 1 0M4 D Only 15.42 Span 1 0.003 D Only 11Y3 Span I OMI D Only 72.00 Span I OMO Lr Only 0.00 Span I 0.000 Lr Only 031 Span I 0Z00 Lr Only 0.62 Span 1 0,000 Lr Only 0,93 Span I OMO Lr Only 1.23 Span 1 0,000 Lr Only 1,54 Span 1 0,000 Lr Only 1.85 Span 1 0,000 Lr Only 2,16 Span 1 0,000 Lr Only 2,47 Span I OMO Lr Only 2,78 Span 1 0,000 Title Black Line 1 Project Title: You can change this area Engineer: using the "Settings" menu stem Project Descr, and then using the "Printing Deflection (in) Title Block" selection. 3,09 Title Block Line 0.000 + ,teed Beam File = P:118128 - ahige M Bean Span Deflections at Incremental Locations Load Type/ Commination Span Location (ft) Span 117 Deflection (in) Lr Only 3,09 Span 1 0.000 Lr Only 3.39 Span 1 0.000 Lr Only 3,70 Span 1 0,000 Lr Only 4.01 Span 1 0.000 Lr Only 4,32 Span 1 0000 Lr Only 4.83 Span 1 0.000 Lr Only 4,94 Span 9 0.000 Lr Only 5.25 Span 1 0.000 Lr Only 5.55 Spars 1 0.000 Lr Only 5.95 Span 1 0,000 Lr Only 5.17 Span 1 0,000 Lr Only 6.48 Span 1 0.000 Lr Only 6.79 Span I 0.000 Lr Only 7.10 Span 1 0.000 Lr Only 7x41 Span 1 0.000 Lr Only 7.71 Span 1 0,000 Lr Only 8.02 Span 1 0.000 Lr Only 8.33 Span 1 0,000 Lr Only 8.64 Span 1 0.000 Lr Only 8.95 Span 1 03.000 Lr Only 9.26 Span 1 0.000 Lr Only 9.57 Span 1 0.000 Lr Only 9.81 Span 1 0,000 Lr Only 10.18 Span 1 OMO Lr Only 10.49 Span 1 0.000 Lr Only 10,80 Span 1 0.000 Lr Only 11,11 Span 1 0.000 Lr Only 11.42 Span 1 0.000 Lr Only 19.73 Span '1 0.000 Lr Only 12.00 Span 1 0.000 L Only 0.00 Span 1 0.000 L Only 0,31 Span 1 0.002 L Only 0.62 Span 1 0.005 L Only 0,93 Span 1 0.007 L Only 1.23 Span 1 0.010 L Only 1.54 Span 1 0.012 L Only 1.85 Span 1 0.014 L Only 2.16 Span 1 0,016 L Only 2,47 Span 1 0.018 L Only 2.18 Span 1 0.020 L Only 3.09 ;Span 1 0,022 L Only 3.39 span 1 0,024 L Only 3.70 span 1 0,025 � k t Title Block Line I Project Title: You can change this area Engineer: ett 0 using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Pr ' APR 20 �E I S WAM He= PA10128-WheW Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) L Only 4,01 Span 1 0,026 L Only 432 Span 1 0M7 L Only 4.63 Span 1 0M8 L Only 4.94 Span 1 0.029 L Only 525 Span 1 0,030 L Only 5.55 Span 1 OMO L Only 5,86 Span 1 0.030 L Only 6,17 Span 1 0.030 L Only 6,48 Span 1 0,030 L Only 6,79 Span 1 OMO L Only 7,90 Span 1 0,029 L Only T41 Span 1 0M8 L Only 7.71 Span 1 0,027 L Only 8,02 Span 1 0,026 L Only 8.33 Span 1 0,025 L Only 8.64 Span 1 0.024 L Only 8.95 Span 1 0.022 L Only 926 Span 1 0,020 L Only 9.57 Span 1 0,018 L Only 9,87 Span 1 0,016 L Only 10,18 Span 1 OV4 L Only 112.49 Span 1 0.012 L Only 10,80 Span I OVO L Only 11.11 Span 1 OM7 L Only 11,42 Span 1 0.005 L Only 11.73 Span 1 0,002 L Only 12,00 Span 1 0,000 S Only 0.00 Span 1 0.000 S Only 031 Span 1 0,000 S Only 0,62 Span 1 0.000 S Only OM Span 1 0,000 S Only 1.23 Span 1 0,000 S Only 1,54 Span 1 OMO S Only 1,85 Span 1 0,000 S Only 2,16 Span 1 0,000 S Only 2,47 Span I OMO S Only 2,78 Span I OMO S Only 3,09 Span I OMO S Only 339 Span 1 0,000 S Only 3,70 Span I OMO S Only 4.01 Span 1 0,000 S Only 4.32 Span 1 0,000 S Only 4,63 Span 1 OMO Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr, and then using the "Printing & Title Block" selection, M He= PA10128-Whe*d Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) S Only 4,94 Span 1 0,000 S Only 5.25 Span I OMO S Only 5.55 Span I OMO S Only 5,86 Span I OMO S Only 6,17 Span I OMO S Only 6,48 Span I 0Z00 S Only 6.79 Span 1 0,000 S Only 7,10 Span I OMO S Only 7.41 Span I OMO S Only 7,71 Span 1 0,000 S Only 8.02 Span I OMO S Only 833 Span 1 0,000 S Only 8,64 Span 1 0,000 S Only 8.95 Span I OMO S Only 916 Span I OMO S Only 9,57 Span I OMO S Only 9,87 Span 1 0.000 S Only 10,18 Span I OMO S Only 10.49 Span 1 0,000 S Only 10,80 Span 1 0,000 S Only 11.11 Span I OMO S Only 11.42 Span 1 0,000 S Only 1113 Span 1 0,000 S Only 12,00 Span I OMO W Only OM Span 1 0.000 W Only 0,31 Span 1 0,000 W Only O.62 Span 1 0.000 W Only OM Span I 0.000 W Only 1,23 Span 1 OMO W Only 1,54 Span 1 0,000 W Only 1,85 Span 1 0,000 W Only 216 Span 1 0,000 W Only 2,47 Span 1 0,000 W Only 278 Span I OMO W Only 3.09 Span I 0Z00 W Only 139 Span 1 OMO W Only 3,70 Span 1 OMO W Only 4,01 Span 1 0,000 W Only 4,32 Span 1 0,000 W Only 4,63 Span 1 0.000 W Only 4,94 Span 1 0,000 W Only 525 Span 1 0,000 W Only 5.55 Span 1 OMO Title Block Line I Project Title: You can change this area Engineer: using the "Setfings" menu item Project Deser, and then using the "Printing & Title Block" selection, Title Block Line 6 I Fite = PA10128 - Wheaftidge Beam Span Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) W Only SM Span 1 0,000 W Only 617 Span 1 0,000 W Only 6.48 Span 1 0,000 W Only 6,79 Span I OMO W Only 7A0 Span 1 0,000 W Only 7,41 Span I OMO W Only 7.71 Span 1 0,000 W Only 8.02 Span 1 0,000 W Only 8.33 Span 1 0.000 W Only 8,64 Span I OMO W Only 8.95 Span 1 0.000 W Only 9.26 Span 1 0.000 W Only 9,57 Span I OMO W Only 9,87 Span 1 0.000 W Only 10.18 Span 1 0,000 W Only 10,49 Span 1 0.000 W Only 10,80 Span I 0Z00 W Only 11,11 Span 1 0.000 W Only 11A2 Span I OMO W Only 11,73 Span 1 0,000 W Only 12.00 Span 1 0.000 E Only 0.00 Span 1 0,000 E Only 0,31 Span 1 0,000 E Only 0,62 Span 1 0,000 E Only 0.93 Span 1 0,000 E Only 1,23 Span I OMO E Only 1.54 Span 1 0,000 E Only 1.85 Span I OMO E Only 2.16 Span 1 0,000 E Only 2,47 Span 1 0.000 E Only 2,78 Span 1 0,000 E Only 3,09 Span I OMO E Only 139 Span 1 0,000 E Only 330 Span I OMO E Only 4,01 Span 1 0,000 E Only 432 Span 1 0,000 E Only 4,63 Span 1 0,000 E Only 4,94 Span I OMO E Only 5.25 Span I OMO E Only 5,55 Span 1 OMO E Only 5.86 Span 1 0,000 E Only 6.17 Span I OMO E Only 6.48 Span 1 OMO A"'R FIA Title Block Line 1 Project Title You can change this area Engineer: using the "Settings" menu item Project Descr and then using the "Printing Title Block" selection. Title Block line File. PA10128 - Mr � Beam Spars Deflections at Incremental ental cations Load Type/ Combination Span Location (ft) Span ID Deflection (in) E Only 6.79 Span 1 0.000 E Only 7.10 Span 1 0.00O E Only 7.43 Span 1 0.000 E Only 7.71 Span 1 0.000 E Only 8.02 Span 1 OMO E Only 8,33 Span 1 0.000 E Only 8.64 Span 1 0.000 E Only 8.95 Sparc 1 0.00O E Only 9.26 Span 1 0.000 E Only 9.57 apart 1 0.000 E Only 9,87 Sparc 1 0.001 E Only 10,18 Span 1 0,0030 E Only 10A9 Spars 1 0.000 E Only 10.80 Spars 1 0.000 E Only 11.11 Sparc 1 OD00 E Only 11,42 Span 1 0.000 E Only 11.73 Span 1 0.000 E Only 12.00 Span 1 0.000 H Only 0,00 Span 1 0.000 H Only 0.31 Span 1 0.000 H Only 1.62 Span 1 0.0003 H Only 0.93 Span 1 0.00O H Only 1.23 Span 1 0.00O H Only 1.64 Span 1 OMO H Only 1.85 Span 1 0.000 H Only 2.16 Sparc 1 0.000 H Only 2.47 Span 1 OMO Only 218 Span 1 03.000 H Only 3,09 Sparc 1 0.000 H Only 133 Spar, 1 OMO H Only 3.70 Sparc 1 0.000 H Only 4.01 Span 1 0.000 H Only 4,32 Span 1 0.000 H Only 4.63 Span 1 0.000 H Only 4.94 Span 1 0.000 H Only 5.25 Span 1 0.000 H Only 5.55 Span 1 0,000 H Only 5.86 Spun 1 0,000 H Only 6.17 Span 1 0,000 H Only 6A8 Span 1 0.000 H Only 6,79 Span 1 0:000 H Only 7.10 Span 1 0.000 H Only 7.41 span 1 0.00O •Tj� � Title Block line i Project Tile: You can change this area Engineer: using the "Settings" menu item Project Descr and then using the "Printing Title Block" selection. Title Black line 5 BeamFIVER File= = P -M0128 - Whasbi4ge Animal talkEN INEERR 'teel , WC, 1902016 rPi , . �� Description : Fluor Bears North of Stair Beam pan Deflections at Incremental Locations Load Type/ Combination Span Location (ft) Span ID Deflection (in) -I Only 7.71 Sparc 1 0.000 H Only 8,02 Spars 1 U00 H Only 6.33 Sparc 1 0.000 Only 6.64 Sparc 1 0.000 H Only 3,95 Span i 0.01;0 H Only 0.26 Spars 1 0.000 H Only 0.57 Span 1 OMO H Only 9.87 Spars 1 0.000 H Only 10.16 Space 1 0.000 Only 10.45 Spars 1 0.000 Only 10.60 Span 1 OMO H Only 11.11 Span 1 0.000 H Only 11.42 Span 1 0.000 H Only 11.73 Span 1 0.000 H Only 12.00 Sparc 1 0.000 ,Ai* loenj-tey, urrent Date: 4/1/2016 11:44 AM PIG - 115 nits system: English 4e name: R\10128 - Wheatridge Animal HospitalkENGINEERINGkCalcslElements Model,etz\ xt, <2O'erlikey urrent Date: 4/1/2016 11:45 AM PG -)1« As system: English Ie name: R\10128 - Wheatridge Animal HospitaRENGiNEERINGkCalcsNEtements Modef.etz\ Y Bentley, 2flnuffi Current Date* 4/1/2016 11:47 AM Units system: English File name: P:X10128 - Wheatridge Animal HospitalkENGINEERING\Caics\Elements ModeLetzk tqTr7tqr M7 03�7� Members: Hot -rolled Design code: AISC 360-2005 ASD Member : 9 Design status : OK Section Informallon bf 7,000 [in] Width d 16.000 [in] Depth k 0.907 [in] Distance k k1 0,813 [in] Distance ki ff 0,505 [in] Flange thickness tw 0.305 [in] Web thickness Properties ----- – – ------- — --- – - – – -- – --- – --- – – -------------- – -- — -------- -- --- --- – ------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [int] 11-800 Moment of Inertia (local axes) (1) [in4] 518.000 28.900 Moment of Inertia (principal axes) (I') [init] 518,000 28.900 Bending constant for moments (principal axis) (Y) [in] 0,000 0,000 Radius of gyration (local axes) (r) [in] 6.626 1.565 Radius of gyration (principal axes) (r) [in] 6,626 1.565 Saint-Venant torsion constant, (J) [jn4] 0,794 Section warping constant, (Cw) [in6] 1730.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0,000 Top elastic section modulus of the section (local axis) (Swap) [10] 64,700 8.250 Bottom elastic section modulus of the section (local axis) (Sinf) fin3l 64.700 8,250 Top elastic section modulus of the section (principal axis) ('sup) [in3] 64,700 8.250 Bottom elastic section modulus of the section (principal axis) (S'Inf) [in3] 64,700 8,250 Plastic section modulus (local axis) (Z) [in3] 73,000 12.700 Plastic section modulus (principal axis) (7) [in21] 73.000 12.700 Polar radius of gyration, (ro) [in] 6,808 Area for shear (Aw) [In2] 7,070 4.880 Torsional constant (C) [in3] 1,480 ME Material: A992 GrSO Properties unit Value Yield stress (Fy): [Kiplin2j %00 Tensile strength (Fu): (Kiplin2j 65.00 Elasticity Modulus (): [Kipfin2] 29000.00 Shear modulus for steel (G): [Kiphn2j 1115185 DESIGN CRITERIA 2.00 1,0 Description Unit Value length for tension slenderness ratio (L) (ft] 2.00 Distance between member lateral bracing points 1.0 1.0 Length (Lb) (it] 2.00 1.0 Tap Bottom 2.00 2.00 2.00 26.67 1.0 2.00 2.00 1,0 1.0 2.00 2.00 1,0 2,00 2,00 2.00 2.00 1,0 2.00 2.00 1.0 1.0 2.00 2.00 1.O 2.00 2.00 2.00 2.00 1.0 2.00 2.00 1.0 1.0 2.00 0,67 1.0 2.00 2.00 0,67 rr! Torsional axis(t) --------------- 1.0 Length [it) Effective length factor Major axis(L3) Minor axis(L22) Tensional axis(Lt) Major axis(K) Minor axis(K22) 2.00 2.00 26.67 1,0 1,0 2.00 2.00 1,0 1.0 2.00 2.00 1,0 1,0 2.00 2.00 1.0 1.0 2,00 2.00 1.0 1.0 2.00 2.00 1,0 1.0 2.00 2.00 1,0 1.0 2.00 2.00 1,0 1,0 2,00 2.00 1.0 1,0 2.00 2.00 1.0 1.0 2.00 2.00 1.O 1.0 2.00 2.00 1.0 1.0 2.00 2,00 1.0 1.0 0.67 0,67 1.0 1,0 rr! Torsional axis(t) --------------- 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway RJAMR*W, AXIAL TENSION DESIGN 100' Axial tension Reference Sec. E4 Ratio 000 Ctrf Eq, D14 at 0.00% Capacity 353,29 [Kip] Reference Eq. Sec, D2 Demand 1.12 (Kip) Ctrl Eq. D2 at 0,00% Intermediate results Unit Value Reference Factored axial tens'— — — ---------- — ------- — --- — ------- ------ [Kip] -------- — ------ — -- ------- 353,29 Eq. Sec. D2 — --- — ----- — ------ AXIAL COMPRESSION DESIGN Com cession in the #'or AXIS 33 Ratio 0,00 Capacity 329.61 [Kip] Reference Sec. El Demand 034 [Kip] Ctrl Eq. D14 at O 00% -------------- — -- — — - — — ------------------ Intermediate results ---------- — - Unit Value Reference — — ------- — -- — — ------- — - — --- — section _classification — ---- — — -------- — ---- — Factored flexural tbqc9kU1bg_strep at(Pn33Q) [Kip] 329,61 Sec. E1 Ratio 0.00 Capacity 153,14 [Kip) Reference Sec. E4 Demand 0,74 [Kip] Ctrf Eq, D14 at 0.00% Intermediate results — — — -------- Unit Value Reference Section classification — ---- — ------ — -------- — — — — ------- — --- — - — — - EggqMgLflexor#1 bucklin strera th(Pn22/0) [Kip] 32531 Sec, El Fqgjqnftljtorsional car flexural -torsional bucklirs strep th(Pnlllf)) — ---------- -- ---- — ----- --------- [Kip] — -- — — -- — ------ — 15314 Sec, E4 -------- — --- — — ----- — - — --- — ----------- — FLEXURAL DESIGN Sending about mAi2L#Xj&AL3 Ratio 0 09 Capacity 11810 [Kip*ft] Reference Sec, F1 Demand -10.20 [Kip*ft] Ctrl Eq. D6 at 0.00% 0 wo Intermediate results Unit Value Reference Section classification --- ------------ ._-- ---------- —----------- ____ _.-__.____--------- Factored ieldi strep th(MnA) [Kip*ft] 162,14 sec. F1 Factored latratgitorsional buckl_"n strep th(RilniS) [Kip*ft] 116.70 sec. F1 Bendin about minor axis M22 Ratio . O.02 Capacity 31.69 [Kip*ftj Reference Sec. F1 Demand 0.43 [Kip*ft] Ctrl Eq. D13 at 0.00% Intermediate results Unit Value Reference section_ classification Factored leldin strep th{lni+) [Kip*ft] 31.69 Sec, F1 DESIGN FOR SHEAR Shear in major axis 3 Ratio O,00 Capacity 127,01 [Kip] Demand 0.04 [Kip] Ctrl Eq. t 13 at O.OQ% Intermediate results Unit Value Reference Factored shear ca acit (Vn/Q) [Kip] 127.01 Shear in minor axis 2 Ratio 0.01 Capacity 97.60 [Kip] Reference Sec. C2.1(a) Demand O,82 [Kip] Ctrl Eq, Dl O at 0.00% Intermediate results unit Value Reference Factored hear ea cit (VniS) [Kip] 97.60 Sec, G2,1 (a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0,09 .............. ............ tn1 Eq. C76 at 0.00% Reference Eq. 1-11-1b Intermediate results Unit Value Reference Interaction for doubt s mmetmic members for in- lane bendin -- 0.09 Eq. 1-11-1b Int@rection far doubt s metric members for out -of- lane bertdin -- 0,01 Eq. H1-2 Combined flexure and axial tension Ratio 0,09 Ctrl Eq, D6 at 0.00% Reference 6q, HI -3b Intermediate results Unit Value Reference Combined flexure and axial compression about local axis ....Ratio ....., .,....... /A Ctrl Eq, - Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq, - Reference Member1: Design Section Infennation Dimensions bf - 7.000 [in] Width d - 16.000 tin] Depth k - 0,907 Brij Distance k k1 0.813 [in] Distance k1 If - 0,505 [in] Mange thickness tw - 0.305 tin] Web thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [inj 11.800 Moment of Inertia (local axes) (l) tin4j 518.000 28.900 Moment of Inertia (principal axes) (l') [in4] 518,000 28„900 Rending constant for moments (principal axis) (J°) [in] 0,000 0.000 Radius of gyration (local axes) (r) [in] 6.626 1.565 Radius of gyration (principal axes) (r`) tin] 6.626 1.565 Saint -Tenant torsion constant. (J) [in4] 0,794 Section warping constant. (C) [in6l 1730.000 Distance from centroid to sheaf center (principal axis) (xo,yo) [in] 0.000 0.000 `Fop elastic section modulus of the section (local axis) (Ssup) tin3] 64.700 8.250 Bottom elastic section modulus of the section (local axis) (Sinf) [101 64.700 8.250 Top elastic section modulus of the section (principal axis) (S°sup) [in3] 64100 8,250 ME Bottom elastic section modulus of the section (principal axis) (`inf) [in3j 64.700 Plastic section modulus (local axis) (Z) [in3j 73.000 Plastic section modulus (principal axis) (Z°) [in3j 73,000 Polar radius of gyration, (ro) [in] 6.808 Area for shear (Aw) [in2j 7.070 Torsional constant. (C) (W) 1.480 Material: A992 Gr50 2.00 2.00 Properties Ursa Value Yield stress (Fy): [Kiptin2j 50.00 Tensile strength (Fu). [Kipfin2] 65.00 Elasticity Modulus (E). [Kipf"rn2j 29000.00 Shear modulus for steel (G); ------- [Ktpli2j 1115185 DESIGN CRITERIA 1.0 Description Unit Value Length for tension slenderness ratio (L) [ft) 2.00 Distance between member lateral bracing points length (Lia) [it] Top Bottom 2.00 26.67 2.00 2.00 2.00 2.00 2.00 2.00 2,00 2.00 2.00 2.00 2.00 2.00 0,67 Laterally untraced length 1.0 Length [it] Major axis(L33) Minor axis(L22) Torsional axis(Lt) 2.00 2.00 26,67 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.40 2.00 2.00 2.00 2.00 2.00 2,00 2.00 2.00 2.00 0.67 0.67 PG - 122 8.250 12.700 12.700 1.0 1.0 1.0 1.0 1.0 1,0 1.0 1,0 1.0 1.0 1,0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1,0 1.0 1,0 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1.0 'r • Additional t. t.. Continuousy fieldTension action torsionalContinuous flexural factorEffective length Major Minor AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 353.29 [Kip] Demand 0,00 [Kip] ,t „ t t Intermediate results unit Value Reference Factored axial tension gt adlt (Pn1f2) [Kip] 353.29 Eq. Sec. D2 AXIAL COMPRESSION DESIGN Com resslon In the meJor axis 33 Ratio 0,01 Capacity 329,61 [Kip) Reference Sec. E1 Demand 3.14 [Kip] Ctrl Eq. D10 at O.00%Q Intermediate results Unit Value Reference Section classification Eactored aural bucklln siren th(Pn331) [Kip] 329.61 Sec. E1 t f - Ratio 0,02 Capacity 153.14 jKip) Reference Sec, E4 Demand 3.14 [Kip] Ctrl Eq. D90 at 0.00% Intermediate results Unit Value Reference Section classification Fs toned flexural backfin strep th(Pn22n) [Kip) 325.39 Sec. E1 Factored torsional or flexural -torsional bucklln siren th(Pnt l/0) [Kip) 153.94 Sec. E FLEXURAL. DESIGN 13endin alaout ma`or axle M33 Ratio . 0.07 Capacity 109.35 [Kip°ft] Reference Sec. F1 Demand -7.13 [Kip*ft) Ctrl Eq. D10 at 100.00%n zom Intermediate results unit Value Reference Section clan ificatin Factored ieldin strep t (l n/0) [Kip*ft] 162.14 Sec. F1 Factored latera! -torsional bucklin Strep th(lvinl) [Kip*ft] 109.35 Sec. F1 ---- Sending about minor axis M22 Ratio 0.02 Capacity 31.69 [Kip*ft] Reference Sec, F1 Demand -0.55 [Kip*ft] Ctrl Eq, : D13 t 100.00% Intermediate results Unit Value reference Section _classification Factoredyielding Str ngth(MnA [Kip*ft] 31.63 Sec. F1 DESIC N FOR SHEAR Shear i rna or axis 3 Ratio 03 00 Capacity 127.01 [Kip] Demand 0.04 [Kip] Ctrl Eq. : D1 3 at 0.00% Intermediate results Chit Value Reference Factored shear Vn2 [Kip] 127.01a Shear in minor axis 22 Ratio 0,00 Capacity 97.60 [Kip] Reference : Sec. G2.1 (a) Demand -0.43 [Kip] Ctri Eq. D6 at 0.00% Intermediate results Chit Value Reference Factored Shear a acit (Vn1S) [Kip] 97.60 Sec. G2.1 (a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio O 07 Ctrl Eq. D10 at 100.00% Reference Eq, HI -lb Intermediate results Chit Value Reference Interaction for doubly -immetric members for in- lane bendin 0.07 Eq. H1 -ib Interaction for dcaubi s metric merrabers far taut-nf- fan bendin -- 0.02 Eq. 1-11-2 M, Combined flexure and axial tension Ratio 0,07 Ctrl Eq. D6 at 100,00% Reference Eq, Hl -lb — ------ – -- – ----- – ----- – --- – – -- — --------- Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq. Reference Combined flexure and axial tension about local axis Ratio N/A Ctri Eq. Reference Member : 13 Design status : OK Section Information M Dimensions — --- - -- - - -- - --------- — ----- - - - --------------- - -- bf 10.200 [in] Width d 16,300 [in] Depth k 1.070 [in] Distance k k1 1,000 [in) Distance ki tf 0,665 [in] Flange thickness tw 0,395 [in] Web thickness Wm= Section properties Unit Major axis Gross area of the section, (Ag) [int] 19,700 Moment of Inertia (local axes) (1) [init] 954,000 Moment of Inertia (principal axes) (l') [in4l 954,000 Bending constant for moments (principal axis) (S) [in) 0.000 Radius of gyration (local axes) (r) [in] 6,959 Radius of gyration (principal axes) (r) [in] 6,959 Saint-Venant torsion constant. (J) [in4] 2.390 Section warping constant, (Cw) (in6l 7300,000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0,000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 117,000 Bottom elastic section modulus of the section (local axis) (Sint) fin] 117.000 Top elastic section modulus of the section (principal axis) (S'sup) [in3l 117.000 I M. - Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 117.000 23,200 Plastic section modulus (local axis) (Z) [in3j 130.000 35,500 Plastic section modulus (principal axis) (Z) [in3j 130,000 35,500 Polar radius of gyration, (ro) [in] 7,380 Area for shear (Aw) fin2j 13,570 6,440 Torsional constant. (C) [in3j 3,400 Material : A992 Gr50 Properties Unit Value Yield stress (Fy): — — --------- — - (Kiplin2] %00 Tensile strength (Fu): (Kip/W) 65.00 Elasticity Modulus (E): [Kiphn2] 29000.00 Shear modulus for steel (G): ---------- — - — - — -- — ---------- — --- — ---- — ------- [Kiphn2] — — — — — - — — --------------- 1115185 — - — — ------ DESIGN CRITERIA Description Unit Value — -------- — ------- — - — ------- Length for tension slenderness ratio (L) [it] 39.00 Distance between member lateral bracing points Length (Lb) [ftj - — -------- — - — ---- — Top Bottom --------------------------------- - ----- - ---- - - - ------- - - ----- - --- - - - - 39,00 39.00 - - ------------- - ------- - - - - -------- - --- — ----- - ---- - ---- - ------ - -- — -------- - - Laterally unbraced length - — — -------- - — ---- — ------- — -- — --------- — ---- Length [ft) Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) ------- — -- — - — - — --- ---------------- Major axis(K33) Minor axis(K22) Torsional axis(Kt) — ---- ---------- 39,00 WOO 39,00 — — -- — ------------ 1'0 — -- — --- — ------ --------- — 1.0 — ------- — ---------- 1'0 Additional assumptions Tension field action Effective length factor value type Major axis frame type Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 589,82 [Kip] Demand 0.00 [Kip] Intermediate results — ------------ Fgctored axial tension ca acit (PnAl) Reference Eq. Sec, D2 Ctrl Eq, 131 at 0,00% Unit Value Reference [Kip) 589,82 Eq, Sec, D2 % =1 IAL COMPRESSION DESIGN VI Com reslon i the ma or axle 33 Ratio 0,02 Capacity 423.74 [Kip] Deference Sac. E1 Demand 9.91 [Kip] Ctrl Eq. D2 at 0,00% Intermediate results Unit ------ Value Reference Section classification Factored flexural lauctlin strep tl(Pn3 ) [Kip] 423.74 Sec. E1 care resslon in the minor axle 22 Ratio 0.12 Capacity 81.67 [Kip] Deference Sec. E1 Demand 9.91 [Kip] Ctrl Eq. D2 at 0.00% Intermediate results Unit Value Reference ection classification Factored flexural bucLN strep -t (Pn22D) [Kip] 81.67 Sec, E1 Factored torsi€an I or flexural« o�ucl<lin strep th(Pnt 1P) [Kip] 317.18 Sec. E4 FLEXURAL DESIGN Sndin about a r axle IUd Ratio 1.55 Capacity 154,35 [Kip*R] Deference Sec, F1 Demand 84A0 [Kip*ft] Ctrl Eq. D2 at 50.00% Intermediate results Unit Value Reference Section classification Factored leldin strep th(lIn1S2) [Kip*ft] 324.35 Sec. F1 Factored lateral -torsional bucklin strep th{IVlnlx) ---- [Kip*ft] 154.35 Sec. F1 Bending about mlaor axle IN22 Ratio 0.01 Capacity 88.57 [Kip*fi] Deference Sec. F1 Demand 1.01 [Kip"ft] Ctrl Eq. D8 at 0.00% Intermediate results Unit Value Reference Section classiflcati n Facttared vieldincl strenpth(i nl ) [Kip*ft] 88.57 Sec, F1 DESIGN FOR SHEAR Shear In ma'or axle 3 a =1 Ratio 0.00 Capacity 24337 [Kip] Demand 0.04 [Kip] Intermediate results Unit Value Reference - - - - -------- - --- - Factored shear acit (VnQ) — -- — ---------- [Kip] --------- -- 243.77 ------ Shear jaming axi 2 Ratio 0,13 Capacity 128,80 [Kip] Reference Sec. %2.1(a] Demand -16,83 [Kip] Ctrl Eq, D2 at 100.00% ----------- — — -------- - Intermediate results Unit --------- Value Reference Factored shear ca --itv(VnD) ------------- — ----- - - - - ---------- [Kip] 128,80 — -------- Sec, C2,1(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio O 56 Ctrt Eq. D2 at 50.00% Reference Eq. HI -lb --- - - - -------- Intermediate results Unit value — ------ Reference - - ----------- --- — ------ Interaction f r doubt metric members fcar in- lane bendin - -- - ----- - - -- - ------------ -- - - -- - 0,56 Eq. HI -lb Interaction for doubt s metric members for out -of- lane bedsn - 0,42 — E% HI -2 - -------- - Combined flexure and axial tension Ratio O 55 Ctrl Eq. D2 at W00% Reference Erl. H1 -1b .......... - .... ...... ---- — -------- - - - -- Intermediate results Unit ---------- --- — Value — ---- - ---------------- Reference Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq. Reference Combined flexure and axial tension about local axis .......... Ratio NIA Ctrl Eq. Reference EM Member 14 Design status • Secilen InformatJon bf - 10.200 [in] Width [Kiphn2j 50,00 Tensile strength (Fu): [Kiptin2] 65.00 10.300 [in] Depth [Kiplin2] 29000.00 Shear modulus for steel (G): [Kiptin2] 11953.85 --- k - 1.070 [in] Distance k k1 - 1.000 [in] Distance k1 tf _ 0.665 [in] Flange thickness tw 0.395 [in] Web thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [int] 19.700 Moment of inertia (local axes) (1) [in4] 954.000 119.000 Moment of inertia (principal axes) (I`) [i 4j 954,000 119.000 Sending constant for moments (principal axis) (J') [in] 0.000 0,000 Radius of gyration (local axes) (r) [in] 6.953 2.458 Radices of gyration (principal axes) (r") [in) 6.959 2A58 Saint-Venant torsion constant. (J) [in4] 2.390 Section warping constant. (Gw) [in6] 7300.000 Distance from centroid to shear Center (principal axis) (x ,yo) [in) 0.000 0.000 Top elastic section modulus of the section (local axis) (sup) [in3] 117.000 23.200 Bottom elastic section modulus of the section (local axis) (Sinf) [10] 117.000 21200 Top elastic section modulus of the section (principal axis) (S'sup) [in3j 117.000 23.200 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3j 117,000 23.200 Plastic section modulus (local axis) (Z) [in3] 130.000 35.500 Plastic Section modulus (principal axis) (") [in3] 130.000 35.500 Polar radius of gyration. (ro) [in] 7.380 Area for shear (Aw) [in2] 13.570 6.440 Torsional constant. (C) [in3] 3,490 Material : A992 €xr51} •= Unit Value Yield stress (Fy): [Kiphn2j 50,00 Tensile strength (Fu): [Kiptin2] 65.00 !elasticity Modulus (E): [Kiplin2] 29000.00 Shear modulus for steel (G): [Kiptin2] 11953.85 --- Description Unit Value Length for tension slenderness ratio (l_) [ft] 39.00 Distance between member lateral bracing paints Length (Lb) [ft] Top Bottom 39.00 39.00 Laterally unbraced length Length [it] Effective length factor Major axis(L3) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 39.00 39.00 39.00 1.0 1.0 1.0 Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type Nona Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN ial tension Ratio 0.00 Capacity 559.32 [Kip] Reference Eq. sec. X32 Demand 0.00 [Kip] Ctrl Eq. G1 at 0.00% Intermediate results Unit Value Reference Factored axial tension ca aclt (nt 2) [Kip] 559.52 Eq. Sec. D2 AXIAL COMPRESSION DESIGN Com cession in the ma'or axis 33 Ratio 0.02 Capacity 423.74 [Kip] Reference sec. E1 Demand 10.43 [Kip] Ctrl Eq. .72 at 0.00% Intermediate results unit Value Reference section classification Factored flexural by9kfinq strength (P0 ) [Kip] 423.74 Sec. El CRMRMssio in the minor axis 2 Ratio 0,13 Capacity 81.67 [Kip] Reference Sec. E1 Demand 10.43 [Kip] Ctrl Eq. 772 at 0.00% EM M. Intermediate results unit Value Reference Section classification Factored flexural �iren th(Pn22i ) [Kip] 81.67 Sec, F 1 Factored torsional car flexural -torsional bucklin szren zh(F'n 1152) [Kip] 317.18 Sec. E4 FLEXURAL DESIGN Bending about mg2r axis M33 Ratio 0.75 Capacity 152,62 [Kip*ft] Reference Sec. F1 Demand 114.33 [Kip*ff] Ctrl Eq. D2 at 50.00% Intermediate results Unit Value Reference Section classification Factored yjeldn szren th(Mn152) [Kip*fl] 32435 Sec, F1 Factored lateral -torsional laucklin siren th(Mnt52) [Kip*ft] 152.62 Sec. F1 Bendin ataut minnr avis n�22 Ratio 0.01 Capacity 88.57 [Kip*ft] Reference : Sec. F1 Demand 0.96 [Kip*ft] Ctrl Eq, D8 at 0,00'!0 Intermediate results Unit Value Reference Section classification Factored &eldin siren th{MniS } [Kip*fft] 88.57 Sec, F1 DESIGN FOR SHEAR le Shear in malor axls 3 Ratio 0,00 Capacity : 243.77 [Kip] Demand 0.04 [Kip] Ctrl Eq. D8 at 0.00% Intermediate results Unit ----- Value Reference Factored shear ca acit (Vn152) [Kip] 243.77 Shear in minor axis 2 Ratio 017 Capacity 128,80 [Kip] Reference Sec. G2.1(a) Demand 21,36 [Kip] Ctri Eq. D2 at 0.00% Intermediate results Unit Value Reference Factored shear ca grit(W152) [Kip] 128.80 Sec. G2,1 (a) COMBINED ACTIONS DESIGN it Combined flexure and axial compression ........... ................. -- ....... Ratio 076 Ctrl Eq, D2 at 50.00% Reference yEq. HI -lb Intermediate results Unit Value Reference Combined flexure and axial tension Ratio 0,75 Ctrl Eq, D2 at 50,00% Reference Eq. HI -lb --- – – ------- — ------ – --------- – – ---- — ------------------------ Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio NIA Ctrl Eq, Reference Combined flexure and axial tension about local axis Ratio NIA Ctrl Eq, Reference Member : 28 Design status : OK section infennotion I Dimensions bf 6,500 (in] Width d 20.700 [in] Depth k 0,950 [in] Distance k k1 0.813 [in] Distance ki if 0,450 [in] Flange thickness tw 0,350 (in] Web thickness Section properties Gross area of the section. (Ag) Moment of Inertia (local axes) (1) Moment of Inertia (principal axes) (l') Bending constant for moments (principal axis) (Y) Radius of gyration (local axes) (r) Radius of gyration (principal axes) (') Saint-Venant torsion constant. (J) Section warping constant, (Cw) Distance from centroid to shear center (principal axis) (xo,yo) Top elastic section modulus of the section (local axis) (Scup) Bottom elastic section modulus of the section (local axis) (Sinf) Top elastic section modulus of the section (principal axis) (S'sup) Bottom elastic section modulus of the section (principal axis) (S'inf) Plastic section modulus (local axis) (Z) Plastic section modulus (principal axis) (Z') Polar radius of gyration. (ro) Area for shear (Aw) Torsional constant, (C) HH�IWI Properties Yield stress (Fy): Tensile strength (Fu): Elasticity Modulus fl: Shear modulus for steel (G): DESIGN CRITERIA Description -------- – – -- — – --- – -------- – ---- – --- – -- -- – - – --------- – Length for tension slenderness ratio (L) Distance between member lateral bracing points Length (Lb) (it] Top Bottom 20,00 20.00 Laterally unbraced length --------- – – ----- – ---- — ----------- – - – ----- Length [ft) Major axis(L33) Minor axis(L22) 20.00 20.00 Additional assumptions Tension field action Effective length factor value type Major axis frame type Minor axis frame type sm Unit Major axis Minor axis [int) 13.000 29000,00 [in4] 843,000 20.700 fin4l 843.000 20.700 [in) 0.000 0.000 [in] 8.053 1,262 [in] 8,053 1.262 [in4) 0,770 [in6] 2110.000 [in) 0.000 0.000 fin3l 81.600 6.370 fin3l 81.600 6.370 [in3] 81.60(3 6.370 (in3l 81.600 6,370 [in3] 95.400 10.200 [in3l 95,400 10,200 [in] 8.151 [int) 5,850 7,250 fin3j 1,521 Unit Value [Kip/in2] 5040 [Kip/in2] 65,00 [Kipfin2j 29000,00 [Kip/in2l 11153.85 Unit Value ---- – --- ----------- ---- Ift] 20-00 Effective length factor Major axis(K33) Minor axis(K22) Torsional axis(Kt) ---------------- 1'0 1.0 1.0 Om i" a PGa-134 DESIGN CHECKS AXIAL TENSION DESIGN ' Axial tension Ratio 0,00 Capacity 389.22 [Kip] reference Eq. Sec, D2 Demand 0.01 [Kip] Ctrl Eq. D4 at 0.00% Intermediate results Unit Value Reference Factored axial tension c act (PnQ) [Kip] 389.22 Eq, Sec, D2 ------- AXIAL COMPRESSION DESIGN Com ression in the ma or axis 33 Ratio 03 00 Capacity 321.08 [Kip] reference Sec. E1 Demand 0.02 [Kip] Ctrl Eq. D10 at 0.00% Intermediate results ------ unit Value Reference Section cia sfication Factored flexural buckl°sn stren_th(P03Q) [Kip] 321.08 Sec. E1 Com rasion in the min r axle 2 Ratio ti.00 Capacity 54.02 [Kip] reference Sec. E1 Demand 0.02 [Kip] Ctrt Eq. D10 at 0.00% Intermediate results ----- Unit Value Reference Seaton I sswfication Factored flexural buckfinq strep t (Pn2 ) [Kip] 54.02 Sec. E1 Factored to Icanal or ftexurat-tcarsionat bucktin ----- siren th(Prw 31) [Kip] 150.76 Sec, E4 FLEXURAL DESIGN Bending about rnalor axis, M33 Ratio 0.51 Capacity 79.39 [Kip"ft] reference : Sec. F1 Demand 4835 [Kip*ft] Ctrl Eq. D2 at 50,00% Intermediate results Unit Value Reference Section classification Factored ietdtn siren th(Mnff)) [Kip"ft] 238:02 Sec. F1 Factored lateral -torsional bucktin strep th(Ntn/Q) [Kip*ft] 79.39 Sec. F1 Bendin shoo# minor axle Itg2 i" a Ratio i ,00 Capacity 25,43 [Kip*ft] Reference Sec, F1 Demand 0.00 [Kip*ft] Ctrl Eq, D1 at 0.00% Intermediate results knit Value Reference Section classification Factored ieldin strep th(lvinl2)[Kip*ft) 2543 Sec. Int DESIGN FOR SHEAR Shear in mA or Axis 33 Ratio 0,00 Capacity 105.09 [Kip[ Demand . 0.00 [Klp) Ctrt Eq. D1 at 0.00% Intermediate results Unit Value Reference Factcared shear ca acit (Vn/f)) [Kip) 105,09 Shear in minor axis 22 Ratio 03.07 Capacity 145.00 [Kip[ Reference Sec, G2.1(a) Demand -9.75 [Kip] Ctri Eq. D2 at 10O,00% Intermediate results unit Value Reference adored shear ca acit (Vn) [Kip) 145.00 Sec. G2.1(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0.61 Ctri Eq. D2 at 50,030% Reference Eq. H1 -1b Intermediate results unit Value Reference iriteraction for doubt i s (mmetric members for in -plane bending _ 0.61 Eq. H1 -1b interaction far doubl s mmetric members for €out_of_ lane bendln - 0.38 Eq, H1-2 Combined flexure And axial tension Ratio 0.61 Ctrl Eq. D2 at 50.00% Reference Eq. HI -lb Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq, Reference Combined flexure and axial tension about local axis .......... Ratio N/A CIO Eq. Reference Iliember : 29 Design status : • Section Information _J1 Dimensions — -------- — -- — ---------- — ------ bf 6,500 [in] Width d 20,700 [in] Depth k 0,950 [in) Distance k ki 0.813 [in) Distance ki If 0,450 [in) Flange thickness tw 0.350 [in] Web thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) fin2] 13.000 Moment of Inertia (local axes) (1) fin4] 843,000 20,700 Moment of Inertia (principal axes) (I') Jln4l 843.000 20,700 Bending constant for moments (principal axis) (S) [in) 0,000 0,000 Radius of gyration (local axes) (r) [in] 8,053 1,262 Radius of gyration (principal axes) (r) [in] 8.053 1.262 Saint-Venant torsion constant, (J) [in4] 0.170 Section warping constant. (Cw) [in6] 2110.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Scup) [in3l 81,600 6.370 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 81.600 6,370 Top elastic section modulus of the section (principal axis) (S'sup) Jin3l 81.600 6.370 Bottom elastic section modulus of the section (principal axis) (S'inf) fin3] 81.600 6.370 Plastic section modulus (local axis) (Z) [m3) 95.400 10.200 Plastic section modulus (principal axis) (Z) [10] 301,400 10.200 Polar radius of gyration. (ro) [in] 8.151 Area for shear (Aw) fin] 5.850 7,250 Torsional constant, (C) fin3] 1.521 17, Properties unit Value Yield stress (Fy): [Kiptin2] %00 Tensile strength (Fu): [Kiphn2] 65,00 Elasticity Modulus (E): [Kipiin2] 29000.00 Shear modulus for steel (G): [Kipfin2] 11153.85 ---- DESIGN CRITERIA Fernand 0.05 [Kip] Description Unit Value Length for tension slenderness ratio (L) [ft] 20.00 Distance between member lateral bracing points (Pn/Q) [Kip] Length (Lb) [ft] Top Bottom 4.00 20,00 4.00 4.00 4.00 4.00 laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K3) Minor axis(K22) Torsional axis(Kt) 20.00 20.00 20,00 1.0 1,0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway • IAL TENSION DESIGN Axial tension Ratio 0.090 Capacity 389.22 [Kip] Reference Eq. Sec. F2 Fernand 0.05 [Kip] Ctrl Eq. F8 at 0.00% Intermediate results Unit Value Reference Factored axial tension ca aci (Pn/Q) [Kip] 389.22 Eq. Sec. F2 AXIAL COMPRESSION DESIGN Compression in the ma"or axis 3 Ratio 0,00 Capacity 321,08 (Kip] Reference Sec. E1 Demand 0.06 [Kip] Ctrl Eq. D10 at 0.00% Intermediate results Unit Value Reference Section classification Factored flex rai buckiin strep th(P0312) [Kip] 321.08 Sec. E9 Ratio 0,00 Capacity 54.02 [Kip] Reference Sec. E1 Demand 0.06 [Kip] Ctrl Eq, D10 at 0,00% Intermediate results Unit Value Reference Section classification Factored flexural backup strep f (Pn22/0) [Kip] 54,02 Sec, E1 Factored torsional or flexural -torsional buckiin strep th(Pn11/0) [Kip] 150.76 Sec, E4 FLEXURAL DESIGN Bending about major axle M33 Ratite 0,42 Capacity 238,02 (Kip*ft] Reference Sec. F1 Demand 100.00 [Kip*ft] Ctrl Eq. D2 at 50.00% Intermediate results Unit Value Reference Section classification Factored ieidin strep th(Mr,k ) [Kip*ft] 238,02 Sec, F1 Sending about mincer axis M22 Ratio 0,030 Capacity 26.43 [Kip*ft] Reference Sec, F1 Demand 0,00 [Kip*ft] Ctrl Eq. D1 at 0,00% Intermediate results Unit Value Reference Seco n classification Factored lieldinq strep th(Mnl ) [Kip*ft] 25.43 Sec, F1 DESIGN FOR SHEAR Shear In ma or axis 3 Ratio 0.00 Capacity 105,09 (Kip] Demand 0,00 [Kip] Ctrl Eq. D1 at 0.00% = Intermediate results Unit Factored shear ca acit (Vnif2) [Kip] Shear in minor axis 22 Ratio 0,14 Capacity 145,00 (Kip] Reference Demand 20,00 [Kip] Ctri Eq, Value Reference ---------------------------- 105.09 Intermediate results Unit Value Reference Factored shear ca acl {Vnl ) [Kip] 145,00 Sec. G2.1(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0,42 Ctrl Eq. D2 at 50.00% Reference : Eq, H1 -1b Intermediate results Unit Value Reference Interaction for lobi s metric members for dna lan bendin -- 0.42 Eq, H1 -1b Interaction for dot�bl s meirdc members for ott-of« lane bertdin -- 0,18 Eq. H1-2 Combined flexure and axial tension Ratio 0,42 Ctrl Eq. D2 at 50,00% Reference E . Hl -lb Intermediate results Unit Value Reference Combined flexure and axial compression about local axis ................................ .......... .. . Ratio N/A Ctrl Eq. -- Reference Combined flexure and axial tension about local axis .................. ..... Ratio N/A Ctrl Eq. - Reference Member 1' Design status • =71"tm :-E bf 6,500 (in] Width d 20.700 [in] Depth k 0,950 [in] Distance k k1 0.813 [in] Distance k1 tf 0.450 [in] Flange thickness tw 0.350 [in] Web thickness Section properties Unit Major axis Minor axis Gross area of the section. (Ag) (int] 13.000 [Kip/in2] Moment of Inertia (local axes) (1) [in4] 843,000 20,700 Moment of Inertia (principal axes) (l') fin4l 843.000 20.700 Bending constant for moments (principal axis) (T) [in] 0.000 0,000 Radius of gyration (local axes) (r) [in] 8.053 1.202 Radius of gyration (principal axes) (r) [in] 8.053 1,282 Saint-Venant torsion constant. (J) fin41 0,770 Section warping constant. (Cw) [in6] 2110-000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0,000 Top elastic section modulus of the section (local axis) {Scup) [in3] 81.600 0,370 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 81.600 6,370 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 81.600 6,370 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 81,600 6.370 Plastic section modulus (local axis) (Z) [in3] 95.400 10.200 Plastic section modulus (principal axis) (Z) [in3] 95,400 10.200 Polar radius of gyration. (ro) [in] 8,151 Area for shear (Aw) [m2] 5,850 7,250 Torsional constant. (C) [in3] 1,521 Material: A992 GrSO Properties Unit Value — - — ---------- — ---- — -------- — --- — --- — - — ---- Yield stress (Fy)-. — ------ fKipfin2l 50,00 Tensile strength (Fu): [Kip/in2] 65,00 Elasticity Modulus (E): [Kiphn2] 29000.00 Shear modulus for steel (G): [Kip/in2] 11153.85 O= � Unit Value Length for tension slenderness ratio (L) [it] 20,00 Distance between member lateral bracing points Length (Lb) (ft] Top Bottom 20.00 20,00 Laterally unbraced length Length (ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 20.00 20.00 20.00 1.0 1.0 1.0 Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type ,way Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0,00 Capacity 389,22 [Kip] Reference Eq. Sec. D2 Demand 0.00 (Kip] Ctrl Eq. D4 at 0.00% Intermediate results unit Value Deference Factored axial tension as aai (Pnl) [Kip] 389:22 Eq. Sec. Cit AXIAL COMPRESSION DESIGN Corn ression in the mWgEaxis 33 Ratio 0,00 Capacity 321.08 [Kip] Reference Sec. E9 Demand 0.01 [Kip] Ctrl Eq. D9 at 0,00% Intermediate results unit Value Deference Section ClaSSifiCation Factored flexural buaklin strep th(Pn33)n) [Kip] 321.08 Sec. E1 --Compression In the minor axis 22 Ratio 0.00 Capacity 54.02 [Kip] Reference Sea. E1 Demand 0.01 [Kip] Ctrl Eq. D9 at 0.00% Intermediate results Unit Value Reference Se tiara classification Factored flexural bu klin .tree th(Pn22/0) [Kip] 54.02 Sec, E9 Factored torsional or flexural -torsional buckh Siren th(PnI IQ) [Kip] 150.75 Sec, E4 FLEXURAL DESIGN Sendin ataout a car axis M1ft33 Ratio 0,65 Capacity 79.39 [Kip*ft] Reference Sec. F1 Demand 59.25 [Kip*ft] Ctrl Eq, D2 at 50.00% Intermediate results Unit Value Reference Section classification Factored i ldin s#ran th(Iv9n1S2) [Kip*ft) 23&02 Sec. F1 Factored I t r l-toeSionai bucklin Strep th Mn/n) [Kip*ft] 79.39 Sec, F1 Benin about miner axle. 14122 Ratio 0.05 Capacity 25.43 [Kip*ft) Reference Sec. F9 Demand -1.39 [Kip*ft] C#r1 Eq. l39 at 100:00% Intermediate results Unit Value Reference Sect€ora claSSific tion ---------------------------- Factored ieldln Strerl th(Mn/S'))[Kip*ft] 25.43 Sec. Ft DESIGN FOR SHEAR Shear In ma car axis 33 Ratio 0,0 Capacity 105,09 [Kip] Demand 0,07 [Kip] Ctrl Eq. 09 at 0.00% Intermediate results Unit Value Reference Factored shear ca aci# (Vn/S) [Kip] 905.09 Shear in minor axis 22 Ratio 0.07 Capacity 145.00 [Kip] Reference Sec. G2.I(a) Demand 10.25 [Kip] Ctrl Eq, 132 at 0,00% Intermediate results Unit Value Reference Factored Shear ca acit (Vnl) [Kip) 945.00 Sec. G2.1(a) I COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0,65 Ctri Eq, D2 at 50.00% Reference Eq, H1 -1b ----- - ---- Intermediate results Unit Value Reference — ----- — --- 0.65 Eq. HI -lb interaction for doubt s metric cx�emb rs for out -cif- tans bendin -- OA2 Eq, HI -2 Combined flexure and axial tension Ratio 0,65 Ctrl Eq, D2 at 50.00% Reference Eq, HI -lb Intermediate results Unit Value Reference — — ---- — --------- — — --------------- - ----- — --- — ---- — - Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq, Reference .......... ....... Combined flexure and axial tension about local axis Ratio its Ctrl Eq. Reference Member 33 Desieg gn status • Section Information Dimensions bf %200 [in] Width d 16300 [in] Depth k 1,070 [in] Distance k k1 1.000 [in] Distance k1 tf 0.665 [in] Flange thickness tw 03,395 [in] Web thickness Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 19.700 [iptin2j Moment of Inertia (local axes) (1) [in4] 954.000 119,000 Moment of Inertia (principal axes) (I') [in4] 9+4,000 119.000 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 6.959 2.458 Radius of gyration (principal axes) (r') [in] 6,959 2.458 Saint-Venant torsion constant. (J) [in4] 2.890 Section warping constant, (w) [in6] 7300.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0,000 Top elastic section modulus of the section (local axis) (Ssu) [in3] 117,000 23.200 Bottom elastic section modulus of the section (local axis) (Sinf) [in] 117.000 23.200 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 117.000 23.200 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 11TOOO 23.200 Plastic section modulus (local axis) (Z) [n3] 130,000 35.500 Plastic section modulus (principal axis) (Z') [in3j 130.000 35.500 Polar radius of gyration. (m) [in] 7.380 Area for shear (Aw) [in2j 13.570 6.440 Torsional constant. (G) [in3] 3.490 L r Properties Unit Value Yield stress (Fy): [KipAn2] 50.00 Tensile strength (Fu): [iptin2j 65.00 Elasticity Modulus (E): [Kiptin2j 29000.00 Shear modulus for steel (G): [Kipling] 11153.85 Description knit Value Length for tension slenderness ratio (L.) [ft] 20.00 Distance between member lateral bracing paints length (Lb) [ftj Top Bottom Laterally unbraced length Additional .. , Continuous lateral torsional restraint Tension field action Effective length factor value •, Major axis frame type Minor axis frame type Effective length factor Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 20.00 1.0 1,0 1.0 • s *a *1 s Pia - 145 DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.0 Capacity 589.82 [Kip] Reference Eq. Sec. D2 Demand O7 01 [Kip] Ctri Eq. D2 at 0,00% Intermediate results Unit Value Reference Factored axial tension ca, aci {Pnlfl) [Kiln] 588.82 Eq. Sec, D2 IAL COMPRESSION DESIGN le Compression in the maior axis 33 Ratio ti 01 Capacity 540.69 [Kip] Reference Sec, E1 Demand 3.31 [Kip] Ctrl Eq, D14 at O,00la Intermediate results unit Value Reference Section classificatipn Factored flexural t ucklin strep th(Pn 342) [Kip] 540,69 Sec. E1 Com resslon i the minor axis 22 Ratio 0.01 Capacity 293.72 [Kip] Reference: Sec. E 1 Demand 3.31 [Kip] Ctrl Eq. k14 at ft,00% Intermediate results Unit Value Reference Section classification Factored flexural bucklin strep th(Pn221S) [Kip] 293.72 sec. E1 Factored torsional orf —wni-torsional bucklin strep th(Pni lAQ) [Kip] 412.82 Sec. E4 --------------- FLEXURAL DESIGN It Bending about m or axis M33 Rance 0 0 Capacity 324,35 [Kip*ft] Reference Sec. F1 Demand 0.71 [Kip*ft] Ctrl Eq. D6 at 100,00% Intermediate results Unit Value Reference Section classification Factored ieldin strep th(Mn1S)) [Kip*ff] 324.35 Sec, F1 Factored lateral -torsional buckling strength(MnQ) [Kip*ft] 324,35 Sec. F1 Bendina about minor axis M22 *1 s Ratio 0, 06 Capacity 88.57 [Kip*ft] Reference Sec. F1 Demand 4.94 [Kip*ft] Ctrl Eq. D9 at O.00% Intermediate results Unit Value ----- Reference Section classification Factored ieldin siren th(MnA1) [Kip*ft] 88.57 Sec. F1 DESIGN FOR SWEAR vr Shear in ma or axis 33 Ratio 0,00 Capacity 243.77 [Kip) Demand 0.25 [Kip( Ctrl Eq. 139 at 0,00% Intermediate results Unit Value Reference Factored shear ca acit (Vn/0) [Kip] 243.77 Shear In minor axis 22 Ratio 0,00 Capacity 128.80 [Kip] Reference Sec. G2.1(a) Demand 0,05 [Kip] Ctrl Eq. D6 at 0.00% Intermediate results Unit Value Reference Factored shear ca acit (VnfS) [Kip] 128.80 Sec. G2.1(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Rano ).06 Ctrl Eq. f39 at 0.00% Reference Eq, M1 -1b Intermediate results Unit Value Reference interaction of flexure and axial farce -- 0,06 Eq, HI -lb Combined flexure and axial tension ..., Ratio 0.06 ............. Ctrl Eq, 139 at 0,00% Reference Eq, 111-1b Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio N/A Ctri Eq, Reference .......... ........ Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. Reference Member 34 Design status OK SIDICHOR 111famlefien M bf 6,500 [in] Width d 20.700 [in] Depth k 0.950 [in] Distance k k1 0.813 [in] Distance kl If 0A50 [in] Flange thickness tw 0.350 [in] Web thickness aE=- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [int] 13,000 Moment of Inertia (local axes) (1) [in4] 843.000 20.700 Moment of Inertia (principal axes) [in4] 843.000 20.700 Bending constant for moments (principal axis) (X) [in] 0,000 0.000 Radius of gyration (local axes) (r) [in] 8,053 1.262 Radius of gyration (principal axes) (e) [in] 8,053 1.262 Saint-Venant torsion constant. (J) [in4] 0.770 Section warping constant, (Cw) fin6] 2110.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3l 81.600 0.370 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 81.600 6,370 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 81.600 6.370 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 81,600 6,370 Plastic section modulus (local axis) (Z) [in3] 95.400 10.200 Plastic section modulus (principal axis) (Z) [in3] 95,400 10,200 Polar radius of gyration. (ro) [in] 8.151 Area for shear (Aw) [in2l 5.850 7.250 Torsional constant. (C) [in3] 1.521 Material: A992 GrSO Properties Unit Value Yield stress ( y): [K plin2j 50,00 Tensile strength (F): [Kip/�n2j 65,00 Elasticity Modulus (E): [KipAn2j 29000.00 Shur modulus for steel (G): [Kipfin2j 9115185 DESIGN CRIT RIA Description Unit Value Length for tension slenderness ratio (L) jft] 41.00 Distance between member lateral bracing points Length (Lb) [ftj Tap Bottom 2.00 41,00 2,00 2.00 2,00 2.00 ZOO 2,00 2.00 ZOO 2.00 2,00 2.00 2,00 2.00 2.00 2,00 2.00 2.00 2.00 ZOO 1.00 Laterally unbraed length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) 41.00 2.00 41.00 9.0 1.0 2.00 1,0 2.00 1.0 ZOO 1.0 2.00 1.0 2,00 1,0 2.00 1.0 2.00 1.0 2.00 1.0 2.00 1.0 2.00 1.0 2,00 1.0 2,00 1.0 2.00 1.0 2,00 1,0 2.00 1.0 2.00 1.0 • t r am 1 Additional assumptions Continuous lateral torsional restraint Tension field action Continuous flexural torsional restraint Effective length factor value type Major axis frame type Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN Alal tension M Ratio 0.00 Capacity 389.22 [Kip] Reference Eq. Sec. D2 Demand 0.11 [Kip] Ctrl Eq. D12 at 0.00% Intermediate results unit Value Reference Factor d axial tension cn acit (Pn1S2) [Kip] 333.22 Eq, Sec. D2 AXIAL COMPRESSION DESIGN Com ression in the major axle 3 Ratio 0.00 Capacity 275.33 [Kip] Reference Sec. E1 Demand 0.24 [Kip] Ctrl Eq, D5 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural bucklln siren th(POAI) [Kip] 275.35 Sec, E1 Cam ression in the minor axis 22 Ratio 0.00 Capacity 57.61 [Kip] Reference Sec. E4 Demand 0.24 [Kip] Ctrl Eq. D5 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural ksucklon siren th(Rn2 ) [Kip] 329,87 Sec. E1 Factored torsional orfiexural-torsional bucklirt strep th(Pnttt2) [Kip] 87,61 Sec. E4 FLEXURAL DESIGN Senn about ma or axle M33 Ratios 000 Capacity 25.97 [Kip*ftj € eference Sec. F1 Demand 0.00 [Kip*ft] Ctrl Eq. D6 at 6,25% Intermediate results Unit Value Reference Section cla Sit4atitin Factored ieldln siren th(Mn/f) [Kip*ft] 23&02 Sec, F1 Factored lateral torsional ucklin Siren th(Mn/ ) [Kip*ft] 25:97 Sec. F1 Bendin about miner axis X22 Ratio 0.03 Capacity 25.43 [Kip*ft] Reference Sec. F1 Demand -01.73 [Kip*ft] Ctrl Eq. : D4 at 0.00% intermediate results Unit Value Reference Section classification Factored ieldin tree th(In1Si} [Kip*ft] 25.43 Sec, F1 DESIGN FOR SHEAR Shear in maior axis 33 Ratio 0.00 Capacity 105.09 [Kip] Demand 404 [Kip] Ctrl Eq, D4 at 0.00% Intermediate results Unit Value Reference Factored shear caaacity( n/0) [Kip] 105.09 Shear in minor axis 22 Ratio . 0 00 Capacity 145,00 [Kip] Reference Sec, C2.1(a) Demand 0.00 [Kip] Ctri Eq. D1 at 0,00% intermediate results Unit Value Reference Factored Shear ca acit (Vn/Q) [Kip] 145,00 Sec, G21(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0,03 Ctrl Eq, D4 at 0.00% Reference Eq. H1 -1b EM Intermediate results Unit Value Reference ----- — ----- Interaction of flexure and axial farce 0,03 Eq, HI -lb Combined flexure and axial tension Ratio 0,03 CtrI Eq, D4 at 0.00% Reference Eq, HI -lb Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio NIA Ctrl Eq, Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq, Reference ........... ........ ...... Member 39 (W) Design status OK Section name: W 21 X68 (U Dimensions i bf 8,270 [in] Width d 21.100 [in] Depth k 1.190 [in] Distance k k1 0.875 [in] Distance kl tf 0,685 [in] Flange thickness tw 0,430 fin) Web thickness • properties • area of the section, (Ag) Moment • Inertia (local axes) (1) Moment of Inertia (principal axes) (P) Sending constant for moments (principal ♦ • gyration (local axes) (r) Radius of gyration (principal axes) (e) Section information Unit Major axis Minor axis [int] 20,000 [in4] 1480,000 64.700 [jn4] 1480,000 64,700 [in] 0,000 0.000 [in] 8,602 1.799 [in] 8,602 1 «799 EM Saint-Venant torsion constant. (J) [in4] 2.450 Yield Stress (Fy): Section warping constant. (Cw) [ n6j 6760:000 [Kip/M2] Distance from Centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 'lop elastic section modulus of the section (local axis) (Scup) [m3] 140.000 15.700 Bottom elastic section modulus of the section (local axis) (inf) [in3] 140.000 15.700 Top elastic Section modulus of the section (principal axis) (S'sup) [in3] 140.000 15.700 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 140.000 15100 Plastic section modulus (local axis) () [in3] 160.000 24.400 Plastic section modulus (principal axis) (`) [in] 160.000 24.400 Polar radius of gyration. (ro) [in] 6.186 Area for Shear (Aw) [in2] 11.330 9.070 Torsional Constant. () [in3j 3.377 ILEEJME�t Properties Unit Value Yield Stress (Fy): [Kiptin2] 50.00 Tensile strength (Fu): [Kip/M2] 65.00 Elasticity Modulus (E): [Kiphn2] 29000.00 Shear modulus for steel (G): [Kiphn2] 1115185 Description Unit Value Length for tension slenderness ratio (L) [it] 26.67 Length (Lb) [ft] Top Bottom 5.00 35.00 5.00 5.00 5.00 5.00 5.00 5.00 Length [it] Effective length factor Major axis(L3) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 8.33 8.33 35.00 1,0 1.0 1.0 26.67 26.67 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type away DESIGN CHECKS Em. AXIAL. TENSION DESIGN Eq. Sec. D2 Axid tension D4 at Oi 00% Ratio 0,00 Value Reference Capacity 598.80 [Kip] 598.80 Eq. Sec, D2 Demand €?.03 [Kip] Sec. El Intermediate results D9 at 28.13% Factored axial tension ca aci (Pnl ) Value Reference AXIAL COMPRESSION DESIGN 520,77 Sec. E1 Com Cession in the ma"or axis 3 Ratio 0.00 D2 at 50.00% Capacity 520.77 [Kip) Unit Fernand 0,26 [Kip] Reference Intermediate results 399.20 Section classification Factored flexural WAfinn ctrannth(Pn3 ) Cam ression in the minter axis 2 Ratio 0,00 Capacity 94.97 [Kip) Demand 0,26 [Kip) Intermediate results Section classification Factored flexural bucklinA strep th(Pn2215 ) Factored ttarional or flexural -torsional ucklin strep th(Pn19f) ------- FLEXURAL DESIGN Rending about major axis x M33 Ratio 0,51 Capacity 399.20 [Kip*ft] Demand 201127 [Kip*ft] -- Intermediate results Section _classification Factored ieldin strep th(p n/fl) ------------------------------------------------------------------------- l8edin about minor axis M22 Ratio ti: 02 Capacity 6107,88 [Kip*ft] Demand -1,19 [Kip*ft] Reference Eq. Sec. D2 Ctrl Eq. D4 at Oi 00% ------------------ Unit Value Reference [Kip] 598.80 Eq. Sec, D2 Reference Sec. El Ctrl Eq. D9 at 28.13% Unit Value Reference [Kip] 520,77 Sec. E1 Reference Sec. E1 Ctri Eq, D9 at 28,13/ Unit Value Reference [Kip] 94.97 Sec. E1 [Kip] 257.44 Sec, E4 Reference Sec. F1 Ctrl Eq. D2 at 50.00% Unit Value Reference [Kip*ft] 399.20 Sec. F1 EM M. Intermediate results Unit Value Reference Section classification Factored ieldin siren th(Iwn15) [Kip*ft] 60.88 Sec, F1 DESIGN FOR SHEAR Shear In ma'or axis 33 Ratio 0,00 Capacity 20153 [Kip] Demand 419 [Kip] Ctrl Eq, D9 at 0.00% Intermediate results WnremT A Unit Value Reference Factored shear ca acct {Vnd2) [Kip] 203.53 Shear in minor axis 22 Ratio 0.1; Capacity 181,40 (Kip] Reference Sec. G2.1 (a) Demand 23.23 [Kip] Ctrl Eq. D2 at 0.00°r' Intermediate results Unit Value Reference Fac ored shear ca acit (Vnt0)[Kip] 181,40 Sec, G2,1 (a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0..51 Ctri Eq. D2 at 50.00% Reference Eq, H1 -1b Intermediate results . Unit Value Reference Interaction for doubhf s rn etric members for in- lane endin -- 0.51 Eq. H1 -1b interaction for doubt s mmefiric members for out -of- lane beredln - OI 26 Eq. H1- Combined flexure and axial tension Ratio ................... 0.51 Ctrl Eq. D2 at 50.00% Reference Eq. H1 -1b Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio hi.lA Ctrl Eq. _ Reference �• s Combined flexure and axial tension about local axis .................. Ratio N/A Ctrl Eq, Reference Member 40 •. status OK section intermation Section properties Unit Major axis Minor axis Gross area of the section. (Ag) fin2l 20.000 [Kipling] Moment of Inertia (local axes) (1) fin4l 1480.000 64,700 Moment of Inertia (principal axes) (1') [in4] 1480.000 64.700 Bending constant for moments (principal axis) (X) [in] 0,000 0,000 Radius of gyration (local axes) (r) [in] 8,602 1.799 Radius of gyration (principal axes) (r) [in] 8.602 1.799 Saint-Venant torsion constant, (J) fin4l 2,450 Section warping constant, (Cw) [in6] 6760,000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0,000 0,000 Top elastic section modulus of the section (local axis) (Scup) [W) 140.000 15.700 Bottom elastic section modulus of the section (local axis) (Sinf) [W] 140.000 15.700 Top elastic section modulus of the section (principal axis) (S's p) fin3l 140,000 15,700 Bottom elastic section modulus of the section (principal axis) (S'inf) [iO] 140,000 15.700 Plastic section modulus (local axis) (Z) [iO] IWOOO 24.400 Plastic section modulus (principal axis) (Z) [W] 160,000 24,400 Polar radius of gyration. (ro) [in] 8,788 Area for shear (Aw) fin2l 11.330 9,070 Torsional constant. (C) [10] 3,377 Material: A992 GrSO Properties Unit Value Yield stress (Fy): [Kiphn2] WOO Tensile strength (Fu): [Kipling] 65,00 Elasticity Modulus (E)', [Kipling] 29000,00 Shear modulus for steel (G): [Kipling] 11153.85 DESIGN CRITERIA Description unit Value Length for tension slenderness ratio (L) 1111 35.00 Distance between member lateral bracing paints Length (Lb) [ft] Top Bottom 5.00 35,00 5,00 5,00 5.114 5.40 5.04 5.40 Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional xis(Lt) Major axis(K33) Minor axis(K22) 35.04 5.40 35.44 1,0 1,0 5.44 1:0 5.04 1.0 5,04 1.0 5.00 1.0 5.44 1.0 5.44 1.0 Additional assumptions D9 at 0,40% Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type done Major axis frame type Sway Minor axis frame type Sway Torsional axis(Kt) 1.0 IAS, TENSION DESIGN Axlal tension Ratio 0,00 Capacity 595.84 [{tip] Reference Eq, Sec. D2 Demand 0.24 [Kip] Circ Eq. D9 at 0,40% Intermediate results unit Value Reference Factored axial tension ca aci (n/0) [Kip] 598.80 Eq. Sec. D2 COMPRESSIONAXIAL DESIGN Ratio . 0,00 Capacity 489,74 [Kip] Reference Sec, E1 Demand 0.06 [Kip] Ctrl Eq.. D4 at 0.00% intermediate results Unit Value Reference Section classification Factored flexural bucklin siren th(F03AI) [Kip] 489,74 Sec, E1 Eom rasion In tise minor axis 22 Ratio 0.00 Capacity 257.44 [Kip] Reference Sec. E4 Demand 0.08 [Kip] Ctrl Eq. D4 at 0.00% intermediate results Unit Value Reference Section clan ification Factored flexural bueklirs suers.. th(Pn22f ) [Kip) 529.38 Sec, E1 Factored torsional or flexural -torsional buckh strep th(Pnt 11 2) [Kip) 257.44 Sec, E4 FLEXURAL DESIGN Bending rout major axis M33 Ratios 0.12 Capacity 399.20 [K€p*ft] Reference Sec, F1 Demand 46.32 [Kip*ft] Ctrl Eq. D2 at 50 00% Intermediate results Unit Value Reference Section classification Factored ieldin siren Ch(Mn/Q) [Kip*ft) 399.20 Sec.. F1 ndin about minor axis. M2 Ratio 0.03 Capacity 60.88 [Kip*fl] Reference Sec. F1 Demand -2.03 [Kip*ft) Ctrl Eq. D9 at 0.00% intermediate results Unit Value Reference Section classification Factored ieldin strep tla(Mn/Q) [Kip*ft] 50.88 Sec, F1 ------- DESIGN FOR SHEAR Shear In ma or axis 33 Ratio O.00 Capacity 203.53 [Kip] Demand 410 [Kip] Ctrl Eq. D9 at 0,00% W. Intermediate results Unit --- - --------- Value - ------ Reference — - -- - ------------ - - Factored shear ca aeit {VrciS} - - - - --------- — - -- - ---------------------- — - - --- - ---------------- - [Kip] 203.53 S!Lear in minor axis 22 Ratio 0,03 Capacity 181 A0 [Kip) Reference Sec. G2.1 (a) Demand 529 (Kip] Ctrf Eq. D2 at 0,00% - - - ----- - ----- - ----- ---------- - -- — - ----- - ---- Intermediate results - ---------- Unit Value — ------- - - ---- - ------ - --- Reference — ------ — — ----------- - Factored shear ca -prity(W/0) — ------------------- (Kip) 181 A0 Sec. G2,1 (a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0,12 Ctrl Eq, D2 at 50.00% Reference Eq. HI -lb - - ------ - ------------ — --- — ----- — ----- - - - ---- Intermediate results - --------- - -------- - - - Unit — -- — ----------- - Value - -- Reference - ---------------- - --------- - ---- - ----- - interact%onNofflexure arsd axial fore ------ - - -- - ----- - - ---- - ------ - -- - -- - ------- - - ---- - ---- - ---- - ------------ ---- - ---- 0,12 --------- — --- - ----- Eq, HI -lb - ------ Combined flexure and axial tension Ratio 0,12 Ctrl Eq, D2 at 50.00% Reference Eq, HI -lb --------------- - - ----------- Intermediate results TWM2r2m Unit - -- - - -- - ------ Value - Reference Combined flexure and axial compression about local axis .......... Ratio N/A Ctrl Eq. AA Reference Combined flexure and axial tension about local axis Ratio NIA Ctrl Eq, Reference .......... ............ ...... Member : 41 11esign status : OK ht TM =1 Section name: IN 21 X44 (US) Dimensions - – ---- – -------- – --- — ---------- – ----- – – -- IN bf 6,500 [in] Width d 20.700 [in] Depth k 0.950 [in] Distance k k1 0.813 [in] Distance k1 If 0,450 [in] Flange thickness tw 0,350 [in] Web thickness 12E=. Section properties Unit Major axis Minor axis Gross area of the section, (Ag) [int] 11000 [Kip/in2] Moment of Inertia (local axes) (1) fin4l 843-000 20,700 Moment of Inertia (principal axes) (f') [in4] 843.000 20.700 Bending constant for moments (principal axis) (T) [in] 0.000 0,000 Radius of gyration (local axes) (r) [in] 8.053 1.262 Radius of gyration (principal axes) (r') (in] 8,053 1,262 Saint-Venant torsion constant. (J) [M4] 0J70 Section warping constant, (Cw) fin6l 2110,000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0:000 0.000 Top elastic section modulus of the section (local axis) (Scup) fin3l 81.600 6,370 Bottom elastic section modulus of the section (local axis) (Sinf) fin3j 81,600 6,370 Top elastic section modulus of the section (principal axis) (S'sup) tin3l 81:680 6,370 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 81.600 6.370 Plastic section modulus (local axis) (Z) fin3l 95,400 10.200 Plastic section modulus (principal axis) (Z) (ins] 95A00 10,200 Polar radius of gyration. (ro) (in] 8,151 Area for shear (Aw) tin2l 5.850 7,250 Torsional constant. (C) fin3l 1.521 Properties Unit Value Yield stress (Fy): [Kip/in2] 50.00 Tensile strength (Fu): [Kip/in2] 65,00 Elasticity Modulus (E): (Kipfin2) 29000.00 Shear modulus for steel (G): [Kip/int] 11153.85 RMUMAN Description Unit Value - – ---- – ------ – - – ---------- Length for tension slenderness ratio (L) [it] 12,10 Em Distance between member lateral bracing points Length (Lb) [ft] Top Bottom 12.10 12.10 Laterally unbraced length Length [ft] Effective iength factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 12.10 12.10 12.10 1.0 1.0 1.0 Continuous lateral torsional restraint No Tension field action leo Continuous flexural torsional restraint No Effective length factor value type bone Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS IAL TENSION DESIGN tai tension Ratio 0.00 Capacity 359.22 (Kip) Reference Eq. Sec, D2 Demand 0:09 [Kip) Ctrl Eq. 139 at 0.00% Intermediate results --- Unit Value Reference Factored axial tension ca aci (Pn/n) )Kip] 389.22 Eq. Sec. D2 AXIAL COMPRESSION DESIGN Com ressl n in the ma'or axis 3 Ratio 0.00 Capacity o 330.43 [Kip) Reference Sec. E1 Demand 0.02 [Kip] Ctrt Eq. D4 at 0,00% Intermediate results Unit Value Reference Section clas ifi€cation Factored flexural buckle siren th(Pn33tS) [Kip) 330.48 Sec, E1 Cam ression in the minor axis 22 Ratio 0.00 Capacity 147.58 [Kip] Reference Sec. E1 Demand . OQ02 [Kip) Ctrl Eq. D4 at 0.00% EM Intermediate results Unit Value Reference Stoms!iassM cation ------ Factored flexural backup strep th(Pn221 ) [Kip] 147.58 Sec. E1 Factored torsional or flexural -tor ional bucklln strep th(Pn11P0) --- [Kip] 232.00 Sec. E4 FLEXURAL DESIGN Btdin about ma or axis M3 Ratio 0.00 Capacity 152.55 [Kip*ft] Reference Sec, F1 Demand 0,00 [Kip*ft] Ctrt Eq. D1 at 0.00% Intermediate results Unit Value Reference Section classification Factored l idin strep (Mn/0) [Kip*ft] 238.02 Sec. F1 Factored lateral -torsional buckliro strep th(Mn/Q) [Kip*ft] 152.55 Sec. F1 Bending about minor axis. M22 Ratio 0,08 Capacity 25,43 [Kip*ft] Reference sec, F1 Demand 1.63 [Kip*ft] Ctrl Eq. D9 at 0,00% Intermediate results Unit Value Reference Section classification Factored itldin strep th(Mnl) [Kip*ft] 25A3 Sec. F1 DESIGN FOR SHEAR le Shear in rna or axis Ratio 0,00 Capacity 1€35.09 [Kip] Demand , 0.24 [Kip] Ctrl Eq. D9 at 0,00% Intermediate results Unit Value Reference Factored shear ca alit (Vnln) [Kip] 105.09 Shear in minor axis 22 Ratio 0..00 Capacity 145,00 [Kip] Reference sec. G2.1(a) Demand 0.00 [Kip] Ctrl Eq. D1 at 0.00% Intermediate results Unit Value Reference Factored shear ca alit (Vnl0) [Kip] 145.010 Sec. G2.1(a) EM 2031M COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio O 06 Ctrl Eq, D9 at 0,00% Reference Eq, HI -lb - - - - ------ - --- - - ---------- Intermediate results Unit Value Reference — ----- — - - - ------------ - -- Interaction of flexure and axial force O.06 Eq, H1 -1b Combined flexure and axial tension Ratio O.06 Ctrl Eq, D9 at 0,00% Reference Eq, HI -lb Intermediate results Unit Value Reference - -- — ----------- - - - ------ - ---- - --- ----- - -- - - - ----------- Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq Reference Combined flexure and axial tension about local axis Ratio NIA Ctri Eq, Reference Member 43 Design status OK bf 10.200 [in] Width d 16.300 [in] Depth k 1.070 [in] Distance k k1 1.000 [in] Distance k1 tf 0.665 [in] Flange thickness tw 0.395 [in] Web thickness section information Ew Section properties Unit Magor axis Minor axis Gross area of the section, (Ag) [m2] 19300 None Moment of Inertia (local axes) (l) [in4] 954,400 119.000 Moment of Inertia (principal axes) (I') [m4] 954.000 119.000 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 6.959 :2.455 Radius of gyration (principal axes) (r`) [in] 6.959 2,458 Saint -Tenant torsion constant. (J) [in4] 2390 Section warping constant. (Cw) [in] 7300,000 Distance from centroid to shear center (principal axis) (o,yo) [in] 0.000 0,000 Top elastic section modulus of the section (local axis) (Scup) [in3] 117,000 23.200 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 317.000 23.200; Top elastic section modulus of the section (principal axis) (S"sup) [in3] 117.000 23.200 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 137,000 23.200 Plastic section modulus (local axis) (Z) [10] 130.000 35.500 Plastic section modulus (principal axis) (2) [W] 130.000 35,500 Polar radius of gyration. (ro) [in] 7,.380 Area for shear (Aw) [in2] 13,570 6.440 Torsional constant. (C) [m3] 3.490 Properties Unit Value Yield stress (Fy): [Kiphn ] 50.00 Tensile strength (Fu): [Kiplin2] 65.00 Elasticity Modulus (E): [Kipfin] 29000.00 Shear modulus for steel (G): [Kipdin2] 11153.85 Description Chit Value Length for tension slenderness ratio (L) [ft] 8,33 Top o Laterally unbraced length Length [ftj Effective length factor Major axis(L) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 8,33 8.33 833 1.0 1.0 1.0 Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway EM DESIGN CHECKS Eq, Sec. D2 IAL TENSION DESIGN D4 at 0.00% Axoal tension Value Reference Ratio 0.00 589.82 Eq. Sec. D2 Capacity 589.82 [Kip] Sec, E1 Demand 1.54 [Kip] D14 at 0.04% Intermediate results Value Reference Factored axial tension ca acit {Pn1j --------- 580,98 Sec. E1 AXIAL COMPRESSION DESIGN Com resslon in the ma or axis 33 Ratio 4.00 Capacity 580.98 ]Kip] Demand 1.86 [Kip] Intermediate results ----- Section cla ificatiG)n Fagfore flexural bucklin strep th(Pn3 ) Compression in the minor axis 22 Ratio 0.00 Capacity 522.58 [Kip] Demand 1.66 [Kip] Intermediate results Section classification Factored flexural bucklin strep fh(Pn2210) Factored torsional or flexuraktorsional bucklin strep th(PnII/0) FLEXURAL DESIGN Pendinq about me ar axis 14!33 Ratio 0,03 Capacity 324.35 [Kip*ff] Demand 8.90 [Kip*ft] Intermediate results Section classification Factored ieldin Streit th( nD) 8endin ,about minor axis M22 Reference Eq, Sec. D2 Ctrl Eq. D4 at 0.00% Unit Value Reference [Kip] 589.82 Eq. Sec. D2 Reference Sec, E1 Ctrl Eq, D14 at 0.04% Unit Value Reference [Kip] 580,98 Sec. E1 Reference Sec. E1 Ctrl Eq, D14 0.04%�_______ Unit ^at Value Reference [Kip] 522.58 Sec. E1 [Kip] 536.20 Sec. E4 Reference Sec. F 1 Ctri Eq. D2 at 50.00% Unit Value Reference [Kip*ft] 324.35 Sec. F1 W. # Ratio 0,00 Capacity 88,57 [Kip*ft] Reference Sec. F1 Demand 0.00 [Kip*ft] Ctrl Eq, D1 at 0,00% Intermediate results Emit Value Reference Section classification Factored 'eld n siren ih(Mnf 2) [Kip"ft] 88,57 Sec, F1 -------- DESIGN FOR SHEAR IV Shear in ma or axis 33 Ratio 0.00 Capacity 243,77 [Kip] Demand 0,00 [Kip] Ctr( Eq. D1 at 0,00% Intermediate results Unit Value Reference Factored smear ca acit (Vnt) [Kip] 243.77 Shear in mincer axis 22 Ratio 0,03 Capacity 128,80 [Kip] Reference Sec, G2.1(a) Demand -4,27 [Kip] Ctrl Eq, D2 at 100.00% Intermediate results Emit Value Reference Factored shear ca acit (vnl ) [Kip] 128.80 Sec, G2,1 (a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0,03 Ctrl Eq, D2 at 50,00% Reference Eq, H1 -1b Intermediate results Unit Value Reference Interaction of flexure and axial farce -- 0,03 Eq, H1 -1b Combined flexure and axial tension Ratio 0.03 Ctri Eq, D2 at 50.00% Reference Eq, H1 -1b intermediate results Unit Value Reference •w�.s 2 * a Combined flexure and axial compression about local axis ........... Ratio N/A Ctrl Eq. Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq, Reference Member 47 Design status • Section Information M bf 8,300 [in] Width d 21.200 [in] Depth k 1.240 (in) Distance k k1 0.875 [in] Distance kI If 0,740 [in] Flange thickness tw 0.455 [in] Web thickness 123= Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [int] 21.500 Moment of Inertia (local axes) (1) fin4] 1600.000 70,600 Moment of Inertia (principal axes) (I') (in4] 11600,000 70.600 Bending constant for moments (principal axis) IS) [in) 0,000 0,000 Radius of gyration (local axes) (r) [in] 8,627 1 „812 Radius of gyration (principal axes) (r) [in] 8.627 1,812 Saint-Venant torsion constant, (J) [in,t] 3.020 Section warping constant. (Cw) [in6] 7410,000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0,000 0.000 Top elastic section modulus of the section (local axis) (Ssup) fin3l 151:000 17.000 Bottom elastic section modulus of the section (local axis) (Sinf) [10] 151,000 17.000 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 151.000 17,000 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 151,000 17,000 Plastic section modulus (local axis) (Z) [in3] 172,000 26,600 Plastic section modulus (principal axis) (Z') fin3] 172,000 26,600 Polar radius of gyration. (ro) [in] 8.815 Area for shear (Aw) fin2l 12,280 9,650 Torsional constant, (C) fin3) 3,898 Material., A992 Gr50 Properties unit Value Yield stress (Fy): [Kiptin2] %00 Tensile strength (Fu): [Kipfin2) 65.00 Elasticity Modulus (E): [Kip/in) 29000.00 Shear modulus for steel (G): [Kipl#n2] 11153.65 DESIGN CRITERIA Description unit Value Length for tension slenderness ratio (L) [it] 6.00 Distance between member lateral bracing points Length (Lb) [ft] Tipp Bottom 6.00 25.67 6.00 6.00 6.00 2.67 Laterally unbraced length Length (ft) Effective length factor Major axis(L33) minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor xis(K22) Torsional axis(Kt) 26.67 6.00 26.67 1.0 1.0 1:0 6.00 1.0 6.00 1.0 6.00 1.0 2.67 1.0 actionAdditional assumptions Tension field « « lengthEffective • «x Major axis frame type Minor axis frame type AXIAL TENSION DESIGN Axial tension Ratio . 0.00 Capacity 643.71 (Kip) Demand 1.65 [Kip] Intermediate results ------------------ Deference Eq. Sec. ill Ctrl Eq. D2 at 0.00% unit Value Reference [Kip] 643.71 Eq. Sec. D2 « AXIAL COMPRESSION DESIGN Com M Mlon In the ma r axis 33 Ratio 0,01 Capacity 568.48 [Kip] Reference Sec. E1 Remand 4.03 [Kip] Ctrl Eq. ; D14 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural b cldlin sfren ti(Pn33i2} [Kip] 568.48 Sec. E1 Compression in the min r xls 22 Ratio 0.01 Capacity 338.50 [Kip] Reference Sec, E4 Remand 4.03 [Kip] Ctrl Eq. D14 at 0.00% Intermediate results unit Value Reference Section Classification Factored flexural kucl<lin strep tfs(Pn2210) [Kip] 56136 Sec, E1 Factored torsional or flexural-forslonal bucklin strep (Pn91/ ) [Kip] 338.50 Sec. E4 FLEXU L DESIGN Bending about spa or axis M33 Ratio 0,26 Capacity 249,88 [Kip*ft] Reference Sec. F1 Remand -65,07 [Kip*ff] Ctd Eq. D10 at 0.00% Intermediate results Unit Value Reference Section glassification Factored ieidin strep th(MnQ) [Kip*ft] 429.14 Sec, F1 Factored lateral -torsional bucklin strep th(MnQ) [Kip*ft] 249.88 --------- Sec. F1 Bendina about minor axis M22 Ratio 0,02 Capacity 66.37 [Kip*ft] Reference Sec, F1 Demand 1.43 [Kip*ft] Ctrl Eq. D5 at 0.00% intermediate results Unit Value Reference Section classification Factored ieldln strep th(Mn1S)) [Kip*ft] 65.37 Sec, F1 DESIGN FOR SHEAR It Shear i ma"or axis 33 EM Ratio 0, 0 3 Capacity 220.60 [Kip] Demand 0,`t 1 [Kip] Ctri F:q. DS at 0.00% Intermediate results Unit ^-^ r Value Reference Factored shear acit (Vn/Q) [Kip] 220.60 Smear In minor axis 22 Ratio 0.07 Capacity 193,00 [Kip] Reference Sec. G2,1 (a) Demand 14.33 [Kip) Ctrl Eq. DlO at 0.00% Intermediate results Unit Value ReferenceA� Factored shear ca acit (Vni) [Kip] 193.00 Sec. G2.1(a) COMBIN D ACTIONS DESIGN Combined flexure and axial compression Ratio O3 26 Ctrl Eq. D10 at 0,00% Reference Eq, H1 -1b Intermediate results Unit Value Reference Interaction for dcaubl s mmetric members far in- Ione bendin - 026 Eq. H1 -1b Interaction for doubt s rraetric members for out-csf- lane bendin 0.47 Eq, H1-2 Combined flexure and axial tension Ratio 0.26 Ctrl Eq. DIO at 0.00% Reference Eq, Hi -1b Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio£! Ctrl Fq, Reference Combined flexure and axial tension about local axis Ratio NIA Ctrl Eq. -- Reference Member Design status iw Section name: W 21 X73 (U-0 i bf - 8.300 [in] Width d - 29,200 [in] 0tDepth k - 1.240 [in] Distance k ki 0.875 [in] [Distance k1 If - 0.740 [in] Flange thickness tw 0.455 [in] Web thickness •a. Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [int] 21.500 [Kipt"sn2] Moment of Inertia (local axes) (l) [in4] 16O0.00O 70.600 Moment of Inertia (principal axes) (l') [in4] 1600.000 70.600 Sending constant for moments (principal axis) (J') [in] 0.000 03.000 Radius of gyration (local axes) (r) [in] 8.627 1.812 Radius of gyration (principal axes) (r') [in] 8.627 1.812 Saint-Venant torsion constant. (,l) [in4] 3.020 Section warping constant, (w) [in6] 7410.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Scup) [in3] 951.000 17.000 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 151,000 17.000 Top elastic section modulus of the section (principal axis) (S`sup) [in3] 151.000 17.000 Bottom elastic section modulus of the section (principal axis) ('inf) [in3] 151.000 17.000 Plastic section modulus (local axis) () [in3] 172.000 26.600 Plastic section modulus (principal axis) (Z) [in3] 972.000 26.600 Polar radius of gyration. (ro) [in] 8.815 Area for shear (Aw) [in2] 12.280 9.650 Torsional constant. () [In3] 3.898 Material A992 Gr5O Properties Unit Value Yield stress (Fy): [Kiplin2] 50.00 Tensile strength (Fu): [Kipt"sn2] 65.00 Elasticity Modulus (E): [Kiphn2] 29000.00 Shear modulus for steer (G): [Kiplin2] 11153.85 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio (L) [ft] 39.00 Em Distance between member lateral bracing points — ------ — ------ — ------- --- — ----- — ----- Length (Lb) [ft] Top Bottom ---------- — ------ 6,00 39.00 6,00 6,00 6.00 6,00 6.00 3,00 Laterally unbraced length — - – – -- – --- – ----- – --- – ----------- Length [ft] Major axis(L33) Minor axis(L22) 39,00 6,00 6,00 6.00 6.00 6.00 6.00 3.00 Additional assumptions Continuous lateral torsional restraint Tension field action Continuous flexural torsional restraint Effective length factor value type Major axis frame type Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN Axial tension M M Major axis(K33) ------------ ------ 1.0 Effective length factor Minor axis(K22) ------- – ------ – ---- 1.0 1.0 1,0 1.0 1'0 1,0 1'0 Torsional axis(Kt) 1'0 Ratio 0,02 Capacity 643,71 [Kip) Reference Eq, Sec. D2 Demand 10,66 [Kip] Ctri Eq, D2 at 0,00% ---------- — — -- — - — --------------- — - — ---- — — -- — ----- — — - — — - — - — ------- — ---- — ------- — ------- — --- Intermediate results Unit Value Reference — ----------- — ------- — ---- — ---- — ------ — - Factored axial tension Anne-it"(Pn4l) [Kip] 64171 Eq, Sec, D2 AXIAL COMPRESSION DESIGN IV C2MRE211!2n in the ma or axis 3 Ratio 0.00 Capacity 514,90 [Kip] Reference Sec, El Demand 0Y4 [Kip] Ctrl Eq, 1313at0,00% Em Intermediate results Emit Value Reference Section classycation Factored flexural buokln siren th(Pn3 ) [Kip] 514.90 Sec. E1 GornE�resslon in the miner axis 2 Ratio 0.0£7 Capacity 287.46 [Kip] Reference sec. E4 Demand 034 [Kip] Ctri Eq. D13 at 0,00% Intermediate results unit Value Reference Section cla ification Factor d flexural t cklin siren th(Pn22P ) [Kip] 561.36 see. E1 Factored torsional or flexural -torsional bucklin strep th(PnI I/0) [Kip] 287.46 sec. E4 FLEXURAL DESIGN Bndinn about malar a� Ratio 0.26 Capacity 225.95 [Ks"p*ft] Reference See, F1 Demand -58.56 [Kip*ft] Ctrl Eq. D5 at IW00% Intermediate results ------------ Unit Value Reference Section classification Fact red l ldin sir n Eh(Cttnt) [Kip*ft] 429.14 Sec. F1 Factored lateral -torsional buck(in strep th(ltalnll) ---- [Kip*ft] 225.95 Sec. F1 Sending about minor axis M22 Ratio 0,01 Capacity 66.37 [Kip*ft] Reference Sec, F1 Demand -0.91 [Kip*ft] Ctrl Eq. 178 at 100.00% Intermediate results Unit Value Deference Section classification Factored lel in strep th(Mn/Sl) ------- [Kip*ft] 66.37 Sec, F1 DESIGN FOR SHEAR Shear In ma or axis 33 Ratio 0,00 Capacity 220.60 [Kip] Demand 0.05 [Kip] Ctrl Eq. 78 at 0.00% Intermediate results Unit Value Reference Factored shear ca acit (VnQ) [Kip] 220.60 dell.•.! Shear in minor axis 22 Ratio 0,01 Capacity 193.00 [Kip] Reference Sec, G2,1 (a) Demand -2,79 [Kip] Ctrl E% D5 at 0.00% ---------- — ----------- Intermediate results — --- Unit - -------- Value — ------------ Reference Factored shear ca acit (Vn/n) — ------------ — ------- - -- - — -- — - - - ---- - ------------------- [Kip] - --------- 193.00 Sec, C32,1(a) — --- — ------- - -- COMBINED ACTIONS DESIGN Ae Combined flexure and axial compression .......... Ratio 0,27 ...... ........ Ctrl Eq, D5 at 100.00% Reference Eq, HI -lb ----------- Intermediate results Unit Value Reference — - - ------------ - - ------- - ----- - -- - - -- ------------- Interaction of flexure and axial force ------- - -- — ------ 017 Eq, H1 -1b Combined flexure and axial tension Ratio 017 Ctri Eq, D5 at 100,00% -1-1-1-1 .... -- ........... ...... Reference Eq, HI -lb Intermediate results --- - - ------------ - - - - Unit Value Reference Combined flexure and axial compression about local axis Ratio NIA Ctd Eq. Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq, Reference Member 52 Design status OK 2 Section Infennotion EM bf 6,500 [in) Width d 20,700 [in] Depth k 0,950 [in] Distance k k1 0.813 [in] Distance k1 tf 0A50 [in] Flange thickness tw 0.350 [in] Web thickness Properties — --- — ----- ----- — - — ----------- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [int] 13.000 Moment of Inertia (local axes) (1) [in4] 843,000 20.700 Moment of Inertia (principal axes) (') [in4] 843.400 20300 Bending constant for moments (principal axis) (S) [in] 0.000 0.000 Radius of gyration (local axes) (r) [in) 8,053 1,262 Radius of gyration (principal axes) (e) [in] 8,053 1,262 Saint-Venant torsion constant. (J) fin4l 4.770 Section warping constant, (Cw) [in(5] 2110:000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0,000 0.000 Top elastic section modulus of the section (local axis) (Scup) [in3] 81,600 6.370 Bottom elastic section modulus of the section (local axis) (Sinf) [10] 81.600 6,370 Top elastic section modulus of the section (principal axis) (S'sup) Jrn3J 81:600 6,370 Bottom elastic section modulus of the section (principal axis) (S'inf) [in21] 81,600 6,370 Plastic section modulus (local axis) (Z) [in3] 95,400 10,200 Plastic section modulus (principal axis) (Z') [in3] 95,400 10,200 Polar radius of gyration, (ro) [in] 8.151 Area for shear (Aw) [in2] 5,850 7.250 Torsional constant, (C) [iO] 1,521 ZEM Properties Unit Value Yield stress (Fy): [Kip/in2] 50.00 Tensile strength IN): [Kip6in2] 65.00 Elasticity Modulus fl. [Kip/in2] 29000.00 Shear modulus for steel (G): [Kipfin2] 1115185 Description Unit Value Length for tension slenderness ratio (L) [ft] 12,50 Distance between member lateral bracing points ----- — - — ------------ — - — - Length (Lb) [ft] Top Bottom Laterally unbraced length Length (ft] Effective length tactor Major axis(L33) Minor axis(L2) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 12.50 12.50 12.50 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type ;way DESIGN CHECKS IAL TENSION DESIGN Axlat tension Ratio 0.00 Capacity 389.22 [Kip] Reference Eq, Sec, D2 Demand 0.23 (Kip) Ctrl Eq. : D9 at 0.00% intermediate results Unit Value Reference Factored axial tension ca acit (Prrl ) [Kip] 389.22 Eq. Sec. D2 XiAL. COMPRESSION DESIGN Com ression in the ma"or axis 33 Ratio 0,00 Capacity 330.11 (Kip] Reference Sec, E1 Demand 0.17 (Kip) Ctd Eq. 1312 at 0.00% intermediate results Unit Value Reference section classification Factored flexural bucklin siren th(P0 ) [Kip] 330.11 Sec. E1 Compression in lite minor axis 2 Ratio 0.00 Capacity 138.28 (Kip) Reference Sec, E1 Demand 0.17 [Kip] Ctri Eq. D12 at O.00% intermediate results Unit Value Reference Section classification Factored flexural k,cklin strep th(Pn221) (Kip) 138.28 sec. E1 Factored torsional orflexural-torsional bucklin st(Pnll/SQ) [Kip] 227.18 sec. E4 FLEXURAL DESIGN Sendin about ma or axis Nf33 Ratio 0,00 Capacity 148,08 [Kip*ft] Reference Sec. F1 Demand 0.00 [Kip*ft] Ctrl Eq. ; D1 at 25.00% Intermediate results Unit Value deference action classification Factored ieidin siren th(Nln/f2j [Kap*ft] 238.02 Sec. F1 Factored lateral -torsional bueklin siren th(tAn ) [Kip*ft] 148,08 Sec, F Dendin about minor axle 14122 Ratio 0,02 Opacity 25.43 [Kip*ft] Reference Sec, F1 Demand 448 [Kip*ft] Ctrl Eq. D4 at 0.00% Intermediate results unit --- Value Reference Section clan ification Factar d ieldin siren th(Mni) [Kip*ft] 25.43 Sec, F1 DESIGN FOR SHEAR Shear in m or axis 33 Ratio 0.00 Capacity 105,09 [Kip] Demand -0.02 [Kip] Ctrl Eq. D4 at 0.00% Intermediate results Unit Value Reference Factcared shear ca acit (VnI) [Kip] 105.09 Shear in minor axis 2 Ratio . 0,00 Capacity 145,€10 [Kip] Reference Sec. G2.1 (a) Demand 0.00 [Kip] Ctrl Eq, DI at 0.00% Intermediate results Unit Value Reference Factored shear acit (W/ ) [Kip] 145.00 Sec, G2.1(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0.02 Ctrl Eq, C34 at 0.00°l Reference Eq, H1 -1b •'.s •1 Intermediate results Unit Value Reference Interaction of flexure and axial Pard 0.02 Eq, 1-1b Combined flexure and axial tension Ratio 0.02 Ctrl Eq, D4 at 0,00% Reference 5q, H1 -1b Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio NIA Ctrl Eq. -- Reference Combined flexure and axial tension about local axis Ratio N/A Ctri Eq. -- Reference Member 53 Design status OK informationsection Section name:: W 21 X44 (US) Dimensions d k k1 If tW 20.700 O950 O813 0,450 Section properties Gross area of a Moment of Moment of Inertia (principal axes) (1') Bending constant Radiusof 1(local Radius of gyration (principal axes) (r') Unit Major axis Minor axis [in2] 13,000 [in4] 841000 20.700 [in4] 8,43.000 20,700 [in] 0.000 0,000 [iia] 8.053 1.262 [in] 8.053 1,262 Em. Saint-Venant torsion constant. (J) [in4] 0.770 Yield stress (Fy): Section warping constant, (Cw) [in6] 291!).000 [Kiptin2] Distance from centroid to smear center (principal axis) (xo,yo) [in] 0.000 0,000 Top elastic section modulus of the section (local axis) (Scup) [in3] 81.600 6.370 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 81.600 6,370 Tap elastic section modulus of the section (principal axis) (S"sup) [W] 81.600 6.370 Bottom elastic section modulus of the section (principal axis) (S'inf) [10] 81:600 6.370 Plastic section modulus (local axis) () [in3] 95.400 10.200 Plastic section modulus (principal axis) (') [in3] 95.400 10.200 Polar radius of gyration. (m) [in] 8.151 2.00 Area for shear (Aw) [in2] 5.850 7.250 Torsional constant. (C) [in3] 1.521 Material : Ar992 GrSO Properties Unit Value Yield stress (Fy): [KipW] 50.00 Tensile strength (Fu): [Kiptin2] 65.00 Elasticity Modulus (E): [Kiplin2] 29000.00 Shear modulus for steel (G). [Kipfin2J 11153.85 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio (L) [ft] 2,00 Distance between member lateral bracing points Length (Lb) [j Top Bottom 2.00 28.50 2.00 2.00 2.00 2,00 2,00 2.00 2.00 2.00 2.00 2,00 2.00 2.00 2.00 0.50 laterally unbrced length Length [ft] Effective length factor Major axis(L3) Minor axis(L2) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 2.00 2.00 28.50 9.0 1.0 1.0 2.00 2.00 1.0 1.0 2.00 2,00 1,0 1,0 2.00 2,00 1.0 1.0 2.00 2..00 1.0 1,0 2.00 2.00 1.0 1.0 2.00 2.00 1.0 1.0 2.00 2.00 1.0 1.0 EM 2.00 2.00 1.0 1.0 2.00 2.00 1.0 1.0 2.00 2.030 1.0 1.0 2.00 2.00 1.0 1.0 2.017 2.00 1.0 1.0 2.00 2.00 1.0 1,17 0.50 0.50 1.0 1.0 Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway eRVIMURM AXIAL TENSION DESIGN 0,00 Axial tension Capacity 108.70 [Kip] Ratio 0,00 Sec, E Demand Capacity 359.22 [Kip] Reference Eq. Sec. D2 Demand 0.23 [Kap] Ctrl Eq. D9 at 0.00%0 Intermediate results Unit Value Reference Factored axial tension c aci (Pn/S) [Kip] 389.22 Eq, Sec. D2 AXIAL COMPRESSION DESIGN [Kip] 329.87 Sec. E1 Compression In the ma or axis 33 [Kip] 108.70 Sec. E4 Ratio 0,00 Capacity 335.80 [Kipj Reference Sec. El Demand 0.17 [Kip] Ctrl Eq. D12 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural bucklin siren th(Pn33/f)) [Kip) 335-80 Sec. E1 Ratio 0,00 Capacity 108.70 [Kip] Reference Sec, E Demand 0.17 [Kip] Ctrl Eq. 0712 at 0.00% Intermediate results Unit Value Reference ction cl sifi a ion Factored flexural bucklrn strep th{i n22f 2j [Kip] 329.87 Sec. E1 Factored torsional or flexural -torsional ucklin strep th(Pn11/0) [Kip] 108.70 Sec. E4 FLEXURAL. DESIGN E 19 wo Rendtn about m o€ axi M33 Ratio 0,00 Capacity 41.62 [Kite*ft] Reference Sec. F1 Demand . 0,00 [Kip`ft] Ctrl Eq. D8 at 6,25% Intermediate results Unit Value Reference Section classification Factored i Idn siren th(Mnlf) [Kip*ft] 233.92 Sec. F1 Factored lateral -torsional bucklin siren its(IVI O) [Kip*ft] 41,62 Sec, F1 Rendin about mincer axle M22 Ratio 0,02 Capacity 25.43 [Kiip*ft] Reference Sec. F1 Demand 452 [Kip*ft] Ctrl Eq. D4 at 0,00°1P Intermediate results Unit Value Reference Section classification Factoredieidin stren th(MnX)) [Kip*ft] 26.43 Sec, F1 DESIGN FOR SHEAR le Shear in m[or axis 33 Ratio 0,00 00 Capacity 105.09 [Kip] Demand -0.02 [Kip] Ctrl Eq. D4 at 0,00% Intermediate results Unit Value Reference Factored shear ca A9 (Vn/Q) [Kip] 105.019 Shear in mincer axis 22 Ratio 0,00 Capacity 145,00 [Kip] Reference Sec. G2.1(a) Demand 0,0 [Kip] Ctrl Eq. DI at 0,00% Intermediate results Unit Value Reference Factored shear ca ci {VntS2} [Kip] 145.00 Sec, G2.1(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0,02 Ctrl Eq, D4 at 0,170% Reference Eq, hl1-1b EM Intermediate results Unit Value Reference — ---------------- — --- – – -------- – – - – ------- Interaction of flexor and axial force 0.02 Eq, HI -lb — -------------- -- – ------ – - – -- – ------------ – - Combined flexure and axial tension .............. Ratio 0.02 Ctrl Eq, D4 at 0,00% Reference Eq, HI -lb Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq. Reference Combined flexure and axial tension about local axis ........... ...... Ratio NIA Ctrl Eq, Reference Member 73 Design status OK Section Information Section name: W 14X30 (Ul I Dimensions of 6,730 [in) Width d 13,800 [in] Depth k 0.785 [in) Distance k k1 0.750 [in] Distance k1 if 0,385 [in) Flange thickness tw 0,270 [in] Web thickness Properties — --- – ----- — – -------------- Section properties Gross area of the section, (Ag) Moment of Inertia (local axes) (1) Moment of Inertia (principal axes) (l') Bending constant for moments (principal axis) (J') Radius of gyration (local axes) (r) Radius of gyration (principal axes) (r) Unit Major axis Minor axis [In2j &850 fin4j 291,000 19.600 (in4l 291,000 19,600 [in] 0.000 0,000 [in) 5,734 1.488 [in) 5.734 1,488 =1 I Saint-Venant torsion constant, (J) [in4j 0.380 Yield stress (Fy)-, Section warping constant, (Cw) [in6] 887,000 [Kiplin2] Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Scup) fin3l 42,000 5.820 Bottom elastic section modulus of the section (local axis) (Sinf) fin3l 42.000 5,820 Top elastic section modulus of the section (principal axis) (S'sup) [in3l 42,000 5,820 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 42,000 5,820 Plastic section modulus (local axis) (Z) [iO] 47.300 8,990 Plastic section modulus (principal axis) (Z') (10] 47.300 8,990 Polar radius of gyration, (ro) [in] 5.924 Area for shear (Aw) lin2] 5,180 3,730 Torsional constant, (C) [W] 0,894 Material: A992 Gr5O Properties Unit Value Yield stress (Fy)-, [KipAn2] 50,00 Tensile strength (Fu): [Kiplin2] 65.00 Elasticity Modulus (E)- [Kip&2] 29000.00 Shear modulus for steel (G): [Kipling] 1115185 Description Unit Value Length for tension slenderness ratio (L) IN 833 Distance between member lateral bracing points Length (Lb) (ft) Top Bottom - -------- — — ----- — ----- — ---- — ---- — ----- — -- — ----------- 833 833 Laterally unbraced length --- — --- — — ---- — ---- — ---- — ----- Length [it] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) — ------- — — ---------------------- 8.33 8.33 8,33 1.0 1'0 1'0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway Axial tension Ratio 0,011 Capacity 264.97 [Kip] Demand 1.36 [Kip] Intermediate results Factored axial tension ca aci {Pnlf2j AXIAL. COMPRESSION DESIGN Com rasion in the ma"or axis 3 Ratio 0.01 Capacity 244.33 ]Kip) Demand 1.29 [Kip] Intermediate results Section classification Factored flexural buckl'€n strep th(PnWO) Com r scion In the minor axis 2 Ratio 0.01 Capacity 187.94 [Kip] Demand 1.29 [Kip] Intermediate results Section cl ssification Factored flexural backfin strep th(PQ2 ) Factored torsional or flexural -torsional bucklin strew th(I'n111) --- FLEXURAL DESIGN Bendin about ma`or axis M33 Ratio 0.25 Capacity 118.01 [Kip*fl] Demand -29.20 [Kip*ft) Intermediate results Section cfa sification Factored yieldln strep tia(f4frrdS2) Factored lateral -torsional bucklin strep th(Mn1SQ) Bending, about minor axis,, M22 Ratio 0.04 Capacity 22.43 [Kip*ftj Demand -0.87 [Kip*ft) Intermediate results Section classification Factored ieldin strep t(ntfi) PG -1f X63 Emit Value Reference [Kip] 2607 Eq. Sec. D2 Reference Sec. E1 Ctd Eq. D8 at 34,38% Emit Unit Value -------------------- Reference [Kip] 244.33 Sec, E1 Reference Sec. E1 Reference Ctrl Eq, £i8 at 34,38% Ctrl Eq. Emit Value Reference [Kip) 187.94 Sec. E 1 [Kip) 207.11 Sec. E4 Reference Sec. F1 Ctrl Eq. D4 at 0.00°l Emit Value Reference [Kip*ft] 118.09 Sec. F1 [Kip*ft) 118.01 sec. F1 Reference Sec, F1 Ctrl Eq. 019 at 100.00% Unit Value Reference [Kip*ft) 22.43 Sec. F1 aW DESIGN FOR SHEAR Shear kmplor axis 3 Ratio 0,00 Capacity 93,05 [Kip] Demand -0,29 [Kip] Ctrl Eq. D8 at 0.00% ---- - --- - ----- Intermediate results - - ----------- Unit — -- - ------ Value - -- - ------------- - ---- - - Reference — ------ - ---------- — --------- — -- - - - - - ------------ ----- Factored shear SApggiy(VnQ) — ---- - ------- -- --------- - - (Kip) 9105 Shear in minor axis 22 Ratio 0,08 Capacity 74.60 (Kip) Reference Sec, G2.1(a) Demand 6.22 (Kip) Ctrl Eq, D8 at 0,00% ---------- — --- - ------------ - ---- Intermediate results — -------- Unit - ------ - ----- Value Reference — ---------------- FagqMd shear ca aci (Vn/n) ----------------- - -- - - - - ----- - --- - -- - - ---- - - - — - — -------------- - ------- - -- [Kip] - - ---------- - - ----- - - - ---------------- 74,60 - - — -- - - --- - --------- Sec, G2,1 (a) — --------------- - -- - --- COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0,25 Ctrl Eq. D4 at 0,00% Reference Eq. HI -lb ----- - ------- - --- - - - - - - - ------- - ----- - - ---- - ---- ---- - ---- — ------- - - - — ---------- Intermediate results - -- - ---------- - ------- Unit - — ----- Value Reference --- — — - ----------- - - ----------- - ------- - - - ---------- - --- - - - --- - -------------- - — - - ---- - -------------------- - - --------- 0.25 Eq, 1-11-1b interaction for doubt s mmetric members for out- #- 1 ne actin - — - ---------- - OW Eq, HI -2 Combined flexure and axial tension Ratio 016 Ctrl Eq, D4 at 0,00% Reference Eq. HI -lb Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio NIA Ctrl Eq. Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq, Reference Member 83 (1) l,esign status • Secdon Informa"On bf 10,000 [in] Width d 14,000 [in] Depth k 1,310 [in] Distance k k1 1,063 [in] Distance k1 tf 0,720 [in] Flange thickness tw 0A1 5 [in] Web thickness Properties --- — -- – ----- – - – ---- – ------ – ----- – ---- – ----- Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2l 20.000 Moment of Inertia (local axes) (1) [in4] 722.000 121.000 Moment of Inertia (principal axes) (1') [in4l 722,000 121,000 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in) 6.008 2,460 Radius of gyration (principal axes) (r) [in] 6.008 2,460 Saint-Venant torsion constant. (J) CM4] 3.010 Section warping constant, (Cw) [in6j 5380.000 Distance from centroid to shear center (principal axis) (xo,yo) [in) 0.000 0,000 Top elastic section modulus of the section (local axis) (Ssup) [in3l 103.000 24,200 Bottom elastic section modulus of the section (local axis) (Sint) [in3] 103.000 24.200 Top elastic section modulus of the section (principal axis) (S'sup) [in3l 101000 24.200 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 103.000 24,200 Plastic section modulus (local axis) (Z) [in3l 115,000 36,900 Plastic section modulus (principal axis) (Z') [in3j 115,000 36.300 Polar radius of gyration, (ro) [in] 6,492 Area for shear (Aw) [in2] 14.400 5.810 Torsional constant, (C) fin3l 3,895 Material : A992 Gr5O am= Unit Value Yield stress (Fy): (Kip/in2l 50,00 Tensile strength (N): [Kip/in2] 65,00 Elasticity Modulus (E): [Kiphn2] 29000.00 Shear modulus for steel (G): [Kipfin2] 1115185 ---------- – – – ---------- – - – -- – ---- – - – ------ – ------- – ---- I!L:C�11111 EM 200MM Description unit Value length for tension slenderness ratio (L) IN 41.00 Distance between member lateral bracing points Ctrl Eq. C14 at 6.25% Length (Lb) [ft] Unit Value Reference Top Bottom [Kip] 598.80 Eq. Sec. D2 6.00 41.00 6.00 6.00 6,00 Reference Sec. E1 6.00 Ctrl Eq. D4 at 6.25% 6.00 5.00 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 41,00 6.110 41,00 1_.0 1.0 1.0 6.00 1.0 6.00 1.0 6.00 1.0 6.00 1,0 6.00 1.0 5.00 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESt+C'aEN CHECKS AXIAL TENSION DESIGN Axial tendon Ratio 0.00 Capacity 598.80 [Kip] Reference Eq. Sec, D2 Demand 0.11 [Kip] Ctrl Eq. C14 at 6.25% Intermediate results Unit Value Reference Factored axial tension ca aci (Prat 2) [Kip] 598.80 Eq. Sec. D2 IAL COMPRESSION DESIGN Compression in the malar axis 3 Ratio 0.00 Capacity 366.74 [Kip] Reference Sec. E1 Demand 0.15 [Kip] Ctrl Eq. D4 at 6.25% EM Intermediate results Unit Value Reference Section classification Factored flexural backup strep ift(Pn33i) [Kip] 366.74 Sec. E1 ompresslon in the minor axis 22 Ratio 0.f70 Capacity 384.97 [Kip] Reference Sec. E4 Demand 0.15 [Kip] Ctrl Eq. D4 at 6.25% Intermediate results Unit Value Reference Section classifi ti n Factored flexural bucklin siren th(PnMQ) [Kip] 562.44 sec. E1 Factored torsional car fiextsral-to Tonal bucklin siren 1/0) [Kip] 384.97 See. E4 -- FLEXURAL DESIGN Bending about ma or axis M33 Ratio 0.23 Capacity 286.93 [Kip*ft] reference See. F1 Demand 66.62 [Kip*ft] Ctrl Eq, D2 at 53.13% Intermediate results unit Value Reference Section cl ssification Factored leldin siren th(Mn/9)) [Kip*ft] 286,93 Sec, F1 BlMdIng about minor axis M22 Ratio 0,01 Capacity 92,07 [Kip*ft] reference Sec. F1 Demand -0.87 [Kip*ft] Ctrl Eq, D5 at 6.25% Intermediate results Unit Value Reference -------------- Section classification Factored kWj9 strep ih(Mn/Q) [Kip*ft] 92.07 Sec, F1 DESIGN FOR SHEAR Shear in ma or axis 33 Ratio 0,00 Capacity 25&68 [Kip] Demand 0.44 [Kap] Ctrl Eq, D13 at O.00% Intermediate results Unit Value Reference Factored shear ca acit (W1) [Kip] 258.68 Shear In minor axis 22 Ratio 0.06 Capacity 116,20 [Kip} Reference Sec. G2.1(a) Demand 7,10 [Kip] Ctrl Eq, 02 at 6,25% Intermediate results Unit Value Reference - -------- - -------- Fagtqred shear ca aqLty(Vn/0) [Kip] 116,20 Sec. G2.1(a) - --- - - ------------------- - -------------------------- - ------------ - ----- - ---- - - - - ------- - --- - -- - ------ ---- — ------ ----- - ------ COMBIN D ACTIONS DESIGN Combined flexure and axial compression Ratio 013 Ctrl Eq, D2 at 53.13% Reference Eq. HI -lb ........... Intermediate results Unit Value Reference — ------ — ---- — --- — ----- — — ----- Interaction for doukht —immetric members for i 0.23 Eq. HI -lb lnteractioftj2Lqqqt!rra etr c rraembers for cant -of- lane bendi%i — 0,05 Eq. HI -2 --- — --------- ------ — - — ------------- — --- — --- --------- Combined flexure and axial tension ................. -- .............. ....... ...... Ratio 0,23 Ctri Eq. D2 at 53,13% Reference Eq. HI -lb — - — -- — ----- — ------------------- — ------ — --- — — ------------------ — - Intermediate results Unit Value Reference ------- — ----- — — --- — ----- — ----- — ------- — ------- — ------ — ------ Combined flexure and axial compression about local axis Ratio NfA Ctrl Eq. Reference Combined flexure and axial tension about local axis Ratio NIA Ctrl Eq Reference .......... ...... ..... -- ...... ....... Member 85 Design status OK :-E Section Information i� r bf - 5,000 [in] Width d - 13.700 (in] depth k - 0,735 [in] distance k k1 - 0.750 [in] Distance ki If - 0.335 [in] Flange thickness tw - 0,230 [in] Web thickness Properties Section properties Unit Major axis Mincer axis Grass area of the section. (Ag) [int[ 6.490 Moment of Inertia (local axes) (l) [in4] 199.000 7.000 Moment of Inertia (principal axes) (l') [in4] 199.000 7,000 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) (in) 5.537 1.039 Radius of gyration (principal axes) (r") [in] 5.537 1.039 Saint-Venant torsion constant. (J) [incl] 0.205 Section warping constant. (Cw) fin6] 314.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ss p) [in3] 29,000 2.600 Bottom elastic section modulus of the section (local axis) (Sinf) [in3j 29.000 2.800 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 29,000 2.,800 Bottom elastic section modulus of the section (principal axis) (S'inf) fin3] 23:000 2,800 Plastic section rnoduius (local axis) (Z) [in3] 33,200 4390 Plastic section modulus (principal axis) (Z") [in3] 33.200 4.390 Polar radius of gyration. (ro) [in] 5.634 Area for shear (A) [in2] 3,350 3,150 Torsional constant. (C) [in3] 0.536 (Properties Unit Value Yield stress (Fy): [Kiptin2] 50.00 Tensile strength (Fu): [ ipiin2] 65.00 Elasticity Modulus (E): [Kipfin2] 29000.00 Shear modulus for steel (G): [Kiplin2] 11153.85 Distance between member lateral bracing points Length (Lb) [ft] Top Bottom 2.00 2.00 unit Value (ft] 2.00 , Laterally unbraced length - — — ----- — ------------ — ----- — -- — — --- — ------- — -- — Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) --------- — ---- — — - — ----- ---- --- — ----- — - 2.00 2.00 2,00 1'0 1.0 1.0 Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway ff HUXAM AXIAL TENSION DESIGN A&W tension Ratio 0,00 Capacity 194,31 [Kip] Reference Eq, Sec. D2 Demand 0.00 [Kip] Ctrl Eq. D4 at 0,00% --- — ------ — ---- — ---- — - — — -- — --------------- Intermediate results ---- ------------- Unit — ----- Value Reference — — - — - — ---- — ---------- — FgqLored axial tension ca aci (PnQ) — — — - — ------- — ------- — ------------ — -------- ------ — -------- — ------- [Kip] — -- — ------ — ------- 194.31 Eq. Sec, D2 — --- AXIAL COMPRESSION DESIGN le Compression In the A1gJ9Caxis A Ratio 0,00 Capacity 171,88 [Kip] Reference Sec. El Demand 0,01 [Kip] Ctrl Eq. D5 at 0.00% — - — --------------- — — -- — — ------ — ----------- — Intermediate results — ----- — - — --------- — -- — -- — - — -------- Unit — — - — ----------- — --- Value Reference ---- — -- — — --- — ------- — — -------- — --- — -------- — - — - — Section classification -------- — ----- — ---- — - -- — ---- — - — — -------- — -------- — — -- — --------- — ----- Factored flexural to cklin siren th(POVQ) -- — ------- — ---- — ----- — ---- — — — -- — ------ — --- [Kip] 171.88 Sec. El Comoression in the minor axis 22 Ratio 0.00 Capacity 167.13 [Kip] Reference Sec. El Demand 0,01 [Kip] Ctrl Eq, D5 at 0,00% -- — — --------- — ------ — ------------- Intermediate results — - — -- — ---- — ------- — - Unit — --- — - — ------- — — - — ----- — - — — --------------- Value Reference --------- — — -- — - — - — - — ---- — — Section classification -- — ---------- — — ----------- — ----- Factored Lflexural t ucklin siren th(Pn22AQ) [Kip] 167.93 Sec, El Factored torsional or flexuraC-torsional bucklin siren th(Pnll/Q) [Kip] 168.61 Sec. E4 FLEXURAL DESIGN 19 EM am PG • 191 ndire about a or axis R+I33 Ratio 0,07 Capacity 82.83 (Kip°ft] Reference Sec. F1 Demand -5.59 (Kip*ft] Ctrl Eq. D2 at O.00% Intermediate results Droit ------------ Value Reference Section classification Factored Yjeldin str n th(Pvin/0) [Kip*ft( 82.83 Sec, FI Bendin about rrainor axle RR22 Ratio 0.07 Capacity 10.95 (Kip*ft] Reference Sec. F1 Demand -0.79 [Kip*ft] Ctrl Eq, D1at 0.00% Intermediate results Unit Value Reference Sectton clan tfiflan Factored ieldin siren tla(AAn12) (Kip*ft] 10.95 Sec. F1 DESIGN FOR SMEAR It Shear In a or axle 33 Ratio 0.01 Capacity 60.18 [Kip] Demand -0.44 [Kip] Ctrl Eq, D13 at 0.00% intermediate results unit Value Reference Factored shear ca acit (W/0) [Kip] 60.18 Shear in minor axis 22 Ratio 0.04 Capacity 63.00 tKip] Reference Sec, G2.1(a) Demand 2.80 [Kip] Ctrl Eq. D2 at 0.00% Intermediate results Unit Value Reference Factored shear ca acit (WAQ) (Kip] 63.00 Sec. G2.1(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0.11 Ctrl Eq. D8 at 0.00% Reference Eq, Flt -1b am Intermediate results Unit Value Reference ----------- — ---------- InLeraction of _flexure and axial force 0.11 Eq, HI -lb --- — -- - --------- - - ------ -- - --------- Combined flexure and axial tension Ratio 0.11 Ctrl Eq. D8 at 0.00% Reference Eq, HI -lb -------------------------------- - - ------- - - --- - - --- Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq. Reference ........ ... ........ ....... ........ -- ........ ...... - ....... - ... ...... ........ Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. Reference Member : 86 (7" Design status : OKI bf 8.030 [in) Width d 13.800 [in] Depth k 1.190 [in] Distance k k1 1.000 [in) Distance k1 tf 0.595 [in] Flange thickness tw 0,340 [in] Web thickness Itt Section properties Gross area of the section, (Ag) Moment of inertia (local axes) (1) Moment of Inertia (principal Bending constant for moments (principal Radius of gyration (local axes) (r) Radius of gyration (principal axes) (r) section intemation Unit Major axis Minor axis fin2l 14100 [in4] 484:000 51.400 [in,t] 484,000 51.400 [in] 0,000 0,000 [in] 5,859 1,909 [in] 5.859 1:909 Em. Saint-Venant torsion constant. (J) "n4] 1,450 Section warping constant. (Gw) [in6] 2240,006 Distance from centroid to shear center (principal axis) (xo>yo) [in] 0,060 Top elastic section modulus of the section (local axis) (Ssup) [in3] 70,200 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 70100 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 70.200 Bottom elastic section modulus of the section (principal axis) (S` nf) [in3] 70,200 Plastic section modulus (local axis) (Z) [in3] 73400 Plastic section modulus (principal axis) (Z) [in3] 78.406 Polar radius of gyration. (ro) [in] 6.162 Area for shear (Aw) [in2] 9,560 Torsional constant. (G) [in3] 2.186 • Material : A992 GrSQ Properties Chit Value Yield stress (Fy): [Kiplin2] 50,60 Tensile strength (Fu) [Kip(in2] 65,06 Elasticity Modulus (E). (KipJin2) 29000.00 Shear modulus for steel (G)e [Kip/m2) 11953.85 Description Chit Value Length for tension slenderness ratio (L) IN 33.00 Distance between member lateral bracing points Length (Lb) [ft] Trip Bottom 6,00 39.030 6,00 6,00 6,00 6,06 6,00 3.00 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K2) 39.00 6,00 39.00 1.0 1,0 6,00 1.0 6.00 1.0 6.00 1.0 6.00 1.0 6.00 1.0 3.00 1.0 Om r a •! Torsional axis(Kt) 1.0 Additional assumptions Eq, Sec. D2 Continuous lateral torsional restraint [32 at 0.00°r'e, Tension field action Value Reference Continuous flexural torsional restraint 422.16 Eq, Sec. l32 Effective length factor value type Sec, E1 Major axis frame type 1313 at 0.00% Minor axis frame type Value Reference DESIGN CHECKS 264.76 Sec. E1 IAL TENSION DESIGN Arai tension Ratio 0,00 Capacity 422.16 [Kip] Demand 0.32 [Kip) Intermediate results Factored axial tension ea acit (Rn1 ) AXIAL COMPRESSION DESIGN Com rsion in the m"or axis 33 Ratio 0.0€,1 Capacity 26436 [Kip] Demand 0.00 [Kip] Intermediate results Section classification Factored t1exural taU2Ug strep th(Pn3 1(2) Corn re sign in the minor axis 22 Ratio 0.00 Capacity 234.60 [Kip] Demand0.00 [Kip] Intermediate results Section classification Factored flexa&�in 'Strati ±(PQ2 ) Factored tCtrl9nr"II C7F fteXUral-ti7F,aBC#F4al 1rlUGlClln StFen th(Prt191�) FLEXURAL DESIGN Bending about maior axis. M33 Ratio 0,20 Capacity 195.61 [Kip*ft] Demand 39.61 [Kip*it] o Reference Eq, Sec. D2 Ctrl Eq. [32 at 0.00°r'e, Unit Value Reference [Kip] 422.16 Eq, Sec. l32 Reference Sec, E1 Ctrl Eq. 1313 at 0.00% Unit Value Reference [Kip] 264.76 Sec. E1 Reference Sec. E4 Ctrl Eq. 1013 t 0.00% Unit Value Reference [Kip] 360.47 Sec. E1 [Kip] 2:34.80 Sec. E4 Intermediate results Unit Value Reference Section classification Factored ieldin strep th(Mn/0) [Kip*ftl 195,69 Sec. F1 E3endin about minor axle it Ratio 0.01 Capacity 48.90 [Kip*ft] Reference Sec. F1 Demand Or55 [Ksp*ft] Ctrl Eq, l39 at 100.00% Intermediate results unit Value Reference Section classification Factaret ieldira strera th(lulnt2) [Kip*ft] 48.913 Sec, F1 DESIGN FOR SHEAR Shear In rma or axis '33 Ratio 0.00 Capacity 171.74 [Kip] Demand 403 [Kip] Ctrl Eq, D5 at 0.00% Intermediate results unit Value Reference Factored shear ca acct (VA2) [Kip] 171.74 Shear in minor axes 2 Ratio 0.04 Capacity 93.80 [Kip] Reference Sec. G2.I(a) Demand 4.06 [Kip] Ctrl Fq, D2 at 0.00% Intermediate results Unit Value Reference Factored shear ca acit ( /Q) (Kip] 93.80 Sec. G2.1 (a) COM13IN D ACTIONS DESIGN Combined flexure and axial compression Ratio 0.20 ................... Ctrl Eq, D2 at 50.00% Reference: Eq, 1-11«1b Intermediate results Unit Value Reference Interaction of flexure aced axial force -- 0,20 Ed, 1-11-1b spy., • Combined flexure and axial tension ............................................... Ratio 6.20 Ctrl Fri. 012 at 50,00% Reference Eq, H1 -1b intermediate results unit Value Reference Combined flexure and axial compression about local axis ........ Ratio NIA Ctrl Eq. - Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Bq. -- Reference Member Design status it. informationsection Dimensions bf - 6.5411 [in] Width d 26.740 [in] Depth k - 0.454 [in] Distance k k1 11.813 [in] Distance k1 tf - 0.450 [in] Flange thickness tw 0.350 [in] Web thickness Section properties unit Major axis Minor axis Cross area of the section, (Ag) [9n2] 13.000 Moment of inertia (local axes) (1) fin4] 843.000 20,700 Moment of inertia (principal axes) (1') fin4] 843.000 20.700 Bending constant for moments (principal axis) (S) fin] 0,000 0.000 Radius of gyration (local axes) (r) fin] 8.053 1,262 Radius of gyration (principal axes) (e) [in] 8.053 1,262 Saint-Vennt torsion constant. (J) fin4] 0.770 Section warping constant. (Cw) [in6] 2110.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 'lop elastic section modulus of the section (local axis) (Scup) [in3] 81:6110 6,370 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 81.6010 6.370 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 81,600 6.370 'gar..«'M -at Bottom Mastic section modulus of the section (principal axis) (S'inf) [in3] 81.600 6.370 Plastic section modulus (local axis) (Z) [m3] 95A00 10.200 Plastic section modulus (principal axis) (Z") [in3] 95.400 10,200 Polar radius of gyration. (ro) [in] 8.951 1.0 Area for shear (A) [int] 5.850 7.250 Torsional constant. (C) [ln3] 1,521 1.0 Material : A992 GrSO 2:00 1.0 1<0 Properties unit Value 1.0 Yield stress (Fy): [Kiphn2] 50.00 1.0 Tensile strength (Eu); (Kipfin2] 65.00 1.0 Elasticity Modulus (E): [Kipdin2] 29000.00 Shear modulus for steel (G): [KipAn2] 11153.85 Description unit Value Length for tension slenderness ratio (L) [ft) 4,00 Distance between member lateral bracing points Length (Lb) [it] Top Bottom 2.00 44.00 2.00 2,00 2.00 2,00 2,00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2,00 2.00 2.00 4.00 Laterally unbrced length Torsional axis(Kt) 1.0 Length [ft] Effective length factor Major axis(L3) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) 2.00 2.00 44.00 1.0 1.0 2,00 2.00 1.0 1.0 2.00 2.00 1.0 1'0 2.00 2.00 1.0 1.0 2.00 2:00 1.0 1<0 2.00 2.00 1.0 1.0 2.00 2,00 1.0 1.0 2.00 2.00 1.0 1.0 Torsional axis(Kt) 1.0 Z00 2.00 1.0 1.0 2.00 2,00 1.0 1.0 2.00 2,00 1.0 1.0 2.00 2.00 1.0 1.0 2.010 2.00 1.0 1.0 2.00 2.00 1.0 1.0 2.00 2:00 1.0 1,01 2.00 2.00 1.0 1.0 2.00 2,00 1.0 1.0 2.00 2,00 1.0 1.0 2.00 2.00 1.0 1.0 2.00 2,00 1.0 1.0 4,00 4.00 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor Value type Mone Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS IAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 389.22 [Kip] Deference Eq. Sec. D2 Demand 0.06 [Kip] Ctrl Eq. D4 at 9.38% Intermediate results Unit Value Reference Factored axial tension ca acct (Pn/0) [Kip] 389.22 Eq.. Sec, D2 IAL COMPRESSION DESIGN Goma resslon in the ma"or axis 3 Ratio 0,00 Capacity 335.35 [Kip] Reference Sec, E1 Demand 0.51 [Kip] Ctrl Eq. D9 at 93.75% Intermediate results unit Value Reference Section classif ation Factored flexural h -Ming siren th(Pn33/Q) [Kip] 335,35 Sec, E1 Gore resslon In the Trainor axis 22 Ratio 0.01 Capacity 85.01 [Kip] Reference Sec. E4 Demand 0.51 [Kip] Ctri Eq. D9 at 9,38% W --j Intermediate results unit Value Reference ,Section piassiti anon Factored flexural bupkli strep th(Pn22it2) [Kip] 329.87 Sec, E1 Factored torsional or flexural -torsional bucklin str n th(PnI ID) [Kip] ------ 85.01 Sec. E FLEXURAL DESIGN it B ndin about ma car axis M3 Ratios 0.38 Capacity 23$.02 [Kip*J deference Sec. F1 Demand 94,98 [Kip*ft] Ctd Eq. C2 at 9.38% Intermediate results Unit Value Reference Sectioan cl ssificatiors Factored i !din strep th(MnQ) [Kip*ft] 238.82 Sec. F1 Sending about minor axis M22 Ratio €7.03 Capacity 25.43 [Kip*ft] Reference : Sec, F1 Demand -4.82 [Kip"ft] Ctri Eq, p9 at 9.38%p Intermediate results Knit Value Reference Section classification Factored ieldi trap th(niS2) [Kip*ft] 25.43 Seo:, F1 DESIGN FOR SHEAR Shear in a"or axis 3 Ratio 0.40 Capacity 105,09 [Kip] Demand 428 [Kip] Ctrl Eq. D9 at 0.04%0 Intermediate results Unit Value Reference Factored shear ca spit (W/0) [Kip] 105.09 Shear in minor axis 2 Ratio 0.22 Capacity 145.00 [Kip] deference Sep. C32,1(a) Demand 31.20 [Kip] Ctrl Eq. D2 at 0.00% Intermediate results Unit Value Reference Factored shear ca apit (VnAQ) [Kip] 145,00 Sec. t32.1(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 038 Ctrl Eq, D2 at 9.38% Reference Eq. Ei1-1b Intermediate ----------------------------- Now Combined flexure and axial tension Ratio 11.39 Ctrl Eq. D2 at 9,38% Reference Eq. Fit -ib ---- Intermediate results Emit gale Reference Combined flexure and axial compression about local axis ............ ....., Ratio N/A Ctrl Eq, Reference Combined flexure and axial tension about local axis .....,... Ratio NIA Ctrl Eq. �- Reference Member Design Section Infemation Section name: W 16X67 (US) Dimensions bf - 10.244 [in) Width d 16,34() [in) Depth k _ 1.074 [in) Distance k k1 - 1.040 [in] Distance k1 tf - 0.665 [in] Flange thickness tw - 4,395 [in) Web thickness Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [int] 19,700 [KipW] Moment of Inertia (local axes) (1) [m4] 954.000 119,000 Moment of Inertia (principal axes) (I') [in4] 954,000 119.000 Bending constant for moments (principal axis) (S) [in] 0,000 0,000 Radius of gyration (local axes) (r) [in) 6,959 2.458 Radius of gyration (principal axes) (e) [in] 6.959 2,458 Saint-Venant torsion constant. (J) [in4] 2,390 Section warping constant, (Cw) [in6] 7300.000 — — --- — — -------- — ----------- -------- — ------ — — — -------------- — ----- — --------- Distance from centroid to shear center (principal axis) (xo,yo) [in] 0,000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [W] 117.040 23,200 Bottom elastic section modulus of the section (local axis) (Sinf) [W] 117,000 23,200 Top elastic section modulus of the section (principal axis) (S'sup) [m3] 117,000 23.200 Bottom elastic section modulus of the section (principal axis) (S'inf) [m3] 117.000 23.200 Plastic section modulus (local axis) (Z) [W] 130.000 35.500 Plastic section modulus (principal axis) (Z') [W] 130,000 3&500 Polar radius of gyration. (ro) [in] 7380 Area for shear (Aw) fin2l 13,570 6.440 Torsional constant. (C) [in3] 3.490 inmn��# Properties Unit Value ----- — ------------------------ — -- — ---- — - — -- — ----- Yield stress (Fy): — -------- — ------- — ----- [Kip/m2] 50,00 Tensile strength (Fu): [KipW] 65,00 Elasticity Modulus (E): [Kip/in2] 29000,00 Shear modulus for steel (G): — ---------------- — - — ---------- — — -- [Kiphn2] 1115185 DESIGN CRITERIA Description Unit Value — ------ ---------- — ----- Length for tension slenderness ratio (L) 1111 -------- — - — -------- 9,10 Distance between member lateral bracing points Length (Lb) [it] --------- — ------ — --------------- — — - — ---- — -- Top Bottom 9.10 910 — ---------- — -------- — -- — — — --- — — -------- — ----------- -------- — ------ — — — -------------- — ----- — --------- Laterally unbraced length ------ — — ------ — ------ — -- — ----------- Length [ft] — - — — ---------- — - — -- — ------ Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) - — ---- — ------- — — - Major axis(K33) Minor axis(K22) Torsional axis(Kt) — ----- 9,10 9A0 9,10 1.0 — — -- — ---------- 1'0 1.0 Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Non sway Minor axis frame type Sway DESIGN CHECKS Eq, Sec. D2 AXIAL TENSION DESIGN at 0.00%, Axial tension Value Deference Ratio 0,00 589.82 Eq, Sec, D2 Capacity 589.82 [Kip] Sec, E1 Demand 0.03 [Kip] D9 at 0.00% -- Intermediate results Value Reference Factored axial ten-"€ c aci (Pn152) 579.30 Sec. E1 IAL COMPRESSION DESIGN Compression in tie malar axis 3 Ratio 0,00 Capacity 579.30 [Kip] Demand 0.36 [Kip] Intermediate results Section classification ------------- Factored flexural bu,klira strep th(PnMQ) orression In ties minor axle. 22 Ratio 0.00 Capacity 510,54 [Kip] Demand 0,36 [Kip] Intermediate results Section classification Factored flexural bucklin siren ttt(Pn22i52) Factored torsional or flexural -torsional bu klin siren.. th(Pni 1150 FLEXURAL DESIGN B ndin about a or axis M33 Ratio 0.00 Capacity 321.46 [Kip*ft] Demand 0.00 [Kip'ff] Intermediate results Section classification Factored ieldin siren th(Mni92) Factored lateral -torsional buckle strap th(ly (MAI) ------ Bendina about minor axis M22 Reference Eq, Sec. D2 Ctrl Eq,D4 at 0.00%, Unit Value Deference [Kip] ------------------ 589.82 Eq, Sec, D2 Reference Sec, E1 Ctrl Eq. D9 at 0.00% Unit Value Reference [Kip] 579.30 Sec. E1 Reference Sec. E1 Citri Eq, D9 at 0.00% Unit Value Reference [Kip] 51054 Sec. E1 [Kip] 527,73 Sec, E4 Reference Sec. F1 Ctrl Eq. D1 at 6.25'!4 Unit Value Reference [Kip*ft] 324.35 Sec, F1 [Kip'ff] 321,46 Sec. F1 "• • Ratio O9 03 Capacity 88.57 [Kip*ff] Reference Sec, F 1 Demand 2.83 [Kip*ft] Ctrl Eq. [19 at 100,00% Intermediate results Unit Value Reference Section classification Factored ieldln Stren th(i+ n/ ) [Kip*ft] 88.57 Sec. F 1 DESIGN FOR SHEAR 40 Shear In ma or axis 33 Ratio 0.00 Capacity 243.77 [Kip] Demand -0.25 [Kip] Ctrl Eq. D9 at 0.0 % Intermediate results Unit Value ----------- Reference Factored shear ca ac€t (VnK2) [Kip] 243.77 Shear In minor axis 22 Ratio 0,00 Capacity 128.80 [Kip] Reference Sec, G2,1(a) Demand 0,00 [Kip] Ctrl Eq. 111 at 0.00% Intermediate results unit Value Reference Factored Shear ca acit (Vnt ) [Kip] 128,80 Sec. C2,1(a) ----- COMBINED ACTIONS DESIGN Combined flexure and axial compression .................................... Ratio 01.03 Ctrl Eq, D9 at 100,00% reference Eq. 111-1b Intermediate results Unit Value Reference Interaction of flexure and axial farce - 0,03 Eq, H1 -1b Combined flexure and axial tension Ratio 0,113 CtrlEq. 39 at 100.0% Reference Eq, 1-11-1b Intermediate results Unit Value Reference iNZEM Combined flexure and axial compression about local axis ............ .......... Ratio N/A Ctrl Eq, Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. Reference Member 84 Design status OK �f 1=1 -1 M M I bf 5.000 [in] Width d 13.700 [in] Depth k 0,735 [in] Distance k k1 0.750 [in] Distance ki if 6,335 [in] Flange thickness tw 0,230 [in] Web thickness Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [int] 6,490 Moment of Inertia (local axes) (1) fin4l 199.000 7,000 Moment of Inertia (principal axes) (I') fin4l 199.000 7,000 Bending constant for moments (principal axis) (Y) firil 0,000 0.000 Radius of gyration (local axes) (r) [in] 5.537 1.039 Radius of gyration (principal axes) (r') [in] 5.537 1,039 Saint-Venant torsion constant (J) [in4] 0.208 Section warping constant. (Cw) [m6] 314,000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0,000 0.000 Top elastic section modulus of the section (local axis) (Ssup) fin3l 29,000 2.806 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 29,000 2.800 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 29,000 2,800 Bottom elastic section modulus of the section (principal axis) (S'inf) [in] 29.000 2,800 Plastic section modulus (local axis) (Z) [in3] 33,200 4.390 Plastic section modulus (principal axis) (Z') [in3] 33.200 4,390 Polar radius of gyration, (ro) [in] 5,634 Area for shear (Aw) fin2l 3.350 3.150 Torsional constant. (C) [in3] 0,536 Material: A992 Gr50 Properties unit value Yield stress (Fy): [Kiprin2] 50,00 Tensile strength (F): [Kipl+n2] 65.00 Elasticity Modulus (E): [Kipling] 29000,00 Shear modulus for steel (G): [Kiplin2] 11153.65 r Description Unit value Length for tension slenderness ratio (L) [ft] 6.00 Distance between member lateral bracing points Length (Lia) [it] Top Bottom 6.00 20.33 6.00 6,00 2.33 Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis( 33) Minor axis(K22) Torsional axis(Kt) 20.33 6,00 20.33 1.0 1.0 1.0 6.00 1,0 6.00 1.0 2.33 1,0 I M • , a s Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway IAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 194.31 [Kip] Deference Eq, Sec, D2 Demand 0.29 [Kip] Ctrl Eq. D6 at 0,00% Intermediate results unit value Reference Factored axial tension ca acs (Pn/ ) [Kip] 194,31 Eq. Sec. D2 1 errs resslon In the ma car axis 33 Ratio 0.00 Capacity 154,55 [Kip] Reference Sec. E1 Demand 0.44 [Kip] Ctri Eq. D13 t 0.00% Intermediate results Unit Value Reference Sections classificatiosn factored flexural bcsckln strep th(Pn83iS2} [Kip] 154.55 Sec. E1 Garry ression In the minor axis 22 Ratios 0,01 Capacity 63.36 [Kip] Reference Sec. E4 Demand 0,44 [Kip] Ctri Eq. D13 at 0.00% Intermediate results Unit Value Reference Secticrra classify anon Factored ilexurai buck#iia stress tPn22C0) [Kip] 130.65 Sec. E Factored torsional or flexuraktorsional bucklin strep th(PnIIQ) [Kip] 63.36 Sec. E4 FLEXURAL DESIGN Nr Banding about ma or axI M33 Ratio 0.19 Capacity 7331 [Kip"ft] Reference Sec, F1 Demand 14.21 [Kip'ft] Ctrl Eq. D2 at 50,00% Intermediate results Unit Value Reference Section classification Factored ieldin strep tie{Nin/) [Kip*it] 82.83 Sec. F1 Factored lateral -torsional bucklln strep th(Mnf0) ------------ [Kip*ft] 73.31 Sec. F1 Sendinq about minor axis, M22 Ratio 0.01 Capacity 10.95 [Kip*8] Reference Sec. F1 Demand 0,10 [Kip*ff] Ctri Eq. D5 at 0.00% Intermediate results Unit Value Deference section classification Factored ieldin strep th(ft n/0) [Kip*ft] 10.95 Sec, F1 DESIGN FOR SHEAR Shear In ma or axis 33 Ratio 0.00 Capacity 60.18 [Kip] Demand 0.01 [Kip] Ctrl Eq. D5 at 0,00% Pae9 Intermediate results Factcsred shear ca acit (Vnlfl) Shear in noncar axis 22 Ratios 0.04 Capacity 6100 (Kip] [Demand 2.80 [Kip] Value Reference %18 Intermediate results unit Value Reference Factored shear ca Nc (Vn1S) [Kip] 63,00 Sec. G2,1(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0,19 Ctrl Eq. D2 at 50.00% Reference Eq, H1 -1b Intermediate results unit Value Reference Interaction of flexure and axial force -- 0,19 Eq, H1 -1b Combined flexure and axial tension Ratio 019 Gtr# Eq, CD2 at 5(D,t}O% Deference Eq, H1 -1b Intermediate results unit Value Reference Combined flexure and axial compression about local axis Ratty N/A Gari Eq. - Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. _ Reference Member Design • i -31 Section Information bf - 10.1110 [in] Width [KipJin2] 50.00 Tensile strength (Fu): [Kpfin2] 65.00 d - 14.200 [in] Depth [Kiplin2) 29000.00 Shear modulus for steel (G): [Kiplin2) 11153.85 k - 1.380 [in] Distance k k1 1.063 [in] Distance k1 If - 0.785 [in] Flange thickness tw 0.450 [in] Web thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2j 21.800 Moment of inertia (local axes) (l) [in4] 795.0011 134.000 Moment of inertia (principal axes) (l') [in4] 795.000 134.000 Sending constant for moments (principal axis) (J') [in] 0.040 0.000 Radius of gyration (local axes) (r) [in] 6.039 2.479 Radius of gyration (principal axes) (r") [in) 6.039 2.479 Saint-Venant torsion constant. (J) [in4) 3.870 Section warping constant. (w) [in6j 5990.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Scup) [in3] 112.000 26.600 Bottom elastic section modulus of the section (local axis) (S nf) [in3] 112.000 26.600 Top elastic section modulus of the section (principal axis) ('sup) fin3] 112.000 26,600 Bottom elastic section modulus of the section (principal axis) ('inf) [in3] 112.000 26.600 Plastic section modulus (local axis) (Z) fin3] 126:000 40.500 Plastic section modulus (principal axis) (Z") fin3] 126.900 40.500 Polar radius of gyration. (ro) [in] 6.528 Area for shear (R) fin2] 16.860 6.330 Torsional constant. (C) [in3] 4.668 Material A992 Gr5Q ,= Unit Value Yield stress (Fy): [KipJin2] 50.00 Tensile strength (Fu): [Kpfin2] 65.00 Elasticity Modulus (F): [Kiplin2) 29000.00 Shear modulus for steel (G): [Kiplin2) 11153.85 Description Unit Value Length for tension slenderness ratio (l_) fft] 35.00 Distance between member lateral bracing quints Length (Lia) [ft] Top Bottom 35.00 35.00 Laterally unbraced length Length (ft) Effective length factor Major xis(L3) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K2) Torsional axis(t) 35.00 35.00 35.00 1.0 1.0 1:0 Continuous lateral torsional restraint leo Tension field action No Continuous flexural torsional restraint No Effective length factor value type Mone Major axis frame type Sway Minor axis frame type away DESIGN CHECKS IAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 652.59 [Kip] Reference Eq, Sec. D2 Demand 0,50 [Kip] Ctrl Eq. D1 at 76.56% Intermediate results Chit Value reference Factored axial tension ca acit (Pn2) [Kip] 652.69 Eq. Sec. i32 AXIAL COMPRESSION DESIGN If Cam ression in the rna ear axis 33 Ratio 0.01 Capacity 458.26 [Kip] Reference Sec. E9 Demand 2.75 [Kip] Ctrl Eq. C4 at 42.19% Intermediate results Chit Value Reference Section classification Factored flexural bucklin sfren tt ( rn33Q) [Kip] 458.26 Sec. E1 Corn ression in the minor axis 2 Ratio 0,02 Capacity 114.18 [Kip] Reference Sec. E1 Demand 235 [Kip] Ctri Eq. ; l34 at 42.19% Intermediate results Sec. F1 Section classification Ctrl Eq. Factored flex fal bucklin strep th(Pn2241) 284.91 Factored torsional or flexural -to ional bucklin Stfef4 th(PnI IQ) FLEXURAL DESIGN [Kip*ft] R nd n about m& axis M Sec. F1 Ratio 0.31 314,37 Capacity 314.37 [Kip*ft] Reference Demand -98,55 fKip*ft] Intermediate results D2 at 40.63% S!action classification unit Factored ieldin strep th(Mnlf)) Reference Factored lateral^t rSi£inal ucklin Stf n tli(MnfQ) B ndln about minor a� Sec, F1 Ratio 0.{? Capacity 101.05 [Kip*ft] Demand 2.23 [Kip*fi] Intermediate results Section classification Factosred ielde strep th{ivinlS2) DESIGN FOR SHEAR Shear In ma'or axis 33 Ratios 0.00 Capacity 234.99 [Kip] Demand 0.32 [Kip] Intermediate results Factored shear Ca aClt (Vn1S'2) Shear 1n minor axis 22 Ratio 0,1 Capacity 127.80 [Kip] Demand 15M [Kip] Intermediate results Factored shear caacit (Vnn) PG -210 Unit Value Reference [Kip] 114.18 Sec. E1 [Kip[ 451.91 Sec, E4 Reference Sec. F1 Unit Ctrl Eq. D2 at 76.56% 284.91 Unit Value Reference [Kip*ft] 31437 Sec. F1 [Kip*ft] 314,37 Sec. F1 Reference Sec. F1 Ctrl Eq. D2 at 40.63% unit Value Reference fKip*ft] 101.05 Sec, F1 Ctrl Eq. D9 at 42.19% Unit Value Reference [Kip] 284.91 Reference Sec. G2.1 (a) Ctrl Eq. D2 at 76.56% Unit Value Reference [Kip] 127.80 Sec. G2.1 (a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 031 Ctrl Eq, D2 at 76.56% Reference Eq. H1 -1b Intermediate results Unit Value Reference — ------- — - --------------- Interaction far docab3 s rnrxaetrlc members far in- lane bendin -- 0,31 Eq. HI -lb Interaction for doi ahhi -im—etric members for out- 0.10 Erl, H1 - Combined flexure and axial tension Ratio 0,31 Ctrl Eq. D2 at 76.56% Reference Eq, HI -lb .......... — --------- ---- — ------------------------ — -- — -------- Intermediate results Unit value Reference Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq, Reference Combined flexure and axial tension about local axis Ratio NIA Ctrl Eq, Reference Member : 17 Design status : OK Sectionname: HSS-SQR4X4X3-8 (US) Dimensions a 4,000 [in) Height b 4,000 [in] Width T 0.349 [in] Thickness SoctJon Informal"On =0 Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [int] 4.780 [Kiphn2] Moment of Inertia (local axes) (1) [in4] 10,300 10,300 Moment of Inertia (principal axes) (I') fin4l 10,300 10,300 Bending constant for moments (principal axis) (Y) (in] 0,000 0.000 Radius of gyration (local axes) (r) [in) 1,468 1.468 Radius of gyration (principal axes) (r') [in] 1,468 1,468 Saint-Venant torsion constant. (J) [in4] 17,500 Section warping constant. (Cw) fin6l 0.000 ----------- — ---- — --- — ------- — — -- — -------- Distance from centroid to shear center (principal axis) (xo,yo) [in) 0,000 0,000 Top elastic section modulus of the section (local axis) (Scup) [in3j 5,100 5A00 Bottom elastic section modulus of the section (local axis) (Sinf) [W] 5,100 5.100 Top elastic section modulus of the section (principal axis) (S'sup) [W] 5.100 5,100 Bottom elastic section modulus of the section (principal axis) (S'inf) fin3l 5.100 5.100 Plastic section modulus (local axis) (Z) fin3] 6.400 6.400 Plastic section modulus (principal axis) (Z') fin3l 6.400 6.400 Polar radius of gyration, (m) [in] 2,067 Area for shear (Aw) [in2j 2,061 2,061 Torsional constant, (C) fin3j 9,136 Properties Unit Value — ------- Yield stress (Fy): — - — [Kipfin2l 46,00 Tensile strength (Fu): [Kiphn2] 5&00 Elasticity Modulus fl: (Kipfin2) 29000,00 Shear modulus for steel (G): ---------- — --------- [Kip/in2l — -- — ----- 1115185 D altar CRITERIA Description Unit Value Length for tension slenderness ratio (L) Ift) 12,50 Distance between member lateral bracing points — -- — — ------ Length (Lb) [it] — -------------- Top Bottom ------ — - — - — ------- 12,50 12.50 ---------- — -- — ------------ — --- — ---- — ------- — ---------- — — ---- — ---- — - — ----------- — ---- — --- — ------- — — -- — -------- Laterally unbraced length ---- — ----- — — Length [ft] — ------ ----- ---- ------- Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) --------- — ------- — - — ------- — — -- — - - --- ------ Major axis(K33) Minor axis(K22) Torsional axis(Kt) — ---- — — — — ----------- — ---------- 12.50 12.50 12,50 — - — - — - — - — -- — — - — — --- — ------ 1.0 — ------ 1.0 1.0 Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway Em DESIGN CHECKS IAL TENSION DESIGN Axid tension Ratio 0.01 Capacity 131,66 [Kip] Demand 0.95 [Kip] Intermediate results Factored. Axial tnsian ca aci (Pn2} IAL COMPRESSION DESIGN Com resslon in the ma or axis 33 Natio 0.20 Capacity 65.23 [Kip] Demand 13.02 [Kip] Intermediate results Section classification Factored fl aural bucklin strep tlr(i�n33i5�) Com ression In the minor axis 2 Ratio 0.20 Capacity 65.23 [Kip] Demand 13.02 [Kip] Intermediate results Section classification Factored flexural iauckl n suer tla(Pn22/0) ------------------ FLEXURAL DESIGN Bending about major axis M33 Ratio 0,03 Capacity 14.69 [Ksp'ftj Demand 0,46 [Kip'ft) Intermediate results Section classification Factored. ieidin siren tlr[NinlS'2) Bending about minor axis M22 Ratio 0.22 Capacity 14.69 [Kip*ft] Demand -3.21 [Kip*ft] 19 19 3 Reference Eq. Sec. D2 Ctrs Eq. D12 at 16.75% Unit Value Reference (Kip) 131.66 Eq, Sec. D2 Reference Sec. E1 Ctrl Eq. D10 t 16.75% ------------ unit Value Reference [Kip] 65,23 Sec, E1 Reference Sec. E1 Ctri Eq. D1Oat 16.75% Unit Value Reference [Kip) 6513 Sec, E1 Reference Sac, F1 Ctrl Eq. D9 at 15.63/0 Unit Value Reference [Kip"ft] 14,69 Sec, F1 s M. Intermediate results Unit Value Reference Section classification Factored ieldfn Streit tI (Mn/Q) [Kip*ft] 14.69 Sec, F1 DESIGN FOR SHEAR Shear In ma or axis 3 Ratio 0,05 Capacity 34,07 [Kip] Demand 1.64 (Kip) Ctri Eq. D14 at 0.00% Intermediate results Unit Value Reference Factored shear ca aoit (Vnlf) [Kip] 34,07 Shear in minor axis 22 Ratio 0,01 Capacity 34.07 [Kip] Demand £}.23 [Kip] Ctrl Eq, D9 at 0,00% Intermediate results unit Value Reference Factored shear ca aclt (V /0) [Kip] 34.(17 TORSION DESIGN Torsion Ratio 6,04 Capacity 12,58 [Kip*ft) Demand -0,48 [Kip*ft] Ctri Eq. D4 at 0,00% Intermediate results Unit Value Reference Factored torsion ca aci {Tr�1S} [Kip*ft] -------- 12.58 COMBINED ACTIONS DESIGN le Combined flexure and axial compression ........ .......... Ratio ,........ 0,29 ,...,.,.,. ........... ...,...............,.,....,,.,,.,.............,,..,...........,....... ........ Ctrl Eq. D6 at 18.75% Reference Eq, H1 -1b Intermediate results Unit Value Reference lnteraction of flexure and axial force -- Or 29 Eq. H4 -lb Combined flexure and axial tension Ratio 0,24 Ctrl Eq. 1 14 at 15.63% Reference Eq, 1-11-1b Intermediate results Unit Value Reference --------- — ---- – -------- Combined flexure and axial compression about local axis Ratio NIA Ctrl Eq, Reference Ratio N/A Ctrl Eq, Reference .......... Combined torsion, flexure, shear and axial compression Ratio, N/A Ctd Eq. Reference Combined torsion, flexure, shear and axial tension ................. ........ Ratio N/A Ctrl Eq, Reference Member 18 Design status OK Section Information Offlimim Dimensions — ------- - - - -------- - - - - - ---- - ------ a 4.000 [in] Height b 4.000 [in) Width T 0.349 [in] Thickness Section properties Unit Major axis Minor axis Cross area of the section, (Ag) [in2] 4.780 [Kip&2] Moment of Inertia (local axes) (I) [in4] 10.300 10.300 Moment of Inertia (principal axes) (I') fin4l 10.300 10.300 Bending constant for moments (principal axis) (S) [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 1.468 9.463 Radius of gyration (principal axes) (r`) [in] 1.468 1.468 Saint-Venant torsion constant, (J) [in4] 17,500 Section Warping constant. (C) [in6] 0.000 Distance from centroid to shear center (principal axis) (xo,yo) [in) 0.000 0.000 Top elastic section modulus of the section (local axis) (Scup) [W] 5.100 5.100 Bottom elastic section modulus of the section (local axis) (Sinf) [in] 5.100 5.100 Top elastic section modulus of the section (principal axis) (S°sup) [in3] 5.100 5.900 Bottom elastic section modulus of the Section (principal axis) (S"inf) [in3] 5.100 5.100 Plastic section modulus (local axis) () [in3] 6.400 6.400 Plastic section modulus (principal axis) (Z) [in3] 6.400 6.400 Polar radius of gyration. (ro) [in] 2.067 Area for shear (Aw) [in2] 2.061 2.061 Torsional constant. (C) [in3] 9.136 Properties Unit Value Yield stress (Fy): [KipAn2] 46.00 Tensile strength (Fu): [Kip&2] 58.00 Elasticity Modulus (E). [Kiplin2] 29000,00 Shear modulus for steel (G): [KipAn2] 11153,85 DESIGN CRITERIA Description Unit Value Length for tension Slenderness ratio (L) [it] 92,50 Distance between member lateral bracing points Length (Lb) [ft] Top Bottom 92.50 12.50 Laterally unbraced length Length [ft] Effective length factor Major axis(L3) Minor axis(L) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 1.2.50 92.50 12,50 1.0 1.0 1.0 Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway • r. +1. l { DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0,00 Capacity 131,66 [Kip] Fernand q.00 [Kip] Intermediate results Factored axial tension ca acit (PnfQ) AXIAL COMPRESSION DESIGN Com cession In the ma r axle 3 Ratio 0,36 Capacity 66.23 [Kip] Fernand 23.23 [Kip] Intermediate results Section cla sification Factored flexural bucklin strep tft(Pn331) Com resslon in the minor axis 22 Ratio 0,36 Capacity 65,23 [Kip) Demand 23.23 [Kip] ---------------------- Intermediate results Section classification Factored itexc�ral bucklin strep th(Pr,22i�2} FLEXURAL DESIGN Sending about ma or axis M33 Ratio 0,00 Capacity 14.69 [Kip*ft] Fernand -0.04 [Kip*ft] -------------- Intermediate results Section classification Factored ieldin strera th(Mn152) Rndin about minor axis M22 Ratio 0,00 Capacity 14.69 [Kip*ft] Demand 0,01 [Kip*ft] 0 0 0 Reference Eq. Sec. D2 Ctrl Eq. D1 at 0,00% Unit Value Reference [Kip] 131.66 Eq, Sec. D2 Reference Sec. E1 Ctrl Eq, D2 at 0.00% Unit Value Reference [Kip] 65.23 Sec. E1 Reference Sec, E1 CtrP Eq. D2 at 0.00% Unit Value Reference [Kip] 65.23 Sec. El Reference Sec. F1 Ctrl Eq. D2 at 0.00% Unit Value Reference [Kip*ft] 14.69 Sec, F1 PC - 217 Intermediate results Unit Value Reference Section ciassificati n Fac#cared yie#din strenctth(Nln/!Q) [Kip*ft] 14,69 Sec. F1 RESIGN FOR SHEAR Shear In major axis33 Ratio 0.00 Capacity 34,67 [Kip] Demand 403 [Kip] Ctrl Eq. D9 at 0.00% Intermediate results Unit Value Reference Factored shear cac)acity(W/n) [Kip] 34,07 Sheer in minor axis: 22 Ratio 03.00 Capacity 344.07 (Kip) Demand 0.04 (Kip) Ctrl Eq» D9 at 0.00% Intermediate results Unit Value Reference Factored Shear ca acit (VnfS) (Kip] 34,07 ------ TORSION DESIGN Torsion Ratio 0,00 Capacity 12,58 [Kip*ft) Demand 0,00 [Kip*ft] Ctrl Eq. D1 at 0.00% Intermediate results Unit Value Reference Factored torsion ea aci (Tn/Q) [Kip* j 12.58 COMBINED ACTIONS DESIGN Combined flexure and axial compression ........... ......... .........................................................................................».......»..,.........,.......,.,,..,...,.................. Ratio 0.36 Ctrl Eq. D2 at 0.00% Reference Eq. F31 -1a Intermediate results Unit Value Reference Interaction for doubt S mra etric rrserrobers for in- Zane bendira - 0.36 Eq, H1 -1a Interaction for doubt S rnmetric members for out -of- lame bendin -- 0.36 Eq, HI -2 Combined flexure and axial tension .......... -- ...... Ratio 0,00 Ctri Eq. D2 at 0,00% Reference Eq. HI -lb Intermediate results Unit Value Reference — -------- – — --------- – Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq, Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. Reference ............. -- ....... ........... Combined torsion, flexure, shear and axial compression .......... Ratio NIA Ctrl Eq. Reference Combined torsion, flexure, shear and axial tension Ratio N/A Ctri Eq. Reference Member 19 kesign status OK Section Information Section name: lSS–SQR 4X4X38 (US) Dimensions a 4M0 [in] Height b 4,000 (in) Width T 0349 [in] Thickness I Section properties Unit Major axis Minor axis Gross area of the section. (Ag) fin2] 4.780 [Kipling] Moment of Inertia (local axes) (1) [in4] 10.300 10.300 Moment of Inertia (principal axes) (i') [in4l 10.300 10,300 Bending constant for moments (principal axis) (Y) [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 1.468 1.468 Radius of gyration (principal axes) (r) [in] 1.468 1.488 Saint-Venant torsion constant. (J) [m4] 17,500 Section warping constant. (Cw) [m6] 0.000 Distance from centroid to shear center (principal axis) (xo,yo) [in) 0,000 0,000 Top elastic section modulus of the section (local axis) (Ssup) [m3] 5,100 5A00 Bottom elastic section modulus of the section (local axis) (Sint) [W] 5.100 6.100 Top elastic section modulus of the section (principal axis) (S'sup) [W) 5,100 5,100 Bottom elastic section modulus of the section (principal axis) (S'inf) [W] 5.100 5,100 Plastic section modufus (local axis) (Z) fin3l 6A00 6.400 Plastic section modulus (principal axis) (Z') fin3l 6.400 6,400 Polar radius of gyration, (ro) (in) 2.067 Area for shear (Aw) [in2] 2.061 2.061 Torsional constant, (C) Jin3l 9,136 Properties Unit Value — ------------ — -- — - — ---- — ------ — -------- — — ---- Yield stress (Fy): — [Kip/m2] 46,00 Tensile strength (Fu): [Kipling] 58,00 Elasticity Modulus (E): [Kipfin2] 29000,00 Shear modulus for steel (G), — — -- — - — ------------ — ----- — - — --- — ---- — --- — -------- [Kipfin2] — ------ 11153,85 DESIGN CRITERIA Description Unit Value ----- — - — --------- — ----- — - — - — Length for tension sienderness ratio (L) ------ — - — ----------------------- IN --------- — 12,50 Distance between member lateral bracing points Length (Lb) [it] Top Bottom 12.50 12.60 — ----------- — --- — — - — - — --------------- — -- — --- Laterally unbraced length Length [it] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 12,50 12.50 92.50 1'0 1'0 1'0 ----- — — ------- — — - — ---------- — — — ---- — ------- ------- — ------- — ---- — ---------- — - — --- - — - — ---- — -------------- Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway PC - 221 DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 131.66 [Kip] Reference Eq. Sec. D2 Demand 0.00 [Kip] Ctrl Eq. ; D1 at 0.00% Intermediate results Unit Value Reference Factored axial tension ca acl (Pn/Q) [Kip] 139.66 Eq, Sec. D2 IAL. COMPRESSION DESIGN Comcsresseon in fess mace axle ss Ratio 0,08 Capacity 65.23 (Kip] Reference Sec. E9 Demand 5.25 [Kip] Ctrl Eq. ; D2 at 0.00"! Intermediate results Unit Value Reference Section classification Factored flexural iaucklin strep t (Pn3 ) [Kip] 65.23 Sec, E1 Com rsslon in flee mincer axis 22 Ratio 0.08 Capacity 65.23 [Kip] Reference Sec, E1 Demand 5.29 [Kip] Ctrl Eq. ; D2 at 0,00% Intermediate results unit Value Reference --------------------- ection classification Factored flexural Win strep th(Pn22i ) [Kip] 65.23 sec. E1 FLEXURAL DESIGN Benders about spa or axle Mas Ratio 0.00 Capacity 94.69 [Kip*ft] Reference sec. F1 Demand 409 [Kip*ft] Ctrl Eq. D9 at 0.00% Intermediate results Unit Value Reference Section classification Factored leldin strep th(Mrdfl!) [Kip*ft] 14.69 sec. F1 Bendlng about minor axis, M22 Ratio 0.00 Capacity 14.69 [Kip*ft] Reference sec. F1 Demand -0.09 [Kip*ft] Ctrl Eq. ; D9 at 0.00% Pe105 Intermediate results Unit Value Reference Sec#ion classification Factored ieldin tress th(WO) [Kip*ft] 14.69 Sec. F1 DESIGN FOR SMEAR Shear in m&r axis 33 Ratio 0,00 Capacity 34,07 [Kip] Demand 0.00 [Kip] Ctrl Eq, D10 at 0.00% Intermediate results Unit Value Reference Factored sh arca alit (Vrrf) [Kip] 34.07 Shear in mincer axis 2 Ratio 0,00 Capacity 34.07 [Kip] Demand 0,01 [Kip] Ctrl Eq, D9 at 0,00% Intermediate results Unit Value Reference Factored shear ca alit (W/ ) [Kip] 34.07 --- TORSION DESIGN ` T2rsican Ratio 0.00 Capacity 12.58 [Kip*ft] Demand 0.00 [Kip*ft] Ctri Eq. D1 at 0.00% Intermediate results Unit Value Reference Factored torsion oa aci (T°ni ) [Kip*ft] 12,58 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0,04 Ctrl Eq. D2 at 0.00% Reference Eq. 1-1b Intermediate results Unit Value Reference Interaction of flexure and axial force -- 0.04 Eq, N1 -1b Combined flexure and axial tension ............... .................. ... ........._.... Ratio 0.00 Ctrl Eq, D9 at 8.25% Reference Eq. l-lt-ib Intermediate results Unit Value Reference Ratio N/A [in] Ctrl Eq. - Reference Combined flexure and axial tension about local axis Depth .................................................,..,,....,........,......,....... Ratio N/A ,..,.,.,............... .......,. ,,....,.,... Ctrl Eq. Reference Combined torsion, flexure, shear and axial compression Distance k Ratio .... ...... ...... .. NlA.. [in] Ctrl Eq. - Reference Combined torsion, flexure, shear and axial tension Web thickness „ ...... ........ .. ....... . ....... „ Ratio 1/« ...... Ctrl Eq, Reference Member 21 Design s Section . n Section name: W 12X45 (US) Dimensions bf - 8,0501 [in] Width d = 12.100 [in] Depth 1,080 [in] distance k k1 0.938 [in] Distance k if 0.575 [in] Mange thickness tw 0.335 [in] Web thickness Section properties Unit Major axis Minor axis Gross area of the section. (Ag) fin2l 13.100 [Kipfin2] Moment of Inertia (local axes) (1) [Jn4] 348,000 50.000 Moment of Inertia (principal axes) (I') fin4j 348.000 50.000 Bending constant for moments (principal axis) (J') [in] 0,000 0.000 Radius of gyration (local axes) (r) [in] 5,154 1.954 Radius of gyration (principal axes) (r) [in] 5.154 1,954 Saint-Venant torsion constant. (J) fin4l 1,260 Section warping constant. (Cw) fin6l 1650,000 ----- — --- — -- — --------- — Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0,000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 57.700 12,400 Bottom elastic section modulus of the section (local axis) (Sinf) [m3] 57.700 12,400 Top elastic section modulus of the section (principal axis) (S sup) [in3] 57.700 12,400 Bottom elastic section modulus of the section (principal axis) (S'inf) [W] 57,700 12.400 Plastic section modulus (local axis) (Z) [in3] 64.200 19.000 Plastic section modulus (principal axis) (Z') [in3] 64.200 19,000 Polar radius of gyration, (ro) [in] 5,512 Area for shear (Aw) [m2] 9.260 4,050 Torsional constant, (C) [10] 2.026 L Properties Unit Value — - — ------- — -------- — — ---- Yield stress (Fy): — — — ------ — [Kip/in2] 50-00 Tensile strength (Fu): [Kipfin2] 65.00 Elasticity Modulus fl: [KipAn2] 29000,00 Shear modulus for steel (G): ---- — ---------------- — ---- — -------------- [Kiplin2] ------ 11153,85 DESIGN CRITERIA Description Unit Value — -- — ------ — -- — - — --------- — Length for tension slenderness ratio (L) ----- — -------- — -- — -------------------- [ft] 12,50 Distance between member lateral bracing points — - — - --------- — ------- — ---------- — - — -- Length (Lb) [ft] — — ------------ — - — --------- Top Bottom -- — ---- — --- — ------- 12,50 12,50 -- --------- — — - — -- — --- ---------- ----- — --- — -- — --------- — Laterally untraced length ------- — --- — ------ Length [it] — ---- — --------- — - --------- Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) ------------ — Major axis(K33) Minor axis(K22) Torsional axis(Kt) - — --- — ----- — --- I2.50 12.50 12.50 1.0 1,0 1.0 Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial ten ion Ratio 0.00 Capacity 392.22 [Kip] Reference Eq, Sec. D2 Demand 0.00 [Kip] Ctrl Eq. D1 at 0:00% Intermediate results Unit Value Reference Factored axial tension ca aci (Pnifl) [Kip] 332.22 Eq. sec. D2 AXIAL COMPRESSION DESIGN of Compression in tlae ma or axis 33 Ratio 0,0 Capacity 368,66 [Kip] Reference Sec. E1 Demand 10.25 [Kip] Ctri Eq. D2 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural —Win siren t (P03/0) [Kip] 368.66 Sec, E1 Cora re slop in the minor axis 22 Ratio O 04 Capacity 254.88 [Kip] Reference Sec. El Demand 10.25 [Kip] Ctrl Eq. D2 at O.00% Intermediate results Unit Value Reference Section cla ification Factored flexural bucklin siren th(Pn22F) [Kip] 254.88 Sec. E1 Factored torsional orfiexuraP-torsional basckiin strep th(Pni1f) ---- [Kip] 309.24 Sec. E4 FLEXURAL DESIGN Bendina about maior axis, M33 Ratio 0,00 Capacity 160.98 [Kip*ft] Reference Sec, F1 Demand -0.02 [Kip*ft] Ctrl Eq. D2 at 0.00% Intermediate results Unit Value Reference Section classification Factored i ldin strep th(ivl O) [Kip*ft] 160.18 Sec, F1 Factored Enteral -torsional bucklin siren th(Mn1 ) [Kip*ft] 160.15 Sec. F1 Bendina about minor axis M22 Ratio 0.00 Capacity 47,41 (stip"ft] Reference : Sec. F1 Demand 0.01 [Kip*ft) Ctrl Eq. D9 at 0,00% Intermediate results Unit Value Reference Section cla ificatitan Factored ieidin strep th(trtnlS) (Kip*ft) 47.41 sec. F1 DESIGN FOR SHEAR Shear In ma or axis 33 Ratio 0.00 Capacity 166.35 [Kip] Demand -0.01 [Kip[ Ctrl Eq, D9 at 0.00% Intermediate results Unit Value ------ Reference Factored hegr ca ,cit (W/ ) [Kip) 166.35 Shear in minor axis 22 Ratio 0.00 Capacity 81.00 [Kip) Reference sec. G2.1(a) Demand 0.08 [Kip] Ctrl Eq, D9 at 0,00% ---------- Intermediate results Unit Value Reference Factored shear ca ,Cit (Vn1Q) [Kip] 81.00 Sec, G2,1(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0.02 Ctrl Eq. D2 at 0.00% Reference Eq. hl1-1b Intermediate results Unit Value Reference Interaction of #texure and axi i force -- 0.02 Eq. 1-1b Combined flexure and axial tension Ratio 0,00 Ctrl Eq. DI at 0.00% Reference Eq. N1 -1b Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq, Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. Reference Member 22 Design status OK section information gain= a 4.000 [in] Height b 4,000 [in] Width T 0,349 [in] Thickness Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 4,780 Moment of Inertia (local axes) (1) [in4] 10.300 10.300 Moment of Inertia (principal axes) (I') [in4] 10.300 10,300 Bending constant for moments (principal axis) (Y) Fin] 0.000 0.000 Radius of gyration (local axes) (r) [in] 1,468 1.468 Radius of gyration (principal axes) (e) [in] 1.468 1.468 Saint-Venant torsion constant, (J) [in4] 17,500 Section warping constant. (Cw) fin6l 0,000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0,000 0.000 Top elastic section modulus of the section (local axis) (Scup) [in3] 5,100 5.100 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 5,100 5.100 Top elastic section modulus of the section (principal axis) ('sup) [in3] 5,100 5,100 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 5,100 5,100 Plastic section modulus (local axis) (Z) [in3] 6.400 6.400 Plastic section modulus (principal axis) (Z') [M3] 6,400 6,400 Polar radius of gyration, (m) [in] 2:067 Area for shear (Aw) [in2] 2,061 2,061 Torsional constant. (C) [in3] 9,136 Material : ASOO CrB rectangular Properties Unit Value Yield stress (Fy): [Kiplin2) 46.00 Tensile strength (Fu)- [Kiplin2) 5&00 Elasticity Modulus (E): [Kip/M2] 29000.00 Shear modulus for steer (): [Kiplin) 91153.85 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio (L) 1111 12.50 Distance between member lateral bracing paints Length (Lb) [ft] Tap Bottom 12.50 12.50 Laterally unbraced length Length [) Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K3) Minor axis(K22) Torsional axis(t) 12.50 12.50 12.50 1.0 9.0 1.0 Additional assumptions Continuous lateral torsional restraint leo Tension field action No Continuous flexural torsional restraint No Effective length factor value type Mone Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0,04. Capacity 139.66 [Kip] Reference Eq. Sec. D2 Demand 5.84 [Kip] Ctrl Eq. D12 at 0.00% Intermediate results Unit Value Reference Factored axial tension ca acit (firs/0)[K#p] 131.66 Eq, Sec. D2 IAL COMPRESSION DESIGN Com ression in the major axis 33 Ratio 0.15 Capacity 65.23 [Kip) Reference Sec. E9 Demand 9.85 [Kip] Ctrl Eq. Dl O at 0} 00% Intermediate results unit Value Reference Section classification Factored flexural backup g+,--+ (Pn3310) [Kip] 65.23 Sec, E1 Com ressian in the minor axis 22 Ratio OA 5 Capacity 65,23 [Kip] Reference Sec. El Demand 9.85 [Kip] Ctd Eq. D10 at 0.00% intermediate results unit Value Reference Section classifcatlon Factored ftexural backfin strep ttt(Pn221f2) [Kip] 65.23 Sec. E FLEXU L DESIGN Bending about m or axis 14133 Ratio 0,01 Capacity 14.69 [Kip*ft] Reference Sec, F1 Demand -0.19 [Kip*ft] Ctrl Eq. D9 at 0.00% Intermediate results unit Value Reference Section classification Factored ieldin Strep th(Mni 2) [Kip*ft] 14.69 Sec. F1 R ndin z about minor axis M22 Ratio 0.011 Capacity 14.69 [Kip*ft] Reference Sec, F1 Demand 0,14 [Kip*ft] Ctrl Eq, D6 at 0.0 % Intermediate results unit Value Reference Section _classification Factored ieldin siren th(Mn/0) [Kip*ft] 14.69 Sec. F1 DESIGN FOR SHEAR Shear in ma or axis 33 Ratio 0.00 Capacity 34:07 [Kip] Demand -0.01 [Kip] Ctrl Eq, C4 at 0.00% Intermediate results knit Value Reference Faciored Shear ca acit (VnD) [Kip] 34.07 Shear in minor axis 22 1 Ratio 0,0 Capacity 34,07 (Kip) Demand 0.03 [Kip] Ctrl Eq, D9 at 0.00% Intermediate results Unit Value Reference Factored sh ar ca prat (W/fl) [Kip] 34.07 TORSION DESIGN Torsion Ratios 0.0 Capacity 12.58 [Kip*ft] Demand 0.00 (Kip*ft] Ctrl Eq, DI at 0.00% Intermediate results Unit Value Reference Factored torsi n ca scat (TnD) ]Kip*ft] 12.58 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratios 0,09 Ctrl Fq. D10 at 0,00% Reference Eq, lit -lb Intermediate results Unit Value Reference Interaction of flexure and axial force -- 0,09 Eq. H1 -1b Combined flexure and axial tension Ratio 0.03 Ctri Eq. D12 at 0.00% Reference Eq, H1 -ib --------- Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio tea Ctrl Eq. - Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq, «- Reference Combined torsion, flexure, shear and axial compression Ratio N/A Ctrl Eq, Reference Combined torsion, flexure, shear and axial tension Ratio NIA Ctrl Eq. Reference Member 23 DelU sign status OK Section Intemotion bf 8.050 [in) Width d 12.100 [in) Depth k 1.080 [in) Distance k k1 0,938 [in] Distance k1 tr 0.575 [in] Flange thickness tw 0.335 [in] Web thickness Section properties Unit Major axis Minor axis Gross area of the section, (Ag) [in2j 13.100 Moment of Inertia (local axes) (1) [in4] 348.000 50.000 Moment of Inertia (principal axes) (I') [in4] 348.000 50.000 Bending constant for moments (principal axis) (Y) [in) 0,000 0.000 Radius of gyration (local axes) (r) [in) 5.154 1.954 Radius of gyration (principal axes) (e) [in) 5,154 1.954 Saint-Venant torsion constant. (J) fin4] 1,260 Section warping constant. (Cw) [i 6] 1650.000 Distance from centroid to shear center (principal axis) (xo,yo) [in) 0.000 0,000 Top elastic section modulus of the section (local axis) (Ssup) fin3] 51.704 12.400 Bottom elastic section modulus of the section (local axis) (Sinf) [in3l 57.700 12.400 Top elastic section modulus of the section (principal axis) (S'sup) [iO] 57,700 12.400 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 57.700 12.400 Plastic section modulus (local axis) (Z) [in3l 64,200 19.000 Plastic section modulus (principal axis) (Z') fin3] 64.200 13,000 Polar radius of gyration. (ro) [in] 5,512 Area for shear (Aw) [int) 9,260 4,050 Torsional constant, (C) fin3] 2,026 Material: A992 GrSO Properties unit Value Yield stress (Fy): [KipJin2] 50.00 Tensile strength (Fu): [Kiplin2] 65.00 Elasticity Modulus (E): [Kiplin2] 29000.00 Shear modulus for steel (G): [Kiptin2] 13153.65 Description unit Value length for tension slenderness ratio (L) [it] 12.50 Distance between member lateral bracing paints Length (Lb) [ft] Top Bottom 12.50 12.50 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) 'Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 12.50 12.50 12.50 1.0 1.0 1:0 Additional assumptions Continuous lateral torsional restrai Tension field action Continuous flexural torsional restra Effective length factor value type Major axis frame type Minor axis frame type AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 392.22 [Kip] Demand 0.05 [Kip] Intermediate results AXIAL COMPRESSION DESIGN Com rasion in the ma'or axis 3 Ratio 0,00 Capacity 368.66 [Kip] Demand 0.04 [Kip] Reference Eq. Sec. i2 Ctrl Eq. 016 at 0.00% unit Value Reference [Kip] 392.22 Eq. Sec. D2 r �• Intermediate results Unit Value Reference Section lasiflcafion Fact<ared flexural bucklin siren t (Pn33AS) [Kip) 368,66 Sec. E1 Ratio 0,00 Capacity 254,88 [Kip] Reference Sec. E1 Demand 0.04 [Kip) Ctrl Eq. 0712 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural bucklin siren th(Pn22/0) [Kip] 254.88 Sec, E1 Factored torsional or flexural-tarsitanal buGklin siren th{Pn91/) [Kip] 309.24 Sec, E4 FLEXURAL DESIGN Bending about ma or axis M33 Ratio 0.00 Capacity 160,18 [Kip*ft) Reference Sec. F1 Demand 0.05 [Kip*ft) Ctrl Eq. D9 at 0,0 % Intermediate results unit Value Reference Section classification Factored #eldin strep th( n/0) [Kip*ff) 160.18 Sec. F1 Factored lateral-tors€canal buclin siren th(fiInfS) [Kip*ft) 16018 Sec. F1 Sending about minor axis, M22 Ratio 0,01 Capacity 47.41 [Kip*ft) Reference Sec, F1 Demand 030 [Kip*ff) Ctrl Eq. C6 at 0.00% Intermediate results unit Value Reference Section classification Factored isle€n siren th(MnAQ) [Kip*ft) 47.41 Sec, F1 ------- DESIGN FOR $HEAR Shear in m or axle 33 Ratio 0,00 Capacity 166.35 (Kip) Demand 0.06 [Kip) Ctrl Eq. D6 at 0.00% Intermediate results tinct Value Reference Factared shear ca acit (Vn/!Q) [Kip] 166.35 Sher In minor axis 22 Ratio 0,00 Capacity 61,00 [Kip) Reference Sac. (32,1 (a) Demand fl.00 [Kip] Ctri Eq, D9 at 0,00% Intermediate results Unit Value Reference factored laser ca acit (VnP ) [Kip] 81.00 Sec, G2.1 (a) COMBINED ACTIONS DESIGN .40 Combined flexure and axial compression Ratio 001 Ctrl Eri, D6 at 0.00% Reference Eq, H1 -1b Intermediate results Unit Value Reference Interaction of flexure and axdl farce 0.01 Eq, H1 -1b Combined flexure and axial tension ......... _ Ratio 0.01 ....................... Ctrl Eq, D6 at 0.00% Reference Eq, H1 -1b Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio N/A Gari Eq. Reference Combined flexure and axial tension about local axis Refits NIA Ctrl Eq. -- Reference Member Design • Section properties Unit Major axis Minor axis Gross area of the section. (Ag) fin2] 13.100 Moment of Inertia (local axes) (l) [i 4] 348.000 50,000 Foment of Inertia (principal axes) (l') [in4] 348.000 50.000 Bending constant for moments (principal axis) (J") [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 5.154 1.354 Radius of gyration (principal axes) (r") [In] 5.154 1.954 Saint-Venant torsion constant. (J) [in4] 1.260 Section warping constant. (Gw) fin6] 1650.000 Distance from centroid to shear center (principal axis) (xo,yo) (in) 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) in3] 57.700 12.400 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 57.700 12.400 Top elastic section modulus of the section (principal axis) (S`sup) [in3] 57,700 12.400 Bottom elastic section modulus of the section (principal axis) (S'inf) [m3] 57.700 12.400 Plastic section modulus (local axis) (Z) fin3] 64.200 19.000 Plastic section modulus (principal axis) (Z) fin31 64.200 19,000 Polar radius of gyration. (ro) [in] 5.512 Area for shear (Aw) [in2] 9.260 4.050 Torsional constant. (G) [in3] 2.026 Material: A992 Gr5f) Properties Unit Value Yield stress (Fy): [Kiphn2] 50.00 Tensile strength (Fu). [Kipirn2] 65.00 Elasticity Modulus fl) [Kiphn2] 29000.00 Shear modulus for steel (G): [Kipfin2] 11153.85 Description Unit Value Length for tension slenderness ratio (L) [ft] 12.50 Distance between member lateral bracing points Length (Lb) [ft] Top Bottom Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 12.50 12.50 12.50 1.0 9.0 9.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway K4MICIMICANUAW IAL TENSION DESIGN Axial tension Ratio . 0.00 Capacity 392.22 [Kip] Reference _ Eq, sec. L2 Demand 0.00 [Kip] Ctrl Eq. DI at 0.00% Intermediate results Unit Value Reference Factored axial tensions c aclt (Pnln) [Kip] 392.22 Eq. sec. D2 ANAL. COMPRESSION DESIGN Com ressi n in the me or axis 33 Ratio 0,05 Capacity 368.66 [Kip] Reference Sec, E1 Demand 20.00 [Kip] Ctrl Eq. D2 at 0.00% Intermediate results unit Value Reference Section classification Factored flexural bucklin siren th(P034) [Kip] 368.66 Sec. E1 Compression in the minor axis Y2 Ratio . 0.08 Capacity 254,88 [Kip] Reference Sec. E9 Remand 20.00 [Kip] Ctrl Eq, D2 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural laucklin sirens tis(122e) [Kip] 254.88 Sec. E9 Factored torsional orflexural-torsional bucklin siren th{lint 110) [Kip] 309.24 Sec, E4 FLEXURAL DESIGN a *»a• 1 ,M. Bndin about ma'or axis RA33 Ratio 0; 00 Capacity 160.18 [Kip*ftj Reference Sec. F1 Demand 0«0 [KFp*6] Ctrl Eq. D9 at 0.00% Intermediate results Unit Value Reference Season ci s��cat�on Factored + ld�n strep th(Rrtr iS) [Kip*ftj 160.18 Sec. F1 Factored lateralmtors'onat buckl�n s ren th( nIS) [Kip*ft] 160.18 Sec, F1 Bendtn about minor axis �R22 Ratio 0.00 Capacity 47.41 [Kip*ft) Reference : Sec, F1 Demand -0.01 [Kip*ft] Ctrl Eq. D4 at 0,00% Intermediate results Unit Value Reference Section cl ssiftcation Factcsred ieldin strep th(Mn/f)) [Kip*ft] 47.41 Sec. F1 DESIGN FOR SHEAR Shrear in ma or axle 3 Ratio 0,00 Capacity 188.39 [Kip] Demand -0.06 [Kip] Ctrl Eq. D10 t 0.00% Intermediate results knit Value Reference Fpctored shear ca acit (VnIO) [Kip) 166.35 SFsear in minor axis 22 Ratio 0.00 Capacity 81.00 [Kip] Reference Sec, G2.1(a) Demand 0.16 [Kip] Ctrl Eq. D9 at 0.00% Intermediate results Unit Value Reference Factoea(Vnl) [Kip] 81,00 Sec. G2.1(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression , Ratio . . ' 0.04 . . ......... .. . . « , . Ctrl Eq. D2 at 0.00% Reference Eq. N1 -1b Intermediate results Unit Value Reference Interaction of flexure and axial farce -- 0.04 Eq, H1 -1b Combined flexure and axial tension Ratio 0,00 Ctrl Eq. DI at 0.00% Reference Eq. H1 -1b Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio N/A Ctrs Eq, -- Reference Combined flexure and axial tension about local axis Ratio {A Ctrl Eq, - Reference Member 25 Design status OK InformationSection Section me: W 12X4 (US) Dimension bf - 8.050 [in] Width d - 12,100 [in] Depth k _ 1.080 [in] Distance k k1 - 0.838 [in] Distance k1 tf 0.575 [in] Flange thickness tw - 0.335 [in] Web thickness Section properties Unit Major axis Minor axis Gross area of the section. (!fig) [int] 13100 Moment of inertia (local axes) (I) "n4] 348.000 50.000 Moment of inertia (principal axes) (l') [in4] 348.000 50.000 Sending constant for moments (principal axis) (,I") [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 5,154 1.954 Radius of gyration (principal axes) (e) [in] 5A54 1,954 Saint-Veraant torsion constant. (J) [in4] 1.260 Yield stress (Ey): Section warping constant. (Cw) [in6] 1650.000 [Ki Intermediate results » Sec. E1 ------------- Factored axial tension ca acit (Pnf ) Ctrl Eq. AXIAL. COMPRESSION DESIGN Unit Cern rsslon in the ma'or axis 33 Reference Ratio O} 03 368.66 Capacity 368.66 [Kip] Reference Demand 9.75 (Kip] 160.18 Intermediate results » D2 at 0.00% Se tion classification Value Factored flexural #aucklin siren th(P„33tS} [Kip] Corm ression in the minor axis 22 Sec, E1 Ratio 0.04 309.24 Capacity 254.88 [Kip] 47.41 Demand 9,75 (Kip] Intermediate results Section classrfi. tion Factored flexural buc lin siren th(F'r &fl) Factored torsional or flexural -Corsica al bucltlin strep th(Pni 1/ ) FLEXURAL DESIGN Bending about ma"or axis iN33 Ratio 0 00 Capacity 160.18 [Kip*ft] Demand -0,02 [Kip*ft] Intermediate results Section classification Factored ieldin siren th(M./O) Factored lateral -torsional ucklin siren th(Mn/Q) Bending about minor axis M22 Ratio 0100 Capacity 47.41 [Kip*ft] Demand 0.00 [Kip*ft] Intermediate results Section classification Factored ieldin tree tia(Mn/0) PG - 240 Unit Value Reference [Kip] 392.22 Eq. Sec. D2 Reference » Sec. E1 Ctrl Eq. D2 at 0,00% Unit Value Reference (Kip] 368.66 Sec. E1 Reference Sec. E1 160.18 Ctrl Eq. » D2 at 0.00% Unit Value Reference [Kip] 254.88 Sec, E1 [Kip] 309.24 Sec, E4 Deference Sec. F1 Ctri Eq, D9 at 100.00% Unit Value Reference (Kip*ft] 160.18 Sec. F1 [Kip*ft] 160.18 Sec. F1 Deference Sec. F1 Ctrl Eq. » D4 at IW00% ----------------------------------------------------- Unit Value Reference [Kip*ft] 47.41 Sec. F1 r DESIGN FOR SHEAR Sher In ma`or axis 33 Ratio 0.00 Capacity 166.35 [Kip] Demand 0.02 [Kip] Ctri Eq. D10 at 0.00% Intermediate results Unit Value Reference Favi red she r ca acit (Vn/n)[Kip] 166.35 Shear In minor axis 22 Ratio 0,00 Capacity 61.00 [Kip] Reference Sec, G2.1 (a) Demand 0.08 [Kip] Ctrl Eq. D9 at 0.00% Intermediate results Unit Value Reference Factored shear ca acit (Vnn) [Kip] 81.00 Sec, G2.1(a) COMBIN D ACTIONS DESIGN Combined flexure and axial compression Ratio 0.02 Ctrl Eq, D2 at 100.00% Reference Eq, H1 -'lb Intermediate results Unit Value Reference Interaction of flexure and axial force -- 0,02 Eq. 1-1b Combined flexure* and axial tension Ratio 0,03 Ctrl Eq. 1 at 100.00% Reference Eq, N1 -1b Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio . Nf Gtr! Eq. -- Reference Combined flexure and axial tension about local axis Ratio WA Ctrl Eq, _ Reference Member 42 Design • w a 4,000 [in] Height b _ 4.0100 [in] Width T - 0.349 [in] Thickness Section properties Gross area of the section. (Ag) Moment of inertia (local axes) (I) Moment of Inertia (principal axes) (I') Bending constant for moments (principal axis) (J') Radius of gyration (local axes) (r) Radius of gyration (principal axes) (r') Saint-Venant torsion constant. (J) Section warping constant. (w) [distance from centroid to shear center (principal axis) (xo,yo) Top elastic section modulus of the section (focal axis) (Scup) Bottom elastic section modulus of the section (local axis) (Sinf) Top elastic section modulus of the section (principal axis) (S'sup) Bottoms elastic section modulus of the section (principal axis) (S'inf) Plastic section modulus (local axis) () Plastic section modulus (principal axis) (') Polar radius of gyration. (ro) Area for shear (Aw) Torsional constant, (C) Material A500 GrB rectangular Yield stress (Fy): Tensile `II l� ModulusElasticity section of r a Unit [int) [in4] [in4] tin] [in] [in] [in4] [in6] [in] [in3j [in3] [in3) [in3] [in3) [in3] [in] [int] [in3] Major axis 4,780 10.300 10,300 0,000 1.468 1 A68 17,500 0,000 0,000 5.100 5,100 5.100 5.100 6.400 6.400 2:067 2,061 9,136 Unit Value [KipAn2] 46.00 V., i 0 [Kiplin2] 11153.85 Description Unit Length - for tension slenderness ratio (L) [ft] «• « Ow 10.300 10.300 0,000 1,468 1.468 RM A Distance between member lateral bracing points Length (Lb) [it] Top Bottom 12.50 12,50 Laterally unbraced length Length [fit] Effective length factor Major axis(L33) Minor axis(L22) "torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 12.50 12.50 12.50 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN it Axial tension Ratio 0.00 Capacity 131,66 [Kip] Reference Eq, Sec, D2 Demand 0,00 [Kip] Ctrl Eq, DI at 0.00% Intermediate results unit Value deference Factored axi P tension ca acit (Pn/Q) [Kip) 131,66 Eq. Sec. D IAL COMPRESSION DESIGN Compression in the ma err axis 33 Ratio 0�00 Capacity 65.23 [Kip] Reference Sec, E1 Demand 0.00 [Kip] Ctrl Eq, DI at 0,00% Intermediate results Unit Value Reference Section classification Factored flexural bucklii street th(Pn33/f1) [Kip] 65.23 Sec, E1 Com cession in the minor axis 2 Ratio 0,00 Capacity 65.23 [Kip] Reference Sec, E1 Demand 0.00 [Kip] Ctrl Eq, I31 at 0.00% s��. Intermediate results -------------------------- Section classification Factrared flexural bucklin suers. th{n�2t�2j FLEXURAL DESIGN Rendi about ma or axis. AA33 Ratio 0.00 Capacity 14.69 [Kip*ftj Demand 0.00 [Kip*ft] intermediate results Section classification Factored ie€din strep th(MnQ) Sending about minor axis M22 Ratio 0.00 Capacity 14,69 [Kip*ft] Demand 0.01 [Kip*ft] Intermediate results Section classification Factoredteidin strep th(Ivin9S�j DESIGN FOR SHEAR Shear In major axis 33 Ratio 0.00 Capacity 34.07 [Kip] Demand 0.00 [Kip] Intermediate results Factcared shear ca a it (1tr,iS�} Shear in minor axis:. 22 Ratio 0,00 Capacity 34.07 [Kip] Demand 0.00 [Kip] Intermediate results Factored shear ca acit {Vnt��j TORSION DESIGN 0 0 M FIG - 244 unit Value Reference ----------------- [Kip] 65.23 Sec, E1 Reference Sec. F1 Ctrl Eq. DI at 0,00% unit Value Reference [Kip*ft] 14.69 Sec. F1 Reference Sec, F1 Ctd Eq. D6 at 0.0 % Unit Value Reference [Kip*ftj 14,69 Sec. F1 Gert Eq. . D6 at 0,00% Unit Value Reference [Kip] 34,07 Ctrl Eq. D1 at 0.00% Unit Value Reference [Kip] 34.07 Torsion Ctrl Eq, Ratio 0,00 Combined flexure and axial tension about local axis Capacity 12.58 [Kip*ft] Ctrl Eq, Demand 0,00 [Kip*ftl Ctrl Eq. D1 at 0,00% ---- — --- — ---- — ----- — ------------ — ---- — ---- — ---- — - — — ----- Intermediate results — --- — ---------------- — - Unit Value Reference Factored torsion ca aci (Tn/fl) ----- — - — --------- — ----- — — -------------- — ---------- — - — ---- ---- — ------- (Kip*ft) — ---------- — ---------- — 12,58 COMBIN D ACTIONS DESIGN Ctrl Eq. Combined flexure and axial compression Ratio 0,00 Ctrl Eq, D1 at 0,00% Reference Eq, HI -11b ------------ — — — ------ — -- Intermediate results Unit Value Reference ----- -------- - — ------------- — --- — ---- — -- Interaction of flexure and axial force — -- — ----------- — - — ---- — ----------- — --------- — -- --- — — ----- — ------ 0 00 Eq. HI -lb Combined flexure and axial tension Ratio 0,00 Ctrl Eq, DI at 0,00% Reference Eq. Hl -lb Intermediate results .. 0 t . . . . . . Unit Value Reference Ratio NIA Ctrl Eq, Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq, Reference Combined torsion, flexure, shear and axial compression Ratio N/A .......... ...... Ctrl Eq. Reference Combined torsion, flexure, shear and axial tension Ratio NIA Ctrl Eq. Reference .......... Member 76 Design status OK MIZENEUM a IZOOO [in] Height b 12.000 [in] Width T 0,291 [in] Thickness I section infemation Section properties Unit Major axis Minor axis Gross area of the section, (Ag) [int] 13,400 [Kipfin2] Moment of Inertia (local axes) (1) find] 304,000 304,000 Moment of Inertia (principal axes) (I') [in4] 304,000 304.000 Bending constant for moments (principal axis) (J') [in] 0,000 0,000 Radius of gyration (local axes) (r) [in] 4,763 4.763 Radius of gyration (principal axes) (e) [in] 4,763 4,763 Saint-Venant torsion constant. (J) [in4] 474,000 Section warping constant, (Cw) [in6] 0.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0,000 Top elastic section modulus of the section (local axis) (Ss p) [in3] 50,700 50.700 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 50,700 50.700 Top elastic section modulus of the section (principal axis) ('sup) [in3] 50.700 50300 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 50,700 50,700 Plastic section modulus (local axis) (Z) [in3] 58,600 58,600 Plastic section modulus (principal axis) (Z') [10] 58.600 58,600 Polar radius of gyration. (ro) [in] 6,732 Area for shear (Aw) [in2] 6.476 6,476 Torsional constant. (C) (in3] 79.695 Material: A500 GrB rectangular Properties Unit — --------- – - – -- – ----- – – ---- – – ---- Value – ---- – – --- – ---- Yield stress (Fy): [Kipfin2] 46.00 Tensile strength (Fu): [Kipfin2] 58.00 Elasticity Modulus (E): [Kipfin2] 29000.00 Shear modulus for steel (G): [Kip/in2] 11153,85 Ems= Unit Value Length for tension slenderness ratio (L) [it] 10,50 Distance between member lateral bracing points Length (Lb) [ftj Trap Bottom 10a 50 10.50 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K3) Minor axis(K22) Torsional axis(Kt) 10.50 10.50 21.25 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type Norse Major axis frame type ,way Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0,00 Capacity 369.10 [Kip] Reference Eq, Sec. D2 Demand 0.00 [Kip] Ctrl Eq. D1 at 0..00% Intermediate results unit Value Reference Factored axial tension ca acit (Pnl2) [Kip) 359.10 Eq. Sec, D2 IAL COMPRESSION DESIGN Cora ression in the maior axis 33 Ratio 0.09 Capacity 334.63 [Kip] Reference Sec. E1 Demand 29.63 [Kip) Ctrl Eq. D2 at 41,67% Intermediate results Unit Value Reference Section classification Factored flexural buckiin strep th(Pn33/0) [Kip] 334.63 Sec, E1 Corm ression in the minor axis 22 Ratio 0,09 Capacity 334.63 [Kip] Reference Sec. E1 Demand 29.83 [Kip] Ctrl Eq. D2 at 41.67% Intermediate results Unit Value Deference Section classification Factored flexural bucklin s+--+ (Pn22/0) [Kip] 334.63 Sec. E1 ---- FLEXURAL DESIGN Sending about malar axis. M33 Ratio 0,62 Capacity 111.73 [Kip*ft] Reference Sec. F1 Demand 69,45 (Kip*ft] Ctrl Eq. D2 at 0.00% Intermediate results Unit Value Deference Section classifi ation Factored i Win strep th(Mn/ ) (Kip*ft] 134.51 Sec. F1 Factored com ressisan flan local buckiin str n th(nt) [Kip*ft] 111.73 Sec, F1 Bendina about minor axis 2 Ratio 0.31 Capacity 111.73 [Kip*ft] Reference Sec, F1 Demand 34.35 [Kip"ft] Ctrl Eq. D6 at 52»08% Intermediate results Unit Value Deference Section cla sification Factored rieldinci strenrih(R/Ini) (Kip*ft] 134.51 Sec, F1 Factored co ression flan e local bucktin strep 4h(14tr O) [Kip*ft] 111.73 Sec, F1 D SIGN FOR SHEAR it Shear in meor axis 33 Ratio 0.05 Capacity 107.03 [Kip] Demand 5.60 [Kip] Ctrl Eq. : D6 at 41.67% Intermediate results Emit Value ----------- Deference Factored shear cacracitv(V�1S2) [Kip] 107.03 Shear in minor axis 2 Ratio 0,09 Capacity : 107.03 [Kip] Demand 9.93 [Kip] Ctrl Eq. D2 at 0.00% Intermediate results Unit Value Deference Factored shear ca acit {Vn() [Kip] 107.03 — TORSION DESIGN Ne Ctri Eq. Reference Torsion Ratio N/A Ratio 0.02 Reference Combined torsion, flexure, shear and axial compression Capacity 109.76 [Kip*ft] Ctrl Eq. Reference Demand 2,09 (Kip*ftl Ctrl Eq, D8 at 41,67% Intermediate results Unit Value — — Reference ------------- Fqgtoredjgr§jon ca acit (Tn/f)) — -- — -- — ------- — --------- — ------------- — --- — — ----------- [Kip*ft] — --- 109.76 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 032 Ctrl Eq, D2 at 0.00% Reference Eq, H1-1b — -- — ------- --- --Intermediate results Intermediate Unit Value Reference -- — ------ — —— --- — ----- Interaction of flexuLe and axial force ------- — -- — - — ------ — — -- — --------- — — -------------------- 0,72 — ---------- Eq. H1-1b — ------ Combined flexure and axial tension Ratio 0,69 Ctrl Eq, D2 at 0,00% Reference Eq. Hl-lb — -- — ---------- --- -------- Intermediate results Unit Value — ------- — - ------ — ---- Reference Ratio N/A Ctri Eq. Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq, Reference Combined torsion, flexure, shear and axial compression Ratio N/A Ctrl Eq. Reference Combined torsion, flexure, shear and axial tension Ratio N/A Ctrl Eq. Reference ........... Member 77� 33esign status OK Section Infemotion a = 12,000 [in) Height b IZOOO (in) Width T 0,291 [in] Thickness Section properties Unit Major axis Minor axis Gross area of the section, (Ag) fin2l 13,400 Moment of Inertia (local axes) (1) [in4] 304,000 304.000 Moment of Inertia (principal axes) (l') [in4] 304,000 304,000 Bending constant for moments (principal axis) (Y) [in] 0.000 0,000 Radius of gyration (local axes) (r) [in] 4.763 4,763 Radius of gyration (principal axes) (r) [in] 4Y63 4.763 Saint -(tenant torsion constant. (J) [in4] 474,000 Section warping constant. (Cw) [in6] 0 000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0,000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 50.700 50.700 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 50.700 50,700 Top elastic section modulus of the section (principal axis) (S'sup) [in3] %700 50.700 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3l 50,700 50,700 Plastic section modulus (local axis) (Z) [in3] 58.600 58.600 Plastic section modulus (principal axis) (Z) [in3] 58,600 58.600 Polar radius of gyration, (ro) (in] 6.732 Area for shear (AW) [int] 6.476 6,476 Torsional constant, (C) (in3l 79,695 Material . ASOO GrB rectangular Properties Unit Value - — ---- — — ------------ — — --- — - — — --------- — -- — ---- — -------- — ------ Yield stress (Fy); [Kip/in2] 46,00 Tensile strength (Fu): [KipAn2] 58,00 Elasticity Modulus (E): [Kipfin2] 29000.00 Shear modulus for steel (G): [Kipfin2) 11153,85 RKO-Jupff AM Description Unit Value — ----- — --- — --------- — - ---- — -------- ---- — ---------- — - — ----- — — ---- — ------ — -- — ----- — ------ — ------- Length for tension slenderness ratio (L) [it] 10,50 Distance between member lateral bracing points length (Lb) [ft] Top Bottom 10,50 10,50 Laterally unbraced length Length [ft) Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 10.50 10.50 21.25 1.0 1,0 1.0 Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0,00 Capacity 369.10 [Kip] Reference Eq, Sec, D2 Demand 0.00 [Kip] Ctrl Eq, DI at 0.00% Intermediate results Unit Value Reference Factored axial tension ca aGi (Pnlf) [Kip] 369.10 Eq. Sec, D2 AXIAL, COMPRESSION DESIGN Compression in the major ails 33 Ratio 0,15 Capacity 334.63 [Kip) Reference Sec. E1 Demand 50.11 [Kip] Ctrl Eel, D2 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural bucle[in alien th(Pn33AQ) (Kip] 334.63 Sec, E1 Com ressi n In the minor axis 2 Ratio 0.15 Capacity 334.63 [Kip] Reference Sec, E1 Demand 50.11 [Kip) Ctd Eq, D2 at 0,00% PG-252 Intermediate results Unit Value Reference Section classification Factored flexural buckl strep th(Pn22/ ) [Kip] ------ 334.63 Sec, E1 FLEXURAL DESIGN 13edln about ma or axis 11A33 Ratio 0.77 Capacity 111.73 (Kip*ft] Reference : Sec, F1 Demand -65.62 [Kip*ft] Ctrl Eq. D2 at 900.00% Intermediate results Unit Value Reference Section classification Factored ieldin strep th(Mn/0) (Kip*ft] 134,51 Sec. F1 Factored cam ression flan e local buckh strep th(Mnl ) (Kip*ft] 111,73 Sec. F1 Bft ding about minor axis, RA22 Ratio 0,32 Capacity 111.73 [Kip*ft] Reference Sec. F1 Demand -35,36 [Kip*it] Ctrl Eq. D4 at 46,88% Intermediate results Unit Value Reference Sectiogn cla ificatican Factored ieldin siren th(Mn/0) [Kip*ftj 134.51 Sec. F1 Factor d com ression fla ie local bucklin s#ren th(Mnf)) [Kip*ft) 191,73 Sec. F1 --------- DESIGN FOR SHEAR Shear In malor axis 33 Ratio 0.03 Capacity 107.03 [Kip] Demand 3.57 [Kip] Ctrl Eq, X14 at 0.00% Intermediate results Unit Value Reference Factored shear ca acit (Vni0) (Kip] 907.03 Shear in minor axis 22 Ratio 0.10 Capacity 907,03 [Kip] Demand -10.41 [Kip] Ctrl Eq, D2 at 50,00% Intermediate results Unit Value Reference Factored shear ca acit (Vn1Q) [Kip] 107.03 TORSION DESIGN Torsion Ratio 0.00 Capacity 10976 [Kip*ft] Demand -0.40 (Kip*ft] Ctrl Eq. D9 at W00% ------- ----------- — - - — - ---------------------- — ------- - --- - ------- - -------- - -- - - - - — --- - -- - -------- - -- - - --- - ---- - - -------- - -- - ----- Intermediate results Unit Value Reference - - - - --------- Fa fore torsion ca aoi (Twfl) [Kip*ft] 109,76 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0,84 Ctrl Eq, D2 at 100.00% Reference Eq, HI -lb - ---- - ----------------- - - --- Intermediate results Unit Value Reference --------- - ------------ — ------ - --- Interaction of flexure and axial force 0.84 Eq. Hl -lb Combined flexure and axial tension --1------ .... ............ ......... Ratio 0,80 Ctrl Eq, D2 at 100.00% Reference Eq, HI -lb - - ------ - ----------- Intermediate results Unit Value Reference Ratio N/A Ctrl Eq, Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq, Reference Combined torsion, flexure, shear and axial compression Ratio N/A ......... .'ll'.11.. .,..,..... ,.. ...... - ...... - ........ Ctd Eq, .......... Reference Combined torsion, flexure, shear and axial tension Ratio NIA Ctrl Eq. Reference Member : 78 Design status : OK section information Section name: HSS_QR12XI 2X516 (US) Dimensions a IZOOO [in] Height b 12.000 [in] Width T 0.291 [in] Thickness Section properties Unit Gross area of the section. (Ag) [int] Moment of Inertia (local axes) (1) [in4] Moment of Inertia (principal axes) (I') [in4] Bending constant for moments (principal axis) (Y) tin] Radius of gyration (local axes) (r) [in) Radius of gyration (principal axes) (e) (in] Saint-Venant torsion constant, (J) [in4] Section warping constant, (Cw) [in(i] Distance from centroid to shear center (principal axis) (xo,yo) [in] Top elastic section modulus of the section (local axis) (Ssup) fin3] Bottom elastic section modulus of the section (local axis) (Sinf) [in3] Top elastic section modulus of the section (principal axis) (S'sup) [in3] Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] Plastic section modulus (local axis) (Z) [in3] Plastic section modulus (principal axis) (Z') [in3] Polar radius of gyration. (to) [in] Area for shear (Aw) fin2l Torsional constant. (C) [in3] Material: ASOO GrB rectangular Properties — - — — -------- — ----- Unit — ----------- Yield stress (Fy): [Kiphn2] Tensile strength (Fu)* [Kiphn2] Elasticity Modulus (E): tKip/in2] Shear modulus for steel (G): [Kipfin2] DESIGN CRITERIA Description Unit -------- — ---- — — ------- — ------ Length for tension slenderness ratio (L) [ft] M'717w" 13,400 304,000 304-000 0.000 4,763 4.763 474,000 0,000 0.000 50,700 50,700 50,700 50700 58,600 58,600 6.732 6.476 79695 Em 304,000 304000 Oboo 4,763 4.763 ,C *t Distance between member lateral bracing points Length (Lb) (ft] Trap Bottom 12,50 12,50 Laterally untraced length Length [] Major axis(L33) Minor axis(L22) Torsional axis(Lt) 12,50 12,50 21.25 Additional assumptions Continuous lateral torsional restraint Tension field action Continuous flexural torsional restraint Effective length factor value type Major axis frame type Minor axis frame type DESIGN CHECKS .:IAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 369.10 (Kip) Demand 0.00 [Kip] Intermediate results Factored axial tension ca aci (Pn6 ) --- AXIAL COMPRESSION DESIGN Ir Com ression in the ma`or axis 33 Ratio 0.17 Capacity 328.46 [Kip] Demand 56.83 [Kip] Intermediate results Section classification Factored #lexural backfin strep th(Pn33/0) Corn ession in the minor axis 22 Ratio OA 7 Capacity 328.46 [Kip] Demand 56.83 [Kip] Effective length factor (Major axis(K33) Minor axis(K22) Torsional axis(Kt) 1.0 1.0 1.0 Reference Eq, Sec. D2 Ctrl Eq. DI at 0,00% Unit Value Reference [Kip] 369.10 Eq, Sec. D2 Reference : Sec. E1 Ctrl Eq. D2 at 0.00% Unit Value Reference [Kip] 328.46 Sec, El Reference Sec. E1 Ctrl Eq. D2 at 0,00%n Intermediate results Unit Value Reference Section classification Factored flexural buckling Stfength(Pn22Q) -------- [Kip] 32846 Sec, E1 FLEXURAL DESIGN Sending about major axis M13 Ratio . 0,61 Capacity 111,73 [Klp*ft] Reference Sec. F1 Demand 68.13 [Kip*ft] Ctrl Eq. Gil at 900.00% Intermediate results Unit Value ---- Reference Section classification Factored ieldin str n th(Niral) [Kip*ft] 134,51 Sec, F1 Factored cons cession flan local bucklin strew th(IIrsli) [Kip*ft] 119,73 Sec, F9 Bendina about minor axis M22 Ratio 0,45 Capacity 111.73 (Kip*ft] Reference Sec, F1 Demand -49,8 [Kip*ftj Ctrl Eq. D4 at 58.33% Intermediate results Unit Value Reference Section classification Factored i tdin siren th{Ivinl) (Kip*ft] 134.51 Sec, F1 Factored com ression flan a local bucklin siren tt (ivinl52) (Kip*ft] 111.73 Sec, F1 DESIGN FOR SHEAR Sher In meor axis 33 Ratio 0.04 Capacity 107.83 [Kip) Demand 3.92 (Kip) Ctrl Eq. l34 at Sti.00% Intermediate results Unit Value Reference Factcarecl shear ca silt (Vnl ) [Kip] 107.03 Shear in minor axi 22 Ratio 009 Capacity 107.03 [Kip] Demand 9.89 [Kip] Ctrl Eq. D2 at 60,42% Intermediate results Unit Value Reference Factored shear ca aci (Vnl )) [Kip] 107.1)3 lldspffi TORSION DESIGN Torsion Ratio 0.00 Capacity 10916 [Kip*ftj Demand 0,42 [Kip*ft] Ctri Eq. C4 at 60.42% Intermediate results Unit Value Reference Facto ed torsion ca adi {Tn/0) [Kip*ft[ 109.76 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio O3 66 Ctrl Eq. C2 at 100,00% Reference Eq.. H1 -1b Intermediate results Unit Value Reference Interaction of flexure and axial force 0,66 Eq, H1 -1b Combined flexure and axial tension Ratio 0.63 Ctrl Eq. D2 at 100.00% Reference Eq, hili -1b Intermediate results Unit Value Deference Ratio N/A Ctrl Eq. - Reference Combined flexure and axial tension about local axis Ratio IIIA Ctrl Eq. - Reference Combined torsion, flexure, shear and axial compression .., ., .. .. .. . Ratio N/A ..,, ..... ,v ........ .......... ......... .. Ctrl Eq. -- Deference Combined torsion, flexure, shear and axial tension Ratio N/A Ctrl Eq. 4- Reference Member « Design a 12.000 [in] Height b - 12.000 [in] Width T - 0.291 [in) Thickness Section properties Cross area of the section. (Ag) Moment of Inertia (local axes) (I) Moment of Inertia (principal axes) (I') Bending constant for moments (principal axis) (J') Radius of gyration (local axes) (r) Radius of gyration (principal axes) (r') Saint-Venant torsion constant. (J) Section warping constant. (Cw) Distance from centroid to shear center (principal axis) (xo,y) Top elastic sections modulus of the sections (local axis) (Ssup) Bottom elastic section modulus of the section (local axis) (Sinf) Top elastic section modulus of the section (principal axis) (S'sup) Bottom elastic section modulus of the section (principal axis) (S'inf) Plastic section modulus (local axis) () Plastic section modulus (principal axis) (') Polar radius of gyration. (ro) Area for shear (Aw) Torsional constant. (C) Material : ASOO GrB rectangular Properties Yield stress (Fy): Tensile strength (Fu): Plasticity Modulus (B): Shear modulus for steel (C): Section lolonnation Unit [int] [in4) [in4] [in] [in] [in] [in4] [in6] fin] fin) in3] [m3) [in3] [in3j [In3] [in] fin] [in3J Unit Value Description Unit Value Length for tension slenderness ratio (l) IN 10.60 ZU « « Distance between member lateral bracing points Length (Lb) (ft] Trap Bottom 10.50 10.50 Laterally unbraced length Length [ft] Major axis(L33) Minor axis(L22) Torsional axis(Lt) 90.50 10.50 21.251 Additional assumptions Continuous lateral torsional restraint Tension field action Continuous flexural torsional restraint Effective length factor value type Major axis frame type Minor axis frame type DESIGN CHECKS IAL PENSION DESIGN Axial tension Ratio 0,00 Capacity 369.99 [Kip] Demand 9.99 [Kip] Intermediate results --------------------------------------------------------------------- Factored axial tension ca aci (Pn ) AXIAL COMPRESSION DESIGN Com ression in the ma°or axis 33 Ratio 0,15 Capacity 334,63 [Kip] Demand 51.54 tKip] ----------- Intermediate results section classification Factored flexural buckling,stren th(Pn33/ ) Com rasion in the minor axis 22 Ratio 0.15 Capacity 334.63 [Kip] Demand 51.54 [Kip] Effective length factor Major axis(K3) Minor axis(K22) Torsional axis(Kt) 1.0 1.0 1.0 Reference ; Eq. Sec, l32 Ctrl Eq. [i1 at 9.00% unit Value Reference tKip] 369.19 Eq. Sec. D2 Reference Sec, E1 Ctrl Eq. : t)2 at 0.00% Unit Value Reference [Kip] 334.63 Sec, E1 Reference Sec. E9 Ctrl Eq. : D2 at 0.00% Em Intermediate results Section classification Factored flexural burklin strep th(Pn22tt)) FLEXURAL DESIGN I3endin abreut ma"or axis M33 Ratio 0.76 Capacity 111.73 (Kip*ft] Demand 65.00 [Kap*ftl Intermediate results Suction cla siircati n Factored ieldin strep th( n1Sl) Factored om r salon tiara iota( bucklin strep th(Mn/D) Sending about mincer axis M22 Ratio 0,52 Capacity 111.73 [Kip*ft] Demand 57.76 (Kip*ftl Intermediate results Section cla sification Factored ieldin strata th(Mnl��) Factored cum ression flan e local buckiin strep th(Mnt ) DESIGN FOR SHEAR vir Smear In ma"or axis 3 Ratio 0.05 Capacity 107.03 (Kip] Demand -5.57 (Kip) Intermediate results Factored shear ca acit (Vntf;2) Shear in miner axis 2 Ratio 0.10 Capacity 107.03 (Kip] Demand 10.45 [Kip] Intermeddiate results Factored shear ca grit (WO) PG - 260 Unit Value Reference [Kip] 334,63 Sec, F1 Reference Sec. F1 Unit Ctrl Eq. D2 at 10Q:00% Unit Value Reference [Kip*ft] 134.51 Sec, F1 [Kip*ft] 111.73 Sec, F1 Reference Sec. F1 Ctri Eq, D6 at 47,92% Unit Value Reference (Kip*ft) 134.51 Sec. F1 (Kip*ftl 111.73 Sec. F1 Ctrl Sq. D6 at 0.00% Unit Value Reference [Kip] 167.03 Ctri Eq. : t)2 at 60.42% Unit Value Reference (Kip) 10T03 TORSION DESIGN Torsion Ratio Capacity Demand 0,03 309,76 [Kip°ftl 0.97 (Kip'ft) 0 Intermediate results Unit Value Reference Factored torsion ca aci' (Tn/0) [Kip"ft] 109.76 --- COMBINED ACTIONS DESIGN Combined flexure and axial compression ........... Ratio 0.83 Ctrl Eq, D2 at 100.00% Deference Eq. Flt -1b Intermediate results Unit Value Reference interaction of flexure and axial farce - 0.83 Eq, Fit -1b Combined flexure and axial tension Ratio « . .. ., . i3 i. .. .. ., .. . . . .... .. ... ... , , . Ctrl Eq, X72 at 100,00% Deference W Eq. Fit -1b Intermediate results Unit Value Reference Ratio til Ctrl Eq. - Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq, -- Deference Combined torsion, flexure, shear and axial compression Ratio N/A Ctrl Eq. - Reference Combined torsion, flexure, shear and axial tension Ratio N/A Ctrl Eq, - Deference s.• Member 80 Design Y f o... a 4.000 [in] Height Unit Value Yield stress (Fy): b 4.000 [in] Width 46.00 Tensile strength (Eu): [Kiplin2] T 0.233 [in] Thickness Elasticity Modulus (E): [KipAn2] 29000.00 Properties [Kipiin2] 1115185 Section properties Unit Major axis Minor axis Grass area of the section. (Ag) [int] 3.370 Moment of inertia (local axes) (1) [in4] 7.800 7.800 Moment of inertia (principal axes) (l') [in4] 7.800 7.800 Bending constant for moments (principal axis) (J') [in] 0.000 0..000 Radius of gyration (local axes) (r) [in] 1.529 1.521 Radius of gyration (principal axes) (r') [in] 1.521 1,521 Saint-Venant torsion constant. (J) (in4) 12.800 Section warping constant. (Cw) [in6] 0.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 01.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 1900 1900 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 3.900 1900 Tap elastic section modulus of the section (principal axis) (S's p) [in3) 3.900 1900 Bottom elastic section modulus of the Section (principal axis) (S'inf) [in3] 1900 1900 Plastic section modulus (local axis) () [in3] 4.700 4.700 Plastic section modulus (principal axis) (2') fin3] 4.700 4.700 Polar radius of gyration. (to) [in] 2150 Area for shear (Aw) fin2] 1.538 1.538 Torsional constant. (C) fin3] 6.563 M Properties Unit Value Yield stress (Fy): [KipAn2] 46.00 Tensile strength (Eu): [Kiplin2] 58.00 Elasticity Modulus (E): [KipAn2] 29000.00 Shear modulus for Steel (G). [Kipiin2] 1115185 Description Unit Value Length for tension slenderness ratio (i~) [it] 13.87 Instance between member lateral bracing points Length (Lb) (] Top Bottom 13.87 13.87 Laterally unbraced length Length (ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 13.87 93.87 13,87 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint Tension field action Continuous flexural torsionai restraint Effective length factor value type Major axis frame type Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0,08 Capacity 92.83 [Kip] Demand 7,83 [Kip] Intermediate results Factored axial tension ca acit (Pn/n) AXIAL COMPRESSION DESIGN Com res ion in the ma'or axis 12 Ratio 13.19 Capacity 41.52 [Kip] Demand 7,86 [Kip] 0 0 Reference Eq. Sec. D2 Ctrl Eq. C6 at 0,00% unit Value Reference [Kip] 92.83 Eq. Sec. D2 Deference Sec, El Ctri Eq. D4 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural hawkfinq strep th(Pn33/0) [Kip] 41.52 Sec. El Com rasion in the minor axis 22 Ratio 0,19 Capacity 45.52 [Kip] Reference Sec. El Demand 7.861(Kip] Ctrl Eq. D4 at 13.00% Intermediate results Unit Value Reference Section classification Faotored flexural buckiintren th(Pn2210) [Kip] 41.52 Sec, E1 FLEXURAL DESIGN Rendtn about rna or axis 14A33 Ratio 0,01 Capacity 10.79 [Kip*ft] Reference Sec. F1 Demand 0.10 [Kip*ft] Ctrl Eq. ; i6 at 0.00°! Intermediate results Unit Value Reference Section classification Factcared reldFrs strera th(Mn/f)) [Kip*ft] 10.79 Sec, F1 Rendin a ut minor axes. M2 Ratio 0,02 Capacity 90,79 [Kip*ft] Reference Sec, F1 Demand -0.17 [Kip*ft] Ctrl Eq, ; D9 at 0.00% Intermediate results Unit Value Reference Section classification Factored yigLding strep th(Mn10) --- [Kip*ft] 10.79 Sec. F1 DESIGN FOR SHEAR Shear in ma or axis 3 Ratio 0.00 Capacity 25.42 [Kip] Demand 401 [Kip] Ctri Eq. D9 at O.Q % Intermediate results Unit Value Reference Factored shear ca —ac— it (VnfD) [Kip] 25.42 Shear in minor axis 22 Ratio 0.00 Capacity 25.42 [Kip] Demand -0.01 [Kip] Ctri Eq. D6 at 0.00% Intermediate results Unit Value Reference Factored shear ca act (Vnln) [Kip] 25.42 TORSION DESIGN ski.... ♦. 203M� Torsion Ctrl Eq, Ratio 0.00 Combined flexure and axial tension about local axis Capacity 9.04 [Kip*ftj Ctrl Eq, Demand 0.00 [Kip*ft] Ctri Eq. DI at 0.00% ----- - ----- - - — - - - - - — --------- - ---- - ------------- - - - - - --------- Intermediate results - --- - - -------- - -- - - - - ------ - Unit ------ - --- - - — ------ - - - ----- Value Reference ---------------- - --- Factored torsion oa—'4-(Tn/0) [Kip*ft] 9,04 COMBIN D ACTIONS DESIGN Ctrl Eq, Combined flexure and axial compression Ratio 0A0 Ctri Eq, D4 at 0.00% Reference a Eq, HI -lb — - --- - ----- - --------- — ---- - - - ------------- Intermediate results - - - - - - - - - - ---------- — - - - Unit --- - ----------- Value Reference ------------------- Interaction of flexure and axial force --------- - - - - ----------- 0,10 Eq. HI -lb Combined flexure and axial tension Ratio O.05 Ctri Eq. D6 at 0.00% Reference, E% HI -lb Intermediate results A 5 ?7=71-11IT-Mv mnl�� Unit Value Reference Ratio NIA Ctrl Eq, Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq, Reference Combined torsion, flexure, shear and axial compression Ratio WA Ctrl Eq. Reference Combined torsion, flexure, shear and axial tension .......... Ratio N/A Ctrl Eq, Reference Member r- • secuen r d a — 4,000 [in) Height Unit Value Yield stress (Fy): b 4.000 [in] Width 46.00 Tensile strength (Fu): (Kiptin2) T — 0.340 [in] Thickness Elasticity Modulus (E): [Kiplin2] 29000.40 Properties [Kiplin2) 11153.85 Section properties Unit Major axis Minor axis Cross area of the section. (Ag) [in21 4.780 Moment of inertia (local ages) (i) [in4] 10.300 10.300 Moment of inertia (principal axes) (l') [in4] 10.300 90.300 Bending constant for moments (principal axis) (J') [in) 0.000 0.000 Radius of gyration (local axes) (r) [in] 1.468 1,463 Radius of gyration (principal axes) (r') [in] 1.468 1.468 Saint-Venant torsion constant. (J) fin4] 17.500 Section warping constant. (Cw) fin6] 0.000 Distance from centroid to shear center (principal axis) (xo,yo) fin) 0.000 0.000 Top elastic section modulus of the section (local axis) (Scup) fin3) 5.1170 5.100 Bottom elastic Section modulus of the section (local axis) (Sinf) fin3) 5.100 5.900 Top elastic section modulus of the section (principal axis) (S's p) fin3] 5.100 5.100 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3) 5.100 5.100 Plastic section modulus (local axis) (Z) fin3] 6.400 6.400 Plastic section modulus (principal axis) (Z`) [in3] 6.400 6.404 Polar radius of gyration. (ro) [in] 2,067 Area for shear (Aw) [in2] 2.061 2.061 Torsional constant. (C) fin3] 9.136 Properties Unit Value Yield stress (Fy): [Kiplin2) 46.00 Tensile strength (Fu): (Kiptin2) 58.00 Elasticity Modulus (E): [Kiplin2] 29000.40 Shear modulus for steel (% [Kiplin2) 11153.85 Description Unit Value Length for tension slenderness ratio (L) [ft] 10,50 Distance between member lateral bracing points Lencgth (Lb) [it] Top Bottom 10.50 10.50 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis( t) #0.50 90,50 10.50 1v0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type Mone Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.02 Capacity 139,66 (Kip) Reference Eq, Sec, 02 Demand 2,56 [Kip] Ctrl Eq. D2 at 0,00% Intermediate results Unit Value Reference Factored axial tension ca acit (Pn/S)) [Kip] 131,66 Eq, Sec. 132 AXIAL. COMPRESSION DESIGN Com cession in the ma'or axis 3 Ratio 000 Capacity 80.21 [Kip] Deference Sec, E1 Demand 0.00 [Kip] Ctrl Eq. D1 at 0.00% Intermediate results Unit Value Reference Sect€ors cl sification Fa tared flexural bucklin strep th(Pn331) [Kip] 80.21 Sec. E1 Com ression in the minor axis 22 Ratio 0,00 Capacity 80.29 [Kip] Reference Sec. E1 Demand 0.00 [Kip] Ctrl Eq. D1 at Q.00% Intermediate results Sec, F1 Section classification D2 at IW00% Factored exurat bucklin st€err ttr{F'n221S) FLEXURAL DESIGN [Kip*ft] Bendina about m or axle M33 Reference Ratio 035 Capacity 14.63 [Kip`ft] Demand 5,20 [Kip"ft] Intermediate results Section classification Factor d ieldin Strew ih(nt) Bendin about minor axis M22 Ratio 0,16 Capacity 14.69 [Klp*ft] Demand 2.40 [Kip*ft] Intermediate reutts ------- ection classification Facto€ed ieldln Str�rn th(Rhnf4j DESIGN FOR SHEAR Shear In major axis 33 Ratio 0.01 Capacity 34.07 [Kip] Demand -0.24 [Kip] Intermediate results Facto€ed sh er ecit {Vnt) Shear in minor axis 22 Ratio 0.01 Capacity 34.07 [Kip] Demand 0.49 [Kip] Intermediate results Facto€ed Shear ca acit (VnIS) TORSION DESIGN 19 0 0 �w• PG - 268 Unit Value Reference [Kip] 80.21 Sec. E1 Reference Sec, F1 Ctrl Eq. D2 at IW00% Unit Value Reference [Kip*ft] 14.69 Sec. F1 Reference Sec. F1 Ctrl Eq. D6 at 100.00% unit Value Reference [Kip*ftj 14.69 Sec, F1 Ctrl Eq. D10 at 0.00% Unit Value Reference [Kip] 34.07 Ctrl Eq. D2 at 0.00% Unit Value Reference [Kip] 34.07 Torsion Ratio Capacity Demand Intermediate results ----------- ■ 0 00 12,58 [Kip*ft] 0.00 [Kip'ft] Ctri Eq. Value Reference ------ ----- - 12,58 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio OA6 Ctrl Eq. D10 at 100.00% Reference Eq, HI -lb ---------------------- - -- - - ------- - --- - ----- - ------------- - ---- - -- - --- — ----- Intermediate results - - - -- - ------- Unit Value Reference — -- - ------ -- — ---- Interaction of flexure and axial force 0,46 Eq. H1 -1b Combined flexure and axial tension Ratio 0.47 .............. Ctrl Eq. D10 at 100,00% Reference ............... Eq. Hl -lb ...... ...... -- - ---- - ------- — - - --- - ----------- Intermediate results — - -- - ------ - ----- - --- - ---- — - ---- - ------- Unit - -- - ------------------ - ----- — -------- Value Reference - ---- — - - ------- - ------ - ----- ----------- - --- - --- - -- - -- — --- — ------- ----------------------------------------------------------- Combined flexure and axial compression about local axis Ratio N/A .......... ....... Ctrl Eq .......... Reference Combined flexure and axial tension about local axis Ratio NIA Ctrl Eq. Reference Combined torsion, flexure, shear and axial compression Ratio N/A Ctrl Eq, Reference Combined torsion, flexure, shear and axial tension Ratio N/A Ctd Eq, Reference Member Design s Section Information • •- �r a 4.000 [in] Height 4,000 [in) Width T 0,349 [in] Thickness Properties ---------------- Section properties unit Major axis Minor axis Gross area of the section. (Ag) [in2] 4.780 Moment of inertia (local axes) (l) [in4j 10.300 90.300 Moment of inertia (principal axes) (l°) [in4] 10.300 10.300 Sending constant for moments (principal axis) (`) [in] 0,000 0.000 Radius of gyration (local axes) (r) [in] 9.468 9.468 Radius of gyration (principal axes) (r") [in] 1.468 1.468 Saint -Tenant torsion constant. (J) [in4] 17.500 Section warping constant. (w) [in] 0.444 Distance from centroid to shear center (principal axis) (xo„yo) [in] 0.000 0.000 'Fop elastic section modulus of the section (local axis) (Ssup) [in3] 5.104 5.104 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 5,100 5.104 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 5.900 5.104 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 5.100 5.104 Plastic Section modulus (local axis) () [in3] 6.404 6.400 Mastic Section modulus (principal axis) (Z) (in3j 6.400 6.400 Polar radius of gyration. (ro) [in] 2.467 Area for Shear (A) [int] 2.061 2.061 Torsional constant. (C) [in3] 9.136 Properties unit Value Yield stress (Fy): [KipAn2] 46.00 Tensile strength (Fu); [Kipfin2j 58.00 Elasticity modulus (E): [Kiptin2] 29000.40 Shear modulus for steel (+S): [Kiphn2j 11153,85 Description unit Value Length for tension slenderness ratio (L) [ft] 92.50 Distance between member lateral bracing points length (Lb) [ft] Top Bottom 12.50 12.50 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 12.50 12.50 12.50 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type away Minor axis frame type Sway DESIGN HECKS AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 131.66 [Kip] Deference Eq. Sec. D Demand 0.00 [Kip] Ctrl Eq. Cil at 0.00% Intermediate results Unit value Reference Factored axial tension ca acft (l -lS2) [Kip] 131.66 Eq. Sec. D2 AXIAL COMPRESSION DESIGN Compression in the m1Aj2 axis 33 Ratio 0,48 Capacity 65.23 [Kip] Reference Sec. E1 Demand 31.20 [Kip] Ctrl Eq. D2 at 0.00% --------------- Intermediate results Unit value Reference Section classification Factored flexural bucklln etre- fh(F`03/0) [Kip] 65.23 Sec. E1 Cam ression in the minor axis 2 Ratio 0.45 Capacity 65.23 [Kip] Reference Sec. E1 Demand 31,20 [Kip] Ctrl Eq. D2 at 0.00% Intermediate results unit Value Reference Section lass9fmcatlan Factored flexural laucklin siren th(Pn2241) [Kip] 65.23 Sec.. E1 FLEXU L DESIGN Bendin about ma or axis RA33 Ratio 0.00 Capacity 14,69 [Kip*ftj Reference Sec, F1 Demand 0.00 [Kip*ftj Ctrl Eq, D1 at 0,00% Intermediate results Unit Value Reference Section classification Fac#ored leldin siren t (Mn/Q) [Kip*ftj 14.69 Sec, F1 Bendln about minor axis M22 Ratio 0.00 Capacity 14.69 [Kip*ft] Reference Sec, F1 Demand 0.02 [Kip*ft] Ctrl Eq. D9 at 0.00% Intermediate results Unit Value Reference Section classlfic tion Factored ie$dln siren th(Nlnf) [Kip*ft] 14.63 Sec. F1 DESIGN FOR SHEAR it Shear in ma or axis 33 Ratio 0,00 Capacity 34.07 [Kip] Demand -0.03 [Kip] Ctrl Eq, D9 at 0.0 % Intermediate results Unit ------- Value Reference Factored shear ca aclt (W/0) [Kip] 34.07 Shear in minor axis 22 Ratio 0.00 Capacity 34.07 [Kip] Demand 0.11 [Kip] Ctrl Eq. D9 at 0,00% Intermediate results Unit Value ---- Reference Factored shear ca acit (W/0) [Kip] 34.07 TORSION DESIGN Torsion Ratio 00)0 Capacity t2. i8 [Kip*] Demand 0,00 [Kip*ft] Ctri Eq. D1 at 0.00% Intermediate results Unit: Value Reference Factored toraj2 c aci jn/0) [Kip*it] 12.58 COMBINED ACTIONS DESIGN Ir Combined flexure and axial compression ...... ......................... ........ ....... Ratio 0.48 Ctrt Eq. D2 at 0..00% Reference Eq. H1 -1a Intermediate results Unit Value Reference Interaction of flexure and axial force m_ O, 8 Eq, H'i_ f a Combined flexure and axial tension ...................... ........,.,.,..,........,,..,,....... .......,....., Ratio 0.(BO Ctrl Eq, D9 at 0.00% Reference Eq, HI -lb Intermediate results Unit Value Reference Ratio f,tA Ctrl Eq, -- Reference Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. - Reference Combined torsion, flexure, shear and axial compression Ratio IIIA Ctrl Eq. -- Reference Combined torsion, flexure, shear and axial tension Ratio N/A ................ ...... Ctrl Eq, - Reference Monroe & Newell Joe ' Engineers, �irr"Y _ OFm d.. � AC�ti�I_Ai"C6• BY _._. ��,w,w� ,r,��n_���. ATE C�-iECKED DATE CA,.F. ------------------- k j w.Cli �. ,. ,, t Car- r ARM I 10 Monroe e Engineers, hic. _. _DATE__. Job Name: I Subject: Job Number: On inator: I Checkerj. igut Data: Joist Designation (Size) = 241 IO +W(TL)= 250,0 Joist Span, L = 40,0 ft, Joist Spacing, S 5.0000 ft, Unit. Dead Load, W(DL) = 20.00 psf Unif. Live Load, W(LL) = 00 psf ,1x L=40 Deflect. Factor, DF(LL) = 240 RL=5000 RR=5000 tesults: Nomenclature Required Loads: Dead Load, W(DQ = iOOO pif W(OL) = w(DL)*S Live Load, W(LL) = 1 O pif W(LL) = w(LL)*S Total Load, W(TL) = 25f 0 pif W(TL) = W(DL)+W(LL) Reactions, RL & RR = 50WO lbs, RL = RR = W(TL)*L/2 Notes: 1, OSHA is interpreting Section 29CFR-1926,751(c)2 to mean all joists whose length >= 40* require bolted diagonal bridging in place before slackening of hoisting lines, 2. For point loads on K -series joists, the magnitude and location of load should be indicated on the design drawings and "SP" must be added to the joist designation. 1 of 1 4/1/2016 12:18 PM • Joist Designation (size) 241 I 2 +W(TL) = 340,0 Joist Span, L 40.0ft, Joist Spacing, S 4.0000 ft. Unit. Dead Load, W(M) 20M psf Unif, Live Load, W(LL) 65.00 psf Elix-I L=40 Deflect. Factor, DF(LL) = 240 RL=6800 RR=6800 lesults: Nomenclatur Required Loads: Dead Load, W(DL) = CO. 0 pif W(OL) = w(DL)S Live Load, W(LL) = 260.0 pif W(LL) = w(LL)*s Total Load, W(TL) = 340.0 pif W(TL) = W(DL)+W(LL) Reactions, RL & RR = 6800.0 lbs, RL = RR = W(TL)*L/2 Notes: I OSHA is interpreting Section 29CFR-1 926.751 (c)2 to mean all joists whose length >= 40' require bolted diagonal bridging in place before slackening of hoisting lines. 2. For point loads on K -series joists, the magnitude and location of load should be indicated on the design drawings and "SP" must be added to the joist designation, 1 Of 1 4/1/2016 12:18 PM am Inertia, Ix Depth, D Weight, w ,trom Kcs josts Low i able) �)rn KCS Joists Load Table) I N Full Uniform: W= lbs,/ft. Start Distributed: At: #2: #3: #4: #5: #6: #7: #8: Moments: #1: #2: #3: #4: IM M am 1 of 3 4/1/2016 12:18 PM Nomenclatgre wable Ca i iacitv Loadr. M(allow) = I2()565. ft -lbs M(attow) = (value from KCS Joists Load Table)*1 000/12 wm(allow) = 60133 ibs./ft. wm(aiiow) = 8*M(atiowyL A 2 V(altow) = 8900 lbs, V(allow) = value from KCS Joists Load Table wv(aitow) = 445.00 lbs,111, wv(aitow) = 2*V(aitowVL w(use) = 445.00 ibs,/ft, w(use) = Minimum of wm(aiiow) and wv(aifow) Full Uniform: W= lbs,/ft. Start Distributed: At: #2: #3: #4: #5: #6: #7: #8: Moments: #1: #2: #3: #4: IM M am 1 of 3 4/1/2016 12:18 PM PG - 279 "JOIST,xis" P m End Reactions: RL = 8 $ t . }�Ibs. RR =E=Ibs. Vw=B t C1 lb,, Note- all joist web members are designed for a vertical shear equal to this value Maximum Moments: +MX(max) = 6.- ft-ths @ x 1-10 C61 it. Nate: moment is constant for distance = 2*D from each end 0 �b 0 -Mx(max) 0.0 ft -lbs @ X O�00 ft, Note: moment is constant for distance = 2*D from each end • !ZT-TM M-1 -A(max) =in, @ X +A(max) = in, x O.t30 ft. A(ratio) =1:31 @ *Note: deflections shown above include a 15% increase above, the values calculated using traditional "sirrip, le -beam " flexure in order to more closely match actual test results obtained by SJL RL =E�lbs. RR =[8000.O�Ibs, Maximum Moments: +MX(max) 66660 ft -lbs ( X = MOO ft, 0, 0 -MX(max) 0.0 ft -lbs @ 0,00 ft. J -A(max) = in, @ X = 20 +A(max) = in, 600ft. 0 @ 0 0 ,00 ft, A(ratio) i 1353 *Note,, deflections shown above include a 15% increase above the values calculated using traditional "simple-bedarn" flexure in order to more closely inatch actual test results obtained by SJI- NM 14, INKLOINUIN I # 2 of 3 4/1/2016 12:18 PM , Shear Dia ram 10000.E 8000.0 6000.0 4000 0 2000.0 0,0 N Izq q IP C4 q N OR N xS Cx3 Cb a CV 4 U) 1- CO 0 C14 m Vf W W ,*2000.0 `. N -4000,0 —6000,0 -8000,0 x Moment Dia rem 1400M 120000,0 --_y-_ . Ww w__ _ w -..-_,.-_m_-. ------ ------ -------- v -_AM.___ -_-___k -------- _ --------- 100000.0 ___-_-..1t;ti000.0 ? a > a y a i k p 00M{} i K 1lM^o i V x r y* r 0 40000,0 # y fi i# S a 211 'a +}p�q e xa 4#00,0 t A A 4 A 0 B 9 ,P N V: q its cit O2 ek Q tq N OR 0: q (q N cq I* q N CR e3" s t4;_i N 'c3- E?"Y ham. 0.B 0 N c"x} tC} to OD 0 �— N cit N N N cv ra is ra c*s ^� x curves for allowable capacity loads = curves for aqual design loads of 3 4/11201 12:18 PM co c_ _.... ... . __ . . a u N Tw to FUN'p d,! .. . "4,x'^`wr ars P fly � � M r� ANN gs3 kWON r d..... e * . , .,ANA § m. m. k .., a.2,. ....a N Tw to FUN'p d,! .. . "4,x'^`wr ars P fly � � M r� ANN leg TJ rye. lop an p�Y . S.✓ww Nnw" d,! .. . "4,x'^`wr ars P rye. lop an i rcs �c Engineers. . Inc.Incw ° .�...�w. � � 4;-z CHECKED w ,,.jA Lf Monroe & Newell Engineers Denver, CO PG meral Footing File = PA101' , Code References n/a W # Bars required within zone Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 36,0 # Bars required on each side of zone Load Combinations Used - ASCE 7-10 0.0 Applied Loads 0.0 General Information 0,0 D Lr Material Properties 37.0 Soil Design Values OB: Overburden f c Concrete 28 day strength 3.0 ksi Allowable Soil Bearing 10 ksf fy Reber Yield 60.0 ksi Increase Bearing By Footing Weight No Ec Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) 2%0 pet Concrete Density 145.0 pot Soil/Concrete Friction Coeff, 0.30 q) Values Flexure 0,90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface 10 ft Min Steel % Bending Rerrif. Allow press, increase per foot of depth 0.0 ksf Min Allow % Temp Reinf, 0.00180 when footing base is below 0.0 ft Min. Overturning Safety Factor 1.0 1 Min. Sliding Safety Factor 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes 0.0 ksf Add Pedestal Wt for Soil Pressure No when max, length or width is greater than 0.0 ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis 5.0 ft Length parallel to Z -Z Axis 5.0 ft Z Footing Thickness 18.0 in px parallel to X -X Axis 0.0 in pz parallel to Z -Z Axis 0.0 in Height 0.0 in Reber Centerline to Edge of Concrete... at Bottom of footing 3,0 in Bars parallel to X -X Axis Number of Bars 7 Reinforcing Bar Size # 5 Bars parallel to Z -Z Axis Number of Bars 7 Reinforcing Bar Size # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a W # Bars required within zone n/a 36,0 # Bars required on each side of zone n/a 0.0 Applied Loads 0.0 0,0 0,0 D Lr P: Column Load 37.0 0,0 OB: Overburden 0.0 0.0 M-xX 0.0 0.0 -z Mz 0,0 0.0 V-x 0.0 0.0 V -Z 0,0 0.0 L S W E H 36,0 0.0 0.0 0.0 0.0 k 0.0 0,0 0,0 0.0 0,0 ksf 0.0 0.0 0,0 0.0 0.0 k -ft 0,0 0.0 0,0 0,0 0,0 k -ft 0,0 0.0 0.0 0,0 0.0 k 0,0 0.0 0.0 0,0 0,0 k Monroe & Newell Engineers Denver, CO merai Footing File =P,10126 -5 Description : Fooling DESIGN SUMMARY Min, Ratio item Applied Capacity Governing Load 0ombination PASS 0.9733 Soil Bearing 2.920 ksf _. 3.O ksf +D+L+i1 about -Z axis PASS n/a Overturning - -X 0.0 k -ft 0.0 k -ft No Overturning PASS We Overturning - Z -Z 0,0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding 'ASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0,0 k No uplift PASS 0.4479 Z Flexure (+X) 12.750 k -it 28.464 k- +1.2001+0.50Lr+1.60L+1,601-1 PASS 0,4479 Z Flexure (-) 12.750 k -ft 28.464 k -ft +1,20D+0.50Lr+1.60L+1,60H PASS 0.4479 X Flexure (+Z) 12750 k -ft 28.464 k -ft +1.200+0.50Lr+1,60L+1.60H PASS 0.4479 X Flexure (2) 12350 k -ft 28.464 k -ft +1.20D+0.50Lr+1,60L+1,60H PASS 0,3449 1 -way Shear (+X) 28,333 psi 82.158 psi +1.200}+0.50Lr+1.60L+1.60H PASS 0.3449 1 -way Shear (-X) 28.333 psi 82.158 psi +1.20D+0,50Lr+1.60L+1:601-1 PASS 0.3449 1 -way Shear (+Z) 28.333 psi 82.158 psi +1.20D+0,50Lr+1.60L+1.60H PASS 03449 1 -way Shear (1) 28.333 psi 82,158 psi +1.20D+0.50Lr+1.60L+1,60H PASS 0.6407 2 -way Punching 105.274 psi 164,317 psi +1.20 +0.50Lr+1.60L+1.60H Detailed Results Smit Bearing Rotation Axis & Xecc Zecc Actual Scan Bearing Stress @ Location Actual f Allow Load Combination..:. Cross Allowable (in) Bottom, -Z 'lop, +Z Left,. -X Right, +X Ratio X -X, +D+H 10 n/a 0,0 1,480 1.480 n/a We 0.493 X -X, +D+L+H 3.0 n/a 0.0 2.920 2.920 We We 0.973 {-X. +D+Lr+H 10 nfa 0:0 1,480 1.480 We fa 0,493 X -X. +D+S+H 3,0 n/a 0,0 1480 1.480 n/a We 0.493 -X, +D+0.750Lr+0,750L+ 3.0 n/a 0.0 2.560 2.560 n/a n/a 0,853 X -X, +D+0.750L+0.7505+H 3.0 n/a 0.0 2.560 2.560 n/a n/a 0,853 X -X, +D+0.60W+H 3.0 n/a 0,0 1,480 1.480 n/a We 0,493 X -X. +D+0.70E+H 3.0 nda 0.0 1.480 1.480 n/a n/a 0.493 X -X, +D+0,750Lr+0.750L+0.450W+H 3.0 nia 0.0 2.560 2,560 n/a We 0.853 X -X, +D+0.750L+0.7505+0,40W+H 3,0 n/a 0.0 2.560 2.560 n/a n/a 0.853 X -X, +D+0.750!.+0,7505+0,5250E+H 3.0 n/a 0.0 1560 2,560 We n/a 0,853 X -X, +0.60D+0,60W+0,60H 3.0 n/a 0,0 0.8880 0.8880 We n/a 0.296 X -X, +0.60D+0,70E+0,60H 3.0 We 0.0 0,8880 0.8880 n/a We 0.295 Z -Z, +D+H 3.0 0.0 n/a We n/a 1.480 1.480 0.493 Z -Z. +D+L+H 10 0.0 nfa n/a We 2,920 2.920 0.973 Z -Z, +D+Lr+H 10 0,0 n/a n/a n/a 1.480 1.480 0,493 Z -Z, +D++H 3.0 0,0 n/a n/a n/a 1.480 1.480 0.493 Z -Z. +D+0.750Lr+0,750L+H 3.0 0.0 n/a We n/a 2.560 2,560 0.853 -Z, +D+0.70L+0.7505+H 3.0 0.0 n/ n/a n/a 2.560 2.560 0.853 Z -Z, +D+0.60W+H 3,0 0.0 nfa nfa We 1,480 1.480 0.493 -, +D+0.70E+H 10 0.0 n/a n/a n/a 1.480 1.480 0.493 Z -Z, +D+0.750Lr+0.70L+0.450W+H 10 0.0 n/a n/a n/a 2,560 2.560 0.853 -Z, +D+0,750L+0.7505+0,40+H 3.0 0.0 n/a n/a n/a 2,560 2.560 0.853 Z -Z, +D+0,750L+0,7505+0.52 0E+H 3.0 0.0 nfa n/a n/a 2.560 2.660 0,853 Z -Z, +0.60D+0.60W+0,60H 3,0 0.0 n/a n/a n/a 0.8880 0.8880 0.296 Z -Z, +0.60D+0.70E+0.60H 3.0 0.0 n/a nda n/a 0,8880 0,8880 0.296 Overturning Stability Rotation Axis S Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination,.. Sliding Farce Resisting Force Stability Ratio Status Footing Has NO Sliding Monroe & Newell Engineers Denver, C anerat Footing File =PA10120.1 Footing Flexure Mu Which Tension s Re '4 ttv . As Actual As Phi*Nin Flexure Axis &Load Combination k- Side ? Bot or Top ? inA2� in^!t2 in^2 k - status X -X. +1.4! D+9.600 5.475 +Z Bottom 0.3885 Min Temp %i 0.4340 28A64 OK Footing Flexure Flexure Axis & Load Combination Mu Which k -ft Side ? Re = PA10128 - Wheal Tension @ As Req'd Gvm, As Actual As Sot or Too ? inA2 jnA 2 `in "2 2 94NDN 9 Monroe & Newell Engineers - � Denver, CO PG meral Footing File = P110128 - Wheat Punching Shear All units k Load Combination... 1fu Phl*Vn Vu f Phi*Vn status +1,401+1.60H 53.463 psi 164.317psi 0.3254 OK +1.201+0.5OLr+1:60L+1.60H 105.274 psi 164.317r)s1 0.6407 OK +1.201+1.60L+0.505+1.60H 105,274 psi 164317psi 0.6407 OK +1.201+1,6OLr+0.50L+1.60H 64.403 psi 164,317psi 0.3019 OK +1.201+1.6OLr+0,50W+1,6011 45.825 osi 164.317osi 0.2769 CCK +1.201+0.501:+1,605+1.601.1 64.403 psi 164,317psi 0.3919 OK +1.201+1.605+0.50W+1.6011 45.825 psi 164.317psi 01789 SOK +1.201+0,5OLr+0.50L+ +1.60H 64.403 psi 164.317p i 0,3919 OK +1.201+0.50L+0.505+W+1,60H 64.403 psi 164317psi 0.3919 OK +1.201+0.50L+0.205+E+1.60H 64.403 psi 164.317pi 0.3919 OK +0.901+W+0.90H 34.369 psi 164,317psi 0,2092 OK +0.901+E+0,90H 34.369 psi 164,317psi 0.2092 OK Monroe & Newell Engineers Denver, CO PG - 288 rkeral Footing File = PAI 0128 - Wheat Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Number of Bars General Information Material Properties Soil Design Values Reinforcing Bar Size fc: Concrete 28 day strength 10 ksi Allowable Soil Bearing 3,0 ksf fy: Rebar Yield 60.0 ksi Increase Bearing By Footing Weight No Ec: Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) 250.0 pot Concrete Density 145.0 pcf Soil/Concrete Friction Coelf, 0.30 (p Values Flexure 0.90 8 Shear Analysis Settings 0.750 Increases based on footing Depth Min Steel % Bending Reinf, Footing base depth below soil surface Allow press. increase per foot of depth 3.0 ft 0.0 ksf Min Allow % Temp Reinf. 0,00090 when footing base is below 0.0 It Min. Overturning Safety Factor 1.0 :1 Min, Sliding Safety Factor 1.0 : I Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of depth Use fig wt for stability, moments & shears Yes 0.0 ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than 00 ft Use Pedestal wt for stability, mom & shear No Dimensions # Bars required within zone Width parallel to X -X Axis 6.0 ft Length parallel to Z -Z Axis 6.0 it Footing Thickness 24.0 in �IM px: parallel to X -X Axis 0,0 in pz' parallel to Z -Z Axis 0.0 in Height 0,0 in Reber Centerline to Edge of Concrete... at Bottom of footing 10 in Reinforcing Bars parallel to X -X Axis Number of Bars 8 Reinforcing Bar Size # 5 Bars parallel to Z -Z Axis Number of Bars = 8 Reinforcing Bar Size # 5 Bandwidth Distribution Check (ACI 15,4.41) ........ . ..... . . . . .1' Direction Requiring Closer Separation n/a # Bars required within zone rata # Bars required on each side of zone n/a Applied Loads D Lr L W E H P: Column Load 54.0 0.0 54.0 0.0 0,0 0,0 0,0 k OB : Overburden 0,0 0.0 0.0 0.0 0.0 0,0 0.0 ksf M-xX 0.0 0.0 0.0 0.0 0,0 0.0 0,0 k -ft *zz 0,0 0.0 0,0 0,0 0,0 0,0 0,0 k -ft V -x 0.0 0,0 0.0 0.0 0.0 0.0 0.0 k V -Z 0.0 0.0 0,0 0,0 0.0 0.0 0.0 k til Cc � File = P t10128 - heatid e Anima HosotWTNGINEERINGkCat�silOI28 ftming. 6 ENERGA.C, INC. 1 3.2016. Iluft,6,16.2.3, Ver.6.16.2.3 Description . Footing 6 DESIGN SU fly` � Min, Ratio Item Applied Capacity Governing toad Combination PASS 1.0 Soil Bearing 3.0 ksf 3.0 ksf +D+L+H about Z-Z axis PASS nla Overturning - -X 0.0 k-ft 0.0 k-fit No Overturning PASS nia Overturning - Z-Z 0.0 -ft 0,0 k-ft No Overturning PASS nfa Sliding - X-X 0,0 k 0.0 k No Sliding PASS n1a Sliding e Z-Z 0.0 k 0.0 k No Sliding PASS nfa Uplift 0.0 k 0,0 k No Uplift PASS 0.4934 Z Flexure (+X) 15.90 k-ft 38.306 k-ft +1.20D+0.50Lr+1.00L+1,OON PASS 0,4934 Z Flexure (-X) 18.90 k-ft 38.308 k-ft +1.20D+0.50L.r+1.601.+1.60 PASS 0.49334 X Flexure (+Z) 18.90 k-ft 38.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4934 X Flexure (-Z) 18,90 k-ft 38.306 k-ft +1.200+0.50Lr+1.60L+1.60H PASS 0.2637 1-way Shear (+X) 21.667 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 01637 1-way Shear (-X) 21.667 psi 82.158 psi +1.20D+0.50L r+1.601.+1.60H PASS 0.2637 1-way Shear (+Z) 21.667 psi 82,158 psi +1.20D+0.50Lr+1.60L+1.60 PASS 0,2637 1-way Shear (-Z) 21,667 psi 82.158 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0,4747 2-way Punching 78.0 psi 164,317 psi +1.20[7+0.50Lr+1.60L+1,60H Detailed Results Soil Bearing Rotation Axis Xecc Zecc Actual Sol[ Bearing Stress off? Location Actual ! Allow Load Combination... Gross Allowable (ire) Bottom, -Z 'Top, +Z Left, -X Right, +X Ratio X-X. +D+H 10 n1a 0.0 1.50 1.50 nfa n1a 0.500 X-X, +D+L+H 10 nfa 0.0 3.0 3.0 nfa nla 1.7'700 ®X. + +Lr+H 3.0 n/a 0.0 1.50 1,50 n1a rola 0..500 X-X„ +D+S+H 3.0 n1a 0.0 1,50 1,50 nla n1a 0,500 X-, +D+0,750Lr+0.7 0L+H 3.0 nfa 0.0 2.625 2.625 n1a nfa 0,875 X-X, +D+0.750L+0.7505+H 3.0 n1a 0.0 2.625 2.625 n1a nfa 0.875 X-X. +D+0.60W+H 3.0 nla 0.0 1.50 1.50 nfa nfa 0,500 X-X, +D+0.708+ 3.0 nfa 0.0 1.50 1,50 nfa n1a 0.500 X-X, +D+0.750Lr+0.750L+0,450W+H 10 nfa 0,0 2.625 2.625 nla la 0,875 X-X, +D+0.7501.+0,7505+0.450W+H 3.0 n/a 0.0 2.625 2.625 n1a n1a 0,875 X-X, +D+0.750L+0.7505+0.52508+H 10 We 0.0 2.625 2,625 nfa nfa 0,875 X-X, +0.60D+0.60W+0.60H 3.0 nfa 0.0 0.90 0.90 nfa n1a 0.300 X-X, +0.60D+0,70E+0,60H 3.0 n1a 0.0 0.90 0.90 nfa nfa 0.300 Z-Z, +D+H 3,0 0:0 nfa nfa We 1,50 1.50 0.500 Z-Z, +D+L+H 10 0,0 n1a n1a nla 3.0 3.0 1.000 Z-Z, +D+Lr+H 10 0.0 nfa nfa nta 1.50 1,50 0.500 Z-Z. +D+S+H 3,0 0.0 nla nfa nla 1.50 1.50 0,500 Z-Z, +D+0,750Lr+0.70L+H 10 0.0 nfa n1a nfa 2.625 2.625 0.875 Z-Z, +D+0,750L+0.7505+H 3.0 0�0 nla nfa n1a 2.625 2.625 0.875 Z-Z, +D+0.60W+H 3.0 0.0 nta nfa n1a 1.50 1.50 0.500 Z-Z, +D+0.708+H 3.0 0,0 nia nfa nfa 1.50 1.50 0.500 Z-Z, +D+0.750Lr+0.750L+0.450W+H 3.0 0,0 nfa nla nla 2.625 2,625 0.875 Z-Z. +D+0.75 L+0.7505+0.450W+H 3.0 0.0 nfa nfa nfa 2.625 2.625 0.875 Z-Z, +D+0.750L+0.7505+0.52508+H 3.0 0.0 nfa nfa n1a 2.625 2.625 0375 Z-Z, +0.60D+0.60W+0.60H 3.0 0.0 nfa n1a n1a 0.90 0,90 0.300 Z-Z, +0.60D+0.708+0.60H 3.0 0.0 nfa nla nfa 0;90 0,90 0.300 Overturning Stability Rotation Axis Load Combination.». Overturning Moment Resisting foment Stability Ratio status Footing Has NO Overturning Sliding stability _ All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status ,Footing Has NO Sliding Monroe & Newell Engineers �� Denver,CO metal Footing File =PA012B« WheaW ** Flexure Axis & Load Combination mu which Tension @ As Req"d Gvrn, As Actual As Phi*Mn Status k -ft Side ? Bot or Top ? inA2 inA2 inA2 k -ft X -X, +1.40D+1.60H 9.460 +Z Bottom 0.2592 Min Temp % 0.4133 36.316 OK Monroe & Newell Engineers Denver, CO PG - 291 # Monroe & NeweR Engineers �" Denver, CO neral Footing File =PA10128w Wheafti, Punching Shear All units Load Combination... Vu Ph1*Vn Vu f Phi*Vn Status +1.4OD+1,6011_ 39 psi 164. 17psi 0.2373 OK +1.2001+0.5OLr+1.60L+1, 0H 78 usi 154. 17psi 11.4747 OK +1,20D+1.60L+0.50S+1,60H 78 psi 164,317nsi 0.4747 OK +1.200+1.60Lr+0,50L+1,60H 47,357 psi 164,317psi 0.2882 OK +1,20{7+1. 0Lr+0. 0W+1.60H 33.429 psi 164.317psi 0.2034 OK +1.2017+0,50L+1:605+1.60H 47.357 psi 164.317psi 0.2882 OK +1.200+1.605+0,50 +1,60H 33.429 psi 164.317psi 0.2034 OK +1.201}+O.5OLr+0.50L+W+1.60H 47.357 psi 164.317psi 0.2882 OK +1.200+0.50L+0.50$+W+1.60H 47.357 psi 164,317psi 0.2882 OK +1.20D+0,50L+0,20S+E+1.60H 47.357 psi 164. 17psi 0.2882 OK +0.9017+W+0,9011 25,071 pss 164.317psi 0.1526 OK +0.9001+E+0.901# 25,071 psi 164.317psi 0.1526 OK 0 letalining Wall Re = PAI0128 - Wh4E I �77" Or Description CMU trash endosure or screen wall I'll, "I 1 11 I'll 11 11 11 Criteria 1 1 ''1 1 1 1 Retained Height Z00 If Wall height above soil 7,00 If Slope Behind Wall 0,0011 Height of Soil over Toe 24,00 in Water height over heel 00 ft Vertical component of active I 10,00 pcf Lateral soil pressure options: 0A00 NOT USED for Soil Pressure, Sliding Calcs (Vertical Component NOT Used) NOT USED for Sliding Resistance. NOT USED for Overturning Resistance, Surcharge Loads - 2,382.6 lbs SurchaTre Over Heel 0.0 psf Used o Resist Sliding & Overturning Surcharge Over Toe 0,0 psf Used for Sliding & Overturning —Height to Bottom Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load 0.0 Ibs Axial Load Eccentricity 0,0 in Design, Summary Allow Soil Bearing = 3,0K0 pat Equivalent Fluid Pressure Method 0 psf OK Heel Active Pressure 45O psf/ft Toe Active Pressure 30,0 psfift Passive Pressure 3K0 psfIft Soil Density, Heel = 110-00 pd Soil Density, Toe = I 10,00 pcf Friction Coeff btwn Ftg & Soil = 0A00 Soil height,to ignore Sliding Calcs (Vertical Component NOT Used) for passive pressure 0.00 in Lateral Load Applied to Stem - 2,382.6 lbs Lateral Load 0,0 pit ghttoTop, 000 It —Height to Bottom 0,00 ft Wall Stability Ratios Overturning 1,47 Ratio < 1.51 Sliding 1023 OK Total Bearing Load 1,766 Ins ... resultant ecc, 10,58 in S"ressure @ Toe 2,813 psf OK Soil Pressure @ Heel 0 psf OK Aflowable 3,000 pSf $oil Pressure Less Than Allowable ACI Factored Toe 3,376 pal ACI Fa I Heel 0 psf Footing Shear @ Toe 8.1 psi OK Footing Shear @ Heel 23 psi OK A# #* 82,2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 301.9 lbs less 100% Passive Force = - 2,382.6 lbs less 100% Friction Force = - 706,6 Itis Added Force Reqd 0,0 lbs OK ....for 1,5: 1 Stability 0,0 Itis OK Load Factors 0,00 ft Dead Load 1.200 Live Load 1,600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1,000 Stem Construction Mr. a�f Mate7nal Above -Hr Thickness Reber Size Rebar Spacing Rebar Placed at Design • Data fb/FB Total Force @ Section Moment....Actual Moment,.—Allowable Shear --Actual Shear,.—Allowable Wall Weight Reber Depth 'cr Lap splice if above Lap splice if below II . ........... asonry Data frn Fs Solid Grouting Modular Ratio Short Term Factor Equiv. Solid Thick, Masonry Block Type Calculations per Act 318-11, Act 530-11, ISC 2012, CBC 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load 0,0 lbs, Footing Width 0,00 ft Eccentricity 0.00 in Wall to Ftg CL Dist 0.00 It Footing Type Line Load Base Above/Below Soil 0.0 it at Back of Wall Poisson's Ratio 0,300 I M; 21,48 IZO in = 7,60 3 ASO Description CMU trash enclosure or screen wall Footing Dimensions & Strengths Toe Width 1,00 ft Heel Width = 1,60 Total Footing Width 2,60 Footing Thickness 18.00 in Key Width 12.00 in Key Depth 0.00 in Key Distance from Toe 2.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density 150.00 pcf Min. As % 0,0018 Cover @ Top 2,00 @ Btm.= 3,00 in He= PA10128 -W t —J-qe— I _ Factored Pressure 3,376 0 psf Mu': Upward 1,586 0 ft -lb Mu', Downward 363 323 ft -lb u: Design 1,223 323 ft -lb Actual 1 -Way Shear 8.10 2.68 psi Allow 3 -Way Shear 82A6 82,16 psi Toe Reinforcing = # 5 @ 18.00 in 1,47 Heel Reinforcing = # 5 @ 18,00 in 1,7663 lbs Key Reinforcing = None Specd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel" Not req'd, Mu < S * Fr Key. Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments ..,..OVERTURNING...,, .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft -lb lbs It ft -lb Heel Active Pressure = 275.6 117 321,6 Soil Over Heel 2053 2.13 438.0 Surcharge over Heel Toe Active Pressure -1818 1,17 -214A Surcharge Over Toe Adjacent Footing Load tided Lateral Load Load @ Stem Above Soil 290,0 7:00 1,470,0 Total 301.9 OJX = 1,577,2 ResistinglOverturning Ratio 1,47 Vertical Loads used for Soil Pressure = 1,7663 lbs Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe 220,0 0.50 110,0 Surcharge Over Toe Stem Weight(s) Z 756,0 1,33 1,008;0 Earth @ Stem Transitions Footing Weight 585.0 1.30 760,5 Key Weight 2.50 Vert. Component Total 1,7663 lbs R.M. 2,31E5 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation, PROJECT MANUAL VOLUME I EATRIDGE ANIMAL SPI" AL 10140 Nest 44`h Avenue Wheat Ridge, Colorado 80033 � 0� (4 S�tUDIO ti q } . r C h P fa C t ur eDfl 1300 Jackson Street, Suite 200 Golden, Colorado 80401 303.458,9600 Architect Project No.: 1401 Issued: ]March 31, 2016 Copyright 0 2015 STUDIO DH ARCHITECTURE WHEAT RIDGE ANIMAL HOSPITAL TABLE OF CONTENTS 1, PRO3Ec,r DIRECTORY 11. GEOTECHNICAL REPORT 111. SPECIFICATIONS DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS 000015 LIST OF DRAWING SHEETS 000107 PROJECT DIRECTORY 004321 ALLOWENCE FORM DIVISION 01- GENERAL REQUIREMENTS 011000 SUMMARY 012100 ALLOWENCES, 012300 ALTERNATES 01.2500 SUBSTITUTION PROCEDURES 013300 SUBMITTAL PROCEDUES 016000 PRODUCT REQUIREMENTS 017300 EXECUTION 017419 CEONSTRUCTION 017700 CLOSEOUT PROCEDURES 017823 OPERATION AND MAINTENANCE DATA 017900 DEMONSTRATION AND TRAINING DIVISION 02 - EXISTING CONDITIONS 024116 STRUCTURAL STEEL FRAMING 024I 1 SI LEC I I V E ULMULl TION DIVISION 03 - CONCRETE 033000 CAST -IN-PLACE CONCRETE DIVISION 04 - MASONRY 042200 CONCRETE UNIT MASONRY DIVISION 05 - METALS 051200 STRUCTURAL STEEL FRAMING 053 100 STEEL DECKING 054000 COLD -FORMED METAL FRAMING DIVISION 08 - DOORS & WINDOWS 087 100 DOOR HARDWARE 087 101 DOOR 14ARDWARE CUT SHEETS TABLE OF CONTENTS am WHEAT RIDGE ANIMAL HOSPITAL DIVISION 25 - ELECTRICAL 260500 - COMMON WORK RESULTS FOR ELECTRICAL 260519 - LOW -VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES 260526 - GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS 260529 - HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS 260533 - RACEWAY AND BOXES FOR ELECTRICAL SYSTEMS 260553 - IDENTIFICATION FOR ELECTRICAL SYSTEMS 262413 - SWITCHBOARDS 262416 - PANEL BOARDS 262726 - WIRING DEVICES 262813 - FUSES 262816 - ENCLOSED SWITCHES AND CIRCUIT BREAKERS 263213 - ENGINE GENERATORS 263600 - TRANSFER SWITCHES 265 100 - INTERIOR LIGHTING 265600 - EXTERIOR LIGHTING END OF TABLE OF CONTENTS TABLE OF CONTENTS 2 Wheat Ridge Animal Hospital DOCUMENT 00015 - LIST OF DRAWING SHEETS IJ LIST OF DRAWINGS A. Drawings: Drawings consist of the Contract Drawings and other drawings listed on the. Table of Contents page of the separately bound drawing set titled "Permit Documents" dated April 10, 2015, as modified by subsequent Addenda and Contract modifications, B. Dist of Drawings: Drawings consist of the' following Contract Drawings and other drawings of type indicated: 1. General GIA Cover Sheet G 1.2 General Information G 1.3 First Floor Code flan & Sur nary GL4 Second Floor Code Ilan & Summary . Civil CO00 Cover Sheet 00,01 General Notes 03.10 Site flan 04.10 Grading flan 05.10 Erosion Control Plan C5.90 Erosion Control Details C"<5.91 Erosion Control Details C"5.92 Erosion Control Details 06.10 Overall Utility Flan 07,10 Storm Sewer flan and Profile CTI 1 Ditch flan and Profile C7.90 Storm Sewer Details C9.10 Construction Details C9.I 1 Construction Detail 3. Landscape L 1,1 Landscape flan L1,2LL2 Landscape Playa 1-11 Landscape Details 4, Structural S0.0 General Notes S11 Level 01 Foundation Flan S2.2 Level 02 Framing flan S2.3 Roof Framing Plan S3.0 Sections and Details S4.0 Roof Framing flan S4.1 Sections and Detail S5.0 Sections and Details DIST OF DRAWING SHEETS 0001.51 an Wheat Ridge Animal Hospital S. Architectural ALI Architectural Site Plat AL2 Site Details A2.1 First :Floor Dimension Plan A2.2 Second Floor Dimension flan A2.3 Roof Playa A2.4 First Floor Partition & Reference Plan A15 Second Floor Partition & Reference Plan A2.E First floor Equipment Plan A2.7 Second Floor Equipment flan A2.8 First Floor Finish Plan A2.9 Second Floor Finish Plan A11 First Floor Reflected Ceiling Plan A3.2 Second :Floor Reflected Ceiling Elan A4.I Exterior Elevations A5.1 Building Sections A6.1 Wall Sections A6.2 Wall Sections A63 Wall Sections A6A Wall Sections A6.5 Wall Sections A6,6 Wall Sections A7.1 Elevator flan & Sections A7.2 Stair I flan & Sections A7.3 Stair 2 Plan & Sections Ag.il Interior Door & Window Schedule A8.1 Door & Window Schedules Aq.l Interior Elevations A9.2 Interior Elevations A9.3 Interior Elevations A9.4 Interior Elevations A9.5 Interior Elevations A9.6 Interior Elevations A9.7 Interior Elevations A9.8 Interior Elevations A9.9 Interior Elevations A9.10 Interior Elevations A.11 Interior Elevations Alit. Exterior Building Details A103 Millwork Details A10A Interior Details 6. Plumbing P L0 Plumbing Cover Sheet Pl .I Plumbing General Notes PI .2 Plumbing Fixture Schedules P10 E,tndergrrd/Main Level -- Plumbing Demolition Plan P1 I Second Level --- Plumbing Demolition Plan P3.0 Underground Level --- Plumbing Plan P3.1 Main Level --- Plumbing Plan P3.2 Second Level --- Plumbing Plan LEST OF DRAWING SHEETS 000152 Wheat Ridge Animal Hospital P3.3 Roof -- Plumbing Plan P4.0 Main Level — Medical Gas Plan ; P4.1 Second Level --- Medical Gas Plan P4.2 Medical Gas Schedule/Details P5.0 Plumbing Details 7. Mechanical MI.I Mechanical ever Sheet MOI 2 Mechanical General Nates M03 Mechanical Equipment Schedules MOA :Mechanical Equipment Schedules MO,5 Mechanical Equipment Schedules M2.1 Level I -- Mechanical Floor Plan M12 Level 2 Mechanical Floor Plan M2,3 Roof-- Mechanical Plan M3.1 Level I -- Mechanical Piping Plan M3.2 bevel 2 -- Mechanical Piping Plan M4.O Mechanical Details M5.0 Mechanical Piping Schematic. MD . I Level. I — Mechanical Demolition Plan MD12 Level 2 Mechanical Demolition Plan . Electrical P(l.I Electrical Cover Sheet LI Electrical Site Plan E2,1 Electrical Level 0 1 — Power Plan E2.2 Electrical Level 42 — power Ilan E2.5 Electrical Roof Plan E3,1 Electrical Level 01 _.Lighting Plan E3.2 Electrical Level. 02 — Lighting Plan E4.1 Electrical Cine -Line Diagram E5.I Electrical Schedules E5.2 Electrical Schedules E5,3 Electrical Schedules E5.4 Electrical Schedules E6. Ligbting Controls ETI Comcheck Reports END OF DOCUMENT 00015 LIST OF DRAWING SHEETS 000153 MM WHEAT RIDGE ANIMAL HOSPITAL DOCUMENT 000107 — PROJECT DIRECTORY .1.1 DESIGN PROFESSIONALS OF RECORD A. OWNER 1. Company: Vortex Real Estate Investments, LLC a. Donald Ostwald b. 3695 Kipling St. Wheat Ridge, CO 80033 C. 303-4243325 d. dostwald@wrah.com K Architect: I Company: Studio DH Architecture a, Brad Haswell: (202893) b. 1300 Jackson St. Suite #200 Golden CO 80401 C. 303-458-9665 d, brad@studio-dh.us 2. Responsible for all Divisions unless noted below by others. C, Civil Engineer: I Company: Perception Design Group, INC a. Jerry Davidson b, 6301 South Pierce St. Suite 350 el 303-232-8088 & jdavi(isoti(4'`perceptiondesigngroup.com DLandscape Architect: I Company- Sterling Design Associates, LLC a. Jennifer Olson K 2009 W. Littleton Blvd. #300 Littleton CO 80120 C. 3034794-4727 d. jeniiifer(4,,`stei-iiiigdesignassociates.cotTI E. Structural Engineer: 1. Company: Monroe & Newell a. Bill Newell b. 1400 Glenarrn Pl. Suite ##101 Denver CO 80202 c. 303-623-4927 d. biiewell(r,;iiiotiroe-iiewell.coiii 1 Responsible for Divisions 033000, 042200, 051,200, 61000 and 061753. F. Mechanical & Plumbing Engineer-, I Company: 2020 Engineers a. Jerry Oglesbee EM SEALS PAGE 000107-1 WH AT RtDGE ANIMAL, HOSPITAL 14015 b. 1,032 E. South Boulder Rd ##208 Louisville, CO 80027 c. 303-926-0020 jerry@2020engincer.com 2; Engineer is Design/Build: Specifications on Drawings G. Electrical Engineer: 1, Company: Architectural Engineering Design Group a. Jeff Mullikin b. 1900 Wazec St. ##350 Denver, CO 80202 C. 303.296-3037 d. jn ulli in@aedesign-ind:corn 2. Engineer is Design/Build: Specifications on Drawings H. Contractor 1. Company. HYDER Construction . Doug Thompson b. 543 Santa Fe Dr. Denver, CO 80204 C. 303-825-1313 d. dthornpson@hyderi11c.c011 1. Photornetrics I. orrrpany: Kazin & Associates, INC a. Bryan Kazin b. 9364 TeddyLn ##101 Lone 'Free, CO 80124 c, 720-489-1609 d, bkzin@dntica.co J. Veterinary Consultant 1. Company: Animal Arts a. Tony Cochrane K 4520 Broadway Suite E Boulder, CO 80304 c. 303-444-441:3 . tong(4,,animalarts.c;01n END OFOC;L'IV al NT 000107 SEAMS PAGE 000107-2 Kumar & Associates, ®0 South Lipan *W Materials Engineers Derlver� i "i r ♦ • 1 74"M � ACEC - r Office Locations: Denver j, Colorado Springs, Fort Collins, and Frisco, Colorado GEOTECHNICAL ENGINEERING STUDY PROPOSED BUILDING ADDITION AND PAVEMENT THICKNESS DESIGN WHEAT RIDGE ANIMAL HOSPITAL WHEAT RIDGE, COLORADO Prepared ByReviewed By - Ryan :Ry n Rtats ngln r Irenr Kumar, P.E. VortexPrepared For Real Estate Investment, LLC c/o Hyder Construction 543 Santa Fe Drive Denver, +0 Attention- Mr. Doug Thompson Project No. 15-1-579 October 22, 201 TABLE OF CONTENTS SUMMARY........... ....,.. PURPOSE AND SCOPE OF WORK ........ ___ .... ............ ___ ...........,...... ,. 2 PROPOSED CONSTRUCTION... .. __..:.......: ...........................,,, ......:.,...........2 SITE CONDITIONS ...::......:....... ...:........... ...... : ..._. .......:': ,......:.,...,. ;......., .....,...> ........,.. SUBSURFACE CONDITIONS...... ....... ........ ........ ............ .......:.......:........:............ LABORATORY TESTING............... ..... __ ...... ............................................. GEOTECHNICAL ENGINEERING CONSIDERATIONS........... ......... ...... 5 FOUNDATION RECOMMENDATIONS... _....... ......... ; ......, : ,.............:.:..,,.,: ,.................... FLOOR SLABS 7" SITEGRADING ......:.:..............::.......::........... ____ ................ .::.......::.....,.,`..,......:, ..,....,.3 EXTERIOR FLATORK........:...................................:........:.....__ ...... .......1t SEISMIC DESIGN CRITERIA, ................................................................ .... ...............1C SURFACE DRAINAGE .....1{3 PERCOLATION TESTING........... ... ____ ............... ... _ ............ ....... ...... ....... _.. 11 PAVEMENT DESIGN . ...12 DESIGN AND CONSTRUCTION SUPPORT SERVICES ..,..... ................14 LIMITATIONS................................_..,.,...........,.....,,...,:...,........,,.,.......................... ......,,.:..... 14 FIG. 1 - LOCATION OF EXPLORATORY BORINGS FIG. 2- LOGS OF EXPLORATORY BORINGS FIC. 3 - LEGEND AND NOTES FIG. 4 SWELL -CONSOLIDATION TEST RESULTS FIGS. 5 and - GRADATION TEST RESULTS TABU I - SUMMARY OF LABORATORY TEST RESULTS APPENDIX A — DARWIN TM PAVEMENT DESIGN CALCULATIONS Kumar & Associates, Inc � ♦ - +w • s♦ a ,� • • « s-�r i s • ♦ • Based on - proposed construction and the subsurface• • * -• in the borings,s s footings and slab -on -grade• rw • be feasible. extendingrecommend that the building structures be founded on spread footings placed on undisturbed natural granular soils or properly reconditioned and re -compacted on-site soils to undisturbed natural granular soils.s• • placed as described may be designed for a net allowable soil bearing pressure of 3,000 psf. 3. With proper site preparation, we believe slab -on -grade floors are feasible for the project provided that they are placed on undisturbed natural granular soil, or on properly compacted structural fill extending to undisturbed natural granular soil. ' full -depth asphalt• o • of of # inches may be Used areasin restricted to automobile parking stalls. In lieu of d-• ,,halt section, flexible composite section consisting of 4.0 inches of asphalt placed on 6 inches of aggregate base course meeting CDOT Class 5 or 6 requirements may be used. Drive lanes should • of . minimum of 6,0 inches of s -asphalt, An alternate coursecomposite section consisting of 4.0 inches of asphalt over 7.0 inches of aggregate base • CDOT Class 5 or r requirements may be used. Loading dock areas, dumpster pads, and other areas wheremovements-• should IN PURPOSE AND SCOPE OF WORK This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed building are included in the report. Is If the proposed construction varies significantly from that described above or depicted in this report, we should be notified to reevaluate the recommendations provided in this report. Kumar & Associates, Inc I SITE CONDITIONS The project site is located at 10055 West 43d Avenue in Wheat Ridge, Colorado. As mentioned previously, the site is made up of three parcels. The south easternmost parcel was occupied by an existing two-story office building and was surrounded by paved parking. We assume that the existing building does not include any below grade levels, The unpaved parcel located north of the building was occupied by a small house along with small sheds and outbuildings. Landscape material separated by low height stone bin walls was being stored across the property. The unpaved parcel located west of the building was unoccupied and appeared to be a lot storage area for the landscape company. The two unpaved lots were connected via a narrow dirt road. All three lots were vegetated with large deciduous trees. The parcel with the existing building was landscaped with coniferous trees and irrigated sod. The topography of the site is nearly level with elevation differences on the order of approximately 3 feet or less across the three parcels. SUBSURFACE CONDITIONS Field Exr)loration Pro ram: The subsurface conditions were explored by drilling a total of six exploratory borings and one percolation test boring at the approximate locations shown on Fig. 1. Four of the borings were drilled within the limits of the proposed parking areas on the north and west sides of the building, and one boring was drilled within the proposed footprint of each building addition. The percolation boring was drilled in the area of the proposed water quality filtration pond for percolation testing. The exploratory borings were advanced through the overburden soils and into the underlying bedrock using 4- and 6 -inch diameter continuous flight augers. Samples of the soils and bedrock encountered in the borings were obtained with a 2 -inch diameter California -type drive sampler. The sampler was driven with blows from a 140 -pound hammer failing 30 inches. This sampling procedure is similar to the standard penetration test described by ASTM D 1586. Penetration resistance values indicate the relative density or consistency of the soils and bedrock. Kumar & Associates, Inc H Graphic logs of the exploratory borings and a legend and notes describing the sub soils encountered are presented on Figs. 2 and 3, respectively. Subsurface Soil Conditions: The borings drilled for the building additions encountered approximately 3 to 4 inches of asphalt overlying about 3 to 5 inches of base course. Man - placed fill was encountered beneath the pavement sections for the building addition borings and at the surface of all but one of the remaining borings and ranged in depth to approximately 1 to 4 feet below existing grade. Natural granular soil was encountered beneath the fill and at the surface in Boring P-4;and extended as deep as 14 feet below existing grade. Clay stone and sandstone bedrock was encountered in three of the borings at depths between 9.5 to 14 feet. The fill material appears to be reworked natural overburden soil from a source on or near to the project site, generally consisting of silty sand with gravel and well -graded gravel with sand with occasional small cobbles. The fill was fine to coarse-grained, and slightly moist. The exact lateral and vertical extents of the fill and the degree of compaction across the site were not evaluated as part of this study. The natural granular soils generally consisted of poorly -graded sand with silt and poorly — to well -graded gravel with sand and silt. The natural soils were fine to coarse-grained, slightly moist to moist and contained small cobbles. used on penetration resistance values obtained during the drilling, the natural granular soil was medium dense to very dense. The sandstone and claystone bedrock encountered in the borings fine- to medium -grained, slightly moist to moist and hard to very hard. Groundwater Conditions: Groundwater was encountered in three of the borings at the time of drilling at depths ranging from about 9 to 12 feet beneath existing site grades. A follow-up measurement made at the site 20 days later indicated the presence of groundwater at depths of 11 and 8 feet in Boringsrespectively. Water levels may fluctuate with time, and may fluctuate upward in response to heavy precipitation and landscape irrigation, LABORATORY TESTING Selected samples obtained from the exploratory borings were visually classified by the project engineer. Laboratory testing was performed on selected samples to determine in-situ soil Kumar & Associates, Inc M moisture content and dry density, liquid and plastic limits, swell -consolidation characteristics, and concentration of water soluble sulfates, The results of the laboratory testing program are shown adjacent to the boring logs on Figs. 2, plotted graphically on Figs. 4 through 6, and summarized in Table 1. The testing was conducted in general accordance with recognized ASTM and CDOT test procedures. Swell -Consolidation Tg§tin g- Swell -consolidation testing was conducted on samples of the bedrock to determine their swell characteristics under loading and when wetted. Each sample was prepared and placed in "a confining ring between porous discs. A surcharge pressure of 1,000 psf was applied to the samples, and each sample was allowed to compress to a stabilized height before being submerged in water. The sample height was monitored until deformation practically ceased under each load increment. The results of the swell -consolidation testing indicate low to moderate swell potential for the tested sample of the claystone bedrock. The results of the swell -consolidation tests are plotted as a curve of the final strain at each increment of pressure against the log of the pressure on a =1 Water Soluble Sulfates- The concentration of water soluble sulfates- measured in a sample of the on-site overburden obtained from the exploratory borings was determined to be 0.01 %. This concentration of water soluble sulfates represents a Class 0 severity exposure of sulfate attack on concrete exposed to these materials. These degrees of attack are based on a range of Class 0, Class 1, Class 2, and Class 3 severity exposure as presented in ACI 201 1R. Based on the laboratory test results, we believe'special sulfate resistant cement will generally not be required for concrete exposed to the on-site soils, GEOTECHNICAL ENGINEERING CONSIDERATIONS As indicated above, varying thicknesses of fill of up to 4 feet were encountered in the exploratory borings. Deeper concentrations of fill may be present at the site and should be anticipated. Kumar & Associates did not provide fill placement observation for the site, and records of fill placement were not provided. Existing fill beneath floor stabs and foundations present a problem particularly if the existing fill was placed in an uncontrolled fashion. Kumar & Associates, Inc 6 Therefore we recommend the building addition be founded on spread footings placed on undisturbed natural soils or properly compacted structural fill material extending to undisturbed natural soils. We understand that the existing building is supported on shallow spread footings. Care should be taken not to disturb the supporting material beneath the existing footings. We recommend that the over -excavation process for the additions not occur beneath a line extending out and 4own from the edges of the existing footings at a 45 degree angle. FOUNDATION RECOMMENDATIONS Considering the subsurface conditions encountered in the exploratory borings, and the nature the proposed construction, we recommend that the building additions be founded on spre footings placed on undisturbed natural granular soil, or on properly compacted structural extending to undisturbed natural granular soil. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction details should be considered when preparing project documents. I e Footings placed on undisturbed natural granular soil or properly compacted structural fill extending to competent undisturbed natural granular soil should be designed for a soil bearing pressure of 3,000 psf. 2. Areas of loose or soft material should be removed and replaced with structural fill meeting the material and placement requirements provided in the "Site Grading" section of this report. Structural fill placed beneath footings should meet the material and placement requirements presented in the same section. New structural fill should extend down from the edges of the footings at a 1 horizontal to 1 vertical projection. 3. Based on experience, we estimate total settlement for footings designed and constructed as discussed in this section will not exceed 1 -inch. Differential settlements across the each of the structures are estimated to be approximately 1/2 to % of the total settlement. Kumar & Associates, Inc M 4. Spread footings should have a minimum footing width of 16 inches for continuous footings and of 24 inches for isolated pads. Exterior footings and footings beneath unheated areas should be provided with adequate sail cover above their bearing elevation for frost protection. Placement of foundations at least 36 inches below the exterior grade is typically used in this area. The lateral resistance of a spread footing place on competent undisturbed natural soils and/or property compacted structural fill material extending to undisturbed natural sails will be a combination of the sliding resistance of the footing on the foundation bearing materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings may be calculated based on a coefficient of friction of 0.35. Passive pressure against the sides of the footings may be calculated` using an equivalent fluid unit weight of 200 pcf, provided the backfill consists of granular soils similar to theon-site material. The lateral resistance values given ` here are working` values. Compacted fill placed against the sides of the footings to resist lateral loads should meet the material and placement criteria presented in the "Site Grading" section of this report. 7. Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. 3, Granular foundation soils should be densified with a smooth vibratory compactor prior to placement of concrete. g. A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement. FLOOR SLABS Existing fill was encountered in the upper 3 to 4 feet of the exploratory borings drifted for the building additions. Site preparation should include complete removal of existing fill materials from beneath floor slabs, and replacement with properly compacted structural fill in accordance with the "Site Grading" section of this report. Kumar & Associates, Inc 1 Floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. 2. Under -stab fill beneath at -grade slabs should meet the material and placement requirements presented in the "Site Grading" section of this report. The geotechnical engineer should evaluate the suitability of proposed under -slab fill material. . Interior non-bearing partitions resting on floor slabs should be provided with slip joints so that, if the slabs move, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and door frames. 4. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Joint spacing is dependent on slab thickness, concrete aggregate size, and slump, and should be consistent with recognized guidelines such as those of the Portland Cement Association (PCA) or American Concrete Institute (ACI). The joint spacing and slab reinforcement should be established by the designer basest on experience and the intended slab use. 5. If moisture -sensitive floor coverings will be used, mitigation of moisturepenetration into the slabs such as by use of a vapor barrier may be required. If an impervious vapor barrier membrane is used, special precautions will be required to prevent differential curing problems which could cause the slabs to warp.' ' ACI 301.1 R'addresses this topic. All plumbing lines should be tested before operation. Where plumbing lines enter through the floor„ a positive bond break should be provided. Flexible connections should be provided for stab -bearing mechanical equipment. Temporary Excavations'. We assume that temporary excavations will be constructed by over - excavating the side slopes to stable configurations where enough space is available. All excavations should be constructed in accordance with OSHA requirements, as well as state, local and other applicable requirements. Site excavations will are expected to encounter granular fills and natural overburden soils. The overburden soils generally classify as OSHA Type C soils. Kumar & Associates, Inc M Site Preparation: As previously discussed, the fills should be considered unsuitable in their current condition for support of foundations, slab -on -grade floors, settlement sensitive hardscape areas and pavements. Over -excavated areas should be backfilled with structural fill meeting the material and compaction criteria presented in this section. In pavement and hardscape areas that can tolerate some movement, partial removal and replacement may of the fill may be appropriate provided the Owner accepts the risk of distress caused by post -construction movements. Where partial removal of fill occurs, the remaining fill should be scarified to a minimum depth of 8 inches, adjusted to a moisture content near optimum, and compacted to at least 95% of the standard Proctor (ASTM D 698) maximum dry density. Material Suitability: used on the data from the borings and the results of the laboratory testing, it appears that the existing on-site granular overburden soils are generally suitable for use as structural fill provided that the recommendations outlined in this section are followed. Imported structural fill, if required, that is used beneath foundations and floor slabs should consist of a non -expansive material with less than 35% passing the No. 200 sieve and a plasticity index of 20 or less. Structural fill not meeting the above requirements may be suitable for use provided that the swell potential of a sample remolded to 95% of the standard Proctor (ASTM D 698) maximum dry density at optimum moisture content does not exceed 1/2% when the sample is wetted under a 200 psf surcharge. Structural fill should not contain rocks or lumps greater than 3 inches in size and should be free of contaminants, organic matter, and any other deleterious substances including trash or debris. The geotechnical engineer should evaluate the suitability of the proposed fill materials prior to Compaction Specifications: We recommend the following compaction criteria be used on the project: I Moisture Content: Fill materials beneath buildings and pavement areas should be placed with moisture contents within 2 percentage points of optimum moisture content for the on-site granular soils. Kumar & Associates, Inc HE EXTERIOR FLATWORK We anticipate that incidental stabs and exterior concrete flatwork will be required, To Ii potential movement of the soils beneath flatwork, subgrade preparation beneath I ding sidelkhrrdtion of potential movement is considered to report, The Colorado Front Range is located in a low seismic activity area� Based on data obtained from the field exploration and according to International Building Code (IBC) 2012, the overburden fills at the site classify as IBC Site Class D, and the claystone and sandstone bedrock classifies as Site Class C. Based on the standard penetration testing from the field exploration, the weighted average shear wave velocity in the upper 100 feet indicates that Site Class D should be used in the design. Based on the subsurface profile, site seismicity, and the anticipated groundwater conditions, liquefaction is not a design consideration, Proper surface drainage is very important for acceptable performance of the structures during construction and after the construction has been completed, Drainage recommendations provided by local, state and national entities should be followed based on the intended use of the structures. The following recommendations should be used as guidelines and changes should be made only after consultation with the geotechnical engineer. Kumar & Associates, Inc 11 1 Excessive wetting or drying of the foundation and slab subgrades should be avoided during construction. 2Care should be taken when compacting adjacent to stem walls to avoid damage to the structure. Hand compaction procedures, if necessary, should be used to prevent lateral pressures from exceeding the design values, 3. The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas. Site drainage beyond the 10 -foot zone should be designed to promote runoff and reduce infiltration. A minimum slope of 3 inches in the first 10 feet is recommended in the paved areas. These slopes may be changed as required for handicap access points in accordance with the Americans with Disabilities Act, 4. The upper 1 to 2 feet of the backfill should be relatively impervious material compacted 5, Ponding of water should not be allowed in backfill material or in a zone within 10 feet of the foundation walls, whichever is greater. 6. Roof downspouts and drains should discharge well beyond the limits of all backfill. PERCOLATION TESTING Percolation testing was performed in the area of the proposed water quality pond at the location indicated on Fig. 1. The percolation test boring was drilled to a depth of about 3 feet below existing ground surface using a 6 -inch O.D. auger. A sample of the soil encountered at the test depth was obtained and tested in our laboratory for classification testing, which included a full gradation analysis with hydrometer testing. Based on the classification testing, the soil encountered in the shallow percolation test hole consisted of silty gravel with sand with a composition of 84% sand and gravel, 11 % silt, and 5% clay fraction, Kumar & Associates, Inc 12 According to USDA soil texture guidelines, the tested sample classifies as loamy sand/sandy loam. The results of the hydrometer testing are presented on Fig. 6, A percolation test was performed at the above described location. Testing indicated a measured percolation rate of about 20 minutes per inch. PAVEMENT DESIGN A pavement section is a layered system designed to distribute concentrated traffic loads to the subgrade. Performance of the pavement structure is directly related to the physical properties of the subgrade soils and traffic loadings. Soils are represented for pavement design purposes by means of a subgrade resilient modulus value for flexible pavements and a modulus of subgrade reaction for rigid pavements. Both values are empirically related to strength. Sub` rade' Materials: Based on the results of the field and laboratory studies, the near surface subgrade materials at the site classify as A-24soils with group indices of 0 according to the American Association of State Highway and Transportation Officials (AASHTO) soil classification system. For design purposes, a resilient modulus (MR) of 4,900 psi was selected for flexible pavements based on the results of the field exploration and laboratory testing programs. Design Traffic: We assume that traffic at the site will • automobiles and pickup trucks that w III utilize the facility on a routine •. along with occasional ♦- and trash trucks. At the I time • •t• preparation, traffic • was not .► Therefore, we have assumed an 18 - kip equivalent single axle loading (ESAL) of 36,500 forlpavement areas restricted to automobile parking, and an ESAL • 109,500 • the areas subjected to the drive and fire lanes. If the traffic does not appear to be consistent with the assumptions indicated above, we should be provided with different traffic values should the recommendations provided below can be re- evaluated. Pavement Thickness Reouirements: The pavement section alternatives were determined using the DARWinTm computer software that solves the AASHTO pavement design equation. The results of the DARWin TM computer analysis are provided in Appendix A. We recommend a full -depth asphalt section consisting of a minimum thickness of 5.0 inches in areas restricted to automobile parking. In lieu of a full -depth asphalt section, a flexible Kumar & Associates, Inc im composite section consisting of 4.0 inches of asphalt placed on 6 inches of aggregate basm- course meeting CDOT Class 5 or 6 specifications may be used. I The drive lane and fire lane areas of the pavement should consist of a minimum of 6.0 inches of full -depth asphalt. An alternative composite section consisting of 4.0 inches of asphalt placed on 7.0 inches of aggregate base course meeting CDOT Class 5 or 6 is also acceptable for these areas. Truck loading dock areas, dumpster pads, and other areas where truck turning movements are concentrated should be paved with 6.0 inches of Portland cement concrete. All concrete pavement on the site should contain sawed or formed joints to 1/4 of the depth of the slab at a maximum distance of 12 feet on center. The concrete used in the rigid pavement section alternatives should meet the latest requirements of Class P concrete in accordance with the CDOT standard specifications. Sub rade PrepgL atigp: Prior to placing the pavement section, the entire subgrade area should be thoroughly scarified and well mixed to a minimum depth of 12 inches, adjusted to a moisture content within 2 percentage points of optimum, and compacted to at least 95% of the standard Proctor (ASTM D 698) maximum dry density. Proof rolling should be performed after the specified compaction is obtained. Proof rolling should be performed with heavy rubber tired equipment with a tire pressure of at least 100 psi capable of applying a minimum load of 18 -kips per axle. Areas where excessive deflection occurs should be ripped, scarified, wetted or dried if necessary, and recompacted to the required moisture and density specifications. Pavement Material Recommendations. The asphalt mix should meet the latest requirements of the CDOT Standard Specifications for Road and Bridge Construction. The asphalt placed for the project should be designed in accordance with the SuperPave gyratory mix design method. The mix should meet Grading S or SX requirements. A SuperPave gyratory design revolution (lDES)75 should be used in the design process. A PG 58-28 asphalt binder should be used for the mix. In the event that a PG 64-22 asphalt binder is used, the asphalt section will provide adequate structural support, but will be subject to a higher potential for low temperature related transverse cracking. Kumar & Associates, Inc lim Drama . The collection and diversion of surface drainage away from paved areas is extremely important to the satisfactory performance of pavement. Drainage design should provide for the removal of water from paved areas and prevent the wetting of the subgrade soils. DESIGN AND CONSTRUCTION UCTION aUPP RT SERVICES Kumar & Associates, .Inc. should be retained to review the project plans and specifications for conformance with the recommendations provided in our report. We are also available to assist the design team in preparing specifications for geotechnical aspects of the project, and performing additional studies if necessary to accommodate possible changes in the proposed construction. We recommend that Kumar & Associates, Inc. be retained to provide construction observation and testing services to document that the intent of this report and the requirements of the plans and specifications are being followed during construction. This will allow us to identify possible variations in subsurface conditions from those encountered during this study and to allow us to re-evaluate our recommendations, if needed. We will not be responsible for implementation of the recommendations presented in this report by others, if we are not retained to provide construction observation and testing services. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering practices in this area for exclusive use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings at the locations indicated on Fig. 1, and the proposed type of construction. This report may not reflect subsurface variations that occur between the exploratory borings, and the nature and extent of variations across the site may not become evident until site grading and excavations are performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, Kumar & Associates, Inc. should be advised at once o that a re-evaluation of the recommendations presented in this report can be made, Kumar Associates, Inc. is not responsible for liability associated with interpretation of subsurface data y others. Kumar & Associates, Inc PROPOSES WATER QUALITY 4AT14 AW, FILTRATION POND _w ! �� B IPG PERI . .m t - #BORING P�-1 co co �.. EXISTING BUILDING BORING P-3 f FUTURE i BORINGS 0 BORING., I 3 E - t � 9 i �..,........ t ... .......:.: ..... � 5.....,......,��. ; �..... .....«..w...,, ....._................... f G�%gid" SC4 i f BORING P-4 PROPOSED BUILDING ADDITION 50 0 50 100 APPROXIMATE SCALE -FEET *KumarM Associates r 'k LOCATION EXPLORATORY ii ! ars ca U') 0 r~ CO 11 it S c cacla >ca U) e- 1 „ 1 ul av z -�t1 ------------ o IE 11 rlv X 11 I1 Nt Q C'4 "t Uo ui 0 it C� 0 to a � 11 11 tl o L) to o + I Chi 1 .�.a N evi o IE 11 rlv X 11 I1 Nt Q tit 0 + Iz z Q 10. ui 0 tt? t ayp c l h 0 V1 C tr} _,. <t Plat 0 > a_ s Ca 1 Z to ccs ui an es L. ND'_ (3) ASPHALT, THICKNESS IN INCHES SHOWN IN PARENTHESES TO LEFT OF THE LOG. (5) BASE COURSE, THICKNESS IN INCHES SHOWN IN PARENTHESES TO LEFT OF THE LOG. Y p FILL: SILTY SAND WITH GRAVEL (SM) AND WELL—GRADED GRAVEL WITH SAND (GW) FINE TO COARSE—GRAINED, OCCASIONAL SMALL COBBLES, SLIGHTLY MOIST, BROWN. POORLY—GRADED SAND WITH SILT (SP—SM), POORLY— TO WELL. --GRADED GRAVEL, WITH SILT SAND (GP --GM TO GW—GM), MEDIUM DENSE TO VERY DENSE, FINE TO COARSE—GRAINED, SLIGHTLY MOIST TO AD, BROWN, " TO 4" COBBLES. SANDSTONE BEDROCK, FINE. TO MEDIUM—GRAINED, HARD TO VERY HARD, MOIST„ GRAY. ar CLAYSTONE BEDROCK, HARD, MOIST, DARK GRAY TO GRAYISH BROWN.. DRIVE SAMPLE, 2—INCH I.D. CALIFORNIA LINER SAMPLE. 29%12 DRIVE SAMPLE BLOW COUNT, INDICATES THAT 29 BLOWS OF A 140—POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES. » DISTURBED BULK SAMPLE. DEPTH TO WATER LEVEL. AND NUMBER OF DAYS AFTER DRILLING MEASUREMENT WAS MADE. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON OCTOBER 5, 2013 WITH A 4 --INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE NOT MEASURED AND THE LOGS OF THE EXPLORATORY BORINGS ARE PLOTTED TO DEPTH. 4. THE EXPLORATORY BORING LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL, 6, GROUNDWATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER CONDITIONS INDICATED. FLUCTUATIONS IN THE WATER LEVEL MAY OCCUR WITH TIME. i. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DD = DRY DENSITY (pcf) (ASTM D 2216), +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D 422); —200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140), LL = LIQUID LIMIT (ASTM D 4318);. PI = PLASTICITY INDEX (ASTM D 4318); NP = NON—PLASTIC (ASTM D 4318); NV = NO LIQUID LIMIT VALUE (ASTM D 4318); WSS = WATER SOLUBLE SULFATES (%) (CP—L 2103)x A-2-6 (9) = AASHTO CLASSIFICATION (GROUP INDEX) (AA HTO M 145). 15-1-579 Kumar & Associates LEGEND AND NOTES Fig. I �<» 0 IN l ; .1 m APPLIED PRESSURE - KSF g !m 15-1-579 Kumar § Associates \?\\.SWELL- CONSO/)\/\N TEST .RESULTS Fig. 4 0 10 20 GRAVEL 62 % SAND 34 % SILT AND CLAY 4 3" LIQUID LIMIT NV PLASTICiTY tNDEX NP SAMPLE OF: Fill: Well --Graded Gravel wifh Sand (Gel) FROM- Boring 1 0 1' SANDGRAVIEL CLAY TO SILT COBBLES _ F,1 174 E F mmium c o A q S El FFN C OARSE a 10 io 3C GRAVEL 51 !/1 SAND 4,3 SILL AND CLAY 6 % LJOUID LIMIT NV PLASTIC TY' iINCEX NP Theso tesF vvsuft oppry owy 10 the $0-pte-i «hich .% rt 7he SAMPLE OF: Floorly–Graded Grovel (GP) FROMIL Boring 3 0 4' Mflng repoH shvil nobe in f0, wRhoW 4h. .,Men opprovcof Kwncr & Asu,,cicfx.x, Enc. 54,,e anfjiys�, telilng iz performed 'in a:Ccordame, with ASTW D422, ASIM C1�6 cnd/or ASTM DI 140, 15-1-579 Kumar & Associates GRADATION TEST RESULTS Fig. 5 i& 10 7 GRAVEL 43 % SAND 41 % SILT AND CLAY 16 % LIQUID LIMIT NV PLASTICITY INDEX I NP SAMPLE OF: Fill; Silty Gravel wifh Sand (Gm) FROIX; Perc 1 0 2' GRAVEL 1% LIQUID UMIT SAMPLE OF, SAND I0 W 50 io 50 30 'o W to 00 to W 50 to 50 ym ua 50 'D to )c 00 y SILT AND CLAY PLASTICITY INDEX Th"test resuff, appN on�y it, the sarvpIes hkh —'a �0 f.8 The F ROM: 9OsMnq report 0,04 n7bg rep,od""ced, 0x0'epl d' f'A' "Uh'uPhos . Men -PPICIVO ' of KumA a, & °�snciates, t, -c - Sieve an . ly0s ieOng ;s pe,formed in amN,dance wMi AIN DA22, ASIM C136 cn,3/o, ASTM DO 140, GRADATION TEST RESULTS Fig. 6 CL o LO % VE as 2 as ua C7 as 0. co LO c as 0 — LL m we <C ca w ua w co LU n cr- Lu 0 ca LL to 0 w cv cn cv ry cq ,o .,a a O ata �— CC Z iuz u°i ° Cv ` (Ni 00 rata a 6 6 6 6 6 u i v �- 0—x 2� 00u' LU ua U7 i� w 0 g < rL .. + as 1.993 AA HT Pavernent Design A Proprietary AASHTOWare Computer Software Product Kumar & Associates, Inc. 2390 South Lipan Street Denver, Colorado Flexible Structural Design Module Wheat Ridge Animal Hospital Automobile Parking Areas Full-Deptb Section Flexible Structural Design 1, 8 -kip ESALs Over Initial performance Period 36,500 Initial Serviceability 4.5 Terminal Serviceability 2 Reliability Level 80% Overall Standard Deviation 0.44 Roadbed Soil Resilient Modulus 4,900 psi Stage Construction I Calculated Design Structural Number 2.14 in Specified Layer Design Struct Drain Coef Coef Thickness Width Calculated Layer Material Descrig!Lon LAD LN4 J) Dl in Ifft) Ski in I HMA 0.44 1 5 120 Total - 5.00 2.20 Page I 1993 AASHTO Pavement Design IPARWin Pavement Design and Analysis System A Proprietary AASHTOWare Compter Softw4e P�duet Kumar & Associates, Inc. 2390 South Li,pan Street Denye� Colorado 18 -kip ESALs Over Initial Perfonnance Period Initial Serviceability Terminal Serviceability Reliability Level Overall Standard Deviation Roadbed Soil Resilient Modulus Stage Construction Calculated Design Structural Number Layer Material Des ri tton I HMA Total Wheat Ridge Animal Hospital Drive Lanes Full -Depth Section Flexible Structural Design 109,500 4,5 2 80% 0.44 4,900 psi I 2.54 in Specified Layer Design Struct Drain Coef Coef Thickness Xin flD i OA4 l 6 6.00 Em Width Calculated SN in 164 164 1, 993 AASHTO Pavement Design X Computer SAW= Product Kumar & Associa� Inc. 2390 SouthLipan Street Denver, Colorado I 8 -kip ESALs Over Initial Performance Period Initial Serviceability Terminal Serviceability Reliability Level Overall Standard Deviation Roadbed Soil Resilient Modulus Stage Construction Calculated Design Structural Number Layer- Material Descri 2tiqn I I 2 Aggregate Base Course Total Wheat Ridge Annual Hospital Automobile Parking Composite Section Alternative Flexible Structural Design 36,500 4,5 2 80% OA4 4,900 psi I NIM Struct Drain Coef Coef (Aj) MI) 0.44 0.12 Page I Thickness Width Calculated (12alcihl) 5SN- in 4 1,76 6 032 10.00 148 1.993 AA HTO Pavement Design DARWin Pavement es gn and Analysis System Laer Material Descri 12 1 14MA 2 Aggregate Base Course Total Specified Layer Design Proprietary AA HTOWa e Computer Software Product Kumar & Associates, Inc. Coef. Coef. 2390 South Lrpan Street Width Calculated Denver, Colorado (1 1) in Flexible t ctu Dein Module 0,44 1 Wheat Ridge Aminal Hospital 136 Drive Lanes 7 Composite Section Alternative Flexible Structural Design 18 -kip E . Ls Over Initial Performance Period 109,500 Initial Serviceability U Terminal Serviceability 2 Reliability Level 80% Overall Standard Deviation O 44 Roadbed Soil Resilient Modulus 4,900 psi Stage Construction I Calculated ;Design Structural Number 2.54 in Laer Material Descri 12 1 14MA 2 Aggregate Base Course Total Specified Layer Design Struct Drain Coef. Coef. Thickness Width Calculated LAI) 1191 (1 1) in � SN {az1 0,44 1 4 136 OJ2 1 7 0.84 11.00 _ 2.60 Page I WHEAT RIDGE ANIMAL HOSPITAL 1401.5 DOCUMENT 004321 - ALLOWANCE R 1.1 BID INFORMATION A. Bidder: B. Project Name: Wheat Ridge Animal Hospital. C. Project Location: 10140 West 44`h Avenue, Wheat Ridge, Colorado $0033. D. Owner: Vortex; Real Estate Investments, LLC . E. Architect: Studio OH Architecture. F. Architect Project Number: 14015. 1.2 BID FORM SUPPLEMENT A. This form is required to be attached to the Bid Form. B. The undersigned Bidder certifies that Base Bid submission to which this Bid Supplement is attached includes those allowances described in the Contract Documents and scheduled in Section 012100 "Allowances." 1.3 SUBMISSION OF BID SUPPLEMENT A, Respectfully submitted this __..__ clay of . , 2012. B. Submitted BY:._ � _ _.� (Insert name of bidding fire or corporation). C. Authorized Signature:_ . __. _ — � �.–__._ -- _._..__-- (Han written signature). Di Signed By: .,_ .__ _._ __._.._.. . � _.. (T I e or print name), E, Title:. ___._____._... .... _..._..._.______ ___ __.._._._._(Owner/Partner/President/Vice President). ENL} OF DOCUMENT 004321 ALLOWANCE FORM 004321 - I WHEAT RIDGE ANIMAL HOSPITAL 14015 SECTION 011000 - SUMMARY PART I -GENERAL 1.1 SUMMARY A. Section Includes: I. Project information. 1 Work covered by Contract Documents. 3. Phased construction, 4Work under separate contracts. 5Access to site. 6. Coordination with occupants. T Work restrictions, 8. Specification and drawing conventions. 9� Miscellaneous provisions, B. RelatedRequirements: I Section 015000 "Temporary Facilities and Controls" for limitations and procedures governing temporary use of Owner's facilities. L2 PROJECT INFORMATION A. Project Identification-. Wheat Ridge Animal Hospital. Project Location: 1,0140 West 44"' Avenue, Wheat Ridge, Colorado 80033 B, Owner: Vortex Real Estate Invesurients,Ll-C . 1, Owner's Representative: Don Ostwald, dostwa1d@,,1wrah,corn C. Architect: Studio DII Architecture, Eileen Koenigsberg, eileen( studio-dh.us D. Contractor: Hyder Construction, Doug Thompson, dthompson(t hyderine.corn has been engaged as Contractor for this Project. E. Design -Builder: Sarne as Contractor. I Design -Builder has been engaged for this Project to provide architectural and engineering services and to serve as Project's constructor. In the terms "Design -Builder" and "Contractor" are synonymous. 1.3 WORK COVERED BY CONTRACT DOCUMENTS A. The Work of Project is defined by the Contract Documents and consists of the following. SUMMARY 011000-1 WHEAT RIDGE ANIMAL 140SPITAL 14015 l.. About 38,000 sf, 22,000 of existing building; requiring renovation and about 16,000 sf of new construction. a. Occupancy- A-3 and B b. Construction Typed B. Type of Contract. I . Project will be constructed tinder a single prime contract. I.4 ACCESS TO SITE A. General: Contractor shall have dull use of Project site for construction operations clue°ink; construction period. Contractor's use of Project site is limited only by Owner's right to perform work or to retain other contractors on portions of Project:' B. Condition of Existing Building: Maintain portions of existing building affected by construction operations in a weathertight condition throughout construction period. Repair damage caused by construction operations. PART 2 - PRODUCTS (Not: Used) PART 3 - EXECUTION (Not Used) ENI? OF SECTION 01 1000 SUMMARY 011000-2 001Z10 ST) VAW'1 V watuaaejda.i joj jairuarjnuinu of Sj-)npOJd,1ATj30j3P JO pArturp tunil-d Sjoajop 10 o'k1mvp JqT kIDA113p uo X11duloid a3ur,"ollu up Xq P',,),I,)AOO si-,)npoid mituluxa. 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D pnJus xo poqsijqvjsi suoilraol pup sompoaoid urld M31A;DH �31!S-UO -41om tttxi,.)q mig X3qj u,)R," sotilluc) ol uvid juow.,,,)&,urtu o1sum ojnq!jjsi(j z jullimqns jo sXrp aaltil utqiiAx poulaMOZ) OMCMAO o) urld jumoificum 1sum )Inq!jjsi(j I -ous io.-)fojj u,15upina3o N.ioM -,)qjtql alepdoidde sr 'salnpa 3oid 11101,11,15PLIUM OISPAN jodoid uo sj,)tlddns pup 'sioj,)'ejjuooqns lsjaNJOA� UuJL :ft1uTUJL m-eld )Isowoum2pum o1sm jo snIvIs Ruiliodcou puL, "Buijol!uoui 12uquaw1dun so j ajq!suodsoi oq of joiruipiow juawaftumu olsirm v oug :101'euTPOOD TU0111-09PUVW OISUAk .19 -joulluoD otil jo uoilminpaiiuio all 23upnp wwe uvId juaafttu aisum mumjdwi of pajinboi sp stuait jotpo pup 'uoiltuodsu'all 'Artuis `OUIOJS 'SJOUTLIU00 "21111PUMI 3pjAOJ(j -twid jwwoftuptu OISLIM POAo.iddr Ittowolduil :I'mouog -V NOLLVINawal'idwi NV'1d F� NOLUMM - c J'wvc1 (Posfl ION) S'maoHd - ZLHVf �pmuojiod aq IJP m uollundos s1vtiojew onqm uoil-cool polvilWisop put liiutloqLI.toutpluoo'siouttitioojo sous Suipn1aut cusum o1qelobw 5u9mudos loj posh oq III m voull poqlaw apnl,)ul somp000ij ummicidsweij, pur ftilptirli .9 ,XjqjaUj jolUlautout put, ]]I pup] qoeojo jaquinu ouoqd,,)I,.)l puv Issaippu loutum apnIDul jo p.)sodstp oq Ipm s1rijovew onqm puv moil avvipuf :sjvt.1ajvW posodst(I g -s,joqwnu 3uoqdol,.)l puu Isassa.ippu'sounitiopn1aut -1doon 111m qon sluilijum potobw jo DdSvI p sloss000id pup s.10AIDON JUDO] JO ISTI apn,13ull :sjvpojuW pojoXzio-d °sjiqulnu ouot1dol3l pup Isossaippr Isottivu J10q) jo IS11 opilloul Isuotluziuvw.10 pup slpnp!AIPUI of povouop ,)q IpAx wqj sj'etJ,1jUW JOJ :U0TjVuO(j JQJ Sj-e1J0jUW POWLIAIPS 'Slaqwnu ouoqdojaj puL, 'sassojppv 'souiru jtoql jo isil opnIDui Isuopuzim"131jo puv sjunp!ATpU1 01 ploy aq 111m I-eqi siviiijual sod .-ojuS juj Sjt'Tj3jUW P0511AILIS z g'[ ot7 I 1V11dS0H 'IVWINV U DGM lVaHAA, .slrlatu .mgjo tlllm laos put, fmosrui tuoxl Sall pup `slotlaur, `lummo10Ju10.1 Itftaw onoctra l :f-luost� `D •slt'laur .latljo gjlm lJos pur olalauoa tuo.g slrlotu aocllo Pur juotuoo:so)uroa 3MOMD,�j ;cala.tauo , °�Uporlq,,) aax-llrqdsr 01 ulArd 1.iodsuraj put, do JR0.1fl ulnr,j jp,,qdsV X •xossoowd JO ualofoot o1 vodsurrl pur Xpodoid s,mu o ttoxj olsem, algrla aa,1 aAouao�j .5 'Jotimnm oqi tuoxl haloid pup puno.ilg aqj j o sluouodtuoa o.io1 sao.tl'Rtuutrtuol jo ;aull dup ultllim axols jou oa •raxr uorlar ulsuoa tuo.11 Kr tr s1m.Mirtu )Ildalao) leap umolgpulM juanmd 01 JOAO aar .xns Lump of solid cols odrgs pup `alar. 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put 'pollrisui se 'Suidid wvAxNi:(j :suioisXS podid 'Pollmsul sr sjonuoa mviftp pup 'umirtodo jo acwnb3s oql iqjjos3(j :sjo.uuoD jumudinbg put sLuols,(S a °swnp000jd pear suoilotulsut iWilamdo ILi-).)dS, .6 •SLu3jsxs,)jUojj33jo.lo saoumbos p3jinb3-d 5ttilwodo pu,,))lo3m pup ILuost,,.)S 'L MVI livildsofi 'IVWINV HOGIN IV'JIM 9 ',-,Z8L 10 VIVO N (1XV N01MI'MO -also -,)ql olid p3lviod.ioxii qsUtjj put, 'jup-alutu'lonpo.id q,)w)jo;)-,)uPuouqutu PUR alro uqvotpul ujup 03nuoluirtu jo its opidwoo r ilquiassV :jrnuuW I xitim-Mi .. npo .9 ') Id �pz)jvxput satauo Couto jo sadivi jq.1 13uuosi-,,)d Builwodo s,numo /q pur 1,mmosiod Xq )sn joj sa.tnp..),,)o.id guilumpm tionau.1oJul (aU&Iotua jo 13S apidwoo e ,)lqmossV :jrnurW XotmRiotug v NOIIV�IvjHNd lvflNvw FE NOID11,11VI - � Ixvd •spuoq.io S,11,jURJJPMJO Xj!Pjjt'A i-,),,),Ijr p1nom irtli suollipim PLIV saouvisumajio jo sisil pup spuoq pur sopurn-em jo soulo,,) -,)pni itil :spuou put, S")IJuri.m,� 'H quo,in aopuosjo nquinu otioqdalol pue ituru i11im sjumooAr ammajuirtu jo saidoo apn4ouj :sjouxjuO�) ODIA13S 3-MU0lUU3W *SOI)1&MS POILIM PUL' SILIL101MU XMIUMILtU JO si,)jnos Irool pur uotiriumunaop ommuoluietu sl,)jm,,)tjnupw of paouanjoi-ssoiz) pur poUjiwpl sljtd qjjAk 'sind Itudai pur luoui-oorldw JO SISTI 3PnIOU1, :UOTIM"Nul ',),)InOS put ISI -I SPUd nudS A 'JU3UI,IOIIP 3UHj P.IrPUPIS LIJIAA 3-DIA13S PUP 3OULMILUMU 3UIjnOJ PUR 3ATIU3Aojd jog s3inp3q-)s 3juird3s pur 'juatudinW :Col siu-capyll poilnb3i jo ISTI 'sjuOUIO.I;nboj uoUratjqnj pur 001MOS -)pTIj3Uj :s3lnp3q,)S 331MOS PUP 33UMMIUMIN i -zjqPj!VA-e JI '5UIPJOaOJ OOP!A 5UIUJVJj PUP U0119.11SUOLUO(I PUL, "'RulistifPL, ",)UIU2Tjv suoirruisui Xlqwosseoi pur tluotwo-eldoi puL, 'jivdaj 'ItmOtuoi juxiodLUOD 'Sjqw-aSSvSI(j t '30tvauolturw jidoidwi IsuneOr suotintmid .E �op!n,'R 5utiooqs,,)IqnO.I,L 7 -suoijortusul UOTI-x)CISUI pup IS31, I :s,,).tnp-,)ooid cmueu.-nutrut It'lluasso prlop Itq) Sump Put Uoljvwjqjut guimolloj )ql aptiliul, -.sainpo30.1d 00u"u,)UuPIN a -sinands sr paodsaq of popumutumoi stuoitjo ist-I °sjuouocltuoo put, slied joa.aurlimatuou pur uotivolyluOPI .f -Alqui;)ss,e puv'ju.)tuaoqdaj'p3'AOtUOJ lu3uodtuo,) put, AjqLuass-esip Ouipnjoin 13outuolumItu joj paimboi suoijotuisut puL, 'suvais'elp 4soulm-ei(I •sutlojjnq pup suopotuisut aoummlututu pirpumS A :juowdinba jo ooatd to vett luouoduio,,) qzma .to uotirtwojut Sutmolloj )tll i?utpnl,)ui uotlejuatunoop ,,),,)UVIualu!vtu sjojruaejnu-eW a0uruilumW sj,,mnrqjnuvW jrnuuW joafwd ut o1jil pur joquinu uorl,),,)S uoijv,)g!aadS imai")J3.1-SSOID put JU35LI aDIAJOS OOUVUOuuRUJ PUL.10ilddns .to x,)jjeisujjonqtunu auotidalm pur Issamppr Imum isil 41,,)npoid q,,)Po ioj -slualuoi to o1qel sjenurtu tiDILw ol, po5mmm pur auxeu impaid �Cq piglimp! 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'IT loco td R :Smolloj SV:uOlw,3!j!uj0pJ t 'ojU Pirp Ivilgip qaro ut uoiluoUlluopr opnIoul loos oqj ql!,,A olid qoeo ouirN soutmei(I jawltioD oql jo Icnals qon of ptiodsono.), lvqi sol g moilaolo olemdOs 01111 Uolluttucgul eirp pelli?lp azlu'P!RJO :s011,4 RITIG 1`611"31CI PJO,-)D-H -olg 31uo400'13 JGd P0TI40uuV`:lVuIJoA 7 .spoqs.MAOO uo tionroglittopl opn1mil -sio3qSlOAO0 jodvdOjqt,,uip qiim ios tlaeo puig -seas alyn,18-eum Olin sftAwna p.ioaaj pawdaid XImou put=, sim.id Poocm O-ZILIP32.10 :slul.',d P.10,) -,-)N Mtl I'VII(IS01-1 IVWINV 10 MINI IV',-IH,,A 6M10 I II : GN7J `sillotl11T) t lu cru Rump amore ax s, a jltjax .tal .uautnoop pioiat mfoid of SSaaau )P!A I l •ssol pup uoilmotialop argil pad alrttd `uoiitpucta alg5ol `kip �uvlja L, ctlpup xapio pre ul s uauulac� pioaa.t uluiumW �soso"id uotja suo,) xojl sluautnaop p O-,)O.t va raid asn IOU o(l 1101ja lsum sojl pasn sivacunao l p atjuoD aqj wocj indi, aagjo pla?:l all of saldutus puu sjuotunaop pioaw ajoIS :sajdtuaS PUle SJUMMO( pxa',)a JO 0MIRWIc111'g -poo .t,d,jo pia llIun jiem iou op, :.tnaatt ,atli stt sluauuno p pjooai jaa fold 01;suarslAOJ puu a uutla Isnd •sasad:tnd uautnactp piwat loo f aid jq.1 pot.tad uotianUsuol) .)ql guimp puiiluu ns thea ;ln Xdo;) auo uuuvu rW : tupxoaa-1 N ;fid^ VN91i lVW GM ' .M oDaN F K0lll ;)� - � I -a d °slupiLugns paaaa:t snnauulfaastcu dn-pa-l,ruujo (s)alal atucaxIaala J(ld pauums alll atuoipala 4(ld su slulllutclns p wax sncsacttallaaslut liuugtiS :Iututaj .ff .aaua:talax puu osti panulluoD ;zoj puax `claua �jjjuapl puu spioaax snoomilloositu alll jo puig --jjo atlj ,la aau-euugj-tad luttlau ql!m uoiPaunco ut Iuijlt qns puu uldaq p:inaa:t sno3uullaasttu toj suoiMS uoiluallliodS xatlio Xq pa.tinlaat sptnaa.a snoauullaaslut ilgw,,)ssV I - 00 L I O °° ututwl put, soinp000id aaupualutt'uu put' uop-exodo tit paaiiar.tadxa ,'sjuowo.ttnba l XUpno,, 000j7I0 uoilioS ul sluautatlnlaax tll!M &uXjdtuo3 °aAll luosa.idat aotvtas pazl.totllnt'- .tolau :suolteallgrn ;tolanjsul ,mvuttq�tad Mutual I lssaaans jo ptoaat it qty" uozlt'anpa .to ` ulutati ut palln:sat st'tl jl:to asotlM put' `l;aa%a'l sltll .toil palt'atpttl lt'gl of lualXa put> Jualuo:) tt jullutls utt't2otd utuiv.o v ui lauuostad aaut'ttalurt'ut utlttDnpa .to ututt'tl ul paattai Axa It ttplt 1pttl tt$ ttt.nl. :suotlt*atlllt'tt tolt,tgltar l .� iasip lat;dutoa uo tt'tuto:l all alutotlaala JGA tit slt'ttut'ut out'ualuluut put, uollt,.tado uttlalt'ut lt,tuatll ut punoq put' paxt'daid asn s,x umo' .io (s)It'nu w 'Rututt,.tl alaldutoa llutgns ` ululntl :Io uollaldtuoa IV .I alnpout Alutuimi Ilona JO pua o sXt,p t aAas uttlll�n sa doa ow iltu nS : �I11xp.toaa oapl ulu, put' uorlt'tlsuocua�l °apnpOut It'utilla Isul all.Io utptoaat OaplA :fin marl tit slanpotd put' 'luauidtnlaa `stualss .to sulp10aa.t oapIrt ulust'tl pur tion-musuout p paanpotd-la:tttlmjintrux Stusti salnpout 5utumil pasodoidalt'atpul ,I -alnpotu I Runuml qova aol aulllno PUP anllaa fqo Sumiral apulaul, •altipow Suluill.11 Clava joj satum siolotlAsulpati `atoll uctll anal l jo Ill ual `sacull Isolt'p pasodoid ;Id alnpagas t' put' sojnpotn Suluptil jo istj t' uipnla l ` mutt'.tl put' uotlu.tlsuoutap .t I UTT',jj3oj.d It'uou,.mulsul jo auillno mugnn.S :tutu 'oxd uotla lsul .V °sdutp.toaax oapin 211111113.11 put' uollt'tistutwo(l -luatudcnbo put' `sutals sgns `stuals s jo aattt'uouuetu putt uollt':tado urguiumij, Z °lumdlnlaa put, `scuals sgtts `swalsXs to tutimiado to uoilvasuouzo I :utAsollqI atll 2111P111OUT `lauuost d s,jaumo Builorulsm .toy sluatuaxtnlaaa pompaaoxd pat' 'a llt'Ilstututpt sopttlaul uollaoS v MdVWWiIS I'I DNINIVNI C: NV NCiI.I.VN.ISNOMIG - 006L10 NOUDIS : Itlt,,allddi: st, 'iWpAojjoj sill apnl ul :s I3u3ARa3tuj, c 'SILI LiiIICLILuo3 uttltit'Inoa .IPIlttlIS PUP SJUOUJOW&I OaIAJOS 33ui?LIalun lj' r`a "spuoq put, s tlut?.Iar i 'Stu3l xs uoll atjilutipl "sluoutn,,)cp p.ioioi mfoid p •SII'nuutu o uruoluti3W 'slunut,tn do .3 'iI Suoilmi °slunut,tu t)U3'xhatug 't? :I!Pl,)p LII StUDI1 &UAAOjjOJ otll ANOI O -d '.Liollt'juatunao(I ' "s,. -)Ain;) ommuojx3d "tl 'SttoiuPuo"? LIII!WI'I rf "Stills i3lmmutl3 2uilt,i3d( I 'uoil3Linj Iu3LLidinbg Slu�?Lu3Tinl 3.i X.iolt,ln o -S •p "spxt,put,ls `Rullt,i3d Illttilistti}dS3.i ti isol� p lii slop Si .Lill it,.IltIC7 li LT.I3IIjo Lr istip PUP oZIuvLLL€i��j:l3d 'CI S[IC}IICII I3S3p ILILILudinb3 pup `tu3lsi�s{ its `utoIS t, : ui olloj 3tll opnj3ujxitoujD, puts `sluxu .iinboW lutiollmodo `u ts3 1 twjsXS jo ssst* .I :lu:luodttio .io `luotudinllo `Lu3ls s 3t11 of olgvlld a st, Outmolloj aqj .toil uoil3nalstil opnjoui ` lnpotu tl;rt,3 .io, °.I Isum of poloodxo sl lut,dtoiltt,d It, .l o2polmouN put, lll)ls oidz33ds Flo uoildpos p t, �apnloul •3lnpotu tiom joj oull no 2ultlot, l pat, )Ail ,.) fqo Irl t,3l r dole :SO[npo l ulult,x j, .9 •suorla S uotjt,otjl;lodS It,np!Aipu tl p lxlnb3 i st, `Lu3isXs t, jo ind lou luotudinba :iol ptiii w3isXs q.,)p3 .ioj s lnpow uiturxl 1t,11PIAIPUT s pnl:aul IL;cli urtm2aid uotiongsul up dol3A :ajru3tUj, t Lj2ojj SIXIGO'Id _ Z BdVd •Ia IItlo.iV tI p n.o.iddu PULI POM-1(il3.i n3 tl sial t,it,p oaaettolumux put, uotiviodo Alun L:tm oxd uoilowlsul litugns jou o(j �slt,nu to a3urualummi put, `uoilt,tado `i6ua .oui'',i P.)Aoiddt, jo lu;,)luoa tlllm solnpotu ` ulutt,xl jo Iu,.)illol It,utpiooa) •q °I tmos.iotl s,iou o jo 'tillclt, rALi wnsuo of pelt, soot t,iodo s,.iau puildttisip ozitumita of ptlilnll3a' st, olupail-)s isntPV "suotjrjodo s,mu o tll!AN Inp:)q-as uotionilsul )ILutp.ioo,) v NO[IV4' I(J`dOOI) S`I •ulutt,il Pitt, uollt,ilsuouiap of plt,lai s ,inp000id put, SPoLll to -,ltn3%I „"u IjT'ulpiciO) PULS luOuz 2t,ul w laofoi&, oIII � I uollo S ui sluotuoilnbai qum Xld oa of ills r)ofot w, tl a .tojuo ionpuo :oDuaiajuoD uoilmilsumid .stioijatiajSut XItltuosspai pur flummorldm puv °:zlpd3:t `ILno ',)J juouoduto3 `.,�Iquia sysl(j 3 'suotjonusui .tttidnd °q "Suoijonxjsui:4tsottpi(j r :But ollgd oilj pnl)ul .sxirda2d b slooj ILtaads jo asn uo uoijonjjsul 13 3otiLuajttt,ut outjnot ioj saitip33ojd ,I a3upuajutrtu IAIIUa,lajd .Aoj Sa.inpaaoid a utuLal3 aupno.i .toy s3inp000td p •jonpo:td of ILjtiacutxjap dutup313Jo Spotljatu pcn> Sjua r uturaloJo jSIj - UIUPIIO "lo spotljout puL, pan ag ofjuadr iNimajo Io sad , 'q "so.inp000id uotl3odsul .p :2ate"o[jgI oqj apnloul :33uruajutplll •Sa;tnp000ad uouz)-odsui pup tsar, ' °Suotlatiijsut otjsou pt(l L : ui: ollt?I 3tlj apnl3ul :-;iutjootlsalgtiojL ,g •sjumtjsnCpL uotjrigtn pup a toll 'o juotujsnCpp dutjl33q •q "sjuatttutl� "p : ui ollo.I otlj apnloul :sju wjsnlpv ' •satnp3:)oxd pup suotjonxjsuu duuptado Irt;)odS ui °stuojs s otuoajoola ao otxjoalo jo soouanbas pattnb3-d ,I 'suollmulsut uil-endo pualo3m pur leuosr3S 1 ampr,I juatudtnba :to lwoIsXsqns `tua lsKs xoj swnp3ooid duijwodo C 'satoua xatua .to sainpoowd dutjrtad( t °suotjonij ut umopjngs IruUON °tl ' uiddojs uo suoijorulsal . 143 •satnpao01d XjayLS .I °saouonbas loijuo;� °3 •s3snpaootd Ioxjum pup uoprin oN .p -suoilon.ijsut Butiviado Irtuiou p } autino-g 'a •satnp;aootd utlewq turns/Cs xo jug dint .q °somp000xd dtium s p :aggarlddr sr ° ul. ollgl 3tlj aptil3ul :suoijpwiado t, •sainpoowd pup suol'jotixjsut utjrtado ILt3odS "i •stuojs. s oIuoxjoala :to ol:ijoola .toj solwnb3s 'sjltuil Ouile.todo 1ptusou o aplsjno suoljlpuoa .tial suoljontjsui miriado T •Xawihamajo xUl tlop3 iqj suoijoruisul umopjnq o iltuddols uo s totjontjsul -q 'saltLssoui :iona pup, `suoljrotpul )Igno l gs uumm Hca 43tuuram uo suoporitjsul p Iot,I IVIldS011 IVWINV I)(ddHIV'dlI ONINIV-di (INV NOIIV'NdISNOIN3U UT UOTIL121AIM uU,)W quAN SSUIPto:),,)j o,.)p!,�.io[o3 XjtjPtib-q2uj 3p!A0.1d :IPIUJOJ '13UIRTO""d 03 -PIA .8 °atqjjno uossol puL, OAIIOO(qo 2uiwpol 2tuturluo.) 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EE9 ZES OOS Vit H9 ogzsn SZSn SLsn LLsn VOLsn 00Lsn OLsn tin E n dsn 4SIU1 SaAl lams S 4slul SZs 61,9 9L9 V L9 R9ZLs 909 S09 MH ogzsn s sn Scan L can VOLsn 90Lsn O Lsn t7sn Esn 4SIMIA SaAl ojq SOLISIUM E L'0 b 1 L X t7 L L S17 X S't' KU0 ZOL X V L t, X s° 917 L'0 L t X LZ L s X sof 1'O ZOL X ZOL t7 X V 9V U0 t7LL x LZL S°ti X s 00EL'O ZOL X 06 ST X ST a6ne0 (ww) WIS (sa4 u;) WS a6ne0 (wtu) azs (sa43ul) azis suossuawl(I MMS-u:_uid .. siaulse 1,1!jn:)aS ':)3S . sniped ,,S/S jox#r/ _ slaujo0 punod '3)1 . dry 6e;!dsOH IH pn ijn S 'H uid aigeA0WaV-u0MN su ildo smaDs felaul pue POOM Pm pa ned 6ujjeag jgeg Z a6esn huanbail ujnipaW, sjoop 1461am piepue4s ioj OBUtH asi:poW 11 tleag eg °aI LOSS VE U0 1711 X LZ1 S`17 x S E1"0 17LL x t7L L S'17 X S" 17E UO ZOL x t=L L V X s,t7 E 1'0 ZOL x ZOL b X b EZ 1,'O 66 x 68 ST X ST a6ne0 (WW) azis (sapup) azi suotsuawl(I IWOS-up-u!d - siaulse rjnDaS `OSS snipe .9/S ao V/L - siaur punod 'Od dil leildsOH IH pnjS una , 'H, , uid algeAOtuad-uON dJHN suoil do ;tasap poop o pm asn joj 4ON sm4l:)s le auu pue poom 44!m pawed b a6esn huanbai) nice° sjo p jg6sam piepuels job sseG~ Ll V 5aa45 ssaluiels -~ z L LSV Rals - z L Le`d L'9S LV VVIHSASW SlOaW US LV VWHS/ISNV slaaW uju:),puejjg0sJa6ul�saAf' I 06L` Qt'S06'L epeue:) ! 9 L'R`£G9'LL 'L ` sn WVa,_u:-cit - slaulseA Al!; sniped „9/S dU 17/ L - stau'a d!_L it conic f u€ajgeA0Wa -U0 (t l 6upeag lleq Z a6esn buanbaal wnipaVV sloop 1461at willpaw JOA a sf linj OJ r *6ul.JeOg Ileg Ial)13nu LOSS Pals - t ! 19V t`s LV VWHS/ISNVslaaVV utd alqeAOWaU-UON iMN' suoildo sruans jetaw pue pOOm 41!m paPe � „ a 6upeag tgeg tr a6esn fouanbal 461H z i swap 146'am AAea4 J01 06UIH anwovy linj .10^ AAe8H , noel l `� pryMH LOSS OE9 6Z9 VINH8 ozEsn zEsn 4SIU!A saAl jams 55aRIDIS ,50stut ZS9 LS9 9t79 Et79 Lt79 Ot79 669 M Z 9 009 VWHS t 9ZSti 9ZSit S Lsn L Lsn VOLsn 9OLsn Min Rn Esn dsn 4sI I saAI laals s gstui 9Z9 SZ9 6L9 9L9 17 L9 EL9 Z19 909 S09 VWH q9ZSt7 9ZSn SL n LLsn MLOs. 80Lsn OL n ysn Esn 451ulJ sari; ssasq sa4stul 9t7 U0 EOZ X LZ L 9 x S 9,VU0 911xZZL Z S 90 V0 ZSL X LZL 9' S VE L'O ZS L`x 17LL 9 X S' VE L'O ZZL X 17LL S X S. a6ne (utua) azi5 (say:ul) U'S u rsu us q WVa,_u:-cit - slaulseA Al!; sniped „9/S dU 17/ L - stau'a d!_L it conic f u€ajgeA0Wa -U0 (t l 6upeag lleq Z a6esn buanbaal wnipaVV sloop 1461at willpaw JOA a sf linj OJ r *6ul.JeOg Ileg Ial)13nu LOSS Pals - t ! 19V t`s LV VWHS/ISNVslaaVV utd alqeAOWaU-UON iMN' suoildo sruans jetaw pue pOOm 41!m paPe � „ a 6upeag tgeg tr a6esn fouanbal 461H z i swap 146'am AAea4 J01 06UIH anwovy linj .10^ AAe8H , noel l `� pryMH LOSS SEV UJO3-Puejjjosja6ul•saAi'&WM 1009 L-EOV,SOG- t eppue3 199L9' L9'/ -Z@' L vsn ZZ9 S69 689 L69 90L jaqwnN VVVH8 —Nl8dS ELEdS SZdS -C-LdS VdS laqwnN sn Pals SO4s!ulzf POWled OE9 U9 6E9 zE9 jaqwnN VVYHO ozEsn zEsn oLsn Esn iaqwnN sh laa�5 S314sluizi pald AWL ZZ9 S69 689 gol jaqwnN VVYHG MOBS — ELEdS ---L69 8ZdS 0 LdS t7dS jaqwnN sh ssOJq sa4s'ul:i Paluled --9Z9 SZ9 EL9 ZL9 909 Soo j,3qwnN VVVH8 (igzsn gzsn 9OLsn OLsn —t7sn Esn jaqLunN sn ssojq saqsiuij Pluld �q uWal WW at at 01 ww*t 2 T -C r T cl U" 62 um Otd T O�v Tl- Sj7V ai5od aaS &�uoaq pool-uou 9aJsuDJI JamOd IdSL,7Z lDuqQdO ,,ct,V a5od aaS -,Z jaAo voopto spunod oot louqq!ppo q,)oa joj (papuoq) 40A'd a4Q'Paw-a;ul JZe,7Z-d9MZ-J,51,7Z JO ZeeZ-9eZZ-5LZZ IWOOO 'Atuo (oEg) a zEsn lo (gzg) agzsnui ajqej!eAV,aiuejs!sai UOlSOJJO:) PaAoidwi JOJ Palj!POW Sl OAid wo:poq juelsisai Ja4leam leuoildo - dM 6wpol afflisod 41P '.9 LIE a6uej juaw4snfpe leitvaA spunod oos peal jocip wnwixeiN ,,Z ut jaAaq .,SO L Pm 'ssauT)'41 JOOP wnwiutw ,t,/E- L ql!m asn junow qwef'wollog iunow japeaq Idol PaPueH :tOAI.d 18SRO A7/E JS LZI S LZ/- SJOAW stoop a4y moo F, pe Ci in -:istz/ sjoop an alnup oZpoisn in - S L U LE110) V9S LV VWHOASNV Sla-3W uaoa puejgjosja6ur saA1- ! 009 LTOO-SO&L epeue) 199LE3` MZLIR` l 0 ,6us5aoJ anpl!sad apnlaui '$a9L/ laaawlsnfpe Iea�l'aA papue IOA'd las] / JLZ L Ia d9ZZL `J LZl 1!m as I — Z1— L V uI aai aAil!sod apnlaui ",,9 L/ luawisn[pe lea:aa ague . 0AId 1asJJO 17/ IZZL JO 9ZZL . 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Call the inspectionrequestbefore• p.m. to receive ,, inspection the following business Inspector Must Sign ALL Spaces pertinent to this project III Foundation Inr. • aComments ..I b Reinforcement�U Concrete • • Ground FootinglStemwall P.E. Letter Un o IIw«ml: • r • • • Inspeinitia i .Comments Electrical (Underground) r • !. •�� eating,.Plumbing (Below / In -stab) r r�� a • • w • • ; r a • • "M *a a; f ♦ a + . • a r + SheathingIN ughinspoctions Inspector Comments Initials Wall � Roof Sh- « Roughctdc Gas Rough Plumbing Piping ough Framing 1It Screw / Nail Inspections Initials Final Final Plumbing ■ Final Mechanical Final Building I Frame ROW & Drainage / Public Works Dept. I ��� •- .ans call 303-235-2861.For • • Fire Inspection / Fire Protection Dist. he Fire Protection District for your project. "Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certiricate of Occupancy is Issued. Approval of • • Inspection does not• r c r of occupancy. ° Mata: City of id COMMUNITY DEVELOPM119 Plan1permit # s�,,Q Building & Inspection Services Division 750011 .291h Ave., Wheat Ridge, CO 80033 Plan Review Fee: Office: 303-235-2855 * Fax. 03-237-8929 Inspection Line: 303-234-5933 Email: errnits ci.�nr e trld e.co,�as ui in Permit icatidn' Please complete all highlighted areas on both sides of this to . Incomplete li tt s may not be processed. Address: City, State, s &N 10 1> t_ k ArchltectlEnglrleer E-mail:-- Phone: Contractor: e— t- k Contractor 6 -mall Address: Sub Contractors: Electrical:Plumbing: Mechanical: W.R. City License # W.R. City License# W: t. City License Other City Licensed Sub: Other City Licensed Sub: City License # City License Complete to all information on BOTH sides of this for :� i • i y i iW • XY1 r ! t t ♦ !t ♦ it � i M � 1R • t .. d y wM #.. w si w� r...• !. u � k eA SqFULF Btu's Gallons Melissa Mackey_ From: Justin Mast <jmast@hudspethinc.conI Sent: Friday, June 3, 2016 8:14 AM To: Melissa Mackey Cc: Michael Antalek Subject: Wheat Ridge Animal Hospital Demolition Permit P�a[tmeattMj, ,qL phone numbers provided below. Thank you for the help. Justin Mast, LEED0 AP HUDSPETH 4775 S. Santa Fe Circle Englewood, CO 80110 303,791 .5562 Office 720.4542776 Cell 303,791 .5780 Fax 77 — MY MeaerausyVi7new-a-31-111 T LAM ?VF7 .177777, YIN Associates, Inc. by the person or entity to which it is addressed, If the reader of this e-mail is not the intended recipient or his or her authorized agent, the reader is hereby notified that any dissemination, distribution or copying of this e-mail is prohibited. If you have received this e-mail in error, please notify the sender by replying to this message and delete this e-mail immediatety. Colorado Department of Public Health and Environment &rf*k*nrrrw-A Ps*v2mr�r*aOrzAV4 A4FJ-IeA 4300 Cherry Creek Drive South, APCD-lE-B1 Denver, Colorado 80246-1530 Phone: 303-692-3100 — Fax: 303-782-0278 E-mail: asbestot@state-co-us No. 8, Part B, adopted D WMMM111 �T during demolition. Therefore, 1007-2, Part 1). Commission Regulation t8 and the Colorado Air j This notice signifies V notified the n No. 8, Part B. �pending on the ied, The Colorado strongly suggests other local g)6 Tremain in the structure the completion of post - contaminated soil" at he Solid Waste Regulations (6 CCR Approval issued on: 5/24/2016 Record number: 117642 Notice Number: 16JE2710D A Tip Top Tree Co Wheatridge Jefferson County 4775 S. Santa Fe Circle Englewood, CO 80110 Mzurfflwffl�� 7XTMSTOS 0471 John F. Lynch, Ill Cerification No.: 3806 Inspection Date: 03/15/2016 Issued by: CB - DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number Date 10325 4/4/00 Property Owner : Property Address : 10140 44TH AVE Contractor License No. : Company: Phone : 232-4760 Phone : OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certiy that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge 8uilding Code (U.B.C.) and all other applicable Wheat Ridgeordinances, for work under this permit. (OWNER)(CONTRACTOR) Construction Value : $675.00 Permit Fee : $29.60 Plan Review Fee : $0.00 Use Tax : $16.88 Total: $46.48 Use: d +yU Description : 6 FOOT FENCE ON SOUTH, 3 FOOT INSIDE PROPERTY LINE Electrical License No : Company : Plumbing License No : Company : Mechanical License No : Company : Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approvai : (7) This permitwas issuetl in accordance wifh the provisions set forth in yopur application and is sub1'ect lo the laws of the State oF Colorado and to the Zoning Regula6ons antl Building Code of Wheat Ritlge, Colorado or any ofherapplicable ordinances of the City. (2) This permit shall expire if (A) the work aulhorized is not commenced within siMy (60) tlays from issue date or (B) the building aufhorizetl is suspended or abandoned for a period of 720 days. (3) If ihis permit expires, a new pertnit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifcations and any suspension or abandonment has not exceetletl one (7) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paitl for a new permit. (4) No work of any manner shall be tlone ihatwill change the natural Flow of water causing a drainage problem. (5) ConUaclor shall nolify the Building Inspector hventy-four (24) hours in advance for all inspections antl shall receive written approval on inspeciion card before proceediing with successive phases of thejob. (6) The iss of a per j or the approval of drewings and specifrations shall not be construed to be a permit for, nor an approval of, any violation of the provisions o t il n f~any other ordinanCe, law, mle or regula[ion. - D"tPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 APPLICATIo N Property Owner : ~on-Q 1-15]-J/JD Property Address : Oo /tfQ Yq 4v~f Phone : 3 073_a3a- tf~~a Contractor License No. : N /{f Company:f7'Ti1 ~,n e~-49• Phone:.~o3-f!~/ 7~i/!5 OWNER/CONTRACTOR SIGNATURE OF AND AGREEMENT I hereby certify that the setback distances proposed by this pertnit application are aecurete, and do not violate applicable ordinances, rvles or regulations of the Ciry of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurete; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibilty for compliancey+ith the Wheat Ridge Building Code (U.B.C.) and all other appliwble Wh~a~Ridge ordinance$, for W6)k under this oertnit. . (OWNER)(CONTRACTOR) 61_1 Description : 6 .i omn om, _ Approvai Zoning Construction Value : '7-6 '76- Permit Fee : Use~ 6n J°urlf -5ide/ pt - Sm ~ s~rt fi Noa~ C i~ s • H• .F-lu.D ~r~ J 1 • BUILDING DEPARTMENT U ONLY Nuk5 '~Lkv.Q.~ `6 `~J , SIC : Use Tax : Total : r7T ~ ~ T4`+~- l~3LXK 9f ~ 1F0' Pr'ro.A 2-y L 4~a~ Sq. FL ; ~ renc, ~U ' ~auecc.~ a,rca~ ~ Qun_uu1y. ~21 Ok- Approval ; Approval : Occupancy : Walis Electrical License No Company : Expirafion Date : Approval : Expiretion Date : Approval: Mechanical License No : Company : Expiration Date : Approval : (1) This pertnit was issueE in axor0ance with the provisions set farth in yopur appliwGOn antl is subject to the laws of the State ot Colo2CO anC to Ne.'.oning Regulatlons antl Builtling Cotle of Wheat RiEge, Cola2EO or any other appliqble ortlinances of Me Ciry. (2) This pertnit shall ezpire if (A) the work auNOnzetl is not commenced within sixry (80) tlays from issue tlate or (8) the builtling authonzetl is suspentletl or abantlonetl for a penotl of 120 Oays. . (3) It ihis pe'mit expires, a new permi[ may be acquireG Wr a fee af one-halt the amount nortnally requimd, pmvided no Uanges have been or will be maEe in the original plans antl specifipoons and any suspension or abantlonment has not exceeAed one (1) year. I( changes are matle or it suspension or abantlanment exceeCS ane (1) year, tull (ees shall be paitl Por a new pe'mit (4) Na work ot any manner shall be tlone Mat will Uange the natu2l Baw of water pusing a tlreinage problem. (5) ConVactor shall notlry the Builtling Inspeqor twenN•four (24) hours in atlvance for all inspections and shall receive written approval on inspection nrtl belore Oroceednng with successive phases of the jo6. (6) The issuance of a pertnR or the approval of 02wings anC specifiraGOns shall not be wnsWed to be a pertnit lor, nor an approval of, any violation af the pmvisions of the builtling~es ar any oNet o'tlinance, Ww, rule or regulatlon. - Roof Plumbing License No : Company : Stories : Residential Units : Z i ` .-WE t.. ' O R2.l ~ ~ I sm~[Lrx¢Ra- I p ~ ~ I I 1 I I ia ~ grr i ~ i . ~a I IDT I ~ rvao ua ~ L- - -,m. tiOT PL-7TEY I \ m.c 31 i ! C _I ' i LOT i ~ q-I ~o ~a j m~.wu4 i ~eGE na m..c I BOOC 3Y oacE 2/a C-l WOa 552 mGE 3B CR'I LOT ♦ r~ore~n rv m~~ucu~ . WEST---~-A3 id. =L OH6iF5 Lti~. Gium ~YN E 4~rp i M111 ~Y hl ~yrn Lnq LivYRl6~~Mw tt1I HI. I53-Ua I. lyxf.4iry M1t~e~l Wrq-. ~ .1I ~.w V~ bwY. bbnY IYI~ NI 44M t ru On W ~Yiq~w 3uw~ ML ~I3J~Y j . ■ ~ /~Up I ~ A ~ ~lb/DIVISI\Y t A WiRT OF TFf SE N4 SEIA4 NE If4 OF SECTI( i CRY OF WHF.qT RIDGE , COUNTY OF .IEFFERSOP - I I ~ A-1 m~ - . I . . . . : I I I ~ li I I I ~ : . i W I ~ W . . I • S ii = I ~ ( 'r I . a M1 • ~ I ~ . . . . ~ iawr> a~w~s I • 1 I . I a ~ - Y ~ T A~ . I 4 i ~ ' 1 ~ n e ~~-f ~ I e~ 1 ~ , ' ~ i ~ <Y<4AMtMLHCRT4l~I CL ItlymtlOLRP ~R* 1~~fUd A s F< i.TY R~ 211ni ~ t4f M1Q ~e Aui ti . f- e ~ . ME~~fIY~ All[ I{ A~ ~p1 " A1b Aff . . ~.r.•. . mrsunr em+rns., m ~ea « I- ...a_ . _ , . . ~ . . . . _ . . . . . .~.r,,,,~. :;_..,~...,.U,,..........._....... ..._...-,....._.o:_ -.n. . T O ~ _'d::'~">1 ~ . ~ ~ - ; ~ ` r i7G j ~ . - - i ~ aV_..~9 ~ . ~ i ~ 'A ~Ge: 1~ Il a~ G0/1 No IZoa ~ covered o j~ fn~} ~ UC) i C , S~ i ; x, ~ - , iT - - M, #9t'° A l ~ j hl ,g R - r 1 I i, ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ( \ ~i ~~~~~4e I. 9y k ~ 'f i r\`4"' _ 63 . \ I ~ I