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Home My WebLink AboutPermit M19-0158 - SHASTA BEVERAGE / CONDENSING UNITSHASTA BEVERAGE, INC - CONDENSING UNIT 1227 ANDOVER PARK E FINALED 0412612022 M19=0158 City of Tukwila Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.eov MECHANICAL PERMIT Parcel No: 3523049072 Permit Number: M19-015E Address: 1227 ANDOVER PARK E Issue Date: 10/7/2019 Permit Expires On: 4/4/2020 Project Name: SHASTA BEVERAGE, INC - CONDENSING UNIT Owner: Name: NATIONAL BEVERAGE CORP Address: 8100 SW 10TH ST STE 4000, PLANTATION, WA, 33324 Contact Person: Name: DAVID KEHLE Phone: (206) 433-8997 Address: 1916 BONAIR DR SW, SEATTLE, WA, 98116 Contractor: Name: OWNER AFFIDAVIT- NICHOLAS Phone: H EATO N Address: , License No: Expiration Date: Lender: Name: Address: DESCRIPTION OF WORK: INSTALL NEW CONDENSING UNIT WITH EXTERIOR STEEL PLATFORM AND NEW REINFORCED CONCRETE FOOTING, SLAB. Valuation of Work: $65,000.00 Fees Collected: $1,063.88 Type of Work: REPLACEMENT Electrical Service Provided by: PUGET SOUND ENERGY Fuel type: ELECT Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: 2015 National Electrical Code: 2017 International Residential Code Edition: 2015 WA Cities Electrical Code: 2017 International Mechanical Code Edition: 2015 WAC 296-466: 2017 Uniform Plumbing Code Edition: 2015 WA State Energy Code: 2015 International Fuel Gas Code: 2015 Permit Center Authorized Signatu��il�x�Lc/(il a,�/%�l) Date:_ D- 7 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: '—"""� Date: `1� `\ Print Name: t� L-'L This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 2: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 3: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 6: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 7: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 8: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will) be determined by the building inspector based on satisfactory completion of this requirement. 11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 13: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 14: VALIDITY OF PERMIT: The issuance or granting of a permit: shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 15: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 16: Manufacturers installation instructions shall be available on the job site at the time of inspection. 17: This permit is for Condenser unit, steel frame, foundation only. This permit does not include any piping, electrical, or other related equipment. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 1400 FIRE FINAL 1800 MECHANICAL FINAL 0701 ROUGH -IN MECHANICAL CITY OF TUKWILA Community Development Department Permit Center k • 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hqQ//www.Tukwi]aWA.gov Mechanical Permit No. ry)' 9 - © (SO Project No. n Date Application Accepted: t q ' 1 CA Date Application Expires: �J' I G-2-0 use MECHANICAL PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "please print" SITE LOCATION King Co Assessor's Tax No.: 352304-9072 Site Address: 1227 Andover Park East _ Suite Number: Floor: 1 Tenant Name: Shasta Beverage Inc Condensing Unit New Tenant„ ❑ .....Yes ®..No PROPERTY OWNER Name: Shasta Beverage Inc Address: 1227 Andover Park East City: Tukwila State: WA zip: 98188 CONTACT PERSON — person receiving all project communication Name: David Kehle Address: 1916 Bonair Dr SW City: Seattle State: WA Zip: 98116 Phone: 206-433-8997 Fax: Email: dkehie@dkehlearch.com Valuation of project (contractor's bid price): $ 65,000 Describe the scope of work in detail: MECHANICAL CONTRACTOR INFORMATION Company Name: tbd Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: Install new condensing unit with exterior steel platform and new reinforced concrete footings, slab. Use: Residential: New .......... ❑ Replacement ........ ❑ Commercial: New .......... LZ Replacement ........ m Fuel Type: Electric..... ❑ Gas ....... ❑ Other:_ 14:\ApplicationsTorms-Applications On Line\2016 Applications\Mechanical Permit Application Revised I-4-16.docx Revised: January 2016 Page 1 of 2 bh Indicate type of mechanical work being installed and the quantity below: Unit Type Qty Furnace <100k btu Furnace >100k btu Floor furnace Suspended/wall/floor mounted heater Appliance vent Repair or addition to heat/refrig/cooling system Air handling unit <I0,000 cfin Unit Type Qty Air handling unit >I0,000 cfm Evaporator cooler Ventilation fan connected to single duct Ventilation system Hood and duct Incinerator — domestic Incinerator — comm/industrial Unit Type Qty Fire damper Diffuser Thermostat Wood/gas stove Emergency enerator Other mechanical equipment 1 Boiler/Compressor Qty 0-3 hp/100,000 btu 3-15 h /500,000 btu 15-30 hp/1,000,000 btu 30-50 hp/1,750,000 btu 50+ h /1,750,000 btu Noise: Mechanical units need to be in compliance with the Tukwila Noise Code. Maximum permissible sound levels are based on from where the sound is created and where the sound is heard. Additionally, if sound can be heard from within a house at night in a residential zone it may not be allowed. For more details, see TMC 8.22 District of Sound Producing Source District of Receiving Property Residential, Daytime* Residential, Nighttime Commercial Industrial Residential 55 dB(A) 45 dB(A) 57 dB(A) 60 dB(A) Commercial 57 dB(A) 47 dB(A) 60 dB(A) 65 dB(A) Industrial 60 dB(A) 50 dB(A) 65 dB(A) 70 dB(A) *Daytime means 7AM-I0PM, Monday through Friday and 8AM-IOPM, Saturday, Sunday and State -recognized holidays. A few sounds are exempt from the noise code, including: Warning devices; Construction and property maintenance during the daytime hours (lam-1 Opm); Testing of backup generators during the day. PERMIT APPLICATION NOTES - I Value of construction — in all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may grant one extension of time for additional periods not to exceed 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Date: 09/10/2019 Print Name: David Kehle Day Telephone: 206-433-8997 Mailing Address: 1916 Bonair Dr SW Seattle WA 98116 City State Zip HAApplicationsTo=-Applications On Line\2016 ApplicationsWechanical Permit Application Revised 1-4-16.docx Revised: January 2016 Page 2 of 2 bh CI DESCRIPTIONS PermitTRAK •.! $4,007.04 D19-0294 Address: 1227 ANDOVER PARK E Apn: 3523049072 $3,152.68 DEVELOPMENT $3,003.74 PERMIT FEE R000.322.100.00.00 0.00 $1,489.37 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 PERMIT FEE R000.322.100.00.00 0.00 $1,489.37 TECHNOLOGY FEE $148.94 TECHNOLOGY FEE R000.322.900.04.00 0.00 $148.94 M19-0158 Address: 1227 ANDOVER PARK E Apn: 3523049072 $854.36 MECHANICAL ' $813.68 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $780.53 TECHNOLOGY FEE $40.68 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18766 11000.322.900.04.00 0.00 $40.68 $4,007.04 Date Paid: Monday, October 07, 2019 Paid By: SHASTA BEVERAGES, INC Pay Method: CHECK 605837 Printed: Monday, October 07, 2019 2:39 PM 1 of 1 SYSTEMS DESCRIPTIONS PermitTRAK PAID $209.52 M19-0158 Address: 1227 ANDOVER PARK E Apn: 3523049072 $209.52 Credit Card Fee $6.10 Credit Card Fee R000.369.908.00.00 0.00 $6.10 MECHANICAL $203.42 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R18617 R000.322.102.00.00 0.00 $203.42 $209.52 Date Paid: Thursday, September 19, 2019 Paid By: WILLIAM JOHNSON Pay Method: CREDIT CARD 03560B Printed: Thursday, September 19, 2019 11:41 AM 1 of 1 . _�w SYSTEMS REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2020 City of Tukwila BUILDING DIVISION KHS Pipe Support Tukwila, WA Amendment to Structural Calculations Q c o �Gc 38546 � �SSIONAL t�G REVISIO 02-06-2020 REVISIONNO, 1Tff 16015th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 CITZ'ROF TUKWILA KPFF Project No. 20000813; 1800777 Date 02/05/2020 AUG 12 20m PERMIT CENTER pq [I — 0 (sw T PIPE HANGER SPACING & WEIGHT CHART Phone: 920-921-0821 Toll Free: 1-800-236-1458 Fax: 920-921-5409 Web: www.guenthersupply.com Nominal Pipe Size Pipe O.D. SCHEDULE 1 STEEL Wall Thickness Weight of Pipe PIPE DATA Weight of Pipe Filled with Water Suggested Maximum Span" Recommended Hanger Rod Sizes In. In. In. Lbs Ft. Lbs.Ft. Ft. Sizes 3/8" 0.675 0.091 0.6 0.7 7 3/8"-16 1/2" 0.84 0.109 0.8 0.9 7 3/8"-16 3/4" 1.05 0.113 1.1 1.3 7 3/8"-16 V. 1.315 0.133 1.7 2.1 7 3/8"-16 11/4" 1.66 0.14 2.3 2.9 7 3/8"-16 11/2" 1.9 0.145 2.7 3.6 9 3/8"-16 2" 2.375 0.154 3.6 5 10 3/8"-16 21/2" 2.875 0.203 5.8 7.9 11 1/2"-13 3" 3.5 0.216 7.6 10.8 12 1/2"-13 31/2" 4 0.226 9.1 13.4 13 1/2"-13 4" 4.5 0.237 10.8 16.3 14 5/8"-11 5" 5.563 0.258 14.6 23.2 16 5/8"-11 6" 6.625 0.28 19 31.5 17 3/4"-10 8" 8.625 0.322 28.5 50.1 19 3/4"-10 10" 10.75 0.365 40.5 74.6 22 7/8"-9 12" 12.75 0.406 51.1 102.1 23 7/8"-9 14" 14 0.437 63 121.5 25 1"-8 16" 16 0.5 83 159.5 27 1"-8 18" 18 0.563 105 202.2 28 1%8 20" 20 0.593 1 123 243.4 30 11/4"-7 24" 24 0.687 171 345.2 32 11/4"-7 Nominal Pipe Size Pipe O.D. SCHEDULE 1 STEEL PIPE DATA Wall Weight of Pipe Thickness Weight of Pipe Filled with Water Suggested Maximum Span* Recommended Hanger Rod Sizes In. In. In. Lbs Ft. Lbs.Ft. Ft. Sizes 3/8" 0.675 0.126 0.7 0.8 7 3/8"-16 1/2" 0.84 0.147 1.1 1.2 7 3/8"-16 3/4" 1.05 0.154 1.5 1.7 7 3/8"-16 1" 1.315 0.179 2.2 2.5 7 3/8"-16 11/4" 1.66 0.191 3 3.5 7 3/8"-16 11/2"' 1.9 0.2 3.6 4.3 9 3/8"-16 2" 2.375 0.218 5 6.3 10 3/8"-16 21/2" 2.875 0.276 7.6 9.4 11 1/2"-13 3" 3.5 0.3 10.2 13 12 1/2"-13 31/2" 4 0.318 12.5 16.3 13 1/2"-13 4" 4.5 0.337 15 20 14 5/8"-11 5" 5.563 0.375 20.8 28.7 16 5/8"-11 6" 6.625 0.432 28.6 39.9 17 3/4"-10 8" 8.625 0.5 43.4 63.1 19 3/4"-10 10" 10.75 0.593 64.4 95.5 22 7/8"-9 12" 12.75 0.687 88.6 132.6 23 7/8"-9 14" 14 0.75 107 158.2 25 1"-8 16" 16 0.843 137 206.7 27 1"-8 18" 18 0.937 171 259.5 28 1"-8 20" 20 1 1.031 1 209 318.4 30 11/4"-7 24" 24 1 1.218 1 297 455.2 32 11/4"-7 Based on Mss Table 3 & 4 Based on ASTM A53-86 * Many codes require pipe hangers to be spaced every 10 ft. regardless of 1 Cubic Ft. of water weighs 62.41 lbs. size. Check local codes. 1 gallon (U.S.) weighs 8.335 lbs. Spacing and capacities are based on water filled pipe. Closer hanger spacing may be required where additional valves and fittings increase the load. r 4 L 0- t 4� � L E Ft C� t.a i= FR .fi ro ems'? o`. UNISTRU f11 BEAM LOADING - P1000 Max Dell. at Allowable Uniform Uniform Loading at Deflection Span Uniform Load Load Span/100 Span/240 Span/360 In Lbs In Lbs Lbs Lbs 24 1,690 0.06 1,690 1,690 1,690 36 �48� 1,130 0.13 1,130 1,130 900 850 0.22 850 760 510 50 680 0.35 650 _490 320 72 560 0.50 450 340 220 84 490 0.68 330 250 170 96 420 0.89 250 190 130 108 380 1.13 200 i160 150 100 - 120 340 1A0 120 80 144 280 2.01 110 80 60 168 240 2.74 80 60 40 197 210 3.57 60 50 NR 216 190 4.52 50 40 NR 240 170 5.58 40 NR NR COLUMN LOADING - P1000 Maximum Unbraced. Allowable Load Maximum Column Load t Height at Slot Face K = 0.65 K = 0.80 K -1.0 K =1.2 In Lbs Lbs Lbs Lbs Lbs 24 3,450 10,750 9,900 8,770 7,730 36 3,050 8,910 7,730 6,370 5,280 48 2,660 7,250 5,980 4,660 3,770 60 2,290 5,890 4,660 3,600 2,940 72 2,000 4,800 3370 2,940 2,380 84 1,760 4,010 3,170 2,460 1,970 96 1,570 3,450 2,730 2,090 1,650 108 1,410 3,020 2,380 1,800 ' Q 120 1,270 2,680 2,090 •' ELEMENTS OF SECTION P1000/P1001 Parameter P1000 P1091 - Area of Section 0.556 In' 1.112 In' Axis 1-1 Moment of Inertia (1) 0,185 in, 0,930 In` Section Modulus (S) 0,202 In' 0.572 In' Radius of Gyration (r) 0.577 in 0.915 In Axis 2-2 Moment of Inertia (1) 0.236 in" 0.472 In' Section Modulus (S) 0.290 In' 0.580 Ina Radius of Gyration (r) 0.651 In 0,651 In BEAM LOADING _ P1001 Max Defl, at Allowable Uniform Uniform Loading at Deflection Span Uniform Load Load Span/100 Span/240 Spa060 In Lbs In Lbs Lbs Lbs 24 3,130' 0.03 3,130 ' 3,130 ` 3,130 36 3,130 ' 0.07 3,130 " 3,130 ' 3,130 48 2,400 0.13 2,400 2,400 2,400 60 1,920 0.20 1,920 1,920 1,630 72 1,600 0.28 1,600 1,600 1,130 84 1,370 0,39 1,370 1,240 830 96 1,200 0,50 1,200 950 640 108 1.070 0.64 1,000 750 500 120 960 0.79 810 610 410 144 800 1.13 560 420 280 168 690 1.54 410 310 210 192 600 2.01 320 240 160 216 53G 2.55 250 190 130 240 480 3.15 200 150 100 COLUMN LOADING - P1001 Maximum Unbraced Allowable Load Maximula Column Load An ied aE C G- Height at Slot Face K = 0.65 K = 0.80 K =1.0 K =1.2 In Lbs Lbs Lbs Lbs Lbs 24 6,430 25,060 24,620 23,900 23,050 36 6,230 24,000 23,050 21,570 19,890 48 5,950 22,590 21,030 18,690 16,170 60 5,620 20,890 18,690 15,540 12,400 72 5,240 18,990 16,170 12,400 8,960 84 _ 4,830 16,970 13,640 9,470 6,580 96 4,390 14,900 11,200 7,250 _ 5,040 108 3,930 12,860 8,960 5,730 3,980 120 3,510 %910 7,250 4,640 "• Notes: * Load limited by spot weld shear_ .. NL! > 200 NR = Not Recommended, 1. Above loads include the weight of the member. This weight must be deducted to arrive at the net allowable bad the beam will support. 2. Long span beams should be supported in such a manner as to prevent rotation and twist. 3. Allowable uniformly distributed loads are listed for various simple spans, that is, a beam on two supports. If load Is concentrated at the center of the span, multiply toad from the table by 0.6 and corresponding deflection by 0.8. 4. See page 61 for lateral bracing reduction charts. 5. For Pierced Channel, Beam Load Values in the tables are multiplied by the following factor: "©S" Series 70% "T" Series 85% "KO" series 95% "tt3" Series 90% "SL" Series- 85% "HS" Series 90% UNISTRUT P5000 & P5001 Channels Pierced channels are found on pages 60 and 61. P5000 s 413 1h.'tf100 Ft; 305 Lbs (454 kg(100 m) 1 .. Allowable moment 15,790 In-Lbs (1,780 Nam) 3�" j�/a-� 3 " 4.5 Z2.2 4.5 12 Gauge Nominal ThUtiess .105' (2,7mm) °fay 1.750• 3 114' 41 1.500" P5001 Wt/100 Ft: 610 Lbs (908 kg1100 m) 4_, r`z" 1 G5.1 1 i i 2 Allowable Moment 33,910 In-Lbs (3,830 Nam) 12 Gauge iNominal Th ckness .105" (2.7mm) P5000 HS P5000 KO WU100 Ft. 300 Lbs (446 k91100 m) WWOO Ft. 305 Lbs (454 kg1100 m). s./1s" (14.3) Dia. Holes 7h" (22,2) Knockouts :OW 1 W (47.6) on Center 6" (152.4) on Center P5000 SL P5000 T WV100 Ft: 300 Lbs (446 kg1100 m) %Vt/100 Ft: 300 Lb:, (446 kgIl00 m) Slots are 3' (76.2) x t3V (10,3) 4' (101.6) on Center Channel Nuts (Refer to Hardware Section for Details) Slats are 1'A" (28.6) x Via" (14.3)4 E`" (5I ) on center 0(226.2) 9 3r1a' (30.2) P1006T1420 dMOSL P1012 P1008T IM P1023 P1010T P1024 Channel Finishes: PL, CR, HG, PG; Standard Lengths: 10' & 20' 1'/a" framing System eft P3006-0832 P3016.0632 P3006-1024 P3016.0832 P3006-1420 P3016-1024 P3007 P3016-1420 P3008 P3009 P3010 i° cs W G c� czu, m v 4 V � ['7 5 a l0 eg •L C 0 6i V m r• y rM r EE CU,E r EE EE M mE cy -a VI AZ! 0 cF c Ey 4 U }' CU 'ey •o n �- U- '_ ?E 4u L 4� ro Y C, C= c3+E ;; y 43 G to Y ca eP7 r_ E e fi =ate EE ;6 W v 'a a� UN I STR T BEAM LOADING - P5000 Max -deli.. at Allowable Uniform Uniform Loading at Deflection Span Uniform Load Load Span/180 Span/240 Span/360 In Lbs In Lbs Lbs Lbs 24 5,260 0.03 5,260 5,260 5,260 36 3,510 0.07 3,510 3,510 3,510 48 2,630 0.12 2,630 2,630 2,630 60 2,110 0,18 2,110 2,110 1,920 72 1,750 0.26 1,750 1,750 1,330 84 1,500 0.36 1,500 1,470 980 96 1,320 0.47 1,320 1,130 750 108 1,170 0.59 1,170 890 590 120 1;050 0.73 960 720 480 144 880 1.05 670 500 330 168 750 1.43 490 370 250 192 660 1.87 380 280 190 216 580 2,37 300 220 150 240 530 2.92 240 180 120 COLUMN LOADING - P5000 Maximum Unbraced Allowable Load Maximum Column Load Applied at C.G Height at Slot Face K = 0.65 'K = 0.86 K =1.0 K =1.2 In Lbs Lbs Lbs Lbs Lbs 24 4,430 13,050 12,000 11,180 9,590 36 4,030 11,380 9,590 7,390 5,560 48 3,400 8,830 6,730 4,700 3,560 60 2.780 6,5800 4,700 3,360 2,620 72 2,330 4,890 3,560 2,620 2,090 84 2,010 3,860 2;870 2,160 1,750 96 1,770 3,180 2,410 1,850 1,510 108 1,590 2,710 2,090 1,620 1,330 120 1,440 2,370 1,850 1,450 ELEMENTS OF SECTION P5000IP5001 - Parameter P5000 P5001 Area of Section 0.897 In' 1.794 In' Axis 1-1 Moment of Inertia (1) 1.099 In' 5.578 In' Section Modulus (S) 0,628 In' 1.716 Ina Radius of Gyration (r) 1.107 In 1,864 In Axis 2-2 Moment of Inertia (1) 0.359 In' 0.719 In' Section Modulus (S) 0.442 In' 0.884 Ina Radius of Gyration (r) 0.695 In 0.695 In BEAM LOADING - P5001 Max 0e11. a1 Allowable Uniform Uniform Loading at Deflection Span Uniform Load Load Span/180 Spatt/240 Span/360 In Lbs In Lbs labs Lbs 24 6,170- 0.01 6,170- 6,170- 6,170' 36 6,170 " 0.03 6,170' 6,170 6,170' 48 5,650 0.05 5,650 5,650 5,650 60 4,520 0.08 4,520 4,520 4,520 72 3,770 0.11 3,770 3,770 3,770 84 3,230 0.15 3,230 3,230 3,230 96 2,830 0.20 2,830 2,830 2,830 108 2,510 0.25 2,510 2,510 2,510 120 2,260 0.31 2,260 2,260 2,260 144 1,880 0.45 1,880 1,880 1.690 168 1,610 0.61 1,610 1,610 1,240 192 1,410 0:79 1,410 1,410 950 216 1,260 1.00 1,260 1,130 750 240 1130 1.24 1,130 910 610 COLUMN LOADING -- P5001 Maximum - -- Unbraced Allowable Load Maximnfn Column Load Applied , Height at Slot Face K = 0.65 K = 0..110 K =1,0 K =1.2 In Lbs Lbs Lbs Lbs Lbs 24 8,360 30,190 29,820 29,220 28,500 36 8,230 29,300 28,500 27,220 25,740 48 8,050 28,100 26,750 24,660 22,320 60 7.810 26,630 24,660 23,090 19,770 72 7,530 24,930 22,320 19,770 15,800 84 7,340 23,070 21,110 16,450 12,100 96 6,950 22,440 18,430 13,300 9,260 108 6,510 20,270 15,800 10,540 7,320 120 6,010 18,100 13,300 8,540 Motes: ` Load limited by spot weld shear. ' IX > 200 1. Above loads include the weight of the member. This weight must be deducted to arrive at the net allowable load the beam will support. 2. Long span beams should be supported in such a manner as to prevent rotation and twist. 3. Allowable uniformly distributed loads are listed for various simple spans, that is, a beam on two supports. If load is concentrated at the center of the span, multiply load from the table by 0.5 and corresponding deflection by 0.8. 4. See page 61 for lateral bracing reduction charts. 5. For Pierced Clhannal, Beam Load Values in the tables are multiplied by the following factor: 'T" Series_ 85% "KO" Series .. 95% "SL" Series...85% "H5" Series.. 90% UN ISTRUTp AftWW & atkore AW- BUILD SOMETHING GREAT ABOUT PRODUCTS `" .......................... . • . r &-,F-2-234'-'-'- -j Pm 2 2 3 3, Home / Products / 1-5/8" Metal Framing / Brackets & Braces / P2233 & P2234 New Product Portal 1 5/8" Metal Framing P2233 & P2234 -18" - 24" Bracket (slat up) (1-5/8" Series) W- - RESOURCES `" PROJECTS Search 1 1/4" Metal Framing + 13/16" Metal Framing + Fiberglass System + Concrete Inserts + Seismic Bracing + Telestrut® System + Rooftop Products and Grating + Prime Angle Prefabrication and Customization P2233 HG 4.622 P2233 G R 4.36 P2233 SS 4.36 P2234 HG 5.682 P2234 G R 5.36 P2234 SS 5.36 P2234 AL 2.14 DESIGN LOADS Part `'A" WWtr100 PCs Vertical Channel Uniform Design Load Number In (mm) Lbs (kg) Part No. Gauge Lbs (kN) i'1000 12 600 13 436 P1100 14 450 4` ;_ f97 .8 P2000 16 300 P 10t10 12 450 (2_ 0(!) 24 536 -=2 + 2Y ? P1100 14 330 (1.4T, P2000 16 220 (98) GENERAL SPECIFICATIONS MATERIALS & FINISHES Notes: 1. Design loads only apply to Unistrut brand products. Look for "UNISTRUT" on the part. 2. Safety factor = 2.5 based on the ultimate strength of the connection. Related Resources Videos • Unistrut Installation Demonstration Technical Documents 9 CSI MasterSpec (05430). Project K5UPe- f+i 5 N l r sheet no. 1q)ff location date d Zl o (, / 20 Gient jots no. 16015th Avenue, Suite 1600 Seattle, WA 98101 (2061622-5822 t-I_ Co 1 V-7 N F R A )-1 L 5f--t5M tC. ;0,w95 o'r /9; to 6' 0 e 13" o C la7 : (axle >o�Y13')- L6 .� GTr, .-.a 1.3, 3 = o, 4 �2,Syo, 9 8y 988) (1 + 2 �» 12 FF 4,s _ 3,6 7 3 t-6 4; 3, `j'k r Irc� 0,0333 18xl2 2 I {. 0,07 1$K12 2 5.�ox S,64 l.a� 14, = 0,9 (14, lx5.10 "-.8, -'� = 5, �� "�' > 3,? ett �Oa71�G -711 6938 r September 17. 2019 REVIEWED FOR CODE COMPLIANCE APPROVED QUANTUM SEP 27 2019 CUNSULIING ENGINEE0.5 City Of Tukwila STRUCTURAL CALCULATIONS BUILDING DIVISION (Permit Submittal) SHASTA — TUKWILA CONDENSOR PLATFORM Tukwila, WA RE EIVE CITY 0 TU WILA Quantum Job Number: 18797.02 Prepared for: KHS USA INC. 880 Bahcall Court Waukesha, WI 53186 Prepared by. - QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle„ WA 98101 TEL 206.957.3900 FAX 206.957.3901 SEP 2019 v71T CE ER �tCEIVED +i Y OF TUKWILA SEP 19 2Q19 'ERMIT CENTER n 0'. ()%So michael quinn & associates, p.c. consulting engineers 6767 peachtree industrial boulevard suite p norcross, georgic 30092 770-452-0744 SF.IS(AA I C. Shy 5VS - O q-12, S91 - 0,50- job PNs - (U P- w f LA &-v 1 sheet no. of calculated by GG`� date ' 2 project no. scale F = I'S .L 1.0 C5 = a4?2 j1°5 - ©,r,+8 CaM1i a N� (1.0 4- o, /f 59j) V6,d 4- 03 (13) G?� i ' t (22,��,I�j h 11.44-:.�-1. Ik 443,2I k � 11/16/2018 Design Maps Summary Report ONE I rISGS Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.46260N, 122.25597°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III 9AJE Burie Vashil, SEA TACOMA AP Des Moinl USGS—Provided Output ,;Cent Maple Valley, SS = 1.458 g S,s = 1.458 g Sos = 0.972 g S, = 0.544 g SM, = 0.816 g So, = 0.544 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 NEHRP" building code reference document. CEIt ResponseSpledrum I l•S 1 •, 1 iS I.J I IJIS CL 4� II,Ti I ll.l ,I ill I, IS I ll.l I I,.I n,�l n,yl npl nypl U•I L_l.l LJrI Il., iF61 21•I Acrr�, 'Ir {sari Des" RespcnseSpectruna IJu Il.l IJ}dl n 11 nln rA 91 1 l,yl 11 ill �` 11,E I I,UI 11J.1 I I,.I I,.�II rl,yl nitl II}yl IPl 1,1 14, Il.l 10. 2,., �1'M)d� � tSQ�Cl1 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.46260094893753&longitude=-122.255965088115... 1 /1 A Z X E Envelope Only Solution Quantum Consulting Engineers TVM 18797.01 — A 1 Tukwila Plant 4 /I Sept '16, 2019 at 1:16 PM Platfom R=1.5.r3d Company Quantum Consulting Engineers Sept 17, 2019 IIRISA Designer NM AM Job Number 18797.01 Checked By: ke Checked A NEh1ET5GHEK COMPANY Model Name Tukwila Plant Proiect Grid Lines I -hel C4...i 7 r4l C...4 7 rAl Cl..h V ff11 C...A V rAl C`L- 1 A 0 0 0 24 Yes 2 B 2.729 2.729 0 24 Yes 3 C 14.167 14.167 0 24 Yes 4 D 16.896 16.896 0 24 Yes 5 E 20.063 20.063 0 24 Yes 6 1 0 21 0 0 Yes 7 2 0 21 2.729 2.729 Yes 8 3 0 21 20.333 20.333 Yes 9 4 0 21 23.063 23.063 Yes Member Primary Data I h.1 I WM 1 Inint W WM Rnt.tc Certinn/Chino T. rl-in.. I 1 M1 N5 N15 COLUMN VBra.. None A500 Gr.B R.. Typical 2 M2 N7 N16 COLUMN VBra.. None A500 Gr.B R.. Typical 3 M3 N1 N17 _ COLUMN VBra.. None A500 Gr.B R.. T ical 4 M4 N3 N18 COLUMN VBra.. None A500 Gr.B R.. Typical _5 _ _ M5 _ N2 N4 BRACE BEAM Beam None A992 Typical 6 M6 N2 N9 _ BRACE BEAM Beam None A992 TVDical 7 M7 N4 N12A BRACE BEAM Beam _ None A992 T iccal 8 M8 N6 N8 BRACE BEAM Beam None A992 TvDical 9 M9 N11A N12 BEAM Beam _ None A992 TvDical 10 M10 N13 N14 BEAM Beam None A992 Typical 11 M11 N15 N16 BEAM Beam None A992 Typical 12 M12 N17 N18 _ BEAM Beam None A992 TvDical 13 M13 N9 N11 W12X16 Beam VBra.. __ None None A992 A500 Gr.B R.. TvDical T ical 14 M14 N20 N23 KNEE BRACE 15 M15 N22 N24 KNEE BRACE VBra.. None A500 Gr.B R.. Typical 16 M16 N19 N25 KNEE BRACE VBra.. None A500 Gr.B R.. TypiGal 17 M17 N19 N26 KNEE BRACE VBra.. None A500 Gr.B R.. Typical 18 M18 N21 N27 KNEE BRACE VBra.. None A500 Gr.B R.. TVDiCa 19 M19 N22 N28 KNEE BRACE VBra.. _ None A500 Gr.B R.. T ical 20 M20 N21 N29 KNEE BRACE VBra.. None A500 Gr.B R.. Typical 2.1 M21 N20 N30 KNEE BRACE VBra.. None _ A500 Gr.B R.. T ical Hot Rolled Steel Section Sets 1 -k-I Ok- T., rl..e. ti I :n1 RA..4...:..1 r1....:.... O A r:..nl I... n-Al .-;-AI 1 r:._A1 1 BRACE BEAM W12X40 Beam None A992 T ical 1 11.7 44.1 307 1 .906 2 BEAM W12X40 Beam None A992 Typical 11.7 44.1 307 1 .906 3 KNEE BRACE HSs6X4X6 VBrace None A500 Gr.... T ical 6.1 1 14.9 28.3 32.8 4 COLUMN HSS12X12.. VBrace None A500 Gr.... Typical 20.9 457 457 728 Member Distributed Loads (BLC 1 : DO Momhnr I h.1 rli-tinn Ctnrt M.nni}nrlcf4ffi Fnll RAC ihirlcrLIff G Qft I n fiv rft 011 Gn 4 I nrof;n W 011 1 M8 Y -.03 -.03 2 M 13 Y -.015 -.015 0 0 3 M6 Y -.015 -.015 0 0 4 M5 Y -.015 -.015 0 0 5 M7 Y -.015 -.015 0 0 6 M 10 Y -.015 -.015 0 0 7 M9 Y -.015 -.015 0 0 8 M 12 Y -.015 -.015 0 0 RISA-31D Version 17.0.4 [M:\AI Triplett\18797 Tukwila Plant\Calculations\Platform R=1.5.r3d] Page 1 Company Quantum Consulting Engineers Sept 17, 2019 IIIRI �� Designer NM Checked Job Number 18797.01 Checkeke d By: A NEMETSCHEK COMPANY Model Name Tukwila Plant Member Distributed Loads (BLC 1 : DL) (Continued) Member Label Direction Start Maonituderk/ft.... End Maanitudefk/ft-F.--- Start Lnrationrft-%1 Fnd 1 nratinnrft 0/1 9 M11 Y -.015 -.015 }� 0 0 10 Mil Y -.6 -.6 0 0 11 M12 Y -.6 -.6 0 0 12 M9 Y -.6 -.6 2.729 14.15 13 M10 Y -.6 -.6 2.729 14.15 14 M7 Y -.3 1 -.3 20.063 0 Member Distributed Loads (BLC 2: LL) Member Lahel Dirertinn Start Mannihidafk/ft Fnrl Mannifiidefk/ft F Start I nratinnrft 0/1 End I nratinnrft 0/1 1 M9 Y -.15 -.15 0 _ 0 0 0 2 M10 - - Y -.15 -.15 3 Mil Y -.15 -.15 _ 0 0 - 4 M12 Y _ -.15 -.15 0 0 5 M5 Y -.15 -.15 0 0 6 _ M7 Y -.15 -.15 0 0 7 _ M 13 Y -.15 _ -.15 0 0 8 _ M6 _- - Y Y -.15 -.3 _ -.15 -.3 _ 0 0 9 - - - M8 0 0 10 - M7 Y _ -.9 -.9 20.063 0 Member Distributed Loads (BLC 3: EQX) Member Label Direction Start Maanitudefk/ft---_ Fnd Maanitudefk/ft F Start I nratinnrft 0/ 1 Fnri 1 nratinnrft 0/ 1 1 M6 X - .01 - - - ---- - - .01 ------_--:_:.__ •- 0 -------. may,. 0 2 M13 X .01 .01 0 0 3 M 11 X .01 .01 0 0 4 M9 X .01 .01 0 0 5 M12 X .01 .01 0 0 6 M10 X .01 1 .01 0 0 7 M7 X .01 .01 0 0 8 M5 X .01 .01 0 0 9 M8 Mil X .02 .02 0 0 0___ 0 10 X .626 .626 11 M12 X .626 .626 0 0 12 M7 X .19 .19 20.063 0 13 Mill Y 2.35 2.35 0 4 14 M12 Y 2.35 2.35 0 4 15 M12 Y -2.35 -2.35 13.604 17.604 16 M 11 Y -2.35 -2.35 13.604 17.604 Member Distributed Loads (BLC 4: EQZ) Member Label Directinn Start Mannihidefk/ft - Fnd Mannitudefk/ft F Start I nr-atBnnrft 0/1 Fnd I nratinnrft 0/1 1 M8 Z .02 .02 0 0 2 - - - M6 M9 Z .01 .01 0 0 3 Z .01 .01 -- 0 - 0 4 Mil Z .01 .01 0 0 5 M12 Z .01 .01 0 0 6 M5 Z .01 .01 0 0 7 M7 Z .01 .01 0 0 8 M10 Z .01 .01 0 0 9 M 13 Z .01 .01 0 0 10 Mil Z .626 .626 0 0 11 M12 Z .626 .626 0 0 12 M7 Z .19 .19 20.063 0 13 M12 Y .811 .811 0 0 14 M 11 Y -.811 -.811 1 0 0 RISA-31D Version 17.0.4 [M:1AI Triplett\18797 Tukwila Plant\Calculations\Platform R=1-5_r3d] Page 2 Company Quantum Consulting Engineers Sept 17, 2019 IIRISA Designer : NM Checked AM ke Job Number 18797.01 Checked By: ANene scHEKcor.Pn v Model Name Tukwila Plant Load Combinations nccrrinti- Cn P zPCC R Fnr RI CFnr RI (` P., RI r`F.r RI f Fir RI r PG RI ('Forte RI ('9: . RI f`c. GI !`c-, MODMIRT. -©�=Mmmmm .----- ----- ©_®®----- mmmmmm ---.- �_®----- .-.-- ---.-mom .. _ • .©_m®®Mm®. .----- -.-.- ® : M©m mmmm OMMMM= m�Wm _ 'WEIIIIIIII11 IZIMMMMMM mm�m�=---- '® : • • -©_mMMMMMM M�=, ---.- N©M a MMMMM EMEMISE MOMM� ®OM IMIXE�M M • ®�� Envelope Member Section Deflections Strength Member Sec x [inl LC y� [inl LC _z finl L.0 x Rotate [...LC (n) Uy' Ratio LC (_L/z' Ratio LC No Data to Print ... Envelope RISC 14th(360-10): ASD Steel Code Checks hA>mhor Shinn L^nrrc Chorlr I n rftl I (Chmr I nrrftl r)ir I r Dnr/nm rO D,v/ r41 hAin.ndn... hA..,,I-m !`h r--- 1 M1 HSS12X12X8 .470 8.559 9 .094 14.167 10 526.7131575.689 205.669 205.6691... H1-1b 2 M2 HSS12X12X8 .486 8.559 9 .094 14.167 8 526.713 575.689 205.669 205.669 1••• H1-1b 3 M3 HSS12X12X8 .469 8.559 11 .079 14.167 10 526.713 575.689 205.669 205.669 1••• H1-1b 4 M4 HSS12X12X8 .482 8.559 11 .079 14.167 v 8 526.713 575.689 205.669 205.6691••• 111-1b 5 M5 W 12X40 .051 20.18 9 .028 2.883 7 86.545 350.299 41.916 122.3431 • •. H 1-1 b 6 M6 W12X40 .083 16.928 12 .039 16.928 7 114.358 350.299 41.916 142.2161••• H1-lb 7 M7 W 12X40 .200 16.817 14 .099 17.057 7 86.542 350.299 41.916 1136.1531... H 1-1 b 8 M8 W12X40 .204 20.18 13 .164 120.421 V 7 86.545 350.299 41.916 1142.216 1••• H1-1b 9 M9 W12X40 .202 14.256 12 .255 8.624 9 157.803 350.299 41.916 142.216 2••• H1-1b 10 M 10 W 12X40 .312 14.08 14 .277 8.624 v 9 157.803 350.299 41.916 142.216 2••• H 1-1 b 11 M11 W12X40 .685 8.802 9 .203 5.501 10 147.395 350.299 41.916 127.672 1••• 1-11-1b 12 M 12 WI 2X40 .686 8.802 11 .153 5.501 v 10 147.395 350.299 41.916 127.6331 ••• H 1-1 b 13 M13 W12X16 .355 11.531 15 .040 0 7 87.707 141.018 5.639 50.15 1 H1-1b 14 M14 HSS6X4X6 .255 2.998 10 .012 0 z 9 133.494 170.228 20.521 27.315 1... H1-la 15 M15 HSS6X4X6 .255 2.998 8 .012 0 z 11 133.493 170.228 20.521 27.315 1... H1-1a 16 M16 HSS6X4X6 .202 2.998 11 .005 0 z 10 133.494 170.228 20.521 27.315 1.- H1-la 17 M17 HSS6X4X6 .214 2.998 10 .012 0 z 11 133.494 170.228 20.521 27.315 1... H1-1a 18 M18 HSS6X4X6 .214 2.998 8 .012 0 z 11 133.493 170.228 20.521 27.315 1... H1-1a 19 M19 HSS6X4X6 .210 2.998 9 .011 0 z 10 133.494 170.228 20.521 12711r, 1... H1-1a RISA-31D Version 17.0.4 [MAAl Triplett\18797 Tukwila Plant\Calculations\Platform R=1.5.r3d] Page 3 Company Quantum Consulting Engineers Sept 17, 2019 IIRISA Designer : TChecked AM ke Job Number 1878797.01 Checked By:_ ANWLE SCHEKCOMPANV Model Name Tukwila Plant Envelope RISC 14th(360-10): ASD Steel Code Checks (Continued) Warnin_n Lo_g Message No Data to Print ... RISA-31D Version 17.0.4 [M:\AI Triplett\18797 Tukwila Plant\C<alculations\Platform R=1.8.r3d] Page 4 i Z X A 1 -- B 2 C D E Strip footing modeled at 17x12"x27" thick cones"�}� plates with compression only springs. Model is Max Node Reaction =1.65 k Allowable Brg. Pressure =1.33" 1.5 ksf (EQ C Allowable Brg. Pressure = 2.0 ksf > 1.65 k OK Reinforcing #5 @ 12' o.c. EQ T&B C = T = 0.31 in' (60 ksi) C=T=18.6k a =18.6 k / (0.85 (2.5 ksi) (12")) a =0.73k—> Used =23" t6Mn =18.6 k (23") / 12 t6Mn = 35.65 k-ft > Mu =12.8 k-ft OK t6Vn = 0.75 (2) (2500 psi)"' (17) (23") t6Vn = 20.7 k > Vu =13.4 k OK Envelope Only Solution Quantum Consulting Engineers TVM Tukwila Plant 18797.01 L— —--- 3 4 I Sept 16, 2019 at 1:17 PM j Platfomi R=1.5.r3d - www.hilti.us Company: QCE Page: Specifier: TVM Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: HIT-HY 200 + HAS B7 314 hef,a, = 9.000 in. (hef,limit - In.) ASTM A 193 Grade B7 ESR-3187 I M] 0� I Profis Anchor 2.7.3 -"h ran, His-e�x� 1 Shasta Tukwilla 9/16/2019 Issued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACI 318-08 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.760 in. Anchor plate: Ix x ly x t = 18.000 in. x 18.000 in. x 0.750 in.; (Recommended plate thickness: not calculated Profile: Square HSS (AISC); (L x W x T) = 12.000 in. x 12.000 in. x 0.375 in. Base material: cracked concrete, 2500, fc' = 2500 psi; h = 27.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [lb, in.lb] i Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilb AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt AG, Schaan 0 D A IV www.hilti.us Profis Anchor 2.7.3 Company: QCE Page: 2 Specifier: TVM Project: Shasta Tukwilla Address: Sub -Project I Pos. No.: Phone I Fax: Date: 9/16/2019 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PN / N [%] Status Tension Concrete Breakout Strength 27000 36097 75 / - OK Shear Concrete edge failure in direction y+ 20366 54577 - / 38 OK Loading PN Pv Utilization pN,v [%] Status Combined tension and shear loads 0.748 0.373 5/3 81 OK 3 Warnings • Please consider all details and hintstwarnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and Geared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results oir suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a. regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan CO n1>3E'C i ION) 1.� BEAM TO GoLyvv+tJ NO UPLIFT % RCAm To r-OL CONOCC=jatu LA TC9A L SHEAR TIZANSIFEQ GOLY P = 18.0 k —\3 SC 114',0 A2-AS BOLTS WHIN 4-9,60 ?K CAIScIA131.E 7-0 V ALLbw ; (a) b 1.9 K ; `a'?.$ Ic ? 18.0 k QOLTs OK . — VSC I��' CAP 14,7K � 11.4K "i — I i ) i I r I Q LS R KG_ D oCS N 13i (007 (?OL. (RL00( 'SP( AR ROCS Nn Cotr;Czr4L ey )N'5P6cT10N., -- VS C V ' F) L LCT NCJ.D A LL ARovNp \ "Z: L10-9,11 KI7h)(JW')(4) %1w = P8 Ic ? 18.0 k QUANTUM I CONSULTING ENGINEERS S HAs-r,j _ 1511 THIRD AVENUE project SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957.3901 www.quaritumce.com client Q/I4/14 )y?97()2 date project no. —rY designer sheet checked by �) KNEE' 69ACE CONNCCI)ION ► Z-01 pS Q ; 33.9 k Compression 25.7 k Tension Px = p, = 33.9 k tsrN y5� 24.0 k Compression 18.2 k Tension 3ry's� A3aS W.'r-S. mtN vBot, = )1.91c -VARLc '7-1) 1 �o �-� = 19.9 K 24.0 k 24.0 k (y) )1.9 K (9) 19.91( vc - 0.81 �- v0 ObLIS OK eaLl (3 RG. + 8L'0CX SNCIAR ba N01 QNi 201, eCR PRV)0U5 C.444 41. vSE V . Q5C llq" F )L-FT ALz ;\??nv►�Jp flw - a0l) 7 14 - K '- 24.0 k OK. - PRIrNG _ TJX7-(,q14)(J18.2 k, /ZJ (9•4a5%) Ks��---- k :: 0.4711, -5 %iE R QUANTUM I CONSULTING ENGINEERS SWi ETA �Ev ER 1511 THIRD AVENUE project SUITE 323 SEATTLE, WA 98101 — — TEL 206.957.3900 J N FAX 206.957.3901 www.uantumce.com client 110 . R W j (`l) ;4'IN vNJ .-L S o y( 4 _3 / I 1 /0 - ) g?QT d?- date project no. TV Yh designer sheet checked by "CLIPCONN-BOLT-WELD-13.xls" Program (treated By: Joel Berg, P.E. Based on a Program By: Alex Tomanovich, P.E. Version 1.4 AISC BEAM END CONNECTION (ASD) Using Clip Angles Field Bolted to Column Flange and Shop Welded to Beam Web Subjected to Shear and/or Axial Load Project Name: Shasta Beverages I Client: 1KHS INC Project No.: 118797.02 1 Prep. Bv: 1TVM I Date: 1 9/16/2019 Input Data: Beam and Column Data: tf=0.515 Beam Size = W12X40 d=11.9 Column Size = W12X40 Beam Yield Stress, Fyb = 50 ksi Column Yield Stress, Fyc = 50 ksi Face of Col. Flange g=3 to=0.25 Connection Loadings: ED=1.25 Beam End Reaction (Shear), R = 10.11 kips ffR= =3 Beam Axial Force, P = 17.94 kips Nr=3 �. .�. S �. 7.94 k Connection Data and Parameters: k Angle Leg (OSL) at Column, Lc = 3 in. Lc=3 Angle Leg at Beam Web, Lb = 3 1/2 in. s=0.5 Angle Leg Thickness, to = 1/4 in. Lb=3.5 Yield Stress of Angles, Fya = 36 ksi Fillet Weld Size, w = 3/16 in. General Nomenclature Diameter of Bolts, db = 3/4 in. ASTM Bolt Desig. (A325 or A490) = A325 tw=0.295 c=5 Bolt Type (N, X, or SC) = N tf=0.515 �� dc1=1.25 Faying Surface Class = N.A. Bolt Hole Type in Clip Angles = Standard Number of Bolts in Vert. Row, Nr = 3 d=11.9 Dist. from Top/Beam to Bolts, D1 = 3.0000 in. Bolt Vertical Spacing in Angles, S = 3.0000 in. Edge Distance for Angles, ED = 1.2500 in. 1, bf=8.01 dc2=1.25 Bolt Gage in Angle OSL's, g = 3.000 in. c=5 Beam Setback Distance, s = 0.5000 in. Beam and Cope Nomenclature Length of Flange Cope(s), c = 5.0000 in. Depth of Top Flange Cope, dc1 = 1.2500 in. Max. Shear Car)acitv of Connection: Depth of Bottom Flange Cope, dc2 = 1.2500 in. R(max) = 18.55 kips Col. Web Doubler Plate Thk., td = 0.0000 in. R = 10.11 kips Doubler Plate Yield Stress, Fyd =1 36 in. S.R. = 0.55 S.R. <= 1.0, O.K. Beam: Column: A = 11.70 A = 11.70 in.A2 d = 11.900 d = 11.900 in. tw = 0.295 tw = 0.295 in. bf = 8.010 bf = 8.010 in. tf = 0.515 tf = 0.515 in. k=1 1.020 k=1 1.020 in. 9/17/2019 MAN Triplett\18797 Tukwila Plant\Calculations\ Page 1 7:22 AM CLIPCONN-BOLT-WELD-13.xis of 5 "CLIPCONN-BOLT-WELD-13.xls" Program Created By: Joel Berg, P.E. Based on a Program By: Alex Tomanovich, P.E. Version 1.4 Bolt and Material Data: dhl = 13/16 in. dh1 = Nominal hole dimensions from Table J3.3 (in angles) dh2 = 13/16 in. dh2 = Nominal hole dimensions from Table J3.3 (in col. web) Ab = 0.4418 in.A2 Ab = Tt*dbA2/4 Fua = 58.0 ksi Fua = 58 for Fya = 36 (for angles) Fub = 65.0 ksi Fub = 65 for Fyb = 50 (for beam) Fuc =1 65.0 Iksi Fuc = 65 for Fyc = 50 (for column) Bolt Tension and Nb = Shear: (Note: eccentricity between C.L.'s of beam and connection is ignored) bolts Nb = 2*Nr (total number of bolts at support connection) 6 vb = 1.69 kips/bolt vb = R/Nb (actual shear/bolt) fv = 3.81 ksi fv = vb/Ab (actual bolt shear stress) p = N.A. Tb = N.A. kips Fnv = 48.00 ksi Fnv = Nominal shear stress for A325-N from AISC Table J3.2, page 16.1-104 Fnv' = 48.00 ksi Fnv' = Fnv (no reduction needed for comb. effects) Fv = 24.00 ksi Fv = Fnv' / 2 (allowable bolt shear stress) ks = N.A. ks = not applicable for N or X bolts Vb = 10.60 kips/bolt Vb = Ab*Fv (allowable shear/bolt) Rbv = 63.62 kips Rbv = Nb*Vb (allow. shear load) Rbv >= R, O.K. T = 2.99 kips/bolt T = P/Nb (actual tension/bolt) ft = 6.77 ksi ft = T/Ab (actual bolt tension stress) At = 0.3345 in.A2 At = TV4*(db - 0.9743/n)A2, where n is the numbers of threads per inch Fnt = 90.00 ksi Fnt = Nominal tension stress for A325 bolts from AISC Table J3.2, page 16.1-104 Fnt' = 90.00 ksi Fnt' = Fnt (no reduction needed for comb. effects Ft = 45.00 ksi Ft = Fnt' / 2 (allowable bolt tension stress) B = 19.88 kips/bolt B = Ft*Ab (allow. tension load) Rba = 119.28 kips Rba = Nb*B (allow. tension load) Rba >= P, O.K. Prying Action and Clip Angle Bending at OSL's: p = 2.7500 in. p = Min. of: S or S/2+ED (tributary angle length/bolt) b = 1.2275 in. b = (g-tw-ta)/2 b' = 0.8525 in. b' = b-db/2 a = 1.5344 in. a = minimum of: (bfc-g)/2 , (2*Lc+twb-g)/2 , or 1.25*b a' = 1.9094 in. a' = a+db/2 p = 0.4465 p = b'/a' d'= 0.8125 d'=dh1 b = 0.7045 5 = 1-d'/p (i = 12.652 R = (1/p)*(B/T-1) a' = 1.0000 If R >= 1: a' = 1, If R < 1: a' = lesser of 1.0 or ta(req'd) = 0.250 in. ta(req'd) = SQRT(6.6f5*T*b'/(p*Fua*(1+5*a'))) to >= ta(req'd), O.K. tc = 0.841 in. tc = SQRT(6.66*B*b'/(p*Fua)) a' = 10.1292 a' = 1/(5*(1+p))*((tc/ta)^2-1) Ra = 17.96 1 kips If a' >1: Ra = Nb*B*(ta/tc)^2*(1+b) , If a' < 0: Ra = Nb*B If 0 <= a' <= 1: Ra = Nb*B*(ta/tc)"2*(1+b*a') Ra >= P, O.K. 9/17/2019 M:\AI Triplett\18797 Tukwila Plant\Calculations\ Page 2 7:22 AM CLIPCONN-BOLT-WELD-13.xis of 5 "CLIPCONN-BOLT-WELD-13.xls" Program Created By: Joel Berg, P.E. Based on a Program By: Alex Tomanovich, P.E. Version 1.4 Clip Angles to Support (continued): Bolt Bearing Capacity of (2) Clip Angles at OSL's: C2 = N.A. in. Lce = 0.844 in. Lce = Clear distance between edge bolt hole and edge Lcs = 2.188 in. Lcs = Clear distance between bolt holes Rpe = 7.34 kips Rpe = (1/2)*min{ (1.2*Lce*ta*Fua), (2.4*db*ta*Fua) ) Rps = 13.05 kips Rps = (1/2)*min{ (1.2*Lcs*ta*Fua), (2.4*db*ta*Fua) } Rpv =1 66.88 kips Rpv = 2*{ Rpe+(Nb-1)*Rps } Rp >= R, O.K. Shear Yieldin Capaci of (2) Clip Angles at OSL's: Avg = 4.250 in."2 Avg = 2*((Nr-1)*S+(2"ED))*ta Rvg = 61.20 kips Rvg = (1/1.5)*0.60*Fya*Aug Rvg >= R, O.K. Shear Rupture Capacityof (2) Clip Angles at OSL's: Avn = 2.938 in."2 Avn = Avg-2*(N r*(d h 1 + 1 /1 6)*ta) Rvn = 51.11 kips Rvn = (1/2)*0.60*Fua*Avn Rvn >= R, O.K. Block Shear ("L-shaped") Capacity of (2) Clip Angles at OSL"s: Anv = 2.531 in.A2 Anv = 2* {(ED+(Nr-1)*S)-[(Nr-1)*(dh1+1/16)+(dh1+1/16)/2] }*ta Agv = 3.625 in.A2 Agv = 2*(ED+(Nr-1)*S))*ta Ant = 0.605 in.A2 Ant = 2*{ (2*Lc+tw-g)/2-(dh1+1/16)/2 }*ta Rbs = 56.70 kips Rbs = min(0.30*Fua*Anv+0.50*Fua*Ant, 0.30*Fya*Agv+0.50*Fua*Ant) Rbs >= R, O.K. :lip Angles to Beam Web: "C-shaped" Welding: (using AISC Table 8-8, pages 8-90 through 8-95) L = 8.50 in. L = (Nr-1)*S+2*ED (vertical height of "C-shaped" weld) kL = 3.00 in. kL = Lb-s (horizontal width of "C-shaped" weld) x = 0.073 x = "x" coefficient interpolated from AISC Table 8-8, pages 8-90 through 8-95) aL = 2.88 in. aL = Lb-(x*L) (eccentricity of shear reaction, R, to C.G. of weld) a = 0.34 a = (aL)/L k = 0.35 k = (kL)/L C1 = 1.00 C1 = 1.0 for E70XX electrode C = 3.32 C = "C" coefficient interpolated from AISC Table 8-8, pages 8-90 through 8-95) Pr = 20.59 kips Pr = SQRT(R"2+P"2) (total resultant load taken by:2 "C" welds) 8 = 60.60 deg. 8 = 90-(ATAN((R/2)/(P/2))) (angle from vertical) 8 (for Charts) = 60.00 0 (for Charts) = next lower angle increment to be used for AISC charts w(req'd) = 0.0456 in. (size) w(req'd) = ((Pr/2)/((C or Ca)*C1 *L))/16 (per weld) w(min) = 1/8 in. w(min) = Min. fillet weld size from AISC Table J2.4, page 5-67 Rwr = 84.76 kips Rwr = 2*016*(C or Ca)*C1*L (where: w = Min. of: w and w(max)) tmin = 0.286 in. tmin = 6.19*16*w / Fug tmin > twg? = No Is tmin > twb? If so, Rwr== Rwr* twb / tmin. If not, Rwr' = Rwr Rwr = 84.76 kips Rwr' = Rwr*twb/tmin Rwv = 41.61 kips Rwv = Rwr'* COS6 (vertical) Rwv >= R, O.K. Rwa = 73.84 kips Rwa = Rwr * SIN6 (axial) Rwa >= P, O.K. Shear Yieldin Capacity of (2) Clip Angles at Beam Web: Avg = 4.250 in.12 Avg = 2*((Nr-1)*S+(2*ED))*ta Rvg = 61.20 kips Rvg = (1/1.5)*0.60*Fya*Avg Weld(used) >= weld(req'd), OX Rvg >= R, O.K. 9/17/2019 M:\AI Triplett\18797 Tukwila Plant\Calculations\ Page 3 7:22 AM CLIPCONN-BOLT-WELD-13.xls of 5 "CLIPCONN-BOLT-WELD-13.xis" Program Created By: Joel Berg, P.E. Based on a Program Ely: Alex Tomanovich, P.E. Version 1.4 Shear Rupture Ca ad of (2) Clip Angles at Beam Web: Avn = 4.250 in.^2 Avn = Avg = 2*((Nr-1)*S+(2*ED))*ta Rvn = 82.88 kips Rvn = (1/2)*0.60*Fub*Avn Rvn >= R, O.K. Gross Tension Capacity of (2) Clip Angles at Beam Web: Atg = 4.250 in.^2 Atg = 2*((Nr-1)*S+(2*ED))*ta Rtg = 89.29 kips Rtg = (0.60*Fya*Atg)*(1-(R/Rvg)A2) Rtg >= P, O.K. (Ref.: "Combined Shear and Tension Stress" by: Subhash C. Goel, AISC Journal, 3rd Qtr.-1986) !earn Checks for Both Flanges Coped: Shear Yield' n Ca ad of Beam Web for Both Flanges Coped: ho = 9.400 in. ho = d-dc1-dc2 Avg = 2.773 in.A2 Avg = ho*tw Rvg = 55.46 kips Rvg = (1/1.5)*0.60*Cv*Fyb*Avg Rvg >= R, O.K. Shear Rupture Capacityof Beam Web for Both Flanges Coped: "Lhap Avn = 2.773 in.^2 Avn =Avg = ho*tw Rvn = 54.07 kips Rvn = (1/2)*0.60*Fub'"Avn Rvn >= R, O.K. Gross Tension Capacity of Beam for Both Flanges Coped: Atg = 2.773 Atg = ho*tw Rtg = 80.43 Rtg = (0.60*Fyb*Atg)"(1-(R/Rvg)"2) Rtg >= P, O.K. Block Shear ("L-shaped" Capacity of Beam Web for Both Flanges Coped: Agv = 2.655 in.^2 Agv = ((D1-dc1)+(Nr-1)*S+ED)*tW Ant = 0.885 in.^2 Ant = (Lb-s)*tw Rbs = 68.59 kips Rbs = 0.30*Fyb*Agv+0.50*Fub*Ant Agv = 0.885 in.^2 Agv = (Lb-s)*tw Ant = 2.655 in.^z At = ((D1-dc1)+(Nb-1)*S+ED)*tw Rto = 97.40 kips #REF! Rto >= P, O.K. Tension Tear -Out "U-shaped") Capacity of Beam Web for Both Flanges Coped: Agv = 1.770 in.^2 Agv = 2*(LB-s)*tw Ant = 2.508 in.^2 Ant = ((Nr-1)*S+2*ED)*tw Rto = 108.04 kips Rto = 0.30*Fyb*Agv+0.50*Fub*Ant Rto >= P, O.K. Web Buckling Flexural Rupture) Capacity for Both Flanges Coped: ho = 9.400 in. ho = d-dc1-dc2 e = 5.500 in. e = c+s yc = 4.700 in. yc = ho/2 In = 20.42 in.^4 In = tw*ho"3/12 Sn = 4.34 in.^3 Sn = In/(ho-yc) Fbc = 25.49 ksi Fbc = (1/2)*Fub Rwb = 20.14 kips Rwb = Fbc*Sn/e Rwb >= R, O.K. 9/17/2019 M:\AI Triplett\18797 Tukwila Plant:\Calculations\ Page 4 7:22 AM CLIPCONN-BOLT-WELD-13.xis of 5 "CLIPCONN-BOLT-WELD-13.xis" Program Created By: Joel Berg, P.E. Based on a Program By: Alex Tomanovich, P.E. Version 1.4 Beam Checks for Both Flanges Coped (continued): Web Buckling Flexural Local Buckling) Capacity for Both Flanges Coped: c/d = N.A. c/d = not applicable for double coped beam f = N.A. f = not applicable for double coped beam c/ho = N.A. c/ho = not applicable for double coped beam k = N.A. k = not applicable for double coped beam fd = 2.71 fd = 3.5 - 7.5*(dc1/d) lambda= N.A. lambda = (ho*sgrt(Fyl'o)) / { 10*tw*sgrt[475+280*(ho/c)^2] } Q = N.A. Q = 1 if lambda s 0.7, (1.34-0.486*lambda) if 0.7 < lambdas 1.41, 1.30/larribda^2 if lambda > 1.41 Fbc = 23.48 ksi Fbc = (1/1.67)*min{ [0.62*pi*29000*tw^2*fd] / (c*ho), Fy} Rwb = 18.55 kips Rwb = Fbc*Sn/e Rwb >= R, O.K. Prying Action and Column Flange Bending twc = 0.2950 in. twc = tw (web doubler plate is ignored for prying) p = 3.0000 in. p = S (for bolts in column flange) b = 1.3525 in. b = (g-tw)/2 b' = 0.9775 in. b' = b-db/2 a = 1.6475 in. a = minimum of: (bfc-g)/2 , (2*Lc+twb-g)/2 , or 1.25*b a' = 2.0225 in. a' = a+db/2 p = 0.4833 p = b7a' d' = 0.8125 in. d' = Nominal hole dimensions from Table J3.3 b = 0.7292 5 = 1-d'/p R = 11.688 R = (1/p)*(B/T-1) a' = 1.0000 If 0 >= 1: a' = 1, If R < 1: a' = lesser of 1.0 or (1/6)*(0/(1-[i)) tf(req'd) = 0.2403 in. tf(req'd) = SQRT(8*T*b'/(p*Fyc*(1+5*a'))) ff>= tf(req'd), O.K. tc = 0.8147 in. tc = SQRT(6.66*B*b'/(p*Fuc)) (to develop 'B' in bolts/no prying) a = 1.3891 a' = 1/(5*(1+p))*((tc/tf)"2-1) Ra = 82.42 kips If a' >1: Ra = Nb*B*(tf/tc)^2*(1+5) , If a' < 0: Ra = Nb*B If 0 <= a' <= 1: Ra = Nb*B*(tf/tc)^2*(1+8*a') Ra >= P, O.K. Bolt Bearing in Column Flange: Rpc =1 180.77 1kips Rpc = (1/2)*(2.4*db*tf*Fuc*Nb) Rpc >= R, O.K. Column Web Yfeldfn (Criteria is assumed for beam near column end per AISC Eqn. J10-3) twc = 0.2950 in. twc = tw (web doubler plate is ignored for prying) N = 6.000 in. Assume: N = (Nr-1)*S Rwy = 84.08 kips Rwy = (1/1.5)*Fyc*twc*(N+2.5*kc) Rwy >= P, O.K. Column Web Crip fin : (Criteria is for beam near column end per AISC E.qn. J10-5a) 0.2950 twc = in. twc = tw (web doubler plate is ignored for prying) N = 6.000 in. Assume: N = (Nr-1)*S Rwc = 45.85 kips Rwc =(1/2.0)*0.4*twc^2*(1+3*(N/d)*(twc/tfc)^1.5)*SQRT(E*Fyc*tfc/twc) Ra >= Rwc, OX Web Doubler Plate to Column Flange Welding: Ldw = N.A. in. Ldw = 2*((Nr-1)*S+2*E:D) fw = N.A. kips/in. fw = P/Ldw w = N.A. in. (size) w = fw/((SQRT(2)/2)*0.30*70) w(max) = N.A. in. (size) w(max) = 0.40*Fyd*td/((SQRT(2)/2)*0.30*70) 9/17/2019 M:\AI Triplett\18797 Tukwila Plant\Calculations\ Page 5 7:22 AM CLIPCONN-BOLT-WELD-13.xls of 5 City of Tukwila Department of Community Development 10/4/2021 DAVID KEHLE 1916 BONAIR DR SW SEATTLE, WA 98116 RE: Permit No. M19-0158 S1 ASTA BEVERAGE, INC - CONDENSING UNIT 1227 ANDOVER PARK E Dear Permit Holder: Allan Ekberg, Mayor Nora Gierloff, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/22/2021. Based on the above, you are hereby advised to: 1) Login to the City of Tukwila's Online Portal https:Htukw-egov.asp€yov.com/BP/index.html to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 11/22/2021, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Elisa Villegas Permit Technician File No: M19-0158 6300 Southcenter Boulevard Suite 9100 9 Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 P q- q L41 sk damide November 4, 2021 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn: Mr. Lee Sipe RE: Shasta Beverage Inc, 1227 Andover Park E Tukwila, WA 98118 Tenant Improvement Owner revision Stair Landing M19-0158 RECEIVED CITY CAE T';% ,1ILA PERMIT CENTER REVISION NO, 3: Dear Lee, This revised sheet S200 with Rev 1 dated 11-03-21 by Plump Eng., reflects a change to the landing pad that has been mis located. The detail revision is #3 for the reinforcing and thickness and Plan A has the sizing. Thanks for going out and inspecting and noting that it did not match the drawings. Michael will have that correct3ed to be built per this plan. Sincerely, David Kehle 1916 Bonair Drive S.W. Seattle, WA 98116 mlq--o'5? (206) 433-8997 fax (206) 246-8369 email: dkehle@dkehlearch.com July 28, 2020 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn: Mr. Lee Sipe RE: Shasta Beverage Inc, 1227 Andover Park E Tukwila, WA 98118 Tenant Improvement Exterior Process Piping footings- M 19-0158 Dear Mr. Sipe, CITYOFIUKWIVED t.A AUG 12 2070 pERMIT CENTER REVISION N0,1.: The owner has had to make changes_ to the structural foundation supports due to conflicts in the field with equipment. It does not change the piping just the foundations and supports. KPFF drawings are attached as well as two sets of calculations. believe these are adequate for permit submission and initial review. Sincerely, 'C'-D David Kehle so (206) 433-8997 1916 Bonair Drive S.W. fax (206) 246-8369 Seattle, WA 98116 email; dkehle@dkehlearch.com IW PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: Dig-o112 DATE: 11 09121 PROJECT NAME: Shasta - Condensin- Unit SITE ADDRESS: 1227 Andover Park E Original Plan Submittal _ Revision # before Permit Issued Response to Correction Letter # x Revision # 2 after Permit Issued DEPARTMENTS: Building Division Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: _ 11111/21 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: o1/o6/22 Approved ❑ Approved with Conditions ❑ Fire Fees Apply ❑ Corrections Required ❑ (corrections entered in Reviews) Notati REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 r PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M19-0158 DATE: 11109/21 1 PROJECT NAME: Shasta SITE ADDRESS: 1227 Andover Park E Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: Building Division a] Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 11/11/21 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: o1lo6/22 Approved ❑ Approved with Conditions Fire Fees Apply ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:_ 12/18/2013 PERWIT COORD COPI� PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M1 -01 8 DATE: 8112120 PROJECT NAME: SHASTA BEVERAGE, INC CONDENSING UNIT SITE ADDRESS: 1227 ANDOVER PARK E Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # _X_ Revision # i _ after Permit Issued DEPARTMENTS: %LS Aw c T`HPI2° AK MIA $-x-,7,m Building Division a Fire Prevention 8 Planning Division ❑ Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Structural ❑ Permit Coordinator to DATE: 811 20 Structural Review Required ❑ DATE: DUE DATE: Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: 1 o/8/20 Fire Fees Apply ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:_ 12/18/2013 PERMIT COORD COF( PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M19-0158 DATE: 09/19/2019 PROJECT NAME: SHASTA BEVERAGE, INC - CONDENSING UNIT SITE ADDRESS: 1227 ANDOVER PARK E X Original Plan Submittal _ Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: 140 km Mng Division Fire Prevention Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 09/24/19 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: DUE DATE: Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: 10/22/2019 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:_ 12/18/2013 PROJECT NAME: S} SITE ADDRESS: PERMIT NO: _ I, [q —D I ORIGINAL ISSUE DATE: REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS �wr Summary of Revision: LAJ Received by: REVISION N . DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS (/©al kO Summary of Revision: iveu) aki pgs- Received by: Co i t7 (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) G� City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431-3670 Fax: 206-431-3665 Web site: httn'//www ci tukwila.wa.us REVISION SUBMITTAL Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc Date: Plan Cheek/Permit Number: K l - RECEi . 1I ED ❑ Response to Incomplete Letter # CITY OF T U K W I LA ❑ Response to Correction Letter # Revision # � after Permit is Issued 2 ".. '. �.6 . ❑ Revision requested by a City Building Inspector or Plans Examiner PERMIT CENTER Project Name:1 Project Address: Contact Person tAV h9kl& Phone Number: Sheet Number(s): V LCA/ ---Z' PuY n•v� - �''` "` "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: — J-1 J Entered in Permits Plus on applications orms-applications on finerevision sulimitftl Created: 8-13-2004 Revised: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-431-3670 Fax: 206-431-3665 Web site: ho www ci.tukwila.wa.us REVISION SUBMITTAL Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, eta Date: �& Response to incomplete Letter # Plan Check/Permit Number: I "1'Y"l . d«0- CITYFC OF IUKW LA Response to Correction Letter # Revision # —J— after Permit is issued Revision requested by a City Building Inspector or Plans Examiner Project. Project Contact ry of Revision: Sheet Number(s): 2 N} 110 j' J 4-aa vy "Cloud" or highlight all areas of revisionIncluding date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on —L , _ o D on Created: 8-13-2004 Revised: pUG 12 '1U1►1 pERMIT CENTER ti CITY OF TUICVM A 2o6 Permit enter/Building Division 3670 Department of Community Development Public Works Department w o 63oo Southcenter Boulevard, Tukwila, WA 98188 2o6 433-0179 N / = Telephone: (2o6) 431-367o FAX (2o6) 431-3665 Planning Division 190i ' E-mail: tukplan(@ci.tukwila.wa.us 2o6 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: �0 I C/ 6 ,)-q(- STATE OF WASHINGTON) ) ss. COUNTY OF KING ) • —�. c �/--. :--- , states as follows: [please print name] i. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.16i through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. SN%\\\\Ntl{ I I II 4ACE Kti 11h VQ ','Ssio��' ' *0 r,��+ r� s y i i�1 ' o?�� y s _A 1+ S GQ L%C' Owner/Owner's Agent* Signed and sworn to before me this day of . ��=c , 20 c q% r4,1s �� J / N Y PUBL�ICCin and for the State of Washington Residing at `�l� �cj , County Name as commissioned: 2 _ <' My commission expires: -5- - 2 L) - 2-�-Z> I (3) #4 CONT. 're EEG 4 < I PER PLAN ------ — -------------- �FTG@ STAIR LANDING 1 3 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. 2. (E) - INDICATES EXISTING CONSTRUCTION. 3. (N) - INDICATES NEW CONSTRUCTION. CONTRACTORS NOTES An 1-4- F-3' 1 1/2" o 0 SECTION "A -A" E) z ELEVATION 5'-0" SQ. LANDING �-031ung 0 w Ee? ri 27" CONCRETE SLAB CC, w- , W 5 0 /#@12"EA.WAYT.&B. 0 OL. & BASE PLATE (OTHERS Ns b q 4D. PER PLAN 0 'd. 4"0 THR'D RODS W/ LTI 'HIT-HY200' EPDXY -C #3187) IECIAL INSP. REQ'D 7- EMBED) 2--2 3/8' 17-7 1/4!' 1 2'-2 3/8" 22'-0" ANCHORAGE DETAIL PLUMP CONSULTING 1 Dna= ENGINEERING IN ENGINEERS FiLE COPY Flull No. /q - 0 /-S,g —M P!an review aPPrOVS1 Is subpar to error am -arnismPs Approval of consttW;on (30cjawft W" STRUCTURAL, MECHANICAL, ELECTRICAL CIVIL, SURVEYING, ARCHITECTURAL 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.peica.com II 101 3uftf lZe 11"W V4013110n Of 30Y aftoted code or 3rtllnance Receipt of awrovea Flou Copt, arm contris,is o!�>ckncietaq w ,,) - i to L Lola/ C;9 f Tux' is BUILDING DIVISON ::::PROCON-It-. DEVEWPAWINT INC. 4522 Katella Ave. Los Alamitos, CA 90720 (714) 578-2300 z 0 of worm o"Mout Plot aporovaj of TUkWft &W&V DIV,SM NOTE: Rev wk requv* a n9w OW an.: < z 0 ry 0 LL, 00 00 OC) IL 0� < > < 0 0 ELEVATION B Q T< < '6 > V) LU (14 ZD Stamp: PR D A. WAS111 34218 % e 0/sTO, IONA L EEXP. 03/19/22 I ,uger Tan PROPERTY LINE 19 015 8 ��' I NORTH FOUNDATION PLAN A - 1 1/4"= 1'-C An 06 z CL z u 0 O Z < = > 0 LU LL- LLJ 0 heck,d by: GP 11/03/2 eart Number. 1902097 SHEETNUMBER z I S200 GENERAL NOTES DESIGN CRITERIA All design and construction shall conform to the requirements of the International Building Code (IBC), 2015 Edition, as amended by the city of Tukwila. SEISMIC LOADS Seismic loads are calculated in accordance with Chapter 13 of ASCE 7-10 with the following factors: Site Class D Ip = 1 Sds = 0.913 Rp =6 Sd1 = 0.534 ap = 2.5 CONCRETE Concrete work shall conform to all requirements of IBC Chapter 19. Concrete foundations and walls shall have a 28 day strength of fc = 4000 psi. Reinforcing steel shall conform to ASTM A 615, Grade 60. Bars in foundations cast against earth shall have 3" of cover. Top and Side bars shall have 2" of cover. Bar Size Lb Lbt #6 28" 3T #7 42" 54" Lb = Class B lap splice length, 1.3 Ld Lbt = Class B lap splice length for a top bar, 1.3 Ldt NONSHRINK GROUT Base plate grout shall be non -shrink type with minimum fc = 5000 psi. STRUCTURALSTEEL REFERENCE SPECIFICATIONS STRUCTURAL STEEL AISC 360 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS HIGH STRENGTH BOLTS RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS WELDING AWS D1.1, TYPICAL AWS D1.3 FOR STEEL DECK AND COLD -FORMED FRAMING AWS D1.8 FOR SUPPLEMENTAL SEISMIC PROVISIONS AWS PREQUALIFIED JOINT DETAILS WELDER CERTIFICATION AMERICAN WELDING SOCIETY (AWS) WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) STEEL MATERIALS WIDE FLANGE SHAPES (W AND WT) ASTM A 992 PLATES (PL), BARS ASTM A 36 TYPICAL, ASTM A 572 GRADE 50 WHERE NOTED STRUCTURAL BOLTS ASTM F 3125, GRADE A 325 ANCHOR RODS ASTM F 1554, GRADE 36 UNLESS NOTED OTHERWISE THREADED RODS ASTM A 36, UNLESS NOTED OTHERWISE WELDING ELECTRODES 70 KSI, LOW HYDROGEN, TYPICAL 60 KSI, MINIMUM, STEEL DECK AND COLD -FORMED FRAMING WELDING All welding shall be in conformance with aisc and aws standards, and shall be performed by AWS-WABO-certified welders. only welds that are prequalified, as defined by aws, or qualified by testing shall be used. Shop drawings shall show all welding with aws a2.4 symbols. welds shown on the drawings are minimum sizes. Increase weld size to aws minimum sizes based on thickness. Minimum weld size shall be 3/16-inch, unless noted otherwise. The welds shown are for the final connections. Field weld symbols are shown where field welds are required by the structural design. Where field weld is not indicated, the contractor is responsible for determining if a weld should be shop or field -welded in order to facilitate the structural steel erection. Welding of the seismic force -resisting system shall be executed in accordance with the provisions of aws d1.8 "structural welding code - seismic supplement". welds associated with the seismic force -resisting system are identified within these drawings as follows: NOTE WITHIN WELD TAIL D1.8 Indicates welds subject to requirements of D1.8 D1.8-DCW Inicates demand critical welds subject to additional specific requirements within D1.8 The lowest anticipated service temperature is 50 degrees fahrenheit for determination of required charpy v-notch toughness level. INSPECTION Special Inspection per IBC Chapter 17 shall be performed by an approved testing agency. All prepared soil -bearing surfaces shall be inspected by the Geotechnical Engineer prior to placement of reinforcing steel. Soils compaction shall be supervised by an approved testing agency or Geotechnical Engineer. Special inspection items include, but are not limited to: Reinforcement and Placement Use of Acceptable Concrete Design Mix Anchors Cast in Concrete Welding and Certification Mechanical Anchors Fastener Pretensioning SPECIAL CONDITIONS Contractor shall verify all dimensions and existing conditions in the field before proceeding. Dimension noted as plus minus (t) indicate unverified dimensions and are approximate. Noted dimensions take precedence over scaled dimensions - DO NOT SCALE DRAWINGS. Dimension of existing conditions may be based on record drawings and are to be field-verfied by contractors. STRUCTURAL FILL Contractor shall provide 12" of structural fill under foundations. If the existing structural fill exceeds 12" below the bottom of concrete, no additional structural fill is required. SOIL LOADS Allowable soil -bearing pressure 2500 PSF DL+LL (Assumed) 3500 PSF DL+LL+Seismic/Wind (Assumed) F-2 F-2 F-2 F-2 (-2'-0") TYP @ INTERIOR r F- r TYP I I I I I 1 1 2 PLACES L L J L J L J W6x8.5 I. W6x8.5 m m W N N N N r r —I r EXISTING MECHANICAL PAD 7A I/---\ I I II Ir---- \ 1-2" 9'-0" g,-0" 9'-0„ I °' I N I I F_ —1 L— I"'a"""I — — — — — — — — — — — — — — — — — — — — — — — — L_J I I F-1 I r ------ -- I I I I I I I I i L--------- I I 6 L_J I I 51.1 F-1 (-10'-0") TYP @ EXTERIOR 1 1 TYP-------I 2 PLACES I f----------� I I I I I I I I I I I CONDENSER UNIT BY OTHERS. I I r I I r I I I I I 1 L----------J I I I r NOTES: 1. X, X„ INDICATES TOP OF CONCRETE ELEVATION. DATUM ASSUMED TO BE TOP OF EXISTING SLAB -ON -GRADE = 0'-0". 2. TOP OF SLAB -ON -GRADE TO MATCH EXISTING. 3. (X'-X") INDICATES BOTTOM OF FOOTING. 4. B-X INDICATES SUPPORT FRAMES PER SCHEDULE 2/S1.1. 5. F-X INDICATES SPREAD FOOTING PER SCHEDULE 6/S1.1. EXISTING EXTERIOR WALL REVISIONS 3 an iu anc may ncruoe ,00-ov, tvwK. PLAN N I IL Per�'1 No Date ,� n; JwiFS>7e: _> SEPARATE PERMIT REQUIRED FOR: (] Mechanical Electrical Plumbing I�I� Ly Gas Piping City of Tukwila BUILDING DIVISION I REVIEWED FOR CODE COMPLIANCE APPROVED SEP 14 2020 City Of Tukwila M 19-01581 BUILDING DIVISION 0 O(D 0— Z 0— V ) Q ^^W 1..1.E V J Y REVISIONS # I DATE I DESCRIPTION 1 02/O6/20 REV 1 rn�ISIGI� N,_�_ KPFF JOB NO. 1800777 RECEIVED DATE 01-31-2019 CITY OF TUKWILAZ � DRAWN DMH AUGG9t; ry�?Ij 0 DESIGNED MBG 4'J t L V REVIEWED MBG �'ERMIT CENTER SHEET NAME z STRUCTURAL CAL[ TWO BUSINESS 0 NOTES AND PLAN DAYS BEFORE YOU DIG o SHEET NO. 1-HH24-5555 0 I S 1.0 Z W 3/Sl-1 W6x8.5 TYP tl NOTES: 1. ALL STEEL FRAME SHALL BE W6x8.5 UNO. 2. SEE FRANE SCHEDULE FOR ELEVATION. 3. SEE FOOTING SCHEDULE FOR FOOTING DETAIL. TYPICAL ELEVATION VIEW NO SCALE 00 x Uj SEE BASE PLATE SCHEDULE (D , FOR BASE PLATE AND �e < z ANCHOR BOLTS cf) < _j z I L�0Of ZU1 l CL A a I wEXISTING Uj 0 FLOOR SLAB a B/FTG 1/4" PL 1/2 bf MAX FRAME SCHEDULE 1/4" PL DIMENSIONS FRAME H W DETAIL B-1 18'-0" 4'-0' 8 3/16 TRIM FLANGE 2 < 10'-0" 1 1 3/16 IF NECESSARY b iv 3/16 W6x8.5 POST 3/16 FACE tj OF WEB BEAM TO COLUMN BEAM TO BEAM FRAME SCHEDULE BEAM -COLUMN �CO CONNECTION C �Tl 0 N� NO SCALE 3 NOT TO SCALE AL E UNISTRUT P1026 90' TOP & BOTTOM (4'-0" AT 7A) 1011 J'V ow4B 2x ROD 0 31 W4 /+1641/2 s 0 1 'j/ WEB 2" MIN /-3/16 4 1/2 < — FLANGES 3/1673 38546 BASE PL SIZE PER FssrONAL ❑COLUMN SCHED ❑ 02 Ir w 02-06-2020 x HOLE SIZE PER AISC RECOMMENDATIONS ,,t, 16M S-1, A98101 (D 2M.02.5822 PLAN 0 lq)ff z z 00 LLJ q < z z MIN WASHER LLI Z (.) g LU SIZE PER AiSC 0 0 RECOMMENDATIONS u) D a_ 0 Of LL FL Of 0 LL T/FIN FLR OR FTG (4)1/2"0 F1554 GR36 ANCHOR RODS B/ROD OR ROD HEAD B/FTG HEAVY HEX NUT F OR ROD HEAD BASE PLATE DETAIL 4 12/Sl-1 W6x8.5 7 2' 0" 2'-0" 0 2'-0" UNISTRUT P2265 0 ANGULAR FITTING FOOTING SCHEDULE EACH END x J: DIMENSIONS U) TYPE MARK -LENGTH WIDTH DEPTH REINFORCING UNISTRUT P1000T 1 5/8"x1 5/8" U) < F-1 4'-0" 5 011 2'-0" (5)#6 EW CHANNEL STRUT Uj F-2 T-9" _9'/1N 2'-0" (5)#6 EW 3/8"0 HILTI KWIK < BOLT TZ EXPANSION BOLT W/ 2 3/4" EMBED EXISTING CONIC WALL TYPICAL BASE PLATE DETAIL ��FOOTING SCHEDULE _� SECTION AT PIPE SUPPORT (—o_-� ELEVATION VIEW ��3/4' = 1'-0"NO SCALE 7 1 1 !2 11-0.1 REVISIONS #1 DATE I DESCRIPTION 3/16L102/06/20 REV 1 REVIEWED OR I CODE COMPLIANCE I APPROVED I SEA' 14 202U City of Tukwila KPFF JOB NO. 1800777 BUILDING DIVISION 11 DATE 01-31-2019 RECEI DRAWN DMH CITY OFT, ESIGNED City f TUkw .1a F CODE COMPLIANCE SEP 1 4 20� C ty of TU w BUILI K BUICLD NG DIVISIoN EIV IF T, DETAIL 'Ty MBG 2 Z�j� REVIEWED MBG 2 NO SCA-E SHEET NAME GE E �STRLICTIJRAL c z CALL TWO BUSINESS S 0 0 DETAILS 110 MINE SHEET NO. OM 19-0158 p" YouDIGzDAIII!1800-44-55l maVt awn mkm mm Nmr NEV cmm ml a am rev W COMEN oc motac to ON WAD neoaer .tv-s . xrwt ►mr n TFWA AgK _ HK�H ur W LJKK I L* G BUI�.2W, I EVERALL SITE PLAN NORTH SCALE 1' = 20' vALVE SEWEN MANH1)I E A RIM 12 RIPEN . 16.49 12' PIPE S - 10.53 8' PIPE E - 16M 8' PIPE W, - 16M 'STREET PVC OR D.I.) LIGHT \1�-Box . FIRE HYDRANT TER VALVE b VALUE WATER VALVE SEWER MANHOLE A RIM - 25 39 12' PIPE N - 1&16 IrPIPES- 18.20 4' PIPE E - 1&20 8' PIPE W - 18.20 (PIPES PVC OR D.I) :f 4 t -----EX. FIRE HYDRANT �xl .r SEWER MANHOLE A /R I - 25 39 12'PIPEN-10.16 12' PIPE 5 - 1&20 8' PIPE E - 18.20 8* PIPE W - IlUO (PIPES PVC OR D.I.) F�P,(�J E CT 6TATI5T1G�: WILDING CODE: 2015 15C ZONING: TUC CONSTiRI)CTION TYPE: III 5 ESFR SPRINKLER OCCPANCY GROUP: F1,S1,5 TOTAL BLDG AREA: 101k49 SF EX. OFFICE (5) 3,311 SF EX. FACTORY (FI) 104,332 SF AREA OF NEU) OFFICE: XXXXX SF PARKING: 51 (NO CHANCES) LEGAL DE50RETON: POP, OF GRIDLINE i IN NE 1/4 OF SECTION 35-23-04- 5ECaIN Nt CORNER OF GtkIDLINE 1 THEN N 81-44=08 LU ALING N LINE OF GRIDLINE 1 44S.48 FT THEN S 01-51-39 LU 458.81 FT THEN N SS-05-21 UJ 30 FT TO TP05, THEN 01-51-39 LU 411 FT THEN N 88-05-21 LU 410 FT THEN N 01-51-39 E 411 FT/T'HEN S 88-08-21 E 4'1OFT TO TP05 IT TAX EARCEL NUI-IBER : al3523045012 ZYGaspiping g PROJECTDESCRIPT INSTALL NEW OUTSIDE CONDENSING COOLING TOWER AND STRUCTURAL SLAB AND STEEL PLATFORM PER PLANS 51TE ADDRESS 1221 ,ANDOVER 1=ARKWA�' EA6T OWNER 5�4A5T,A SEVER',AGE INC 1227 ANDOVEL? f=ARKW,A1' E,A5T TUKWIL;A, WA eaI00 STRUCTURAL FOR CAN LINE ONE 5HUTLER CON5ULTING ENGINEERS 12503 5EL-RED ROAD - 5ELLEVUE, WA 98005 ODD NOTES - y ;swi -� wDizn � ,�a�� , d�. d .. - ora Ole^ f2Y:ew. 1. NO CHANCES TO EXISTINC, SITE 2 NO CHANGES TO EXISTING PARKING OR PAVING 3 NO CHANGES TO BULDING ENVELOPE 3, F'; 'aemst '" ►V 11" 1� geld.-�.. SEPARATE PERMITS yans� 1. SPRINKLER MODIFICATIONS TO EXISTING ESFR 2. ELECTRICAL CHANGES 3. PLUMBING CHANGES 4, INDIVIDUAL AREAS OF TENANT IMPROVEMENTS --- �iv:_� -, 31- T UKWiL A SEP 19 2019 M 19-0158 MkG , ol C:\Documents and Settings\All Users\Documents\CAD\2019\1901 Shasta\Condensefsits alan.dwo. E X $o10 irz N jrv) �m Q3 z � st 00 0o W ��00 x WQ a �Virn 2 3 17'-7 114 " I I I1 1 II S1.3 r---T-�c---------------- I l G G I I I ©------------- ---fi-- ------------------------------------ +- --1- I I I I I I I ! ! I I ! I v _ q I I 27" THICK CONCRETE SLAB I I o REINFORCED WITH 2 LAYERS OF #5 AT 12" O.C. EACH WAY I I I ! I I I � U ! � I I O------------- ---fi-- i------------------------------------- �- --�- I I L---------------------T--I o io in iV I 3'-0° I 14" THICK CONCRETE LANDING FOR STAIR, REINFORCED WITH 4 - #5 E.W. 1 FOUNDATION PLAN S 1.0 SCALE: 1/4" = V-0" NOTES: 1. C-1 = H.S.S. 12 X 12 X 3/8 GENERAL NOTES AND REQUIREMENTS 1. IF FIELD CONDITIONS VARY FROM THOSE INDICATED ON THE DRAWINGS, CONTACT THE ENGINEER BEFORE PROCEEDING 2. CONTRACTOR SHALL BE RESPONSIBLE FOR BRACING AND SHORING OF THE STRUCTURE DURING CONSTRUCTION TO ENSURE STABILITY, FOUNDATION NOTES CONCRETE NOTES 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE PROJECT SPECIFICATIONS. ALL DETAILING, FABRICATION, ACCESSORIES, AND PLACEMENT OF REINFORCING SHALL CONFORM TO THE ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES. DESIGN IS IN ACCORDANCE WITH ACI318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE." 2. CONCRETE SHALL BE NORMAL WEIGHT GRAY CONCRETE AND DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS OTHERWISE SPECIFIED. 3. REINFORCING BARS SHALL BE DEFORMED BARS CONFORMING TO ASTM A615: GRADE 40 - #3 BARS GRADE 60 - 94 BARS AND LARGER 4. WELDED WIRE FABRIC REINFORCING SHALL CONFORM TO ASTM A185. 5. WHERE THE LENGTH OF BAR IS GIVEN, AND IT IS TO BE HOOKED, THE HOOK SHALL BE IN ADDITION TO THE LENGTH GIVEN. 6. NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN SLABS OR WALLS. 7. SAMPLES FOR CONCRETE STRENGTH TESTS SHALL BE TAKEN ONCE FOR EACH 150 CY OF CONCRETE AND/OR ONCE FOR EACH 5000 SF OF SURFACE AREA FOR WALLS OR SLABS. 8. SUBMIT CONCRETE TEST PERFORMED BY AN ACI CERTIFIED TESTING LABORATORY FOR SEVEN AND TWENTYEIGHT DAY CONCRETE TEST CYLINDER BREAKS. 0 2 3 Q4 2'-8 314 " 17'-7 1/4 " 2'-8 3/4 " I I I I I ' I O ------------------ AM © N KB W12 X 40 KB I L3X3X1/4 HORIZONTAL ��JJJ m Y X-BRACING, SEE 7/S1.3 co Y EVAPORATIVE CONDENSER o 0 1 51.2 (33,930#) X SEE CUT SHEET, S1.4, FOR c� ,�\ X 4 N Y LOCATION OF 5/8" 0 A325 BOLTS Y © ----------------- ----- W12 X 40 KB KB - ---- v W12X40 ON (V -- OW12 X 16 4 o O N - STAI R 2 S1.2 2 PLATFORM FRAMING PLAN S 1.0 SCALE: 1/4" = V-0" NOTES: 1. TOP OF STEEL ELEVATION = 14'-8" ABOVE TOP OF FOOTING. 2. EQUIPMENT WEIGHTS SHOWN ARE THE OPERATING WEIGHT. 3. KB = H.S.S. 6 X 4 X 3/8 KNEEBRACE 4. McNICHOLS GW-125 GRATING, HOT DIPPED GALVANIZED, ATTACHED WITH 2 - TYPE GG1B 1.25" GAVANIZED FASTENERS PER PANEL, EACH SUPPORTING MEMBER. STRUCTURALSTEELNOTES 1. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL. 2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATIONS W & WT - A992 (FY = 50 KSI) C & MC - A36 (FY=36 KSI)) ANGLES - A36 (FY=36 K81) HSS - A500 GRADE B (FY = 46 KSI) PIPES - A53 TYPE S GRADE B PLATES AND BARS - A36 (FY = 36 KSI) 3. BOLTS SHALL BE 3/4 INCH DIAMETERA325N, WITH THREADS INCLUDED IN THE SHEAR PLANE, FOR ALL STRUCTURAL FRAMING. 4. ALL BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF TWO BOLTS. 5. ALL BOLTS IN SLOTTED HOLES SHALL BE FINGER TIGHT WITH LOCK NUTS. 6. ALL WELDS SHALL BE MADE WITH E7DXX ELECTRODES. ALL STRUCTURAL WELDED JOINTS SHALL CONFORM TO THE PROVISIONS OF AWS D1.1, STRUCTURAL WELDING CODE BY THE AMERICAN WELDING SOCIETY. ALL BUTT WELDS SHALL BE FULL PENETRATION. MINIMUM SIZE OF FILLET WELDS SHALL CONFORM TO AISC SPECIFICATIONS. 7. SHOP CONNECTIONS ARE TO BE WELDED CONNECTIONS, AND UNLESS OTHERWISE SHOWN ON THE DRAWINGS, FIELD CONNECTIONS ARE TO BE BOLTED. 8. PROOF OF WELDER CERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE DURING THE TIMES OF INSPECTION. 9. STRUCTURAL STEEL AND FASTENERS TO BE HOT DIPPED GALVANIZED AND MEET THE REQUIREMENTS OF ASTM A123, ASTM A153, AND ASTM A385. 10. FIXED LADDERS ARE TO BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH OSHA STANDARD 1910.27 AND ANSI A14.3 DESIGN LOADS DESIGNED IN ACCORDANCE WITH ASCE 7-10 FLOOR LIVE LOAD = 100 PSF FLOOR DEAD LOAD = 10 PSF STAIR LIVE LOAD = 100 PSF, 300 LB CONCENTRATED WIND DESIGN DATA BASIC WIND SPEED - 115 MPH OCCUPANCY CATEGORY II WIND EXPOSURE - B MAXIMUM LATERAL LOAD = 3.0 kips SEISMIC DESIGN DATA SEISMIC IMPORTANCE FACTOR - 1.0 OCCUPANCY CATEGORY - III SS = 1.458 S , = 0.544 SITE CLASS - D SDS= 0.972 SD, = 0,544 SEISMIC DESIGN CATEGORY- D BASIC SEISMIC FORCE RESISTING SYSTEM STEEL ORDINARY CONCENTRICALLY BRACED FRAME (TABLE 15.4-1) RESPONSE MODIFICATION FACTOR R - 1.5 DESIGN BASE SHEAR - 33.1 kips EQUIVALENT LATERAL FORCE PROCEDURE M 19-0158 SEE 6/S1.3 FOR BEAM TO BEAM CONNECTION 2 51.1 o K•1 REVIEWED F UYN r F �CLiE f�,P. It1fVC._ APPROVED k�LSEP 7 201§ �s10NAL City of Tukwila BUILDING DIV!- REVISION 1 - JAN 25, 2019 SHASTA - TUKWILA, WA KHS USA Inc. DATE: 10/31/18 880 Bahcall Court DESIGN BY: CGS Waukesha WI-53186 DRAWN BY: CGS USA SHEET NO.: S1.0 SEP 19 2019 1 FRAME ELEVATION S 1 . SCALE: 1/2" = 1'-0" EV-15;1Ef-' i t CODE COMP -.LANCE `F APPROVE0 SEP 2 FRAME ELEVATION 1' BUILDING of Tukwila [ SCALE: 1/2" = -0" REVISION 1 - JAN 25, 2019 SHASTA - TUKWILA, WA KHS USA Inc. DATE: 10/31/18 880 Bahcall Court DESIGN BY: CGS Waukesha WI-53186 DRAWN BY: CGS USA SHEET NO.: ":D 1c;d,LA S 1.1 SEP 19 2019 M 19-0158 o K•k 3"13 �C Q� L ��f�ONAL E�, 1 FRAME ELEVATION SCALE: 1 /2" = 1'-0" 3'-0" GUARDRAIL CONNECTION, SEE 9/S1.3 4" TOEBOARD, TYP. �— PS DOORS SELF -CLOSING SAFETY GATE, I I I I OR EQUALLY, c BETWEEN MAIN PLATFORM AND �= LANDING ZE'ACH STIFFENER PLATE, I SIDE OF BEAM, AT ENDS OF I! c = bNDNNECTIONRW12 X 40 TAILSEE 3/S1.3 FOR .S 6A 4 X 3/8 ICONNECTION KNEEDETAIL E 4/S1.3 FORNNECTION �= DETAIL I I I I I I MC12 X 10.6 STRINGER WITH LS AIR = I I m NO.TREADS,SEE10 S13 I I H.S.S. 12 X 12 X 3/8 ao SEE 2/S1.3 FOR I I BASEPLATE DETAIL TOP FO ELEV FO' OOTING c I I I I CLOSURE PLATE, TYP. REVIE=JVE`v rc'k 4� K. CODE COMPLIANCE 04°7 d APPROVED y I 366 i 2 FRAME ELEVATION City ofTukwila S 1 . SCALE: 1/2" = BUILDING DIVISION i REVISION 1 - JAN 25, 2019 SHASTA - TUKWILA, WA KHS USA Inc. DATE: 10/31/18 880 Bahcall Court DESIGN BY: CGS Waukesha WI-53186 DRAWN BY: CGS USA SHEET NO.: S1.2 M 19-0158 SEP 19 2019 Z O W J W W Q LL STEEL BEAM, 4 - 3/4" tb A325 BOLTS 18" SEE PLAN 1 1/2" R 3/4" TYP. O N N COLUMN AND BASEPLATE, %a SEE 2/S1.3 H.S.S. 12 X 12 0 0 0 0 I� 1 1/2" NON -SHRINK GROUT N I I ❑ ■ � SEE PLAN II U #5AT 12" O.C. EACH WAY ;00 0 Ft 1/2 I I N " D D I I " I CONT. BEAM END OF BEAM o o o o 0 3/4" ANCHOR I I I I I I l e• D• e° D ° D° • RODS, TYP. —�IIII • • ° ° ° • O O D • D ° D D 1/4" TYP TYP ANCHOR RODS TO BE 1/4" ATTACHED WITH U HILTI "HY200" ADHESIVE, co 9" EMBEDMENT 1 DETAIL 1S1. 3 SCALE: 3/4" = V-0" 6" FE 1/2" 0 0 aw 4 - 3/4" m GALV A325 BOLTS 0 "v H.S.S. 6 X 4 X 3/8 TYP 1/4" 5 DETAIL S 1.3 SCALE: 1" = V-0" TYP 1/4 1/2" 1 1/2" tD SCHED. 40, THROUGH PIPE, HD GALV. BOLTS � o oo 1" 1" 3 1/4" wT4 X 9 P�__o 9 DETAIL 1S1. 3 SCALE: 1" = V-0" 2 DETAIL S 1.3 SCALE: 3" = V-0" W12, SEE PLAN 1/2" a 5!8" 3 - A325 BOLTS N 1A 3/8" STIFFENER PLATE AT OF 1/4" THICK ANGLE, CONNECTI N BOTH SIDES 6 DETAIL S 1.3 SCALE: 1" = V-0" 10 DETAIL S 1. 3 SCALE: 1" = V-0" 1 1/2" $ SCHED. 40 PIPE HANDRAIL, HD GALV. MC12 X 10.6 STRINGER 2 - 1/2" Q) BOLTS McNICHOLS STAIR TREAD, 9 1/2" MIN. 3 DETAIL S 1.3 SCALE: 1" = 1'-0" 1/4" BENT PLATE CONNECTION L3X3X1/4 W 12, SEE PLAN 1/2" $ BOLT 7 DETAIL S 1.3 SCALE: 1" = 1'-0" 6" M R. 1 /2" 0 0 O 4 - 3/4" $ GALV <� STUDS WELDED TO COLUMN 0CP H.S.S.6 X 4 X 3/8 TYP 1!4" 4 DETAIL S 1.3 SCALE: 1" = V-0" 24" MAX 48" MAX 48" MAX 4" MAX EF -A a 4"GALVANIZED STEEL TOEKICK SEE 9/S1.3 FOR 1 1/2" 0 SCHED. 40 PIPE CONNECTION GUARDRAIL, H.D. DETAIL GALVANIZED 8 DETAIL S 1.3 SCALE. 3/4" = V-0" �() x. K p4 I REVIEVVED FOR CODE CCMPLIANCE APPROVED SEP 27 2019 I ANAL 9 City Of Tukwila F BUILDING DIVISION REVISION 1 - JAN 25, 2019 SHASTA - TUKWILA, WA KHS USA Inc. DATE: 10/31/18 880 Bahcall Court DESIGN BY: CGS Waukesha WI-53186 DRAWN BY CGS USA SHEET NO.: M 19-0158 StP 19 2019 v 1.3 i�r;Cliurl EVAPCO, INC. tz- NOTES: 1. (M)- FAN MOTOR LOCATION 2. HEAVIEST SECTION IS UPPER SECTION 3. MPT DENOTES MALE PIPE THREAD FPT DENOTES FEMALE PIPE THREAD EIFW DENOTES 13EVELED FOR WELDING GVD DENOTES GROOVED FLG DENOTES FLANGE PE DENOTES PLAIN END 4. -UNIT WEIGHT DOES NOT INCLUDE ACCESSORIES (SEE ACCESSORY DRAWINGS) WMAR ECOMMENDED STEEL SUIPPPGRRT 8. DIMENSIONS L STIED AS FOLLOWS: IS ENGLISH FT -IN METRIC Im.] 11781 5`9 17 1 5%4" 3'-31W 9243 NAl 2' -6 8114" C 7 (2) 111001 PE REMO M (2W Pool PE REFRIG OLrr 0 0-- 15 -2 1 463,31T IN I — p— 6�11 V-S" C 4331 884 3 1 [3- [801 MPTI OWN 15 IY3 4; L3. [Sol mpr OVERFLOW I 41g; 21841 — f3 FACIE 1WIF 3— 5 ('l EVAPCO CUT SHEETS � S 1 A SCALENTS ATC-642E SLAW1218-DC STEEL SUPPORT CONFIGURATION EVAPCO,INC. N.T.S. 18!-0" 154861 5" [4 3q 4'-3�4" 4'-3�4" 5 r [4 3� 1 13 11271 �2 -1 4 12 81 �2 12 81 112 81 1271 ---------------- ---- Cq4L OF UNIT LOAD f 41 " E 35661 13607; 13 612111 C(L OF MOUNTING HOLES UNIT UNIT OUTLINE MOUNTING HOLE (12)0 3/4" [19mm] TYPICAL END VIEW MOUNTING HOLES - - --- - - - - - - - - - - - - - - -- 41 13 1316" 121- PLAN VIEW M 19-0158 R LTI I D FOR COCE CC" 'PLIANCE APP�O"VED I SEE 27 Z019 City of Tukw'I i a LLLLD�v DiVISl�7N REVISION 1 - JAN 25, 2019 SHASTA - TU KWI LA, WA KHS USA Inc. DATE: 10/31/18 880 Bahcall Court DESIGN BY: CGS Waukesha WI-53186 DRAWN BY: CGS USA SHEET NO.: SlA SEP 1 9 2019 U) LU C) z LU D� w ILL. UJI of