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HomeMy WebLinkAboutPermit M16-0158 - WAVE BROADBAND - ROOFTOP A/C UNITWAVE BROADBAND 4316 S 104T" PL M16-0158 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.gov MECHANICAL PERMIT Parcel No: 0323049026 Permit Number: M16-0158 Address: 4316 S 104TH PL Issue Date: 10/19/2016 International Residential Code Edition: Permit Expires On: 4/17/2017 Project Name: WAVE BROADBAND 2014 Owner: 2015 Name: SEBCOINC 2014 Address: 4020 E MADISON #320, SEATTLE, WA, 2015 98112 2015 Contact Person: 2015 Name: SAM MILLER Phone: (425) 885-9100 Address: PO BOX 2649, REDMOND, WA, 98073 Contractor: Date: �' Name: UNIVERSAL MECH SERVICE CO INC Phone: (425) 885-9100 Address: PO BOX 2649, REDMOND, WA, 98073 License No: UNIVEMS132JF Expiration Date: 10/30/2018 Lender: Name: Address: DESCRIPTION OF WORK: REPLACE ONE 20 -TON ROOFTOP A/C UNIT WITH NEW 10 -TON A/C UNITS WITH ASSOCIATED DUCTS, GRILLS AND DIFFUSERS. REVISE DUCTWORK FROM EXISTING (TO REMAIN) ROOFTOP UNITTO ACCOMMODATE NEW FLOOR LAYOUT. Valuation of Work: $35,250.00 Fees Collected: $663.98 Type of Work: REPLACEMENT Electrical Service Provided by: SEATTLE CITY LIGHT 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: 2014 International Residential Code Edition: 2015 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2015 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2015 WA State Energy Code: 2015 International Fuel Gas Code: 2015 Permit Center Authorized Signature: Date: �' 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. Date: Z1 q, 21 Print Name:T+4C_Z(ZL_ MoIX.'T� 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: Readily accessible access to roof mounted equipment is required. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: 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. 6: 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). 7: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 8: 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. 9: ***MECHANICAL PERMIT CONDITIONS*** 10: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 11: Manufacturers installation instructions shall be available on the job site at the time of inspection. 12: The attached set of mechanical plans have been reviewed by The Tukwila Fire Marshals Office and are acceptable with the following concerns: 13: H.V.A.C. units rated at greater than 2,000 cfm require auto -shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. central station supervision is required. (City Ordinance #2437) 14: H.V.A.C. systems supplying air in excess of 2,000 cubic feet per minute to enclosed spaces within buildings shall be equipped with an automatic shutoff. Automatic shutoff shall be accomplished by interrupting the power source of the air -moving equipment upon detection of smoke in the main return -air duct served by such equipment. Smoke detectors shall be labeled by an approved agency for air -duct installation and shall be installed in accordance with the manufacturer's installation instructions. (IMC 606.1, 606.2.1) 15: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2437) 16: Duct smoke detectors shall be capable of being reset from a single point near the alarm panel. (City Ordinance #2437) 17: Duct detectors shall send a supervisory signal only upon activation. (City Ordinance #2437) 18: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 19: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 20: Contact The Tukwila Fire Prevention Bureau to witness all required inspections.and tests. (City Ordinances #2436 and #2437) 21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1400 FIRE FINAL 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0609 PIPE/DUCT INSULATION 0705 REFRIGERATION EQUIP 0701 ROUGH -IN MECHANICAL 0704 SMOKE CONTROL TEST 0702 SMOKE DETECTOR TEST CITY OF TUKWILA Community Development Department Permit Center • 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.Tukwi[aWA.,gov Mechanical Permit No. M l l - V�`2y Project No. Date Application Accepted: Date Application Expires: 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.: 0323049026 Site Address: 4316 S 104th Place Suite Number: Floor: Tenant Name: Wave Broadband New Tenant: ❑ .....Yes ®..No PROPERTY OWNER Name: Sebco, Inc. Address: 4020 E Madison St, #320 City: Seattle State: WA zip: 98112 CONTACT PERSON — person receiving all project communication Name: Sam Miller Address: PO Box 2649 City: Redmond State: WA Zip: 98073 Phone: (425) 885-9100 Fax: (425) 881-6487 Email: smiler@unimec.com Valuation of project (contractor's bid price): $ 35,250 Describe the scope of work in detail: MECHANICAL CONTRACTOR INFORMATION Company Name: Universal Mechanical Service Address: PO Box 2649 City: Redmond State: WA zip: 98073 Phone: (425) 885-9100 Fax: (425) 881-6487 Contr Reg No.: UNIVEMS 132JF Exp Date: 10/30/2018 Tukwila Business License No.: BUS -0994787 Replace one 20 -ton rooftop A/C unit with two new 10 -ton A/C units with associated ducts, grills, and diffusers. Revise ductwork from existing (to remain) rooftop unit to accommodate new floor layout. Use: Residential: New .......... ❑ Replacement ........ ❑ Commercial: New .......... JZ Replacement ........ m Fuel Tyne: Electric..... m Gas ....... ❑ Other: H:\Applications\Forms-Applications On Line\2016 Applications\Mechanical Permit Application Revised 1-4.16.docx Revised: January 2016 Page I of 2 bh Indicate type of mechanical work being installed and the quantity below: Unit Type Qty Furnace <100k btu Residential, Nighttime Furnace >1 OOk btu 8 Floor furnace 55 dB(A) Suspended/wall/floor mounted heater 57 dB(A) Appliance vent Commercial Repair or addition to heat/refrig/cooling system 2 Air handling unit <I0,000 cfm 65 dB(A) Unit Type Qty Air handling unit >I0,000 cfm Residential, Nighttime Evaporator cooler 8 Ventilation fan connected to single duct 55 dB(A) Ventilation system 57 dB(A) Hood and duct Commercial Incinerator — domestic 2 Incinerator — coin m/industrial 65 dB(A) Unit Type Qty Fire damper Residential, Nighttime Diffuser 8 Thermostat 55 dB(A) Wood/gas stove 57 dB(A) Emergency enerator Commercial Other mechanical equipment 2 60 dB(A) 65 dB(A) 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-1 OPM, Monday through Friday and 8AM-1 OPM, 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 (7am-1Opm); Testing of backup generators during the day. PERMIT APPLICATION NOTES - 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. BUILDING OWNER OR Signature: Print Name: Heath Hutchens Mailing Address: PO Box 2649 AGENT: Date: / �" Day Telephone: (425) 885-910 Redmond WA 98073 City State Zip H:\Applications\Form-Applications On Line\2016 ApplicationsWechanical Permit Application Revised 1-4.16.docx Revised: January 2016 Page 2 of 2 bh DESCRIPTIONS PermitTRAK 1 $622.60 EL16-0919 Address: 4316 S 104TH PL Apn: 0323049026 $86.31 ELECTRICAL $82.20 PERMIT FEE MULTI-FAM/COMM R000.322.101.00.00 0.00 $82.20 TECHNOLOGY FEE $4.11 TECHNOLOGY FEE R000.322.900.04.00 0.00 $4.11 M16-0158 Address: 4316 S 104TH PL Apn: 0323049026 $536.29 MECHANICAL $510.75 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $32.50 PERMIT FEE R000.322.100.00.00 0.00 $478.25 TECHNOLOGY FEE $25.54 TECHNOLOGY FEE TOTAL FEES PAID R9687 R000.322.900.04.00 0.00 $25.54 $622.60 Date Paid: Wednesday, October 19, 2016 Paid By: UNIVERSAL MECHANICAL SERVICE C Pay Method: CHECK 045418 Printed: Wednesday, October 19, 2016 3:03 PM 1 of 1 SYSTEMS Date Paid: Friday, October 07, 2016 Paid By: UNIVERSAL MECHANICAL SERVICE Pay Method: CHECK 45379 Printed: Friday, October 07, 2016 1:39 PM 1 of 1 OrlOysrsTEMs INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr' PAt,� V4 ' tvo Type of Ins pection: � 1 L_ F Address: /7�LJ/� 737/ 1 � ! AD Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit�� INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: 6 _ a T7+ Pi, Date Called: Special Instructions: Date Wante a.m. /u p.m. Requester. t mel< Phone -?/� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: Date Called: Special Instructions: Date Wan� d: a.m. ��v 2 _ p.m. Requester: Phone No: EJApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD�� tS b Retain a copy with permit IN ION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: Type of Inspection: WAVE A 6 4-6 1 CAL rjAA L Address: 0Zl n1 P1 Date Called: Special Instructions: Date Wante a.m. i I 3c) /W/ AzJ°p.m. Requester 1 Phone No: 1&6 —5140 _ Z ❑ Approved per applicable codes. 0Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �i INSPECTION NO. 'PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: bfAvv- Type of Inspectio Address: Date Called: Special Instructions: Date Want llkeques a.m. p.m. r: Phone No: Approved per applicable codes. a Corrections required prior to approval. IInspector: ANAm IDate:6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit _01V U1V INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 - Project: Type nspection: Address: Date Called: Special Instructions: Date Wante M. 1)6)/M. /� m. ^ +aV 4S < Requeste : "-X)45 Phone No: 716 - s-10 IlnspectoA M Nate:/O/b/16 I El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 4. INSPECTION RECORD PI/6-0/150 Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 ProjectwP-Vr Type of Inspection: G Address: c- Suite #: �-?4(0 cj . 164 Z Contact Person: Special Instructions: Phone No.: P�;-1 Approved per applicable codes. F� Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: �j ` Date: 1 Hrs.: F] $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 DCe ...... . ... Seattle Portland Spokane San Diego Austin Irvine San Francisco Anchorage Los Angeles Structural Calculations RECEIVED CITY OF TUKWILA OCT 07 2016 T4C Rooftop Units Wave Broadband Tukwila 4316 South 1041h Place Tukwila, WA 98178 DCI Job Number 1 601 1-0375 September 9, 2016 (9 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 14 2016 City of Tukwila BUILDING DIVISION PERMIT CENTER M( %0(58 Prepared for: Universal Mechanical Service Co., Inc. 818 Stewart Street, Suite 1000 Seattle, Washington, 98101 Phone (206) 332-1000 Servicee Innovation Value FILE Structural Calculations RECEIVED CITY OF TUKWILA OCT 07 2016 T4C Rooftop Units Wave Broadband Tukwila 4316 South 1041h Place Tukwila, WA 98178 DCI Job Number 1 601 1-0375 September 9, 2016 (9 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 14 2016 City of Tukwila BUILDING DIVISION PERMIT CENTER M( %0(58 Prepared for: Universal Mechanical Service Co., Inc. 818 Stewart Street, Suite 1000 Seattle, Washington, 98101 Phone (206) 332-1000 Servicee Innovation Value co ' —- oil - co LU >`� t� r Q A N' DC' 0 snElneeras Project Subject 1 t AA TSOP,, (4 -XI T 1 2 Project No. Sheet No. o3 -7,S SS V—,2 - Date 1 -7, I -P 1 By M P -A cs PA kAt\i Ji Q MDO E n E Project VJ P; Q' T U �v,/ I LA Subject C�VQ f\i (-,-) -, it -n+ � m Project No. 16 C) t I - C),3 Sheet No. Date By A P—it I I K.1 IT -r U r V (V\ MDO r= n E Project Subject Project No LO I I - Sheet No. ss Date By m iz,A & C"p-r-'. f -,J ,/ -r0'' (6 MEN& C I Project No. Sheet No. Eg n r 160 11- 03 29 SS� - S� Project Date Subject By x f&F- e�,& T'J VII EA (Ee5t, MDO r= n E Project Subject Project No. 69 li I - D3 15 W lk 'J r-- -f L) V kAJ ('U, �' P -T, U j Sheet No. �,-s r- - 4 Date By 31 M'F5O,3 2 uJca c -A U tf -T I Itc -T e-0 tQN AaOOJID A C L) A Model Number TSC120F4ROA**D600000002A000000000000OOOO Customer: Universal Mechanical Service Co. Project : Name: Wave Tukwila T4C Unit function DX cooling Unit efficiency Standard efficiency Airflow Convertible configuration Unit controls Microprocessor controls 3ph Airflow Application Downflow Evaporator Rows 4 Design Airflow, 4000 cfm Evaporator Face Area 12.36 sq it Fresh air selection Econ -Dry Bulb 0-100% w/ bar ref 3 Evaporator Fin Spacing 192 Per Foot Gross Sensible Capacity ph Gross Latent Capacity 26.35 MBh Evaporator Face Velocity 3241t/min Tonnage 10 Ton (120) Min. Unit Operating Weight 1058.0 lb Max Unit Operating Weight 1364.0 Ib Cooling Entering Dry Bulb 80.00 F Cooling Entering Wet Bulb 67.00 F Rated capacity (AHRI) 113.00 MBh Ent Air Rel Humidity 51.08% ASHRAE 90.1 Yes Ambient Temp 95.00 F Supply fan/drive/type/motor Single Zone VAV Voltage 460/60/3 Design ESP 0.500 in H2O Major design sequence F - R-41 OA with Mlcrochannel Tonnage 10 Ton (120) Cooling Entering Dry Bulb 80.00 F Cooling Entering Wet Bulb 67.00 F Ent Air Rel Humidity 51.08% Ambient Temp 95.00 F Evap Coil Leav Air Temp (DB) 58.55 F Evap Coll Leav Air Temp (WB) 57.42 F Cooling Leaving Unit DB 60.09 F Cooling Leaving Unit WB 58.01 F Gross Total Capacity 119.00 MBh' Gross Sensible Capacity 92.65 MBh Gross Latent Capacity 26.35 MBh Net Total Capacity 113.78 MBh Net Sensible Capacity 87.43 MBh Net Sensible Heat Ratio 0.77 Number Fan Motor Heat 5.22 MBh Dew Point Temp 56.70 F Refrig charge (HFC -410A) - ckt 1 5.5 lb Refrig charge (HFC -410A) - ckt 2 4.2 ib Saturated Discharge Temp Circuit 1 120.74 F Saturated Suction Temp Circuit 1 52.07 F Saturated Discharge Temp Circuit 2 120.28 F Saturated Suction Temp Circuit 2 52.45 F Voltage 460/60/3 Field Supplied Drive Kit Required None Design ESP 0.500 in H2O Electric Heat Static Press Add 0.000 in H2O Component SP Add 0.260 in H2O Total Static Pressure 0.760 in H2O Indoor Mtr. Operating Power 1.875 hp Indoor RPM 1407 rpm Indoor Motor Power 1.40 kW Outdoor Motor Power 689.6 W Compressor Power 8.38 kW System Power 10.47 kW EER @ AHRI Conditions 11.3 EER MCA 22.70 A MOP 30.00 A Compressor 1 RLA 8.20 A Compressor 2 RLA 6.10 A Condenser Fan FLA 2.00 A Evaporator Fan FLA 4.30 A Supply fan/drivellype/motor Single Zone VAV Exhaust fan power 0.870 hp IEER Rating 13.50 EVAPORATOR SECTION ACCESS PANEL CONDENSATE DRAIN (ALT) 314'-14 NPT DIA. HOLE — 4 1/4� NIT C 0 NTRO L WIRE 718' DIA H 0 LE 27 S/8' 47718" ® SERVICE GAUGE PORTACCESS 1 318"DIA.HOLE 2"ELECTRICAL CONNECTION NIT POWER WIRE (SINGLE POINT POWER WHEN HEAT INSTALLED) ONTROL AND COMPRESSOR ACCESS PANEL THROUGH THE BASE CONDENSATE �27518"� 1. THRU THE -BASE E LECTR[CAL IS NOT STANDARD ON ALL UNITS. d 2. VER1FY4VEIGHT,CONNECTION, AND ALL DIMENSION WITH —d1B" INSTALLER DOCUMENTS BEFORE INSTALLATION Mmclffiffiqq��R%_qlll PANEL CONDENSER FAN ONDENSER COIL 0.�1�1i1 17 i /2' 19 7/8" 1 17 112" _ 1 1. 3 578' PLAN VIEW UNIT DIMENSION DRAWING RETURN 32114" it SUPPLY 2371V O O » 3/G" 19 114' 9 318" /6 314" 3 718" BB 516^ CONDENSATE7. ('OO1 Ild[, DIMENSION DRAWING 1 ORIZONTAL AIR FLOW 24 1/2" O 9513, 4 114" 5 ,"a` 7 518" 53 114" 1 ORIZONTAL AIR FLOW u PACI(AGEO COOLING CORNER WE IGHT ASS v -Ac C !¢ S r : Lac, USE f L©1 66y INSTALLED ACCESSORIES NET WEIGHT DATA .ACCESSORY E C O NO M IZE R WE IGH TS MA fit MOTORIZED OUTSIDE .AIR DAMPER MA14UAL OUTSIDE AIR DA14PER BAROMETRIC RELIEF OVERSIZED MOTOR BELT DRIV MOTOR �J POW'E R EYHAUST HEATER RE HE AT THROUGH TTHE BASE ELECTR;CAL (FIOP S) UNIT MgUNTE D CIRCUIT BREAKE R tf1OPS) UNIT MOUNTED DISCONNECT (FIOPS) POY&RED £Ot-AVENIENCE OUTLET (FIOPS) HINGED DOORS (fiOP3) _._... HAIL GUARD SMOKE DETECTOR, SUPPLY/ RETURN i.4b NOVtR CONTROL P.COFCURB 76,D lb BASIC UNiTWEIGHORNER `JE1GHTS CENTER OF GR%AViT,Y SHIPPING NET e 320.0 ll, C` 2's3.0ib (E)LENGHT {F;WIDTH 1058.0 lb 980.011, IW 218.01b 1 J 189.0lb 40" ^c 4" NOTE. 7 CORNERWEIGHTSARE 2. TO ESTIMATE SHIPPIN - 3. BASIC UNIT WEIGHT WEIGH T. ADD ACC E5r 4 ,%EIGH.TS POR OPTIC PACKAGED COOLING RIGGING AND CENTEP OF GRAVITY XVE.t1 FOR INFORMATION ONLY. iSrEl'GHT?:`JO 5 LBS TO NET WEIGHT. S h10T it CLUDE ACc. ESSORYI;I EiGHT. TO OBTAiN TOTAL ?"YNET Y.EIGHT s0 BASIC UNIT WEIGHT. NOT LIS-TE 0 ARE -5 LBS. use -roc 320 /4)_ lb -Sill- .. E� COOLING ISOMETRIC ROOF TOP CURB Ac CE ssop", COOLING TOP VIEW ROOFTOP CURB ACCESSORY pt-,, I I �i Description: (E) 4x16 Purlin w/ AHU Point load General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 20.063 ft ............._....._. __ __. . Project Title: Engineer: Project ID., Project Descr, Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 Ut0.383't MAGI 0.2 Applied Loads Uniform Load : D = 0:0120, S = 0.0250 ksf, Point Load: D = 0.3830 k @ 4.250 ft DESIGN SUMMARY Maximum Berding = Load Combination Location of maximum on span Span # where maximum occurs Span - 20,093 ft Service loads entered. Load Factors will be applied for calculations. Tributary Width = 8.0 ft >l� - iR 3.271 k +D+ +H 0.000 ft Span # 1 Maximum Deflection 15.718 k -ft Maximum Shear = + +' +S+H �'- Load Combination 9.730ft Location of maximum on span Span # 1 Span # where maximum occurs 3.271 k +D+ +H 0.000 ft Span # 1 Maximum Deflection Max Downward Transient Deflection 0.253 in 950 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.398 in 604 Max Upward Total Deflection .... ....... 0.000 in 0 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 Mnx/Omega Cb _..........._ Rm Va Max Vnx Vnx/Omega ------•-,-••_---_._.................._........_._...... Overall MAXimum Envelope Dsgn. L = 20.06 ft 1 15.72 15.72 3.27 +D+H Dsgn. L = 20.06 it 1 5.68 5.68 1.26 +D+L+H Dsgn. L = 20.06 ft 1 5.68 5.68 1.26 +D+Lr+H Dsgn. L = 20.06 It 1 5.68 5.68 1.26 +D+S+H I Dsgn. L = 20.06 ft 1 15.72 15.72 3.27 +D+0.750Lr+0.750L+H Dsgn. L = 20.06 ft 1 5.68 5.68 1.26 +D+0.750L+0.750S+H Dsgn. L = 20.06 ft 1 13.20 13,20 2.77 +D+0.60W+H Dsgn. L = 20.06 ft 1 5.68 5.68 1.26 +D+0.70E+H Dsgn. L = 20.06 ft 1 5.68 5.68 1.26 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 20.06 ft 1 5.68 5.68 1.26 +D+0.750L+0.750S+0.450W+H Dsgn. L = 20.06 ft 1 13.20 13.20 2.77 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 20.06 ft 1 13.20 13.20 2.77 +H0D+0.60W+0.60H Dsgn. L = 20.06 ft 1 3.41 3.41 0.76 +0.60D+0.70E+0.60H Dsgn. L = 20.06 ft 1 3.41 3.41 0.76 Overall Maximum Deflections --....._...:._�__.........-..---__.- ........ _............ ......... ---- ..._._...__._..... _ _.-.............. ........... __........._... __.__..._ Load Combination Span Max. -' Defl Location in Span Load Combination Max. "+" Dail Location in Span _..._.....m................_...._._.........................._.._._..._._._......_ +D+S+H 1 0,3982 10.031 _ ._.__....__... - .. _-....._.__._ ---- 0.0000 0.000 Project Title: En inset: Pro act Descr: Description: (E) 416 Purlin w/ AHU Point load Vett1C81 R@8C11oDS `: ' `. <: .: ; f ; .: Support notation : Far left is 01 Values In KIPS Project ID: Load Combination Support 1 Support 2 Overall MAXimurn 3.271 3,050 Overall MINimum 0.759 0.626 +D+H 1.265 1.044 +D+L+H 1.265 1.044 +D+Lr+H 1.265 1.044 +D+S+H 3.271 3.050 +D+0.750Lr+0.750L+H 1.265 1.044 +D+0.750L+0.750S+H 2.770 2.549 +D+0.60W+H 1.265 1.044 +D+0.70E+H 1.265 1.044 +D+0.750Lr+0.750L+0.450W+H 1.265 1.044 +D+0.750L+0.750S+0.450W+H 2.770 2.549 +D+0.750L+0.750S+0.5250E+H 2.770 2.549 +0.60D+0.60W+0.60H 0.759 0.626 +0.60D+0.70E+0.60H 0.759 0.626 D Only 1.265 1.044 Lr Only L Only S Only 2.006 2.006 W Only E Only H Only �EOWT-�l en6ineeRs Project f i Subject OrJ(MC-G , wk\jC rtvtv,/IL A E� L� )4 t b FI/RL Project No. Ibott_O"g-T C", w s cv; 'C,(1, 1'200 .J v F%i Ft V = GD Fv Cp=( c5 CsNo�� i L 4 Sheet No. Date q,�,- 0(6 By M ll -A • i These products are available with additional corrasion protection. Additional products on this page may also be available with this optio , check with Simpson Strong -Tie for details. Joist or Dimensions Fasteners OFISP Allowable ads Installed Purlin Madel No. Ga Cd=t Index Refs Uplift Floor Sn w Hoot Size W H B TF Header Joist (160) (100) (116) (125) CO(I SAWN LUMBER SIZES HUS414TF 14 3%. 1 13'% 2 2 1 12-16d 8.166 2160 4765 5100 5100 Lowest 110, F9, 1-11 8414 12 355. 13 2'h 2Y2 14-16d 6-16d 1010 3800 3800 3800 +8% 119, F21, L14 WNP414 12 3540 13 2% 255e 2-10d 2-10d — 3255 3255 3255` +13% HU414TF 12 3550 13 2'h 2'h 18.16d 8-10d 1500 4830 5050 5050 +89% 110, F9, L11 4x14 HW414 11 We 13 2'h. 2Yz 4-10d 2-10d — 6285 5285 5285 +108% HHB414 7 3510 13 3 2'h 6-N54A 4A 1300 5135 6135 5135 +150% GLT4 7 We 7'h Min, 5 214 10-N54A4A 1865 7000 7000 7000 • 119,F18,L14 HGLT4 7 3550 7'/2 Min, 6 2"h 18-N54A4A t6-16d 1865 12750 1 12750 WNP416 12 We 15 2'h 2%e 2-1Od 0d — 3255 3255 3255 Lowest 110, F9, L11 8416 12 3% 15 2'h 2h 14-166 1010 3800 3800 3800 +23% 119, F21, L14 HU416TF 12 We 15 2'/li 212 20-16d 8.10d 1500 5050 5050 5050 •+81% F9, L11 4x16 HW416 11 355e 15 2'h 2'h 4-10d 2-10d — 5285 5285 5285 +108% 110, HHB416 7 3550 15 3 2Y2 6-N54A 4-N54A 1300 5135 5135 5135 +109% 119, F18, GLT4 7 We 7'h Min. 5 2'h 10-N54A 6-1,154A 1865 7000 7000 7000 L14 HGLT4 7 3556 Ph Min, 6 2Y: 18-N54A 6-N54A 1865 12750 2750 12750 119, L14 WNP66 12 5'/2 5% 2'h 2ie 3-10d 2.10d — 3255 .8255 3255 6x6 HU66TF 12 5'h. 55S 2'h 2'h 10-16d 4-16d 885 3165 3165 3165, 6x � 1 14 6x 1 4 1 14 -rx '14 6x m- - 4 .11 14 -14 6x it " 14 1i 14 14 6x v 11 6x8 nwou !Yi` 'e L'h 4-IUO C-IUU JLgb b OLOJ 110, F9, L11 8x1O HW810 HW812 7 7 7'h 7'h 9'h 11 2'h 2'h 2'h 2'h 4-10d 4-10d 2-106 2-10d — 5285 5285 5285 5285 5285 5285 Bx12 HH9812 7 7'h 11 3 212 10-N54A 6-N54A 1950 6235 6235 6235 119,F18,L14 HW814 7 7% . 13 2'h 2'h 4-10d 2-10d — 5285 5285 5285 110, F9, U1 8x14 HH8814 7 7'h 13 3 2'h 10-N54A 6-1154A 1950 6235 6235 6235, 119, F18, L14 ' HW816 7 7f6 15 -'2'h 2'h 4-10d 2-10d — 5285 5285 5285 110, F9,1..11 8x16 HH8816 7 7'h 15 1 3 2'h 10-1454A 6-N54A 1950 6235 6235 6235 119,F18,L14 o_ a C H� eti See footnotes on page 87. CODES: See page 12 for Code Reference Key Chart. 89 Project Title: Engineer: Project ID: Project Descr; Description: (E) 3V Long drop GLB, Simply supported General;Beam Properties;:::..:: Elastic Modulus 29,000.0 ksi Span #1 Span Length = 30.0 ft Area = 10.0 inA2 Moment of inertia = 100.0 in^4 0(0,316)S(0.5251 Span . 30.0 4 Applied Loads;::::::::::::::` ;:::.::::::::' :;:::::; ::..: `:.:<.:::::::: ,: Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 21.0 ft Max Upward Transient Deflection 0.000 in _DEWNSUMMARY Max Downward Total Deflection Maximum Bending = 94.500 k -ft Maximum Shear= 12.60 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 15.000ft 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 3.326 in 108 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 5.321 in 67 Max Upward Total Deflection 0.000 in 0 Mazimum`Forces &_Stresses for Load CombinaU6n:s:',' Load Combination Mex 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 VnxlOmega Overall MAXimum Envelope Dsgn. L = 30.00 ft 1 94.50 94.50 12.60 +D+H Dsgn. L = 30.00 ft 1 35.44 35.44 4.73 +D+L+H Dsgn. L = 30.00 it 1 35.44 35.44 4.73 +D+Lr+H Dsgn. L = 30.00 ft 1 35.44 35.44 4.73 +D+S+H Dsgn. L = 30.00 It 1 94.50 94.50 12.60 +D+0.750Lr+0.750L+H Dsgn. L = 30.00 It 1 35.44 35.44 4.73 +D+0.750L+0.750S+H Dsgn. L = 30.00 It 1 79.73 79.73 10.63 +D+0.60W+H Dsgn. L = 30.00 ft 1 35.44 35.44 4.73 +D+0.70E+H Dsgn. L = 30.00 ft 1 35.44 35.44 4.73 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 30.00 it 1 35.44 35.44 4.73 +D+0.750L+0.750S+0.450W+H Dsgn. L = 30.00 It 1 79.73 79.73 10.63 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 30.00 it 1 79.73 79.73 10.63 +0.600+0.60W+0.60H Dsgn. L = 30.00 ft 1 21.26 21.26 2.84 +0.60D+0.70E+0.60H Dsgn. L = 30.00 It 1 21.26 21.26 2.84 Overall Maximum Deflections Load Combination Span Max.' = Defl Location in Span Load Combination Max. '-F' Dell Location in Span +D+S+H 1 5.3212 15.150 0.0000 0.000 Project Title: Engineer; Project ID: Project Descr: Description: (E) 30' Long drop GLB, Simply supported VeWkilt,,ReacU6ns % Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum._�__ 12.600 12.600 Overall MINimum 2.835 2.835 +D+H 4.725 4.725 +D+L+H 4.725 4.725 +D+Lr+H 4.725 4.725 +D+S+H 12.600 12.600 +D+0.750Lr+0.750L+H 4.725 4.725 +D+0.750L+0:750S+H 10.631 10.631 +D+0.60W+H 4.725 4.725 +D+0,70E+H 4.725 4.725 +D+0.750Lr+0.750L+0,450W+H 4;725 4.725 +D+0.750L+0.750S+0,450W+H 10.631 10:631 +D+0.750L+0.750S+0.5250E+H 10.631 10.631 +0.60D+0.60W+0.60H 2:835 2.835 +0.60D+0.70E+0.60H 2:835 2.835 D Only Lr Only 4.725 4.725 I- ID L Only S Only 7.875. 7.875 t2.I+Sa +r ►J" f/ti�n i W Only 'J J E Only H Only Project Title: Engineer: Project Descr: General Beam Analysis " ,`," °'"", Description : (E) 48' Long GLB w/ double cantilevers w1 AHUs General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 10.0 ft Area = 10.0 inA2 Moment of Inertia = Span #2 Span Length = 48.0 ft Area = 10.0 inA2 Moment of Inertia = Span #3 Span Length = 10.0 ft Area = 10.0 inA2 Moment of Inertia = Project ID: NOed; 9SEP 2040, 3:31W 100.0 in^4 100.0 in^4 100.0 in^4 r,d D(0,31501 S(0.5250) 10, SpAn =4U.0 it X bpan Applied LoadsService ..............-... loads entered. Load Factors will be applied for calculations. .... .... _..................................................................__..................................__._.. -- Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 k/ft, Tributary Width = 21.0 ft Load(s) for Span Number 1 Point Load: D = 4.80, S = 7.90 k @ 0.0 ft Load(s) for Span Number 2 Point Load : D =1.30 k @ 44.0 ft Load(s) for Span Number 3 Point Load : D = 4.80, S = 7.90 k @ 10.0 ft i4 Point Load ; D =1.30 k @ 4.0 ft DESIGN SUMMARY Maximum Bending = 174 200 k -ft Maximum Shear = 22.40 k Load Combination 4=+ PF Load Combination +` +=S"fF{ - Location of maximum on span 48.000ft Location of maximum on span 48.000 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection 2.615 in 90 Max Upward Transient Deflection -0.055 in 10470 Max Downward Total Deflection 4.336 in 54 Max Upward Total Deflection -0,099 in 5846 Maximum Forces & Stresses for Load Combinations _.,� _.._ _ _ _.. _---__.._._._.. -__:_ -. _ .._._ _....... _ _ _ _ . ... __.. _ _ Load Combination Max Stress Ratios _ _.1.1-1.1-1.11-111,11,_ri_.._. Summary of Moment ValuesSummary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm _._.._.. Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 10.00 ft 1 •169.00 169.00 21.10 Dsgn. L = 48.00 ft 2 72.88 -174.20 174.20 22.40 Dsgn. L = 10.00 ft 3 -174.20 174.20 22.40 +D+H Dsgn. L = 10.00 ft 1 -63.75 63.75 7.95 Dsgn. L = 48.00 ft 2 26.96 -68.95 68.95 9.25 Dsgn. L = 10.00 ft 3 -68.95 68.95 9.25 +D+L+H Dsgn. L = 10.00 ft 1 -63.75 63.75 7.95 Dsgn. L = 48.00 ft 2 26.96 -68.95 68.95 9.25 Dsgn. L = 10.00 ft 3 •68.95 68.95 9.25 +D+Lr+H Dsgn. L = 10.00 ft 1 -63.75 63.75 7.95 Dsgn. L = 48.00 ft 2 26.96 -68.95 68.95 9.25 Dsgn. L = 10.00 It 3 -68.95 68.95 9.25 +D+S+H Dsgn. L = 10.00 It 1 -169.00 169.00 21.10 Dsgn. L = 48.00 ft 2 72.88 -174.20 174.20 22.40 Dsgn. L = 10.00 ft 3 -174.20 17420 22.40 +D+0.750Lr+0.750L+H Dsgn. L = 10.00 ft 1 -63.75 63.75 7.95 Dsgn. L = 488.00 ft 2 26.96 -68.95 68.95 9.25 Dsgn. L = 10.00 ft 3 -68.95 68.95 9.25 Project Title: Engineer: Proiect ID: Project Descr: Description: (E) 48' Lang GLB w/ double cantilevers w/AHUs Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +5+0.750L+0.750S+H Dsgn. L = 10.00 ft 1 -142.69 142.69 17,81 Dsgn. L= 48.00 ft 2 61.40 -147.89 147.89 19,11 Dsgn. L = 10.00 ft 3 -147.89 147.89 19.11 +D+0.60W+H Dsgn, L = 10,00 It 1 -63.75 63.75 7.95 Dsgn. L = 48.00 ft 2 26.96 -68.95 68.95 9.25 Dsgn. L = 10.00 ft 3 -68.95 68.95 9.25 +D+0.70E+H Dsgn. L = 10.00 It 1 •63.75 63.75 7.95 Dsgn. L = 48.00 ft 2 26.96 -68.95 68.95 9.25 Dsgn. L = 10.00 ft 3 -68.95 68.95 9.25 +D+0.750Lr+0,750L+0,450W+H Dsgn. L = 10.00 ft 1 -63.75 63,75 7.95 Dsgn. L= 48.00 ft 2 26.96 -68.95 68.95 9.25 Dsgn. L = 10.00 It 3 -68.95 68.95 9.25 +D+0.750L+0.750S+0.450W+H Osgn. L = 10.00 ft 1 -142.69 142.69 17.81 Dsgn. L = 48.00 it 2 61.40 -147,89 147.89 19.11 Dsgn. L = 10.00 ft 3 -147.89 147.89 19.11 +D+0.750L+0.750S+0.5250E+H Osgn. L = 10.00 ft 1 -142.69 142.69 17.81 Dsgn. L = 48.00 ft 2 61.40 -147.89 147.89 19.11 Dsgn. L = 10.00 It 3 -147.89 147.89 19.11 +0.60D+0.60W+0.60H Dsgn. L = 10.00 ft 1 -3825 38.25 4.77 Dsgn. L = 48.00 ft 2 16.17 -41.37 41.37 5.55 Dsgn. L = 10.00 It 3 -41.37 41.37 5.55 +0.60D+0.70E+0.60H Dsgn. L = 10.00 ft 1 -38.25 38.25 4,77 Dsgn. L = 48.00 It 2 16.17 -41.37 41.37 5,55 Dsgn. L = 10.00 ft 3 -41.37 41.37 5,55 Overall . aXimUm Deflections Load Combination Span Max. "--' Defl Location in Span Load Combination Max. "+' Dell Location in Span +D+S+H 1 4.2829 0,000 0.0000 0,000 +D+S+H 2 5.5587 24.304 +D+S+H -0.0985 1,215 +D+S+H 3 4.3364 10.000 0.0000 1.215 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXtmum 41.260 43.860 Overall MINimum 9.306 10.866 +D+H 15.510 18.110 +D+L+H 15.510 18.110 +D+Lr+H 15.510 18.110 +D+S+H 41.260 43.860 +D+0.750Lr+0.750L+H 15.510 18.110 +D+0.750L+0.7508+H 34.823 37.423 +D+0.60W+H 15.510 18.110 +D+0.70E+H 15.510 18.110 +D+0.750Lr+0.750L+0.450W+H 15.510 18.110 +D+0.750L+0.750S+0.450W+H 34.823 37.423 +D+0.750L+0.750S+0.5250E+H 34,823 37.423 +0.60D+0.60W+0.60H 9.306 10.866 +0.60D+0.70E+0.60H 9.306 10.865 D Only 15.510 16.110 Lr Only L Only S Only 25.750 25.750 W Only E Only H Only (TENSION FACE) (COMPRESSION FACE) F'b= CD*CV*CR*Fb (ASSUME CR = 1 ; NON -REPETITIVE APPLICATIONS) Fv=CD*Fv WHERE: CD=DURATION OF LOAD (D.O.L.) FACTOR= 1.15 Cv=VOLUME FACTOR=PER 2005 NDS 5.3.6 MATERIAL 8.75 GRADE 24F -1.8E D.O.L.= 1.15 THE ABOVE EQUATIONS ASSUME THAT. ALL MEMBERS ARE CONTINUOUSLY BRACED (Beam Stability Factor, CL = 1) AGAINST BUCKLING, SERVICE TEMPERATURES ARE LESS THAN 100 DEG. (F; MOISTURE CONTENTS ARE LESS THAN 19%,ETC. (SEE 2005 NDS FOR ADDTIONAL INFO.) BENDING IS PERPENDICULAR TO WIDE FACES OF LAMINATIONS BEAM LENGTH 1S LESS THAN 21' (FOR L>21%MULTIPLY .Mallow BY (21/L)"0.1) Mallow=F'b*S`Cv Vallow=Fv*A'2/3 Cv=((12/d)"0.1)((5.125/b)"0.1)<1.0 S=(b*&V6 A=b"d 1=(b`d^3)/12 �p)ENbSIONS Mallow(+) Valiow 1•E Mallow(-) (IN*K) Cv (IN^3} A (IN A2) BEAM DESIGN STRENGTHS BY: GJG (MAY 15,1994) (IN K) REVISED: 1/1712006 (K*lN"2) 553711 DESIGN ASSUMPTIONS: Fb= 2400 PSI 78.75 5.63 Fb= 1450 PSI ;8.750 Fv= 265 PSI 224w94 E= 1800000 PSI (TENSION FACE) (COMPRESSION FACE) F'b= CD*CV*CR*Fb (ASSUME CR = 1 ; NON -REPETITIVE APPLICATIONS) Fv=CD*Fv WHERE: CD=DURATION OF LOAD (D.O.L.) FACTOR= 1.15 Cv=VOLUME FACTOR=PER 2005 NDS 5.3.6 MATERIAL 8.75 GRADE 24F -1.8E D.O.L.= 1.15 THE ABOVE EQUATIONS ASSUME THAT. ALL MEMBERS ARE CONTINUOUSLY BRACED (Beam Stability Factor, CL = 1) AGAINST BUCKLING, SERVICE TEMPERATURES ARE LESS THAN 100 DEG. (F; MOISTURE CONTENTS ARE LESS THAN 19%,ETC. (SEE 2005 NDS FOR ADDTIONAL INFO.) BENDING IS PERPENDICULAR TO WIDE FACES OF LAMINATIONS BEAM LENGTH 1S LESS THAN 21' (FOR L>21%MULTIPLY .Mallow BY (21/L)"0.1) Mallow=F'b*S`Cv Vallow=Fv*A'2/3 Cv=((12/d)"0.1)((5.125/b)"0.1)<1.0 S=(b*&V6 A=b"d 1=(b`d^3)/12 �p)ENbSIONS Mallow(+) Valiow 1•E Mallow(-) (IN*K) Cv (IN^3} A (IN A2) I (IN"4) d (IN K) (K) (K*lN"2) 553711 78.75 5.63 307.62 ;8.750 7.50 224w94 956813 19213.33 16 0.996 1818013 531.56 '8.750 9.00 318.06 426,30 16.00 18.67 1519383 257.55 0.961 160.78 91.88 105.00 844.10 1260.00 :,'8.750 8.750 10.50 12.00 549.41 21.33 2268000 331.94 415.19 0.948 0.937 210.00 265.78 118.13 1794.02 8:750 13.50 687.21 24.00 3229242 4429688 507.20 04927 328.13 131.25 2460.94 Q8.750 15.00 839.51 26.67 5895914 0.918 397,03 .38 3276.51 8.750 16:50 1006.17 29.33 32.00 7651500 707.18 0.910 472.50 157 50 4252.50 640&68 $.70 10.750 18:00 19.50 7.05 1160.903 1382.03 34.67 9732023 834.98 554.53 643.13 183.75 6752.81 M6.750 21.00 1591.00 37 33 215 063 961.23 1095.8fi 0.896 0.690 738.28 198.88 8.750 22.50 1813.84 40.00 14950195 144000 1238.83 4 840.00 08305.660.0 ;8.750 24.00 2050.47 42.67 45 33 287fi 055 1390.07 0 879 948.28 223.03 12090.59 14352.19 X8.750 25.50 2 80 2564,74 48.00 25833938 1549.53 0.874 1063.13 1184.53 236.25 249.38 16879.57 8.750 8.750 27.00 2842:22 50:66 30383227 1717.18 182.95 0.869 0.86 1312M 262.50 19687Z0 8.750 .28.50 30.00 3137.560 53.33 5437500 E' Or-, 41023336 2096.82 0.865 1447.03 275.63 22790.74 x;8.750 31.50 343 56.00 47167313 2268.75 29942 23 8.750 $.750 33.00 34.50 3755.17 4086.10 68.66 .33 53896008 2468 68 0 853 0:849 1735.78 1890.00 31 88 315.00 34020.00 8.750 36,00 4430.24 64.00 61236000 2676.60 7_0 � Lor 9 L1rtr; N �»K _ .t r rA t3 ova- e Project Title: Engineer: Project ID: Project Descr: Description: (E) Column <Code R 6iv:* Hees::' Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 GeneralInfoni ation Analysis Method: Allowable Stress Design O . Wood Section Name 10x10 Maximum SERVICE Lateral Load Reactions . . End Fixities. Top & Bottom Pinned Load Combination Wood GradinglManut. Graded Lumber Comp Only, fc/Fc' Overall Column Height 16.0 ft Wood Member Type Sawn At maximum location values are ... ( Used for non -slender calculations) Along Y -Y 0.0 in at 0.0 ft above base Exact Width 9.50 in Allow Stress Modification Factors for load combination : n/a Wood Species Douglas Fir -Larch 0.0 k -ft 0.0 k -ft Exact Depth 9.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 0.639 Area 90.250 inA2 Cf or Cv for Compression 1.0 Fb • Tension 900 psi Fv P 180,psi , P Ix 678.76 inA4 Cf or Cv for Tension 1.0 Fb - Compr 900 psi Ft 575 psi ly 678.76 inA4 Cm : Wet Use Factor 1.0 Fe - Pdl 1350 psi Density 31.2 pcf 288.0 psi Ct : Temperature Factor 1.0 Fe - Perp 625 psi PASS 0.0 ft Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf : Built-up columns 1.0 NDS 15.32 Basic 1600 1600 1600 ksi Use Cr: Repetitive ? No Minimum 580 580 Brace condition for deflection (buckling) along columns : 0.4182 PASS 0.0 ft X -X (width) axis: Unbraced Length for X -X Axis buckling =16.0 ft, K =1.0 16.0 ft +D+0.60W+H Y -Y (depth) axis : Unbraced Length for X -X Axis buckling =16.0 ft, K =1.0 Applied 1.08tlS;!:::::::::. ::.:..:'; `::'::;:::::.'. ;.':`:::.:::;:":::.'::: `;.; : Service loads entered. Load Factors will be applied for calculations. Column self weight included : 312.867 lbs " Dead Load Factor PASS 16.0 ft +D+0.70E+H AXIAL LOADS ... 0.461 0.1716 PASS 0.0 ft Axial Load at 16.0 ft, D =15.120, S = 25.20 k PASS 16.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 .DESIGN SUMMARY;::`:;::::::.:::`::'.:;.' :..:..:.....:..: 0.1716 PASS O.Oft 0.0 Bending & Shear Check Results O . PASS Max. Axial+Bending Stress Ratio = 0.4949:1 Maximum SERVICE Lateral Load Reactions . . Load Combination Load Combination Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... +D+H Along Y -Y 0.0 in at 0.0 ft above base Applied Axial 40.633 k for load combination : n/a Applied Mx Applied My 0.0 k -ft 0.0 k -ft Along X -X 0.0 in at 0.0 ft above base Fc: Allowable 909.71 psi for bad combination : Na 0.639 0.1983 Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H 1.250 Location of max.above base 16.0 ft PASS Applied Design Shear 0.0 psi PASS Allowable Shear 288.0 psi 1.150 Load Cotilbination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.677 0.2079 PASS O.Oft 0.0 PASS 16.0 ft +D+L+H 1.000 0.639 0.1983 PASS 0.0 it 0.0 PASS 16.0 ft +D+Lr+H 1.250 0.554 0.1829 PASS O.Oft 0.0 PASS 16.0 ft +D+S+H 1.150 0.586 0.4949 PASS 0.0 ft 0.0 PASS 16.0 ft +D+0.750Lr+0.750L+H 1.250 0.554 0.1829 PASS 0.0 ft 0.0 PASS 16.0 ft +D+0.750L+0.750S+H 1.150 0.586 0.4182 PASS 0.0 ft 0.0 PASS 16.0 ft +D+0.60W+H 1.600 0.461 0.1716 PASS 0.0 ft 0.0 PASS 16.0 ft +D+0.70E+H 1.600 0.461 0.1716 PASS 0.0 ft 0.0 PASS 16.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.461 0.1716 PASS O.Oft 0.0 PASS 16.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.461 0.3818 PASS O.Oft 0.0 PASS 16.0 it +D+0.750L+0.7508+0.5250E+H 1.600 0.461 0.3818 PASS 0.0 ft 0.0 PASS 16.0 ft +0.60D+0.60W+0.60H 1.600 0.461 0.1030 PASS 0.0 ft 0.0 PASS 16.0 ft Project Title: Engineer: Project ID: Project Descr: Description: (E) Column Load .Combing#ion'R,esultt; Maximum Axial + Bending Stress Ratios Maximum Shear. Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.461 0.1030 PASS 0.0 It 0.0 PASS 16.0 h Maximum ReaCti0n8 ..' .: :.: .: :.' ` :.' Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination Base 0 Top a Base @ Top 0 Base +D+H k k 15.433 k +D+L+H k k 15.433 k +D+Lr+H k k 15.433 k +D+S+H k k 40.633 k +D+0.750Lr+0.750L+H k k 15.433 k +D+0.750L+0.750S+H k k 34.333 k +D+0.60W+H k k 15.433 k +D+0.70E+H k k 15.433 k +D+0.750Lr+0.750L+0.450W+H k k 15.433 k +D+0.750L+0.7508+0.450W+H k k 34.333 k +D+0.750L+0.750S+0.5250E+H k k 34.333 k +0.60D+0.60W+0.60H k k 9.260 k +0.60D+0.70E+0.60H k k 9.260 k D Only k k 15.433 k Lr Only k k k L Only k k k S Only k k 25.200 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations. - Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 it 0.000 in 0.000 It +D+L+H 0.0000 in 0.000 it 0.000 in 0.000 It +D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +0+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +0+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0,000 It +0+0.60W+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750L+0.7508+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It D Only 0.0000 in 0.000 It 0.000 in 0.000 It Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft L Only 0.0000 in 0.000 It 0.000 in 0.000 ft S Only 0.0000 In 0.000 It 0.000 in 0.000 ft W Only 0.0000 in 0.000 It 0.000 in 0.000 It E Only 0.0000 in 0.000 It 0.000 in 0.000 It H Only 0.0000 in 0.000 ft 0.000 in 0.000 It Project Title: Engineer: Project ID: Project Descr: Description : (E) Column Sketches Y 1o.axae 10x10 z. s.soin Loads are total entered value, Arrows do not reflect absolute direction. Project # : 16011-0375 Page #: 1 Proj. Name: Wave Tukwila RTUs �� Engineer: MRA Date : 9/9/2016 E LJ C� I e n G l n e e R S Subject Design Criteria: Codes 2012 IBC ASCE 7-10 Equipment Summary, Loads & Anchorage Equipment Height (ft) Long Length (ft) Short Length (ft) Total Wgt. (kip) Curb Ht. (ft) Uplift Shear w/n,, w/Q,, T4C 3.90 7.38 4.44 1.15 1.7 0 l 348 lb 146 v pc Figure 26.5-1A Table 29.3-1 Figure 29.4-1 Wind Load Exp 110 MPH C kZ 0.9 kri 1.0 kd 0.85 qzI 23.7 Ipsf Project # : 16011-0151 Page #: 2 Proj. Name: Wave Tukwila BTUs C I Engineer: MRA Date : 9/7/2016 i` i-1 G 1 1171 t= t= F=i S Subject : Seismic Coefficients I. Seismic Ground Motion Values: LAT = Site Latitude: = 47.509 LONG = Site Longitude: _ -122.280 SS = MCE Spectral Accel @ 0.2 Sec: = 1.507 2002 USGS Mapped Value for Default Site Class B S, = MCE Spectral Accel ® 1.0 Sec: = 0.568 2002 USGS Mapped Value for Default Site Class B SITE = Site Class: ( Default is D) = D per GeotechorTable 20.3 -1 -ASCE 7, pg 205 Fa = Spectral Accel ® 0.2 Sec for Site = 1.00 Table 11.4.1 - ASCE 7, pg 115 Fv = Spectral Accel @ 1.0 Sec for Site - 1.50 Table 11.4-2 - ASCE 7, pg 115 'SMS = MCE Spectral Resp (Short Period) = 1.51 = Fa Ss Eqn 11.4-1 SM1 = MCE Spectral Resp (Long Period) = 0.85 = F„ S1 Eqn 11.4.2 SDs = Design Spectral Accel @ 0.2 Sec = 1.00 = 2/3 SMs Eqn 11.4.3 Sm = Design Spectral Accel 0 1.0 Sec = 0.57 = 213 SM, Eqn 11 A-4 Design Maps Summary Report User -Specified Input Report Tide Wave Broadband Tukwila Wed September 7, 2016 20'7.4:27 LITC Building Code Reference Document 2012/2015 International Building Code ,which utd,zes USGS hazard data available in 2009) Site Coordinates 47,509490N, 122.27993"W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II1III USGS-Provided Output SS = 1.507 g SMS = 1.507 g Sas 1,004 g Sl = 0.568 g SM= = 0.852 g Sos = 0,568 g Project # : 16011-0375 Page # : 3 Proj. Name: Wave Tukwila RTUs Engineer: MRA Date: 9/9/2016 i'-"? tea 1 1-1 L:.- F1 Subject : RFU -1 Overturning Seismic Desian Reauirements for Nonstructural Components - ASCE 7-10 Chapter 13 Equipment: T4C Cabinet Geometry: 1.15 kip Wind Load Seismic Coefficients Wind Pressure= H,,, = 5.57 ft Overall height SDC = D Seismic Design Category h_s = 3.6 ft Seis. Centroid = 1/2(Unit) + Curb SDs = 1.00 Design spectral acceleration h_w = 2.8 ft Wind Centroid = 1/2(H_tot) ap = 2.5 ASCE 7-10 - Table 13.6-1 D = 4.44 it Dist between attachment RP = 6.0 ASCE 7-10 - Table 13.6-1 N = 2 Attachments supporting weight IP = 1.0 Component Importance Nor= 2 Attachments resisting OT DP 1.0 4--^- 140'T' A*.1CVk0Yr-tJ4 -To -c4L6TE Weight Wp = 1.15 kip Wind Load Attachments supporting weight/ resisting shear Wind Pressure= 28.2 psf LRFD Level Wind Width= 7.38 ft Wind Load= 1.16 kip Center of Wind 2.785 WP= 1.2 kip 4.44 It RA Re Z- 16.0 ft h = 16.0 ft Height of building Seismic Calculations Fp.0.4 * ap * SDS * ( itJ cnic = / Wp �i- 1 2- pl p Fp,neax = 1.6 * Sps * 1p * Wp Fpxalc = 0.58 kips Equation 13.3-1 Fp,. = 1.8 kips Equation 13.3-2 Fpman = 0.3 * SDs * Ip* WV Fp.min = 0.35 kips Equation 13.3-3 Wind Load 1.159 kip Controlling Design Shear Force FP 1.16 kips Controlled by Wind Fp,ASD = 0.5`Fp 0.70 kips Reactions Max EQ Min EQ N = (2) Attachments supporting weight/ resisting shear NOT = (2) Attachments resisting OT Lateral Load in the X -direction (+ value equal com ression Point A Point C Dead + 0.6 kip + 0.6 kip Rx = Wp /N Wind 0.4 kip +0.4 kip Rx = FP' h / D Seismic 0.2 kip + 0.2 kip N 4 Max EQ Min EQ 0.53 kis 0.78 kips kips Max Wind Min Wind _0.3_9 0.79 kips =13kips 0.56 kips u.O C.5 Max EQ Min EQ 0.62 kis 0.99 kips 0.22 kis 0.58 kips Max Wind Min Wind 0.33 kis 1.05 kips 0.15 kis 0.88 kips 1,0+.14SDS)D+0.7EQ '0.6-.14SDS)D+0.7EQ D+0.6W ).6D+0.6W 1.2+.2SOS)D+1.OEQ 0.9-.2SDS)D+1.0EQ i :2D+1.OW ).9D+1.OW Tension I u Compression Shear Max i 0:79 kips 0.35 kips ASD Loads 000 kip 0.35 kips No Tension ap Loads 0.00 kip j 0.35 kip rso mZ LIZa 26 The Simpson Strong Tie° Strong -Drive® SDS Heavy -Duty Connector screw Is a'/4' diameter structural wood screw ideal for various connector installations as well as wood -to -wood appiicatlons. It installs with no predrilling and has been extensively tested in various applications. The SDS Heavy -Duty Connector screw is improved with a patented easy driving 4CUT" point and a corrosion resistant double -barrier coating. The #8x1'/4' SO Wafer -Head screw is ideal for miscellaneous fastening applications. The needle point ensures fast starts and deep #2 Phillips drive reduces cam -out and stripping. SDS FEATURES: • The patented 4CUT point has a square core and serrated threads to reduce installation torque and make driving easier with no predrilling and minimal wood splitting. • Available with a double -barrier coating or in Type 316 stainless steel. Carbon steel loads apply to corresponding stainless steel models. • Ye' hex washer head is stamped with the No -Equal sign and fastener length for easy identification after installation. MATERIAL: Heat-treated carbon steel, Type 316 stainless steel FINISH: SD8xl.25-Electro Galvanized; SDS -Double Barrier (all lengths); SOS -Type 316 Stainless Steel (1112° thru 3'/z' lengths) CODES: See page 12 for Code Reference Key Chart. WARNING: Industry studies show that hardened fasteners can experience performance problems in wet or corrosive environments. Accordingly, the SD8x1.25 should be used in dry, Interior, and noncorrosive environments only. The 4CUT point reduces Installation torque and makes driving easier. Strong -Drive® 1/:'x3" SDS HEAVY-DUTY CONNECTOR Screw U.S. Patent 6,109,850; 5,897,280:7.101,133 Strong-Drivee SDS HEAVY-DUTY CONNECTOR Screw Sole -to -Rim Connection Wafer -Head Screw (Not for structural applications - see note 8) These products feature additional corrosion protection. Additional products on this page may also he available with this option, check with Simpson Strong -Tie for detalls. Simpson Strong -Tie® Strong -Drive® SDS HEAVY-DUTY CONNECTOR Screw and Wafer -Head Screw Size (iIze . �.- Center screw Thread Fasteners Length per:; (in.) Carton' <OF/SP;Allowible.Loads:;;:-; :<< ;::::;; ;;; >:: :.::::..:..:.::.;_:SPF/HF Allowable Shsar(100)' i Withdrawal' Shear Wood Side Plato'. Steel Side Plate (100) Wood Side Plate' Steel Side Plate:. 1104) 13 14 ga & 10 ga :or Weod or Steel 111/4 14 ga t# 10 ga or Wood or Steel 11/4" 1'12 16 ga SPF LVL 12 ga'. Greater . Side Plate In middle of rim board Screw 5/42 x 1'/ 1 SD8x1,251 - per table - - 50 50 50 - Sole plate per table - g 1 45 - 170 wood structural '/ x11/ SDS25112 sheathing fastened 1500 - - 250 250 250 170 pereade ' ! Minimum 180 penetration .:No. _ Nominal Size:. '/4 x 2 Rim board . 1'/, : ::1300 per table Strong-Drivee SDS HEAVY-DUTY CONNECTOR Screw Sole -to -Rim Connection Wafer -Head Screw (Not for structural applications - see note 8) These products feature additional corrosion protection. Additional products on this page may also he available with this option, check with Simpson Strong -Tie for detalls. Simpson Strong -Tie® Strong -Drive® SDS HEAVY-DUTY CONNECTOR Screw and Wafer -Head Screw Simoson Strone-Tie® Strong -Drive® SDS HEAVY-DUTY CONNECTOR Screw - Allowable Shear Values for Sole -to -Rim Connections Size (iIze . Model No, . Thread Fasteners Length per:; (in.) Carton' <OF/SP;Allowible.Loads:;;:-; :<< ;::::;; ;;; >:: :.::::..:..:.::.;_:SPF/HF Allowable Shsar(100)' i Withdrawal' Shear Wood Side Plato'. Steel Side Plate (100) Wood Side Plate' Steel Side Plate:. 1104) 13 14 ga & 10 ga :or Weod or Steel 111/4 14 ga t# 10 ga or Wood or Steel 11/4" 1'12 16 ga SPF LVL 12 ga'. Greater . Side Plate Code Ret. Loads 5/42 x 1'/ 1 SD8x1,251 - - - - 50 50 50 - - - 45 45 1 45 - 170 ® '/ x11/ SDS25112 1 1500 - - 250 250 250 170 - - 180 180 180 120 .:No. _ Nominal Size:. '/4 x 2 SDS25200 . 1'/, : ::1300 250 ':290 `;290. 215 _ - 180 ..210: :2i0 ` 150 : Sole P...late Sole Plate ;Sole Plate:; .Sola Plate Y4X2/a SDS25212 :11%` .:1100` 2 135: : 180 ;'280: .300:: 190 15, 1/ x 5 '/.x3 SDS25300 2 950 280 - 250 420 420 345 200 - 180 300 300 240 15, I 2x or 3x 2 SDS25312 2Y4 900 340 340 250 420 420 385 245 245 180 300 300 270 Li. ®/4x4ri SDS25412 2'/, 800': 0. ''.42 <: .'420 i"=':% "475 `>' ? 350 ; 340. 25 U :250. :<'245.:` .180 :::.'300. `.. .300 :. '.'.'330 .: 20 1'/,x5 5DS25500 :2§;.`. 500: 350;;.,340 :250 420 420: 475 250 245 ;180: :300: 300: 330. : '/4 x 6 SDS25600 r 3'/, '600 350:; 340:..: 250 420 - 420' :560 250. ; 245: 180. $00 300 ' '.395 x8 SOS25800 3'/4 400 350:°: .340: ,250 '"4?0 420. ;560 ' 250 245 ': 180 ` 300 300 . : 395 Simoson Strone-Tie® Strong -Drive® SDS HEAVY-DUTY CONNECTOR Screw - Allowable Shear Values for Sole -to -Rim Connections 1. Screws may be provided with the 4CUT or Type 17 point. 2. Strong -Drive° SOS Heavy -Duty Connector screws install best with a low speed''/' drill with a%' hex head driver. 3. Values are valid for connections between two members with full thread penetration into the main member. For other wood side plate values, see Fastening Systems catalog (C -F-14) pages 311.321. 4. Allowable loads are shown at the wood load duration factor of Co -1.00. Loads may be increased for toad duration per the building code up to a Co=1.60. 5. Withdrawal loads shown are In pounds (lbs.) and are based on the entire threaded section installed into the main member. If thread penetration Into the main member is less than the Thread Length as shown in the table, reduce allowable load by 172 Ins. x inches of thread not in main member. Use 121 IbsJinch for SPF. 6. Fasteners per Carton represent the quantity of screws that are available in bulk packaging. Screws are also available in mini bulk and retail packs. Refer to Simpson Strong -Ties Fastening Systems catalog (C•F-14). 7. LSL wood -to -wood applications that require 4W, 5', 6' or 8' SDS screws are limited to Interior -dry use only, 8. SD8x1.25 requires Y; minimum penetration. DO NOT USE SD8x1.25 wood screws with structural connectors unless specified and stated in this catalog. 9. Where predrilling is required for Strong-Orive® SDS Heavy -Duty Connector screws, predrill diameter is W. 10. Minimum spacing, edge, and end distance requirements are listed in ICC -ES ESR -2236. For smaller requirements, please contact Simpson Strong -Tie engineering. Allowable Loads Sold Minimum.. penetration C 2x OF/SP, 2x SPF/HF . .. 1�/4".Mlnlmiim LVL 1i/4".Minimum L5L Size Nlodei Plate ;.into Rim Board ..:.::. Rim Board , ; , Rim Board... Nim Boerd., ..`:' Ret. (in.) .:No. _ Nominal Size:. .:.:, Rlm Board >. ><.:.....::.....,;:; :: „;:...:......,:::. ;OF/SP,.SPF/HF. :;;;pF/SP;'.::SPF/NF:. ,................._..;.. s:;DF/SP;;' .SPF/HF .. ;; DF/SP.:,; ::SPF/HF : (In) SotePlate... Sola Plate ;:Sale Plata , Sale Plate Sole P...late Sole Plate ;Sole Plate:; .Sola Plate 1/x41/1 SDS25412 2x 2 250 190 190 190 190 190 220 190 15, 1/ x 5 SDS25500 2x . '; :' 2250;;: ;:. 190 190:;:::!;` .190 ':'.::'.':190;;:;:;;;; 190 220.':x:. 190 '/ x 6 SDS25600 I 2x or 3x 2 1 250 190 190 190 190 190 1 220 190 1 F20 1. Screws may be provided with the 4CUT or Type 17 point. 2. Strong -Drive° SOS Heavy -Duty Connector screws install best with a low speed''/' drill with a%' hex head driver. 3. Values are valid for connections between two members with full thread penetration into the main member. For other wood side plate values, see Fastening Systems catalog (C -F-14) pages 311.321. 4. Allowable loads are shown at the wood load duration factor of Co -1.00. Loads may be increased for toad duration per the building code up to a Co=1.60. 5. Withdrawal loads shown are In pounds (lbs.) and are based on the entire threaded section installed into the main member. If thread penetration Into the main member is less than the Thread Length as shown in the table, reduce allowable load by 172 Ins. x inches of thread not in main member. Use 121 IbsJinch for SPF. 6. Fasteners per Carton represent the quantity of screws that are available in bulk packaging. Screws are also available in mini bulk and retail packs. Refer to Simpson Strong -Ties Fastening Systems catalog (C•F-14). 7. LSL wood -to -wood applications that require 4W, 5', 6' or 8' SDS screws are limited to Interior -dry use only, 8. SD8x1.25 requires Y; minimum penetration. DO NOT USE SD8x1.25 wood screws with structural connectors unless specified and stated in this catalog. 9. Where predrilling is required for Strong-Orive® SDS Heavy -Duty Connector screws, predrill diameter is W. 10. Minimum spacing, edge, and end distance requirements are listed in ICC -ES ESR -2236. For smaller requirements, please contact Simpson Strong -Tie engineering. The larger LTP5 spans subfloor at the top of the blocking�ir�b=►�.jt�te, or rim joist. The embossments enhance performance. The LTP4 Lateral Tie Plate transfers shear forces for top plate to rim Joist or blocking connections. Nail holes are spaced to prevent wood splitting for single and double top ;► plate applications. May be Installed over plywood sheathing. The A35 anchor's exclusive bending slot allows instant, " ' accurate field bands for all two- and three-way ties. Balanced, n AlfowaSlBLaadi`_ completely reversible design permits the A35 to secure a -gam A34 great variety of connections, .:TypeoL`:: Connuctloit MATERIAL: LTP4/LTP5-20 gauge; all others -18 gauge �+3• FINISH: Galvanized, Some products available in stainless steel t or ZMAX° coating; see Corrosion Information, pages 13-15. a uo'u. INSTALLATION: • Use all specified fasteners. See General Notes. A35-8end one time only. CODES: See page 12 for Code Reference Key Chart. 2 , sjorrC-,;r, +y M,eTE (100) (125) These products are available with additional corrosion protection. Additional on this may also be available with this A34 products page A option, check with Simpson Strong -77e for details. ;hoz¢ •r:�:-.. Imo' ® These products are approved for Installation with the Strong-Drivem LTP4 SD Connector screw. See page 27 for more information. 415 a L) L-1 1. Allowable loads are for one anchor. When anchors are installed on each side of the Joist, The minimum joist thickness is 3'. 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 can be installed over W wood structural panel sheathing with 8dx1'h nails and achieve 0.72 of the listed load, or over 1W and achieve 0.64 of the listed load. 8d commons will achieve 100% load. 4. The LTP5 may be installed over wood structural panel sheathing up to 1h* thick using 8dx1 y: nails with no reduction in load. 5. Connectors are required on both sides to achieve F2 loads in both directions. 6. NAILS: 8dxt h - 0.131' dia. x 1'h' long. See pages 22-23 for other nail sizes and information. SIMPSON StronglTie A35 LTP5 I 1 Joists to Plate with A Leg inside Studs to Plate with 8 Leg Outside Joists to Beams 0 ?06 LTP4 Installed over Wood Structural Panel Sheathing LTP4 attaching Top Plates to Rim Joist © LTP5 Installed over Wood Structural Panel Sheathing Model " ' Dlrec{Ion n AlfowaSlBLaadi`_ r. AilowabloLb adc..: ,iCodu No.. .:TypeoL`:: Connuctloit Faslenerc of Lottd : ;Floor; :Rqp(. 60T' Floor. Runt : 1tt0 .::.:; Ref. (100) (125) A34 8-8dxlq Fi 395 485 515 340 415 445 F2' 395 455 455 340 390 390 9-8X1 d' .:255'; C1`%: 664 IPI, A2 w:: 365 ' ta380> ;'295; :... _ � ...._.::" 255`:; ::815:: ':$25'( L5 Lt 8, ::=.Cp ::;`; ;,:295'= %:365 =-370;: '255': 315 i:.?32U `: A35 : 3: ;: 12-8dx1'r� F13 200;` 8dx1Yz Fi :; { 5g5 - Ei95 <;i ;,;695x, `:510::: 600 x600 . F2$::::510: '.575.' ::575:: .'.: •12 LTP4 © 12-8dx1'/z G 580 670 670 500 1 570 575 114, H 580600 6 0 L500 515 515 L5,F13 LTP5 12 8dx1'r4 G ; 58U:l '; 820;: ? 620> ,500 :535: ' 535 '. In H ; : ;545`: x:545- .:545; 470 470: 470 L18, F25 1. Allowable loads are for one anchor. When anchors are installed on each side of the Joist, The minimum joist thickness is 3'. 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 can be installed over W wood structural panel sheathing with 8dx1'h nails and achieve 0.72 of the listed load, or over 1W and achieve 0.64 of the listed load. 8d commons will achieve 100% load. 4. The LTP5 may be installed over wood structural panel sheathing up to 1h* thick using 8dx1 y: nails with no reduction in load. 5. Connectors are required on both sides to achieve F2 loads in both directions. 6. NAILS: 8dxt h - 0.131' dia. x 1'h' long. See pages 22-23 for other nail sizes and information. SIMPSON StronglTie A35 LTP5 I 1 Joists to Plate with A Leg inside Studs to Plate with 8 Leg Outside Joists to Beams 0 ?06 LTP4 Installed over Wood Structural Panel Sheathing LTP4 attaching Top Plates to Rim Joist © LTP5 Installed over Wood Structural Panel Sheathing 9/29/2017 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director SAM MILLER PO BOX 2649 REDMOND, WA 98073 RE: Permit No. M16-0158 WAVE BROADBAND 4316 S 104TH PL Dear Permit Holder: 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 11/30/2017. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 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 11/30/2017, 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, Rachelle Ripley Permit Technician File No: M16-0158 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development - Jack Pace, Director May 25, 2017 Sam Miller Universal Mechanical Service Co. PO Box 2649 Redmond, WA 98073-2649 RE: Request for Extension #1 Permit Number M16-0158 Dear Mr. Miller, Allan Ekberg, Mayor This letter is in response to your written request for an extension to Permit M16-0158. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through November 30, 2017. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. M16-0158 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Universal Mechanical Service Co., Inc. P.O. Box 2649 I � Redmond, WA 98073-2649 (425) 885-9100 May 23, 2017 Jerry Hight Building Official City of Tukwila Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukv.,la, L1, A 98188 RE: Permit # M16.954rg — 4316 S 104th Place © [,Co Dear Jerry, We respectfully request an extension to the mechanical permit for this project. The equipment smoke detectors are required to be tied in to the fire alarm system. To accomplish this requirement, a new fire alarm panel was needed. The fire alarm company have ordered the panel, but there has been a delay in manufacturing and it has not arrived for them to install it yet. If you have any questions, please call me at (425) 885-9100. Thank you, /niversal lle Mechanical RECEIVED CI'T'Y OF TUKWILA MAY 2 4 209 PERMIT CENTER Request for Extension. # � Current Expiration Date: Extension Request: Approved for r days ❑ Denied (provide explanation) Signature/ initials Heating & AC Maintenance Heat Pumps — Controls Refrigeration 4/3/2017 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director SAM MILLER PO BOX 2649 REDMOND, WA 98073 RE: Permit No. M16-0158 WAVE BROADBAND 4316 S 104TH PL Dear Permit Holder: 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 5/31/2017. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 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 5/31/2017, 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, hacelle 1ky Permit Technician File No: M16-0158 6300 Southcenter Boulevard Suite #100 ' * Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 VERMIT COORD COPT. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M16-0158 DATE: 10/07/16 PROJECT NAME: WAVE BROADBAND SITE ADDRESS: 4316 S 104 PL X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: AS AWC ll -[fp Building Division Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) At/1 Nc LO -114 Fire Prevention it Planning Division ❑ Structural ❑ Permit Coordinator 14 DATE: 10/11/16 Structural Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/08/16 Approved ❑ Approved with Conditions 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: 1ziisrzois UNIVERSAL MECH SERVICE CCS TRIC Home Espanol Contact Safety & Health Claims & Insurance 4nWashington State Department of Labor & Industries UNIVERSAL MECH SERVICE CO INC Owner or tradesperson Principals BRANIN, WILLIAM DUFF, PRESIDENT WILSON, KURTIS GENE, VICE PRESIDENT VEIGA, ANTHONY JOHN, VICE PRESIDENT FULLER, MICHAEL J (End: 01/01/1980) FULLER, SANDRA L (End: 01/01/1980) Doing business as UNIVERSAL MECH SERVICE CO INC PO BOX 2649 REDMOND, WA 98073-2946 425-885-9100 KING County WA UBI No. Business type 601 012 722 Corporation Governing persons WILLIAM D BRANIN WILLIAM DUFF BRANIN; License Page 1 of 2 Search L&I A -G Lidex Help boy LKI Workplace Rights Trades & Licensing Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Ca .....onstruction...................................Contr.........................ctor_... Active. Meets current requirements. License specialties Heating/Vent/Air-Conditioning and Refrig (HVAC/R) License no. UNIVEMS132JF Effective — expiration 04/06/1987-10/30/2018 Bond WESTERN SURETY CO $6,000.00 Bond account no. 69770911 Received by L&I Effective date 09/29/2004 10/30/2004 Expiration date Until Canceled Insurance ................_..... Mid -Century Ins Co $2,000,000.00 Policy no. 035029544 Received by L&I Effective date https://secure.Ini.wa.gov/verify/Detail.aspx?UBI=601012722&LIC=LTNIVEMS 132JF&SAW= Help us improve 10/19/2016 WMENETY MAP y '`. PiDi MM6'In�IWtdp�p �, ri7='�'Ms!x. 6s E A PAlk Slo%& �t S L.�;nitr:Wr Mn r.: d � Oc ):analkn�iryaners H.rm tl .� b iiAsill»iaWp/wa C B Pt:Htp�p&L7yFMtl � 1 � Autpwrack,y /) I t� 4 v, ++ I i A N3icaeratr, n I -� I EXISTING I w RTU EXISTING RTU I I I I — I (10 -TON 110 -TON) A EQ OF WORK I EXISTING DISH 1 I WAVE 1 I 1 I I AREA OF WORK -I- ENTIRE BUILDING I [PEP: A° G3TML ROOF F FLQN ADJACENT TENANT K�::�)SCALE: 1/16" = 1'-0" I CONFLETWH o CO[MI[M�l�SMONNG PER WASHINGTON STATE ENERGY CODE (WSEC) SECTION C408: RECORD DRAWINGS OF THE ACTUAL INSTALLATION SHALL BE PROVIDED TO THE BUILDING OWNER WITHIN 90 DAYS OF THE DATE OF SYSTEM ACCEPTANCE. AN OPERATION AND MAINTENANCE MANUAL SHALL BE PROVIDED TO THE BUILDING OWNER. ALL HVAC SYSTEMS SHALL BE BALANCED AND A WRITTEN BALANCE REPORT SHALL BE PROVIDED TO THE OWNER. FOR WAREHOUSE, SEMI -HEATED, AND SIMPLE SYSTEMS (AS DEFINED IN WSEC): HVAC CONTROL SYSTEMS SHALL BE TESTED, CALIBRATED, AND ADJUSTED. SEQUENCE OF OPERATION SHALL BE TESTED TO ENSURE THAT THEY OPERATE IN ACCORDANCE WITH THE SPECIFICATIONS AND APPROVED PLANS. A COMPLETE REPORT OF TEST PROCEDURES AND RESULTS SHALL BE FILED WITH THE OWNER FOR ALL OTHER SYSTEMS, HVAC CONTROL SYSTEMS SHALL BE TESTED, CALIBRATED, AND ADJUSTED. SEQUENCES OF OPERATION SHALL BE TESTED TO ENSURE THAT THEY OPERATE IN ACCORDANCE WITH SPECIFICATIONS AND APPROVED PLANS. A PRELIMINARY COMMISSIONING REPORT OF TEST PROCEDURES AND RESULTS SHALL BE PREPARED PRIOR TO ISSUANCE OF A FINAL CERTIFICATE OF OCCUPANCY. A COMPLETE FINAL COMMISSIONING REPORT OF TEST PROCEDURES AND RESULTS SHALL BE FILED WITH THE OWNER. WIENTLATPON SERVER ROOM AREA = 475 SQUARE FEET 0.06 CFM PER SQ FT = 29 CFM OSA (MIN PER SMC TABLE 403.3) NEW ROOFTOP UNITS PROVIDE 200 CFM OUTSIDE AIR (FACH) Me PARTML SOUTH E LFWAT N SCALE: 1/8" = 1'-0" pinam r PROJECT WAVE BROADBAND JOB 4316 SOUTH 104TH PLACE ADDRESS TUKWILA, WA 98178 MFR RG -1 SHOEMAKER 24X24 600T TAX PARCEL 032304-9026 LEGAL POR NW 1/4 OF SE 1/4 & NE 1/4 OF SW 1/4 BEG AT NXN OF N LN SD NW 1/4 WITH W MGN OF EMPIRE WAY S TH N 86-58-28 W ALG N LN SD NW 1/4 OF NE 1/4 650.94 FT TH S 3-01-32 W 249.89 FT TO N MGN OF BOEING ACCESS RD INTERCHANGE TH N 63-46-45 E ALG SD N MGN 52.03 FT TAP OF CURVATURE OF A 325 FT RAD CURVE TO THE RGT TH ALG SO MGN & CURVE 635.7 FT TAP OF TANGENCY ON THE E MGN OF SO BOEING ACCESS RD TH S 4-06-30 E ALG SD MGN 134.84 FT TH N 85-53-30 E ALG SO MGN 64.41 FT TH N 34-02-42 E 133.42 FT TO SD W MGN OF EMPIRE NAY S TH N 0-02-44 E ALG SD W MGN 480.68 FT TO P03 LESS POR DEEDED TO SOUND TRANSIT PER SUP (OURT #04-2-18625-1KNT DESCRIPTION of I`„ 1 IN I la �I to y - - 4000 .50" WC 460 3 22.7 2 1150 LBS - 11.3 OWNER SEBCO INCORPORATED CFM I TSC120F4RO OCCUPANCY WAREHOUSE CONST.TYPE MASONRY RTU -2 O CONTRACTOR UNIVERSAL MECHANICAL I (10 -TON) 8901 WILLOWS ROAD L REDMOND, WASHINGTON 98052 CONTACT I SAM MILLER (4251885-9100 Q� o DEWD 9`E SC HEW MARK MFR MODEL DESCRIPTION SD -1 SHOEMAKER 24X24 600T T -BAR CEILING SUPPLY DIFFUSER' MARK MFR RG -1 SHOEMAKER 24X24 600T T -BAR CEILING RETURN AIR GRILL' �-�I to SD -1 of fN I I�'V to SD- T TRANE of I`„ 1 IN I la �I to y - - 4000 .50" WC 460 3 22.7 2 1150 LBS - 11.3 88 COOLING ONLY ROOFTOP PACKAGE UNIT WITH 100% ECONOMIZER.' CFM CFM I TSC120F4RO 1 NOTES: 1. ALUMINUM EGGCRATE GRILL WITH BORDER. WAREHOUSE REVISIONS No changes shall be made to the scope of work `vithout prior approval of Tuk, .�ila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees.__j EXISTING -1 _ _rr----- --- - KI - L --J I EXISTING L __ ABOVE L� RTU I L ------J ON ROOF ABOVE SD - Z000 ;FM 200 -- � �� " 18" MARK MFR MODEL HEATING COOLING INPUT OUTPUT SENS. TONS �-�I to SD -1 of fN I I�'V to SD- T TRANE of I`„ 1 IN I la �I to y - - 4000 .50" WC 460 3 22.7 2 1150 LBS - 11.3 88 COOLING ONLY ROOFTOP PACKAGE UNIT WITH 100% ECONOMIZER.' CFM CFM I TSC120F4RO 1 - 4000 .50" WC 460 3 22.7 2 1150 LBS - 11.3 i RTU -1 I C0 RTU -2 O L- (10 -TON) i 1 L I (10 -TON) T I L TH-8320U 24 1 1 1 / ON ROOF ABOVE m�0 ON ROOF ABOVEJ. SEf�f �!1Ti F PFi r141T REQUIRED FOR: g❑ achanical ectrical 0%Utubing Gas Piping City of Tukwila EXISTING DISH \ ADJACENT TENANT I ON ROOF ABOVE I I EXISTING AREA MECHANICAL FLOOR PLAN SCALE: 1/8" = 1'4" IRLECOPY Permit No, I n J IV.-- � Pian review approval is subject to errors and omissions. Approval of consiruetion documents does not authorrize the violation of any adopted code or ordinance. Receipt of approved Field Copy and cora is acknowled�,e,d: I By: City Of Tukwila BUILDING DIVISION GENERAL NOTES 1. CLOSE-OUT DOCUMENTS AT COMPLETION OF PROJECT, INCLUDING AS -BUILT DRAWINGS AND AIR BALANCE REPORT SHALL BE PROVIDED 2. DUCT CONSTRUCTION AND GAUGE PER IMC CHAPTER 6. 3. DUCT SHALL BE SUPPORTED PER IMC CHAPTER 6. 4. DUCT SHALL BE INSULATED PER WSEC C403.2.7 5. SMOKE DETECTORS TO BE INSTALLED PER IMC CHAPTER 6. REVIEWED FOR "CODE COMPLIANCE APPROVE? OCT 14 2016 City of'Tukwila BUILDING DIVISION CITY 4F TUKWILA IOU 0-7 2016 PERMIT CENTER o 0 U Q - ❑ LL! f Ic rc]� i 'S ' r D F vR ` t 00 00 nju/'� f L (V (0 V F r'I crLn 00� 00 ` a Ln 4 ' t Ir Ir M` o c 00 rn - Q f❑ c zt O t c LU r d - (V ` nnn luu) O m O• O � Ln w E(112`UVNENT SCHEDULE DULE MARK MFR MODEL HEATING COOLING INPUT OUTPUT SENS. TONS CFM ESP ELECTRICAL WT AFUE EER OSA TOTAL V PH MCA HP dB DESCRIPTION RTU -1 TRANE TSC120F4RO - - 92.65K 10.0 - 4000 .50" WC 460 3 22.7 2 1150 LBS - 11.3 88 COOLING ONLY ROOFTOP PACKAGE UNIT WITH 100% ECONOMIZER.' RTU -2 TRANE TSC120F4RO - - 92.65K 10.0 - 4000 .50" WC 460 3 22.7 2 1150 LBS - 11.3 88 COOLING ONLY ROOFTOP PACKAGE UNIT WITH 100% ECONOMIZER.' C0 .1 O Cn L -.J til T I HONEYWELL TH-8320U 24 1 1 1 1 17 -DAY PROGRAMMABLE THERMOSTAT m�0 I— 0kD u NOTES: 1. ECONOMIZER AND RELIEF DAMPERS SHALL BE LOW LEAK AND MOTORIZED. REVIEWED FOR "CODE COMPLIANCE APPROVE? OCT 14 2016 City of'Tukwila BUILDING DIVISION CITY 4F TUKWILA IOU 0-7 2016 PERMIT CENTER o 0 U Q - ❑ LL! f Ic rc]� i 'S ' r D F vR ` t 00 00 nju/'� f L (V (0 V F r'I crLn 00� 00 ` a Ln 4 ' t Ir Ir M` o c 00 rn - Q f❑ c zt O t c LU r d - (V ` nnn luu) O m O• O � Ln w z� CD r1 � M 00a Q O � C0 .1 O Cn L -.J til pLLL L� m�0 I— 0kD u w 00a Q 000 � C0 .1 O Cn L -.J til pLLL m�0 I— 0kD u W N O tD 00 N QILD H Q O dM cin U LLJ 1 LJ # LIJ Z 3 O co Fm Q nz C) p < Cr Q —I 0 0