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Permit M18-0005 - SUPERIOR CABINETS - ROOFTOP HEAT PUMP REPLACEMENT
SUPERIOR CABINETS 7120 S 180 ST MI 8-0005 Parcel No: Address: Project Name: 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 3623049039 7120 S 180TH ST SUPERIOR CABINETS MECHANICAL PERMIT Permit Number: M18-0005 Issue Date: 1/12/2018 Permit Expires On: 7/11/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: HIGH BEECH LLC P 0 BOX 463 , REDMOND, WA, 98073 DAVE ANDRINGA 340 UPLAND DR, TUKWILA, WA, 98188 SEA AIRE INC (GENERAL) 340 UPLAND DR , TUKWILA, WA, 98188-3801 SEAAII*20610 Phone: (206) 779-6636 Phone: (206) 575-8051 Expiration Date: 4/26/2018 DESCRIPTION OF WORK: REPLACE ROOFTOP HEAT PUMP IN SAME LOCATION, UNIT WEIGHS LESS, UNIT OVER 400 POUNDS, SEE ATTACHED CALCULATIONS. UNIT NOT OVER 2000 CFM, INCLUDES LOW LEAK ECONOMIZER. SET UNIT ON ADAPTER CURB. Valuation of Work: $9,500.00 Type of Work: REPLACEMENT Fuel type: ELECT Fees Collected: $340.68 Electrical Service Provided by: PUGEST SOUND ENERGY Water District: RENTON Sewer District: RENTON Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: Permit Center Authorized Signature: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: Date: l 2017 2017 2017 2015 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: tom'" - u'�'«''�-u��C- Date: / — /0 IS Print Name: 2)4 u E A✓tcif ; 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: 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 Permit Center (206/431-3670). 11: Manufacturers installation instructions shall be available on PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 0703 1800 0609 0705 0701 MECH EQUIP EFF MECHANICAL FINAL PIPE/DUCT INSULATION REFRIGERATION EQUIP ROUGH -IN MECHANICAL a separate permit the job site at the issued by the City of Tukwila time of inspection. CITY OF TUKWII Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov 4 Mechanical Permit No.1\111 e -000S - Project No. Date Application Accepted: 1-S-1 2 Date Application Expires: 1 (For office use only) 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 ?%zo S• 180 S 1- %-v �w, A '8'8Q King Co Assessor's Tax No.: 36 z_301490 39 Site Address: 7/ ZD S l p O f Tenant Name: -SU t 0 r CAS Suite Number: Floor: PROPERTY OWNER Name: ague An &ctn.,0,.. Company Name: 4.`kite_ �h/ c._ Address: /y0 /144e le 41/4/ S Name: M l i G. LLC. ' ,p: City: i State: w* Zi ?B0 s .7 / Phone &0 7 79_6636 Fax: Address: 7/00 s, Y3 St Contr Reg No 4.xtztvz, 63,cExp Date: y, y, City: Ker,4-o State: w4- Zip: w s CONTACT PERSON - person receiving all project communication Name: ague An &ctn.,0,.. Company Name: 4.`kite_ �h/ c._ Address: /y0 /144e le 41/4/ S Address: 1 0 MRP% nuf SW ' ,p: City: i State: w* Zi ?B0 s .7 / Phone &0 7 79_6636 Fax: Phone( `' S7.5.7_80s., Fax: Email: blel Ve 4Ia j- -/4- , re . C., AA Contr Reg No 4.xtztvz, 63,cExp Date: y, New Tenant: ❑ Yes a:14o MECHANICAL CONTRACTOR INFORMATION Company Name: 4.`kite_ �h/ c._ Address: 1 0 MRP% nuf SW City: Regi0/1 St /4 Zip9 057 Phone( `' S7.5.7_80s., Fax: Contr Reg No 4.xtztvz, 63,cExp Date: y, y, Tukwila Business License No.: eu s_0100 38 U Valuation of project (contractor's bid price): $ F500 Describe the scope of work in detail: Rep in CP, ro i F/ oP )U 4-4- Pa +"`p /A/ SA t / 0 c4-7; Ori (In . &let p j.� MS'S� Un; i- o $4r t f 0 0 Mr( see 4 tf -caled CAki'. LI n,+ No T o i/P,/' l Oo © GFwt /h C Iv: el /o v.r /e4k eco.>, o t . se+ (in, ->F- o, J Ade4-n cv r Use: Residential: New ❑ Replacement ❑ Commercial: New ❑ Replacement Fuel Type: Electric fft Gas 0 Other: H:'Applications\Forms-Applications On Line\2016 Applications\Mechanical Permit Application Revised 1-4-16.docx Revised: January 2016 bh Page 1 of 2 Indicate type of mechanical work being installed and the quantity below: Unit Type Qty Furnace <100k btu Residential, Nighttime Furnace >100k btu Industrial Floor fumace 55 dB(A) Suspended/wall/floor mounted heater 57 dB(A) Appliance vent Commercial Repair or addition to heat/refrig/cooling system 47 dB(A) Air handling unit 65 dB(A) <10,000 cfm I Unit Type Qty Air handling unit Residential, Nighttime >10,000 cfm Industrial Evaporator cooler 55 dB(A) Ventilation fan connected to single duct 57 dB(A) Ventilation system Commercial Hood and duct 47 dB(A) Incinerator — domestic 65 dB(A) Incinerator — comm/industrial 60 dB(A) Unit Type Qty Fire damper Residential, Nighttime Diffuser Industrial Thermostat 55 dB(A) Wood/gas stove 57 dB(A) Emergency generator Commercial Other mechanical equipment 47 dB(A) 60 dB(A) 65 dB(A) Boiler/Compressor Qty 0-3 hp/100,000 btu 3-15 hp/500,000 btu 15-30 hp/1,000,000 btu 30-50 hp/1,750,000 btu 50+ hp/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-10PM, Monday through Friday and 8AM-10PM, 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-lOpm); • 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 OWN( OR AUTHORIZED AGENT: ^Sri Signature: . Gly Date: Print Name: OAtt5 i4" d r1 .n Day Telephone: (zo &) 779 _� ,3 6 Mailing Address: / t "' Z- 410 fe ✓ SW R -0-.44-v, (A/4 9c d S 7 City State Zip H:\Applications\Porms-Applications On Line\2016 Applications\Mechanical Permit Application Revised 1-4-16.docx Revised: January 2016 bh Page 2 of 2 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID M18-0005 Address: 7120 5180TH ST Apn: 3623049039 40. Credit Card Fee Credit Card Fee R000.369.908.00.00 0.00 $9.92 MECHANICAL $318.04 PERMIT ISSUANCE BASE FEE PERMIT FEE PLAN CHECK FEE TECHNOLOGY FEE TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R13198 R000.322.100.00.00 R000.322.100.00.00 R000.322.102.00.00 R000.322.900.04.00 0.00 0.00 0.00 0.00 $33.15 $221.28 $63.61 $12.72 $12.72 $340.68 Date Paid: Friday, January 05, 2018 Paid By: DAVID ANDRINGA Pay Method: CREDIT CARD 03549C Printed: Friday, January 05, 2018 1:19 PM 1 of 1 CRWSYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit fr,8 6005- PERMIT oo s PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 Project: Sl/Il'E'olS' C 'h'r,Y Type of Inspection: /fCHAN/C1}L RN/ -l. Address: 1/20 S, /46D7F# 5r Date Called: Special Instructions: Date Wanted: -/8 aan P.m. Requester: Phone No: I►i pproved per applicable codes. Corrections required prior to approval. COMMENTS: d - MICt/A/1/C4-c 1Iy/f-c. • Inspector: `13--5 Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Description of work: • Replace 5 Ton rooftop heat pump with 5 Ton rooftop heat pump. • Set in same location on adapter curb • New Unit not over 2,000 CFM • Unit behind 6' paraphet wall, not visible from street • Old weight - 6931bs New weight, including adapter curb - 615Ibs See Structural calcs. • No Ductwork modifications in space S' leo 5+ 1 V,4,N,/y ,Arct P REVIEWED FOR CODE COMPLIANCE APPROVED JAN 10 2018 rJ City of Tukwila BUILDING DIVISION ?art, it f 32304' 903 0 oar 4cceSt /llor 44 ,t4G, , t; 1 ///////A us -w gqze:fT-,..? urlrc gY oltiwn 4wGG446o CG Z 1 / C5Wti: Lemur x 44-;44 vno¢x 41 iI 4114v1 ) hoc R T la -tn vanco T a o 1135. ,, //// < s etrf C-cr"t--v-zv Z Yi66r 1 t.sascat. 544 4'1( IV t 1 issuf FILE Permit No. Ems.<t t> `r wG.* `610ev T'1wS+S G �y o.G. nt'. OOFTOP UNIT SEISMIC HOLDOWN DETAILS (aa =r-0) ,C Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Reid Copy and conditions is acknowledged: BY: Date: l - Cita°'" iS r Ip4(Ap1)e r z 0 W cc S�EPArY.T ❑,,///EQUIR79 F'02: M3chanical Iectncal Plumbing was Piping City of Tukwila BUILDING DIVISION R ciYM111ESVILA JAN 05 2018 PERMIT CENTER MIS oaos CO L M a) a. O = V) N Tukwila, WA 98005 Unit Brand # Name Model Nominal Tonnage Total OSA ECON CFM CFM Cycle SP HP/ BHP HVAC Equipment Schedule COOLING HEATING Total Sensible SEER/ IPLV 'BTU/ Input (BTUH) (BTUH) EER ft.2 (BTUH) 1 5 2000 Ivo `// .5 Yl Product Specifications MODEL 4WCC4060A1000A RATED Volts/PH/Hz 208-230/1/60 Performance Cooling BTUH (a) 58000 Indoor Airflow (CFM) 1787 Power Input (KW) 4.6 EER/SEER (BTU/Watt-Hr.) (b) 12.00 / 14.00 Sound Power Rating (d8(A)) (c) 77.3 PERFORMANCE HEATING CONSTANT TORQUE ECM (High Temp.) BTUH 54000 Power Input (KW) 4.6 (Low Temp.) BTUH 34600 Power Input (KW) 2.80 HSPF (BTUH/Watt-Hr) 8.0 POWER CONN. — V/Ph/Hz 208-230/1/60 Min. Brch. Cir. Ampacity (a) 39.0 Fuse Size — Max. (amps) 60 Fuse Size — Recmd. (amps) 60 COMPRESSOR SCROLL VOLTS/PH/HZ 208-230/1/60 R.L. Amps — L.R. Amps 24.4/ 144.2 OUTDOOR COIL — TYPE SPINE RN Rows/F.P.I 2 / 24 Face Area (sq. ft.) 22.99 Tube Size (in.) 3/8 Refrigerant Control EXPANSION VALVE INDOOR COIL — TYPE PLATE FIN Rows/F.P.I 4 / 15 Face Area (sq. ft.) 5.0 Tube Size (in.) 3/8 Refrigeration Control EXPANSION VALVE Drain Conn. Size (in.) 3/4 FEMALE NPT 5 oo©1 14/17. OUTDOOR FAN — TYPE SWEPT DIA. (IN.) 28.3 DRIVE/NO. SPEEDS DIRECT/ 3 CFM © 0.0 in. w.g. (e) 5500 Motor — HP/R.P.M 1/3/ 825 Volts/Ph/Hz 208-230/1/60 F.L. Amps/L.R Amps 1.7 / 3.5 INDOOR FAN — TYPE CONSTANT TORQUE ECM Dia. x Width (In.) 11.87 X 10.68 Drive/No. Speeds DIRECT/ 3 CFM © 0.0 in. w.g. (0 SEE FAN PERF TABLE Motor — HP/R.P.M. 1 / 1050 Volts/Ph/Hz 208-230/1/60 F.L. Amps 6.9 FITTER/ 12- Type Recommended Type THROWAWAY Recmd. Face Area (sq. ft) (9) 5.3 REFRXGERANT R-410 Charge (lbs.) 11.0 CHARGING SPECIFICATIONS Subcooling 6" DIMENSIONS H X D X W Crated (In.) 52 X 47 X 62 WEIGH Ir Shipping (lbs.) / Net (lbs.) 594 / 490 Nc ` weiyto- 9q0 f dtA p {ear C..✓ P 6 t 25 6� Cis oko \le%9h% to 9 3 /bs 7120 S 180th St ADAPTER CURB FOR TRANE 2/4TC*/WC*/YC*3042-060A 3@ Plenums Inc. Model TC5IACYC427 Manufacturers Equip. % ZS //S 38 7/8" 53 1/8" REVIEWED FOR CODE COMPLIANCE APPROVED ti JAN 10 2018 73 3/4" 38" YrI ©LA —► 060 BASIC UNIT BCH 036 048 UNIT WEIGHT (lbs.) CORNER WEIGHTS* (location, lbs.) "B" 174 185 192 "C" 137 146 151 City of Tukwila BUILDING DIVISION • W N CITY OF TUKWILA JAN 052018 PERMIT CENTER IID" 139 148 154 nKparR I®®i Una] CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURAL DESIGN CALCULATIONS & DETAILS OF rawn Superior Cabinets Mechanical Rooftop Units (5 Ton) Seismic Holdowns 7120 S. 188th Street, Tukwila, Washington 98188 For SEA AIRE, INC. 340 Upland Drive, Tukwila, WA 98188 REI Job No. 17062 m 0 January, 2018 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 10 2018 City of Tukwila BUILDING DIVISiC ED CITY OF TUKWILA JAN 05 2018 PERMIT CENTER OOO5 1519 West Valley Highway North/Suite 101 Post Office Box 836/Auburn, WA 98071 253-833-7776 Fax 253-939-2168 amp®r Emeuila E Jo hal CONSULTING ENGINEERS/CIVIL AND STRUCTURAL PO Box 836 Auburn, WA 98071 253-833-7776 Fax 253-939-2168 JOB k1c"62 1lIC> S . lam` , Ti�k�rtl� 44V11+42 SHEET NO OF CALCULATED BY TGL. DATE Lj )444 8 CHECKED BY DATE JlW-1 Zit Ya SCALE Brief: One new rooftop unit weighed 490 lbs (5 ton) will replace the old unit weighed 693 lbs at the roof. The seismic hordown design of the rooftop unit shall conform to the design codes of IBC 2015 & ASCE 7-10. The design loads are noted in the following: Design Data: The building is located at 7120 S 188 St., Tukwila. WA 98188) Weight of Unit Model No. 4WCC4060 (5 ton) Unit (lbs) = Adapter curb 4WCC4060 490.0 125.0 Economizer (lbs) = Max. Operating Wt. Z X (in) C.G. of unit (5T) = 25.00 Dimensions of rooftop unit: (5T) Length (ft) = 7.38 Wind (Per ASCE 7-10) Assumed Ultimate Design Wind Speed = Assumed Nominal Design Wind Speed = Wind directionality factor, Kd = Risk category 11 Velocity pressure coeff, KZ = Topographic factor, Kzt = Seismic (Per IBC 2015) Seismic Zone D Ss = 1.442 S1 = 0.536 Fa = 1.000 F„ = 1.500 OLD Unit 693.0 Corner 1 Corner 2 Corner 3 175.0 104.0 79.0 31.3 0.0 0.0 31.3 0.0 0.0 31.3 0.0 0.0 Corner 4 132.0 5 Ton unit 31.3 Adapter curb 0.0 0.0 615.0 693.0 0.0 0.0 206.3 135.3 110.3 163.3 Y (in) 16.30 Width (ft) = 3.69 Height, Z (inches) 27.58 IE= 1.500 Per ASCE section 13.3.1 Fp= 0.4*ap*SDs*Ip(1+2z/h)*Wp/Rp= 0.85 0.0 0.0 0.0 0.0 Height (ft) = 3.45 110.0 mph 85.2 mph 0.76 (Ht = 38') 1.0 Skis = Fa * Ss = SM1 = F„ * S1= SDs= SMs*2/3= SDl = SM1 *2/3 = Seismic Design Category = Fp= 1.6*SDs*Ip*Wp= Fp= 0.3*SDs*Ip*Wp= Hence,Fp (ASD)= 0.6919* Wp(5T) /1.4= For 5T Unit Length, L (ft)= 7.38 Width, W (ft)= 3.69 Height, h (ft)= 3.45 Curb Ht. (ft) = 2.33 0.6919 Wp 2.3064 Wp 0.4325 Wp 0.304 <- Kips (for 5 ton unit) Governs Corner weight A Comer weight B (LB.) (LB.) Unit: 4WCC406 (5T) 206.3 135.3 = 615' (57) New Adapter Curb height(ft)= 2.33 (above (E) 14" cun Assumed Wind Exposure B Gust effect factor, G = 0.85 Velocity pressure, qZ =0.00256 KZ Kzt Kd V2 = 17.4 psf Ultimate Wind Pressure, az ASD = 15.5 psf, Say 16 : Wind Load, Fw = qZ * G * Cf * Af = 0.42 Kips(h/D=33.5-->C,= 1.2 Say Fw = 0.42 Kips Af (ft2) = 25.45 1.442 0.805 0.961 0.536 D Assumed Roof Dead = 15.0 psf Assumed Roof Snow = 25.0 psf a p = 1.0 Rp = 2.5 z/h = 1.0 Wp(3.50 = 0.615 Kips (max.) ** Nominal Wind load FW ASD = 0.6 * Fw = 0.25 Comer weight C Corner weight D (LB.) (LB.) 110.3 163.3 H' = Height of C.G. + Curb Ht. = 4.632 ft <- 5 ton unit Overturning momnet at base, MOT = Fp,* H' = 1.41 kip -ft (for 3.5 ton unit) Fp„ = Seismic Vertical Force = 0.2 * SDs * Wp = 0.12 kips (for 3.5 ton unit) Resisting Moment, RM = (Wp - Fp„) * dmjn/2 = 0.92 kip -ft (for 3.5 ton unit) Conservative Design - Ignore the resistance moment. determine the uplift from the overturning moment: Tension or Compression Force per connector = MOT/Minimum unit dimensions of L or W = Tbolt or Cbwt (kips) = Shear force per connector, Vb,it (kips) = Connector Design Maximum factored load on fastener, Pa =0 * J (T2f�t + V2bolt)= 0.778 Kips <- Design load on aach fastener,Factor 0= 2.0 #12-14 Tek Screw, Allowable Tension Load, T = 0.284 Kips; #12-14 Tek Screw, Allowable Shear Load 0.73 kips Lag Screw of 5/16"0 allowable withdrawal Toad, W = 0.266 Kips; Lag Screw allowable lateral Toad, Z = 0.25 kips a = tan -1 (TboitNboit) = 78.7 No. of lag screws c (d) ea side of (E) curb, N = 3.0 At each corner, P' (in) = 1.0625 Allowable load on tek screw group, Pa allow=N * E T V/(Tcos2a + Vsin2a)= 0.872 Kips <- The selected connector is satisfactory. Allowable load on lag screw group,P0 allow=N*W P' Z/(WP'cos2a + Zsin2a)= 0.870 Kips <-- The selected connector is satisfactory. For (E) curb -to- existing roof trusses/2X6: Use (2) 5/16" 0 X 1 1/2" Ionq lag screws at 6" o.c. at each corner at each end of (E) curb For new adapter -to- (E) curb:Us (3)412-1_4 Tek Screwslca 6" at each comer at each side of the curbs. and Caa 12" o.c at the remainder For new rooftop unit -to -new ad_apter:Use Utility Curb Holdwons MicroMetl ECMT-PC-TD(6 Places -40 long sides.10 short sides) with (2) #12-14 tek screws 0.381 0.076 D PRODUCT 207 Rupert'Engineering, Inc. ConsultingEngi neersCivi l/Structural ' 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 ASCE Seismic Base Shear Lic. # : KW -06001423 Project Title: Superior Cabinets y Engineer: TCL Project ID: 17062 Project Descr: Rooftop Unit Seismic Holdown Design Determine Seismic Coefficients for Rooftop Unit Seismic Holdown Printed: 3 JAN 2018,11:39AM File = S:12017117062S-11STRUCT-11Designldesign.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : RUPERT ENGINEERING, INC. Risk Category Risk Category of Building or Other Structure : "IV" : Buildings and other structures designated as essential facilities. Seismic Importance Factor Gridded Ss & Slvalues ASCE-7.10 Standard Max. Ground Motions, 5% Damping : SS = 1.4419 g, 0.2 sec response S 1 = 0.5364 g, 1.0 sec response Site Class, Site Coeff. and Design Category 1.5 Calculations per ASCE 7-10 ASCE 7-10, Page 2, Table 1.5-1 ASCE 7-10, Page 5, Table 1.5-2 ASCE 7-10 11.4.1 Latitude = Longitude = Location : Seattle, WA 98188 47.450 deg North 122.275 deg West Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv (using straight-line interpolation from table values) Maximum Considered Earthquake Acceleration SMS = Fa * Ss SM1 =Fv*S1 Design Spectral Acceleration Seismic Design Category Resisting System Basic Seismic Force Resisting System ... Response Modification Coefficient " R " System Overstrength Factor " Wo Deflection Amplification Factor " Cd " Fa Fv S DSS MSy3 D1 M1 = D = 1.00 • 1.50 1.442 = 0.805 _ • 0.536 = D ASCE 7-10 Table 20.3-1 ASCE 7-10 Table 11.4-1 & 11.4-2 ASCE 7-10 Eq. 11.4-1 ASCE 7-10 Eq. 11.4-2 ASCE 7-10 Eq. 11.4-3 ASCE 7-10 Eq. 11.4-4 4SCE 7-10 Table 11.6-1 & -2 ASCE 7-10 Table 12.2-1 Bearing Wall Systems Ordinary reinforced concrete shear walls • 4.00 Building height Limits : = 2.50 • 4.00 NOTE! See ASCE 7-10 for all applicable footnotes. Category "A & B" Limit Category "C" Limit Category "D" Limit Category "E" Limit: Category "F" Limit No Limit No Limit Not Permitted Not Permitted Not Permitted Lateral Force Procedure Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Structure Type for Building Period Calculation : Ct " value = 0.020 " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 ASCE 7-10 Section 12.8.2 Use ASCE 12.8-7 All Other Structural Systems " hn " : Height from base to highest level = "Cs"Res icient 38.0 ft Ta = Ct * (hn A x) = 0.306 sec 8.000 sec Building Period " Ta " Calculated from Approximate Method selected = 0.306 sec ASCE 7-10 S DS: Short Period Design Spectra Respens6, = 0.961 " R " : Response Modification Factor " I " : Seismic Importance Factor = `�-•�, Seismic Base Shear Cs = ----"'"-0.3605 from 12.8.1.1 From Eq. 12.8-2, Preliminary Cs From Eq. 12,8-3�&j2.8 eG�fi d o exceed om-E . 8-5 & 12.8-6, Cs not be less than Cs : Seismic Coefficient = W ( see Sum Wi below) = Seismic Base Shear V = Cs *W = 0.360 0.657 0.063 = 0.3605 ASCE 7-10 Section 12.8.1 0.00 k Screw Fastening Systems 3.5.3 Kwik -Flex Self -Drilling Screws Kwik -Flex Screw Allowable Pull -Out Values (Tension)1,4 Screw Size Drill Point Type Drill Cap.2 (in.) Pullout (Ib) Steel Gauge3 or Thickness (in.) Aluminum Thickness (in.) 18 GA 16 GA 14 GA 12 GA 1/8 3/16 1/4 5/16 3/8 1/2 1/8 1/4 3/8 10-16 3 0.150 158 200 254 638 677 — — — — — 306 — — 12-14 3 0.187 158 210 284 460 620 1159 — — — — 210 914 — 1/4-14 3 0.187 159 212 274 480 740 1015 — — — — 240 969 — 1/4-20 4 0.312 — 206 260 _ 500 765 1045 1215 1275 — — 230 700 1473 1 Steel members shall conform to ASTM A 36. Aluminum members shall be 6063-T5 aluminum alloy. 2 The maximum drill capacity is the maximum metal thickness the fastener can self -drill and self -tap. 3' The base -metal thickness of No. 12 gauge steel is 0.105", of No. 14 gauge steel is 0.075", of No. 16 gauge steel is 0.060° and of No. 18 gauge steel is 0.048°. 4 Based on using a safety factor of 3.0. Kwik -Flex Screw Allowable Shear Values 1,4 Screw Size Drill Point Type Drill Cap 2 ON Shear (Ib) Steel Gauge3 or Thickness (in.) Aluminum Thickness (in.) 18-18 GA 18-14 GA 16-16 GA 14-141/8"-3/16" GA 3/16"-1/4" 1/4"-12 GA 1/8"-1/8" 1/8"-1/4" 10-16 3 0.150 545 693 585 — — — — 587 — 12-14 3 0.187 526 847 662 727 — — — 335 475 1/4-14 3 0.187 558 925 672 967 635 — — 405 590 1/4-20 4 0.312 540 835 633 980 670 715 660 395 570 3 1 Steel members shall conform to ASTM A 36. Aluminum members shall be 6063-T5 aluminum al oy. 2 The maximum drill capacity is the maximum metal thickness the fastener can self -drill and self -tap. 3 The base -metal thickness of No. 12 gauge steel is 0.105', of No. 14 gauge steel is 0.075", of No. 16 gauge steel is 0.060" and of No. 18 gauge steel is 0.048". 4 Based on using a safety factor of 3.0. 124 Hilti, Inc. (US) 1-800-879-8000 I. www.us.hilti.com I en espanol 1-800-879-5000 I Hilti (Canada) Corp. 1-800-363-4458 1 www.hitti.ca 1 Product Technical Guide 2008 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 79 When a member is loaded at an angle to grain, the dowel bearing strength, Fee, for the member shall be de- termined as follows (see Appendix J): Fel Fel _ Fes Fel sine+Felcoste where e = angle between direction of load and direction of grain (longitudinal axis of member) Table 9.3A provides nominal lateral design values for vari- ous cut thread lag screw connections with wood side mem- bers assuming the unthreaded shank diameter of the lag screw is in the shear plane. Nominal lag screw design values, Z, shall be multiplied by all applicable adjustment factors (see Table 7.3.1) to obtain allowable lag screw design values, Z'. Design values for one species of wood are also applicable to other species having the same or higher dowel bearing strength, Fe (see Table 9A). 903.2 Wood -to -Metal Connections - 9.3.2.1 Nominal lag screw lateral design values, Z, for single shear (two member) connections with metal side plates shall be the lesser of Equations 9.3-2 and 9.3-3, with Fes = dowel bearing strength of the metal. Table 9.3B provides nominal lateral design values for various cut thread lag screw connections with steel side plates assum- ing the unthreaded shank diameter of the lag screw is in the shear plane. Nominal lag screw design values, Z, shall be multiplied by all applicable adjustment factors (see Table 7.3.1) to obtain allowable lag screw design values, Z'. Design values for one species of wood are also appli- cable to other species having the same or higher dowel bearing strength, Fe (see Table 9A). 9.3.2.2 Metal parts shall be designed in accordance with applicable metal design procedures (see 7.2.3). 9.3.3 Penetration Depth Factor, Cd Nominal lag screw lateral design values are based on lag screw penetration (not including the length of the ta- pered tip) into the main member of approximately eight times the shank diameter, p = 8D. The minimum lag screw penetration into the main member for reduced design value shall be four times the shank diameter, p,,,;,, = 4D. When 4D <_ p <_ 8D, nominal lateral design values shall be mul- tiplied by the following penetration depth factor: Cd=8D_<1A (9.3-5) 9.3.4 End Grain Factor, Ceg When lag screws are inserted in the end grain of the main member, with the lag screw axis parallel to the wood fibers, nominal lateral design values shall be determined in accordance with the provisions of 9.3.1 and 9.3.2 with Fem = Fel, and shall be multiplied by the end grain factor, Ceg = 0.67. 9.3.5 Combined Lateral and Withdrawal Loads When a lag screw is subjected to combined lateral and withdrawal loading, as when the lag screw is inserted perpendicular to the fiber and the load acts at an angle, a, to the wood surface (see Figure 9A), the allowable design value shall be determined as follows (see Appendix J): Z. (W'p)Z' = (W'p)cos2a+Z'sin2a where (9.3-6) a = angle between wood surface and direction of applied load p = length of thread penetration in main member Figure 9A Combined Lateral and Withdrawal Loading AMERICAN FOREST & PAPER ASSOCIATION 4 'I the nominal lag screw lateral design values, Z, shall be the lesser of: Z — Dts Fes 4Ke YIELD MODES MODE IS Re = Fem/Fes is = thickness of side member, inches Fem = dowel bearing strength of main member (member holding point), psi (see Table 9A) (9.3-1) Fes = dowel bearing strength of side member, psi (see Table 9A) Fer = 11200 G kDtsFem z_ 28(2+Re)Ke MODE III, (9.3-2) Fei — 6100G1.45 ,r Fyb = bending yield strength of lag screw, psi D = unthreaded shank diameter of lag screw, inches, or D2 175Fem Fyb Z 3Ke 3(1+Re) MODE IV (9.3-3) where k=-1+ I2(1+Re) Fyb(2+Re)D2 + Re 2Femts2 = root diameter of the threaded portion of the lag screw when the thread length is such that the threads will extend into the shear plane of the connection, inches Kg = 1 + (emax/360°) °max = maximum angle of load to grain (0° < e <— 90°) for any member in a connection Table 9.2A Lag Screw Withdrawal Design Values (W)1 Tabulated withdrawal design values (W) are in pounds per inch of thread penetration into side ain of main member. Length of thread penetration in main member shall not include the length of the tapered tip see Appendix L). Specific Gravity Lag Screw Unthreaded Shank Diameter, D G 1/4" 5/16" 3/8" 7/16" 1/2" 5/8" 3/4" 7/8" 1" 1-1/8" 1-1/4" 0.73 397 469 538 604 668 789 905 1016 1123 1226 1327 0.71 381 450 516 579 640 757 868 974 1077 1176 1273 0.68 357 422 484 543 600 709 813 913 1009 1103 1193 0.67 349 413 473 531 587 694 796 893 987 1078 1167 0.58 281 332 381 428 473 559 641 719 795 869 940 0.55 260 307 352 395 437 516 592 664 734 802 868 0.51 232 274 314 353 390 461 528 593 656 716 775 0.50 225 266 305 342 378 447 513 576 636 695 752 0.49 218 258 296 332 367 434 498 559 617 674 730 0.47 205 242 278 312 345 408 467 525 580 634 686 0.46 199 235 269 302 334 395 453 508 562 613 664 0.44 186 220 252 283 312 369 423 475 525 574 621- 0.43 179 212 243 273 302 357 409 459 508 554 600 0.42 173 205 235 264 291 344 395 443 490 535 579 0.41 167 198 226 254 281 332 381 428 473 516 559 0.40 161 190 218 245 271 320 367 412 455 497 538 0.39 155 183 210 236 261 308 353 397 438 479 518 0.38 149 176 202 227 251 296 340 381 422 461 498 0.37 143 169 194 218 241 285 326 367 405 443 479 0.36 137 163 186 209 231 273 313 352 389 425 460 0.35 132 156 179 200 222 262 300 337' 373 407 441 0.31 110 130 149 167 185 218. 250 281 311 339 367 1. Tabulated withdrawal design values (W) for lag screw connections shall be multiplied by all applicable adjustment factors (see Table 7.3.1). AMERICAN WOOD COUNCIL 82 LAG SCREWS it Table 9.3B Lag Screw Design Values (Z) for Single Shear (two member) Connections with 1/4" ASTM A36 steel side plate, or ASTM A653, Grade 33 steel side plate (for is<1/4") Steel Side Plate • is inches Lag Screw Diameter D inches 0=0.67 Red Oak 0=0.55 Mixed Maple Southern Pine 0=0.50 Douglas -Fir -Larch G=0.49 Douglas -Fir Larch (N) 0=0.46 Douglas -Fir (S) Hem -Fir (N) Zit lbs. Z1 lbs. Z11 lbs. Z1 lbs. ZII lbs. Z1 lbs. ZII lbs. Zi. lbs. Z11 lbs. Z1 lbs. 1/4 ' 330 260 310 230 300 220 300 210 290 200 5/16 450 330 410 290 400 280 400 270 390 260 3/8 550 390 510 350 490 330 480 320 470 310 7/16 700 480 650 430 620 400 620 400 600 380 1/2 870 580 810 520 780 490,- 770 480 750 460 1/4 5/8 1290 820 1190 720 1140 680 1140 670 1100 640 3/4 1810 1100 1660 960 1600 910 1580 890 1540 860 7/8 2420 1410 2220 1240 2130 1170 2120 1140 2060 1100 1 3130 1760 2870 1540 2750 1460 2730 1430 2650 1380 1-1/8 3930 2150 3610 1880 3460 1770 3430 1750 3340 1670 1-1/4 4840 2580 4440 2260 4260 2120 4220 2090 4100 1990 3 gage 1/4 300 230 270 210 260 190 260 190 260 180 t=0.239" 5/16 400 300 370 270 360 250. 360 250 350 240 s 3/8 500 350 460 320 440 300 440 290 430 280 7 gage 1/4 270 210 250 180 240 170 240 170 230 _ 160 t=0.179" 5 5/16 3/8 370 460 270 320 340 420 240 290 330 410 230 270 330 400 230 270 320 390 220 260 10 gage 1/4 250 190 230 170 220 160 220 160 210 150 t=0.134" 5/16 350 260 330 230 310 220 310 210 300 210 5 3/8 440 310 400 280 390 260 390 260 380 250 11 gage 1/4 250 190 230 170 220 160 220 160 210 150 t=0.120" t 5/16 3/8 350 430 260 310 320 400 230 270 310 380 210 260 310 380 210 250 300 370 200 240 12 gage 1/4 240 190 220 170 210 160 210 150 210 150 t=0.105" 5/16 350 250 320 220 310 210 300 210 • 300 200 5 3/8 430 300 400 270 380 250 380 250 370 240 14 gage 1/4 240 180 220 160 210 150 210 150 200 140 t =0.075" 1. Tabulated lateral design values (Z) for lag screw connections shall be multiplied by all applicable adjustment factors (Table 7.3.1). 2. Tabulated lateral design values (Z) are for "full diameter"lag screws (see Reference 6) inserted in side grain with lag screw axis perpendicular to wood fibers, and with the following lag screw bending yield strengths (FYb): FYb = 70,000 psi for D = 1/4" Fyb = 60,000 psi for D = 5/16" FYb = 45,000 psi for D >_ 3/8" 3. Tabulated lateral design values (Z) are based on dowel bearing strengths (F5) of 58,000 psi for ASTM A36 steel, and 45,000 psi for ASTM A653, Grade 33 steel. AMERICAN WOOD COUNCIL NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 169 Appendix L (Non -mandatory) Typical Dimensions for Standard Lag Screws D = unthreaded shank diameter Dr = root diameter of threaded portion W = width of head across flats H = height of head Nominal Length L 1" 1-1/2" 2" 2-1/2" 3" 4" 5" Dr E H w N S T T -E S T T -E S T T -E S T T -E S T T -E S T T -E S T T -E 1/4" L llNI\\\\il1\111* �S T @—'El Unthreaded shank diameter, D S = unthreaded shank length T = thread length' E = length of tapered tip N = number of threads/inch 0.173" 5/32" 11/64" 7/16" 10 1/4" 3/4" 19/32" 5/16" 0.227" 3/16" 7/32" 1/2" 9 3/8" 7/16" 1/2" 5/8" 3/4" 7/8" 1" 1-1/8" 0.265" 7/32" 1/4" 9/16" 7 0.328" 9/32" 19/64" 5/8" 7 0.371" 5/16" 11/32" 3/4" 6 0.471" 13/32" 27/64" 15/16" 5 0.579" 1/2" 1/2" 1-1/8" 4-1/2 0.683" 19/32" 37/64" 1-5/16" 4 0.780" 11/16" 43/64" 1-1/2" 3-1/2 1/4" 3/4" 9/16" 1/4" 3/4" 17/32" 1/4" 3/4" 15/32" 1/4" 3/4" 7/16" 0.887" 25/32" 3/4" 1-11/16" 3-1/4 1-1/4" 1.012" 7/8" 27/32" 1-7/8" 3-1/4 1/4" 1-1/4" 1-3/32" 1/4" 1-1/4" 1-1/16" 1/4" 1-1/4" 1-1/32" 1/4" 1-1/4" 31/32" 1/4" 1-1/4" 15/16" 1/2" 1-1/2" 1-11/32" 1/2" 1-1/2" 1-5/16" 1/2" 1-1/2" 1-9/32" 1/2" 1-1/2" 1-7/32" 1/2" 1-1/2" 1-3/16" 1/2" 1-1/2" 1-3/32" 3/4" 1-3/4" 1-19/32" 1" 2" 1-27/32" 1-1/2" 2-1/2" 2-11/32" 2" 3" 2-27/32" 3/4" 1-3/4" 1-9/16" 1" 2" 1-13/16" 1-1/2" 2-1/2" 2-5/16" 2" 3" 2-13/16" 3/4" 1-3/4" 1-17/32" 1" 2" 1-25/32" 1-1/2" 2-1/2" 2-9/32" 3/4" 1-3/4" 1-15/32" 1" 2" 1-23/32" 1-1/2" 2-1/2" 2-7/32" 3/4" 1-3/4" 1-7/16" 1-1/2" 2-1/2" 2-3/16" 3/4" 1-3/4" 1-11/32" 1" 2" 1-19/32" 1-1/2" 2-1/2" 2-3/32" 1" 2" 1-1/2" 1-1/2" 2-1/2" 2" . 1" 1" 2" 2" 1-13/32" 1-5/16" ' 1-1/2" 1-1/2" ' 1-1/2" 2-1/2" 2-1/2" 2-1/2" 1-29/32" 1-13/16" 1-23/32" 2" 3" 2-25/32" 2" 3" 2-23/32" 2" 3" 2-11/16" 2" 3" 2-19/32" 2" 3" 2-1/2" 6" 7" 8" 9" 10" 11" S T T -E S T T -E S T T -E S T T -E S T T -E S T T -E 2-1/2" 3-1/2" 3-11/32" 3" 4" 3-27/32" 3-1/2" 4-1/2" 4-11/32" 4" 5" 4-27/32" 2-1/2" 3-1/2" 3-5/16" 3" 4 3-13/16" 2-1/2" 3-1/2" 3-9/32" 2-1/2" 3-1/2" 3-7/32" 2-1/2" 3-1/2" 3-3/16" 2-1/2" 3-1/2" 3-3/32" 2-1/2" 3-1/2" 3" 2" 2" 2" 3" 3" 2-13/32" 2-5/16" 2-7/32" 3" 2-1/2" 2-1/2" 2-1/2" 3-1/2" 3-1/2" 3-1/2" 2-29/32" 2-13/16" 2-23/32" 3" 4" 3-25/32" 3" 4" 3-23/32" 3" 4" 3-11/16" 3" 4" 3-19/32" 3" 4" 3-1/2" 3" 3" 3" 4" 4" 4" 3-13/32" 3-5/16" 3-7/32" 3-1/2" 4-1/2" 4-5/16" 4" 5" 4-13/16" 3-1/2" 4-1/2" 4-9/32" 3-1/2" 4-1/2" 4-7/32" 3-1/2" 4-1/2" 4-3/16" 3-1/2" 4-1/2" 4-3/32" 3-1/2" 4-1/2" 4" 3-1/2" 3-1/2" 3-1/2" 4-1/2" 4-1/2" 4-1/2" 3-29/32" 3-13/16" 3-23/32" 4" 5" 4-25/32" 4" 5" 4-23/32" 4" 5" 4-11/16" 4" 5" 4-19/32" 4" 5" 4-1/2" 4" 4" 5" 5" 4-13/32" 4-5/16" 4-1/2" 5-1/2" 5-11/32" 5" 6" 5-27/32" 4-1/2" 5-1/2" 5-5/16" 5" •6" 5-13/16" 4-1/2" 5-1/2" 5-9/32" 4-1/2" 5-1/2" 5-7/32" 4-1/2" 5-1/2" 5-3/16" 4-1/2" 5-1/2" 5-3/32" 4-1/2" 5-1/2" 5" 4" 5" 4-7/32" 4-1/2" 4-1/2" 4-1/2" 5-1/2" 5-1/2" 5-1/2" 4-29/32" 4-13/16" 4-23/32" 5" 6" 5-25/32" 5" 6" 5-23/32" 5" 6" 5-11/16" 5" 6" 5-19/32" 5" 6" 5-1/2" S T T -E 6" 6" 5-27/32" • 6" 6" 5-13/16" 5" 5" 5" 6" 6" 6" 5-13/32" 5-5/16" 5-7/32" 6" 6" 5-25/32" 6" 6" 6" 6" 6" 6" 5-23/32" 5-11/16" 5-19/32" 6" 6" 5-1/2" 6" 6" 5-13/32" 6" 6" 12" 6" 6" 5-5/16" 5-7/32" 1. Thread ength (1) for intermediate nominal lag screw lengths (L) is 6", or 1/2 the nominal lag screw length plus 0.5", whichever is less. AMERICAN FOREST & PAPER ASSOCIATION 1-1/2" 2-1/2" 1-5/8" 2" 3" 2-1/8" 2-1/2" 3-1/2" 2-5/8" 3" 4" 3-1/8" 3-1/2" 4-1/2" 3-5/8" 4" 5" 4-1/8" 4-1/2" 5-1/2" 4-5/8" 5" 6" 5-1/8" 6" 6" 5-1/8" Empara gmgh@GTrIngo On& CONSULTING ENGINEERS/CML AND STRUCTURAL PO Box 836 Auburn, WA 98071 253-833-7776 Fax 253-939-2168 JOB `l 0401, SHEET NO CALCULATED BY CHECKED BY SCALE OF DATE DATE .(zap$ (A4.441 troa 2f cTzt4 T Y204S s ,0 4i58-14v.aa <r -r CP.* .� tip T� V.an 1-0 161 pt,t fi n- T s man.- Lis rsv.) (4! 1;431 z zs ) (.44 4, 1 04. cx.rC'rec 1+5, rot, Mr.fil-p44t.crl c ctw142) ;rte v c(.orl 41, 4.4Tr.+4 - u+at'i WtirS -%Q2- c,, \r4T-t(KiAr S bt5 Le.s wa1a LAS \t-Cre.Xk k ZLI - '-4 Le.% 1<iztvor v,+rt . E.,0411.0 -4e- 1 Tye-�►sS zeri Esi ks—c--cam u<r4cr k ►S z v,a .61 S is -44 r r.., -tic, D PRODUCT 207 Open -Web Series - TJLT; TJLX'; TJW""Truss Top and Bottom Chords: TJL'"& TJLX"" Truss – 1.5" x 3.5" machine stress rated lumber. TJW”' Truss – 1.5" x 4.75" machine stress rated lumber. TJL'" trusses with Microllam® LVL top chords may be available, contact your Trus Joist MacMillan representative. Webs: 1" and 134" diameter tubular steel members varying in gauge and diameter according to requirements. 45,000 psi minimum yield. Weight: TJL" ,TJLX'"Truss: 3.75 to 4.25 lbs./ft. TJW'" Truss: 4.5 to 5.25 lbs./ft. Depths: Min. depth at wall Max. depth at wall Max. pitched ridge depth Any depth between minimum and maximum is available. 14" 50" 50" TJST" Truss Top and Bottom Chords: Double 1.5" x 2.3" Microllam® lami- nated veneer lumber. Webs: 1", PA", and 1 34" diameter tubular steel members varying in gauge and diameter according to requirements. 45,000 psi minimum yield. Weight: 4.75 to 5.75 lbs./ft. Depths: Min. depth at wall Max. depth at wall Max. pitched ridge depth 16" 64" 84" Any depth between minimum and maximum is available. TJM; TJHT"Truss Top and Bottom Chords: TJM- Truss — Double 1.5" x 3.5" machine stress rated lumber. TJH"Truss — Double 1.5" x 5.5" machine stress rated lumber. Webs: Up to 2" diameter tubular steel members varying in gauge and diameter according to requirements. 45,000 psi minimum yield. Weight: TJM"" Truss — 8 to 9 lbs./ft. TJH'" Truss —10 to 12 lbs./ft. Depths: TJM'" TJH'" Min. depth at wall 20" 24" Max. depth at wall 60" 72" Max. pitched ridge depth 72" 114" Any depth between minimum and maximum is available. Profiles 1 \�l\�\/VVVV 6 z 3 1 a VVI •=17Z7 5 10 Tightest Curvature available: TJL", TJLX"", TJW"Truss TJS"7russ TJM" Truss TJH" Truss 50' Radius 200' Radius 1100' Radius 1400' Radius Truss Series Profiles Available 1 2 3 4 5 6 7 8 910 TJL", TAX", TJW" / / / / / / / / / / TJS" ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ TJM" ✓ ✓ ✓ ✓ / TJH'" ✓ ✓ ✓ ,/ / REV. 1/98 W 4.1 co Load Tables/Snow (115%) TJI®/165 Joist Allowable Uniform Load (plf) Sloped Roof Only • Parallel TJI® Joist • Performance Ptus® Web Material Simple Span Depth 11'/e 14 16 18 20 22 24 28 26 28 30 Span 12 13 335 310 346 320 358 330 392 362 409 378 425 392 435 402 422 390 422 390 422 390 14 288 297 307 346 336 351 412 364 373 431 362 362 362 15 16 ------6E---]277 225 260 286 268 319 314 294 327 307 381 340 319 348 327 398 338 317 338 317 338 317 17 199 244 252 305 277 289 300 307 15 298 298 298 18 178 217 238 261 273 338 283 290 181 196 281 281 281 19 1160 195 226 309 248 258 323 268 275 191 267 267 267 20 144 176 206 226 245 18 255 261 218 253 253 253 21 131 160 186 281 205 230 153 165 243 249 212 241 241 241 22 118 ,`146 170 272 187 -210 1 232 237 202 230 230 230 23 104 `133 155 259 171 192 149 213 226 192 220 220 220 24 92 122 143 246 157 176 142 196 207 1 211 211 211 25 82 113 132 235 145 163 133 180 191 175 203 203 203 26 73 104 • 122 225 134. 150 122 167 177 I 192 195 195 27 66 96 113 216 124 139 130 155 164 178 188 188 28 59 86 105 26 115 130 134 144 152 160 166 180 181 29 53 78 98 79 97 108 121 139154 134 142 158 155 167 175 30 48 71. 91 105 101 113 ! 125 133 11--- 145 156 168 31 44 64 86 ` 94 106 134 117 124 155 135 147 158 32 40 58 80 ! 88 99 125 110 117 145 127 138 148 33 37 53 73 4 83 93 117 103 110 135 119 129 139 34 33 49 67 88 78 88 110 97 103 127 113 122 131 35 49 45 61 ° 74 83 103 92 97 119 106 115 124 36 45 41 56 I 70 78 97 87 92 113 100 109 117 37 41 38 52 74 66 74 92 82 87 106 95 103 111 38 38 35 48 70 63 70 87 78 83 100 90 98 105 39 35 33 45 66 59 67 82 74 78 95 86 93 100 40 47 57 42 70 54 63 83 70 75 81 88 95 Multiple Span Depth 11% 14 16 18 20 22 24 26 28 30 Span 12 242 261 270 327 336 346 355 412 422 431 13 223 241 249 302 310 319 328 381 390 398 14 207 223 232 280 288 296 305 354 362 370 15 193 209 216 262 269 277 284 330 338 345 16 181 196 203 245 252 259 267 309 317 323 17 170 184 191 231 237 244 251 291 298 304 18 161 174 180 218 224 231 237 275 281 288 19 153 165 171 207 212 218 224 261 267 272 20 144 156 162 196 202 207 213 247 253 259 21 131 149 154 187 192 198 203 236 241 246 22 119 142 147 178 183 189 194 225 230 235 23 109 133 141_ 171 . 175 180 185 215 220 225 24 100 122 135 157 168 173 178 206 211 216 25 92 113 130 145 161 166 171 198 203 207 26 85 104_ 122 134 150 160 164 190 195 199 27 79 97 _ 113 _i 124 139154 _ 158 178 188 192 28 73 90 105 115 130 ! 144 152 11--- 166 T 180 185 29 68 84 98 108 121 134 142 155 167 178 30 64 78 91 101 113 125 133 145 156 168 31 58 73 86 94 106 117 124 135 147 —158 32 53 69 80 88 99 110 117 127 138 148 33 49 65 75 83 93 103 110 119 129 139 34 45 61 71 78 88 97 103 113 122 131 35 41 57 67 74 83 92 97 ' 106 115 124 36 38 54 63 - 70 78 87 92 100 109 117 37 35 51 60 66 74 82 87 95 103 111 38 47 57 63 70 78 83 90 98 105 39 44 54 59 67 74 78 86 93 100 40 41 51 57 63 70 75 81 88 95 1. Values shown are maximum allowable load capacities of the joists in pounds per lineal foot (pif) based on uniformly loaded conditions with web stiff- ener and bearing length criteria shown on page 3.2 (lower or higher load capacities may be possible with different criteria, use the TJ -Beam"' soft- ware program or contact your Trus Joist MacMillan representative), and assume provisions for positive drainage (1/4° per foot slope minimum). 2. Multiple span table can be used for two or more span conditions. Use the longest span for sizing. Where ratio of short span to long span is less than 0.4, use the TJ -Beam" software program or contact your Trus Joist MacMillan representative. 3. Values in gray s aye• areas may be increased 4% for repetitive member usage if the criteria on page 9.7 are met. 4. Camber (2250' radius) is available for simple span applications only. Contact your Trus Joist MacMillan representative for availability. 5. For loading conditions not covered by these tables (eg.: concentrated loads), use the TJ -Beam" software program or contact your Trus Joist MacMillan representative for assistance. REV. 1/99 W 6.3c RupetrEngineering, Inc. ConsultingEngineersCivil/Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Wood Beam Lic. # : KW -06001423 Project Title: Superior Cabinets Engineer: TCL Project ID: 17062 \ Project Descr: Rooftop Unit Seismic Holdown Design Description : Existing subpurlin 2X6 between (E) 24" deep open web roof truss spaced at 48" 0.c, CODE REFERENCES Printed: 3 JAN 2018, 12:51PM File = S:12017117062S-11STRUCT-1\Design\design.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : RUPERT ENGINEERING, INC. Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2015 Wood Species Wood Grade Beam Bracing : Douglas Fir - Larch Fb + 900.0 psi Fb 900.0 psi Fc - Pril 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Fc - Perp : No.2 Fv Ft : Beam is Fully Braced against lateral -torsional buckling E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210 pcf D(0.206) E(0.381) D(0.135) E(0.381) 2x6 Span = 4.0 ft Applied Loads Beam self weight calculated and added to loads Point Load : D = 0.2060, E = 0.3810 k @ 0.50 Point Load : D = 0.1350, E = 0.3810 k @ 3.50 DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection v41 ft, (Rooftop Corner ' 1t-1) t�12 ft, (Unit CornerVt4d) = (0-.;;C(/- 2x6 .28Q/2x6 = 603.42psi = 2,152.80 psi +1.135D+1.40E+H 0.511 ft = Span # 1 Service loads entered. Load Factors will be applied for calculations. F.CT1 . '2.1‹6 vv'4 W/ .4(,,J iAuo Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.020 in Ratio = 0.000 in Ratio = 0.023 in Ratio = 0.000 in Ratio = 2461 >=360 0 <360 2114 >=240 0 <240 Design OK 0.417: 1 2x6 138.23 psi 331.20 psi +1.135D+1.40E+H 0.000 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Moment Values Cm C t CL M fb F'b Shear Values V fv F'v +D+H Length = 4.0 ft +D+L+H Length = 4.0 ft +D+Lr+H Length = 4.0 ft 1 0.131 0.195 0.90 1.300 1.300 1 0.118 0.176 1.00 1.300 1.300 1 0.094 0.141 1.25 1.300 1.00 1.00 1.15 1.00 1.00 1.15 1.00 1.00 1.15 1.00 1.00 1.15 1.00 1.00 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10 158.85 0.10 158.85 0.10 158.85 0.00 1210.95 0.00 1345.50 0.00 1681.88 0.00 0.00 0.00 0.20 36.36 186.30 0.00 0.00 0.00 0.20 36.36 207.00 0.00 0.00 0.00 0.20 36.36 258.75 RupetEngineering, Inc. • ConsultingEngineersCivil/Structural 1519 West Valley Highway N., Suite 101 Aubum, WA 98001 Title Block Line 6 Wood Beam Project Title: Superior Cabinets Engineer: TCL Project ID: 17062 Project Descr: Rooftop Unit Seismic Holdown Design Printed: 3 JAN 2018, 12:51PM File = S:12017117062S-11STRUCT-11Designldesign.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Lic. # : KW -06001423 Licensee : RUPERT ENGINEERING, INC. Description : Load Combination Existing subpurlin 2X6 between (E) 24" deep open web roof truss spaced at 48" O.c. Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Moment Values Shear Values Cm C t CL M fb Pb V fv F'v +D+S+H 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.103 0.153 1.15 1.300 1.00 1.00 1.15 1.00 1.00 0.10 158.85 1547.33 0.20 36.36 238.05 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.094 0.141 1.25 1.300 1.00 1.00 1.15 1.00 1.00 0.10 158.85 1681.88 0.20 36.36 258.75 +D+0.750L+0.750S+H 1.300 1.00 1.00 1,15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.103 0.153 1.15 1.300 1.00 1.00 1.15 1.00 1.00 0.10 158.85 1547.33 0.20 36.36 238.05 +D+0.60W+H 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.074 0.110 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.10 158.85 2152.80 0.20 36.36 331.20 +D-0.60W+H 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.074 0.110 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.10 158.85 2152.80 0.20 36.36 331.20 +1.1350+1.40E+H 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.280 0.417 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.38 603.42 2152.80 0.76 138.23 331.20 +1.135D-1.40E+H 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.135 0.201 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.18 290.55 2152.80 0.37 66.73 331.20 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.074 0.110 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.10 158.85 2152.80 0.20 36.36 331.20 +1D+0.750Lr+0.750L-0.450W41 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.074 0.110 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.10 158.85 2152.80 0.20 36.36 331.20 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.074 0.110 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.10 158.85 2152.80 0.20 36.36 331.20 +0+0.750L+0.750S-0.450W41 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.074 0.110 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.10 158.85 2152.80 0.20 36.36 331.20 +1.101D+0.750L+0.750S+1.050E4 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.229 0.340 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.31 492.28 2152.80 0.62 112.77 331.20 +1.1010+0.750L+0.750S-1.050E+1 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.088 0.131 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.12 188.68 2152.80 0.24 43.38 331.20 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.044 0.066 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.06 95.31 2152.80 0.12 21.82 331.20 +0.60D-0.60W+0.60H 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.044 0.066 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.06 95.31 2152.80 0.12 21.82 331.20 +0.4655D+1.40E+0.60H 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.231 0.344 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.31 497.13 2152.80 0.63 113.91 331.20 +0.4655D-1.40E+0.60H 1.300 1.00 1.00 1.15 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.171 0.255 1.60 1.300 1.00 1.00 1.15 1.00 1.00 0.23 368.78 2152.80 0.47 84.57 331.20 Overall Maximum Deflections Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.70E+H Vertical Reactions 1 0.0227 1.985 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.468 0.414 Overall MlNimum 0.381 0.381 +D+F{ 0.201 0.148 +D+L+H 0.201 0.148 +D+Lr+H 0.201 0.148 +D+S+H 0.201 0.148 +D+0.750Lr+0.750L+H 0.201 0.148 +D+0.750L+0.750S+H 0.201 0.148 +D+O.60W+}{ 0.201 0.148 +D+0.70E+H 0.468 0.414 +D+0.750Lr+0.750L+0.450W+H 0.201 0.148 +D+0.750L+0.750S+0.450W+11 0.201 0.148 +D+0.750L+0.750S+0.5250E+H 0.401 0.348 +0.60D+0.60W+0.60H 0.120 0.089 +0.60D+0.70E+0.60H 0.387 0.355 D Only 0.201 0.148 Lr Only L Only S Only Rupert Engineering, Inc. • ConsultingEngineersCivil/Structural 1519 West Valley Highway N., Suite 101 Aubum, WA 98001 Title Block Line 6 Wood Beam Project Title: Superior Cabinets k z, Engineer: TCL Project ID: 17062 Project Descr: Rooftop Unit Seismic Holdown Design Printed: 3 JAN 2018,12:51PM File = 8:12017117062S-11STRUCT-11Designldesign.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Lic. # : KW -06001423 Licensee : RUPERT ENGINEERING, INC. Description : Existing subpurlin 2X6 between (E) 24" deep open web roof truss spaced at 48" 0.c. Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 W Only E Only H Only 0.381 0.381 Outline Drawings 25.40 111 Figure 1. 3.5 — 5 TON MODELS 11.56 115/321 (DUCT FLANGE! 481.11 158-9/161 INLET 4 02 112520 144.51161 I ET -b. 551.48 121.231321 19.0 13/41 FINALE NPT ONDENSATE DRAIN FOR LEFT SIDE 18.03 123/321 18313.29 1221 14.22 19/161 $EC1101 Y -Y TYPICAL 151 SIDES OF DONN,F108 DUCT OPENINGS Note: The view labeled Bottom Side represents the base as viewed looking up from underneath the unit. 4WCC4060A—SUB-1 B -EN INLET TOP SIDE OUTLET 114 INLET EMIR OF 6980111 FRONT SIDE BOTTOM SIDE 3 Outline Drawings Figure 2. 3.5 - 5 TON MODELS 372.82 [14.11/16] (OUTSIDE) 79.50 [3-1/8] 449.02 (17-11/16] (OUTSIDE) BACK DUCT OPENINGS 1 SECTION X'X TYPICAL 181 SIDES OF SIDEFLOw DUCT OPENINGS 176.01 [6-15/161 58.19 [2-9/32] 322.84 [12-23/321 449.02 [11-11/16] (OUTSIDE) 1402.31 (55-1/321 (SURFACE AREA) BACK SIDE a 530.48 (20-1/81 Model Height MM/IN APPROX. CORNER WEIGHT KG / LBS SHIPPING WIGHT KG/LBS TOTAL UNIT WIGHT KG/LBS CENTER OF GRAVITY MM/IN A W1 W2 W3 W4 B C 4TCC4042 898.53 [35-3/8] 71.8 [11 58] 47.2 [104] 35.2 ]7g] 53.6 [118] 254.5 (561) 207.3 (457) 470.0 [18.5] 731.0 [28.8] 4TCC4048 1000.13 [39-3/8] 72.0 [159] 45.0 [99] 33.8 [75] 54.4 [120] 252.6 (557) 205.4 (453)( 433.0 17.0 ] 743.3 [29.3] 4TCC4060 78.0 [172] 46.3 [102] 34.9 [77] 59.0 [130] 265.8 (586) 218.6 (482) 414.0 16.3 [ ] 635.0 2 [5.0 ] 4WCC4042 64.4 [142] 47.6 [105]39.5 j87J 49.9 [110] 248.6 (547.9) 201.4 (444) 449.6 [17.7] 641.8 [25.3] 4WCC4048 68.9 [152] 40 8 [90] 30.8 [68] 52.2 [115] 240.0 (529) 192.8 (425) 414.0 [16.3] 635. 25.0:0 [ 4WCC4060 1050.93 [41-3/8] 79.435.8 [175] 175 47.2 [104] [7g] 59.9 [132] 269.5 (594) 222.3 (4901 414.0 [16.3] 635.0 [25.0] 4 4WCC4060A-SUB-1 B -EN ADAPTER CURB FOR TRANE 2/4TC*IWC*IYC*3042-060A ADAPTER CURB 38 7/8" 53 1/8" 73 3/4" 38" INSTRUCTIONS: 1. REMOVE OLD A/C UNIT. 2. APPLY 1/4" x 1 1/4" GASKETING. 3. INSTALL & SECURE ADAPTER CURB ON EXISTING CURB AS REQUIRED BY LOCAL BUILDING CODE. 4. APPLY 1/4" x 1 1/4" GASKETING ON ADAPTER CURB. 5. INSTALL & SECURE NEW A/C UNIT ON ADAPTER CURB AS REQUIRED BY LOCAL BUILDING CODE. EXISTING YORK UNIT D*C E/D*CG/B*C H 036-060 STANDARD FEATURES: * HEAVY GA. GALV. STEEL CONSTRUCTION * FULLY INSULATED WITH 1" - 1.5 LB. DENSITY INSULATION * 1/4" x 1 1/4" GASKETING * SHIPPED FULLY ASSEMBLED * SUPPLY AND RETURN DUCT CHAMBERS INCLUDED PRODUCT SUBMITTAL QUOTE # P.O. BOX 1890 PINELLAS PARK, FL 33780-1890 PHONE: 800-237-2275 FAX: 800-238-1819 www.plenums.com admin@plenums.com /enums Incorporated COPYRIGHT © 2007 PLENUMS INC. Plenums Inc. Model TC51ACYC427 Manufacturers Equip. /2.5 Approved Date ALL DIMENSIONS SUBJECT TO CHANGE WITHOUT NOTICE FORM: TC51ACYC427.03/27/2007 1. Part Number: CI H H O 0 D a 12. WW 3 • cO O 0 Q 00 Ti TO O co N otSd C CO C13 131" • L co 4 -- SUBMITTAL FORM NO. 4345-1 P SUBMITTED TO W z MW Q 2 zo- m O w 1- O z N Oa Q • Y • g Wm z Oz ECMT-PC -TD (QTY 6) THIS DOCUMENT IS THE PROPERTY OF MICRO METL CORPORATION AND IS DELIVERED UPON THE EXPRESS CONDITION THAT THE CONTENTS WILL NOT BE DISCLOSED OR USED WITHOUT MICRO METL'S WRITTEN CONSENT. MICROMETL CORPORATION • 3035 N. SHADELAND AVENUE, SUITE 300 • INDIANAPOUS, IN. 46226 • 1-800-662-4822 ••• MICROMETL WEST • 202 SOUTH 18TH ST. • SPARKS, NV 89431 •1-800-8844662 ••• MICROMETL LTD. • 201 KODAK BLVD. • LONGVIEW. TX 75602 • 1-903-248-4800 Rimp@TR gaigh®®t ogo Damao CONSULTING ENGINEERS/CIVIL AND S I HUCTURAL J 1519 West Valley Highway North/Suite 101/Auburn, WA 98001 253-833-7776 Fax 253-939-2168 JOB 1 °C.72 - SHEET . S�a�l�Tar/�� ea11��` F 4% 44y�S e'S 1¢�'Xas' %Arch tSMN c- 71!� T twigti `5t. 1 \ Kfr�ly ..taz SHEET NO. •1‹ t OF CALCULATED BY 'VGA.— DATE c CHECKED BY c� DATE 3)% l'4 I7_. te. SCALE 2 3 4 5 6 7 8 i 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 5 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 2A 8, 6K%S'r ftoo F TRdTS C 41 ] l� 5 6 % li 5 6 • 2 3 u C7 tyT zoo. rut(u g wtt4 er/47) o +r N6W cu.0.6 e$tS? 0ou5t. Vxusso4 % StPE 61keet 4 IEEPLAei.MeNT MEc.44 v NY(. e -141-T 244 9 LuI 4 ‘12.4 tkAA4eR.5 AS embk CND arr cutzS vi vsr 5cimFTeT Cl r4 tr gcscHvNS CSVViv Lac x 44- 41 mg 44 iticti.) frwc R urn V;tTl4i;T = { 0 1.5,s4 . f. .1. t1V-aJy �ux� tb tvt:Wk4 icS1*A- IZesaf. G�ilee, s,1l-C- i w s C5S' 1abte 1$46., ITY C FTU WILA• JAN L6 - PERMIT CENTER NOTES: '- 1. WEIGHT OF EACH OF NEW ROOFTOP MECHANICAL UNIT = 490 LBS (WEIGHT OF OLD UNIT = 693 LBS TO BE REPLACED BY NEW UNIT) 2. DESIGN CODES: INTERNATIONAL BUILDING CODE 2015, AND ASCE 7-10 3. WIND LOADS: UTLTIMATE DESIGN WIND SPEED = 110 MPH; EXPOSURE B; DESIGN WIND PRESSURE = 16.0 PSF (ASD) 4. SEISMIC LOADS: SEISMIC DESIGN CATEGORY D; Sds = 0.961; IE = 1.5; SEISMIC FORCE, Fp = 0.6919 W (W = SEISMIC WEIGHT = 615 LBS) 5. VERIFY THE LOCATION OF NEW ROOFTOP UNIT WITH MECHANICAL CONTRACTOR PRIOR TO THE MECHANICAL UNIT INSTALLATION. 6. SEISMIC HOLDOWNS FOR ROOFTOP UNIT: ROOFTOP UNIT -TO- NEW ADAPTER ROOF CURB USE MICROMETL UTILITY CURB HOLDOWNS ECMT-PC-TD (6 PLACES - 2 @ EACH LONG SIDE, 1 @ EACH SHORT SIDE) NEW ADAPTER ROOF CURB -TO- EXISTING ROOF CURB USE (3)#12-14 TEK SCREWS @ 6" O.C. AT EACH CORNER AT EACH SIDE OF NEW -EXISTING ROOF CURBS, @12" O.C. AT THE REMAINDER EXISTtt40 POOF CURB -TO- EXISTING ROOF SUBPURLIN AND ROOF TRUSSES ASSUME (3) 5/16"0 x 1.5" LONG LAG SCREWS @ 6" O.C. AT EACH CORNER AT EACH SIDE OF CURB, @ 12" O.C. AT THE REMAINDER 1. I'LL:SE E.' IJ1 ING ROOF OPENING FOR THE NEW ROOTOP UNIT RETURN AIR AND SUPPLY AIR. 8. REPAIR ROOFING MEMBRANCES AFTER THE ROOFTOP UNIT INSTALLATION AS REQUIRED. NEW ROOFTOP UNIT LOCATION PLAN, NOTES AND SEISMIC HOLDOWN DETAILS (NOT TO SCALE) D PRODUCT NEW ROOFTOP UNIT SEISMIC HOLDOWN DETAILS (3/4" = 1'-0") 8 3 2 2 6 8 R5VIEWED FOR CODE COMPLIANCE APPROVED .)AN 1 0 2018 City of Tukwila BUDDING DIVISION D PRODUCT 207 9ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M18-0005 PROJECT NAME: SUPERIOR CABINETS SITE ADDRESS: 7120 S 180 ST X Original Plan Submittal Response to Correction Letter # DATE: 01/05/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: V 1\01\ I`b Building Division III Public Works ❑ An Mpg h ►� Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/09/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/06/18 Approved Corrections Required ❑ Approved with Conditions ❑ ❑ Denied ❑ (corrections entered in Reviews) (le: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 SEA AIRE INC 0 Washington State Department of Labor & Industries Home Espanol Contact Page 1 of 2 Search L&ISEi A -Z Index I lelp My 1.&1 Safety & Health Claims & insurance Workplace Rights Trades & Licensing SEA AIRE INC Owner or tradesperson Principals MCCURRY, JOHN M, PRESIDENT MCCURRY, JUDY A, VICE PRESIDENT MCCURRY-WARD, JENNIFER L, SECRETARY MCCURRY, DEBRA J, TREASURER MCINTYRE, FRANCIS D (End: 01/01/1980) MCINTYRE, CHRISTINE L (End: 01/01/1980) Doing business as SEA AIRE INC WA UBI No. 600 360 471 340 UPLAND DR TUKWILA, WA 98188 206-575-8051 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no, SEAAII.206JQ Effective — expiration 04/18/1980— 04/2612018 Bond AMERICAN STATES INS CO Bond account no. 6162430 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 04/18/2002 04/18/2002 Expiration date Until Canceled Insurance Ohio Security Ins Co $1,000,000.00 Policy no, BKS55083881 Received by L&I Effective date 03/10/2017 04/18/2012 Expiration date 04/18/2018 Vt6lio 3� Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600360471 &LIC=SEAAII*206JQ&SAW= 1/12/2018