Loading...
13-104074Building - Commercial City of Federal Way Permit #: 13 -104074 -00 -CO Community & Econ. Dev. Services 33325 8th Ave S Federal way, WA 98003 Ph: (253) 835-2607 Fax(253) 835-2609 Inspection Request Line: (2 53) 835-3050 Project Name: KOHL'S AT THE COMMONS Project Address: 2101 S COMMONS Parcel Number: 762240 0010 Project Description: ADD - Verification of structural support for proposed sprinkler system. Owner ARRlicant Contractor Lender STEADFAST COMMONS LLC JAMES PALDA S D DEACON CORP OF 1928 S COMMONS STEADFAST COMPANIES WASHINGTON FEDERAL WAY WA 98003-6013 18100 VON KARMAN SUITE 500 SDDEACW108NT (6/20/14) IRVINE CA 92612 2375 130TH NE SUITE 200 BELLEVUE WA 98009 Census Category: 437 - Commercial alt / add / conversion Includes: #1 #2 #3 #4 Occupancy Class. Construction Type: Occupancy Load- Floor oadFloor Areas . ft. 0 0 L 0 1 0 Additional Permit Information Mechanical to be Included?...................................No Number of Stories ................................................. 1 Permit for Building Shell Only9 .............................No Plumbing to be Included? ...................................... No New / Additional Sq. Feet - Total .......................... 0 No Fixtures Associated With This Permit It PERMIT EXPIRES Sunday, April 6, 2014 Permit Issued on Tuesday, October 8, 2013 1 hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington nd the City of Federal Way. Owner or agent Date: A A CITY OF VA�' ' Federal Way PERMIT #: THIS CARD IS TO REMAIN ON-SITE Construction Inspection Record INSPECTION REQUESTS: (253) 835-3050 13 -104074 -00 -CO Address: 2101 S COMMONS Project: STEADFAST COMMONS LLC FEDERAL WAY, WA 98003 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. t JL(cS�Q �0 1 /SS cot-, VICe4Px S [ l'Z e 7 ��tC 3 l"e mk_�' no rrs. Foundation Wall (4115) Drainage/Downspout (4040) 0 Re -steel (4215) Right of Way Approved Approved to place concrete Date Approved to backfill By Approved to place concrete or grout By Date By Date By Date Floor Sheathing (4105) 11 Slab/Concrete Floor (4255) E] Underfloor Framing (4285) ❑ Approved to place concrete Approved to sheath floor Approved to install flooring By Date By Date By Date E] Stops (4095) Roof Sheathing (4220)Fire/Draft Shear Walls (4245) Approved to install siding Approved to install roofing Approved By Date By Date By Date Prior to scheduling a Framing inspection; Framing 4120 g ( ) Interim Erosion Control (4370) Approved ctrical, Plumbing & Mechanical Rough -in and Approved to insulate By Date [Fire/DraftStop inspections must be signed -off and By Date approved IBC 109.3.4 Suspended Ceiling Grid (4265) Insulation (4150) Gypsum Wallboard Nailing(4130) Approved to install wallboard Approved to install mud & tape Approved to drop tile By Date By Date By Date Final - Building (4050) Final Erosion Control (4375) Final - Fire Department (4060) Approved Approved ved �d 1110ACk By Date By Date a e t JL(cS�Q �0 1 /SS cot-, VICe4Px S [ l'Z e 7 ��tC 3 l"e mk_�' no rrs. Rough Electrical Approved Final Electrical Approved Right of Way Approved By Date By Date By Date CONSULTING ENG 1 N E E R S 3933 SW Kelly Avenue . Portland . OR . 97239-4393 Kohls at the Commons TI S September 11, 2013 TO: Marty Gillis, City of Federal Way FROM: Ken Rust, P.E. 503.222.4453 503.248.9263 vlmk@vlmk.com www.vimk.com nkler Review Memorandum � RE: Kohis at the Commons ..ass N L Fire Sprinkler Submittal Review VLMK has reviewed the fire sprinkler shop drawing Sheets for the Kohls at the Commons TI dated September 9, 2013 provided by Firestop Co. The sizes and weights of the pipes used were also provided by the fire sprinkler contractor. Dynaflow lightweight pipe was used for 4" and smaller diameters and Schedule 10 pipe was used for the 6" diameter pipe. Hanger locations and details were provided on the shops drawings. The attached calculation package shows that the existing and new joists have enough capacity to support the sprinkler pipe loads in addition to roof dead and snow loads. :J [IT RECEIVED �JEP 13 2013 G/ CITY OF FEDERAL WAY i CDS Structural Engineering.Civil Engineering* Industrial Engineering •Planning.Studies/Evaluation s• Entitlement File: G:\Acad20ll\20110133\Correspondence\16 Kohls TI Sprinklers Letter to City 09-12-13\20110133 Commons - TI Fire Sprinkler Review.docx Page 1 of 1 Printed: September 11, 2013 0 -0 D -0 D 70 0 rn 0 U M C7 N .� 'p 7� C4 N O W r C { O vi C cn W > Q O O = 63 O m 3 o ()-a O n O - O 717 I� OW Z DESIGN CRITERIA CODES: 2012 International Building Code with Washington Amendments DESIGN LOADS: Live Loads: Roof Snow Load Flat Roof Snow Load, Pf 25.0 psf Snow Drift As Required Dead Loads: Existing Roof in Kohls (Existing Drawings 15 psf DL, 25 psf SL) Roofing (2.3 psf Existing, 2.95 psf New) 5.25 psf Insulation (3 1/2" Batt - R14) 0.35 psf Sheathing (1/2" Plywood) 1.50 psf Sub -purlins (2x4 at 24" o.c.) 0.70 psf Joists (Trusses at 48" o.c.) 2.00 psf Girders (Trusses at 30'-0" o.c.) 1.00 psf Mechanical and Electrical 0.30 psf Sprinkler 1.30 psf Ceiling (Acoustical Tile) 1.80 psf Total Roof Load (Girders) 14.2 psf Roof Load for Joists (less Girder load) 13.2 psf New Roof at TJIs (Designed for 15 psf DL, 25 psf SL) Roofing 2.95 psf Insulation (9 1/2" Batt - R38) 0.95 psf Sheathing (7/8" Plywood) 2.70 psf Joists (TJI's at 48" o.c.) 1.80 psf Girders (GLB at 30'-0" o.c.) 1.30 psf Mechanical and Electrical 0.30 psf Sprinkler 1.30 psf Ceiling (Acoustical Tile) 1.80 psf Total Roof Load (Girders) 13.1 psf Roof Load for Joists (less Girder load) 11.8 psf New Roof at TJLs (Designed for 15 psf DL, 25 psf SL) Roofing 2.95 psf Insulation (9 1/2" Batt _ R38) 0.95 psf Sheathing (7/8" Plywood) 2.70 psf Joists (TJL's at 24" o.c.) 2.00 psf Girder's (GLB at 30'-0" o.c.) 1.30 psf Mechanical and Electrical 0.30 psf Sprinkler 1.30 psf Ceiling (Acoustical Tile) 1.80 psf Total Roof Load (Girders) 13.3 psf Roof Load for Joists (less Girder load) 12.0 psf KTA C O N S U L T I N G E N G I N E E R S 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 0 503.222.4453 503.248.9263 Job k is Client SK-A„nc-ftz�f Job No. aAM)MS By 1&- Oats 011 Is sheet No. �w� a_ .T ..,,r+�a�w.� r -s ,r <c..��a+r� ,..mss eaa. .s. .>.k ae.wsr� ... a.•-.._�� —rx;-s � :RW+���s<.a+a:+�k�n�rr.€��r. ;i .,,« r•r+ 'S ..'M+K1 Y,4'i:ih it .p .fie �rr ' Y a - I�pEstian► ��L dc -3 et /�) I k' 30 'fit f... E a Lauf.-- _ —''t wDL Ctg ZZ f. Irk Y a e , t a ��� ��•�✓�^(�-E,Ik lac- :©V (-p `� �� 5 � t'� (''S � . r _. z. m. w�ih4ltNYAl1.'tr .. Description : 2" Lines +Actual Loading Elastic Modulus 29,000.0 ksi�� Span #1 Span Length = 30.0 ft Area = 10.0 in A2 Moment of Inertia = 100.0 in^4 a*gt n sa; .� x » a x m 3t dx � "I"N e r Zzl 'a 0 � Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.04760, S = 0.10 k/ft, Tributary Width =1.0 f Point Load: D = 0.0460 k (x,1.0 ft Point Load : D = 0.0460 k x(7,15.0 fl Point Load : D = 0.0460 k (x) 29.0 fl Maximum t3enaing = 16.996 k -ft Maximum Shear= 2.283 k i Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 15.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 17.00 2.28 D Only Max Downward L+Lr+S Deflection 0.633 in Dsgn. L = 30.00 ft 1 Max Upward L+Lr+S Deflection 0.000 in 0.78 +D+L+H Max Downward Total Deflection 0.954 in Dsgn. L = 30.00 ft 1 Max Upward Total Deflection 0.000 in 0.78 +D+Lr+H 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 = 30.00 ft 1 17.00 17.00 2.28 D Only Dsgn. L = 30.00 ft 1 5.75 5.75 0.78 +D+L+H Dsgn. L = 30.00 ft 1 5.75 5.75 0.78 +D+Lr+H Dsgn. L = 30.00 ft 1 5.75 5.75 0.78 +D+S+H Dsgn. L = 30.00 ft 1 17.00 17.00 2.28 +D+0.75OLr+0.750L+H Dsgn. L = 30.00 ft 1 5.75 5.75 0.78 +D+0.750L+0.750S+H Dsgn. L = 30.00 ft 1 14.18 14.18 1.91 +D+W+H Dsgn. L = 30.00 ft 1 5.75 5.75 0.78 +D+0.70E+H Dsgn. L = 30:00 ft 1 5.75 5.75 0.78 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 30.00 ft 1 5.75 5.75 0.78 +D+0.750L+0.750S+0.750W+H Dsgn. L = 30.00 ft 1 14.18 14.18 1.91 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 30.00 ft 1 5.75 5.75 0.78 +D+0,750L+0.750S+0.5250E+H Dsgn. L = 30.00 ft 1 14.18 14.18 1.91 +0.60D+W+H Dsgn. L = 30.00 ft 1 3.45 3.45 0.47 +0.60D+0.70E+H Dsgn. L = 30.00 ft 1 3.45 3.45 0.47 Description : 4' Lines +Actual Loading Elastic Modulus 29,000.0 ksi Span #1 Span Length = 20.0 ft Area = 10.0 in A2 Moment of Inertia = 100.0 in^4 i i D(0.152) D(0.152) D 0.0476 S(0.11) Span = 20.0 ft i Load Combination Max Stress Ratios Segment Length Span # M V Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.04760, S = 0.10 ktft, Tributary Width =1.0 f Summary of Shear Values Va Max Vnx Vnx/Omega Overall MAXimum Envelope Point Load : D = 0.1520 k aA 1.0 fi Point Load: D= 0.1520 k (a) 15.0 fl 1 7.84 7.84 € d3, D Only Maximum Bending = - 7.839 k -it -------- - Maximum Shear = - 1.658 k Load Combination +D+S+H Load Combination +D+S+H j Location of maximum on span 10.200ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 0.66 +D+Lr+H i Max Downward L+Lr+S Deflection 0.125 in Dsgn. L = 20.00 ft Max Upward L+Lr+S Deflection 0.000 in 2.85 0.66 Max Downward Total Deflection 0.197 in Max Upward Total Deflection 0.000 in 1 7.84 Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 20.00 ft 1 7.84 7.84 1.66 D Only Dsgn. L = 20.00 ft 1 2.85 2.85 0.66 +D+L+H Dsgn. L = 20.00 ft 1 2.85 2.85 0.66 +D+Lr+H Dsgn. L = 20.00 ft 1 2.85 2.85 0.66 +D+S+H Dsgn. L = 20.00 ft 1 7.84 7.84 1.66 +D+0.750Lr+0.750L+H Dsgn. L = 20.00 ft 1 2.85 2.85 0.66 +D+0.750L+0.750S+H Dsgn. L = 20.00 ft 1 6.59 6.59 1.41 +D+W+H Dsgn. L = 20.00 ft 1 2.85 2.85 0.66 +D+0.70E+H Dsgn. L = 20.00 ft 1 2.85 2.85 0.66 +D+0.75OLr+0.750L+0.750W+H Dsgn. L = 20.00 ft 1 2.85 2.85 0.66 +D+0.750L+0.750S+0.750W+H Dsgn. L = 20.00 ft 1 6.59 6.59 1.41 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 20.00 ft 1 2.85 2.85 0.66 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 20.00 ft 1 6.59 6.59 1.41 +0.60D+W+H Dsgn. L = 20.00 ft 1 1.71 1.71 0.40 +0.600+0.70E+H Dsg n. L = 20.00 ft 1 1.71 1.71 0.40 w�-..�.r:, �. ..t ,,,�::,;;.-. ».. _. ....,.:. �. u. :..s.-., :n:w .;._a.::a if.,. c•m�:a.'iu ,r., .;u.'nr:a ... c. z.:w-rwa >a..i�..a.� wr�k xw -a:.:,, tr,r a..«w,a�:� v'�,,.a:a�.w.a.✓..s,�.fi.a,. �..�_a }.n:u w.a:�w q-w.xs- ..u.. �: .vw+�,we nm.k:..a..k Yw+++M:�.w,ac� � w,a.,� :- ,: Z ZE -o 0 1 rt m rL z C) Z 0_ N co cn 0 Z o r W m N W NM W tO `° N i 7v Z W w V) Y 1 W Description : TJ Is at 2" Field Lines "(N Elastic Modulus 29,000.0 ksi Span #1 Span Length = 29.0 ft Area = 10.0 in A2 Moment of Inertia = 100.0 inA4 D(0.046) D(0.046) D(0.046) D(O.042) S(O.1) X Span = 29.0 ft ....... .. . ............ j E', , T , -,-:-- T fn Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0420, S = 0.10 k/ft, Tributary Width 1.0 f Point Load: D = 0.0460 k (d) 7.0 fl Point Load : D=0.0460k(q)11.0fi Point Load: D = 0.0460 k Q 25.0 fl Maximum Ben ' ding Load Combination Location of maximum on span Span # where maximum occurs +D+S+H Load Combination 14.645ft Location of maximum on span Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.553 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.814 in Max Upward Total Deflection 0.000 in +D+S+H 29.000 ft Span # 1 PON" Load Combination Max Stress Rados 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/Ornega Overall MAXimurn Envelope Dsgn. L= 29.00 ft 1 15.46 15.46 2.14 D Only Dsgn. L = 29.00 It 1 4.95 4.95 0.69 +D+L+H Dsgn. L = 29.00 It 1 4.95 4.95 0.69 +D+Lr+H . Dsgn. L = 29.00 It 1 4.95 4.95 0.69 +D+S+H Dsgn. L = 29.00 It 1 15.46 15.46 2.14 +D+0.750Lr+0.750L+H Dsgn. L = 29.00 It 1 4.95 4.95 0.69 +D+0.750L+0.750S+H Dsgn. L= 29.00 ft 1 12.83 12.83 1.77 +D+W+H Dsgn. L= 29.00 ft 1 4.95 4.95 0.69 +D+0.70E+H Dsgn. L = 29.00 It 1 4.95 4.95 0.69 +D+0.750Lr+0.750L+0.750W+H Dsgn. L= 29.00 ft 1 4.95 4.95 0.69 +D+0.750L+0.750S-+0.750W+H Dsgn. L= 29.00 ft 1 12.83 12.83 1.77 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L= 29.00 ft 1 4.95 4.95 0.69 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 29.00 ft 1 12.83 12.83 1.77 +0.60D+W+H Dsgn. L = 29.00 It 1 2.97 2.97 0.41 +0.60D-f0.70E+H Dsgn, L = 29.00 ft 1 2.97 2.97 0.41 Description : TJLs at 21/2" Field Lines Elastic Modulus 29,000.0 ksi Span #1 Span Length = 40.50 ft Area = 10.0 in"2 Moment of Inertia = 100.0 in^4 D(0.072) D(0.072) i D(0.072) D(0.0214) S(0.05)i D(0.072) i Point Load : D = 0.0720 k (a) 4.0 ft. Span = 40.50 ft i NA rr,,x �� h nIffii3 ' 3ds Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.02140, S = 0.050 k/ft, Tributary Width =1.0 f Point Load : D = 0.0720 k (a) 4.0 ft. Point Load: D = 0.0720 k (a)13.0 fl Point Load : D = 0.0720 k (a) 23.666 ft Point Load : D = 0.0720 k (a) 34.833 fl Maximum Bending = 16.062 k -ft Maximum Shear= 1.60 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 20.453ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 j Maximum Deflection Max Downward L+Lr+S Deflection 1.052 in Max Upward L+Lr+S Deflection 0.000 in j Max Downward Total Deflection I Max Upward Total Deflection 1.651 in 0.000 in 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 = 40.50 ft 1 16.06 16.06 1.60 D Only Dsgn. L = 40.50 ft 1 5.81 5.81 0.59 +D+L+H Dsgn. L = 40.50 ft 1 5.81 5.81 0.59 +D+Lr+H Dsgn. L = 40.50 ft 1 5.81 5.81 0.59 +D+S+H Dsgn. L = 40.50 It 1 16.06 16.06 1.60 +D+0.750Lr+0.750L+H Dsgn. L = 40.50 ft 1 5.81 5.81 0.59 +D+0.750L+0.750S+H Dsgn. L = 40.50 It 1 13.50 13.50 1.35 +D+W+H Dsgn. L = 40.50 ft 1 5.81 5.81 0.59 +D+0.70E+H Dsgn. L = 40.50 It 1 5.81 5.81 0.59 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 40.50 ft 1 5.81 5.81 0.59 +D+0.750L+0.750S+0.750W+H Dsgn. L = 40.50 ft 1 13.50 13.50 1.35 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 40.50 It 1 5.81 5.81 0.59 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 40.50 ft 1 13.50 13.50 1.35 +0.601)+W+H. Dsgn. L = 40.50 ft 1 3.49 3.49 0.35 +0.60D+0.70E+H Dsgn. L = 40.50 ft 1 3.49 3.49 0.35 CONSULTING Job �+L� Lsig" ENGINEERS client stc- o6f 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. faot ,^,' , 0 503.222.4453 503.248.9263 0 Oma-" 1--N.' Kohl's Dept Store- The Conumn KeyBem t aleral Way, WA KcYHeam04AW Member Data Description: Jot Member Type: Joist Grid S fIoT Top Lateral Bracing: Continuous Bottom Lakal Bracing: Continuous Standard Load: Moisture Condition: Dry Snow Load: 25 PSF Deflection Criteria: L/36o live, L240 total Dead Load: 15 PSF Deck Connection: Nailed Other Loads Other Side Begin End Start End Top V 0.00" 22' 0:00" 32 Application: Roof Slope: 0.50112 Building Code: IBCARC Heart Start End axon Q 2200 5-10-13 938am -toff Bearings and Reactions Allowable 22931.'# Capacity 38% Location LotmanTypeinput 1 0' 0:000" Length Min Required enwity Gravity Reaction Uplift Wall N/A NIA 2 22' 0:000" wean N/A 1.750" 1585# M NIA NIA 1.750" 1595# — Maximum Load Case Fteactiom 11' Total toad S tlsad torapgijiap Pdalheds.Rw`duefoatl� (d®nyfMl. rtlembers Snow Dead DOts Uve=100% &0-116% rtooi=t2S% wirw--I W% 1 1282C(8311>ar} 3329(168plrj AU waW end rewson is for joist with web sti Neem 2 - 1282iYMir9ft 27 2AWa Actual Length 2r 1:125' Product 22" WE134 4712 24.0" O.C. % ? PASSES DESIGN CHECKS web uired at W O.QW* 22' 1.T5t1' r + Mi"Imu .TS" ti ring required at bearing a 1 minim 1,T5" "ea required at bearing # 2 Design ass . ntinuous lateral bracing along the top.chord: Design asstitmss continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Positive Moment 8829.W 8829.'# Allowable 22931.'# Capacity 38% Location Loading Shear 9593.# TL Deflection 3410A 46% 11` 0 Total Load D+S Total toad D+S 0.3612" LL 17:2859" 1.1063" 0.7388" U736 LI93Q 11' TTal Load S 11' Total toad S Conttot: ftw DOts Uve=100% &0-116% rtooi=t2S% wirw--I W% AU waW end rewson is for joist with web sti Neem All Midud nerves ax bademadis of Wak �eSpeegVe WM*M -CWSdpbt ((j 2013 by Simpson $loft lie Campeny Mc ALL ROM RESERVED lbnL The '•Nssinp It ded"d WwtAM@a member, floorjoist, beam txpudr{$norm onlbisdwwlnpmeals aDDikeble dRmpe tdafrLeft Loading GGRdIllYne. am 8peesU9ed on thissxoRat�as, grt mu,S M teVlswed by a qualFhed desipaorordeslen prufesionsl ea lequlmd roreppmVal. This"n asrumes pmuud tastsltaften aaooRfinq ro dli �Bsns6sopuers i Kohl's Dept Store- The Common 5-10-13 KeyD Federal Way, WA 9:44am "Beaffl*4.WW 1 of l MarerialsDatabase 14M Member Data Description: J01 Member Type: Joist Application: Roof Grid R to S Top Lateral Bracing: Continuous Slope: 0.50/12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBCARC Snow Load: 25 PSF DeflecSon Criteria: U360 live, L/240 total Dead Load: 15 PSF Deck Connection: Mailed Filename: KYB1 Other Loads .... .......... . Type Other Dead (Description) Sicca Begin End Start End Start End Category Additional Unitrm (PSF). T 0' 0.00" 28' 6.00" 32 0 Snow �. �-. ..fi N 2880 2880 Bearings and Reactions Input Min Gravity Gravity t Location Type tiMatefiai Lengthi Required Reaction Uptilt 1 a 0:000 wall WA NFA 1.750 .2063# 2 28` 6000" Wail NIA WA 1.750" 2063# - Maximum Load Case Reactions Lbeebr&ppW" Q" l" k4" wa"ta mnft mtmeem Snow. [lead 1 1633O(ffii" 4W#,(215piq 2 1. , 43D#' S Design spans 29' 8 Osr Actual Length ze z.tes' Product; 'e WEB- 4712 24.01, O.C. lir' �W `t . PASSES DESIGN CHECKS W46: nets uired at W 0:O" 28' 7.7W1 144inim m -,1.?rbt6ffngrequiwdatbeadng#4 Minim in 1.76' ring required at bearing:# 2 Design assn ntlftuous tateM bracing along the top chard. Design assumes continuous lateral bracing along the bottom chord. LaW* support as required at each bearing. Allowable Stress Design Actual Allowable capacity Location Loading Positive Moment 14773.'# 22931;W 64% 14.25' Total Load D+S Shear 20614 3410.# 60% Q Total Load D+S TL Defection 0.91.97" 1.4335" Lf374 14.25 Total Load D+S LL Detleciion 0.7280" 0.8557" U472 14.26 Total Load S Cowot LL DdWion DOLS: Live=1QD% Snows=115% hod-=l2s°A vlrm&160% Ai1oNWe end:reaction is for joist with web stifeners All arofta rtamesan; aufema+Ls G 9ldrea}g9ke i;reets Cogri9M tCl 2Qt3 eY8lrapson St-WT- rampnnr lacALL RfQKM RESERVED. ZZ"Psasiap lsdoffnW as when the maalter; Roorioist. Grain or4ildoc strorm en Nisdgldey meaaappawCle dedon eileds W 040r, L444id8 cellon& ara Spam *204 an this 141ea Maul be taviewed bya ginllaed dosipnerarifesi{qt pn las 0.yuiletl forappmval. Thlsdeslpn apumespmdua insisllatlan aaooNing tO lha realat5xfurefs rpt Kohl's Dept StoreThe Common Keys Federal Way, WA t:q'B.aah44 4.6Wd Iam5CAMFegate4.6025 Member Data Description: J03 Member Type: Joist Application Roof Grid N to P At` Q } j; Top Lateral Bracing: Continuous Slope 0.513112 j Bottom Lateral Bracing: Continuous Statulard Load: Moisture Cornton: Dry Building Code: IBC/IRC Snow Load: 25 PSF Deflection Criteria: L240 litre, U180 total Dead Load: 15 PSF De& Connection: Nailed Mer Leads Type Other Dead (Description) Side Begin End Start End start End Category Additional Uniform (PSF)To U ON, 29' 8.0cr 3z Q 29 6 0 29 BQ Bearings and Reactions Allowable 22931 * Capacity 69010 location Loading Location Type Material Input Length Min Required Gravity Gravity Reaction i1p[I t. 1 a 0.000" Waft 2 29 6.0w. Wan NIA WA 1.750" 2135# N/A NIA 1.750" 2135# Maximum. Load Case Reactions tlfatlIGtePPtS�np PdMbtl0iHite-taadsl�ty.ling meat.. $084 Dead ~ 1 189CKf(8Q5pltj 445iM(223pit) 2 _ 18900"p1t) 445if(223A Design' pans — 29 8:0152" Actual Length 29 lase" 5-1.0-13 10:56arn Iofl Product 22" WEB4 4712 24.0" Q.C. PASSES DESIGN CHECKS ttae4 Stdieners required at Q' 0-001r 29' 7.150" Minimum 1.75" bearing required at bearing #E 1 Minimum 1.75" hearing required at bearing # 2 Design assumes continuous lateral bracing along the top chard. Design assumes continuous lateral bracing along the bottom chord. Lateral support Is required at each bearing, Positive Moment mal Allowable 22931 * Capacity 69010 location Loading Shear 2133A 3410A 62% 1+4.75' a TOW Load D+$ Total Load D+S TL DeftCtiart 1.0447" LL Deflection 0.8269 1.9781" U340 14.75' Total Load D+S 1.4$$6" U430 14.76 Toted Load S Control: Poe, Moment D011s: Uve=100% Snow --11W. Roof --125% Wald--16W1e Allowable end reaction is far just with web siilrenem AO pmdud.namesan tnsd.awMaot0uurndpadive bwma Cop001 iC2013 bySiMpaca Stamp -TIO CaaipanytncALLR1CR.M RESERVED. —Passing lsbektwd aswhan fta member, flmrjois;. beam orpaQec a.wrtoa Misdmwinp meetsappgtabie design tsitaia Or Loads. Laadktg ChMNf.nR pmF.gppastge0 ion Mia Sheat. Thh0 d"9n PALM tW reviewed by a quahGad des�narbrOastpn p.Mstibaa! as aquimd for appmvN. This design assumes pmdaef InsmJtapm aaanlinp la: itC manupuumfs =r cl, -4 cr r ZL gig 06 CL C- CL cn CA IS or CD cn 2, 2, — C w R SIN' Is 0 a Fg 0 ---1 (a to a ID a 9 0 CD 00 oma$ cm m w g ga, 0 0.6 IC c -79 <p cp 5 a 0 inCn CL co CD 0 Cl) ca 74 Description: TJls at 4" Mains Parallel.(22'-0") Elastic Modulus 29,000.0 ksi Span #1 Span Length = 22.0 ft Area = 10.0 in^2 Moment of Inertia = 100.0 in^4 Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 0.1520 k (a) 5.0 ft Point Load : D = 0.1520 k (a} 16.0 ft Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection 0.870 k -ft Maximum Shear = D Only Load Combination 15.950ft Location of maximum on span Span # 1 Span # where maximum occurs Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.028 in Max Upward Total Deflection 0.000 in 0.1589 k D Only 0.000 ft Span # 1 1 59 tiEt.1<t ® Lit lx 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 = 22.00 ft 1 0.87 0.87 0.16 D Only Dsgn. L = 22.00 ft 1 0.87 0.87 0.16 +D+{+H Dsgn. L = 22.00 It 1 0.87 0.87 0.16 +D+Lr+H Dsgn. L = 22.00 ft 1 0.87 0.87 0.16 +D+S+H Dsgn. L = 22.00 ft 1 0.87 0.87 0.16 +D+0.750Lr+0.750L+H Dsgn. L = 22.00 ft 1 0.87 0.87 0.16 +0+0.750L+0.750S+H Dsgn. L = 22.00 ft 1 0.87 0.87 0.16 +D+W+H Dsgn. L = 22.00 ft 1 0.87 0.87 0.16 +D+0.70E+H Dsgn. L = 22.00 ft 1 0.87 0.87 0.16 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 22.00 ft 1 0.87 0.87 0.16 +D+0.750L+0.750S+0.750W+H Dsgn. L = 22.00 ft 1 0.87 0.87 0.16 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 22.00 ft 1 0.87 0.87 0.16 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 22.00 ft 1 0.87 0.87 0.16 +0.60D+W+H Dsgn. L = 22.00 ft 1 0.52 0.52 0.10 +0.60D+0.70E+H Dsgn. L = 22.00 ft 1 0.52 0.52 0.10 Description : TJls at 4" Mains Parallel (28'-6") Elastic Modulus 29,000.0 ksi Span #1 Span Length = 28.50 ft Area = 10.0 in^2 Moment of Inertia = 100.0 in"4 t. " t" �.° dti5 ` � - - � � m4.11 � 11 „I„ it Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 0.1520 k (q) 7.0 fl Point Load : D = 0.1520 k (d)17.0 f1 Point Load : D = 0.1520 k A 25.0 fl Maximum Bending = 1.788 k -ft Maximum Shear = 0.2613 k Load Combination D Only Load Combination D Only Location of maximum on span 16.958ft Location of maximum on span 25.080 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in 1.79 1.79 Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.087 in Dsgn. L = 28.50 ft 1 Max Upward Total Deflection 0.000 in 0.26 +D+L+H 111, tc4 I F9@All 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 Endelope Dsgn. L = 28.50 ft 1 1.79 1.79 0.26 D Only Dsgn. L = 28.50 ft 1 1.79 1.79 0.26 +D+L+H Dsgn. L = 28.50 ft 1 1.79 1.79 0.26 +D+Lr+H Dsgn. L = 28.50 It 1 1.79 1.79 0.26 +D+S+H Dsgn. L = 28.50 ft 1 1.79 1.79 0.26 +D+0.750Lr+0.750L+H Dsgn. L = 28.50 ft 1 1.79 1.79 0.26 +D+0.750L+0.750S+H Dsgn. L = 28.50 ft 1 1.79 1.79 0.26 +D+W+H Dsgn. L = 28.50 ft 1 1.79 1.79 0.26 +D+0.70E+H Dsgn. L = 28.50 It 1 1.79 1.79 0.26 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 28.50 It 1 1.79 1.79 0.26 +D+0.750L+0.750S+0.750W+H Dsgn. L = 28.50 ft 1 1.79 1.79 0.26 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 28.50 ft 1 1.79 1.79 0.26 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 28.50 ft 1 1.79 1.79 0.26 +0.60D+W+H Dsgn. L = 28.50 It 1 1.07 1:07 0.16 +0.60D+0.70E+H Dsgn. L = 28.50 It 1 1.07 1.07 0.16 Description : TJ Is at 4" Mains Parallel (29'-6") Elastic Modulus 29,000.0 ksi Span #1 Span Length = 29.50 ft Area = 10.0 in^2 Moment of Inertia = 100.0 in"4 I D(0.152) D(0.152) Span = 29.50 ft i ---------- -- - -- -- - ---- --- ------ 194 MUM Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D = 0.1520 k (a) 7.0 ft i Point Load : D = 0.1520 k a�, 21.0 fl Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection D Only Load Combination 20.945ft Location of maximum on span Span # 1 Span # where maximum occurs 0.000 in 0.000 in 0.070 in 0.000 in D Only 0.000 ft Span # 1 i i .._.... ...... 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 MNGmum Envelope Dsgn. L = 29.50 It 1 1.23 1.23 0.16 D Only Dsgn. L = 29.50 ft 1 1.23 1.23 0.16 +D+L+H Dsgn. L = 29.50 it 1 1.23 1.23 0.16 +D+Lr+H Dsgn. L = 29.50 ft 1 1.23 1.23 0.16 +D+S+H Dsgn. L = 29.50 ft 1 1.23 1.23 0.16 +D+0.750Lr+0.750L+H Dsgn. L = 29.50 ft 1 1.23 1.23 0.16 +0+0.750L+0.750S+H Dsgn. L = 29.50 ft 1 1.23 1.23 0.16 +O+W+H Dsgn. L = 29.50 ft 1 1.23 1.23 0.16 +D+0.70E+H Dsgn. L = 29.50 ft 1 1.23 1.23 0.16 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 29.50 ft 1 1.23 1.23 0.16 +0+0.750L+0.750S+0.750W+H Dsgn. L = 29.50 ft 1 1.23 1.23 0.16 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 29.50 ft 1 1.23 1.23 0.16 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 29.50 it 1 1.23 1.23 0.16 +0.60D+W+H Dsgn. L = 29.50 ft 1 0.74 0.74 0.10 +0.60D+0.70E+H Dsgn. L = 29.50 ft 1 0.74 0.74 0.10 Description: TJls at 4" Mains Parallel (34'-6") Elastic Modulus 29,000.0 ksi Span #1 Span Length = 34.50 ft Area = 10.0 in"2 Moment of Inertia = 100.0 in"4 HEMPHIRTOWtr€„ Service loads entered. Load Factors will be applied for calculations. i Load(s) for Span Number 1 Point Load : D = 0.1.520 k na, 2.0 fi Point Load: D = 0.1520 k (a)a,14.0 fi Point Load : D = 0.1520 k () 28.0 fl I Maximum Bending = 1.843 k -ft Maximum Shear = 0.2621 k Load Combination D Only Load Combination D Only Location of maximum on span 13.973ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Dsgn. L = 34.50 ft 1 1.84 Max Downward L+Lr+S Deflection 0.000 in D Only Max Upward L+Lr+S Deflection 0.000 in Dsgn. L = 34.50 ft Max Downward Total Deflection 0.130 in 1.84 0.26 Max Upward Total Deflection 0.000 in RIXitt�4304' �'tStre�ses�i��r �at�E��� �rtatl�n ` 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 Vnx0mega Overall MAXimum Envelope Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 D Only Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 +D+L+H Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 +D+Lr+H Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 +D+S+H Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 +D+0.750Lr+0.750L+H Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 +D+0.750L+0.750S+H Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 +D+W+H Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 +D+0.70E+H Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 +0+0.750L+0.750S+0.750W+H Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 +0+0.750L+0.750S+0.5250E+H Dsgn. L = 34.50 ft 1 1.84 1.84 0.26 +0.60D+W+H Dsgn. L = 34.50 ft 1 1.11 1.11 0.16 +0.60D+0.70E+H Dsgn. L = 34.50 ft 1 1.11 1.11 0.16 KTA CONSULTING RaI3 ENGINEERS 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 0 503.222.4453 503.248.9263 Job- Client ob client 5iY"'/�fJ Sr Job No. M11QiI S S By Date �� 3 art No. Description : TJLs at 4" Mains 4 ia1sB:ea�PY9»eltieS Elastic Modulus 29,000.0 ksi Span #1 Span Length = 40.50 ft Area = 10.0 in A2 Moment of Inertia = 100.0 in"4 Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.02140, S =0.050 k/ft, Tributary Width =1.0 f Point Load: D = 0.0760 k (a) ft Point Load: D = 0.0760 k (a) ft Point Load: D = 0.0760 k (a) 23.666 fl Point Load : D = 0.0760 k na, 34.833 fl Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection x ,r* fo�m' I `1i1F11'''�.��ri>e°'sseSt�es,r��oa��+�a'�. 16.141 k -ft Maximum Shear = +D+S+H Load Combination 20.453ft Location of maximum on span Span # 1 Span # where maximum occurs 1.052 in 0.000 in 1.660 in 0.000 in +D+S+H 0.000 ft Span # 1 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 = 40.50 ft 1 16.14 16.14 1.61 D Only Dsgn. L = 40.50 ft 1 5.89 5.89 0.60 +D+L+H Dsgn. L = 40.50 ft 1 5.89 5.89 0.60 +D+Lr+H Dsgn. L = 40.50 ft 1 5.89 5.89 0.60 +D+S+H Dsgn. L = 40.50 ft 1 16.14 16.14 1.61 +D+0.75pLr+0.750L+H Dsgn. L = 40.50 It 1 5.89 5.89 0.60 +D+0.750L+0.750S+H. Dsgn.L = 40.50 It 1 13.58 13.58 1.36 +D+W+H Dsgn. L = 40.50 ft 1 5.89 5.89 0.60 +D+0.70E+H Dsgn. L = 40.50 ft 1 5.89 5.89 0.60 +D+0.75pLr+0.750L+0.750W+H Dsgn. L = 40.50 ft 1 5.89 5.89 0.60 +D+0.750L+0.750S+0.750W+H Dsgn. L= 40.50 ft 1 13.58 13.58 1,36 +D+0.750Lr+0,750L+0.5250E+H Dsgn. L = 40.50 ft 1 5.89 5.89 0.60 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 40.50 ft 1 13.58 13.58 1.36 +0.60D+W+H Dsgn. L = 40.50 ft 1 3.53 3.53 0.36 +0.60D40.70E+H Dsgn. L = 40.50 ft 1 3.53 3.53 0.36 fA�'K ­ I AW AA&RALVARVAW • Exceptional hydraulics Lightweight and easy to install Available factory roll grooved • M -COAT ID • UL and cUL listed • FM approved >> The original high-strength light wall sprinkler pipe with superior hydraulics. Dyna-Flo•vll — M -COAT' is the "original' high-strength light wall sprinkler pipe. With outstanding hydraulic capabilities, Dyna -Flow — M -009T is recognized as the most popular alternative to Schedule -1D pipe. Lightweight and easy to cut, Dyna -Flow — VI -COAT is a valuable addition to any fire. protection system, With an inside diameter (ID) up to 11 % larder than Schedule -40 and up to 7% larger than Schedule -10, Dyna -Flow — M -COAT pipe hydraulics are exceptional. Larger ID's enable Dyna -Flow — M -COAT and related components to be down -sized within the system, increasing the potential for job cost savings. For cornplete Hazen Williams chars, refer to "Dyna -Flog — M -COAT Hydraulic Data Tables', Dyna -Flow — M -COAT pipe has metallurgical properties that provide excellent fabrications characteristics for end prep finishes, welding and roll grooving. There are no special processes or equipment needed for fabrication and installation. NPS Nominal I.D. Wt. Wt (1,120 Filed) CRR in: mm ft.a m : b upidmaded, 1" 1.191 0.830 1.31 2.41 25 303. 1:2 1.95 - 1 VV 1.536 1.059 1.87 1.55 32 39;0: 1.6 2:fi8 - 1V 1.728 1.667 2.71 3.44 46 43.9 2;5 4113 - 2" 2.203 2.104 03.79 2.78 59, 56:1) 3;iz, 5:b4 - 2Y2" 2.703 2.564 0 5.10 1.60 65, 6g:y:B` 7:39 - 3' 3.314 3,387 7.18 1.48 75. Ali 4" 4.319 4.473 •10.86 1.00 1:.141 TOM 6.7 ,Ki6. Superior Coating Dyna -flow — M -COAT products are coated with an environmentally approved and specially formulated modified -acrylic or water-based coating. This durable coating is paintable and acts as an excellent primer while resisting weather and UV degradation from outdoor storage. The internal surface of ali'Clack Allied Tube & Conduit fire sprirtkier pipe products are coated with M -COAT, an advanced MIC coating that is FBC'T4 system compatible for hybrid sprinkle systems. FBC system compatible indicates that this product has been tested, and is monitored on an ongoing basis, for chemical compatibility with HowGuard Galdl� BlazeMasterO, and Corzan'I pipe and fittings.* American Made Able to meet 'Buy American' requirements, and is available through distributors in the USA, Canada, Mexico and Latin America. . o Co Specifications & Approvals Dyna -flow — M -COAT pipe is manufactured to meet ASTM A-795 Type E, Grade A and is in compliance with NPA -13 and NFPA- 14. All sizes of Dyna -Flow — M -COAT are UL and cUL listed and Ff approved. Dyna -Flow — M -COAT is JL and cJL listed for use with roll grooved, plain -end and welded joints for wet, dry, pre -action and deluge systems Itis FM approved for roll grooved, plain end and welded joints for wet systems. Dyna -Flaw — M -COAT is available 'hot -dip' galvanized" and has been specifically approved by Ftvi for dry system uses. Dyna -Flow — M -COAT complies with NEPA 13 and is rated at 300 psi working pressure. ' WTIV, fi�—%Guard Gold'*, BlazeMaser�. acrd Corzan* are incensed tradernarzs ofn'e Lubrizol Corporation Must be orcered in 10 bundle vzemenis Customer Service (800) 882-5543 Fax: (800) 659-7730 www.al(iedtube-spripiderwm • 16100 5 Lathrop Ave. • 11350 Norcom Rd. • 2525 N 27th Ave. • 600 Dean 5revers Place TUBE & CONDUIT" Harvev. IL 60426 Philadelohia. PA 19154 A; wnix.A2.85009 Morrisville. PA 19067 Fully Listed and FM Approved Sprinkler Pipe When you specify Schedule- +O/Schedule-40 - ARFII sprinkler; ipe from Allied Tube & Conduit, you get UL listed and FM approved products. Although these products do not require separate approvals, Schedule-10/Schedule-40 - ABFII gives you the extra quality assurance you demand. Our Sch 10 (1-1/4" - 8") pipe and Sch-40 (1 " - 2-1,7 ") pipe have passed the same thorough lab testing as our other listed pipe products, and receive periodic mill inspections from both UL and FM agents to ensure consistent quality. Galvanized Pipe Shcedule-10/Schedule-40 - ABFII product can be "hot -dip" galvanized to meet FM requirements. Superior Coating Our advanced formula mill coating offers a clean, durable surface that is also paintready for custom color applications without special preparation. The internal surface of all black Fire Sprinkler pipe up to 4.5000" in diameter shall be coated with Allied Tube & Conduit Antibacterial Formula "ABF'. American Made Able to meet 'Buy American' requirements, and is available through distributors in the USA, Canada, Mexico and Latin America. Specifi cati ons & Approvals Schedule-10/Schedule-40 - ABFI1 pipe are in compliance with the following: ASTM Af 35, Type E Grade A, and NFPA 13. Both pipe products leave a working pressure rating of 300 psi maximum and also ,meet the stringent requirement for the following tests: Welded Outlets, Hydrostatic Pressure, Side 'Nall Rupture, Vibration Test. Project: Engineer. Locations: Sprinkler Contractor: Spedficarion Reference: Comments: NPSNominal I.D. WLWL (N20 Filled) CRR 1. corn - In-mmt6rm l3 srFt kdin V - W44 LOW - LU] 7.0955 25 26.6 2.5 f 3:05 1 V 1.380 2.270 293 1 40..1:.. "42.7 -11- 435 - IIV 1.610 2.720 3.61 1 40 40.E 4.q .537. - 2" 2.067 3.650 5.13 t 50 , 52 5 4 ,, 7:63 - 21V 2.469 5.790 7.86 1 75:_ 828: -, 6A. 11.73; - 11k° 1.4421.816, 2.525 7.0955 32 " ! MAI';� 2.7 , : .�.:33S 1 W 1.682 ?..080 3.04 5.6570 40..1:.. "42.7 -11- 2" 2.157 2.640 4.22 4.5827 54 ' :' 54.8 ; 3.9 6 - 21k" 2.635 3.530 5.89 3.5196 65 66.9 5.3 8.77 3- 3.260 4.330 7.94 2.5550 75:_ 828: -, 6A. �11.82 4- 4.260 5.610 11.78 1.6020 M,2 °. 8;3" ` 17.53 5" 5.295 7.77 17.33 1.4874 = 134.5 :: 11,56. 25.80. . __12L 6" 6.357 9.290 $ 23.03 1.0251 150.1.161.5_ ,:,.1 d-- 27 _ 8" 8.244 _ 16.490 40.15 1.8365 2A0 � - 209.5 24.5: ..:, 59.73 Date: System Type: { ` Custwner Ser -,rice (800) 882-5543 Fax: (800) 65%.7730 www.allj l be-sPcislclercom x ] .iKinntiaxk,-n.,• .t+zcnN:.r.,.osA •lr7r,N*A4,A- flagt--- 31- t M n REAVED ,"_A SEP 13 2013 PERMIT APPI,,ICATION F@dWal ""y CITY OF FEDERAL WAY CDS pmwm YO -7V- .2 tat s cC3 ?FAJ i' 4ALVATM xGum TAsrPAROM f 7622404)010 '1"V ice' PERIM Vsuwma ❑ Purim ❑ I&MW & ❑ DI&KO WN ❑ ENGnMMM ❑ PAM PR ON NAME OF PROM= FROJWT VESCREFTM b*&whmded on Thi permorgy "°f �° r fieduit STRUCTURAL CALCS FOR FIRE PROTECTION SYSTEM FOR KOHL'S TENANT IMPROVEMENTS Pimm"wr OWXm 'AM CKINUM am W7l I= Punu r r,imm �eaosrrroe X&VJ to iaieo vor>vsiegt f1i0o ,area ,� crr: etarn um Ts >� RAIIR r� UP rfAck-)5 . sErIIteTlOs. 'ate *fern cowrR.orOWe rac>er=VAUB axat, waw _ . APPLTi ANT S C lJ �-•—� r�mtaar rxows " .► . sacau, CUT nz rlao, acs c�are�-r WAIM JAM= MCA d Z 5 mac{ Mw *uh*bM to nk*** and reVond to d1 mrvspowdenCe K uma -� es_» 941M 0 5-Z 04�a t 'f°t" TsOil�NCINQ E]g p...PF403 +` WmdwQA60f$,G00or=*rc �'�M CUT, VtAT^w Ism musim P*eW dtf PAdw, must t etw the p+epwv esser or auheriset.Meat +if on poomm4► ear r em en Own to the i0st �s1/ 1 *1*d/rt1 Lbe 841bewutttac udieektri isc m"T gfwd*Pm=m simummumn Y sftw amt owr*& l car" tbstz um eon situ e/P�seils y t4i�s+rt 1►eP perttd my to els ow so, I Id as the heron. q/a Jwmk I1o%retawt via the 6000m* 4f 0* jw4 mft dost not rviam the ownw-t rmrwwmft 1br woom se sttk bV4 AN14 er Awfiv 0 Imre ""h"w 1, 1 lon srambVinawfishmilmsm. rlmrm•r epee to held h 2the aq► W ridsw7< ergs ar a ayi ebdiu �Otwaav Beeth e�eneee. � •ttre�s' Jiee b�earn[ mA * +� of "ek club* whig h now be made y aq P—wk bwbiby of a�dera�eer�, swd filed tue etiy, stir t9ur I elft o f the +� thm oft isetedbw Se of iosu Z; aydedee; wen a. saev� �f aw 7 OMNATURik fl,, PRW K&M —