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HomeMy WebLinkAbout19225 62nd Ave NE_1462_2026 CITY OF ARLINGTON WASTEWATER DEPARTMENT SUBJECT: SIDE SEWER ACCEPTANCE DATE: I ')— ( — � y SS PERMIT NUMBER: L S9 BUILDING PERMIT NUMBER: PROPERTY OWNER: PROPERTY ADDRESS: 1 a v IJ develop sector 0 owe SPECIAL COMMENTS OR PROVISIONS: Loo�(PA - e e�•r o �— c INSTALLATION APPROVED BY:, SS Permit Num e Cj 1 Fee Paid BP Number 146' i CITY OF ARLINGTON APPLICATION FOR PERMIT TO INSTALL SIDE SEWER DATE 6-28-94 Undersigned applies for permit to install side sewer on'the premises in the City of Arlington, Snohomish County, Washington, described as follows: Legal Description: Lot 14B Irlington Airpor � The street address of the property is 19225 62nd Avenue NE The owner of the permises is Westar Properties Owner's mailing address The dimensions and location of any buildings on the property, and the whole course of the side sewer from the public sewer to its connection with the building or property to be served is shown on the attached side sewer plat map. The side sewer contractor who will install and connect the side sewer is Address of side sewer contractor 7u ilk Signature f' plicant Action of Sewer Superintendent Application Denied !1 9 for the following reasons: X Application Approved t p9 y with the following modifications and changes: Signature of Sewer Superintendent The Sewer Superintendent may require the permittee to furnish him plans pertaining to the application and issuance of permit. Reference is made to Chapter 13.08 Arlington Municipal Code for rules and regulations governing side sewers and connections with the public sewer. ,,�. I I 1 _ �- U Qm '1� � � N Z W J00 X k x x x h Xx m oo LL O 3 3 3 3 3 U J M 1 Q U - a 4 o r _ ►` o o `J z J r) N� 1� N ►� M I`�1 � � � Nn► � `9 �9 �ON NO U W Q O O N o0 �- O 9 w C(j o 4 cvj N C� 1 �n z J O U �• � r 8r V J4063CDN 1 Spread Footing Design Column Location .......... IA ,3A Design Specifications .... Concrete Yield Strength = 2500 psi Steel Yield Strength = 40000 psi Allowable Soil Bearing = 1500 psf Minimum Cover = 12 in Column Reactions ......... Horizontal = 0.0 kiss Vertical = 3.6 kips Uplift = 6.0 kips,/ Footing Dimensions ....... Width = 4 ft 10 in Length = 4 ft 10 in Death = 12 in Reinforcing Steel ........ Bottom Bars = 4 # 4 e.w. Toa Bars = none required Tie Bars = none required f + ., J4069CON 3 Spread Footing Design Column Location .......... 1C1I3r 31 / 345 Design Specifications .... Concrete Yield Strength = 2500 psi Steel Yield Strength = 40000 psi Allowable Soil Bearing = 1500 psf Minimum Cover = 12 in Column Reactions ......... Horizontal = 0.0 kips Vertical = 10.0 kips Uplift = 3.1 kips,/ Footing Dimensions ....... Width = 3 ft 6 in✓ Length = 3 ft 6 in✓ Depth = 12 in Reinforcing Steel ........ Bottom Bars = 4 4 e.a. Top Bars = none required Tie Bars = none required. g z J40E Spread footing Design o A,r3 Column Location .......... ID a" (whlcl- Design Specifications .... o _ Concrete Yield Strength = 2500 psi 5, Steel Yield Strength = 40000 psi Allowable Soil Bearing = 1500 psf 16 Minimum Cover = 12 in Column Reactions ........, Horizontal = 0.0 kips Vertical = 3.5 kips Uplift = 2.3 kips Footing Dimensions ....... Width = 3 ft 0 in Length = 3 ft 0 in Depth = 12 in % Reinforcing Steel ........ Bottom Bars = 3 # 4 e.w. Top Bars = none required Tie Bars = none required Z.3k 1�10�� x 3�X 3� = Z�yK 7 � , 1 g� J4069CON 5 Spread Footing Design Column Location .......... 2A Design Specifications .... Concrete Yield Strength = 2500 psi Steel Yield Strength = 40000 psi �j 3 Allowable Soil Dearing = 1500 psf Minimum Cover = 12 in Column Reactions ......:..2 1 Horizontal = 14.1 kips Z� Vertical = 28.0 kips Uplift = 6.2 kips Footing Dimensions ....... Width = 5 ft 0 in Length = 5 ft 0 in Depth = 12 in Reinforcing Steel ........ Bottom Burs = 5 # 4 e.w. Top Bars = none required Tie Bars i-0 Z#S 4 d J4069CON 6 Spread Footing Design Column Location .......... 2 2D Design Specifications .... �1 I Concrete Yield Strength = 25N psi Steel Yield Strength = 40000 psi �17- Allowable Soil Bearing = :4 psf 2000 Minimum rover = 12 in — _ 7 Column Reactions ......... Horizontal = 14.11 kips �Zh Vertical = 28.0 kips Uplift = 10.9 kips Footing Dimensions ....... Width = 2�/O� r -,, _ 3, " Z Reinforcing Steel ........ Bottom Bars 4 Top Bars = none required Tie Bars $ ' 25 63/ x I-��o" x ,.��! IL45 jtq S J 4'• v t ���'-,� J4069CON 10 Spread Footing Design Column Location .......... 3D Design Specifications .... Concrete Yield Strength = 2500 psi a Steel Yield Strength = 110000 psi s' Allowable Soil Bearinq = 41 psf 20oo -- Minimum Cover = 121 in � dlo Column Reactions ......... Z'r ��// "b Horizontal = 0.0 kips Vertical = 3.6 kips —�—-- - - _Uplift = 6.0 kips Footing Dimensions ....... Width = 4 ft to inr3� ---- -- --- Length Depth = -2-in Z� Reinfo•rcina Steel ........ Bottom Bars = 4 # 4 e.w. f� Top Bars = none required Tie Bars = none required crQ �lf - _ �3' x r�►o,� X 5,5� ) Iy 5' t r�K 2'X s,S���tis 2-0 2- A — I -- i 3t353 PACIFIC BUILDING SYSTEMS Manufactured By Truss-T Structures. Inc. 2100 N. Pacific Hwy - Woodburn, OR 97071 -. 503-981-9581 CUSTOMER �/�J�S^I�,� �R�'���.'T'I ES �S X S O�( J S I Z TRUSS "T" STRUCTURES, INC. Job No. '�4- 4-06 1 STRUCTURAL CALCULATIONS 1; Building - Load Data and Material Specifications 2q Building Plan L 1� ti o•WAS 3. Girt and Purlin Data 0 4. Endwall Frame Design and Details x 5. Bracing Design 6. Rigid Frame Design and Details ,o RF 17327 7. Reactions S�NAL ' S• EXPIRES 8/20/ 'i ,.•�" l�.i ty r f NI tll j! I !i,Ili I •.:� r' \ ram: `� 4^_ "` .`� ' y �•�� �_ r ..ram - ,� / I ia.�. �niRQA� • `W� _ .*,. ISO Job no. J4069 Building Configuration; Building Length = 50.00 ft. � Buildinq width = 75.00 ft. ✓" Bay Spacing = 25.00 ft. � Left Eave Height Left Rafter Slope = 1.00/12 y' Right Rafter Slope = -1.00/12✓ Right Eave Height = IS.0+.1 ft.rr Design Loads: Dead Load = 2.00 psf + Frame Weight ✓ Live Load = 25.00 psf ✓ Wind Load = 80.00 mph exp. A = (exp. B + exp. Cl / 2✓ Seismic = Zone 3 ✓ Material Specifications. Flange Plate Yield Strength = 50.00 ksi ,✓ Web Plate Yield Strength = 50.00 ksi.� Rolled Shape Yield Strength = 45.00 ksi Cold-Formed Yield Strength = 55.00 ksi ✓ Primary Framing Fasteners = A325 bolts ✓ Secondary Framing Fasteners = Grade 5 bolts./ Recommended Anchor Bolts = A36 bolts ✓ Recommended Reinforcing_ = 40.00 ksi Recommended Concrete = 2500 psi Allowable Soil Bearing = By Others Allowable Lateral Bearing = By Others Allowable Sliding Resistance = By Others �f �R Q n PAGE c.0 fGI;T DESIGN Based on 1991 U.B.C. Section! 2311 Wind Speed ..................... 30 m. Rigid Fra!r.e Fai-tor=. .1,. Exposure Factor ................ AVE. Left Wall ......... 0.36 Left Eave Height ............... 1@.ill G ft. Left Roof .,.,,,.,. U.39 Ridge Heiphi ................... 21,13 ft. *ah: Roof ........ 0.69 Right Eave Height .............. 1@,f)f) ft. Rig t Wall ........ U:39 Importance Factor .............. 1.00 Building ....................... Closed Wind Stagnation Pressure (Cs) .. 16.38 psf Maximum (Girt Spacing in 15 ft. Height Zone Ge=n,@4 Pressure = 12.39 psf , Cq=' 9 ti.-.r = I2.39 psf , -i` 9 .Jr J. 3iJC tin Lg-%. Span - ft. 6'LI6 @Z ' ' !, Tin 9Zi i 712 ig :, L 16 BZ14 r _ 1 2 iLih '7L Y c1� �L1't 1l!Lsy 1fJL.L -_ i! ilrlier Ia ---------------------------------------------------------------------------------------------------------------------------- 13. 1< 3.7E 1@,36 t rle LL,r 33 9 3.4 .f1'' 9.54SYJ 3 42.59 621.17 Deflection r 5,:0 �y.�n ,�9 . Lendlny9.01 13.58 17.75 <<.42 J .99 0 U L J 4,11+ 6.79 8.67 11.21 13.0/ 7.50 10.4-9 12.66 14.72 12.05 13,4,0. Sucti!ili 7 nr 11, r 1 1 c7 '],S rr 7 '7� 1 G i `]1 j c nn .j, r r f..iJ 1�.�9 IJ. J �f .�, «,��,1 �.�: 1J,G>] 19.28 :.2.J1 LL.LU J4.t1J a,.fcticin - race 7.98 12.54 16.43 20,81 25.79 I-.-, 17.59 21.25 24.78 23.221 35.57 Suction2-Braces 25,UU 3,27 7.04 8.93 1U.73 12.4E 8,50 I{r,53 12.7U 14.7E 15.90 23.2I Deflection 4.67 7,04 9.20 11,62 14.38 7,17 1G,80 1v,13 15,2E 12,49 19,G3 Bending 1.96• 3.31 i r rr r= , * * 4.60 J.31 7.1' 3,92t 5.40 6,Jo 7.63 0 LJ `i 4 6u[tivn 2.25 5.05 6.72 @,20 9.59 3.91 4.9E 6,{! 7.05 I0.14 15 -7 Suction 1-Brace 2.90* 5.68 7.31 9,46 11.04 5,63 6.37 7.69 9.{12 10,33 16,50 Suction 2-Brace_ ----------------------------------------------------------------------------------------------------------------------------- Maximum (Girt Spacing in 13 ft. Height Zone Ce=O.@@ Pressure = 12.92 psf . Cq=0.9 Suction = 12.912 psf , C:q=0,9 Span - ft, OH16 8Z16 6Z14 8Z13 3Z:L JL16 J�1+ 9Z1 9Z1= 1{fZi4 _' LiZ Dasian Criteria �5 r. r-r ,,.z -.. .�� n1 :. .. 2 it rr r•j r, 1@.Gf) 0r40 13. 2 .�!@ LI.Jr .i1c _ .a. 2i..30 Ji.6j i7.'K 40.j4 J-.❑i es4 .-.-in 1 � L r. ij";�,uY i 3.G2 17.G2 21,50 y6.5� i-,n7 1r,96 t� 'r n] �� =,J en ,�v - g 3.8'3x 6,J1 3.51 1f),, _3.Ns 7.1`i :.�`I 1z,14 1Y.11 11,5J .r".6J S!1cslcri 1 7.05 I1.B@ 15.13 19.72 23.54 11,7E 15.34 13.4''e 21.53 21,'19 32.K SuCtian I-Brace 7.65 12,40 15.,E 19.95 24.73 2.5U I 6.37 20.37 23,7E 22,26 3t,11 Suction 2-Braces ----------------------------------------------------------------------------------------------------------------------------- -r n n 7r �r i e {r •� f s fr e- ni qy �r }. 1J.GU �.13 6.,J 8.61 10 .29 11,9J 3.1J Ii�.19 1;:. a IY. J 1�,LY � DefieC Ion 1 . 'j l�. 1•i Bending I, g4.4@ 5.75 8.82 1i,15 3.19 1.4: 1U.s 1 =^ n r r n 4 rr r r nr. n- r H n r !r 1.87* 3.1Z4 4.4 J,57 6. .,51* J.ia 6.�i_ /,3 J,j7 1J Juc:Ion 2.13 4.34 6.45 7.9E 9.20 J,66� 4.1E J./5 6.1r j,1Z 14,',j Ju_�Ion 1-13 a •5 r r r 'r C.r;n Such 2- L./4* J.4J 7.01 '�.G/ 1�{.J9 �1.@i 6.11 7.38 9.�J 1�jr�tJ 1J,VJ �V�-4.:n �rdi_e= -_---.--.__..---------------------------------._--_--_--------_-------_--_-_____----_--___----___-----_---------.i�.t-..------------ ' " for Wind. Allowable deflection = Lill, Allowable stress are increased by li') / Girt spacing has been reduced ;•lien the loaded area is less than 100 sq. ft. �.•_, a. t Furlin Analysie far; j4069h'PD Left Side Width = 37.5! ft. Left Side Slue = 1,0(1,12 Total Design Load = 27.(J0 psf Fixed Furiin Spacing = 5.17 ft, Eave Furlin Sparing = 4.91 ft. Left End Sett ck- = 1.010 ft. Right End Setback = 1.00 ft. ----- --------------------------------- Continuous Purllns ----------------------------------- XPu'rIins ------ --- Left Side --- ------- intermedi=te ------- -- Fight Side -- 1 Comb, aximum - mb. Ray Bend. Shear Lap Bend. Shear Defl. Dist. Rend, Shear Lap o Unityd. Def'. Unity ft. Size k-ft kiss in, k-ft kip= in. ft, k.-ft kips in. c Check ` in. Check ----- ---------------------------------------------------------------------------------------- -- ---------- 24.00 9Z14 -0.07 1.26 0 5.62 0.00 1.12 10.13 -6.11 -1.81 24 F 0.80 4 1. 0.9624.00 9Z14 -6.11 1.81 24 5.62 -0.00 1.12 13.87 -0.07 -1.26 0 L 0.90 4 1.83 96-- --------------------- --------------- use 9z111 CDw4i,..vcxJs _�.l�-1�„` V�I+�� 'fir �w✓� �i7J-��wls'�u'�" OVA,_ �o S e� -'LO PTOrce �O►'` Qf��`� �4► � or1 \ n o d a. E # Truss - T Structures Inc. # 4 2100 N. Pacific Highway # i Woodburn, Oregon 97071 Phone 503-981-9581 # File Name : J4069CEF Frame Title : 75EIS 25180A 1:12 Prepared by : DKH 04-21-94 Execution Options ; Analysis Only Number of Analysis Cycles = 1 Reports Generated 1. Member Design Data 2. Forces Moments and Stresses 3. Displacements and Reactions Structural Steel : Flange Plate Yield Strength = 45.00 ksi✓ Web Plate Yield Strength = 45.00 ksi-" Modulus of Elasticity = 29000 ksi✓ Coef. of Linear Exspansion = 0.0000065/ � � � .,e • p + . . . . /` " . 75E18 25/80A 1:12 J4069CEF 2 Load Case no. I : DEAD LOAD Load All Sections / Member Self Weight Load Joint no. l -0.03 kips Vertical Load Joint no. 1 -0.01 k-ft Moment Load Sec. no. 3 -0.02 klf to -0.02 klf at 90.00 deg. z 0 2.4 Load Sec. no. 6 -0.02 klf to -0.02 klf at 90,00 deg. Load Sec. no. 7 -0,02 klf to -0.02 k]f at 90.00 deg. Load Sec, no. 0 -0.02 klf to -0.02 klf at 90.00 deg. Load Joint no. U -0.03 kips Vertical Load Joint no. It 0.01 k-ft Moment Load Case no. 2 LIVE LOAD Load Joint on. 1 -0.31 kips Vertical Load Joint no. 1 -0,16 k-ft Moment Load Sec. no. J -0.31 klf to -0.31 klf at 90.00 deg. �2 '300 Load Sec. no. 6 -0.31 kl/ to -0.31 klf at 90.00 deg. Load Soc. no. 7 -0.31 k}f to -0.31 klf at 90.00 deg. Load Sec. no, 10 -V.J\ kIf to -0.31 kif at 90.00 deg. Load Joint no. 11 -0.31 kips Vertical Load Joint no, 11 0.16 k-ft Moment Load Case no. 3 WIND LOAD : PRESSURE ' Load Sec. no. 2 0,15 klf to 115 klf at 100 deg. Load Sec. no. 5 0,29 klf to 0.29 klf at 0.00 deg(1' ~°)/ m\[ = '2:8�? Load Sec. no. 9 ' 0.29 klf to 0.29 klf at 0.00 deg. Load Sec. no. 12 0,15 klf to 0.15 klf at 0.00 deg, Load Case no. 4 WIND L00 : SUCTION Load Sec. no. 2 -0.09 klf to -0.09 klf at 0.00 deg. Load Sec. no. 5 -0.0 klf to -0.0 klf at 0.00 deg.-Ar10 Load Sec. no. 9 : -0.18 klf to -0.18 klf at 0.00 deg. Load Sec. no. 12 -0.09 klf to -0.09 klf at 0.00 deg. Load Case no. 5 WIND LOAD : UPLIFT Load Joint no. 1 0.13 kips Vertical Load Joint no. 1 0.06 k-ft Moment Load Sec. no. 3 0.13' klf to 0.13 klf at 90.00 deg. Load Sec. no. 6 0.13 klf to 0.13 klf at 90.00 deg. Load Sec. no. 7 0.13 k\f to 0.13 kU at 90.00 deg. Load Sec. no. 10 0.13 klf to 0.13 klf at 90.00 deg. Load joint no. 11 0.13 kips Vertical Load Joint no. 11 -0.06 k-ft Moment Load Combinations : Load Combination no. I : DL + LL + Load Case no. 1 X 1.00 + Load Case no, 2 X LOO z ,� � Q a 75E18 25/80A 1:12 J40G9CEF 3 + L n a d ease rin. i X i.00 . + Load Case no. 2 X 0.50 ✓ + Load Case no, 3 X 1:00 .✓ Load Combination no. 3 : DL + 1/2 LL + WLS * + Load Case no. I X 1.00 + Load Case no. 2 A 0.50 ✓ + Load Case no. 4 X 1.00✓ Load Combination no, 4 : OL + UPLIFT + Load Case no. 1 X 1.00 ✓/ + Load Case no. 5 X 1.00 75EIB 25/80A 1:12 J4069CEF 4 Member Data : ----------------------------------------------------------------------------------------------------------------------------- ----- Initial End ----- ---- Terminal End ----- Sec. Left Flg. Right Fig. Web Sec, Depth Bracing Sec. Jt. it. Coax. E Jt. Jt. Cggr. E Lth. Thick Width Thick Width Thici-: Ini. Trim. Left Right no. no. type her. ver. C no. type hor. ver. C (ft) (in) (in) (in) (in) (in) end end o.c. v.c. hvr (ft) (ft) hvr (ft) (ft) (in*] (in) (ft) (ft) ---------------------------------------------------------------------------------------------------------------------------- 2 2 Oil 1.00 16.49 F 3 001 1.00 0.00 F 16.49 0.2050 3.94 0.2050 3.94 0.1700 7.89 7.89 7.00 7. G✓ n l n 11 25 r 50 F "4.OS 0r0 !1 .0 i 0. 300 r'- [ J r r 5 r i. 1 G11 l.�lil 1J,�I�• F �7 111 L.:.GG 1(S..JJ L �.i/41 4.G1 0.21700 4 1 i.J�. �.1'a ].J'J J.':ill .�,ielv 5 5 Oil 25.00 1-1 49 F 6 001 25.00 0.00 F IB.49 0.2050 3.94 0.2050 3.94 0.1700 7,89 7.89 7.50 7.56 6 4 111 iS,GG 18,5U F 7 111 3i.5�1 19.54 R 12.5� 0.�700 4.{10 0.170!l 4.00 0.130U 9.9'i i.99 5,��0 5,^G r r: 5 .n r: 2 r.e r: 7 r ,11 a1.�=0 19..,3 F 8 1,1 �+1,0O ta..;G F 1�..,�r 0.27�1�1 4.00 0.2700 4.00 0.1300 9.99 9.99 5.00 5.(:G.O 9 9 Gil 50.00 18.49 F 10 001 50.00 0.00 F 18.49 0.2050 3.94 0.2050 3.94 0.1700 7.89 7.89 7.50 7.IJO f 10 B Ili 50.00 18.50 F 11 Ill 74.00 16.50 F 24.08 0.2700 4.00 0.2700 4.00 0,2300 9.99 9.99 5.00 5.O 12 12 Oil 74.00 16.49 F 13 001 74.00 0.00 F 16,49 0.2050 3.94 0.2050 3.94 0.1700 7.89 7.89 7.50 7.50� X 2.00 197.94 X 5.00 221,94 X 9.00 221.94 X 12.00 197.94 75E18 25/80A 1:12 J4069CEF 5 Maximum Combined Stress Ratios ------------------------------------------------------------------------------------------------------------------------ Member Forces Member Stresses Allowable Stresses Unity Check- Max. Sec. Load Shear Axial Bending Shear Axial Bending Axial Bending Components Comb No. Cam. Force Force Moment Stress Stress Left Right Stress Left Right Axial Bending Stress No. (kip) (kip) Q.-ft) (ksi) (ksi) (ksil (ksi) (ksi) (ksi) (ksi) Left Right Ratio -------------------------------------------------------------------------------------------------------------------- 2.01 2 -0.00 -1.98 -4.98 -0.00 -0.69 7.92 -7.92 17.57 36.00 25.06 -0.04 0,22 -0.30 -0.34 3.02 1 5.35 0,45 -27.53 2.46 0.10 24.55 -24.55 27.00 27.00 25.23 0.00 0.91 -0.97 -0.97 ✓ 5.01 2 0.00 -5.53 -12.52 0.00 -1.92 19.90 -19.90 17.57 36.00 26.06 -0,11 0.55 -0.76 -O.S7 6.00 ! -4.39 -0.37 -27.53 -2.02 -0.08 24,55 -24.55 18,89 27.00 25.23 -0.00 0.91 -0.97 -0.08 7.02 1 4.39 -0.37 -27.52 2.02 -O.OB 24.54 -24.54 18.89 27.00 25.23 -0.00 0.91 -0.97 -0.98 9.01, 2 0.00 -5.5 33 -12.52 0.00 -1.91 19,90 -19.90 17.57 36.00 26.06 -0.11 0.55 -0.76 -0.87 / 10.00 1 -5.0-5 0.45 -27.5.2 -2,4; 0.10 24.54 -24.54 27.00 27.00 25.23 0,00 0.91 -0.9 -0.97 12.01 2 -0.00 -1.98 -4,98 -0,00 -0.69 7.92 -7.92 17.57 36.00 26.06 -0.04 0.22 -0.30 -0.34 --------------------------------------------------------------------------------------------------------------------- •. 9 75E18 25180A 1:12' J40SOCEF 6 Maximum Negative Displacements and Reactions✓ ----------------------------------------------------------------------------------------------------------- Disolacement Reaction Joint Horizontal Load Vertical Leah Rotational Load Horizontal Load Vertical Load R_•aiic:ial Load No. (in) Gem. (ifi) Com. (rad) Co IT, (kip! ;m, [k-ft) ----------------------------------------------------------------------------------------------------------- 1 0.OU0 0 -0.0683 1 -0,0017 4 2 0.0000 0 -0,0083 1 -0.00,46 2 ^ . !606 0 ., C 0.0000 0 -0.+i029 3 -0.16 3 -3.59 4 -0.0004 4 -0.0261 1 -0.0003 4 5 0.0000 a -0.0261 1 -0.a12'. 0 0 0.0000 0 O.U000 0 -O.OU81 -1.6'3 o -9.4a 1 0,t1J O 7 -0.0245 4 -1.1782� 1 -0.0098 1 8 -0.0486 4 -0.0261 1 -0.0013 1 9 0.0000 0 -0.0261 1 -0.0129 2 10 0.0000 0 0.0000 0 -0.0081 3 -1.69 3 -9.95 1 0.00 0 11 -0.0490 4 -0.0083 1 -0.0069 1 12 0.0000 0 -0.0083 1 -0.0046 2 13 0.0000 0 0.0000 0 -0.0029 3 -0.76 3 -3.59 1 0.00 0 ------------------------------------------------------------------------------------------------------------ 75E18 25l80A 1:12 / J40691"EF 7 Maximum Positive Displacements and Reactions J ----------------------------------------------------------------------------------------------------------- Displacement' Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Com. (in) Coin. (rad) Com. (kip) Com. (kip) Coin. (k-ft) Com. ----------------------------------------------------------------------------------------------------------- 1 0.0006 0 0.0019 4 0.0069 1 2 0.0000 0 0.0019 4 0.0029 3 3 0.0000 0 0.0000 0 0.0046 2 1.21 2 0.72 4 0.0i! 0 4 0.0017 1 0.0063 4 0.0013 1 5 0.0000 0 0.0063 4 0.0081 3 6 0.0000 0 0.0000 0 0.0129 2 2.71 2 2.27 4 0.00 0 7 0.0975 1 0.2960� 4 0.0625 4 8 0.1933 1 0.0063 4 0.0003 4 9 0.0000 0 0.0063 4 0.0081 3 10 0.0000 0 0.0000 0 0.0129 2.71 2 2,27 4 0.00 O 11 0.1950 1 0.0019 4 0.0017 4 12 0.0000 0 0.0019 4 0.0029 3 !3 0.0000 0 0.0000 0 0.0046 2 1.21 2 0.72 4 0.00 0 ----------------------------------------------------------------------------------------------------------- .-. � 6' `t 75Ei8 25/80A 1:12 J4069CEF 8 Shear Stiffener Spacing -------------------------------------------------------------------------------------------------------------------- Sec. No. Lth. Load Point Paint Point Point Point Point Point Point Point Point No. Ele. (in) Com. .00 .01 .02 .03 .04 .05 .06 .07 .00 .09 ------------------------------------------------------------------------------------------------------------------- 2 2 197.BB all none required 3 2 200.96 all none required 5 2 221.20 all none required 6 2 150.48 all none required 7 2 150.4E all none required 9 2 221.88 all none required 10 2 288.96 all none required 12 2 197.88 all none required ------------------------------------------------------------------------------------------------------------------ 1 � � � � � 75E18 25/80A 1:12 J40G9CEF 9 Reaction Summary Com. Jt. 3 Jt. 6 Jt. 10 Jt. 13 Horiz, 1 0.00 0.00 0.00 0.00 Vert. 1 -3.`9 -9.95 -9.95 -2.5J Rota. 1 0.00 0.00 0.00 0.00 Horiz. 2 1.21 2.71 2.71 1.21 Vert. 2 -2.06 -5.62 -5.62 -2.06 Rota. 2 0.00 0.00 0.00 0.00 Horiz. 3 -0.76 -1..59 -1.59 -0.76 Vert. 3 -2.06 -5.62 -5.62 -2.06 Rota. 3 0.00 0.00 0100 0.00 Horiz. 4 0.00 0.00 0.00 0.00 Vert. 4 0.72 2.27 2.27 0.72 Rota. 4 0.00 0.00 0.00 0.00 Report Complete C t p � � a 4- �I ID�Iy s q W pox Z /Z O 4 /o L r3 See Standard Endwall Drawing for Plate Thicknesses and Weld Sizes Maximum Bracing Loads: 5.2 k (includes a 1/3 increase for wind and seismic loads) Maximum Connection Loads: 18.5 k W/(2) 3/4" A325 Bolts 12.7 k W/(2) 5/8" A325 Bolts Maximum Base Plate Loads: 3/8" 19.8 k 8.9 k f 1/2" ..23.6 k+ 15.9 k f 5/8' 30.5 k; 16.8 k} (2) 516 i'.Dia A-32-5 (7) 31,q A 36 l (301 is a. � II S --`i II f� R, 5.0 BRACE CABLES FASTENERS RATED BREAKING C STRENGTH • _ AI4D ALLOWABLE 1 LOAD OF EHS CABLE ( KIPS BRACE EYE BRACE GRIP EYE BOLT5/NEAICAI FIwT HEX NUT $ IZE $TR. ALLOW. SIZE RE0'O 1/4" 5/16" 3/8 7/16' l/2' 5/8" 3/4" 7/8- SIZE REO'DISIZE REO'D SIZE REO'D 60110 xa 1/4 6.65 3.325 <:: - '•• = :<; :'= 5/B'I 5/8'I 6ouo 5/16 II.20 5.60 3/B 15,40 7.70 60110 � ':��•:i`; %•':.z�,• -we:-:�: ,°<'�%� x'%c ,�.c�'' 3/4'( 3/4� 9/4" z =` 0 d.ti� 7/16 20.Bo 10.40 60112 '. ^i '`Cic :?`s r f, 3/4' I/2 26.9 13.45 60112 va' lie' I va'I S.-or-5,z£ QAFTCli .� a j.X Z• A Ur 2 1 tAU�.1CH CP.BLLE --CC1J►J — �J.-1._� SGN I-�v MC RIGAL (� �.lASr CTi { E7C Be Y 8 RJ`-GG c� l► r Bczic,c Gq,p I c..e e BR,tiGC:EYE ��,A 8_(..�E_�C C)►J 1J.---- ).1_7T a } R A F7-FE-FZ. CABLE Co,,)+.!C-D FAvE 1 .� Chur�E yJ/ 1 y 1 , EYs; Bo T R SCM1�Svw ts4K,,L _r. H R.'•-CG G Q.�P E ppp _ CA.oLe �� CA'aLE e R+oGe . 7 �•.•r��,•r �!!�T.�T'�i'FTi+?S�S']�O;T}CFP^a�717�,.!77r>r}:J�.�....�•R..1C1!'KaT_9.ft•:1 �I'M' :+ �' r �; ' S.l ALLOWABLE LOADS IN ROD BRACING (A--07 or A-36) STEEL ROD DIAMETER ALLOWABLE LOAD (KIPS) ZI/)�/SE with 4/3 increases REINF_ �t- WEB ROD SLEI/E"_A.YC.5�0� {WYZV - ,s 2. S1 1/^" 5. 00 's.Cr oq USA F14/5 C 1-o 4" 11 .25 11.56 3�16 v/EB - oK 7/S" 15. =:1 16.00 ►/4" WFB - o. 1 " 20. 00 20 c.7 )ALa 1 1/e" 25. -1 25.79 S�/6N WE& u 5 n 1 3/E" Z-/ . E5 Z.S.67 vs,E 45. 00 4 Q o vBL E 52. 82 54.44 O�-� W�D R FINS f PEQ. LVXE� IY�S TN/GY.VFS IJ LASS 711,4V -9116 O K WFa� i x Truss - T Structures Inc. 2100 N. Pacific Highway Woodburn, Oregon 97071 * Phone 503-981-9581 File Name : J4069ASD � Qa�I LA Frame Title . 751C-13-25 25180A 1:12 Prepared by : DKH 04-21-94 Execution 0ptiors : Analysis Only Number of Analysis Cyclas = i Reports Generated : 1. Member Design Data 2. Forces "foments and Stresses 3. Displacements and Reactions / Building Configuration : Building width = 75.00 ft. ✓ Bay Spacing = 25.00 ft.✓ Span Widths? (ft.) = 75,00 ✓ Column Base Elevations (ft.) = 0.00 0.00°✓ Left Eave Height = 18.00 ft.,- Left Column Slope = 0.00f12 Left Rafter Slope = 1.00/12 Right Rafter Slope = -i.00/12 Right Column Slope = 0.00/12 ✓ Right Eave Height = 18.00 ft. ✓ Left Girt Death = 8.00 in.✓ Purlin Depth = 9.00 in,✓ Right Girt Depth = 8.00 in.✓" Structural Steel Flange Plate Yield Strength = 50.00 k s i �✓ Web Plate Yield Strength = 50.00 ksi ✓ Modulus of Elasticity = 29000 k s i✓ Coef. of Linear Exsoansion = 0,0000065 ✓ �, s Y � 75C-18-25 25/BOA 1:12 J4069ASD 2 Lead Cases : Load Case No. 1 Dead Load = 2.00 psf + Frame Weight Load Case No, 2 ; Live Load = 25.00 psf',/ Load Case No. 3 : Wind Left = 16.38 psf ✓ CgCe = 0.80 X 0.88 for Member no. 1 CgCe = 0.70 X 0.89 for Member no. 2 CgCe = 0.70 X 0.89 for Member no, 3 CgCe = 0.50 X 0.39 for Member no. 4 Load Case no. 4 ; CRANE RUNWAY BEAM -2.-30-0' /-/-o"s"r Load Sec. no. 4 : -0.03 klf to -0.03 klf at 90.00 deq. Load Sec. no. 5 : -0.03 klf to -0,03 klf at 90.00 deq. Load Sec. no. 6 : -0.03 klf to -0.02 klf at 90.00 deg. Load Sec. no. 7 : -0.03 klf to -0.03 klf at '30.00 deq. Load Sec, no. B ; -0.03 klf to -0.03 klf at 90.00 deg. Load Sec. no. 9 : -0.03 klf to -0.03 klf at 90.00 deg. Load Case no. 5 : CRANE LIVE LOAD W CENTER Load Sec. no. 5 -1.25 kips at -1.56 ft ; at 90.00 deg -Z Load Sec. no. S -1.25 kips at 1.50 ft at -90.00 deq Load Case no. 6 CRANE LIVE LOAD @ HANGER Load Sec. no. 8 : -2.50 kips : at 1.50 ft at 90.00 deq C�,Z 3�C1 1� ,- �,u� Load Case no. 7 CRANE HORIl IMPACT LOAD Load Sec. no. 5 ; 1.34 kips at 0.00 ft at 0.00 deg Z �� � 2/2- 3 41 Load Sec. no. 9 : 1.34 kips at 0.00 ft at 0.00 deq Load Combinations : Load Combination no. I : DL + LL + Load Case no. I X 1.00 + Load Case no. 2 X 1.00✓ + Load Case no. 4 X 1.00 ✓ Load Combination no. 2 : DL + WLL * + Load Case no. I X 1.00 + Load Case no. 3 X 1.00 + Load Case no. 4 X 1.00 Load Combination no. 3 : DL + 1/2 LL + WLL * + Load Case no. 1 X 1,00 + Load Case no. 2 X 0.50 + Load Case no. 3 X 1.00 ✓ + Load Case no. 4 X 1.00 ✓ 75C-18-25 25/80A 1:12 74UE;a AS➢ 3 Load Combination no. 4 : DL + LL + 1/2 WLL + + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00"� + Load Case no. 3 X 0.50// + Load Case no. 4 X 1.00/ Load Combination no. 5 : ➢L + 1/2 LL + CRANE @ CENTER + Load Case no. 1 X 1.00/ + Load Case no. 2 X 0.50 + Load Case no. 4 X 1.00 + 'Load Case no. 5 X 1.00� Load Combination no. 6 : DL + 1/2 LL + CRANE @ HANGER .r + Load Case no. I X 1.00 + Load Case no. 2 X 0.50 + Load Case no. 4 X 1.00 + Load Case no. 6 X 1.00 Load Combination no. 7 : ➢L + 1/2 LL + CRANE @ HANGER, + H➢RIZ IMPACT f + Load Case no. 1 X 1.00 + Load Case no. 2 X 0.50✓/ + Load Case no. 4 X 1.00✓/ + Load Case no. 6 X 1.00✓j + Lead rase no. 7 X 1.00 Lead Combination no. 8 : DL + 1/2 WL + CRANE @ CENTER + Load Case no. 1 X 1.00 + Load Case no. 3 X 0.50 + Load Case no. 4 X 1.00 + Load Case no. 5 X 1.00 Load Combination no. 9 : DL + 1/2 WL + CRANE @ HANGER + Load Case no. 1 X 1.00 + Load Case no. 3 X 0.50 + Load Case no. 4 X 1.00 + Load Case no. 6 X 1.00 Load Combination no. 10 : DL + 112 WL + CRANE @ HANGER + H➢RIZ IMPACT + Load Lase no. 1 X 1.00 v + Load Case no, 3 X 0.501---' + Load Case no. 4 X 1.00✓. + Load Case no. 6 X 1.00✓-11" + Load Case no. 7 X 1.00 � I• e 75C-18-25 25/80A 1:12 J4069ASD 4 Member Data : ----------------------------------------------------------------------------------------------_------------------------------- ----- Initial End ----- ---- Terminal End ----- Sec. Left Fla. Right Fla. Web Web Depth Bracing SEC. Jt. Jt. COOT. E J. Jt. Coor. E Lth. Thick k}idt}; Thick Width Tl1ick Ini. Trm. Left Right no. no. type hor. ver. C no, type hor. ver. C (ft) (in) (in) (in) (in) (in) end end O.C. o.c, hvr (ft) (ft) hvr (ft) (ft) (in) (in? (ft) (it) -------------------------------------------------------------------------------------------------------•--------------------- 1 1 0011 1.43 0.00 F 2 Ill 2,21 14.84 F 14.86 0.2500 6.00 0.3750 6.00 0.1875 16.00 34,00 7.50 7.50r/ 4 4 Ill 3.42 16.07 F 5 11i 9.25 16,94 F 5.9'0 !:!.='500 6,00 0,3750 6.06 0.1875 32.00 23.33 5.00 5.00 5 J 111 9.-25 I6.94 F 6 Ill 21.75 17.7u F 18.51 0.2,00 S.00 U,3750/u,00 0.2,00✓20.33 40,03 5.00 5.00 6 6 I l l 21.75 17.76 F 1 I1 i �7,5U 18.14 F 3.76 0.2500 5,00 0.3750�6,ii(! 0.2500✓4�!,�!3 50.00 5.00 5.00 7 7 Ill 37,50 IS.14 F 8 Ill 47.25 17.76 F 9.76 0.2500 5.00 0,31756/6.00 0.2500 50.00 40.03 5.00 5.00 8 8 111 47,25 17.76 F 9 Ill 65.75 16.94 F I8.51 0.2500 6.00 0,375!.!✓6,00 0.250✓40,03 23.33 5.00 5.00 Q I 5S , r rr 2� 01 { r: 375 r VA r 23 nn r 9 9 111 65.75 16.94 F 1 Ill 71,�� 16 ('7 F 5,j,; G,s�O,; ,,.Gu 0,.,;.,0 o.;i0 :,.1n7,, L;.00 32.U0 5.U0 ,;.00 12 12 Ill 72.70 14.84 F 13 001 73.51 0.06 F 14.97 0.2500 6,00 0.37/50 8.00 0.1875 34.00 16.00 14.00 14,00 ---------------------------------------------------------------------------------------------------------------------------- C 12.00 1.75 C 12.01 1,75 C 12.02 1.75 C 12.03 1.75 C 12.04 1:75 C b= 75C-18-25 25/80A 1:12 J4069ABD 5 Maximum Combined Stress Ratios -------------------------------------------------------------------------------------------------------------------- Member Forces Member Stresses Allowable Stresses Unity Check Max. Sec. Load Sol iear Axial Bending Shear Axial Bending Axial Bending Components Comb No. Cam. Force Force Moment Stress Stress Left Right Stress Left Right Axial Bending Stress No. (kip) (kip) (k-ft) (ksi) (ksi) (ksi? (ks ? (ksi) Iksi? (ksi? Left Right Ratio -------------------------------------------------------------------------------------------------------------------- 1.04 1 12.62 -28.39 -187.47 1.93 -2,80 24.49 -21.27 17.91 30.00 25.66 -0.16 0.83 -0.84 -1.00 ✓ 4.00 1 -22.93 -17.63 -175.33 -3.82 -1.81 24.95 -21.55 21.22 30.00' 28.72 -0.09 0.83 -0.75 -0.84 1�- 5.04 1 -6.67 -14.46 198.04 -0.67 -1.05 -17.84 16.10 21.63 27.22 30.00 -0.05 -0.66 0.54 -0.70 6.04 1 0.53 -14.09 228.22 0.05 -0.88 -15.37 13.63 19.37 19.20 30.00 -0.05 -0.80 0.45 -0.85 V 7.00 1 -0.53 -14.10 228.22 -0.04 -0.68 -15.37 13.63 19.37 19.20 30.00 -0.05 -0.90 0.45 -0.95 *-8.00 1 6.72 -14.46 197.59 0.67 -1.05 -17.80 i6.06 21.63 27.22 30.00 -0.05 -0.65 0.54 -0.70 9.04 1 22.97 -17.64 -176.89 3.83 -1.81 25.17 -21.74 21.22 30.00 28.72 -0.09 0.84 -0.76 -0.84 12.00 1 i2.56 -28.47 -186..,E -1.97 -2.62 23.339 -17.87 9.98 30.00 25.09 -0.'LIE 0.70, -0.70 -0.96 ----------------------------------------.•----------------------•.•..•--------------------------------_----------------- 75C-18-25 25/80A 1:12 J4069ASD 6 Maximum Negative Displacements and Reactions ------------------------------------------------------------------------------------------------------------ Displacement Reaction Joint Horizontal Load Vertical Load Rotational Lead Horizontal Load Vertical Lead Rotational Load No. (in) Com. (in) Com. (rad) Com. (kip) Com. (kip) Core. (k-ft) Com, ----------------------------------------------------------------------------------------------------------- 1 0.0000 0 0.0000 0 -0.0043 1 -14.10 1 -28.12' 1 0.00 0 2 -0.194E 1 -0.0280 3 0.0000 0 3 -0.t58'9 1 -0.0374 3 0.0000 0 4 -0.1474 6 -0.0796 4 0.0000 0 5 -0,1142 6 -0.4708 1 -0.0006 2 6 -0.0824 6 -1.7855 1 -0.0012 2 7 -0.0798 6 -1.9446✓ 1 -0.00OUS 8 -0.0790 6 -1.7813 1 -0.003101 1 9 -0.0470 6 -0.4636 1 -0.0072 1 10 -0.0091 6 -0.0625 1 -0.0041 1 It 0.0000 0 -0.0239 1 -0.0035 1 12 0.0000 0 -0.0119 1 -0,0030 1 13 0.0000 0 0.0000 0 0.0000 0 0.00 0 -28.20 1 0.00 0 ----------------------------------------------------------------------------------------------------------- 75C-18-25 25180A 1:12 J4069ASD 7 Maximum Positive Displacements and Reactions --------------------------------------------------------------------------------------------------------- Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Com. (in) Com. (rad) Com. (kip) Com. (kip) Com. (k-ft) Com. ----------------------------------------------------------------------------------------------------------- 1 0.0000 0 0.0000 0 0,0045 2 7.16 2 5.92 2 0.00 4 2 0.5367✓ 2 0.0000 0 0.0034 4 3 0.5495 2 0.0000 0 0.0038 4 4 0.5531 2 0.0000 0 0.0042 1 5 0.5552 2 0.0000 0 0.0072 1 6 0.543E 2 0,2490 2 0.0030 1 7 0.5400 2 0.3647 2 0.0002 6 8 0.5430 2 0.4218 2 0.0000 0 9 0.5412 3 0.2287 2 0.0021 2 10 0.5402 3 0.0624 2 0.0025 2 11 0.5366 3 0.0371 2 0.0025 i 12 0.5240 3 0.0285 2 0.0025 2 13 0.0000 0 0.0000 0 0.0047 4 14.10 1 3.78 2 0.00 0 ------------------------------------------------------------------------------------------------------------- 75C-18-25 25/30A 1:12 J4069ASD 8 Shear Stiffener Spacing --------------------------------------------------------------------------------------------------------------------- Sec. No. Lth. Load Point Point Point Point Point Point Point Point Point Point No. Ele. (in) Com. .00 .01 .02 .03 .04 .05 .06 .07 .08 .09 ----------------------------------------------------------------------------------------------------------------- 1 4 178.32 all none required 4 4 70.80 1 47.60 59.20 82.99 ©`tie 5 4 222.12 all none required 6 4 117.12 all none required 7 4 117.12 all none required 8 4 222.12 all none required 9 4 70.80 1 02.99 58.82 47.42 12 4 178.44 all none required ---------------------------------------------------------------------------------------------------------------- 75C-18-25 25180A 1:12 J4069ASD 9 Reaction Summary Com. it. 1 it. 13 Horiz. 1 -14.10 14.10 Vert. 1 -28.12 -28.20 Rota. 1 0.00 0.00 Horiz. 2 7.16 1.23 Vert. 2 5.92 3.78 Rota. 2 0.00 0.00 Horiz. 3 1.25 7.14 Vert. 3 -5.79 -7.95 Rota. 3 0.00 0.00 Horiz. 4 -9.38 13.59 Vert. 4 -22.81 -23.94 Rota. 4 0.00 0.00 Horiz. 5 -9.04 3.04 Vert. 5 -17.66 -17.73 Rota. 5 0.00 0.00 Horiz. 6 -9.03 9.04 Vert. 6 -17.27 -19.12 Rota. 6 0.00 0.00 Hori2. 7 -7.70 10.38 Vert. 7 -16.64 -18.75 Rota. 7 0.00 0.00 Horiz. 8 1.59 2.60 Vert. 8 -0.64 -1.73 Rota. 8 0.00 0.00 Horiz. 9 1.60 2.60 Vert. 9 -0.25 -2.12 Rota. 9 0.00 0.00 Horiz. 10 2.93 3.95 Vert. 10 0.38 -2.75 Rota. 10 0.00 0.00 Report Complete -7 J4069ACD 1 4B : BASE PLATE Joint 1 Column Reactions Maximum Vertical = 28.12 kio Maximum Horizontal = 14.10 kip Maximum Uplift = 5.92 kip Member plate sizes : Left flange thickness = 1/4" Left flange width = 6" Right flange thickness = 3/8" Right flange width = 6" Web thickness = 3/16' Web depth = 16" (2) Bolt base plate : Use 17-1/2" x 7" x 1/2" Base plate Use 42' 6: A-36 bolts (y) 3/4' Use 4" Y - 8aoe Left Flange Weld = 3/16" S.F. Right Flange Weld = 3/16" S.F. Web Weld = 3/16" S.F. Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. .56424 2 e ' J4069ACD 2 3ML : MOMENT CONNECTION Joint 4 R Applied forces Maximum negative moment = 175.33 kip ft Associated axial force = 47.63 kip Associated shear force = -22.93 kip Maximum positive moment = 6E.99 kip ft Associated axial force = 2.94 kip Associated shear- force = 5.40 kip * Maximum shear = 22.93 kip Member plate sizes Left flange thickness = 1/4" Left flanae width = 6" Right flange thickness = 3/8" Right flange width = 6" Web thickness = VIE, Web depth = 32" End Plate Connection Use (A) 716" diam. A-325 bolts Left Flange Weld = 1/4' D.F. Right Flange Weld = 5116" D.F. Standard End Plate = 2)1,q 1n Web Weld = 3116" D.F. x 7" Warning: left flange stress exceeded for Joint 4 R use 1/4" x 3" x 6" stiffener use vertical stiffner weld = 1/4" D.F. use horiz. stiffner weld = 3/16" D.F. Note: Forces that are followed by an * are the results of a wind load or a seismic Ioad combination, The allowable stresses for these forces will be increased by 113. 1.57065 1 e + b' . 5 J4069ACD 3 3MPRACE : MOMENT CONNECTION : Joint 5 L Applied forces : Maximum negative moment = 52,64 kip ft Associated axial force = -17.00 kip Associated shear force = -18.70 kip Maximum positive moment = 37.73 kip ft r Associated axial force = 2.93 kip f Associated shear force = 4.50 kip Maximum shear = 18.70 kip Member plate sizes : Left flange thickness = 1/4" Left flange width = 6" Right flange thickness = 3/6" Right flange width = 6" Web thickness = 3/16" Web depth = 23-5/16" End Plate Connection Use (A) 3/4" diam. A-325 bolts Left Flange Weld = 3/16" D.F. Right Flange Weld = 1/4" D.F. Standard End Plate = 5/8" x 6" Web Weld = 3/16" D.F. x 5" Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. .7982885 1 .� ; ,r J4069ACD 4 3MSRACE : MOMENT CONNECTION : Joint 5 P. Applied forces : Maximum neoative moment = 52.64 kip ft Associated axial force = —15.06 kip Associated shear force = 20.36 kip Maximum positive moment = 37.79 kip ft Associated axial force = 2.43 kip i Associated shear force = 4.78 kip Maximum shear = 20.36 kip Member plate sizes : Left flange thickness = 1/4" Left flange width = V Right flange thickness = 3/3" Right flange width = 6" Web thickness = 1/4" Web depth = 23-5/15" End Plate Connection Use (8) 3/4" diam. A-325 bolts Left Flange Weld = 3/16" D.F. Right Flange Weld = 1/4" D.F. Standard End Plate = 5/8" x 6' Web Weld = 1/4" D.F. x 5" Note: Forces that are followed by an * are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. .8254521 1 J4069ACD 5 4B : BASE PLATE : Joint 13 Column Reactions Maximum Vertical = 28.20 kip Maximum Horizontal = 14.10 kip Maximum Uplift = 3.78 kip Member plate sizes : Left flange thickness = 114" Left flange width = 6" Right flange thickness 3/8" Right flange width = 8" Web thickness = 3/16" Web depth = 16" (2) Bolt base plate : Use 17-1/2" x 8" x 1/2" Base plate Use (2) 1--ai A-38 bolts Use 4" Y - Gage Left Flange Weld = 3/16" S.F. Right Flange Weld = 3/16" S.F. Web Weld = 3/16" S.F. Note: Forces that are followed by an are the results of a wind load or a seismic load combination. The allowable stresses for these forces will be increased by 1/3. .179B2 2 � ' Y a 0 B NO. Z71D�O 4 lD ►I- y �\ wsssr�. \. IILI x 3 x (D Lax 1/4 3116 3h e 3xP&II10 3/8 sriFr. ,s�. (�dg_ c� A-ems Bogs 31y x ? ENo ram. I �R A-325 5047:5 A-B25 6OL-T5 COL. No DiAM. a sE /VO. POLTS TOLTS PLATE &GOUT`= I W 3N /7%Lx7x/z 2 �CDD D ° �m o w cv D 0 o r (a o z z co O fi 0 c+ X p N C "h N O TJ y N a W 00 � (7 rn v WOp z 1 �', gkDCDm N � ,1 O m ` O w T p cz m g n (D Op er(p Z is T CIO N Q C o S 00 M $ D y m O N N Z m C ° D a > N Ill 3 a �7 rDD W DTI x Y r a N = 1 N Z A mG) lb H O I Q �r w v m Z O A m Z � � D c n C W D 7 N a v w m w M Z o R9 nm m m � o � 3 0Z o y v_ O $'$ mZ c w m c Z (Z m o c n ° co m a a m 0 ° � 0 0 7 m m O m CD (CDn 0 C Oo �', ¢ pa S a D w Z 00 3. m m a = Z m C 0 Z s O 0 C V N 3 3 (D = co � Cl -0O CDa y r S z m w a H OZ 0 CD mzQ O (D � T 8 U y c O r o CD O ' 00 O "' O s Z Z C _ !33 CO n lt0 City of ARLINGTON FIRE DEPARTMENT CHECKLIST PERMIT# Z DATE / NAME: �- 14 ADDRESS: ) LEGAL: I BUILDING USE: e �t OCCUPANCY CLASSIFICATION: A B E H 1 2 2.1 3 L 4 1 2 3 1 4 1 2 3 1 2 3 4 5 6 7 I R 1.1 1.2 2 3 EE2 1 1 3 TYPE OF CONSTRUCTION I H III IV F.R. F.R. ONE-HOUR I N ONE-HOUR N H.T. ONE-HOUR N Fl-hA.')hALL NECESSARYA SITE PLAN: APPROVED L� DENIED ACCESS REQUIREMENTS: FIRE LANE REQUIRED: YESL�X���h SPRINKLER SYSTEM REQUIRED: YES NO HYDRANT REQUIRED: YES�.X#sr'" NO # OF HYDRANT'S REQUIRED: Q IL, LOCATION OF HYDRANTS: FIRE FLOW REQUIREMENTS: 2,✓� d OC.If�7 ALARM SYSTEM REOUIRED: YES NO KNOX BOX REQUIRED: YES NO LOCATION: FIRE EXTINGUISHERS REQUIRED: YES NO LOCATION: ADDRESS AND LOCATION ON BUILDING: t4 F- G v FIc:: ATE: J� \wp5I\sherri\Fireform BUILDING '-7ERMIT APPLICATIW"'CHECKLIST RES & DUPLEX COMM & IND APPLICATION APPLICATION SITE PLAN SITE PLAN ARCH. DRAWINGS ARCH. DRAWINGS STRUCT DRAWINGS STRUCT DRAWING LEGAL DESCRIPTION LEGAL DESCRIPTION ENERGY CALCS ENERGY CALCS STORM DRAINAGE STORM DRAINAGE SEPTIC TANK DESIGN SEPA CHECKLIST UTILITY DRAWING STRUCT CALCS 3 THREE (3) COPIES OF EACH FOUR (4) COPIES OF EACH ARE ARE REQUIRED FOR APPLICATION REQUIRED FOR APPLICATION ZONING SETBACKS: FRONT USE REAR LOT COVERAGE SIDE PERMIT TRACKING Name Permit # Project Type Date Received DISTRIBUTED RETURNED DISTRIBUTED RETURNED Public Works Engineering Fire Dept. John Farrens Date Returned for Corrections Date Resubmitted with Corrections Made Date Ready to Issue Date Issued DATE: SIGNED: \wp51\sherri\Checklist.DP � �1 fry I City of ARLINGTON Building Department PLANNING AND ZONING REVIEW I. ZONING COMPLIANCE: A. Zone Classification B. Permit Use: Yes No C. If no, extension of non-conforming use: D. Minimum lot size required: Shown: E. Yard Requirements: Required Shown 1. Front 2. Side 3. Rear F. Height limitations, Maximum G. Landscaping and plan required: Yes No H. Parking: 1. Off-street parking required: Yes No 2. Plan provided: Yes No 3. Adequate parking provided: Yes No II. LOT COVERAGE A. ALLOWED: MORE/LESS SHOWN: APPROVED NOT APPROVED DETERMINATION OF S.E.P.A. CATEGORICAL EXEMPTION Action / Application Title: SFR Brief Description of action: EXEMPT Code reference allowing exemption: w.A.c.197-11-800 1 (i)b Person making determination: Date: \wp51\sherri\BPSEPA.frm I APR 14 '94 12 0 41PM J T JOHNSON CC) P.`„ WASH I NG FON STATE ENERGY CODE PREPARED BY 5I LO SCHELL 04-14-1994 12: 29: 2 9 J. T. JOHNSON COMPANY, KENT, WA. I NSHL FAT I GN SPEC I AL STS (206) 872-4100 WFSTAR DEVELOPMENT : ADDITION JOLT ZONE 1 f 8L.E 12 BUILDING ;ENVELOPE REQUIREMENTS, NON RESIDENTIAL 1994 BUDGF•T CALCULATIQNq BUILDING GROSS SG. FT. _ 1762 ASSEMBLY U-VALUE AREA S. F. ' U' ;; AREA WALL. , 14 4127.4 57G. 763 ROOF . 05 3762 188. 1 F-VALUE LENGTH LF F x L SLAB PERIMETER . 54 250 115 BUDGET TOTAL= 901 - 86 NOTE : THIS IS THE BUILDING HEAT LOSS BUDGET. PROPOSED TOTAL MUST BE EQUAL_. TO OCR,. LESS THAN BUDGET AMOUNT ASSEMBLY U-VALUE AREA S. F. ' U' a AREA CEILING C-1 NONE 0 SKYL_IIES S-1 NONE i► o C„► ROOF R -1 6" R,19 . 1. =762 076. 2 Q. H. DOOR 0-1 2 14 X 14 INSULATED . 12 392 47. 04 WA k' DOOR D-1 2 3070 METAL . 6 42 25. 2 GLAZING G—1 NONE o t_► GLAZING TOO G-4 NONE ii 0 t_► WALL. LITE.S L..-1 t;► c) t;► WALL_ W-1 4" R;-•1?3 . 11 3700 407 WAL...L... W•-2 NONE WALL W NONE C► q Ci WALL W-4 NONE 0 0 0 F-VALUE LENGTH LF F X L SLAT+ PERIMETER NOT INSULATED . 8 250 20c.► NO-Lr)Nn-ft`�4 PROPOSED TOTAL- 1055. 44 BUILDING THERMAL DESIGN IS NOT CONFORMING .#��iK'k'# :i!:� ��K1K7k�*1K1Kfk�K7K7k�K�K�*�C*M��%K7k►k�K*►K�[q{��Iy�*����*��K��K�►k�����K►K���*7k�►k��***��* I I I APR 14 '94 12:41PM J T JOHNSON CO WASHING1'ON STATE ENERGY CODE PREFARED BY BILL SCHELL 04-14-1994 12: 28: 29 J. T. ..7OHNSON' COMPANY, KENT, WA. I NSUL P"iT I ON SPEC I AL LSTS (206) 872-4100 WESTAR DEVELOPMENT ADDITION JOB ZONE 1 lm'8LE 1".]" BUILDING ;ENVELOPE RECUT REMENTS. NON RESIDENTIAL 1994 BUDOFT CALCULATIONS BUILDING GROSS SQ. FT. = 3762 ASSEMBLY U-VALUE AREA S. F. ' U' AREA WALL._ . 14 41 C4 57G. 76 R00F . CAS •3762 1 L98. 1 F-VALUE LENGTH LF F x L SLAB PERIMETER . 54 C50 175 BUDGET TOTAL= 901 . 86 NOTE: THIS IS THE BUILDING HEAT LOSS BUDGE-f. PROPOSED TOTAL MUST BE EQUAL TO OR LESS THAN BUDGET AMOUNT ASSEMBLY U-VALUE AREA S. F. ' U' :: AREA CEILING C-1 NONE o 0 SKYL I T ES S-1 NONE Cl o n ROOF R -1 6" R-19 . 1 Z762 76. 2 0. H. DOOR 0-1 2 14 X 14 INSULATED . 1= ._,9i 47. 04 WALE.: DOOR 0-1 2 7010 METAL . 6 42 25. 2 GLAZING G-1 NONE C) o 0 GLAZING TOO G-4 NONE 0 0 WALL_ LITES L-1 WALL W-1 4" R-13 . 11 =)O 407 WALL W-2 NONE C) o WALL W-Z NONE iJ G C) WALL W-4 NONE u 0 C) F-VALUE LENGTH LF F X L SLAD PERIMETER NOT INSULATED . 8 u 21)Q PROPOSED TOTAL=` 1055. 44 SU i I_D I.NG THERMAL DESIGN IS NOT CONFORMING 'iI'i, .txllc'#:ICUC999** K** K*xxxAxX* **4* *4'*Ij$ ***X 1:�{ !`_' _ I J APR 14 '94 12:41PM J " �PHNSON CO P.3i2_ WASHINGI'ON STATE ENERGY CODE PREPARED BY BILL SCHELL 04-14-1994 12: 28: 2-9 J. T. JOHNSON' COMPANY, KENT, WA. I lNSI.JL p+T I ON SPEC I AL LSTS (206) E3721-4100 WF..STAR DEVELOPMENT ADDITION JOB ZONE 1 1"'8LE 1.:.' BUILDING ;ENVELOPE REQUIREMENTS. NON RESIDENTIAL 1994 BLjDGFT CALCULATIONS 9UILDING GROSS SQ. I=T. = 3762 ASSEMBLY U--VALUE AREA S. F. ' U' ARE Pi WALL_ . 14 41:;4 5'79. 76 ROOF . 0t; •3762 138. 1 F—VALUE LENGTH LF F >; L SLAM PERIMETER . 54 C50 1. 5 BUDGET TOTAL= 901 . 86 NOTE: THIS IS THE BUILDING HEAT LOSS BUDGET. PROPOSED TOTAL MUST BE EOUAL TO OF,,. LESS THAN BUDGET AMOUNT ASSEMBLY U—VALUE AREA S. F. ' U' ;; AREA CEILING C-1 NONE 0 0 0 SF!::YLIIE:S S-1 NONE o ROOF R -1 6" R;19 3762 . 76. 2 O. H. DOOR 0-1 2 14 X 14 INSULATED . 1 ?92 47. 04 WAL F:' DOM 0-1 2 3070 METAL . 6 42 '25. 2 GLAZING G-1 NONE 0 U GLAZING TOO G-4 NONE (:3 0 0 WALL_ L-ITF..S L--1 r? WALL W-1 4" R­13 . 11 700 4(_)7 WALL W­2 NONE WALL W—= NONE C) WALL W-4 NONE u 0 Q F—VALUE LENGTH LF F X L SLAD PERIMETER NOT INSULATED . S '01. h 2_ PROPOSED TOTAL= 1 i a55. 44 BUILDING) THERMAL DESIGN IS NOT CONFORMING :, I City of Arlington Building Department 238 North Olympic Arlington, Washington 98223 (206) 435-0724 Plan analysis based on the 1991 Uniform Building Code Project Number: 94-1462 Name: westar Address: 19225 62nd ave ne Date: June 2 , 1994 Contractor: westar Occupancy: B2 Architect: gary parkinson Type of Const: V-N Engineer: Plans Examiner: DAVE NOTE:The code items listed in this report are not intended to be a complete listing of all possible code requirements in the 1991 UBC. It is a guide to selected sections of the code. Report created using Plan Analyst software by b w & a. (719) 599-5622 Portions of the material contained in this program are reproduced from the Uniform Building Code ( 1991 edition) with permission of International Conference of Building Officials. ------------------------------------------------------------------------------ SEPARATION DIRECTION BOUNDARY AREA INCREASE FIRE PROTECTION NORTH Property line 20. 0 Feet 20. 0 Feet EAST Property line 25. 0 Feet 25. 0 Feet SOUTH Property line 40. 0 Feet 40. 0 Feet WEST Public way 70. 0 Feet 55. 0 Feet Area increased 25. 00% for open area on 2 sides. FL NAME OCC MAX FLR AREA ALLOWED RATIO STATUS ------------------------------------------------------------------- 1 Office B2 ok 750 10000 0. 08 ok 1 Warehouse B2 ok 9000 10000 0. 90 ok TOTAL FOR FLOOR 9750 10000 0. 97 ok BUILDING TOTAL 9750 10000 0. 98 ok Page # 2 Code review for: Project Id. : westar Address: 19225 62nd ave ne The actual height of this building is 21. 0 feet. The maximum height of the building is 40. 0 feet. -- Table 5-D EXTERIOR WALL FIRE RATINGS AND OPENING PROTECTION Table 17-A & Table 5-A NORTH EAST SOUTH WEST OCC BRG NON-BRG OPNG BRG NON-BRG OPNG BRG NON-BRG OPNG BRG NON-BRG OPNG WALL WALL PROT WALL WALL PROT WALL WALL PROT WALL WALL PROT B2 Ohr Ohr None Ohr Ohr None Ohr Ohr None Ohr Ohr None The exterior walls may be of COMBUSTIBLE material. Sec. 2201. None -- No fire protection requirements for openings. Prot -- Openings are to be protected with 3/4 hr fire assemblies. 50% of the area of the wall maximum. Sec. 504 . (b) & Sec. 2203 . & Table 5-A Maximum single window size is 84 sq.ft with no dimension greater than 12 feet. -- Sec. 4306. (h) NOP -- Openings are not permitted in this wall. * -- These walls may be required to have a parapet wall 30 inches above the roofing. The parapet wall is required to have the same fire rating as the wall. See section 1710. for details and exceptions. OTHER BUILDING ELEMENTS Table 17-A ELEMENT MATERIAL RATING NOTES Interior Bearing wall Any 0 hr Interior nonbrg wall Any 0 hr Structural Frame Any 0 hr Exterior Struct Frame Any 0 hr See footnote #1 Floor/Ceiling Assembly Any 0 hr Roof/Ceiling Assembly Any 0 hr Stairs Any None FOOTNOTES: 1) Elements in an exterior wall located where openings are not permitted or where protection of openings is required, shall be protected against external fire exposure as required for exterior bearing walls or the structural frame, whichever is greater. -- Table 17-A, footnote 1 DRAFT STOPS: If there is combustible construction in the roof/ceiling assembly, draft stops shall be installed so that the area of concealed space does not exceed 3000 square feet and so that the horizontal dimension between stops does not exceed 60 feet. -- Sec. 2516. (f) 4 .B. (iii) OCCUPANCY SEPARATIONS -- Table 5-B None required ADDITIONAL SEPARATIONS FOR B2 OCCUPANCY: A 1hr occupancy separation is required around rooms containing a boiler or i i central heating unit greater than 400, 000 BTU input. -- Sec. 708 . i i i Page # 3 Code review for: Project Id. : westar Address: 19225 62nd ave ne EXIT REQUIREMENTS: FL NAME OCCUPANT NUMBER EXIT PANIC RATED DOOR NOTES LOAD REQUIRED WIDTH HDWR CORRIDOR SWING ------------------------------------------------------------------------------- 1 Office 8 1 0. 1 No No N/R 1 Warehouse 18 1 0. 3 No No N/R TOTAL 26 1 0.4 No No N/R Door swing is based on Sec. 3304 . (b) except as noted. Occupant load is based on Table 33-A. Number of exits is based on Table 33-A except as noted. Exit width is in feet and based on Sec. 3303 . (b) . Exit width is to be divided approximately equally among exits. Width shown for all areas is based on other exits. (0.2) Width shown for 1st floor is based on other exits. (0. 2) Width shown for other floors & basements is based on stairways. (0. 3) For the minimum width of doors, see Sec. 3304 . (f) For the minimum width of corridors, see Sec. 3305. (b) For the minimum width of stairways, see Sec. 3306. (b) FOOTNOTES: HANDICAPPED ACCESS: 1) Handicapped access is required to at least one primary entrance to this building. -- Sec. 3103 . (a) & (b) 3 . 2) If a ramp is used for handicapped access, the max slope is 1: 12 . -- Sec 3307 . (c) Provide a landing within 1 inch (1/2 inch at doors used for handicapped access) of the threshold. -- Sec. 3304 . (i) The minimum width is same as door width and the minimum length is 44 inches. -- Sec. 3304 . (j) The maximum travel distance in this building is 150 feet. -- Sec. 3303 . (d) ROOFING REQUIREMENTS: 1) The roofing on this building is required to be Class C -- Table 32-A 2) See section 3204 . and ICBO research reports for requirements. AUTOMATIC SPRINKLER SYSTEMS: If openings are not provided in each 50 feet of exterior wall or there is floor area more than 75 feet from an exterior opening, an automatic sprinkler system is required. -- Sec. 3802 . (b) If there are 100 or more sprinklers, the automatic sprinkler system shall be supervised by an approved central, proprietary, or remote station service or a local alarm which will give an audible signal at a constantly attended location. -- Sec. 3803 . � - I 1 I J, • � Page # 4 Code review for: Project Id. : westar Address: 19225 62nd ave ne STANDPIPE REQUIREMENTS: There is no requirement for a standpipe. -- Table 38-A A hose is not required. -- Table 38-A FOOTNOTES: 1) The location is to be per Sec. 3805. (c) , (d) ,and/or(e) WALL AND CEILING FINISH: 1) Wall and ceiling finish materials are required to comply with Sec. 4204 . (a) and Table 42-B. 2) Carpeting on walls and ceiling are required to have a Class I flame spread rating. -- Sec. 4204 . (b) INSULATION NOTES: 1) All insulation material including facings are required to have a flame- spread rating of 25 or less and a maximum smoke density of 450 unless it is in a concealed space and the facing is in contact with a wall or ceiling. -- Sec. 1714 . (c) exc.#2 2) Foam plastic insulations are required to be protected. -- Sec. 1713 . GLAZING REQUIREMENTS: All glazing in hazardous locations is required to be of safety glazing material. -- Sec. 5406 . (d) ADDITIONAL REQUIREMENTS: For B2 occupancy In all areas customarily occupied by humans, provide natural or artificial light and ventilation. -- Sec. 705. (a) & (b) HANDICAPPED REQUIREMENTS: NOTE: Section numbers listed below are from ANSI A117 . 1 - 1986 WATER FOUNTAINS: 1) One must have a spout within 36 inches of the floor. -- Sec. 4 . 15.2 2) Spout must be at the front of the unit. -- Sec. 4 . 15. 3 3) Controls must be at or near the front of the unit. -- Sec. 4 . 15. 4 & 4. 25.4 4) A cantilevered unit is required to provide a clear area under the unit of 27 inches high, 30 inches wide, and 17 inches deep. -- Sec. 4. 15. 5 (1) 5) A clear area of 30 X 48 inches is required at the fountain. The clear area is required to provide for a forward approach with a cantilevered unit and for a side approach otherwise. -- Sec. 4 . 15. 5 & Fig. 27 b,c,d TOILET FACILITIES: 1) A 5' diameter unobstructed turning space is required in the toilet room. -- Sec. 4 . 2 . 3 & Fig. 3 (a) 2) When water closet is not in a compartment, the clear area required is: a) 48 inches wide by 56- inches deep with a side approach. -- Sec. 4 . 16. 2 & Fig. 28 b) 48 inches wide by 66 inches deep with a front approach. -- Sec. 4 . 16. 2 & Fig. 28 c) 60 inches wide by 56 inches deep with both approaches. r I -- Sec. 4 . 16. 2 & Fig. 28 d) Side bar is required to start within 12 inches of the back wall and extend to 54 inches from the back wall. -- Sec. 4 . 16. 4 & Fig. 29 Page # 5 Code review for: Project Id. : westar Address: 19225 62nd ave ne The rear bar is required to be 36 inches long. -- Fig. 29 3) When water closet is in a compartment, the area required is: a) 56 inches deep by 60 inches wide with a grab bar at the back and one at the side. Door is at front or side. -- Fig. 30 (a) or b) 66 inches deep by 36 or 48 inches wide with grab bars on both sides and door at front. -- Fig. 30 (b) d) If a floor mounted water closet is used, the depth dimension shown above must be increased 3 inches. -- Fig. 30 (a) & (b) e) Side bars are required to start within 12 inches of the back wall and extend to 54 inches from the back wall. -- Fig. 7 . 56a & 7 . 56b The rear bar is required to start within 6 inches of the side wall and be 36 inches long. -- Fig. 30 (a) 4) The bars are to be 33 to 36 inches above the floor. -- Fig. 29 (a) , (b) & Fig. 30 (c) , (d) 5) The top of the seat on the water closet is required to be 17 to 19 inches above the floor. -- Fig. 29 (b) & Fig. 30 (d) 6) Urinals are required to be stall type or have an elongated rim and be within 17 inches of the floor. -- Sec. 4 . 18. 2 & Fig. 29 (c) 7) A clear area of 30 X 48 inches is required in front of the urinal. -- Sec. 4 . 18 . 3 8) Accessible lavatories shall provide a clear area under the lavatory of 29 inches. -- Sec. 4 . 19. 2 . 1 & Fig. 31 9) A clear area of 30 X 48 inches is required in front of the lavatory. -- Sec. 4 . 19 . 3 & Fig. 32 10) The bottom of mirror is required to be within 40 inches of the floor. -- Sec. 4. 19 . 6 & Fig. 31 } L � �.. � � `. • � I ' 2.f (,g8) S)(►i12 f(Bs,SXi2,sX4) Use. sew Z7-7/� S Cabe NNNNNN L L w ra L \/,j �ol(D3-6)( s4)(1,3) -7EV2 ( 1q Wz, _ -7 OK zs LAS e, 3/4/ fd @, zD - v�Jl��=;,5 t-�(,olc�3a�(,gs)(•7�- .oalxzsx37,s� = IC�,g K up �' - D 'r60"03$'e,"Y,7)-'Oo4)(IZ,S) qK vw;�ncQ 1711�3gllrg���l,3)Czs�c2�,�1�(�i) = `f gx cc s e 3/9" �rl�s Ca�(� 3/y"Qr Qod� 25 dab I� � � f a- s ANGLE SIZE & END PLATES TYP. IN DETAILS "B" THRU "G" ? "C z (� Q e4)A 3/16' X 4- x VARIES C V' (1)9/16► H L m 10 3171163Z's1/79XC OR 4 TEx SCREWS THREADED ROD IF WILL BRD'C DOES NOT MATCH ROOF LAC. PLATE 3/1K X 1 1/2- X 1 1/7 1/9 _ F< 3 ? a o PUTE 3/16'X 1 1/7 X T (1)9/1E p H 1/7 x v'THREADED HR ¢x R (1)9/1C p N R00 EACH END THREADED ROD O o U a o 1/2' 0%G L 1-%1•X1/� �I m THREADED R00 1 9 * '^ —t/7 % t7 THREADED ROD W - � (n w 17I V) VARIES V)? a 1/7► x 1 1/f CR.S(rrPJ z rn CD G Z ZIw Y""GIRT TROA1 PlSE O o In � m 0 o Urc o EAVE DETAIL ® ROOF A MID DETAIL ® ROOF B RIDGE DETAIL C EAVE DETAIL W/LEAN—TO EAVE DETAIL ® WALL E MID DETAIL ® WALL F DETAIL ® ENDWALL G 3 U BRACE GRIP & CABLE Z" USE STD. HILLSIDE a NUT ® OTHER END o U 1/4 1/4 0 SEMI-SPHERICAL WASHER 'I RAFTER BRACE GRIP Ec CABLE I rM BOLT OR ROD ROD BRACE oOO fl (( BwcE- �I 3" X 6" MIN PL I BOLT EQUAL TO LIS II \ 3/4"0 BOLT ROD DIA. Q o \3" aPi II NOTE: LY g€ �� 2 1/2" 2NDSLOT REQ'D ® X ti MIN PL 3" X 6" MIN PL. m � < DBL BRACING ONLY LA W�a O 11 COLUMNS \ WISH _ urn CABLE CONN. H CABLE CONN. J BRACING SLOT LOCATION K CABLE CONN. ® CORNER COL. ROD CONN. ® CORNER COL. M < (4) 1/2' 0 X 1 1/4• BLOTS woe GRADE 5 O LAP m ,` '' SEE PLAN VIEW FOR LAP ' LFN ��ana SIMPLE SPAN GIRT SIMPLE SPAN GIRT / f/ oy yo L�2 % 1 1/4" BOLTS (2) 1/2- 0 X 1 1/4' BOLTS t• / �/t v oFwnsrE c y�^ J zS� CH END GRADE 5 EACH EN Nt 1 / I �` 1 4• GIRT CUPT IRT CUP --- -- 1/4-----_- BRACE GRIP &CABLE q� FCTSIR� w o "' t�' , FIELD INSTALLED SrONALo J 12 OR LESSF.XRIRES Di?0/72 — L. 4" x 4" x 3/8' 12 I SEE PURUN FLANGE BRACE e e I 1 OR LESS FLANGE BRACE 4 1/8 X 1 3/4' X 1 3/4" (1) 1/2- Y X 1 1/47 3/16' PURUN CUP GRADE 5 ® BEAM �12 :✓I SEE PURLIN r GE BRACE (4) No. 12-14 X 1• TEK y� 12 OR LESS (2) 1/2 0 X 1 1/4" BOLTS SCREWS (O.T. GRAY) 0 PURUN GRADE 5 O CUP BRACE BOTH SIDES UNLESS NOTED ON Z ERECTION DWG'S 4 N STD. GIRT FLANGE BRACE P I INLINE GIRT FLANGE BRACE PURLIN FLANGE BRACE S CABLE CONN. ® CORNER COL Fit S M 'f j.: w ROOFING 26 go. CommerctoL Grade ( PLoLn 1 PURLINS 1 9 Ln, a 5'-2' o,c, (see page 1) BRIDGING 1 IxIxl/8 Angle I mLd-poLnts ar SIDING 1 26 go. CommercLoL Grade ( O,T• Gray ) GIRTS 1 8 Ln, (see pages 2-4) m U Fr•oss Moonstone and Plate Stzes - .........•-........................................................ 4 m Sec. Joint Outside Flange IneLde Flange Yeb Yob Depth O ` no, start end thtck. width thick, width thick, start and '952 ....--......•...•.•.........•...................................... 1 1 2 1/4 6 3/8 6 3/16 IL 34 4 4 5 1/4 6 3/8 6 3/16 32 23-5/16 5 5 6 1/4 6 3/0 L, 1/4 23-5/1641-13/16 12 6 6 1 1/4 6 319 !0 1/4 41.13/16 51-13/16 m ...........----------------........................................ PURLIN1 F— ...... SPACING PURL-- No, DtmemLon Brace to AW FR8M }Vt�91. a -Vlb OA.bkLDING A 0'-16- -- ----- A B 1 68' � -11 9l16' 5TEE- b C I --------- ri� $n D '-l0' E 11-2OT5L E 22' 0' -----*--- zG 5 id-d F 21'-2 ------ 24 y ' G 32' 4' - � o 1116 H 37'-3- --------- m gi 8-4 112' �— u 8 Y `1' /RS H 3-0" E(7YP.) r —� /¢ -/ END P<_ aY 6 u - 8 Q 6 j1� 1 rDnJ CRANE C'rsP, ) 8 S wl. 0 X Z 3�¢4 M, DOLTS ,w,uENb' 4 �pP Nit, y INTERMEDIATE DREAK DETAIL t ° 9 Q r Y to 10 I a" �o Z Fb A FS F7 8 q 177 � 4 IONAL Cox PL 1�4 X 3 It 6 8g F _ u V4- EXPIRES B/I0�9 2 w 071' /4 zE 1/4- gR� (? r t C FS @ G,G,A' O//4Y EYrSTG I ¢„ 3/IL �� B. v a� 6 TOP PL Y/v -�•+ '� .z�s „ r ? t 5 + sTwr.PL X t E0.SIDE73 f- !(0 4' 11 7!'-6 kb. 7o Ab. eAse PL VZ 1,7 x /7/� n e !)e-1 O"tW-F 5TEEL Era Pi 314 S, 7' / �l¢4 0 �1'-b'HALF BUILDNG WAb 7 i- 0 X 1 4 4 A525N DOLTS W/ (4-) A56 ABt 75'-O'OA BUILDING c PERP. f1AUNG11 DETAIL R.F. COLUMN 6A5E PLATE DETAIL U U RIGID FRAME 5ECT I ON Cc' G.L. Z ( Z — HALF FRAME5 REQ.) o 5GALE 1/4' I'O• In 3 u w w m 3/16 m ? �1 ;ZY N w RIDGE PL CUP PL 3/87 x 4 x 6" RIDGE PL 3/8' x 6" RIDGE PUS. 3/B' x 6" ul N 1 n ly W/(4) 5/8" 0 x 2 1/2' A325N BOLTS z zo BASE PL W/( ) 0 x A325N BOLTS W/(2) 5/S" 0 x 2 1/Y•A325N BOLTS W/(2) 5/8' 0 x 2 1/2' A325N BOLTS t (?_1 0 A36 A.B. GUSSET PL 1/4" x 4" x 4' GUSSET PL 1/4" x 4" x 4 o 1N / \ Z. COLUMN BASE PLATE DETAIL A RIDGE CONNECTION DETAIL la ENDWALL COLUMN DETAIL IC RIDGE CONNECTION DETAIL D RIDGE W CENTER COLUMN 'E\ m o $g \ GIRT CUP PL 3/16' x 6' S GIRT CUP PL 3/16" x E' \ (2) 1/Y 0 x 1 1/4" GR. 5 U (2) 1/2' 0 x 1 1/4 GR. 5 \ A GIRT CUP PL 3/16* x r \(2) 1/Y 0 x 1 1/4" GR. 5 O -� 0 10 PURUN CUP PL 3/16' x C AG - 18 1" x -r x 16 ga. \ 1 GIRT PURUN 0 O (2) 1/Y 0 x 1 1/4" GR. 5 0 10 W/ TEK SCREWS O o qt --------- --------- - o i \ - N 1 GIRT 1 I GIRT CUP PL 3/15 x 4" O 01 t O GIRT OI o c 10 GIRT I (2) 1/2"\0 x 1 1/4" GR. 5 00- 0 GIRT O O 1 O O ----- ❑x ----- --- - --------- \ i I C LPL 3/1G x 1 t 1 (2) 1/s^ 0 x 1 1/4" GR. 5 g90 SCRAP GABLE ANGLE GIRT C PL 3/1E' x 3" (BGA) 7 FIELD CUT& (2) 1/Y x 1 1/4" GR. 5 - -- (2) TEK SCREW TO GIRT -•t-•--•- DOOR JAMB W¢z2W \ RIDGE PL•S. 3/8 x 6' GIRT SECTION A W/(4) 5/8" 0 x 2 1/2* A325N BOLTS \� tu- \ GUSSET PL 1/4" x 4" x 4" INLINE CORNER COLUMN DETAIL F\ INLINE END WALL COLUMN 13 INLINE CORNER COLUMN K INLINE PURLIN CUP DOOR JAMB DETAIL J• INTERMEDIATE COLUMN CONN. D K OF WAsff/S 9 Z > a a W 3��1R`Wo O i SCRAP GABLE ANGLE 12 1 1 2-1 1 2 (BGA) r FlELD CUT $ � 3/16 (2) TEK SCREW TO GIRT --'--•--•-----•- I 4 1 p J omv PURLIN CUP PL 3/1T x 6" O/�_ STERN 94H SECTION A-A 1 - w�)NALET�' n ~ V qGIRT O ------- (2) 1/Y 0 x 1 1/4" GR. 5 1CORNER CUP PL 3/16' x G 0PURUN a i i ExvIREs e/?o/QA (4) 1/Y 0 x 1 1/4" GR. 5 CUP ( PL-16 ) CUP ( PL-16 )= I GIRT I1O O (2) 1/Y 0 x 1 1/4" GR. 5 i (2) 1/2" 0 x1 1/4' GR. 5 f00 �---------- p O1t 10 GIRT CUP PL 3/16" x 4" --------------- i (2) 1/7 0 x 1 1/4' GR. 5 F CUP PL 3/16' x Ir A t GIRT GIRT Q o GIRT 2) 1/Y 0 x 1 1/4" GR. 5 1 OOi i I --- ---------- ---- ---- ----------- oot t 1 DOOR JAMB 1 GIRT CUP PL 3/16" x 6" t ! _ GIRT CUP PL 3/i6"\6' GIRT CUP PL 3/16' x 6"GIRT 2) 1/Y 0 x 1 1/4" GR. 5 (2) 1/Y 0 x 1 1/4 GR. 5 (2) 1/2' 0 x 1 1/4' GR. 5 \ z BY PASS ENDWALL DETAIL IL BY PASS CORNER DETAIL M BY PASS PURLIN CUP DOOR JAMB DETAIL N LMO INUNE GIRT CONN. ® SIDEWALL 0 LNTO INUNE GIRT CONN. ® CORNER P. 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L u LD QQUO �z. .P�'pN C7 � � a No � �4 _ o_ f I I I S I}N O L , 12° K 2 1 L O ne '1 6 y x • � A Q = _I * + _ N I Dx GAP 12" 24'�x 25'-0' ad_ 75'-O"O.A. © © a:'Pa �y A a Glrnf 80 0�T11.NIZT tm��� rn x p0 yx�ovD ' ooC{iINZO NOEL, T` K NZ 7T 7TN NN Fl 00� D� ARL - M a� / 2 �'EICISTG Bpi LIME mAm - _ 3 n w Z P3 s r r� REVISION DATE PRO.Y DATE 04-11-94 ARI-ImTON WA DWG DY•com TITLE FOUNDATION PLAN DEALER- Weerwa PropeRTIES 13� S CHECKED DY, 1H5 DRAWING,INCWDING DESIGN PRINCIPLES,IS THE PROPERTY OF PBU[D IE,\a SYSTtMS PAGE FI OR F2 1RU55—T SIRUCNRES,INC.AND SHAH NOT BE REPRODUCED.COPIED OR lO BEDUIN IN—OR IMPNNE 1Y(IHOUf ONSTIf1DE A IDEIRNMEIT G NOT HANJEAC BRED RY 1RU55'SIA ICNRES.INC. JO& 94-4069 _ DMECTIY OR INNRECIIY TO TRUSS—T MU—S.INC. 2100 N.PACIFlC HWY. WOOOHURN OREGON 9i0'!1 PHONE eO�/981-9581 MIN. COVER ------------ rn — r X If 0/0 12" 010 1 3" N -- _ da Asa e 1/2 Ab. F tw. rJ rn Ilo 0 N - ` ,_2" PROD. 0 (7'` /fig MIN. EDGE 015TANCE vARIE 2 "MIN. COVER � n 12" MIN. 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WOODBURN, OREGON 97071 PHONE 503 / 981-9581