The URL can be used to link to this page

Specifications STEEL .( 4. • 123 BUILDINGS STRUCTURAL CALCULATIONS • CUSTOMER PACIFIC UTILITY EQUIPMENT CO 4J.OB. NO. J18408 INDEX A, DESIGN LOADS ANA REACTI ®NS B. PLAN C. SHEETING DESIGN D. SECONDARY FRAMING !DESIGN E. ENDWALL DESIGN 1.1 °G4 F . RIGID FRAME DESIGN -/ G. LONGITUDINAL BRACING H. SPECIAL FRAMING DESIGN CBC STEEL BUILDINGS IS AN APPROVED FABRICATOR OF STEEL BUILDINGS: ICBOES FA -322 CITY OF SEATTLE CERTIFIED PLANT CITY OF LOS ANGELES - TYPE 1 FABRICATOR PO BOX 1009 LATHROP CALIFORNIA C 209) 983 - 0910 IDES- I iC1'4 1=4:4 FRIPh1y1ETE 1 E • By AAT Sheet A —1 Date 10 -14 -1998 Cust PACIFIC UTILITY EQUIPMENT CO.Job # 18408 STRUCTURE DESCRIPTION Building Width (span) : 52 ft. Eave Height 24 ft. Bay Space (trib) : 24.5 ft. Roof Slope 3 in. /ft. BASIC LOADS Roof Live Load 25 psf Frame Live Load (UBC) . 25 psf Wind Load (1994 UBC) : Speed 80 mph Building Dead Load 4.5 psf CRANE LOADS (1) 5 Ton capacity column mounted bridge crane. *** This structure is designed in compliance with CPC specifications and standards utilizing the pertinent provisions and recommendations of the American Institute of Steel Construction (RISC) International Conference of Building Officials (UBC), American Iron and Steel Institute (AISI), the Metal Building Manufacturers Association (MBMA) and their publications. ** F' EE FzZ E cT I DNI By AAT Sheet A- - Date 10 -14 -1998 Cust PACIFIC UTILITY EQUIPMENT CO. Job # 18408 1 1 1 1 D L + L L D L + W L I 4.7 k 4.7 k : 6.2 k 18.6 k 18.6 k 6.2 k 1. l k I ( D L +. W L I I 6.2 k 5.4 k f 4 k 2 0. c. 4 k RIGID FRAME LINES ' 1' thru. ' 5' ANCHOR BOLTS (4) 3/4 in. dia. x 16 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 6 in., ASTM A36. F IRAh1E REfhCT I Dr4 By AAT Sheet A-3 Date 10 -14 -1998 Cust PACIFIC UTILITY EQUIPMENT CO. Job # 18408 DL + 1/E LL + CR DL + 1 /E. WLI + CR 2.7 k. 4.9 k :�2.7 k 4.1 k �C � fi fi t .fi 17. ,.� k ,:� 1. 8 k �. c k cam. 0 k DL + 1/2 WLII + CR 2.8 k . 5.3 k 8.0 k d3.7 k RIGID FRAME LINES 7 1' thru. '5' ANCHOR BOLTS (4) 3/4 in. dia. x 16 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 6 in., ASTM A36. F= F 'Pi E FR E T I D NI By AAT Sheet A— - - Date 10 -14 -1998 Cust PACIFIC UTILITY EQUIPMENT CO. Job # 18408' • 1 W L (longitudinal) S L (longitudinal) J _E. 9 k 3.0 k 1.0 k 0 .9 k 3.6 k -� 4.7 k 0,8 k `.0 k PORTAL FRAME LINE 'B' ANCHOR BOLTS (4) 3/4 in. dia. x 16 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 6 in., ASTM A36. • By AAT Sheet P -! Date 10 -14 -1998 Cu_tst PACIFIC UTILITY EQUIPMENT CO. Job # 18408 (-*) 70 t3 -Q 'r �� R T ----- - - - -�- - ..- %, ( ,; i 0 I A II 3 r 1 R f A 1 / \ / \ / \ / \I 1 P1---- \I Z. • 1 - 1 in 1 S2' o - - r' . I V1/411 Uolae I !BIN! By AAT Sheet C-\ . Date 10-14-1998 Cust PACIFIC UTILITY EQUIPMENT CO.Job # 18408 ROOF PANELS Span = 5 ft. Actual DL + LL = .92 + 25 = 25.92 psf *** USE: 26 Ga Standard R panel *** Allowable DL + LL = 38.1 psf (See chart 'C') >OK< WALL PANELS Span = 7.33 ft. Actual WL = 14.96 psf *** USE: 26 Ga Standard R panel *** Allowable WL = 17.5 x 1.33 = 23.33 psf (See chart 'C') >OK< FASTENERS Purlin Space = 5 ft. Wind uplift = 16.2 psf Actual W = 16.2 x 5 = 81 lbs/ft. *** USE: #12-24 x 1 in. Self Drilling Screw at 12 in. o.c. *** Allowable W = 504 lbs. (Atlas Bolt & Screw Co.) C7 [G al -< ct ID ID D mJJJ- IU` TTO•CIICJI(11UIm- p-G1GIWWNNNNrr .. r -{ +4 ' 9JUN9J0W9JUN9JUIN9JUIN9JLnN9JLn -Im r m 1 9UI9Ln90518U Ln9U19Ln9U19Ln9Ln9U19UI9Ln9• W S.+ 0' r m n- r 1 ro r r•rrrr r n r W .-.pLnuia-4.D9 r ► -i-1 W NW• L` Ln 4 T 00 I l . 0 id o ...imu fJ .OW.OJJ9TTNG1N+5�9TC•1J.OTN9�J= •• •• m < = r I . • T. / .� .� rD r I I ' 0. -p , I 1 * W I * n c rrrrJG1.P.T90 4. m r � ri7 * � j i W 0 JJm.O9 PT .ol--o GJ.OJ UI .r.rO mTr" D 9N i m o 9 ,--mmuTWN.Dtbr0,...0 OGJO7.O�.OTmTrGJN0,- �. , D T (Ai., 1 I I 1 in W 9 r ._,•0 j rte= 1 D / ,. L.) I - I ITI n Z I T D n H rr►-'1-m I 'S m rrrrrpNromroWWG1 LnU1TJW.O►`WT9LnG1Ln= Z 1 °fj C Z W 0,4 m, O9N .�T0�9WJ0u.so,JNGIT . ~ 1 1 m +'• r , J)511- J= 7 m'- al 0 a Lo C•J n -h x n I rte rl -hx 1- }}y� 1J '< Cr rro � W w � M 1 1 < � £ • 1 W rr 1- x •� m p ►- •t-•rrNGJ�TmW9r1 ..t..= I y ••rrrrONNNC•1W.P. LnT�.IWGWT.OLnNW9LncDW• • •• -� ■ 1 W 0 G1 W.CTm9NLnmrT -•J P� UI.OJ99.O.L .O.OrOJLnNf c • • . • • • • • • • • • . . • • • • • • . . • . • 9 9 c --- ro ' -4 X FJW99GJ9I-W1.- N�09WWNrSMISI 79N.0 UW1 W 0 99 / 0 T' H o 9 9ro i 41 m • u Cow •I 1 z F r • 4-• 1 �' zo 1-- n o ^ G ; I r4 o rrrrr)w. -rD I I '--1 • 1 • r rr � A uum-„l.O9roumw , -.ro 0 1 1 L o �LnTm. O9N. I` Tmr .I`mroJr4.D 'n W • ••••••••••••••••••••••••••.w, C • J 1 o a ..01 --.t � Lnmumi-- 9Ju-.1. 1 0� .0Nrr9C•1D mm ■r 1 Q M 0.0 to .wc .• � I S W ? v # m ro 0 0 •• •• 1 / r c- - n r1--romrorC• 1W• i`LnLnTJ0r(4 -CDLn• 9 1 •p- 0J.OrG1T.OWmC•J9O .10.t-wm0N.Osm0esLnJr x-x m .` NTW►" ro-ium- .4wwcJN.O.OmmrmrJrsiro-o 1► ...w. ' m 9 SEGC3P413 C4 R"( IR f F'1 I NH3 DES I G F4 By AAT Sheet D -1 Date 10 -14 -1998 Cust PACIFIC UTILITY EQUIPMENT CO.Job # 18408 PURLIN DESIGN Span = 24.5 ft. Tributary width = 5 ft. Fy = 50 ksi Actual w(d1 + 11) = 5 x ( 1.6 + 25 ) = 133 lb /ft * ** USE: 8.5 in. 'V 14 Ga / 16 Ga Continuous at 5 Ft o. c. max * ** Refer to sheet 'D-2' for analysis. Laps @ Frame Lines 2.67 / 2.00 2 6 4 2.00 / 2.00 CHECK UPLIFT ON PURLINS Net uplift = 14.9568 - 1.6 = 13.36 psf Endbay moment = .077 x 13.36 x 5 x 23.67 "2 = 2880 lb -ft Bending stress = 2880 x 12 / 2.83 / 1.33 - 9160 psi * ** USE: ( 1 ) 1 x 1 x 16 Ga SAG ANGLES in endbay * ** REF: AISI Chart V- 3.3(B) Factor = SQR(( 11.33 x 12)^2 x 2.83 1(1.75 x 8.5 x .85 )) = 64 Interior bay moment = .036 x 13.36 x 5 x 24.25 "2 = 1413 lb -ft Bending stress = 1413 x 12 / 2.18 / 1.33 = 5836 psi * ** NO SAG ANGLES REQUIRED INTERIOR BAYS * ** Us (I) roi,J REF: AISI Chart V- 3.3(B) Factor = SQR (( 22.25 x 12) "2 x 2.18 /(1.75 x 8.5 x .765 )) = 116 • zzzz m cn zmz -rmin 0000 1-1-1-1-1- r w CrC WW : 0000 - C•1n)1•- •9DDwJTCn�C•1ro - m �c•lror -• D U) 3D3 Goon mmmm 3 -< C t33U)07 kD?• noon • ? m-4m --1 CO . W ° 0 � n � o m 3333 1-r -n)ro r1- roro1-r '- r M °3m W x m 0000 r • rrorU z m u1 o I 0'- 3333 • • • • • • • • • • • • • • % Z m o o m 9 W 9 m mmmm 99NC•1roroLnLnn)rac•1C•199 - rorr 1-o 0 0 OCr tiD• 9O ZZZZ WW99JJ� PJJ99C•1C•1 • --P ..•t- --1 zrm 1- .o - --1 • • • • 2 0 n C 3 ski) 1-- UM ii ii LnLOCnCn 1-4 MUM cn a 9999 11 0 Z Z C•1 r• 11 -1 n JTTJ 1-1- 1-r 1-r 1-r r r m CO L4nL, L 1-NN' - '-- LnroC•1 m D D loco o JW- PrigLnW,P-- 1`C•1Lnro•P.WJ to z 0 -1 Cr t 1.- ; . . . . . .. .. . . ... . O m m cr 99999999999999 -1 r 3 0 roz 99999999999999 2 m m oat 1-o ro 1-o 1-o z z 1- r , m a C C C C .D ko s i , o 0 -4 0 y i c1- O 0 0 0 -F •1•` - U) D c1- m trim 99999999999999 f 9999 D U n o v �' 9999 99999999999999 T z o nlln 0 m 1-1-4-1- µ1-1- -+4- 4-•rrrrrrr '- 77 -I - 1.-.. •1-f •r1-1-. r• 0 &1-o - I-4 ...... W C•1 W C•1 C•1 C•1 C•1 W C•1 C•1 W W C•1 C•1 = 0) kD - Z mmmm I H Ln C -IT_1r . 0000 0 +-4 @ C D xxxx 99519999919549999 f r o 9 Ul Dm • • . • • . • • • • • • • • ,� 1-o r, ; 1-o 9 n 9 17 -1►-4 rorororc rr1- -•r r C 40 (4(4(4(4(4(4(4(4(4(4(4(4(4(4 ■ 9 9 T 9 m •• M Z JJJJ CBC1L00L0C100000000 - h 991. -1 r - C 000Ln0 99999999999999 c1- -- 1- t•-. -1 xxxx J Z - r • n 1-1-1-1- 1- m -4 -P-TT-P- z Ln 0 •< 1-1- •1..•1-1-1- 0 0 0000 0•..Wro1-- 9.00JT0- -Wn)1 -- 0 xl 1-o . WWWW m r c.1 D o • & 1-o 1-o 1-o 3 C = - = = _ ro t-1 NNNN 1 I 2W 9TO& 71 i •D 17 =• == I"I III II-1 om 9J99 - 3 J0'1-TroWJC•1ro 3Z ... 1 m 91- Coromml-- WWW- P-001-19 and 1 z • . . . . • • • . • • • • • • Z H -1 T3MMM +5I -• Pr TJJJT- t`r.1.`r - 9 — 1z • mmmm 0)6) n O 000 0 r•r•t+.N. . • 0000 crcrcrcr 91- 0091999999991-9 7 99 E...1- . N. • . • • . • • • . • • • • . • c2 m ”'N ==== 9141-99C•1999W9191 -•C•19 -'0 m 1-1- minim 9 1/4D T 9 J .-D C•19 C•1 ‘D J 9 T kD & 0 c+ •.1.i` 3333 o r 1-1- O 000 0 a a a a 1 1 1 1 1 1 1 as ICJ 1/4r) y m y m m m 999999999999999 -I-1 CD J J J • . . . . •• . • • • • • • ct U) o crcrcrcr 999999999999999 7 -h UM II II II 1-99999999999991- m r Jro0) 9rro&ror9 - ro-.i c+• mTTm •091-TroJ.t-9�JroTr9,.o W . Ln cn .1` -- GI11111' R 'Y 11 IR IN1 r1/24 B I 10 IN4 By ART Sheet D- Date 10-14-1998 Cust PACIFIC UTILITY EQUIPMENT CO.Job # 18408 EAVE STRUT DESIGN SPAN = 24.5 ft. Tributary width = 1.45 ft. Actual w(dl + 11) = 1.45 ( 3.57 + 25 ) = 41.42 lb/ft *** USE: 8.5 in x 8.5 in x 16 Ga simple span Eave Strut *** Allowable w(dl + 11) = (20,000 * 2.47 / 24.5 ^2) = 82.3 lb/ft >OK< • • E3 t D I ID ( R Y t IRi=btell 1 IDES I'BIN By AAT Sheet D--4 . Date 10 -14 -1998 Cust PACIFIC UTILITY EQUIPMENT CO.Job # 18408 GIRT DESIGN Eave Ht. = 24 ft. Wind Load = 14.96 psf `, ELEVATION Trib Width _ 19.33 ft. 5.34 ft. 4.50 ft. * * ** USE: 8.5 in /Z x 16 Ga. GIRTS *** ** Actual w(w1) = 79.79 lb /ft Allowable w(w1) = 73.00 x 1.33 = 97.33 lb /ft >OK< Trib Width Span 13.33 ft. 6.00 ft. 24.50 ft. * * ** USE: 8.5 in ' Z' x 16 Ga. GIRTS * * * ** Actual w(w1) = 89.74 lb /ft Allowable w(w1) = 73.00 x 1.33 = 97.33 lb /ft >OK< Trib Width Span 7.33 ft. 6.66 ft. 24.50 ft. * * ** USE: 8.5 in 'Z' x 16 Ga. GIRTS * * * ** Actual w(w1) = 99.67 lb /ft Allowable w(w1) = 73.00 x 1.33 = 97.33 lb /ft >OR< * ** See Chart 'D' * ** Prflvid.e, a c) i-ii a (5. 511.4 C ^ t A i✓ J -7 ( ) �o rG ced L'a S 6 5 2 t.- 11 `/6.; 1J/ &C -I C.r,o U d ) z "gyp I -1`5 �n,A _ec o� . eEGGN I1311 1 RNe FAR Ph Pell I NI E 1 10 1`+1 By AAT Sheet D -S Date 10 -14 -1998 Cust PACIFIC UTILITY EQUIPMENT CO.Job # 18408 - - G IAP1 Ft ' D' -'E- NC --31[- SECTION PROPERTIES Fy = 50 ksi Fb = 30 ksi Member Lbs/ Area Sxx SyX Rxx Ryy 0 Size Ft in "2 in"3 in'',, in. in. Purl ins 8.5x2.75x16 ga ' Z' 3.01 0.89 2.18 0.43 3.30 1.23 .60 and 8.5x2.75x14 ga ' Z' 3.76 1.11 2.83 0.55 3.30 1.24 . 67 Girts 8.5x2.75x16 ga ' C' 3.01 0.89 2.18 0.38 3.30 1.01 . 60 8.5x2.75x14 ga ' C' 3.76 1.11 2.83 0.47 3.30 1.01 . 67 Eave 8.5x2.75x16 ga 3.78 1.11 2.47 2.47 3.50 1.54 .72 Struts 8.5x2.75x14 ga 4.72 1.39 2.98 2.98 3.50 1.55 .79 CONTINUOUS PURLIN DESIGN SIMPLE SPAN DESIGN No. Live Bay End Int Laps Allow Bay Allow Bays Load Space Bay Bay Ft. /Ft. Lbs/ Space Gage Lbs/ psf Ft. Gage Gage Ft. Ft. Ft 20 16 0 0.00/0.00 109 18 16 135 20 25 16 0 2.67 /2.67 107 14 175 30 14 0 4.00/4.00 111 19 16 121 20 16 0 2.00/2.00 171 14 157 2 25 25 14 0 2.67/2.67 156 30 14 0 4.00/4.00 111 20 16 109 14 141 20 16 0 2.00/2.00 171 30 25 14 0 2.67/2.67 156 21 16 99 30 14 0 4.00/4.00 111 14 128 20 16 16 0.00/0.00 109 22 16 90 20 25 16 16 2.67/2.67 117 14 117 30 14 16 4.00/2.67 108 23 16 82 20 16 16 0.96/0.96 168 14 107 3 25 25 14 16 2.67/2.00 150 30 14 16 4.00/2.67 108 24 16 76 14 98 20 16 16 0.96/0.96 168 30 25 14 16 4.00/2.67 158 25 16 70 30 14 16 4.00/2.67 108 14 91 20 16 16 0.00/0.00 109 26 16 64 20 25 16 16 2.67/2.00 119 14 84 30 14 16 4.00/2.67 109 27 16 60 20 16 16 0.96/0.96 156 14 78 4 25 25 14 16 2.67/2.00 138 30 14 16 4.00/2.67 109 28 16 56 14 72 20 16 16 0.96/0.96 156 30 25 14 : 16 4.00/2.67 165 29 16 52 30 14 16 4.00/2.67 109 14 67 30 16 48 14 63 EIVIDIA ALL F IRIP)P l I I'U3 0 l I 3t Ry AAT Sheet E — Date 10 -14 -1998 Cust PACIFIC UTILITY EQUIPMENT CO. Job # 18408 END POST DESIGN End wall ' 5' Length = 29.50 ft Trib width = 13.00 ft * ** USE: (2) 8. 5 x 2.75 x 14 Ga ' C' s Sxx = 5.66 in`''3 Actual w (w1) = 13 ft x 9.9712 psf = 129.63 lb /ft Allowable w(w1) = 130.08 x 1.33 = 173.44 lb /ft (See Chart 1 E' ) US AC- 3 I�/ ZcQ C00ne 13v, +p ‘%.*elOvii,l. FIa."` S. � Kq i � eAvti 1,90-h sides EF4IDJf4I_.1.. F' 1FIPHIr1 1 1' 11 E 1 1 tNI = By AAT Sheet E- 2 Date 10 -14 -1998 Cust PACIFIC UTILITY EQUIPMENT CO. Job # 18408 - anE - E - - C 1-4 d 1 1 E ' - - -X- Light Gage Coldfor.med Shapes: Fy = 50 ksi , Fb = 30 ksi Size Wt /ft Area Sxx Syy Rxx Ryy Q 8.5 x 2.75 x 16 ga 'C' 3.00 0.87 2.18 0.38 3.30 1.01 .60 8.5 x 2.75 x 14 ga 'C' 3.76 1.08 2.83 0.47 3.30 1.01 .67 8.5 x 2.75 x 16 ga 'JP 6.00 1.74 4.36 0.88 3.30 1.25 .60 8.5 x 2.75 x 14 ga ' ] C' 7.34 2.16 5.66 1.19 3.30 1.26 .67 10 x 5.5 x 14 ga 'Z' 5.06 1.49 4.35 1.15 3.93 1.63 .62 10 x 5.5 x 12 ga 'Z' 7.10 2.09 5.72 1.61 3.91 1.63 .71 8.5 x 8.5 x 16 ga 'B' 4.89 1.44 3.34 3.34 3.19 3.19 .60 (3) Three Plate Built -up Shapes: depth flg size web Wt /ft Area Sxx Syy Rxx Ryy Rt 8.5 5 x 3/16 10 ga 10.08 2.97 9.04 1.56 3.60 1.15 1.33 8.5 5 x 1/4 10 ga 12.14 3.58 11.36 2.08 3.67 1.21 1.36 8.5 6 x 1/4 10 ga 13.84 4.08 13.36 3.00 3.73 1.49 1.64 8.5 8 x 1/4 10 ga 17.24 5.08 17.36 5.33 3.81 2.05 2.22 NOTE: Rake beams and end posts are designed as simple span. End post anchorage : (2) 3/4 dia. anchor bolts. Formulae for Allowable Load Determination: M = w x L''2 / 8 then w = 8 x M/ LA2 = 8 x (Fb x 8) / LA2 Allowable w = (8 x 30000 x S / 12) / LA2 = 20,000 x S / LA2 CPC Steel Buildings Job 18408 Seq 1/4225 Date 10/14/98 09:30 page F— 1 MBP Computer System — Rigid Frame Design, Copyright by ISE, Inc., 1991 F R A M E D E S C R I P T I O N 1 MBP Data File Name: 18408.MBP Run Title: RIGID FRAME LINES '1' thru. '5' Customer: PACIFIC UTILITY EQUIPMENT CO. MBP File Creatn Date: 10/14/98 09:28:05 Analysis / Desg Date: 10/14/98 09:29:43 Prepared by : AAT Frame Type : CLEAR SPAN Bldg Width (ft) : 52.000 Eave Height (ft) : 24.000 Roof Pitch (in /ft) : 3.000 Bay Spacing (ft) : 24.500 Live Load (psf) : 25.000 Dead Load (psf) : 2.000 Wind Speed (mph) : 80.000 Num of Nodes: 5 Num of Supports: 4 Num of Members: 4 Num of Member Types: 2 Num of Segs per Mem: 8 Num of Load Cases: 6 Num of Load Combs: 6 Node Coordinates Node 1 2 3 4 5 X— Coordinate (ft) 1.208 1.811 26.000 50.189 50.792 Y— Coordinate (ft) .0000 22.692 28.739 22.692 .0000 Support Locations Support 1 a 3 4 At Node 1 1 5 5 Direction Horizontal Vertical Horizontal Vertical Member Data Member 1 2 3 4 Node at the Start 1 2 4 5 Node at the End 2 3 3 4 Length of the Member (ft) 22.700 24.933 24.933 22.700 Member Kind BU /TD /EF /Op BU /TD /EF /Op BU /TD /EF /Op BU /TD /EF /Op Normal /Opp State Normal Normal Opposite Opposite End — Release Code 00 00 00 00 Yield Stress Fy (ksi) 50.000 50.000 50.000 50.000 Modulus of Elast, E (ksi) 29000.000 29000.000 29000.000 29000.000 CRC Steel Buildings Job 18408 Seq 1/4225 Date 10/14/98 09:30 Page F- 2' LOAD I N G LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load I 5 : Wind Load II 6 : Crane Load LOAD COMBINATIONS 1 : DL + LL -2 : DL + WL I - 3 : DL + WL II 4 : DL+ 1 /2LL +CL -5 : DL + 1/2 WL I + CL -6 : DL + 1/2 WL II + CL LOAD COMBINATION COMPOSITIONS (PERCENTS) Load Case 1 Load Case 2 Load Case 3 Load Case 4 Load Case 5 Load Case 6 1 : 100.000 100.000 100.000 - 2 : 100.000 100.000 100.000 - 3 : 100.000 100.000 100.000 4 : 100.000 100.000 50.000 100.000 - 5 : 100.000 100.000 50.000 100.000 -6 : 100.000 100.000 50.000 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. Load Case 2 > Member 2 Member 3 UNIF L Magni (kip /ft) : - .04750 - .04750 From (ft) -1.867 -1.867 To (ft) 24.933 24.933 Eccen (ft) .0000 .0000 Angle (degr) VER VER Load Case 3 > Member 2 Member 3 UNIF L Magni (kip /ft): -.5942 -.5942 From (ft) -1.867 -1.867 To (ft) 24.933 24.93 Eccen (ft) .0000 .0006 Angle (degr) VER VER Load Case 4 > > > Member 1 Member 2 Member 3 Member 4 UNIF L Magni (kip /ft): -.2443 .2748 .2138 .1527 From (ft) .0000 -1.440 -1.440 .0000 To (ft) 24.008 24.933 24.933 24.008 Eccen (ft) .0000 .0000 .0000 . 0000 Angle (degr) POU POU POU POU Load Case 5 ) • ) > Member 1 Member 2 Member 3 Member 4 UNIF L Magni (kip /ft): -.2443 - .09160 .2138 .1527 From (ft) .0000 -1.440 -1.440 .0000 To (ft) 24.008 24.933 25.933 24.008 Eccen (ft) .0000 .0000 .0000 .0000 Angle (degr) POU POU POU POU Load Case 6 ) ) ) Member 1 > Member 4 ) CONC L Magni (kips) -7.000 1.100 1.100 - 21.000 _ At (ft) 16.756 18.006 18.006 16.756 Eccen (ft) -1.847 1.687 1.687 -1.847 Angle (degr) VER HOR HOR VER CPC Steel Buildings Job 18408 Seq 1/4225 Date 10/14/98 09:30 Page F- 3 RESULTS 1 • Support Reactions kips for and vertical supports kip -ft for rotational supports DL + LL Sup: 1 2 3 4 AtNode: 1 1 5 5 Direc: Horizontal Vertical Horizontal Vertical Reac: 4.602 18.567 -4.602 18.567 DL + WL I AtNode: 1 1 5 5 Direc: Horizontal Vertical Horizontal Vertical Reac: -6.135 -6.117 -3.006 -1.100 DL + WL II Sup: 1 2 3 4 AtNode: 1 1 5 5 Direc: Horizontal Vertical Horizontal Vertical Reac: -6.200 - .3535 -5.336 2.304 DL + 1/2 LL + CL AtNode: 1 1 5 5 Direc: Horizontal Vertical Horizontal Vertical Reac: 2.674 17.451 - 4.874 31.758 DL + 1/2 WL I + CL Sup: 1 2 3 4 AtNode: 1 1 5 5 Direc: Horizontal Vertical Horizontal Vertical Reac: -2.694 5.109 -4.076 21.925 DL + 1/2 WL II + CL Sup: 1 2 3 4 AtNode: 1 1 5 5 Direc: Horizontal Vertical Horizontal Vertical Reac: -2.727 7.991 -5.241 23.627 Highest Combined Stress Ratios Member 1 2 3 4 Comb Stress Ratio .5675 .5192 .5192 .5675 Final Lat Sup Sp Top (ft) 6.000 5.000 5.000 6.000 Final Lat Sup Sp Bot (ft) 6.000 5.000 5.000 6.000 Station (ft) 21.964 .8470 .8470 21.964 Load Comb 1 1 1 1 Highest Shear Stress Ratios Member 1 2 3 4 Shear Stress Ratio .1847 .5993 .5993 .1847 Station (ft) 4 21.964 .8470 ..8470 21.964 Load Comb 1 1 1 1 • CPC Steel Buildings Job 18408 Seq 1/4225 Date 10/14/98 09:30 Page F— 4 Final Sections Member 1 Member 2 Member 3 Member 4 Member Type 1 2 —2 Final Flange Width (in) 6 6 6 —6 Final Flange Thick (in) 3/8 3/8 3/8 Final Web Thickness (in) 3/16 3/16 3/16 3/16 Final Depth at Start (in) 12.000 24.000 24.000 12.000 Final Depth at End (in) 26.480 24.000 24.000 26.480 Length of the Member (ft) . 22.700 24.933 24.933 22.700 Weight of the Member (lbs) 616.513 752.870 752.870 616.513 Weight of the Frame (lbs) : 2738.766 • C RIGID FRAME LINES '1' thru. '5' • . 1/4 4 1 • 1 2 4 1 '1 MBP System — COnnectian Processor, Version 1.2 (4/91) MBP file name: 18408.MBP Customer: PACIFIC UTILITY EQUIPMENT CO. Run 't it l e : RIGID FRAME LINES '1' thru. '5' Frame analyzed /designed: 10/14/98 09:29:43 This report created: 10/14/98 09:29:55 C O N N E C T I O N D E F I N I T I O N S CONNECTION 1 On member 1, At 21.935 ft, Angle: HOR Min In —Plane Dim: 26.001 in, Min Transversal Dim: 6.000 in CONNECTION 2 On member 2, At 24.933 ft, Angle: VER Min In —Plane Dim: 24.739 in, Min Transversal Dim: 6.000 in CONNECTION 3 On member 4, At 21.935 ft, Angle: HOR Min In —Plane Dim: 26.001 in, Min Transversal Dim: 6.000 in • • • n n 0 H T O O O nr Z nr z nr z o o II II oo Z II it oo Z 11 II oo Z TirI WNI- a9) m ONC.11 Wro►•. a s m TLn.- wroi -- a w m ONCn.pWW1- 11 cra n (To. n D n o -1 -1 -1 .... il n 1--i N F ..: o z z rrr o m D Cf ++++++ 0 I 1 Co rig 1 r-- !-• r E£ r n 1 F-` I i- - 1 1 1 1 " .. r r r o D NISI-1-'J x-mD 1- I W I ro.- x 11 TJ x rorora 3 .•'• O X f N . O X H H r9C•J'JT�O 1711. Ln-F•Jro@T D'; r• W�WLD -40 1:11!-- ££rH '-4 -! C. WTIDkOJ ui rl ti �OLnJLnro9 o r) w DDc0u.o,1 00a rrr Z r,p W uu a - -m" kD kD - ro - m f-' 0 '-o i- D i .,.. r r ... r -1. -1 n 1-1 N +0 o O + r z n m Z nr • r z 1 1 1 1 I --- 11 11 --- 1 1 1 1 M • 1-07 . . w.07 1-07 n .`WJoC•1T D i m CAJT 1:1 T o J m - ) : - G 1 . $ 1 0 rQ r Ln -pro 9 woal Ln cip . s. 0 6 9J -1 0"1-.P.-4-P-10 " m - 5 C•1 C7 C•J S1 CIO " m i wo .p. r••- T ro -m O • z 1 1 1 1 1 1 Z' W I 7.7 W 1 I x' W m . - 1 - . N , . . 0 r• 3 m 1 -1` 1 '-- Co 1'.3rD .t - � J J 1/4O }-. 3 m rowcoco .o5r D o O 1 - •J @ -•CD51 loo= ro&•9TrS 1:10 as 1 as l a J t•- W kO C7 W -h m r•-• •` ro ro C•1 T ro -hr r✓• -- r 0 T c ro -h m r• L %.0%.0 DC]T c1-O O .- 1-TT07J c`O O .DrSILnN.•T ch O -t-J9 `-'cto rCn5rJLn51 --crtn LnC.1roL11roJ ctta 1'I F I C I ID F= F2C4I'1E G E3h.IF IEc i I DNI I3EE3 I (3 NI By AAT Sheet F- E3 Date 10 -14 -1998 Cust PACIFIC UTILITY EQUIPMENT CO.Job # 18408 KNEE CONNECTION USE : Plate 6 x .5 x 29.75 in. (Fy = 50 ksi)f w/ 3/4 in. dia. ASTM (A325 -N) High Strength Bolts Plate Allow bolt tension w/ stiffener = 14.302 k /bolt Plate Allow bolt tension w/o stiffener = 7.151 k /bolt Bolt Allowable tension = 19.400 k /bolt Actual Dead + Live moment = 90.30 k -ft (Outside bolts in tension) Allow Dead + Live moment = 148.09 k -ft w/ 3 rows of bolts w/ 0 stiff 1 row of bolts outside flange Actual Dead + Wind moment = 76.70 k -ft (Inside bolts in tension) Allow Dead + Wind moment = 136.66 k -ft w/ 3 rows of bolts w/ 0 stiff,/ RAFTER RIDGE CONNECTION USE : Plate 6 x .5 x 28.5 in. (Fy = 50 ksi) 17 w/ 3/4 in. dia. ASTM (A3`5 -N) High Strength Bolts Plate Allow bolt tension w/ stiffener = 14.302 k /bolt Plate Allow bolt tension w/o stiffener = 7.151 k /bolt Bolt Allowable tension = 19.400 k /bolt Actual Dead + Wind moment = 18.70 k -ft (Upper bolts in tension) Allow Dead + Wind moment = 102.50 k -ft w/ rows of bolts w/ 0 stiff„ Actual Dead + Live moment = 80.30 k -ft (Lower bolts in tension) Allow Dead + Live moment = 116.80 k -ft w/ 2 rows of bolts w/ 0 stiff 1 row of bolts below flange COLUMN BASE PLATE Vertical load = 31.76 kips k Column flg width = 6.00 in. * ** USE: BASE PLATE 8 x .5 x 13 in. ( 50 ksi) ✓ Min Req'd Thk : 1.6 x SQR C 31.76 / ( 8 x 13 x .25 x 50 ) 3 = .25 in leLIFZirmalCIIIN-11B By AAT Sheet G-| Date 10-14-1998 Cust PACIFIC UTILITY EQUIPMENT CO.Job # 18408 BLDG DATA Bldg width = 52.00 ft Bldg length = 98.00 ft Bay space = 24.50 ft Eave height = 24.000 ft Ave EW height = 13.625 ft LOADS Wind Pressure = 16.20 psf Wind Load = 16.20 ( 52.00 x 13.625 ) / 1000 = 11.48 kips Seismic Zone = 3 Importance Factor = 1.00 W = ( 4.5 ) x ( 52 x 98 ) + ( 6 ) x ( 52 x 13.625 ) = 27183 lbs ZIC 3Rw Seismic Load = | x x W | / 1000 L Rw 8 ] = [ 0.103 x 3 x 27183 ] / 1000 = 8.41 kips SIDEWALL BRACING USE ( ) X-braces : 3/4 in dia ROD BRACING- L(^JEW , Pmr 1 (see sheet B-1) /.t-up6 L'+e COS 0 = 24.5 / SQR( 24.5'2 + 24^2 ) = 0.714 Wind Load / X-braces Max tension wind = COS 0 = ( 11.48 / 4 ) / 0.714 = 4.02 kips Allow tension wind = ( 1.3333 x 8.4 ) > = 11.20 kips >OK< Seismic Load / X-braces Max tension seismic = COS 0 = ( 8.41 / 4 ) / 0.714 = 2.94 kips Allow tension seismic = ( 1.7 x 8.4 ) > = 14.28 kips }OK< av- +o ~ , L*ru' -4 5 - z * . G -{� ��c,�- \ ��- 4 �/ +- cx* r \ r � |(.^� 'Z- 4 IC. L f,c`r \ ,sa*._t_ 3'75 zl,\ \ �� =_ / . ��'� }c- ' ~ - CPC Steel Buildings Job 18408 —PF Seq 1/4226 Date 10/14/98 10:50 Page G MBP Computer System — Rigid Frame Design, Copyright by ISE, Inc., 1991 F R A M E D E S C R I P T I O N MBP Data File Name: 18408 — PF.MBP Run Title: PORTAL FRAME LINE 'B' Customer: PACIFIC UTILITY EQUIPMENT CO. MBP File Creatn Date: 10/14/98 10:49:16 Analysis / Desg Date: 10/14/98 10:49:53 Prepared by : AAT Frame Type : CLEAR SPAN Bldg Width (ft) : 23.500 Eave Height (ft) : 16.750 Roof Pitch (in /ft): .000 Bay Spacing (ft) : 1.000 Live Load (psf) : 25.000 Dead Load (psf) : 2.000 Wind Speed (mph) : 80.000 Num of Nodes: 4 Num of Supports: 4 Num of Members: 3 Num of Member Types: 3 Num of Segs per Mem: 8 Num of Load Cases: 3 Num of Load Combs: 2 Node Coordinates Node 1 2 3 4 X— Coordinate (ft) .5000 .8490 22.651 23.000 Y Coordinate (ft) .0000 16.000 16.000 .0000 Support Locations Support 1 2 3 4 At Node. 1 1 4 4 Direction Horizontal Vertical Horizontal Vertical Member Data Member 1 2 Node at the Start 1 2 4 Node at the End 2 Length of the Member (ft) 16.004 21.801 16.004 Member Kind BU /TD /EF /0 BU/TD/EF/Op BU /TD /EF /Op Normal /Opp State Normal Normal Opposite End — Release Code 00 00 00 Yield Stress Fy (ksi) 50.000 50.000 50.000 Modulus of Elast, E (ksi) 29000.000 29000.000 29000.000 CBC Steel Buildings Job 18408 —PF Seq 1/4226 Date 10/14/98 10:50 Page C _� L O A D I N G ' LOAD CASES 1 : SELF WEIGHT 2 : Wind Load (longitudinal) 3 : Seismic Load (longitudinal) LOAD COMBINATIONS —1 : DL + WL (longitudinal) —2 : DL + SL (longitudinal) LOAD COMBINATION COMPOSITIONS (PERCENTS) Load Case 1 Load Case 2 Load Case 3 — 1 : 100.000 100.000 — 2 : 100.000 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. Load Case 2 Member 1 CONC L Magni (kips) 5.740 At (ft) 16.004 Eccen (ft) • .8490 Angle (degr) HOR Load Case 3 Member 1 CONC L Magni (kips) 1.870 At (ft) 16.004 Eccen (ft) .8490 Angle (degr) HOR CPC Steel Buildings Job 18408 -PF Seq 1/4226 Date 10/14/98 10:50 Page C7_4 RESULTS 1 Support Reactions kips for horizontal and vertical supports kip -ft for rotational supports DL + WL (longitudinal) 3 4 AtNode: 1 1 4 4 Direc: Horizontal Vertical Horizontal Vertical Reac: -2.826 -3.517 -2.914 4.656 DL + SL (longitudinal) Sup: 1 2 3 4 AtNode: 1 1 4 4 Direc: Horizontal Vertical Horizontal Vertical Reac: -.8902 -.7620 -.9798 1.901 Highest Combined Stress Ratios Member 1 2 3 Comb Stress Ratio 3126 .8727 3590 Final Lat Sup Sp Top (ft) 16.000 22.000 16.000 Final Lat Sup Sp Pot (ft) 16.000 22.000 16.000 Station (ft) 15.272 20.985 15 .272 Load Comb 1 1 1ir Highest Shear Stress Ratios Member 1 2 3 Shear Stress Ratio .1934 .2715 .1989 Station (ft) 15.272 20.985 15.272 Load Comb 1 1 1. Final Sections . Member 1 Member 2 Member 3 Member Type 1 2 -3 Final Flange Width (in) 8 8 8 Final Flange Thick (in) 1/4 1/4 1/4 Final Web Thickness (in) 10 Ga 10 Ga 10 Ga Final Depth at Start (in) 12.000 18.000 12.000 Final Depth at End (in) 20.390 18.000 20.390 Length of the Member (ft) 16.004 21.801 16.004 Weight of the Member (lbs) 333.387 472.116 333.387 v Weight of the Frame (lbs) : 1138.891 • C PORTAL FRAME LINE 'B' 2 2 3 \2 N1 I , 3 1 3 4 2 ,q MBP System - COnnection Processor, Version 1.2 (4/91) C-, -(D MBP file name: 18408 - PF.MBP Customer: PACIFIC UTILITY EQUIPMENT CO. Run title: PORTAL FRAME LINE 'B' Frame analyzed /designed: 10/14/98 10:49:53 This report created: 10/14/98 10:49:59 C O N N E C T I O N D E F I N I T I O N S CONNECTION 1 On member 1, At 15.254 ft, Angle: HOR Min In -Plane Dim: 20.002 in, Min Transversal Dim: 8.000 in CONNECTION 2 On member 3, At 15.254 ft, Angle: HOR Min In -Plane Dim: 20.002 in, Min Transversal Dim: 8.000 in . F O R C E S AT C O N N E C T I O N S =LIST OF LOAD COMBINATIONS — 1 : DL + WL (longitudinal) —2 : DL + SL (longitudinal) CONNECTION 1 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip —ft) — 1 3.835 2.826 41.871 1.080 .890 13.269 CONNECTION 2 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip —ft) —1 —4.338 —2.914 — 42.949 — 2 — 1.583 —.980 — 14.364 • I 1 ID F= FRCrellE CDNJIN1/41 C'i I DINI IDES I C3 NI By AAT Sheet C -8 Date 10 -14 -1998 Cust PACIFIC UTILITY EQUIPMENT CO. Job # 18408' KNEE CONNECTION USE : Plate 8 x .5 x 27.5 in. (Fy = 50 ksi) ✓ w/ 3/4 in. dia. ASTM (A325 —N) High Strength Bolts Plate Allow bolt tension w/ stiffener = 14.302 k /bolt Plate Allow bolt tension w/o stiffener = 7.151 k /bolt Bolt Allowable tension = 19.400 k /bolt Actual Dead + Wind moment = 43.00 k —ft (Outside bolts in tension) Allow Dead + Wind moment = 127.13 k —ft w/ 2 rows of bolts w/ 0 stiff 1 row of bolts outside flange Actual Dead + Wind moment = 41.90 k —ft (Inside bolts in tension) Allow Dead + Wind moment = 127.13 k —ft w/ 2 rows of bolts w/ 0 stiff,/ COLUMN BASE PLATE Vertical load = 4.66 kipsb/ Column flg width = 8.00 in. * ** USE: BASE PLATE 8 x .375 x 13 in. ( 50 ksi)c/ Min Req'd Thk : .8 x SQR C 4.66 / ( 8 x 13 x .25 x 50 ) 3 = .048 int/ • C B C STEEL Building BUILDINGS • Specifications GENERAL DESIGN• Structure shall be designed iii compliance with these CBC specifications and: standards utilising the pertinent provisions and r ecommendauons of the Aimerican Ins4tute of Steel Construction (AISC), lntetnat tonal Conference of Building Officials (UBC) American Iron and:'Stcel Institute (AISI) the Metal Bu�ldmg M anufaciurers Association (MBMA) and their publications: Stand desi loads :I ive load. Wind l and per the Uniform B;utldrrng C ode, or as detennirned by the local building official: Primary Framing Rigid frames Shall be either tapered or constant depth `1"beam sections fabricated: by automatic welding Rigid frames shall be bolted together where required w ith A325 N bolts Post and Beam End Frames Shari be fabricated o f ei her grid formed sections or built up sections fabricated by welding as dictated bs% design loads Anchorage Shall be anchored to concrete foundations at the base of frame columns with anchor bolts cast m place Column base reactions are indicated m the structural calculations; for use >u preparing foundation design by others Secondary Framing Purlins and girls shall be fabricated of cold formed steel 8 1/2" deep with a 2 3/4' wide stiffened flange Minimum thickness is 16 U S gage Spacing and g age of these members; shall be as determined by design and shown on the plans Parlors grid guts shall be aftached to the primary framing members with 1/2" diameter A 307 bolts Primary and Secondary Framing Pa�nt� All frames, purlins and grits shall receive one (1) shop coat of rust inhibitive pruner after being thoroughly cleaned of`all loose'mill and scale rust Primary and Secondary framing Material Specifications Plates and bars used fabricating automatically continuous :welded.beams and columns Materials conform to'the requirements of ASTM :A 529 A 572 and A 570 (Minimum Yield Point >50 0 ksi Structural Pipes Materials conform to the requirements of ASTM A 53. Cold Formed Steel Stoel used to form purlins and guts shall be hot rolled steel Materials conform to the requirements of ASTM A446 R oof a Wal Cover • Roof and wall covering shall be .formed front galvanized steel of minimum 26 U S gage with not less than 125 ounce per square foot (G, 90) of zinc coating ►Materials all conform to; the chemistry requirements of ASTM A446 Roof and wall panels shall be fastened to framing members with # 12 hex head cadmium plated self;tapprng self- drilling screws Factory coated; baked enamel colored roof and wall sheets will beprovided optionally with colors tobe selected from.: available colors Htghribs of the`panel shalt be spaced at 12" on center These ribs shall be I l /4" rn depth Roof and wall panels shalt be made to overlap . ; one rib.: ;The panels shall>.provide; a net coverage of 3 0 Fiberglass Reinforced Translucent Panels Where translucentroof or sidewall panelare indicated, they shall haves profile matching the adjacentsteel panels Nominal weight of panels shall be 8 ounces per square foot acid a nominal thickness of .060 inches Walk. Doors Standard walk door shall be 3 0 x 7 O" x 1 3 /4cinch thick single; swing flush type steel construction Doors shall be galvanized and bonderized for riaxrmum'rust protection, Ridge Ventilators Where`spectfied, ventilators shall be either continuous or circular ridge mounted. Circular vents maybe either stationary or rotary type. Gu Trim a nd Downspouts Gable, corner, door window, cave and gutter shall be of 26 U S ga galvanized steel A1t gutter splices shalt be field riveted and caulked to provide leakproof joints Ridge Cap The standard funned ridge cap shall be formed to match the roof slope and shall be of the same materials, color and configuration as the' roof panels Sealants Closure Strips Closures shall be constructed of semi rigid polyet]ylene foam. • Tape Sealant. Ribbon "mastic 1 "'x 3(32 ;shall be provided for side and end; laps of roof panels Gutter Sealant. Acrylic base polymer applied with open barrel caulking gun