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Plans (52) 60,2c)( o- coeT O Site Address: 11945 SW ' 0 " OFFICE COPY il Building Division TrGA RI) Deferred Submittal Transmittal Letter TO: DAN NELSON DATE RECEIVED: DEPT: BUILDING DIVISION FROM: SEP 2 s zcia CITY OF TIGARD COMPANY: BUILDING DIVISION PHONE: By RE: 11945 SW 70 Ave BUP2010 -00070 (Site Address) (Permit/Case Number) TVFR (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ f () IL ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: Copies: ; Description; 2 Communication Tower Remarks: PRIOR TO INSTALLATION NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building. The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 F O 1E' _ SE ONLY , Routed to Permit Technician _ Date: 10 16 II - itals. Fees Due: ❑ Yes ( Fee Description: Amount Due: - Deferred Submittal Fee: $ Additional fee based on valuation: $ , Other: $ Total Fees Due: $ Special Instructions: Reprint Permit (per PE): ❑ Yes _ No n Done Applicant Notified: Date: Initials: The fee for processing and reviewing deferred plan submittal shall be an amount equal to 65% of the building based on the valuation of the particular portion or portions of the project with a minimum $200.00 fee. This fee is in addition to the project plan review fee based on the total project value. 1:Building \Fonns \Transmittal Leiter- DefrdSubmtl.doc 04/04/01 NOTES: I . TOWER BASE PLATE 15 DESIGNED FOR ROHN 25G FREE- STANDING TOWER WITH A MAXIMUM HEIGHT OF 20 FEET.(NOT INCLUDING ANTENNAS) 2. COMBINED HEIGHT OF ANTENNA AND TOWER SHALL NOT EXCEED 25 FEET, 3. ANTENNA AREA NOT TO EXCEED 4 SQUARE FEET. City of Tigard 4. CONTRACTOR TO VERIFY DIMENSIONAL COMPATIBILITY BETWEEN TOWER A. • roved Plans LEGS AND BASE PLATE PIPE SLEEVES, AS WELL AS BASE PLATE COMPATIBILITY �� - WITH STEEL SUPPORT STRUCTURE BELOW. BY 1 5 a l Date I, `t (b [� 6 I/2" 6 1/2" !" TYP. } O O N 0 e 3 TYP. 13A \Ii l`- � 6 • - ' -, 20° OFFICE COPY I 20° )-- ) 1 20° 'NN SLEEVE PIPE I/ STD. X 6" LONG TYP. / 1 Fr-,- O O Cpc R /4X 15 1' -3" N. NOTE: T _ DESIGN OF TOWER - 1/8 - \ 5 // 0 A325 THRU BOLT, BY OTHERS. I' - 7/8" TYP. OF (6) ilk COMMUNICATION TOWER BASE PLATE DETAIL 1 1/2" = 1' -0" 1 / 0 TOWER LEG, BY OTHERS, i FULLY EMBEDDED INTO SLEEVE - SLEEVE PIPE I/ STD. X 6" LONG, TYP. Z I (2)/2' 0 A325 THRU BOLTS, c g — .I I DRILL HOLES IN SLEEVE PIPE TO 5 /8' 0 A325 THRU BOLT _1 i_ MATCH HOLES IN TOWER LEGS ._I li. 3 /4" PLATE -- . . . I 1 • 3 /s / B me . - - - . I 1 STRUCTURAL STEEL '-- -� PLATE AND SUPPORT `,'-4 BELOW, BY KPFF , , \ \G / 0 4, 13A SECTION DETAIL 9 `: 1266P • ` 1 1/2" = 1' -O" STRUCTURAL DRAWINGS DRAWING INFORMATION m d roe `� _ p TUALATIN VALLEY FIRE & RESCUE DRAWING FILE: <‘;`), <‘;`), � C O MMAND AN OPERATIONS CENTER DRAWN BY: DS 10 -2052 9#, • 10 • � CHECKED 8Y: 4 9 K AM P Conwltin Engineers TIGARD, OR DATE: 6/30/2010 SHEET Na - 10175 SY 9m4w Prot SOL MB DATE: REVISION 1: EXPIRES: 6/30/11 1 Portland 97219 DATE: REVISION 2: SK- 13 Pik 50321121799 SCALE: JOB T V AZH CONSULTING ENGINEERS SHEET NO. OF - • - - - - -. !: •� 1 0175 SW BARBUR BLVD. SUITE 2008 .�•" PORTLAND, OR 97219 CALCULATED BY DS DATE 6 C PH: 503.892.9700 FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. Cr ZV SZ DeTcRIM /NE - J( PIzSS .CuR.c Icp/2 - 7 RoSSD Towe'FZ pe%o !4 t G i +T c SG e ) L R ZO D�stGN N-- < C - K o - �� P RuJ c.-r- ED 1�Rcf4 \ 4 = [(I.c 4 (F...„‘: 2Lt "x31 x�O 4,4,4 = 9. 30 .r4. 2- Se I D e x ma = 2U • .. Z Ar S Fro,. G 23 2 Re't"I'jb C /• 5 L - I X (c5fc o•s� / • 32- STRUCTURAL. • CONSTRUCTION NNNnG[MCNT • bCI5MC DRA.CRG. . CtGWfRIraG OW.rtnY: g 2 4). ASCE7 6.5.13, Design Wind Load on Open Buildings and Others Structures F = q G C A Eq. 6 -25 q,= .00256 K K K V I Eq. 6 -15 Ht. z at the centroid of area Af = 76 ft Exp = C Exposure coefficient K 1.19 6.5.6.6, T -6 -3 for MWFR Topography factor K,,= 1.00 6.5.7.2 Directionality factor K,, = 0.85 Table 6 -4 Wind Speed V = 90 mph Importance factor I 1.15 Table 6 -1 q 24.12 psf Gust Effect factor G = 0.85 6.5.8 Force coeff C, = 1.3 Figure 6 -18 through 6 -22 Design wind pressure, F /A, 27.00 psf JOB Tyr4'g ce k-rrc / G 2 F . AZH CONSULTING ENGINEERS SHEET NO. O 7 OF 101 75 SW BARBUR BLVD. SUITE z R 9 CALCULATED BY r) 5 DATE b / ° PORTLAND, OR 97219 PH: 503.892.9700 FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. 10 ^ 9-0 SZ C °MMUNI AT ?owl -raw , — L " c''' DC SIC-•p^J 7O .A R pp OJEC7 7 7 EA ` —40' e ,��= 9,382 z 7 .2 ANTENNA'S AREA, — "t Az= A3= z -4Z 3 wlNc PREzsvr:� _ 2 p5-1- ,� Act n •= 27.06, p> x A� _ �.25� c ps F;_ F _ 2-7,0 PS'=' x A = o.oSyk,Fs -i- Z 6 AMoM:I.,T � C7 _XI �x 22.‘ h18 c A- P.... f r r=ASE' t V ` �F r--- 0- 3C� ' c-K- W 5 6 A 3 .s ( 3 0 4 - - - r : 1 k ,1 )e 15 X1 \- 3" ---\.......) 0 Co v 447 te--r4 Vr3,),.-1- 440 /3..x.7 -.5 R = 13.8 VPL`- 7 3 C. , Z ° 1327+13 = /g H 3.d-z cpYcD Il.1Tef cTIc1,J =� f - O. 23 4, /. o ( .../ c ��8 7. '_ • STRUCTURAL • • CONSTRUCTION MANAGCMCNf • - SOSMG DRACING • • CIGIIIQRII. DRAT WIG • JOB -1-VF i 2 G�1..)-7-E i . • , -� AZH CONSULTING ENGINEERS SITEET NO. Q c 9 OF - 10175 SW BARBUR BLVD. ;' -. SUITE 2008 • t PORTLAND, OR 07219 CALCULATED BY S DATE / PH: 503.692.9700 ,- FAX: 503.692.9797 CHECKED BY .DATE CONSULTING ENGINEERS Z O C)- PROJECT' NO. 10 C n f k,Pt �d - M =7 -- ix„ , x Qx() e_ . _ '/)neT l� - i' .14sz #45 - Q4-Ze ( .6') .. _ 4:) 7 .. = a7s 1, 6 n 3 -a3 Lx 2 ?s„ . — .=_ .1 ks` < 0:15 ( >= 2� S: C� I�. 6�" x (o.�s" 7 1 i STD. P 1 PE s CC_ t --- -R C L vMN WELD: (.66 C.D.D. 4 79 - ( 1D (9:: 7%„ s col_J,..,.,s VRESvC -T - � :7$.2 + 0 - 11 = .5. 78 f- ' 37S" k ftiew 1- 1•(1.66n IN Z w«D = 1.11 ` - _ 6 � .P _-> ts5 A -, w� 0.9.2s STRUCTURAL • • CONSTRUC1 OU MAIIAGCMCM • • SEISMIC ORACRG • - CHGMCfR111G DRAFTING JOB i vF'' R. C°NTE/Z • - AZH CONSULTING ENGINEERS SHEET NO. BS OF 10175 SW BARBUR BLVD. / SUITE 2005 • PORTLAND. OR 97219 CALCULATED BY IB DATE bl / 1 PH: 503.892.9 700 FAX: 503.892.9797 -- CHECKED CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. 70^ ,2 O52- (....g- Ti-'R - 13c-v-7 I oL„,,,N s 78 ic I w6. .... --,,1 k f ___ s 0 g *Ora' (pi3i_ 5.H.cA+z) Tv we R. Lc C-, "SwN I 1... (2) enMMIIIIE. 3„ "A s 11t n»rI!. "° oL °crc. .)re I 7 /�i� PI Pc - ' A.L 7 Htic.KUE SS 2 (4 • 'At L c3_ - e_) VII °' C A..., _ z / .., ��J ' .1 L I% N2) '`3.S` = O - q p p •„ Co,. i' --- 4' --- I A, A, (' z» x 0.s 0.W Z f. S `` 2 1 /y' srn Pt t g ,, © F. A +- 0 - uk. F t ° ._..„ k>; 0,2 (.6 t 0 •s(I)(6r.. 3 \( o.1y) 2L ..._.- 021Py 1 o - t t- > T o � Z �T—U •••••....I ■ (3e NC h , — (x22) = 0. �., • Q (.pXCP . .7B T., Zx 35 ky`- 71 )4.1- -> 1 coLV O �. SL 2_ STRUCTURAL- - CONSTRUCTION IAJNACCMQR • • bfI IC BRACING • • CIGINCIRING CRA/TUG JOB AZH CONSULTING ENGINEERS SHEET NO. b OF 10175 SW BARBUR BLVD. SUITE 2008 CALCULATED BY DS DATE /�° PORTLAND, OR 97219 • PH: 503.892.9700 FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS 10 su PROJ ECT NO. • Gt y? SS A "32 S 13oLT S ; /Y = 2L/ se' A c S {1c �R p ANcS x O _S x •` = IJ S6 �-• �3 y v .sGB -"x 2y�.; = 6. $I 1=f�s > T o CUB VIhN STRUCTURAL • • CONSTRUCTION MANAGEM(Nf . • SEISMIC BRACING • • ERGRNEERUG ORARIIG • r- Table 7 -1 Table 7 -2 °o Available Shear Available Tensile Strength of Bolts, kips Strength of Bolts, kips Nominal Bolt Diameter d in. 5 /e 3 /4 7 /8 1 ^ Nominal Bolt Diameter d b , in 5 /8 3 /4 r /8 _ 1 Nominal Bolt Area, in.' 0.307 0.442 0.601 - 0.785 Nominal Bolt Area, in. 0.307 0.442 0.601 0.785 F /52 Q)Fbv r �lS2 v p r 0 2 v 0 r � r 0 v l � r � Fn1 s1) (ksi) r�lS2 or r,/S3 (pr r /S2 or r /S2 or ASTM Thread (ksi) (ksi) Load - ASTM Desig. i ) ( ) Desig. Cond. ing - - -- ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASO LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD 5 ( 36) 11.0 10.6 15.9 14.4 21.6 18.8 28.3 A3258, F1852 45.0 67.5 . 13.8 . d 20.7 19.9 29.8 27.1 40.6 35.3 53.0 A325 N 24.0 36.0 D 14.7 22.1 21.2 31.8 28.9 413 37.7 56.5 A490 56.5 84.8 T7 26.0 25.0 37.4 34.0 51.0 44.4 66.6 A307 22.5 33.8 6.90 10.4 9.94 14.9 13.5 20.3 17.7 26.5 F1852 X 30.0 45.0 S 9.20 13.8 13.3 19.9 18.0 27.1 23.6 35.3 D 18.4 27.6 26.5 39.8 36.1 __ 54.1 47.1 70.7 Nominal Bolt Diameter d 5 , in. 1'!8 1 1 1 N 30.0 45 0 S 9.20 13.8 13.3 19.9 18.0 27.1 23.6 35.3 Nominal Bolt Area, in? 0.994 1.23 1.48 1.77 0 18.4 27.6 26.5 39.8 36.1 54.1 47.1 70.7 A490 S 11.5 17.3 16.6 24.9 22.5 33.8 29.5 44.2 FnrIQ 4 I r„ /S2 or r /S2 Qr r„/0 or„ r /S2 pr X 37.5 56.3 D 23.0 34.5 33.1 49.7 45.1 67.6 58.9 88.4 ASTM Desig. (ksi) (ksi) A307 - 12.0 18.0 S 3.68 - 5.52 5.30 7.95 7.22 10.8 9.42 14.1 ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD 1 D 7.36 11.0 10.6 15.9 14.4 21.6 18.8 28.3 • A325 & F1852 45.0 67.5 44.7 67.1 55.2 82.8 66.8 100 79.5 119 Nominal Bolt Diameter d in. 1'/8 1'/4 1 1 A490 56.5 84.8 56.2 84.2 69.3 104 83.9 126 99.8 150 - Nominal Bolt Area, in. 0.994 1.23 1.48 1.77 A307 22.5 33.8 22.4 33.5 27.6 41.4 33.4 50.1 39.8 59.6 Fnv /12 Off., 1 1 1 1 1 1 , ASD I LRFD r„ /S 4 r /S2 � r OA rnlS2v Ovrb S 2 = 2.00 ASTM Thread (ksi) (ksi) Load- O 0.75 Desig. Cond. ing - ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD S 23.9 35.8 29.5 44.2 35.6 53.5 42.4 63.6 A325 N 24.0 36.0 D 47.7 71.6 58.9 88.4 71.3 107 84.8 127 F1852 X 30.0 45.0 S 29.8 44.7 36.8 55.2 44.5 66.8 53.0 79.5 0 59.6 89.5 73.6 110 89.1 134 106 159 N 30.0 45.0 S 29.8 44.7 36.8 55.2 44.5 66.8 53.0 79.5 / D 59.6 89.5 73.6 110 89.1 134 106 159 _ A490 - - - X 37.5 56.3 S 37.3 55.9 46.0 69.0 55.7 83.5 66.3 99.4 _ D 74.6 112 92.0 138 111 167 133 199 A307 12.0 i 8.D S 11.9 17.9 14.7 22.1 17.8 26.7 21.2 ~ 31.8 • '' ` ' _ D 23.9 35.8 29.5 44.2 35.6 , 53.5 1 42.4 6 ASD LRFD f2 =2.00 ti >v0.75 - -- - - - - -- -__--- \AU`Klr INSrrru'1'e OF Sreta. Cur.;r - ii INC. i`t AA-II:RICAN INsTI1 ? OF Srl -II. N n0N.: :. INC:. . • 3 �: , er Fasteners (Screws and Welds) Screw Table Notes 1. Screw spacing and edge distance shall not be less than 3 x d. (d = Nominal screw diameter) 2. The allowable Toads are based on the steel properties of the members being connected, per AISI section E4. 3. When connecting materials of different steel thicknesses or tensile strength (F the lowest applicable values should be used. 4. The nominal strength of the screw must be at (east 3.75 times the allowable loads. 5. Values include a 3.0 factor of safety. 6. Applied Toads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5.1.3. 7. Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be installed and tightened in accordance with screw manufacturer's recommendations. Allowable Loads for Screw Connections (Ibs /screw) f A r', aaY x T 4r c 5. 1, ^ r " R r . P70. 8 `fns Y 0 Steel Thickness ; �Stee �,` a a 21S jin 4 Kuril a '' 4� • j �? , , ' , „1)1117 " Mils Deslg'nOn) . Fy(ks'1)''Ft {rsi .,Shear ...Pulbut 'Shear,r'Pullout Shear .':Pullout.,. Shear-ti Pllout 18 0.0188 33 45 66 39 60 33 27 0.0283 33 45 ' a` ,, , ^' 3 n ,�d� � � ^ g - - 'u 121 59 111 50 0.0312 33 45 ce k "� *� 141 65 129 55 c � 33 0.0346 33 45 Via �/ ' .iu � k w/ 164 72 151 61 43 0.0451 33 45 280 124 263 109 244 94 224 79 54 0.0566 33 45 394 156 370 137 344 118 " c� 68 0.0713 33 45 557 196 523 173 3 g„ „.l,,,„r /- 5.E__i„ tA* Weld Table Notes 1. Weld capacities based on AISI, section E2 2. When connecting materials of different steel thicknesses or tensile strength (Fu), the lowest applicable values should be used. 3. Values include a 2.5 factor of safety. 4. Based on the minimum allowance load for fillet or flare groove welds, longitudinal or transverse loads. 5. Allowable Toads based on E60xx electrodes. 6. For material less than or equal to .1242" thick, drawings show nominal weld size. For such material, the effective throat of the weld shall not be less than the thickness of the thinnest connected part. Allowable Loads for Fillet Welds and Flare Groove Welds Steel Thickness . ?tee' Properties , : Nominal;; . Allowable Mils Design (in) Fy (ksl) Fu(ksi) Weld Size Load (lb/in) 43 0.0451 33 45 1/16 609 54 0.0566 33 45 3/32 764 68 0.0713 33 45 1/8 963 97 0.1017 33 45 1/8 1373 118 0.1242 33 45 1/8 1677 54 0.0566 50 65 3/32 1104 • 68 0.0713 50 65 1/8 1390 97 0.1017 50 65 1/8 1983 118 0.1242 50 65 1/8 2422 48 SSMA