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r d3/07/2005 11:59 5036678230 KEYWAY CORP PAGE 03 1 ,� Y " " "36 o ^ ' � ; , . STANDARD CARPOR 4• _ tin LoadS: R oo f TL ! ±rr`k tG 4 ■ n a "; ti Tr ' ,r e rs y1 r� Wind 90 __ .,!::: . Seismic Rt: : , ; r ' — 0 (2q CAge) ! ' , � . . , ''� �a — _ \` C.,,E • R ooF 1 _ • • • • G ••••ga,1(. ti Fo rs'r' E L a v A T l o k.1 . � ®a•••� �y • Qt 0 . I .✓ PQ Qt� � 0 . .. ,; II GO o O r\` ¶ O IP 0674\ V4'.4''' Q� e �0t P i e F ► T. El ..- Ill r` ^. 1.1;:::: f • - 411.-. -� <or %, . _ - TIM COVERT P.E. STRUCTURAL ENGINEER ,�= - 312 NW I0 AVENUE PORTLAND, OREGON 97 s/3 /2-«4 r March 7, 2005 CITY OF TIGARD Ossey Development Corp. OREGON Dick Ossey 5437 Rosalia Way, # 100 Lake Oswego, OR 97035 RE: OAK TREE II APPARTMENT BUILDING G - DETACHED GARAGE AND CARPORT BUILDINGS A -1, A -2, A -3, B-1, B-2, B-3, C -1, C -2, C -3, C -4,1) -1, D-2, D-3, E -1, E -2, E -3, E-4, E -5 Project Information Building Permit: BUP2004 -00540 Occupancy Type: Ul Tenant Name: Oak Tree Apt. Construction Type: VN Address: 16055 SW /orrriAl a Occupant Load: NA Area: varies Sq Ft Stories: 1 The plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 1998 edition; The submitted plans are approved subject to the following conditions. 1. Detached Garage framing located on sheet A407.1 and A407.2 American with Disabilities Act (ADA): It shall be the responsibility of the Architect, Engineer, Designer, Contractor, Owner and Lessee to research the applicability of the ADA requirements for the structure. The City of Tigard reviews the plans and inspects the structure only for compliance with Chapter 11 of the OSSC which may not include all of the requirements of the ADA. Approved Plans: 1 set of approved plans, bearing the City of Tigard approval stamp, shall be maintained on the jobsite. The plans shall be available to the Building Division inspectors throughout all phases of construction. 106.4.2 OSSC Premises Identification: Approved numbers or addresses shall be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property. When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. Resp al Henzel, Senior Plans Examiner O G 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772 CS(Y' t 03/07/2005 11:59 5036678230 KEYWAY CORP PAGE 02 Gi = o II 18 ` o„ . c� o sf (25 psf snow) _ f 80 n n V511'..--....4._.4 BO" xposure B (does not control) fl WAGES qr TYPICAL .i '" BM. - -_ 4 —� l� O Q . Cot- . . 61.... • �- "31/1-1 x ID" x 11-61g. j BEANt. CSTL) Col•-• - .AC;\ �. e.... x_,4N lxv - L A F1 AM4i.l& pLANA: . li 3.25 . • 303) 228 -0426 CF = SS ksi.) X3/07/2005 11:59 5036678230 KEYWAY CORP PAGE 04 • -r j 4 - a ,, L ALTalua?n/E OJEYL- tforNfq O TAIL 4 2`{ fe- o -- -- - -.. tom. M . CAR / 03/07/2005 11:59 5036678230 KEYWAY CORP PAGE 05 --- .. . 1 8 C " 1 0 ' 0" , 4 a i_10 11 t/ >4. -si s ...._,......- c-t I- Roo oE 4 ...-3.. II sp tef (2., &A.) 2 .1 . 0 ____ iL--- 1 1 ) I t.0 , I N Nr 1 I I . • . , I • CO - • N - N 1 I ' _ - • - CI - - Th______,..: , 1 • i i .._. 1 1 .. ,. •. _ . ._.. _ I c, I 1 1 I r-- A I I CT I i • Z w %•_., I 1 I 1 Z 1 - 1 - 1 . . . _ . .. 1 ' 0 0 . 1 I i • Z 1 1 I g ,.--..—. H • i 1 - r ' t . I ts.. . 1 I . ( • li t \ b El ,. . 1 -. . 4 - . • II -, , 1 •1. P. •. • , a \ 111 If i T„ I I r. '•- z N. Lij :: . 1 i 7 / 4 I .1 1.1-1 • 1 - > • 1 • .1 • ',... CI: < e -# 1 1 ge e f - . ,t , LIJ T-4 - 7 1 .0 e . > et . 0 . U Z 1(. .1' iSis.....%.%N CoN F-071 0 (A. 1 NI Rtt Gm ZED Eto LES . b. • '''.. • r : :.ii'''414r •:-..\ . . . .,elt .14( , ''k • • • .,.. • • ,.. ;,,,,:='.,.;,../':"" : 7 l'- \\.._. .._... -._'_'.% . . 3 RT sacT 1 0 N ‹.--.---................„004_7.4.„ • . . $ ...,..c,„0.... 1 . ......_.... .. .,..„, ;., ... • ". ii., ...,.. -- ...;:. — - • _ _ ,..._...., . -- 1 . 7 ,i. ; .c-,-..; r A ,,--' ; ;•; 0 6: • r OAK TREE II APARTMENTS R ECEI - SE 1 �8T1-I AVENUE 1GARD, O R 97224 MAR 0 4 2005 CITY O TIGARD BUILDING DI VISION WOOD POST Standard CARPORT Steelport L.L.C. o NO EXCTTIONS TAI tiAs. ::02,1tEC1 i 3131 CONFORMAN c Y FOR GENVAL Gtr - [ : WITH DESIGN G I_ ONLY Tie PROJECT A� E CONTRACT DESIGN IN FORMATION GIVEN IS UL C TO T WITH THE yY ACTION PLANS AND SPECIFICATIONS. BJEC E ANT" • AI C,ONT CTO ':ITS o PONS3LEFORD� E. 1 ` s NTiONFI ^R I5 AN CORRELATED A i ► . Ft CONFI AND TECI 'd'Q OP CONS R UCTICN Fr,%ICATICN PROMS J bVC;2IC �"IITrj ; s r; ; or i%11,. d :T q TR, i iSA Rv � `f:M ft & =L7 psfi TL (25 ps# LL) I� :Bask Soil E Pressure =1500 psf �� � I _ 7,13-P E i 80 mph Exposure DATE2/....... 2 , Bi Seis ems- :�� 1 , ts 4 -;:.,,,,:;\ r d--sr February 17, 2005 ORB GCE ; .‘ Y 9�� 22, 9 k .f 4 N 1 : 1 = 9:1 0 50 0t, � I Job No. 4234 TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10th Avenue No.200 Portland, Oregon 97209 Phone:228.0426 Fax:228 -6639 TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10 AVENUE PORTLAND OREGON 97209 (503) 228 - 0426 STEELPORT CARPORT: MATERIAL NOTES 1. Materials: Concrete 2500 psi at 28 days Slump (ftg) 3" to 5" Portland Cement C -150 5-1/2 sacks per cubic yard Aggregates per C -33 314" maximum aggregate size Water per C -94 Concrete Temperature 50 -90 F Air Entrained 5 -7% Note: The concrete supplier shall assume full responsibility for the mix design and the overall performance of the concrete. Steel ASTM A36 (Structural Steel) ASTM A307 (Bolts) ASTM A446 Grade E (Roof Panels) ASTM A9241A653 Grade 50 (Beams) ASTM A570 Grade 50 (alt beams) 2. All footings to be founded on firm, original subgrade. 3. Typical Concrete Footings: 16" diameter x 3'3" deep with < � �ti0 4 14 934 SI ct • OREGON PR Ope ..Nw•r "ice •. •..:1 '! •�; ,. r22• \9 T AM CoJE C. � 3 t- Zocy.t 1 Erc,1 r : =N Gbh_ r2 42'3` 3/25/03 C1 X:Span - TM , Allowable Load (lbs /ft • SPAN (ft.) . Gauge Span 1 Condition 1 4 5 6 7 8 9 10 SS f 162 103 72 52 40 I 32 25 11180 152 78 45 28 19 13 9 29 DS f 130 83 57 42 32 25 20 1/180 130 83 57 42 32 25 20 TS f 162 104 72 53 .40 ' 32 26 11180 162 104 _ 72 53. , 35 25 18 SS 1 t 224 143 99 73 56 44 35 L/180 I 219 112 64 40 27 19 14 26 DS f 191 122 85 62 47 37 30 _ _ 1/180 191 122 85 62 ' 47 _ 37 _ 30 - - TS J f - 239 r 153 106 78 • 59 47 38 1/180 239 ! 153 106 ' 77 51 36 I 26 Allowable Span (ft.- in) Allowable Load (psf) I • Top values based on allowable stress. Bottom Gauge Span Condition 15 20 25 . 30 35 40 values basal on allowable deflection of S t I 13 -1 11-4 10 -2 9 -3 8 -7 ' tt -O U180. ' _ 11180 13-8 7 -10 7 -3 6 -10 6 -6 6 -3 • Steel conforms to ASTM A653 (Galvanized) or .. .__._.._._- _8_- _-- -__._ ASTMA792(Zincalume')with80,000 i 29 — -- _.._. f - - 11 -9 1 Q -2 .- 9 -1 8 -3 7 -8 7 -2 � � ix yield. 1/180 11 -7 10-2 9 -1 8 -3 7 -8 7 -2 minimum Y TS f 13 -2 i 11-4 10 -2 9 -3 8 -7 8 -() • Tabulated values are for positive loading only. 11180 10-8 i 9 -8 9 -0 8 -6 I 8-0 7 -8 • Values are based on the American Iron Steel 55 t 15-5 13 -4 + 11 -11 10-11 , 10-1 I 9 -5 Institute (AlSl) "Cold romred Steel Design L/180 9 -9 8-10 8 -2 7 -9 7-4 7 -0 Manual (1996 Edition). 26 — DS _ -.. _ . -f _ 14 -3 .. 12-4 - ..11 -0 -- ' - - - - - - - . 8-9 11180 13 -1 11 -10 11-0 _ 12-4 11-3 10-5 9 -9 10-1 9 8-9 TS f 15 -11 13-10 Specifications subject a7 change without notice. � 11180 12-0 . 10 -11 10-2 9 -7 9 -1 8 -8 Loading Table Legend . f -Load limited by flexural bending stress L =Span l/xxx -Load limited by deflection SS ' Single span, o fi Double span 1 .© 1- © I TS Triple span I `© I © I © I f AEP _ ..Y� i SPAN Engineered Solutionsin Metal Zlncatume° is a registered trademark of BHP Steel (ILA) Pty Ltd © ASC Profiles Inc. July 2002 Printed in USA Revision 5M (PS107) 4-2-S dc 312403 XS a i %\\ \\\\ Featuring R Zinca. lUrne For Twice the Life! /jij' Zincalume combines the strength of steel with the corrosion resistance of aluminum for twice the life of most zinc coatings. 2" 9 „ 2 1/8" X V( I Painted side < — —>- I - I l -e— d Sp an is a 36" panel engineered with long Y _. spanning capabilities in mind. Its structural nature, Coverage 3 6" Net Cn – � - - -- _ - economical gauges and the DuraTech'nt coating system makes X -Span the preferred panel for carports. I < ` _ a .��`'1w �i;LLteCLfif1nPropt rtws , t ' a t s— r �i a k . O Long spanning capability and its design provides Gauge wt. ' 5+ 1 1+ 5- i- (lbs/(t') i (in WO ` (in'!ft) (in'/f2) (in' /ft) superior load and span capacities, saving money in the structural support system. 29 0.72 0.1000 0.1117 0.0867 0.1053 26 0.95 0.1497 i 0.1603 0.1279 0.1483 O Standard trim pieces are availalbe and can be ordered by number. O 29 and 26 gauge panels available with the DuraTechmint coating system or Zincalume® Plus for unpainted applications. . AEP SPAN www.aepspan.com Engineered Solutions in Metal Tacoma, WA 800- 733 -4955, 253- 383 -4955 FAX 253- 272 -0791 Fontana, CA 800 -272 -2466, 909 - 823 -0401 FAX 909 - 823 -2625 Dallas, TX 800 -527 -2503, 214- 827 -1740 FAX 214 -828 -1394 ► 1 3(25 c q' 3 Cflrfi`cQ - - - ( (4- )( S - 382 1 /4-_ ...- 2 S -- 382 I. ' www — 4:7 C a) 27 8 ? 3 * r °0n I (t .8) _ 3"75— 1 r 4 4 T Y M T (Y{ 4' . e re A. • ) �,P r ��`� �� �s � PROF 46, s 4 - ( ' 9381 PE IA *# &Z ;•JV . � OREGON : -'� *#&Z 19'x\ S'SIONAL e. - ) G �. k COv EXPIRES: 5.3/ Q rO - EXP. DATE: 12/31 I 4-S 4- i , Q(2S Cq'— 4- ! I C X —SpANI . F - 8o (use -34, 1es�, _ • q� F r � b MR Cam) — C3t.)(. rdBnXt000) l is . 324. - * % Se{ ' rY1 it ( ) - CS G C. 0 84:r7 )0 000 :0 /gam = 240 * Y . Pig to co co rFr Z( NON QA. / r� _ y/�� r N�N /•�r� —) = (2N .12- _l)((c®c.� [ (2 = 2`� 1 ` e- j a 6 i A Or . — ict (2 OH l s = SS+ ! °‘?"- ti 4F° -7_ rC 6)� / = 3z� , 25 ((o a) _ '313 #' co (10 (4•) /6 = Z4-0 * E— � � o _ f1 �� _ t-{-- C * 1 (6) / S = 257 ,„ - 32_ (6) = 2 5- _ `La (1o)7 = ZS'o , AL ~`'\ I EXPIRES 53 ''.,) ' 6 NI 26 &A- )c—SPA a ‘r,c\) P R 0Ffss �, z $ -t. t cam � 9381 PE 224- (4-) 8 _ �it� • M Sc ( = 4e. � 35- C (02- 1 8 ) = 436 Itr EX DATE: 121 11 41-2. 4— i _ • I 3/ 7,5 0 3 '-S •i `E E 1J 2& ?SF (25 + o ) (/) 23 GI L . . ••' • • rKd' 4- 'I (0 ` 4-' of V' C' r r� � � y c Q Mc —) _ (z4)C4 4. z - )C4 = 208 lCe•. G 2Go - I re 43, z = 325 r . (io o z A) 4113 Z �° . .. 2q e K — S PA A air r J x r - .r '.' , , OREGON �� ( 1 k, 'a r(;rs11:3 ' Y 22 . � F Sk . ) NAL t14 . � i 4 co ENP!R 5: 5 3. 6 .' - P. DATE: 12/31/-C.1 i STEEL— gM : { i . ,oII i Ban i kl = ( 2 5. 83)09) + 4. P VF = 23 G .9 PLF I I 1 I x I 3.25 `i' 1 g' `�' F CA - CO .4 421.4 Ti Pi 4.4 -c_._ IN - _ (mot _ c►�� ) I A 7. 1.2271 t ;,' , ,- "I, - zo. 24- I c, 4" 0 -- . 075 " S - 3.G2 (n7 Z = I.9 th¢ Y N 1 - y, = 0.8 It/ Lf = 55 Ks i, Y A STM Al21- / A G S3 C .,,,,,&_. go M O �� Q,EO PkOFe 0 et!tVxcel: r G f / tool Q 4 mil F 'Q C; CIoo . l 954 it (16_44 # 1 ��-- 0' .IN ✓GIk22 N911 +47`t7 # i . vEA6 M VA 6et(._Q.LL -GGc.: E)(AIRATIQN OAT (50/100/50) ;,z . 1 47 17 47 41-7 �� � ' . k Ai. r l '''. ''' s C.: ' '-- r t . �,� OtVAl `' -g' y ! �� - -' s _1_ _ I S- I 1 I Cp - A SE-Am 8tzA -cam DE.1 -1L •. #'tZ TEKS 5GTZ WS 12''0 6_. C-(P•) a 2 �f2 Sege X1 i.J sate " 10 '� l L i 1 • —1 MI__ SclaelA1 . 11 3" 4 4 I I - m ,- /8 3/8 ,. 1 -,--A-de- 3/ n li 8 i 1 i �� I f f ( /� �o t 3 l8 131ZACE : 1112 ti t X 3 4 X 2i- GAr-, s CI . f F / ''. - . Q � gm 9 y-.. " . Lam- .. �� «P1 -' C OREGON s 4` t `'l� 22, 1g '\, 4, ,,,q y, • �q r „:___ — - . --,„ icv_,r -1. r-.rp pi ;111T(741 4-7/ / 7 De) i. 4234: -_ ' -SIf ! S 1i P . 2Q Y S 7.151 S � � 2q 4 5 fr r g c- r^- -v3 -_-_- f. 178 tn 00 N 1875 - z L = 17.1'1 " 6 2.87 5 • . ZR1S" 2gYS .S 11 -5'� If {` .075 3.25 " • i •7 bd1 -- (2.)AcL = .2144' t (2X 031q)(l.S17S ) -379 1ht S =.231 tK3 .n3 ?5" ! ' ( , , ‘ , , c_p PROFF .5o 6b3,S) @ 3.21z1° Q 4, 9381 9 3 -25 '' OREGON (31 ✓ ° er \ 9 A � .23 @ 1.G25 c' 2 nM .30\IS yep • 1.313-7 If • 1. 431,3 " (EXPIRATION DaTE: 12 l ?I IV,a OA (.II2SX- 037S") -1- (.23zS)(l,L1545 + 6037Sx3.21ZS) -TT.., X - -3 1-K? - • .I 1 1.313"( in. - . ; i y y ' I x = • 214(. + (.(425)( 1.2? GZ� -E- (. o37S)(1. 81 p t)Z - 533 c -:( . = ;�_,.3.::.:-`. S(3 ( '-'74' , — 4-73i ...__ s -LP . -- - - - - -- L- -- 5 =i -I - - - - -- CP_ - -t_o 1 CO til Q R-e,SS ( r.1 c.�,s 4 e. 6 r c c /..1 C : -T'�-Y 3 x I D x 14- t . CPT C- ANI Le\-/ -) � = SS 14 bo 28" 5 • ROFFS ? w .<:9 M p- e.x 5:24. l ''`'it 2. N91. T AM 1 pvF )1RAT o c - 3.&7.- In 1•5q k t -C = 31.8 Ks - 1 , I FA (Z. = gip = L- (if 5•x ‹ .) = L (. 62 C 1 = I• - 7 S ' • L x = Sb = 8 o � I ... M KsT l tom." -c-e. I .1023 — ao -rroM, .p- .p-.J C . lr4 P E(L_ Sec- -cto rJ . M 1 = 5 AI = 1.6 ( -1 ) M, — - _ -5i ( -) C b = /, 2c Ai 2, 1 p 8)2-13-71: = g 0. C < C.- ,99 c& ) ((•24)(foy.5 - 33) Usk 3 ' + " x i O" x 14- G. t4( $1ZAct i t 4' i t o r c � s F SS KSi, Y - - o . • �, s " _ - �1 , . �_._ ' SF CgrPor±S_____._ _ 5 - 3!-0° - I ALT - .L - -- i AL"re2rO"Tiqe . Woof) D POSTS p. 6 x C a ((o t I x to ") r o Hg h IL) F _ 475 Ps( E 1,3o0 000 H- (Max). = ct (7 ° ' y r. GOAD S . I) Lt... + D . 57A. z) 41- /2 - t - Dc., - wru 3) LL. B- at...+ vt 5/7/ P(Ntax _ 0B)(3e)(27) /¢ = 4374 14 i MD I - x r- 03. 2)(0(134) —= 4- Is Z03 cot,. t ) LL 10 L.. 4374 COL. - G" x G - 3 (0 • 4 = 121.5 Pui (Iob) 2R, Plt FC' = 295.6152 pSi. E = 1300000 psi. K = .3 C =. 8 !' a 40, 1. 8 /Q. 9381 FC* = 475 psi. E FCE = 393.0462 psi. • ORleON ‘rG! v 22 N'.31.\ COL HEIGHT = 90 inches. Ke - 2.1 MIN COL DIMENSION = 6 inches. CP 11 C & Z STRUCTURAL SECTIONS- I'ropertic °n s C SECT ION Size X -X Axis Y -Y Axis _ rlllAT•' (In Inches) Gauge I AREA I S r I S r �. A B (In.) (In.') (In.') (In.') (in.) (in.') (in.') (In.) I--- -1 4 2.25 16 4 0.060 5751 1.5072 .6922 15849 .4821 _3621 .8964 I 14 0.075 .7406 1.8593 .9095 15746 .5983 .4525 .8932 6 2.25 16 0.060 .6951 3.9147 12067 2 .3317 .5611 3792 .8827 14 0.075 .8906 4.8560 15846 23229 .6974 .4742 .8803 16 0.060 .8151 7.7599 18059 3.0394 .6175 .3895 .8573 "r. 1 8 2.25 14 0.075 1.0406 9.6526 23654 3.0320 .7681 .4872 .8553 12 0.105 1.4700 13.3501 33375 3.0136 1.0648 .6829 .8511 16 0.060 8606 85893 1.9502 3.0892 .9861 5183 1.0467 14 0.075 1.1001 10.8302 25684 3.1028 11288 .6490 1.0451 8 2.75 13 0.090 1.3495 12.9219 32267 3.0938 1.4703 .7805 1.0436 12 0.105 15750 14.9863 3.7466 3.0847 1.7093 .9118 1.0418 16 0.060 .8917 93305 2.0323 3.1175 1.4601 .6602 11333 8 3.25 14 0.075 1.1435 12.0067 2.6777 3.1632 1.8214 8272 12320 12 0.105 1.6637 16.6309 4.0841 3.1454 25437 1.1664 1.2301 16 0.060 1471 103031 2.0470 3.3834 .6400 .3932 8433 9 2.25 14 0.075 1.1156 128196 2.7942 3.3757 .7964 .4919 8414 13 0.090 13501 153051 3.4011 33670 .9517 .5910 .8396 12 0.105 15750 17.7611 3.9469 33581 1.1047 .6897 _ .8375 16 0.060 1694 132989 22659 3.7219 .6597 .3963 8290 10 2.25 14 0.075 1.1906 165491 32485 3.7137 .8212 .4959 8273 ` 12 _ 0.105 1.6810 22.9749 45950 3.6969 1.1423 .6974 .8243 0\(--- 10 3.25 14 0.075 1.2879 202399 3.6191 _38721 1.9575 .8459 , 1.2042 �- ,/ 12 0.105 18712 28.0998 55115 3.8559 2.7314 1.1902 12022 12 2.25 14 0.075 12741 258456 3.9566 43755 .8625 5020 .7993 12 0.105 1.8900 75.9288 5.9881 43601 1.1979 .7042 .7 961 Z SECTION - _ Section Properties Size EFAKTIa X -X Axis Y -Y Ail (In Inches) Gauge I ,ura I S r 1 S r 1 x -y e A B (In.) (In.') (In.') (In.') (in.) (In.') (In.') (In.) (In.) 4 2.25 • 16 0.060 .5735 15708 .7917 1.6202 1.1117 .5008 13630 1.0137 14 0.075 .7402 1.9425 .9572 1.6126 13906 ,6285 13644 12591 16 0.060 .6935 4.0170 12364 23647 ' 1.1117 .5008 - 11440 15776 3/16' A 6 2.25 14 0.075 1902 4.9900 1.6342 23587 13906 .6285 12451 1.9648 (50....: Tn 1 16 0.060 1135 7.8967 1.8360 3.0690 1.1117 5008 1.1515 2.1414 8 2.25 14 0.075 1.0402 9.8315 2.4238 3.0644 1.3906 .6285 1.1525 2.6705 12 0.105 1.4626 13.6001 3.4000 3.0494 1.9477 2863 1.1540 3.7187 J 16 0.060 .8374 8.7631 1.8815 3.1232 1.7734 .6520 1.4050 29220 14 0.075 1.0651 11.0091 2.43.31 3.1325 21188 .8180 1.4063 3.6445 8 2.75 13 0.090 13093 13.1362 3.0975 3.1251 2.6648 .9851 1.4075 43636 12 0.105 13676 152362 3.8091 3.1176 3.1093 1.1527 1.4084 5.0769 16 0.060 2535 9.4734 18908 3.1440 2 :6517 8235 1.6634 32218 8 3.25 14 0.075 1.1093 11.9972 2.5282 3.1659 3.3179 1.0328 1.6649 4.7672 12 0.105 13869 16.8767 3.7435 3.1761 4.6570 ' I:4S65 1.6684 6.6475 16 0.060 .8451 10.4570 2.0750 3.4117 1.1117 .5008 1.1124 2.4233 9 2.25 14 0.075 1.1152 13.0186 2.8541 3.4064 1.3906 .6285 1.1133 3.0233 13 0.090 13451 155411 3.4536 33991 1.6698 .7573 1.1142 3.6209 12 0.105 15676 18.0335 4.0074 33918 1.9477 .8863 1.1147 41137 16 0.060 2673 13.4717 22929 3.7492 1.1117 .5008 1.0770 2.7052 / '/J 10 2 -25 14 0.075 1.1902 16.7667 3.3096 3.74.27 13906 .6285 1.0779 3.3761 12 0.105 1.6730 231581 4.6516 3.7286 1.9510 .8878 1.0799 4.7136 10 325 14 0.075 1.2310 201938 3.3389 38816 3.3179 1.0328 15695 6.0149 12 _ 0.105 1.7962 283911 5.0720 3.8834 4.6510 1.4546 1.5718 83924 12 225 14 0.075 12757 26.0959 4.0259 4.4016 13906 .6285 1.0161 4.0818 12 0.105 18826 362465 6.0411 4.3879 1.9477 .8863 1.0172 5.6985 Notes: ❑ Materials conform to ASTM A -924/A -653, Grade 50 (Fy =55 ksi minimum) with G60 galvanized coating, or ASTM A -570 Grade 50 (Fy =55 ksi minimum) bare or red oxide coating. ❑ Values based on the American Iron and Steel Institute (AISI) "Specification for the Design of Cold- Formed Steel Structural Members" (1986 edition, with 1989 Addendum). ❑ lx -x pertains to deflection determination. ❑ Sx -x pertains to stress determination. ❑ Y -Y axis properties are for the full un- reduced section. 4BHP BHP Steel Building Products USA Inc. 0 8111' Steel Building Products USA Inc. Mardi 1996 Printed in USA Revision SM (PS201) ( I •.. I . it - 40 Fy_65ks14 4,.. iiiRiiiaR .1,4 4 -. .. . I E 'I ,., - . . + :1 I :H 44.I -.;..,1% . ;� .1 .,, ..., I ' '•. 1 - 1. .x / 1. , J . J11 .1. .i - 1.1 :J {. r. . y a C I . . : . .' 1 j ,. ,1:•1.1 ; l. {, 1. :i, .1 N . , : 1 :( 1 .i 1 ��� iii:; ' . 1 1 . 1. {1.;.t-. :..i • r 9 � • -,.•• . ' 1 1 {i - ri 1.i4.4 • 4. -. - L i J L ..j -�.i "I -4 _' .i, -1.t -4-4-1 .: ai i'I i .11t.I. aIiii I +! -� { ? i ! i� I ` . : :; ... :. i 60 ► i , J., 1. .:. .:` � ; .; . : :: : 'jam .1_ ■ 1� ■.�,. 1... _. 1.• . J-! 1 tt :: � 1 1 ._ a lti.1 .. Bending Limiting Values of L'S., /(d 1; ) , J i t: I., i BR�iiiiRRiiaii9i0giiC : ::iR■•RCifi�i:iii? =i■■ i:_.�.. _. tl • , •., . i • 35 ■ . ■ ■ • ■■ .■ \ ■ co fficient, C,, C = : C OD" i �■ -' C • ° ' : " ' I•Sections and - `i F i IONIElli lli am � • 111 � E ■■ . -■: 1 L P : :. , T . ;. - 11 • m • ■ ■■ ■ ■ i tf.. l: M /M. 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C ...... ■ ■ ■ ■ ■ ■ ■.,■ ■ ■ : ■ ■ ■ ■ ■ .. ■ ■.., ■1111■ _■ � . = ■. ■. ■.. ■ ■ ■..■ �.. :: i+r • i • i ■ ■ ■ t` ILI WM= •1111112111 :...em . .■ _ •: Co 3.. ■ ■.■ ■ ■.......•:� ■ ■ ■ ■.. ■:.:.•• . ��_ :..: : ■ ■.■ -I-41-1-1 :_ 5 : .. ■. 1 •• .. ::::: :::• ' _ ■ ..:. .. ..e:: • : €... . ■. ..■■:�• .: ••-1. 11 € 1111111 : ■ m m.1111 . . ...:....e a 1111 : . ...... : . : : •:..•. ...■ ■.. _.■. ... a.. . ammo :. ■ .■■ mum •1111 ....■ ... ■■.....a ..._ : ■■• C.:: ° 0 : ■.. .... ■ ■.... ••••••• 0 10 20 30 40 0 60 70 80 90 100 110 120 130 140 150 n c L C,d I,.. - o 0.36 * EC L S„ 1.8 12 EC CHART V- 3.3(A) For F, < d 1,, < F, , Laterally Unbraced Beams 2 F,.S L' S„ Maximum Allowable Compression Stress, F„ for Shaped Sections F ^ - 3 F, - 5.4 * EC,, ( d I„ ) (Eq. 3.3 - Symmetrical About an Axis in Plane of the Web or ,-, j,g r2 EC,, L S,,. Symmetrical Channel- Shaped Sections For F < d L, d I„ F = 0.6 (Eq 3.3 -2) 1 . . * EC L , S, _ • �I \ • DESIGN OF WELDING CONNECTIONS Butt welds are considered to be as strong as the lower The purpose of any connection is to permit the strut- grade or base metals being joined for both tension and tura! member being joined to perform to its ultimate compression stress. This is provided the weld penetrates capacity. Therefore, all connections should be designed 100 percent of the section and the yield strength of the to transmit the maximum stress in the connected mem- filler metal meets or exceeds the yield strength of the bcr with proper regard for eccentricity. If members are base metal. Stresses due to eccentric loading should be subject to reversals in stress, except if caused by wind combined with the primary stresses. or earthquake loads, the connection should be designed . for the sum of the stress. Connections subject only to SCREW ATTACHMENT stresses from wind or earthquake loads may be por- tioned for stress 33'3 percent greater than those speci- Self- drilling, self- tapping screws are also used for fied for dead and live load stresses, in accordance with connection of steel framing members. This type of A.I.S.I. Specification for the Design of Cold - Formed screw drills its own hole through the two pieces to be Steel Structural Members, Section 3.1.2.1. joined, then taps a thread in both pieces in fastening Fillet welds and plug welds should he positioned so them together. • that they are subject to shearing stress only. The allow- I n addition to connecting two framing members, this able shear may be computed by multiplying the allow- type screw is also used for connection of other metals, able weld shear stress by the throat area of the weld. wood, decking, numerous wall facing materials, elec- However, the throat thickness dimension shall not ex- trical components, clips and accessories. teed the thickness of the thinnest member being con- A hand -held screw gun that operates at normally netted. Permissible shear stress values for fusion welds 2,500 RPM on 115 -volt power is commonly used to are given in the A.I.S.I. Specification, Section 4.2.1. drive these screws. The screws are available in a variety Allowable shearing force per inch of weld based on of head styles to fit particular requirements. 13,600 psi design stress, and on full thickness penetra- tion area as follows: Allowable Shear DESIGN OF SCREW CONNECTIONS Steel Gage Design Thickness (Lbs. /Lin. Inch) As with welded connections, screw attachments 12 .1046 1005 should be designed to transmit the maximum stress in 14 .0747 718 the connected member with proper .regard for eccen- 16 .0598 575 tricity. . 18 .0478 460 Suggested design shear and pullout loads for various 20 .0359 345 size screws are listed in the following table. SUGGESTED DESIGN LOAD IN POUNDS FOR SCREW CONNECTIONS I/ a�— No. 12 -14 I No. 10 -16 No. 8 -18 No. 6, S -12 Steel D = 477" D = .153" D = .125" D = .106" Thickness Shear or Pullout Shear or Shear or Shear or Gage Bearing Pullout Bearing Pullout Bearing Pullout . Bearing Pullout 12 861 610 N.A. 656 N.A. 536 N.A. . 548 --> 14 ( 788) 444 636 _ 394 N.A. 388 N.A. 313 , •(--- 16 733 320 621 296 498 277 381 241 • 18 505 230 474 206 401 196 351 172 20 344 144 334 1 146 t 310 118 263 112 N.A. : Not applicable. Two thicknesses of this gage cannot be connected by this size screw. NOTES: not be less than 11/2D nor less than P /.6F 4. When connecting materials with different gages, I . Shear and pullout strength based on average test use loads for the lighter gage. result divided by a safety factor of 2.5. Test data 5. Screws for driving into thicknesses greater than 12 is available from screw manufacturers. gage are available, although not shown in the 2. Bearing strength based upon: Bearing Area x 2.1 x above table. F. F = 33,000 psi minimum. 6. D = Screw shank diameter, and P = Shear load 3. Minimum screw spacing and edge distance shall in the previous notes. 14 --...____ h. 4-27+ 5/31 ALT- 2- Framing Lumber •. c......... sEAm -:._- ::-.-.• .. - -- - -..- r.- ,...-...??4,...,..,..,•-„.„ Kg . 0t.. ! .o . q.:;.1/ 4.- ...,=:•;< - . - - ..' . j..'; - ,:' ,-- • ''.' '...:"I'l .-_,;,:a ..4g.4.-.10..-.A. .. :- ' . ::i4 ■,..,, c.c,' . . 4 4.,, i .,1;,34 -, •;; . ' ' `-',..-'''' :,.. 4 Extreme Tension Compression Fiber Stress Parallel Horizontal Modulus of Perpen- Parallel Species Grails In Bending to Grain Shr ee Elesticity dtcular to Grain or Group 'Cif "n" "Fu" Douglas Fir- Dense Select Structural 1850 1100 85 730 1300 1.700,000 Larch Dense Na 1 1550 775 85 730 1100 1,700,000 Dense No. 2 1000 500 85 730 700 1,400,000 Select Structural 1600 950 85 625 1100 1,600.000 No 1 1350 675 85 625 925 1 600,000 No. 2 875 425 85 625 600 100,000 Douglas Fir- Select Structural 1550 900 85 520 1000 1.200.000 . South No. 1 1300 625 85 520 850 1,200,000 No. 2 825 425 85 520 525 1.000,000 Hem Select Structural 1250 725 70 405 925 1,300.000 No. 1 1050 525 70 405 775 1.300000 No. 2 675 325 70 405 475 1,100000 , Spruce Select Structural 1050 625 65 335 675 1.200.000 t (South) No. 1 900 450 65 335 575 1.200.000 No. 2 575 300 65 335 350 1000,000 Western Ceders Select Structural 1150 700 70 425 875 1,000,000 No. 1 975 475 70 425 725 1.000.000 No. 2 625 325 70 425 475 800.000 Western Woods Select Structural 1050 625 65 335 675 1.100,000 No 1 900 450 65 335 575 1.100,000 , No. 2 575 300 65 335 350 900.000 • Design values in pounds per square inch. See Sections 100.00 through 17000 in the Western Lumber Grading Rules for additional information on these values 1 .7‘,„_..... "When the depth of a rectangular sawn lumber bending member exceeds 12 inches, the design value for extreme fiber in bending. Fb, shall be Multiplied by the size tailor in Table J • irioilfaltiliiiirtiliiiidiTiiiiialitrozo,;,'•4,:e7wi,F,r7:w-,:r5r,-.. ': - 5 • - i '41crir - " An i" •••-t'..- •• ..• - • • ". .• •• - „ _, . • ....- - .-.: • • . *...f.. 5! x 5 aild arger.. .notpore an 2 -grea erithanthi0u.ieSs .--. 4 - ,* , - , - ,P , .......- - - — - - - ,..- 1-..'?: :?.;.:,.... r: ' -f: '.;.;'' Grades Deicilbed In Seiitiiii 5100 end 80.00 et Weston Ldniroetaradng Aided' .' . - .k.!-' - ' • .-. • Extreme Tension Compression Fiber Stress Parallel Horizontal Pc it- Paddle; Modu 01 • Species Grade in Bending to Grain Shear Elasticit diculsr to Grain or Group -Ft" "Fu" F ..e. "e i" Fe Douglas Fir Dense Select Structural 1750 1150 85 730 1350 1,700000 Larch Dense Na 1 1400 950 85 730 1200 1,700,000 Dense No. 2 800 . 550 85 730 550 1,400.000 Select Structural 1500 1000 85 625 1150 1,600.000 No. 1 1 825 85 625 11,1,* ,,,,,• !Ace. --31. No. 2 700 475 85 625 412110 1,300.000 11C—••• Dou glas Fir- Select Structural 1400 950 85 520 1 1.200,000 South No. 1 1150 775 85 - 520 ' 925 1,200,000 _ Na 2 650 400 85 520 425 1,000,000 Horn Select Structural 1200 800 70 405 975 1,300000 No. 1 950 650 70 405 850 1.300.000 No. 2 525 350 70 405 375 1.100.000 Spruce-Pine-Fir Select Structural 1000 675 65 335 700 1,200.000 (South) No. 1 800 550 65 335 625 1,200,000 No. 2 350 225 65 335 225 1,000000 • Western Cedars Select Structural 1100 720 70 425 925 1,000.000 No. 1 875 600 70 ' 425 800 1.000.000 No. 2 500 350 70 425 375 800,000 • ,k...- Western Woods Select Structural 1000 675 65 335 700 1,100,000 No. 1 BOO 550 65 335 625 1,100,000 No. 2 350 225 65 335 225 900.000 -Design values in pounds per square inch. See Sections 100.00 through 170.00 in the Western Lumber Grading Rules for additional inlormation on these values "When the depth on a rectangular sawn lumber bending member exceeds 12 inches, the design value tor extreme fiber in bending Fb, shall be multiplied by the size %actor in Table .1 • 11 4 , 4- 234 - -- - - I .41 ±r o_r4-s _.- .1 ..-'1 __ - -- . ___mac- T.- .3__ -__ z) LL 12 tDL 1- WrtilO: 6x6 S = 34. in 234° * t 2n3 _� 6S '2 C 5013-) L 2c1 b + 00 /( _ t s \ 343 _ �` 1 , 7.5 1 .OS -t- . 6"7 = O. 42 « - 1. 33 :k re- ,iii 3 ) 1.1..{- Di- t w 1 Nfl/ 2: Z121.5) Z 254- - + r 2r•s 0 ' 1, t D S 3 = D. cq «.1.33 2R (700)C 1- I2I G .. DF L w2 6xi , 'i k Sawvl. a Ac.rowp-n ve. goon c0Lump3. ` f t e 4 . � L. _ ` �, 9381 PE 9 ' 7 t f - ORE ON j am . � p i �,.... IT . �Q � ' -'`V i v� l -,',,1 = 11S1f - .5131 �.: - 1 . ! 14: 4 ,,,..1_ _ I __Sid, cgspork - _ CAL_ ALT- 4. 131;PM - -t - Co LVAi NJ Co ki niCCE1, o kJ : R (14 ) `-' ( i 4- .- z. 437+ 4 (3203) c / it , 4a x 5" tJA6 I?, 0 1, cA rr y 7- 10(0 #' (4x) CAZIM. P - .Tr Limi0eie_ iv 0 IV' MIMI 1 - N .. - 1- --, ..2. 1 - e ....„ ..-_,_, ..=-..... :...„ ,i: .... - v 4 _ . ,9... y.,./ s...— .....„,....._ 1 !,,, — 2:z., 2 _-_-_- -. 1_1 I N 1 i , ... .. ..., ...„■ .4 iii 7: ::',... „ , :6 : 3 "i n ,iff ( 4......:_. - ,r 0 ft:t0:1* i ORE it ON 0 5/ . S I N. „ ,.-- :- V. ._. . Y 4 :%. jr: . : ‘ti4, P.T. T > c 22 14 1p 0o0 CoL ), k : r:" ,10ift, ' - • 'r',, / _ ..._ .'::;" i '''' : '4-...,.. -s %.', r :..2- PF utt • vi c • \I. r.- ; ,...-----:-- ----- - \,......., ' . I ' 5/7114514 .., . . 1. ._ . .... ... ...._, .---..< P-T- c xto - pp- L..-#2 - ___________A___ . . ••-• I. .C.A = r CO "Z of 4 -- i -. s I ■-_.- tn -.0 r c . r - C -..c.„, f if / le t•-• I I 6 / e - 1 1 f 0 AO t tk ES3, f' 4 c 1 IV e 4 ,, / I , 4.`11 4, ' /. ... : D. 4, 9381 ' E # 7. -- -f.r*V.7,..i9 ico 7 S .7: . - --vz 47 ,e3. - .;),..-. .,,,, . .; ' life:. ' .i.' oREG 6 N .. '..,-: '' ' i l l' • C 0 ' 'TN.,. r , rio 12/3119_5 ...4„ ,,.. ,.....:.t."' 4. Foo-r l LC, *PL. P(Ma = 4-3 00 _ 3 p �. 110 VIA. A - 13 2000 ?SF (BA sic) (2.000 (1 fi . b b7 f (2.2 )C sc)) = 3033 30 lbK)_ - r L H = 16. @ x _ `tt Horzaz. _ (gX1)(14.. m (2S .8) l I6(4, X - ((SI X7.2s) -f- (/S X3.S) / L� •— Ito I M n(_ DEPTE4 - 3 (sec_ r■cxr Page) UPUF -T = Co (g) UP=(Co.8)(C,2)((.2) /.32 )(q )Ct43') 223 VGA 4 EDPRQFFs, MtrJ. 061 - n4 = 3 ! 3<< o + N E Q U 9381 F 9 (See— r\cict 19 ORBOON 1 ,� ; • iY 9 /MCovECk-c } • . y .R j EXPIRATIO4 DATE:(2I IJ fL 4234 P S--! f ALB gev- Sit FoOT(si 0E514 -4 LL - tOt_: ?(Max) 43d0 # _ 470 e pS-F VIA. Ptfl- 4A- - •7' 07 Soon TsF (VA Si (dK). r L� c - 7t�t - : N f X = 4 - R t ltorzr� = C'XI'(1c..8) + C25 � . 1 7(J4..r , l2 x Cis iX ?.ZS) + OS X3.5) _ .R 164 ' DtA_ = 36 # Attu. OE 4 LS Upu -T = C90 I B) � Off�s VP C(a.8y.bz -- /.32 4 'Kra 1 ) 2 = 24 3 y -� X 4C 938 PE. 9 o s ON fly► 36, ti s� totewt r M ti . OE'PT4 = 2 3" Qagc EXP. DATE: 12/3110 L• :111 * Mt, 7 • .4 r DESIGN EMPLOYING UBC CHAPTER 18 LATERAL BEARING FORCE = 166 LBS. HEIGHT = 6.91 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF /FT. FOOTING DIAMETER = 1.3333 FT. POLE /FOOTING IS NON - CONSTRAINED AT GRADE MINIMUM DEPTH INTO GRADE REQUIRED = 3.25 FT. FOOTING DEPTH CALCULATION: DESIGN UPLIFT = 2293 LBS. MINIMUM WEIGHT = 3439.5 LBS. DIAMETER OF FOOTING = 1.3333 FT. MINIMUM FOOTING DEPTH = 3.25 FT. ANGLE- OFF - VERTICAL = 30 DEGREES. WEIGHT OF CONCRETE = 680.6438 LBS. WEIGHT OF SOIL (CONE) = 3074.595.LBS. DENSITY,CONCRETE = 150 PCF DENSITY, SOIL = 100 PCF BRED PROFFS �, \5� G i N F GOVg `r�0 ' 4,� 538 F9 4. 4T w ✓G OREGON • :., j r , 234- S SfZ.P G P_2oR DESIGN EMPLOYING UBC CHAPTER 18 LATERAL BEARING FORCE = 166 LBS. HEIGHT = 6.91 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF /FT. FOOTING DIAMETER = 2 FT POLE /FOOTING IS NON-CONSTRAINED AT GRADE MINIMUM DEPTH INTO GRADE REQUIRED = 2.75 FT. <----0 FOOTING DEPTH CALCULATION: DESIGN UPLIFT = 2293 LBS. MINIMUM WEIGHT = 3439.5 LBS. DIAMETER OF FOO 'T'ING MINIMU F DE PTH = 2.75 FT. ANGLE-OFF- VERTICAL = 30 DEGREES. WEIGHT OF CONCRETE = 1295.906 LBS. WEIGHT OF SOIL (CONE) = 2460.603 LBS. DENSITY,CONCRETE = 150 PCF DENSITY, SOIL _ 100 PCF • = Z� µtgINtK4A • h, it r r PhOfe 44‘ 9381 \n 1° ✓ OREGO-g i = Z� -.‘"N 3� • � r 4234 Red, S121/ 0° c p -ao - LATERAL BEARING FORCE = 166 LBS. HEIGHT = 6.91 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF /FT. FOOTING DIAMETER = 3 FT. POLE /FOOTING IS NON- CONSTRAINED AT GRADE 4 MINIMUM DEPTH INTO GRADE REQUIRED = 2.5 FT. (2 = 3 09 FOOTING DEPTH CALCULATION: DESIGN UPLIFT = 2293 LBS. MINIMUM WEIGHT = 3439.5 LBS. DIAMETER OF FOOTING = 3 FT. MINIMUM FOOTING DEPTH = 2.25 FT . rc' - 01‘ ANGLE -OFF- VERTICAL = 20 DEGREES. WEIGHT OF CONCRETE = 2385.645 LBS. WEIGHT OF SOIL (CONE) = 1105.33 LBS. DENSITY,CONCRETE = 150 PCF DENSITY, SOIL = 100 PCF " P86 a� VEr+1e. Ok Lit 1 C I w4444 y) 381PE r- ossoo 41 cov A I , I EXP. DATE: 121311g_ I 4Z3 — 1 51 [' _ .. -- .._ .. _ _.- S -( I --- - - - - -- - - - . -. C-P = Z_L - - F t Z . o ► s T E L EVATI o rJ : N -1 r %1 ( 11 c+7 , ,--16. VIA. sI SIDE VtELJ = s-. V v II It I a' I I it 1L L. 1 • 4, F 6 E y e ..�: ,z ` ` 938 9 , , F \ T " M COVE ' 7 _ � • lE.XPIPA.TION DATE {Z ill 1 0,.7� . ..Z e . ¢Z34- I Sicc /por-- / ( -23 q1 CP - A STANI P. Ate-C) CPrIaPc 271 Co 0 Fl G Lt ! - Tt. on1 S 2 - t _ N. �to =� - a BEAM - `� O - p p0 O -I -1 _t - dJ p ("- Bo4M _ —�- _ - , _ . ' -` ^�`' � ` 18 - 4- (MAX Note: The structural design for the 4-car carport applies to this configuration as well. Same roof, same beams, same columns, same connections, same footings. i.\ PRpF j lY 7 E r' 'i- i ti O• 11N :.:_: G l Y 2 gA1 . -� i ovER t EXPipATI�N D'TE /2 j / • .4 4231 1 S+ed p o or & I l l ( tell ice - 6 L . 3 -cam. co �\ .. M e. _° _° op a Q. c" a0 / 2 " '3 o" OiAx) Note: The structural design for the 4-car carport applies to this configuration as well. Same roof, same beams, same columns, same connections, same footings. ' PRQ / ,''�`�`,, C)� c' N E O tuN ' 1 , O. 34- IN G !y Z ,91 y z.,..0. IOVER" yi „ *.ittoiree !EXP;RATION C• /2 3/ 0 _4 -.. , +234 S -e 1por -E- ! 1I /Z3 CP - G 4-^ cam; o c4 -t -t 1 'ci- th \ . . u l3 �!`i L, • - - \ :".-- 0 t _ ° _ I co cA o tr m i -t _t M `i / - 16 —D , 9'_ / 3GL o" / Note: The structural design for the 4 -car carport applies to this configuration as well. Same roof, same beams, same columns, same connections, same footings. r _� �G NE F • f �� y - 0. ?t *' f r l r2 X91 E XP IRATION DA E /Z®r _11_4__, 4239' S-1 1por-t [I- 2 3 ' CP — D C 5 -C (same, dep -I-As as prey ous 3 _ .. � &a .. BEAM y . . I (8' o" Al 18' -2`' ' 45 2a if (Max) Note: The structural design for the 4-car carport applies to this configuration as well. Same roof, same beams, same columns, same connections, same footings. E PR F W . �, �. G N e 0 9 ' � ,�� � A, ,4E. (4., , 381 r* r 1.1 n ON IN ny . .'" ' •2 1 dk 613 !EXPIRATION D'� / f , • /+ ^ _ E 6 -C : (Sa m de p-h-t-s as p reV c mss) Note: The structural design for the 4 -car carport applies to this configuration as well. Same roof, same beams, same columns, same connections, same footings. \ N N- 0 - 3 I \ E: 5 � 0 1 c 0 -1 c0 0 _I \ii UN • CO 0 N • • N • -o -t • tr I N r � �Ep PoF � ,\ F 4' `4, -, 1 Q � <<, 9 :1 9 9 V .: ' '. - ' ✓ OREL' •N � , s Y��. Z z 1 9 1 ' i Ng CO ERA '� ' , EXPIRATION DATE ( " (13) SP s e 9 La" 11 = 0 . _.._. - - - - - - - — i (M00 /1 -0 CO) 5Pacgs 6 t8' o ° Jag 3 ° � —.. i.).. ,— ,, t i - 7.0 (34,...6‘ --- a . `' + ` Note: The structural design for the 4 -car carport applies to 3 se?. ess 4 , G wM s . ' P. 2 ,; ' ^`)", this configuration as we Same roof, same beams, same o ,. `.,, columns, same connections, same footings. 'vs , •' (3 - SPA E C -T PrA►., Y 41V.' 41`,,4.i‘.:,!.., 4.i ` fix , '' ",u. .I,-' 'TherM&& XpIC &$ 0Yt f C...K'f'rd Gf-lo^: . P0045)(111)( 0. q I Yr M lc. 0.1.6" If. its 0.- N l /Ze1 L.0 Kt Geft C440..+1:1eJ Go( L 0..teL5 . r /4-tic 14"x, s wat taxi" C .Q. co. dp.. P- r as)(3)(2q,evo.400.5 r4 -it4) / (o ) = 45 44e p t.0t ..... RFr (I 3'� "` M = C'¢5► Ra /c�. w , N. 75 Y ." , ta (uw►‘► 4, o 3 icsc' (Gow -- 014—, t b Note: The structural design for the 4-car carport applies to this OD configuration as well. Same roof, same beams, same columns, i N same connections, same footings. va f3EAM BEAM s3 cn r� ge'`M .. n 13 M n BE74Nt .. v t o '}- I A N ■ 4 .1 0 ,E / ( D ig ` • 1�3 ° II � ! °4 o • 72 -0" / w E 9F z ,y 1� y 13 r ' ' Z 'dr \ 11 (A m - a . 1 @ 'i t N -a >, n, �� + . , � �` ci 1 J.1' r J 1 x P 36. - D� ti 7 18 � 0" 9 � O ar 2srt B o rt PACES , 4 �� X. _SP TYPtc�-L CO C L. V-'(.._. n etAli . . . a 0 YR CoL. c L. R ?LAN 1- t x 10 x ( 4 j 6EA(-I. CSTL ea e x FLAt : FfZ.oKiT EI.Ev • • _ v �� 4 ma y. N -a , :� .= TIM S/3 /2.006 y',, . e' '; .:> 1 0 CODE REQUIREMENTS i • v + J y � ' .....•• — 11 _�_Ge■r Vlalon Td■n91e p.r c y �_? . _ _ - B.. u. Q. 20 SITE WORK I Corrcnte Sidewalk. Refer to details 3, 4 6 7 8, 6 9 / • y * , o- ASSUMED CENTER LNE OF R.O.W. SW. DURHA ROAD // ` C 2 - � - - Z 1 ■ 22 Painted Crosswalk Rehr to detell 8/ 10S 3 _ ' te . — 'T' —. --- WI Drawings . P 23 ,Concrete drivewayper . '- - -• -- -• ICast•In -plate concrete stairway with handnAln9 Per e;. 1, I I A _ ^ ( 25 ; Extruded eon t o curb par detail 2 / M 05.2 ~ , c ` ..t. MA - Lu I 1 Painted curb -brl t n d . w hh "NO PARKING FIRE L � .0 4 L _ _ _ — ..• -- — •,•• °° I 26 % A 105_3 the wrtkal and hatzoMal curb aurhu 5 . : x< - , I Concrete handt■p aceaubla ro ar detail 11 / 4 .` F•' �, RD 2B IA705. _ r r . , MRS HC van parkk epee w/ B' attne able per detail S / I` , ® % x , - _ 11 1 )• ` I ��,� 01:0 SIGN _I Af 05 n 8 s . . ' , , • ' , _ - �,� .. ` A ♦� ._ANGLE . N 89'55'53" _ / A1 0,1 ' ,�III`� .. .I. - - r N 8 E _ 1 PROPERTY LINE 4' _ _ - _ _'�- -- - X - - '1L. 29.82' al I .. . _ Icon . .rldn Wice Per 1 . 5 __ . _ � - , 7- SPACE * - _ C, /I 1� 40 ;ARCHITECTURAL -' . t . I . , 28,50' N ,V ed 2259 SF _ - ,/ 1 . `'4. C3. ‘› ". x `� b 42 ( Wood TraRIS to Bupoing_P nF x P _._ — -- • _ f Nsw ' , _ _ _ _ ,•, a 43 knee Ian t - .. .::: ' - - - `__ .. ..:: - ' - - - - - . _ �, � X X - •:•••-•' ` � .fGa 6- retydMOendaure' r r ; ® , ..x - - I- 4 1•. - I I :444:9 GarMw Enelo.ure Psul Franks Architecture Y 4 f '�• • %. • \ / • � P1 re , . ♦ I j . .. 8505108th Avenu• NE , 1 i'" C7 '^ 1/ I I H■ndaP atendbN 9u■9e P■tldn0 spas. Reh to cults 222 > `� 4 1 Y ' ® `�} +;gx, t" + ••• % /r / r I - I - ) Bulldtp Phns _ _ ._. ---. BNI•we, Weehhpton 980047018 -' - ' '. ,!". a , '� - i tt • ° ' ' , i I ._ ±H■ndl seeeasibla 1n?rPPl ---- e425.803.0792 't C " ', F y" � k'r k'tr , f X _ I 48 ' Grport. Refer t0 A408 . .•� . .. . �` 1 - . , r - - �s X - srnw 1 I - - Fax 425 803.0834 . �' i , ' � N x. .�, " 3„ , t '�/ r C7 ab SPACE t , - _I per clN DrewM _. Enullpeu8(Slnt97.0179ne.com Q ' I '+ y d A. 0:, 1 >Q : , r T 1 1 i ' 50 . Fire Department Connectlan. Refs to Building Pl ane e t _ _. .. j• t ' ' ,, T, b f. �"` " .t:. . i+v .. ' , / x X• Xr I r '' 4 % r .. . � m _ q N., � � � y . t + } GROUND FLOOR UNfTS t>f � �, ' r .. �� ' _- x • - X b � ri` t 1 IN THIS BUILDING ARE NOT FA.G -a FIRE DEPARTMENT CONNECTION I e .. 1 , © _. <, ' i , . :� rl.`.' I I , 1 '�", .�' r".„ ■ I ON AN HC ACCESSIBLE ROUTE REFER TO BUILDING PLANS. 100' MAX. TO FIRE HYDRANT - - �� -,..' X / ,/ ' ' . A + �' & 'I I DUE TO EXISTING & FINISH GRADES P'IP' E F xs i ' UI) ( ; F FR ( I r i _ - r , f '"? ` - , 1 REFER TO "HC ACCESSIBLE DWELLING IND. a FIRE HYDRANT .1.01._ % 4 - 1 t , r+� - -i: 'F s t« REFER TO CIVIL PLANS s I � ; e bl r yll ,' f � _ 11 ( X '4 , r o . /'' f ,: ; ex y �' T' '- 1 ! UNITS-SITE STATISTICS ON A, • uE p a ; I �� b �"' _ t �•.q \ r 1 f • ® K , is t I FOR CODE P0.0VAiKINS � WASHINGTON I I • v t 1 S `,r SO' I C7 r" X• - •X. ra , yx, 3-_H a I r ' 2266 i I ® 3 .,,, "lsi � ,BUILDING ADDRESSING STEM w < 1 ° Ai , , t s j .t 00' .. A SINGLE EET ADDR �OJ iI 0 k4 ' ' Q , S AC' r -:: f 1 1 ,2UNR5 NUMBERREPEATNG .NWVIDUALLY, V ♦� � „,p,....„ n � /'. ' , x• -•- y X 9 z tesOS �X. �.:. � I i I BUILDING REFERENCE ONLY (, z v -� „..'9 u-” J• r r ) / • ��.. "� 'fi I - I 101 102 NOT PART OF ADDRESS Iii0 0 1 / D a `� < i y s s v / �-- X / ` , zot zoz _/ i ' 1 v � 1 ® '' r r `� ' w :, eAT z q a - � � I C z°1 sox c N / h ` 200 r y � r &. t / / ° / / • �t . �' z il ., y3Q4 OsT AIRs I E • e 1 , , ix : to o 1os / . r I D WELLING UNIT ADDRESSES: E p r a`t ax` ':NIA h�QRII I : I :04 zos '11 m add N I . -r k+,� r r _ 7.,�, i 504 80 FIRST FLOOR DWELLING UNIT- 100 : 3 � � „f , I 1761 k �p't Y ! If' r r . .A. s'' '4 3f �'3 ;s .t - S .,s J9 � fi / z t., � ? THIRD FLOOR I SECOND FLOO DWELLNO UNIT- 3005 S � N O ^ I I I r . :C".°_ '+xiy- r X 1 - r� b t i :« ® � f` 1 x ' r % ' , . ': , tr ¢ Ain, f °,+ x e ' � r ”. [>v . ,_ O �I 'Z7 � � f „' F t 3 ;^±�.'�� _ r � t ::: " ' t �'�z��s'."" k se � s ��li � ik �� r d -, ; ! ° I IT A - - - - - - - - ca. e �i 1 /,0�L0��4 It ' , X r s7ffp r r �,� Y t I — N 0 0 1 Y m x :. ++ > pf % 7h: a z ' ` ;, MA IN A fJ) (A r - 4 II II� 7 ! , S LO `; Q.UBHOl1SE r- 7 tt -d',sr m 4� 1 •.�` .may c 4 g 1'. I r 2595 %• _ +X g - BLDG F 0 .. ' ; . x 4 �. - 1 L I _ otl ` es �3 a #k ' r % A105 6 RAILING x° ® ? 2nd FLOOR 206 204 20 Q ' f 1, t 1 4 1 ;� Q { s Yv'�r 3 d FLOOR 306 304 302 1 5. ,, 112.0 0' 2.00' 3:, �V I- r � I . Ir r� < ,t' -''.,1 .. " ' Z -, ..+� .x. ,5..';� 1st FLOO .. 106 104 10 2 a. C'O a+ k' . mu : w i � I s " , . . fie ti ra � � t », I ,5,2... - - — ' 1 " A6 PEDBRIDGE., - 3rd FL00R 305 303 301 ._ . -.. _ 8', l 2nd F L00R_ 205 203 201 o ' . 1 D i 1 I 18t 105r 10 101 _ A- - - r ^ 1 >< 1 x X- X SC x � r O � �} i ���®� N UNR ADDRESSES • ` ' I 9260 Q �6�ih5! r BUI .. Q "i i NO , S , R �. ,s . Op•. • .,;.r :; . - E ' ` , • ;. ..,, .. i __ 314 3 310 308 R - - I rd FL00R } y f v .. I .x = B9 0+ . _ .' . P .' � 1. 2nd FL00R 2 t 4 21 2 210 20 ,..,000 . / tC: 4 I 2 , c x �® . a \ .. _ 54 00 r ro � , ■s�$ 9.0• b` S ; n / 1 b® { DACES�i e-� 9 0 9 A• , s f I I � I I 1 st FLOOR 1 , 4 112 110_ 108 O • f t A 1 •• �✓ \ S 0,1 05 $ � H • • . _ .x - z --- s. �/ r . :: . . " i ® ^ .. I 3rd FLOOR _ 37 3 311 309 307 CZ k. . f' , I p " f , w , I 8.b, . , " N •N 1 '* " 1 I I ' .. l0 28 S 9 • 5 1 a te \ , / F i _ . X - 3(' x:..,x- O. N 1 P . 8 © A , I Rat I i _1st FLOOR 113 111 109 107 ilk t , O �?„ X , d J SA m �, 7 2 E ® x r y = 59.221. l s 89'47'56" W 5 „_ ® 1 I 1 UN TT ADDRESSES 1 y 1 1 ' - N 894Z"_56 ); . i r :. . 4 6 .50' :A +5.1 123.62' I I I 1iH i - t e I 13 • ' i r : ''" 320 318 36 " l a PPARXN x w + °�,u.a I I 220 218 26 i m I W q ,,, 120 118 116 • ! c '�' ; N y 9 1 E 9 R aB . ! !I j j DEVELOPMENT ft, d r U % .t ' t � —! S S : • ` I, j I , 319 317 35 ' �� % t 5 c , I ^ I 'bill F ; ! ' , _ `` I g 2 TY P, , � a Q 63 lad' l 19t FLOOR 121 119 117 1 15 t 13.00, � y 2nd FLOOR 221_ ..• ... .:: - ; Q ... ; ! X m e f ' _ Ott � " 25.50' ,z.0 I' 1 . . SC: I 219 Z17 215 PART A t � N B UILDING D k w > r �. .1, 11 , , .-_; ' 11' �w,. ._ _ ♦ ' 2il 50 O I - I - - w�w- &. t \ I 28.50' - 1 3rd FLOOR _ 324 326 32 330 isa - 28 .50' 27.00' t SB �, — ,, ' ) 1 L I I 2ndFL00R 224 2 6 28 23 r za 1 c 589'52'3 ^w I .O \ 1 � I , �' N I 1st FLOOR 124 1 2 6 128 130 „�` 1 I I 4 t I f 1 1 � 1 BRIDGE A705.6 ni XL_ A 10i 1 Date 11/10/042:41 PM _ PED. BR �y � .- X x . F�t 0 207 3rd FL00R_ 323 325 327 329 Revisions ��• �7 -1' Y p 208 I 1 I X,_.,x /r` "J t �k s t 4 ,3.00' 13.00' < 30,J $08`1 I I I 2ndFL00R 223 225 227 229 ' - 9:0' - {I I ' - N - - t � . �/ I r 1 1st FLOOR _ 123 125 127 129 • e 1 . 1 6 SPACES , \ \ 1 W. t t - 1 i ;i- s ��..; , I I _ /1\ PLAN CHECK 11.2.04 5 L -- - -� 53 .00' `�� 1— �---NJ ., FER I I �. 1 I :. � , s l I N 1 X 0' s I X A, t`/ e t I I BUILDING E I _ _ _ - _ " _ _ 1 _ a, "� t a } I 3rd FLOOR 332 334 336 338 '-iX � t ii.66' x —,..,__ 2 1._ - I I � I - �'` 2+. a -A i (#.1.'"' ,s; FL00R _ 132 234 136 138 s• a X. — � �� - s s3 ® II Job No. 350 '"` s 5 8 9'52' 5 2 W 1 I t r D z . '$ F 5:`.� s ~ a l 51 iAIR5 -- Scale 1'�- 20' %-,i,": 1 1 I t I q "' p� . 3rd FLOOR 331 333 335 337 y CD / �i i T o ! Drawn e B franks 1 I / • ,f I I N e Y;: �'' • I 2rni FL00R 231 233 235 237 u 1. 0 �� , i p :� q 1 III �!!! 1st FLOOR 131 133 135 137 Computer File -7 1 �`,� e ssa� . e� a sssse� ■ ■ • r - 1 ■ es ■ .: I - H w� a �' e , 5150 2:41 PM EV Ph q X X _ X_ X_.�__X_ I '- T N W SEE DRAWING Al 01 1 a � "'"'-x.-.- - - , - I -- PART R A , ? '- e .11:: h{ "' S7AIR6 �� rer t I 1 /'+� , / )J 11 � 1 1 1- .ti, 1 8 ! S • I I 1 `' i �� " . . i \ / I C7 .„ .. 7 � 13.x_ ' 1 ��� . d.Y� lie ' . L7� I I Cr` / ,V•{ �' ? ...ea ■ ..a.aaaaaa� ■ aaaaaaa� ..F...as•' • . /' a:i;- I' �;. �F - °`Iy - , ( K I t 7 s •" ■ as ..ee � • ��. 1% -••\; � � '`\ , �i „ �S'' ; BLDG 4 I 3 i s ' i ' I I I R z Fr, 4 U z4wtt. > !S I 1� I I ��!��(V /� K T-- 1•X 1.1z.00 12•'I �' L I'• 1 lirdl � # . �� 8 1 3 9 J F 17z s o ti4r i ■ �:` gRTM � I 1 / \ z 1 25.50' ,2.00' �. 28. 2850• 7 - ' i ` ° °.` h",, - ' i . ,I II 1 � � 1 / V �. i I , X , .� 1.. x• � # I s`` itgl_t L , REF i N0'IE AM RES • a ENTIAL VVV � $ etc y ° ` #X 1 1 . ": ' ti? .,• � .7 '�''l7 I I 10 + C ODE REQUIREME DEVELOP EN17 I r I 3: � �' _ 11 10000 Vblon TrISINSI.PE�t71 a 12aer_d * ' , I � / , , E , I 3 g -` - •{ � `T t ,'� 11144.4- Y r `.` u� .. 1 - 2C - � S Crnaete walk Refer to detail, 4. 6.7.8, S 9 / WORK < V j1 S II - . . f Irk I I 0 I i �:., -. m ® A ® T I ' 21 A105.2 - I I f:f q � I / •4 r X � ,. '.:. � .:"• • . " ". a _ . ! 1 b I 22 Painted Crosswalk. Refer to deta8 B/ 105.3 ' i ` ''1` ` I 1 �{i o • If� I 23 cone et. drN:way p.r cM orawings. . a "� Pia q \� / 1 n tr•- I 1 Cut n -place conaete attlkwaY with hmdralgnp per - t \�� 1 I 1 24 !d4c.E10/.705.2 y ? , I % ( I "a t� L Paul Franks Architecture FS I 't / - K i '° , fi -e, �` q� y � I I 25 IEz[ruded concrete curb, per detail 3805 1o8th Awnua NE I , © '2'� F; ' =r 0 , Pained curb -bright red, with "NO PARKING FIRE LANE" Bute m F • / +\.. , 1 TYP. . ,. 3 , 11 4:1,A ) , 1p; r .. I I i ted on 4611 vertical and horizontal alrb .urfscs per S BslN Waehlrpton ee0Da791B '"°' £ i ^,' - T , , 26 ... /.105.3 .... Telephone 425.803.0792 ..c....2:- , 1 I X '. ® t ., t r 4"�,•F�h ?.;i ,•F, 114 I C harldcap aecasslble nmp per dehA 11 / Fax It pa i ,. I T �.. " . ' y � - I I Emsll peul ®Intergaonllne.crnn r - - ■ _ � lillllll t� X•+ -��X .. _X- - - •K \ - � ip ` g - , k ; - 2$. vM paridnp apes w/ s' aeon: dsle per deun5/ a I , . .. - ������ � ' 4 A 'r is 1 28.0 _ -- -'- '- - - --' -' --.__.`_--. I 1 ', , - ` S fi r{ I ' S . v 1 ' m o d I 30 _ HC king space w/ 6' ecc4u 11614 per . detail 5 / Al At 05. K 49.42' '- _ �;' X + y'fi,`�, "),�', �'. I b I : 31 I par st.nderd perknp a 3 /.11 r t ti I N 89'47 56" E . 3.08 �' = ` _ - , H 32 r 1 /.705 05. . 1 WS a ` ; ?: 8 : a D. J a 1 1 , CpnPectPerldnp spa - -_ ' E I e.pace -per w r ,.. I r© t :+ < ,+,:.. . ;; 0-- I j I 40 ARCHITECTURAL GARBAGE COMPACTOR 1 .. 1!Illk T y ® - . I I BELL UE, Ac I I 4 1 Gnt M B ox aa . Refer to Maq Box Plena 8 Detella WASHINGTON mi I ) / % ti0i`.. 1095 5.F. I 1 42 Woo Tralll;. Refer tp Bulldnp PWro 2266 ,.Q © .� 43: - New fence. .. � l7 ! .. oo • �I • I I J compactor d remilpg_endoe_ur_e OF O I I X I 1 I J t'''''''''..6.&-':::5..4.114.":::; _ µ Oerbap_a, ' I e r r.I I r t 28 31.58 °6 ' I 1 4 Garb�pe Entlmtrrs • � a " y I I HanduP 11ecessible garage parldnp apace. Refer to + I r s j.'a Q r 2 i x M th ,- I uBdnp Plane I I 1 r ' 3 S P , t r. ; 4 > � q ' � 5 es I I 47 Handicap accessible carport rt puking apace. r 1 r i 1 46 F I r _ r N:+ r ,.. ".. �:- 1 ; „ 'y..11 c^ t le , B Carport Refer to A408. 1 ,� P, r ., - . I , o ` nI I 4 1 49 'FeteFDepa rtmeWell per nne c tion. R efer to Bull r I / L halt ' u4 7 I I 50�! tre Degam Connetion. Rring Plana ■qq, `] S I I X 1 'x 4 ".. +v'� ."'."'.. e4._ , ' M 7'fL ,� ,. ri.�:: dC I , _ 1 1 ' I r � � 1 8 v I t P 1 I 1i. I kf ' x u ` �z I t I; . 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