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P�ot.�S •TYP. ar .J I SIt116ML STEP FT4, --- -�\ 10�;6 S - � v • I I Sit1► AR 114 C.O., coV�R. ° r ' _ �� 4 -d to si- I I ir.CO ON = ( I Q�e�� ` \`� So ,n `J I r r- .�.� •rte Wry St.. 42ADL ( I q D 4 -5 1 I WP. to OF 56A1b Wj I ( '� `� �� - I r,:� - - « t CoNG -13/10 W.W.F. ! ! ,�g \ �� so I , „ - �qKN 0 12 INW.o A. o6 % I `(oP OF 506D E6: 101.0 I i�p ` � � � � cu � � 4K � rJ24 � T r I i I 1 �� �� ' I � - � � TO G 1V to EL ; ,I 5=� 4 t� 1141�. q. 2xa wrND. t _r Q loo'-4 I 5�4 5 5"�l 6 (nur.L1014 r I I I I a I I 6"�Co6. W/ Ira K 114" ° I ' t �� i o GAP R4 ' itK114K . w 0 I FT4• �a' -' 10t 5ASE R W/ t 97-� �;,•° t-- aVL c.° 3 144 K t'•0 A, 406'1% I ) I '�YPiGAL r 4"G OWG, STAIR Qj - _ - _ _ Q AO? as ►1. ; 1 I I /414 / r � 5LA0 ON 4 LADQ- � ,t r r 1� 5-4� 11 1�LiZ l 4 COUt, YES 1 t 4 b - Q u. t � � .. �t`.� I FT4,' 'TOP G61: 100.4 (-� r V5 5'•L E,W,�o l' U.. loo'•4 ' I j t I ,� m ca I I o a i �, �► � �' _ cxTENta >3oT Ton o � � TRUSS 1SARS TO E>JO s-0 - - r i _•.4. a_ or cArlTiLwER • IYh. , I I 1" Df`6P CON'1ROL t , I e�Q� ' • :� I 5�� 5,� 4 TRH i r JOIIJJS 9N I r l Q. ,. I 5°q 9 Sr4 S MUL 1 NI1JC. r op in Q I I I w,w, t:, J. �.a'' wlr�t. Kt1.M pt:cP FT4, K 5•'i: E.w, E)OI. oo�5 L WZAP C06. i v .,4Y. K. aU" 1 Tol' 66 : 91�� ; M � j i tf I o A { � -]4-7."a WWt 110 1 r 1i�4�v i �' �, 1 10,• r�T>Z 8114 GOVT, 7,Eb - �- - t- q i Q�Q I i Wit 5 Al 1 U1 WSY'4. WA66 ( _ I 5 r T fL 8" SLAM Rt4VIR,EM )JT$ 1 I sIn16Aa. s6oPC 0 or wA�.6 . - 55t116A R ► I �T��' FT4, T A. T , Tnp Jar - B = Bottom bar ; TR Truss bar. POWW TO &K-15-11A WA66 8„ 2-9 2- j B. The following sequence must Ie used in bar _ + plarementr s x 1 . Place a 1 1 east al�st bottom bars. e4QG x119.0 GO 9; �--• 2. Plari north south column strip bottom bars. 8" 11=8 4" �+ IOA 3. Play east west column strip truss & top bars. 6 181.0 S�-4 /� ��,q 4. Plat, north south column strip truss & top bars . 14�•o il.•0 C��C IJ� ' ' 3/� (;Q �C I ' 3�/q''.. �.o --" 5 . Place east west middle strip truss & top bars. t 6. Place north, south end strip boa wr.•n, t_ru-.A ,.- to,-1 c hh 04 -110 A t ' I 7. ba;-- , z :f= 0-h middle strip bottom, truss- rr � t ^ p �j [ ' � 1 a C V U W W ?LA lJ 118 : top bars. Ci Z,® U I.� P LQQ Imo. FLAW Ya" • 1. i 600L is 8" $TRuG761RA6 5LA13 • TOP C6. : 110'•® { r Live Laads 'Used in �`esign E. All bar lengtsh are drawn to scale unless nr�,ed. Make all bars continuous A. Zoof . . . . . . . . . . . . . . . . . . • . . • . .. . . . . . . . . . . .. . . . . . . . . . . . . 65 PSF around corners. tr-t1 B. Office . .. . . . . . . . . . . . . . . .,. . . . .•. . . . . . . . . . . . . 50 PSt F. No splices in reinforcement shall be maae unless detailed or authorized by SEE AZCR. raL � C. Retail , .•♦ . . . . . . . . . . • . . . . .. . . . . . . . . . . . . . . . � . . . . . . . . . . . . . . . « . . . _ . . 7a the engineer. leap splices ��h �3 p--.rmi tted shall be a minimum of 36 bar I HAND�+A16 RE4, diameter$. I djt if`ai111 G. ^lei tied wire fabric must lap one full mash and must be wired together. I t ---_ w: Soils and foundation investigation performed by Robert W. Thc�rpson, Inc. _ _ „ _ . _ .,. _ - . . ._ _ _ "- - """ g report #473, dated March 24, 1972. H. provide all accessories nera��sary try support reinforcing at positions showrw. FOU!�DA Idl, � 'kEY R.0 AILI11U4 WALE : } 3. Maximum -.nil hearing pressure Used in design . . , . . . . . . . . . . . . . . . . . SF •Zei-nforci n protection i s to he as follows : YyA61. g �U _ _ -, _ -- g _ 3000 A,�- I • g P y. D 1 jQ F`C1 iJOATION WA66 , C. Soft pockets are to ne removed from under footi ngs at:d excess• cuts areto i » Concrete pouted against the earth ♦ . . . . . . . . . . . . . . . . . . . . . . . . . . 3 i ncl,es 1 W.W.F. 2 Concrete poured i n forms but 4�xposed to weather or earth . . . . 2 inches i 1'•0 be �f�i 1 led with concrete. n _ • 3. Slabs . . • . ♦ . • • . • . . • . . . . ♦ . ♦ . . . r . . . • . . . . • . . • . . . • . . . . . . . . . inches I 3 N d 0 ed . 1�l1 backfill i to be compacted to 90 standard proctor de�nsity, ,at optimum 6♦ Structural steel I 4n �- 1. �R motdes content. , A. All structural - steel shall conform to ASTM A36. I `� ...... E. Grades round the building si e must provide good drainage away, from the B A'1 { pipe columns shall conform to ASTM A53 Grade B. SEC bL• T '� Foxi BLALt, WA66. -lam ' buildin and off the cite. B. F. Do not place backfill against the building until the First floor is in C. Structural steel shall be detailed and fabricated in accordance with the T�PIeA6 006. 2CQ, Q DULIW; 16NCV16L place. latest provisions of the AISC ?Manual of Steel Construction. h' LXP. J'G. -Soils Engineer is to inspect the open excavation to confirm foot +ng 7. I Joists \� bearing values used in dasign. A. Design stresses and jointing shall conform to the requirements apporved W,WF a EL' 101.0 ti4 YEVLT lo" ' �_ 3♦ Poured in Place Concrete . by the International Conference of Building Officials. , A• Ail concrete shall develop 3000 psi compressive strength in 23 days. B. Members are to b� designed to resist all superimposed live and dead loads. _ -- B♦ All concrete is to be mixed with a nimimum of 51-, sacks of cement per, C. Provide ,l x 3 cross bridging_ not over 31 -0 on center for all joists. D. All metal connector desi nations are ror Simpson Strong Tie Connectors. • • 1 HORI'L � t1." cubic yard of concrete. 9 p 9 C. A31 concrete ork shall be in accordance with the requirements of ACT Substitutes may be used if their tabulated load capacity is equal to or Building Code Requirements for ,'Reinforced Concrete and ACT Specifications greater than the connecter specified. *' t , D for Structural Concrete 'for Buildings. E. Where no connector designation i s shown use the lightest connector for 2� WLLP AM5 ---- � �° D. Encrained air is to be used in all concrete.. joists or rafter size apd the heaviest connector fo'• beam or column size. 15•0 .6, E Any stop in concrete work shall be made at center of spans with vertical 8. Plywood bulkheads and horizontal keys.. All construct{rtn joints shat ) be as ��._ ;'�y" sheathing is to be j inch Standard or Structural I or IT Interior � � 5 x -ZJ�Z ti authorized or detailed by the structural engineer. OP PA C-D grade, I . D. index 32/16. t B. ,goof sheathing s to be nailed to supports with 6d nails. Nail spacing is Li F. Place 2-#5 bars with ?t -0 projection around all openings in concrete, to he 6 inches at the edges and 12 inches at intermediate supports. g Provide a 900 hook if •2' -0 projection cannot be satisfied. 4. Precast/prestressed Concrete C. - Fluor "sheathing is f.> be 1/2 inc'i standard or Structural I or TI Exterior FOOT NG 2°5 GOAJT. '( >�® 2°S GQ1Jj, T,it?�. 04 K 5=4 Ga 12" W A. All condretd'shali develop 5000 psi compressive strength in 28 days,. DFPA C-C grade, I .D. Index ,3t/16 . STE I B. Minimum release strength shall '-e 3500 psi . D. Floor- sheathing is to be nailed to supports wi ;,,i 8d nails. Nail spacing - --- C. All precastj�8restressed concrete shat } be in accordance with the is to bu 6 inches at edges and 10 inches at intermediate supports. � � 'LO 5LP I ACT Building Code Requi re4ients for Rei.jiforced Concrete and the SE.P '� ACI Specifica�',ions for Structural Concrete for Buildings. D. All welds shall conform to AWS D12. { . All wei ds sha 1 i develop I2.5Y t 9. Inspections _ g �., of bar yield strength. - E. Place 145 ' bar �iith 21.-0 projjection around all openi,p9s in concrete. A. the contractor must notify the engineer one clay in advance of : tl 1' �, -• s� t, . inspections. COD'(. ' . °-•-'- 5. Rei nforr4 ng steel • B. The following inspections are required by the soils engineer A. Al { 'reinforcing ;(ars are to be ASTm 1"•0,15 Gracie 60. Y - 1 . Open e•ccavati on B, Welded wire fabric is to be ASTM �, 185_ . p rl C. P;estressing strand is tQ be 2701 7 w'kre strarfd•AS�`ir, �41h. - C. The fallowing inspections are required by the structural engineer; D. -Datai i all bars in accordance with the ACT' Detai lin��`�'�`'i?-i1iva1 and 'ACT- 1 . grade beam and tiaaal l reinforcing, Building Code: Zequi rements for 'ZP i nforced, Contretc.,17 i�e'i nforci ng 'in, ?'. floor reinforcing Structural Slab must 'be shop Fabricated. 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