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HomeMy WebLinkAboutB07-0144 Plans*Was I Q Zj Ck AdO3 331310 -a 1 1 1 0 UAAOj 0 IUA (A CL U) (3) c CL 191- -a C n E W E a) t W = �a, 4-) to N V C: C U 0 0 = 0 1 c o C W TS C7 -E SE 0 O z . O t r4 0 0 Q) m 0) 0 w < m -34 w S E (2 41 W E 4-J kn 8 C z a 0 C) (U ".s; m m = CL.E :t! 0 CL V-4 m rj (n > c U va C N 4w 4-J 2 (D . o v u. M G).2 > • 0 U. (a Jd c a m w 1 8, 0 3: 0 - 0 C- Ol (z rya > 0 W (n CL 1- �E M U w (L) 2 to 2 142 th 0 13) P-4 4-j a :3 — t t 'fu . 0 u 2 : 4-J C: .cam' -C C 4-� 49 V) 'Ci oot LU L& 0 Ln fo E An 0 0 L- cn Fk 0 c e 0 = E 0 'a E 'rz r t-51 L LU w US Z to ce < (a - W C: 2 m 0 .i�- LL 0 w 0 zceu 0 ZU E ,. p 01, 2 a) 0 CL U ) C:) cps (n '2! (p -, (5 oi CI Z U. IW z W IV - t 0 Ln 0 C= > > 1.4 .4 0 uj co 0 Lu go cl E (U 0 a, 0 n 0 O N mi Z UJ uj U x -J U cu J - c� ru -c Cj U. z U. a CC 0 (A 0 1- Z W I- M C ( on 4 F I Q Zj Ck 22 ROAIP \ /AIL COLORAPO albs BETH LEVINE ARCHITECT, INC. P.O. E30X 1825 AVON, GO 01620 (01 0 126-4cic`13 FAX (q 0126 -2q(-`l3 GONTAGT: BETH LEVINE I. ALL NEW GON5TRUGTION SHALL MATGH EXISTING MATERIALS AND QUALITY OF GON5TRUGTION EXGEPT WHERE NOTED. 2.THE GONTRAGTOR 51-IALL FIELD VERIFY ALL DIMEN51ON5 WITH THE EXISTING GON5TRUGTION AND GOORDINATE WITH THE ARGHITEGT. 5.THE GONTRAGTOR SHALL FIELD VERIFY ALL DIMEN51ON5 WITH THE EX15TINO GON5TRUGTION AND GOORDINATE W TH THE ASH � �EGT--- 4 ' THE ENTIRE INTERIOR IS GOING TO BE REMODELED,' NEW KITGHEN, BATHROOMS, STAIR5 AND RAILINGS. 5.5MOKE DETEGTORS IN EAGH BEDROOM AND THE GOMMON ROOMS PER CODE. CLIANT RAETHER FAMILY RESIDENOE 22 ROGKLEDOE ROAD VAIL GOLORADO 0165 STRUCTURAL ENG I NEER MONROE 4 NEV4ELL EN&INEER5, INO. PO E30X 15q AVON GO 51020 (01 q4cl-7768 FAX (01 c14q-4054 GONTAGT ENGINEER: HANNES SPAEH, P.E. DRAWI I NDEX R 4p "I OW � 1 U TOV PRE3 RE5UBM I T Al REV15ED rbwn of Vail Cq 00 U C (aN p �� ON 2007 aw E APPROVED Community Development Department T f n # Building safety and Inspection Services OWN OF VA - 1 7-1-1 % # DATE 05.03.0 06.21.0 0 1 q. 01 0 1 01101150 • M r0i TOV PRE3 RE5UBM I T Al REV15ED rbwn of Vail DATE 05.03.0 06.21.0 0 1 q. 01 0 1 01101150 • M r0i LOT 12 N84 30' E 55.92' 5 0' UTILITY EASEMENT LOT 13A 0.202 ACRES Q 27 cD j 26 ti N LOT 14 co rp 880 N v ax 22 78 4 q _._.... 23 24 CD toe /' _._ _.__. .. 28 � DECK x TL S, 347 FLOWUNE 8287.6 35 3k .--� V STREAM �\ 3 2 _ J sy \ t� 1 20 ._.- ... .. _..... _. r= �"` .. DECK t a $290.3 x J...__.w , STONE CPP x DECK 475, 'y- -- ;! ! t FOUND PIN & 16 8 ! a.4' t 36 ALUM CAP INV= 8292.0 290 J • f LS#1847$ SAY - 88 + WOOD TIE WINDOW S 1347 00"W WALL'' _. _.._.._.�......... _ 8291.4 . _ 8294.1 ; �" 16.37' p BAY ~' LOT 13B 8293.4 .' r . t WINDOW f 8290 ROCK ��z93, 1 15 k�t STEPS S76' 1 00 m E WALL z4 13 io 2 STORY STUCCO HOUSE a ots' -`N 14{i.GO 12 _ 1 �� `o 8298.0 (� o.s F as ROOF PEAK 8296.9 w 296.5 $29$,2 i r ;v; 111 BAY FOUND PIN do � WINDOW 8325.0 �,-'` � ALUM CAP h 5. TOP SHINGLES r $298.7 $298.6 _ rr s N 1. LS#18478 0 8298. DRIVEWAY, ex� 8298.3 / 8298.5 8298.8. ENTRY 8299.4 ' 1 � J ? 8299.8 w - ` 8299.1 FOUND PIN & 8300.2 ' ALUM CAP $298.9 :s LS#16827 { EL= 8300.17 C?`3� 8301.2 TOP /BACK GARAGE SLAB ENTRY 8300.7 CURB �> 8298.9 8299.5 8299.3 FLAGSTONE ` ­ 98 s$ 6 a WALKy . WOOD TIE �'L' •� "''` WALL 7. } 8301.8 �` r �` 8303. 8301.0 �� WOOD TIE WALL ~� ROOF PEAK {; 8603. ix, 8319.7 8300.9 «' TOP SHINGLES f `- • :,: ' 8304.5 _ rr.. I ± f . ;. f 8306.6 \rti j , , • EASEMENTI l 41199 HIGHWAY 6 & 24, EAGLE -VAIL 8307.6x, P.D. BOX 1230 EDWARDS, Co. 81632 (970)549 -1406 l 8308.E 1059 A TOPO.DWG 6/21 jab KPJ NOTES: 1) DATE OF SURVEY: 6/14/06 2) SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR AMENDED PLATS, EASEMENTS OF RECORD (OTHER THAN PLATTED), ENCUMBRANCES, RESTRICTIVE COVENANTS. OWNERSHIP TITLE EVIDENCE, OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. 3) NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT, MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE CERTIFICATION SHOWN HEREON. 4) BASIS OF ELEVATION: SEWER MANHOLE 0700 INV =8274.9 5) BASIS OF PROPERTY LINE LOCATION: MONUMENTS AT SW COR AND E ANGLE POINT LOT 13A. 6) 2' CONTOUR INTERVAL. 7) BUILDING SETBACK INFORMATION IS NOT PLATTED. PRIOR TO ANY DESIGN OR CONSTRUCTION IMPROVEMENTS ON THIS PROPERTY, TOWN OF VAIL SHOULD BE CONTACTED FOR CORRECT BUILDING SETBACK INFORMATION. 8) POSTED ADDRESS. 227 ROCKL£DGE ROAD, . X DEN07ES BUSH WITH APPROXIMATE DIAMTER TREE # TRUNK DRIP TYPE DIAMETER DIAMETER 1 0.8' 16' CONIFEROUS 2 D.8' 11 6' COMFEROUS 3 0.5 e CONIFER 4 00 13' CONIFEROUS 5 0.3' 10' DECIDUOUS ' r 6 0.7' 12' CONIFERWS ' 7 0. 7' 20' DECIDUOUS 8 1.5' 20' DECIDUOUS 9 0.3' 10' DECIDUOUS 10 1.0' 12' CONIFEROUS 11 1.0 20' DECIDUOUS 12 1.3' 20' DECIDUOUS .13 1.3' 20' DECIDUOUS' 14 1.0' 20' DECIDUOUS 15 0.5' 10' CONIFEROUS 16 1.0' 20' DECIDUOUS 17 0.2' $ ' CONIFEROUS 18 0.3' 10' DECIDUOUS 19' 0.7' 16' CONIFEROUS 20 0.2' 6' DECIDUOUS 21 1.0' 20' DECIDUOUS (DOUBLE) 22 0.3' 6' CONIFEROUS 23 1.0' 20' DECIDUOUS 24 1.0' 20' DECIDUOUS 25 0.5' 14' , DECIDUOUS 26 0.3' 9' CONIFEROUS 27 0.2' 10' DECIDUOUS 28 0.7' 15 DECIDUOUS 29 1.0' 14' DECIDUOUS 30 1.2' 20' DECIDUOUS 31 0.4' 14' DECIDUOUS 32 0,4' 14' DECIDUOUS 33 0.5' 15' DECIDUOUS 34 0.5' 15' DECIDUOUS 35 0.3' 10' DECIDUOUS 36 0.7' 20' DECIDUOUS SURVEYOR'S CERTIFICATE 1, Michael J. Post, a Professional Land Surveyor registered under the laws of the State of Colorado, do hereby certify that this topographic survey was made by me and under my supervision, and that the survey is accurate and correct to the best of my knowledge. Michael :.1. •'i?os Color�rdo, <P,'L.S. 3 16 , Date' 04. ` Raether Residence 227 Rockledge Road Vail, CO 81657 ]Seth Levine Architect. Inc. P.U. Box 1825 Avon, CO 81620 (970) 926 -4993 (Phone) (970) 926 -2993 (Fax) Date/Page I*- I CA > F C AT ti 8 6 STONE FOUND PIN & ALUM CAP )LS#18478 BB 16.37 LOT 1 3B c S76 3'00"E b. u u 'LLJ 0 LE&ENP NEW NALL5 EXISTING GON5Tf;ZUGTION TO REMAIN EX15TIN& GON5TRUGTION TO BE REMOVED LOWER LEVEL u DATE 05.03.0 06,21.01 07. 1 q. 0 0 TOV ORB RESUBMIT 08.01 .07 TOV ORB (2) 08.0q . 07 0q �4. ol REV15ED PERMIT 10. i570 11 u 00 oC) �-�' c) N c) N ON ON � O w • 155)E DATE 05.03.0 06,21.01 07. 1 q. 0 0 TOV ORB RESUBMIT 08.01 .07 TOV ORB (2) 08.0q . 07 0q �4. ol REV15ED PERMIT 10. i570 11 I N > F > F L N N 94 0 0 ti ti 4'-0" GONGRETE PAN NO 5NONMELT - TOV 5TANDARDS 0 C I Z F� - , WOOD TIE WALL °� � N CJ 0 0)- WITH ---B6 STONE FOUND PIN & ALUM CAP )LS#18478 BB S� 3 00"w B ?90 C' - 7 t 0 -1 7 ) n n 9 9 r 92 O 0 ENTRY LEVEL 56ALE: 1/4" = I' -O" WOOD TIE WALL LOT I 3B N N NORTH 155)E DATE 05.03.0 06. . 0 07. 1 Cf. 0 0 TOV PRB RE5UBMIT 06.01.01 TOV ORB 08.0q . 01 " 0q_ 4. REV 15E0 10.15.07 CD u cc x , l zt C w� °°° w ° 155)E DATE 05.03.0 06. . 0 07. 1 Cf. 0 0 TOV PRB RE5UBMIT 06.01.01 TOV ORB 08.0q . 01 " 0q_ 4. REV 15E0 10.15.07 FE 0 i- vlc,Tlmt- r'.1-lmmr-Y Tn R= WALL 50ALE: 1/4" = 1' - WINDOW SGHEDULTE LOCATION ID TYPE SIZE (WxH) COMMENTS PELLA # SHADE5 KITCHEN A 5LIDIN6 6LA55 DOOR 5'- O"'xl' -O" SLIDING GLA55 POCKET DOOR LOWEN DOOR NONE BEDROOM #I B PAIR CASEMENTS 4'- 10 1 lx4" -ll" EGRE55 HARDWARE 2g5q 130TTOM UP BEDROOM #2 C CASEMENT 2' -I I "x4' -5" EGRE55 HARDWARE 3553 BOTTOM UP KITCHEN D FIXED 3'- 5 "x3' -5" T -O " HEAD HEIGHT 4141 NONE LIVING ROOM E IN5WIN6 DOOR 3 O "X5" - 0 " &' -0" HEAD HEIGHT 36q(a NONE BEDROOM #3 F CA5EMENT/FIXED 4'- 2"X3' -5" EGRESS HARDWARE 2g41 BOTTOM UP LIVING ROOM G FIXED 3 0 "X5' -0" ON FIELD VERIFY NONE BALCONY H CASEMENT 2'- 5 "X4' -5" ALIGN WITH WAINSCOTT 2853 BOTTOM UP BEDROOM #1 1 FIXED 4 5 "X4' -il" 3' -6" ABOVE FINISHED FLOOR 535q BOTTOM UP WALL LLJ CC cc CL g LL I u ' u f w u �♦ a � r T OV r -: RESUBMIT ii • TOV ORB R ESU B MIT ,• • ' r I • s U A T OV ►"' I I Ii U O IL, IT U r , - , . i ,�"�, N *, ON ON �♦ a � r T OV r -: RESUBMIT ii • TOV ORB R ESU B MIT ,• • ' r I • s U A T OV ►"' I I Ii R SOUTH SCALE: 1/4" = P-O" NEW 15Tl)C6O CHIMNEY m �4 Uli CL CL 7 < U- v m DATE 05.03. 01 06.21.01 01. 1 cl. 0 01. 2(b. 01 TOV PRJ3 Rr=5UBM I T Ob.01.0 TOV DRB RE5L1E3mIT (2) Ob. Oq. 0 Oct. 24. 0 1 RE\/15F-D IT 10.15.01 1 TOV PRBE3 04. 1 b. Ob A RE U O (D U r-q x U ON (7• m WALL IF vk. -NNW I 5r-.ALE: 1/4 = V-011 DATE 05.03. 01 06.21.01 01. 1 cl. 0 01. 2(b. 01 TOV PRJ3 Rr=5UBM I T Ob.01.0 TOV DRB RE5L1E3mIT (2) Ob. Oq. 0 Oct. 24. 0 1 RE\/15F-D IT 10.15.01 1 TOV PRBE3 04. 1 b. Ob A RE WALL IF vk. -NNW I 5r-.ALE: 1/4 = V-011 FOUNDATION NOTE6-- 1. DATUM ELEVATION qO*-O" EOUALS et2clO'-O" ACTUAL ELEVATION. 2. CXXX " -X "] INDICATES TOP OF FOUNDATION WALL ELEVATION. 3. (XXX' -X" ) INDICATES TOP OF F OOTING ELEVATION. 4. CONTRACTOR SHALL FOLLOW ALL LISTED IN SOILS REPORT. 5. CONTRACTOR SHALL PLACE (3) -#5 VERTICALLY FULL HEIGHT OF WALL AT HIGH SIDE OF ALL WALL STEPS HIGHER THAN 4'--0" IN ADDITION TO WALL REINFORCEMENT SHOWN OTHERWISE. 6. ALL FOOTINCGS IN GRAWLSPAC.ES SHALL BE BACK FILLED WITH COMPACTED STRUCTURAL FILL TO THE TOP OF THE FOOTINC-r MINIMUM, UNLESS NOTED OTHERHISE ON PLANS OR SHOWN ON SECTIONS. 7. FLOOR ELEVATIONS SHOWN ARE AT TOP OF SLAB OR AT TOP OF PLYWOOD FLOOR SHEATHIN&. e*. FOOTINe ELEVATIONS SHORN ARE MAXIWt -15 AND MAY NEED TO BE LOHERED DUE TO SOIL CONDITIONS. VERIFY CHANGES WITH STRUCTURAL ENGINEER. q. PLACE SLAB ON (9PRADE CAN STRUCTURAL COMPACTED FILL OR NATURAL CSRADE AS OUTLINED IN SOILS REPORT. IO. UNLESS OTHERWISE NOTED - ALL 'SLAB ON GRADES ARE 4" THICK WITH 6X H2.1 X H2.1 WELDED WIRE FABRIC. II. PROVIDE CONTROL JOINTS OR CONSTRUCTION ..JOINTS AS SHOWN ON FOUNDATION PLAN. MAXIMUM SIZE OF EACH AREA SHALL NOT EXCEED IOO FT? 12. CONTRACTOR TO COORDINATE ALL DIMENSION AND DETAILS WITH ARCHITECTURAL DRAWINGS. 13. CENTER FOOTING UNDER WALLS AND COLUMN UNLESS DIMENSIONED OTHERWISE ON FOUNDATION PLAN. 14. REFER TO ARCHITECTURAL DRAWINC75 FOR STAIR FRAMING DETAILS AND LANDING SLAB ELEVATIONS. 15. ALL SITE WALLS NOT SHOWN ON THIS PLAN SHALL BE BUILT PER ARCHITECTURAL LANDSCAPE PLANS, DETAILS AND ELEVATIONS.. SITE WALLS SHALL NOT BE CONNECTED TO THE 13UILDINC- UNLESS NOTED OTHERHISE. 0 GRADE I I' _. I # EPDXY ALL HORIZONTAL ---- ' RE* LEVELS ABOVE FOR I WALL AND FOOTING- I r WALL I ] G 00 IN4 13 I °REINFORCING 6" INTO HOLDDOWN LOCATIONS AND I STEP TE ( I FOOTING WALL. SHEAR HALL GALL -OUTS .. 69N 1 , 0 FIELD VERIFY GMU FOUNDATION I — -5 3 WALL WITH FOOTING MEETING NOTEo HOLDDOHNS ON EXISTING I — EPDXY ALL HORIZONTAL FROST PROTECTION REQUIREMENTS, GMU HALLS REQUIRE CAST- ( WA LL AND FOOTWG q •" .. - I IN -PLACE ANCHORS ( RE INFORCING 6 INTO t �- -- -- 1' -0" FOOTING WITH FOOTING WALL. .- �, F 54 (fs4' } ... F (4 ) - #5 EACH WAY t" �g FOOTING .- I' r' p ST SIO o sIa ". I' I HALL STEP [REz ARCH.] FOOTING S �o TEP � � I -iO -a" (F.V,? I I - 1 • -,.. TOP OF I I -.) I SLAB FOOTINe [ STEP I i HEATED I I C1 5PAGE FOOTING I I ( ( 54 CI a I STEP I _I L _ _ ®,.._[— ARCH.] _ �t ` _ -- __....____...._._ — HALL `�. _ . - HALL STEP STEP 6 WALL STEP 15'-4" WOOD !41 = LJALL SCI4; =DULEE NAILING AT STUD AT ADJOINING STUDS NOT AT ANCHOR BOLTS AT BLOCKING/RIM TO TYPE /SHEAR CAPACITY SHEATHING PANEL EDGES PANEL EDGES PANEL E06E5 FOUNDATION WALL PLATES CONNECTION 26O LB/FT 15/'3,2 PLYWOOD tad NAILS 2X 2X 1/2 "o X IO" A5 OR LTP4 CLIP AT I' - 4" ONE SIDE AT 6" Q.C. AT 2 . - .. 3O LB/FT 15/32 PLYWOOD �d NAILS 2X 2X 11,2" d> X IO" A35 OR LTP4 CLIP AT I' -O" ONE SIDE AT 4" O.G. AT 2' - O" 4qO LB/FT 15/32 PLYWOOD 8d NAILS 2X 2X t /2 "'d> X 10" A55 OR LTP4 CLIP AT W ONE SIDE AT 3" O.G. AT I' -6' qaO LB/FT 15/32 PLY &CI NAILS 3X 2X 1 /2 "tD X IO" A35 OR LTP4 CLIP AT IO" BOTH SIDES AT 3'" O.G. AT 8," 1. ALL PANEL EDGES 'SHALL BE BLOCKED. BLOCKING SHALL MATCH THE STUDS AT ADJOINING PANEL EDGE5. 2. NAIL SPACING AT L2" O.C. ALONG INTERMEDIATE FRAMING MEMBERS. 3. ALL NEH EXTERIOR HALLS SHALL BE TYPE SHEAR HALLS UNLESS NOTED OTHERWISE. 4. STAGGER ALL SHEATHING JOINT AND SILL PLATE NAILING. 5. NAILS SHALL BE COMMON OR GALVANIZED BOX IN PLYWOOD SHEAR WALLS. 6. ALL PLYHOOD PANELS SHALL BE APA ATEC? EXPOSURE I SHEATHING. 7. EXTENT OF SHEAR HALL DENOTED BY - - -- • -- - •-- -- — -- 8. REi SECTIONS q.10,11 ON 56 FOR HOLDDOwN DETAILS. q. 1/2"d> X 10" ANCHOR BOLTS MAY BE REPLACED HITH 51MPSON I /2"tV (X -4 142" EMBEDMENT) TITEN HD ANCHORS AT EQUAL SPACING. IO. REs SECTION 14 AND 15 ON 56 FOR TYPICAL SHEAR TRANSFER. DETAIL'S. Q in 0,,e 1 - -- - - -- I I ----------------------------------- W L I PAP Owd 1 /-4" - I' -O" ME E -A ME?i 0 W" NEW 8X8 COLUMN TYPICAL S PLACES 13" - 5 18" 8' - 3/•4" i 8' -8 1/2" I. 8' -8 5 " 1. 6' -1 " I. L (N) -2X6 TREATED WALL BEAM 2X1,2 WALL EXISTING C POCKET AT 1' -4" WITH INSULATION r i TO BE REMOVED a i 4 ( I 6XC2 6XL1 x 2X12 AT 1'-4" Xt2 5 l &Xt2 D GROUT TOPPINe ON _ _ _ -2X10 TO BEAR ON NEW DECK ! EXISTINC7 N W CONCETE WALL UP 01 ILY TOP OF 7 FRAMIN& PLYWOOD N IL TO BE REMOVED cE) f 2xl f E ) f2)- E X12 ( E) (2) -2 ( E) (2) -2x12 to i � � 2X12 HOT TUB W (S i (01, A A T 1 7 1 MAX. LOAD tIl ly ( Sd I NEW 6X& NEW 6X6 < W COLUMN COLUMN R1 b I W - _ - ^ 6XI4 2XI.2 AT 1' - 0" _ NEW S SIMP50N H i 2X12 E I LED e (DOUeLA5 FIR #2) (TYPICAL) I AT 1' -O'" W * 8'" CONCRETE L (N) -2X6 TREATED WALL BEAM 2X1,2 WALL EXISTING C POCKET AT 1' -4" WITH INSULATION r i TO BE REMOVED x 2X12 AT 1'-4" '® _ (3 -2X10 TO BEAR ON RE. ARCH ! EXISTINC7 N W CONCETE WALL UP 01 ILY TOP OF 7 FRAMIN& PLYWOOD N IL TO BE REMOVED cE) f 2xl f E ) f2)- I2 (E) (2)- X12 ( E) (2) -2 ( E) (2) -2x12 ry - x < < r2)- 51MPSO s� +Sy """ �CKSL x ra Q HD6A EAC X � W x RE. AR .�� END OF SHEAR `' `° `. WALL (4)-TOTAL ul @ I W W W { b ' SI MP5DN (} X .�� .� HD6A? X .0 56 X r a -~--j RE, ARCH I �^. a" SLAB ON METAL DECK WITH #5 AT 1' - 0" EACH WAY. WITH -4 " TOPPINC7 SLAB WITH 6 W2.IXW2.1 W.W.F. WOO[,'> SHEAR WALL 6CHEDULE PL CO NNECTION STUDS NOT AT ANCHOR E30LT AT BLOCKIW-7/RIM TO � � • iii , � IJ �M I u 1111111 I��II VIII � I ��II I�� II� • I 111 � � � p 1 111 I IA 1 + • o► it �I �►'�r r�:r . it <. rr � � NI I ICI '� .I�•".� ��'�'��' :�"�: I :. �r � • °! I ' 11 �I .. I ,.' _ � MI III LTP4 CLIP AT e�" 1. ALL PANEL ePeE5 SHALL BE BLOCKED. 5LOCKIN6 SHALL MATCH THE STUDS AT AP-JOININe PANEL Epees. 2. NAIL SPACIN6 AT L2" i � �I I�I� � �:u�� � � � • I I IIII) .',� I� �. I I IIII IJ � IINI I� IIII ,� I� � - . , O.C. i ALL NEH EXTERIOR WALLS SHALL BE TYPEGsHeAR HALLE, UNLESS .. J -4. STAGKv ALL SHEATHIN& 5. NAILS SHALL BE i • OR . E 30X IN PLYWOOD SHEAR WALLS. 6. ALL PLYWOOD PANELS SHALL BE APA-RATE0 EXPOSURE I SHEATHINe. '7. EXTENT OF DENOTED iM nr � RE: SECTIONS l q . 10 , 11 ON S& FOR HOLC DETAILS. i B i R Eo SECTI AND 15 ONS& FOR TY .. T R ANS FER DETA MA I • D SIMPSON HD6A •. . 1 RE. S2 FOR HOLDDOWN N ... IF C ON DITIO NS: DIFFER FROM THO&E ❑0 ❑D 6. REFER TO GENERAL NOTES FOR METAL DECK. CONNECTION REQUIREMENTS. 1. "V.L." INDICATES VERSA -LAM BEAMS, AS MANUFACTURED BY BOISE CASCADE CORPORATION. ALTERNATES SHALL HAVE THE SAME OR GREATER CAPACITY AS LISTED IN THE STRUCTURAL &ENERAL NOTES. .2 0 INDICATES COLUMN DOWN ONLY- MULTIPLE 2X FRAMNNC NOTED ON PLANS. 3. N INDICATES COLUMN UP AND DOWN UNLESS IT BEARS ON CONCRETE WALL OR FOOTING BELOW, OR IT 15 LABELED UP ONLY. 4. t > INDICATES TOP OF BEAM ELEVATION. 5. 0 " INDICATES TOP OF STRUCTURAL FLOOR SHEATHING ELEVATION. 6. HEADERS SHALL BE (3) -2X8 UNLESS NOTED OTHERWISE. ALL HEADERS SHALL BE BUILT OUT TO 5 1/2" (3 1/2 ") WIDTH BY ADDING PLYWOOD SPACERS AS REOUIRED. ?. ALL COLUMNS SHALL BE (3) 2X6 UNLESS NOTED OTHERWISE. 8. WOOD COLUMNS SHALL BE CONTINUOUS FROM FLOUR TO FLOOR OR FLOOR TO ROOF. TRIMMERS SHALL BE ADDED TO NOTED COLUMN SIZES AS REOUIRED. 14. INDICATES INTERIOR BEARING WALLS. FLOOR .FOISTS BEARING LOCATIONS SHALL LINE UP WITH STUDS BELOW. IO. ALL EX WALLS SHALL BE CONSTRUCTED USING .2X6 STUDS. REFER TO EXTERIOR WALL DETAILS FOR ADDITIONAL INFORMATION. EXTERIOR STUDS CAN BE SPACED 2' - 0" FpR WALL5 SHORTER THAN q' -O ". 5TUDS SHALL BE SPACED 1 " -.4" FOR WALLS SHORTER THAN q' -O" AND TALLER THAN I1' - O ". STUDS SHALL BE SPACED AT 1' - FOR WALL5 SHORTER THAN 13' -0". 5TUD5 SHALL BE 1 3/-4" X 5 1/2" VL AT 1' -0" FOR WALL SHORTER THAN 16' -0" i t' 11, ALL BEAM /BC-AM AND 13EAM /COLUMN CONNECTIONS SHALL BE MADE WITH SIMPSON STEEL PLATE CONNE6TOR5 UNLESS NOTED OTHERWISE. L2. REI ARCHITECTURAL DRAWINC75 FOR LOCATION AND SIZE OF "ROUC7H OPENINCaS IN WOOD STUD WALLS. 13. - REi ARCHITECTURAL DRAWINC-75 FOR HANDRAIL AND STAIR FRAMI DETAILS. 1.4. ALL EXTERIOR WALLS SHALL HAVE C ONT I NU OUS STUDS FROM FLOOR TO FLOOR OR FLOOR TO ROO (INCLUDING RAKE WALL z E~r-MI klo CCTTS� N Sol - c r ) — m ON CIS C N F"�"•I 0 r C3 —4 Project: 0133 t� i 51 MPS0t I I I W *� - - ^ ^� }^�+`, i NEW S SIMP50N H HU HAN E E I LED e I W * t- � �• I . ., - TO P PERPENDICULAR E E M M -i t -� T lu EXISTING WALL Tt7- - }{ t�tt -- 1 BE REMOVED NEW WALL FRAMING a" SLAB ON METAL DECK WITH #5 AT 1' - 0" EACH WAY. WITH -4 " TOPPINC7 SLAB WITH 6 W2.IXW2.1 W.W.F. WOO[,'> SHEAR WALL 6CHEDULE PL CO NNECTION STUDS NOT AT ANCHOR E30LT AT BLOCKIW-7/RIM TO � � • iii , � IJ �M I u 1111111 I��II VIII � I ��II I�� II� • I 111 � � � p 1 111 I IA 1 + • o► it �I �►'�r r�:r . it <. rr � � NI I ICI '� .I�•".� ��'�'��' :�"�: I :. �r � • °! I ' 11 �I .. I ,.' _ � MI III LTP4 CLIP AT e�" 1. ALL PANEL ePeE5 SHALL BE BLOCKED. 5LOCKIN6 SHALL MATCH THE STUDS AT AP-JOININe PANEL Epees. 2. NAIL SPACIN6 AT L2" i � �I I�I� � �:u�� � � � • I I IIII) .',� I� �. I I IIII IJ � IINI I� IIII ,� I� � - . , O.C. i ALL NEH EXTERIOR WALLS SHALL BE TYPEGsHeAR HALLE, UNLESS .. J -4. STAGKv ALL SHEATHIN& 5. NAILS SHALL BE i • OR . E 30X IN PLYWOOD SHEAR WALLS. 6. ALL PLYWOOD PANELS SHALL BE APA-RATE0 EXPOSURE I SHEATHINe. '7. EXTENT OF DENOTED iM nr � RE: SECTIONS l q . 10 , 11 ON S& FOR HOLC DETAILS. i B i R Eo SECTI AND 15 ONS& FOR TY .. T R ANS FER DETA MA I • D SIMPSON HD6A •. . 1 RE. S2 FOR HOLDDOWN N ... IF C ON DITIO NS: DIFFER FROM THO&E ❑0 ❑D 6. REFER TO GENERAL NOTES FOR METAL DECK. CONNECTION REQUIREMENTS. 1. "V.L." INDICATES VERSA -LAM BEAMS, AS MANUFACTURED BY BOISE CASCADE CORPORATION. ALTERNATES SHALL HAVE THE SAME OR GREATER CAPACITY AS LISTED IN THE STRUCTURAL &ENERAL NOTES. .2 0 INDICATES COLUMN DOWN ONLY- MULTIPLE 2X FRAMNNC NOTED ON PLANS. 3. N INDICATES COLUMN UP AND DOWN UNLESS IT BEARS ON CONCRETE WALL OR FOOTING BELOW, OR IT 15 LABELED UP ONLY. 4. t > INDICATES TOP OF BEAM ELEVATION. 5. 0 " INDICATES TOP OF STRUCTURAL FLOOR SHEATHING ELEVATION. 6. HEADERS SHALL BE (3) -2X8 UNLESS NOTED OTHERWISE. ALL HEADERS SHALL BE BUILT OUT TO 5 1/2" (3 1/2 ") WIDTH BY ADDING PLYWOOD SPACERS AS REOUIRED. ?. ALL COLUMNS SHALL BE (3) 2X6 UNLESS NOTED OTHERWISE. 8. WOOD COLUMNS SHALL BE CONTINUOUS FROM FLOUR TO FLOOR OR FLOOR TO ROOF. TRIMMERS SHALL BE ADDED TO NOTED COLUMN SIZES AS REOUIRED. 14. INDICATES INTERIOR BEARING WALLS. FLOOR .FOISTS BEARING LOCATIONS SHALL LINE UP WITH STUDS BELOW. IO. ALL EX WALLS SHALL BE CONSTRUCTED USING .2X6 STUDS. REFER TO EXTERIOR WALL DETAILS FOR ADDITIONAL INFORMATION. EXTERIOR STUDS CAN BE SPACED 2' - 0" FpR WALL5 SHORTER THAN q' -O ". 5TUDS SHALL BE SPACED 1 " -.4" FOR WALLS SHORTER THAN q' -O" AND TALLER THAN I1' - O ". STUDS SHALL BE SPACED AT 1' - FOR WALL5 SHORTER THAN 13' -0". 5TUD5 SHALL BE 1 3/-4" X 5 1/2" VL AT 1' -0" FOR WALL SHORTER THAN 16' -0" i t' 11, ALL BEAM /BC-AM AND 13EAM /COLUMN CONNECTIONS SHALL BE MADE WITH SIMPSON STEEL PLATE CONNE6TOR5 UNLESS NOTED OTHERWISE. L2. REI ARCHITECTURAL DRAWINC75 FOR LOCATION AND SIZE OF "ROUC7H OPENINCaS IN WOOD STUD WALLS. 13. - REi ARCHITECTURAL DRAWINC-75 FOR HANDRAIL AND STAIR FRAMI DETAILS. 1.4. ALL EXTERIOR WALLS SHALL HAVE C ONT I NU OUS STUDS FROM FLOOR TO FLOOR OR FLOOR TO ROO (INCLUDING RAKE WALL z E~r-MI klo CCTTS� N Sol - c r ) — m ON CIS C N F"�"•I 0 r C3 —4 Project: 0133 t� i MA I • D SIMPSON HD6A •. . 1 RE. S2 FOR HOLDDOWN N ... IF C ON DITIO NS: DIFFER FROM THO&E ❑0 ❑D 6. REFER TO GENERAL NOTES FOR METAL DECK. CONNECTION REQUIREMENTS. 1. "V.L." INDICATES VERSA -LAM BEAMS, AS MANUFACTURED BY BOISE CASCADE CORPORATION. ALTERNATES SHALL HAVE THE SAME OR GREATER CAPACITY AS LISTED IN THE STRUCTURAL &ENERAL NOTES. .2 0 INDICATES COLUMN DOWN ONLY- MULTIPLE 2X FRAMNNC NOTED ON PLANS. 3. N INDICATES COLUMN UP AND DOWN UNLESS IT BEARS ON CONCRETE WALL OR FOOTING BELOW, OR IT 15 LABELED UP ONLY. 4. t > INDICATES TOP OF BEAM ELEVATION. 5. 0 " INDICATES TOP OF STRUCTURAL FLOOR SHEATHING ELEVATION. 6. HEADERS SHALL BE (3) -2X8 UNLESS NOTED OTHERWISE. ALL HEADERS SHALL BE BUILT OUT TO 5 1/2" (3 1/2 ") WIDTH BY ADDING PLYWOOD SPACERS AS REOUIRED. ?. ALL COLUMNS SHALL BE (3) 2X6 UNLESS NOTED OTHERWISE. 8. WOOD COLUMNS SHALL BE CONTINUOUS FROM FLOUR TO FLOOR OR FLOOR TO ROOF. TRIMMERS SHALL BE ADDED TO NOTED COLUMN SIZES AS REOUIRED. 14. INDICATES INTERIOR BEARING WALLS. FLOOR .FOISTS BEARING LOCATIONS SHALL LINE UP WITH STUDS BELOW. IO. ALL EX WALLS SHALL BE CONSTRUCTED USING .2X6 STUDS. REFER TO EXTERIOR WALL DETAILS FOR ADDITIONAL INFORMATION. EXTERIOR STUDS CAN BE SPACED 2' - 0" FpR WALL5 SHORTER THAN q' -O ". 5TUDS SHALL BE SPACED 1 " -.4" FOR WALLS SHORTER THAN q' -O" AND TALLER THAN I1' - O ". STUDS SHALL BE SPACED AT 1' - FOR WALL5 SHORTER THAN 13' -0". 5TUD5 SHALL BE 1 3/-4" X 5 1/2" VL AT 1' -0" FOR WALL SHORTER THAN 16' -0" i t' 11, ALL BEAM /BC-AM AND 13EAM /COLUMN CONNECTIONS SHALL BE MADE WITH SIMPSON STEEL PLATE CONNE6TOR5 UNLESS NOTED OTHERWISE. L2. REI ARCHITECTURAL DRAWINC75 FOR LOCATION AND SIZE OF "ROUC7H OPENINCaS IN WOOD STUD WALLS. 13. - REi ARCHITECTURAL DRAWINC-75 FOR HANDRAIL AND STAIR FRAMI DETAILS. 1.4. ALL EXTERIOR WALLS SHALL HAVE C ONT I NU OUS STUDS FROM FLOOR TO FLOOR OR FLOOR TO ROO (INCLUDING RAKE WALL z E~r-MI klo CCTTS� N Sol - c r ) — m ON CIS C N F"�"•I 0 r C3 —4 Project: 0133 t� i Project: 0133 t� i WOOD SHEAR WALL 5CHEDULE TYPE/SHEAR CAPAC N^ILIN& AT 5TUPS NOT AT ANCHOR BOLTS AT I li BLOCKINe/Rii TO PANEL EP(i PANEL E062ES FOUNI:>ATION I HALL PLATE5 CONNECTION 0= " I A35 OR P4 'ii�i�w111 + �i ��IiI ��I �'� I ��, ii • r :�, ' . �� M U �I • � r III A35 OR LTP4 CLIP AT r 1. ALL PANEL E P&E5 SHALL BE • r 5LOCKIN& SHALL MATCH THE STU r r r 2. NAIL5PACINe AT i C ALON& INTERMEDIATE MEMB EXTERI 5. ALL 1i HALLS SHALL 13E • r • J OINT -4. STASC7ER ALL SHEATHINC-7 r SILL PLATE NAILINC7. 5. NAILS SHALL BE COMMON OR 6ALVANIZED E30X IN PI-YHOOP SHEAR HALLS. s ALL PLY1 PANELS SHALL BE r EX EXTENT OF DENOTED :. i III SECTIONS C111,10,111 ON S& FOR HOLDPONN DETAILS. q. 1/,2"(P X 10" ANCHOR BOLTS MAY BE REPLACED NITH SIMPSON 1/2"4> (X -4 1/2" EMBEDMENT) TITEN HD ANCHORS AT EoUAL SPAC-INa. • 11 SECTION AND 15 ON •° TYPICAL SHEAR TRANSFER D ETAILS. i W SIMPSON III (N) (3) -,2X6 COLUMN SIMPSON \- -SIMPSON HD.2A HD2A •iiiiw► rim nlr in M A3 _ ,� • 0 W f ... ,, �/► 1. "LVL" INDICATES VERSA - LAM BEAD, AS MANUFACTURED BY BOISE CASCADE CORPORATION. ALTERNATES SHALL HAVE THE SAME OR GREATER CAPACITY AS L15TE0 IN THE STRUCTURAL GENERAL NOTES. .2. Q INDICATES COLUMN DOHN ONLY- MULTIPLE .2X FRAMING NOTED ON PLANS. 3. ■ INDICATES COLUMN UP AND [TOWN UNLESS IT BEARS ON CONCRETE HALL OR FOOT111i BELOW. OR IT 15 LABELED UP ONLY. 4. < > INDICATES TOP OF BEAM ELEVATION. 5. """ INDICATES TOP OF STRUCTURAL FLOOR SHEATHING ELEVATION. 6. HEADERS SHALL BE (3) -2X8 UNLESS NOTED OTHERH ALL HEADERS 'SHALL BE BUILT OUT TO 5 11.2 " (3 li WIDTH BY ADD111i PLYHOOD SPACERS A5^RE0UIRED. 1. ALL COLUMNS SHALL BE (3)°2X6 VNLE55 NOTED OTHERHISE. 8. HOOD COLUMNS SHALL BE CONTINUOUS FROM FLOOR TO FLOOR OR FLOOR TO TRIMMER 'SHALL BE ADDED TO NOTED COLUMN SIZES AS REG2UIRED. + . INDICATES INTERIOR BEARING HALLS. FLOOR ..JOISTS BEARING'"'-+, LOCATIONS SHALL LINE UP H1TH 5TU05 BELOH. 10. ALL EXTERIOR HALLS SHALL BE CONSTRUCTED USIN& 2X6 STUDS. REFER TO EXTERIOR HALL DETAILS FOR ADDITIONAL INFORMATION. EXTERIOR STUDS CAN BE SPADED .2' -0" FOR HALLS SHORTER THAN G "-O". STUDS SHALL BE SPACED 1'-4 " FOR HALLS SHORTER THAN q' -O "" AND TALLIER THAN 11 " -O STUDS SHALL BE SPACED AT 1' -0" FOR HALLS SHORTER THAN 13' -0". STUDS SHALL BE 1 5/4" X 5 11 11 AT 11i FO12. HALLS SHORTER THAN 16' -0" 11. ALL BEAM /BEAM AND BEAM/COLUMN CONNECTIONS 'SHALL BE MADE; HITH SIMPSON STEEL PLATE CONNECTORS UNLESS NOTED OTHERH15E. 12. RE, ARCHITECTURAL DRAHINGS FOR LOCATION AND SIZE OF ROUC -H OPENING-'.S IN HOOD ST UD HALLS. 15. RE, ARCHITECTURAL DRAFN11i FOR HANDRAIL AND STAIR FRAMING DETAILS. 14. ALL EXTERIOR HALLS SHALL HAVE CONTINUOUS STUDS FROM FLOOR TO FLOOR OR FLOOR TO ROOF (INCLUDING RAKE HALL'S). NCTIF*I" ENGINEER IF DIFFER F TH05E SH WOOD 6HEAR WALL 6CHEDULE TYPE /S -4FAR CAPACITY SHEATHING NAILING AT 5TU1* AT ADJOINING 5TUD5 NOT AT ANCHOR BOLTS AT SLOCKIN3/RIM TO PANEL EDGE5 PANEL EDGE5 PANEL EDGES FOUNDATION HALL PLATES CONNECTION 260 LB/FT 15/32 PLYWOOD 8d NAILS 2X 2X 1/2"4> X 101, A35 OR LTP4 CLIP AT 1'-4" ONE SIDE AT 6" O.G. AT 2 ' - 6 ," B 38O LB /FT 15432 PLYWOOD 6 NAILS 2X 2X 1/2"(P X IU" A35 OR LTP4 CLIP AT V- 0" ONE SIDE AT 4'" O.C. AT ,2' -O "' 4<10 LB /FT 15/32 PL`r'HOOD 8d NAILS 2X 2X I/2 "+P X IO" A35 OR LTP4 CLIP AT 8" O SIDE AT 3" U.C. AT I' -6" LB/FT 15/32 PLYWOOD Sd NAILS 5X 2>< I /2" 4> X IO" A35 OR LTP4 CLIP AT IO" BOTH SIDES AT 3" 0. C. I AT 8" 1. ALL PANEL EDGES SHALL BE BLOCKED. BLOCKING SHALL MATCH THE STUDS AT ADJOININC7 PANEL EDGES. .2. NAIL SPACING AT 12 " O.C. ALONG INTERMEDIATE FRAMING ME1 3. ALL NEH EXTERIOR WALLS SHALL BE TYPEGA SHEAR HALLS UNLESS NOTED OTHERWISE. -4. STAGGER ALL SHEATHING JOINT AND SILL PLATE NAILING. 5. NAIL''-.✓ SHALL BE COMMON OR &ALVANIZED BOX IN PLYHOOD SHEAR. HALL5. 6. ALL PLYHOOD PANELS SHALL BE APA RATED EXPOSURE I SHEATHING. 1. EXTENT OF SHEAR HALL DENOTED BY _ • -a • -- • ------ -- " fs. RE: 5ECTION5 4 1,10.11 ON 56 FOR H OLDDOHN DETAILS. 4 f. 1/2 "4? X 10" ANCHOR BOLTS MAY BE REPLACED WITH SIMPSON I /2 "Qr (X 4 1 /2" EMBEDMENT) TITEN HD ANCHORS AT FOUAL SPACING. IO.`RRE: SECTION 14 AND 15 ON S6 FOR TYPICAL SHEAR TRANSFER DETAILS. �� , �► FROM BOTTOM C HORD OF CMU MAY BE REMO\ /ED.2X12 . BE ADDED BETWEEN STUDS 3TH F SHEAR HALL AT ELEVATION. F.V. (3) -2X6 COLUMN MIN. T 15 (N) M1 -2X6 COLUMN F.V. (3) -2X4 COLUMN MIN. LVL LINE OF EXISTING ROOF F.V. (5) -2X4 J \ COLUMN MIN. �=-a 2X12 WITH NAILS TO NEW 2XI2 JOI5T5 FAI ROOF FRAMIN(S NOTES- 1. ROOF SHEATHING SHALL Be 5C8" (4OC2O 'SPAN RATING). STAGGER PANEL END JOINTS AND FASTEN WITH IOd NAILS AT 6" MAXIMUM ALL EDGES AND 1' -0" MAXIMUM OTHER SUPPORTS. 2. REt ARCHITECT FOR ROOF SLOPES AND BEARING PLATE HEIGHTS NOT NOTED. 3. ALL HEADERS SHALL BE (3) -2X4> UNLESS OTHERWISE NOTED. ALL HEADERS SHALL BE BUILT OUT TO 5 142" OR 3 142 " HIOTH BY ADDING PLYV400P SHIMS AS REQUIRED. 4. ALL HEADERS LONGER THAN 6' - 0" SHALL REOUIRE THO TRIM STUDS AND THO KIN C-7 STUDS EACH SIDE. 5. ALL JOIST HANGERS SHALL BE SIMPSON L5SU TYPE UNLESS NOTED OTHERWISE. 6. ALL BEAM TO COLUMN CONNECTIONS, BOTH TOP AND BOTTOM SHALL USE SIMPSO PLATE CONNECTORS UNLESS NOTED OTHERWISE ON DETAILS. '7. ALL EXTERIOR HALLS SHALL HAVE GONTINUOU55 STUDS FROM FLOOR TO ROOF (INCLUDING RAKE HALLS). p, < > INDICATES TOP OF ROOF BEAM OR TOP OF PLATE HEIGHT. q. RE" ARCHITECT FUR CHIMNEY SIZES AND LOCATIONS NOT NOTED ON STRUCTURAL PLANS. ICJ. OVER FRAMING SHALL BE 2X6 AT 2' -0 *' MINIMUM AND SHALL BE POSTED DOWN TO MAIN TRUSSES ON A GRID NOT TO EXCEED 4' -0" X 4' -0" (16 FT- 11. ALL COLUMNS SHALL BE (3) -2.X6 UNLESS OTHERWISE NOTED. 12. F.V. INDICATES FIELD VERIFICATION CONDITION. (N) INDICATES NEH STRUCTURAL MEMBER. (E) INDICATES EXISTING STRUCTURAL MEMEBER. 15. * EXISTING 2X4 AT 1' JOIST TO BE REPLACED WITH 1 3/4" X 3 1 /2 " LVL AT 1' -0" OR 2X4`5 TO REM AND .2X6 AT 1' TO OF ADDED BENEATH EXISTINGa 2X-4S 14. ** CONTRACTOR'S ALTERNATE: (1) - 14" LVL EACH SIDE OF (E) BEAM OR (2) -11 1 LVL EACH SIDE OF (E) BEAM. ALL OPTIONS - REQUIRE 142 "4k THRU -BOLTS AT 6" STAGGERED. • MAINTAIN CURRENT – INSULATION AROUND HALL AND FOOTING d1 1/2" BASE PLATE HITH (2) 314 %< X6 5f8" EMBEDMENT EPDXY ANCHORS AND 114" KNIFE PLATE HITH THRU -BOLTS I" NON - SHRINK GROUT 0 (3) - #3 TIES TOP 1 /2 "4) X 10" ANCHOR BOLT AT 2' -0" #3 TIES AT 1'-4 ", / 3/4 " I. -Ot, TIMBER COLUMN REo PLAN HITH MOISTURE BARRIER. STONE VENEER (y o RE: ARCH. . (4) - #3 TI ES ` 8X13 PILASTER (4) - #4 X 2' —bl" (8) - #5 VERTICAL PILASTER X L t REINFORCING REi PLAN HATERPROOF I NG MEMBRANE REa ARCH 2X1.2 LEDGER HITH (2) -ROWS OF IOCI NAILS AT 6" ,����2X BLOCKING -x J /-- -FLOOR SHEATHING /--;3" MAXIMUM STONE f AND G ROUT TOPPING �NEH 2X12 JOIST RE a PLAN SLOPI Nt3 RE: ARCH ,.2X8 TREATED PLATE HITH 112 "O X 10" ANCHOR BOLT AT •(2) -#5X CONTINUOUS ' #5 AT I' -6" HORIZONTAL - #5 AT I' -6" VERTICAL d #5 X AT I ' -6". b ,t (3) - #5 X CONTINUOUS #5 AT 1 " -(o" 4" TOPPtW-7 SLAB WITH 6X6 1N2.IXH2.1 KH.F #5 X 3' -0 AT I' -6" DR1 VE WAY RE a ARCH (2) - #5 X-- CONTINUOUS EMBED PLATE #5 X S� AT 1' -4" ry 5I4" = 1' -0 STONE CAP REa (2) - #5 X CONTINUOUS STONE VENEER REa ARCH. SCUPPERS AT SECTION BETWEEN VERTICAL REINFORCING REa ARCH. #5 AT 1'-4" VERTICAL L4X4X5/8" HITH 3/4 11 d> X 6 5/8" EMBED EPDXY ANCHORS AT 2' -0" #5 X� AT 1' - 4" — 4 RE. PLAN m tu I — I LS SE CTION �5ECTICN ICED) 3/4' = I' -Ol EXTERIOR HALL HITH 'SHEATHING WATERPROOFING MEMBRANE REs ARCH S" SLAB ON 2" METAL DECK HITH REINFORCEMENT REa PLAN STEEL BEAM REa PLAN DOUBLE ANGLE SHEAR CONNECTION WITH (2)- 314 "d> BOLTS #5 X yi F AT 1' - #5 AT 1'-4" VERTICAL #6 AT 1' -0" HORIZONTAL I/2" ISOLATION JOINT 4" SLAB ON GRADE H1TH H.W.F. ON 4" (2) - #5 X CONTINUOUS #4 X 2' -0t. 2t_Ott AT 1' -0" 1/2" 150LATION — ±R 4tl ° n 0`0�' ° p () n a oo ti �r #5 AT 1' -0" ., G EACH WAY p `� ' 1 �1 a d 4 i :111 11 I 111 11 l�I � 11 1 -111- ~ — — (2)- #4 AT BOTTOM (TYP) J TYPICrAL. DET AT EXTERIOR STAIR SE CTION 3/4 " 1' -0" #5 VERTICAL (TYP) 3'...4.tt a , m y 4 4 a 4 4 a a.4 d 4 ° 4 ° WATERPROOFING a MEMBRANE RE= ARCH. a a 8" SLAB ON 2" METAL DECK HITH REINFORCEMENT REe PLAN 4" TOPPING SLAB WITH 6X6 H2 "IXW2.1 H.H.F. "RE: PLANA. CORNER C XXX' –XX 'l STEEL BEAM,°REt PLAN PROVIDE L4X4XI14 5ECTION 3 DECK SUPPORT HITH 3/4 "4y X 6 5/$" EMBEI3MENT 5AHCUT TOP OF EPDXY AW HOR5 AT ,2' -O" EXISTING HALL TO #6 AT 1' -0" HORIZONTAL NEH HALL ELEVATION 314"(P X 6 518" L4X4X5/8" HITH — I/2" ISOLATION .!DINT 3/4 "d> X 6 5/8" 4" SLAB ON GRADE EMBED EPDXY WITH H.H.F. ON 4" ANCHORS AT 2` -0" GRAVEL BASE (2) –#5 X CONTINUOUS TIMBER COLUMN RE t PLAN SIMPSON CB66 (3) - #3 AT TOP CONCRETE PIER RE a PLAN (4) - #S VERTICAL X #3 TIES AT i' -4" r n REINFORCING7 V R E+ PLAN RE. PLAN HORIZON RE INFOR (TYP.) a 0 n4nROC�. 6 C1 QG "ii !`= 1jI�`III= Ila�ill- =Ifl � 1 �I I� - =T =M = DT v - Le 1 �,1 I11 - ,n s •" • (2) – #5 CONTINUOUS #5 AT 1' -4" VERTICAL AND HORIZONT #5 AT 1'-4" X ry 6 u (2) -#5 CONT. �xx . #5 AT 2' -O" X d EPDXIED 6 INTO EXI5TING FOUNDATION HALL RE• PLAN 1/2' 150LATION JOINT 4" SLAB –ON -GRADE HITH N.H.F. RE: PLAN ON 4" GRAVEL BASE r' RE-. PLAN O {] A d 0. . =1 2 11 X 5 1/2" BLOCKOUT a mu a Y d ° 4 m ° 4a n 4• 4a a n _ CioQ q d 1-ii 1 11- 111 -1i1�1 t[lfd 5ECTION 3 #6 AT 1' -0" HORIZONTAL #5 AT 1'-4" VERTICAL 5AHCUT TOP OF EXISTING HALL TO PROVIDE STANDARD NEH HALL ELEVATION 314"(P X 6 518" HOOK EMBED EPDXY EXISTING FOUNDATION STANDARD H OOK HALL AND FOOTING S) `REa PLAN #5 AT 1' -4" X ry w _ Fes{ (D O 4 a d ° V 0c) CCTN 4 ° 4 d a +1:3 tl it l O t" LIN `RE PLAN ° ° qt ° d d a , 4 - d 14 e ° a ®° 4 4 TYPICAL FOOTING•-► ° n apd a REINFORCEMENT i ° 1 11 1y STANDARD = BARS TO MATCH < TENSION LAP TYPICAL FOOTING REINFORCEMENT TYP I CAL 5TEPPED FOOTING DET.4 C RE• PLAN 1/2' 150LATION JOINT 4" SLAB –ON -GRADE HITH N.H.F. RE: PLAN ON 4" GRAVEL BASE r' RE-. PLAN O {] A d 0. . =1 2 11 X 5 1/2" BLOCKOUT a mu a Y d ° 4 m ° 4a n 4• 4a a n _ CioQ q d 1-ii 1 11- 111 -1i1�1 t[lfd Project: #1333 "IM .sat_»'".+^ w " he rfo 4 LMr rt rlav #6 AT 1' -0" HORIZONTAL #5 AT 1'-4" VERTICAL 5AHCUT TOP OF EXISTING HALL TO L4X4X3/8" HITH NEH HALL ELEVATION 314"(P X 6 518" EMBED EPDXY EXISTING FOUNDATION ANCHORS AT ,2" -0" HALL AND FOOTING S) #5 AT 1' -4" X ry (2) - #5 X CONTINUOUS Project: #1333 "IM .sat_»'".+^ w " he rfo 4 Fes{ (D V 0c) CCTN 4 -" O t" LIN Project: #1333 "IM .sat_»'".+^ w " he rfo 4 GENERAL NOTES 1. LIVE LOADS USED IN DESIGN: A, ROOF 80 PSF B. TYPICAL FLOOR 40 PSF C. DECK 100 PSF D. PARKING SLAB 250 PSF OR SK POINT LOAD E. IMPORTANCE FACTORS CATEGORY I SEIS FACTOR I 1.0 S N OW FACTOR IS 1.0 WIND FACTOR IW I.0 F. WIND 3 SECOND GUST 100 FASTEST MILE 80 EXPOSURE B G. SE ISMIC SITE CLASS D CATEGORY C SS 3 SI 08 SDS .353 SDI 128 H. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. 1. CODE USED IN DESIGN: INTERNATIONAL BUILDING CODE, 2003 EDIT 2. TESTING, INSPECTIONS AND OBSERVATIONS: A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION, SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE. B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL. 1. SOIL PREPARATION o. EARTHWORK EXCAVATION, PLACEMENT AND COMPACTI OF FILL AND IN -PLACE DRY DENSITY OF THE COMPACTED FILL FOR CONFORMANCE WITH THE APPROVED REPORT, 2. CONCRETE CONSTRUCTION o. PERIODIC INSPECTION OF REINFORCING STEEL, INCLUDING PLACEMENT. b. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN M IX. c. C ON TINUO US INSPECTION AT THE TIME FRESH CONCRETE IS S AMPL E D TO FABRICATE SPEC FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE. d. CONTINUOUS INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES, e, PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. 3. STEEL CONSTRUCTION o, ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION EXCEPT THE FOLLOWING: 1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH SECT 1704,3, b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATER WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE VERIFIED PRIOR TO THE START OF WORK: PERIODIC INSPECTIONS ARE MADE OF WORK IN PROGRESS: AND A VISUAL INSPECTION OF ALL WELDS IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP 1, SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16 IN SIZE, 2. FLOOR DECK WELDING. 3. WELDING OF STAIRS AND RAILING SYSTEMS. C. VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS AND MANUFACTURER ?S CERTIFICATE OF COMPLIANCE IS REQUIRED. d. PERIODIC INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS SUCH AS BRACING, STIFFENING, ME ER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION. e, VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND MANUFACTURER?S CERTIFIED MILL TEST REPORTS. f, PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS FOR CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND MANUFACTURER ?S CERTIFICATE OF CO g. PERIODIC INSPECTION OF BEARING TYPE CONNECTORS WITH HIGH STRENGTH BOLTS. 1. 0I1LE THE WORK IS IN PROGRESS, THE SPECIAL INSPECTOR SHALL DETERMINE THAT THE REQUIREMENTS FOR BOLTS, NUTS, WASHERS AND PAINT, BOLTED PARTS AND INSTALLATION AND TIGHTENING IN SUCH STANDARDS ARE MET. FOR BOLTS REQUIRING PRETENS THE SPECIAL INSPECTOR SHALL OBSERVE THE PREINSTALLATION TESTING AND CALIBRATION PROCEDURES MEN SUCH PROCEDURES ARE REQUIRED BY THE INSTALLATION METHOD OR B PROJECT PLANS OR SPECIFICATIONS: DETERMINE THAT ALL PLIES OF CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED AND MONITOR THE INSTALLATION OF BOLTS TO VERIFY THAT THE SELECTED PROCEDURE FOR INSTALLATION IS PROPERLY USED TO TIGHTEN BOLTS. FOR JOINTS REQUIRED TO BE TIGHTENED ONLY TO THE SNUG -TIGHT CONDITION, THE SPECIAL INSPECTOR NEED ONLY VERIFY THAT THE CONNECTED MATERIALS HAVE BEEN DRA#4 TOGETHER AND PROPERLY SNUGGED, 2. MONITORING OF BOLT INSTALLATION FOR PRETENSIONING IS PERMITTED TO BE PERFORMED ON A PERIODIC BASIS WHEN USING THE TURN-OF-NUT METHOD WITH MATCHMARK ING TECHNIQUES, THE DIRECT TENSION INDICATOR METHOD OR THE ALTERNATE DESIGN FASTENER (TWIST-OFF BOLT) METHOD. JOINTS DESIGNATED AS SNUG TIGHT NEED TO BE INSPECTED ONLY ON A PERIODIC BASIS. A. MAXIMUM S OIL DESIGN PRESSURE 3000 P CONTRACTOR TO FOLLOW ALL RECOMMENDATIONS s •!• t 0 11 6 F OOTING BY KOECHLEIN CONSULTING ENGINEERS, INC.. DATED OCTOBER 17, 2006. C, ALL • • ASSUMED ELEVATI BE 1 IN THE FIELD WITH ACTUAL CONDITIONS L CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS SHALL BE A , MINIMUM OF ! #• D ALL FOOTINGS TO BE PLACED ON • • NATURAL SOIL OR PROPERLY • • BACKFILL. APPROVED BY THE SO COMPACTE SHALL BE TO MODIFIED PROCT DENSITY D1557 OTHERWISE RECOM IN THE SOILS REPORT. • SPO ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE-t SOIL REPORT FOR DESCRIPTION OF BEARING SOIL). E. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12 INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT, REFER TO SOILS REPORT FOR BACKFILL MATERIAL. F, CENTER ALL FOOTINGS UNDER WALLS, COLUMNS OR GRID LINES UNLESS NOTED OTHERWISE O G. CONTRACT TO PROVIDE. r DENSITY TESTS ON ! r FILL UNDER •! AND INTERIOR SLABS-ON-GRAD H. N OTIFY t ILS ENGINEER MEN EXCAVATION IS COMPLETED SO THAT CON DITI O NS BE INSPECTE P RIOR TO PLACEMENT OF OR C PREPARATION 1. FOR SOIL DRAINAGE REQUIREMENTS REFER TO SOILS REPORT AND CIVIL DRAWINGS, 4, SLAB ON GRADE A. THE OF ► FOR THE SLAB ON r RE QUIREMENTS ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE. THE CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION i THE GEO TECHNICAL B. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED TO BOTH THE SLAB AND OTHER PORTIONS OF # ! DETAILS FOR s :i• - t PIPING AND O THER REQUIRED. REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE R ES PO NSI B LE •r ' O F D ESIGN PRI T C T BO TH THE SLAB ON GR r O THER POR TI O NS ! 5. CONCRETE A. ALL CAST-IN-PLACE CONCRETE SHALL BE MA DE W IT H TYPE 1/11 PORTLAND CE MENT, STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: CONCRETE ITEM F'C M IX TYPE MA W/ C RATIO AIR REQ. FOOTINGS 3000 psi STD - FOUNDATION W A LLS 3000 psi STD - - - - - - INTERIOR SLABS ON GRADE 3000 psi STD 0.50 - - - SLABS ON METAL DECK 4000 psi STD 0,60 - - - EXTERIOR CONCRETE ( + +) 4500 psi STD 0.45 6 %_8% •+ + MAX SLUMP SHALL NOT EXCEED 4". B. IF CONCRETE SUPPLIER PROPOSES USE OF FLYASH HE SHALL PROVIDE OWNER WITH LETTER INDICATING COST REDUCTION AT TIME OF BID. THE MODULUS OF ELASTICITY OF ALL CONCRETE SHALL EXCEED WC1.5 33 �FT (OR 57,000 frZ NORMAL WEIGHT CONCRETE), C. CONTRACTOR SHALL SAWCUT OR TROWELCUT JOINTS IN SLABS ON GRADE. JOINTS SHALL BE SPACED TEN FEET AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16" WIDE WITH 12 HOURS AFTER POURING, CARRY ALL SLAB REINFORCEMENT THROUGH JOINT. D, SLABS. TOPPING, FOOTINGS, AND WALLS SHALL NOT HAVE JO INTS IN A HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE SHOOK. ALL INSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE ENGINEER, E. ALL CONCRETE WORK AND RE DETAILING SHALL BE IN ACCORDANCE WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE, ALL EXPOSED EDGES OF CONCRETE AORK SHALL HAVE 3/4 INCH CHAMFER. 6. REINFORCEMENT A. ALL REINFORCING SHALL BE HIGH - STRENGTH DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS M ICH SHALL BE DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60. B. WELDED WIRE FABRIC SHALL CONFORM TO AS A185 GRADE 65 AND SHALL BE LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND W IRED TOGETHER. C. POLYPROPYLENE FIBER REINFORCING SHALL HAVE FIBER LENGTH COORDINATE WITH AGGREGATE SIZE AS PER MANUFACTURER'S RECOMMENDATIONS. AMOUNT OF FIBERS SHALL BE A MIN I MUM OF 1.5 LBS /YRD3 OF CONCRETE OR THE AMOUNT RECOMMENDED BY THE MANUFACTURER WHICHEVER IS GREATER, D. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE: I. CONCRETE POURED AGAINST EARTH 3" 2, CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2" 3, COLUMNS (TIE BARS) 1 -1 /2" 4. SLABS AND WALLS (NOT EXPOSED TO WEATHER) 3 /4' E. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH SECTIONS 7.5, 7,6 AND 7,7 OF ACI 318, LATEST ED ITION, F. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER, LAP SPLICES, WHERE PERMITTED, SHALL BE A MIN OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER AND SHALL BE A M IN I MUM OF 80 BAR DIAMETERS FOR #7 AND 18 RE UNLESS NOTED OTHERWISE, MAKE ALL BARS CONTINUOUS AROUND CORNERS, G. PLACE TWO #5 (PER 8" THICKNESS) WI TH 2'-0" PROJECTION AROUND ALL OPE IN CONCRETE WALLS, SLABS, AND BEAMS. ALSO PROVIDE TAO #5 X 4'--0" DIAGONALLY AT EACH CORNER. H. CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE SPLICED AS FOLLOWS: TOP BARS AT MIDSPAN, BOTTOM BARS OVER SUPPORTS. 7. STRUCTURAL STEEL A, ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS M ICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLURgS WHICH SHALL CONFORM TO ASTM A53 AND TUBE COLUMS TO ASTM A600. GRADE B. LATEST EDITIONS, STEEL SUPPLIER MAY PROVIDE AST A572, GRADE 50 AT HIS OPTION, MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWISE, C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION." D. EXCEPT WHERE DETAILED OTHERWISE, FABRICATOR SHALL SELECT STEEL CONNECTIONS PER AISC ?MANUAL OF STEEL CONSTRUCTION? (ASD), TABLE 11 - A AND /oR AISC ?S SHEAR CONNECTION MANUAL? WITH A325 N BOLTS (OR WELDED EQUIVALENT) TO SUPPORT LOADS INDICATED ON THE STRUCTURAL DRAWINGS, LIEN LOADS ARE NOT SHOWN, SELECT CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM LOAD CAPACITY PER AISC ?MANUAL OF STEEL CONSTRUCTION? FOR EACH GIVEN BEAM AND SPAN FOR NON-COMPOSITE MEMBERS. SUBMIT DESIGN CALCULATIONS, BEARING THE STAMP AND SIGNATURE OF THE PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO, AND EMPLOYED BY THE STEEL FABRICATOR, FOR ALL CONNECTIONS NOT COMPLETELY DETAILED ON THE STRUCTURAL DRAWINGS AND FOR ANY PROPOSED ALTERNATE CONNECTION DETAILS. E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS - D1,1. F. MINIMUM WEL DS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16 CONTINUOUS FILLET UNLESS NOTED OTHERWISE, G. FOR ALL BEAM /COLUMN OR BEAM /BEAM CONNECTIONS, PROVIDE HORIZONTAL SHORT SLOTS IN CONNECTION MEMBER ONLY (WT-SECTIONS, ANGLES OR SHEAR PLATES), H. THE TERMINOLOGY "CONTINUOUS" MEANS QUANTITY. PROVIDE THE NECESSARY JOINT DETAILS TO ALLOW FOR BUILDING MO VEMENTS. COORDINATE LOCATIONS WITH ARCHITECTURAL CONTROL AND EXPANSION JOINTS, 1. PROVIDE ANCHOR BOLTS FOR BEAMS BEAR ON MASONRY UNLESS OTHERWISE NOTED, J. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO COMPLY WITH ALL STEEL ERECTION STANDARDS AND TO WITHSTAND ALL CONSTRUCTION AND/OR LATERAL LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT LATERAL SYSTEMS AND DECKS ARE IN PLACE, K. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS. B. METAL DECK A, UNLESS NOTED OTHERWISE, DECK SHALL BE SHOP-PAINTED STEEL, SHALL BE OF THE TYPE CALLED FOR ON THE FRAMING PLANS AND SHALL BE TWO SPAN MINIMUM MERE POSSIBLE-SINGLE SPAN DECK CONDITIONS SHALL BE SHORED. DECK SUPPLIER SHALL VERIFY COMPATIBILITY OF HIS DECK FINISH WITH FIRE PROOFING REQUIREMENTS. B. DECKING SHALL BE INSTALLED AND ALL OPENINGS IN DECK CUT AND REINFORCED IN ACCORDANCE WITH MANUFACTURER'S STANDARD DETAILS AND SPECIFICATIONS EXCEPT AS NOTED OTHERWISE. C. WELDING REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON DRAWINGS, 1, ATTACH FLOOR DECK TO EACH END SUPPORT AT 12 INCHES AND TO EACH INTERMEDIATE SUPPORT AT SIDE LAPS PLUS ONE INTERMEDIATE POINT WITH 5/8" DIAMETER PUDDLE WELD. P ROVIDE WELD WASHERS AS REQUIRED. 2, LONGITUDINAL JOINTS BETWEEN ADJACENT FLOOR DECK UNITS SHALL BE FASTENED TOGETHER AT 36" MAX SPACING WITH 5/8' DIAMETER PUDDLE WELDS (O tMETER EWS OR ATT12�"ONNCENNER, FASTEN FLOOR DECK TO PARALLEL 3, HEADED ANCHOR STUDS SHALL BE WELDED DIRECTLY TO STEEL BEAMS THROUGH DECK. 9. NON -SHRINK GROUT A. NON-SHRINK GROUT SHALL BE PROVIDED: 1 BETWEEN COLUMN BASES AND CONCRETE SUPPORTS. 2, , BETWEEN BEAM BEARING PLATES AND CONCRETE SUPPORTS, 3. GROUT SHALL BE COMPLETE AND HAVE A MIN COMPRESSIVE STRENGTH OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE. 10. SOD A. ALL F RAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY SR*ODPRODUCTSASSOCIATION AND CONFORMING TO INTERNATIONAL WETE ING DE 2" THICK - 4" TO 6" W I DE (W ALL STUD ONLY) STUD Fb = 700 PSI 2" T0 THICK - 6" AND WIDER NO. 2 Fb = 900 PSI 5" THICK - 5" AND WIDER NO- Fb = 1350 PSI N AL STRESNCREA AND FOR NONREPETITVE USES PRIOR B. MEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS AND NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLEDIPPED OR BETTER). C . TREATED SILL PLATE, JOIST AND TI MBER LUMvMBER MAY BE H EM - FIR, STRUCTURAL #I GRADE, D. PROVIDE MET CROSS BRIDGING NOT OVER 8? ON CENTER FOR ALL 2X WOOD JOISTS. SOLID BLOCKING BETWEEN ALL JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERS IS REQUIRED. E, FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE TABLE 2304-9.1 UNLESS NOTED OTHERWISE. F, LAMINATED BEAMS 1. ALL LAMINATED MEMBERS SHALL BE FABRICATED OF DOUGLAS FIR LARCH AT 12 PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL SIZES SHO0j ARE NET. 2. LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF STRUCTURAL GLUE LAMINATED TIMBER, LATEST EDITION AS PUBLISHED BY AITC. 3. PROVIDE UNITS CONFOR ING TO AITC 117, 24FV8, D.F. FOR CONTI UOUS MEMB ERS AND CANTILEVERS AND 24FV4, D.F. FOR S SUPPORT EMBERS. MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE CLEARLY STAMPED ON EACH MEMBER. G. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD, 1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING, APPLICATION SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD ASSOCIATION. 2, EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF U.S. PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD, ALL PANELS WMICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE WEATHER SHALL BE OF THE EXTERIOR TYPE. 3. FOR FLOORING USE 3/4" T &G STUDD - I - FLOOR SHEATHING GLUED AND NAILED WITH 1OD NAILS AT 6" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG INTERMEDIATE SUPPORTS, 4. FOR ROOF USE 5 /8 - (40/20 SPAN RATING) EXPOSURE I SHEATHING NAILED WITH 10D NAILS AT 4" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG INTERMEDIATE SUPPORTS. 5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1 /2" EXPOSURE I PLYWOOD OR OSB SHEAT NAILED WITH 8d (OR 10d) NAILS AT 6" ON CENTER ALONG PANEL EDGES AND 12? ON CENTER AT INTERMEDIATE SUPPORTS, ALL PANEL EDGES SHALL BE BLOCKED. 6, FLOORS AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED. 7, INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS. H. LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS CAPACITIES: FB = 2600 PSI, E = 1,900,000 PSI, FC = 750 PSI, FV = 289 PSI. BUILT UP MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS RECOWE DATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2" OR 5 1/4* %IDE MEMBERS. 11. NON- STRUCTURAL ELEMENTS A, ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC, ATTACHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND OTHER STRUCTURAL MOVEMENTS. B, FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE ARCHITECTURAL DRAWINGS, STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED UNRESTRAINED UNLESS NOTED OTHERWISE, 12. GENERAL A. ENGINEER ?S ACCEPTANCE MAST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND ELECTRICAL CONTRACTORS, VERIFICATION OF LOCATIONS, SIZES, LINTELS AND REQUIRED CONNECTIONS ARE CONTRACTOR ?S COMPLETE RESPONSIBILITY. C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER ?S APPROVAL OF CONNECTIONS AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF HIS ITEMS. D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL, MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS. MISCELLANEOUS EMBEDDED ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED BY CONCRETE CONTRACTOR, STEEL SHALL FULFILL ASTM A36. E. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO EARTH. F. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL STRUCTURAL STEEL, AND METAL DECK, THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE CONTRACTOR. G. WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS, H. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND ARCHITECTURAL DRAWINGS. 1. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER. '"" BENT STEEL PDLE W1TH 3/ 4 "(P ZU BOLT SI DE OF • 0 A 1/4" BENT STEEL L -PLATE WITH (5)- 5/4"0 BOLTS THRU TO OPP051TE PLATE AND t'2W- 3/4 "4> THRU BOLTS IN OPPCY51TE LOG CONNECTION AT ANGLED I �- TIM5EFc 61 C40WN SECTION 15 -B N rn NOT OVERCUT 13I MOUTH IOd NAILS AT 6" ROOF SHEATH INCi .2X BLOCK I NO - - - - °° WORK POINT &CTIN 1 314' = I' -O" WOOD RIG&E BEAM, REg PLAN WITH BFVFLFD TOP PLATE ROOF JOIST, — RE: PLAN SIMPSON LSSU MOUNT HANOER sr^• Qm DECK JOIST — RE; PLAN WITH SIMPSON HANGER EACH END STONE GAP REv ARCH 0 c �• TIMBER COLUMN RFm PLAN &ECT ION 314" ® I - O" ROOF JOIST RE x PLAN S IMPSON H2.5 CLIP EACH JOIST • - •- r - • r RE, ARCH WATERPR( m r w�+ r SIMPSON w .. . C 5ECTION 3 r e rr r► a p *' • -- M TnA SLOPE Al ZZ "�i U%E r,>EcK J FLOOR FZE: PLAN RE% ARCH FOR W ATERPROOF I N& r «� 6ECTI 4 /All p If�/1It INTFRIOR BEARING AND SHEAR MALL WITH SHEATHING OWN c r .. a • .. NMI M loll 15OKERN FIREPLACE RE: ARCH. RE r A CH. a wwwwwurwy ' wlMr 81, co oq `' 0 ° < 3 cio °p #5 X AT 1"-4" .. h FULLY OUT tt STING l HALL FRAMING AND — (N)- EXTERIOR WALL PLYWOOD PER SHEAR WITH SHEATHING HALL SCHEDULE 2X TREATED PLATE 4 1/,2 '" RE: MFR. WITH ANCHOR BOLT S PE y � R SHEAR WALL HEDULE Bid 11�i1 +i��11 MOM ;.2X4 KEYWAY (5)-.2x STUDS AT EACH END OF SHEAR WALL / A 5 1MPSON HD PER SHEAR HALL SCHEDULE r SHEATHING STONE GAP - REr ARCH. (2) - #5 CONTINUOUS 4 i T1� 1 (� a -7l 4 BOLTS IN STUDS (N) OR (E)-2X4 CONTINUOUS PER H.D. MANUFACTURER FULL LENGTH OF STRAP OR LAPPED PER SECTION A -A A , RE: MF 4 1/2" 8d NAILS AT G ° STUD HALL HITH — 51MP50N HOLD DONN *_ #5 AT 1' -4" SHEATHING - r. PER SHEAR RE, PLAN AND SCHEDULE EACH HAY HALL SCHEDULE ° - 1/8 "d> THREADED' ROD " EMBEDMENT z TREATED PLATE X 10 T WITH V2"(P ANCHOR � ,/� NTO HA EP DXIED w✓ I t �../ 1 "! 1 1' -O" 3/4'" = 3J4" c i " - O „ (2) - #5 CONTINUOUS --� (N }- EXTERIOR " STUD WALL 1/4" X (0 5TttL 4 u t (E) -FLOOR [XX' -XX °) ° d ° 1 PLATE X 4' - „ JOIST I CENTERED ON ' K JOIST SLOPING - HOLt?DOWN (BENT (1 11. 2XIO TREATED PLATE HITH °. RE: PLAN N1 STEEL AT CORNER �ii� � 3/4 "d> X 6 W e , " EMBEDMENT b 4 SIMPSON U HANGER CONDITIONS) WITH ` EPDXY ANCHOR AT 2' -0 \ __2XL2 LEDGER WITH (3)-3/4 "4> X 6 5/8" -3/4"0 EPDXY ANCHOR EMBEDMENT EPDXY • #5 AT 1' -4” (WITH 6 5/e�" EMBEDMENT) ANCHORS HORIZONTAL d AT i' -O" ° ALL P400D MEMBERS LE55 THAN I&" FROM 'SOIL SHALL BE TREATED a #5 AT 1' -4 " X a L&X4X3 /8 X 1' -O "' WITH I`i d ° (2)-5/4 X 6 5 /a" EMBEDMENT IN CMU NALL (XX' -XX ") (SPACE BOLTS & "' APART 1i ` #5 AT 1` -4"` VERTICAL AND (1) - el "d> X 10 I /2" EMBEDMENT THREADED IIN(I- �, ROD EPDXIED INTO�� FOOTIN p - I ®_III 7�(s ° .°a 4 d , C ° I (2) - #5 CONT. =1III = {I1 = #IC IIL�I I(IiI _T�TI�11 =i =1I -Id = - i I CIS� 91 1I f ICN i l l I!� 11 111° =f 9� (1= 111= 11i' =�� I I -I I�- T -11�" I I I_ REr PLAN 3. i1I- ICI41. JII(IIII_I111I 111= 11l= I!I - 111 °I =I1� - - 111= 1�1 =II &EC TION 1 3/4" - 1' -O" INTERIOR WALL (W =2X HALL SHORN - EXTERIOR I&d NAI (SPACING NALL SIMILAR TO MATCH SHEAR NALL NAIL SPA6IN+-7) INTERIOR WALL (E)- DECKING-* AND WITH SHEATHING FLOOR BEAM ' 3/8" X 8" BENT PERMIT (E)- BOTTOM PLATE SIMPSON A35 CLIP (2)- 3/4 " d> X 4" LAC - s REVISION 2 PER SHEAR WALL PER SHEAR HALL 2X BLOCKING HITH GROUT TOPPING IS SCHEDULE SIMPSON CLIP WATERPROOFING SHEAR HALL EDGE MEMBRANE PER SHEAR HALL FLOOR 5HEATHINC-o NAILING INTERIOR HALL SCHEDULE E) -FLOOR DECKING HITH SHEATHING TYFICAL 6I4E AR TRAN6FERE AT FLOOR co PER ARCH. TOP AND 8d NAILS AT 6" 4 . OVER ALL EXTERIOR AND 'SHEAR HALLS (E)-ROOF SHEATHING (N)4201 TOE NAILS II (E) -ROOF FRAMING AT 3 ,, I6d NAILS AT 3" 2X8 BLOCKING SIMPSON A35 CLIP + (N) OR (E)- BLOCKING- PER SHEAR NALL o - (E) RIMBOARD SCHEDULE a (BLOCKING AT EAVES) (N)- SHEATHING HALL AND LEDGER REr PLAN REr , AND 5HIM EOUALS AND PLYWOOD LAN (E) EXTERIOR HALL SHEATHING RAKE CONDITION SHORN - EAVE MIN. (N)- MST - 12 STRAP CONDITION 19 SIMILAR TYP'IC'AL SN�,A� Ti�,ANSF��2 SAT i�C��F (3) -I0d NAILS PER STUD x ' 3/8" X 8" BENT PERMIT (E)- BOTTOM PLATE t REVISION 1 (2)- 3/4 " d> X 4" LAC - s REVISION 2 PER SHEAR WALL Z (E) -FLOOR DECKING GROUT TOPPING IS EXISTING HOLLON CMU THRU -BOLT WATERPROOFING SHEAR HALL EDGE MEMBRANE FLOOR 5HEATHINC-o NAILING FULLY &ROUT CMU #5 AT 1' -0" ( E) -FLOOR DECKING FIRE BLOCK E �-­i co PER ARCH. TOP AND LC) 4 . fN .° w II II II � I6d NAILS AT 3" 2X8 BLOCKING , + o - -- PLYWOOD SHIM AS a REQUIR SUCH THAT (J= }- EXISTING NALL HALL AND LEDGER WITH FIBERBOARD REr , AND 5HIM EOUALS AND PLYWOOD LAN WIDTH OF CMU HALL SHEATHING PLAN MIN. (N)- MST - 12 STRAP (N) OR (E) LEDGER NITH NEN LVL BEAM HITH 3 /4 "d> (3) -I0d NAILS PER STUD THRU -BOLTS AT 6" STAGGERED ANY SPLICES TO BE NITH (2h) -IO NAIL r- -- -(E) 2X BEAM EXISTING FOOTINC-r SIMPSON MSTC4O STRAP T� _ HITH .26 NAILS EACH END. IN LEpR AND (4 } -t /2 ;d; X 4 1/4" EMBEDMENT EPDXY ANCHO S TO CMU NALL LEDGER SHALL BE TIGHfi TO NALL (E) -CMU HALL - FULLY GROUTED -STEEL BEAM - RE: PLAN (INSTALL ADJACENT TO EX15TINO BEAM) WITH 2X TOP PLATE HITH 1 / 2 "d> THRU- BOLTS AT .2' -0" STAGGERED AND SOLID WEB PACK WITH 3/4 "0 THRU- BOLTS AT 6" TO EXI5TINf3 BEAM � (E)-DECKIN& ROADWAY NEW HALL SIMPSON A35 CLIP PER OVERFRAMIN& STUD HALL- SHEAR WALL SCHEDULE °� CENTERED OVER NEW BEAM #5 AT I -4" EXISTING 2X4 .,JOISTS REMOVED A d . HORIZONTAL I.,I 3/ " X 3 l2 p LVL5 NEN 2X4 WALL a Q AT 1' -O'" WHERE INDICATED 2 „ #5 AT 1' -O" ON PLAN (E) -WALL WITH (N) SHEATHING 61-R. VERTICAL PER SHEAR WALL SCHEDULE °° NEN BEAM L4X4X3 /8 HITH ° 6" MAX. STONE REr PLAN 3/4 "ip X 6 516" VENEER EPDXY ANCHORS 4 ° BLOCKING BETWEEN .. 4 r — sbiA /Ciwlav Ir^�I�T<- f�VFF7 FSRAM IF (E) SHEATHING IS CUT TO INSTALL NEW MEMBERS ALL EDGE5 SHALL BE Q °. BLOCKED AND FASTENED HITH fad 1/ ISOLATION JOINT NAILS AT 6 ". _ d 111L�I I'� BUTT 2X4'5 END TO END #5 AT 1' - X m EDGE OF 0 0 0 0 i 0 FOOTING I TY Y TYP IT 2X4 SPLICE PIECE X 3' - #5 AT J' -O" LA 5l2L F d I= ryI_j SECTION �� !1'�� it 4,. ill- 11. 3/4" - 1' -0" C T w A 3/4" = 1 ' -0 " (E)- EXTERIOR BAL FRAMED HALL - EX15TIW-:, NALL NITH q =, PLYWOOD SHEATH1N& 1 I/2" ADDED TO INSIDE FACE SIMPSON HD2A WITH d ' 5/6 "0 X 4' -0" EMBEDMENT THREADED ROD CAST -IN GM+IU ° EX I STING HOLLOH CMU FULLY GROUTEP CMU 1 SECTION 8 j0 3/8" X 8" BENT PERMIT PLYWOOD SHEATHING t REVISION 1 (2)- 3/4 " d> X 4" LAC - s REVISION 2 PER SHEAR WALL 3" MAX. STONE AND 1/4" STEED BUCKET — GROUT TOPPING SCHEDULE THRU -BOLT WATERPROOFING SHEAR HALL EDGE MEMBRANE FLOOR 5HEATHINC-o NAILING #5 AT 1' -0" ( E) -FLOOR DECKING FIRE BLOCK E �-­i co PER ARCH. TOP AND LC) 4 . fN .° w 1! BOTTOM — co � I6d NAILS AT 3" 2X8 BLOCKING , + - -- PLYWOOD SHIM AS a REQUIR SUCH THAT (J= }- EXISTING NALL HALL AND LEDGER WITH FIBERBOARD REr CN AND 5HIM EOUALS AND PLYWOOD LAN WIDTH OF CMU HALL SHEATHING PLAN 2XIO CONTINUOUS 3/4" = i' -O'" (N) OR (E) LEDGER NITH NEN LVL BEAM HITH 3 /4 "d> (3) -I0d NAILS PER STUD THRU -BOLTS AT 6" STAGGERED ANY SPLICES TO BE r- -- -(E) 2X BEAM CONNECTED HITH SIMPSON MSTC4O STRAP T� _ HITH .26 NAILS EACH END. - EX15TIW-:, NALL NITH q =, PLYWOOD SHEATH1N& 1 I/2" ADDED TO INSIDE FACE SIMPSON HD2A WITH d ' 5/6 "0 X 4' -0" EMBEDMENT THREADED ROD CAST -IN GM+IU ° EX I STING HOLLOH CMU FULLY GROUTEP CMU 1 SECTION 8 j0 STEEL BEAM -� --� RE. PLAN HITH ,2X TOP PLATE WITH 1/2 "4> THRU-BOLTS AT 2' -O" STAGGERED (REPLACES EXISTING BEAM) E T t O s 2X6 TREATED PLATE HITH V2 "4> X IO" ANCHOR BOLTS AT 2' -0" 1/2" ISOLATION ,.JOINT EXTERIOR SLAB NITH STONE TOPPINe REv ARCH. ° a a_cCJ •Q °,. - ,e!o t? . •Q °.r ka_ ° dC7 . •fl °.rte° 04 o'd 0 a, a d ° d 4 ° 4 a 4 #5 X L AT a ■ a a . d © 4 a ° 4 �II 4 - 1111 RE r PLAN &ETION 3/4" = 1' -0" & 3/4" e I, -O., 3/8" X 8" BENT PERMIT STEEL HANGER NITH t REVISION 1 (2)- 3/4 " d> X 4" LAC - s REVISION 2 INTO EXISTING TRUSS 3" MAX. STONE AND 1/4" STEED BUCKET — GROUT TOPPING WITH (0 3/4 "4 THRU -BOLT WATERPROOFING MEMBRANE FLOOR 5HEATHINC-o 4. o d, #5 AT 1' -0" ( E �-­i co TOP AND LC) 4 . fN .° w 1! BOTTOM — co � m ON , + - a m� REr REr CN ON LAN AN REr PLAN &EC TION 3/4" = i' -O'" REPLACE (E) BEAM HITH NEN LVL BEAM HITH 3 /4 "d> THRU -BOLTS AT 6" STAGGERED (E) DECKING ---1 r- -- -(E) 2X BEAM STEEL BEAM -� --� RE. PLAN HITH ,2X TOP PLATE WITH 1/2 "4> THRU-BOLTS AT 2' -O" STAGGERED (REPLACES EXISTING BEAM) E T t O s 2X6 TREATED PLATE HITH V2 "4> X IO" ANCHOR BOLTS AT 2' -0" 1/2" ISOLATION ,.JOINT EXTERIOR SLAB NITH STONE TOPPINe REv ARCH. ° a a_cCJ •Q °,. - ,e!o t? . •Q °.r ka_ ° dC7 . •fl °.rte° 04 o'd 0 a, a d ° d 4 ° 4 a 4 #5 X L AT a ■ a a . d © 4 a ° 4 �II 4 - 1111 RE r PLAN &ETION 3/4" = 1' -0" & 3/4" e I, -O., 2X TREATED ..JOIST (2) - #5 CONT. ROOF ..JOIST REr PLAN NEN BEAM REr PLAN 5 E T glYllw" 3 /4w 1' -0., #5 AT 1' -4" HORIZONTAL AND VERTICAL (2) #5 CONT. NEW 2X6 WALL ROOF SHEATHING .2Xb OVERFRAMING AT 2' -O" ROOF SHEATHING-, 12 RE: ARCH. BEVELED PLATE (N) ROOF .JOIST RE: PLAN NEW LVL JOI5T5 RE: PLAN - TO BEAR ON NEN BEAM NEW .2X4 BLOGK.IN F7 (N) VALLEY BEAM -' RE, PLAN (SKEWED) SIMPSON U HANGf -R--- SLOPED AND SKEWED (E) .2X4 JOISTS (E) BEAM AT SIM. SECTION NEN SADDLE /COLUMN OCCURS AT RIVOE NEW BEAM REr PLAN EXISTING TRU55 /COLUMN ti+w✓ 3/8" X 8" BENT PERMIT STEEL HANGER NITH t REVISION 1 (2)- 3/4 " d> X 4" LAC - s REVISION 2 INTO EXISTING TRUSS 3" MAX. STONE AND 1/4" STEED BUCKET — GROUT TOPPING WITH (0 3/4 "4 THRU -BOLT WATERPROOFING MEMBRANE FLOOR 5HEATHINC-o 1 2X TREATED ..JOIST (2) - #5 CONT. ROOF ..JOIST REr PLAN NEN BEAM REr PLAN 5 E T glYllw" 3 /4w 1' -0., #5 AT 1' -4" HORIZONTAL AND VERTICAL (2) #5 CONT. NEW 2X6 WALL ROOF SHEATHING .2Xb OVERFRAMING AT 2' -O" ROOF SHEATHING-, 12 RE: ARCH. BEVELED PLATE (N) ROOF .JOIST RE: PLAN NEW LVL JOI5T5 RE: PLAN - TO BEAR ON NEN BEAM NEW .2X4 BLOGK.IN F7 (N) VALLEY BEAM -' RE, PLAN (SKEWED) SIMPSON U HANGf -R--- SLOPED AND SKEWED (E) .2X4 JOISTS (E) BEAM AT SIM. SECTION NEN SADDLE /COLUMN OCCURS AT RIVOE NEW BEAM REr PLAN EXISTING TRU55 /COLUMN ti+w✓ DATE PERMIT 04.30.0 t REVISION 1 z s REVISION 2 08,- 2q-0`7 /� REV I 5 I ON 3 0q - 11 -0`I E �-­i co LC) (D w � co � m ON + a { * CN ON 155)E DATE PERMIT 04.30.0 t REVISION 1 0 1 -24 -01 s REVISION 2 08,- 2q-0`7 /� REV I 5 I ON 3 0q - 11 -0`I