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EPLN/W4Y LT LIbHT SEGT SELTION �---� ��_— AGGQJ'AC.GISTIG.V. ELEGT ELEGTRIGAL MFA MANUFAGTIRER 5F1N SFJVfR �-� �-- ADD ADDENDA AODENWM EG ELEG7RIGAL GONTRAGTOR MATL MATERIhL SHT SNEE7 �--� -- ADJ /�JAGENT � ELEVATKJN MO MA50NRY OPENIN6 SVF SHEET VINYL FLOORIN6 �� A66R AGGRE6ATE ENGR ENGINFFR MTL METAL SHLV SHELV(E5J(ING) ��� ALT ALIERNAIE EO EdIAL MAX MA%IMUM 51M SIMILAR JW1M ALUMIW/M E%G EJ05TING MEGH MEGHPNIGAL SL SLIpING APPD APPROJED EJ E%PM1510N JOINT MG MFLr1ANIL.�L LONTRALT02 STG SOVNO-TAANSMISSION GLAS� APPRO%APPROXIMATE EXP E%POSm Mm MEDIG(INE)(AU SPEG SPEGIFIGATION APLN ARGHITFLTNWW) F�(T EXTFRIOR MIN MINIMUM Xi 5Cd1ARE ASAP AS 5GVN A5 P0551BLE FO FAGE OF MISG MISGFI.L.ANEOVS SF 5LIVARE FEET 60R BAS�OARD R4DIAT70N FIN FINISH NOM NOMINAL 55 5TPJNLEY STEEL 6M BEAM FP FIREPROOF NIL NOT M GONTR/�LT STD STANDARD 6RG BEARING FPL PIR�LAGE NA NOT APPLJGAOLE STL STEEL ' '� 6FF 6ELOW FINI5NED FLQ'�R FU(T fIXiLRE NTS NOT TO SCALE STRUGT 5TRUGNRAL � -�j 0ET BETM�EN FLA FLOOR IX. ON GENTER SUB 5U65TIME �j � BLK 6LOGK FO FLOOR DRAIN OPG OPENM6 SUPPL SUPPLEMENT ' �� / j BSMT BAS�tENT FT FOOT FEET OPP OPPOSRE 545 SURFAGEO Fd1R 51DE5 ' J� LQ' / 's 61U ORITI5H THERMAL UNIT(51 FT6 FOOTING ORN ORNAMENTAL %J5P SUSPEND(ED) r '� s / O / � /��r� 05 HOTH SI�ES F�RN FURNISHn� OD OOIlf5DE DVMETER N TELEVIS� � / / / ` J BO 60TTOM OF GAL GALLON PiN PARTITION TEMP TEMPERm • � I� N � N / � ��� �U BLD6 HUIIDING GA 6N16E G PENNY(TWLS EGT) TNK THILK r � N N M � � / / I���7�� GAB GABINET 6ALV GALVINI2E7 PERF PERFOfiATE(D) TLT TOILET v N �O N r D R I V E / / u•� GENTER LINE 6G 6ENERPL GONTRKTOR PL45T PL45TER TtG TONGUE MID 6RODJE / A R 0 S A GLG GEILINb GL 6WS GLAZED PV5 PL/�STIG T,B TOP AND BOnOM � � � � O � / GFR GERAMIG 6R 60.40E P� PLA1E TO TOP OF �� �/ KJ �/1 / / GLR GLFAR 6TP GTPSUM PLEX PLEXIGLA55 T 'fRPI�D �� v / F / �� / (�JO O' R O W� GLO LLOSET 6iffi GYPFNMYVALLDOARD PLM6 PWMBIN6 T l'P T Y PI G A L •� O O N LID GLOT}IE5 DFYER HpW HARDWARE PLY PLYWOOD UG UNDERGROUND M� ! //��'/�` / / GIJW GLOTNES WASHER HD MEAD PROJ PRO.IEGT UN6L UN6LAZED � � � � 1 I / GOL GOLUMN HVAG NFI.TIN6 VENTINb AND P40P PROPERTY UNFIN UNFINISHm O O � (2J EXISTING TREES TO "�R`ONO11ON1NG EXISTING ASPEN TREES (3)EXISTING TREES TO 4'GONGRETE PAN YV/2" / cor+c canc� or cunrzar n� u N o un�ss r+orm orHEaruse � � . � u corisrwicriaw.ioiNr Naxrz wor•cizowr.w rnr aunNmv u o N uH�ss on+ew^use noreo V� � � / TO BE PROTEGTED � �g�REtOGATEi�TO INVERT BE RELOGATED TO �� � DURING GON57RUGTION, IMPROVE SIGHT LINES � IMPROVE SIGHT LINES � � �71� �r �.oNnr�,a,s »P NORSE POWER R w�v�.,5 UBL NHIFORM BUILDU�6 GODE � REPLAGE IF DAMAGED , � , GGGRD GC�ORpMA7E FWW HOf Wr1TER HEATER RO ROOF pRAIN VIF VE21FY IN FIELD O � L� / / / � � ���� � � LTR �:OIMTER M HEIGHT RM ROOM VERT VE�TIGAL � �'[ {� S � G5 GdMI'ER SINK INLL INGWDE(D)(ING) RS Rq16M SNW� VGT VINYL LOMPOSITION TILE ^ v GF GU61G FEET INFO MFORMATION RGB RESiLiENT GO�/E 6A5E V VOLT / 3 / `��� J ��j OP DAMPRDOFING INSP INSPEGTOR INSPEGTON RY't REfAINING WALL NW W�TE�HF1�TE� � � I � �EPT DEPARTMFM IO INSIOE�IAHEfER REF REFFR YVG Yt4TER GLO�ET �//�' ' ' 'iS� / / ' DTL DETAIL INSUL MSULATION REFR REFRIGERATOR YP YLA7ERPROOF V , � � �� 't�j '� HEW LOGATIONS OF �j ��� / � ��j � / pV.,� OV+METER INT INTERIpi I2EINF REINFORGE(D) VtT NEIGH7 T � � � EXISTING TREES � — � �� J � � � _� .— — — � / —�- DIM DIMENSION JT JOINT RE8Al2 REINFORGING BAR(5) NWIF NELDED WIRE FPBRIL � i DW �i5HWA5HER .1GT JJNGTION RGSIL RE�iILIENT WDW WiNDOVi � / � � y� � � I / —' V_ � }J � — �'Q� —�' ��� DN pOVPI KWN KILAWAITNOUR REQD REGLIRFD W/ WIT11 � / �I/� \ `I/ � ��•�A '' ,�, � �F� _i � � -�-// DWG DRAWNMG LAM �TET N) RO ROUGH OPENING WD W�VYLI�D ■ ■ ■ \\I///-_ __ \ I� � \ � �� -- •�� „««. - E4 EK.H L4V UVATORY SAN SMIRARY WKG WOFtKING v/ � � \ /j � ' k _ '�r —�" �� � `` °27'00"W — 95.0 � •— c� ,,�,, , ,,, ` s4� , T 5 `�' ry � -— � � � ��1��fiz�L. �l0 � � �-, - � � � _.�— SNOW STOR,4GE . � _�-- � i�� c 305 5Q FT �' � �j'� �\�� SNOW STOR,4GE V �— -___' -� �` -�� \ � Xx �, / ,� 16'1 5Q FT 1 All work shall be as specified and in accordance with all National, 5tate and � �- ) / - ry � I � - Local Godes, Laws, Permits and Ordinances, and shall be performed to the �\� �.� % � � O � � ��\����� ��� �.G'� � �� � -� N � highest standards of craftsmanship by�ourneymen of the appropriate trades � �\ �� o��!}\� �j�� �j�� �J ' � �� � ' 2 These document5 are not intended to mclude all �abor, materials, eauipment, and � �\\ � ��J �\` 2�` � � � `,�,� Services re q,uired to com plete all work described herein The General � _ � \ � � � � , I -�'t o� �� l r l� 1 1 e i ��1 Gontractor (G G)shall verify all dimensions and site conditions before 5tarting �1 \ � �c �T� R�r�9„=-r-i�r T r ` No � G�/ `'�Q �/ / work 1 �o ,���� �� �� ��� � � � � �� ��� ��� ��� � � �_�� � ,= EL '19 8 1� DRIVEW.AY AREA � � 1 � 1 {IS. g 1 l��•� oNp, � 3 It is the respon5ibility of the G G to bring to the attention of the Architect any z ��u ��r� r�� ��1''�f�i�T��"r�i��I�,_�`iT�_�"��- �. i � �=-r�-�-r-,=��r����T,�_=,=�«-l� ,�� �_ bo�o i,si2.,a Fr � � �� ��� conditions which will not permit constructton accordmg to the intentions of� � �� ����rn-��rr����r�rrr7�1� r� � _ o —ov EL 7G"l60' ° 4 these Gontract Documents (GD'S), and to notify the Architect at once if any � � G7 11?T i i i 4 I„ 11l'�iT�C��r- n-rl="���� '-t" i_ i - � � � ��` 16 ��� • \ :D �f'tTlriiT� 1i il l�T r�rl��"� �- r��1 _,-� -a-� � in ...>,-----r---"�.,...- . � � �;, �i`�r�,�T;����,�r,_��T,r;��l 4,,T,,�� , ; �_ - m � di5crepancies appear m the GD's, or between the GD's and existmg condition5 8-rm,���-�-�� � - ;}}+_ � L 7 '7625' � �/'� 3 3 �'� ��I It is the responsibility of the Architect to provide details and/or directions I I • � �_ __-`_ �_�_�-t_F�-t=�' F-rr �_�' �7___� - - ��'_s;i-'�-� 1- ` — — t�yo • • � _ f' ' � �1 � 7�fifi�ct�=�_��- �= f-�- � � - -� regarding design intent where it i5 altered by existing conditions or where , � � �'"`� -,�-jGIP! = ,TY� -i +_ � � ' �\�� � � �,� � __�_ _� �� f�_ 4=� -',-;"_,_s-� r;- neglected in the documents ' / �-� a ,_ -t-�� � �' -�Pi�Ej '__'_'_->';a-�� {_ -� �-- �_ - -+- �--- - �= ��sr�N�eKCROacH�N� 4 Should a conflict occur in or between drawings and specifications, the , LIMITOP DISTURBANGE I �/R� � a_r r_�- 1=��__ __= 812� _- _�812� �-*;, a- --r�'_ ` ,_1_ _ �L 7q781' I � ' � \ F'- - -- -� � ��_ �__,—��;- i , DRIVEWAYAND L4NDSGAPE 5 6GIfIGatlOtlS 5f1aII taKB I^BG6d8Y1G2, UYIIe55 a UJI^Itt8Y1 C�BGI510t1 fY'OIT1 tI18 PROVIDE 51LT FENGE ��� � r- - �_ � ��a�Y'l �i_ '-�� a= I ��J—��� BUIL�ING ' p p _t _-_ - � �_ 1 TIMBERS SHALL BE REMIDIED FOR EROSION GONTROL � _- - _- �� � = -k -_-��_ -�- ������5��_-� '�-i,=�a �- - ps sHOwN Architect ha5 been obtained which describes a clarification or alternate method I \ , k �--��� �� _�-� ��-�'��-���rtetz�r�,_�;�__,��_��;�, _ I SETBACKI � �' � � a ��:,,, _- F �._ -r�- �, �_ , and/or materials I __-�- '�-- ������ �-� �-'-�� - � �--- -�� t� w�� �t ,� t'_=,-;-j���,- � � � � 5 Dimensions � r_ _ �_� - r � -i���7�_,�- �-_ �='-i; -°�-�-�_ t 9'X19' � ��/� ' � -' �_ ��,- � � � 'y�- ` ��{ %/ A f�II LIIt11BY1510t15 tak6 rEG6d6Y1G8 OVBI"5Gal6d dItT1Bn510Y15 \ � L � �� _-_ ��� Q= ��--?�.�- t�-i�_>��_i `�_I,-�' - I PARKIN I /�" p -�`�- � � � �_�r� °C����� � ��-����;_�� �_ - EL '19�81' 60�o SPAGE � S Ali IaY1 GI11YI2n510Y15 aY'B t0 fcC� of concrete, face of etud, and center line I �t ��- , � -- �'_' ;� �-' _'_ a �, I I � � p � ��--�^ _ -� , _�� -t��-_� '�,7_i- 4- � of column/beam, U O N �� ' � - �__�- i=� � �.-t�- Z�----_�-_���Y�^-�a-i_,-;�_',, 81 „ � �L � �65 I I � �' G Ploor to floor dimensions are from to of I wood sub5urface to to of �a= 7- � �-��-�_ P P y P � / ' ��r R �- �_- _J=--=���r �-- o�� ��__+ � ( r,�r r'�j�r�� -- � -���-���' ������-�-�-�I�n�����",���";/� ' a�2 ',ROOF � � � piywoodsub5urface, UON 1 \ TTrI�'i�TT� ---� _ _- _ F_ [___ F-iA� �- �-+�,-7� ,_ii��K iiT,il �/ �� r,i 'iTl�i i t I- -� 1 _�7� _,'�- ,U�, , � , - � D Verify in field (V I F)all exieting conditions dimenaion5, locationa and aite � 15,_ , � -_ ��-_-_��r___- � - {_� \ ?"�T��� � G f F� ���-��+- _ �-���� ;,� % �, , , � o � � � GOYIGItI0Yl5 pY'101"t0 n2UJ GOY15tY'UGtIOYI BUIL�p � Ti irrn��.rrr�, C�y�Y J�_��� �`�-' j=�,_�_����� :.L.�T'%:..'��_:.� ,- -._._. � 4'�O$� � � WG ��r ,�,rT�r�� �, �� _�_ _ � � , � ���-�,- 6 The G G shall submit samplea of any materials propo5ed fo�5ubstitution to the n, � S IEqCK\ �,,�r���rr � __�`-�� �-�=1�� r �, '�%' �, �/,;�,;, ' , �9�5 5 � � � � � '`��I��� �,-_ �-��„ irv�u.-+�� � ,,i, , , � � architect for review and approval before the work i8 to be performed Work °i� �+ �n rrn ��mr�ln� ��_ � � � '� � ,� � ll� �7�� � n,'�T�?1T -�-��-�_-,��i a�lli ��i����' ;�,i '' '',/%,�%� ' ' � , � Shall conform to the approved Samples r , � � \ � �� 'r���' �,rn��''�r���' � ,'�`l�' ��J-ll71;� _ �� ''; � ', '/%/;;;' % ����� �_ '�r ' ` '1 The G G shall submit req,uired shop drawings to the Architect for review and �•� � \ 711 17 II 1� Tli_ I rtf'1T1i�7Tl�l 1 i� I�1, il � - :i i'%:i� .� , ,� -� _ (V 7��� � � � �r ����n� ,�r��rr��rn� �����i � �_;;,; ��; , �', �fi Q \ � �� approval before the work is to be performed vVork 5hall conform to the � � � L� ���y����i�u��� ���, , %"��j,;;,,;; , �'�'� ���r � � a�proved shop drawing5 � � i � �, � TO NEW P.IDGE n� i I � � L11��1� � , � i, i% ',/, �� � � ��' � 1996�-9 v2°� -�-�' �'1�'��`�"1� '� ' i' ' �%/ ''� %�;�' %'% ', � ' 8 The G G shall be re5ponsible for the safety and care of ad�acent propertie5 \ A \ �� .� uiL� �� u lit � � i.��+�; � ���, ,�, %, , """ ) / � 'r, � �� �;�`��, L' � �� '�� , , �� � � ,-,s� � , 8i2" a�2 � , durin GOnStI"UGtIOYI fOr GOt11 liance with federal and state 05H,4 re ulations � i� , 'S' _,�j �T i�.��u� �'u-� � , � � . p 9 � �i7 � � �a�;�a�l��_ili � � � � �.�� ,�, , , , V � � � � `' �u,�u� ' �+ ,�� � �ti,.��� �L, ��, � �� � ���*,'�;,,�� 8 � %%�i�% �, , � � �� ��� � �� and for the protection of all work until it is delivered completed to the owner � � i " ��4 ��.!�!,1 u! � �� ;�:1� �, ! �' , ,,,; i, ,, , , � � � � \ 1 ��,'��u �;`i,;l�`��v�,,L, �;, � ����� �����,� �i%i ,<" �� � � . � �� � q The G G shall verify and coordinate all openings through floors, ceilings, and \ � {;l�i�!����'�fu���k`���� ��'�`�i.�� � � ,� j %�,,%, �;� ,'� ; ��,'• , � � � � �i / walls with all P�rchitectural, Structural, Mechanical, Plumbmg, and Electrical 'r^ J� � �1 �I Il'i ��1L I � ll I� �I �IW�i�� ��i ; .EXISTING�� � .� � / � � \ \ 11L ' ll�1�' ��;1Lul�LLt�I � r J"�il 11LII' i / /i i,/i:' ' �� RooP � i �j a � � ' . , O drawings v ' �i �i��tIJ�1�1;1"I llLL��;L1L �L� �/,�///�ii;i/�i � , ','i � „ ' , � ^1 , \ ' �� � � � u �� , % � , ,,, ,;,�, � , ,; ,,; �i z ; , , �� 1oj1 O The�ob 5ite shall be mamtained �n a clean, orderly condition, free of debris and \ !,��u� �T�:�i��� �w�u � %�� �%�'�%� ,��;i;,,, ►_ " / � litter, and shall not be unreasonabiy encumbered Each 5ub-Gontractor ehall W 3 � � � �,;�, ��, ,,, �;j;;,, ; �'m � � � � remove ali trash and debris a5 of re5uit of his/her operation upon completion of �/ \ ,i///; :%'/,� i/ , � , � � m , � � � his/her work o� � , , � _ _ z ;, ,�,', /�� 0� � , , EXISTING � AN ENGROAGHMENT 11 The G G shall perform aii pha5e5 of construction such that all new con5truction � � -- - ` � � � � �, , ,,,, � ', �- , , , R°°F AGREEMENTEX15T5FORTHE � fits flush and seamlessly with ad�acent exi5ting conditions, and shall not � � � \� � � �� � i �' ' ' STAIRS AND LANDSGAPE � • N � �� � '� , , ; ;' ' � TIMBERSTHATENGROMGHON � endanger any existing condition5 or other work L- � p i '� ��� � '�/ � � i � THE NEIGHBORING PROPERiY � N \ � �� ,, ;� % � '�, i , � , � s6,� / J 12 The G G ehall provide all necessary blocking, backing, and framing for light � �_ � �p � � , � fixtures, electrical unit5,AG equipment, recessed item5,and all other items as �� � � � N � �� -��_' � . a�� ', , , , � , required .� v� � �O �� �� � %; ;i,��', o, ' ' " , / 13 Provide 5moke detectors in accordance with 199"i UBG section 310 91 4 � Q O � �� vy� � " �' �� %� '� ' � ' / 14 All construction, 5taging, contractor parking and materials storage 5hall be � � � \� � y' \ \� � ' -� � � GRF,� �N,�LY515 - i�ROi�05ED confined to the limits of the existing driveway and the immediate perimiter of � Q U �� ` ` � ���' 796Q� �� i9a��.,� � �� // the exi5itng building � � � O = �\ I ��\ � o , DEGK6ELOW / � � / GA�RAGE AR� GREDIT- 600 5Q �T = Q N � �� . � � , � 00 / �� �-P ��� �`9a�s, / p /� GftRAGE FLOOR AREA� - 6�16 5Q FT � CIl �� � ° � cD � ��� ��� ��� p// GARAGE GRF� - 96 5Q �T -P.� � �� ; � �� LIMIT OF DISTURBANGE UPPER LEVEL GRF,4 - 86q SQ FT \\�� � ��� \�� � ��� ��O STO�`�30 � � (T� FOR EIR0510N GOhITROL UPPER LEVEL GI��A e 16'-O" ,4 F F - 450 5Q �T �� \ ��\\ ��� �� �Fss�T,y�ryoq�,� � ` /� �/ � MIDDLE LEVEL GR�� - 1,'1't5 5Q �T � �\ \ ��\ �6o�q��o � � / ( // LOWER LEVEL GRF?� - 1,639 5Q �T �����,,�� 5 I T� 1�OT�S � (i �9 / � \ \ \��\ � \ ��` \�� R _.. _ ,,. os� �F / �� � / TOT/�L GRF?� - 4,82G 5Q �T ��\ \ � � \ �� �� ��Q�� � � � �� 1 The General Gontractor shall provide eroeion control in conformance with Town � � � � > > F`r ( C.I� 51TE GOVERAGE - 2,471 5Q FT of Vail guidelines � �� � �� � � `96'� �.96, /�1 ) -� � 2 The construction limit line is the contract line Do not disturb any exiating trees ' � � � \ � \ \ ' ° `� / V� DRIVEW�4Y AR� - 1,572 5Q PT or vegetation de5ignated to remain or located outeide of the conetruction limit � � \�� \��� �\ \ \�� \�� \��o ' // ��I i� �`9� � ' � REQIRED SNOW STORAGE C� 30% - 412 5Q �T line without approval of the Owner and Town of Vail io includin � � � � � d, / � 3 The General Gontractor shall verify existing 5ite informat n, g \ �� ��\ �� � \�� �� �� \ ��� - � � `9 ��� / structure5, utilities, property Imes, limits of roadways, and curbs and gutters i � � � � \ � � �� � �� � / that may affect the scope of work prior to beginnmg site con5truction �� � �� �� \ �� �� ��� � `�/ 4 Existing utilities are indicated for information oniy and not intended to ahow �55UE Date �� f �� �� �� \ �� �� ` � � ` �� � � � / exact location The Architect is not responsibie for the location of underground PEG 5et 04/04/05 � �� �� �� � �� �� ` � �\ �'� � �6, aR utilitie5 or structures, or anything not 5hown or detailed and instailed by any � ��'\ �� �� �� \ �9s �\ � � ` �\ � � �',7 / � other contract The General Gontractor 5hall locate all utilities and maintain the gRD Submission 09/21/05 � � � 0 �� � � � � � location during all phase5 of the work The General Gontractor shall be " _ \ �� \�� ��\ ��\ �� � �� ` �� �� � 796 ` / reaponsible for any damages to utilities or 5tructure5 and any m�uries BRp Submission 11/03/05 � � � � � � � � �\ � � therefrom Restoration of any utilities damagzd by the General Gontractor shall � �� � �� � � � � � �� � I / be at the General Gontractor's expense to the satisfaction of the Owner Bid Set 03/O'I/O6 \�� � � \ \�� �� \�� � � �� ��� \\ � - � \ 5 Gonform to Eagle River Water and 5anitation DiStrict 5pecifications for water • � � �� �� �� � � � \ � and sewer construction Maintam 10 feet minimum separation between water and � � �� �� � � �� \ \� ��� �` � i sewer underground service pipes Maintain seven feet minimum cover at � � �� �_ �� �� �� �� � � -- � � / underground water service Sewer service shall have minimum cover of 5'-b" ��� , �� � ��9 ��\ �� �� � � �..� -�----""�``�T �� �� � / Provide sewer clean out with location to be reviewed by the Engineer � 40 � � . ----�--r°\' � � � � 6 The Generai Gontractor 5hall provide drawings 5howing propo5ed utility service .' \�� � � �� �_�,,..:_-=�_ `�"������� �� \ �� �� �� connections for the Engineer's review prior to construction �� , � �� �_.\,�_ � � � � � �� � 7 Road cuts and any other construction in road right-of-way shall conform to �' �� _ -» � �•`°"' � �� �� � � \ �� � � � �-- Town of Vail guidelines F � � � � � �� � � � � �� �— �- S All compaction shall be in ac�ordance w�th the Soils Report prepared by the 7 � � '� Io \�� \\ � �� � �\ � �� — _�- �- Geotechnical Engineer \ \ \ \ � \ � � �- q Provide written notification of all di5crepancies between exieting and proposed s � � � �' '`� � � � �� \ \� � --'- .1ob number. o`E°6 � � � � � _� site improvements � \ �� �� �� �� \ �� �\ �� �\ �, _ 10 Gontractor(s)5hall take all necessary 5tep5 as rec{uired to properly pr�tect � � o \ � _ � ----'� � and maintam hie work for the duration of this contract Drawn by mPP ,9� � �� �� �� � � � � - _ � � � �-�""� � � i 11 These drau�ings do not specify safety materials, equipment, methods or Ghecked by� \ 0 F � � � �,,,� , sequencing, to protect person5 and property It shall be the General i � � � ��� 4 7, ,�W _ Q� Gontractor's responsibility to direct and implement safety operation5 and 110. Drawing Title { \ �-� c j� p r o c e d u r e s t o p r o t e c t t h e O w n e r, o t h e r G o n t r a c t o r s, t h e p u b l i c a n d o t h e r s \ ' � � �, ..�-� - S�5 12 All work shall com pl y with all a p plicable codes and ordinances P r op o s e d � �_ 13 Gontractor(s)5hali employ a licen5ed 5urveyor to establish all work lines 14 Gontractor(s)shall stake out all areas, including walk5, pavements, wall5, pools 5 i t e P l a n \ and fences and shall obtain the approval of the Architect prior to proceeding with the work 15 Notes and details on specific drawings take precedence over general notes and t�pical detaii5 \ , _ 16 Gonflicts or discrepancies with grade5 shall be brought to the attention of the 5heet Number. Architect immediately and prior to proceeding with work ���r,.,� �,_�, _,_, -, . k 1'1 All finished grades shall provide for naturai runoff of water without low spots or j-,�`LLf;u`aE��t�>�...�,y �x � � „s �� `�,��y°z, ,�;� 3� �'p pockets 5et flow line5 accurately and provide a minimum 25%gradient unles5 � -� � ;��, �����s� �,,_ � � - �j�� otherwise notes � ���,�u�,� -.� � < < , . � . _"� � _,. . « ,- � , :`;°�=�r '; , 18 Gradually round off tops and toes of all planted slope5, unlees ahown otherwise f;�`��{���.� ��:�h°�_ � " ' in grading detaile � . � ���J�� 19 Grade away from ail buiidings at a mmimum siope of 10% in unpaved areas and i w � I�� �r�/�S .. lr.,os minimum slope of 2% in paved areas �� • � � � � ��`';� _ (� V � _`_-- - -- - 3 20 Gleanouts shall be provided for all changes in line5 and/or grade or the sanitary \ � �� SEUJEP 56PVIG6 • 1 51T� F'L,�N � -�G- -��-- � SGALE 1"=10'-O" �q�_0�� 3'-O" 12'-O" 24'-O" �- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -, I � �j • '— I� N '— N I r - - - - - - - - - - - - - - - - - - - - - - - - - - - -� � � ��! U � N � �` CV I I I � � 0 � � I � � � x °0o�. �O i � I I � � O � �„� N dJ I � � � U I I I ` � O , ° ° I � � � Q � �� � °� °� 4 � r - - - - - - - - - - - - - - � i i i � ° � 3 � i i i i N � W c.� ,� � � - - - - - - - - - - - - - - - � • � ' ` I = � I CJ ��-0�—�7��c I � � � . � � � �� I _ � I � @ ����t�7� ` � � � . . � ,_ d- ��"-"�°� EXISTING YV�LL � I � � I I � (V _� �_������,�. N ' - � I � , I i - -- n, VJ O i i �' i i � � � � � I � i NEW YV�LL � � i � � � I �L I � I � . � ' I I I � � � � I � � � � I _ I � I � r - , _ -► �- - -- - - - - - - - - � - - - - - - - - - - - - - - - - - - - - i i 3 . 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I I I � T O PLYWOOD � � � i i � ; , � i , ��� �i� i' -��- - --, -, - , - -- - _ - - __ --_ _ -_ W _ -_-_ _ - , � - - T O PLY OOD N _ , � � „ J-�-��-1-,��_I�_��-.�����'--' ���.�����_��-;=- ;_�L�-� - _�_;�-� -�{ -- � -� � � , - - - --- �EL +7987'-11 - + �-- - i_ �� , - - � { �{-_ �� � ' �- - , � _ � - --- - - -- - -- - - - - - ------ - - - - ---- - -- - ---- - - -- - ---- - ---- - ---- - -- _ ,� � -` __ ---- - --- -- - - I� r EL +'!98'7' 11„ � I I I I I I � I � i � �� i I � � j�i j i � �i i � �� �i i � I ' I W �� I __il���_�-�.����.��_t�_���{���_l__���L��,_.J�_�_ �� r. -!- - - �J- -, �� �--- _ - - --- - - - -- - -__-- - -- -r --_ _ -_- - � ------- --- --- --- -- 1� � _ � I I I '� i� � � � y� '� i , - - � 1 l�l!���1!_1��_��_I �� I I I_I� i�_1! _I��!J�LI�_1� _���' �_��! �-' -� - -1' -�- ' - - � � '- - - - - - - - - -- - -- --- -__-----.-- ___-___-_ _- -—, DESIGN CRITERIA: Herman Addition Job �0601-01 0. Ail lum�er used in construction shall have a maximum moisture content of 199�. p. Unless made of treated or naturally decay-resistant wood, all deck beams and joists (including 2003 IBC FASTENING SCHEDULE (TABLE 2304.9.1 � Roof Live Load (Snow) -------------------------------80 psf glue-lams) wider than 1�'� shall be sealed and flashed at the top surface per architect. �'�E� "��!� Roof Dead Load -----------------------------------15 psf q. Framing Notes: n, p[� Floor Live Load ------------------------------------40 psf 1. Exterior walls: CONNECTION FASTEN!NG°� m LOCATION �I a���• EG,,a v '� � e1�.�1d`dL(�'4���,�y� °L'g � �yi . Floor Dead Load -----------------------------------15 sf ,. , �. +��@� ``�� P A. All exterior walis are 2x6 studs � 16 o.c. to a maximum height of 12 -6 , 2x6 studs � �, �oist to si�� or order 3 - 8d common toenai� Deck Live Load ------------------------------------100 psf �� , » �� 9' � " �.�'�a� a , Deck Dead Load -------- -----------------15 psf 12 o.c. to a maximum height of 14 -6 , and 2 -2x6 studs � 16 to a maximum � o � ---------- ----------------- a.g , ,. . � � , „ 3 - 3• X o.,3,- �a;� A B B R E VI A TI 0 N LI S T ��� e ���` , h„i ht of 17-4 unless otherwise noted. Walls taller than 17 -4 shall be framed with 3 - 3 14 gage staple ,,,�, d . ,,. - Wind (3 Second Gust) --------------- 90 mph (Exp. B) • • • • • � '� �e .� L _____ manufactured parallam studs, contact engineer for spacing reqwrements, if not indicated 2. Brid in to oist 2 - sd common toenail each end "'a�^ °°°.Oe•°°' �C�y Seismic Design Category -------------------------- EXEMPT • 9 9 � . �' ��' on pian. Cap with a double top plate installed to provide overlapping at corners and at 2 - 3" x 0.131" nai� `��5�'!OPlG���' IBC/IRC Edition ------------------------------------ 2�03 intersections with other partitions. If overlap is not possible, strap top plates with metal 2 - 3" 14 gage staple R�`�-'' � �w stra ties Sirn son ST292 or e uivalent . A.B. ANCHOR BOLT FOUNDATION DESIGN: P � P q � 3. 1" x 6" subfloor or less to sach joist 2 - 8d common face nail . A.F.F. ABOVE FINISHED FLOOR �AN � 6 2QQ] a. Desi n of individual and continuous footin s is based on an assumed maximum allowable bearin B• Gable-end walls shall be balloon-framed to the bottom of rafters or end-wall trusses 4. wder than 1" x 6" subfloor to each oist 3 - 8d common face nail g g g unless approved by engineer. � A.F.G. ABOVE FINISHED GRADE � � pressure of 2000 psf (dead load plus full live load). C. Floor or roof framing members must be aligned to bear within 5 inches of the studs 5. 2" subfloor to joist or girder 2 - 1sd common blind and face nail ADJ. ADJUSTABLE b. Foundation and retaining walls have been designed using an assumed latercl pressure of 60 pcf. beneath. 6. So�e plate to joist or blocking 16d at �s" o.c. typical face nail ANCH. ANCHOR c. Footings shall be placed on the natural undisturbed soil, or compacted structural fill per the D. Provide 7/16" thick APA rated sheathing (plywood or OSB) rated 24/16, exposure 1, at 3" x o.131" nail at 8" o.c. APPROX. APPROXIMATELY recommendations of the geotechnical engineer, below frost depth. exterior face of exterior walls. Block all horizontal joints and nail panels with 8d nails 3° 14 gage staple at 12" o.c. ARCH. ARCHITECT d. Provide continuous foundation drains around the perimeter of all basement walls and at the base �� �. spaced at 6 along panel edges and at 12 along intermediate supports. sole late to oist or blockin at braced BD. BOARD c w � of retaining walls. Contact geotechnical engineer for details. P � g 3 - 16d er 16" braced wall anels � > E. Provide (3)-2x10 headers over all door and window openings, with one 2x6 trimmer and wall panel P P BLDG. BUILDING _ Q N e. Provide crawl space ventilation per UBC (IBC/IRC) requirements. (4)-3" x o.131" nail per �s" '�n � one 2x6 king stud each end, unless otherwise indicated. BLKG. BLOCKING o f. Because geotechnical information was not available at the time of preparation of the construction (4)-3" 14 gage staple per �s" � a ao c� � F. At beam bearing locations in stud walls, provide multiple-stud posts equal to width of BM. BEAM -p � o � documents, we have used assumed values based on similar sites in the area. Construction of 7. Top plate to stud 2 - �sd common end nail U ¢ o � � bearing member unless noted otherwise. BOT. BOTTOM F- N � rn rn the foundation may not proceed without verifying these values. Report any discrepancies from 3 - 3" x o.13t" nai� Z 2. Interior Load Bearing Walls B.O.W. BOTTOM OF WALL - � �" I � � design assumptions to structural engineer for re-evaluation of foundation design. , 3 - 3" 14 gage staple � o o r� r� Backfill around and above structural buttresses and retainin walls shall be com action-tested er A. Interior load bearing walls are 2x4 or 2x6 studs (as indicated on plan) � 16' o.c. with BRG. BEARING p � � p � � 9• 9 P P �� 8. Stud to sole plate 4 - 8d common toenail (n the recommendations of the eotechnical en ineer. 1/2 gypsum �Nallboard both sides unless noted otherwise. Cap with a double top plate CANT. CANTILEVER g g ins ta l le d to provi de over lapping a t corners an d a t in tersec tions wi t h o t her par ti tions. I f 34- 33~t4 �a e~sta �le C.J. CONTROL JOINT Z a' 00 � J M� h. Do not back�ll against retaining walls until supporting elements (such as floor framing) are in g g p place and securely anchored, or adequate shoring is installed. Concurrent backfilling of each side overlap is not possible, strap top plates uvith metal strap ties (Simpson ST292 or CMU CONCRETE MASONRY UNIT Q 'L � � � r°� � e uivalent J N CD � J`�"' of a free-standing retaining wall to final grades as indicated on plan or section is required unless q )• 2 - 16d common end nail CEM. CEMENT � tem orar shorin is installed. B. Floor or roof f�aming members must be ali ned to bear within 5 inches of the studs p y g 9 3 - 3" x 0.131" nail CLG. CEILING � � i. Verify type of fill with soils engineer and structural engineer prior to backfilling. beneath. 3 - 3" 14 gage staple � CENTERLINE � 'p� C. Provide (2)-2x10 headers over all openings in wall, with one 2x4 or 2x6 trimmer cnd one s. Double Studs 16d at 24" o.c. face nail CLR. CLEARANCE Z � REINFORCED CONCRETE: 2x4 or 2x6 king stud each end, unless noted otherwise. 3" x o.131" nail at 8" o.c. COL. COLUMN � � oo rn � D. At beam bearing locations in stud walls, provide multiple-stud posts equal to width of 3" 14 gage staple at 8" o.c. CONC. CONCRETE U - � � � � ' a. Concrete design is based on the "Building Code Requirements for Reinforced Concrete" (ACI 318) bearing member unless noted otherwise. 10. Double top plates 16d at 16" o.c. typica� face nail CONN. CONNECTION � D � � I I as adopted by Chapter 19 of the 2003 IBC. 3. Floor Construction: 3" x o.�31" nail at �2" o.c. � 00 � � b. S t r u c t u r a l c o n c r e t e s h a l l h a v e a m i n i m u m 2 8-d a c o m r e s s i v e s t r e n t h o f 3 0 0 0 s i. A. P r o v i d e 3 4" t h i c k A P A r a t e d S t u r d i f l o o r r a t e d a t 2 4" o.c., t o n u e a n d r o o v e, e x o s u r e 1. 3" 1 4 a e s t a l e a t 1 2" o.c. CONT. CONTINUOUS x � � y P g P � g g P 9 9 P CONST. CONSTRUCTION � U m o °' °' c. Concrete shall be proportioned using Type I-II sulfate-resistant cement. Admixtures containing Glue and nail p�nels to all supports with 8d nails spaced at 6" along panel edges and at C.P. CRIPPLE POST � �o x . c h l o r i d e s a l t s s h a l l n o t b e u s e d. 1 2" a long in terme dia te supports. Install sheathing with long dimension perpendicular to Double top p�ates 8 - 16d common �ap splice L r d. Co l d wea t her concre ting proce dures s ha l l be provi de d as recommen de d in t he A C I Manua l o f joists and end joints staggered. 12 - 3" x o.131" nail C.W. C R I P P L E W A L L � � � � �,v Concrete Practice. B. Provide solid blocking between floor joists at all bearing locations. Blocking material shall 12 - 3" 14 gage staple typica► face nail DBL. DOUBLE e. Anchor bolts for beam and column bearing plates shall be placed with setting templates. match the floor joist materiaL 11. Blockinq between joist or rafters 3 - 8d common toenail DET. DETAIL f. Expansion bolts shall be located at a minimum of 6 bolt diameters from concrete edge and 4. Roof Construction: to top plate 3 - 3" x 0.131" nail DIAG. DIAGONAL spaced at 10 bolt diameters unless noted otherwise. � �� A. Provide 5/8'� thick APA plywood sheathing rated 40/20, exposure 1. Install sheathing 3 - 3" 14 gage staple DWG. DRAWING g. Anchor bolts for wood sill plates shall be placed at 4-0 maximum spacing with one anchor boft with long dimension perpendicular to rafters or trusses and end joints staggered. Nail 12. Rim joist to top plate 8d at s" (152mm) o.c. toenail DWL. DOWEL at 12° from each end or corner and a minimum of two anchor bolts per piece. with 8d nails spaced at 6" along panel edges and at 12" along intermediate supports. 3" x o.�31" nail at s" �.c. EA. EACH � , h. Concrete floor slabs on grade and on metal decking or plywood supported by framing shall have B, Plywood sheathing shall be applied continuously over the primary roof inembers (rafters or 3" 14 gage staple at s" o.c. E.J. EXPANSION JOINT sawn or tooled control joints at a maximum spacing of 15�-0° in each direction. Locate control trusses) below overframed areas to provide adequate lateral stability. 13. Top plates, �aps and intersections 2 - 16d common face nai� ELEV. ELEVATION oints alon column rid lines where ossible and rovide slab isolation oints around columns. C. Provide wind seismic anchors at su orts for all roof oists and trussed rafters. See 3 - 3" x 0.131" nail � J 9 9 P P 1 � ENG. ENGINEER i. Concrete covera e for reinforcin steeL• � PP � 3 - 3° 14 gage staple . g g nailing schedule. EQUIP. EQUIPMENT 1. Concrete cast against and permanently exposed to earth: 3'� D. Provide solid b ocking between roof rafters, trusses and lookouts at all bearing locations. 14. Continuous header, two pieces 16d common �s" o.c. along edge EQUIV. EQUIVALENT �� 2. Concrete exposed to earth or weather: Blocking material shall match rafter, truss chord, or lookout material. 15. Ceiling joists to plate 3 - 8d common toenail EXSTG. EXISTING A. #5 bar and smaller 1 1/2" 5. Wind Bracing: 5 - 3" x o.�3i" nai� (E) EXISTING � B. 6 throu h 18 bar 2" A. Walls over 4 feet lon which are sheathed with sum wallboard on both faces and are 5 - 3" 14 gage staple # 9 # 9 gyp EXP. EXPANSION 3. Concrete not ex osed to weather or in contact with round: indicated as shear walls on lan have been desi ned to resist wind forces in accordance 16. Continuous header to stud 4 - 8d common toenai� � P 9 P 9 EXT. EXTERIOR A. Slabs, walls, joists (#11 bar and smaller) 3/4" with Table 2306.4.5 of the 2003 IBC. 3 - 16d common minimum, Table 2308.10.4.1 face nail F.D. FLOOR DRAIN � „ „ 17. Ceiling joists, laps over partions „ B. Beams, columns 1 1/2 B. At shear walls, screw 1/2 gypsum wallboard to all studs and to top and bottom plates (See section 2308.10.4.1, Table 2308.10.4.1) 4 - 3" x 0.�31 nail FDTN. FOUNDATION with 8 x 1 1 8° dr all screws at 7° maximum s acin 4 - 3" 14 gage staple # f )"^' P 9• FLR. FLOOR REINFORCING STEEL: C. Exterior plywoo� or OSB wall sheathing is required unless specifically deleted by engineer. 18. Ceiling joists to parallel rafters 3 - 16d common minimum, Table 2308.10.4.1 face nail FRMG. FRAMING � (See Section 2308.10.4.1, Table 2308.10.4.1) 4 - 3" x 0.131" nail FTG. FOOTING a. Detailing, fabrication and placement of reinforcing steel shall be in accordance with the ACI 4 - 3" 14 gage staple GA. GAUGE � Manual of Concrete Practice. STRUCTURAL STEEL: 3 - 8d common ioenail 19. Rafter to plate GALV. GALVANIZED �� � b. Except where otherwise noted on the drawings, reinforcing bars shall conform to ASTM (see section 2308.�0.�, Table 2308.10.1) 3 - 3" x o.t3�° nail Specification A615 and shall be grade 60 except ties, field bent bars where permitted by note on a. Structural steel shall be detailed, fabricated and erected in accordance with the most current 3 - 3" 14 gage staple GEN. GENERAL � plan, or bars to be welded, which shall be grade 40. editions of AISC Specifications and Code of Standard Practice. 2 - 8d common face nail G.L GLUE-LAM c. At splices, lap bars 44 diameters. Do not weld or use mechanical splicing devices unless b. Structural steel W shapes shall be ASTM A992. Other rolled shapes, including plates and angles 20. �" diagonal brace to each stu and plate 2 - 3" x o.131" nail ALL LUMBER CONNECTORS IN DIRECT GYP. GYPSUM/GYPCRETE � � specifically approved by engineer. shall be ASTM A36. Tube shapes shall be ASTM A500 grade B. Pipes shall be ASTM A53 grade 2 - 3" 14 gage staple CONTACT WITH PRESSURE-TREATED HDR. HEADER � '� LUMBER SHALL HAVE A SIMPSON ZMAX � d. At corners, make horizontal bars continuous or provide corner bars. Around openings and steps B or ASTM A501. 21. 1" x s" sheathing to each bearing wall 2 - 8d common face nail HORIZ. HORIZONTAL � in concrete, rovide 2 - 5 bars extendin 2'-6" be ond ed e of o enin or ste c. Tube sha es are actual size as s ecified on lan. Pi e sizes indicated on lan are nominal FINISH OR EQUIVALENT P � � # g Y g P g p• P P P P P 22. �der than 1" x 8� sheathing to 3 - 8d common face nail HSS HOLLOW STEEL SECTION � � e. Extend reinforcing steel a minimum of 2'-6" through cold joints. Unless specifically located on (approximate inside dia�neter) and refer to AISC pipe schedule dimensions. each bearing wa�� CONNECTION SCHEDULE HT. HEIGHT .�•-� plan or details, coordinate cold joint locations with engineer. d. All bolts used in steel framing shall conform to ASTM Specification A325. Anchor bolts and bolts 23. Built-up corner studs �sd common 24" o.a INT. INTERIOR ' f. Welded wire fabric shall conform to ASTM Specification A-185. Lap welded wire fabric a minimum used in timber connections may be ASTM A307. Bolt sizes shall be 3/4" diameter unless noted 3" x 0.131" nail p QA SIMPSON H5 � � � 1s o.c. INV. INVERTED , of one full mesh plus two inches. Laps shall be wired together. otherwise. 3" 14 gage staple 1s o.c. g0 SIMPSON LUS28 K KING STUD � - . g. Epoxy adhesive for reinforcing dowels shall be "Hilti° or "Simpson" or approved equivalent adhesive e. Typical framed beam connections shall consist of pairs of 1/4" angles using the maximum 24. Built-up girder and beams 2od common at 32" o.c. face nail at top and JST. JOIST � ' systems. Minimum embedments, if not specifically indicated on the drawings, shall be number of bolts called for in Table II-A of the AISC Manual (ASD Ninth Edition). 3" x 0.131° nai� ot 24" o.c. bottom staggered on �C SIMPSON BA3.56/11.88 LAM. LAMINATED � � " " " " " " 3" 14 a e sta le at 24" o.c. oppasite sides , according to the manufacturer's specificat�ons. f. Expansion balts shall be wedge type Hilti or Rawl or Simpson , or approved equivalent with 9 9 P LLV LONG LEG VERTICAL � l ►. h. Metric bar size conversion table: the following minimum embedments: DQ SIMPSON HHUS210-4 � �1 �/ METRIC INCH-POUND 1/2" diameter ---- 2 1/2" 2 - 20d common face nail at ends and at LONGIT. LONGITUDINAL � #10 #3 �� �� 3 - 3" x 0.131" nail each splice � SIMPSON ABE44 LTWT. LIGHTWEIGHT � 5/8 diameter ---- 3 LVL LAMINATED VENEER LUMBER � #13 #4 .� „ 3 - 3" 14 gage staple F SIMPSON LSSU210 3/4 diameter ---- 4 0 LSL LAMINATED STRAND RIM MATERIAL � � #�6 #5 �� �� +� » �. �. 25. 2" planks 16d common at each bearing �� • #19 #6 g. Epoxy anchors called for on the drawings shall be Epcon or Rawl or Simpson or approved MAX. MAXIMUM � � e uivalent anchor s stems. Minimum embedments, if not s ecificall indicated on the drawin s, 26. Collar tie to rafter 3 - 10d common face nail r, O q y p y g MECH. MECHANICAL #22 #7 , 4 - 3" x 0.131" nail �� shall be accordin to the manufacturer s s ecifications. #2`J #8 9 P 4 - 3" 14 gage staple face nail MAT�L MATERIAL �.^ h. All weldin shall be done b an AWS ualified welder. #29 #9 9 „ y q 27. ,lack rafter to hip 3 - 10d common ioenail MANUF. MANUFACTURER � ^ #32 #�p i. Delay painting within 3 of field welds until welds are completed. 4 - 3" x 0.131" nail MIN. MINIMUM ��`L 36 11 j. Where corrosive soil conditions exist, steel angles that are used to support exterior stone veneer � � 4 - 3" 14 gage staple �N� NEW shall be galvanized and shall be attached to the foundation with galvanized or stainless steel NOM. NOMINAL STRUCTURAL WOOD FRAMING: expansion anchors. 2 - 16d common face nail O.C. ON CENTER k. All grout beneath colurnn base plates and steel beams at bearing shall be non-shrink, 3 - 3" x o.131" nail OPNG. OPENING � a. Exce t where noted otherwise, all 2" nominal lumber, exce t studs, shall be Dou las Fir-Larch non-metallic type grout. Grout shall have a minimum compressive strength of 2500 psi. P P 9 3 - 3" 14 gage staple OSB ORIENTED STRAND BOARD #2 and better, and all solid timber beams and posts 3" nominal and wider shall be Douglas GENERAL REQUIREMENTS: 28. Roof rafter to 2-by rid9e beam 2 - 16d common toenail f� PLATE Fir-Larch #2• 3 - 3" x o.�3�" nai� PLYWD. PLYWOOD � b. Studs shall be Stud grade and better pouglas Fir-Larch or Hem Fir. 3 - 3" 14 gage staple c. Built-up posts shall consist of Douglas Fir-Larch or Hem Fir #2 or better 2x4 or 2x6 studs per a• Structural erection and bracing: The structural drawings illustrate the completed structure with PKT. POCKET » all elements in their firal positions, properly supported and braced. The contractor, in the proper R.O. ROUGH OPENING � plan and shall be nailed together with 2 rows of 16d nails � 6 on center along each stud. 2 - �sd common face nail sequence, shall provide shoring and bracing as may be required during construction to achieve the „ RAD. RADIUS d. Built-up beams consisting of multiple 2x members shall be nailed together with two rows of 16d 3 - 3 x o.131" nail REF. REFERENCE final completed structure. Contact structural engineer for consultation (not in contract) as 3 - 3" 14 nails spaced at 12" on center, or with two rows of 1/2" diameter thru-bolts spaced at 24" on gage staple � required. REINF. REINFORCE/REINFORCEMENT center. 29. Joist to band joist 3 - 16d common face nail , b. Shop drawings: Submit shop and erection drawings for structural steel, miscellaneous steei, steel REQ D REQUIRED e. Top and bottom plates shall be Douglas Fir-Larch or Hem Fir #2 and better. Plates placed 5 - 3" x o.131" nail joists and girders, stee deck masonry reinforcing steel wood trusses, manufactured wood joists � directly on concrete walls or slabs shall be pressure-treated Hem Fir #2. ' ' 5 - 3" 14 gage staple RET. RETAINING and glue-lam beams to engineer for review prior to fabrication. This review is for general REV. REVISION f. Ledgers attached to concrete walls shall be treated Hem Fir #2, or if LVL material is used, shall compliance with the intent of the structural design. The architect and/or contractor are 30. Ledger strip 3 - 16d common face nail have a continuous waterproof inembrane between the concrete and the wood. 4 - 3 x o.131" nail R.S. ROUGH SAWN responsible for checking quantities, dimensions and coordination with other trades. � g. Wood beams bearing in beam pockets in concrete or masonry walls shall bear on a treated 2x6 4 - 3" 14 gage staple SCHED. SCHEDULE � �� c. Existing structures: Contractor shall be responsible for verifying dimensions, elevations, framing, bearing block. Provide � clearance around end of wood beam. Block against sides of beam 31. wood structural panels and particleboard:b 1/2" and less 8d°�� (per KRM)4 SECT. SECTION foundation and anything else that may affect the work shown on the drawings. Underpinning, pocket with treated 2x blocking to provide lateral support for beam. subfloor, roof and wau sheathing 2 3/8" x o.131" nail" SHT. SHEET shoring and bracing of existing structures shall be the responsibility of the contractor. h. Beneath solid or built-up columns noted on plans, blocking of area equivalent to column above (to framing): 1 3 4" x 16 gage° SIM. SIMILAR d. Dimensions: Check all dimensions against architectural drawings prior to construction. Do not f shall be provided within floor joist spaces and in wall spaces below. Door or window trimmers 19/32" to 3/4" sd (per KRM)4 scale drawings. 2 3 S x o.�3�" nai�P S.I.P. STRUCTURAL INSULATED PANEL consisting of a single stud do not require special blocking in the joist space. / � „ e. Construction practices: General contractor is responsible for means, methods, techniques, 2" 16 gageP SPEC. SPECIFICATION designed by STR . i. Except as noted otherwise, minimum nailing shall be provided as specified in the Nailing ` MTN sequences and procedures for construction of this project. Notify structural engineer of omissions 7/�" to 1" 8d SQ. SQUARE Schedule" on the drawings (2003 IBC Table 2304.9.1). or conflicts between the working drawings and existing conditions. Coordinate requirements for STD. sTANDARD drawn by j. Bolts used for wood framing connections shall be installed with standard washers and nuts. � 1/8" to 1 1/4" �odd or 8d° T�H � k. Unless noted otherwise, steel connectors such as those manufactured by the Simpson Company mechanical/electrical/plumbing penetrations through structural eiements with structural engineer. Single Floor (combination subfloor- 3/4" and less 8d° (per KRM)q STL. STEEL checked by ' � shall be used to join rafters, joists or beams to other beams at flush-framed conditions. Use Jobsite safety is the sole responsibility of the contractor. All methods used for construction shall underlayment to framing): 7/8" to �" Sd d 0 STRUCT. STRUCTURAL r, be in accordance with the latest editions of the IBC/IRC. 1 �/8" to � �/4" 1od or 8d T TRIMMER all specified nails. Connector conditions not otherwise noted shall utilize Type U or Type HU ISSU2d do f. Details not specifically shown on the drawings shall be constructed in a manner similar to the f T&B TOP & BOTTOM y. hangers of a size specifically designed for the member supported, as shown in the 32. Panel siding (to framing) �/2" or less sd N , details that are shown for. like conditions. These items shall be brought to the attention of the 5 s" adf T&G TONGUE & GROOVE manufacturer s published tables. Contact structural engineer for details as required. � � structural engineer as soon as possible for approval. Approval shall be obtained prior to T.O.C. TOP OF CONCRETE PRICING 03/03/06 o I. Wood nailer plates installed on steel beams or concrete walfs for top-flange hangers shall be installation. 33. Fiberboard sheathing:9 1/2" No. 11 gage roofing nail'' n, ripped to match the width of the wall or beam flange. Nailer plates supporting top flange sd common nai� T.O.F. TOP OF FOOTING PERMIT 03/07/06 � g. It is the responsibility of the contractor to contact the structural engineer at the appropriate , � hangers from one side only shall be installed flush with the face of wall or beam flange at the No. 16 gage staple T.O.L. TOP OF LEDGE time to erform site observation visits. Observation visits to the obsite b the en ineer are for r, �'' hanger locations. P � y g 25/32" No. 11 gage roofing na�� T.O.M. TOP OF MASONRY m m. Prefabricated trusses shall be desi ned b a Colorado re istered en ineer to su ort the full determination of general conformance with the construction documents and shall not be construed 8d common nai� � g y g 9 PP as inspection. No. 16 gage sta le� T.O. TOP OF -o dead and live loads of the roof, ceiling, and any other superimposed loads. The fabricator shall h. Though every effort is made to provide a complete and clear set of construction documents, P T.O.W. TOP OF WALL v determine web arran ement and member forces. Load duration factor for snow loads is 1.0. 34. Interior paneling 1/4" 4dJ w 9 discrepancies or omissions may occur. Release of these drawings anticipates cooperation and � k THRU THROUGH � Calculations and shop drawings shall be submitted to the architect/engineer for review prior to continued communication between the contractor, architect and engineer to provide the best 3 $� sd TRANSV. TRANSVERSE ,--, fabrication. The truss manufacturer shall specify all truss-to-truss connections. Temporary and possible structure. These drawings have been prepared for the use of a qualified contractor NOTES TO TABLE 2304.9.1 TS TUBE STEEL COLUMN `!� permanent lateral bracing of trusses shall be installed as required by the truss manufacturer. experienced in the construction techniques and systems depicted. For sl: 1 inch = 25.4mm. 2 3/8° x o.113" nails and 3" x 0.131" nails are standard 8d and 1od Gun nails. TYP. TYPICAL o n. Laminated veneer lumber (LVL) shall have the following minimum properties: U.N.O. UNLESS NOTED OTHERWISE 0 1. Flexura) stress ------------------------------------- 2600 psi a. Common or box nails are permitted to be used except where otherwise stated. VERT. VERTICAL 0 2. MOdulus of elasticity --------------------------------- 1,900,000 psi b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where 3. Tension arallel to rain ------------------------------ 1850 SI spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, , V.�.F. VERIFY IN FIELD �' P 9 P refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. W.F. WIDE FLANGE L 4. Compression parallel to grain --------------------------- 2310 psi a Common or deformed shank. W,P. WATERPROOF �° 5. Compression perpendicular to grain (parallel to glue line) --------- 750 psi d. Common sheet 6. Horizontal Sheal" ----------------------------------- 285 psl e. Deformed shank. W.W.F. WELDED WIRE FABRIC � f. Corrosion-resistant siding or casing nail. WD. WOOD � 7. Connection of multiple-member beams: g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports. W� WITH � A. Top-loaded beams h. Corrosion-resistant roofing nails with 7/16-inch diameter head and 1 1/2 inch length for 1/2-inch sheathing and , � i) For members 12" deep or less, nail each member to the next with 2 rov�s of 16d � 3/4 inch length for 25/32-inch sheathing. W/0 WITHOUT a r nails ot 12'� O.C. i. Corrosion-resistant staples with nominal 7/16-inch crown and 1 1/8 inch length for 1/2-inch sheathing and 1 1/2 inch length for 25/32-inch sheathing. Panel supports at 16 inches (20 inches if strength axis is the long direction of � � ii) For members greater than 12" deep, nail each member to the next with 3 rows of the panel, unless otherwise marked). � 16d nails at 12 o.C. j. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. _ ' B. Side-loaded beams k. Panel supports as 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. � . " I. For roof sheathing applications, Sd nails are the minimum required for wood structural panels i) For two or three member beams, nail each member to the next with 3 rows of 16d m. staples sha�� have a minimum crown width of 7/16 inch. .--� nails at 12 o.c. n. For roof sheathing applications, fasteners spaced at 4 inches on center at edges, 8 inches at intermediate supports. � li) For four member beams, bolt through with 2 rows of 1�2�� diame�er bolts at 12" o.C. o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 �i inches on center at edges, 6 inches at intermediate supports for roof sheathing. JQB 06 01 -01 � iii) For members consisting of more than four members, contact structural engineer. p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. � ,� q. Items noted cs "per KRM" have been changed from the IBC schedule to a more restrictive requirement. � � � � ,^ ; NORTH FOU N D ATi ON P LAN �� > » 5°'-3" �R�; SCALE: 1 4 = 1 —� �, � �, PLAN NOTES 3'-0" �2'-0" 24'-0" i�'-3" `,,� ,� � L 'c '``'�� �� �. ;: . I; : :�m�' 0�� 1. ELEVATIONS OF CONCRETE FOUNDATION ELEMENTS INDICATED ON PLAN THUS: \'� � �N ;��,`�' � T.O.W.=TOP OF CONCRETE WALL T.O.F.=TOP OF CONCRETE FOOTING ''m�'^.�'�A.,�,m.•'����'� 2 `�`��`����"+��'e� 2. TOP OF FOOTING ELEVATIONS ARE BASED ON FINDING ADEQUATE SOIL BEAR NG s2 �"�=`=-' r '' CONDITIONS AT THAT DEPTH. CONTACT ENGINEER IF OVEREXCAVATION IS REQUIRED. - - - - - - — - - JP,N � 62007 3. STEPS IN TOP OF CONCRETE WALL INDICATED: � � 4. CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH CONCRETE FOUNDATION I � � WALLS UNLESS NOTED OTHERWISE. I T.O.W. = 78'-1 1/2 5. CONCRETE FOUNDATION WALLS ARE 8" THICK AND CONTINUOUS FOOTINGS ARE 8" ' I T.O.F. = 74'-2 I I � W o0 THICK x 16" WIDE UNLESS NOTED OTHERWISE. �j I I �' � Q N � ,N � 6. DO NOT SCALE DRA`NINGS. „ „ I I �j -� � o d" � ¢ o�p cD I� I I 4 CONCRETE SLAB ON 4 CLEAN ¢ � 00 °° � N U � � GRAVEL BASE ON UNDISTURBED I I Z � F- � I I 7. (E) REFERS TO EXISTiNG CONSTRUCTION ( — ), (N) REFERS TO NEW ( ). I GRADE OR COMPACTED � o � ,°n o r r — — — — J I STRUCTURAL FILL PER SOILS � � � � °' °' ENGINEER. REINFORCE SLAB WITH S 2 ~ �' oo w � ,�x _ 6x6-W1.4xW1.4 WELDED WIRE I � .� � � � o Q FABRIC THROUGHOUT. PROVIDE 1" I J N cD � -�"v SPREAD FOOTING SCHEDULE STEP DEEP SAWN OR TOOLED CONTROL � T.O.F. T.O.W. = 78'-1 1/2 JOINTS AT 15'-0" MAXIMUM I � � TYPE SIZE REINFORCING T.O.F. = 74'-2 SPACING EACH WAY. T.O.W. = 76'-10 Z A , , , , � T.O.F. = 74'-2 I I O � �- � 2 -0 x 2 -0 x 1 -0 (3)-#5 s x 1 -6 EA. WAY U N � � � . D �jcDO) � , o II 78�—� 78�—� 77�-6 I I � � � � � Q) T.O. SLAB T.O. SLAB SL�PE� T.O. SLAB � p � rn rn � I � S L A B I I � � m o x . � ,� QJI� Q � Ul d >�� I I T.O.W. = 78'-1 1/2 I I I T.O.F. = 69'-8 I I T.O.W. = 78'-1 1/2 T.O.W. = 78'-1 1/2 � T.O.F. = 69'-8 T.O.F. = 74'-2 I ( — — — _ — — — — — — � � 2x6 STUDS � 16" O.C. W/ N � 1/2" PLYWD. OR OSB o � � � SHEATHING � N — — — - - - — — — - �I � , � - - - - - - - - - - - - - - - - - - - � ( _ �� - - - - - - - - - - � I �1 1/2" � x 10" A.B.'s � 48" 0.C. d. - - - - — — � I IN CONT. TREATED 2x6 f� � - I � DWL. (N) CONC. WALLS TO (E) � I � - � I � T.0.W. _ 78'_1 1/2 � � I � » I �, 72' 0 T.O.F. - 69 8 S3 � — - - - - - - � I EPDXIED NTO 3/4"� HOLES � I � � , T.O.W. � ( � - - — — — — — — � � - - - - - - - - - - - - - - - _�J 12" O.C. AND (2) DWLS. IN I � ,,''����\ �I ci � FTG., TYP. [CONTACT � � ENGINEER IF CELLS ARE NOT � � � /�/�\/\�� a � 4 CONCRETE SLAB ON 4 CLEAN � �� �� FULLY GROUTED \��\���� 1/2„ EXP. MAT'L, TYP. I � \ � STEP GRAVEL BASE ON UNDISTURBED � I � T.O.F. GRADE OR COMPACTED � I � a 4" CONC. SLAB PER PLAN STRUCTURAL FILL PER SOILS I I 70'-0 ENGINEER. REINFORCE SLAB WITH 4" 4" ° a �•0. SLAB 6x6-W1.4xW1.4 WELDED WIRE ,� i I �� � � � FABRIC THROUGHOUT. PROVIDE 1 � � ° ° T.O.W. = 72'-0 DEEP SAWN OR TOOLED CONTROL � rS-1 � , ., ����'%�'%'�''� I I � ( #5 s VERT � 16 O.C. ��i���i��i,,.% - T.O.F. = 66'-0 JOINTS AT 15'-0" MAXIMUM ; � � � � a � � � SPACING EACH WAY. _ _ _ _ _ _ _ � � � . . ���� � � I � �- - - - - - - - - - - - - - - - - - ' ° �� � ' 70'-0 � - - - - - - - - - - - - - - - - - - �� � � � � ° � , �� � 'd�- S2 T.O. SLAB EDGE OF NEW — � � — — — — — � � � � . . #5 s CONT. HORIZ. � 16 O.C. �- CONC. SLAB � � � O � I I � � � � ' y #5 DWLS x CO o � � � 48 O.C. � ° I I T.O.W. = 72'-O n DWL (N) CONC. WALLS TO (E) � I � � I �� 6" a a T.O.F. = 66'-0 � � CMU w/ #5 DWLS. x 24" .� I I � I I EPDXIED INTO 3 4"� HOLES � � � r� T.O.W. = 70 -0 � 70 -0 I I a T.O.F. = 66'-0 � 12" O.C. AND (2) DWLS. IN T.O. (E) SLAB � I � �� � °.a (2)-#5's CONT. HORIZ. I � _ _ _ _ _ � FTG., TYP. [CONTACT ° � � � � � , TOP & BOT. � ENGINEER IF CELLS ARE NOT o I � � T.O.F. °� a a � . FULLY GROUTED] � I — — — — — — — — — � � � 00 � � I �- - - - - — — — — �� � � � �- - - - - —I- - � - - — — � _ . _ � I � — — — — — — — —I o � I PERIMETER DRAIN PER „ „ „ \ „ � i ° � I F—� SOILS ENGINEER 4 8 4 ,n 12 � CONC. PIER I � / , � TYP. � I � �� 1'-4" � A A A � i o I � � -1 � � � i i 3 SCALE: 3/4" = 1'-0" I - - - - I I I � s2 2 J I� J � � I I ( S4 I � � � � � � i 2 3/4" 8'-3 1/4" 8`-3 1/4" 2 3/4° I � � ( � �I II 2x6 STUDS � 16" O.C. W/ �7'-0" I I � � SHEATHINGD. OR OSB � � I I � � � I � � 1/2" � x 10" A.B.'s � 48" 0.C. ��2„ EXP. MAT'L, TYP. � �� — _ — — — — - — - — — — — � - - - — — — - J � • STR IN CONT. TREATED 2x6 R _ _ _ _ � designed by ► �- - - - - - L - - - � - - - � - - - �- - - Z - - = - - - - - - - - - - - ' 4 DWLS x � 2'-� 4" CONC. SLAB PER PLAN � drawn b M TN g � T O,.W. 1/2 4" CONC. SLAB PER PLAN # „ N� y TDH n. � VARIES � 24 o.c. - checked by ' �, Ib a � T.O. SLAB SLOPE SLAB I I , ,. � I issued N ��i��r�/�i` a. .� ' � T 0 SLAB ° � a I ° I I P R I C I N G 0 3/0 3 f 0 6 � �\�a ,��,��,��,��, " � � �s� � I PERMIT 03 /07 /06 o ��ii. i�����r: , °° o : . o a i�i� 7 6 -1 0 � ' . a o� l L c� a i�i , , ,, ,, M �: �°� (1)-#5 CON T. H ORI Z. � M I D-H T. T.O.W. `%�;��/���/�� . %\\��\\�;�o�' 7 ,� L - - � Q . �\��o\� a ���r �1)-�4 CONT. HORI�. QB TYP. - - - i. p 4�� 4�� �5 DWLS x N a (1)-#5 CONT. HOR1Z. � MID-HT. a �° C�D 48° O.C. � °j � a #5 DWLS x � CONT. TREATED 2x8 c`"i,� . 6° N 4' 4" � 48" O.C. � LEDGER FASTEN W/ � � 6" ( ) (TR ATE � 3/4"0x6" EXP. T EA D o (2)-#5's CONT. HORIZ. a Q TYP � � TOP & BOT. . . (2)-#5's CONT. HORIZ. O-2 10 ,� 2 2x� ANCH's C� 24" O.C. �' 74'-2 ° TOP & BOT. E E E � T.O.F. � 74'-2 a 2 � � � o _ �$ � T.O.F. °� sheet � � � � :a .a � � � a a s4 NORTH � ° N EliV DECK FRAM I N G PLAN SCALE: � 4" = 1 �-0�� ', � PERIMETER DRAIN PER 4„ $„ 4„ PERIMETER DRAIN PER , ¢ ► SOILS ENGINEER SOILS ENGINEER 4�� $�� 4�� PLAN NOTES: c � � � „ � , 1 -4 1'-4° 1. NEW DECK JOISTS ARE TREATED 2x8's � 16" O.C. _ ,--� ° 2 SCALE: 3 4" = 1'-0" � SCALE: 3/4" = 1'-0" o S2 S2 � e� JOB #0601 -01 � % � 0 , �� .