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HomeMy WebLinkAboutVail Village Filing 7 Block 6 Lot 1 0 PEAK LAND CON9ULTANTB. NC. / PEAK LMD &1HVEYN(� 1JC. 47Pf76!!M FAA W0��76M� t0001JOMt 1'D� Ln0► YN� CO e1M7 / TRACT C / , I o � w o p > V � Q / / �� � � � / � ~ �' � I S40'15' 04" W — � �7 ' 39� � ' GRAPHIC SCALE: V � � � W Q � � io . _ ,u �o �r' � W 0 EASEMENT � � / QO - - – – – — — F– � p' U7ILITY AND DRAINAGE —_ — � — � � �4) • � �� � � � ( IN FEI',T ) 10.0� �� �. � —�' -- /`� � 1 incli 10 tt. L _ _ , S.o� J _ _ _ _ _ _ _ — , o _ - , - r ••� — - '� w Q _ - - _ — , / ,�o - - - - — — � � — — — — _ ___— — � / oti E-+ — -- — PART OF LOT 1 , , ' � � `�° �rl R' 0. 280 ACRES � '/ / � v � O ADDRES5: 1001 /1007 EAGLE 'S NEST ��c��-1 � ~r � CIRLCE �6 �� � �i.� BUILDING SETBACK � ^� � i , � / _ � TO�►N OF VAIL _+ � �� O y95� � � / / DESIGN REVIEW � ,� � � N,�6 � STAFF APPROVAL � � � � , � ���,` I r4' � A� — w � �"� zo. �� � � � / �P��� oa�: ° � � x C—� � � / , � ' � / � oPP`�P� STAFF: � � aq J, � � Z � ° - � � a° � wo p P I � - � / y UNPLATTED � ^� y � � , � �,.; � J � E—+ W , - / ,o C2 ,�� s S68�S??'W � � � � ' � / / �, o. o� � � � a � PARCEL BOUNDARY � \ � 29 ? � � � / / 15.0' �\ O � , ( iYPICAL) ��/ � � O' CONC, � � r�l � PAD i / \ � f� � �y i �L / � � � �� � � � � � . 0 ''� � � �' N � � � �'E,�za� N� �� � `6 Q. } � / s� -s$ 22k �� �q? � / 3.0' ROCK WALL 1 BUILDING TIES AHF WGICA7EU IIJ PARENTHESiS. Z � � � / 2 / 3 ry � W a � O / e -- OUTUNE OF DUPLEX / J \e `��9 � / � 2 PROJECT BENCHMARK = SEWER MANHO�E (MH084), LOCATED EAS � fo- LOi ! c'�!� � �-e�. �. n; i w r , � � J �y � � le? �2p •` \� - � S�DE OF EAGLE'S NEST CIRCIE (SEE DRAWING). ��� � �l �� . - � RiM ELEVnTION = 8236.3', tNVERT ELEVATION = 8217. 4'. �j � �j > p g � ' � w � a � / a � � 3 VERIFY ALL CURRENT BUILDING SETBACKS AND LIMITATIONS WITH THE PROPFR tr�� � �� ' / GOVERNING AGENCV. � !p PARCEL A ,ti � � FOUN� N 1 /16 CORNER � �� r � `� � 0 . 04 _', ACRES � �Q � � � � �. , SEC. 8, T 53, RSOW, 6TH P.M . 4 PEAK LAND SURVEYING. INC. DID NOT PERFORM A TITLE SEARCH OF THE SUBJECi � � Fi� � � / / PARCEL B . � PROPERTY TO ESTABIISH OWNFRSHIP, EASEMENT$ OR RIGHTS-OF- WAY OF P.ECORD O O , � � e � 0. 044 ACRES � � � � \ � � � • � „ � RECORD DOCl1MENT5 UTILIZED IN iN15 IMPROVEMENT LOCATION CERTIFICATF WFRE � � � Q. i � S89 23 41 E - 18 . 03 PROVIDE� BY LAND TITLE GUARANTEE COMPANY, ORDER No. V24166- 2. A�� y p;�'� �- _ •.0� �� / V2' � � DATED MAY 4, 1994. AT 5: 00 P.M. . r1 � M•+i � / ; o, �o� / kia�f � \ s raoncE � � ��/ �j ; / (� ? IO �� ACCORDINC TO COLORA00 LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED / Nf , B � � 20.0' - � � UPON ANY DEFECT IN THIS SURVEY WITHIN T}iREE YEARS AF1ER YOU FIRST �� O �/ _ _ _ � �3• � / �0, 5 , � tp� � � FOUND ,y5 REBAR DISCOVER SUCH DEFECT. IN NO EVENT, MAY ANY ACTION BASED U�'ON ANr pEFEC� � � � �� � � I - W/RED CAP IN THIS SURVEY BE COMMENCED MORE 11-IAN TEN YEARS FROM THE DA7� pf� � ; � __, _ . � _ _ : '. �� �0� FlN. FLOOR �. / / �� . LS. NO. 26626 CERTIFICATION SHOWN HEREON. ti ' ,✓_ �: d, ELEV. = 8237.6' � �� � �: ,� ^ O ' . l� �� , , / �� A' � / � - l �� 2�; / *'0� %v � / ; i /A, [c/ � , , ' � , � ° / ;� / � �, _ /�n' 'ry � i '' �' � , ! ' �, Pano � N h � � N68'55'22"E - 2. 35' � / ,t,� / ��\-��`�� (�y2J C3 `y j� � � '3� � ' ��'�� / � �� � _ (V �` ( i t . 2') L ^��/� ,.o., � " � ��,� J� � � A /� � �/ � / � � � / . \ ' L � . �, �^ ' � � � IMPROVEMENT LOCATION CERTIFICATE tyse � � $/ / �WA� G CENTERLWE OF 3' CONCRETE PAN SS?� � 5 , � - - , � ` - - . I HEREBY CERPFY THAT THIS IMPROVEMENI LC)CA �ION Ct:RTIFICA. TF W4S P�2E �' 4kE�; ? E' ., i � / '- - . FOR GRAHAM REID CONSTRUCTION. INC. , � ?s � zo � ��� ,.,� , .. _ � � � - -""��` - � THAT IT IS NOT A LAND SURVEY PLAT UR IMPROVEMENT SURVEY PLAT, AND THAT IT IS S' \ � � n � '� , � � � NOT TO BE RELIED UPON FOR TNE ESTABLISHMEN7� OF PENCE, BUILDING OR OTHER FU7UR� -� / ItaPROVEMENT LINES. o � \_ . - � �" - - I � � c�F � � � �' �� I FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON C� �FCK �?e• � o`"� / THIS DATE, 7/25/Ot , EXCEPT UTIUTY CONNECTIONS, ARE ENi1RELV WIT}{IN THE 20.0' � s � , , � FOUND �5 REBAR , , / 80UNOARIES OF THE PARCEI, EXCEPT AS SHOWN, THA7 THERE ARE NG CNCROACHMF:N ��S � S68SS• � � / ' � LySR NOC26626 / UPON THE DESCRIBED PREMISES BY II.IPROVEMENTS ON ANY ADJO�NING PRF�AiSES 2 ., �. � � � � EXCE�' T n5 iNDICATED, AND THAT TNERE IS NG APPARENT EVIDE"J(;F ��� C:N OF ,4N � 3�. ss? w ' � i EAGLE S NEST CIRCLE FASEMFh ���,�»�� ti�; . . _ � . �R BURDENING ANY PAR ; OF SA1D PABCP.L , F . � � �F !'� NOCK GARDFN -� ` y ' �g. � � I P`OpdWUUUUni��pi� \ � 1 1 . � � � 0 ,� �a� ��6 \ w r � ' � ,. ,_ • , / onTt: --$�3-�°�-- ��r � . 'l`� ry'e � � � � �; � +. / BRENT BIGGS c `� • •:�0� � r . M . - 40 00 ' (13J') /� COI..ORADO P . .._ . � '$ v � 27� S � • s - / PROJECT BENCHMARK � '. _ � . � �� �' 3 ' C4 . I SEWER MANHOLE (MH084 ) Ly �'..� �,� � =13. 9' ) / R�M ELEV. = 8236. 3' �iy •••••••• � — � � � C5 / WV ELEV. = 821i . a' � �u�auuunmll�u�� � ' � � — ._ / � � - - _ . _ _ _ . � L) E - -'-- --- ----= �� -�� " � " , � . � - � AGLE 'S � _r- � NES T CIRCLE � �50 , R' �• W ) DRAWN : JL � CURVE TABLE REVIEWED : SE CURVE RADIUS LENGTH TANGENT CHORD BEARING DELTA PLC JOB �: 814 Ct t5. �o' 23. 56' 15. 00' 2t . 21 ' S72'27 ' 26°E 90'00'00" DATE : 08 /02 %G1 C2 235. 00' 91 . 43' 46 . 30' 90. 85' N3836' 11 "W 22'17'30° C3 45. 00' 61 . 98' 37 . 04' S7. 20' S06'S9'22"E 78'S4'S4" C4 15. 00' 24. 28' 15J3' 21 . 71 ' N00'04' 18"W 92'43'S0" _. `v j _T TJ LJ r�� C5 84. 83' 24. 13' 12, 14' 24. 04 ' N54'23' 44"E 16'17' 40" J 7111 l � �� ��� ����I� � �'��� ��r��� ��1� � � � �� � �' �'��� 8 '7 4I . �. _ 5 , / / DRAWING INDEX PROJECT DIRECTORY - . TRAGT G SH # DESCRIPTION / AI . I ARGHITEGTURAL SITE PLAN �� � Z OWNER : �-. I KATHLEEN FERRY ` ' � � � _ � � � D2 .1 LOWER LEVEL DEMOLITION PLAN aRGHITEGT : - � D2 .2 MAIN LEV�L DEMOLITION PLAN RKD ARGHITEGTS, ING . I '- - / 1000 LIONSRIDGE LOOP - � -^� / SUITE 3D - _ - - - - _ � � _ - � � / A2.1 LO!^lER LEVEL FLOOR PLAN yAiL, GOLORADO 81651 A2.� MAIN LEVEL FLOOR PLAN r'4i_ �q�0) 416-G22b FAX : (G�O) 4�6 - G023 - - I 10' � - - - - - - - - � � � � � � �' � � � / GONTAGT: S�LLY BRAINERD $ � A2.3 UPPER LEVEL FL0012 PLAN � / STRUGTUR�L ENC� INEER : � � � � � � � A2.4 ROOF PLAN KRM ENGINEERING GONSULTANTS %-�; ', � - - - I _ _ � '� / / / BOX 45�2 �' _ VAIL, GOLORADO b1658 I I � A3J NORTH / EAST ELEVATION ----- PH: (Q'f0) 94Q -G3ql �f�X: (G�O) q4G - 15T1 � Pf�RGEL G � � / A3.2 50UTH / V�ST ELEVATION GONTAGT: iCIM McC--�HEE PART OF I�OT I I o.2ao Ac � \ � � ,�'�� A4.1 SUILDING SEGTIONS C� �IERAL GONTRAGTOR I ADDRE°�SJ03�LEA6�LE5 NEST / J Q� �RAHAM REID GONSTRUGTION 8 TARMIGAN GOURT � � oce ��o� I I � '�j �/ AVON, GOLORADO 816�0 >"' rt3- ° I �2 A5 . 1 DETAILS - ---- . .�u _ cotnFSi sT70.;76.9J.2H r4cdmrlu�a�'ch.com NEW STAIRS / � A5 .2 DETAILS r'H : 3q0-2963 FAX: q49-5186 I TO EXIST. ASPEN�vE I / � GONTAGT: GRAHAM RElD PARGEL A TO REMAIN ' � SI FOUNDATION PLAN SUR�EYOFZS : � DEGK PEAK LAND SURVEYDRS � I p �3� / � � 52 FOUNpATION SEGT./ NOTES Ip00 LIONSRIDGE LOOP � � � / tJ�' � ���' � / .� / 53 MAIN FLOOR FRAMINC PLAN AI � GOLORADO bt651 I 54 UPPER FLOOR FRAMING PLAN PH : (G�O) 416-8644 f 9 � 64 � � GROSS HATGH �4 � / 55 ROOF FRAMING PLAN � � e�" INDIGATES NEW � �� \ CANG. SITE GOVERA6E 6� / � 56 Ff2AM111G DETAILS/ NOTES � , P„o 8 sF � �, ,, / � w � I hQ 3.�• . / � � \�'� � � / ^'� LIMIT OF -�� � E2.I L .L . ELEGTJ LIGHTING PLAN � J j�% � I DISTURSANGE � GRFA GALGULATIONS: � � e�a \ t� E2.2 M.L ELEGT./ L16hiTING PL.AN EXISTIN6: � O 8' SNOW STORAb� \ � a.��� � BASEMENT 3Q� ` � � OUTLINE OF DUPLEX � IORS OF DRIVEWAY } � � � z�ea� rRFNGH ' � � , (� E2 .3 G.S. ELEGT / LIGHTIN6 PLAN LOWER LEVEL i,35q Q 11 , I ry� �DRAIN � � ��CaL �lJ MAIN LEVEL � 81'1 � ,w J � � EXISTIN6 TREES LOFT LEVEL 83 V � ` PARGEL A `� � ' To �Ma. iN, T,-P . � � C/\� TOTAL 2,656 Z �' � I OA44 AGREr' �� , FA�O N VI6 c�R �G � 7 U� S�r C, vv V _ O "r., t, <r,, . 8. T 53, RLOYi� bTN PM ,�P,� EXISTIN6 6RFA J � � I I \Q� + nr t :;' \ Q��j TO REMA I N � � � o � , .�� ,,�, J � r �'���' � j� �v ,� -0 \ SYMBOLS/ MATERIALS AFTER REMODEL: O (L \ h BRSEMENT O � T �o• � 'L�/� . ! '�� �`�` `���v{� � �y . . ; i LOl^!ER LEVEL �26 / {�' �ji%%�iii� K�� ���!� M A I N L E V E L �O I J L, R/ / � i`��L� / J �3 �� � ��GG%!1!lLLG 16.�.�.�1 CL�LLLld LOF7 LE�/EL O M r / I �GF - ,,;,: ' ;�j �� < � ''' c a�c�t� a r a� v a m x e�.n n�u�n a� s� T O T A L 1;4 2 1 �3.7�) W Z � PATIO p /� n °8 r, . •� � ;f �, �: � R� � w / 1- rt L 1J ?69 _/*( , � ����� , , 1•,;. � I Np. �66]6 NOTES : � ' : �/ PROP05ED 6RFA : � W � p . , �, .. � . ' � � � � OA4 5�� � �..�� I �, ` �� � � � LOWER LEVEL 1,402 � � .ti � �� 6z � � � ` �+oov v�w�+orE �,rrn+ enwva MAIN LEVEL 1,439 � / �h l �'s � �'"' 1£ � r f� \ J`, f" �' ` � I . SEPARATE ZONE I AND 6A2A6E GF2EDIT 6-600 t ZONE 2 DRIVENWY 1-tEATING �� O v+ Cq �'�-. ,�` 1 � \,} � AT PART OF LOT LINE ��C�Ld_LJ � TOTAL 2,b4q W / / .p i �:� Q ' �,..,�4� ,s1 ` � 6ROU1m LI1E GW �iTDYNLL 9MNBLP3 � w / �, , i ,RE- PL DA THAT GR055E5 DRIVEWAY �, F ` � r�� � �� M ,w / / 7� � ' � � _ j� � �i,,/ � - itlr'E o C � usre�c-na� = v - � �1 � � W �a� Q �' � � � , ,\ � , , \ 2 . O DENOTES EXT. LI6HT FIXTURE / � : �AT�o ,o� : pQ �- � �CLV�A = � � U � J .,J R�o ,y � ��� � ��x - ~ � ,� _.� �6 � .� , / �° I� �� . �� � � -�� , .k �� �ivewP,r CONSTRUCTION NOTES, � V J � 6 �9 �� y, � �,. � � � � � /`i ' / ; '� ,,F- \`�i` � � � „ � , '� ;;<, R/ �'� / °� ' �ONE 2 � - GONSTRUGTION DOGUMENTS Q J �� ; s '• '' ' •�' I . THESE DRAWINCyS, PER THE INDEX OF � � a Q L � >1, g 'y s " A6ES, ARE TO t3E U`�ED IN �5 � \ � �6g � �'� � �' �S ; �,� ; , ' ' � - - - GONJUNGTION WITH THE SPEGIFIGATION NANUAL 155UED BY RKD, IN; . st�n . � u�• G HA v .�: Y � � � p�p,4� � � 2. TOPOGRAPFiIG SURVEY BY PEAK LA�ND GOh15ULTANTS � � � ��'Gr � ^,`� IGA 5 5 � i� 3. GOMPLY WITH REQUIREMENTS OF TNE UNIFORM BUILDING GODE, \ � ,� � 112 5 � � � EXISTING THE TOWN OF VAIL BUILDING DEPARTMENT, AND THE TOt^1N OF VAIL GRO�.�S HATGH � �'�� �3ew� 4' GONGRETE DE51GN AND GONSTRI�TION RE6ULATIONS. � INDIGATES NEW � �\ � � � -�- / �et• SITE GOVERA6E �� , G� � / PAN, NO F+EAT � � � \ 4 aaas� 61 SG2 FT LiMIT OF �, � I . , 51TE AND 6RADII�G: A�� �� � ; �.� ISTURBAN E , \ �� � � � �,�g', er�n. � � �J // � t . FOi� DATUM ELEVATION INFORMATION, REFER TO 51TE i'L.AN. Communi eve � EDGE OP ASPHALT �. FiN15HED 6RADE5 Ai2E TO BE 6" MIN. BELOW TOf' OF CANGRETE it Building Safe & Ins ion -- ��o�Rn � � � � �;; � °ir' EAC�LE 'S NEST GIRGLE FOUNDATIONS, ur.�ess r�,o-reo or�w.��se. TOWNOFY�, sl.wg �� � 3. AREAS OUTSIDE OF THE LIMIT OF DISNRBANGE ARE TO BE � �/ \ � � � SYMBOL LEC�END &Mloo 106.4J, Udtoem �aYdl� ��y y� a �, The issuanm � i , , � \ ' � / PROTEGTED WITH GONSTRUGTION FENUNG THROUCHOUT GON5T4�"u+�t<dN�:nnhwapqayd iM1dl no1 bc conswed tp ye � °O�°f°°°°i RE-SOD ALL DAMA� � / � i � P� ar r �pprnd eey violuion ot � AREAS, TYP. � / �nyotihepmvisionaoftAuwdeaofatqra�adiomce Wejatimdietlai. � EXISTING TREE TO Permiap'esumingwyiwNthoriqrbrlpirppr�pe� • •� Q�� � _ _ ` � � / � ez�.4 \ � gE �r,�p�D PLANS, ELEVATIONS, AND SEGTIONS: maeo� ocho� o�d��an«sot�eej���p � y� . e�3'� r \ � Tht issu,�nw of a pcmtit besed ou D�. T�flariortf other data shall - EXISTING TREES I . FOR DATUM ELFVATION INFORMATION, REFER TO SITE PLAN. nrn prevem �he bui�ding oRcie� trom WemeFrcr Rqui�n eom�tion of _ / � - � � � REMOVED� TYP• / 2. ALL DIMENSIONS ARE TO FAGE OF 2xb OR 2x4 STUD FRAMIN�l�71��d p��ns, spe��ca�ons me omer data, or tmm ��` y��g � � � EDGE OF GONGRETE UNLESS NOTFD OTHERWISE, epemNons bcing c o �hereunder when m violation �Ais coda aa� � - '- . � � EXISTIN6 7REE TO 3. DO NOT SGALE DRAWiN65. GONTAGT ARGHITEGT FOR ANY BH9a' � �yolhcrorAir.nnc_ o( I!iis 'un• / � 'diccinn. �AG�� 'S N�ST e�b� _ - - - - - - - - - ��p� AS NEG� DURIN6 T 4 TYPIGAL'�EXTERIOR WAL�L ISES/8'L6YP. BD. ON VAPOR BARRIEF2IALS: � � I b UnTE: � � G � "GL� � GONSTRUGTION ON 2x6 STUDS SPP.GED PER STRUG7URA�L, W/ R- IG BATT. INSULATIO � � • O,J/�,) ,�P� SFfEATHIN6 PER STRUGTURAL, EXTERIOR FINISH VARIES. PROVIDE � ry� q�, Q�� DOUBLE BOnOM PLATE O ALL WALLS WHIGH BE61N AT FLOOR LE�.";���,,�.� � ' � 8T c O,� NEW SITE GOVERA6E ��"� • �- � � Or � U� �� 5. TYPIGAL INTERIOfZ WALL IS 5/8" TYPE 'X' GYP. BD. DN EAGH SIDE ` � � l�� �� AVAIL• 213 SF OF 2x4 OR 2x6 STUDS SPAGED PER STRUGTURAL. DOUBLE BOTTOM �� �yP�CH Bqq��`�'9� USED: Ib'15F � o �� f2EMAININ6: 26 5 6 . ALL 5'TWJGTURAL WOOD WH�GH ISN DIREG�GON�T�ATGTN � B-2833 � WITH GONGRETE WALLS OR SLAB ON GRADE ARE TO BE TREATED AS REQUIRED BY THE BUILDING INSPEGTOR. ` � 2x4 FURRIN6 WITH FULL BATT INSULATION � GONGRETE WALLS i - ABOVE SLAB, T'YP. UNLE55 NOTED OTHERWISE. <:" � % b. DISTANGE BETWEEN DOOR JAMBS E AD.IAGENT WALLS ARE TYPiGALLY � G�\ / 5 UNLE55 NOTED OTHERWISE . / 9 . PROVIDE FULL BATT INSULATION BETWEEN ALL FLOOR LEVELS. - 1 SITE PLAN � SZJ7 . O� � 100 � �0 �� RELATIVE ELEV. �� `-�ELF 6 ROD TYPIGAL • ALL BEDROOM GLOSETS. SHELF TO BE .. JOB # 00030 SUPPORTED BY GpNT. Ix4 PINE GLEATS. ����� � w� II . ALL GABINETS ARE PEi2 KITGHEN DE516NER, UNLE55 OTNERWISE , j : �� �� I ' = Ip'-0' NOTED. APR 2 6 1U01 ' ' ' °'� °�,Z-°, ROOF PLAN rGU • COMM. ����. � y� �"` "�°' I . SPRING POINT REFERS TO INTERSEGTION BETWEEN B.O. RIDGE LINE AND �� � - (Urj Qj 7 �. 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T-� � � I X �O � F I -T. - �P�GED TO D ��� I N ��n;�U ro � �M�iN � � - �- - - i <<5�_��.�, _ � � � � � , � -- 2�c �Z5 GrUr12� jl "L � F''�2 �LF_YAT .�JN ��s�a��t ou�3�9t ' 3 ` . �;3 •�l!2-51 ( t-- �— , ; � _____ �/� " t'r ��� 'x� G7 P.. �3U. , TY P : . ��.:s,�r c:�sf, " ' " � . . � , J�� N � �'� ' �X� �j`ri�. ��-i �AiNr rr �: ` . _ , � ; �r» � � � � �� � � � ��» ! � � r �« . �;-> > �- r �� ���1�� � ! : . � ,: _ ; , �� � . . - - �3 _ __.._ _____ _____�.I �� _� __ _ __ _ _ _ __ __ ._ _ __ _— _ � __1 � . _ I I/�' = � '-��� � 1/�� '31 '- ��" : - - -- ----- - --- -- : - � $� :=T: _ . _ - � r .� ; , , , „ � � , - � < < �� � � r ; ,:� �� rr� � � �� �� r' j � � f� �J �� . � ` � . - _ ��. .� 1 � 1 � �� �� 1 � - •� � � � �_.. - � � ; . . _: . � � (� -� � ___ _ ,_ __�_ r_ �. : _ - , - _ � _-- - � -- - - --- - . �__ __. __ _ _____. __ _�_ _____J ° - : . - -_ - _ _ . ._ _ . -- -- -- - ._..- - -_ _ _ _ . . _ : _ _ . __ ._ _. �__ _ .� - ----- ___J j - � � � - ' " _ . . f (/� yyl �- ��i , - • � t�= 1�� r�,t ' . . - f � � GENERAL NOTES • Ferry Remadel JOB # 0104- 08 DESIGN CRITERIA: GROUT: A B B R E VI A TI O N L I S T - .� , . _ ... Roof Live Load (Snow) - - - - - - - - - - - - - - - - - - - - - - - - - - $0 psf m . Laminated veneer lumber (LVL) shall have the following properties : a . All grout beneath column base plates and steel beams at bearing shall ��Q�p_. . , , , , � c� c, Roof Dead Load - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � 5 psf 1 . Flexurai stress - - - - - - - - - - - - - - - - 2600 psi be non -shr� nk, non - metallic type grout. Grout shal ! have a m � n � mum 4 40 sf 2 . Modulus of elasticity- - - - - - - - - - - - 1 ,900 , 000 psi compressive strength of 2500 psi . A. B . ANCNOR BOLT JST. JOIST � � y - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � :�� 6� ', c� Floor Live Load P Floor Dead Load - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � � 5 psf 3 . Tension parallel to grain - - - - - - - - - - 1850 psi A . F. F. ABOVE FINISHED FLOOR LAM . LAMINATED � �� � j c� Deck Live Load - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 100 psf 4 . Compression parallel to grain - - - - - - 2310 psi STRUCTURAL MASONRY: A_ F. G. ABOVE FINISHED GRADE LONGIT. LONGITUDINA� o :''� � i � Deck Dead Load - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 10/ 15 psf 5. Compression perpendicular to grain ADJ_ ADJUSTABLE LTWT. LIGHTWEIGHT ob�•.�j,� -� ' . Q Basic Wind Speed - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 80 mph (Exp . B) (parallel to glue line) - - - - - - - - - - - - - 750 psi a . Masonry design assumptions require that special inspection be ANCH . ANCHOR LVL LAMINATED VENEER LUMBER O�'• ' ' . rovided durin construction accordin to the rovisions of UBC ��� � �� � � � -�`� Seismic Zone - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � 6 . Horizontal shear- - - - - - - - - - - - - - - 285 psi P 9 9 P APPROX. APPROXIMATELY LSL LAMINATED STRAND RIM MATERIAL UBC Edition - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1997 7 • Connection of multiple - member beams : Sections 1701 and 2105. , , ARCH . ARCHITECT MAX . MAXIMUM ?�-� A. Top - loaded beams b . Hollow load - bearing concrete masonry shall be lightweight units gD . BOARD MECH . MECHANICAL � FOUNDATION DESIGN : i ) For members 12 " deep or less , nail each member conforming to ASTM C90 . Exterior walls and walls below grade shall gLDG. BUILDING MAT' L MATERIAL \ to the next with 2 rows of 16d nails at 12 " o .c . be grade N - 1 . Interior walls not exposed to weather or earth may be a . Design of individual and continuous footings is based on an assumed ii) For members greater than 12 " deep , nail each grade N - 1 or S - 1 . BLKG. BLOCKING MANUF. MANUFACTURER maximum allowable bearing pressure of 2000 psf (dead load plus full member to the next with 3 rows of 16d nails at c . Mortar shall conform to ASTM C270 and shall be type S with BM . BEAM MIN . MINIMUM 12 " o . c . minimum cube strength of 1800 psi . Do not use masonry cement or BOT. BOTTOM ( N ) NEW p, live load ) . B. O. W. BOTTOM OF WA�L NOM . NOMINAL '- b . Foundation and retaining walls have be designed using an assumed B . Side - loaded beams admixtures unless approved by the engineer. tn •- � lateral pressure of 45 pcf . i ) For two or three member beams, nail each member d . Grout shall be coarse grout as defined in UBC Table 21 - B with BRG . BEARING 0_ C . ON CENTER , N °i ^ to the next with 3 rows of 16d nails at 12 " o . c . minimum cube strength of 2000 psi . Admixtures shall not be added CANT. CANTILEVER OPNG . OPENING U � °' � c . Footings shall be placed on the nQtural undisturbed soil , or ii For four member beams , bolt through with 2 rows unless approved by the engineer. C. J. CONTROL JOINT OSB ORIENTED STRAND BOARD Z -� � � compacted structural fill , below frost depth . � „ „ � � d . Provide continuous foundotion drains around the perimeter of all of 1 /2 diameter bolts at 12 o . c . e. Minimum prism strength of masonry walls assemb� ies shall be f'm = CMU CONCRETE MASONRY UNIT F� PLATE � �, �, basement walls and at the base of retaining wa ! ! s . Contact iii) For beams consisting of more than four members , 1500 psi CEM . CEMENT PLYWD . PLYWOOD Ul � ..�. geotechnical engineer for details contact structural engineer. f . Conform to size and height limitations set forth in UBC Table 21 - C for CLG. CEILING R . O . ROUGH OPENfNG p� ° Q n . Framin Notes : grout pours. Grout shall be placed in a continuous pour in lifts not CENTER�INE RAD . RADIUS Q ,� °�' � e . Provide crawl space ventilation per UBC requirements . 9 � 1 . E x t e r i o r w a l l s : e x c e e d i n g 6 f e e t . C L R . C L E A R A N C E R E F. R E F E R E N C E � f_ A representative of the geotechnical engineer shall verify soils » a� A. All exterior walls are 2x6 studs @ 16 o . c . to a maximum g . Bond beam units shall be produced from standard vertically voided units COL. COLUMN REINF. REINFORCE REINFORCEMENT J conditions and types during excavation . Because geotechnical , „ �� � � information was not availoble at the time of preparation of the height of 12 , - 6�,, 2x6 studs (� 12 o. c. to � a maximum with pre -cut knock - out cross walls. CONC. CONCRETE REQ'D REQUIRED � � construction documents, we have used assumed values based on height of 14 j 6 ,�� and (2) - 2x6 studs � 16 to a maximum h . All masonry shall be laid up running bond with exposed joints tooled . CONN . CONNECTION RET. RETAINING z �' � °�n° hei ht of 17 - 4 unless otherwise noted . Walfs taller � . Use continuous horizontal oint reinforcin � n all mason walls , c co similar sites in the area . Construction of the foundation may not g , „ � g ry CONT. CONTINUOUS REV. REVISION p � � than 17 - 4 shall be framed with manufactured parallam consisting of 9 gauge side wire welded to 9 gauge trussed cross wires . CONST. CONSTRUCTION R. S. ROUGH SAWN U °D proceed without verifying these values . Report any discrepancies •• _ X from design assumptions to structural engineer for re - evaluation of studs , contact engineer for spacing requirements . Cap Width of joint reinforcing shall be approximately 2 less than width of C. P. CRIPPLE POST SCHED . SCHEDULE foundation design . with a double to late installed to rovide overla in at walf . Provide refabricated corners and tees . Wire shall conform to � � o p P P PP g P DBL. DOUBLE SECT_ SECTION L m corners and at intersections with other artitions _ If ASTM S ecification A- 82 . Maximum vertical s acin of oint � g . B a c k f i l l a r o u n d a n d a b o v e s t r u c t u r a l b u t t r e s s e s a n d r e t a i n i n g w a l l s P p �� P g � D E T. D E T A I L S H T. S H E E T +� J overlap is not possible , strap top plates with metal strap reinforcing s ha l l be 1 6 � Q shall be compaction - tested per the recommendations of the » g e ot e c h nic al en gineer. ties (Simpson ST292 or equivalent) . j . Provide 1 /2 clearance or expansion material between masonry and DIAG. DlAGONAL SlM . SlMILAR � a > B . Gable - end walls shall be balloon - framed to the bottom of other structural elements unless noted otherwise . D W G . D R A W I N G S P E C . S P E C I F I C A T IO N L REINFORCED CONCRETE: rafters or end - wall trusses unless approved by engineer. k_ Vertical control joints shall be provided full height of masonry walls as EA. EACH SQ . SQUARE � u C . F l o o r o r r o o f f r a m i n g m e m b e r s m u s t b e a l i g n e d t o b e a r l o c a t e d o n d r a w i n g s . Construct control joints as continuous head E. J. EXPANSION JOINT STD. STANDARD a . Concrete design is based on the "Building Code Requirements for within 5 inches of the studs beneath . joints with mortar raked back 3�4" at both faces and 50% of the ELEV. ELEVATION STL. STEEL Reinforced Concrete " (ACI 318 - 95) . D . Provide 7/ 16" thick APA rated sheathing ( plywood or horizontal joint reinforcing cut at the joint . Bond beam reinforcing ENG. ENGINEER STRUCT. STRUCTURAL b _ Structural concrete shall have a minimum 28 - day compressive OSB) rated 24/ 16 , exposure 1 , at exterior face of exterior and grout shali continue through the joint. EQUIP . EQUIPMENT T TRIMMER strength of 3000 psi . walls. Block all horizontal joints. I . Fill all voids and cells within 12 either side of centerline of beam or EQUIV. EQUIVALENT T&B TOP & BOTTOM c . Concrete shall be proportioned using Type I - II sulfate - resistant cement. E. Provide (3) - 2x10 headers over all door and window column bearing location with (2) - # 5 reinforcing bars and grout EXSTG. EXISTING T&G TONGUE & GROOVE � Admixtures containing chloride salts shall not be used . openings , with one 2x6 trimmer and one 2x6 king sfud continuous to foundation unless noted otherwise . ( E ) EXISTING T. O. C . TOP OF CONCRETE rT, d . Cold weather concreting procedures sha ! ! be provided as recommended each end , unless noted otherwise . m . Masonry walls , including site walls , shall have a continuous horizontal EXP. EXPANSION T. O. F. TOP OF FOOTING �-� in the ACI Manual of Concrete Practice . F. At beam bearing locations in stud walls , provide multiple - bond beam consisting of (2) - #5 bars and solid grout at the top of the EXT. EXTERIOR T. O. L. TOP OF LEDGE � e . Anchor bolts for beam and column bearing plates sha ( I be placed with stud posts equal to width of bearing member unless wall Qnd at 8 ' -0° maximum vertical spacing unless noted otherwise. F. D. FLOOR DRAIN T_ O. M . TOP OF MASONRY settin tem lates. noted otherwise . n . Openings in masonry walls shall be reinforced with a # 5 reinforcing � � 9 P FDTN . FOUNDATION T. O. TOP OF f . Expansion bolts shall be located at a minimum of 6 bolt diameters 2 . Interior load bearing walls : bar in a vertical grouted cell each side of the opening and (2) - # 5 from concrete edge and spaced at 10 bolt diameters unless noted A. Interior ioad bearing wails are 2x4 or 2x6 studs (as bars in a horizontal bond beam above and below the opening . Extend FLR FLOOR T. O. W. TOP OF WALL otherw ;se . indicated on plan ) � 16 " o . c . with 1 /2 " gypsum reinforcing and grout 2' - 0 " past opening on all sides . FRMG. FRAMING THRU THROUGH � � g Anchor bolts for wood sill plates shall be placed at 4' - 0 " maximum wallboard both sides unless noted otherwise . Cap with a o . Masonry walls shall be grouted only at those cells containing FTG. FOOTING TRANSV. TRANSVERSE spacing with one anchor bolt at 12 " from each end or corner and double top plate installed to provide overlapping at reinforcing steel unless specifically authorized by the engineer. GA. GAUGE TS TUBE STEEL COLUMN a minimum of two anchor bolts per piece . „ corners ond at intersections with other partitions . If GALV. GALVANIZED TYP _ TYPICAL �� � h . All exposed edges and corners shall be chamfered 3/4 . overlap is not possible , strap top plates with metal strap GENERAL REQUIREMENTS : GEN . GENERAL U . N . O. UNLESS NOTED OTHERWISE � i . Concrete floor slabs on grade and on metal decking supported by steel ties (Simpson ST292 or equivalent) . G. L_ GLUE - LAM VERT. VERTICAL � � a . Structural erection and bracing : The structural drawings illustrate the � framing shall have sawn or tooted control joints at a maximum spacing B . Floor or roof framing members must be aligned to bear GYP . GYPSUM /GYPCRETE V. I . F. VERIFY IN FIELD completed structure with all elements in their final positions , properly � of 15 ' - 0 " in each direction . Locate control joints along column grid within 5 inches of the studs beneath . HDR . HEADER W. F. WIDE FLANGE lines where possible and provide slab isolation 1oints around columns . C . Provide (2 )- 2x10 headers over all openings in wall , with supported and braced . The Contractor, in the proper sequence , shall NORIZ. HORIZONTAL W. P . WATERPROOF j . Concrete coverage for reinforcing steel (ACI 318 - 95) : one 2x4 or 2x6 trimmer and one 2x4 or 2x6 king stud provide shoring and bracing as may be required during construction to HT. HEIGHT W. W. F . WELDED WIRE FABRIC 1 . Concrete cast against and permanently exposed to earth 3 " each end , unless noted otherwise . achieve the final completed structure. Contact the structural engineer for INT_ INTERIOR WD . WOOD � � 2 . Concrete ex osed to earth or weather : D . At beam bearin locations in stud walls , rovide mulit le - consultation ( not in contract) as required . p 9 P P INV. INVERTED W/ WITH � � � A. 5 bar and smaller 1 1 2" stud osts e ual to width of bearin member unless b . Existing structures : If construction adjoins an existing structure , e` # � P q g contractor shall be responsible for verifying d + mensions, elevations , K KING STUD W/0 WITHOUT B . # 6 through # 18 bar 2 " noted otherwise . � � framin , foundation and an hin else that ma effect the work shown � � 3 . Concrete nat exposed to weather or in contact with ground : 3 . Floor Construction : g � g y A. Slabs , walls , joists (# 11 bar and smaller) 3/4" A. Provide 3/4" thick APA rated Sturdifloor rated 24 " on the drawings . Underpinning , shoring and bracing of existing � B . Beams , columns 1 1 /2 " o . c . , tongue and groove exposure 1 . Glue and nail structures shall be the responsibility of the contractor. � panels to all supports . Install sheathing with long c . Dimensions : Check all dimensions against architectural drawings prior � � REINFORCING STEEL: dimension perpendicular to joists and end joints to construction . Do not scale drawings . � � staggered . d . Construction practices: General Contractor is responsible for means , � a . Detailing , fabricat+ on and placement of reinforcing steel shall be in B . Provide solid blocking between floor joists at all bearing methods , techniques , sequences and procedures for construction of � accordance with the ACI Manual of Concrete Practice . locations . Blocking material shall match the floor joist this project . Notify structural engineer of omissions or conflicts � � 1 b . Except where otherwise noted on the drawings , reinforcing bars shall material . between the working drawings and existing conditions . Coordinate CONNECTION SCHEDULE � �'� conform to ASTM Specification A615 - 79 and shall be grode 60 except 4. Roof Construction : requirements for mechanical/electrical/plumbing penetrations through � ties , field bent bars where permitted by note on plan , or bars to be A. Provide 5/8 " thick APA plywood Sheathing rated 40/20 , structural elements with structural engineer. Jobsite safety is the sole 0 SIMPSON H5 welded , which shall be grade 40 . exposure 1 . Instali sheathing with long dimension responsibility of the contractor. All methods used for construction � � c . At splices in concrete, lap bars 36 diameters . At splices in masonry, perpendicular to rafters or trusses and end joints shall be in accordance with the I4test edition of the UBC . � SIMPSON LSSU210 � lap bars 42 diameters . Do not weld or use mechanical splicing staggered . e . It is the responsibility of the contractor to contact the structural � - � � devices unless specifically approved by engineer. B . Plywood sheathing shali be applied continuously over the engineer at the appropriate time to perform site observation visits . 0 S( MPSON LSSU210- 2 d . At corners , make horizontal bars continuous or provide corner bars . primary roof inembers ( rafters or trusses) below Observations visits to the jobsite by the engineer are for determination � � � Around o enin s and ste s in concrete , rovide 2 - 5 bars extendin overframed areas to rovide ade uate lateral stabilit of general conformance with the construction documents and shall not D SIMPSON LUS210 � P 9 P P � ) � 9 P q Y • O 2 ' - 0 " beyond edge of opening or step . C . Provide wind�seismic anchors at supports for all roof be construed as inspection . � e . Extend reinforcing steel o minimum of 24" through cold joints . Unless joists and trusses . See nailing schedule . f . Though every effort is made to provide a complete and clear set of 0 SIMPSON LUS210- 2 � specifically located on plan or details , coordinate cold joint locations D . Provide solid blocking between roof rafters , trusses and construction documents , discrepancies or omissions may occur. with engineer. lookouts at all bearing locations . Blocking material shall Release of these drawings anticipates cooperation and continued � SIMPSON LUS410 � � f. Welded wire fabric sholl conform to ASTM Specification A- 185 . Lap match rafter, truss chord , or lookout material . communication between the contractor, architect and engineer to � welded wire fabric a minimum of one full mesh plus two inches _ Laps 5 . Wind Bracing : provide the best possible structure . These drawings have been � shafl be wired together. A. Walls over 4 feet long which are sheathed with gypsum prepared for the use of a qualified contractor experienced in the g . Metric bar size conversion table : wallboard on both faces and are indicated as shear walls construction techniques and systems depicted . METRIC INCH - POUND on plan have been designed to resist wind forces in � � 1 p 3 accordance with Table 25 - I of the UBC . NAILING SCHEDULE ' 13 4 B . At shear walls , screw 1 /2 " gypsum wallboard to all studs � � 16 5 and to top and bottom plates with # 8 X 1 1 /8 " drywall 2x floor joist to girder, sill or wall plate ( toenail ) 3 - 8d 19 6 screws at 7 " maximum spacing . � � 22 7 C . Exterior plywood or OSB wall sheathing is required unless I - joist to girder, sill or wall plate ( down thru bottom chord ) 2 - 10d 25 8 specifically deleted by engineer. 29 9 32 � p STRUCTURAL STEEL: Sole plate to joist or blocking ( face nail ) 16d C� i6 " � 36 11 Top plate to stud ( end nail ) 2 - 16d a . Structural steel shall be detailed , fabricated and erected in accordance STRUCTURAL WOOD FRAMING : with the most current editions of AISC Specifications and Code of Stud to sole plate 4- 8d ( toenail ) or Standard Practice . a . Except where noted otherwise, all 2 " nominal lumber, except studs , b . 5tructural steel rolled shapes , including plates and angles , shall be 2- 16d ( endnail ) shall be Dou � las Fir- Larch # 2 and better, and all solid timber beams ASTM A36 . Tube shapes shall be ASTM A500 grade B . Pipes shall Double studs ( face nail ) 16d � 24" and posts 3' nominal and wider shall be Doug � as Fir- Larch # 2 . be ASTM A53 grade B ar ASTM A501 . b. Studs shal ! be Stud grade and better pouglas Fir- Lorch or Hem Fir_ c _ Tube shapes are actual size as specified on plan . Pipes indicated Doubled top plates ( face nail ) 16d � 16 " �--- WOOD COL. FROM ABOVE c . Built - up posts shall consist of Douglas Fir- Larch or Hem Fir # 2 or on plan are nominal (approximate inside diameter) and refer to AISC TDH better 2x4 or 2x6 studs per plan and shall be nailed together with 2 pipe schedule dimensions . Top plates, laps and intersections ( face nail } 2- 16d designed by rows of 16d nails C�➢ 6 " on center along each stud . d . All bolts used in steel framing shall conform to ASTM Specification _ _ _ _ _ drawn by MAB d . Built- u beams consistin of multi le 2X members shall be nailed A325 . Anchor bolts and bolts used ; n timber connections may be Continuous header, two pieces 16d � 16 " _____________________ __ checked b P 9 P _______ __ ________ t 12 " on center or ASTM A3Q7 . 8olt sizes shall be 3/4 ' diameter unless noted along each edge _ __________ ________ _ _ y together with two rows of 16d nails spaced a , ________ __ ________ with two rows 1 2 " diameter thru - bolts s aced 24 ° on center. otherwise . _ ___________ _____ _ _ - � P t d toenail 4- 8d _______ _ _____ ___- issued e . To and bottom plates shall be Douglas Fir- L4rch or Hem Fir # 2 and e _ Bolts used in structural steel framing shall be the break- off , torque Continuous header to king s u ( ) _____ _______ _ P - - - better . Plates placed directly on concrete walls or slabs shail be indicating type, or torque inspection shall be provided as required by = = _ pressure - treated Hem Fir #2 . the building inspector. Ceiling /floor joists, laps over partitions ( face nail ) 3- � sd _ _ _________ PRELIM 04126 �01 f . Wood beams bearin in beam pockets in concrete or masonry walls f. Typical framed beam connections shall consist of pairs of 1 /4 " angles ______________ g usin the maximum number of bolts called for in Table II -A of the Ceiling/floor joists to parallel rafters ( face nail ) 3- 16d =__ __ __ _ shall bear on a treated 2x6 bearing block . Provide 1 /2 " clearance 9 ____ _ ___ _______ around end of wood beam . Block against sides of beam pocket with AISC Manual (ASD Ninth Edition ) . _ __ _ ___ ____________ » » » �� �� �� Solid - sawn rafter to late 3- 8d toenails treated 2X blocking to provide lateral support for beam . g _ Expansion bolts shall be wedge type Hilti , Rawl , or Red Head or P ______________ Within floor joists spaces beneath solid or built - up columns noted on approved equivalent with the following minimum embedments : or Simpson H5 _`_ _ __- ___ ___ _ __ g � 1 2 diameter - - - - 2 1 2 =_ =__= -- plans , blocking of area equivalent to column above shall be provided . � „ _ _ _ _ „ � I - joist rafter to plate ( down thru bottom chord) 2 - 12d _ _ __________ _____ _ Door or window trimmers consisting of a single stud do not require 5/8 diameter 3 ____ ___- special blocking in the joist space . 3/4" diameter - - - - 4" ,.-_::: . ._. . h . Except as noted otherwise , minimum nailing shall be provided as h . Adhesive anchors called for on the drawings „shall be glass capsule Built- up corner studs 16d � 24" � s ec �f� ed in the "Nailin Schedule " on the drawings ( UBC Table 23 - II - B - 1 ) . types such as "Molly Parabond " or "Hilti HVA anchor systems . Built- up beams (each member to ad jacent ) 16d Q 12" ____ _________�=-- P 9 Minimum embedments, if not s ecificall indicated on the drawin s , __- __ ==-=- i . 8olts used for wood framing connections shall be installed with P � 9 along each edge ____ ___________ standard washers and nuts . shall be according to the manufacturer s specificotions . _ ___ _ _____ _____ Unless noted otherwise , steel connectors such as those manufactured i . Afl welding shall be done by an AWS qualified welder. Plywood or OSB roof/wall /floor sheathing 8d � 6 " along edges __ __ __ _______ _____�- � � Dela aintin within 3 of field welds until welds are com leted . _- _- -- __ by the Simpson Company shall be used to join rafters , joists or beams j . y P 9 P 8d @ 12 " intermediate supports _ _______________ _ to other beams at flush -framed conditions. Use all specified nails . k. Where corrosive soil conditions exist, steel angles that are used to _ _ _ ________ Connector conditions not otherwise noted shall utilize Type U or Type support exterior stone veneer shall be galvanized and shall be attached _ __ _ ____ _____ _ sheet I s" ned for the member su orted , to the foundation with galvanized or stainless steel expansion anchors . NOT S : _ ___ _ ______ = 2x BLKG. NU hangers of a size specifica ly de ig PP 1 . The nails in this schedule are common wire or box nails. If cooler, sinker, or other types of nails _ ______ _______ TO MATCH as shown in the manufacturer s published tables . Contact structural ____________ _ engineer for details as required . BACKFILLING : are used, contact engineer for required spacing and sizes . _ _ _ __ _____ ___ COL. ABOVE k . Wood nailer lates installed on steel beams or concrete walls for top - 2. If staples are used , contact engineer for required spacing and sizes. ___________ ____ P __ -_ ___ flan e han ers shall be ri ed to match the width of the wall or beam a . Do not backfill against retaining walls until suppoirting elements are in 3. This schedule indicates minimum requirements for nailing . Where special conditions exist, use _____________ __ 9 g• PP lace and securel anchored , or ade uate shorin is installed . - - _= - - - flange . Nailer plates supporting top flange hangers from one side only p Y q 9 the specified nailing indicated on the plans and details. - ______ =_ shall be installed flush with the face of wa! ! or beam flange at the Concurrent backfilling of each side of a retaining wall to final grades = hanger locations . as indicated on plan or section is required unless temporary shoring is I . Manufactured joists shall be from an approved manufacturer and sha (( installed . be equivalent in load carrying capacity and deflection criteria to b _ Verify type of fill with soils engineer and structural engineer prior to TJI/PRO 250 or 350 series joists in depths and spacings indicated backfilling . on plan . Provide blocking , bracing , web stiffeners and other � TYPICAL BLKG . IN JOIST SPACE SCALE : 1 1 /2 " = 1 ' - O " accessories as required by manufacturer. S1 J � B # 0104 - 08 � � 2x6 STUDS � 16 " W/ - - - 1 /2" PLYWD OR OSB �� , . . a ',; � - ; - SHEATHING ,`c�,F ��, �,��` - + . r` 1 2 " as x 10 ° A . B . ' s � 48 " ; " <�'��4 � � � : � � a .1'; co IN CONT. TREATED 2x8 R '� : � �' e __ : � � a ,r. c�.i W � . - _ i- pG �y � � p (. 100' - 0 �o:��N � r c�. � b •. . �_ T. O. PLYWD . 99 - 9 3 4 d��O�....• Q F� TYP. � T. 0. W. . \�i�������� �� � ,`. , r� i� i� i�,,rr ������������ . a ��i����i . , i� i �� ��, 2x10' s @ 16 " �' '° " e � NOTE : CONTACT ENGR . W/ ANY ' � � VARIATION OF EXSTG . FRAMING / o ° i 'u, � � MATERIAL TO THAT SHOWN #5 DWLS x � � , � � °' � � � 24 "� 6 ,� � ' ( 1 ) - #5 CONT. MID - HT Z � � � _ v i i�i��i�i` � � rn rn % iiiii • O -�%;��������� ' . , (n .-� .� ��!��;�o���� ° ( 2) - #5 s CONT. HORIZ. I- a, � Q `•'%\�i t TOP & BOT. gg ' - 2 Z c rn � Q _ v� � _ - a - `a � ° _ T. O. F. J a��i . a � � � . � �o� � •� N � �n 4» 8 » 4 ., � � � co INDICATES EXSTG _ U � CONC . FTG . , TYP . 1 ' - 4" PERIMETER DRAIN p � o PER SOILS ENGfNEER � � J , » U � Q 4 - 6 ' ! � I INDICATES EXSTG. FNDTN . � � � � 3 SCALE : 3 4 " = 1 ' - O " � a � I I I WALL, TYP . I � i I S2 � � Il I � I I I �— — — — — — I II - - - J -L - - - - - - - - �� ( ' il r- - - - �-- i i � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -� i ' JII � I r- � , , IL - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - , � � � i i � �-- ��r - - - - - - - - - - - - - - - - - - - ���- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ��� - - - � - - - � _ - - - - - � i � - - - - - - - - - I � I li il o � i �— — — — — — — — — � I I � ^ — — — — � I I � — — — — � � j II � I � I � � I � � I 3 ' - 6 x 3 ' - 6 x 1 ' - 0 I I I I 2 � � I � � I �� i� � I JI Il � CONC . FTG . W 5 - � � S2 o ( � I I � � o I I 3 L -1 I � ( ! I # 5 DWLS EPDXIED INTO I � � I � #5 's x 3 ' - 0 E/A. ( WAY I � — � `n I I � � � � I I � I � � EXSTG . FTG . 6 - LOCATIONS . � � � n , �� � � � � o � � I � TS COL. REF. PLAN � N S2 � � , .. I � � I POUR 12 " DEEP) FTG . ] I � � I 1 - 0 1 - 0 I I I I I I I � I � � I I � � � � , - s � � � � � , I L _ _ � I II I I � � I Ij jl II II � � L - �� ,. , I � � I I I I � � � BASE k? : 5/8x10 x0 - 10 � � , � � � � � I I I I I 2 '- 9 1 /4 " + � � I 9 ' - 11 1 /4" � I I I yV� ( q.) _ 1 �2,,� � x 10 " I F� T. O. W. = 99 - 9 3/4 ( I � I I I j I I I � I � ( I A. B . s ON 1 MIN . SHIM I I � F T. O. F_ = 96 ' - 2 I � � I II I � � ) I � � I I � � ) I I & GROUT � � O � — � � � � I Ij II I � � I I � � I I � � I � I �, - - - - - - - � j I � � — — — — — — — — � ! 1 � — — — — + 1 II � I II � � ~ i r - - � �� J r� ) � ��" • � e � ���� �, \�'� �V�F,E �-�.; •%n O . � �r � `� vy J i I � � i I I i cr � � � � _, t o :J � ; � � � � � � � � � � ��p�,s�l'/� � ,:• •�' r � � - - - - - - - - - - - � i � �p3 ••. . .����C - - - - - - - - - - - � » � ( 3) -2x � I 11 7/8 TJI/PRO - 250 � 16 i I - - - - - - - - - - -� L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - JI - - - - - - - - - - - - - - - - - - - II - - � - - - - - - - - - - - - - - - - - - - - - - - - - - - I I � ��i i�J � � I - - - - - - - - - - - - - - - - - - + ! � - - - - - - - - - - - - - � _ � � � � N = � INDICATES EXSTG . CMU FNOT►v . NOTE : CONTACT ENGR . W/ ANY 3 - - - - - - - - - - - - - - � � � � -- '� --� � - � 3 4x11 � s �v� �' �, � � VARIATION OF EXSTG . FRAMING / �� � ,� s2 = � L � _ _ _ _ _ _ _ _ � j j � " ° J �� =' ,� . �e � MATERIAL TO THAT SHOWN °' °' `� co �--- �-- — — — -1 ao �,;; � P I � Cj � � "' � � ( � I I I � 1 - 1 3 4x 1 1 7 8 LVL -' � `� � � Z -p a' a' - - - - - - - - - - - ---I � I I- - - - - - - - �Q� � - � � �a- �' � � � � E Sl�4B ON GRADE � � _ � I � � _ � � a °' °' ^ - - - - - - - - - - - -a I � ) I F- - � - - - - - � CRAWLSPACE � � L - - ~ � ° Q N � � � I I I �- _ _ ` _ _ � ACCESS I I -1 � - - - - - - - - - - - J I I E- - - _ Q � °'.� Z � � � I I I N � I I ° I � J a�i v - - - - - - - - - - - I I I I- - = - - - - - �, I I I I I I I X �-- I I � I I u�i �, �, o0 � I I L - -N - - � - - - I Z � � � - - - � J I - - - - - - - - - - - -� I I I ,,, I I J I I � � � ao - - � I II - - - - - - - - - � - xo � �-------- - - - - - - - - - - - - � L - - - - - - - - - - - - - - - - - - - J � - - - - - - - - - � (3 ) - 1 3/4x11 7/8 LVL I I � II� � � mc� � I � r - - - - - - - � - - - - �--- -� - - - - - - - - -� .� � - I- I- - - - - =1 4x� 1 -C�7C- - - - - -1 -I � I I I � � � � � a > . I � � {- - - - - - - - - - - - - - - - - - - - - I � � � � I � � n I I I I I I � � � I- - - - - - - - - - - - - - - - - - - - - � � I II � i I � I � � � � LL - - - - - - - - - - - - - - - - - - - - � � � I I I 1 � � I I I I I � � ORTH � � _ _ _ _ _ _ _- _ _ _ _ _ _ _ _ _ , 1 /4x11 7 /8 TIMBERSTRAND � LOWER FLOQR FRAM I N G PLAN SCALE : 1 4 " = 1 � - 0 �� � � � � � � u� LSL RiM � FLOOR PERIMETER I � I I I I I I - � I � ^x INDICATED THUS, TYP . I � � I � � _�, N � PLAN NOTES : � � � � � � � � � f� - - - - - - - - - - g - - - - - - - - - -1 I Z I � I I I c i � I `�' I � 1 . INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS: - .-.-,_ -_ - � � r-- r - - - - - - - - - - - - - - - - - - - - � -� � i i i i i i I I '-'-' ( I 2. POSTS BELOW ARE fNDICATED: � NON - CONTINUOUS POSTS FROM ABOVE ARE INDICATED: � � - - - - - - - - - - - - - - - - - - - - - - - - - - - - � � � � F- - - - - - - - - - - - —1 . r - - —� I I I � - - - - - - - - - - - - - - - - - - � � 3. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR , EXP . 1 , SPAN � I- - - - - - - - - - - - - - - - - - - - - � I I r - - - - - - - - - - - - - - - - � - - -� RATING 24 O. C. � I � - -- - I � �- - - - - - - - - - - - - - - - - - - - - - � --i � I � I � 4. (XXX' - XX" ) INDICATES TOP OF STEEL BEAM ELEVATION . WOOD BEAMS ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED ( DROPPED ) . � � � L - - - - - - - - - - - - J ! � - - - - - - - - - - - - - - - - - - - - - � — - - - - - � _ �� _ _ _ _ _ � _ _ _ _ � _� _ _ � _ � L � _ �. _ � _ _ � _ _ _ _ _ 5 . " " 1NDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE . � 6 . ( E) - INDICATES EXISTING MATERIAL, AND (N ) - INDICATES NEW MATERIAL � � o , � � -- S2 � � � �j � � � � o � � � o � � � � � � � i I � ' � e, ~ � � � _ � � ; �+� � � � � � i � � � I � - INDICATES EXSTG . STUD WALLS � � I �� �- - - - - - - - �� �� �'� +� +� � � �L � — — — — — — — — �-1 �`�' �� � �� ry, �� �. �� � i � � - - - - - - �— � — � - I _ -, il�� II I 'S h � � � .,. � � � ' � � lj___L — - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _—_ -_� �� — - - _- - - - - - - - - - --. -- - - - - - —:- - - - - - - - - - _ — --: - - -- --�- - _ -- - - — — - —.-- - — -- � ; � - — - . ; � _ _- - j ' � (3 - 1 4 1 1 /8 LVL (2 ) 1 /4 1 1 7/8 � " �� (2 - 1 � 3,�4x 1 1 7/8 -LV�� � ' - - - - - I .+.�0 � � - I - - - - - � �! l = 12 �� � , � � X� `� I ' ` ��'� � 1 L L �' / �o ; + � � ; 6 �� � " i �i I 2 �?ks /i � � � I , , , : . i � \ � �, � I "l ' 2 1 3 4 �� .�; 1 1 7 8 LVL � - k �= / � � CANT. 2x10 ' s � 16 " I I�, = t ` ` ; l � SISTERED TO TJI ' s W! ' _ _ x X ; - r ^ } , \ J l _ _ _ _ t2) = r- 3�4xt1 3 8 L�t - : � (2) - 10d NAlLS C� 6 ' � I �. -' �', � ; � (2 ) - 1 . , 3/4x �' � : + I 1 1 7/8��LVL `� � ;� �� � ' l � � � i i i ' +.� � % � � . i _ : +�o ,� � .� , _ � ': �� � � _ , _ � ; i i "" _ (3) -_� 3/4x11 7/8 LVL' � II CONTACT ENGR . ONCE EXSTG . t ! ': i � I I + � s FRAMING IS VISIBLE TO DETERMINE % ' `ti SALVAGE POTENTIAL (THIS FLOOR ) ' . � � � �+� � - - - _ _ � / ( ) - � 3/ X designed by TD H - - - - _ _ � - -= - .. ; � � � � - 9 � / �v _ drawn by MAB : �: ; � 2 - 1 3 4x11 7 8 LVL I � C NT. co , , � i , � �! checked by � ' 'I � � ' i � � j �, X 1 1 /4x11 7 /8 TIMBERSTRAND �t � I ALIG B _ LI E / �+�, x i I LSL RIM � FLOOR PERIMETER issued " ��,+ EXS G. RG . POI TS � ± � ( - 1 3 4 11 /8 LVL X i INDICATED THUS, TYP _ �y PERMIT 04 /26 /01 � � • � � - X ,rn � I ' I s II I r I � .+ � +� � ; �;I ; � I �2 �� I o � I ._ � I +6, Dc I i � � `� ' . x �� i• i � �i i i II � i � � I I I I. I ` i OR TH � ►� ► M �� ; . � � �, MAIN FLOOR FRAMING PLAN SCALE : 1 4 " = 1 � - 0 �� i ;' ; �� I I� PLAN NOTES : = i : ' � ' � �� � - -- - - = ----- - _ � : , : � — � - - 1 . INTERIOR WOOD STUD BEARiNG WALLS ARE INDICATED ON PLAN THUS - - - ,� , � � ' � , �s sheet �` . � - _ , � , ; , : i `�+� 2 . P05TS BELOW ARE INDICATED : � NON - CONTINUOUS POSTS FROM ABOVE ARE INDICATED : � : , , ; _ ` - - � I — � ��—.� _— - - � - ° ° _ _ � +`� ` � - - ` � - � - ' _" � ---- `r ` - - -- ��, 3. FLOOR SHEATH � NG IS 3/4° TONGUE AND GROOVE APA STURDIFLOOR , EXP . 1 , SPAN , � ;r: ! � RA71NG 24 O. C . I � j s� r � ' 4. ( XXX' - XX" ) INDICATES TOP OF STEEL BEAM ELEVATION . WOOD BEAMS ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED (DROPPED ) . ; ;"; � +6, ' 5_ " O �� INDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE . :, : __ _ _ _ _ �; 6 . ALL FLOOR JOISTS THIS LEVEL ARE : 11 7 /8 TJI /PRO- 250 @ 16 " , TYPICAL, UNLESS NOTED OTHERWISE . � CANT. 2x10 ' s � 16 " 7 . ( ##k) = UNFACTORED DESIGN LOAD ( 1000 Ibs. ) . , � SISTERED TO TJI 's W( . ( 2 ) - 10d NAILS � 6 ' - JOB # 0104 - 08 � '�`s��`1 -_ ��.. ' ..A - -, . ,�!..� ,- ' � � �' .; _ j � .`� '_ ' ���'� '. ' =-. I ' , `j�` '_ �."- � .. �.� I - ��i� ��� AT� C ����- : �f . I I tYt � V � • �y. � � o- � � � � � N � � I � :> � e �_� ;' o . =°_ r \ � � � � 6�0;'�3y� N . . ��;; - - i � � � �o�•. .. .�R� �- - - - - - - - - - - � - - - - - - - - - - - -�� � I _ Il!II!liil � � I � ��7�:�� � i i ��yj �lil - - - - - - - - - - - - J , ,.�, �; L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � = - - - - - - - - - � � i���i���� - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -� - -- - - - - � - - - - - - - - - - - - - - � - - - - - - - - - - - - - - - - - - - - - - - - - � - - - � - � - - - - , - _ _ _ _ - - - - - - _ � - � - — i i -�� , � � ;I � i J! � I�� i� i ; '� � � I ; , I � J� �; i ; I I , ii � � � � �`l'+ oo� u"�i � � '� ;� � -� �'`� in ' 1i I I � \ , + U � I � `L � �� � y , , �+ :' I Z � a� o� i I � j i ' i i ;f,' 6' i:� - � �' � O� � I ^ �t � � , lii � , ` � � � , � � "' � CANT. TJI � � I � 2) - 1 3j4x � �, I - - - - - Z � rn � � I ii ; ,_ � � � ` � �� .. 1 = _ - - _ p,-� �-'i ' i - - -- --. . . _ � p r ,t � - - � � i III! � � I '' III �I� � I 7/U.-�� LVL I if .� �� I ry �� �� � � � �' • - ij � � � I !�:i � j ;�i: � J � ,, , , � � � . j i N: ._.! � ��� �� - i � I II !. i - �I ` � . I z •� � � W � � C c� � -- '� � � I Q � � � i ` . U X J I - x �+Dc �+Dc I � J I � m O x � / / � > � � a0 ; � 7 ' ,� � J �� � � .- � 2 _ � CANT. (2) - 2x6 ' s � 16 " � o Q 0 � � � SISTERED TO TJI ' s W( � � a > � ; � i � N � , � � (2 ) - 10d NAILS � 6 ' � � , .-Iy � � EA. 2x6 N N � � IIIIVI" > gi!' � : � � � i1Fw . � I � +� � !� ' � I N Q II � � � e � �I � `L+ � �`�' �i,� + � � � � I �I;. � � � � � � �i i;l � � i i � i ;', ,� x i + � � � � � I I � � �� I I _ ,'p ,;: 2 - 1 3 4x5 1 2 LVL ! CANT. i M � I � � � J I � I I i � , J - (2 - 1 3/4 1 1 /8 LVL - i I 2 �2x � � ' � : � � � % ORTH � � ' � � � i � ' � � ' i ` �� ' UPPER FLO � R FRAMING PLAN SCALE : 1 4 " = 1 � - 0 � � � ; II � i i ; � � � � � 2x ' s 16 ' I I +�, i � : i ; 1 1 /4 x 1 1 7/8 T I M B E R S T R A N D J ' � � ' � , ; � � , ; � ; ; , LSL RIM C�➢ FLOOR PERIMETER � � PLAN NOTES : , ; , M � I � �� � , : INDICATED THUS, TYP . � 0 � - -- ; ; � � , _ _ _ _ _ _ __ __ _ _ __ _ _ _ _ ___ � 1 _ INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS r_FniFRei ninTFS� Ferrv Remodel JOB 0104- 08 CONNECTION SCHEDUL DESIGN CRITERIA: ^ GROUT: A B B R E VI A TI O N L I S T 0 SIMPSON HS Roof Live Load (Snow) - - - -- - - - - - - - - - -- - - - - - - - - - -80 psf m . Laminated veneer lumber (LVL) shall have the following properties : o . All grout beneath column base plates and steel beams at bearing sholl QB SIMPSON LSSU210 \�1���J , " a�''�'1'i� Roof Dead Load - - - - - - -- - - - - - - - - - -- - - - - - - - - -- - � 5 psf 1 . Flexural stress- - - - - - - - - - - - - - - - 2600 psi be non -shrink, non - metallic type grout. Grout shall have a minimum Floor Live Load - - - - - - - - - - - - - -- - - - - -- - - - - - -40 psf 2. Modulus o f elos tici ty- - - - - - - - - - - - 1 ,9 0 0,0 0 0 psi c o m p r e s s i v e s t r e n g t h o f 2 5 0 0 p s i. A.B. A N C H O R B O L T J S T. J O I S T � S I M P S O N A 3 5 0 :==� � • •:Q � ' Floar Dead Load --- - - --- - - - -- - - - - -- - - - --- -- -- - � 5 psf 3. Tension parallel to grain - -- - - - - - - - 1850 psi A.F. F. ABOVE FINISHED FLOOR LAM . LAMINATED a � z Deck Live Load - - - - - - - - - - - - - - - - -- - - - -- - - - - -- - - 100 psf 4. Compression parallel to grain - - - - - - 2310 psi STRUCTURAL MASONRY: A.F. G. ABOVE FINISHED GRADE LONGIT. LONGITUDINAL o :� � ; o - - 70 15 sf 5. Compression perpendicular to grain Q D SIMPSON LUS210 � , �y � Deck Dead Load ---- - --- - - - - - - - - - - - - - - - - - - - - I P ADJ. ADJUSTABLE LTWT. LIGHTWEIGHT dp �•:1 . 5' Basic Wind Speed - - - -- - - - - - - - - -- - - - - - - - -- -- - - -80 mph (Exp. B) (parallel to glue line)- - - -- -- - - - - - -750 psi a . Masonry design assumptions require that special inspection be ANCH. ANCHOR LVL �AMINATED VENEER LUMBER QE SIMPSON LU5210- 2 ��j ��"�PRO� Seismic Zone - - -- - - - - - - - - - - - -- - - - - - - - - - -- - - - - � 6. Horizontal shear- - - - - - - - - --- - - -285 psi provided during construction according to the provis�ons of UBC APPROX. APPROXIMATELY LSL LAMINATED STRAND RIM MATERIAL UBC Edition - - - - - - - - --- - - - - - - - - - - - - - - - - - ---- - 1997 7• Connection of multiple-member beams : Sections 1701 and 2105. , ARCH . ARCHITECT MAX. MAXIMUM 0 SIMPSON LUS410 W/ ( 14)-16d NAILS A. Top - loaded beams b. Hollow load -bearing concrete masonry shall be lightweight units gD. BOARD MECH . MECHANICAL FOUNDATION DESIGN: i) For members 12" deep or less, nail each member conforming to ASTM C90 . Exterior walls and walls below grade shall BLDG. BUILDING MAT' L MATERIAL � SIMPSON W212 ( SLOPED) to the next with 2 rows of 16d nails at 12 " o .c . be grade N - 1 . Interior walls not exposed to weather or earth may be gLKG. BLOCKING MANUF. MANUFACTURER a . Design of individual and continuous footings is based on an ossumed ii) For members greater than 12 " deep , nail each grade N - 1 or S - 1 . QH SIMPSON WP1411 . 25 maximum allowable bearing pressure of 2000 psf (dead load plus full member to the next with 3 rows of 16d nails at c. Mortar shall conform to ASTM C270 and shall be type S with BM . BEAM MIN . MINIMUM live load). 12 " o.c. minimum cube strength of 1800 psi. Do not use masonry cement or BOT. BOTTOM (N ) NEW � BENT f'�: 4x1 '- tx1 /4x0'- 8 1 /2 W/ .rn b. Foundation and retaining walls have be designed using an assumed B . Side-loaded beams admixtures unless opproved by the engineer. B.O. W. BOTTOM OF WALL NOM. NOMINAL (6) - 3/4" 0 THRU - BOLTS (SEE SECT. 2/S1 ) N � n lateral pressure of 45 pcf. i) For two or three member beams, nail each member d. Grout shall be coarse grout as defined in UBC Table 21 - B with BRG. BEARING O. C. ON CENTER a� to the next with 3 rows of 16d nails at 12 " o .c. minimum cube strength of 2000 psi. Admixtures shall not be added CANT. CANTILEVER OPNG. OPENING � SIMPSON HGUS410 W/ (58) - 10d NAILS U � °' N c. Footings shall be placed on the natural undisturbed soil , or ii For four member beams, bolt through with 2 rows unless approved by the engineer. C.J. CONTROL JOINT OSB ORIENTED STRAND BOARD Z compacted structural fill, below frost depth. � - � � � of 1 2" diameter bolts at 12" o .c. e. Minimum prism strength of masonry walls assemblies shall be f'm = CMU CONCRETE MASONRY UNIT F� PLATE � SIMPSON ITT11 . 88 o rn rn d. Provide continuous foundation drains around the perimeter of all � basement walis ond at the base of retaining walls . Contact iii) For beams consisting of more than four members, 1500 psi CEM . CEMENT PLYWD. PLYWOOD (� geotechnical engineer for details contact structural engineer. f. Conform to size and height limitations set forth in UBC Table 21 - C for C�G. CEILING R.O. ROUGH OPENING � SIMPSON HHUS410 W/ ( 40)- 16d NAILS Z p� � � e. Provide crawl space ventilation per UBC requirements. n . Framing Notes : grout pours. Grout shall be placed in a continuous pour in lifts not � CENTERLINE RAD . RADIUS (PACK STL. WEB SOLID WHERE APPLICABLE) Q .� f. A representative of the geotechnical engineer shall verify soils 1 . Exterior walls: exceeding 6 feet. CLR . CLEARANCE REF. REFERENCE � vv A. All exterior walls are 2x6 studs � i 6" o . c . to a maximum g . Bond beam units shall be produced from standard vertically voided units COL. COLUMN REINF. REINFORCE/REINFORCEMENT � SIMPSON LUS28 � C conditions and types during excavation . Because geotechnical hei ht of 12�-6", 2x6 studs � 12° o.c. to a maximum with re-cut knack-out cross walls. information was not available at the time of preparation of the 9 P CONC. CONCRETE REQ'D REQUIRED height of 14'- 6", and (2) -2x6 studs � 16° to a maximum h . All masonry shall be laid up running bond with exposed joints tooled . construction documents, we have used assumed values based on height of 17' -4" unless otherwise noted. Walls taller i. Use continuous horizontal joint reinforcing in all masonry walls, CONN. CONNECTION RET. RETAINING QN SIMPSON MIT411 .88 Z rn � � similar sites in the area. Construction of the foundation may not CONT. CONTINUOUS REV. REVISION proceed without verifying these values. Repart any discrepancies than 17' -4" shall be framed with manufactured parallam consisting of 9 gouge side wire welded to 9 gauge trussed cross wires. 0 SIMPSON HHUS5. 50 10 � � � � studs, contact engineer for spacing requirements. Cap Width of joint reinforcing shall be approximately 2" less thon width of CONST. CONSTRUCTION R.S. ROUGH SAWN 0 � U from design assumptions to structural engineer for re -evaluation of with a double to late installed to rovide overla in at wall . Provide refabricated corners and tees. Wire shall conform to C.P. CRIPPLE POST SCHED. SCHEDULE x o foundation design . p P P PP 9 P �P SIMPSON MIT5. 31 /11 . 88 � � m � DBL. DOUBLE SECT. SECTION g . Backfill around and above structural buttresses and retainin walls corners and at intersections with other partitions. If ASTM Specification A-82. Maximum verticol spacing of joint 3 J 9 DET. DETAIL SHT. SHEET shall be compaction -tested per the recommendations of the overlap is not possible, strap top plates with metal strap reinforcing shall be 16" � J L 5x7 1 /2x1 /4x0'- 6 W/ � � a geotechnical engineer. ties (Simpson ST292 or eqwvalent) . j . Provide 1 /2" clearance or expansion material between masonry and DIAG. DIAGONAL SIM . SIMILAR (4) - 3/4" 0 THRU - BOLTS (SEE SECT. 3/S1 ) � � a > B. Gable - end walls shall be balloon -framed to the bottom of other structural elements unless noted otherwise. DWG. DRAWING SPEC. SPECIFICATION REINFORCED CONCRETE� rofters or end - wall trusses unless approved by engineer. k. Vertical control joints shall be provided full height of masonry walls as EA. EACH SQ. SQUARE Q SIMPSON MIT11 . 88 W/ (6)- 16d NAILS � N C. Floor or roof framing members must be aligned to bear located on drawings. Construct control joints as continuous head E. J. EXPANSION JOINT STD. STANDARD & (2)- 10d x 1 . 5 NAILS a. Concrete design is based on the "Building Code Requirements for within 5 inches of the studs beneath . joints with mortar raked back 3�4" at both faces and 50% of the ELEV. ELEVATION STL. STEEL Reinforced Concrete" (ACI 318-95) . D. Provide 7/ 16" thick APA rated sheothing (plywood or horizontal joint reinforcing cut at the joint. Bond beam reinforcing ENG. ENGINEER STRUCT. STRUCTURAL Q SIMPSON HGUS5. 50/12 W/ ( 70)- 16d NAILS b. Structural concrete shall have a minimum 28- day compressive OSB) rated 24/ 16, exposure 1 , at exterior face of exterior and grout shall continue through the joint. EQUIP. EQUIPMENT T TRIMMER strength of 3000 psi. walls. Block all horizontal joints. I . Fill all voids and cells within 12 " either side of centerline of beam or EQUIV. EQUIVALENT T&B TOP & BOTTOM �T SIMPSON HUS410 c. Concrete shall be proportioned using Type I - II sulfate - resistant cement. E. Provide (3) - 2x10 headers over all door and window column bearing location with (2) - #5 reinforcing bars and grout EXSTG. EXISTING T&G TONGUE & GROOVE � Admixtures containing chloride salts shall not be used . openings, with one 2x6 trimmer and one 2x6 king stud continuous to foundation unless noted otherwise. (E) EXISTING T.O. C. TOP OF CONCRETE QU SIMPSON PC66 � d. Cold weather concreting procedures sholl be provided as recommended each end , unless noted otherwise. m. Masonry walls, including site walls, shall have a continuous horizontal EXP. EXPANSION T.O. F. TOP OF FOOTING in the ACI Manual of Concrete Practice. F. At beam bearing locations in stud walls , provide multiple- bond beam consisting of (2) -#5 bars and solid grout at the top af the EXT. EXTERIOR T.O. L. TOP OF LEDGE 0 SIMPSON HHUS5. 50/10 W/ ( 40)- 16d NAILS � e. Anchor bolts for beam and column bearing plates shall be placed with stud posts equal to width of beoring member unless wall and at 8' -0" maximum vertical spacing unless noted otherwise. F.D. FLOOR DRAIN T.O.M . TOP OF MASONRY setting templates . noted otherwise . n . Openings in masonry walls shall be reinforced with a #5 reinforcing 0 SIMPSON W11 � � bar in a vertical routed cell each side of the o enin and 2 5 FDTN . FOUNDATION T.O. TOP OF f. Expansion bolts shall be located at a minimum of 6 bolt diameters 2. Interior load bearing walls: 9 P 9 � � - # FLR. FLOOR T.O.W. TOP OF WALL from concrete edge and spaced at 10 bolt diameters unless noted A. Interior load bearing wolls are 2x4 or 2x6 studs (as bars in a horizontal bond beam above and below the opening . Extend Q FOR CLR. SPANS UP TO 8' - 0 USE SIMPSON � otherwise. indicated on plan) � 16" o.c. with 1 /2" gypsum reinforcing and grout 2' -0" past opening on all sides. FRMG. FRAMING THRU THROUGH LB212 (SLOPED). FOR SPANS GREATER � g. Anchor bolts for wood sill plates shall be placed at 4' -0" maximum wallboard both sides unless noted otherwise. Cop with a o. Masonry walls shall be grouted only at those cells containing FTG. FOOTING TRANSV. TRANSVERSE THAN 8�- 0 USE Q spacing with one anchor bolt at 12" from each end or corner and double top plate installed to provide overlapping at reinforcing steel unless specifically authorized by the engineer. GA. GAUGE TS TUBE STEEL COLUMN a minimum of two anchor bolts per piece. corners and at intersections with other artitions. If GALV. GALVANIZED TYP. TYPICAL � � � P GENERAL REQUIREMENTS: GEN . GENERAL U. N. O. UNLESS NOTED OTHERWISE � � h. All exposed edges and corners shall be chamfered 3/4". overlap is not possible, strap top plates with metal strap � � i. Concrete floor slabs on grade and on metal decking supported by steel ties (Simpson ST292 or equivalent) . G.L. GLUE- LAM VERT. VERTICAL ��, � a . Structural erection and bracing : The structural drawings illustrate the � r-, framing shall have sawn or tooled control joints at a maximum spacinq 8. Floor or raof framing members must be aligned to bear GYP. GYPSUM /GYPCRETE V. I .F. VERIFY IN FIELD completed structure with all elements in their final positions, properly � � � of 15 ' - 0 " in each direction . Locate control joints along column grid within 5 inches of the studs beneath . HDR. HEADER W. F. WIDE FLANGE _ lines where possible and provide slob isolation oints around columns. C. Provide (2)-2x10 headers over all openings in wall , with supported and broced . The Contractor, in the proper sequence, shall HORIZ. HORIZONTAL W. P . WATERPROOF cP r, j. Concrete coverage for reinforcing steel (ACI 31 �- 95): one 2x4 or 2x6 trimmer ond one 2x4 or 2x6 king stud provide shoring and bracing as may be required during construction to HT. HEIGHT W.W. F. WELDED WIRE FABRIC � � � O 1 . Concrete cast against and permanently exposed to earth 3" each end , unless noted otherwise. achieve the final completed structure. Contact the structural engineer for W, 2 . Concrete exposed to earth or weather : D. At beam bearing locations in stud walls , rovide mulit le - consultation (not in contract) as required . INT. INTERIOR WD. WOOD c�, P P INV. INVERTED W/ WITH � � � Q A. #5 bar ond smoller 1 1 /2" stud posts equal to width of bearing member unless b. Existing structures : If construction adjoins an existing structure, 3" B. � 6 through # 18 bar 2° noted otherwise . contractor shall be responsible for verifying dimensions, elevations, K KING STUD W/0 WITHOUT � 3. Concrete not exposed to weather or in contact with ground : 3. Floor Construction : framing , foundation and anything else that may effect the work shown 1 1 /2" � � � A. Slabs, walls, joists (# 11 bar and smaller) 3/4" A. Provide 3/4" thick APA rated Sturdifloor rated 24" on the drawings. Underpinning , shoring and bracing of existing v�. �j B. Beams, columns 1 1 /2" o .c. , tongue and groove exposure 1 . Glue ond nail structures shall be the responsibility of the contractor. � � panels to all supports. Install sheathing with long c. Dimensions: Check all dimensions against architectural drawings prior � � REINFORCING STEEL: dimension perpendicular to joists and end joints to construction . Do not scale drawings. �' � � staggered . d . Construction practices: General Contractor is responsible for means , � a . Detailing , fabrication and placement of reinforcing steel shall be in 8 . Provide solid blocking between floor joists at all bearing methods, techniques, sequences and procedures for construction of � accordance with the ACI Manual of Concrete Practice. locations . Blocking material shall match the floor joist this project. Notify structural engineer of omissions or conflicts - - - - - - rrr��r - - - �- W 12x26 RIDGE BM . 1 " RETURNS 3�16" r ,� � b. Except where otherwise noted on the drawings, reinforcing bars shall material . between the working drawings and existing conditions. Coordinate � 1 � � conform to ASTM Specification A615-79 and shall be grade 60 except 4. Roof Construction : requirements for mechanical/electrical/plumbing penetrations through ,y ties, field bent bors where permitted by note on plan , or bars to be A. Provide 5/8" thick APA plywood Sheothing rated 40/20, structural elements with structural engineer. Jobsite safety is the sole 1� � welded , which shall be grade 40. exposure 1 . Install sheathing with long dimension responsibility of the contractor. All methods used for construction �7 a c. At splices in concrete, lap bars 36 diameters. At splices in masonry, perpendicular to rafters or trusses and end joints shall be in accordance with the latest edition of the UBC. �� lap bars 42 diameters. Do not weld or use mechanical splicing staggered . e. It is the responsibility of the contractor to contact the structural 1�L o � � � ~ devices unless specifically approved by engineer. 8 . Plywood sheathing shall be applied continuously over the engineer at the appropriate time to perform site observation visits . , '� o� o d. A t corners, ma ke horizon ta l bars con tinu ous or provide corner bars. prima ry roof inembers (rafters or trusses) below Observation visits to the jabsite by the engineer are for dete�minotion _ _ _ _ _ � � � � Around openings and steps in concrete, provide (2) -#5 bars extending overframed areas to provide adequate lateral stability. of general conformance with the construction documents and shall not - - - - - p � 2' -0" be ond ed e of o enin or ste C . Provide wind seismic anchors at su orts for all roof be construed as inspection . `� � Y 9 P 9 P• � PP 4" � e. Extend reinforcing steel a minimum of 24" through cold joints . Unless joists and trusses. See nailing schedule. f. Though every effort is made to provide a complete and c lear se t o f r, specifically located on plan or details, coordinate cold joint locations D. Provide solid blocking between roof rafters, trusses and construction documents, discrepancies or omissions may occur. (3) - 1 3/4xt 1 7/8 LVL � � with engineer. lookouts ot all bearing locations. Blocking material shall Release of these drawings anticipates cooperation and continued � � � f. Welded wire fabric shall conform to ASTM Specification A- 785. Lap match rafter, truss chord , or lookout material . communication between the contractor, architect and engineer to welded wire fabric o minimum of one full mesh plus two inches. Laps 5. Wind Bracing : provide the best possible structure . These drawings have been � shall be wired together. A. Walls over 4 feet long which are sheathed with gypsum prepared for the use of a qualified contractor experienced in the g. Metric bar size conversion table: wallboard on both faces and are indicated as shear walls construction techniques and systems depicted . METRIC INCH - POUND on plan have been designed to resist wind forces in 2 SCALE: 3 4" = 1 ' - 0 " � � 10 3 accordance with Table 25- I of the UBC. NAILING SCHEDULE S1 13 4 B . At shear walls, screw 1 /2" gypsum wallboard to all studs � � 16 5 and to top and bottom plates with #8 X 1 1 /8" drywall � g 6 screws at 7" maximum spacing . 2x floor joist to girder, sill or wall plate (toe�ail ) 3- 8d 22 7 C . Exterior plywood or OSB wall sheathing is required unless I - joist to girder, sill or wall plate (down thru bottom chord) 2- 10d � � 25 8 specifically deleted by engineer. 29 9 � 32 10 STRUCTURAL STEEL: Sole plate to joist or blocking ( face nail ) 16d � 16" � 36 11 Top plate to stud ( end nail ) 2- 16d a . Structural steel shall be detailed , fabricated and erected in accordance STRUCTURAL WOOD FRAMING: with the most current editions of AISC Specifications and Code of Stud to sole plate 4- Sd (toenail ) or Standard Proctice. a. Except where noted otherwise, all 2" nominal lumber, except studs, b. Structural steel rolled shapes, including plates and angles, shall be 2- 16d (endnail ) shall be Dou� las Fir- Larch #2 and better, and all solid timber beams ASTM A36 . Tube shapes shall be ASTM A500 grade B. Pipes shall Double studs (face nail ) 16d � 24" and posts 3' nominal and wider shall be Douglas Fir- Larch #2. be ASTM A53 grade 8 or ASTM A501 . b. Studs shall be Stud grode and better pouglos Fir- Larch ar Hem Fir. c. Tube shapes are actual size as specified an plan . Pipes indicated Doubled top plates ( face nail) 16d � 16" � WOOD COL. FROM ABOVE c. Built- up posts shall consist of Douglas Fir- Larch or Hem Fir #2 or on plan are nominal (approximate inside diameter) and refer to AISC designed by TDH better 2x4 or 2x6 studs per plan and shall be nailed together with 2 pipe schedule dimensions . Top plates, laps and intersections ( face nail) 2- 16d � rows of 16d nails � 6 " on center along each stud . d . All bolts used in steel framing shall conform to ASTM Specification , d�awn by d. Built- up beams consisting of multiple 2X members shall be nailed A325. Anchor bolts and bolts used in timber connections may be Continuous header, two pieces 16d � 16" APPRO ° �.� = checked by together with two rows of 16d nails spaced at 12" on center, or ASTM A307 . Bolt sizes shall be 3/4" diameter unless noted along each edge with two rows t /2 " diameter thru - bolts spaced 24" on center. otherwise. Community DevE � � e. Top and bottom plates shall be Douglas Fir- Larch or Hem Fir # 2 and e. Bolts used in structural steel framing shall be the break-off, torque Continuous header to king stud (toenail ) 4- Sd �� issued better. Plates placed directly on concrete walls or slabs shall be indicating type, or torque inspection shall be provided as required by �1 Bullding Safety & ` .:E, � _ pressure-treated Hem Fir #2. the building inspector. Ceiling/floor joists, laps over partitions ( face nail) 3- 16d TQ� �FV� " ' _ PERMIT � 4 �26 �01 f. Wood beams bearing in beam pockets in concrete or masonry walls f. Typical framed beam connections shall consist of pairs of 1 /4" angles __ ___ shall beor on a treated 2x6 bearing block. Provide 1 /2" clearance using the maximum number of bolts called for in Table II -A of the Ceiling/floor joists to parallel rafters (face nail ) 3- 16d Seetwn �o6.e3, UoltormBow� �Y, Va9mqatrvmiG � ;���,�, _ FINAL 05 /18 /�1 around end of wood beam . Block against sides of beam pocket with AISC Manual (ASD Ninth Edition� . � ���g �� apmm� a �pp�vvudpW, �edBo�ommd o� -=` 3="- �Aall na be wnsaved ro be a petm@ tq a a appmvd of, eny 'olation of Solid- sawn rafter to plate 3- 8d toenails myof �ne �„s,o� ,f„� �xQ�r • ,;_.: _�::��_'� REVISED 05 /21 /01 treated 2X blockin to rovide lateral su ort for beam. g . Expansion bolts shall be wedge type "Hilti", "Rawl ", or "Red Head " or r �oyaheradmmmwu�e �;sa;aion. , .;; -__�:;r�=*- g p PP . . . . . or Simpson H 5 permiu p�cs�m;ng to give �weority ro vbVm or c�osl Me p,ov' �ons o( °� Within floor oists s aces beneath solid or built- u columns noted on approved equrvalent with the following mmimum embedments: `b - - " =-== - REVISED 06 /18 �01 9 • 1 P P code or other ordinanca or t6e Jutidktiw thell oot be valid. _= u,,;�-_--- j plans, blocking of orea equivalent to column above shall be provided . 1 /2 " diameter - - - - 2 1 /2" I - 'oist rafter to late down thru bottom chord 2 - 12d 'rnecss�a�ceora � baseaoo = - ` - Door or window trimmers consisting of a single stud do not require 5/8" diameter - - - - 3" � P � � v�^N M+m. roa+fica�;oosane _. _ ::_ .. -: special blocking in the joist space. 3/4" diameter - - - - 4" o�uoot r : �� � g � ., �., � ,�i,o���a.�ng vee uildmf ' � �/ h . Exce pt as noted otherwise, minimum nailin g shall be provided as h . Adhesive anchors called for on the drawings shall be glass capsule Built- up corner studs 16d � 24" � g e o y othce�t 1.� . . w � o � �mr ���hen m violetion of ttus c.a1c or �i / . . � _ specified in the ' Nailing Schedule" on the drawings (UBC Table 23-II -B- 1 ) . types such as "Molly Parobond " or "Hilti H V A" anc hor sys tems. Built- up beams (each member to adjacent) 16d � 12" e�rors �� s � i�,s � r.r��eo�sana [ .M.Y i . Bolts used for wood fram �ng connections shall be installed with Minimum embedments, rf not specrficallX indicated on the drawings, olong each edge n� / _ ss � n f cturer s s ecifications. INiTIALS: S�-_ _ �_„ � �: ��� / ... _. - standard washers and nuts . shall be according to the ma u a p / __ _____ j. Unless noted otherwise , steel connectors such as those manufactured i. All welding shall be done by an AWS qualified welder. Plywood or OSB roof/wall /floor sheathing 8d � 6" along edges :4LL -___ by the Simpson Company shall be used to join rafters, joists or beams j. Delay painting within 3" of field welds until welds are completed . 8d � 12" intermediate supports � � to other beoms at flush -framed conditions. Use all specified nails. k. Where corrosive soil conditions exist, steel angles that are used to _ f N�"��M� � Connector conditions not otherwise noted shall utilize Type U or Type support exterior stone veneer shall be galvanized and shall be ottached __ ==___N=z��� h HU hangers of a size specifically designed for the member supported, to the foundation with galvanized or stainless steel expansian anchors. NOTES: - _ 2x BLKG. as shawn in the manufacturer's published tables. Contact structural 1 . The nails in this schedule are common wire or box nails. If cooler, sinker, or other types of nails TO MATCH �('�� �ii v�l� englneer for details as required. BACKFILLING: are used, contact engineer for required spacing and sizes. ._ �_ *�* COL. ABOVE � �� k. Wood nailer plates installed on steel beams or concrete walls for top - 2. If staples are used, contact engineer for required spacing and sizes. i__,„�;;-'- flange hangers shall be ripped to match the width of the wall or beam a. Do not backfill against retaining walls until supporting elements are in 3. This schedule indicates minimum requirements for nailing. Where special conditions exist, use -_____ - �:� F� � : flange . Nailer plates supporting top flange hangers from one side only place and securely anchored , or adequate shoring is installed . the specified nailing indicated on the plans and details. _ - � shall be installed flush with the face of wall or beam flange at the Concurrent backfilling of each side of a retaining wall to final grades hanger locations. as indicated on plan or section is required unless temporary shoring is �� I . Manufoctured joists shall be from an approved manufacturer and shall installed . be equivalent in load carrying capacity and deflection criteria to b. Verify type of fill with soils engineer and structural engineer prior to TJI/PRO 250 or 350 series joists in depths and spacings indicated backfilling . on plan . Provide blocking , bracing , web stiffeners and other � TYPICAL BLKG. IN JOIST SPACE SCALE: 1 1 /2" = 1 ' - 0" accessories os required by manufacturer. S1 � � B # 0104 - 08 4 " NOM . CONCREfE SLAB ON WATERPROOF MEMBRANE ON SOLID BLKG. 1 1 /8 " PLYWOOD AT GARAGE. BTWN . LOOKOUTS � 2 2x6 STUDS � 16 " W/ REINFORCE SLAB W/ 6x6 — EQ . EQ. 1 /2 " PLYWD . OR OSB W1 . 4xW1 . 4 W .W . F. THROUGHOUT. $ _ - - _ „ (9 ) - 16d NAILS MIN . �� SHEATHING PROVIDE 1 DEEP SAWN OR W 10x60 EA. SiDE TOOLED CONTROL JOWTS AT 15 — 0 , ,. 3 — 16d NAILS --y � - '� MAXIMUM SPACING . � � �� ` �� � ` INTO EA. LOOKOUT f 2x12 �AP 2x12 BTWN . � � s :z �:� , ° ' RAFTERS (2) - 2x12 ' � o � � er ' ° - - - ° 99 - 8t � O • 0 0 M • \ • ���eA�s�oc� - � , ':. . 2x BLKG . � 16 " - - - T. 0_ PLYWD . � . � \ GdO,�t�� �4 t=,- ; ; (2) - 2x6 INTERIOR RIM . Q TYP . 2x12 STRUCTURAL ( 3) - 16d NAILS �a ��`� - SUB - FASCIA (SEE PLAN ) INTO EA . LOOKOUT CAP Ff' : ( E) - 2x8 TRTD . R x5x0 ' - 5 W/ -� 1 3/4 x 1 1 7/8 LVL � 16 " 2x12 LOOKOUT T OL. PER 1 /2 THRU - BOLT RAFTERS � 24" � 2x6 STUDS � 16 " W/ �N EA. SIDE WEB CONT. 2x10 LEDGER W/ 3/4 " � x 6" � EXP . ANCH . C�D 12 ", TYP . 1 /2 " PLWD . OR OSB � SHEATHING � � � EXSTG . CMU WALL a�i °' � U � o' `n I I 10 SCALE : 3 /4" = 1 ' — O " 8 SCALE : 3 /4 " = 1 ' - 0 " 6 SCALE : 3 /4 " = 1 ' — O " �2) - 2X � 2 ( 1 ) - 2x12 Z � � � � rnrn S2 S2 S2 �j � �.-. 5/8" PLYWD . PACK TJI WEB SOLID 2x6 STUDS � 16 " W/ Z �' � � 1 /2 " PLYWD. OR OSB Q •- `-"" � 2 SHEATHING J � � 8 CONT. 2x12 STRUCTRUAL SUB - FASCIA, SEE PLAN 2x6 STUDS � 16 " W/ � 'p, cv °�° 1 /2 " PLYWD. OR OSB � 2x DECKlNG PER ARCH . ON ,. . .. z � ,� � SHEATHING RIPPED SLEEPERS ON WATER - 4 SCALE : 3 /4 = 1 - 0 O � �- � . � TYF' . _ 2x12 RAFTERS 2x DECKING PER ARCH . PROOF MEMBRANE S2 � m o „ 11 7/8 TJI 's PER PLAN C� 24 1 3/4x7 1 /4 LVL RI M 1 /2 " SPLYWD OR6 ,0 B/ � a � 4 - 16d NAILS INTO ( 2x10 RIM � SIM . ) 1 2" � x 10" A. B . ' s � 48" � + SHEATHING � 2 x 1 0 B L K G. B T W N . EA. RAFTER • • • - • • � TYP . 1 /2 " EXP . MAT' L, TYP . IN CONT. TREATED 2x8 F� � RAFTERS @ BRG. �� , -. - - - - - - .- - .- - . 100 - 0 � , _ 6 „ 2x8 DECK JOISTS � 16 " TJI JSTS . PER PLAN W/ ° ° . � ° T. O. W_ & (2) - 2x8 JOISTS (CANT. ) (2 ) -2x8's SISTERED TO ° 2x6 ,� STUDS � 16 " W/ - � 16 " W/ ,� ( 2 ) - lOd ( 2 ) - 1 3/4x1 1 7/8 LVL EA. JOIST \` \\` \\\ \. \ , ° \\i/\\i\ \ .`� �, T. O. SLAB � � � ,. 1 /2 PLYWD . OR OSB _'�- NAILS � 6 , TYP . i p i i i . o �rr��i �� � SHEATHING .. �� � � „ � ,� :\/\�� �' , \�\\°� � [ ( ) ] 2 - 1 3 4x7 1 4 LVL W 4 CONC . SLAB '�i�i�! ��%�.! � 2x6 STUDS C� 16 W 1 - 2x10 SISTERED � SlM . 1 /2 PLYWD . OR OSB � 23 - 16d NAILS C� 6 EA. ��!� SHEATHING MEMBER � � 9 SCALE : 3 /4" = 1 ' - 0 " � SCALE : 3 /4" = 1 ' - O " 5 SCALE : 3 /4 " = 1 ' - O " ° o � S2 � � S2 4. _ � .. S2 a a ° ;.� � I I I � � � INDICATES EXSTG. FNDTN . � � I I o � I I I ( WALL & fTG . , TYP. I #5 DWLS x � � � � � NOTE : CONTACT ENGR . W/ ANY � � � ! � 24" �. � ° a ° ( 1 ) - #5 CONT. MID - HT � � � � � I I I I VARIATION OF EXSTG . FRAMING / � � s " � � � � � � I MATERIAL TO THAT SHOWN #5 DWLS EPDXIED INTO I j � � � _ � � a � J � � EXSTG . FTG . [ ( 6 ) - LOCATIONS] . � I < ( 2) #5 ' s CONT. HORlZ. � I I � � • TOP & BOT. 96 ' - 2 � - - - J I � � I POUR 12 " DEEP FTG . I � I I � I IL — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — JI � ! ° T. O . F. I � � , � � I � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J , ° ° � � � � � I I I � � I � r- - - - - - - - - - - - - - - - - - - - -i � - - - - - - - - - � - - - - - - - - - - - - - - - - - - - - � r - - - � - - - � — - - - - - � I I � °� ^ - - a . I � I � ��Ir- - - - - - - - - ---li�ir-- - - - - - - - - - - - - � � � � - - - - � - � � II 4„ $„ 4.. � � � F-� � � I � I I L I � I I � � I o 3 ' - 6 x 3 ' - 6 x 1 ' - 0 I � ' I 2 \ � I � ! I PERIMETER DRAIN �L � � I � o � � � � - 4 � PER SOILS ENGINEER � ^ + � L � I � � � � w , CONC . FTG . W/ (5 ) — _ S2 � �, � � 0 3 �� � I I � II I � � I � #5s x 3 0 EA. WAY II I � `� � II � I _ � O � , „ , ,, o „ , „ � NS2 � i i � I I I I � 1 - � a - � I I I I + � I � 3 SCALE : 3 /4 - 1 - O � � � I I I � ii � � ii , ii ii � � _ —� s2 � O I li il I � i � , 00 — o li � I li � I � � —� � � � I I � I I T. O. ( E) SLAB I I I I 2' - 9 1 /4" I � � I 9 ' - 11 1 /4" � I I I i I � T. O . W. = 100 ' - 0 I I I I I I II � I I I I I � ^ T. O. F. = 96 - 2 I I I I � ( ( I I I CRAWLSPACE I � � I � � � I I � � � I I II II I � I I I I II II � o TS COL REF. PLAN � -L- — --� � jl � � � � I � � I . . _ , II II I ! � I � � - - - - - - � � � I I 3 - 0 x 3 0 x 1 - 0 � � � I I I I S2 � - � � -__� I I L— — — — — � — =�J ��___— CONC . FTG . W 4 - I I BASE 1� : 5 8x10" x0' - 10 � � � I � � L - - - — - - - - - - - - - - - - - � � � I I � I I I W/ ( 4) - 1 /2/ � x 10" I � � - - - - - - - - - - - - - - - - - - #5 s x 2 - 6 EA. WAY — ! ! # 5 DWLS ,x 2 ' - 0 „ EPDXIED I � � � „ „ I I � I I ' � I � I I � CRAWLSPACE � � A . B . ' s ON 1 " MIN . SHIM I I � INTO 3/4 � x 4 HOLES I I & GROUT � IN FULLY GROUTEQ CELLS * I I I I 4 CONCRETE SLAB ON 4 CLEAN � � � I I I � ' p � I I ' � I I � I .. I I GRAVEL BASE ON UNDISTURBED � I I � � � $ � N P • � � GRADE OR COMPA C T E D S T R U C T U R A L � � I I � � I I I � � _J I I I I I � � I � � I F I L L P E R S O I L S E N G I N E E R. I I � � I I I � � � � I I I i REIN F O R C E S i A 6 W I T H � � I I I � I � + I I I I � I � I I 6 x 6 -W 1 . 4 x W 1 . 4 W E L D E D W I R E I I I I I � I � � � FABRIC THROUGHOUT. PROVIDE 1 " � � I ( N 10 � � _� I I I I I ' ! I � � I I D E E P S A W N O R T O O L E D C O N T R O L I � I I ( I � S 2 I � I I I I I � � I JOINTS AT 15 - 0 MAXIMUM � � I I I I I I I I � ��%� II I� i�i = ,,�� �� �, �� �� � �i�i��i�� ��� ,�. ~ Z � I ( S PAC I N G EAC H WAY. I � I I I I ''i I � I I I I I I `��,��i���iri�i��i �J I � �������������' w � Q � `�`o;`i���i s_ _ � _ � _ � i i i . o a � � � � I I ! I �,���� — `�``� � I � � I � I � I I I � I I � I I I I I I I DEMO . EXSTG . MSNRY WALL �,. ..i � � T. O. W. = 100' - 0 � � I � AS NECESSARY FOR GAR . I � � I I � T. O. F. = 96 ' - 2 � � I I � � I � ENTRY. ( SEE SECT. 1 /S2 ) � � I I � � I I I I I I � SEE PLAN FOR REINF. I c� � I I I I CRAWLSPACE � I I � � - - - - ----—�� I I I I I EQ . EQ. � I I I I I I � � - - - - - - - - - - - I � � I � � I � � - -____ - - - - - - - - - - - � � _ _ _ _ _ _ _ _ �J � SEEPLAN FOR WIDTH � I I I � II f- - - - --�� L - � I � � I I � I I � ! � I r = _ _ _ _ _ _ = JJ 2 SCALE : 3 4 ,� , .� / = 1 - O � I I � � � I I S2 I I � � I ' II I � � � � — — I � � � I I S�J I S2 � � �-- - - — — - - — - - — - -� II II � - - — - - - - - - — - - J _�� � _ - - - - - - - - - - - - - - - - - - - -� �—— - - - - - - - - - - - - - - - - # 5 DWLS x 2 ' - 0 EPDXIED ! designed by DH - - — INTO 3/4" � x 4" HOLES 4" NOM . CONCRETE SLAB ON 3' - 5 1 /2" � IN FULLY GROUTED CELLS * WATERPROOF MEMBRANE ON drawn b � - y MAB � \ C�? 8", TYP . 1 1 /8 " PLYWOOD A7 GARAGE. � � REINFORCE SLAB W/ sxs — checked by � T. 0_ W. = 100' - 0 � W1 . 4xW1 . 4 W.W . F. THROUGHOUT. - c INDICATES NEW CONC . T. O. F. = 96 ' - 2 3' - O" N PROVIDE 1 " DEEP SAWN OR 1 ' - 6 issued � FNDTN . WALL & FTG . , TYP . TOOLED CONTROL JOINTS AT �� � * OPTION : USE EPDXY SCREEN , „ # 4 DWLS X PERMIT 04 /26 /01 � INDICATES EXSTG . DEMO . EXSTG . MSNRY WALL TUBES � HOLLOW CELLS 15 - 0 MAXlMUM SPACING . ( EPDXY INTO EXSTG . CMU :I ! CONC . FTG . , TYP . AS NECESSARY FOR GAR . ) FINAL 05 /18 01 ;� ENTRY. (SEE SECT. 1 /S2) , # 4 CONT. HORiZ . REVISED 05 �21101 � REVISED 06 /18�01 � INDICATES EXSTG . FNDTN . WALL, nP . N O R TH n 1 ° ��� , �8 1 a ° d ° a - FC� U N D ATI ON P LAN � � - � - � � T. °. P �YW° . - - � - - - - - - - - - - � , _ SCALE : 1 4 - 1 0 , A 99 3 3 8 ; I ��0�����������` T. O. M SN RY. ^ PLAN NOTES �` �` �'''� ., � : �,,� , � � 1 . ELEVATIONS OF CONCRETE FOUNDATION ELEMENTS INDICATED ON PLAN THUS: , � CONT. TRTD . 4x4 W/ T. O . W. = TOP OF CONCRETE WALL T. O . F. = TOP OF CONCRETE FOOTING �� �� ° THESE ELEVATIONS RELATE TO 100' - O AS A REFERENCE ELEVATION AT THE 1 /2 � x 8 EXP . sheet �;: a; MAIN FLOOR , AND DO NOT REFLECT ACTUAL SITE ELEVATIONS . ANCH . s � 48 � 2 . TOP OF FOOTING ELEVATIONS ARE BASED ON FINDING ADEQUATE SOIL BEARING 1 3/4x11 7/8 LVL' s '- CONDITIONS AT THAT DEPTH . CONTACT ENGINEER IF OVEREXCAVATION IS REQUIRED . � 16 �� EXSTG . CMU FNDTN . WALL (CUT TO �r RQD . HT . ) > 3 . STEPS IN TOP OF CONCRETE WALL INDICATED : � , � 1 3/4x11 7/8 LVL BLKG. ' � 4. CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH CONCRETE FOUNDATION PANELS C� 16 " '� WALLS UNLESS NOTED OTHERWISE. . 1 SCALE : 3 /4" = 1 ' - O " � 5 . CONCRETE FOUNDATION WALLS ARE 8" THICK AND CONTINUOUS FOOTINGS ARE 8" S2 ' THlCK x 16 " WIDE UNL_ESS NOTED OTHERWISE . -- 6 . DO NOT SCALE DRAWINGS . JOB # 0104 - 08 .<S'c�'�'�-,�-. /_- �� T� _ '� . �\� � �-� ` - -' � `� t I I I i i � r � , 1 �: A 6— \ .\\f � R �.9 ) , a . � I I i�� a; _ . .. � � � .3 � .. i� 4, • � r I I I a1 . � I I � I 11 7/8 TJI/PRO - 250 � 16 " � � '` ' ` � I � s r' I I 4✓ // I I � � � ,£ : *C, !l ry t, J � +�o +�o � I � ' , h.: .��., � J I I ANCHOR STUDS TO FULLY- ��' i�' �, ANCHOR STUDS TO FULLY- ( � - �-�`� GR�OUTED CMU WALL W/ ,3 /4" � `L � GR�OUTED CMU WALL W/ �3/4" � I � �; � ( 3) - 2x1 I � x8 EXP . ANCHORS � 12 VERT. x8 EXP . ANCHORS � 12 VERT.I � ' � - ' 4- �- - - - - - - - - - - - - - -I � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J � ` � � I - - - - - - - - - - - - - - - - - - - - � - - - - - - - - - - - - - - - - - - - - - - - - - f - - - - - - - - - - - - - - - - - - � g i � - - - - - - - - - - - - - ��j - ��i _ - � p - - - - � � ( 2) - 1 3/4x 11 7/8 LVL � ° I � � � � � � N ` � � — - - - - - - - - - - - - - - - -� � INDICATES EXSTG . CMU FN �TN . NOTE : CONTACT ENGR . W/ ANY �, L - - - - - - - - - - - - - - � i II � � 3 Z -- J � 1 - 1 3 4x11 � $ �v� � � �� F, � � VARIATION OF EXSTG . FRAMING / ��, � ,� s2 � ° LL � - - - - - - - - - - - i � � � � � _ � � .- � � Q - - - - �°0o- - - - - - - - - - � � MATERIAL TO THAT SHOWN • °' °' ; Q -rr � i � . : iiN �� � P ii � -� � � o � � � I I I - - - - - \ �� 1 - 1 3 4x11 7 8 LVL , L ^ - - f7� - - - - - - - - - - - --� � Z -� o� m � � � - - - - - - - - - - - � � � r � I W F� STEP T. O . � � � � o � I I � � v - - - - - - - PLYWD . - � - - - --� - - _ � rn rn `L � � � E SLAB ON GRADE L� � _ _ _ _ _ _ _ _ .� I � ) � � - � - - - - - � CRAWLSPACE I I � � - - - .-.� � � � - - - � ( I M � ACCESS � � � z � rn � ( - - - - - - � _ .- �.� � i i - - - - - - - - - - - � � 100' - 0 I I � � QR TYP . � I I � � � a�i ao LL - - - � � T. O. ( E ) SLAB � � - = - - - - - N , + I I x I I g - - - - - - - - � I I X �- �, ��1. I I �s i i � c u' � � � � � L - -`� - - - - - - J I i � i I � � z °' � � I I - - - - - - - - - - - -a � � � w D TYP, I I � I ( � � � ao - - - - - - - � � � J � I I - - - - - - - - - I I \' I I S2 U - - - - - - - - - - - - J � - - - - - - - - - - - - - - - - - � = : � o ° � �________ � - - - - - - - J � - - - - (3) - 1 3f4x11 7/8 LVL , I I �a .� . P0 � � I � � mc� � I - - - - - - � - - - - �- � - - - - - - - - I I � � � � � G O � rr - - - - -1 4x� 1 L�7L � I SIMPSON MIT5 . 31 / 11 . 88 � � w _ - FQ� � ,� � � ° Q ANCHOR STUDS TO FULLY- „ � � I I I � � � a � � GROUTED CMU WALL W/ 3/4 � I I ° � J � � � \r � �- F- - - - - - - - - - - - - - - - - - - - - --� z „ .. I � I I w � � I i cn � � i � g x8 EXP . ANCHORS � 12 VERT. � � � \ � � - - - - - - - - - - - - - - - - - - - - ---I a I � I I o • � . I I I I � I zo � I I I X � � �� I I LL - - - - - - - - - - - - - - - - - - - - � � f= 1 0 � 99 - 8 t i I Q � � I I I o � —1 T. O. PLYWD . I I f--- . � w = ( I I I I S2 I � � � oX � o � � ORTH �' ' LOWER FLODR FRAM I N G PLAN SCALE : 1 4 — � o � I - - - - - - - - - -� - - - - - - - - - i i O � � L OTYP . � TYP . � I I � w � J � I I » > » ,� � � , I I � _ � � � I I - - - - - - - - - - (� - - - - - - - - - � � w � � I I � TYP . � o � w � I I � " " � � PLAN NOTES : ( � g _ _ _ _ _ _ _ _ _ J � N � CONT. 2x10 LEDGER W/ 3/4" � x 6 " � � Q I I � (- r - - - - - - - - - - � � � � � EXP . ANCH . � 12 ", TYP _ I I ~ ' � � � x � 1 . INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS: � II N - - - - - - - - � ox rr - - - - - - - - - -^ — i � g ii ii � wii I I ``' � I � � � 2 . POSTS BELOW ARE INDICATED : ❑ NON - CONTINUOUS POSTS FROM ABOVE ARE INDICATED : � � � � F- - - - - - - - - - - v - - - - - - - - - � � - - - - - - - - - - - - - - - - - - - - � I � � � ( � � - - - - - - - - - - - - - - - - - - - - - � 3. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR , EXP . 1 , SPAN � - - - - - - - - - - - - - - - - - - - - -� I � I r - - - - - - - - - - - - - - - - � - - � RATING 24 O. C. �� � �- �- - - - - - - - - - - - - - - - - - - - - � -1 CONTACT ENGR . W/ ACTUAL ELEV. OF � I r � � 4. WOOD BEAMS ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED ( DROPPED ) . � � � I L _ - - - _ - - - - - - - - - - - - J EXSTG . FNDTN . WALLS � � - - - - - - - - - - - - - - - - - - - - � � _ �� _ _ _ _ _ � _ _ _ _ � _ _ _ _ _ � � L _ - � - - - - �. - - - - - - - - - - - - - 5• „ O �� INDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE . 6 . E ) - INDICATES EXISTING MATERIAL, AND ( N ) - INDICATES NEW MATERIAL � SLAB - SEE FOUNDATION PLAN � � � O � � � � � S2 � � � � W � � o � � � � � � � � � � � � , � � � �, � � , � � � � _ � ' � `�+ ' � � � � i � � � I i - INDICATES EXSTG . STUD WALLS � l � �I `� �O +�O +`O � � � �o Ll- - - - - - - — � i�'+ �`L+ �`L �`L � � �T� � . �-�.. . . �_ � � � �` � � � ' F� � ti �i' � I � � F, i ; � ' ,,iu�i L i _____________________ - - - - - - - - - - - - - - - - - - - - - - - - - - � -. — �- - �- -- — - - - - - - - - - - - - - - - - J , - - - - - - - - - - - - - - - - - - - - - - - ; : �� :� - ; � , — - — - - - - - � � - — — - — — - — - - � — — � - - -- - - . - - - : _ — - - � - - - - , � ; ( 3 - 1 ��4 11 /8 LVL� rK YP . ( 2) 1 /4 1 1 7/8 LVf� , r i i i � i I � � ; - - - - - - - -� � +�o � � _ � � o a � : � ; � � � � �� ' > , �fx � � � � � � x CA T. Ls I ' ' - - - - - - - - � ' � � J . � I ? � � ; I � ��ks 11 �/ LVL ; , �' +�o , ' : i �� � ; , ` 3 ; �. ; , � � , M � , i � � i I -�!, � 1 � � '`26 j � , - - - - - - - - - 'I - .-� ' N ao {•, J I � _ . ' � -1- i , � 2�� 1 i 3�4 � � 1 1 7/8 LVL ! � � , ., r� : QK TYP . j I � ' - � � � , -- - - - - - - - - - - - - - - I � CANT. 2x 10 s � 16 �� ; � rn � � � "- � , � , � i , � _ I ( 2) - 1 3 f 4x9 1 4 LVL � SISTERED TO TJI ' s W! , ' 109 ' - 0 x ` x I ' I I ` � - ( 2 ) - 10d NAILS � 6 ' � ; ; � � ; - - - - - - - - - - - � � T. O. PLY D . � i ( ; (3 ) - 1 � . 3/4x ' � �, -', 0 � � � i i j 11 1 /4 LVL ' I � I � ' - - - - - - - - - - - - - - - - - � � � � � 2 I I ' I I I � � � :i I� I � �i ; M : ' ' - - - - - - - - - - - - - - - � , ; N i � � � � ; + ( 2 ) - 1 3�4x9 1 /4 LVL � � � I ; � � ' � I I x � � , . ; � I. 6 � � � � 6 � � - - - - - - - - - - - - - - ' ��.� : � � , ; + I ,2 I I I I I I I �; - ~ � ' �� � I I I I I I I I I `�'i � SIMPSON LUS210 , TYP . ' : � ! TDH , ' ; +A � � O — i 3/ x _ 1 l I I � I I I � � � i � � - - - - — - - - - - - - - � designed by ; , � � � I ' I I I I I I I I � I -� drawn by MAB � ' 9 1 / LV � '� � � .� 2 - 1 3 4x 1 1 7 8 LVL ; ' L C NT. �o � (2 )�- 1 /4x �11 7�/8 � VL I QI L I � I � L S �3�- 1 374x 1 1 778 LVL ' li � ; � � . ; L � � i ` I � � i2 � r . _ :� , , , � ; ; �, — I - - - - - - OO i OO i OO i i i i i i i i c ec e y , � A L I G B . L I E / i � r ��� �� 8�N� I I I I I I I I I I I ; � ssued � ��, ; E X S G . R G . P 0 1 T S i O - / + ; �K TYP . 1 3 4 11 8 LVL , - - - - � - - - - - - - - - - - I I I I I I I I I I I I � ,_ ti ; , , ' ` � � � � � � � � � � � � �' ��+ PERMIT 04 �26 /01 - - - - - - - - - - I I-� I I I I I I I I i i .� �' � i l ; ' i � � � ►J � � � � � � � � ► ! ; FiNAL 05 f 18 � 01 � i ; � +`O �� - - - - - - - - - - - - - - - - - - - I � I I I I I I I I I ; I ;c ' �' `�+ �`� ! � � � � i � � � � � � i i � �� R E V I S E D 0 5 /2 1 /0 1 � ; ; 6 � i i i i i i i i i i i ` � i I � � � � I I� � � � � ► � � � � ; � REVISED 06 �18f 01 �� � � � i 1 1 /4x 1 1 7/8 T I M B E R S T R A N D � � � _ � I I x I I I I I I I I I i ; � , , I � - - - - - - - :- - - - - - - - - - - - - r � � � � L S L R I M � F L O O R P E R I M E T E R ' � � °' � I� I I I I I I I I I i i�l ORTH ; � ; � ; � INDICATED THUS, TYP . �i _ _ _ � _ _ _ _ _ Q _ _ _ _ � � � M AI N F � OOR FR AM I N G P LAN SCALE : � 4 " = 1 � - o �� � I ; r , I , . i ; X � I I� i I I i I I i I I ; ; � � ; ; ' ; N � I I � I I I I i I I I I �, � ' - - - - - - - - � � � � � � � � � � � '�i P L A N N O T E S : , I i li � - - - - - - - r- ^ " I I ' i v ^ I — � � TED ON PLAN THUS � I I I I I I I I I ' ; � - - - - - ' - - - . ; � I I i 1 . INTERIOR WOOD STUD BEARING WALLS ARE INDICA � � . - ,_ ' , , ; ; ' � sheet r i I ':; ; ! � � � � � � � 2. POSTS BELOW ARE INDICATED: O NON - CONTINUOUS POSTS FROM ABOVE ARE INDICATED : � a. , ! � i' � i (3) - 1 3/4x9 1 /2 LVL — I �� � ' i ' � � — � � — � - - � `,+6• 3. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR , EXP . 1 , SPAN a i , � RATING 24 O. C . � �' I"� ` I � ` 4. WOOD BEAMS ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED ( DROPPED ) . < <'+ ; `�+6, `�f6' � 2x1 RI ': 5. " 0 " INDICATES CONNECTION TYPE - REF_ S1 FOR SCHEDULE. � � 6 . ALL FLOOR JOISTS THIS LEVEL ARE : 11 7 /8 TJI /PRO- 250 � 16 " , TYPICAL, UNLESS NOTED OTHERWISE . ,� c S�� CANT. 2x10 ' s � , 16 " 7 . ( ##k ) = UNFACTORED DESIGN LOAD IN KIPS ( 1000 Ibs. ) . -- � SISTERED TO TJI s W� , S2 (2) - lOd NAILS � 6 JOB # 0104 - ' `�'�:� � .� � � I / _ . _ _ in 'Fo '!� �� I � I : •� . � �� � I � Ey- o > � I � I , '/ . . _ � . `r: • : • Z � � I I ��'- . ..F ' C�'7 : c� I I I ;� �� �ev'A' ��,� i � i i �!t_�`tI jo�Reoe°Q�� � - - - - - - - - - - � I `tt ` �� � - - - - - - - - - - - �i � � `:� e ;' �,', I „�;� I i;��,,,, I I ; , �;Vdil!i,l �- :� � . L _ _ JI ; ' = :L - ----- — — -- ---- -- - ----— —--- -------- ----- T,- — - -�-- - - - ---- - � - ; - � e �- - - - - - _ _= ; � , � i � � ; � ui� I i �; - � � ; , � ' � ! , I �; p' J� __ �� � , � � l � �� � e � , , ' � i�'+ ool ; � � � � ' `� , �il �, I D� (' U � � � i �, � ��� i I I , . �� r��� � i + z � I I � �'� : ' , ' I � "�" '� ! � — � � O� ��,; i , 6' ��' I � � , � ; � � , " . _ � . 17 ' �-.� I ' . � N I i I C I �I� � / I � d � � � �� ��i � I ANT. TJ I � � i ': 2 - 1 3 4x . I I- � ° Q A r.j � ��ill�. ' � I : ; �� ` -