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HomeMy WebLinkAboutPRJ05-0262 B05-0287.PDF —_.,,�– - - _ \ � I� I� N � N U m � � � o � � x �-o � ,, � m � � � voo � Q � � -� � � N-1 N-2 O N � WALL AREA- 143 5Gt FT WALL AR�1- 158 5Q FT � � � � AREA BELOW AREA BELOW � � GRADE- O 5Q FT GRADE- O 5Q FT (f� � � U � J � C � � (� �,�^ � � v ! 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J U L � 6 20«(� - �� ��`������y��, . �\,�\,�\,�\,�, � ;``%�`%�`✓�` rn � °° i\�/i%/ '� N \\� PER MANUF � � 00 c° C° -p Q o 0 U � ow � �, Z ..� � c� rnrn J .�o o � . . . C zZ� � � �o� (4)—COURSES OF GEOGRID � � � �^� X Q a �° FABRIC PER MANUF Z � � � o Q � � �`�:'�' PER MANUF. � � � Jvv o � a � J � z � � � � O �op a • • • � TT N N �. � � � ~ � °� U — � � M � cD � � 5'-0" ��° PER MANUF � � � 00 a� v� � +, xpd- � pUrnrn °� . . . � � m .-..-. L J O X �°° SEGMENTAL RETAINING WALL Y � � �vv �'� SYSTEM CONSTRUCTED PER i��i��i���� ����PER MANUF MANUF SPECIFICATIONS %����������� � `° Q ��i�<;. � z�\\`������ . . � � \� \ �`i�i���� � � d�� AGGREGATE PER MANUF � i �����T O 0�o SPECIFICATIONS � hJ �/��/.� ,p�- p o p e � / �\�� .� ''.�7 ��'� �o ��°o���'o PERIMETER DRAIN PER o� SOILS ENGINEER �� � ' �°�° PER MANUF 6" PACTED GRAVEL BASE J Y .�� O ,� . . . �°o ma (4)—COURSES OF GEOGRID � FABRIC PER. MANUF Q � . � � a �°�� PER MANUF. 0 0 .� � � co �d o ' ' ' II— ��' � O � � �� r �r ���° �� + 5 —0 ;�,°�� PER MANUF r � � � ��. .�� � � � . . . g�°° SEGMENTAL RETAINING WALL � � � SYSTEM CONSTRUCTED PER � � � �, °a,� MANUF. SPECIFICATIONS //\\//j/\\// �PER MANUF '� o �,� �� � � �o Q r �� , � z ��!���� : . , � � � - � � �N� �������� � d�° AGGREGATE PER MANUF ���y� ��` !�'° � � SPECIFICATIONS � ^ � � /�����/�� P� o o b° o � � �� \�� � '� � ' a �o � o �o PERIMETER DRAIN PER `� o� SOILS ENGINEER � �� � � � �g� PER MANUF 6" COMPACTED GRAVEL BASE � �� —� .A o � L 4•—COURSES .OF GEOGRID Y � � F BRIC PER MANUF Q �°� PER MANUF x m Q � � c� 0 0 .Aa � . . . � � � KEYSTONE STANDARD UNITS d . _ �, � � ANGLE PER �°� PER MANUF MANUF � d �° SEGMENTAL RETAINING WALL �'� SYSTEM CONSTRUCTED PER �� ��PER MANUF MANUF SPECIFICATIONS Q �°° designed by TDH T ; - ��%�%�%�<�%y,; �o � � drawn by M TN T � �,,�\��\��y� AGGREGATE PER MANUF. r `��`\,�`�,; � � SPECIFICATIONS checked by � � e � a o p o N cD � ? � , � PERIMETER DRAIN PER issued N �'°�° �" ��"°� SOILS ENGINEER PERMIT 08 29 05 � � 6" COMPACTED GRAVEL BASE CD 1O 07�05 �' REV. � 11 /3/05 J a � REV. O 11 /10 05 � ' LOT 12 ALPINE DR RETAINING WALL FINAL 07/26/06 �o " � SCALE 3/4" = 1'-0" o _ S8 , , � c Y � O � � ; sheet � 0 � � a Q N r � O J W r n O � O � a � Q JOB #0507-18 , f_ _ � - - �_ ,- - - --- - � `� �- � _ _- ,-- - ' --� - � � - `� - , ~ � � - . -- - � -.. �_,__ _ /� - �---', �-..`_\- u OUTSIDE FACE , SEE WALL SECTION FOR REINF OF WALL °° , '��0 3EG T <r o sa�ooeco�m1�e �� ' . ��r:AQa �`ry7A '0��(" CONT TREATED 2x4 F� ° a #5's � 16" VERT & HORIZ. 2,_� a � COUNTERFORT WALL � 1/8" CLR. ` �e�"� �'G��o 1/4 DRIVE-PINNED w/ 16d (2)-#5 DWLS x o TYP. o °' NAILS � 16" O.0 � 12" 0 C I d° '�so ����� .�•`� �� a ALT LEGS `V a . ��'`��',°°•�..o.••'G\��,. 4 SLAB a ° PER PLAN� 1 ��2�� 8028'-3 a , a _ a a �� `�' S�oNA1.�-� T 0 SLAB ° ° 1 4 CONTACT ENGINEER 8029>_3 � #5 DWLS x C° °a �'� a ° -� � 4 �, , �? FOR ALTERNATIVE T 0. SLAB/ , m 1/2" EXP MAT'L, TYP � a � 16" 0 C. J � N ��U�. � � ri�(�>> a ° � . OPTIONS T.O.W ° a 6" a L4x4x1/2x0'-8" W/ 4" CONC SLAB PER PLAN (2)-3/4"� THRU-BOLTS (2)-#5's CONT. 2" (2)-#5's CONT HORIZ. - & (2)-3/4"�x6" EXP. ANCH's HORIZ TOP & BDT a TOP & BOT a #5's � 16" 0 C. (6)-#7 DWL's IN (PROVIDE 4 3/4 EMBED.) �� �� 8027 -11 d a ° o Q a � 8027 -11 FORT 2 ROWS � END � f- FOUNDATION WALL EA. WAY IN COUNTER o0 �� 5 SLAB ON 1 1/2 VLR � � � ' OF COUNTERFORT D' v N COMPOSITE METAL DECK BY T 0 F ° a � �° T 0 F N ° � VULCRAFT OR APPROVED � a � � �°'�� ��, � oo �j J � �p �p d � ° ° �0�� '� Q � 00 d �/\\/\�/\�//\�/ ° � � N � EQUIVALENT (5" TOTAL DEPTH) � • ° ° _� � rri��r��, o A Z -Q W c� °' °' \ \ \ REINFORCE W/ 6x6 W2.1 xW2 1 �_ _� _ � __a_� ��%�� � z � W�W��� POUR 4" g" 4" PERIMETER DRAIN PER � � N � rn rn � � � �STOP FTG PER PLAN #5 D W L S x � S O I L S E N G I N E E R „ Z p� � � r�X ° �° a °a a (BEYOND) � 48" 0 C - 1,-4,� 10 SEE PLAN � .L � J vv Q Q � OO � OQ 6" � J � ----i � N 1 1/2" 4 SCALE: 3/4" = 1'-0" SEE PLAN i � SEE PLAN z � S7 T.0 W ��===i T.0 W. � � � a � � U Noorn � � , � � � � � BRG. �': ° ! �— 6" STONE VENEER � � � °' j 1 2"xBM. WIDTHx 0'-4" W10x19 , , / „ COL PER PLAN � I ;}__=� WHERE APPLICABLE X � � � rnrn TJI BLKG. BTWN , +' p � o, a, � (2)�3/4 b � JOISTS & COL i ; � � m .-..-. (2)-GUSSETT �': � • x6 EXP. ANCH s °° � a , � o Q� � » >� . �. SAW CUT BM 1/2 xBEAM WIDTHxO -10 I-JOISTS PER •PLAN Y, � � ��� 1/2 x4 x0 -4 PKT TO PROVIDE BRG. I� w/ (4)-3/4"b � 4 6" MIN BRG �� A325 BOLTS, (2) EA I a SURFACE : SIDE OF WEB PLYWD SHEATHING � TEOENPLAN (2)-3/4"x6" EXP ANCH's I PER PLAN a � _�.___� —� —�+ (PROVIDE 4 3/4" EMBED. SOIL 8044'-0 ° a � � � � ( (2)-#5's CONT INTO CONC ) NAILED I T 0 PLYWD I I I I I HORIZ TOP & BOT., R. 1/2"xBM WIDTHx1'-1 1/2" RETAINING � WALL I Q � I I TYP —�-----�-----�----�.� � ° � � � � � „ , „ 8042'-9 7 8 (2)-#5 DWLS x o -0 I � I I I 8 S C A L E: 3/4 = 1 -0 � 12" O.C. N � T 0. S T L B M I I I ( I S7 ALT. LEGS � --�----_ I I I I � � � � � --�-----�-----r----�T � , ��2�° a � 5 -0 MAX TYP. W10x45 w/ 2x NAILER 4. --r---- � I � � ° CONC I I I I I COUNTERFORT 8" CONCRETE 1/2"xBEAM WIDTHx1;,0 � ° � � I I I 8059'-8 FOUNDATION CAP f� w/ (4)-3/4 � COL. PER PLAN A325 BOLTS, (2) EA a —�----�-----�----�t T O.W a WALL SIDE OF WEB ° ~ --r---- I I I ( � � � � � � ° BASE F�, 5/8x12x1'-0 ' � � � � � � � %�i� � W� (4)-1/2„ � x 10" ° ° ' '� ��i���i� U� , a iyi��i�,�i A B s ON 1 M I N SH I M ♦ I I I I I � � ° ��;i'T & GROUT I 1/2" EXP MAT'L, TYP a a —'�----�-----�----�'� � � I I I II � � - a UNCOMPACTED FILL ON „ „ 8029'-3 I I I I I � • 5 SLAB ON 1 1/2 VLR ° ° Q 4" LAYER OF CRUSHED T.0 SLAB ° a a VARIES , I I I I I #5's � 16" O.C. EA. � � , COMPOSITE METAL DECK BY a a - T 0 SLAB SEE WALL , Q� � GRAVEL - 3 -0 MAX. � o � a �r- � — WAY � EA. FACE IN � aa _ VULCRAFT OR APPROVED a Q SECTION FOR — ---- a o TOTAL DEPTH DEPTH . REINFORCE W 6x6 �\�\�\�\� � o ���� �° `� I I I ____ I I . ° e A`� a� ---- COUNTERFORT EQUIVALENT (5" TOTAL ���������� � 00. � REINFORCING ° ) � `������ � a -- � � � W2.1 xW2.1 W W F �o\�\� �� �� \/i���oi,;r%� o ^ � � l /\ I I I I \/\/\ a —-r—— —� � � � � �"`'� �/ ° a SLOPE SLAB POUR o �I � e e ����� � � --�"---- I I I I � 1/4" PER FT. STOP � � � � � � � 4" MIN. � � ( � � � � � ° � —�-----�-----i------t-�- ►--1 a — � -4-—�——°� -�°——� — —a� SEE SCHED. FOR REINF. v ♦ • - - EQ. EQ. _ --r---- I I I I � � d S01 L � �i�v��r�v' `� a d � � � � � � ���'�� I I I I I . � � a NAILED �� . ����;��� SCHED WIDTH °a RETAINING ���' � I I I I I �6)-#7 s VERT IN 2 ROWS � END OF �"� CONT L4x4x1/2 W/ WALL ,� 3 SCALE• 3/4" = 1'-0" ♦ _�____�_____�____�� COUNTERFORT ° 3/4"�x7" EXP. ANCH's � S7 ° � � � � � ° � 3'-0 0 C. (PROVIDE 6" , . ° � � � � � EMBEDMENT INTO CONC.) • � ° 2x6 STUDS � 16" 0 C. w/ 7 1/2" PLYWD OR OSB � SCALE: 3/4" = 1'-0" SHEATHING S7 1/2" � x 10" A B 's C� 48" 0 C a IN CONT. TREATED 2x6 I� � --�---- � I I I �, 8051'-3 � � � � � T 0 W. �� �� I I I I I �2 �t —�-----I-----�}------�-�- 5 � a d a ♦ --�---- � � � � (2)-16d TOENAILS ��i��i��i��%�i, o a � � � � � C�? E�A.BEAMTER �\��%�%�\j/\ a � a I I I I I `��� � � � � � � � � '' __� .r��`�-�-� Q��,�O :�E��sl - 2x6 STUDS � 16" O.C. w/ ���•o�'p�M�,y�•.<""� 1/2" PLYWD. OR OSB � Gw�4..�� �G�`a� . • � e ����' p 1/2" � x 10" A B 's � 48" 0 C. 0 IN CONT. TREATED 2x6 �? � �o�. ,��� UNCOMPACTED FILL ON ��'°o.,�,o..����``� F 4" LAYER OF CRUSHED LEDGER PER PLAN ��4�NAL E� GRAVEL - 3'-0 MAX �OTAL DEPTH TJI BLKG PANELS � 24" ��� � 6 ;r��,` » SEE PLAN � �i�i ii�i`� ��� ������������� ii ii i���i IN FIRST JOIST SPACE w� _ FASTEN PLYWD TO BEAM 2x6 STUDS O 16 0 C w/ � �� 1 2" PLYWD OR OSB 1 1/2 LW CONC, TYP T � W //�/\./~/ \/iT��\���\\ //��\//�,!i��� I a PANEL� TYPLS INTO EA. W 8d N AI LS � 6 0.c � " ��i��� ������ '�����` ' SH EATH I N G �ii; , - ��! ��i� b ' 1/2" � x 10" A B 's � 48" 0 C. 11 7/8" I-JOISTS PER PLAN VARIES a 1 1/2" LW CONC, TYP 8043-9 3 4 IN CONT TREATED 2x10 fj? T.0 SLAB • _� _ _ , � i- N � �'° SLOPE SLAB ° — 8055 -8 � � T.O.W — 8058 -8 T.O. PLYWD. o 0 _� 8058'-5 3/4 WATERPROOF T 0 PLYWD PER ARCH. 1/4" PER FT. n � Z � � � T.0 W. � L6x4x5/16x0'-3 1/2" , � ° U � a o � � W/ (2)-3/4"� EXP � �C TYP PROVIDE STABILIZED — -- �-— — —— — — Z -p � � °' °' ANCH's (PROVIDE SHELF FOR SLAB g �' � z Z� � C O N C. W A L L � `'`' 5'� E M B E D. I N T O C O N C ) ��,���,���,�����; ° � „ I G „ MIN a � N o °' °' ��i;iTii�� 8 SLAB ON 2 METAL . � �n .J (BEYOND) ��'��%��i� ° a DECK (8" TOTAL - Q .� o � o ¢ N ��% PROVIDE WATERPROOF THICKNESS) REINF w/ • 2" CLR 11 7/8" I-JOISTS PER PLAN I- � � J vv (2)-1 3/4x11 7/8 LVL � , � MEMBRANE PER ARCH � (UNDER STONE VENEER) � a #5's Q12" 0 C EA WAY � $ LEDGER PER PLAN � � � a a / #5's CONT HORIZ � '�, WALL21 FORMATION � 16" 0 C. „ L4x4x1/4 w/ 5/8"�x4" 5's � 16" VERT. EA FACE � � � �� SCALE: 3/4" = 1'-0" ` 1 1/2 LW CONC, TYP EXP. ANCH's � 2'-6" _ � # U � � M � S6 ° ° 0 C (MIN ) TYP LEDGER PER PLAN � � C° °' � #5's � 8" 0 C 5" 5" 11 7/8" I-JOISTS PER PLAN � i �' oo � � � LONGIT 12" CONC. WALL. REINF. � ° — — — — — — 8044'-0 .� x o � � LEDGER PER PLAN - - - 8048'-0 w/ #5's � 16" EA. WAY, o I ° T 0. PLYWD � � m v °' °' � , ° T.O. PLYWD EA FACE w/ #5 DWL's x ���� � a � J� X „ , ° #5's � 8" O.C. , d � 8" 0 C EA. FACE 'L; , � n � > °v'� 1/2 EXP. MAT L, TYP $ TRANSV. #5 s VERT � 16" O.C. ° • Q TYP. INTO FDTN WALL 2 -� #5's � 16" 0 C a �, (SEE 1/S7 FOR DWL �� - a ° 4" CONC SLAB PER PLAN a a TRANSV. ° PLACEMENT) - � 5, ., N �' CONT�LONGIT.0 #5 DWLS x CO #5's, CONT HORIZ _ 11 7/8" I-JOISTS PER PLAN 8028'-8 ° a �� ° � 16" 0 C � � 8' 0 C N a LEDGER PER PLAN T.O.F. ° a a » PERMANENT a • • ° a• , •, e a • a • • • • a • .a � a , PERIMETER DRAIN PER 6 � SOIL-NAILED RETAINING „ ° #5's CONT. HORIZ. @ 16" 0 C. a ° 4 a � SOILS ENGINEER , WALL BY OTHERS 2 CLR. ° � ° (2)-#5 s CONT HORIZ . 1/2" EXP. MAT'L, TYP. � a � ° � ° ° a ° � ° ° a ` TOP & BOT ° ° » , #5 DWLS x ° � a°° ° °° Q a °° a a ° ° 4 Q o 1/2 EXP MAT L, TYP. p 8" O.0 � � ' ' d ' Q' � • d a • 5 s � 16 TRANSV. a ,� - 4" CONC SLAB PER PLAN a � a ° a a a O � # � � Q 4" CONC SLAB PER PLAN 2 -6 r ^ � VARIES � a 8035'-0 `v � ° °a a T.O. SLAB � -' � a a ° a a T.0 SLAB 8028'-8 d a � � 3,_6„ �O„ 5,_O„ 8034 -8 a a � T 0 F °� d a Qa �a� T 0 F. � ° a ��i���i��i�; - . . a �. e � ° - � a a � �r�r: 9'-4" �i `� a ° ° a a ��i���i���i:�%��� #6 DWL's x 2'-6 � 2'-0 ° ' a a a a , Q , !���i���- (5)-#5's CONT. LONGIT. a ° ° a ���i��' 0 C. WITHIN 6'-0 OF T.O.W.� ° ° � � ° a ° #5 s � 16 TRANSV ° ° a ��, THEN INCREASE SPACING a ° (5)-#5's CONT LONGIT TO 5'-0 FOR REMAINDER � � � SCALE: 3/4" = 1'-0" PERIMETER DRAIN PER ��-6�� 10" 1'-6" � OF WALL EPDXY ANCHOR ��_4" 10" 2'-0" � � S6 SOILS ENGINEER , „ � INTO 7/8"�x7" HOLES IN . � 3 -10 � RETAINING WALL �.— � � • 6,� 2,_� 4,_2„ vL-I � 5 SCALE: 3/4" = 1 '-0" PERIMETER DRAIN PER � � � 2 SOILS ENGINEER SCALE: 3/4" = 1'-0" � � 1/2" � x 10" A.B 's � 48" 0 C S6 S6 Q� � � IN CONT. TREATED 2x6 R 8058'-6 2x4 OR 2x6 STUD �1 � i T.O. SLAB TJI BLKG PANELS � 24" BRG. WALL ' .o..� IN FIRST JOIST SPACE w/ � 1/2" EXP MAT'L, TYP. (5)-8d NAILS INTO EA. 1/2" b x 10" A B 's � 48" 0 C � � PANEL, TYP CONT TREATED 2x6 f� W 4" CONC SLAB PER PLAN 16d DRIVE PINS � 16" O.C. IN CONT. TREATED 2x6 f� � � 1 1/2" LW CONC, TYP (IF HEATED SLAB, GLUE 8059'-8 � 3 LOPE SLAB � _ CONC SLAB PER PLAN R TO CONCRETE) � ° T.0 W. � �� '' (3)-1 3/4x11 1/4 LVL �1/4" PER FT — 8058'-8 8026'-6 N �I � � .� T.0 PLYWD U COMPACTED FILL ON � � p , � ��° ° a a , a a a ° � � T.0 SLAB 4" LAYER OF CRUSHED ° , t� 2 -2x12 Ib 11 7/8 I-JOISTS PER PLAN b�� � GRAVEL - 3'-0 MAX I� ( ) � � „ �a r - a �° - TOTAL DEPTH � a � � � � � . ��� ��� �� �� ��\� �� • • i/�/�/�/�/ /\\��\/��\/��\� � Q • \/�/�\/�/� O \ ������\�%/\\ \ \ '�/\��\��\�� //�/ /\\%\ d r �r � a 8„ 8058'-5 3 4 �%�i� a �r�rri� ' ����%�i���� _ \��i\��i\��\\��i' `�������������� a #5 s VER T � 16 0 C T.0 W (2)-#5's CONT HORIZ. ��i �i ��,��\�i �������Yi '�����i��i�a - . LEDGER PER PLAN TOP & BOT � 8056'-0 \/� \\� \\// a - EQ EQ L4x4x1/4 w/ 5/8"�x4" ° , � 1.0. SLAB �� � EXP ANCH's @ 48" O.0 � 1>_4�� �° SLOPE SLAB a TYP. �; � � � �1/4" PER FT � ' , YP 12 �� OPTION 1 � 5�— �.,, 2x4 OR 2x6 STUD ` — ——aa— —— —da � — — 8055'-8 PLATES AND • �� BRG WALL � � 8„ T 0 PLYWD. WATERPROOF HEADED STUDS ' r #4's VERT. � 16" 0 C PER ARCH. MIN. ° BY OTHERS � a , � CONT TREATED 2x6 f� W/ 4" 4" 16d DRIVE PINS � 16" 0 C PROVIDE STABILIZED (3)-3/4"� x 8" LAGS ° LEDGER PER PLAN (IF HEATED SLAB, GLUE SHELF FCR SLAB 2'-8" MAX a I a 11 7/8" I-JOISTS PER PLAN CONC SLAB PER PLAN R TO CONCRETE) BEARING ° I-JOISTS PER PLAN, TYP. 8026'-6 8" SLAB ON 2" METAL � — — — — 8048'-0 ° a a a ° ° a � T 0 SLAB DECK (8" TOTAL _ _ _ _ _ ' ° ° THICKNESS REINF w 5's Q T 0 4PLYWD � � T 0. PLYWD � a a ' �a � � # VOID SPACE M 9 " , " � a o�\\\\\\� � � ae \ \ \ \\o � � 12" 0 C. EA WAY � BACKFILLED a �� ��.��.�.��.��, ,,�,��,�,,�,, N OT TO BE SCALE• 3/4 = 1 -o . a ' �;�;�; \�� designed by �o S6 • 2 - 5 s CONT. HORIZ �`� ��\��\ -� HIGHER THAN drawn b STR/MTN T , �, �� � � Y °o TOP & BOT EQ EQ �� v SHOWN a ° y checked b Na �,� � a N �,_4„ LEDGER PER PLAN, TYP issued ^ " " ' #4's CONT. HORIZ. � 16" 0 C d, BEAM SADDLE• n OPTION 2 „ , „ � � �, ° #5's CONT HORIZ. � 16" 0 C PERMIT 08/29/05 � BRG. h'. 1/2 x5 3/8 x0 -6 �� 4 SCALE: 3/4 = 1 -0 ���%����� i i �i` � i��i�i��i�� ���ii����i��ii d 5 D WLS x `° PERMANENT 1 1/2 CLR. PERMANENT `�����`� ���'��v\ p 48 0 C CD 10/07/05 � (2�-SIDE �','s• - S6 . ��������y�� ii�ii�i�� » �� 0 1/4"x6"x0'-7 1/2 R�ETAININIGEWALL �" MIN. RE�TAININIGEWALL ���\�// \\\���\�i; Q N � 1 1/2" 3°� N W/ (4)-3/4 � THRU-BOLTS BY OTHERS „ , � � BY OTHERS . ° � —s REV. 0 11 /3 05 � � 1/2 EXP MATL, TYP 2 -0 �' „ 1/2" EXP MAT'L, TYP. REV. � 11110/05 � #4 DWLS. x � � 16 ' °r-° " '- #5 DWLS x C° 4" CONC. SLAB PER PLAN > CONT TREATED 2x6 R W/ (2)-#5's CONT HORIZ �j ° � 4" CONC. SLAB PER PLAN FINAL 7/26 O6 o N � 48" O.C. N . 2 -0 � 16d DRIVE PINS � 16" 0 C TOP & BOT i� a � �� �n ;,� � , #5 s � 24 O.0 TRANSV � . � � 1 -0 , 8035'-0 CONC. SLAB PER PLAN (IF HEATED SLAB, GLUE . 0 6" T 0 SLAB 8029,_3 R TO CONCRETE) , d.a a 8029'-3 � 3 -1 3 4x11 7 8 LVL BM. �� a° ° a 8034'-8 T.0 SLAB � a a , ° ° ° a T.O. SLAB � I � ) � � _ a 8028 -11 � 4° ° a ' HSS 3x3x1/4 � ° �a � a >� � T 0 F o�,�b� d VARIES T 0 F _ . � � ° a° ° a d A".� sheet � I , ° �ii��%����i:��° , ��i��i"�D� � a � T.0 SLAB � a a tl ���>������' i�i�i�i��o � I �� �'' (2)-#5 s CONT #5 CONT � TOP ��i��iiO% �' a ,�,�a� � a \i�\�i�i,r, � � � 3 �s `r�i LON GI T ��i��i, a ':''o � � a . � Z , ,� Q BRG. R / � ��o�� a a a � , ,°, i APo ���� a .����, � �i�i�i, 0 1/2"xBM WIDTHxO�-9" 1�-O, U �i�i PERIMETER DRAIN PER � r J ° °� �� ����� � SOILS ENGINEER 1'-6" 8" 1'-6" � � (2)-#5 s CONT HORIZ 8 8 �''� � � TOP & BOT � 5 s CONT. o W10x45 1'-4» "� �3�-# � 3'-8" �' ,�, LONGIT. 0 � $ SCALE: 3/4" = 1'-0" 6 SCALE. 3/4" - 1'-0" 3 - SCALE: 3/4" = 1'-0" 1 SCALE: 3/4" = 1'-0" � s6 s6 s6 s6 JOB #0507-18 o , � � _ _ ___ _� �'` . � �,.--,,_,_ts.�. 4�,o�`,P Do`H E!y'sT�9 c�w��� �G�o�� , � �o . . e 3Q��sd� � ..O� i� Po e.� ����"_ ��ss�o N A1.E.�G\ � JUL 2 6 ��„'; 5 4 3 2 1 _ � D� U N � 0 O N ZOOcflcfl � � � � � U � � pa°oo°o 6 Z � wUrnrn � z � � S7 � Q cn � � � zp� W.-..-. �+ �+ � '� � E= r� � � 00 J�� I 10x161 I CANT � � J I '" I (DROP ED) � •� Z �' I I - - - - - - - - - - - O � � � —� - - - - - � - - - - - � - - - - - 2x12 CONT. LED ER w/ � � U � � CO °' � H �� _� ��_�€ R-�s� — � � — — — — — � i _ _ H � � � °° � � SCREWS � 32" b.c & (4) I I - - �— - - - — - - I I I I� � m o rn rn 16d NAILS 16" c I I I I I � o x � J 5/8" PLYWD R A F T E R S P E R PLAN � I I Y �"' � Q � � �n � >`..� SHEATHING PER PLAN � I I I I I I � I I I I I I � I� I I I I � I I L TYP I I � _ � - - -- � - � - - - � - - � � - - � - - � LQTYP. 3 -1 3 4 x11 7 8 LVL `+� G � � e o I I I e i � I — I — � � �+ ' I I �,1' I� I I (.. �• — — -- -- — — ' � —( � — — E _ --I J._ L_ I � � _L � I _ I I --' � �� � J — — �+ � +' — — — J J I � (2)-1 3/4x14 LVL I � � ( )-1 3 4 x 4 LVL I � J \ � „ � � �� I � �� �� � I� I I. BRG SADDLE• I 3��6 � � x I. BRG. R — 1/2x3 5/8x0'-10 W/ � � � �I �� � � �M � SIDE f�'s — 1/4x6x0'-10 W/ (2)— I I � � �I � � (� I M � ^ I i� � 3/4" � THRU—BOLTS TS COL REF PLAN ;cI � D _ _ ____ __ - N � � � i ; - o - �- i }- - - D O `� I I�-- Q I 4 SCALE: 3/4" = 1'-0" — _� � rt � � — S5 / O I I � � n N ^ _ r11 � 1 1 4 VL's Q � 11 1 4' �/ (3)-1 3/4x14 LVL � J L,rYP � 1 " 0. . .W � � 1 1 4' „ ��J\ ��,+ LV 's 16" I I . � � - RIDGE BM. � J ( ( � I V s Cs 16 �+� ��,1 � � 12 � \ J 3 I I � I — � -- � � � � � \ X I � � � � � � � � I L � � 5 �— L�TYP. LQ TYP � � I I � �2 � 7 � �, I I � + I II � t � � II I I � � C _ � � i — 4 1 1 4 L L � � � _ � � _ � � — — C �-0 ,� .. .. ,; .. .. � � r� ,��D` �-4-� +� /�-�- /� v� •�"� � � �^�+ `� � � �. � I I � I �+ I I I I +� � � � 2x12 RAFTERS +6 � � �� NQ �� .��, �c�l I � Icv � c•il I I Icv PER PLAN — — � � - - - - - - P p� x� I I X xl I I I X A TYP � RAFTER & r� OO I `ti�� I `L+`° 'S+� N N � NI I I IN �+ LOOKOUT BRG. � � '� + � i i � i � i i � , � 3 QA TYP � RAFTER & � • `�' Q `� `L � t� SCALE: 3/4" = 1'-0" LOOKOUT BRG � ►� S5 — — � �� � ( � (D OP ED) V '� K � n (4)-10d NAILS INTO SOLID BLKG BTWN. �'r � S5 I 5�+ X r' � EA LOOKOUT, TYP. LOOKOUTS � BRG., TYP � `V �� � � EQ EQ. ��t,+� �+s� 2x1 's 16" 0 C N `L LQ YP. +� � 2 I • � `' '`� '' � 2x12 LOOKOUTS INT RIO HE DE S A E. I� N 0 I � 24" o c, TYP B _ — 3 2x10's —2 6 _ — — B I � � TRI ME AN (1� —2x N � � KIN S UD A. IDE, TYP � � I � I � � �L � `'+ UN ESS NO D THE WIS I I � ( I I I I L QQTYP. � I � I I � I 2 INDICATES 2x4 CRIPPLE 2x12 STRUCTURAL — �,5 •- — '� SUB—FASCIA, TYP A + POST� 48 0 C � — — A � 2x12 LOOKOUT 2x12 RAFTERS PER PLAN 9'-0 ALONG EA. OVERFRA E � � ��`L+ � � 2x12 STRUCTURA MIN, MEMBER TO RAFTER �1 1 �'+ � 24" O.0 , TYP. SUB—FASCIA, TYP TYP BELOW L � _ _ �GQ� _� _ _ Q 2x6 STUDS � 16" w/ � designed by MPS � SHEAT INGD. OR OSB S5 EXTERIOR, HEADERS ARE: Y I I I I I drawn b STR/MTN T (3)-2x10 s w/ (�)-2Xs checked by � `� SCALE: 3 4" = 1'-0" TRIMMER AND (1)-2x6 0 2 � KING STUD EA. SIDE, TYP. issued � S5 UNLESS NOTED OTHERWISE � � 12 5 4 3 2 1 PERMIT 08/29/05 � �5 CD 10/07/05 o REV. 0 11 /3 f 05 � „ , „ NORTH REV. 0 11 /10/05 R O O � �R A M I N G P LA N SCALE: 1 4 = 1 -0 FINAL 7/26/06 � � QA TYP � � CONT. 2x12 STRUCTURAL PLAN NOTES: ° - 2x12 RAFTERS SUB—FASCIA, SEE PLAN m � PER PLAN 1 INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS. 0 � 0 � 2. POSTS BELOW ARE INDICATED �, NON—CONTINUOUS POSTS FROM ABOVE ARE INDICATED � �� 2x10 BLKG BTWN. SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED. p RAFTERS � BRG , TYP. sheet � (4)-10d NAILS � 3. ROOF SHEATHING IS 5/8" APA RATED SHEATHING, EXP 1, SPAN RATING 40/20 � 2x6 STUDS � 16" W/ PER ARCH EA. RAFTER, TYP Q 1/2" PLYWD. OR OSB 4. " Q " INDICATES CONNECTION TYPE — REF. S1 FOR SCHEDULE. T SHEATHING 5. ROOF BEAMS, EXCEPT HEADERS, ARE FLUSH FRAMED UNLESS NOTED AS (DROPPED). � 0 1 o � 6. ALL ROOF RAFTERS ARE• 2x12's � 24", TYPICAL, UNLESS NOTED OTHERWISE ° � SCALE. 3/4" = 1'-0" o S5 � 0 � a - � , � JOB #0507-18 0 � , ���� ���0 !tEG/sl � �,°"`C'a\,p`,,eO`I�E,�r`o ��P , ��,w"'�� �G�°�� . - • � �C S� ; . -�» �w 0 � hos�' o•a��yo���'�C� �ss��N A1.��� 5 4 3 2 1 JU� 2 6 ;����; - � � I I I I I �' " � �N o 0 N z ao co cD 00 U � J � rnrn Z � WU I I C ZZr� r� � � N � rnrn � w�� I � I I � I I Q ,� o � o � I I J �, � ��" a� I I =__— - - - - - - � c I I - - - - -� - - - - — � - - - - - � - - - - - � '�, II z � I I I � — — � � N �o � � — — — — — — — — — — — � �� - - - -{ - - - - - - - - - � I I I II H v ,� � �, �, I I I I I I � � � xo � � I I I +' ovrnrn I I � � � I I I I � � m �� EXTE EADERS ARE• I I +� � I I I I � � �`"� � J O X �� � � � Y �' ° arn � (3)- x�'s 1,L-2 SEE S OR HEADER INFO _ _ _ _ - � I� - - G TRIM E D (1)-2x6 - KING EA SIDE, TYP UNL S�N TED OTHERWISE : _ _ _ _ _ � � �� .._.. �� - - - - - .._.. � E - 6 � � - - - - - : - - E � �2�' W10x26 (8058'-5 3/4) I�w�° � � I� � 0 1 1/4x11 7/8 LSL RIM � I�N o I FLOOR PERIMETER 8058�-$ I�� INDIC TED THUS, TYP. T 0. PLYWD BCI BLKG FOR D _ _ sT�"���p,}�R `� _ INT RIOR H A RS AR _ _ _ _ _ D +�, (2) 2x10's W/ (1)-2x4 TR MER AND (1)-2x4 DBL JOISTS UNDER KIN STUD EA SIDE, TYP � UN ESS NOTED OTHERWISE � FIREPLCAE / � I 4� �� � � � � � � •�--� ,�� S EP T 0. ��'+ � �+�+ � ��+�+ � � +s P YWD S4 .Z. ,Z,�, � C� _ _ JQ � � C _ 1 4x11 7 � LVL E _ _ C � � r � r n 1 � �� `r TYP +`� 21 x QC TYP � +6 � �� 2 �.� � � � S4 �� O �J E � � � � i� W10x26 8058 - 3 4 p� I +p� I � ti � �rn .,�� '�� � � � � '� 0 � � � ���+ � i�'+� i�'+� � � � �� r CQ TYP � � 055'-8 � � � � 0 LY � �, 6 � I � CONT TREATED 2x12 p� � � LEDGER w/ 3/4"�x5" � S6 "�' ,`L+ o o EXP. ANCH. � 32" 0 C. S6 � � � ' C TYP. 2 B - � - - S6 - - B 1 S6 CONT. 1 3/4 x 11 7/8 LVL � LEDGER W/3/4"� X 5" EXP SEE PLAN T 0 8SLAB Q TYP ANCH. � 12" 0 C T.O. STL � ` STL BEAM A - - A PER PLAN BM BM. CONT TREATED 2x12 (2) T EATED 2x6 PKT. PKT ' LEDGER w/ 3/4"4�x5" (FLAT FASTEN TO EXP. ANCH � 32" 0 C WALL w/ (2) 3/4"�x8" EXP. ANCH 's I I I I I a designed by MPS � I I BRG �. — �/2"xBEAM WIDTHxO'—�" drawn by STR/M TN i° I I W/ (2)-3/4" � THRU- T BOLTS (1)- EA SIDE checked by o I OF WEB 5 4 3 2 1 issued ° STL COL N N PER PLAN ^ I I „ , „ NORTH PERMIT 08/29/05 3 „ _ , „ U P P E R F L O O R F R A M I N G P L A N SCALE: � 4 = 1 —0 �p � o o� 05 2 SCALE. 3/4 - 1 -0 � � o S4 PLAN NOTES: REV. 0 11 /3/05 � � 1 INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS 0 REV. 0 11 /10/05 00 ' 2 POSTS BELOW ARE INDICATED � NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED• � FINAL 7/26/06 T �o SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED: � o _ c 3 FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXP 1, SPAN � � STL. BM. PER PLAN RATING 24 0 C. � 4 (XXX'-XX") INDICATES TOP OF STEEL BEAM ELEVATION. WOOD BEAMS, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED (DROPPED) � (2)-1/2" � x 6" LAGS , sheet � 5 "O ' INDICATES CONNECTION TYPE - REF S1 FOR SCHEDULE 0 � 6 ALL FLOOR JOISTS ARE 11 7/8" BCI 6000 � 16" 0 C , TYPICAL, UNLESS NOTED OTHERWISE °' BUILT-UP STUD COL ¢ c� PER PLAN T �M+ 0 J � ; � SCALE: 3/4" = 1'-0" 0 o S4 � a � JOB #0507-18 0 � �.��..-.--� _ -__ ---__ _ _ _- _� _ , � � - - ---- -- - - - - - - -� \ 2x6 STUDS � 16" O.0 w/ ,r-f,.s-�e0p 1/2 PLYWD OR OSB � � �, l �� 1 2" � x 10" A B 's � 48" O.0 �'�o �E��S IN CONT TREATED 2x6 f� �o`?,o, MEry`�,`GF'Q�^Q ��� �v 1 1/2" LW. CONC, TYP ' "� 2" LEDGE, NO EXP MAT'L ° ' ; �4,��7 0� PER P8'AN JOISTS �����•. .•'���, 8034'-10 1 2 8035�-0 5 4 3 2 1 F ��SS�ONA��'� a T.0.W./ T 0 PLYWD. a T.0 SLAB ;q�.� ae AT o JUL 2 ��ii+; QB TYP. �'����0�����a���� �i�i i��i� � `i��i��° „ ,��� 4 CONC SLAB PER PLAN I I I I I �� a 2" EXTERIOR HEADERS ARE 3 —2x10's W 1 —2x6 � � o0 CONT. 1 3/4 x 11 7/8 LVL � � � � � � � TRIMMER AND 1 -2x6 0 0 LEDGER W/3/4"� X 5" EXP. 'u� ANCH. � 24" O.C. a KING STUD EA. SIDE, TY N z oo co co a UNLESS NOTED OTHERWI E (j � J o � °� 1'-6 I --_ � � Z -� w � � � #4 DWLS x c° a #5's VERT. � 16" CANT � p N o � � JOISTS - - - - - - - ~ Ln J 6 0 C. � _ � _ � �� a - - -- - -- - - - - - - - - - - - - 4" 4" �� x10 RIM JOIS �+� � .� � J o ia �532W�� � I_� � #5's CONT HORIZ � 16" H - i - - - - H � � � , c 1'-0 8 /4x18 G (20 —V1 ) DRO PE ) 5 Z �' 1 1/4x11 7/8 LSL RIM : O � � 1/2" EXP MAT'L, TYP a C� FLOOR PERI ETER � s S7 U � � � � �� INDICATED TH S, TYP `�� �,+� 8 44' 0 � `n � � � 4 CONC SLAB PER PLAN CONT 2x12 LEDGER � L � � I I ° (2)—#5's CONT HORIZ � T. D CKI G FASTEN w/ (2)-3 .� x O �- � � TOP & BOT G _ (3)-1 /4x11 7/8 LVL 5 8" LEDGERLOK G � � m � � � � 8 0.6SLAB a , — _ � � E c�"�+ — — SCREWS � 12" 0 C � p � � Q 8026 —2 FQ YP (PACK STL. WEB � u� � ��v � -� � ` SOLID BOTH �1pES� _ � � ° e T.0.F. — — — — , 0. � d ��������������� ° °° W1 x40 (80 2'— 7 ) R :�!����\�%� a ° � i� �i��i E �QC TYP '—� 2 \�� � — � — — '— � — — — — — E 6" 8" 1'-0" �2�—#5 s CONT. LONGIT � T.0 PLYWD S EP T.O. �`1, PLYW . 2'-2„ �o �o �+ � � �� J� 1 1/4x11 7/8 LSL RIM 3 SCALE: 3/4" = 1'-0" BCI BLKG FOR � FLOOR PERIMETER S3 � — — S�ON-r ���—�- "�° _ 3 1 3 4x1 L ����''�E�Tu,'�, T�� — D I (DR PP D) � � 2'-0 2x8's � 16" 0 C 6 > #4 DWLS x o� 4" CONC. SLAB PER PLAN BELOW �+�' I � 24" 0 C. N — — — � SLOPE SLAB � (2)-1 3/4x11 7/8 LVL 8029'-0 • — — — — — — X UNDER STONE VENEER T 0. SLAB ° ° � � ° $ 8 44' 0 S � I p � b � ��� — — `S— — C ( T 0. LYW � I� ��2CJ'-4 �0. . � . AY6 U T.O.W. ��i�i�i i G �'���� �'%�' — — — + �0,����o� r ii r��_ �-- �! B M P K T. t� �%��%� a ° r���i���'� (1)—#4 CON T. H ORI Z � � N O H '� � � �!��� i��� C — — — — --�— — — — _ CON T._ _ — 1 4 — v — — ■�4 � � (1)—#5 CONT. HORIZ � MID—HT. x > 0 �g 42� g � g� C Q _ �� w � 3 � � � � � h+ S7 � � � � #5 D WLS x � ^ � o h+ N 4' 4" � 48" 0.C � � 6'I � — — — � �,�"� •r� a (2)—#5's CONT. HORIZ. 8048'-0 � O 8025'-8 TOP & BOT. � � _ _ _ CONT TREATED 2x12 � � T O.F. °� a d d CONT 1 3/4 x 11 7/8 LVL �B TYP I LEDGER w/ 3/4 �x5 �1 � � ° LEDGER W/3/4"� X 5" EXP T � EXP. ANCH. � 32 0 C. � �+ „ `� PL WD � �--� ANCH � 12" 0 C � � 2x ' 16' 0 C � PERIMETER DRAIN PER „ „ „ 6 � o SOILS ENGINEER 4 8 4 S6 °- — - - (B OW � � S6 0 � � 1'-4" — — — o � 2 SCALE: 3/4" = 1'-0" B I I B S3 — — — S ONT TREATED 2x12 (2) TRE TED 2x6 2x6 STUDS � 16" O.C. w/ EDGER w/ 3/4"�x5" (FLAT) ASTEN TO � CONT 1 3/4 x 11 7/8 LVL 1/2" PLYWD. OR OSB � XP ANCH � 32" 0 C WALL w (2) 6 BQ TYP LEDGER W/3/4"� X 5" EXP. 3/4"�x8' EXP. ANCH � 12" O.0 1/2" � x 10" A B 's � 48" 0.C. AN C H 's � � IN CONT. TREATED 2x6 F{? 4" CONC. SLAB PER PLAN A - + - - +- - - A � 8035'-0 8035'-0 T O.W. �a � a T.0 SLAB d 1'-6 a � ��i��i��i�i�� #4 D WLS x v����r��i; � 16" 0 C. �'-6 ��`�`� I I I I I ���; �� 2„ � ° ¢ , N a designed by M S 4 3 2 1 drawn by STR/M TN T; 4» 4», � checked by o #5's VERT C�? 16" N a issue � a � PERMIT 08/29/05 � �5 DWL�S �x �c° ° #5's CONT HORIZ � 16" CD 10/07/05 L o ��—° ° REV. 0 11 /3/05 � �/2" ExP MAT'�, TYP N OR TH REV. � 11 /10105 , � � 4» �oN�. SLAB PER PLAN a A I N F�O O R �R A M I N G P L A N �� � �� FI N AL 7/26/06 ,: (2)—#5'S CONT. HORIZ. SCALE: 1 4 = 1 -0 o �, 8029�_3 TOP & BOT PLAN NOTES: � T.0 SLAB ° a 8028'-11 � T 0 F 1 INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS. 0 ° g�'a � ° . � ������������������ ° a � c� �0,�������o a ° 2. POSTS BELOW ARE INDICATED• � NON—CONTINUOUS POSTS FROM ABOVE ARE INDICATED: � > `�o`�� SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED: p sheet o �/�\ ' (2)—#5 s CONT. LONGIT � 6" 8" 1'-0" 3. FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXP 1, SPAN a � �� RATING 24 0 C. N Z —Z T 4. (XXX'—XX") INDICATES TOP OF STEEL BEAM ELEVATION. WOOD BEAMS, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS UNLESS NOTED (DROPPED) � 0 ao � SCALE: 3/4" = 1'-0" 5• '�O" INDICATES CONNECTION TYPE — REF S1 FOR SCHEDULE � T o S3 6 1 " 6" 0 C., TYPICAL, UN � ° 7 GLU—LAM BEAMS EXPOSED TO WEATHER SHALL BE NATURALLY RESISTANT ALASKAN YELLOW CEDAR ,% � a , � � JOB #0507-18 ;�� 0 ; � ' � � �'�-=v t �o �E�s� ��'�.�'�0�tiE�/°T��l� G e `�A �G o�� �� �s s mi4�E6T + �o �•�� . . a`� • s e�'S+°°•..,o•.•G�. � S/oNAI F.� JUL 2 � ,'��,, - � � D� U � � � o N Z 00 c0 cfl U � � pa°oa°o Z � wUrnrn SLOPE TOW. � zz� � PER ARCH. (n � N � rn rn T 0 F = 8023'-2 � p� w.-..-. � — — — — � � Z � a`no � oa T O.W = 8034'-6 J � � J vv T 0 F = 8023'-2 � � � � 8034'-6 0 C. A Z D' I I T 0. SLAB T IR � q � � � � Ncorn � _ � U I I � � � rn � — — — � � �' � 00 0� o� I � x p d- d- T 0 W. = 8035'-0 I ' ( ) � � m � � � T 0 F = 8025 -8 I T.0 W. = 8036 -0 V I.F. �..�. STEP T O.W = 8038'-0 T.O.F. = 8025'-8 � _; p Q o Q T.0 F. STEP STEP T O.W. = 8030'-0 T O.F = 8025'-8 I _ � o- > °v'� , — T 0 F T 0 F. T O.F. = 8025'-8 I ( L � � ( I I , _ �_ 3 I � � T O.W. = 8047 -0 STEP T 0 W 8035 0 8026 -6 I T O.F. = 8034'-8 T 0 F. T 0 F = 8031'-2 S3 T.O. SLAB � A T.O.W = 8047'-9 3/4 I I I � � T.0 F = 8031'-2 I T 0 W = 8035'- T 0 F = 8026'-� I J S� I I I I I IT O.W = 8029'-3 T 0 W = 8028'-4 = � T 0 W. = 8043'-9 3 4 8035'-0 T 0 F = 8026'-2 I T 0 F. = B025'-8 T 0 W 8043 -9 3/4 � I I I I T.O.F. = 8025'-8 T 0 F. = 8025'-8 % T 0 SLAB I � I L I � I I � ST P — — — — — I 4 T F I S6 � — — — STEP I STEP T 0 W. = 8051'-3 T 0 F � 8029,_� T.0 F I T 0 F = 8034'-8 � � T.0 SLAB � � I2 I � � _ � T.O.W = 8030'-0 S3 I � � T.O.F. = 8025'-8 S6 � � , � � o •,.., � , 2 — B T.0 W = 8049'-9 I � �-I � I % S7 S3 I I 8029'-3 I � T.0 F = 8028'-8 � � I T O.W = 8035'-0 T.0 SLAB I 4" CONCRETE SLAB ON 4" I T O.W = 8046'-0 � � I T O.F. = 8028'-11 I I CLEAN GRAVEL BASE ON T O.F. = 8028'-8 � I I U,�DISTURBED GRADE OR I I � � I T 0 W = 8052'-9 � I CDMPACTED STRUCTURAL � T 0 F = 8034'-8 STEP FILL PER SOILS ENGINEER. L BM. PK� � T 0 F q I REINFORCE SLAB WITH � � �°� O I s � _ _ � 6x6-W1.4xW1 4 WELDED WIRE �..� � I � � FABRIC THROUGHOUT. �' I I � T 0 W. = 8050'-0 3 PROVIDE 1" DEEP SAWN OR o Q � TO�OLED CONTROL JOINTS AT v�'i cJn I I � ^ I / T.0 F. =T 0 W4,=88029'-3 I � I S7 15 -0 MAXIMUM SPACING � � T 0 F = 8027'-11 EACH WAY � / � _ , I 8028'-3 I I STEP T 0 I I � � � fi O.W 8058 -5 3/4 ( T 0 SLAB T.O.W = 8029'-3 SLAB I I � � �" 0 F = 8034'-8 � T 0 F = 8027'-11 T.O.W. = 8058'-5 I � II 6 � — — `� 3 T.O.F. = 8028'-8 5 S6 S6 4 STEP S6 2 I STEP S� � T 0 F T.0 W = 8059'-8 S6 T 0 F T 0 W = 8035'-0 T 0 F = 8028'-11 I \ T 0 F = 8027'-11 / T O.W = 8059'-8 I DECK I T.0 W = 8059' 8 � 8029'-3 T 0 F = 8028'-8 ' 1 1/4x11 7/8 LSL RIM SPAN I T O.F. = 8028' 11 S6 T 0 SLAB gM PKT � FLOOR PERIMETER r BQ TYP. INDICATED THUS, TYP. g � BM PKT _ _ — � � T.0 W. = V I F. S� W10x19 (8056'-0") I I v (MAX 3'-0 SOIL ABOVE � 8034'-10 1/2 STRUCT. CONC. CAP) T 0. PLYWD. � 3 � — — — — — — — — — — — — �I STEP S3 ( DECK T 0 F. 2 -1 3 4x11 7 8 LVL SPAN r � � — — - - - - ��J Q CONT. 1 3/4 x 11 7/8 LVL ��s o LEDGER W/3/4"� X 5" EXP + designed by STR M TN M ANCH. @ 12" 0 C. drawn by � T r� � checked by � J� s� o �+R . � PERMANENT issued c� 3 -Ox6 -0 (HIGH) � SOIL-NAILED � VERIFYSLOCATION ABOVE PERMIT 08/29/05 RETAINING WALL BY � - SLAB.(PROVIDE MIN 48" OTHERS CD 1O O7 O5 z N O R TH FROST PROTECTION) / / o NORTH REV. 0 11 /3/05 N LO WE R FLO O R FR A M I N G P LA N SCALE: � 4" = 1 �-o�� F�O U N D A TI O N P LA N SCALE: � 4" = 1 �-a�� REV. 0 11 10f05 � " PLAN NOTES: PLAN NOTES FINAL 7/26/06 � 0 1 ELEVATIONS OF CONCRETE FOUNDATION ELEMENTS INDICATED ON PLAN THUS: � - 1. INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS• 0 T O.W =TOP OF CONCRETE WALL T 0 F.-TOP OF CONCRETE FOOTING c '� 2 POSTS BELOW ARE INDICATED: � NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED: � SPREAD FOOTING SCHEDULE 0 � SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED 0 2 TOP OF FOOTING ELEVATIONS ARE BASED ON FINDING ADEQUATE SOIL BEARING TYPE SIZE REINFORCING � CONDITIONS AT THAT DEPTH CONTACT ENGINEER IF OVEREXCAVATION IS REQUIRED. > 3 FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXP 1, SPAN A 2'-6 x 2'-6 x 1'-O (3)-#5's x 2'-0 EA. WAY sheet � RATING 24 0 C 3 STEPS IN TOP OF CONCRETE WALL INDICATED � � B 6'-0 x 6'-0 x 1'-0 (6)-#5's x 5'-6 EA. WAY c a 4. WOOD BEAMS, EXCEPT HEADERS, ARE FLUSH WITH FLOOR JOISTS 4 CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH CONCRETE FOUNDATION Q WALLS UNLESS NOTED OTHERWISE T 5 "O" INDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE. � 6 ALL FLOOR JOISTS ARE 11 7/8" TJI/210 � 16" 0 C , TYPICAL, UNLESS NOTED OTHERWISE 5 CONCRETE FOUNDATION WALLS ARE 8" THICK AND CONTINUOUS FOOTINGS ARE 8" oJO THICK x 16" WIDE UNLESS NOTED OTHERWISE. T � � 6 DO NOT SCALE DRAWINGS 0 � d � JOB #0507-18 , ° �' � = - _ - � .' \\ � DESIGN CRITERIA• LOT #12 ALPINE DR 0507-18 B Gable—end wclls shall be balloon—framed to the bottom of rafters or end—wall trusses � % un�ess approved by engineer 2003 IBC FASTENING SCHEDULE (TABLE 2304.9.1 � � � Roof Live Load (Snow) ------------------------------- 80/100 psf C Floor or roof frammg members must be aligned to bear within 5 inches of the studs ����-»��,� Roof Dead Load ----------------------------------- 15 psf beneath a m '`�QO RE�/ Floor Live Load ------------------------------------ 40 sf �� CONNECTION FASTENING LOCATION p`b eo=•m'ao�sT�• P D Provide 7/16 thick APA rated sheathing (plywood or OSB) rated 24/16, exposure 1, at �. �, ,• p. ►�E,q,�, �� Floor Dead Load ----------------------------------- 30 psf extenor face of exterior walls Block all horizontal �oints and nail panels with 8d nails GQ��.,,�� G�m�a 1 Joist to stll or irder 3 — 8d common toenail Deck Live Load ------------------------------------ 100 psf spaced at 6" along panel edges and at 12" along intermediate supports g a - S Deck Dead Load ----------------------------------- 15 psf 3 — 3" x o�3�" na�� �, m ��� „ E Provide (3)-2x10 headers over all door and window openings, with one 2x6 tnmmer and 3 — 3" 14 gage staple A B B R E VI A TI 0 N LI S T '� so� Wind (3 Second Gust) -------------------------------- 90 mph (Exp. B) one 2x6 king stud each end, unless otherwise indicated c�, 2 Bnd in to oist 2 — 8d common toenail each end ��0�. .' � Seismic Design Category ------------------------------- EXEMPT F At beam bearing locations in stud walls, provide multiple—stud posts equal to width of 9 9 � 2 — 3" x 0131" na�l '�FS'°•°MO••�G\�' IBC/IRC Edition ----------------------------------- 2003 bearin mem5er unless noted otherwise � ` S�4NAl.� 9 2 — 3' 14 gage staple A B ANCHOR BOLT � 2. Interior Load Bearng Walls FOUNDATION DESIGN: A Interior load bearing walls are 2x4 or 2x6 studs (as indicated on plan) C�? 16" o c with 3 �" x 6" subfloor or less to each �oist 2 — 8d common face na�l A F.F. ABOVE FINISHED FLOOR a Design of individual and continuous footings is based on a maximum allowable beanng pressure of �� 4 Wider than 1" x 6" subfloor to each �o�st 3 — 8d common face na�l A.F.G ABOVE FINISHED GRADE ,,,�,,,. 1/2 gypsum wallboard both sides unless noted otherwise Cap with a double top plate ��� 2 6 , 1500 psf (dead load plus full live load). installed to Frovide overlapping at corners and at intersections with other partitions If 5 2" subfloor to �o�st or girder 2 — �sd common blind and face na�� ADJ ADJUSTABLE �`�'�`� b Foundation and retaining walls have been designed using a lateral pressure of 60 pcf overlap is not possible, strap top plates with metal strap ties (Simpson ST292 or 6 sole plate to �o�st or blockmg 16d at 16" o c typ�cal face na�l ANCH ANCHOR � c Footings shall be placed on the natural undisturbed soil, or compacted structural fill per the equivalent) 3" x o�3�" r,a�� at s" o c APPROX APPROXIMATELY recommendations of the geotechnical engineer, below frost depth. B Floor or roof framing members must be aligned to bear within 5 inches of the studs 3" 14 gage staple at 12" o c ARCH. ARCHITECT d. This foundation has been designed according to the design recommendations set forth in beneath BD. BOARD geotechnical report #04187 by LKP Engineering, Inc The contractor shall follow the construction Sole plate to �o�st or blocking at braced 3 — 16d per is" braced wall panels BLDG BUILDING � re uirements from this same re ort C Provide (2)-2x10 headers over all openings in wall, with one 2x4 or 2x6 trimmer and one wall panel � � q p (4)-3" x o 131" nail per 16" BLKG BLOCKING � v 00 2x4 or 2x6 I�ing stud each end, unless noted otherwise. N e. Provide continuous foundation drains around the penmeter of all basement walls and at the base (4)-3" 14 gage staple per 16" — of retainin walls Contact eotechnical en ineer for details D At beam bearing locations in stud walls, provide multiple—stud posts equal to width of BM. BEAM � o 0 9 9 9 7 Top plate to stud 2 — 16d common end nail N Z op co co bearmg member unless noted otherwise BOT. BOTTOM -Q Q o 0 f. Provide crawl space ventilation per IBC/IRC requirements 3 — 3" x o�31" na�� B 0 W BOTTOM OF WALL U � 00 °° 3 Floor Construction 3 — 3" 14 a e sta le � rn rn g A representative of the geotechnical engineer shall venfy soils conditions and types during �, �� 9 9 P z � w v I I A Provide 3/4 {hick APA rated Sturdifloor rated at 24 o c , tongue and groove, exposure 1 BRG BEARING excavation. Report any discrepancies from original findings to structural engineer for re—evaluation s stud to sole plate 4 — 8d common toenad � z r� ,� of foundation design Glue and nail �anels to all supports with 8d nails spaced at 6" along panel edges and at 4 — 3" x o 131" na�l CANT. CANTILEVER � � � � h Backfill around and above structural buttresses and retaining walls shall be compaction—tested per 12" along intermediate supports Install sheathing with long dimension perpendicular to 3 — 3" 14 gage staple C.J. CONTROL JOINT � � w °' °' the recommendations of the geotechnical engineer. �oists and end �oints staggered CMU CONCRETE MASONRY UNIT Z �' �n � r�X B Provide solid Clocking between floor �oists at all bearing locations Blocking material shall 2 — 16d common end nad CEM. CEMENT Q •� o � ° � REINFORCED CONCRETE• match the floor �oist material 3 — 3" x o�3�" na�l CLG CEILING � N o0 —'"" 4 Roof Construction 3 — 3" 14 gage staple � CENTERLINE � � A Provide 5 8" thick APA I ood sheathin rated 40 20, ex osure 1 Install sheathin � a Concrete design is based on the "Building Code Requirements for Reinforced Concrete" (AC� 318) � P Y`^' 9 � P 9 9 Double Studs 16d at 24" o c face na�l CLR. CLEARANCE (� �� as ado ted b Cha ter 19 of the 2003 IBC with long dirrension perpendicular to rafters or trusses and end �oints staggered Nail 3" x 0 131" na�l at 8" o c � P Y P COL. COLUMN Z b Structural concrete shall have a minimum 28—day compressive strength of 3000 psi with 8d nails spaced at 6" along panel edges and at 12" along intermediate supports 3" 14 gage staple at 8" o c. CONC. CONCRETE � � � c Concrete shall be proportioned using Type I—II sulfate—resistant cement Admixtures containing B Plywood sheaihing shall be applied continuously over the primary roof inembers (rafters or 10 Double top plates 16d at 16" o c typ�cal face na�l CONN CONNECTION U — � � � � chloride salts shall not be used trusses) beloN overframed areas to provide adequate lateral stability 3" x o�3�" na�� at �2" o c CONT CONTINUOUS II � � � I d Cold weather concreting procedures shall be provided as recommended in the ACI Manual of C Provide wind/seismic anchors at supports for all roof �oists and trussed rafters See 3" 14 gage staple at �2" o c CONST CONSTRUCTION � � � °' °' Concrete Practice. nailing schedule +' p o � � C.P CRIPPLE POST c� e Anchor bolts for beam and column bearing plates shall be placed with setting templates D Provide solid �locking between roof rafters, trusses and lookouts at all bearing locations Double top plates 8 — �sd common �ap splice � m �� f Ex ansion bolts shall be ►ocated at a minimum of 6 bolt diameters from concrete ed e and �2 — 3" x o�3�" na�� C W CRIPPLE WALL � �o x P 9 Blocking material shall match rafter, truss chord, or lookout material L o — � Q spaced at 10 bolt diameters unless noted otherwise 5. Wind Bracin �2 — 3" 14 gage staple typical face na�� DBL DOUBLE � -N Q a, � g Anchor bolts for wood sill plates shall be placed at 4'-0" maximum spacing with one anchor bolt A. Walis over 4 eet long which are sheathed with gypsum wallboard on both faces and are 11 Block�ng between �oist or rafters 3 — 8d common toena�l DET DETAIL � a �`-"-' at 12" from each end or corner and a minimum of two anchor bolts per piece indicated as shear walls on plan have been designed to resist wind forces in accordance to top plate 3 — 3" x o�3�" na�� DIAG DIAGONAL h Concrete floor slabs on grade and on metal decking or plywood supported by framing shall have with Table 2:�06 4 5 of the 2003 IBC 3 — 3" 14 gage staple DWG DRAWING sawn or tooled control joints at a maximum spacing of 15'-0" in each direction. Locate control B. At shear walls, screw 1/2" gypsum wallboard to all studs and to top and bottom plates �2 Rim �o�st to top plate sd at s" (152mm) o c toenad DWL DOWEL �oints along column grid lines where possible and provide slab isolation �oints around columns with #8 x 1 /8" drywall screws at 7" maximum spacing 3" x o 131" na�l at s" o c EA. EACH i Concrete coverage for reinforcing steel• C Extenor plywo�d or OSB wall sheathing is required unless specifically deleted by engineer 3" 14 gage staple at 6" o c E J. EXPANSION JOINT 1 Concrete cast against and permanently exposed to earth• 3" �3 Top plates, laps and intersections 2 — �sd common face na�l ELEV ELEVATION 2 Concrete exposed to earth or weather: 3 — 3" x o 13�" na�� ENG ENGINEER C%� 3 - 3" 14 aestale A #5 bar and smaller 1 1/2" STRUCTURAL GLUED LAMIf�ATED TIMBER g 9 P EQUIP. EQUIPMENT ,�-� 14 Continuous header, two ieces 16d common 16" o c alon ed e t��. B #6 through #18 bar 2" p 9 9 EQUIV EQUIVALENT �,,,.,.� 3. Concrete not ex osed to weather or in contact with round. a Matenals, manufacturer and quality control shall be in conformance with AITC Product Standard �5 Ceiling �oists to �ate 3 — 8d common toena�i p g P EXSTG. EXISTING � A. Slabs, walls, �oists (#11 bar and smaller) 3/4" PS 66-82, "Structural Glued Laminated Timber". 5 — 3" x o�3�" na�� (E) EXISTING b Laminated members s�all be fabricated usin Dou las Fir with the followin combination s mbols 5 — 3" 14 gage staple � B Beams, columns 1 1/2" 9 9 9 Y EXP. EXPANSION 24F—V4 Simple—span beams 16 Continuous header to stud 4 — 8d common toenail EXT EXTERIOR REINFORCING STEEL 24F—V8 Cont�nuous or cantilever beams 3 — 16d common mmimum, Table 230810 41 face nad F D. FLOOR DRAIN ��� 3 COIUrrIIS 17 Ceilmg �oists, laps over partions 4 — 3" x 0131" nail �,�� c. All members shall be Architectural A earance Grade, unless indicated otherwise b the architect (See Sect�on 230810 41, Table 230810 41) 4 — 3" 14 a e sta le FDTN. FOUNDATION � a Detailmg, fabncation and placement of reinforcing steel shall be in accordance with the ACI PP y 9 9 P FLR. FLOOR Manual of Concrete Practice. d. Protect members frorn damage or exposure to moisture pnor to and during construction 3 — 16d common minimum, Table 230810 41 face na�l e. Adhesive shall meet the re uirements for wet conditions of service 18 Ceiling �oists to parallel rafters FRMG, FRAMING g� b Except where otherwise noted on the drawings, reinforcing bars shall conform to ASTM q 4 — 3" x o�3�" na�� FTG. FOOTING �� Specification A615 and shall be grade 60 except ties, field bent bars where permitted by note on f Do not camber lamincted members unless mdicated on the drawings (See Sect�on 230810 41, Table 230810 41) 4 — 3" �4 gage stap�e plan, or bars to be welded, which shall be grade 40. 3 — Sd common toena�l GA GAUGE STRUCTURAL STEEL 19 Rafter to plate GALV. GALVANIZED �� c At splices, lap bars 44 diameters Do not weld or use mechanical splicing devices unless (See sect�on 23os�o�, Table 23os�o�) 3 — 3" x o 131" na�l specifically approved by engineer 3 — 3" 14 gage staple GEN. GENERAL d At corners, make horizontal bars continuous or rovide corner bars Around o enin s and ste s a Structural steel shall be detailed, fabricated and erected in accordance with the most current G L GLUE—LAM p P 9 p 2 — Sd common face nail > » editions of AISC S ecifications and Code of Standard Practice 20 �" d�a onal brace to each stud ar,d �ate ALL LUMBER CONNECTORS IN DIRECT in concrete, provide (2)—#5 bars extending 2 -6 beyond edge of opening or step P 9 P 2 — 3" X o�3�" na�� GYP GYPSUM/GYPCRETE b Structural steel W shcpes shall be ASTM A992 Other rolled shapes, including plates and angles 2 — 3" �4 a e sta �e CONTACT WITH PRESSURE—TREATED � � e. Extend remforcing steel a minimum of 2'-6" through cold joints. Unless specifically located on 9 9 P HDR. HEADER .� shall be ASTM A36. 1'ube shapes shall be ASTM A500 grade B Pipes shall be ASTM A53 grade LUMBER SHALL HAVE A SIMPSON ZMAX plan or details, coordinate cold �oint locations with engineer. 21 1" x 8" sheathing to each bearing wall 2 — Sd common face na�l HORIZ HORIZONTAL � � B or ASTM A501. FINISH OR EQUIVALENT � f Welded wire fabric shall conform to ASTM Specification A-185. Lap welded wire fabric a minimum 22 W�der than 1" x 8" sheath�n to 3 — 8d common face na�l HSS HOLLOW STEEL SECTION c. Tube shapes are actu�l size as specified on plan Pipe sizes indicated on plan are nominal 9 of one full mesh plus two inches Laps shall be wired together each beanng wa�� CONNECTION SCHEDULE HT HEIGHT � � � � �� , ,> (approximate inside di�meter) and refer to AISC pipe schedule dimensions g. Epoxy adhesive for reinforcing dowels shall be 'Hilti or 'Simpson or approved equivalent adhesive 23 Bu��t—u corner studs �sd common INT. INTERIOR d All bolts used in steel framing shall conform to ASTM Specification A325 Anchor bolts and bolts P 24�� �� � systems. Minimum embedments, if not specifically indicated on the drawings, shall be , 3" X o 13�" r,a�i �s" o c DA SIMPSON H5 INV INVERTED i � . used in timber connections may be ASTM A307 Bolt sizes shall be 3/4' diameter unless noted � � � ; according to the manufacturer s specifications otherwise. 3" 14 gage staple �s" o c Qg SIMPSON IUS2.06/11 88 K KING STUD h. Metric bar SIZe conversion table , 24 Built—up girder and beams 20d common at 32" o c face nail at top and JST. JOIST � METRIC INCH—POUND e. Typical framed beam connections shall consist of pairs of 1/4' angles using the maximum 3" x o 131" na�l at 24" o c bottom staggered on Q SIMPSON ITT2.1/11.88 LAM LAMINATED 10 3 number of bolts called for m Table II—A of the AISC Manual (ASD Ninth Edition) 3" 14 p opposite s�des LLV LONG LEG VERTICAL ►", � �� �� � �� � gage sta le at 24" o c . #13 #4 f Expansion bolts shall �e wedge type "Hilti or Rawl or Simpson , or approved equivalent with QD SIMPSON HUS1.81/10 LONGIT LONGITUDINAL � � 16 5 the following minimum embedments � # # 2 — 20d common face nai at ends and at O SIMPSON ITT11 88 LTWT LIGHTWEIGHT � #19 #6 1/2" diameter ---- 2 1/2" 3 — 3" x o�s�" na�� each splice LVL LAMINATED VENEER LUMBER #22 #� 5/8" diameter ---- 3" 3 — 3" 14 gage staple QF SIMPSON LUS28 � � #25 #$ 3/4" diameter ---- 4" 25 2" planks 16d common at each beanng LSL LAMINATED STRAND RIM MATERIAL „ #29 #9 E ox anchors called 'or on the drawin s shall be "E con" or "Rawl" or "Sim son" or a roved QG SIMPSON HB3 56/11 88 MAX MAXIMUM � � 9• P Y 9 p p pp 26 Collar tie to rafter 3 — 10d common face nail MECH MECHANICAL ■r"I #32 #�� equivalent anchor systems Minimum embedments, if not specifically indicated on the drawings, 4 — 3" x 0131" na�l , � #36 #11 ° 4 — 3" 14 a e sta le face nail 0 SIMPSON ITT411.88 MAT L MATERIAL � shall be according to the manufacturer s specifications 9 9 P MANUF MANUFACTURER STRUCTURAL WOOD FRAMING h All welding shall be done by an AWS qualified welder 2� Jack rafter to hip 3 — 10d common toena�l QI NOT USED � � i Delay painting within 3" of field welds until welds are completed 4 — 3" x o 13�" na�i MIN. MINIMUM „ j Where corrosive soil amditions exist, steel angles that are used to support extenor stone veneer 4 — 3" 14 gage staple QJ J L 4x4x1/4x0'-5 1/2 WELDED (N� NEW � a Except where noted otherwise, all 2 nominal lumber, except studs, shall be Douglas Fir—Larch shall be galvanized and shall be attached to the foundation with galvanized or stainless steel CONNECTION W/ 1/4" FILLET WELDS NOM. NOMINAL � #2 and better, and al) solid timber beams and posts 3" nominal and wider shall be Douglas expansion anchors 2 — 16d common face na�l 0 C ON CENTER Fir—Larch #2 3 — 3" X o�3�" na�� KQ SIMPSON LSSU210-2 OPNG OPENING b Studs shall be Stud grade and better pouglas Fir—Larch or Hem Fir BACKFILLING- 3 — 3" 14 gage staple OSB ORIENTED STRAND BOARD c Built—up posts shall consist of Douglas Fir—Larch or Hem Fir #2 or better 2x4 or 2x6 studs per 28 Roof rafter to 2—by ridge beam 2 — 16d common toena�� � SIMPSON LSSU210 R PLATE �� plan and shall be nailed together with 2 rows of 16d nails C� 6" on center along each stud a Do not backfdl agains• retaining walls until supporting elements are in place and securely 3 — 3" x o 13�" r,a�l �M SIMPSON LSSU410 PLYWD PLYWOOD � � d Built—up beams consisting of multiple 2x members shall be nailed together with two rows of 16d anchored, or ade uate shorin is installed Concurrent backfillin of each side of a retainin wall 3 — 3" 14 gage staple � q g g g PKT POCKET p � nails spaced at 12'� on center, or with two rows of 1/2" diameter thru—bolts spaced at 24'� on to final grades as indcated on plan or section is required unless temporary shonng is installed NQ SIMPSON HHUS410 � � center b Venfy type of fill with soils engineer and structural engineer prior to backfilling. 2 — 16d common face na�l R 0. ROUGH OPENING � e Top and bottom plates shall be Douglas Fir—Larch or Hem Fir #2 and better Plates placed 3 — 3" x ��3�" na�� QO SIMPSON HGUS7 25/12 RAD RADIUS � �,. L� 3 — 3" 14 a e sta le QP SIMPSON ITT411.88 REF. REFERENCE e�t � directly on concrete walls or slabs shall be pressure—treated Hem Fir #2 GROUT• 9 9 P � f Wood beams bearing in beam pockets in concrete or masonry walls shall bear on a treated 2x6 29 ,loist to band �oist 3 — 16d common face na�l REINF. REINFORCE/REINFORCEMENT J � bearing block Provide �" clearance around end of wood beam. Block against sides of beam a All grout beneath column base plates and steel beams at bearing shall be non—shrink, 5 — 3" x o�3�" na�� QQ (3)-3/4"� LAGS REQ'D REQUIRED � � � pocket with treated 2x blocking to provide lateral support for beam non—metallic type groat Grout shall have a minimum compressive strength of 2500 psi 5 — 3" 14 gage staPle RET. RETAINING g Within floor �oist spaces beneath solid or built—up columns noted on plans, blocking of area 3o Ledger strip 3 — 16d common face na�� � (4)-3/4"4� EXP ANCH's REV REVISION � � ' equivalent to column above shall be provided Door or window trimmers consisting of a single GENERAL REQUIREMENTS 4 — 3" x o�3�" na�� R S ROUGH SAWN � stud do not require special blocking in the joist space. 4 — 3" 14 gage staple SCHED. SCHEDULE h Except as noted otherwise, minimum nailing shall be provided as specified in the "Nailing a Structural erection and bracing: The structural drawings illustrate the completed structure with 31 wood structural panels and particleboard b 1/2" and less ed`�� (per KRM)q SECT SECTION Schedule" on the drawings (2003 IBC Table 2304 9.1) all elements in their fnal positions, properly supported and braced The contractor, in the proper Subfloor, roof and wall sheathing 2 3/8" x 0131" na�l" SHT. SHEET i. Bolts used for wood framing connections shall be installed with standard washers and nuts sequence, shall provide shoring and bracing as may be required during construction to achieve the (to frammg) 1 3�4" x 16 gage° SIM SIMILAR � Unless noted otherwise, steel connectors such as those manufactured by the Simpson Company final completed structure. Contact structural engineer for consultation (not in contract) as 7s/32" to 3/4" sd (per KRM)4 S I P STRUCTURAL INSULATED PANEL shall be used to �oin rafters, �oists or beams to other beams at flush—framed conditions Use required 2 3/8" x o�3�' na��P SPEC SPECIFICATION all s ecified nails. Connector conditions not otherwise noted shall utilize T e U or T e HU b Shop drawings. Subrrit shop and erection drawings for structural steel, miscellaneous steel steel 2" 16 gage � P YP YP � 7/8" to 1" 8d° SQ SQUARE MPS , Q hangers of a size specifically designed for the member supported, as shown in the joists and girders, steel deck, masonry reinforcing steel, wood trusses, manufactured wood �oists designed by and lue—lam beams to en ineer for review rior to fabncation This review is for eneral � � STD STANDARD ' � manufacturer's published tables Contact structural engineer for details as required 9 9 P 9 /8" to � i/4" tod° or 8de STR MTN �,^,� k Wood nailer plates installed on steel beams or concrete walls for top—flange hangers shall be compliance with the intent of the structural design The architect and/or contractor are Single Floor (combmation subfloor— 3/4" and less 8d° (per KRM)4 STL. STEEL drawn by res onsible for checkir� uantities, dimensions and coordination with other trades underlayment to frammg) �/s" to i" sd° STRUCT. STRUCTURAL T ripped to match the width of the wall or beam flange Nailer plates supporting top flange P 9 q � �/8" to � �/4" �odd or sd° T TRIMMER checked by � hangers from one side only shall be installed flush with the face of wall or beam flange at the c. Dimensions Check a9 dimensions against architectural drawings pnor to construction Do not o hanger locations scale drawings. 32 Panel sidin to framm 1 2" or less sdf T&B TOP & BOTTOM 9 ( 9) / issued NI Manufactured �oists shall be from an approved manufacturer and shall be equivalent in load d Construction practices General contractor is responsible for means, methods, techniques, 5/8" 8d' T&G TONGUE & GROOVE carr in ca acit and deflection cntena to BCI 6000 series oists in the de ths and s acin s sequences and proced�res for construction of this pro�ect Notify structural engineer of omissions g h T.0 C. TOP OF CONCRETE N Y 9 P Y 1 P P 9 33 Fiberboard sheathing 1/2" No 11 gage roofing nail � indicated on plan. Provide blocking, bracing, web stiffeners and other accessories as required by or conflicts between t�e working drawings and existing conditions Coordinate requirements for sd common na�l T 0 F TOP OF FOOTING PERMIT 08/29/05 � o� the manufacturer. mechanical/electrical/plumbing penetrations through structural elements with structural engineer No 16 gage staple' T.O.L. TOP OF LEDGE � m Laminated veneer lumber (LVL) shall have the following minimum properties Jobsite safety is the sole responsibility of the contractor All methods used for construction shall 25/32" No 11 gage roofing nadh T.0 M TOP OF MASONRY C� 10/07/05 8d common nad REV. 0 11 /3/05 U 1 Flexural stress ------------------------------------- 2600 psi be in accordance with the latest editions of the IBC/IRC. � T.O. TOP OF W 2. Modulus of elasticit ----------------------------- 1, No 16 gage staple a y ---- 900,000 psi e. Details not specifically shown on the drawings shall be constructed in a manner similar to the T 0 W TOP OF WALL � 3 Tension parallel to grain ------------------------------ 1850 psi details that are showr for like conditions These items shall be brought to the attention of the 34 Intenor paneling �/4." 4dk THRU THROUGH REV. 0 11 /10/05 � 4 Compression parallel to grain --------------------------- 2310 psi structural engineer as soon as possible for approval Approval shall be obtained prior to 3/s" sd TRANSV. TRANSVERSE � 00 . 5 Compression perpendicular to grain (parallel to glue line) --------- 750 psi installation. NOTES TO TABLE 230491 TS TUBE STEEL COLUMN FINAL 7 26/06 '� 6 Horizontal shear -------------------------------- 285 si f (t is the responsibility of the contractor to contact the structural engineer at the appropriate P For SI 1 inch = 25 4mm 2 3/8" x 0113" nads and 3" x 0 131" nads are standard 8d and 10d Gun nails TYP. TYPICAL 0 7. Connection of multi le—member beams time to perform site observations visits Observation visits to the �obsite by the engineer are for �n P U N.O. UNLESS NOTED OTHERWISE g . A. Top—loaded beams determination of general conformance with the construction documents and shall not be construed a Common or box na�is are permitted to be used except where otherw�se stated VERT VERTICAL � � I) For members 12'� deep O� IeSS, f1011 24Ch member t0 the next Wlth 2 �OWS of 16d as InSPeCtion b Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 mches at supports where �e » g Though every effort �s made to prov�de a complete and clear set of construction documents, spans are 48 mches or more For nailing of wood structural panel and particleboard diaphragms and shear walls, V.I F. VERIFY IN FIELD � rlalls at 12 o C refer to Section 2305 Nails for wall sheathing are permitted to be common, box or casing W F WIDE FLANGE o ,� discrepancies or omis;ions may occur. Release of these drawings anticipates cooperation and c Common or detormed shank � ii) For members greater than 12 deep, nail each member to the next with 3 rows of W P. WATERPROOF , , continued communicabon between the contractor, architect and engineer to provide the best d Common c� 16d nails at 12' o c. possible structure These drawings have been prepared for the use of a qualified contractor e Deformed shank W W.F. WELDED WIRE FABRIC B Side—loaded beams sheet > experienced m the construction techniques and systems depicted f Corros�on—res�stant siding or cas�ng na�l WD WOOD ep � i) For tWO Ot' three member beams, nall eaCh member to the next With 3 roWS of 16d g Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate suppor;s W� WITH �Q�� �� V�O� N rlalls at 12'� O C. h Corrosion—resistant roofing nails with 7/16—inch diameter head and 1 1/2 mch length for 1/2—inch sheathing and �1�I�0 T .� 1 3/4 inch length for 25/32—inch sheathmg � ��i ����1� a ��� For four member beams, bOlt through with 2 rowS of 1�2'� diameter bolts at 12° o c. i Corrosion—resistant staples with nominal 7/16—mch crown and 1 1/8 mch length for 1/2—inch sheathing and 1 1/2 inch �� �� ff {�a Q iii) For members consisting of more than four members, contact structural engineer length for 25/32—inch sheathing Panel supports at 16 inches (20 inches if strength axis is the long direction of � C����:.� � � r n All lumber used in construction shall have a maximum moisture content of 19% the panel, unless otherw�se marked) p o Framing Notes' � Casmg or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports � 1 Exterior wdllS' k Panel supports as 24 inches Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports I For roof sheathing applications, Sd nads are the mmimum required for wood structural panels °r,° A. All exterior walls are 2x6 studs � 16" o c to a maximum height of 12'-6", 2x6 studs � m stap�es sha�� have a minimum crown w�dth of 7/16 �nch 0 12�� o C to a maximUm height of 14'-6", and (2)-2x6 StUdS � 16" to C] maximUm n For roof sheathmg applications, fasteners spaced at 4 inches on center at edges, 8 inches at intermediate supports o height of 17�-4" unless OtherwlSe noted. Walls taller thafl 17�-4" shall be framed wlth o Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 � inches on center at edges, 6 inches at intermediate supports for roof sheathing a manufactured parallam studs, contact engineer for spacing requirements, if not indicated p Fasteners spaced 4 �nches on center at edges, 8 �nches at �ntermed�ate supports � on plan. Cap with a double top plate installed to provide overlapping at corners and at q Items noted as "per KRM" have been changed from the IBC schedule to a more restnctive requirement � intersections with other partitions If overlap is not possible, strap top plates with metal J�B #0507-18 Qstrap ties (Simpson ST292 or equivalent) � � � � , � . - �--- �- ,r--- �..� ` �� �� � ° �° , � �_�. 3 , ��u,,� t �� ;� � c ��: ;; .:� �. �� �� � ��C =� SEWER MANHOLE MH 0860 � RIM ELEVATION = 8016.6' � (PR9J€GT BEN�WMARk) � GRAPHIC SCALE 10 0 5 10 20 �i � o� � � ( IN FEET ) 1 inch = 10 f t. �� ��� � ° �� ' � P�e�c� , �o� � �° °`�. �� ��.� � i a�� l � '' ,/,�1�, ����� •��: t (/)�� �O� �A . ` "� / / / n2� / c,ENERAL NOTES n•'��O ` �3` 1 PROJECT BENCHMARK: SEWER MANHOLE MH0860 NORTH OF LOT 10 AND 11. �6(� a � RIM ELEVATION = 8016 6' (SEE DRAWING) 0 `10 p�� 2 BUILDING TIES ARE INDICATED IN PARENTHESIS �� 1 r'o+ � /�,�gPG� ° 3 PEAK LAND SURVEYING INC. DID NOT PERFORM A TITLE SEARCH OF THE SUBJECT � PROPERTY TO ESTABLISH OWNERSHIP EASEMENTS OR RIGHTS-OF-WAY OF RECORD �gy k � p�� • � � ��� RECORD DOCUMENTS UTILIZED IN THIS IMPROVEMENT LOCATION CERTIFICATE WERE .� G ���' o PROVIDED BY LAND TITLE GUARANTEE COMPANY, ORDER No V50012854, DATED SEM�928�� o � JANUARY 12, 2006, AT 5.00 P.M,. F, Na• � t1�,. _ GGF'Q'��C1 812 o C� 4 ACOCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED �EGF' .�.Tl � � �+. mG UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST S6`L�,y62`�' 9 °c+� � �� DISCOVER SUCH DEFECT. IN NO EVENT, MAY ANY ACTION BASED UPON ANY DEFECT g� c� y IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF FOUND � `�9 yp o. o � � CERTIFICATION SHOWN HEREON. #5 REBAR ;, �'�o o �. � F`�, 5 -� � � � cr °' FIRST FLOOR o g a cpo � � ��� �' , � ELEV=8034 9' 2 ��, �0� 6� \ 6� \ �a LOT 11 � o IMPROVEMENT LOCATION CERTIFICATE � \�, � I HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED `�i ��l '0' � �,� FOR DANTAS BUILDERS `�" G L ^j1 THAT IT IS NOT A LAND SURVEY PLAT OR IMPROVEMENT SURVEY PLAT, AND THAT IT IS �1 0 9� \°y� ��� NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCE, BUILDING OR OTHER FUTURE a oy � IMPROVEMENT LINES m �� � `�� p�� � � I FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON ° \'s, `�' THIS DATE, 01/06/06, EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE 80UNDARIES OF THE PARCEL, EXCEPT AS SHOWN, THAT THERE ARE NO ENCROACHMENTS - .y2� ��� UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOINING PREMISES, o \ AND THAT THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY � EXCEPT AS INDICATED, EASEMENT CROSSING OR BURDENING ANY PART OF SAID PARCEL, EXCEP _ „�1 ED ` O > o. `�°ir���°�\,jh u�r',•,°°�/, �i'r � �,�mcame�, .�+ � /� O � � a .,,� �� � ��. �� G DATE:----- ---------------- . , �� �a� BRENT BIGGS 2� � \ COLORADO P.L.S. N0. P�9� �Q�O/_ r, �/ � �:•� l7 `p ���� � � � �����NAL�La�a) „` 'L� 1yti� LOT 12 �'� � �� L 0.27 ACRES \ \ Q� ADDRESS: 1788 ALPINE DRIVE ' (SINGLE FAMILY WOOD FRAME UNDER CONSTRUCTION) S'� \ \ X \ T�G/Ty \ � ��. LL s. RFcFpT�N R'��Nq � � �°• �e � LOT 13 � G�.,, � 928 24SFiyFNT h � VAIL VILLAGE WEST �� Fq � � � �° � � � FILING No.1 '��, s`��Fy \ � SsSS�, � � � � � �6,F � � . � � � y��• ' , � � �� � - \ � � � �h� ' BUILDING SETBACK ____ � \ \ BUILDING SETBACK _J � �_ \ \ � \ \ , � ` \ ' O ��_ ��_� -+-� � fJ� 5' UTILITY EASEMENT � �--- -- --_. _.--� RECEPTION No. 98135 � ' 589�4� �����W — 154.83� FOUND RED PIN & CAP / ON #5 REBAR, ILLEGIBLE � � ; � � � pi / m o � N � � � �I � LOT 18 LOT 19 VAIL VIL�LAGE WEST IMPROVEMENT L4CATION CERTIFICATE �. � VAIL VILLAGE WEST ' VAIL VILLAGE WEST LOT 12, AMENDED FINAL PLAT o FILING No.1 � FILING No.1 FILING NUMBER 1 o � FILING No.1 VAIL VILLAGE WEST, A RESUBDIVISION OF LOTS 10,11 & � O ' U� .���� rn r� ' M „ � ` ;��=K�`',,',F" � a ,v_;�;t;1F ;; w ,Y�a4�E EAGLE COUNTY, COLORA � ,, �,�.�a�:�:..� : � �,; �� I ,P',a�il��t tn�,v,4`°�15Y, rr,4",aTry I � PEAK LAND CONSULTANTS, itvc. DRAWN: EKS REVIEWED� BB SHEET 1399 ILC i PEAK LAND SURVEYING, INC ' DATE; 6/15/06 PLC JOB#: 1 � � 970-476-8644 FAX 970-476-8616 M 1000 LION'S RIDGE LOOP VAIL, CO 81657 ' d 0 � a � �� I I � I I � I I � I I � 1 I � I I � I I � I I . � I I 1 I � I I � I I I I ,� S �� G ]7 E � G H ; ; � � � � � ` ' � � � � � � � � � � � � � � -- — � � - - - _ � _ _ _ � � � � � � � � -- -� � � � � � � i i ' I� f� N '- N ONMM00 � � , � � � U m � ° � o � � � � � � o0 0 i i i i � � i i i � i i — '� O N O� � i i � � mO � �; � � � O i i i i i � � i i i i i � N � � p� � � ' ' O � � I � � � i i � � i i � � � � �� � � i i � � � U � � \ � � V� O w �+-. � � � � I i � i i � � � � � � � � � � � � i i � \ �, i i M � � � � � ASPHALT SHINGLES � �� i i i � GERTAINTEED PRE5IDENTI?1L TL SHAKE � � 5 5 i \ \ GOJ-OR- "WEATHERED WG�OD" rl l T O PLYWOOD � RIDGE 12 1� j � � j VJ '10'-O 1/�" - - - - 3 I � � I � 2 � � I \ � i // \\ I I I \ \ I � � �, � ____ I � \ I � � I � I ' ��. 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L 0 T 2 0 � _ LOT 18 , i i I , , i � , —_ _ _ - _ - _ . - _ _ _ ,,��� i -- -,..,. -,�,..�. - .,., _ 8011 2 e CURVE A CURVE B � RADIUS = 108.99� RADIUS = 108.99' , ' DELTA = 12°44'47" ` / � DELTA = 17°59'16" �� � Existing Evergreen Tree ARC = 34.22' ARC = 24.24' � �`�, soto s ' TANGENT = 17 25' TANGENT = 12 17 '�, � CHORD = 34.08' CHORD = 24.20' �'�� 8011,� , % BRG = N38°11'06"E O � �'� � 3 TIER STRUCTURAL WALLS BRG = N53'33'08"E �� � ;' ; 6'-1: 12 BATTER, 4'x1.5'BENCH) ExiSting P�pen Tree RADIUS = 108.99� ��� �� ' 8011 5 -� / RE: STRUCTURAL DELTA = 30°44'�3" (CALC ) 8o�3.s `., ,� ,; ,,-�' � , , , , � , , ; DELTA = 30°45'53" (REC. PLAT) � �� ' '� �� � -� , �`. � ;'� .-'� /� ��,..-' � I� f� N '- N ARC = 58.46 (CALC.� `. GM ; , SET N 5 REBAR WITH p N M M 00 Existing Evergreen Tree � �� � � j ALUM CAP, L S No 30091 U N N �O � �O to be removed ARC = 58.52 (REC. PLAT) `.� • so�2 � � ,% ,�;. 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