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DESIGN CRITERIA• STAIVC�IFFE AQQITION JOB #• 1304- 19 S1E�L NEL.IGA� PIER�: ,_,v-�3.:.�_-�, ,
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Roaf Liue �oad (Snow) _ _ _ __ _ _ _ _ __ _ _ _ _ _ _ _ _ _ _ __ _ ..... _ _ _ _ _ _ _ g0 psf a. Stee1 helicai piers shalf be designed and installed to restst the unfactored design loads as Q m� Q � � � Q � � s
Roaf Dead l.oad - - - - -- - - --- - - - -- - - - - - - - - - - - - - - - - -- - - 15 sf shown an Shest 51 . Unless othsrwise recammended b the mcanufacturer, the factor of " " � � - ° - � ��` �� �`� � �r�"°'�t����c�y
Floor Live Laad - - -- - - - - - - 40 psf safety ta be applied to the design loads to obtain the ultimate (aad capacity of each pier 2x6 STUDS C� 16 O. C. W f Y2 8x8 POST r - a � P - p � �'e `'�� �' � a
F(oor Dead Laad - - - - - - - - - -- - - - - - - - - - - - - - - - - - --- - - - 15 psf shall be 2. P �YWD. OR OSB SHEATHiNG � � » n
2x B�KG. BTWN . » ���� ��`� a �';
Deck �ive �aad _ _ _ _ _ _ __ __ _ _ _ __ _ _ __ _ _ _ _ __ _ _ __ _ ___ _ _ _ _ 1 pp psf b. Installer Qucalifications: Installation shall be done by an authorized installation cantractor. � �
Deck Dead l.aad - - - - - - -- - - -- - - -- - - - - - -- - - -- - - - - - -- - - 15 psf Proof af current certification with the manufacturer, as an autharized installer of the helical 2x12 JOlSTS PER PLAN JOISTS C� 8f2G. , TYP . � � ,a°� ;��;,;F
Wind 3 Second Gust ___ _ __ _ __ __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ gp m h Ex B piers being used, shall be submitted to the Architect ar Structural Engineer prior to starting � �G���� � �°��� f
� ) - R { P • ) 8395 - 27� I I � � � � � ���
Seismic Design Category - - - - - --- - -- - - - - -- - - - - - - - - -- - --- EXEMPT installation . � �„e`�
T. O. P�YWD . 2x DEC�ING ( E ) - 2x L04KOUTS , TYP . /� � �� .
IBG/IRC Editian -- - -- - - - - - - -- - - - - - -- - - - - - -- - - - - - - -- - 2009 c. A written instaliation record shall be kept for each helical pier, including dote of ins#allation , ( j T;�,� �
location of pier, descriptian af (ead section , including number and diameter of helices and MA7CH EXSTG. �" PER ARCH . , '
SPECIA� ENSPECTfaNS. extensians usedy QVBf�II Cf$�7tI1 of installation fram a knawn reference point and installation V. I . F. � TYP . 8x,� - - - ---- - CONTACT ENGR . C}UF21NG
MIN . DEMO FOR CONN . TYP . � � �- s ' �� ��
torque at termination of pier. � � � y
, -�
d. Soil ccarrosivit and re uired mediotion shap b � determined b the eotechnicol en ineer and PEN . ( E } - 6x1 V. I . F. ( D OP ED }
a. Special Inspections shall be pravided accardin g to Section 1704. 1 and tfie statement of s peciQl Y a Y 9 9� � o ---� �
insp�ctions as required by the Town ofi VaiL hefical pier supplier, respectively. All piers must have a minimum corrosion protection of hot � �.. ( E }�( 2 ��2x12
b. Continuaus inspection sha11 be perfarmed for anchar bolts where indicated on the FOUt1t�CItI011 dip ar electroplate galvanizatian . � . ~ �� ( � � � � � �` � "� `�`� `� � � � ��` ��`" � i� t t � g.��
plan . e. The steel helical pier system shal( camply with ISt� (International flrganization of Standards) ( TRTD . - - - - - - °- - - - - - - -� - � °,�, � �,____, ; ,,� ; ,,�� �
c. Pariadic inspection of steel canstruction elsments shal{ include materiol verificatian in 9001 • Certificates of Registration denoting ISO Standards Number sha[I be presented upan $394' - � ( V. I . F. � {3}- 2x12 TRTD . 2x8 DECK JOIST ( ^ " ' " " ' � rn r`
� i �� � �� � � � � �fi - � � �
o c c a r d a nc e wi t h t hese drawi�gs, monufac turer's certi�cate of compliance, snug- tight bo�ted ra quest to the Owner or their re presantatEve. � � 3 - U� M �
T. �. W. LEDGER n - SIMPSaN HANGER PER PLAN ( E ) - 1 /�x16 LVL
jaints, reinfarcing steel , and anchors installed in hardened �ancrete. f. Acc�ptable tolerance far alignment of #op ofi pier shall be 2 inches. Acceptable tolerance far � i � � � � � � � � i�' 3 �U� °� I
lumbness shall be within 2' af desi n an le. Piers exceedin these �mounts shaN be removed PER PLAN � � � � ( � `�-� --� ,..�.. ( E } - 1 /�.x16 LV� ( LOW� �y I o�
d. The structural engineer does nat provide special inspections. Periodic observatians of P 9 9 9 4 � - - - - - � � i � I � � � � � � i`- � { 3� - 2x10 � ; E - 6x � 2 V. I . F. U � � �
constructian by the structural engineer are not to be considered special inspections. and redrilled. Da not farce pier tops inta alignment. � 12" � coNC. PIER. � � � � ( } �
� , » SEE DETAIL 5 f S1 � � .� .� ..�. �.. � >-- ( v.. ____ z -c� �',o
FOUNDA110N DESIGN: i� #5 S VERT. C� 16 O. C. I ( � I � � ----�- � �... ..�. �. ��.... ; ��� - �,,, � o r�
( I � � i � � � � � � � � � ��
a. This found�tion has b�en designed according to the desiqn recamnnendatians set forth in 1 5 CONT. HORIZ. -�-� � � � °�°--° �°--- -�-- -°°
geatechnical repor� 952485 by Engineerin Desi nworks, Inc. TMe contractor shall follow the ° � � � � - # I � � � � ��F w � ~ �' • . X
constructian r� uirements from this same re og, HE � lCAL PIER DESIGN � CHEDULE „ MID HT. � � � � --1 ..�. .�. � � a � � � � = .Q
q P 4 FORM VOID '�6'{c. .�.' � _'°--='�..e�-- � =`-=�"_ -- --� - -�- � �' `� ° C d �, a. �.
b. Provide continuous foundotion drains Qround the psrimeter of grad� aeams. Contoct IJNFACT�RED DESIGN LOAQ: 0 TO 25 K 25 K TQ 30 K 8 { 2)- #5's CONT. I � ) � � � � � m--- ----- -----,- ---��.� ---- -.�. � .�--�..- --- T�`� -- � v
geatechniea( engmeer for detarls. HQRIZ. TOP & BOT. � � � � i.A- � �(" E � .�.. BEAM � �
c. A representative of the geot�chnical engineer sha{f uerify soils canditians and types during SQUARE SHAFT S1ZE 1 }�2" � �'4��� --�- ---- - --- C�a --°- ---- ---�-° -w--° ---- �----{ �---- �'/ �� =�--- � � ,�
excavation . Construction af the foundatian may nat pro�eed without verifyir� g thess values. � I � � ( � � � � � � � � � � �r, ( Z �
,� „ ,t ,� » »
Repart rany diserepancies from original �ndings to structurai engineer for ra- evaluation of TUBE STEEL SLEEYE 2 x2 x�� 2}`2 x2y2 x�t � � SCALE: 3/4" = 1 '- 0" � � � � �� � � � � � �
fOUt1GIQtt011 design . » rr r n » �r > >r C.'a � � 4C�
d. Verify ty�ae of fill with soils engineer and structural engineer prioe ta baakfilling. CAP F�? � x2 x0 - 4 1Y2 x2Y2 x0 - 4 S� � � � � I � � � � � �-- -�- -�--� --� -- ---- - -�-- ----- -�-�- ------ -- -��- --�- -a--- --�-�- � - r„ �
, ( � � � � � � � � � � � _.�...,. ..,�... .� .._.._.. ..�... � _�... ___�_... �. � ..._._. �� � � �,
REINFflRCED CONCRETE: EXSTG. 11�x11 r� RIM
� v. 1 . F. , � ;�1 I � I � _._. .e_. ..�._ ___�.. .�.. � ��.. .�. ______ ...� . _p..... ___�_ -- � o a
a. Cancrete design is based on the "Building �ode Requirements for Reinforced Concret�" (ACi �� �( �^ m
318) as adopted by Chapter 19 af the 2009 IBC. 2x QECKING RER _ ' - - 8395' - 2� ( � ) � � � � � � � � �I�...�_.. � � �. � � ____. _____ � � ____ �... � y . �
ARCH . , TYP . - T. O. PLYWD . -C-°I � � � � � � � � `� I �. �. � i a: >
b. Structural concrete shall have 4 minimum 28- day compressive strength af 3�00 psi. MATCH EXSTG. � � �
c. Concrete sh�all be proportioned using Type I - II sulfate- rasistant cement. Admixtures containing TRTD. ( 3) 2x8 (� �� � � V. I . F. , I ( � � � � � � � � � � � � C � � � �� � � c�,ti'°��
chloride sd!#s shall not be used. � �E BEAM� � � � _._._ --�- � � �
d. Co(d weather concreting procedures shall be pravided as recammended in the AC! Manual of SIMPSON F# ANGER (� () ( � "`�"' � `�"" -"" "'-' """'
Cancrete Practice. PER PLAN - - - I (�' � � ( � � � � � � � � � � /� � � � � I I � � �4,�1,� �
e. Anchor bolts for beam and caiumn bearing plates shall be placed with setting templates. - - - - - - - - - - - j � t �
f. Ex ansion balts and e ox anchors shall be locqted at a minimum of 6 bolt diameters from � � �, � + � C �
P P Y TRTD . 2x8 � E � � _ � .� _ � � - 2x12 FLOOR JQIST �- � � I � 9 � � � ��' �"' ) � C�1 C� RTH �
concrete edge and sp�ced �t a minimum af 10 bolt diameters unless nated a#herwise. � � ti EXSTG. ( - JOISTS Q � I � � � � �
g. Anchor bolts for wood sill plates shal( be pl �ced at 4'- Q" maximum spacing with one anchor DECK JOIST " � �� � j SIMPSON HANGER � � ] # `-�'��� � �' � '4'
bolt at 12" fram each end or carr�er and a minimum of two anchar balts per piece. '�i I � SLAB BY OTHERS EXSTG. FDTN . WA�L � ° p�R PLAN � � I � � � I � 1 � � � � � � .._._�_ ..� �..��..�.., � � a � E � 1 � 'y � � } � Q �� � (
h . Cancrete coverage for reinforcing steel : S I M P S O N H A N G E R I a �
1 . Concrete cast against and permanently exposed to earth: 3" �, E� ��A� � � � � � �EDGER PER PLAN
2. Concrete expvsed to earth or wer�ther:
A. #5 bar and smaller 1 1 f2" 12" � CONG PIER W� { 2) - #5 x � SCALE: �'4" = 1 ' - 0"
B. #� thraugh #18 bar 2" � � 2' - 6 GR 40 BARS WELDEQ TO �� E X I � T I N � � � V 1 � � � �Y 1 � � �.7 1 � I�1 �
3. Gancrete not exposed ta wsather ar in contact with ground: CAP f�', AND TS SLEEVE �
A. Slabs, walls, joists (#11 bar and smaller) 3f4" �-----1
�. Beams, co��mns � � j2" � PLAN NOTES FUR NEW FRANIING ; �
RElNFORGING STEE�,. CAP R PER SGHEaU �E p"'�"�
1 . EXISTING 1NTERIOR W�C�D STUD BEARlNG WA��S ARE INDlCATE[� ON PLACV TNUS: �d �
ca. Detailing, fabrieation and IQeement of reinforcin steel shall be in accordance with the ACl Bt?�T PER MANUF. hlEW POSTS BELOW { QRIGINATING FRQM THIS �EVEI� C7R ABOVE) ARE INDICAT�D: ��
P 9 STONE VENEER ANG�E SUPPORT
Manucol of Concrete Prac�ire. . EXlSTING POSTS BE�OW {ORIGENATING FROM THIS �EVE� C?R ABC?VE) ARE INDICATED: � �
b. Except where o#herwise noted on th � drowings, reinfarcing bars shall conform to ASTM HEIGHT OF i4NG�E EXPANSION � � N4N - CONTINUOUS POSTS FR �M AB (7VE ARE INDiCATED ; � �
NEI�ICA� PiER BY 07NERS
Specification A615 and shr�ll be grade 60 except ties, field bent bars where permitted by note TS SLEEVE PER SCHEDULE VENEER SI �E ANCH {�RS �-' �' SINGL.E STUD TRIMMERS THAT C?0 N �T REQUIRE B�OCKfN � BELOW ARE INDICATED: �
an plan , ar bars to be welded, rvhich shall be grade 40. � SEE PLAN FOR REQl11RED E--
c. At splices, lap bars 44 diameters. Da nat weld or use mechanical splicing d�uices unless LOAD CAPACITY} tJP TQ 8' 4x4�c}'4 �'�� x 4" @ 24" 2 . ALL POS7S ARE �ABELED AT TME TOP . ,,,/� �''`�
speci�cally appraved by engineer. - F-�i `�✓
d. At corners, make hc�rizontal bars continuaus or provide cornar bars. Around openings and 3 . E REFERS TO EXISTING CC?NSTRUCTI4N N REF'ERS T(7 NEW C�NSTRUCTIQN
steps in concrete, provide {2}- �5 bars exte� ding 2'-6" beyond edqe af opening or step. �� � }� � �.�.��` » { ) { -- ----� -- -- --- -�-�- j , ( ) ( �, � �
e. Extend reinfarcing steel a minimum af 2 -6 through cald join #s. Unless specifically located � SCA�E: �/4 = 1 - 0 � � � �� �
on pfc�n ar details, aaordinate cold joint locatians with engine�r. 1 . THIS SCHEDULE IS FOR NON - BATTERED STONE �
f. Metric bar size conversion table: �� VENEER Wll`H A MAXIMUM THICKNESS OF 6 .
METRIC �10 #� � #� 6 #� � #�2 #�� #�� #�� #�� GONTACT ENGINEER FOR OTHER CONDITIONS. N � �j
INCH- POUND #� #� #5 #� #�' #� #� #� a #� � fN ADDITI �N !TO TIES,�PROVIDE �, LOGATE ONE EXPANSION ANCH4R AT 6 " FROM
(3) - #5 DWL. s x f ENDS OF ANGLES AND MIN . 2 ANCHORS PER SEGMENT. � �. -t
STRUCTURAL WQOD FRAMiNG: C� EA. FACE � N 3. ANGLES MUST BE ORIENTED AS SHOWN . � _ ��
C (6 � TQTA� � � �~r,
a. Except where noted atherwise, rall 2° namina( lumber, exce pt studs, sh�lf bs Dou glas Fir-Larch p y�t� ' S� 2r- � , � . F, �_�� �'"� �..J
#2 and better, and all solid timber beams nnd posts 3" nominal and wider shaN be Dc�uglas �+ ry p / M � \J
Fir-Larch #2. � L�,n C? f ° ry ��[�,ra L�- C.)��,» � ° _ 2n �6� t�L� `r w V•
b. Studs shall be Stud grad� and better Dt�u�las Fir-�arch or Hem Fir. , � � � r� ;, � � i S1 L '� �
c. Built-up beams consisting af multiple 2x members shall be nailed fogether with two rows of $393 - 6 � ( V. I . F. � � �. � � . . �_�� ��
16d nails spaced at 12" an cent�r, or with two raws of 1 j2" diameter thru - bolts spaced at T. {7, W. � � TRTD . 3 - 2x8 CANT. �r� . � . 1
2 4" o n c e n t�r. _ _ ._ d �_._ 5' s V E R T. t� 9 " O. C. � � � �� � �
d. To p an d bo t tam p la tes s ho 1 1 be Doug las FY-Lorc h or Hem Fir #2 an d be t ter. P lts tes p lace d � SIMPSON EPC68, �
directly an concrete walls ar slabs shall be pressure- treated Nem Fir #2• � 1 5 CQNT. HORIZ. � =� `l�' ���
e. Ledgers attached to concrete wafls shall be treated liem Fir �2. � � 3} - #5 TIES � { �- # ^ 1 TR . 2 $' s 16 0. . nP . OF 2 '�' S1 !�'�
„ . x 1 ' - 10 4r> �„ @ MID - HT. � . h-+� �,. �.I �
f. Except as noted otherwise, minimum nailing shall be prouided as specified in the Fastening � t�� � � a ca SIMPSON LUS28, �� �
Schedule" (2009 IBC Table 23{�4. 9. 9 ). 12 1 2 „�r
g. Bo{ ts used for waod framinc� connections shall be installed with standdrd washers and nuts. �, tw 2x DECK JOIST EA. SIDE �F �P • �t � ���� �
h . Af! lumber used in canstruction shall have a maximum moisture content of 19�. I � POST Wf ( 2}- LEDGER�OK SIMPSON L11S2$, qg� �._.. � � �
i. �raming Notes. � � . ( 2) - #5' s CQNT. SCREWS EA. INTO POST, TYP . � I � � I � � TYP , � t,,� � �y ��!'-1 {"' �
1 . Exteriar w�alls: , 4 � t � �,. }.,,
(4) - #5 s ,.� HORiZ. TOP 8c 807. I I I � I co _ g,� gt, c�
A. All exterior wails are 2x6 studs � 16" a. c, Cap with a double top plate installed to 1 SIMPSON EPC68, TRTD . 3) - 2x12 � ° � � � ��
provide ousrlapping at corners and at intersectians with other partitions. If averlap ��� �• TYP . OF 2 ' " � " "` � � �. T. Q. W. = $394' - �
, , ( 2) - 2x8 LEQGER Wf 00 V. i . F. " �t- `n
is not possib(e, strap top p(ates with rr►etal strap ti�s {Simpsan ST292 or ° TRT . 2 8 s 16 Cl. . 1 � } SIMPSON � "`�. �
equivalent). � " � - - - - - - - (2} - TIMBER�OK SCREWS r., ABU5- 5 T, U. W. - 8394 -- � ''`? e"'�� ��
B. Provida 7j16" thick APA rated sheathing (plywood or QSB) rated 32j1 �, exposure 1 , MI � . �'' "�- 4" FORM V41D i�°- �- °� � - �'" `�'"' � °-° ' f� 12'i O. C. Wf SIMPSON � (�. I - �. � `- �
at exterior face af exterior walls. Block al! horizantol joi� ts and nail pr�neis w'rth 8d �i 1- � - - - - - � - � - - - - - - - - � r' r . . � ,__„ �_ ' LUS28 C� JOISTS, TYP. � �'. p. W. - g3g�'- g � � � � °�
nails spaced at 6" alQng panel edges and at 12" along intermediate supports. �:--°f- -° ---- -- -- - -- --- °---- ( V. I . F. } . � ao �� °"�""
2. Floor Cons#ruction : �.I 2)- x12 RfM - cv ____ - - - � � .� T. 4. W. = $393 - 6� 1 �
HE�ICA� PIER BY OTHERS �� ( � - - - - - - - - - � � � � � �� V. I . F. ) � � . �. : n:
A. Pravide 3/4" thick APA rated Sturdifloar rated afi 24" o.c. , tangue and groove, ( SEE PLAN FOR REQUIRED ` �" "�" `�"°� � °° � °°` w � r � ' r �-
expasure 1 . Giue and nail panels ta all supports with 8d nails spacad at 8" c►lang ( � ( - - - - - -- - - - - - - - - -
� ,
� LOAD CAPACITY} SEE ALSO , ,> S� ( (- � ___. _ �. �. �. � � � � , }, = _ �� � � � � C�
panel edges and at 12 alang int�rmediate supports. Inst�ll sheathing with lang ( 0 �.,, ..�,� � � ..�. 2 2 s {� 1 0 C. (� � _ g y- �
dimension er endicular ta aists and end aints sta ered. DETAIL SIS� ��j � ,83g � ' I ( � I � ° � 5 � �
P P .I 1 99 , � I ao �"o •
B. Pravide solid blocking between floz�r joists at all bearing locations. Blocking material � >- T. O. PLYWD . � I I DWL. N GC71VC. BEAM TC) `�' =
I,� ___. ___. �.. � ____ � I I { E}- CaNC. wA��. w/ {�) - #� I I T. o. w. = s3s �- - �,� � ' � � � ��� � � ����
shall match the floor joist material . �AfiC1�EX'ST�. , �.-- c�s�
4 SCALE: 3l4„ - 1 ,_ 0„ I �.. � .� .� � -�t;l . �:�--- ---�- -� - - - - - - - - - - - - - I I DWLS. x 24" EPDXIED INTa I ( I
ST�NE /BRICK VENEER: � �r � - --�r �
( I cn ^ -r T „ » „ ( ( v. l . �'. } 3 �n
s� �:�. � _ .�. ..�... �.. � � I I I ( �4 �xs HOLES Wj 3 � i �v . I } � � �'� 1J� fi� � ��� �
a. Anchored stone venesr a� d its attachments shall canforrn to IBC Section 14C}5.6 with a wire � � "`�' °"" � � � ( EQGE DISTANCE, TYP. ! Sl
tie to the structural backing for every 2 square feet af veneer. � � � 2x10 L.EDGER W/ � � � � � v ' ' � � � � �
b . Stone shall be supported per detaiis on the drawings. -~- ----° - 2 - �EDGERLOK -- S� - - S( MFSON LUS21Q, TYP . ( I ( E ) - FpTN . , TYP .
I �' o { ) � _ _... � _...e _.._ � � � � _
( � � SCREWS c� 16 " O. C. � � I I � � L ��� � v. �1 �. �. � � ____ _____ .� � designed by RSS
GENERA� REQUIREMENTS: 2x6 STUDS (� 16 " O. C. W/ y2>, 2x BLKG. PANE�S c� 24" �P--r-- .----. .--. ,--. - -.- � .-- -_... ..�- .---. .-. ---. � ( � I I I ( E ) - FTG . , TYP . � � (�) - T. �. W. = 83�4' - 0 � � � drawn by RSS
CN FlRST J41ST SPACE W � � f- � � ' C} WL. N CONC. BEAM TQ TDH
PLYWD. aR C?SB SHEATHING f I ( I I (E) - T. O. F. = 8376 - 6 I ( � ) Ch �Ck�f� b
a. Structurol erection ond braeing: The structurol drawings illustrate the completed structure ( �) - 8d NAILS ( NT0 EA. (i �" `°°�°° °�"" `�" � � °"' �'°`° "" � �` °°'°° °�"' °"� �`° � � � � ( ( ( ( i ( I ( E) - C4NC. WAI.� W f ( 3) - #5 �
with alI elem �nts in their final pc�sitions, properly supported and braced. The contractor, in PANEL TYP . � ( W � � DW�S. x 24" EPDX4ED 1NTlJ
STQNE VENEER - ° I I I I (
the ra er se uence, shall ..�. �__.. ____ _�__. __.__ ____ �. (SSU �d
p p q provide shoring and bracing as may be required during c4nstruetion PER ARCH , � "'�` `Qr i � � � � � � ( � ( �l� '}�x6 " HO�ES Wf 3" MIN ,
to aehieve the fina4 completed structure. Contact structural engineer for cansultatian {nat in $395' - 2�3 ( ( ` ( � \ 1 � ( � � ( ( � ( I EDGE QISTANCE, TYP .
contract) as requtred. T. O. PLYWD . (� ---- - ---- ---- ---- --�- --- --�--� \ / I I y j � � I I � ( PRaGRESS 5 �22 13
b. Dimensians: Check aEl dim �nsions again $t architectural drawings peior to construction . Do Y" bx10" A. B . ' s C� 48" a. C. MATCH EXSTG. \ / ( f \ � � � � � � ( � � �--- --� � � �
not scaie drawings. IN CONT. TREATED 2x6 � ( I � �j I I X � � I I J I_... I l � �.� � �. �,
R v. � . F. I I � ��� � r � ��' �'�� � PERMIT 5 /23 j13
c. Canstruction praatices: Gener�l cantractor is responsible for means, methads, techniques, j°�" `°`° "�""` �°�'° " °° `°`�"` "`°° `° °� �--- -�
sequences and procedures for construction of #his praje�t. Notify structural engineer of 5 �� � � ( � ( ( ( f � I � � � � ! � � '� � ��� � ��` �� REVISED 7 ,�� 0 �� J?
omissions or conflicts between the working drawings and existing conditions. Coordinate 8394' - W. I . F. �' ---- ---- ----- - ----. ----- -.�--� 1 ( � � � I ( � �. � �� � � � � �
' �. : � '
r e q u i r e m e n t� f a r m e c h a n �c a l r e l e c t r i c Q l f p l li m b i n g p e n e t r a t i a n s t h r o u g h s t r u c t u r a l e l e m e n �s w i f h T, p, W, � � � � � � � � �
structural en �neer. Jobsite safet is the sole res onsibili# af the contractor, All methods CRAWLSPAGE I l � I � ( � � �. � �- f
9� Y P Y ° � (�' ,_____a ..�. � ...� .� ._.._. �._._ .�I / ( ( � � � � ��' . . __�. .� .... ..�"'�' n.��� � .�:�
use a far cons truc tion s ha l l be in accor d�nce wi�h t he ra tes t e ditions o f the IBCfIRC. , 2x12 J41STS PER PLAN �' � LV R10RTH + � � ( � � I ( �.
d. Details not specifically shawn on the drawings shall be constructed in a manner similar to the � � � � � ( � *� ` _ __w_ � .
details that are shown for ( ike conditions. These items shall be brou ht to the attention of * SCALE : � �- - � Q � ( � � � � � I ( �� A
» > >,
the structural engineer as soan as possibie fnr approval . Approval shall be c�btained prior #o __'-`-- ����� $ C�T. HOR1Z. - - ,�� �� � �w � �,.�, � �„
installation . :��\f��\��\��� (SEE DET. 4fS1 � � N (JR TN
e. All waterproafing and flashing is the responsibility af the architect and cantractor. ,������� Q
f. It is the respansibility of the cantractor ta cantact the structural enginaer at the apprapriate ��1f j q.'a q." • . �i y »
� , c, �-� � «�T. H���. � � A I N F� L O O R F� R A � I N � P L A I�1 C.� lJ � D A T I C� �`�I P L A I�J s � a � E . � �- - � - a
time to perform site observatian visits. Observation visits to the jobsite by the engineer are CQNT. � PER SCNEDU �E ''�f ��
for de termina tion o f genera l con farmance wi t h t he cons truc tion documen ts an d s ha l l no t be ° g i �� ��• �'j� � PLAN N tJTES
SEE SHEET S2 �` PLAN NOTES FOR NEW FRAMIN � : sheet
construed as inspection . t �l�,
g. T h o u g h e v e r y e f f�r t i s m a d e t o p r o v i d e a c o m p l e t e a n d c l e a r s e t o f c o n s t r u c t i o n d a c u m e n t s, � `�` � 8 CQNT. HORIZ.
discre pancies or omissi an s m o y o c c u r. R e l e a s e o f t h e s e d r a w i n g s a n t i c i p a t e s c a o p e r a t i o n a n d ` �`� �SEE l?ET. 4�5 1 } 1 . ELEVATIONS OF CfJNCRETE FO U N DA T I Q N E L E M E N T S I N D I C A T E D C 7 N P L A N T H U S:
cantinued communication between t h e e o n t r a c t a r, a r c h i t e c t c�n d e n g i n e e r t o p r o v i d e t h e b e s t P E R k M E T E R D R A f N P E R 1 . NON - CONTINUOUS PQSTS FROM ABOVE ARE fNDICATEO : � p T. t). W. = T C?f' O F C O N C R E T E W A L L T. O. F, = T O P (7 F C O N C R E T E F t�4 T I N G
possibie structure. These drawings have been prepared for the use of a qualified contractor ��«� E� �� � ��� . p #5' s VERT. C� 16 " O. C.
experienced in the cans#ruction techniques and systems d�pict�d. 2, ALL POSTS ARE LABELED AT THE TOP . 2. STEPS fN TOP OF CONCRETE WALL AND GQNCRE7E BEAMS ARE INQICATED .
h . Exis ting s truc tures: Can trac tor s F�a l f be respansi b le for veri f,y'rng dimensions, e leva tions,
framing, foundation and anything else that may affect the wark shown on the drawings. 4" FQRM VQID { 2) - #5' s CONT. 3. NEW FLOOR SHEATHING IS 31� " TONGUE AND GROOVE APA STURDIFLOOR , EXP . 1 , SPAtV RATiNG 24 O. C. 3. DO NOT SCALE DRAWlNGS,
Underpinning, shoring and bracing of existing structures shall be the respansibilifiy of the HORIZ. TC}P & BOT.
controctor. 4, NEW Wflt?D BEAMS AT THIS �EVE� ARE F�USH WITH F�OOR JOISTS UNLESS NOTED (DROPPED ). 4. ALL STRUCTURAL HELICAL PIER DESIGN �OADS SHOWN ARE UNFACI't�RED Tt?TAL VERTiCAL
LOADS. ULTIMATE LOAD FACTOR SHAL� BE 2x LOADS SHOWN . 1K = 1000 Ibs.
� SCA�E: 3/�." = 1 '_ 0" �, (E) REFERS TO EXISIING CONSTRUCTION ( °- - -- - - - ) , (N ) REFERS TO NEW CONSTRUCTION ( ). 5, STRUCTURAL HELICA� PIER LaCATIONS INDICA`fED: (�
S1 6 . (E) REFERS Ta EXlSTING CONSTRUCTION ( .-.,. .--. .- ._. .- -�- } , { N ) REFERS T� NEW CC?NSTRUCTION ( } • � () � .# '� J� (� 1�- ° "� C�