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HILL GLAZIER STUDlO
BULLETIN
PROJECT Four Seasons Resort at Vad ARCHITECT'S
Vad, Colorado BULLETIN # 130
OWNER: Black Diamond Resort — Vad, LLC DATE OF
Vail Development 09, LLC ISSUANCE 04/06/10
Barclays Capital Real Estate
200 Park Avenue
New York, NY 10017
(212) 412-1664
ARCHITECT HKS IIIC,
Hdl Glazier Studio
925 Aima Street
Palo Alto, CA
94301
PROJECT # 11247 / 02028
Description:
Item #1 — Electrical Site Instruction #38 Condo Receptacle Revisions
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. `� Attachments• (List attached documents fhat supporf descnption)
Electrical Site Instruction #38 , dated 3/18/2010, includes sheets listed on attached MMM Site
Instruction
End of Bulletin
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Electrical
� � � Site
Instruction
John Curtis Site Instruction No 38
HKS Hdl Glazier Studio
1 Va►I Road Issue Date - Thursday, March 18, 2010
Vad Colorado
81657
970-476-7849 Pro�ect Number 1807286-000
Pro�ect
VAIL COLORADO - Four Seasons Hotels & Resorts
1 Vad Rd , Vad CO
Site Instructions are issued only for the purpose of recording any clanfication or interpretation of the contract document or giwng
direction on problems resultmg from field conditions These instructions are sub�ect to the provisions of the contract and w dl not affect
the contract Should the Contractor reqwre a change in the contract pnce or time, he shall advise the Architect w ithm seven days of
Condo Receptacle Rev�sions
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_ The purpose of tlus site u�stnichon is to update the receptacle layouts m Condo's 1 through 16 as a result of
� ` discussions vv�th the electrical contractor.
1 .0 List of Condo's layouts updated:
1 1 . Condo No . 1 , Condo No. 4, Condo No. 9 Electncal Drawuig E4.21 . 1 .
12 Condo No 2, Condo No . 5 , Condo No . 10 Electncal Drawuig E4.22. 1 .
13 Condo No . 3 , Electncal Drawuig E4 23 . 1 .
14 Condo No . 6 Electncal Drawing E4 24. 1
15 Condo No . 7 Electncal Drawuig E4.27 . 1 .
16 Condo No. 8 Electncal Drawuig E4.28 1
17 Condo No. 11 Electrical Drawuig E4.31 . 1 .
18 Condo No . 12 Electncal Drawuig E4.32. 1 .
19 Condo No 13 Electncal Drawuig E4 .33 . 1 .
1 .10 Condo No. 14 Electncal Drawuig E4.34. 1 .
I 11 Condo No 15 Electncal Drawing E4 .35 . 1 .
112 Condo No. 16 Electncal Drawing E436. 1 .
End of ESI#38
MMM Group Limited
100 Commerce Valley Dnve West utrnech�2rsgmsilstm
Thornhdl, Ontario L3T OA1
Tel : 905-882-1100
Website www mmm ca
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Su�lding Department Se�ces
LL' 8/05/07
To Hill-Glazier Architects
Attn Douglas Atmore
925 Alma Drive
Palo Alto , CA 94301
Re PERMIT # B06-0196 FOUR SEASONS- CONDITIONS OF APPROVAL FOR
ADDITIONAL UNDERGROUND WORK TO BE ADDED TO THE PHASING .
The additional work approved to be added to the phasing of this pro�ect is listed below
1 ) Underground plumbing
2) Underground electrical
3 ) Rebar and concrete placement associated with the elevator pits
4) Rebar and concrete placement associated with the sump pits
The mat slab, foundation walls, columns, retaining walls, elevated floor slabs are NOT
included.
This approval is based on the submittal of half sized drawings from the architect Sheets A2 01 ,
A2 01 1 , A2 01 1 S , A2 01 2 , A2 01 2S , A2 01 3 , A2 01 3S , S 1 0 1 , S 1 0 1 A, S 1 0 2 , S 1 0 2A,
S2 0 1 , S2 01 1 , S2 01 2 , S2 01 3 , S4 04, S6 0 1 , E2 01 1 , E2 01 2 , E2 01 3 , E2 03 3 , P2 01 1 ,
P2 01 2 , P2 01 3 , P2 01 4, P2 02 3 and P2 03 3
This review was performed based on the architect's direction that all plan sheets are copies
pulled from the plans to be submitted for full permit review The documents approved for this
phase have not been reviewed for full compliance with the plan review comments issued by the
plan review team The plans are being released for construction and inspection will be
performed based on these plans The owner and applicant must understand that they are
proceeding at their own risk Any errors or discrepancies discovered during the completion of
plan review or inspections must be dealt with at the owner and applicant's own expense in a
timely manner
Plan Review Comments
Contact Perso
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-ti
- John Plano
y Plans Examiner/Senior Inspector
SAFEbuilt
; 1286 Chambers Ave. #101
- PO Box 1618
� r' Eagle, CO 81631
� (970)328-1790
Page 1 of 1
SAFEbuilt Colorado Eagle Office ✓ P O Box 1618 ✓ 1286 Chambers Avenue, Umt 101 ✓ Eagle, Colorado 81631
Phone (970)328- 1790 ✓ Toll Free (877) 428-6412 ✓ Fax (970) 328- 1791 ✓V �Plan Review\Vail\4 Seasons�Additional work
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RI � CONCREfE WALL 1 CONTRACTOR SHALL VERIFY AND COORDINATE ALL SLAB OPENINGS, SUCH 1S FLOOR
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RI F IXISf1NG CONCREfE COLUMN NOTIFY THE ARCHIiECT OF CONFLICTS BEiWEEN THE ARCHITECT, SfRUC1U(d1L,
MECHANICAL, PLUMBING, ELECTRICAL, KITCHEN, AND LAUNDRY DRAWINGS
, OR � 2 CONTRACTOR SHA(1 VERIFY AND COORDINATE hLL $LAB DEPRESSIONS AND Rhl$ED exeer nne
StAB OPENING SLAB WffH ARCHfTECTURAI, 5fRUCTURAL, �tECHANICAL, PLUM8ING, ELECTRICAL,
LANDSCAPE, KfTCHEN, AND LAUNORY DRAWINGS PRIOR TO INSfALLAl10N AOTIFY THE �_� LEVEL-Ol, AREA-1
ARCHITECT OF CONFLICTS BEfWEEN THE ARCHITECT, STRUCTURAL, MECHANCAL, � SLAB PLAN
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LECiEND � ENERAL NOTE3 KEY PLAN
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R� CONCREfE WALL 1 CON(RNCTOR SHALL VERIFY AND COOROINAIE ALL SLAB OPENINGS, SUCH Ai FLOOR
CLOSER BLOCK OUTS, LANDSCAPE BLOCK OUTS, PLUMBING BLOCK OUTS, l�ECHANICAL
� CMU WALL SHAFf PENETRAl10NS, TOILEf IXHAUST SHAFfS, FAN COIL UNfT BLOCK OUTi, AND
SfNR OPENINGS, WITH ARCHITECTURAL, SfRUCTURAL, MECHANICAL, PLUM�BIN,,
�'� D(ISf1NG CONCREfE WALL ELECTRICAL, LANDSCAPE, KITCHEN, AND LAUNDR`( DRAWINGS PRIOR TO INSfUlATION
RI } IXISfING CONCREfE COLUMN NOTIFY THE ARCHITECf OF CONFLICTS BEIWEEN THE ARCHfTECT, STRUCTURA,
MECHANICA4 PLUMBING, ELECTRICAL, KITCHEN, AND UIUNDRY DRAWINGS
OR � 2 COMRACTOR SHIUl VERIfY AND COORDINATE fiLL SLAB DEPRESSIONS AND RAISED BXEET ,�. �E
SLAB OPENING
SLAB WITH ARCH(fECTURAL., STRUCTURAL, MECHANICAL, PLUMBING, ELECTRIUL,
U+NDSGAPE, KITCHEN, AND LAUNDRY DRAWINGS PRIOR TO INSfALLATION WTIFY THE �� LEVEL-Ol, AREA-2
ARCHITECT OF CONFLJCTS BETWEEN THE ARCHITECT, STRUCIURAL MECHANICAL, SLAB PLAN
R� PLUMBIN6, ELECTRICAL, IANDSCAPE, KfTCHEN, AND LAUNDRY DRAWINGS
� SLAB DEPRESSION OR ,
� RAISED SLAB n�t 3 SIAB DEPRESSIONS MAY INDICATE AREAS THAT WILL REQUIRE THE INFlLUNG OF "'—'" "—"'
RI � TUBE STE0. COLUMN CONCRETE TOPPING AS FlLLERS BEfWEEN ROOR FlNISHES
� ��Q�1� AREA�I AREA-0,B PROJECT 0�028
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LEQEND DENERALNOTES KEYPLAN
���
RI � CONCREfE WALL 1 CONTRACTOR SHALL VERIFY AND COORDINATE ALL SLAB OPENINGS, SUCH P� FLOOR
CLOSER BLOCK OUfS, LANDSCAPE BLOCK OUTS, PLUMBING BLOCK OUTS, NECHANICAL
� CMU WALL SHAFf PENETRAiIONS, TOILEf IXHAU5i SHAFTS, FAN COIL UNfT BLOCK O1115, AND
STAIR OPENINGS, WITH ARCHITECNRN., STftUCNRAL, MECHANICAL, PLUlABIt�,
� IXISIING CONCREfE WALL ELECTRICAL, LANDSCAPE, KffCHEN, AND LAUNDRY DRAWINGS PRIOR TO INSY�LLATION
RI i IXISTING CONCREfE COLUMN NOTIFY THE ARCHITECT OF CONFLICTS BETWEEN THE ARCHfTECT, STRUCTURAL,
MECHANICAL, PLUMBING, ELECTRICAL, KffCHEN, AND IAUNDRY DRAWINGS
OR �
SLAB OPENIN6 2 COt�fTRACTOR SHALL VERIFY AND COORDINATE ALL SLAB DEPRESSIONS AND RAISED ; BNEET r„�E
SLAB WfTli ARCHfTECTURAI, 5TRUCTURAL, MECWWICAL, PLUMBING, ELECTRIfAI,
LANDSCAPE, K(fCHEN, AND LAUNDRY DRAWINGS PRIOR TO INSTALLATION POTIFY THE �_� I �� LEVEL-Ol, AREA-3A & 3B
ARCHITECf OF CONFLJCTS BEfWEEN 1HE ARCHITECT, 5TRUCTURAL. MECHANI:AL, SLAB PLAN
RI PLUMBING, ELECTRICAL, LPIJDSCAPE, KITCHIN, AND LAUNDRY DRAWINGS
�� SLAB DEPRESSION OR
� RAISED SIAB o�u 3 SLAB DEPRESSIONS MAY INDICAIE AREAS THAT WILL REQUIRE THE INFlWNC Of
RI ,� .}—. TUBE SfEEL COLUMN CONCREfE TOPPING /S FlLLERS BETWEEN ROOR FlNISHES
� ���{ PPOJECT 02028
7%!l� OR �� LOW WALL OR CURB
� � 4 SEE DETAILS FOR LOCATION, SIZE AND IXTENT OF ADDffiONAL CURB$ NOTSHOWN ON a..E o2ns/zoo�
` THESE PLANS
� R� STEEL COLUMN BEAIE ve . r-o
� �
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IWh
i RI CONCRETE COLUMN
�
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Z ISSUED FOR. DRAWING LIST ISSUED FOR: DRAWING LIST
�
_ ' I. GENERAL III . CONCREfE REINFORCM6 5TEEL (CONT'D) � � N N � � � N N N
~ ZO � O � O �O � O NO = o � O �O � O
0 9 REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCREfE � �� w � �� v � � � � w � � � v�
1 THESE GENERAL NOTES APPLY UNLESS SPECIFlCALLY NOTED OTHERWISE 1 ALL CONCREfE SHALL BE I�IXEI� AND PUICED IN ACCORDANCE WfiH ACI 318, 2002 ao c.r a c.i o v� y n oo w a � o �n N r�
z . USE MIXES WITH MAXIMUM AGGREGATE SIZE APPROPRIATE FOR FORM AND COVER, BUT NOT LESS T11AN ONE (1 ) BAR DIAMEfER UNLESS � �� � z� w � � � � � z � w�
Z 2 ALL CONSiRUCTION, TE5fING AND INSPEC110N SHALL CONFOR�I TO THE REBAR CLEARANCES TO BE EN(OUNTERED (SEE ACI ) OTHERWISE NOTED � � � '�' � w a � � Z � � N ,� w � � �
o = o 0 0o a o so o � o 0
° INTERNATIONAL BUILDING CODE 2003 mmON AND THE LOCAL BUIIDING CODE 8 � � � � � � �
A. CONCRETE CAST AND PEf2MANENTLY � � a � a H t L L. G L A Z 1 E R
z 2 THE PROPOSED MATERNLS AND MIX DESIGN SW�L BE FULLY DOCUMENfED IXPOSED TO EARTH (NOT FORMED) 3' � '�' N
W � A lt C M l T I 6 7 �
G AND REVIEWED BY THE OWNERS TESTING LABORATORY RESPONSIBILfiY FOR X X X X X S1 Oi GENERAL NOTES X 5700 ROOF SECTIONS *���++� p��* �µ+a� �t-�
3 3 ALL DETAILS ARE TYPICAL FOR COND(IION$ NOT SPECIFlCAI.LY SHOWN� OBTAINING THE REQUIRED DESIQJ SiRENGiH IS THE CONTRACTOR'S 8 CONCRETE FORMED AND IXPOSED TO EARTH OR WEATHER n�, isae �7Aasa rnz. anaa��wa�s
w PROVIDE DEfAILS SI�IILAR TO THOSE SHOWN, SUBJECT TO REVIEW SUB�11T TEST DATA ON EACH PPOPOSED IAIX FARREVIEW �6 THROUGH �11 BARS 2• X X X X S1 01A GENERAL NOTES
~ �!5 BARS W31 OR D31 WIRE AND SI/ALLER — 1 �/y' X X X X S1 02 TYPICAL CONC DEfPJLS �
� 4 VERIfY ALL IXISi1NG FEATURES AND CONDmONS (DIMENSIONS, ELEVATIONS, X X X X S1 02A iYPICAI CONC DEfAILS
o (AT POST-TENSIONED DECK) �
= EfC ) UPON WHICH THESE DRAWINGS RELY 3 CONCREfE SFV�J. HAVE THE FOlAWING 28-DAY SfRENGTHS � X X X X S1 03 'fYPICAL PT CONC DEfAILS X X X X S7 01 ROOF SECTIONS AND DETPJLS
� (I�INIMUM f'C) (HARDROCK CONCREfE 145 PCF U 0 N ) C CONCREfE NOT D(POSED TO WEATHQt OR NOT IN CONTACT WIiH THE X X X X St 03A lYPICAL PT CONC DEfAILS X X X X S7 01A ROOF SECTIONS AND DEfPJLS N i S H K 1 A N
0 5 OMISSIONS OR DISCREPANCIES BEIWEEN THE VARIOUS ELEMENTS OF THE GROUND X X X X S1 04 lYPICAL METAL DECK DEfAILS X X X X S7 016 ROOF SECTIONS AND DETAILS
o CONTRACT DRAWINGS SW�LL BE BROUGHf TO THE ATTEMION OF THE MAT FOOTING 4,000 P51 . X X X X S1 05 TYPICAL STEEL DETAILS X X X X S7 01 C ROOF SECTIONS AND DEfAILS M E N N 1 N G E R
; SIRUCTURAL ENGINEER BEFORE PROCEEDING WRH 1HE WORK SLABS AND WALLS � CONSULTINGANDSTRUCTURAL
�, SPREAD f00TING AND GRADE ffAl�1 3,000 P51 BFAMS AND COLUMNS PRIMARY X X X X S1 OSA lYPICAL STEEL DETAILS X X X X S7 01 D ROOF SECTIONS AND DETAILS ENGINEERS SINCE 1919
a 6 CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING ALL PERI�ITS FOR WORK SLAB ON GRADE (IMERIOR) 3,000 PSI REINFORCEMENT, TIES, 5f1RRUPS, SPIRALS 1 �/y' X X S1 05B TYPICAL STEEL DETAILS X X X X S701E ROOF SECTIONS AND DEfAILS � 11WiWan!l�M,SmlIrW'eqGM103
S11tUCTURAL SLAB (NON PT ) 4,000 PSI X X X X S701F ROOF SECTIONS AND DETAILS TfH�9sn�wn 1tHiASa�wn
o SHOWN ON THESE DRAWINGS AND ANY SHORING, UNDERPINNING, BRACING OR D FOUNDATION OR WAIl. CAST NOT
N SCAFFOLDING REQUIRm TO CO�IPLETE THIS WORK BASEl�ENi REfAINING WALL AND BEARING WALL 4,000 P51 X X X X S2 01 OVERALL FLOOR PLAN (LEVEL-Ot ) X X X X S7 01 G ROOF SECTIONS AND DEfAILS
IXPOSED TO FARTH (WffH WATERPROOFlNG) 1 '
� P T SLAB 5,000 PSI X X X X S2 02 OVERALL FLOOR PLAN (LEVEL-02) X X X X S7 01 H ROOF SECTIONS AND DEfAILS
° 7 SEE ARCHITECTURAL DRAWINGS FOR ITE1�1S AND/OR DEfAILS NOT SHOWN ON P T TRANSFER BEAM 6,000 PSI � PROVIDE ADD(iIONAL COVER AS REp'D FOR FlRE RATING X X X X S2 03 OVERALL FLOOR PLAN (LEVEL-03) X X X X S7 02 ROOF SECTIONS AND DEfAILS N 1� JOB NO 7083
� STRUCTURAL DRAWINGS COORDINATE ARCHfTECTURAL WORK WITH THE COLUMN 5,000/6,000/fi,500 PSI (IBC TABLE 7201 ) X X X X S2 04 OVER4LL FLOOR PLAN (LEVEL-04) X X X X 57 02A ROOF SECTIONS AND DETAILS
� SiRUCTURAL WORK OPENINGS IN FLOORS, BEA�IS, OR JOISfS LARGER THAN CONCREfE SHEAR WALL 4,000 PSI X X X X S2 OS OVERALL FLOOR PLAN (LEVEL-05) X X X X S7 026 ROOF SECTIONS AND DEfAILS
o THOSE SHOWN ON TYPICAL DETNLS OF STRUCTURAL DRAWINGS SHALL BE ANY CONC D(POSED TO WEATFER A�IN 4,750 PSI � 0 ALL PREVIOUS NOTES APPLY TO MASONRY RQNFORCING ALSO X X X X S2 O6 OVERALL FLOOR PLAN (LEVEL-O6) X X X X S7 02C ROOF SECTIONS AND DEfAIIS
m REVIEWm BY STRUCTURAL ENGINEER BEFORE PROCEEDING WITH THE WORK 11 ALL SLABS ON EARTH SHALL HAVE JOINfS INSfN_LED TO PROVIDE X X X X S2 07 OVERALL FLOOR PLAN (LEVEL-07) X X X X S7 02D ROOF SECTIONS AND DEfAILS
4 SCHEDUUNG OF WORK IdAY REUUIRE DESIGN SfRENGTH IN SHORTER APPROXIMATELY 20-FOOT SQUARES, UNLESS DEfAILED OIHERWISE ON iHE X X X X S2 OS OVERALL FLOOR PLAN LEVEL-08 X X X X S7 02E ROOF SECTIONS AND DETAILS
0 8 DURING THE CONSiRUCTION PERIOD, THE COt4TRACTOR SHALL BE RESPONSIBLE � � �W
Z PERIODS OF T1ME LESS THAN !8 DAYS PLANS WHERE CONCREfE POURS ARE STOPPED, THE JOINT SHALL BE y�M� �
Q FOR THE SAFEfY OF THE BUILDING THE CONTRACTOR SHALL PRONDE � � FORMED PER TYPICAL CONSTRUCTION JOINT D�AIL X X X X S2 09 OVERALL FLOOR PLAN (LEVEL-09) X X X X S7 02F ROOF SECTIONS AND DEfAILS �
� ADEQUATE SHORING, BRACING, AND GUYS IN ACCORDANCE WITH ALL NATIONAL, X X X X 5210 OVERALL FLOOR PUW (LEVEL- 10) �
5 PORTIAND CEMENT SHALL CONfDRM TO ASTM C-150 TYPE II,
3 STATE AND LOCAL SAFEIY ORDINANCES LOW ALKALI MAXIMUM WATER-CEMENi RATIO NOT TO IXCEED 045 12 UNLESS DEfAILED OTHERWISE, REINFORCING STEEL IN COMINUOUS BEAMS X X X X 5211 OVERALL ROOF PLAN =»��
AND SPANDRELS SHALL HAVE THE TOP SfEEL SPtJCm AT MID-SPAN AND X X X X X S2 01 1 FOUNDATION PLAN (LEVEL-01 AREA 1 )
� 9 COMRACTOR SHAU. SUBMIT SHOP DRAWINGS PER SPECIFlCATIONS TO THE 6 AGGREGATE fOR HARDROCK C09CREfE SHALL CONFOR�1 TO ALL THE BOTTOM STEEL SPl10ED OVER SUPPORTS (30 DIA IAIN ) X X X X X S2 01 2 FOUNDATION PLAN (LEVEL-01 AREA 2) X S7 03 ROOF DETNLS �� �
� ARCHITECT FOR REVIEW PRIOR TO FABRIGQION REQUIREMENTS AND TE5fS OF �.S T M C-33 AND PROJECT
w SPECIFlCATIONS. IXCEPTIONS NAY BE USED ONLY WfiH PERMISSION OF AT DISCOMINUOUS ENDS, THE TOP SfEEL SHALL BE BENT DOWN 12 DIA. X X X X S2 Ot 3 FOUNDATION PLAN (LEVEL-Ot AREA 3A) X S7 03A ROOF DETAILS
� THE STRUCTURAL ENGINEER U� COARSE AGGREGATE FOR STRUCIURAL OR 12' MIN , WHICHEVER IS GREATER SEE DEfNLS OR SCHEDULE X X X X S2 02 1 FOUNDATION AND FRAMING PLAN (LEVEL-02 AREA 1 )
0 10 AFTER CONCREfE IS PLACED, IN NO GSE SHALL THE SUPERIMPOSED SLAB AND StAB ON GRADE COflSiftUCTION X X X X S2 02 2 FOUNDATION AND FRAMING PLAN (LEVEL-02 AREA 2)
Q CONSTRUCTION LOADS BE GREATER TFIAN SPECIFIFD DESIGN LIVE LOADS, PROVIDE LOW SHRINKAGE AGGR[GATE FOR ALL POST-TENSIONED CONCREfE SLAB 13 R�NFORCE ALL ARCHfTECTURAL CONCRETE WITH WELDED WIRE FABRIC X X X X X S2 02 3 FOUNDATION AND FRAMING PLAN (LEVEL-02 AREA 3A & 3B)
w WfTHOUT ANY SHORING IaAX DR11NG SHRINKAGE SHOUID BE 0 049: 6X6 Wt 4XW1 4 MINIMU�A, U 0 N X X X X X S2 02 4 FOUNDATION AND FRAMING PLAN (LEVEL-02 ARFA 4) X S7 04 ROOF DEfPJLS
Z 7 AGGREGATE FOR LIGHiWEIGHT CJNCREfE SHALL CONFORM TO AS T M X X X X S2 031 FRAMING PLAN (LEVEL-03 AREA 1 )
W i � DESI6N LIVE LOADS c-3�o V. STRUCTURAL STEEL x x x x szos2 FRAMING PL4N (LEVEL-03 AREA 2)
u, A BASIC SNOW LOAD (SEE BELOYQ X X X X S2 03 3 FOUNDATION AND FRAMING PLAN (LEVEL-03 AREA 3A & 3B)
? 8 CONSTRUCTION JOINTS SHALL 8: 1HOROUGHLY ROUGHENED AND
o B CONDO UNfi FLOOR LOAD 40 PSf (RFDUCIBL� CLEAN BEFORE NEW POUR X X X X S2 03 4 FRAMING PLAN (LEVEL-03 ARFA 4) X X S8 01 MISC DEfAILS (BUILT-UP DORMERS)
v, +15 PSF LOCATION TO BE APPROVED BYTHE SfRUCTURAL ENGINEER 1 STEEL USAGE X X X X S2 04 1 fRAMING PLAN (LEVEL-04 AREA t ) MILD STEEL
� A NON-FWV�IE COLUMNS X X X X 52041A FRAMING PLAN (LEVEL-04 AREA t ) PT
� C KfTCHEN, BALLROOM 100 PSF (NON-REDUCIBLE) 2 g ALL CONCREfE TO BE R�NFORfED UNLESS SPECIFlCALLY NOTED 'NOT /�$1L,1 A572, GRppE 50 X X X X S2 04 2 FRAMING PLAN (LEVEL-04 AREA 2) MILD STEEL
o D CORRIDORS dt SfAIRS 100 ON-RE C 8 REINFORCm' REINFORCING AND SfIFFENER PLAIES X X X X S2 04 2A FRAMING PLAN (IEVEL-04 AREA 2) PT
� E PARKING 40 PSF (NON REDUCIBLE) � � q�g X X X X S2 04 3 FRAMING PLAN (LEVEL-04 AREA 3A & 36) MILD STEEL
m F COURT/LOADING DOCK 250 PSF 10 I�AXINUI� SLU�1P SHALL BE FOIR INCHES, UNLESS NOTED OTHERWISE X X X X S2 04 3A FRAMING PLAN (LEVEL-04 AREA 3A & 36) PT
� B NON-FRAME BEAMS AND GIRDERS
�- 6 STORAGE 125 PSF (NON-REDUCIBLE) ASTM A572, GRADE 50 X X X X S2 05 1 FRAMING PLAN (LEVEL-O5 AREA 1 ) MILD STEEL
� H I�ECHANICAL FlAOR 70 PSF + EQUIPMENT WEIGHT > > GROUT UNDER BASE PLATES, SLL PUQES, ETC (B4O00 PSI MIN ) X X X X 52051A FRAMING PLAN (LEVEL-O5 AREA 1 ) PT
�� 12 CONDUIT OR PIPE SIZE (0 D ) °HALL NOT IXCEED 30X OF SLAB C FRAAIE BEAMS U 0 N ASTI�1 A992 (OR ASTM A913), GRADE 50 X X X X S2 OS 2 FRAMING PLAN (LEVEL-OS AREA 2) MILD SiEEL
12 DESIGN LATERAL LOADS FRAME COLUUNS U 0 N ASTM A992 (OR ASTb1 A913), GRADE 50 X X X X S2 OS 2A FRAMING PLAN (IEVEL-05 AREA 2) PT
a THICKNESS, AND SW�Li. BE PLACED FOUR DIAMEfERS MINIMUM APART,
Z SEIS�IIC PER IBC 2003 EDRION UNLESS SPECIFlCALLY DEfAILED OIHERWISE ALL CONTiNUf1Y PLATES /COVER PIATES AND STIFFENER PUITES X X X X S2 05 3 FRAMING PLAN (LEVEL-OS AREA 3A & 3B) MILD STEEL
" TO MATCH fRAb1E BFA61 OR FRAME COLUMN GRADE
o R = 45 X X X X S2 05 3A FRAMING PLAN (LEVEL-OS AREA 3A & 3B) PT
w 13 PROJECTING CORNERS OF BEAAS, WALLS, COLUMNS, EfC , SHALL BE D SHEAR TABS AS1M A572, G50 X X X X S2 O6 1 FRAMING PLAN LEVEL-O6 AREA 1 MILD STEEL
� SfTE CVSS C SEISMIC USE GROUP I FORMED WITH A 3/4' CHAMFER UNLESS OTHERWISE NOTED ON � �
SEIS�IIC DESIGN CATEGORY B E TUBE ASTbI A500, GRADE B, Fy = 46 KSI X X X X S2061A FR,4MING PLAN (LEVEL-O6 AREA 1 ) PT
= ARCHITECTURAL DRAWINGS F PIPE ASTM A53, GRADE B X X X X S2 O6 2 FRAMING PLAN (LEVEL-O6 AREA 2) MILD STEEL
� SEISMIC COEFFICIENT V = 0 026 W
� X X X X S2 O6 2A FRAMING PLAN (LEVEL-O6 AREA 2) PT
z AUIXIMUI� DRIFf pa= 0 02H 14 PRIOR TO PLACING CONCRE'fE, 'HE COMRACTOR SHALL ENSURE THAT G BFAM PENETRATION REINFORCING TO MATCH BEAhI GRADE,
° 01 ALL EMBED�IENTS, INCLUDING COLUMN ANCHOR BOLTS, ARE PROPERLY U 0 N X X X X S2 O6 3 FRAMING PLAN (LEVEL-O6 AREA 3A & 38) MILD STEEL
" X X X X S2 O6 3A FRAMING PLAN LEVEL-06 AREA 3A & 38 PT
z LOCATED AND SECURELY TIED Itl PLACE H BhSE PLATES � �
4, WIND 90 UPH IXPOSURE B • X X X X X S2 07 1 FRAMING PLAN LEVEL-07 AREA 1 MILD STEEL �
� LESS THAN OR EOUAL TO 4 A572, GRADE 50 � )
= CLADDING DESIGN LOAD 28 PSF 15 SUBMR LOCATION PV+N FOR ALL PROPOSED JOINTS NOT INDICATED ON OVER 4" TO 6' A572, GRADE 42 X X X X S2071A FRAMING PLAN (LEVEL-07 AREA 1 ) PT Z
? 13 DESIGN SNOW LOADS DRAWINGS FOR APPROVAL PRIOF TO WORK I BOLTS AST61 A325-X IYPICAL U 0 N X X X X S2 07 2 FRAMING PLAN (LEVEL-07 AREA 2) MILD STEEL O � �
� SEE ALSO DEfAiLS OR SCHmULES X X X X S2 07 2A fRAMING PLAN (LEVEL-07 AREA 2) PT �I �y
� PfTCH < 4 IN 12 100 PSF 16 COMRACTOR SHALL BE RESPOR5IBLE FOR PROlECT10N OF CONCREfE X X X X S2 07 3 FRAMING PLAN (LEVEL-07 AREA 3) MILD STEEL �4 � O
< • PITCH >= 4 IN 12 80 PSF FROM FROZEN BEFORE CURED HHEN POURED IN COLD WEATHER J SHFAR CONNECTOR (WELDED SND) ASTkI A108 X X X X S2 07 3A FRAMING PLAN (LEVEL-07 AREA 3) PT ' � W � O
� 17 l�AXIMUM LENGTH OF WALL POIR IN EACH DIRECTION SHALL BE 60 FEEf X X X X X S2 08 1 FRAMING PLAN (LEVEL-08 AREA 1 ) A�ILD STEEL � V
w � 15 THE CONCREfE FLAT 5LA8 HAVE BEEN DESIGNED IN ACCORDANCE WITH DEFLECTION LIMITATIONS K ANCHOR BOLTS AT FRAMES ASTM A572 GRADE 50 X X X X S2 08 1A FRAMING PLAN (LEVEL-OS AREA 1 ) PT � �
� UNLESS APPROVED BY THE STRICNRAI. ENGINEER ,
PER ACI PROVIDE LEVELING MATERIAL AS REOUIRED PRIOR TO INSTALLATION OF FLOORS, WALLS ANCHOR BOLTS AT NON-FRAME COLU�IN ASTM A36 X X X X S2 OS 2 FRAMING PLAN (LEVEL-OS AREA 2) MILD STEEL � �
,,z, " AND FlNISHES TO ACCOUNT FOR ALLOWABLE DEFLECTION 18 DIMENSIONS SHOWN OR NOT SFOWN ON PUWS REGARDING CURBS, X X X X S2 08 2A FRAMING PLAN (LEVEL-08 AREA 2) PT '
� SLOPES AND DEPRESSED ARFAS AT CONCREfE SLABS SHALL BE �O
� �16 GENERAL CONTRACTOR SHALL PROVIDE FOR CRACK CONTROL MEASURES AS REQUIRED PROVIDE 2 ALL SfFtUCTURAL STEEL TO BE DEfNLED, FABRICATED AND ERECTED IN X X X X X S2 08 3 FR4MING PLAN (LEVEL-08 AREA 3A & 3B) MILD STEEL
3 VERIFlED WR}i ARCHfTECfURAL [RAWINGS BffORE POURING CONCREiE ��r��
o UNIT COST FOR 2000 FEEf OF EPDXY INJECTION TO BE PUICED AT DIRECTION OF OWNER�S ACCORDANCE WfiH AI S C SPECIFlCATIONS, LATESf EDmON X X X X S2 08 3A FRAMING PLAN (LEVEL-OS ARFA 3A & 3B) PT
a REPRESENTATNE PLACEMENT MAY OCCUR BEfWEEN 90 AND 270 DAYS AfTER CONCREfE IS 19 ALL HORIZONTAL CONSTRUCTIONJOINTS IN WALLS SHALL HAVE SURFACE OF X X X X X S2 09 1 FRAMING PLAN (LEVEL-09 AREA 1 ) MILD S7EEL
� POURED CONCRETE THOROUGHLY ROUGH D TO PROVIDE D(POSURE OF AGGREGATE TO 3 ALL WELDING TO CONFORM TO AW S AND TO BE PERFORMED BY X X X X S2 09 1A FRAMING PLAN (LEVEL-09 AREA 1 ) PT
3 NINIMUM DEPTH OF 1/4' PRIOF TO POURING CONCREfE AGAINSf SURFACE CERTIFlED WELDERS X X X X S2 09 2 FRAMING PLAN (LEVEL-09 AREA 2) MILD STEEL
� X X X X S2 09 2A FRAMING PLAN (LEVEL-09 AREA 2) PT
4 ALL BUTf WELDS ARE TO BE COMPLETE PENETRATION U 0 N ALL FlLLEf X X X X X S2 09 3 FRAMING PLAN (LEVEL-09 AREA 3A k 38) MILD STEEL
¢ WELDS SHOWN ARE MINIAfU�1 REQUIRm BY STRESS INCREASE WF1DS X X X S2 09 3A FRAMING PLAN LEVEL-09 AREA 3A & 3B
II . FOUNDATION IV. REINFORCING S1EEL ro aisc I�INI�IU�1 SIZES BASED ON THICKNESS OF MATERUIL JOINED � � PT
U 0 N X X X X S2 10 1 FRAMING PLAN (LEVEL-10 AREA 1 ) MILD STEEL
1 FOUNDATION DESIGN IS BASED ON SOIL REPORTS BY HP GEOTECH 1 ALL REINFORCIN6 5TEEL SHALL BE PLACED IN CONFORMANCE WRH 5 WELDING ELECTRODE - E]OXX, U 0 N X X X X S2 10 1A FRAMING PLAN (LEVEL-10 AREA 1 ) PT
JUNE 22, 2005 �BUILDING CODE REQUIREMENTS FOR REINFORCm CONCREfE' (ACI 318 IXCEPT TI1AT E70XX-T4 SHOULD NOT BE USED X X X X 5210 2 FR4MING PLAN (LEVEL-10 ARE4 2) MILD STEEL
IATESf APPROVED ED(TION}, AND THE ACI DEfAILING IdMlUAL' AS SEE ALSO fRAME CONNECTION DETAILS FOR REQUIRE�IINf OF WELD METAL X X X X S210 2A FRAMING PLAN (LE1/EL-10 AREA 2) PT
�10DIFlED BY iHE PR0.1ECf DRlJVINGS AND SPECIFlCATIONS X X X X X S210 3 FRAMING PLAN (LEVEL-10 AREA 3A & 38) ROOF
2 GEOTECHNICAL ENGINEQ2 SHALL VERIFY CONDRION AND/OR ADEQUACY OF ALL 2 RQNFORCING SfEEL TO BE ASfll A615, GRADE 60 DEFORMm BARS, 6 STEEL FABRICATOR TO SUBMR WELDING PROCEDURE TO OWNER'S X X X X S2 11 1 ROOF FRAMING PLAN (AREA 1 )
SUBGRADES, FlLLS AND BACKFlLLS BEFORE PLACEMENT OF FOOIINGS, SU16S, TESTING AGENCY AND THE ARCHffECT FOR REVIEW BEFORE FABRICATION X X X X S2 11 2 ROOF FRAMING PLAN (AREA 2)
GRADE 40 FOR �3 UNLESS NO'ED WELDED WIRE FABRIC TO BE ASTM
FlL1S AND BACKFlLLS, EfC A185 ASTl1 A7Q6 AT SHEAR YALL BOUNDARY FIEMENT (TRIM BARS), X X X X S3 02 SHEARWALL ELEYATIONS
3 SIDES OF FOUNDATIONS SHOWN STRAIGHf ARE FORMED FOUNDAl10NS POURm LahRAI FRAME �.QAENT AND YHERE WEIDING IS REQUIRED 7 SfEEL BFAMS ARE EQUALLY SPACED BEIWEEN DIMENSION POINTS OR X X X X S3 02A SHEARWALL ELEVATIONS
AGAINST THE EARTFi AT CONTRACTOR'S OPTION REQUIRE THE FOLLOWING GRID UNES, U 0 N X X X X S3 02B SHEARWALL ELEVATIONS
3 NOT USED
PRECAUfIONS SLOPE SIDES OF IXCAVAl10NS AS APPROVED BY SOILS X X X X X S3 02C SHEARWALL ELEVATIONS
ENGINEQ2 AND BE RESPONSIBLE FOR CLEANUP OF SLOUGHING BEFORE, 8 ALL DETAILS ARE IYPICAL FOR CONDmONS NOT SPECIFlCALLY SHOWN, X X X X S3 02D SHEARWALL ELEVATIONS
DURING AND AFfER PtACING CONCREfE INCREASE FOOTING DI�IENSION BY 2 CONfRACTOR SHALL APPLY SI�IILAR CONCEPT OR INTENT TO DEfAIL X X X X S3 03 SHEARWALL DEfAILS
INCHES MINIMUI� THOSE CONDmONS AND SUBMR FOR REVIEW AND APPROVAL
4 qLL LAP SPLICES SHALL BE CLSS 8 SPLICE AND 2'-0' MINIMUM UNLESS
4 CONTRACTOR TO PROVIDE FOR DE-WATERING OF D(CAVATION FOR EfTHER OTHERWISE NOTED ON SCHEDUIE. LWNTAIN 1 -1/2' CLEAR MINII�UM g TF{E CONTRACTOR SFUILL SUPPLY SUR'VEY INFORMATION TO THE X X X X 5401 MAT FOOTING AND SPRFAD F0011NG SCHEDULE AND DETAILS
SURFACE WATER, GROUND WATER OR SEEPAGE, IF REQUIRm BEIWEEN PARALLEI. BARS AftCHfTECT SHOWING 801H VERTICAL AND HORIZONTAL COMROL FOR X X X X S4 02 NON-FR4ME CONCREfE COLUMN SCHEDULE
DESIGN WATFR TABLE= 814000 to 813500 EVERY TiER NOTIFY THE ARCH(TECT IMMEDIATELY IF THE DIFFERENCE X X X X S402A NON-FR4ME CONCRETE COLUMN DETAIIS
5 ALL REINFORCING SfEEL AND ENBEDMINTS TO BE HELD $ECURELY IN BETWEEN THE ACTUAL ELEVATIONS AND THE THEOREfICAL ELEVATIONS X X X X 5403 CONCRETE WALL SCHEDULE AND DETAILS uweo w■
PIACE PRIOR TO PLACING CONfREfE. PROVIDE SUFFlCIENT SUPPORfS IXCEEDS THE TOLERANCE PERAIITTED BY AISC SPECIFlCATIONS X X X X X S4 04 FOUNDATION SECTIONS AND DEfAILS 04/07/O6 PROGRESS CD SEf
5 BACKFlLL OVER-D(CAVATED FOOTINGS WITH LEAN CONCREfE SUBJECT TO ALLOW WALKING ON REINFOPCEMENT NO BRICK OR POROUS 04/25/O6 ADDENDUM �2
TO APPROVAL OF GEOTECHNICAL ENGINEER t+IATERIAL SHALL BE USED TO �1PPORT REINFORCIN6 X X X X S5 Ot CONCREfE TWO-WAY SLAB SCHEDULE AND DEfAILS
10 TOP OF SfEEL AT BEAMS FRAMING INTO SLOPING MEI�BERS 05 12 O6 SUMMARY PERMR SET
SHALL BE FRAldED RUSH WffH TOP OF SfEEL OF SLOPING X X X X SS 02 PT SLAB ADDED REINFORCING SCHEDULE AND DEfAILS OS 22 07 PLAN CHECK RESUBNRTAL
6 NO CONCREfE SHALL BE POURED IN ANY FOUNDATION UNT1L D(CAVATION 6 WELDING OF RONfORCING IS AILOWED ONLY WHERE SPECIFlED MEMBER - 1YPICAL U 0 N X X X X SS 03 NON-PT CONCRETE BEAM SCHEDUIE AND DETAILS 07 18 07 CONSTRUCIION SET
HAS BEEN INSPECTED AND APPROVED HY THE GEOTECHNICAL ENGINEER ON DRAWING USE GRADE A706 AS REO'D
11 BOLT HOLES FOR MACHINE BOLTS SWU.L BE NO MORE TWW 1/i6' X X X X S504 PT CONCRETE BEAlA DETAILS
7 SOIL BEARING CAPACITY 7 REINFORCEMENT SHALL BE PLA(ED IN RELAlIVE POSRION SHOWN ON �SIZE, U 0 N WHERE OVERSIZED HOLE REQUIRED, PROVIDE X X X X S5 04A PT CONCRETE BEAM DETAILS
THE DRAWINGS NO SPLICES I� REINFORCING WILL BE PERLIITTED I�g"X3'X3' PLATE WASHER WELDED TO THE SfRUCRJRAL A1EElYIIBER X X X X SS 046 PT CONCREfE BEAM DEfAILS
DL+LL 4,000 PSF UNLESS SHOWN ON THE STRUC DRAWINGS OR APPROVED BY ENG'R 12 ALL STEEL I�EAIBERS CONNECTIN6 TO OR SUPPORTING WOOD FRAb11NG X X X X SS 04C PT CONCREfE BEAM DETAILS
DL+LL+W/E 5,300 PSF SHALL HAVE 1/2' DIM�EfER THREADED STUDS AT 24' ON CENiER TYPICAL,
8 PROVIDE FOUNDATION DOWELS 1D MHTCH SQE AND SPACING OF WALL U 0 N X X X X S6 Ot SECTIONS AND DETAILS
OR COLUMN REINFORCEMENT. �(TEND DOWELS LAP SPLICE LENGTH X X X X S6 OtA SEC110NS AND DETAILS
INTO WALL OR COLUI�N AND TEtMINATE WftH STANDARD HOOK 3' ABOVE 13 CONTRACTORS SHALL SUBMIR DEfAILED SHOP DRAWINGS PER X X X X S6 O18 SECTIONS AND DEfAILS
8 STEP CONiINUOUS FOOTINGS AT VARYING ELEVATIONS PER TYPICAL DEfAIL BOTTOM OF FOOTING, UNLESS tATED OTHERWISE PROVIDE CONTINUOUS SPECIFlCATIONS FOR ALL STEEL TO THE ARCHfTECT FOR REVIEW PRIOR X X X X S6 O1C SECTIONS AND DEfNLS
SLOPING FOOTINGS IS PROHIBffED REINFORCE�IENT WHEREVER PO�IBLE TO FABRICATION
X X X X S601D SECTIONS AND DEfAILS
9 ALL FOOTINGS SHAtl BEAR ON FlR�1, UNDISTURBED SOIL BOTfOM OF 14 ALL SfEEL IXPOSED TO WEAiHER SHALL BE HOT DIP ZINC GALVANIZED U 0 N X X X X S6 Ot E SECTIONS AND DEfAILS
FOOTINGS SHOWN ON THE DRAWINGS ARE I�INIMUM AND SHALL BE LOWERED STEEL NOT RECEMNG FlRE PROOFlNG SFU�LL BE SHOP PRIlAED X X X X S6 01 F SECTIONS AND DEfAILS
AS REQUIRED TO REMOVE SOFT AND LOOSE MATERUIL X X X X S6 O1G SECTIONS AND DEfNLS
� ALL FOOTING TO DREND MIN 48 INCHES BELOW EXTEPoOR FlNISH GRADE 15 COLUI�NS AND BEAMS SHOWN ON FRAIdE ELEVATIONS X X X X S601H SECTIONS AND DEfAILS
FOR FRO5f PROTECTION WHICH ARE GROUP 3 (WfTH FIANGES t -1/2 INCHES OR THICKER),
4 OR 5, SHAPES SHALL CONFORM TO RE�UIREMENTS OF THE AISC LFRD
SPECIFlCATION, SECTION A3-1C FOR MINIMUM CHARPY V-NOTCH TOUGHNESS
10 GEOTECHNICAL ENGINEER SHALL BE REfNNED TO PROVIDE OBSERVATION AND REQUIREMENTS, TEST LOCATION AND PROCEDURE THE TESTING SHALL BE
lESfING SERVICES DURING THE GRADING AND fOUNDATION PHASES OF IN CONFORMANCE WfiH A5TM A673, FREQUENCY H
CONSTRUCTION PER SOIL REPORT RECOMMENDATIONS SUBMff INSPECTION AND
TESTING REPORT TO BUILDING DEPARTTJINf /S REQUIRm i6 ALL FRAME �1EAfBERS BELOW FlNISHED FLOOR SHOUtD BE ENClSED IN MIN tNEET .�.�E
3' CONCREfE PROTECTION AGAINSf SOIL, USE WIRE MESH AS REQUIRED
GENERAL NOTES
.
� ROJECT omxe
G�TE
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TOTAL NUMBER OF DRAWINGS 123 115 113 13 113 TOTAL NUMBER OF DRAWINGS S � , � o �
� NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 2005
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_ ' VI . SHOTCREfE IX. METAL DECK ABBREVIATION
�
° SHOTCREfE SHALL BE PERMffTED WfTH CANFORIdANCE TO THE FOLLOWING POST-TENSIONING (CONT'D) A B ANCHOR BOLT LLV LONG LEG VERTICAL
z . (SHOTCREfE NOT AIlOWm fOR ALL COLUMNS) ARCH ARCHf1ECTURAL L LH LONG LEG HORIZONTAL
Z 1 DECK PANELS ARE TO BE THREE-SPAN CONTINUOUS WHEREVER POSSIBLE, 16 THE SUPPLIER SHALL BASE All 0.0NGATION CALCULATIONS UPON THE
° 1 ALL GENERAL CONCRETE NOTES, ONE SPAN ONLY WHERE UNAVOIDABLE DECKING AND ALL ACCESSORIES MODULES Of ElAST1Cti'( SHOWN ON THE MILL CERfIFlCATES FOR THE BA BOTTON ADDED MAX bAAI(IMUM
z SHALL BE FORMED fROM SfEEL SHEEfS HANNG A MINIMUM YIELD TENDON BEING FURNISHED TO THE SfTE ALL TENDONS SHALL HAVE BD BOARD M B MACHINE 80LT ►-1 1 L L G L A 2 1 � fZ
� 2 REQUIREI�EMS OF THE INTFRNATIONAL BUILDING CODE, 2003 ED(TION, SECTION SfRENGTH OF 33,000 PSI AND CONFORM TO ASfM A653, GRADE A THE THEIR HEAT NU�IBER MARKED ON THE TAG ATfACHm TO THE TENDON BLDG BUILDIYG MECH MECHANICAL F R C N r T c o s .
3 Q 1914 (IXCERPTS FROM SECTION 1914 ARE SHOWN BELOW) STEEEL SHALL HAVE A I�ETAL PROTECENE COATING OF ZINC CONFORMING BLK BLOCK MIN MINIMUM °aOALM"""¢*'Ni°""'° `" °'40'�¢'°'
.eusaa-e� �oasr .�- eeo-a�s-oa�s
,,, TO LIGHT COMMERCIAL DECKING BLKG BLOCKNG MISC MISCELLANEOUS
� 3 MAXIMUM BAR SIZE OF REINFORCEMENT SHALL BE NO 5 BARS UNLESS 17 POSf-TENSIONING FORCES SPECIFlED ON THE DRAWING ARE REQUIRED 8 N BOUNfARY NAILING
= R CAN BE DEI�ONSfRATED BY PRE-CONSTRUCTION TESTS Tf1AT ADEOUATE 2 SECTIONS, EDGE FORMS AND FlASHING ARE IXPECTED TO SPAN EFFECTNE fORCES AFfER APPROPRIATE LOSSES ARE ACCOUNTED FOR BOT BOTTON N I C NOT IN CONTRACT
° WITHOUT SHORING IF SHORING IS DESIRm TO PREVENT IXCESSNE CALCULATIONS SUBMITTED WfTH THE POST-1ENSIONING MATERIAL SHOP BRG BEARI�G NO NUMBER
= ENCASEI�ENT OF LARGER BARS CAN BE ACHIEVED SEE SECTION 1924 5 DRAWINGS SHALL INDICATE THE VALUES FOR ALL LASSES APPROPRIATE
3 OF THE UNIFORAI BUILDING CODE FOR PRE-CON5TRUCTION TEST DEFLECTIONS, CONTRACTOR SHALL PROVIDE SHORING AT NO EXTR4 B S BOTH iIDES N S NEAR SIDE
o REQUIREMENfS DO NOT SfART CONSTRUCTION PRIOR TO SATISFACTION IXPENSE CONiRACTOR IMY USE A HEANQt GAUGE TO AVOID SHORING TO T,HIS PR0.IECT FOR THE MATERIALS PROPOSm CERTIFlED TEST DATA BTWN BETWE[N N T S NOT TO SCALE N 1 S H K 1 A N
o OF TEST PANEL INSPECTION SUBSfMfTIATING LOSS PROPERIY ASSUMPTIONS SWUl ALSO BE BAL BALANCE NEW OR (N) NEW M E N N 1 N G E R
3 WELD METAL DECK TO SUPPORTS AS FOLLOWS (SHEAR CONNECTORS SUBMf1TED 8 BOTTOM
U CONSULTING 11ND STRURURAL
s 4 �11NIMUM CLEN2ANCE BEIWEEN PAaALLEI BARS bIAY BE SUBSTfMED FOR WELDS ON A ONE-TO-ONE BASIS) (NOTE SPECIFlCALLY SUBMRTALS INDICATING EFFECTNE FORCES 0 C ON CENTER ENGINEEIlS SINCE 1919
� DIFFERENT FROM THOSE $HOWN ON THE CONTRACT DRAWINGS (SUPPLIER CTR J OR C J CONSTRUCTION JOINT 0 D OUTSIDE DIAMETER � �xoorw�ww,s.� r�awuwim
° 1 • A PLUG WELD$ WITH EFFECTNE FUSION DIAAIEfER OF 1 2' AT EACH RmE$IGN WILL BE RER1RNm, NOT REVIEWm, AS NOT RESPONSNE TO i ria�ssn-wn r�a+mwao�i
A NO 5 BARS AND SMALLER 2 / � CTL J CONTR)L JOINT
° Z FLUTE AT EACH INTERMmIATE SUPPORT AND EACH SHEEf END CONIRNCT REQUIREMENTS ) CMU CONCf�TE MASONRY UNIT 0 H OPPOSITE HAND
� B �� � ��� � MINIMUM OF 3-SPOT WELDS AT EA SHEEf END AT TYPICAL COL COLUMV OPNG OPENING
NO 5 ARE PERMIiTED 6-6AR DIAMETERS FLOORS AND 4-SPOT WELDS AT ROOF LEVEL CONC CONCI�TE
° 18 POST-TENSIONING CONTRACTOR SFUILL DEfAIL BLOCK-OUT FOR STRESSING AS N M JOB NO 7083
� 5 WHEN TWO CURTAINS OF SiEO_ ARE PROVIDm, THE CURTAIN NEAREST B 1 -1/2' SFAM WELDS AT 24' 0 C AT SIDE SEAMS, BUifON PUNCHING NEEDED, WHERE 2-WAY STRESSING IS NOT APPLICABLE, PROVIDE ADDITION TENDON CONN CONNETION P D F POWER DRIVEN FASTENERS
a THE NOZZLE SHALL HAVE A MINIMUM SPACING EQUAL TO 12 BAR NOT PERMRTED TO COMPENSATE FOR THE FRICTION LOSS CONST CONSTRUCTION
� CONT CONT1M10US PL PLATE
° DIAMETERS AND THE REI�WNING CURTAIN SHALL HAVE A MINIMUM C PLUG WELDS WfTH EFFECTNE FUSION DIAMETER OF 1/2' AT 12' OC
w C P COMPL-fE PENEfRATION PLY PLYWOODpENEfRATION
m SPACING Of 6 BAft DIAMETERS AT ALL PANEL SIDES LANDIN6 ON BEAMS PARALLEL TO RUTES C I P CAST IJ PLACE P P PARTL4L
o WHERE RUTES WOULD NOT tAND ON SIDE SUPPORTS, CUT SHEEf
z 6 LAP SPLJCES IN REINFORCING BARS SHALL BE BY THE NON-CONTACT lAP AND PROVIDE CLOSURE PUITES P T POST-TENSIONED REp�i
� SPLICE MEfHOD WfTH AT LEAST 2 INCHES CLEARANCE BEiWEEN BARS XII . STRUCTURAL METAL STUD AND JOIST NOTES DIA DIAMErR REINF REINFORCED, .. M'
r 4 ALL EDGE FORIdS, CLOSURE PU1TE5, FLASHING, EfC , IF NOT NOTED, DIM DIMEN;ION REINFORCING, 21t t
3 7 SHOTCREfE SHALL NOT BE APPIJED TO COLUMNS SHALL BE i6-GAGE MINIMUM SEE MEfAL DECK DEfAILS � ALL $TUDS SHALL CONFORI� TO ASTM A446 WfTH A I�INIMU�1 D J DOUBLE JOIST REINFORCEMENT �
� YIELD POINT OF 33,000 PSI ALL JOISTS SH/�LL CONFOR�f TO DWG DRAWI�G RWD REDWOOD �
N 8 REBOUND SHALL NOT BE REUSED AS AGGREGATE 5 MINI�IUM BEARING OF DECKING ON SUPPORTS SHALL BE 2' ASTM A446 WfTH A I�INIMUM YIELD POINT OF 40,000 PSI DO DI1T0
� 9 FlNISH AS DEfERMINED AND APPROVED BY ARCHf1ECi 6 PROVIDE A MINIMUM OF ONE SHEAR CONNECTOR (NELSON STUD) AT 24' 2 ALL JOISf-TO-TRACK, STUD-TO-TRACK AND STUD-TO-JOIST SA D. SEE ARCH DRAWINGS
� 0 C ON ALL BFAMS WHERE �IETAL DECK IS TO RECENE CONCRETE FlLL CONNECTIONS SHALL BE MADE WITH TWO (2) �10 SEI.F-TAPPING E F FACH fACE S C D SEE CIVIL ORAWINGS
¢ Qj SHEET �1EfAL SCREWS MINII�UM, UNLESS OTHERWISE NOTED EL ELEVATON S D S SELF-DRILLING SCREW
� LOCATIONS OF SHOTCREfE WALL INTENDED TO BE USED E N EDGE NAILING SECT SECTION
w 7 DfCFPT AS NOTED ON PUNS, IAY OUT SHEAR CANNECTORS BEGINNING
BASEMENT WALL AGAINST SHORING 3 ALL 1RACK F TENERS TO CONCREfE SLA9 SHALL BE 0145-INCH E 0 5 EDGE OF SLAB SIM SIMILAR
? WRH FlR5f AVAILABLE FLUTE AT EACH END OF BEAM AND WORK�NG � •
c� DIAMEfER x 1 /g LONG LOW VELOCITY DRNE PINS, SPACED EXIST (OR (E)) EXISTI�G SQ SQUARE
W TOWARD MIDSPAN (EQUAL NU�BER EACH SIDE OF CENTERLINE) 6-INCHES MAXIMUM fROM ENDS AND 32-INCHES ON CENTER E S EACH SIDE SPECS SPECIFlCATIONS
w MAXI�IUM E W E F EACH WAY EACH FACE STD STANDARD
� A EVERY OTHER LOW FLUTE. EXT IXTERIOR � STGD STAGGERED
o B IF CONNECTORS REI�AIN, EVERY UNFlLLED LOW FLUTE 4 MINIMUAI SECTION PROPERTIES (BASED ON DIETRICH AIANUFACTURER) E W EACH WAY SfIFF STIFFENER
VII . CONCRETE UNIT MASONRY (CMU) s�M SYMMEfRICAL
Y C IF CONNECTORS RE6WN, EVERY RUTE (iW0 STUD PATTERN) l�EMBFR TYPE AREA(IN g Sx(IN � Ix(IN �j
o D PIACE SNDS ONLY AFTER CAREFUL UIYOUT AND APPROVAL BY FlN FL FINISH FLOOR
� 1 CONCRETE BLOCK SHALL BE HOLLOW, LOAD-BEARING CONCREfE 5 .
o MASONRY UNITS CONFORMING TO ASfA1 C90, GRADE N-1 MORTAR SHALL STRUCTURAL ENGINEER 3 /g CWN-18GA. 0217 0303 0.549 FOC FACE GF CONCRETE T TOP
= BE TYPE S GROUT SHAtl FOLLOW CONCREfE REQUIRQAENTS, IXCEPT . F S FAR SIDE TA TOP ADDED
"' 8 ALL SHEAR CONNECTORS ARE TO BE 3/4' IN DIAMETER, U 0 N 6 CWN-i 6GA 0 398 0 765 2 294 FfG FOOTIN3 T 0 PL TOP OF PLATE
J FOR SLUMP REQUIRQAENT
� SEE SCHED FOR SR1D LENGIH 5 FDN FOUNDATION T&B TOP AND BOTTOM
Z 3 /g' CWN-16GA. 0268 0372 0675 THD THREADED
= 9 CONCRETE FlLL THICKNESSES SHOWN ON FRAMING PLANS AND DEfAII 4" CSE-i6GA. 0493 0779 1 558 GA. GAUGE T0 C TOP OF CONCRETE
� 2 REQUIRm DESIGN SiRENGTH F'm = 1500 PSI MIN (NON-SfRUCTURAL),
4 SHEE15 ARE AIINIMUM THICKNESSES NO ALLOWANCES HAVE BEEN GALV GALVANZED TYP TYPICAL
PROVIDE CONCREfE MASONRY UNITS, AND GROUT WfTH A MINIMUM SHOWN FOR ADDmONAL CONCREfE FlLL REQUIRED TO COMPENSATE FOR 5 ALL FRAMING TO COMPLY WRH MANUFACTURERS SPECIFlCATIONS G L GRID LNE T 0 S TOP OF STEEL
¢ COMPRESSIVE STRENGTH OF 2600 PSI AND iYPE S I�ORTAR PER UBC BEAM OR DECK DEFLECTIONS AND TO MNNiAIN SURFACE TOLERANCES
z !S RE�UIRED FOR ALL APPLICABLE FRAMING CONFlGURATIONS GLB GLUED LAMINATED BEAM T 0 W TOP OF WALL
o FORUDESIGN STRENGTH F'm = 2500 PSI, (STRUCiUW1L WALL) PROVIDE SPECIFIED HORIZ HORIZQJTAL THERWISE NOTED
� CONCREfE IdASONRY UNfTS AND GROUi WfTH COI�PRESSNE SfitENGTHQ 10 MINIMUM LATERAL CONCREfE COVER FOR SHEAR CONNECTORS TO BE H S B HIGH SfRENGTH BOLTS 2 UT UPTURNED
OF 3750 PSI � � _��2• HK HOOK
�' STRENGTH SHALI. BE ESTABUSHED BY PRIS�A TEST PER IBC SECTION VERT VERTICAL
N 21052 11 SEE TYPICAL MEfAL DECK DEfAILS I D INSIDE DIAMETER V I F VERIFY IN FlELD
o INT INTERIQt
z 3 USE OPEN END UNffS, BOND BEAbI UNIfS AT HORIZONTAL R�NFORCING W P WORK POINT
� UNITS SHALL BE PLACm IN RUNNING BOND PATTERN, UNLESS OTHERWISE W S WELDED STUD Z
� NOTED XIII . TESTING AND INSPECTION �
Z 4 RdNFORCING BARS IN MASONRY SHALL CONFORM TO THE REQUIREA1ENT5
'd
� OF ASTM A615, GRADE 60 LAP SPLICES IN HORIZONiAI REINFORCING SPECUIL INSPECTION IN ACCORDANCE WITH SECTION 1701 OF THE UBC � � �
� : SHALL BE 50 DIAMETERS & 2�-0' I�INIMUM TYPICAL UNLESS OTHERWISE X. POST—TENSIONING REQUIRED FOR BUT NOT L1M(iED TO , o W O
� NOTED ON PIAN
� 1 THE FlELD STRENGTH OF CONCRETE AT TRANSFER OF PRESTRESS SHALL A FOOTING DfCAVATIONS AND COMPACTION � V
� � 5 LOW LIFf CONSTRUCT10N, MAXIMUM GROUT POUR HEIGHT IS 5 FEEf BE A AIiNIMUM Of 075 f'c AND 72 HOURS AFTER CONCREfE POUR B PLACEI�EM OF CONCREfE AND REINFORCING STEEL a+ �;
C RETAINING WALL 6ACK-DRAIN AND BACKFlLL '�
� " 6 ALL CELLS IN CONCREfE BLOCKS SHALL BE FlLI.ED SOUD WITH GROUT, 2 PRESfRESSED REINFORCING SHALL BE STRESS-RELIEVED AND IAADE FROM D POST-TENSIONm CONCREfE SLAB AND BEAM � y
3 � EXCEPT AS NOTED IN THE DRAWINGS OR SPECIFICATIONS LOW RELAXATION STRANDS CONFORMING TO THE FOLLOWING E ANCHOR BOLTS SEf IN CONCREfE O
ASTM DESIGNAiION A416 F SHOTCREIE (Wfi}i PRE-CONSTRUCTION TEST PANEL) �T..�
NOMINAL DIAMEfER /Z G CONCREfE GROUT 5iRENG1H TESTING
Q 7 CELLS SHALL BE IN VERTICAL ALIGNMENT DOWELS SHALL BE SEf TO 1 • / �
,,, ALIGN WITH CORES CONTAINING REINFORCING STEEL qREp 0153 IN2 H EPDXY ANCHOR, EPDXY DOWEL
z ULTILIAlE SfRENGTH 270 KSI I CONCREfE MASONRY UNR INSfALLATION (PERIODIC INSPECTION)
� 8 ALL ISOLATED BOLTS EMBEDDED IN MASONRY SHALL BE GROUTED SOLIDLY TEMPORARY SfftESS TO OVERCOME FRICTION 216 KSI J SfitUCNRAL WELDING (SHOP AND FlELD)
o IN PLACE WITH NOT LESS THAN 2" OF GROUT SURROUNDING THE BOLT ANCHOR STRESS 189 KSI K SHEAR CONNECTOR (WELD 5iUD) AND MEfAL DECK WELDING
� EFFECTNE STRESS 175 KSI L HIGH STRENGTH BOLTING
a 9 REFER TO ARCHITECTUR4L DRAWINGS FOR SURFACE AND HEIGHT OF ELONGATION 079 IN/Ff Qt
QUNfTS, LAYING PATTERN AND JOINT TYPE
� 3 DRAPES SHALL CONFORM TO COMROWNG POINTS SHOWN ON DRAWINGS
. 10 NOT USED AND SHALL BE IN AN APPROXIMATE PARABOLIC DRAPE BETWEEN
SUPPORTS UNLESS NOTED OR SHOWN OTHERWISE DIMENSIONS LOCATE
` THE CFNTER OF GRAVf1Y OF THE TENDON OR GROUP OF TENDONS FROM
11 PROVIDE SHORING AND BRACING AS REQUIRED FOR WALL CONSTRUCTION BOTTOIA OF SLAB, UNLESS NOTED OTHERWISE LOW POINTS ARE AT
Qj IAIDSPAN UNLESS NOTED OR SHOWN OTHERWISE
12 HIGH-LIFf GROUTING IS PERMfTTED CONSTRUCT IN COMPLJANCE WITH
SPECIFlCAiIONS FOR MASONRY STRUCTURES ACI 530 1 -02 / ASCE 6-02 4 FlELD TESTS SHALL BE MADE WITH JACKS OR OTHER INSTRUMENTS ON
�1AXIMUM LIFf NOT TO EXCEED 13 FEET TIIJDONS WHILE JACKING TO DEfERMINE BEHAVIOR OF THE TENDONS
FlELD READINGS OF THE ELONGATIONS AND/OR STRESSING FORCES SHALL
13 PROVIDE EXPANSION JOINT O MAX 40'-0" 0 C FOR ALL WALLS NOT VARY IAORE TWdJ 7X FR01� CALCULATED REQUIRm VALUES
5 RECORDS OF ALL JACKING FORCES AND ELONGATIONS SHALL BE KEPT DESIGN — BUILD ITEM : DEFERRED SUBMITTAL PER IBC 3EC 106342
BY A CERTIFlED PRESTRESS INSPECTOR AND SHALL PROMPTLY BE
VIII . EPDXY ANCHOR / EPANSION ANCHOR SUBMfTTED TO THE OWNER BY GENERAL CONTRACTOR
6 ONE (1) SAMPLE OF EACH REEL OR HEAT SHN1. BE TESTED BY AN PRONDE DESIGN BY COLORADO REGISTERED 110ENSED STRUCIURAL ENGINEER
1 INSTALLATION APPROVED LABORATORY TEST RESULTS SHALL BE SUBMf1TED TO THE
A HOLES fOR GROUTED ANCHORS SHALL BE DRILLED WfTH OWNER AND BUILDING DEPART�IENT BEFORE PRESTRESSING 1 ALL STEELL STAIRS
A ROTAR`( WUd1,lER OR OTHER SURABLE I�ETHODS TO (MILL CERTIFlCATES ARE ACCEPTABLE� 2 WINDOW WALL SYSTEAI AND ANCHORAGE (�1ETAL STUD FRM�ING� I��UED ro�
ENSURE THAT D(ISTING RONfORCING IS NOT DAMAGED 3 WINDOW WASHING SYSTEM 04/07/06 PROGRESS CD SEf
ALL I�ISDRILLED OR UNACCEPTABLE HOLES SHALL BE 7 TWISi1NG OR ENIYVINM6 OF INDMDUAL WIRES OR SIRANDS WfiHIN A 4 ARCHfTECTURAL VENEER OS 12 O6 SUMMARY PERMR SEf
GROUiED SOLID BUNDLE OR A BF1Jd SHALL NOT BE PER�IfTTED Q 5 SffE WORK INCLUDING RETAINING WALL O5 12 07 PUW CHECK RESUBMIRTAL
B THE ANCHORS �IUSf BE INSTALLED IN ACCORDANCE WfiH 6 UNDERPINNING AND SHORING 2 07 18 07 CONSiRUCTION SEf
RE�UIRE�1ENfS GNEN IN THE ICC RESEARCH C0�IMITTEE 8 ALL ANCHORAGES, COUPLERS AND �11SCElLANEOUS HARDWARE SW�LL BE
RECOMMENDAiIONS FOR THE SPECIFlC ANCHOR STANDARD AND APPROVED BY GOVERNING AGENCIES AND 1HE ENGINEER.
2 JOB TESTING PND SPECIAL INSPECTION 9 TENDONS SHALL BE SECURm TO A SUFFlCIENT NUMBER OF POSmONING
DEVICES TO INSURE CORRECT LOCAlION DURING AND AFfER PLACEMOJT
A SPECIAL INSPECTION IS REQUIRED UNLESS SPECIFlCALLY NOTED OF CONCREiE, BUT SHALL BE SUPPORTED AT A UA)fll�UM OF 4'-0'oc ,
TYPICAL.
(1 ) DRILL-BIT COMPLLWCE WITH ANSI 894 12-1977 10 COMINUOUS INSPECTION IS REQUIRm FOR ALL PRESTRESS WORK
(2) CHECK HOLE DEPTH AND CLEANLINESS, PRODUCT DESCRIPTION
INCLUDING PRODUCT NAME, ROD DIAMETER AND LENGTH
(3) VERIFY ADHESNE IXPIRATION DATE 11QSEE SPECIFlCATION FOR STRESSING SEQUENCE
(4) CHECK ANCHOR INSfALI.ATION WITH MANUFACTURER'S 1y pLL ppCKEfS REOUIRm FOR ANCHORAGE SHALL BE ADEOUATELY
PUBIJSHED INSfRUCTIONS AND THE ICC REPORT REINFORCED SO AS NOT TO DECREASE THE STRENGTH OF THE
B PULL-OUT TESf OR TORQUE TESf WHERE SPECIFlCALLY NOTED STRUCIURE. ALL POCKETS SHOULD BE WATERPROOF SO !S TO
IN DRAWINGS ELIMINATE WATER LEAKAGE THROUGH 1HE POCKET
3 GROUTm ANCHORS SHALL BE HILlI HfT /�HESNE ANCHORS 13 ALL INSERTS AND SLEEVES SHALL BE CAST-IN-PLACE WHENEVER
MANUFACTURED BY HILiI, INC THE APPLICABLE ICC REPORT FEASIBLE DRILLED OR POWER-DRNEN FASTENERS WILL BE PER�IITiED
IS NO 4419, OR ER-5193 LATEST mmON WHEN R CAN BE SHOWN THAT THE INSERTS WILL NOT SPALL THE
CONCREfE AND ARE LOCATED SO AS TO AVOID THE TENDONS AND
4 ACCEPTABLE DRILI.ED-IN CONCREfE OR MASONRY IXPANSION ANCHORS iHE ANCHORAGES
MOLLY COMPANY 'PARABOLT', 'WEJ-R', HILT1 FASTENING SYSTE�IS 'KWIK-BOLT' 14 SLAB OR BEAMS IJAY BE DE-SHORED WHEN ALL TENDONS HAVE BEEN �XEET TITLE
OR fTT PHIWPS DRILL DMSION 'Rm HEAD" (ICC APPROVED) Q STRESSED UNLESS SHORING IS REQUIRED TO CARRY ROORS ABOVE.
� GENERAL NOTES
5 ACCEPTABLE EPDXY DOWF1. COVERT ADHESNE (ICC REPORT �4846), 15 SUPPl1ER SHALL SUBMR CALCULATIONS FOR ALL LOSSES FOR SPECIFlED
, SIMPSON STRONG-TIE EPDXY (ICC REPORT �4945) OR EQUAL STRESSING LENGTHS TO ENSURE I�INIMUM FlNAL EFFECTNE FORCE IS
SEE �1FR SPECIFlCATION FOR RE�UIREWENT AND EI�BED LENGTH AWMAINED
.eo�ec, omze
o�Te
• �CA�F AS NOTES
�NElT
Sl . � . � A
� NISHKIAN MENNIN�ER CONSULTING AND STRUCTURAL ENGINEERS 2005
� '
� N � Y MIN EMBEDMENT g �P � �
W , z � °z o SEE SCHEDULE a
� �? z z GRATING � o ? m ANCHOR BOLTS g W TOOLED JOINT� 3 EQ SPACES CAS E 1 CAS E 2
z � (A B ) SEE SCHED N N (KEY)
o � � � LAP SAD � a � c� ��^
Z m o W PLIC #a. coNr � Q m � ',� REINFORCING BAR SPLICE AND STR�,IGHT REINFORCING BAR SPLICE AND STRAIGHT
Z N ¢ N �J ` ` ` ` �� - , , ` • ` DEVELOPMENT LENGTHS SCHEDULE DEVELOPMENT LENGTHS SCHEDULE
0
" CONTINUE 50� OF (SEE NOTES BELOW) (NORMAL WEIGHT CONCRETE) (SEE NOTES BELOW) (NORMAL WEIGHT CONCREfE) H 1 L L G �, A 2 1 � R
w z TRANSVERSE REINF 1 '-0" 6" 1 '-0"
� �� i� � o THRU JOINT Z v a BAR SIZE Z v d BAR SIZE
A R C N T O T Y
O O aa �u.wx enueer wueum u wa�-�as
3 0 � � ,+ � CONSTRUCTION JOINT � � #3 #4 #5 #6 #� #e #9 # � o # > > N � #3 #4 #5 #s #� #8 #9 # � o # i � *s.. awyiv-0sws�,�, eao-sxt�oavs
#4� � 2 Eyy FACE OF CONC , i z a � GRADE 60 z a � GRADE 60
_ � CENTERED IN OR CONC BLOCK ' ,� � . W
? N WALL, TYP WALL � Z '/2 DEEP TOOL JOINT w/ � o TOP 22 29 36 43 63 72" 81 91 101 N o
/ ' MAX EDGE RADIUS
o " " " " " " " " i o TOP 32" 43" 54" 64" 94" 107 121 136 151 '
? a ALTERNATE � �- ? M OTHER 17" 22" 28" 33" 48" 55" 62" 70" 78" a ~ ? "� OTHER 25" 33" 41 " 50" 72" 82" 93" 105 116'
� 80LT EMBEDMENT SCHEDULE � w SAWCUT WITHIN 24 HOURS � W " � i? "
o � w OF PLACING CONC N � J o TOP 19" 25" 31 " 37" 54" 62" 70" 79" 87" � � '' o " " " " " ^ ^ � � N 1 S N KI A N
N BOLT SIZE EMBEDMENT cn v� a a a o TOP 28 37 47 56 81 93 105 778 131 MENNINGER
p n � � � � p s w r n n w n n • � �JN p n n n n n a n n
c, / 5 Q � d' OTHER 15 19 24 29 42 48 54 61 67 ¢ w � � OTHER 22 29 36 43 63 71 81 91 101 CONSULTINOANOSTRURURAL
� NOTE 2 ;�\\� ���� � (� � (� ENGINEERS SINCE 197Y
o #4 CONT / '• 5" � �T�e��i i � ; i , i v�i o w °o TOP 17" 22" 28" 33" 49" 55" 63" 70" 78" �' o w °o TOP 25" 33" 42" 50° 73" 83" 94" 1 O5" 117� 1f00(oYanSarf.SnF��m`GM103
� MINIMUM BOLT SPACING 8 i ��'� �i�Y?l'
p n » g —� O � J O � �H�S1M7-1�n (�eM1lISOdMf
o � p SHALL BE 12 BOLT DIAMETERS /q 5 WATERPROOFING v h OTHER 13" 17" 22" 26" 37" 43" 48" 54" 60" c> h OTHER 19" 26" 32" 38" 56" 64° 72" 81 " 90"
�„ 8 S A D 8 WITH A MINIMUM EDGE DISTANCE �8» 6" M E M B R A N E W H E R E
� OF 6 DIAMEfERS CONTROL JOINT o TOP 28" 37� 47" 56" 81 " 93" 105 118" 131 " o TOP 42" 56" 70" 84° 122 139 157 177" 195"
OCCURS S A D
o � � �� (WHERE CONTINUOUS POUR IS USED) �° OTHER 22" 29" 36" 43" 63" 72" 81 " 91 " 101 " "� OTHER 32" 43" 54" 64° 94" 107 121 ' 136 151 ' N �1 JOB NO 7083
a 30 TYPICAL TRENCH DRAIN DETAIL 25 . 20 BOLT EMBEDMENT � 5 JOINTS IN CONCRETE N o ToP 24° 3z° 40° 48• �o° So° 9 , ° , 02 „ 3° � o ToP 36• 48° 60° �2� , os , 2 , , 36 153 170�
m � SC H ED U LE S L�1p � N G RAD E � � OTHER 19" 25" 31 " 37" 54° 62" 70" 79" 87" � � OTHER 28" 37" 47" 56" 81 ° 93° 105 118 131
o CONC °o TOP 22" 29" 36" 43" 63° 72" St " 91 " 101 " p TOP 33" 43° 54" 65" 94" 108 122 137� 152' ItEfj
¢ WALL y OTHER 17° 22" 28 33" 49 55" 63" 70 78°
� � " ° " „ OTHER 25" 33" 42" 50" 73" 83" 94" 105" 117' � , M�
� LAP SPLICE LAP SPLICE '
¢ _ _ I I _ _ _ I _ _ I NOTE PROVIDE 307 LONGER LAP LENGiH FOR LIGHT NOTE PROVIDE 309� LONGER LAP LENGTH FOR LIGHT �»
a r a � � � � WEIGHT CONCREfE WEIGHT CONCREfE .
� � "D" 3D OR 4" MIN � �'' ` � �
� 3 C SLEEVE (SEE NOTE BELOW) 3 N � Z o � I �ZI Z I ZI z °' 2x4 CONT
� � DIAMEfER
w o Z ° Y DOWELS TO MATCH z Z o N � o o p o ° (REMOVE BEFORE
� m o PIPING THRU SLAB OR WALL 00 c� SLAB REINF OR � a z - � .� I z - I -� z � 2ND POUR) CONSTRUCTION
o g U W JOINT, ROUGHEN
z g = #4�24" MIN m o o � o � o � o
a� �nZ N ~ � N j I ZI j I ZI j � , N ��4" MIN AMPLITUDE REINFORCING 'L°
Z � a � � rI `—' I � 1� � I �' \ � T� �
W � '�- �___ __ _ J Z CONTFYOL JOINT �TYP Z CONTROL JOINT�lYP z '�
,,, � c�i I I c°� I ' I c°� t-- EXTEND BAR STRAIGHT
20 -0 � � PROVIDE CONT FACE OF SUPPORT � U 0 N , BEND WHERE
� N WHERE ADJACENT N a Mqx Typ COLUMN OR WALL
�- MAX "D" = T/3 "D" 3D � w SLAB OCCURS, � I I �� � '° � EDGE NOTCH NECESSARY
° OR 2", WHICHEVER o Z EXTEND DOWELS °
� IS SMALLER � STR4IGHT 2" CLR 3/q" CONT EXPOSED FACE
o CONDUIT IN SLAB OR WALL � , �� . � � � FORM TIE p q
3 � � 60 -0 MAX 60 -0 MAX � L 12d OR
= NOTE v � K� FIRST POUR SECOND POUR �`' FORMS 12� M�N /�TOP REINF
� WHERE CLEAR DISTANCE BETWEEN SLEEVES IS �' 3 CONCRETE OR CMU PLAN NOTE i . � ��
m WALL (WALL REINF. r
� IMPOSSIBLE, THIS AREA SHALL BE TREATED AS NOTE
Z AN OPENING PER "REINFORCING AT STRUCTURAL NOT SHOWN FOR PROVIDE 2x4 CONT ON BOTH FACES WHEN BOTH ' �-1-_� � M,qJ�
� CLARIN) FOR CONSTRUCTION JOINT AND CONTROL JOINT FACES ARE EXPOSED REMOVE 2x4 AND TIGHTEN s
CONCRE7E SLAB OPENINGS" DETAIL � Z
o SEE TYPICAL DEfAILS FORM TIE BEFORE PLACING 2ND POUR REINF
a CONT THRU JOINT (REBAR NOT SHOWN) *
� 29 PIPE AND CONDUIT IN 24 DOWELS FOR CONCRETE � g METHOD OF POURING � 4 HORIZONTAL CONSTRUCTION •�^ OTTOM REINF
a OR THRU . SLAB OR WALL SLAB ON GRACE SLAB ON GRADE JOINT
W
w LINTEL REINFORCING BEAM COLUMN
� $--THIS POINT SHOWN WHERE EXTENSION IS NOT T 0 WALL THIS POINT HORIZ
„ „ ON PLAN THUS 2 5 FOR OPENINGS LESSpTHAN 5'-0° POSSIBLE, IXTEND BARS AS 1 '-6" MIN SHOWN ON �~t~ 4#5 VERT �P CORNCR BAR s> >� ' OR WIRED IN CONTACT
� TYPICAL �i��//� TYP U 0 N MAY 6E USED 2 ELEMENT)
; 2 d MIN � LAP 2 6 FOR OPENINGS 5 - 1 TO 7 -0" FAR AS POSSSIBLE AND STD HOOK � T 0 CONC SLAB OR 6t P�N THUS SPLICE IN LIEU OF s+
� FOOTING D WELS SHALL M TCH SPLICE Z HOOK, Tl'P U BARS TO a ELEVATION, SEE BEND �
w WALL REIN IN GRADE, SI�E o MATCH WALL g W P�N DEPRESSION "t" �
= AND NUMB R, TYP I � x 2�-6" MIN � NOTE REINF � � SEE PLAN A BOUNDARY, COLUMN AND BEAM �
� T P REINF � � � TYPICAL SEE SCHEDULE w O
z • o FOR TYPICAL WALL � .� 90' HOOK
� W ERE OCCURS � TYP WALL N a c> IN O CI I � .d
� �
� I REINF REINF \� � �\�� = g N � � O
0 N a
a iREINF SHALL ATCH � �- g • ° '~
� " CONTINUOUS F OTING LINTEL REINF � / � / / / / DOUBLE MAT "L" 12d OR W �
� � g a DEPRESSED SLAB CONDITION Z � 2" MIN V� � U
W REINF IN SIZE AND , � N 2#5 a J
Q 'NUMBER � g INTERSECTION CORNER
� - - - - - - -' MIN N a •
� SINGLE MAT DOUBLE MAT EXT FINISH GRADE �#4� 12" CONT g w HORIZ � � `
w ' a. FLOOR LINE OR PAVING � N ALTERNATE � �P Q '�
3 � � .y L I N T E L A N D T O P O F W A L L SEE PLAN
� BENDS TYP SPLICE rT ,
/ LAP i fr�
a - — -� - - - - 3" MIN ? � TYP WALL SPLICE o ' i . . W 1 �/Z MIN
�' COVER TY � NOTE REINF � �� � � J "L"
3 STANDARD HOOK EXTEND JAMB BARS FLR TO FLR � i �T��� _ � 2#5 VERT
� WHERE MIN EMBEDMENT OR FLR TO ROOF WHERE OPENING NP U 0 N
� LAP 2 "H" MIN NOT POSSIBLE EXCEEDS 4'-0° IN WIDTH, OTHERWISE NOTE � 6' A11N
Q EXTEND 40 BAR DIA. OR 2'-0° MIN 2#5 STD 2#5 THICKEN WHERE ,�,��, SINGLE MAT B WALL OR SLAB REINFORCING
SPLICE ELEVATION MIN HOOK MIN PRO�cnoNR ��� EDGE OF SLAB CONDITION INTERSECTION CORNER SPLICE DETAIL
SINGLE MAT DOUBLE MAT
28 STEPPED FOOTING 23 MINIMUM REINFORCING AT PLAN — JAMB OR � 3 SLAB ON GRADE DETAIL $ REINFORCING AT CONCRETE
CONCRETE MASONRY WALL OPENINGS END OF WALL WALL INTERSECTIONS NOTES �
LINTEL REINFORCING T 0 WALL FIRST POUR 1 TABULATED VALUES ARE BASED ON THE ACI 318-02 CHAPTER 12
2 6 FOR OPENINGS LESS THAN 5'-0" GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCREfE
JOINT SHALL BE WITHIN 2�7 FOR OPENINGS 5'- 1 " TO 7'-0" 3" 3"
MIDDLE t /3 OF SPAN STD HOOK U BARS TO � � � 2 CASES 1 AND 2, WHICH DEPEND ON THE iYPE OF STRUCTURAL ELEMENT,
_ FIRST POUR SECOND POUR �d I T&B MATCH WALL � �2 CONCRETE COVER, AND THE CENTER-TO-CENTER SPACING OF THE BARS,
REINF ARE DEFlNED AS
KEY
12" 3° 3" 3' 3" lYPICAL I USE STD HOOK TYPICAL HORIZ w
n,P WHERE BAR CANNOT TYP WALL o � BEAMS AND CASE 1 CONCRETE COVER > 1 0 db AND c -c SPACING
ADD TIES, TYP WALL REINF
BE EXTENDED, NP REINF w aa COLUMNS > 2 0 db AND WITH STIRRUPS OR TIES THROUGHOUT
M N Ld NOT LESS THAN THE CODE MINIMUM
M = J � N I J U BARS TO � Q CASE 2 CONCRETE COVER < 1 0 db AND c -c SPACING
° a v°"i p N vai RE NCF WALL � a � 3 < 2 0 db
W N z ALL OTHER CASE 1 CONCRETE COVER > 1 0 db AND c -c SPACING
� � � c ° � � 2#5 g �LINTEL REINF o E L E M E N T S > 3 0 d b -
I M � SINGLE MAT DOUBLE MAT v i��ueo ro�
o m FLOOR LINE LINTEL AND TOP OF WALL CLEAN SURFACE 12" LONG KEY � 24" CASE 2 CONCRETE COVER < 1 0 db AND c -c SPACING 04/07/06 PROGRESS CD SEf
— PRIOR TO PLACING (2 ROWS OF KEYS WHERE < 3 0 db OS 12/O6 SUMMARY PERMR SEf
DOWELS FROM LAp CONCREiE WALL IS THICKER THAN 16")
ALL REINFORCING OS/22/07 PLAN CHECK RESUBI�ffTAL
1 �/Z" SHALL CONTINUE WALL FOOTING TYP WALL STD SPLICE �/ "x�/p" JOINT 3 LAP SPLICES OF DEFORMED BARS AND DEFORMED WIRE IN TENSION SHALL � p��� 8/07 CONSfRUCT10N SEf
UNINTERRUPTED NOTE SEE FDN DETAILS REINF. HOOK NOTE w/ SEALANT E F BE CLASS B SPLICES IXCEPT THAT CLASS A SPLICES ARE ALLOWED WHEN
ONE-HALF OR LESS OF THE TOTAL REINFORCEMENT IS SPLICED WITHIN THE
1 6 EW FOR MEMBERS UP TO 7" WIDE ELEVATION EXTEND JAMB BARS FLOOR TO FLOOR LOCATION AND DEfAIL OF JOINTS SHALL BE APPROVED REQUIRED LAP LENGTH
2�6 EW FOR MEMBERS 8" TO 20" WIDE (OR FLOOR TO ROOF) WHERE OPENING BY ARCHITECT PRIOR TO CONSTRUCTING FORMS OR 4 FOR LJGHTWEIGHT AGGREGATE CONCREfE, MULTIPLY THE TABULATED VALUES
� � EXCEEDS 4'-0" IN WIDTH, 1YP PLACING CONCREfE gy � 3
4 6 EW FOR MEMBERS 20 TO 40 WIDE SEE TfPICAL WALL SECTION FOR 2#5 2#5
6 6 EW FOR MEMBERS WIDER THAN 40" REINFORCING NOT SHOWN MIN MIN PLAN CONSTRUCTION JOINT
SINGLE MAT DOUBLE MAT 5 FOR EPDXY-COAiED BARS, MULTIPLY THE TABULATED VALUES 81' ONE OF
27 CONCRETE BEAM GIRDER AND 22 MINIMUM REINFORCING AT PLAN — JAMB OR � 2 VERTICAL WALL JOINT � , 11iE FOLLOWING FACTORS
FOOTING CONSTRUCTION JOINT CONCRETE WALL OPENINGS END OF WALL CONCRETE COVER AND SPACING TOP BARS OTHER BARS
(SLAB SIMILAR) (PROVIDE JOINT � 60'-0" 0 C MAX ) . COVER < 3 0 db OR c -c SPACING < 7 0 db 1 50 1 50
HORIZ COVER > 3 0 db OR c -c SPACING > 7 0 db 1 20 1 20
TRENCH
EXCAVATION TIES AND STIRRUPS ONLY 2 5 VERT OPEN END �`P 2#5 VERT 6 db = NOMINAL DIAMETER OF A &4R
10'-0" D # BLOCK SPLICE MIN NP
� MIN iYP U 0 N 7 TOP BARS ARE HORIZOMAL REINFORCING WITH MORE THAN 12" OF CONCREfE
MIN 6d AT #5 OR #3 � = 1 �2° U 0 N
SMALLER BARS CAST BELOW THE &4R
OR 12d AT #6 #4 D = 2; � '-g" FOR 4 8 OTHER BARS ARE ALL VERTICAL., ALL HORIZONTAL WALL REINFORCING, AND
TO #8 BARS #6 D = 4 �/2° 2'-7" FOR �6 ni W OPEN END CONCRETE WALL REINFORCING SCHEDULE 9 SMALLER BARELAPOLENGTHWMAY BE USED WHEN SPLICING DIFFERENT SIZE BARS
9O' HOOK a U BREAK SH LL FOR BLOCK BAR SIZE AND SPACING
i �_ i i TIE OR STIRRUP TIE LAP AT FRAME COL. AND GIRDERS ° ga WALL �,cH MAT f � o LAP SPLICES ARE NOT PERMITTED IF MECHANICAL SPUCES ARE SHOWN
x cn FLOW OF GROUT y = 60 KSI REMARKS
1 I BACKFILL � � THICKNESS
� � O � PER SPECS � j NP HORIZ VERT 11 NON-CONTACT lAP SPLICED BARS SHALL NOT BE SPACED TRANSVERSELY
�-� 6d AT #8 6d OR DOUBLE MAT FURTHER APART THAN ONE-FIFfH OF THE REQUIRED LAP SPLICE LENGTH
� I 1 OR SMALLER 3" MIN � O 9 � � » NOR 6 INCHES �HEET .�,�E
� � � BARS INTERSECTION CORNER 4 #4� � s � #4� is SINGLE MAT
. � 2 � � 12 LAP TOP BARS AT MIDSPAN AND BOTTOM BARS AT SUPPORTS UNLESS
� � C MPACTED D D D 2#5 VERT HORIZ 4 �/ " TO 6" #4� 16" #4� 12° SINGLE MAT OTHERWISE SHOWN
FOOTING 1 '-6" � 1 � Z TYPICAL CONCRETE DETAILS
� � F L 90� � MIN NP OPEN END LAP t • » � 13 BUNDLED BAR SPLICES
WIDTH MIN � D�NSITY c� � U O N BLOCK SPLICE 6 /2 TO 8 #4� 12" #5� 12 SINGIE MAT
\ � 2#5 VERT A INDMDUAL BAR SPLJCES WRHIN THE BUNDLE SHALL NOT OVERLAP FACH
' BOTTOM OF TRENCH EXCAVATION \ � � 4d OR 2 /2" MIN ALTERNATE MIN NP 8 �/Z" TO 10" #4� 18" #4�12" DOUBLE MAT OTHER
SHALL NOT EXTEND BELOW THIS � � 135' HOOK 135' HOOK BENDS TYP U 0 N � � � „ „ B INCRFASE IAP LENGTH 20% AT THREE BARS INCRF?SE LAP LENGiH �RO�ECT oxze
LINE � � � � , W 10 /2 TO 12 #4� 16 #4� 18 DOUBLE MAT 33% AT FOUR BARS
NOTE 2 � � � TIE OR STIRRUP SEISMIC STIRRUP/TIE 90 HOOK 180 HOOK � a J , „ „ „ „ o.,E
I 1 12 / TO 14 #4� 14 #4�18 DOUBLE MAT
� THE CONTRACTOR SHALL BE � � i o g a BREAK SHELL FOR Z
'I � 2 (� �e��e AS NOiE3
RESPONSIBIE FOR SHORING, SHEATHING NOTES 6 FLOW OF GROUT OPEN END � 4�/2" TO 16" #5�15" #4� 18" DOUBLE MAT
OR OTHERWISE MAINTAINING THE SIDES 1 ALL BENDS SHALL BE MADE COLD � � 7�'P BLOCK
OF THE EXCAVATION FROM CAVE-INS D = 6d FOR #3 THRU #8 SINGLE MAT .��FT
UNTIL AlL BACKFILL IS COMPLETED PER 2 # 14 AND # 18 BARS SHALL BE BEND-TESTED D = 8d FOR #9 THRU # 11 INTERSECTION CORNER
SPECIFICATIONS AND APPROVED PRIOR TO BENDING D = tOd FOR # 14 THRU #18
26 EXCAVATION PARALLEL 21 STANDARD HOOK Max . OFFSET BEND � � REINFORCING AT C . M . U . 6 CONCRETE WALL MINIMUM � REINFORCING BAR SPLICE
TO FOOTING AND TIE DETAILS PRINCIPAL REINFORCING WALL INTERSECTION REINFORCING SCHEDULE SCHEDULE AND NOTES S1 � Oo2
� NISHKIAN MENNINGER CONSULTING AND STRUCiURAL ENGINEERS 2005
w , +� OUTLINE OF EFFECTIVE
Z VERTICAL REINFORCNG SCHEDULE VERTICAL REINFORCING SCHEDULE • �6 2#5 AT MID-DEPTH -- ` OPENINGS, nP �
OF SLAB NPICAL ____ L
� � PROVIDE 2-5/g"DIA 3n (AT BEARING WALL) (AT NON - BEARING WALL) L6x4x3/g (LLV) CONT �� �6 ry � ry AT EACH � CORNER � ,
= ANCHOR BOLTS AT --
CONC SIAB OR BEAM . » . `L � � + L ___ _—_ J __�--�__�
� 50FFIT P 5 � �� H E I G H T (H) R E I N F O R�I N G R EMARKS H E I G H T (H) R E I N F O R C I N G R E M A R K S w/ #5 x 2 -0 � 1 2 Q' ^� --
� L6x4x /� LLV x1 -0 (GALV)
Z � � � • # • # FOR REINF '� d >d d >d d d >d TYP
� 5 -4 o TAGGERED < 10 -0 4016 < 10'-0' 4�16"
� � � 2'-8"o c EA SIDE SEE PLAN OPENING � . TYp � •
o =� � r > 10'-0" < 16'-0" 5�16' ' " ' " 2 -0 MIN 2 -0 MIN
� Z 10 -0 < 16 -0 5�16' o
�' : a i i ;� i j # q � � SEE NOTE 1 SQUARE, RECT�NGULAR
w ,n ,_ „ ,_ „ » , , . . . / OR ROUND (M4X Ff 1 L k. G 1. A � I � R
� � � �N � � > 16 0 < 20 0 #4016 EF > 16 -0 < zo —o #4�16 EF N / T 0 CONC DIMENSION = 4'-0"� ____ w R c n � r s t r a
� // SEE PLAN TYPICAL � ___ � � �sac.+.r�u��,uw.ro u wo+-a�os
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ii ii OCCURS i � » �
3 ii ii NON-PT SLAB / � NOTES 2 -0 MIN 1 -6'
0 2-5/e"DIA ANCHOR ALTERNATE DRILL AND EPDXY (REINF NOT SHOWN) i � N 1 S H K I A N
v BOLTS (AT 8" GAGE) W/ 2-#5 CONT Fi � HOOK GROUT DOWELS / � 1 ALL TOP AND BOTTOM SLAB BARS INTERRUPTED BY D(OR d) = OPENING DIAMETER
� SEE PLAN / 1 OPENING SHALL BE REPLACED BY ADDITIONAL REINFORCING M E N N 1 N G E R
� 5/� g" R WASHERSx23/q"SQ � � I � � � � / /q NOTES �ONSULTINOANDSTIIUCTUAAL
,"„ 5 , / EQUAL TO THAT INTERRUPTED PLACE HALF OF THE ENGINEEIISSINCE7919
o THRU 1 / DIA HOLES i ' � , �z i 1 ALL ABOVE CONDITIONS REQUIRE 1 #5T&B ADDED TRIM �BARS
e w , w / ADDITIONAL REINFORCING ON EACH SIDE OF THE OPENNG
g / ALL AROUND THE EFFECTIVE OPENING EXTENDING 1 '-6 BEYOND ,xoorm�w«,s.inw.vauw,o�
o IN ANGLE VERT LEG 5" y a � � N a AND EXTEND TO LENGTH REQUIRED TO LAP (BEYOND THE EFFECTIVE OPENING EACH SIDE, TYP (DIAGONAL BARS ARE � T+H�ns.��n ^�H�s�wao�+
o AT C M U p C M U WALL �� , � � OPENING) PER BAR SIZE NOT REQUIRED)
j NON-PT SLAB SLAB EDGE FlLLER SAD � cv STRINGER (BY 2 BOXED-OUT OPENINGS, BOXED RECESSES AND PIPE
o SEENP�NOT SHOWN) WHERE OCCURS "' � STAIR MFG ) WHERE SPACING OF OPENINGS IS < 3D
� AT INTERIOR WALL CONDITION SLEEVE CLUSTERS SHALL BE TREATED AS FRAMED SLAB
#4016" HORIZ . OPENINGS N �1 JOB NO 7083
� � � CONNECTION AT TOP OF (ALTERNATE) nP � #4o� e HORIZ � 5 STAIR STRINGER CONNECTION � 0 REINFORCING AT CONCRETE 5 MULTIPLE OPENINGS IN
° `"' NON — BEARING C . M . U . WALL 8• CMU WALL = nP DOWELS TO MATCH VERT AT CONCRETE Sl�4B WALL AND SLAB OPENINGS CONCRETE SLAB
m FOR VERTE RE NF ) ..� REINF (WRAP w/ FOAM WRAP)
o ~s B" CMU WALL ��0 �
z #5�� 2� W� � (SEE SCHEDULE S A d�" ��
> 5 . STD HOOK = FOR VERT REINF GRID GRID � N�
� PROVIDE 2- / DIA TYP EF � � ��2�
¢ ANCHOR BOLTS AT 3„ EXTERIOR FACE � a �
3 CONC SLAB OR OF BUILDING � DATUM SEE PLAN FOR N Y4 4 TYP e�oc our BLACKOUf z7�
BEAM SOFFIT � � � � TYPICAL SLAB REINF --- TERMINATE SLAB REINF WHERE DIAGONAL BRACE I �
� ��--- 3 6" BASE PLATE 6' 6' BASE PUTE VARIES L
a o L6x4x /g (LLV) AT EDGE OF BLOCKOUT- FRAME COLU�AN OCCURS
`" L6x4x5/ LLV xt '-0" W � ao (VARIES w/ ELEVATOR SEE PLANS AND SCHED �N s� $CHED � INCREASE 6" MIN WIDTH iN see CHED SEE PUW
� � � � AT BL�)CKOUT AS REQ D i � + �
W , N n. v w 5 • � FOR REINF SIZE AND � '
� _� � 2 -8�'o c o N � MFR ) w/ p/g 0x0 -6" SPACING - PROVIDE � � ' � � i i ' i I
Z in i i � o � R�/ "x8"x12" STANDARD HOOKS AT � � I � � � I � �
A B � 16 -SEE FRAME COLUMN
¢ i � � Z w o y,r� 2�2�3�4"� 3 TOP BARS, TYPICAL � i -�- � i �E PIATE DEfAILS � � , I �
w - � � � � _ ^ x8" HEADED �� B � � � I � � � I i I i I
DOWELS TO � I I � I 1 I i i i
Z SOFFIT OF CONC � _ _ o � REINF VERT o W 2#5B CONT SILL STUD SECTION A-A 1 L � _ • _
SLAB OR BEAM N i � a, w � �' 3 FO SHAFT ------ i ------- i '
2� � - ' -� - L-- -.�- _L_ �o -
A TS6x4x / LLV _______ _______
COL BASE R ------- � - - - -- - --1.-
DOWELS TO MATCH B � ) 1 _�
� � FOR FOOTIN� � '-g` VERT REINF r � S-i � � 5 � � i �i � 5
a 2-5 "DIA ANCHOR REINF SEE SEEnPLAN (ALTERNATE HOOK) �- - - � �_ _ _ SEE COL SCHED �I II II a � Y � SEEUCOLUMNESCHE ULE II �� �� �� _ a � Y �
�s , ----- _�_ ' rn— GRID - GRID
SVHEDULE WI[TH --- i � u- w � �� $�-- � -4- - W �3
� BOLTS AT 8 GAGE W - - - - u n u u a u u u u m
- - ----- ----- -
A , �-
2- 5 CONT =- = � N D � -- - - �-- �
0 5/� g" R WASHERSx23/q"SQ SEE �HED TS � ----- '� �' ' �' � �' � �
w THRU 15�g"DIA HOLES ^ ' 3 �_ . - - t-�_ _�---+ ---- - ------- � - - - �o -
N IN ANGLE VERT �� ,. AT BEARING WALL AT NON — BEARING WALL ���� �sxsx �BXo s
-�- = r-t- rt- -t-- • z
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5
� EXTERIOR FACE AT GROUND FLOOR AT FLOOR i i i i '� i i i � � 1O
z OF C M U COLUMN BLOCKOUT I I i i - � i i i siM • �
� NOTE SEPARATOR BEAM FILL WITH NON-SHRIN � � i � i i i -
� FOR P T SLAB, SEE "CMU WALL TO P T SLAB GROUT AFfER SEffING � � � � I � �
¢ r� CONNECTION AT TOPIT�OF �a-�RNATE) ^ TYPICAL FULL HEIGHT CMU WALL DETAIL CONNECTION" DEfAIL THlS SHEET ELEVATOR SILL AND SEPARATOR COLUMNS , � '� � ' �TM � �CH SIDE I ' � I
� 0 2-#5 AIN x REQ D
Z i ADDED 4 DOWELS
o G � � `� (FOR NON-PT SLABS) 1 4 N TYPICAL TION BELOW _ T.p��L T R I M B A R S
NON — BEARING C . M . U . WALL BEAM CONNECTION A AT INTERIOR COLUMN B AT EXTERIOR COLUMN
? �i SAD WALL SLD FOR WALL FlNISH OR WATERPROOFING AS RE�UIRED � SPAN � - PLAN DETAIL - PLAN DETAIL
ADDED 4-#4
N � � 4�12" E F E W FOR 10" WALL SUPPORT SEE SCHEDULE SUPPORT DOWELS EACH
z i i # WAY AT MID- I COLUMN I COLUMN
o i i OR THICKER WALL MID-SPAN ' SEE PLlW �
pEPTH OF SLAB SEE PLAN
z i i 2#4 #5�12° EW FOR 6"-9 �/Z" WALL - DEWER ON � �
w +r SRE WITH 90' �� BEND HOOK j � �
_ — S LD S L D HOOKS BEND i� OOWN, tvP ili Z
PROVIDE DOWEL TO MATCH HOOKS DOWN INTO ii ii Q �
Z ^ VERT W/LAP SPLICE • CONSTANT BLOCKOUT AF'fER i� f-- corrr SUB REINF oR iIi b
� 8" CMU WALL w � - SETT1NG STEEL � 2–/5 MIY TRIM BARS i� Q� O
� � AS REQ'D CAMBER DIMENSION e ck ur i e� Kour
¢ 5016� VERT & � SEE SCHED COLUMNS ii I SLAE REINF � i
+ �4024 HORIZ • SEE PLANS ABOVE ii � SEE PUW i� �l�� W O
¢ � � CAMBER FOR AR LAYOUT _ _ _ ii _ _ ToPOF sue TOP OF SLAB _ _ _ _ ii _ _ _ � � ()
Q � v � � � STRUCT DECK � SPAN _ , , _ _ - j
� SEE PLAN FOR � 1 • - � � - � � •
BEAM SLAB _ i _ _ � .
� r— EDGE OF SLAB �
o . 1 CLR ELEV VARIES 0' TO 5' 0" 0" id O
� , m °d� lYPICAL SLAB REINF N o N i • . L 2 _ _ _ _ _ _ _ _ _ � 5' TO 10' 0" / " � � TOP OF FOOTING ii i '
� o� � W � `� 10' TO 15' / " / " � , f� .
v �+�
o � cWii a � ? 15' TO 20' / " / " � ._p- � 2'-0' o � ,
z - ° U a � 30' TO 35' � " � �� ��N � 'rrP N � I
� NOTE ^ � � N ORMATON OT � �4 DOWELS �
12'o c , TYP
NOTE AROUND COLUMN
a SLAB ON GRADE 2�58 CONT ADD 2#3 TRIM BAR �4� 12" EW WHERE ADJACENT SPAN IS 20% (OR MORE) LONGER THAN SPAN SHOWN SEE A/- (4 SIDES) p ELEVATION
¢ SLAB SIMI RATED ALL SIDE AT LIGHT UNDER CONSIDERATION, THE CAMBER SHALL BE REDUCED ELEVATION
� �_6� — 5016' DOWELS FlXTURE BLOCKOUT PROPORTIONATELY CAMBER PROFILE IS PARABOLIC C NOTE
�ATERNATE HOOK) (IXTEND 12° PASS
CORNER) 1 ADD 4-�4 EACH WAY AFTER ERECTING AND GROUTING OF COLUMNS
23 HALF— HEIGHT C �IU WALL DETAIL � $ TYPICAL PLANTER WALL � 3 CAMBER SCHEDULE FOR SLABS 8 TYPICAL COLUMN BLOCKO �T
w STUDWALL ABOVE 'i+°= � '-�° AND BEAMS �NOT fOR POST-TENSIONED) °-12 DETAILS
NOTE PROVIDE JOiNT BEfWEEN CMU ANC CONCREfE COLUMN/ WALL
FOR NON-BEARING CMU WALL OR WHERE NOTED ON ARCH DRAWING CURB WIDTH AS RQ'D
z � 48 "d" 2" CLR 2#5x5'-0" '-g"
CMU WALL UP 1 " CONC EQUIPMENT � � 4' MIN - 8" MAX T 0 CONC � BEND TOP BARS SIDE BARS
PAD - SEE MECH DWG • i� 2#4 CONT w/ 1 '- 6" SLAB I w/ STD HOOK, lYP NP � AT EACH SIDE NP
SPLICE CLR 6" � �- BENDS AT CORNERS �—
�4 O 12"o c � w z � Z (OR 18"x18" DOWELS) T 0 GR.4DE
CONC WALL �p WAY� n,P N a x � � NP � BEAM
--- - - _ ° � � i � I I I
v d �U ���
iYP FHORIZ DRILL AND � � N � . CURB ■
EPDXY GROUT w o #4�24 DOWELS GRADE BEAM °
DOWELS M � Zd x S A D IALT BEND) SEE SCHEDULE I ` I REBAR TO MATCH
AT WALL uP 6� IRE � � � 4�24" FOR H<6" � � � TOP REBAR IN SIZE
REBAR TO MATCH AND NUMBER
BOTTOM REBAR IN ° -� �ADD 4 u.ueo rox
SP�ICE °�d , N 4� 12" FOR H>6" M c� #
DRILL AND w z `i' � 4� 12° T&B FOR H> 12" CLR SIZE AND NUMBER STIRRUP
CMU WALL � EPDXY GROUT w w g . z 04/07/O6 PROGRESS CD 5ET
DOWELS �' c�`'i� a = � � � � AT TOP REBAR 2'-0" "d� DENOTES DIAMETER OF BAR 05/12/O6 SUMMARY PERMIT SEf
Typ "D' DENOTES DEPTH OF GRADE BEAM 05/22/07 PLAN CHECK RESUBMfTTAL
- i�. �4 DOWEL � 12" 2" CLR 07/18/07 CONSfRUCT10N SEf
� � Z (4-SIDES) 2#4 CONT BARS
~ c°� � #4� 16" DOWELS SEE CURB DEfAIL � �_p• 2#5x6�-0' SIDE TYP
T(P HORIZ o � NOTE FOR REQUIREMENTS PIPE SLEEVE BAR AT EACH FACE
J � STRUCTURE SLAB NP
REINF � � � 5EE ARCH DWGS FOR SIZE AND LOCATIONS
OF CURBS PROVIDE INSERTS AS REQ'D BY ISLAND
AT COLUMN CONC ARCH AND MECH DWGS I I I � I I I I e I I I I
COLUMN I I I I I I
TYPICAL CMU WALL TO CONC . EQUIPMENT PAD CONCRETE CURBS
22 WALL OR COLUMN CONNECTION � � OVER STRUCTURAL SLAB � 2 AND ISLANDS �S�B RE�NF NOT SHOWN) �-� � N � nP �
� � , BOTfOM BAR N ?
NP SLAB ON � � ADD #4 STIRRUP ^ �
FRESHLY PLACED GR,4DE REINF s' AT EACH SIDE
FLOOR CONCREfE
{ S�B � ' ' ° " ' " ii��°ii • • „ #4� 16�8 CLOSE TO BOTTOM CLEAR OF TOP & BOTTOM REBAR
NOTE FLOOR 1007 SHORING il i � #3�12
FOR LOCATION AND SU16 9 I
5 DAYS MIN CONT WALL --i � ii � I
o HEIGHT S A D � � � � #3 NOSING 6 M N
m a I I FLOOR � 100% SHORING WHERE OCCURS iie . li BAR 'fYP I— - -� - - I 2" CLR
g �''� � SLAB iq lii #46 �ELOW
cn � I I < - � 14 DAYS MIN ili iii EA R,ISER P PIPE NP SLEEVE
° � � I I 6"� STD PIPE FLOOR . 50% SHORING � ii iii FIN GRADE 9 I I
o z °w u� FILLED w CONCRETE SLAB � h i� � �� I— — T - -I �NEFT ,�,�F
z o m � � � . � 21 DAYS MIN � Ip ql � OR SLAB SEE
a m W N I I VERIFI' w/ ARCH DWGS p�qN N z I I I I I I I I I I I I
v�i v�i Z W � � FLOOR ' , 50� SHORING ^ � _______ � I— -I- - - I I I TYPICAL CONCRETE DETAILS
- 28 DAYS MIN ---- --------
Q Q g � I I 2#4 P REINF AT N Z REBAR TO MATCH I I I I I I
� � I , I PREVIOUSLY PLACED NOTE � �. CHEEK WALL � � BOTTOM REBAR IN � � � � 1
T 0 CONCRETE (BEYOND) �p,p
� � CONCREfE 1 WHERE CHEEK WALL SIZE AND NUMBER
� � � � NOTE SLAB REINF NOT SHOWN IS REQ'D , PROVIDE 3� • 5» � PNOJEC7 o�oze
� 'y ALL SHORING AND RE-SHORING MUST BE DONE 8" THICK CONCRETE X � � DATE
REINF „ C�NT KEY 2#5x6 -0 SIDE
. IN ACCORDANCE WITH ACI STAWARD RECOMMENDED SEE SCHED WALL w/ #4� 10 EW PIPE BAR AT EACH FACE � ^ ADD #4 STIRRUP
PRACTICE FOR CONCREfE FORMNORK (ACI347) 2 FOR DIMENSIONS BLDG. WALL • 2 -� AT EACH SIDE ee��E AS NOIES
- SHORES SHALI. NOT BE REMDVED IF CONCRETE NOT NOTED, S A D OR CHEEK WALL BELOW BOTTOM N P NOTES
2#5x2'-0" STRENGTH DOES NOT MEET SP[CIFIED STRENGTH BOT REINF 1 SLEEVE I D 2" LARGER THAN �XEFT
THROUGH PIPE AT 28-DAYS DOWEL � AT BOTTOM REBAR PIPE 0 D OR BELL 0 D
SECTION A-A
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