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Home My WebLink AboutB12-0510 Structural Plans ApprovedQESIGN CRITERIA: SUSZYNSKI DECK JOB #: 12Q9-d2 Deck Live Load ------------------------------------- 100 psf Deck Dead Load ------------------------------------ 1 Q psf Wind {3 Secand Gust) -------------------------------- 90 mph (Exp. Bj Seismic Design Category ------------------------------- EXEMPT IBC%!RC Edition ------------------------------------ 2009 SPECIAL INSPECTIONS: a. Speciaf Inspections shall be provided according to Section 1704.1 and the statement of special inspectians ras required by the Town o# Vail. b. Periodic inspection of steel canstruction elements shail inciude material verification in accordance with t�ese drawings, manufc�cturer's eertificate af compiiance, snug-tight boited joints, Y�" and smallar welds, reinfarcing steel, and anchors installed in hardened concrete. c. The structural engineer does not provide special inspections. Periodic observations of construction by the structura! engineer are not to be considered special inspectians. FQUNQAT(ON DESIGN: a. Design of individual and continuous faotings is based on a maximum ailowable bearing pressure of 2,5a0 psf (dead load plus full live load). b. Footings sha(I be placed on the natural undisturbed so'rl, or compacted structural fill per the recommendations of the geotechnical engineer, belaw frost depth. c. This foundation has been designed dccording ta the design recommendations indicated in the original constructian drawings {Chen & Assac. - 1987). The contractor shall follow the construction requirements from this same ryport or acquire a new report during excavation. d. A representative of the geotechnical engineer shc�l! uerify soils conditians and t,ypes during excavation. Report any discrepancies from ariginal findings to structural engineer far re-evaluation of foundation design. REINFORCED CONCRETE: a. Concrete design is based on the "Building Code Requirements far Reinfarced Concrete" �ACI 318} as adopted by Chapter 19 of the 20Q9 IBC. b. Structural concrete shall have a minimum 28-day corrrpressive strength of 3C1Q0 psi. c. Cancrete shall be proportioned using Type I-11 sulfate-resistant cement. Admixtures containing chlaride salts si�all not be used. d. Cold weather concreting procedures shall be prouided as recammended in the ACI Manual of Concrete Practice. e. Concrete coverage for reinforcing steel: 1. Concrete cast against and permanently exposed ta earth: 31f 2. Concrefie expased to eorth or weather: A. #5 bar and smt�ller 1 1 f 2'> B. �6 thraugh #18 bar 2" REI�lFORCING STEEL: a. Detailing, fabrication and placement of reinforcing steel shall be in accordance with the ACI Mcanuc�l of Concrete Practice. b. Except where otherwise noted on the drawings, reinforcing bars shall c�nform to ASTM Specification A615 r�nd shakl be grade 60 except ties, field bent bars where permitted by note an plan, or bars to be welded, which shall be grade 4Q. c. At spfices, lap bars 44 diarr7eters. Do nat weld or use mechanieal splicing devices unless specifically approved by engineer. d. Weided wire fabric shall conform to ASTM Specificatian A-185. Lap welded wire fabrie a minimum of one full mesh plus two inches. Laps shall be wired together. e. Metric bar size eanversion table: METRIC �1 Q #13 �16 #19 #22 #25 #29 #32 #36 INCH-R�UND #3 #4 #5 #6 #7 #8 �9 �10 �11 STRUCTURAL WOOD FRAMING: a. Except where noted otherwise, ail 2" n�minai lumber, except studs, shall be Qauglas Fir-�arch #2 and better, c�nd all salid timber beams and posts 3" nominal and wider shail be Douglas Fir-Larch #2. b. Built-up beams cansisting of multiple 2x members shall be nailed together with two rows af 16d nails spaced at 12" on center, ar with two rows of 1/2" diameter thru-bolts spaced at 24" Qn center. c, Ledgers attached to cancrete walls shall be treated Nem Fir #2 d. Except as noted otherwise, minimum nailing shc�ll be provided as specified in the "Fastening Schedule" on the drawings (2009 IBC Table 2304.9.1). e. Ail lumber used in constru�tian shall have a maximum moisture content of 19%, f. iJnless made of treated or naturaliy decay-resistc�nt wood, ail deck bearns and joists (including glue-iams} wider than 1�" shc�ll be sealed and flashed at the top surface p�r architect. STEEL HELICAL PIERS: a. Steel helical piers shall be des;gned and installed to resist the unfactored desiqn loads fls shown on Sheet S1. Uniess otherwise recommended by the manufacturer, the fcactor of safety to be c�pplied ta the design loads to abtain the ultimate load capacity of each pier shall be 2 b. installer Qualifications: Instailation shall be done by an autharized instollatian contractor. Proof of current certifi�atian with the manufacturer, as an authorized installer of the helical piers being used, shall be submitted to the Architect ar Structural Engineer prior to starting instaElation. c. A representative of the geote�hnical engineer shali be present during installation of the helical p iers. d. A written installation record shall be kept for each helical pier, including date af installation, location af pier, �description af lead section, including number and diarneter of helices and extensions used, overall depth of instailation from a known reference point, and installation torque at termination of pier. e. Soil corrosivity and required mediation shali be determined by the geotechnical engineer and helical pier supplier, respectively. Alf piers must have a minimum corrosian protection af hot dip galvanization. f. Submit shop drawings indicat�ng shaft and helix sizes, including manufacturer's catalog cuts and data sheets to the engineer fQr review prior to installatian. g. The steel helical pier system shall be ICB� ({CC) appraved. insta{ling Gontractor shall furnish evidence to the Structurol Engineer by means of the ICBO (ICC} evcaluation repart or "ER" number. h. Acceptable talerance for alignrnent of top of pier shall be 2 inch. Piers exceeding this amount shall be remaved and redrilled. Qo not force pier tops inta aiignment. GENERAL REQUIREMEI�TS: a. Structurol erection and bracing: 1"he structural drawings illustrate the completed structure with pEl elements in their final positions, properly supported and braced. The contractor, in the proper sequence, shall pravide shoring and bracing as may be required during construct'ron to achieve the fina! campleted structur�. Contact structurol engineer for consultation {nat in car�tract) as required. b. Dimer�sions: Check all dimensions against architectural drawings prior to constructian. Do not scale drawings. c. Constructian praetices: General contractar is responsible for means, methods, techniques, sequences and proceduras for constru�tion o# this project, Notify structural engineer of mi si ns or nfli t w n he w r i in xi i condi i n. Ja i saf is a s a co c s bet ee t o k ng draw gs and e st ng t o s bs te �ty the sole responsibility of the contractor. AI{ methods used for constructian shall be in accordance with the latest editions of the IBC f IRC. d. Defiails not specifically shown an the drawings shal! be constructed in a manner similar to the details that are shown for like conditions. These items shall be braught to the attention of the structuraf engineer as soon as possible for approual. Approval shail be obtained prir�r to insta[lation. e. Ail waterprac�fing and flashing is the responsibility of the architect and contractor. f, It is the responsibility of the contrac#or to contact the structural engineer at the oppropriate time to perform site abservation uisits. Observatian uisits to the jobsite by the engineer are for determination of generc�l conformance with the constructian �iocuments and shall not be construed as inspection. g. Though every effort is made to pravide a complete and clear set of construction documents, discrepancies or omissions moy occur. Release of these drawings anticipates caoperatian and continued communication between the contractor, architect and engineer to provide the best possible structure. 7hese drawings have been prepared for the use of a qualifie�l contractor experienced in the construction techniques and systems depicted. � � M �� . . : 2x DECKING PER ARCH JOlST PEft � �n�rN�r:sJ�r: HEUCAL PIER _ (BELOW) `�' >TRUCTURAL RIM ABER�OK SCREWS K JOIST, TYP. �Y�„ M��. " (2)—%4"� ` THRU—BOLTS C�? EA., TYP. � �k —� � ��- ��____�_ 2x BLKG. �T -- BRG., TYP. SIMPSON BC6 - ca�. �� p�� CONC. P1ER --� CAP i�:� �� y�°'�� I I � �� {4}-#4's x 1'-6 VERT. {2)-#3 TIES X '� Q 1'-0 `- 0 � �� cc' � � �€ � _� I U � . � �__ __.___ ; cc� ; PiPE SLEEVE PER SCHEQULE HE�ICAI.. P6Er� BY OTHERS. SCE PLAN FOR LOAD CAPACITY 6 C(�LU�ii� _ �PSON A8E66 POST BASE ° �Ig"�x6" EXP. RNCH 3 TiES C� 2�-„ �.C. 4)-�5's VERT. 2"s� CO�1C. P4�R � �}—�5 DirV�S x `_' �� ,t (5)-�5's x 3'-6 EA. WAY SCAL.E: 3/�,, � E> C„ _ (�: j ��'f;r��!i�G l,�� Sl-�cf';TN#i�iG �� -c- -._ �� = �� — �= �� -� ��=�s= � __��----e____�;��,��__._ __� � =� 'r �� } �=:iPr� ��:�;AF�'� �_ `� , �'�� , ,t�1, : ,'! � , NE� �EDGER '; � �'EF� PLAN SCI�(�.E: �1r>��,�a„ �____ ______ _..._.___ �xC� i��`�"JEL� � i'�S1- ,,____ �2)-2x i 2 S�RUCTCiRA(.. �f�'i � w/ {�}--r��R�� sc��ws Q EA. DECK JOIST, TYP. /� Zx DECKING / ` F'ER ARCN_ �._ _ _ l' �_. _� � �. __ � __ _.. _ ._. �' � �_ �_ � JOISTS PER P�AN �� °�. � � (B�YC?ND} , � ` � � �----- SI�PSO�! N5, TYP. _____ `�°;i f ,�i �----- ��a� �� a�v __.___ 51MF'SON �BE66 POST BA�E _____ � �" __� �J� 51�"�x6" EXP. A�ICF-# � - � ` � �- - (2)-�3 TI�s x � o ,� ___� ___ � , � �'—o �\ � � ; ;,-_ � � � � �� I � � ��)—��'� X 1'--� �� `� .. -� --- ��,�� i ��s �� se��.,. �_ � _. ,�� s�� _�� u �� , _. _ �_ �� .� � ��_ � , _ n � � � � _> �: � � �: F-; � �� a =.�- �� ,:. . , �� . , , ��+ f -� _ -. 4 , _ -- t�v� � r� �.�;� � � ��fl,'i= . i' � I � �� , g" { �" _�... _.____nr�_.. _,_.___. �. � 1>_�,>, SCALE: �la" = 1'-0" 2x DECKING PER ARCH 2x BLKG. BTWN. JOISTS--- AT BRG, TYP. z JOISTS PER PLAt��t--'��- � FLASHING/WATERPROOFING o BY QTHERS I ``� CONT. L3x3xY4 Wj 5/$"�bx5" EXP. ANCH.'s Q 16" O.C. HEUCAL PIER BY OTHERS (SEE PLAN FOR DESIGN LOAD CAPAC(7Y) � • 4 ° d � d ... i`�i��i��r, � i,�r��r� i �i`��itii� ��,�j�� r� i �� , 8" ��, . — #4's VERT, C� 16" O.C. ,— 2x RIPPED, TRTD. NAILER 3" PAVERS PER ARCH (1)-#5 CONT. HOR{Z. � MID-H7. (2}-#5 CONT. HORIZ. TOP 8c BOT. RABBIT EARS PER SCHED. WELDEQ Tfl PIPE PIPE SLEEUE PER SCHED. 4" FaRM VOID SCALE: 3la" = 1'-0" � � � � ! ! i � � i i � � ♦ �' r � � # �► � 1 ' � ' i � • EXISTING BOULDER- RET. WALL (FIELD VERIFY ACTUAL LOCATION) EXSTING BOULDER - (ACTUAL SIZE 8c LOCATION llNKOWN) (3)-#�5 DWL.'s X 1'-6 - EPDXIED 1NT0 3/4"� x 6" H�LES . . . . . . NELICAL PIER DESIGN SGHEDULE PkER DESIGNATION: A SHAFT SIZE 27�s�� STEEL PIPE SLEEVE 3" STD. PIPE cA� �. Y2„x3Y�„x3Yz„ �t. �Rt?�BIT �AR STEEL (GRADE 40) (2)-#5's W/ 1'-0 lV�ELDED i0 Pf�E S�EEVE MIN. DEVEL�PMENT . � 13'-3�%g„ V.1.F. i � ( � �� A � '��% �,,.� � � � ia � `�- j �� A 1 S1 I �-_---__---�-.-��---_�--.__________. I(_ _ _ _ _ _ _ __._ � � (_" _ _ .._. _. � � _._.. _ _ ._. � � 4,_�3�¢„ ( I � I I – �- I � I I v.I.F. I I � I I II � 3I i II � II ,�p�- I I C i I A il G II II j II il � II � I � � J I �_� .._.__ __�_.�� I I i I I � A i �'i -- 1 - 6 > >, � �----�----- ► � TYP. � � �' � i • i � . ��:�� , � t �� .� �� . � ��.�� ( �.��>m� I �:°��2 q � � �� :�.� �,<.,��-�. � I�� m �.a�� ° �� j� I� !� I ( SCA�E. 1 /4„ = 1 ,—a„ PLAN NOTES 1. A�L HELICAL PIER DESIGN L4AdS SHOWN ARE UNFACTORED TaTAL VERTICAL L(7ADS. ULTiMATE LOAD FACTOR SHA�L BE 2x LOADS SM4WN. 1 k= 1000 Ibs, SEE GENERAL NOTES F4R ADDITI4NA� HELICAL PIER �ESIGN SPECIFICATI�h�S. 2. HELICAL PIER LOCATIONS INDICATED: �} 3. POSTS FROM ABOVE ARE lN41CATED: BI 4. DO NOT SCALE DRAWINGS. . , �� ~��4 � �;�;�,�� ''�`�. �`�, 3 �(S (`�`-�`� `P'.;;C� L°�'lir ��" ,, �� `, ��r � � :�`�" � .�°a ^ ,; ;; �, �, m . ,. ��e� g,� � 4t .. �9 1\ `t . �P�� y�� d�� {�\��. `'*� ��`i%J�f�� `��'�' �� i �, �,��, � , , � _ Lx;(% ti � r' � r� '.� � a� ¢ N �f- � � -� rn � �o _ -p ca r` � �� p ..... Z � n=.. � Q •� �-- � J � � � � � Z Q' O v () N � h � � � ¢ � � � � �o � m �� u� n: > F b�� * � � � � � � � � � � � �-�f � �� Y � � .� � �(�'� � � u.� d � � � � � 9.,...._., . �_�j � � � � U � � �� designed by JMO drawn by JM 0 checked by TDH issued PERMIT 0�29 12 REVISED 09 19 j12 REVISED 10 (J2 12 REVISED 10 24j12 REVISED 11 0�/� 2 REVESED 11 %12 � 2 Sil��t J08 �12�9- C�2 � � � :� . . • r • � � � . � " � ' i � • ,--� s, '\ � � ---� _--°J�'� "�i�� _J EXISTING BOUL.D�R RET. W�iL� ------- (F�iELQ VER1�Y ACTUAL -- �� — �OCATiON) ; (,; � � s� S1P�PSQR; N5, TYP. DECK JQ(STS ARE 2x12's O--- 16" O.C., TYP. (JOCSTS SNALL F�E PRESSURE TREATED IF wi-r��v � 2" o� ��A��) ��-/'; _ � � � � i �� x� � € �� i �� ,; ___ � _.__ � �� a _� � � � � � 1 � ..: . . . f � . ►• � (2)-2x12 --� STRUCTURAL RIM �. i c� i �_ � " .— � � d � - ' � O I �� ° �— 4 co � � - i � � � � s � �.V �==== � (! ��( � _ � �i l I��__� ( II I II I Il I II I 11 I II i II � �a i �� I !1 I li � i� I il — - 1 � i� � �i S1 � �� i II I Il `�`-' ! II c� I II cv I (I X � I� � I ip `�" I II I 6I 1 il I II 1 II Iq IN 3 11 �__�___ s.___� �_�_�___�_...__�_______�_��_.� 11.___.___..__.._ I! �� }--I— � II II I�- �___� �__________ � r____.____—� I_______ � �� ___._ ____ � � � I I � , ( l � � I ( �-_ __..._ �----- = I=�=- = �— I y E I I I �_�� f I I j � I � �; �. __._ � — I I I1 � I i�. — � � � — ___. � �— � � ____� �.,._.. ______ I i _-�-�j E}�3�} —1 �/4x 117/a � I� I I � � LVL � �-� —J -�- W�� - ___.__ _....._ ---- -�-.,� � �, � �._ ___,�. " ____.�� (°° � �'°"� � ____._ � �� (E} (3}-131x11Y �VL � SIMPSON — LUS210, TYP �_�__,_,_--n_.._ NEW 2x12 LEDGER W/— (3)—LEDGERLOK SCREWS � 12" O.0 INTO EXSTG. RI� 4 4 — .� .� � �� ---- {E} W 8x29 CONT. W W 12x30 � � �a g��ow � �., � �� X ._.. ( PROVIDE 2 —SIMPSON A35 c� �-- -----� HANGERS C�} EXSTG. RIM 8c �I �� I � � JQIST CONN., 7YP. — ^ � W 1 x26 �:� (E}� 2)-2x12 (DROPPED) ---�,�-�N��i� {� � �_- � -�_ X j � k � i� �, � `�, � E � � � � I � � I� a� I ,--, ! � c� `� j� � � _____ � :� � � j � � �� I � �) � � ! f� � Ir\�/n\ �..�� (i �I (1 fl �I il a : '� � r► �► �► • . � ,► ♦ �LA�i i�C�TES F�flR �IEW FRAMING: �. P�CV'V �'�STS BELOW (ORIGii�ATING FROM iHIS LEVEL OR ABOVE) ARE INDICATED: EXISTING POSTS BELQW (ORIGINATING FROM THIS �EVEL OR ABOVE) RRE INDIGATED:e NON—COf�iI�lUC}US POSTS FROM ABOVE ARE INDICATED:� 2. A�L POSTS ARE �ABELED AT THE TOP. 3. �lEW WaOD BEAMS AT THIS �EVEL ARE FLUSH WITH FLQOR JOISTS UNLESS NOTED {DROPPED). 4. EXISTING CONSTRUCTION 15 INDICATED THUS (— -----}, NEW CONSTRUCTION IS INDICA7ED TNUS ( }. r y, •- �� ,� 0 ��`� �`'�,� �,�:� " °� ��i° `.,C' � � r�` �,r �°0�iy' � v�✓ .e-� � �. r,.� °,'t� �g �� , � �� r �s' � �� p �. e'E p ,...:^�. �f tl� �> `> ��„ ' �*��.�w�'� � �� .,`v�.�4�t�fr'� t. �,�� ,. U Z � � z � J � O � � � � �;ii'ai� ! � ��f r� � �' � � �' rn i� v� `� rn °' � � � �o � �� - � °' � � .� � N � .� � N � � �, � � �� a� � �� .� -� ° d N �> � � 1� . � � � ll . �- /� . � � � f �► •� � � Q.� � � � r..r .� • r—i � � � � � � �� ,�� `�� w4 � ' �� ;°�cp.�� ; t �� . �� ..�� .� �,�� .�M..��_.�.��m�. rt..�_��.. designed by JMQ drawn by JMO checked by TDH issued PERMIT C78� 12 REVISED Q9�19 12 REVISED 10,�a2 12 REVISED 1 C}/24/12 REVISED 11 �Q9 f 12 REVISED 11,�12/12 sheet t\'�,�� j l��L:3�'.!�►.�I� 3 � /