HomeMy WebLinkAboutB15-0242 plans approved��
�
_�-
�"
"'�7�
Expand deck over existing flat entry roof
D C� � (� C �IC� ,;
,;
sU� � L ��15 �
�
�
�
TOWN OF V'AIL �
� F1 Y�
�`_
�
`; =
c°'�i`%g
�O-[��.
�,�s-��,���.�r- (�3� c��.h�I l �I
Tovun of V�a11
�����' = :
���
0
Exterior view showi���
9�r����� �� rt�;,yr �-��'a �
_ 3�8 i s
l'��I�'
Ad���
�_� � � �
�'�tC� ' �lS
,
3 -�.,.-
y.� ,
e,��Y - .�._-._
Exterior steel handrails to
match profile of existing
interior railings
(max.4"between railsJ
��
� ,
�
� �� ��
�� �
�*'�����.«� ' �'"�°
.'�. '�"-,.�� :�
� j"��**� Y .
- ���r r.,q*..
_.^ ,'�'�_ ���'
g-.. . . :K �:�
3 � �.,
� � ,��.�
.�-,�.-,=- -� " ,�,
�'// -_ - � �� .,�
�.-
� . ,
��� � � . " .. - ��I . �
, "k ...._...
�s ' I _ ,'�z
� 'c V , '
�, ° ,g���� .. ..' ., ` �� �, �..
,u
"�'",.yxy �% ����'S� b^;p..;.w:�ynt...�q d�..� . �� -.
a
�
_ �...s . . . .,:
"�"i'°�, L�wS. � , x �'` �
��� ty+�` ..._ . : ^ ... � _
��r-- � l� �r.s... ..�._ 4- . ' `'�m<__
�� .
.. .�� �Ilf:.`.. ... .
.:aC'.= �� � .. .
: [
�
�
�
y
1
�
�
<
�¢�.�'�z.in b e+l �,�, ����,�����C
�
� .�
�, f
r� { �
-a� k,,,,�°
;r i 7�= .
4 _.
_� �
�
�_
T.
f
Expand deck over existing flat entry roof
And install new steel handrail
� �i
.
�r
`",��Y
n"��" `
=�rs`T���
,�
.•,� �
��� g �
4n�./�'��f.�#
-��
-�-'—
� �} � �� �`
I "�' �i {� 1�
�� �� !i
''r1---�.5��...:Il
. ` ao r iao°.P9�50D
L.N�=
r��- c
F�— + � .,
�� __i�<g9 -'�D
�� f c.
F� � _
� =�. . _.. -
�
�
�
x
ly�,o1�'2' � �j��A� f �i':l! � �
__ __. _.�—„_�__�.
� � ; -
�' �
,
�- - �-.r�=--�
�.���.��
\��
_����
t"�'�
. .._
�- ---
,, �
i i � i� �,s:
i�--�--�--�--
!� � ��
---s 1-- �t------
�-- Y�iF.°l.f�
_�i ���.��g.
�
�
,V� �i��t��.,
i
,�--_ _ .
ftlF/P4
� �.
�:
�� �,i
L �t�"�'
� �
3�4'
C�
_�`
X" � �e �� ` ' �
i
� -� i ;�
���. �M�y�!�y. , 4
0
�'9'�
i;: ,'� ,. ��I'
� �
-r�wri'r ' �t ; � r
i
�Nv.�iYi'o' Gf�i' �� __ 1� � �
- --�---� il / --
---- ._.._._ —
i1 � �r
I
._ I I'O/r�". . __�a�y�s�'��q�i.. ,L+�dh,�2�_',a_�y5���
Ts li
r
! 42,�v•
� _.
. _._-- ----_-- - �
:AE,�2 �
�f .r
"� ...
�, �
��� a �
�� �
� � �.
� ;
�, �.�
Demo existing solid wall railing and
install with new steel handrail
�e�('�l'�2h�`Cv,e:C t3�o Greav►1n►I(Gt
fi. �
*�. '�, . ,,,.. ' ¢ � .
� ^
,\
��
:�,..
� . � . . ..�. : . � ,.
� � �/ I���"
z r-.,.
�4( . _. ' .+. _ � � �
a� �,�-`
-� ;
...,�,...:.'__-__•..�:,e.,,....»...:.,� -.a�+:::�....�.m��_,...a.w�.....�...w,�¢+}
� �
0
� �
=�: :` �-�--.��,.�`�:-.�:m�--Y.'��i�:�ac.
_ �`:�
� .
��.
�a.
.,-�'o�ra�� ��/z'f. 4�I2.
{t��{iuulS "�''^t�e'
�.
�►��• 1`��1�iz �°�.��
�'eu�sc e,��`5-�
,�,�,,v�.s'f o��.
���1 -�wbrc`Ga.�vv'���s�-atte..� :
j��.i�al tie.5t' w �.•
�� t�q v+s�w� c�zv�
�J'OV1.o Ct�
�#�o . aiq�o�o�l
.._.,�"� . . . . . _. . .. ._ . . . ._ . . . . .. __..
..�.�..-�:�..,e��� �-_ _ .___ . .
�! �. � 4 ._ . . . .-` --_ .. ... -
, _ �_ 4 _ _- -_
��-. .
p�, :
_ . �36 c .. S. _ _" "_ ..__ _, ....__ .._..�
�
_y,_..� �'_T
�..- _ ....-. ._ _. - _..._. .___ _._. .__-_---
.�',. �`.__ .� f - .
. . �1. . ,.._ � - - __. __�. ._ _._-...
� �
i'� _ ' � _
, . - -- __
� �
_. _ �_ � -. __ __
� - ti � �
. ,
� �
� .�._.� -
� '
--_��.,,_ �_ ;_ , +�._ _ _ _ _
��' . k ' .—..._.
. � .. . ' �. _..¢— .._...__ ......._. ........ _ . ........
f �
��`. }}. �
v--��ar�T„ s3.m.yr� - ...._ _. _ _._—.
��
m � ._ . .��r�l[
_ � ; __ _ _ __
i
�,.�-{ � ,
.__y� _._. .. i _ . —s—... . _ ___.... __," __—.
s� 3
. ,
___ � ; _ _ -
.�, � - �.
- - - -- _
�� ,_;c_.
_ ` � , �����.� ��►��-s__
�
_� � - � ��.�..�°-�",� -- � ���.. tt��.,,.
-- ; _ �_ '�.
___ T —
--
-A' F
LL ".
.___"-- _�___ ._y__.� _. _"_ ' ._'_.' __.._._ __...._ ... ..
'� v s
.____ _ ' . _ _—"..- ___ . .. _......
��� �_ —
—.—_..._"_—"."_ ""— _' _'_ ". ._"_—.
". "
ct _�t �_
----- - - ____ _-- -- -
____
� b 1!'�
-- - __ _------— ------ - -
-__
-- �"u��v�E�t.�_�'e� ;�w��t�--
-_ ____.
—------"�" �.t' ��,—tts��trisEGr,'�ts- -- - —
� ,,,�-c+Per\�S�_C���_%'S _-------
���.°�`r��� ,�;°i�#- °-�
..............
_ ��`-�A --
�-�.�`s�.v��e�"� 43 a,.� C�e�n�i �� �
j
P.o. sox zasa
- - - AVON.CO 81620
� ����_ �� a�970.949.7100
cpx 970.949.3377
lutions .inc
E N G I N E E R I N�G
Letter of Record
June 12, 2015,
Proiect: 1320 Greenhill CT #0309-08
Our office designed a new roof structure for the above referenced residence to cover a walkway dated
10.03.2008(please see the attached drawings). The work has been completed and the owner would like to add
decking over ripped sleepers on to the existing roof and access this area as increased deck space.
We have reviewed the loading and framing design and determined that the existing roof is structurafly adequate
forthe proposed deck.
Please call with any questions or comments.
(;ti,"n!� �?� �fai�
��V��5��.���D �-- -- -
_;C.���h�g�.l��,` .
�� C
�. .
Tyler Aldrich Jeffrey P. Leonardo
..,slF
���P CFp�:
� :� -_ _ - •
G� v v —� �, — �
:� 3�'i8 �:
Vice President President 'O9'��'�l-/`�;��
��FSSl01V A����� ,
� ,� � � � �
D -- -- -� .
��W y � 2U�5
TOWN OF VAIL
�°
P.O. BOX 2494 PROJECT 1320 GREENHILL CT ROOF
AVON. CO 81620
, JOB NO. 0309-08
PH s�o.sa9.�ioo SHEET NO. S1 OF
FAX 970.949.3377 TFA 10.03.08
=� CALCULATED BY DATE
o I u t i o n s
SCALE N/A
�
N G I N E E R I N G
GCNERAL NCTES: 1320 GREENHILL CT ROGF JOB�0.'30308 3. UNLESS NOTED OTF'ERWISE,STEEL CONNECTORS SNALL BE USED TO J011v
RAF fERS,JOISTS AND BEAMS SUCH AS SIMPSON STRONG-1lE CONNECTORS OR
DESIGN CRITERIA: EOUIVALENT.
ROOF LIVE IOAD{SNOW LOAD}: 100 PSF r�g��F� ' '' 4 ROOF SHEATHING PROVIDE 5/8"THICK APA PLYWOOD SHEATHING RATED
ROOF DEAD LOAD: 20 PSF ,.,��� 40/20 EXPOSURE 1 INSTALL SNEATHWG WITH LONG DIMENSION
BASIC WIND SPEED(3 SEC GUST): 90 MPH r., j; PERPENDICULAR TO THE SUPPORTING MEMBERS AND STAGGER JOINTS.
WIND EXPOSURE B NAILING: 8d NAILS AT 6"AT PANEL EDGES AND 8d NAILS AT 12"AT INTERMEDIATE
SEISMIC DESIGN CATEGORY: C .�,{, •�� /�p� SUPPORTS.
IBCitRC EDIl10N: 2003 ' ' 0 PROVIDE WIND/SEISMIC ANCHORS AT SUPPORTS FOR ALL RAFfERS,TRUSSES
STEEL HELICAL PIERS: AND LOOKOUTS.
Q PROVIDE SOLID BLOCKING PANELS BETWEEN ROOF FRAMING MEMBERS AT
1 STEEL HELICAL PIERS SHALL BE DESIGNED AND INSTALLED TO RESISTTHE �j� B�RING TO PREVENT ROLLWG.
UNF�CTGRED DESIGN LOADS Ih61CATED ON PLAN UNLESS OTHE�YVISE
RECO�-1�-tENDED BY THE MANUFACTURER,THE FACTCR CF SAFETYTO BE GENERAL REQUIREMENTS
APPLI ED TO THE DESIGN LOADS INDICATED SHALL BE 2
t CHECK ALL DIME(vSIONS AGAWST ARCHITECTURAL DRAWWGS PRIOR TO
2 INSTALLATICN SHALL BE DONE BY AUTHORIZED WSTALLERS ONLY PFCCF OF CONSTRUCTION. DO NOT SCALE DRAWINGS. CONTACT ENGINEER IF
CURRENT CERTIFICATION WITH THE MANUFACTURER SHALL BE SUBMITiEDTO DISCREPANCIES IN DIMENSIQNS ARE DISCOVERED.
THE ARCHITECT OR STRUCTURAL ENGINEER PRIOR TO INSTALLAl10N
3 A REPRESENTATIVE OF THE GEOTECHNICAL ENGWEER SHALL BE PRESENT 2. TNE STRUCTURAL DRAWINGS DESCRIBE THE COMPLEfED STRUCTIiRE.
DURWG HELICAL PIER INSTALLATiCN THESE DRAWINGS HAVE BEEN PREPARED FOR TF'E USE OF A QUALIFIED
CONTRACTOR WITH EXPERIENCE IN THE CONSTRUCTION SYSTEMSAND
4 W'RITTEN INSTALLATION RECCRDS SHALL BE KEPT FOR EACH HELJCAL PIER TECHNIQUES DESCRBED. THE CONTRACTOR SHALL PROVIDE ADEQUATE
SHORING AND BRACING IN THE PROPER SEQUENCE,AS MAY BE REQUIRED TO
5 CONSULT GEOTECHNICAL ENGWEER FOR SOILCORROSIVIIYREQUIREMENTS ACHIEVE THE FINAL COMPLETED STRUCTURE Tl-E SEQUENCE OF
CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. CONSULT WIThi
6 SUBMIT SHOP DRAWINGS WDICATWG SHAFTAND HELJXSIZESTOTHE TNE ENGWEER FOR SHORING DESIGN AND RECOMMENDAl10NS(NOTIN
ENGINEER FOR REVtEW PRIOR TOINSTALLATION CONTRAC�.
7 STEEL HELICAL PIER SYSTEM SHALL BE ICBO AFPROVED 3. THE CONTRACTOR IS RESPONSBLE FOR THE MEANS,METHODS SEQUENCES
8 ACCEPTABLE TOLERANCE FCR PIER INSTALLAi1CN SHALL BE 1" PIERS AND PROCEDURES FOR CONSTRUCTION OFTHIS PROJECT. NOTIFY
EXCEEDING THIS TOIERANCE SHALL BE REMOVED AND REDRILLED STRUCTURAL ENGINEER OF ERRORS OR OMISSIONS IN THE CONSTRUCTION
DOCUMENTS IMP�IEDIATELY. DO NOT PROCEED UNT1L ERRORS OR OMISSIONS
REINFCRCED CCNCRETE: ARE RESOLVED. COORDINATE REQUIREMENTS FOR ALL PENETRATIONS
THROUGN STRUCTURAL MEMBERS WITH STRUCTURA�ENGINEER. JOBSITE
1 CCNCRETE DESIGN IS BASED ON THE MOSTCURRENT PUBIJCAl10N OF SAFETY IS THE SOLE RESPONSIBILITY OF TF;E CONIRACTOR.
"BUII.DING CODE REOUIREMENTS FOR REWFORCED CONCREfE"(ACI 318)
4. OBSERVATION VISITS BY TNE STRUCTI;RAL ENGINEER ARE FOR
2 STRUCTURAL CONCRETE SHALL HAVE A MINIMUM 28 DAY CCMPRESSIVE DETERMINATION OF GENERAL COMPLIANCE WITF±THE CONSTRUCTION
STRENGTH OF 3000 PSI DOCUMENTS. THIS OBSERVATION VISIT IS NOT AN INSPECTION. THE
CONTRACTOR SNALL CONTACT THE ENGI NEER AT THE APPROPRIATE T1ME TO
3 CONCRETE SHALL BE PROPORTIONED USING NPE I-II SULFATE RESISTANT SCHEDULE THIS VISIT.
CEMENT DONOTUSEADMIXTURESCONTAIN�NGCHLORIDESALTS
4 FCR CCLD WEATHER CONCRETING PROCEDURES REFERTO THE"ACI MANUAL 5- IF NEW CONSTRUCTION ADJOINS AN EXISTING STRUCTI;RE,THE
OF CONCRETE PRACIICE" CONTRACTOR SNALL BE RESPONSBLE FOR VERIFYING DIMENSIONS,
ELEVATIONS AND ALL EXISTING CONDITIONS. UNDERPINNING AND SHORWG OF
5 EXPANSION ANCHORS SHALL BE LOCATED NC LESS THAN 6 BOLT DIAMETERS EXISTING STRUCTURES SHALL BE THE RESPONSIBILJTY OF THE CONTRACTOR.
FRCM CONCRETE EDGES AND SPACED AT NO LESSTHAN�2 BOLT DIAMEfERS CONSULT WITH THE ENGINEER FOR SNORING DESIGN AND RECOMMENDATIONS
UNLESS NOTED OTHERWISE (NOT IN CONTRAC�-
6 CONCRETE FLOCR SIABS ON GRADE SHALL HAVE SAWN OP TCOLED 6 WHILE EVERY EFFORT IS MADE TO PROVIDE A COMPLETE AND ACCURATE SEf
CCNTRCL JOINTS AT A MAXIMUM SPACING OF 12 FEET IN EACH DIRECTION IF OF CONSTRUCTION DOCUMENTS,ERRORS OR OMISSIONS MAY OCCUR.
PCSSIBLE LOCATE CONTROL JOINTSALCNG CCLUMN GRIDLWES RELEASE OF TH'ESE DRAWINGS ANTICIPATES CONTINUED COOPERATION AND
7 CONCRETE COVERAGE FOR REINFORCING STEEL{ACi 318-95): COPAMUNICATION BETWEEN THE CONTRACTOR,ARCHITECTAND ENGWEER TO
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO E4RTH: 3' PROVIDE THE BEST POSSIBLE STRUCTURE
CONCRETE EXPOSED TO EARTH CR WEATHER:
#6 BAR THROUGH#18 BAR: 2"
#5 BAR W3�OR D31 WIRE,AND SMALLER 1�i2"
CONCRETE NOT EXPOSED TO WEATHER NOR IN CCNTACT WITH GROUND
a SLABS.WALLSANDJOISTS(#116AFANDSMALLER): CONNECTION SCHEDULE
#�4 AND NO 18 BARS: 1 1/2'
#11 BAR AND SMALLER: 3�'
o BEAMSANDCOLUMNS: O SIMPSON LU28
PRIMARY REINFORCEMENT.TIES STIRRUPS SPIRALS 1 1;2'
� SIMPSON LS70
STRUCTURAL WOOD FRAMING:
1 EiOLTSUSEDINFRAMINGCONNECTIONSSHALLBEINSTALLEDWITH OC SIMPSON CJT4
STANDARDWASHERSANDNUTS O (1)-3/4��Q� x 12�� LAG (COUNTERSINK)
2 REFER TO THE 2003 IRC TABLE R6023(1)CR 2003 BC TABLE 230?91 FOF
MINIMUMFASTENINGSCHE�ULE ACOPYOFTHISTABLECANBEPROVIDED SIMPSON A33 W/ (4}-10d NAILS
UPCN RE�UEST AS STATED IN SECTION 2304 9 5 OF THE 20031BC SECTICN �.{.p
23G495:FASTENERSFORPRESERVATIVE-TREATEDAND �E INTO RAFTER & (4)-2�� Yr0
FIRE-RETARDANT-TREATEDWOODSHALLBEOFHOT-DIPPEDZJNGCCATED SCREWS INTO BM.
GALVANIZED STEEL.STAINLESS STEEL,SILICON BRONZE OR CCPPER
FASTENiNGSFCRWOODFOUNDATIONSSHALLBEASREQUIREDINAF&PA � SIMPSON CPS6
TECHNICALREPORTNo 7
P.o. Box24sa PROJECT 1320 GREENHILL CT ROOF
AVON. CO 81620
, JOB NO. 0309-08
PH 970.949.7100 SHEET NO. S2 OF
FAX 970.949.3377 TFA 10.03.08
� �� CALCULATED BY DATE
a � � t i o � s SCALE 1/4" = 1'-0
�
E N G I N E E R I N G
�i� - - �
_ j
-�� _ _ -
� _ I�_ _ -
( I�
�
�L��+6 I I�- — — —
AOS� �� — —
I
O-n,P I (N) "FLAT ROOF"W/
RAFTERS RIPPED
FROM 7 1/4"TO 5 1/2"
AT OUTSIDE EDGE (1/4"
� PER FOOT)
�OO TYP. QA TYP.� ' _.
z z � — �1��`!a
� � � iT (N} 2x8 LEDGER W/ _ �.�b_--l�
co °o � � i (3}-12d NAILS&(2)-6"
N � i OLYLOG SCREWS @ ..�.
'i 16" I NTO EA. EXSTG.
`� � STUD
1 --i- —
S3 0? !
- , i
� \
�a BOT. QB TYP. `.
�
�5� OD @ TOP �, �
�Q �� �
�+�QS INDICATES 12°�x 2�-0 � HELICAL PIER DESIGN SCHEDULE
��� TALL CONC. PER CAP UNFACTORED DESIGN LOAD 0 TO 10 K
ON HELICAL PIER
Si�UARESH,�rTSiZt 1 ii2"
� '� TUBE STEEL GAP SLEEVE 2"x2°x3/16"
`� — STEEL CAP f� 3/8"x2"x0'_4"
` BONDING STEEL(GRADE 40) (2)-#5's x 1-6
\
WELDED TO TS SLEEVE MIN. DEVELOPMENT
�
�� _
i
f �
�OOF FRAMING PLAN SCALE: 1/4�� = ,�-Q N
'LAN NOTES:
NEW POSTS CONTINUOUS BELOW ARE INDICATED:� NEW POSTS FROM ABOVE NOT CONTINUOUS BELOW ARE INDICATED: �
?. EXSTG. POSTS CONTINUOUS BELOW AFiE INDICATED:;;;; EXSTG. POSTS FROM ABOVE NOT CONTINUOUS BELOW ARE INDICATED: ;
3. NEW ROOF SHEATHING IS 5/8"APA RATED SHEATHING, EXP . 1, SPAN RATING 40/20.
1. Q INDICATES CONNECTION TYPE. REFERENCE SCHEDULE SHEET S1
3. NEW CONSTRUCTION INDICATED ( ): EXISTING CONSTRUCTION INDICATED ( ).
i. LOAD NOTED ON HELICAL PIER IS THE UNFACTORED DESIGN LOAD. INSTALLER SHALL USE A FACTOR OF SAFETY OF NVO.
' DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS IN FIELD W/OWNER AND EXISTING CONDITIONS
P.o. Box2asa PROJECT 1320 GREENHILL CT ROOF
AVON. CO 81620
JOB NO. 0309-08
PH s�o.9as.�ioo SHEET NO. S3 OF
s Fa,x s7o.�as.s3n 10.03.08
� CALCULATED BY TFA DATE
o � u t i o � s SCALE 3/4" = 1'-0
�
N G I N E E R I N G
I NI ���-�r���N�
�, �EXSTG. EXTERIOR
/rll,� WALL �� 7'�
I II' EXSTG. STUCCO �
��W.P. MEMBRANE&FLASHING
IIPER CONTRACTOR CONT. 2x6 RIM BD.
I)i SHEATH NG ROOF SLOPE _
I A TYP.
I � �E TYP.:
(N} 6x10
I ! (N}2x8's @ 16" RIPPED TO (N) 3/4"(d x 1'-0"
j 5 1/2"@ OUTSIDE EDGE �G �
( II' (N}2x8 LEDGER W/ (3)-12d
NAILS& (2)-6"OLYLOG SCREWS �N) 6x6 POST
I �' @ 16"INTO EA. EXSTG. STUD
III i
I1�_���
; -
� �� i 5;8",�x ,?'�M!"J. TuREA�E�ROD ��
I III' EPDXIED IN POST AND CONC.
I III I (FOLLOW SIMPSON � �
INSTALLATION INSTRUCTION)
i i I I i-�i _"' -
0
BONDING STL PER SCHED. ii-i ii-ii N
WELDED TO TS CAP SLEEVE �,�
STL. CAP R PER SCHEDULE
BOLT PER MANUF.
TS CAP SLEEVE PER SCHEDULE
HELICAL PIER BY OTHERS;
REF. PLAN FOR UNFACTORED
LOAD CAPACITY
1 SCALE: 3/4" = 1'-0
S3