A PORTION OF THE v1fANDEVANDER EXEMPTION PLAT Wl 2 OF SEC. 3, T. 7 S., R. 89

ARFIELD COUNTY, COLORADO W. OF THE 6TH P.M.

I c ______ ; ___ H_E L y N

"= 05°07'20" l"J:;;t-=-;,;;)'-____ - ~CAW '-" \ '-------__:_• , PCDESTAL R = ~97. 22' ---_:c_:::_:____: ___ _ L = .U. 45 ' ----t' N.08°J5·20"~. CH= N. 06 ' 02'40"£. ' ·

44. H' S.81°23'40"£. 235,90• 10.00·

6 = 16°08'50" l R = 573.54' l = 161.64' CH= N. 16° 40'45 11£.

161 10·

I --- --- "---t-'"i-. L ·-------- x

~ " ECEPTION NO. 239339 --~

Tl[:

Wi/15 COR. SECS. 3 & 34

\ 0

I

I :-fE:

N. 82 .? : '.'.'6"W. :F.2i.)- ~

t/W COi! ScC. .J BRASS CAP

" I i

' I !

N. 11° 40'48"[, H . 48 '

S. 87'57'59"£. 46.36'

I -v.20· ~ 2.?:J;o-~

I---, __ '- ---.__LIGHT POLE ., WATER SP!CKET

LOT 2 2. 000 Ac. + /-

1 o. oo· WATER UNE £ASEM£NT

PROPER'J"i DESCRIPTION wr 1

A parcel of land situated in the Wl /2 of section 3, Township 7 South, Range 89 West of the Sixth Principal Meridian, County of Garfield, State of Colorado; said parcel being more particularly described as follow.s,

COllUllencing at the Wes t 1/16 Corner common to Section 34, Township 6 South and Section 3, Tcwnshi p 7 South, Range 89 West of the Sixth P.M.; thence S.09°43 ' 29"W. 650 .74 feet to a point on the easterly right-of -way of Van Dorn Road. the True Point of Beg1nn!.Qg ( whence the northwest corner of Section 3 bears N.62°16'53"W. 1389.98'); thence leaving said right-of-way EAST 208.81 feet; thence N. 17°31'24"E. 219.43 feet to an existing fence angle point; thence N.20°22'57 11 E . alorg an existing fence Jlne 139.62 feet; ther1ce contin\1ing- along said fence S.87°57'59"E. 46.36 feet; ttier1ce N.11°40 14-8 11E. 44.48 feet; thenc e N.04°19'17"E. 48.42 feet; thence WEST 370.38 feet to a point on said easterly right-of-way; thence the f ollowing four ( 4) courses along said right-of-wayo

l. along the arc of a curve t o the left having a radius of 148.02 feet an::! a central an;ile of 19°21 ' 45", a distance of 50.00 feet (chord bears s.11•08'50"E. 49 . 76 feet)

2. s.26°49'30 11E. 46 . 11 feet 3. along the arc of a curve to the r.lght having a radius of 278.45

feet , a central argle of 58°48 1 10 11, a distance of 285 . 77 feet (chord

bears S.02°34'35"W. 273.40 feet) 4. )along the arc of a curve to the left having a radius of 470.14

feet, a central angle of 09°24 1 05", a distance of 77.15 feet ( computed chord beai."S s.27°15 1 22 11W. 77.06 feet} to the :rr.u~ ?..PJ.:rrt._. s>_f __ ~~!'l!li.!19..t. said parcel of lan::I containing 2.351 acres, more or less.

A parcel ot West of the said parcel

LOT 2

land situated in the Wl /2 of S"ction 3, Township ·1 ~outh, Ran;Je Sjxth Prir1cii:ial Meridjan, Couraty of Garfield, Stat0 c1f Colorado; being 1nore particularly describerl as follows:

See.!?/ nu //-1/.Mtm'f,f// h ,4V' ;5u1 lc/1~ ;Z-<jtt/fe#J'M'l/?

LOT 1 2 . 351 Ac. +/-

RECEPTION NO. -

Cooimencirig at the West 1/16 Corner corrunon to Sect.i.or1 34, Township 6 soutt-1 and Sectior1 3, Township 7 Soutli, Range 89 West of t he Sixtt1 P.M.; thence S . 52'14'49"E. 334.73 feet to the Jrue Point oL!3-~~!11'11M_ (whence the northwest corner of Section 3 bears N.02•21 '56"W. 1627.38 feet): thence S.04°19'17"W. 48.42 feet ; thence 5.11°40'48"W. 44.48 feet to an existing fence angle point; thence continuing along said existing fence N.87°57'59"W. 46.36; thence continuing along sald fenceline s.20•22 157 11W. 139.62 fe..aet; tt1er1ce S . .17°31'24''W. 219.43 feet; thence EAST 227 .80 feet to a point on the easterly right-of-way of Cheyln. Road; thence continuing- alorg said easterly right-of-way the tollowirx;r four (4) courses:

0 50 100 150

SCALE: 1 INCH =50 FEET. TIE' N. 09 ° 43'29"£.

I <

WEST 1/16 CO - - --LI

{

I

SEC'S 3 & 34

/\ I . • :

VICINITY MAP SCALE: 1 INCH = 2000 FEET

llJT1Ct. · M.~rd.lrtJ to C.:i lorM<J l.'IM you "!-1:?! ~1\.:::B a.IT'( lc-Q;,I -"CtlOl"I b.l..'><'d 'lpcll\ .. ny ·"""t..c t in t!\l ~ su1...n:y w\ r.h ln t~ee l )) 't"-1•~ ;o.~lel'.'" you ~ \r.ot d1>oe<JV11r :;.....:il ,1cr~-t t In no -1t lfl.l.y ,l/'.y .:\Ct loo :..is~ ;,:pon ,)r.y •lr.(('Cl tn thl<1. ... "J...-...ry r:..~ ccrmr.iw::c.od ~Ol'"' U1ov• teo (IO: '!!P.- 'N tnn t he

:'c.ttr o: t: r- ,-er: tr:..:4r~nn >hi><r\ !"".en."'- ir'l ·

.' :")

0

' ..

' . ' - .-

335297 -------

LIGHT POLE:\

SURVEYOR'S CERTIFICATE

!6= 09°24'05" R = 470. 14' l = 77. 15' CH= S.27°16'40"W.

76.90

I, Frank W. Harr irgton, do hereby certify that I am a registered land surveyor licensed under the laws of the State of Golorado. that this plat is a true, correct and complete plat of the VANDEVANDER EXEMPTION PLAT as laid out, platted, dedicated an::! shown hereon , that such plat was made from an accurate survey of said property by me and under my supervision and correctly shows the location and dimensions of the lots, easerrents and streets of said subdivision as the same are staked upon the ground in compliance with applicable regulations governing the subdi vsion of land.

IN WITNESS WHEREOF I have set my hand an::! seal this \';)'!!> day of C::._ .,?,ob..>..v

A.D. 196'?

Frank W. Harri

1. along the arc of a curve to the left having a radius of 573. 54 feet, a central angle of 16°08' 50", a distance of 161. 64 feet ( chord bears N.16°40 '45"E. 161.10 feet);

2. N.08 °36 '20"E. 235.96 feet ; 3. S.81°23'40"E. 10.00 feet; 4. along the arc of a curve to the left having a radius of 497.22 feet,

a central angle of 05°07 1 20 11, a distarlCe of 44. 45 feet ( chord bears

N. 06°02'40"E . 44.44 feet: tnence leaving said right-of-way WEST 150. 23 feet to the Tnie Point of Beginning; said parcel of land containing

APPROVED SUBJECT TO NOTED

UCIPTIONS li INSPECTIONS GARFIELD COUNTY

2.000 acres , ITKJre or less.

CXlUN'l'Y SURVEYOR'S CERTIFICATE

Approved for content and form only and rot the accuracy of surveys, calculations or drafting. Pursuant to C.R.S. 1973, 38-51-101 and 102 [revised).

G~kM~ Garfield stlrveyor ·

Date&/ /9. /9Y9 7

EKIMPTION CERTIFICATE

This plat approved ~esolution et the Board of ,County Commissioners at ~ield County, this 6 - day of l'Jt1te&J 4 t,Y , A.D. 19_Zi. I n fill~ with the Clerk and Recorder of G.lz: eid County, such approval in no way implies that the information shown herein is true and accurate but does iruli:ate that this plat is exempt fran and not subject to regulation mer Garfield Gounty Subdivision ·Regulations at the time of its filing .

/ ,· . , ,,,... . ~ / '/..!? c (.. - ~- ..-<. ' ( -( '

Chairman

Witness my hand and seal of the County of Garfield.

' . Attest, /11,_(,/u._1.__ ; ,_..Zl-.Lt.C&- t.--- 1

- Gounfy Clerk

NOTES: 1. )

BUIL-DEP~NT Dille /I By.,_...,,,,4 J!~=~-

LD CQPY NO INSPECTION WITHOUT

TIW!I. PLANS ON SITE p111< of

Basis at bearing for th1s survey is a bearing of S.00°40'00"E. tetween the northwest corner of Section 3 and the southwest corner of section 3, brass caps found in place.

2.) ----v.-x--ind1cates fence lines.

3. ) • iooicates rebar an::! cap, L .S. It 19598 to be set.

4.) Date of survey .....s July 25 an::! 26, 1989.

5.) This survey is based on Reception No. 525612.

6.) No further exemption from the definition of subdivisfor, sh"]] be

granted on this site or any ]YJrtion of it.

7.) Engineered foundations am septic systems may be required.

CLERK AND RECORDER'S CERTIFICATE

This plat wa..c; filed for record in the office of the Clerk and Recorder of Garfield co;rty at g:3o o'clock a M., on the zr) , day

of n,,., ,,,,,a i q,J. '€ 'L 19~ ' and is duly recorded 1n Book JL/-B_ . Page "/A , Reception No. -:_/122_ ::- . :o ~ p<l

Clerk an::! Recorder

By' o:P?v ~fa< 9{/,, a ef1;,,_,__. _____ _

"' E \l

0 "' c 'l

(/)

c 0

. o, c

Q)

c -0

.. L Q)

_()

E :i c

_()

0 ·-

c .S.. (/) Q)

-0

c 3: 0 L

-0

u <lJ

_:>:_ u <lJ

_c u

-------------~---

. 0 c

.._, <lJ <lJ _c (/)

STRUCTURAL GENERAL NOTES & SPECIFICATIONS Gallegos Deck and Steir

DESIGN DAT A: A. DESIGN LIVE LOADS

1. Basic Roof Snow 2. Residential Floors 3. Decks

B. DESIGN CODES

40 PSf 40 PSF 60 PSF

International Residential Code (IRC), 2009

4. G<Jroge 50 PSF 5. Wind 90 mph. ExpoS\Jre B 6. Seismic Design Cote<Jory C

with the International BuTidlng Code, \IBC), 2009 for additional Information American Concrete Institute Building Code (ACI 318-99) American Institute of Steel Construction, Manual of Steel Construction (AISC 9th Edition) American Institut e of Timber Construction, Timber Construction Manual (AITC 5th Edition) Notional Design Specifications for Wood Construction {NOS 2006)

GENERAL: 1. Any changes to the contract drawings shall be submitted to the structural engineer for approval .

2. All dimensions and details on structural drawings shall be verified against the orchitecturot drawings and any discrepancies shall be brought to the attention of the architect prior to fabrication or construction. Details on the structural drawings ore twlcal. DO NOT SCALE DRAWINGS.

3. All openings through the structural system shall be approved by the Eng ineer.

4. Contractor shall provide all necessary temporary bracing, shoring, guy;ng or other means to prevent excessive stresses and to hold the structural elements in place during construction.

5. The contract structural drawings and specifications represent the fin ished structure. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. SUch measures shall indude, but ore not limited to bracing, shoring for loads due to construction equipment and protection of e)(istlng structures. Observation visits to the site by the structural engineer shall not include inspection of the above items nor will the structural engineer be responsible for the contractor's means, methods, techniques, sequences for procedure of construction, or the safety precautions and programs incident there to.

6. Options are for the convenience of the contractor. He shall be responsible for all changes necessary if he chooses an option and shall coordinate all details. The cost of additional engineering work necessitated by selection of on option shall be borne by the contractor.

7. Any engineering design provlded by others and submitted for review shall bear t he seal and slgnoiure of on engineer registered in Colorado.

8. Dimensions on the structural drawings ore exact with the e><ception of masonry and sown h.imber dimensions which are nominal. Verify all dimensions with the architectural drawings.

9. Vt'here required construction detoUs are not shown or noted on these plans the contractor shall notify the engineer ond the engineer shall provide sufficient details for the work to proceed.

10. Construction materials shall be spread out if placed on framed construction. Load shall not exceed the design live load per square foot.

11. Shop drawings shall be submitted to the architect for all structural items. The Engineers review is intended only as an aid to the contractor for obtaining correct shop drawings. Responsibility for correctness shall rest with the contractor. The contractor shall review all shop drawings prior to submittal. Items not in accordance with the contract documents shall be flagged upon his review. The shop drawings do not replace the original contract drawings. It is the contractors responsibility to make sure items ore constructed to the original drawings. The adequacy of engineering designs and loyout performed by others rests with the desigr11ng or submitting authority.

FOUNDATION:

A. GENERAL

The foundation design wos based on the following assumed parameters: Maximum allowable bearing pressure - 2.000 psf Minimum required dead load pressure - 0 psf Lateral soil pressure - Active 50 pcf

- Passive 300 pct

The actual soil condition shall be investigated and the above parameters shall be verified by a Soils Engineer, registered in the State of Colorado, prior to construction of the foundation. If there ore any discrepancies with the above assumptions, then the foundation shall be re-designed.

8. EXCAVATION 1. Contractor shall provide all necessary sheeting, shoring and bracing where required to properly and safely complete the work.

2. Avoid e)(cesslve wetting or drying of the foundation e)(covotlon during construction. Keep excavations reasonably free of water at all time and completely free of water during placement of concrete.

C. BEARING REQUIREMENTS 1. Footings shall bear on natural undisturbed sail below the frost depth required by the applicable building code. Any discrepancies with the footing elevations shown on the plans shall be brought to the attention of the engineer.

2. Bu llding shall be founded on continuous concrete spread footings placed on undisturbed natural soil.

D. GENERAL REQUIREMENTS 1. Center foundations under columns and walls unless noted otherwise.

2. Provide foundation ventllotlon In crawl space areas as required by the l.R.C . •

3. Backfill on walls with fill on both sides shall be compacted In equal lifts each side of wall. Walls backfilled on one side only shall hove all supporting slobs, permanent framing or temporary bracing In place prior to placement of the backfill (unless noted otherwise on plans).

CONCRETE: A. CONCRETE REQUIREMENTS Concrete sholl be mixed, proportioned, conveyed, and placed in accordance with IBC Sections 1905 and 1906, and ACI 301 . Provide hot weather protection per ACI 305. Concrete place in cold weather shall comply with ACI 306R-88 "Cold Weather Concreting".

I. Concrete shall hove a minimum comoressive strenath at 28 do\A of: Walls &: footings 3.000 psi

Slobs 4,000 p§i

2. Provide Twe II cement throughout with 4% air entrainment.

3. Mechanically vibrate concrete.

4. No admixtures shall be used without approval by the engineer.

5. Addition of water to the botch material for insufficient slump is not permitted.

6. Do not place pipes, ducts or choses in the structural concrete without the approval of the engineer.

7. Thoroughly clean all case and construction joints prior to placing concrete in adjacent pour.

a. Concrete shall not be in contact with aluminum.

8. REINFORCING Derailing, fabrication, and erection of reinforcing steel bars shall comply with the ACI Practice for Detailing Reinforced Concrete Structures AO 315.

1. Reinforcing bars shall be ASTM A615-Grode 60.

2. Welded wire fabric shall conform to ASlM A185. Furnish in flat sheets only.

3. Concrete protection for reinforcement: Cast against and permanently e)(posed Exposed to earth or weather ............ .

Not exposed to earth or weather ... ...

to earth ....... 3 In. jl6-f18 bar........ 2 in. 13-15 bar ...... 1 1/2 In. slobs & wolls •...• 3/4 In. beams &: cols .... 1 1/2 In.

Manual of Standard

4. Reinforcing lap splices shall be a minimum o1 36 bar diameters unless noted otherwise. Lop wire fabric reinforcement one full mesh plus 2" at sides and ends and wire together.

5. Splices ln horizontal beams and walls shall occur at midspan for top bars and over supports for bottom bar!!.

6. Discontinue one-half of horizontal steel across construction/control joints.

7. Provide comer bars of equal size and spacing around all comers.

8. Provide 2-f5 bors with a minimum of 2'-0" projection beyond the sides of all openings in walls. beams and slobs. Provide 1- #5 x 4'-o" diagonally at all re-entrant comers of slabs.

9. Provide accessories necessary to properly support reinforcing at the positions shown on the plans.

10. Reinforcing spacings ore maximum on center and all reinforcing is continuous, unless noted otherwise.

C. SLABS

1. Provide control joints at 12'-0" max. spacing or as shown on the plans.

2. Provlde minimum 4" compacted gravel under floor slab on grade. The material shall consist of minus 2-lnch aggregate w / less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve.

STRUCTURAL STEEL: A. STRUCTURAL STEEL Structural steel shall be detailed, fabricated and erected in accordance with latest provisions of the AISC Manual of Steel Construction and AISC Code of Standard Practice. Use welders meeting the requirements of the AWS Stondord Qualification Procedure. Comply with AWS D1 .1 Structurol Welding Code.

1. All steel shall conform to ASTM A36 except beams shall be ASTM A992 Grode 50 and tube columns which shall conform to ASTM A500 (GR. B) and pipe shapes which shall conform to ASTM A53 (Gr. B).

2. Bolts shall conform to ASTM A325N. Anchor bolts shall conform to ASTM A307. Bolt size shall be 3/4" diameter unless noted otherwise. lnstallatlon shall be in accordance with AISC Specifications for Structural Joints Using ASTM A325 or A490 Bolts, 1978.

3. All welds shall be made with E70XX electrodes.

4. Prime all steel with approved primer point to e><posed bolts, welds, and abraded shop point areas.

5. All column base plotes shall hove 1• minimum grout to provide continuous bearing.

B. GROUT ANO ANCHOR BOLTS

1. Dry pock or grout shall be shrink resistant Embeco 153 or equi\t(Jlent.

2. Expansion bolts shall be Simpson "Wedge-All" or approved wedge type. installed In accordance with the manufacturer's requirements.

3. Headed anchor studs {H .D.A.S.) shall be attached to structural steel with equipment approved by the stud manufacturer according to the stud manufacturer's recommendations. 4. Anchor bolts embedded in concrete shall be placed with setting templates. 5. Location and coordination of anchor bolt placement shall be the responsibility of the steel fabricator. Steel fabricator shall supply anchor bolt setting pion.

C. STEEL CONNECTIONS

1. Provide bolted connections for steel beams per Port 4 and Port 5 of the AISC Manual of Steel Construction. Except where otherwise shown, provlde connections ta support loads equal to one-half the total uniform load capacity of the member.

2. A minimum of two bolts shall be used for ell connections. Size end grade shall be determined by the fabricator.

STRUCTURAL WOOD FRAMING:

A. DIMENSIONAL LUMBER All wood members shall be as described in the 2001 edition of the "National design Specifications for Wood Construction" by the Notlonat Forest Products Association ond the WV*'AW.

1. Unless otherwise noted on the drawings, wood framing members shall be Douglas Fir /Larch, Grode #2 or better. Redwood members shall be construction grade.

2. Sizes shown are nominal, except when noted as RC (Rough Cut) they ore full dimensions.

3. All wood members attached to concrete or masonry shall be redwood or pressure treated lumber.

4. Block all joists and rafters per the l.R.C.

B. FASTENERS ANO CONNECTORS Alternate fasteners and connectors to those listed below, which hcive l.C.9.0. approval, may be used with approval by the Engineer.

1. Connectors shown on the plans ore manufactured by the Simpson Strong-Tie Company, Inc. Connectors by other manufactures shall be deemed as equivalent If their roted capacity is equal to or greater than that of the connector specified. Follow manufacturer's recommendations for Installation of connectors.

2. All timber nailing and connections shall con1orm to the IRC and AITC.

3. Bolts for wood member connections shall be 3/4" diameter, ASTM A307 with a minimum 1 1/2" washer at each end (unless noted otherwise).

4. Self-drilling fasteners for the attachment to structural steel shall be "Teks" fasteners as manufactured by Builde)(.

C. PLYWOOD SHEATHING

Sheathing (Wood Structural Panels) for roofs, floors and exterior shear walls shall conform to DOC PS1 or DOC PS2, marked Exposure 1 or Exterior, unless otherwise noted.

1. Roof Diaphragms shall be 5/8", APA roted sheathing, 40/20 place with B'-0"' dimension perpendicular to the joist, rafter or truss span. End jotsts shall be staggered. Attach plywood at edges with 8d nails at 6• O.C. and at intermediate supports with 8d nans at 12• O.C.

2. Floor Diaphragms shall be 3/4", APA roted Sturdl-1-Floor, 24 O.C. place with a·-o· dimension perpendicular to the joist span. End joints shall be stogg•.-ed. Attach plywood with APA glue and at edges nail with Bd nails at s• O.C. and at intermediate supports with Sd nails at 10• O.C. Sheathing shall be T&:G.

J. Exterior walls and Interior shear wall diaphragms shall be 1/2" sheathing, 24/0 with B'-0" (or 9'-o•) dimension vertical. End joints shall be staggered. Studs shall be 16" O.C. Attach plywood per IRC Tobie 602.3(1 ). Sheath all exterior walls full height. See pion for permissible areas of Densglass sheathing substitute.

0. GLUE LAMINA TED BEAMS Laminated member shall be designed and fabricated in accordance with "The Standard Speclflcatlons for the Design and Fabrication of Structural Glue Laminated Lumber" published by the AITC and the appropriate Lumber Producers' Association.

1. Use exterior glue for all exposed laminated members.

2. All members exposed to weather shall receive one coot of end sealer at trimmed ends. Seal all e><posed surfaces with sealer coot as soon as practical ofter erection.

3. Appearance grade shall be In accordance with the architectural drawings.

4. If beam Is cantllevered and the cantilever Is greater than one-third of the bock span, Install beam "TOP" down.

5. Allowable unit stresses for dry conditions of use required shall be as follows: Members stressed principally in bending such as beams & girders (AITC 24f-V4) unless otherwise

noted on drawings. Fb=2400 psi Fv=165 psi Fc(perp)=650 psi E=1.8E6 psi

Members stressed principally In compression or tension such as columns &: truss members (AITC 24F-V8) Unless otherwise noted on drawings.

Fc(parallel)-1650 psi E-1.6E6 psi

E. MICRO-LA!.! BEAMS Micro-lomlnoted members shall be designed and fabricated in accordance wlth the "Notional Research Board" and the "Notional Design Specifications for Wood·.

1. Allowable unit stresses for dry conditions of use required shall be as follows: Fb=2600 psi Fv=285 psi Fc(perp)= 750 psi E=1 .8E6 psi

2. Install micro-laminated members in accordance with the manufacturer's recommendation.

3. Holes, cuts, or notches not previously approved by the engineer or the manufacturer shall not be mode.

4. Micro-laminated lumber is marked on the drawings as ·~L" and shall be 1 3/4" wide, unless noted otherwise.

F. FABRICATED WOOD JOISTS (I-Serles) I-series fabricated joists with structural wood flanges and plywood webs called for on the drawings (TJl/210, T.J/360, TJl/560) ore os manufactured by the Trus-Jolst Corp.. Joists by other manufacturers may be used if the depth and deflection Is equal to or less than that o1 the joist specified for the particular span and spacing and when authorized by the Architect/Engineer.

1. f'obricated wood joists shall be in accordance with the manufacturer's recommendations.

2. Supply all plates, blocking, bridging, bracing, stiffeners and other related items as recommended by the manufacturer.

G. TIMBERSTRAND INSULATED HEADERS Insulated headers shall be Timberstrond LSL 1.5E Insulated Headers as monufocturerd by Trus Joist. The width shall be 5 1 /2 inches with depth as shown on plans.

STRINGER

SIMPSON ABU44·~

OR EQUAL ~ I :::::::>< I I'-

• "'

,,

,,

•

i·-o· /

j

...-~-----sxs POST

'

' '

' 4" CONC. SLAB~' ''

PL 1/4x3x10" (KNIFE) W/ (2) 5/8"~ BOLTS

SEE PLAN '..t ' "I.----. '

6' , T.O. SLAB " ------PL 1x8x8 -

......,

1

'SEE ARCH. .., I-:--· ,;_. _..;_. ;...•::....-t ._~1-..-

• "' I

12"" PIER • . n~1, , ~---..

16 REBAR--1ni:.... ~ v- 3-#5x -'l.',--------------f,..,1--,,._ , ·k

#9 WIRE TIES ---------0 12" o.c.

•

• . ,

-

.. • • .

.. LI .

. I ~_F:.oo.~r---._

}'!'-1-5 8 I I

-----

'

I I / ~>

CUR.

'

~T 12·

• <O

'

• 0 I

"'

,,

I'

\__v

'

( :#/~15 ~-\~ '-...._~----------~:C/----=/~~~gEJ-'~\---j EXISTING FRAMING

3x8 JOISTS 3x8 PRESSURE BLOCKING W/ (2) LEDGER-LOK SCREWS PER BLOCK INTO SOLID WOOD RIM & BLOCKING: (2) LEDGER-LOK SCREWS JOIST INTO PRESSURE BLOCK

2• MIN. PENETRATION

A

'

1

2

3

u z Cf) ~ w w z (!) z w ~

:3 ...J 0 ~

..... Cf) w z ~ w

Cf)

co +-' Q)

0 "'C c co Cf) Q) +-' 0 z

Project

19 (f)

"O c ro

_:ii:: (.) Q)

0

0 u

CJ) -0 & 0::: Q) c

- I... ro o (..'.) 0 "O c © ro I- >

N N M 0

Number: 1334

Date: 10-10-201

PERMIT

Drawn By: EPK

Checked By:

JP

I Scale:

S1

--~

SOLID RAILING ALONG SIDES; MATCH EXISTING

TT I I

EXISTING/ DECK

11 11 I 11 11 I I I I I TT I I 11 11 11

DECKING; PLANKS; P THRU

r===if'4(f-,'--C~s~x~10;-;BE;,A~M;-------,_=ri===:::_l~..:::::T ____ [:=-4x8 JOISTS

'-._MATCH EXISTING CONNECTION O 16

" O.C. HARDWARE - BLOCK BETWEEN JOISTS

01/ER BEAM

»"it:>,, 1.5 '-.._ 8x8 POSTS ..__ __ .--

GRADE\

- -

RAILING PER-~ CODE

LANDING: 2x6 0 16" O.C.

6x6 POSTS ---i ABA66 POST BASE

:i ti... ~-2 --'12 DIAM. PIER W/ 24" DIAM. BIGFOOT

'io j \ t=: ,~ .QEIAIL 2~:'.:'.S1':.-----

DECK

PRE-MNFRD. STEEL GRATE TREADS

~- /

ELEVATION

--J \

EXISTING DECK

3 1/8 x 10.5 GLULAM STRINGERS

EXISTING 8x8 POST

GRADE

STAIR ELEVATION

3 1 /8 x 10.5 GLULAM STRINGERS

l;o 'IY/1; ~ fz. //

• 0 I ,..

DOUBLE 2x6 RIM HUC26-2 HNGR.

HUC210-2 HANGERS

LANDING: --....1 2x6 O 16" O.C.

WEST FACE OF GARAGE

ROOFUNE ~ ABOl/E

s T.O. SLAB 100·-o·

0 <

s·-o·

4·-0·

b I

;..-

"' I Ct: "'0 ~o Oo

8 RISE 0 6.86 7 TREAD 0 11

18'-0"

12·- o· 3"-0"

EDGE OF DRIVEWAY

SOLID RAILING ALONG SIDES; MATCH EXISTING

r­

IC= --------

Bx8 POSTS

1s.ra·144iP

----[--Bx10 BEAM

I I '<"""'11---EDGE OF

EXISTING SLAB

I LEDGER; SEE DETAIL 3/S1 I

L--- EDGE OF SLAB

3 1/8 x 10.5 GlULAM STRINGERS

2-2x10 RIM MINIMUM

EXISTING DECK

s T.O. DECK 110·-10.s·

DECK PLAN

5ee_ f/,.frt /Jtf..k/fJ14f'M,h /# 7 Z /:O;t.,

CD AZ4J'm /2~u)re.r77evi.h ;Yl

e-r: 1//1µ I dvve//1 n l r .

.~======~6~x~6~P~OS;TS~-=-=-=~1-F-:~r::--=-:1~==~H~U~C~21~0=-~2~~l__---------~----------"' ABA66 POST BASE HANGERS

NO.JES

THICKENED SLAB NOTE

s·

A. 10" THICKENED SLAB W/ 2-#4 CONTINUOUS; SEE DETAIL 1/51

4·-0·

8 12" THICKENED SLAB W/ #4 0 14" EA. WAY 01/ER 12" FREE DRAINING GRAVEL

6"

TYP.

6.5)(1 < 'Z6

6'-s·

;r35-111

STAIR-P AN 7&P

CJ)

·-co ........ ().)

0 "C c co CJ) ().) ........ 0 z

Project

0 0 ->.

I.... ...... c :J 0 0

ro ...... en "'O c ro

.::£ () Q)

0 en . 0 "'O 0) 0:::: ~ c - ,..._ ro o

(.9 0 "'O c

~~ N N (") 0

Number: 1334

Date: 10-10-201

PERMIT

Drawn By: EPK

Checked By:

JP

I Scale:

~

~

C) S2 '--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~========~~