HomeMy WebLinkAbout210 E Burke Ave_BLD993542_2025 (3) CITY OF ARLINGTON
CONSTRUCTION
• PERMIT 7 / —
❑ COMBINATION N BUILDING ❑ MECHANICAL ❑ PLUMBING ❑ SIGN PERMIT NO. �-L-) 42—
j OWNER MAIL ADDRESS CITY ZIP PHONE
ekw- Sr jwrn 56 N-OLYr`IPIG Ayr,- I&IKLIt,1CiTD4-4 9822.3 34,0- q3S- 0-700
ARCHITECT OR DE IGNER MAIL ADDRESS CITY ZIP PHONE
gr-)Aard L-Awwn aSu Wce-shore 19-yi?. CIE 5EATR-E 115115 2o(p• S24o- 1140
GENERAL CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE#
Nord Hbr4klwes-" ?013� -71$ Couwp� a82.38 360-yq5-g93o r1oR �•o�6Rc�
MECHANICAL
II CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE Ir
PLUMBING CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE 11
3 CLASS OF WORK
�RNLW ❑ADDITION ❑ALTERATION ❑REPAIR ❑DEMOLI[ION ❑BUILDING RELOCATION
M'VALUATION OF WORK
Z s 510,1✓oc']
W DESCRIBE WORK
cons-trvK,+a new o-� 591q s'F FzZAIl«c of 6,7(o s•r.
m PROPOSE U USE 01 BUILDING
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA-
w KPAL ES f e— O4 Se 8$5 5'f-.0ERC-E TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI-
Z LEGAL DtS(RIPrIUN Or PROPERTY ISFtpwN BELOW OR ATIACN FOUR COPIES)J SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK
��
J LUf6�BLCICK-I . OF K,4,1-L-EL;Z� G! WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT.THE
a GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITYTO
Lu Cn VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR
TAX ID NUMBER FROM PROPERTY TAX S ATEMENT LOCAL LAW REGULATING CONSTRUCTION OFTHE PERFORMANCE OF
(L /1 �f �, 1 r c A �71 /g 0 0 /rye CONSTRUCTION.PERMIT EXPIRES 1 YEAR FROM DATE OF ISSUANCE.
V2 2( �+ BCJftg F— A�! u�/( NGr✓!' �V/y/�- O�VvV1 j] SIGNATURE OF CONTRACTOR OR AUTHORI AGENT DATE Q
IU8.IUURLSS '1010 -V 15�UV/�0C / b-Z 5 - L ct
t x
(OFFICE USE ONLY)
PLUM13ING MECTIANICAL
NO. TYPE OF FIXTURE FEE x's FIXTURES / NO. TYPE OF EQUIPM124T 4WE i s FIXTURES
ATER CLOSET(TOILET IR COND.UNFIS-H.P. EA. ui li!•"
AIlITUB 1191RIGIRATION UNITS-II.P.EA tip.hat••
-AVATORY(WASI1 BASIN) 301LFRS-II.P.EA. u .list--
1TQwm A,S(FIRED A.C.UNITS-TONNAGEEA ti .lisp"
'ITC' SINK dt DISPOSAL 9tc 'D AIR SYSIEMSL S MEA
ISIIWASItER / ALI,IIEATERSV B. . \ M
UNDRY, JNIT HEATERS-B.T.U. M
LO'THIS WASIIEP Al iyAPoRjvrI>H(CCIpLERS _ f
ATBRAHF?ATL•R \ I I,
iLoTH RYMt
RINA.L �\ .a ILATI PAN" '
RINKING FOUNTAIN ANGBIIOOP COMMERCIAL
LOORIDRAIN IR N UNIT- CPM
ACUU BREAKERS OV
OOF 179tAINS-RAINLEADERS I / ET`ALVIREPLACER CHIMPISY
SINK(SERVICE-BAR,ITM.) ATER I I PAT ER
AS PIPING '( 0 5=$3.00,addnl.= 5
V -Equipmeot tjz.ut b..prplded
SUB TOTAL SUBTOTAL
PERMIT PERMIT -
TOTAL FEE TOTAL FEE
SIDE YARDS I BACK STRELI SET REAR YARD SEA L C ECK NU 8E PLAN CHECK FEE
6 — IB FEE RECEIPT NO.
USF /UryE � LOT AREA % VACANT SITE
— 1-3�-�t Cc' l
I s) _YES JNF VALUATION FEE
TYPL O CONS1 OCCURANCY GROUP NO OFDWELLIN UNITS LAN CHECKING VG
BUILDING $ ✓
SILL OI BLDG NO.Of Sl _S MAX.UC LOAU
1? PLUMBING
FIRE SPRINKLERS REQUIRED t
❑YES -51_NO MECHANICAL T /p
COMMENTS STATE BLDG.CODE
ENERGY CODE SURCHARGE l/1
T/^V)� SEC.3
PENALTY SEC. 03(a) �
q jy+((_;-+4�V�s� -WATER/SEWER FEES
`/fic ,���// TOTAL
JU-L -4 �- 3 1999 � PERMIT VALIDATION
���y��1��p� WHEN PROPERLY VALIDATED IIN THIS SPACE)THIS IS YOUR PERMIT&RECEIPT
C3T 0tC lYV3[aP1-i'� �I(� PAID CR# BY
BUILDING OFFICIAL DATE
Cc:ASSESSOR,APPLICANT,TREASURER,SLOG. DEPT RECORDS COPY
CITY OF ARLINGTON
CONSTRUCTION
• PERMIT
❑ COMBINATION BUILDING ❑ MECHANICAL ❑ PLUMBING ❑ SIGN PERMIT NO.
OWNER MAIL ADDRESS CITY ZIP PHONE
elene. Mson 515 f1"OtYMPie, Avl!,. A► LIWegTai-1 9Sz23 36O• q3S- o*7oo
ARCHITECT OR DE9IGNER MAIL ADDRESS CITY ZIP PHONE
Kv_had Lawson aSoo l.ukeshone 19-VP. NE SEATR-E ci b c I S 20(p• S2co- /1'1 I
GENERAL CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE#
1Jorc1 Nor�wes�' PD•Box 71$ 609wK< . `t82.3$ %o",ry5.gjjo WRpAr-.06(,
MECHANICAAAL11 CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE I
I�//tl—
PLUMBING CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE f
CLASS OF WORK
CCMNLW ❑ADDITION ❑ALTERATION ❑REPAIR ❑DEMOLI PION ❑BUILDING RELOCATION
Q VALUAT ION OF WORK
Z 1 5II0lC.O . '
Lu
Uj DESCRIBE WORK
3" Gons rLy,+ck new oF�cR. bull8Cn f 57gl9 'S.F. ,aS• TRA4C LAwo-� OF 67(o S-F,
Co PRUPOSt D USE OF BUILDING
�,��11
1�P.2L ES'fzttG Vt -F- S �5 5<f.OFF I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA-
W TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI-
Z LLGAL UES('RIPIIUN OI PROPERTY ISttOWN BELOW OR ATTACH FOUR COPIES)J SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK
J LOI-42;Z $BLOCK 67 - OF I-{A�-L•E(Z G WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT.THE
a n GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITYTO
lu �R7� ��� VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR
Lu LOCAL LAW REGULATING CONSTRUCTION OF THE PERFORMANCE OF
TAX ID NUMBER FROM PROPERTY TAX S ATEMENT
CL � of.�-Gd _D CONSTRUCTION. PERMIT EXPIRES 1 YEAR FROM DATE OF ISSUANCE.
SIGNATURE OF CONTRACTOR OR AUTH101 AGENT DATE
LOB ADDa`Lfss v `1 pk- �`(/o7-oCv7 � 1 6.2 5 4
�'7 r x �J.
(Oi'NICE USE ONLY)
PLUMBING ECI IAN ICAL
NO. TYPE OF FIXTURE PEE i a FIXTURES NO. TYPE OF EQUIPMENT FEB i s FIXTURES
WATER CLOSET(TOILED %IRCOND.UNITS—H.P. EA. li .lint-
ATHTUB EPRIOFRATION UNITS—H.P.EA. ? ui .lint•"
VATORY ASH BASIN OILERS—II.P.EA. ? ui .lint,"
1IOWER AS FIRED A.C.UNITS—TONNAGE EA. 7 ti .lint•"
7C1I9N SINK dt DISPOSAL 'ORCED AIR SYSTEMS—B.T.U. MCA
ISFIWASIIER ALL IIEATERS—B.T.U. M
UNDRY TRAY JNIT HEATERS—B.T.U. M
LO HFS WASHER FVAPORATIVECOOLERS
ATER HEATER LOTH ES DRYERS
RINAL 1ENTILATION PAN
KINKING FOUNTAIN LANGE HOOD COMMERCIAL
FLOOR DRAIN kill HANDLING UNIT— CPM
VACUUM BREAKERS STOVE
UOF DRAINS—RAINLEADERS METAL FIREPLACE&CHIMNEY
INK ERVICE—BAR,ETC. WATER HEATER
AS PIPING *(up to 5=$3.00.addnl.=S.75
-Equipment list must be provided
SUB TOTAL SUBTOTAL
PERMIT PERMIT
TOTAL PEE TOTAL FEB
SIUL YARU SE IBA(K STRELI SLTBACK REAR YARD SETBACK PLAN CHECK NUMBER PLAN CHECK FEE
FEE RECEIPT NOD
USE /W0 LOT AREA VACANT SITE
❑YES ❑NO FEES II7&LUATION FEE
TYPE OF CONSI OCCUPANCY GROUP NO.OF DWELLING UNITS PLAN CHECKING NG
BU'LDING f
SIZL OI BLDL.. NO,Of SfURII.S MAX.OCC LOAD
PLUMBING
FIRESPRINKLERSREQUIREU
F 1 yr5 rI Hn MECHANICAL.
iJ STATE BLDG.CODE
COMMENTS ENERGY CODE SURCHARGE
PENALTY U.B.C.
SEC.303(a)
WATER/SEWER FEES
TOTAL
PERMIT VALIDATION
WHEN PROPERLY VALIDATED (IN THIS SPACE) THIS IS YOUR PERMIT&RECEIPT
PAID _CR# BY
cc:ASSESSOR,APPLICANT.TREASURER, BLDG. DEPT BUIEDNGOFFIGAL DATE
RECORDS COPY
INSPECT
ION REPORT
• Permit No.: � "
)Z:4,
Address: Lot#:
Contractor.
Owner:
Date:
•APPROVAL
U VIOLATION ❑ PARTIAL APPROVAL
❑ Corrections listed below MU ❑ CORRECTION REQUESTED
MUST BE MADE before work can be a
❑ Please contact inspector.
❑ Was not able to approved.
❑ CALL 435-0674 FOR perform inspection.
y� RE-INSPECTION -24 hour notice required.
Inspec
Date:
TYPE OF INSPECTION REQUESTED
❑ Under-floor
❑ Footing ❑ Framing
❑ Drywall, ❑ Gas Piping
❑ Shea N
❑ Foundation r N Nailing ❑ Consultation
❑ Mechanical ailing
❑ Grid ❑ Groundwork
❑ Wood Stove ❑ truct. Slab
❑ Masonry ❑ Rough-in
❑ Drainage Final
❑ Other:_ ❑ Insulation
INSPECTION REPORT
Permit No.: S Lot# _
Address: mil,` L�h.�i
�`
Contractor: L ��L(� -�?l -�5-3--
• Owner: ��'�� /.���p�-��
Date:
❑ APPROVAL ❑ PARTIAL APPROVAL
❑ VIOLATION ,,❑ CORRECTION REQUESTED
❑ Corrections listed below MUST BE MADE before work can be approved.
❑ Please contact inspector.
❑ Was not able to perform inspection.
❑ CALL 435-0674 FO%RE-INSPECTION -24 hour notice required.
Inspector: Date:' � C)��
TYPE OF INSPECTION REQUESTED
❑ Under-floor ❑ Framing ❑ Gas Piping
❑ Footing ❑ Drywall, Nailing ❑ Consultation
❑ Foundation ❑ Shear Nailing ❑ Groundwork
❑ Mechanical ❑ Grid ❑ truct. Slab
❑ Wood Stove ❑ Rough-in --Z�inal
❑ Masonry ❑ Drainage ❑ Insulations-
❑ Other:
INSPECTION REPORT ^}
Permit No.: /' ,�5 �{ Lot #:
Address es r?eAe _-,
Contractor:
Owner:
Date: )-1
d APPROVAL ❑ PARTIAL APPROVAL
❑ VIOLATION ❑ CORRECTION REQUESTED
❑ Corrections listed below MUST BE MADE before work can be approved.
❑ Please contact inspector.
❑ Was not able to perform inspection.
❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required.
Inspector: - Date:��- �
TYPE OF INSPECTION REQUESTED
❑ Under-floor ❑ Framing ❑ Gas Piping
❑ Footing Drywall, Nailing ElConsultation
❑ Foundation �C] Shear Nailing ❑ Groundwork
❑ Mechanical ❑ Grid ❑ Struct. Slab
❑ Wood Stove ❑ Rough-in ❑ Final
❑ Masonry ❑ Drainage ❑ Insulation
❑ Other:
I'� ' A�INSPECTION REPORT
Permit No.: " Lot #:
Address: C�loff E Azzh a,
Contractor: lLbpw /ULd
Owner:
Date:
APPROVAL ❑ PARTIAL APPROVAL
OLATION ❑ CORRECTION REQUESTED
❑ Corrections listed below MUST BE MADE before work can be approved.
❑ Please contact inspector.
❑ Was not able to perform inspection.
❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice re uired.
ii
Inspector: _ Date:4) C
TYPE OFjOSRE.CTION REQ�VG
D
❑ Under-floor Framing as Piping
❑ Footing ❑ Drywall, Nailing onsultation
❑ Foundation ❑ Shear Nailing ❑ Groundwork
❑ Mechanical ❑ Grid ❑ Struct. Slab
❑ Wood Stove ❑ Rough-in ❑ nal
❑ Masonry ❑ Drainage Insulation
❑ Other:
r
- ) INSPECTION REPORT )
Permit No.: .S
• � � Lot#: _
Address:
Contractor:
Owner:
Date:
❑ APPROVAL �ARTIAL APPROVAL
El VIOLATION ❑ CORRECTION REQUESTED
❑ Corrections listed below MUST BE MADE before work can be approved.
❑ Please contact inspector.
❑ Was not able to perform inspection.
❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required.
Inspec o
Date:
TYPE OF INSPECTION REQUESTED
❑ Under-floor XFirarning
❑ Gas Piping
❑ Footing rywall, Nailing ❑ Consultation
>❑ Foundation ❑ Shear Nailing ❑ Groundwork
�Iechanical rid ❑ Struct. Slab
❑ Wood Stove ough-in ❑ Final
❑ Masonry ❑ Drainage ❑ Insulation
❑ Other:
INSPECTION REPORT --�
Permit No.`1 —36Y,� Lot#:
Address: L-Q/-a
Contractor: &i �
• Owner: ('�)Yw, 1r�
Date:
�F�ROVAL ❑ PARTIAL APPROVAL
❑ VIOLATION ❑ CORRECTION REQUESTED
❑ Corrections listed below MUST BE MADE before work can be approved.
❑ Please contact inspector.
❑ Was not able to perform inspection.
❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required.
Inspec Date:
TYP OF INSPECTION REQUESTED
❑ Under-floor ❑ Framing ❑ Gas Piping
❑ Footing ❑ rywall, Nailing ❑ Consultation
❑ Foundation Shear Nailing ❑ Groundwork
❑ Mechanical ❑ rid ❑ Struct. Slab
❑ Wood Stove ❑ Rough-in ❑ Final
❑ Masonry ❑ Drainage ❑ Insulation
❑ Other:
INSPECTION REPORT
Permit No.: S `� -Lot #:
Address: j
Contractor:
• Owner: '7-()3 — 3
Date:
APPROVAL ❑ PARTIAL APPROVAL
❑ VIOLATION ❑ CORRECTION REQUESTED
❑ Corrections listed below MUST BE MADE before work can be approved.
❑ Please contact inspector.
❑ Was not able to perform inspection.
❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required.
Inspector: Ae _ Date 1 -
TYPE OF,INSPECTION REQUESTED
❑ Under-floor ❑ Framing ❑ Gas Piping
❑ Footing ❑ Drywall, Nailing ❑ Consultation
❑ Foundation ❑ Shear Nailing ❑ Groundwork
❑ Mechanical ❑ Grid Struct. Slab
❑ Wood Stove ❑ Rough-in ❑ Final
❑ Masonry ❑ Drainage ❑ Insulation
❑ Other:
INSPECTION REPORT
Permit No.: • 3 5 4?,Lot #:
` Address:
Contractor:
Owner: "J'�o`
Date:
*APPROVAL ❑ PARTIAL APPROVAL
❑ VIOLATION ❑ CORRECTION REQUESTED
❑ Corrections listed below MUST BE MADE before work can be approved,
❑ Please contact inspector.
❑ Was not able to perform inspection.
❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required.
Inspector: } Date:
TYPE OF INSPECTION REQUESTED
❑ Under-floor ❑ Framing ❑ Gas Piping
❑ Footing ❑ Drywall, Nailing ❑ Consultation
❑ Foundation ❑ Shear Nailing ,Groundwork
❑ Mechanical ❑ Grid ❑ Struct. Slab
❑ Wood Stove ❑ Rough-in ❑ Final
❑ Masonry ❑ Drainage ❑ Insulation
❑ Other:
INSPECTION REPORT '-
G(�Gfu�Pi1�.�
Permit No.: ;3s Lot#:
Address: /o� ��iGl�L T
Contractor:
• Owner:
Date: 1/-3 _9 r�206 S/D
❑ APPROVAL ❑ PARTIAL APPROVAL
❑ VIOLATION ❑ CORRECTION REQUESTED
❑ Corrections listed below MUST BE MADE before work can be approved.
Please contact inspector.
Was not able to perform inspection.
❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required.
13)
Y__
Inspector: Date:
TYPE OF INSPECTION REQUESTED
adeeSlnczr ❑ Framing ❑ Gas Piping
❑ Footing ❑ Drywall, Nailing ❑ Consultation
❑ Foundation ❑ Shear Nailing tLU] *!n
oundwork
❑ Mechanical ❑ Grid uct. Slab ��
❑ Wood Stove ❑ Rough-in aI
❑ Masonry ❑ Drainage ❑ Insulation
❑ Other:
INSPECTION REPORT -
Permit No.: y--A Lot#.
Address: , > /,-� 4 -
Contractor:
• Owner: 2 -,3-3C, --9s/,� p
Date:
,U-0-PROVAL ❑ PARTIAL APPROVAL
❑ VIOLATION ❑ CORRECTION REQUESTED
❑ Corrections listed below MUST BE MADE before work can be approved.
❑ Please contact inspector.
❑ Was not able to perform inspection.
❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required.
TEA i L.L _A-A 1 r j -
dA� /0
Inspector: Date:
TYPE O 'INSPECTION REQUESTED
❑ Under-floor ❑ Framing ❑ Gas Piping
❑ Footing ❑ Drywall, Nailing ❑ Consultation
Foundation ❑ Shear Nailing ❑ Groundwork
❑ Mechanical ❑ Grid ❑ Struct. Slab
❑ Wood Stove ❑ Rough-in ❑ Final
❑ Masonry ❑ Drainage ❑ Insulation
❑ Other:
0-4—
'INSPECTION REPORT r
Permit No.: 77 - 35/M Lot #: '
Address: 62AR A GcZ -
Contractor: �
Owner: IV /VAY- •�
Date:
APPROVAL ❑ PARTIAL APPROVAL
❑ VIOLATION ❑ CORRECTION REQUESTED
❑ Corrections listed below MUST BE MADE before work can be approved.
❑ Please contact inspector.
❑ Was not able to perform inspection.
❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required.
nspec or: N Date: -
TYPE OF INSPECTION REQUESTED
❑ Under-floor ❑ Framing ❑ Gas Piping
Footing ❑ Drywall, Nailing ❑ Consultation
❑ Shear Nailing ❑ Groundwork
❑ Mechanical ❑ Grid ❑ Struct. Slab
❑ Wood Stove ❑ Rough-in ❑ Final
❑ Masonry ❑ Drainage ❑ Insulation
❑ Other:
WINDERMERE SEPA 289
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YICINITY MAP
sididing
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t!19�wurnngron Sine Nonnwdendai E.rterylY C:aos Tnu Fame Juy,t99a
Project Address 2l ke. Dam ,,LS •a�c�
The following information is necessary to check a building permit application for compliance with the building envelope requirements In the
Washington State Nonresidential Energy Code.
Appllcaeility I Cade Location I Building Departrnent
(circle) Section �Comoonent Infornadcn Required on Plans Notes
GENERAL REQUIREMENTS (Sections 1301-1314)
1301 1 Scree I ur.c;ncroeneo scares.cenunea on clans d aileweo
I 1302 I bDace neat:Ype I All c+4,4J15I I
yes I Ele=c resistance I
Cater 1 Ineimte on cians Tat ele=c esistance neat snot ailowea I A- I
ye• �o I 13102 SemMeatea spa tas I sent neateo scaces,den ea on clans if ailowea I I
1311 msllmon II I
n ,o a.a. 1311.1 1 insui.insrailatian Indicate aensities and Cearances -( -�I
1311.1 Root/ceiling ins>u. Ircicate r�•vatue on root sec�cns rcr attics and other roots:
Indicate clearances for attic insulation;
Indicate baffles if save vents installed;
Indicate face starting at faced batts
1311.3 Wall insulation Indicate R-value on wail sections;
�J Indicate farm sung of faced bads;
Indicate above grade exterior insulation is protected;
Indicate loose-fill core insulation for masonry walls as necess;
Indicate heal caoacty of masonry walls
if masonry oction is used or if cedit taken in ENVSTD;
yes no a 1311.4 Floor insulation Inci=-m P-value din:,oer sec�cns;
Indicate substantial contact with surface;
Indicate supports not more than 24'e.c;
Indicate that insulation does not blade
airflow through foundation vents
,yea no a_a. 1311.5 SlaD-ontgrade door Incacate R-value din wadcccn se or teundancn detail;
Indicate slab hmlatidn extends down vertically 24'from top; I A-(G
I I I I Indicate above grade exterior insulation is protected
you no 's.a 1311.6 Haatanttloor Inacam R-value cr. c wail secn or'cuncaaon detail;
Indicate stab insulation extends down vertically 36"from Tie top;
Indicate above grade exterior insulaton is protect
Indicate insulation also under entire slab where reord.by Mical
1312 I Glanng ana Boors F-cvice cwcuiancn or giazng area(inauaing Odin vertical /�,t
vertical and ovemead)as percent of grass wall area
1312.1 U-tacors Inac."-rp giamng and coor u-raccrs on glazing and door
schedule(provide area-weighted caleuladons as necessary);
Indicate if values are NFRC or default,if values are default
then specify frame type,glazing layers,gap-width,low-e
coatings,gas dings
yea ao V 13122 SHGC&SC I ineicate gianng scaar neat gad caeffiCent or Snaaing ( I
coeffident on glazing schedule(provide area-weighted
-to leper hv-u._i_ iflc� w/ Mcc�,lA sc+G'_, calculations as necessary)
1313 Motmre control I
y. no a.a. 1313.7 Vapor retarders I Indicate vapor retai ers on warm side
13132 Fwucel N vap-reL I Indicate vapor re au er an root secro n; I A_&
Indicate vap.retard.with sealed seams for nail-wood strut.
1 1313.3 IV ad vaDcr rerarcer I Indicate va=retarder on wad secron
,ya no n.a.l 1313.4 I Ficorvaeor retaroe I Indicate vapor retarder on boor se=on I — I
ee ao (eD. 1313.5 1 Crawl space van,ret I Inacam six and bwcc Doiyernynere ovenac Dea 12'on grouna I
1314 1 Ar Ieaxage
` no z.a.) 1314.1 I blog.envel.searing I Indicate sealing,caulking,gasxeting,ana weamerstmpping I A
Cf no n.a. 13142 GlaancydoorseaGr1g Inalcatewe.&eszicDng
I 1314.3 I Asserno.as auks I inelcate seajing,c3inicng and gasxeang I I
PRESCRIPTIVEICOMPONENT PERFORMANCE(Sections 1320-23 or 1330-4)
no I Envetaps Sum.r=omt mcietiac ano aaaclea.
Provide component performance wcrksheet if necessary
Provide ENVSTD screen 1 cutout I necessary
It "no" is circled for any question, provide explanavon_
RECEIVED
JUL 13 1999 0(�
CITY OF ARLINGTON
��J:7�F ''VV35rllt1{y-iUfl J�aC ivvui ca:�c:.a:u �.ic�yy ��`•� —�• ..+..�•• _....
• 1 • Summary
1994 Wasnington State Nonmsq•rmal En•rV Coon Car 'Fames : o'1994
Project Info Projea Address 212 12 cJ R r,F— Date 6.2c�. q Ct
Q 8 2 2 Department�j For Building Department Use
AR,Lj t-1 CaTO h� WPC• L
Applicant Name: I C kZi<-a L-zLt.JS O v-i
Acpticant Address: a1 c j00 L :RkQS k,:2re ISI vd l4E 5'6c+Z o.g 115
Appiicant Phone: /1A(o 5 Z(O - 11141
Project Description ' New Building Q Addition Alteration
(.�,Presc�ptive �-Ugtlting Power Aflowanca Systems Analysis
Compliance Option (see Cualficatfon Cheddlst(over).Indcate Presc:iodve&LPA soaces clearly on puns.)
Alteration Exceptions No ctianges,are being made to the fighting
(check appropriate box) ❑Law titan 60-%of the foaures are new,and insmied lighting wattage is not being increased
Maximum Allowed Lighting Wattage (Interior)
Location(floor/roam no.) occucancy Description W�An�oTwed
�Areaae Allowed x Area
RCON 1 C F- c I I- Z 1 S9 19 1 '710 L B
Ise ur.ir. -tO A O.5 1 6740•7 1 3
I I I I
I I I I
I I I 1
From Table 15-1 (over)-document all exceptions taken from tooinctes Total Allowed Wail Lq y •'L
Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts'or Interior)
Location I Number of Watts/ I Watts
(floor/room no.) F;mire Destrtction Fbttues Fixture Pr000sed
ST F(mR I 2X H FLUOR- • T9 I 1(00
It W.,-j c-1 H 7 FLUCP, • I 2 32 I $(a
Li
n WA t-AOUN 2 I 1 �5 1 2 4o
I GE(WN Moor-iT-V--c2 FLUOR . I 40 I 40
Aw1VZ�. I 2 X F • I 8 1 2
q 1 (OW WGv4T LUOK • I '2- 1 32
I I I
Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts) t I 1 8
Maximum Allowed Lighting Wattage (Exterior) !!
Avowed Watts I Area in ft= Mowed Wags
Location Desaiotion oer't=or Der ff (or If for perimeter) x�(or x►11
Covered Parldng 02 W/ft= I I
Open Paridng 1 02 Wle
Outdoor Areas I 02 WMI I I
Bldg.(by facade) I o25 We I I
Bldg (byperim) I 5UII_V1It4Ca PERIr-(ET-Ere,, ( 7swnf 311.33 I 2�3C�
Note:for building exterior,abase either the tacade area or to penmew method,but not bcM) 1 otai Allowed Wa= 'z 5,3 c I
Proposed Lighting Wattage ('Exterior) May not exceed Total Allowed Watts f;r Exterior)
Number of Watts/ `Nags
Location Fxture Descipdon Fktures 'roposed
50FFI,T' I L�w� `7"7 C-71-15
WALL I WALL PPcK 5 Ll 5 U
( I I I
Total Proposed Watts may nat exceed Total Akwed Watts for EX!ericr Total Proposed Wa= 1-1 15
1994'Nashington Slate Namdarrdat En•rgy Cod•Comm!M%=Forms :wy,1944
v
Project Info Project Address -L l 'L t!xjr?,� A\4 E i Date
AR LI►-iU-rO 14 WN, For Building Department Use
Applicant Name: f'Ic1,\-Acd LZtt,r-so
Applicant Address: G1c' ( I�CS�o/� �`Id. t'E q� I
Applicant Phone: Zp(p S249- 1114 j
Project Description I New Building ❑ Addition ❑ Afteration ❑ change of Use
Prescriptive ❑ Component Performance ❑ tEIVVSTD Cl Systems
Compliance Option (See Decision Flowchart(over)for qualificatlons) Analysis
Space Heat Type I ❑ �eciric Resistances An other (see over for definitions)
Total Glazing Area
Glazing Area Calculation (ugh opening) Grass Exterior
Note:Below grade walls may be included in the (ventral&ove&4 divided t7y Wall Area times 100^cuais :Gla<ing
Gross Exterior Wall Area it they are insulated to
the level required for opaque waltz. X 100
❑Check here if using this option and if project meets all requiremern for the ConcretcMascM Cotton. See
Concrete/Masonry Option Decision Flowchart(over)for qualifications.Etter reccrements for each qualifying assembly in the table below.
E.nveiope Requirements(enter values as aopl'uabie) I Opaque Concrate/Masonry Wall Requiremeff s I
Fully heated/cooled space Insulation an interior-mammum U-facaor is 0.19 i
Minimum Insulation R-values Insulation on exterior or integral-maximum U-fa=r is OM-
Roofs Over Attic I �Q' 3� if proje�qualifies for CencretwMasonry Cption.list walls
with NC a 9.0 BtwfF-'F below(otter walls must meet
IAII Other Roofs Ccaque Wall regdrements). Use descipdons and values
Opaque Walls I from Table 20-5-b in the Code.
Below Grade Walls Wall Description 11-factor
Floors Over Unconditioned Space I N/A (induding insulation R-value&position)
Stabs-on-Grade I 1;F- 10
Radiant Floors I WA i
Maximum Lkactars
(Opaque Doors I U' a(00
Vertical Glazing o _0.(,0
Overhead Glazing I N 1A,
Maximum SHGC(or SC)
VerdcaUOvemead Glazing
I I
Semi-heated space'
Vuwnum Insulation R-values
Roofs Over Semi-Heated Spaces-
-Refer to Section 1310 for qualifications and requirements
Notes:
8y4 wasningien Stab rvonresicential energy:;c4e t:ompiiance Forth
,
- • • - VA I• •
199A Wasnmgton State Nonntstdendal Energy Code Cdrnptiar4d FOR July,is"
Decision Flowchart Use this flowchart to determine if pmlea c:a6(ies trte optional Prescriptive Option.
for Prescriptive Option If not,either tine Component Performance or Sys-.errs Analysls Options must be used.
1002 Soaae Heat Type:For the purpose of datenninkV bwidi g anwloos Ereoio flausu ee Spa=heating systems which sae alecuv:emsranee
repurremems,lie following two categories compnse all spay heating typaz O aameres as 7e wouvy heatkg system irrirdnq baseboard.raiders.and
r..0aw AM other space nesting systems irdudlnq gas.Solid fueL Oil,and Start .`grad air tatm-cam o total elecaic reeisranos heat eapac ty etsaeda 1.0
propane space heating systems and those systems listed in Me e>sptnn toWrle cf the gr--m;cmxwlorr floor ants. Esnpdon:Heat ptsnps and
skean resistanes. (continued at right) 7rrnrvl eis=C.smstanue hesti g in variable airvahane dls *Won sysnrrs.
ce[siC
Resstaltce
ly no Heat? yea
4wags
Y �y All
a!Criteria CK7 al Crusts CfC7 waft A-19
no (below) Yes I yes (below) nD ?
yet no. I no 1 Yee
<4oy. Y �,. �0x
Y QOX
no no a�)9 ro no
yes I Yea Yes I I Y.a
r
An Irtad don ftWedl Ii All etsmtled7 I A Y%XW , 40 Irstda>im Ynstaded?
ICoaoue Wads R-11 i Gbaque Walt A-11 I i0oacve Wah A-19 Ovaqus Wads R119
i(Below grade Walls(ex) A-10 Mazorvy wads(teal U-0.19 I Masortry viols(r7a U-0.19 Below grade waft(6 47 r1-10
Below grade walls(otttr)A-i t 1 I Masorry Walt(alter) tJ-025 masorvy.ralt(clterl Lt-025 Blow grade walls(W r)A-19
Roofs aver atfin A 30 Below grade wads(eay FI-10 Below trope watt(sue A-10 Roots eves amp Roots
+fAil amer roofs R-21 Below grade weft(olv)R-11 Below grace weds tma7 A-19 All alter mots R-M
1 Poors over u corvi . A-19 Root aver ibis A-00 I Rows over=c: R38 Pba over un=r d. A30
l Siaos-an-grade R110 Al alter mats R-21 ' .AO cner moia R-W Sr"abs-ort9mde A110
Paoartt loors R110 I Room aver urcand.so. A-19 Foors over a corst R30 Radiant floors A110
coaous doors U-0.50 1 Slaha- Hyade R-10 saGsen-grade R110 Fcamm doors U-0.60
i RadianttSm. R-10 IRad=iotss A110
G amrg CritPna Met? ! Opaque doom U-0.60 ICraque doors U-00 IC=V Crterm Md? t
�
C-J ng Vert OH 1 Gay CMerm Mat? I Gtaatg Gera Adefl I GL=ng Vert. Olt
Area:. U U SkGC
Area U U SHW
00-15% 090 1.45 1.00 r Gla:rtg Vert off Ica q v.rt. CH 00-20x 0.40 090 1m
,.0.75 1.s0 1 00 ( Area% U U SHW Arta% U U SHW
2030'. 0.65 I 00-15% 090 1AS 1.00 00-W-- GAO 090 I= yes no
250 1 15-W% 0.75 1.40 1M
2"M am 120 OM Yee no
no Yes 30-M 030 125 0.45
�I � yets
Path Allowed
:oncrete/Masonry Option* Wall Heat Capacity (HC) 'It lie area
weighted heats:ernoty Description Assy.Tag HC" I Area(s>j HC x Area empty Nq of
the total above
grade wall is a
minimum of 9.0,
the Concrace
Masonry Option
may be used.
- For framed
Walls,assume
HC=1.0 unless
Italagatiom are
provided:for all i
other walls,use
Totals Section 2009.
Area weighted HC:divide t wal of(HC x area)by Total Area
FILTER FABRIC MATERIAL 60" WIDE ROLLS NOTE: SPACING BETWEEN POSTS
(USE STAPLES OR WIRE RINGS TO NOT TO EXCEED 6'
ATTATCH FABRIC TO WIRE) \
in
WIRE MESH SUPPORT FENCE
FOR SLIT FILM FENCES
2" BY 2" BY 14 GA. WIRE
FABRIC OR EQUIV. —\ b
N
—I O
I
—I I PE
—III I I I \III_
PROVIDE 3/4" —1 1/2"
WASHED GRAVEL BACKFILL
IN TRENCH AND ON BOTH
SIDES OF FILTER FENCE
FABRIC ON THE SURFACE -
8" MIN.
2" BY 2" WOOD POSTS
(STANDARD OR BETTER
OR EQUIV. ALTERNATES: -
STEEL FENCE POSTS) -----
ii
FILTER FABRIC FENCE
NOT DRAWN TO SCALE
XG NO.` SEDIMENT CONTROL
DEWNE°By FILTER FABRIC FENCE
°rt"xa Or
4181 Saltsprings Drive • Ferndale, WA 98248
°By: Phone (360) 380-2507 • Fax (360) 380-2507 °"'� SCALE:
N/A
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OCT-01-99 FRI 14 :22 HIGA ENGINEERING 2529551 P. 01
— t
floA
�n nM\y^:♦ 15
ENGINEERING, INC. �� � Hewitz Avenue ■ Suize 401 ■ Everett, Washington 96201 ■ (206) �52 2�2G ■ tax; 252 9551
FAX TRANSMITTAL
DATE: q q
TO: f-�, nderzon
COMPANY/AGENCY: Ck.� CP �C�1r1 t-o�►' - FAX NO.: `— 39 o�
NUMBER OF SHEETS INCLUDING Tl`IIS SHEET: (�l
Please call if you do not receive all pages.
MESSAGE:
OCT-01-99 FRI 14 :22 HIGA ENGINEERING 2529551 P. 02
HIGA
INEERING, INC. 1721 Hewitt Avenue • Suibe401 ■ Everett,'Washingccn SE201 r 14251252-2820 0 fax. :25R-9551
October 1, 1999
Mr. Dave Anderson
City of Arlington
Building Department
238)`North Olympic Avenue
Arlington, Washington 98223
Re: Final Submittal of Windermere Construction Drawings
For Building Permit
Dear Dave:
Attached to this letter are the final revisions to the Windermere office building. Per Earth
Tech's suggestions we have raised the building elevation to avoid a"cataclysmic flood."
This change has no effect on the stormwater facilities in the project, so they have not
changed. We have resolved all of the issues with.Earth Tech. We look forward to your
signature on the building permit. Please give me a call me if you have any questions.
Sincerely,
1-liga Engineering, Inc.
k
LWBurkholder �
irector of Planning
OA, '1199,9
cc: Oren Bryson
O�
i
Memorandum �7
To: Gene Bryson
CC: Ken Reid,Paul Richart,Dave Anderson,and File
From: Marc Hayes
Date: 01/14/2000
Re: Revisions to paving
Gene,per our conversation at the site on 1\11\2000 we have arrived at the following agreement.
1. The alley will be paved the entire length at a width of 12 feet to the specifications that were
provided to you.
2. The pavement section for the parking area has been revised to eliminate the 3 inches of ATB,
which is excessive for your site.
3. The replacement of all sidewalks that abut the property.
If youlave any q estions please feel free to contact me at 403—3457.
Marl
c Hayes
1
10800 Northeast Sth Street, Seven Moor, Bellevue, Washington 98004
CITY OF ARLINGTON
WORK AUTHORIZATION
Project Name: 9%V*(— E,,)rl4rE OFFt(.y, BLIN6
Description: 09,N i J A 6& R ZP64T � FPQ,,,� Foy
WITK DOE Mpr4QA(, 4 TNg- Ct" Or- AgLtlJGrot,) 'S-r&tmA*w
Services Authorized: SE A-rrAtcgea LF rrE� DATw -71MIOA Telephone
2o6.455.9494
Facsimile
2o6.453.9470
Schedule: Start 7 ! / 99 Completion 9 / /99
Authorized Budget: $ 1 Soo. oo
City Billing Reference:
J
ET Project Manager. 4"N,) ROSCNYCA
ET Project Number: _0-4 h61 . ;1 I. O 1
Prepared By: 7 4
Date
City of Arlington t q
Authorization:
/Date
E A R T H `• T E C H
Formerly Barrett Consulting; Group
toSoo Northeast Sch Street, Seven door, Bellevue, Washington 98004
July 28, 1999
City of Arlington
Dave Anderson
238 North Olympic
Arlington, WA 98223
Re: Windermere Real Estate Office
Consultant Services Contract Fee Breakdown
Dear Dave Anderson:
Following is the scope of services which includes the estimated hours for each task
to review the Drainage Report and Plans for the above referenced project.
Telephone
Drainage Initial Review:
Task Hours 425,4 55,9+9 4'
1. Site Visit 2
2. Review Preliminary Storm Drainage Report,check conformance Facsimile
with DOE Stormwater Management Manual,review calculations. 6
3. Review design drawings for conformance with City of Arlington 4 2 s 4>3.9 4 7 O
Developer Design Standards for the storm drainage system, review
erosion and sediment control plan. 4
4. Write Summary 2
5. Meet with City of Arlington,Developer and/or Engineer to discuss
review. 3.5
Sub-Total 17.5
Total Cost:
Drainage= 17.50 hours @ $100 =$ 1750
Expenses =$ 50
TOTAL COST =$1,800
It should be noted that the City of Arlington will review all other aspects of the Site Plan
except for drainage items. The City will also review all zoning requirements and required
permits.
Very truly yours,
Earth Tech,Inc.
�aj_0_0_
Debbie Maroon
Project Engineer
E A R T H `' T E C H
A tgC0 INTERNATIONAL LTD COMPANY
H 1GA
ENGINEERING, INC. 1721 Hewitt Avenue ■ Suite 401 ■ Everett, Washington 98201 ■ (425) 252-2826 ■ fax: 252-9551
RECEIVED
October 1, 1999
OCT 4 - 1999
Mr. Dave Anderson
City of Arlington CITY OF ARLINCTON
Building Department
238 North Olympic Avenue
Arlington, Washington 98223
Re: Final Submittal of Windermere Construction Drawings
For Building Permit
Dear Dave.-
Attached to this letter are the final revisions to the Windermere office building. Per Earth
Tech's suggestions we have raised the building elevation_ to avoid a"cataclysmic flood."
This change has no effect on the stormwater facilities in the project, so they have not
changed. We have resolved all of the issues with Earth Tech. We look forward to your
signature on the building permit. Please give me a call me if you have any questions,
Sincerely,
Higa Engineering, Inc.
P
Burkholder
of Planning
cc: Gene Bryson
WINDERMERE REAL ESTATE OFFICE
LEGAL DESCRIPTION
ADDRESS
LOTS 69 79 AND 8, BLOCK 15 HALLER CITY, ACCORDING TO THE
PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 22,
RECORDS OF SNOHOMISH COUNTY, WASHINGTON.
212 BURKE AVENUE
WINDERMERE REAL ESTATE OFFICE
LEGAL DESCRIPTION
ADDRESS
LOTS 69 79 AND 8, BLOCK 15 HALLER CITY, ACCORDING TO THE
PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 22,
RECORDS OF SNOHOMISH COUNTY, WASHINGTON.
212 BURKE AVENUE
BUILDL,-C '?ER1tifIT APPLICATION C-`TECgLIST
RES & DUPLEX CONEM & IND
APPLICATION a'� APPLICATION
SITE PLAIN SITE PL?��
ARCH. DRAWINGS ARCH. DRAWINGS
STRUCT DRAWINGS 1/ STRU CT DRAWINGS
LEGAL DESCR=ION L,-' L.EGAL DESCRIPTION
ENERGY CALCS ENTERGY CALCS
STORM DRAINAGE STORM DRAINAGE
SEPTIC T INK DESIGN SEP A CHEC=ST
L'ITL.ITY DRAWINGS
=CT CALCS
Three ( 3 ) copies of each are required Four ( 4 ) copies of each are required
for almlication for arplication
ZONING SETBACKS: FROM-T
USE REAR
LOT COVERAGE SIDE
PERM TRAC=G
Name: Permit it 9/ — y
Project Type: -7�- Cow �� �2�Date Re:rived 7 13 �
J
DISTRIBUTED DISTRIBUTED RETURNED
Public Works Engineering
Fire Dept John Farrens
Date returned for corrections
Date resubmitted with corrections
Date ready to issue: Date issued:
B uild\formslchccldst
\1
7
CITY OF ARLINGTON
Building Department
PLAT KING AND ZONING REVIEW
I. ZONING COWLIANCE:
A. Zone Classircadon
B. Permit Use: Yes — No
C. If no, extension of non conforming use:
D. Minimum lot size required:
Shown
E. Yard Requirements:
Required Shown
1. From
2. Side
3. Rear
F. Height limitations, Maximum
G. Landscaping and plan required: Yes No
H. Parking:
1. Off street parking required: Yes No
2. Plan provided: Yes No
3. Adequate parking provided: Yes No
II. LOT COVERAGE:
A. Allowed: More/Less
Shown: Approved
DETERMINATION OF S.E.P.A. CATEGORICAL EXEMPTION
Action / Application Title: SFR Brief Description Of Action: EXERT
Code reference allowing exemption: W.A.C.197-11-800 1(b)
Person making determination:
Date:
WINDERMERE REAL ESTATE OFFICE
LEGAL DESCRIPTION
ADDRESS
LOTS 69 79 AND 8, BLOCK 15 HALLER CITY, ACCORDING TO THE
PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 22,
RECORDS OF SNOHOMISH COUNTY, WASHINGTON.
212 BU R I( AVENUE
WINDERMERE REAL ESTATE OFFICE
LEGAL DESCRIPTION
ADDRESS
LOTS 69 7, AND 8, BLOCK 15 HALLER CITY, ACCORDING TO THE
PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 229
RECORDS OF SNOHOMISH COUNTY, WASHINGTON.
212 BURKE AVENUE
WINDERMERE REAL ESTATE OFFICE
LEGAL DESCRIPTION
ADDRESS
LOTS 69 79 AND S. BLOCK 15 HALLER CITY, ACCORDING TO THE
PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 22,
RECORDS OF SNOHOMISH COUNTY, WASHINGTON.
212 BURKE AVENUE
WINDERMERE REAL ESTATE OFFICE
LEGAL DESCRIPTION
ADDRESS
LOTS 69 79 AND 8, BLOCK 15 HALLER CITY, ACCORDING TO THE
PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 22,
RECORDS OF SNOHOMISH COUNTY, WASHINGTON.
212 BURKE AVENUE
Planning Commission Meeting
Arlington School District Board Room
July 20, 1999
6:30 — 7:00 Workshop: Ken Reid — Director, Public Works Department with attending
City Staff Mayor Bob Kraski and Thom Myers — City Administrator
The meeting was called to order at 7:22PM by Chair Gonzales who then led the pledge
of allegiance to the flag.
Commissioners present: Fred Foster, Marilyn Giebel, Dale Hastings, Dan Anderson,
Dale Hastings
Not Present: Mike Thomas, Minda Phillips
City Staff Present: Ed Davis -Senior Planner, Patrick Hewes -Associate Planner;
Jan Bauer- Secretary to the Planning Commission
Approval of Minutes: Commissioner Foster moved to approve the minutes of
July 7, 1999. Marilyn Giebel seconded the motion which passed with a unanimous vote
of approval 5 yes, 0 no, 0 abstain, 2 not present.
NEW BUSINESS:
Design Review— Windermere Real Estate Office and Project.
At this time Chairperson Gonzales acknowledged that she had worked for the company
and felt that this would not be a problem in her decision making process. No objections
were voiced.
Associate Planner Patrick Hewes presented an overview of the project site and
reminded the Commissioners that this is a design review project and that these are
guidelines, not project requirements. He also explained that the project did not meet
certain guidelines, but that the guidelines were written with the CBD-1 subzone/Olympic
Avenue retail area in mind and the guideline's imperfections, rather than the proposal
itself, mostly caused this issue of guidelines not being met.
Discussion and explanation included the surrounding establishments, buffers, color
schemes, landscaping, minimum height requirements, siding color, canopies, window
glazing, window trim and setbacks.
Mr. Hewes summarized the staff facts and findings and, referring to this as an attractive,
creative design, recommended approval subject to staff conditions of approval.
John Burkholder, of Higa Engineering and representing Gene Bryson and partner of
Windermere Real Estate, discussed the project. He spoke to the five conditions of
Page 1 of 5
City of Arlington Planning Commission July 20 1999
approval. He stated that existing street lights would sufficiently illuminate the parking
lot, that on-site light would not be necessary. He stated that an irrigation plan was more
appropriately added during the building permit review. He agreed to the screening and
fencing of the dumpster entrance. He disagreed with the Broadway facade base
detailing, arguing that the facade in its present design is sufficient. He disagreed with
the extension of the Broadway side's windows downward, arguing that larger windows
would expose the cluttered and unattractive interiors of working office space to the
street He did not speak to the condition of no tinting, reflection, mirror or otherwise
opaque windows. He challenged the Commission to interpret these guidelines,
reminding them of the location of the building within the community.
Commissioner Foster noted that the structure is located within CBD-3 sub-area of the
Olympic Ave. retail area and the UDC speaks mostly to the Olympic Avenue area. He
went on to state that this structure fits in nicely within the adjacent structures, yet does
not offend the UDC.
Commissioner Foster moved to approve the Windermere Real Estate Office Project,
subject to facts and findings of the Staff Report. His motion included the conditions of a
dumpster entrance; page 6 number 3 which deals with Guidelines for Architectural;
excluded the guideline item D, page 8, Ground Floor and Store Front Facades and item
H, page 10, Fixed Canopies, noting that canopies are not necessary. His motion was
silent on the other four conditions. The motion was seconded by Commissioner
Hastings and approved unanimously (5-0-0-2).
Public hearing, CROWN RIDGE DIVISION Ill PAD
Ed Davis described the Crown Ridge, Division III PAD application.
Commissioner Foster asked about the size of each lot and Ed Davis stated there is no
minimum size in a PAD.
Commissioner Foster questioned Crown Ridge Development having only one access
road into the development, and Ed Davis explained that, according to an updated traffic
report by traffic consultants, an increase of 27 lots did not require traffic modification.
He went on to state that both the City and WSDOT had compromised their positions
with a designated emergency access.
Traffic mitigation and future access roads into the development were discussed.
Ed Davis reviewed the Memo of July 15, 1999 which replaced item 5 on the original
Staff Report of July 12, 1999. He stated that Crown Ridge Division III PAD does not
meet the requirements of the UDC based on the supplemental report. In addition, his
office did not receive copies of several of the required revised plans because the
applicants wish to revise plans after the Planning Commission had made changes and
Page 2 of 5
City of Arlington Planning Commission July 20 1999
recommendations. Only the site plans and landscaping plans had been revised and
submitted.
Retention of existing trees, existing vegetation, garden plot areas and tree clusters were
discussed.
The Binding Site Plan shows a tool shed in the Community Garden Park area but does
not include other necessary information and plans of proposed buildings.
Ed Davis and John Burkholder agreed that the development substantially complies with
the total acreage of the site and number of lots within the development.
Commissioner Hastings asked about lot size and concluded that some of the house
drawings provided for Commission information actually are not buildable houses on the
small development lots. Maximum building height was also discussed.
The project surpasses the 25% open space requirement with 26% open space.
Chairperson Gonzales asked about fencing and Ed Davis replied that there is no
language regarding fencing in a PAD. Open space size was also discussed.
The Public Hearing opened at 8:37PM.
Mr. Paul Konrady, development manager for Wigan Development, the applicant, and
John Burkholder, senior planner for Higa Engineering, responded.
Paul Konrady stated that the Staff Report findings do not have a level of significance to
deny this project, that his company is willing to make adjustments, and, in fact, already
has. He further stated that the motivation of Wigan is to provide a diversified housing
stock in the development, bringing in a broad range of buyers and providing jobs for
builders.
John Burkholder responded to the July 15, 1999 Staff Report and addressed the five
technical points made by Ed Davis in that report.
Houses on a street which is outside the PAD, trees along the street, park mitigation
fees, and narrow openings to the open space were discussed.
Paul Konrady spoke in support of Wigan Development's commitment to the community
and noted the cooperative communication which presently exists between the developer
and the Arlington School District. He has suggestions (for minor things) which he would
like to add to the writing of the Conditions of Approval, if the Commission chooses to go
in that direction.
Page 3 of 5
City of Arlington Planning Commission July 20 1999
With no further comment, the Public Hearing was closed at 9:03PM.
Commissioner Foster then commented on his displeasure with the project, stating it
does not have enough open space and too many houses are "jammed" in to the
development which does not contribute positively to the health, welfare, and safety of
the community.
Commissioner Anderson then noted that Wigan Development has substantially
complied with the law.
Ed Davis responded to the comments of John Burkholder and Paul Konrady.
Regarding missing plans, Chairperson Gonzales spoke of the Commission's continued
concerns of revisions that are made to plans AFTER their approval. She spoke strongly
of the need to bring complete and final plans BEFORE asking approval by the Planning
Commission.
Commissioner Giebel expressed concern of the overcrowding of schools.
Commissioner Giebel made a motion to remand Crown Ridge Estates Division III PAD
back to staff to compile additional information as recommended in the staff report. The
motion was seconded by Commissioner Hastings. Discussion followed with
Commissioner Foster voicing his disapproval of the PAD, citing traffic congestion,
school overpopulation, not meeting the requirements of the code, and generally not
meeting the health, welfare and safety of the community.
Ed Davis then advised the Commissioners of their options and discussed the absence
of the two Commissioners and their abilities to participate if further action were to be
required.
The vote was taken and failed with a 2-3-0-2 vote (yes from Commissioners Anderson
and Hastings, no from Commissioners Giebel, Foster and Gonzales).
Commissioner Foster then moved that Crown Ridge PAD be denied without prejudice.
Commissioner Giebel seconded the motion with passed with a 3-2-0-2 vote (no from
Commissioners Anderson and Hastings and yes from Commissioners Gonzales, Foster,
and Giebel).
INFORMATION:
Ed Davis passed out an information item for the Commission, as a typical City response
being given by the City with participation by all City Departments to Snohomish County
Page 4 of 5
City of Arlington Planning Commission July 20 1999
in subdivisions which are being proposed in our UGA and/or in the Smokey Point
Annexation area. Discussion followed.
In regard to subject matter covered in this meeting, Commissioner Foster remarked that
it is time for the Commission to really look at the UDC in terms of CBD, design
guidelines, and PADs. He also strongly urged the continuation of staff presentations
which bring the Commission up to date. He complimented Ken Reid's presentation and
agreed that the Commission needs more information of that sort. The Commission asks
for more specifics and a continuation of the program. They discussed committees
within the Commission to revise the UDC, PAD and CBD Design Sections of the UDC.
Commissioner Foster moved to adjourn the meeting and Commissioner Giebel
seconded the motion. The meeting was adjourned at 9:33PM.
Ruth Gonzales, Commission Chair
Jan Bauer, Secretary to the Planning Commission
Page 5 of 5
City of Arlington Building Del.
PUBLIC WORKS DEPARTMENT CHECKLIST
PERMIT # r— � DATE
ACCOUNT #
NAME: P- /Z U s uJ
ADDRESS: y�I Uge L, ! 1\l�'•/ LEGAL:
BUILDING USE: __�E74)6��C.�11� f r.l �ttf ���C # OF BUILDING UNITS:
TOTAL ERU DESIGN UNITS:
Item is inspected and complete
Eadsting Required SIGNATURE: Date
WATER METER REQUIRED:
HEALTH DEPT. APPROVAL:
SIDE SEWER PERMIT REQUIRED:
"'GARBAGE CONTAINER PAD: ��
S��✓� v� c��8�l�
CROSS-CONNECTION CONTROL: 7LY2 - Y�eQ.
BACKWATER VALVE:
SEWER REQUIRED: Off site
On site
CURBS: Off site
On site
SIDE WALK: Off site
On site
PAVING: Off site
On site
STORM DRAINAGE: Off site
On site
PRETREATMENT DISCHARGE PERMIT: YES NO
WATER/SEWER FEES PAID: YES NO
iuild\forms\u-ch ��� ' =�sa - � �� .. � Lk".•, ; �,/r�.• 'j� .Y"
CITY OF ARLINGTON
)TER & SEWER DEPARTMENT APPLT"XTION
Application is hereby made by the undersigned property owner for all water and sewer services
required or used for any purpose at:
Service Address: 212 Burke Avenue -,
Lot Number: 6,7,8 JI
Plat Name: Block 15 Haller City i
CE
Property Tax Number:
in or near Arlington, Washington, for which I agree to pay in advance and in accordance with
existing ordinan s as egulations of the City, the following estimated charges, the exact
charges will be determine and payable immediately upon completion of the installation.
Building Permit 99-3542 all ws for 2 ERUs.
Water Tap- Charge $ 0.00
Water Service Connection Charge (Metering Charge) 5/8" $ 500.00
Sewer Tap-In Charge $ 0.00
Side Sewer Permit(s) � $ 150.00
Street Repairs N0� C�,� $ 0.00
Fire Hydrant Installation C�� 1 �Q $ 0.00
Other 0A_ 1,g99 $ 0.00
'1)3��ti
Total O $ 650.00
Special Conditions:
None. Three existing ERU (2 services) on site.
I further agree that all rates and charges for water and sewer service to the above property
shall be paid in accordance with existing ordinances and regulations of the City, or any
such ordinances and regulations passed hereafter.
I hereby authorize the following tenant, Gene Bryson
to have all accounts for water kept in his name under Account No.
with the understanding that water bills mailed to said tenant shall not relieve the property
from liability for water charges incurred.
I understand that the City will use all reasonable effort to maintain uninterrupted service,
but reserves the right to shut off the water at any time without notice for repairs,
extensions, non-payment of rates or any other reason and assumes no liability for any damage as
a result of interruption of service from any cause whatsoever.
W/3 Application Number: 2182
Owner: /
Date:
Address:
r City of Arlington Building Dept
j PUBLIC WORKS DEPARTMENT CHECKLIST
v
PERMIT # DATE / " 9.
ACCOUNT #
NAME:
ADDRESS: LEGAL: 1
.. —r lcfl 5-5 + 2 Z�C)
BUILDING USE: _r_4)p r�)14'j deal kS lyc e yl)�e # OF BUILDING UNITS:
TOTAL ERU DESIGN UNITS:
Item is inspected and complete
Eidsting Required SIGNATURE: Date
WATER METER REQUIRED: "!
HEALTH DEPT. APPROVAL: ;� a
SIDE SEWER PERMIT REQUIRED:
GARBAGE CONTAINER PAD: ✓
CROSS-CONNECTION CONTROL:
BACKWATER VALVE:
SEWER REQUIRED: Off site ✓ ���/�
w Arr� On site v-, �n�9
CURBS: Off site 1 '�R<l
On site
SIDE WALK: Off site
On site
PAVING: Off site
On site
STORM DRAINAGE: Off site
On site
PRETREATMENT DISCHARGE PERMIT: YES NO '�
WATER/SEWER FEES PAID: YES NO-
Build\forms\u-chec 4o _ aa-v
I to800 Northeast 8th Street, Seven, door, Bellevue, Washington 98004:
MEMO
Date: August 11, 1999
To: Cristy Brubaker/Ken Reid
From: Bryan Huschka
Subject: Gene Bryson
Windermere Real Estate Site
Roadway Review
As requested, I have completed my review of the civil elements for the above referenced project.
The documents reviewed include plans by HIGA Engineers received July 13, 1999 and a field Telephone :
review of the site.
425.455.9494
Following are my comments based upon the submitted plans and site visit:
Facsimile
1. Extend curb and gutter through driveways,per Arlington Standard Plan R 8.
2. Remove and replace northern sidewalk from curb ramp to eastern property line. Als6 2 5.4 5 3.9 4 7 0
remove the small piece of sidewalk across the landscape strip in this area.
3. Western sidewalk may need to be replaced — currently there is evidence of water
ponding on the sidewalk. This sidewalk slopes toward the site so this problem may be
remedied by lowering the landscaping stripe adjacent to the site to allow runoff from the
sidewalk. I recommend removing the sidewalk and installing a new sidewalk at a grade
that would allow the sidewalk and landscaping strip to be sloped at 2.0% toward the
curb. This would allow runoff from the sidewalk to enter the street drainage system.
4. Replace existing driveway at the alley on Broadway that serves the site. Arlington
Standards require a minimum of 20' wide driveway for a commercial site.
5. Alley shall be paved full length and a minimum 18' wide.
6. Dedicate road right-of--way to the back of sidewalk at the corner of Broadway and
Burke.
If you have any questions,please give me a call at(425)455-9494.
realest E A R T H �� T E C H
08/11/99
A tgCC INTERNATIONAL LTD.COMPANY
rIE NO
Date: July 01 I999
To: Dave J Berson
From. Debbie Maroon,P.E.
Subject: Windermere Real Estate Site
Storm Drainage Calculations Review
As requested,wi i have completed our review of the storm drainage calculations and drawings for the
above referee project. The documents reviewed include(1)design drawings,prepared by Hip
Engineering,Tnc, (2)Geotechnical Site Investigation,prepared by Western Geotechnical Consultants,
Inc., and(3)Stot m Drainage Calculations,prepared by Higa Engineering,Inc.Below please find a list of
our comments/cc ncerns.
• Section -4.4.4 of the Ecology manual requires that a comprehensive report containing all
technical information and analysis necessary to evaluate the proposed stormwater facility be
provided Currently, only sizing calculations have been provided. Additional supporting
documentation, including but not limited to description of existing and proposed site conditions,
description of any offsite drainage that may eater site's drainage system, and description of
proposed drainage facilities,is necessary.
4 Section -3.3 of the Ecology manual requires that the bottom of the infiltration trench be located
at least 3 feet above the seasonal high water or impermeable Iayer,According to the soils report
provided the water table is at approximately elevation 98.5.As currently designed,the bottom of
the trend is at elevation 98.45. Therefore,as currently designed the system does not comply
with the ology manual.
• Sectivu -3.3 of the Ecology manual requires that all runoff,with the exception of runoff from
roofs, mu t first pass through a pretreatment BN P, According to Table T 4.6 of the Ecology
manual, APT 01Uwater separator does not meet pretreatment requirements. A BMP meeting
Ecology quirements must be provided.
• Some oft the notes on the plans refer to Snohomish County or to County, all notes should be
revised to reflect the City of Arlington as the controlling agency,
• A map sh uld be provided that shows the drainage basins shown in the storm drainage
calculatio s.
• Provide IV aintenance Requirements for privately maintained storm drainage facilities.
We have also no d some miscellaneous comments on the enclosed drawings and calculations. if you
have any questims,please call.
E A R T H Y 4 H
winddrmere rovicw2,d a r
t ^'{ -' z'- T E L w 7 - - - - - -
M-0
4
1-71
i
M'; E M O
! ate: August 10, 1999
1
To: Cristy Bmbaket Ken Reid
i From: Brian Husohka
qubj%t, Gene Brysoa
W-indemon Rod E/tat0 Sits
Roadwgq 1 rp*w
As requested, I have completed my review of the civil elements for the abova referenoed project.
'The doouments reviewed include plans by IRGA Engineers received July 13, 1999 and a field
review of the sits.
Following are my commeata based upon the submitted plans and site visit:
1, Extend curb and gutter through driveways, per Arlington Standard Plan R 8.
2, Remove and replace northern sidewa!k from curb ramp to eastern property line. Also
remove the small piece of sidewalk across the landscape strip in this area.
3. Western sidewalk may need to be replaced - currently there is evidence of water
ponding on the sidewalk. This sidewalk slopes toward the site so this problem may
be remedied by lowering the landscaping stripe adjacent to the site to allow runoff
from the sidewalk. 1 reoommend removing the sidewalk and installing a new
sidewalk at a grade that would allow the sidewalk and landscaping strip to be sloped
at 2.0%towed the curb.This would allow runoff from the sidewialk to cuter the street
drainage system.
4. Replace existing driveway at the alley on Broadway I.hat serves the site. Arlington
Standards require a minimum of 20' wide driveway for a commercial site.
S. Alley shall be paved full length and a minimum 18' wide.
i
If you have any questions,please give me a call at(425)455-9494.
TJ r, 14
z jda-e/ AxtaGo— ��
idEMO
Date: July 29, 1999
To: Dave Anderson
From: Debbie Maroon,P.E.
Subject: Windermere Real Estate Office ;� `T
RV
Storm Drainage Calculations Review
As requested,we have completed our review of the storm drainage calculations and drawings for the
above referenced project. The documents reviewed include(1)design drawings,prepared by Higa
Engineering,Inc., (2)Geotechnical Site Investigation,prepared by Western Geotechnical Consultants,
Inc., and(3) Storm Drainage Calculations,prepared by Higa Engineering,Inc. Below please find a list of
our comments/concerns.
• Section lIl-4.4.4 of the Ecology manual requires that a comprehensive report containing all
technical information and analysis necessary to evaluate the proposed stormwater facility be
provided. Currently,only sizing calculations have been provided. Additional supporting
documentation, including but not limited to description of existing and proposed site conditions,
description of any offsite drainage that may enter site's drainage system, and description of
proposed drainage facilities, is necessary.
• Section Ill-3.3 of the Ecology manual requires that the bottom of the infiltration trench be located
at least 3 feet above the seasonal high water or impermeable layer. According to the soils report
provided,the water table is at approximately elevation 98.5. As currently designed,the bottom of
the trench is at elevation 98.45. Therefore, as currently designed the system does not comply
with the Ecology manual.
• Section III-3.3. of the Ecology manual requires that all runoff,with the exception of runoff from
roofs,must first pass through a pretreatment BMP. According to Table 1-4.6 of the Ecology
Manual, an API oil/water separator does not meet pretreatment requirements. A BMP meeting
Ecology requirements must be provided.
• Some of the notes on the plans refer to Snohomish County or to County, all notes should be
revised to reflect the City of Arlington as the controlling agency.
• A map should be provided that shows the drainage basins shown in the storm drainage
calculations.
• Provide Maintenance Requirements for privately maintained storm drainage facilities.
We have also noted some miscellaneous comments on the enclosed drawings and calculations. If you
have any questions, please call.
Jvu n�
7Zel— E A R T H ` J T E C H
A tgCO INTERNATIONAL LTD.COMPANY
rengenrevIdoc
`l
City of Arlington Building Dept
FIRE DEPARTMENT CHEC L.1., rl
PERMIT # DATE: �—�' �7 Q
NAME: Cr y—�� iSOf
ADDRESS: ,;" `r �(�ls_� U�� ��
LEGAL: /_ 4z—11/ nlI '-CLx)"7
BUILDING USE: &4z L S le �lCe OCCUPANCY CLASSIFICATION:
.7=No C0
A B E F H
1 2 12.1131 4 1 1 2 1 3 1 1 2 1 2 1 3 1 4 1 5 1 6 1 7
I M R S U
1.1 1 1.2 1 2 3 1 3 17 2 3 4 5 1 2
TYPE OF CONSTRUCTION
I II III 1V V
F.R. F.R. ONE-HOUR N ONE-HOUR N H.T. ONE-110UR N
Item inspected&completed
Signature & Date:
Site Plan: Approved Denit
Access Requirements:
$�equi d:
Fire lane: d
Sprinkler system:
Alarm system:
Knox Box:
Fire extinquishers: JUC
Hydrant: _�•� 19%
# of hydrants required:
Location of Hydrant:
Location of Knox Box: ��-
Location of Fire Extinquishers:_ �C,1(�ei-U Uv" p,
Fire Flow requirements:
Location of address on building:
rn
FIRE DEPT: Lte: a
><gna
BuilMormZdchecklist
�) City of Arlington Building Dept "
FIRF. DRPARINHM CHECKLIS
PERMIT# DATE:
NAME: G.ci - �&�
.__ y�i _o��•--mow --o
ADDRESS: r�_� (,,� / LEGAL:
BUILDING USE: n CL' OCCUPANCY CLASSIFICATION:
Zpvlo Coliq
A B E F H
1 2 2.1 3 4 1 1 1 2 3 1 1 2 1 1 2 1 3 1 4 1 5 1 6 1 7
I M R S U
1.1 1.2 2 3 1 3 1 2 3 4 5 1 2
TYPE OF CONSTRUCTION
I II III 1V V
F.R. F.R. I ONE-HOUR N ONE-HOUR I N H.T. ONE-HOUR N
Item inspected&completed
Signature &Date:
Site Plan: Approved Denied
Access Requirements:
Required:
Fire lane:
Sprinkler system:
Alarm system:
Knox Box:
Fire extinquishers:
Hydrant:
# of hydrants required:
Location of Hydrant:
Location of Knox Box:
Location of Fire Extinquishers:
Fire Flow requirements:
Location of address on building:
FIRE DEPT: Date:
igmture
Build\form%dchecklist
-.� City of Arlington Building Dept
PUBLIC WORKS DEPARTMENT CHECKLIST
PERMIT # �9 3,� DATE 7—I L —92
ACCOUNT #
NAME: G—,e/U +V
ADDRESS: Z/cq, ,3y)e/�c SIT LEGAL: &/ —0D2nQX7
BUILDING USE: VQ&0M QfA, # OF BUILDING UNITS:
TOTAL ERU DESIGN UNITS:
Item is inspected and complete
Eidsting Required SIGNATURE: Date
WATER METER REQUIRED:
HEALTH DEPT. APPROVAL:
SIDE SEWER PERMIT REQUIRED:
GARBAGE CONTAINER PAD:
CROSS-CONNECTION CONTROL:
BACKWATER VALVE:
SEWER REQUIRED: Off site
On site
CURBS: Off site
On site
SIDE WALK: Off site
On site
PAVING: Off site
On site
STORM DRAINAGE: Off site
On site
PRETREATMENT DISCHARGE PERMIT: YES NO
WATER/SEWER FEES PAID: YES NO
Buildtomis\u-check
H IGA
ENGINEERING, INC. 1721 Hewitt Avenue ■ Suite 401 ■ Everett, Washington 98201 ■ (425) 252-2826 ■ fax: 252-9551
July 12, 1999
Dave AndersonF
Building Inspector `�U( Z
City of Arlington C/n, 3 r�99
238 N. Olympic Ave.
Arlington, VGA 98223
�r- 3 � �►
RE: Storm Drainage Calculations for Windermere Real Estate Office
Dear Mr. Anderson:
Enclose herewith are copies of the storm drainage calculations that support the design of the
infiltration system for the referenced project. The infiltration system is designed to meet or
exceed the City of Arlington's and Department of Ecology's storm drainage design standards.
We have completed a geotechnical analysis, which confirms the soil conditions and the depth of
the ground water.- We are submitting copies of the geotechnical report entitled Geotechnical Site
Investigation, 212 E. Burke Ave., Arlington, WA 98223, by Western Geotechnical Consultants,
Inc. dated June 8, 1999.
If you have any questions regarding this report, please feel free to contact me at my office.
Sincerely,
Hi a Eng eering, Inc.
W. Noel Hi P.E.
President
4 z
27610
fi �Z Z-10
WINDERMERE BUILDING
INFILTRATION SYSTEM DESIGN
STAGE DISCHARGE TABULATION
PROPOSED INFILTRATION TRENCH
Water Measured Design Design Depth to Depth Hydraulic Surface Basin
Surface Infiltration Rate Infiltration Rate Infiltration Rate Water Table Of Ponding Gradient Area Outflow
Elevation f,in\hr fd, in\hr fd,cfs L,feet h,feet i,feet As,sf Qout,cfs
98.45 20.00 10.00 0.000231 3.00 0.00 1.00 676.00 0.156
99.45 20.00 10.00 0.000231 3.00 1.00 1.33 780.00 0.241
100.45 20.00 10.00 0.000231 3.00 2.00 1.67 884.00 0.341
101.45 20.00 10.00 0.000231 3.00 3.00 2.00 988.00 0.457
102.45 20.00 10.00 1 0.000231 1 3.00 1 4.00 2.33 1 1,092.00 0.590
NOTES
Listed Infiltration Rate, from Sno. Co. Soils Survey or Soil Logs
Design Infiltration Rate, fd = 50.00 Percent x Measured Infiltration Rate
Depth to Water Table, L= Bottom of Basin Elevation -Water Table Elevation
Depth of Ponding, h = Water Surface Elevation - Bottom of Basin
Hydraulic Gradient, i = (h+L)/L
Basin Outflow, Qo= Fd x i x As
5/25/99 7:45:46 am
WINDERMERE BUILDING
BASIN SUMMARY
BASIN ID: 6-MONTH NAME: 6-MON DEVELOPED CONDITION (SEPARATOR)
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0.28 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 1.22 inches AREA. . : 0.01 Acres 0.27 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 68.00 98.00
TC. . . . . 6.30 min 6.30 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.06 cfs VOL: 0.02 Ac-ft TIME: 480 min
BASIN ID: DEV-002S NAME: 2-YR DEVELOPED CONDITION (SEPARATOR)
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0.28 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 1.90 inches AREA. . : 0.01 Acres 0.27 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 68.00 98.00
TC. . . . : 6.30 min 6.30 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.10 cfs VOL: 0.04 Ac-ft TIME: 480 min
BASIN ID: DEV-002 NAME: 2-YR DEVELOPED CONDITION
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0_.42 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 1. 90 inches AREA. . : 0.01 Acres 0.41 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 68.00 98.00
TC. . . . . 6.30 min 6.30 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.16 cfs VOL: 0.06 Ac-ft TIME: 480 min
BASIN ID: DEV-010 NAME: 10-YR PRE DEVELOPED CONDITION
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0.42 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 2.80 inches AREA. . : 0.01 Acres 0.41 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 68.00 98.00
TC. . . . . 6.30 min 6.30 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.24 cfs VOL: 0.09 Ac-ft TIME: 480 min
BASIN ID: DEV-0100 NAME: 100-YR PRE DEVELOPED CONDITION
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0.42 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 4.00 inches AREA. . : 0.01 Acres 0.41 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 68.00 98.00
TC. . . . . 6.30 min 6.30 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.34 cfs VOL: 0.13 Ac-ft TIME: 480 min
5/25/99 8:01:6 am
WINDERMERE BUILDING
- ------a------_-_------______________________________----------=----------------
STAGE STORAGE TABLE
CUSTOM STORAGE ID No. CB48
Description: CONTROL STRUCTURE 48" DIA. CB
STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE---->
(ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft-
95.50 0.0000 0.0000 97.60 26.387 0.0006 99.70 52.782 0.0012 101.80 79.168 0.0018
95.60 1.2570 0.0000 97.70 27.644 0.0006 99.80 54.038 0.0012 101.90 80.424 0.0018
95.70 2.5140 0.0001 97.80 28.901 0.0007 99.90 55.294 0.0013 102.00 81.680 0.0019
95.80 3.7710 0.0001 97.90 30.158 0.0007 100.00 56.550 0.0013 102.10 82.936 0.0019
95.90 5.0280 0.0001 98.00 31.415 0.0007 100.10 57.806 0.0013 102.20 84.192 0.0019
96.00 6.2850 0.0001 98.10 32.672 0.0008 100.20 59.062 0.0014 102.30 85.448 0.0020
96.10 7.5420 0.0002 98.20 33.929 0.0008 100.30 60.318 0.0014 102.40 86.704 0.0020
96.20 8.7990 0.0002 98.30 35.186 0.0008 100.40 61.574 0.0014 102.50 87.960 0.0020
96.30 10.056 0.0002 98.40 36.443 0.0008 100.50 62.830 0.0014 102.60 89.217 0.0020
96.40 11.313 0.0003 98.50 37.700 0.0009 100.60 64.087 0.0015 102.70 90.474 0.0021
96.50 12.570 0.0003 98.60 38.957 0.0009 100.70 65.344 0.0015 102.80 91.731 0.0021
96.60 13.826 0.0003 98.70 40.214 0.0009 100.80 66.601 0.0015 102.90 92.988 0.0021
96.70 15.082 0.0003 98.80 41.471 0.0010 100.90 67.858 0.0016 103.00 94.245 0.0022
96.80 16.338 0.0004 98.90 42.728 0.0010 101.00 69.115 0.0016 103.10 95.502 0.0022
96.90 17.594 0.0004 99.00 43.985 0.0010 101.10 70.372 0.0016 103.20 96.759 0.0022
97.00 18.850 0.0004 99.10 45.242 0.0010 101.20 71.629 0.0016 103.30 98.016 0.0023
97.10 20.106 0.0005 99.20 46.499 0.0011 101.30 72.886 0.0017 103.40 99.273 0.0023
97.20 21.362 0.0005 99.30 47.756 0.0011 101.40 74.143 0.0017 103.50 100.53 0.0023
97.30 22.618 0.0005 99.40 49.013 0.0011 101.50 75.400 0.0017 103.50 100.53 0.0023
97.40 23.874 0.0005 99.50 50.270 0.0012 101.60 76.656 0.0018
97.50 25.130 0.0006 99.60 51.526 0.0012 101.70 77.912 0.0018
5/25/99 2:31:45 pm
WINDERMERE BUILDING
=_________-------------
STAGE STORAGE TABLE
RECTANGULAR VAULT ID No. TRENCH
Description: INFILTRATION SYSTEM
Length: 26.00 ft. Width: 26.00 ft. voids: 0.319
STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE---->
(ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft-
_____________________________====Q-==a=_aaa=-=-=_T--==______=____------____-----___ -_-�__
98.45 0.0000 0.0000 99.20 161.73 0.0037 100.00 334.25 0.0077 100.80 506.76 0.0116
98.50 10.782 0.0002 99.30 183.30 0.0042 100.10 355.81 0.0082 100.90 528.33 0.0121
98.60 32.347 0.0007 99.40 204.86 0.0047 100.20 377.38 0.0087 101.00 549.89 0.0126
98.70 53.911 0.0012 99.50 226.43 0.0052 100.30 398.94 0.0092 101.10 571.46 0.0131
98.80 75.475 0.0017 99.60 247.99 0.0057 100.40 420.51 0.0097 101.20 593.02 0.0136
98.90 97.040 0.0022 99.70 269.55 0.0062 100.50 442.07 0.0101 101.30 614.59 0.0141
99.00 118.60 0.0027 99.80 291.12 0.0067 100.60 463.63 0.0106 101.40 636.15 0.0146
99.10 140.17 0.0032 99.90 312.68 0.0072 100.70 485.20 0.0111 101.45 646.93 0.0149
5/25/99 8:01:6 am
WINDERMERE BUILDING
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. ORIFICE
Description: CONTROL STRUCTURE ORIFICE
Outlet Elev: 99.50
Elev: 97.50 ft Orifice Diameter: 2.1250 in.
STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE--->
(ft) ---CfS-- ------- (ft) ---cfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- -------
99.50 0.0000 99.50 0.0000 99.50 0.0000 99.50 0.0000
5/25/99 2:31:45 pm
WINDERMERE BUILDING
STAGE DISCHARGE TABLE
DISCHARGE LIST ID No. TRENCH
Description: INFILTRATION SYSTEM
STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE--->
(ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- -------
98.45 0.1560 99.50 0.2460 100.60 0.3584 101.70 0.4902
98.50 0.1603 99.60 0.2560 100.70 0.3700 101.80 0.5035
98.60 0.1688 99.70 0.2660 100.80 0.3816 101.90 0.5168
98.70 0.1772 99.80 0.2760 100.90 0.3932 102.00 0.5301
98.80 0.1857 99.90 0.2860 101.00 0.4048 102.10 0.5434
98.90 0.1942 100.00 0.2960 101.10 0.4164 102.20 0.5567
99.00 0.2027 100.10 0.3060 101.20 0.4280 102.30 0.5700
99.10 0.2112 100.20 0.3160 101.30 0.4396 102.40 0.5833
99.20 0.2197 100.30 0.3260 101.40 0.4512 102.45 0.5900
99.30 0.2282 100.40 0.3360 101.45 0.4570
99.40 0.2367 100.45 0.3410 101.50 0.4636
99.45 0.2410 100.50 0.3468 101.60 0.4769
5/25/99 2:36:19 pm
WINDERMERE BUILDING
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE
<--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf)
6-MON SEPARATOR ............ .. 0.06 0.06 CB48 ORIFICE 99.76 1 0.06 53.50 cf
2-YR SEPARATOR . ........ .... .. 0.10 0.10 CB48 ORIFICE 100.20 2 0.10 59.07 cf
2-YR INF. SYSTEM ............. 0.16 0.16 TRENCH TRENCH 98.50 3 0.16 10.78 cf
10-YR INF. SYSTEM ............ 0.24 0.24 TRENCH TRENCH 98.83 4 0.19 82.99 cf
100-YR INF. SYSTEM .... ....... 0.34 0.34 TRENCH TRENCH 99.53 5 0.25 233.24 cf
Western Geotechnical Consultants, Inc.
4181 Saltsprings Drive • Ferndale, WA 98248
Phone (360) 380-2507 • Fax (360) 380-2507
June 8, 1999
Gene Bryson
515 N. Olympic Ave.
Arlington, WA 98223
Re: Geotechnical site Investigation
212 E. Burke Ave.
Arlington, WA 98223
Western Geotechnical Consultants, Inc. is pleased to present the results of our
geotechnical site investigation, conducted at the above referenced property. On June 3,
1999 a geotechnical engineer from our firm oversaw the excavation of 2 test pits for
development of the site. The site plan is to construct a 6,000 square foot one story
building of wood frame construction with a designed on-site, underground storm water
detention system meeting city standards.
Site Conditions
Surface Conditions
The site is relatively flat and grass and weeds covered the parcel of land at the time-of our
investigation. A small one story house and garage were present along the east side of the
lot.
Subsurface Conditions
Subsurface conditions were explored using a rubber tire mounted backhoe. A total of 2
test pits were excavated at the site. The first test pit was excavated at the approximate
building location and im: secoIlu test pit was excavated vviiz;;u CiL' uilu1-16Iuund atUitl]
water detention facility will be located The test pits were continuously logged and soils
encountered were classified using the Unified Soil Classification System (USCS). Edited
tabulated test pit logs are appended to this report together with a description of the USCS.
The general subsurface profile consisted of 20 to 22 inches of topsoil over a brown fine to
coarse sandy GRAVEL (GW by USCS classification) that extended to 6 feet in Test Pit
2. Below 6 feet the material became siltie►- (GW/GM by USCS classification). The soil
became saturated at 6.8 feet with heavy seepage occurring at 7.0 feet. From 7.0 feet to
10.6 feet a wet gray SILT (NIL by USCS) was encountered. It appears that this silt layer
is acting as an aquitard for a perched groundwater table in the overlying gravelly soils.
RECEIVED
JUL 13 1999 g-
CITY OF ARLINGT'ON
C—co -r'ee�
/7 -1 ---
Geotechnical Site Investigation Western Geotechnical Consultants,Inc.
212 E.Burke Ave.Arlington,WA 98223
June 8,1999
(2 Of 3)
Groundwater
Based on soil moisture, coloration and the presence of a relatively impermeable silt layer
at 7 feet, it appears that the seasonal high groundwater table is on the order of 5 to 6 feet
below present grade.
Conclusions and Recommendations
Building Foundation support
The site is conducive for foundation support using continuous shallow spread footings.
We recommend that the planned building be supported on isolated spread and continuous
footings founded on undisturbed native sandy, gravelly soil or compacted granular
structural fill. Bearing soil that is disturbed during foundation excavation should be re-
compacted or removed. All soil directly below and around footings should be compacted
to at least 95% of maximum dry density (ASTM D-1557) prior to placement of forms or
reinforcing steel. All continuous and isolated spread footings should have minimum
widths of 18 and 24 inches, respectively, and should be founded 20 inches to 22 inches
below the present grade on the sandy gravel soils or a minimum of 18 inches below final
grade on structural fill. All footings supported on properly prepared native sandy soil or
structural fill may be proportioned usin,; a net allowable bearing pressure of 2,500 psf.
The term net allowable bearing pressure refers to the pressure which can be imposed on
the soil at foundation level due to the total of all dead plus live loads, exclusive of the
weight of the footing or any backfill placed above the footing. These values may be
increased by one-third for transient wind or seismic loading.
Settlement of spread foundation depends on the foundation size and bearing pressure as
well as the strength and compressibility characteristics of the underlying bearing soils.
Assuming co:istruction is accomplished as recommended above and for the loads
anticipated, we estimate total settlement of the foundation should be less than about '/z
inch and differential settlement between two adjacent load bearing components supported
on competent soils should be less than about half the total settlement estimate. Due to the
coarse grained nature of the foundation soils most of the settlement should take place
relatively rapidly during construction as loads are applied. We recommend that footing
excavations be observed by a geotechnical engineer to confirm that design assumptions
are met.
Based on ground water conditions we recommend that a footing drain be placed around
the perimeter of the building. The drain should be placed at or below the base of the
footing. The drain should consist of a 4-inch diameter perforated pipe surrounded by
washed rock and a separation geotextile such as Mirafi 140N or equivalent should
surround the entire drain.
Geotechnical Site Investigation " Western G .-chnical Consultants,Inc.
212 E.Burke Ave.Arlington,WA 98223
June 8,1999
(3 Of 3)
Groundwater Detention Facilities
The site has a seasonally perched groundwater table estimated to be at 5 to 6 feet below
grade. The buried water detention facilities should be designed utilizing a seasonal high
groundwater table of about 5 feet below present grade.
Erosion Control:
Erosion control during construction of the proposed retaining wall can be accomplished
through placement of proper sedimentation control facilities. We recommend siltation
control facilities, consisting of either hay bales or silt fences, be fabricated around the
construction area. Typical details for siltation control using either hay bales or silt fences
are attached to this report.
Siltation devices should be placed down-radient of all construction areas and cleared
areas to provide siltation control during construction. All siltation control devices should
be maintained during construction, and left in operable condition until the site has been
revegetated and siltation is no longer a threat. At that time the siltation facilities should
be removed.
We appreciate the opportunity to be of assistance to you on this project. If you have any
questions regarding the contents of this report, or if we can be of further assistance,
please contact our office.
Sincerely,
Western reptechn!e-%- 1 Consultants, Inc.
Theodore A. Hammer, P.E.
Geotechnical Engineer
cc: Higa Engineering
Attachments: y
USCS Classification System -
Log of Test Pits
Typical Erosion Control Facility
File:99671
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Western Geotechnical Consultants,
I
4181 Saltsprings Drive • Ferndale, WA 98248
Phone (360) 380-2507 • Fax (360) 380-2507
Table A-1 file:996711
1-my of Test Pits
Test Depth USCS Soil Description Sample No./ Water Pocket
Pit Interval Class. Depth(feet) Content Pen.
No. (feet) NO (Kg/sq.
cm)
TP-1 0.0-1.8 OL Dark brown fine sandy organic 1-1/1.0 24.6%
SILT with some gravel(topsoil)
(soft)
1.8-5.4 GW Brown fine to coarse sandy 1-2/3.0 11.4%
GRAVEL and cobbles(relatively
compact,moist)(gravel is
rounded to subrounded 12 inch
minus)(hard digging below 4
feet)
Notes:
• Test Pit terminated on 5/22/99 at 5.4 feet
• Test Pit backfilled upon completion
• No ground water encountered.
• No instrumentation installed
Table A-1 file:996712
Log of Test Pits
Test Depth USCS Soil Description Sample No./ Water Pocket
Pit 1 Interval Class. Depth(feet) Content pen.
No. (feet) (%) (Kg/sq.
cm)
TP-2 0.0- 1.7 OL Dark brown fine sandy organic
SILT with some gravel(topsoil)
(soft)(numerous roots)
1.7-2.7 GM/NIL Orange sandy gravelly SILT to 2-1/2.0 5.3%
silt% GRAVEL
2.7-6.0 GW Brown line to coarse sandy 2-2/5.0 8.9%
GRAVEL and cobbles(relatively
compact, moist)(Gravel is
rounded to subrounded 12 inch
minus)
6.0-7.0 GW/GM Gray sandy gravel with trace to 2-3/6.8 5.9%
some silt(relatively compact,
saturated at 6.8 feet,heavv
sec a,c at 7.0 feet)
7.0- v11- Grty silt NN iih trace Gne sand 2-4/&0 32.6%
10.6 (�Net, fcl;ui\elycompact) 1 2-5/10.6 1 35.6%
Notes:
• Test Pit terminated on 5/22/99 at 10.6 feet
• Test Pit backfilled upon completion
• Ground water encountered at 7.0 feet.
• No instrumentation installed
STRUCTURAL CALCULATIONS
— - -
22-Jun-99
ARLINGTON
WINDERMERE
BUILDING
WORK INCLUDED:
STRUCTURAL DESIGN
WORK BY OTHERS:
ARCHITECTURAL DESIGN
FOR:
RICHARD LAWSON ARCHITECTS
9500 LAKE SHORE BLVD NE
SEATTLE WA 9811.S
TEL 206-526-1 141
P E T E 12
GINTAUTAS
N A L I S
A E C
4552 51st AVENUE NE
SEATTLE,WA 98105
TEL: 206-527-7073
done,
L�l)A M IITgs
0
�O 4 14U90 9 44r�
��, �4ISM,. p�
S`S1C1N AL 17
RECEIVED
Exvlacs
JUL 13 1999 of
CITY OF ARLINGTON
99-3s-g2-
E TL St'1 I C A1-1ALY IE; Il3l7 i i•-1 ID 31 A+..
--------------
-11 E T E R
GINTAUTAS PROJ:ARLINGTON WINDERMERE DATE: 19-Jun-99
14 A L I S DIR: BOTH <::EWr<:1dS =:IiOTI�s
A . E . C E03 SEISMIC ANALYSIS UBC
LEVEL TYPE L W AREA ---psf--- 12 = k. store weight 'p'>1 TYPE PSF DESCRIPTION
-=--- ----- ---- ---- ----- -sin--act- ---- 22 = psi aVQ.---- ---- ----- ----- ---------------------------- +------------
ROOF R 00 60 7010 9 63 = ROOF WT (psfj 4346 R 9 = ROOF YT (psf) wt.- 138 ROOF
HT= 11 P BB O0 3520 9 31 = PART (psi fl area) TR 20 = TILE ROOF tpsf) +------------+
DELOW W BB 84 164B 10 16 = EAT UALL UT (psf) F 15 = FLOOR WT (psf)
F 30 32 960 15 35 34 = FLOOR UT (psf) CF 25 = GYPCR FLOOR ipsf) shear= 25.9 k.
P 30 32 4n0 9 4 = PART (psf fl area) P 9 = PART (psf fl area)
W 30 32 662 lO 7 = Ei;1 WALL UT (psf) W 10 = EXT WALL WT (psf) U`!i:/i/lilll
Chi 100 = d' CONC UALL (psf)
LEVEL TtFE L H AREA -- psf--- = k. stur, we:gnt SW 20 = STUCCO EXT WaLL Iosf)
----- ----- ---- ---- ----- -3in--ace- ---- ERR = psi avg.---- aL BG = S(IOW IOAD(red 15:: ifia0psf basic)
F 42 15 ERR
HT= P 42 9 ----- ----- ----------------------------
PELOW 10 64 = BUILDING WIDTH
LEVEL TYrE c W AREA ---psf--- = r;_ story weight
----- ----- ---- ---- --- -win--act- ---- ERR - psi avg.----
F 15 ERR
HT= F 9
BELOW 0 10
LEVEL TYPE L W AREA ---psf--- = L story weight
- -- - --- --- - -mrn--act- --- Ekk = psf
f 15 Ekk
HT= P 9
DELOW U 10
SEISMIC 1011E DUCTILITf SOIL Ca Cv
0.30 = 2 IMPORTANCE PERIOD OF VIDE 5.50 = k Force t top a5sused --------- -------------
Zone Z 1.00 = I 0.12 = T . Dearing wall syste:s = Ft Soil type 0.36 0.54
1- -
0.015 1 25 Essent T Ct t hA.75 5.5 = Wood shear wall, 3-5tor 0.22 = Ft talc ---Zone 3---
2a 0.150 L 25 Hazard 0.02 = Ct 4.5 = Oit;cr wood Shear wall 6.41 = Ft aaz Sa Hard rock 0.24 0.24
2b 0.200 1.00 Other:-typ 11 = h 4.5 = Conc Shear walls = Ft if T .70 Sb Soft Rock O.30 0.30
3 0.300 "-sea 4.5 = Masonry Shear walls Sc Dense soil 050 0.33 0.45
4 0.400 2.0 = Steel stud, tens braced use Sd Stiff soil 15 1,30 0.36 0.A
Se Soft soil 0.36 0,04
--------------------------saisv c factors UDC 1997------------------------------- Sf Sensitive,Liquif. ?
Iax.pperwissible sax.calc. sin.calc.
[(2.9tCalljik1tW [(Cvtl)i(Rt1)Jtk (.11tCail)lH A = 7040
0.16 W O.B1 W 0.04 W r =
------- 2-[(20)/0A"-.5)J
& W =156,3 kips 'p'=
Seismic -factor = 0 . 16 Vmax = 25.9 k:
kips ft-kips
FLOOR ENTER SHIER STORY SEISMIC OVERTURNING
LEVEL FLOOR STORY SUM OF SHEAR SHEAR MOMENT
BELOW WEIGHT HEIGHT STORY HIS w/Ft DIAGRAM DIAGRAM
ROOF 15B.3 v
----- ----- N 11 ft. ft ft. 25.9
25.9 +++++++++++++++ 265 ++++++++++++++++++++
h
W X i-,1 E) inh iV tnr L_V E3 Y f:-3 IN-1 1= F;i_F 13 C3 U T H I) Y
--------- --•---------------------------------
P E T E R DATE:19-Jun
GINTAUTAS PRU,I:ARLINGTON WINDE.RMERE
N A L I S DIR: NS ;EW"•<NSr>
A . E . C WIND ANALYSIS UBC wind4
PROVIDE THE FOLLuilhG;
-----------------------------------------------------------
8 <--EXPOSURE FACTOR 1.:8 <C;<D;
<.B;huild or forest:20ft, over 20% area W/in lai
<C)flai 5 Open, over 1/2ei
<0iflat, near & uhn near sight of open water
80 sph = DESION WIND SPEED
1.00 C--IMPORTAICE FACTOR
:1.15tessential
<1.00iother
35 ft = BUILDIHG HEIGHT
PRESSURE BASIC WIND PRESSURE BASED ON
WIND PRESSURE SUMMARY GUST FACTOR COEFFICIENT MAXIMUM WIND SPEED
PRESSURE = Ce K Cq r Os r I Ce Ce Ce
ht Ce Cq Os I psf hi B C D tit Cq rph Os
15 0.62 1.3 16.4 1.0 13.2 c= 15 0.62 1.06 1.39 15 1.3 70 12.6 psf
20 0.67 1.3 16.4 1.0 14.3 <= 20 LEI' 1.13 1.45 20 1.3 00 16.4 psf
25 0.72 1.3 16.4 1.0 15.4 <= 25 0.12 1.19 1.50 25 1.3 90 20.8 psf
30 0.76 1.3 16.4 1.0 16.2 C= 30 O.76 1.23 1.54 30 1.3 100 25.6 psf
40 0.04 1.'i 16.4 1.0 17.9 40 0.84 1.31 1.62 40 1.3 110 31.0 psf
60 0.95 1.4 16.4 1.0 21.8 60 0.95 1.43 1.73 60 1.4 120 36.9 psf
00 1.04 1.4 16.4 1.0 23.9 BO 1.04 1.53 1.61 BO 1.4 130 43.3 psf
100 1.13 1.4 10.4 1.0 25.9 100 1.13 1.61 1.88 100 1.4
15 20 25 3J 40 60 60
story 15 20 25 30 40 60 60 100 SUM,
& aid ht ht tit ht hl ht ht ht STORY STORY
story 13.1 1.1 1.1 0.y 1.7 3.9 2.1 2.1 SHEAR SHEAR MOMENT
STORY NAME ht % iidth tits psf psf psf psf pst psf psf psf KIPS KIPS SHEAR DIAGRAM K-FT MOMENT DIAGRAM
--- ---- --- --- --- --- --- --- ---
PARAPET/RGOF 24 40 35.0 15.2 1.2 1.2 1.0 2.0
fl ----- ---- x --- 11.0 6.0 26.6 26.6 t+++++++++ ,
STOOL'-i MAIN 11 62 5.5 6. 26.6 26.6 ++++t+++++ 293 ++++++t+++
STORY-}
fl ----- -- i --
t-----------------I
% 1
/ PARAPET/ROOF 1 24
_,
MAIN '
26.6 = SHEAR 11
+-----------------------+
•I//li/llli/lill/Jillilil//ilii////
r
ink"ff4 L 11W E3 I !E; E A-=3 T-1r.1 I=S_r TC? I 1F:
--------------------------
P E T E R DATE:19-Jun
GINTAUTAS PROJ:ARLINGTON WINDERMERE
N A L I S DIR: EW EW==N S>
A . E . C WIND ANALYSIS UDC wind4
PROVIDE THE FOLLOVIHG:
-----------------------------------------------------------
b (--EXPOSURE FACTOR
Cb;huild or form 20ft, over 20% Area a/in tai
CCiflat 6 Gpen, over 1/2si
(Diflat, near G w7io clear sight of open water
DO mph = DESIGN FIND SPEED
IA0 IMPORTANCE FACTOR
C1.15essentiai
(1.00other
35 ft = BUILDING HEIGHT
rRESSURE BASIC WIND PRESSURE BASED ON
BIND PRESSURE SUMMARY GUST FACTGR COEFFICIENT MAXIMUM Cho SPEED
--------- -------------------- -------- -----------------------------
PRESSURE = Ce x Cq x us x 1 Le Ce Ce
ht Ce Co Os I psf ht b C D ht Cq aph Os
----- ---- --- ---- --- ---- ---------- ---- ---- --- --- -----------------------------
15 0.62 1.3 16.4 1.0 13.2 <= 15 0.62 1.06 1.39 15 1.3 70 12.6 psf
20 0.67 1.3 16.4 1.0 14.3 C= 20 0.67 1.13 1.45 20 1.3 00 16.4 psf
25 0.72 1.3 16.4 1.0 15.4 k= 25 0.72 1.19 1.50 25 1.3 90 20.0 psf
30 0.76 1.3 16.4 1.0 IL.2 := 30 0.76 1.23 1.54 30 1.3 100 25.6 psf
40 0.64 1.3 10.4 1.0 11.9 40 0.64 1.31 1.62 40 1.3 110 31.0 psf
60 0.95 1.4 16.4 1.0 .1.E 60 0.95 i.43 1.73 60 1.4 120 36.9 psf
60 1.04 l.q 10 1.0 23.9 60 1.04 1.5G 1.61 60 L4 130 43.3 psf
100 1.13 l.4 16.4 1.0 25.9 100 1.13 1.61 1.G6 100 1.4
15 20 25 30 40 60 60
story 15 20 25 30 40 E0 60 100 SUM
d aid ht ht ht ht ht ht ht ht STORY STORY
story 13.2 1.1 1.1 0.9 1.7 3.9 2.1 2.1 SHEAR SHEAR MOMENT
STORY NAME ht r width hits psf PSf psf psf psf psf pst psf KIPS KIPS SHEAR DIAGRAM K-FT MOMENT DIAGRAM
---- =-- --- --- == --- --- --- ----- .................. ..................
PAf;APETiROOF 24 34 35.0 10.6 0.9 0.9 0.1 1.4
it ----- ---- x --- 11.0 `5.4 26,0 20.0 +t++t+t+t+
STORY-` MAIN 11 74 s.5 5.4 20.0 20.0 +t+++++t++ 220 t++t++++t+
fl ----- ---- x --
STORY-)
f 1 ----- ---- x ---
+------------------
I
/ PARAFETIROGF 24
MAIN
20.0 = SHEAR 11
+-----------------------t
ll1/illlyl'11iNJ://Ulf1/1)llllllll
---------- ------------------------------------------------------------------
F E T E R DATE: 015119
GINTAUTAS PROJ: ARLINGTON WINDERMERE
N A L 1 IS SUIUJ: MAIN {:t:LEV HS :-:DIR
A . E , C DIAFLEXA- FLEXIBLE DIAPHRAGM AND REDUCTION IN Tap DUE TO OPENINGS
------------------------------------------------ - ------
10 = roof wt i.00 k.= 5i8° h B S I.
I6.6 = Siory ;bear 15 = floor wt 1.65 k.= 5i8' 68s V.
293 = star; aodent 15 = Wall At 0.72 k.= ;SAAS
82 = uuild width 6.80 K._ :CHST14i90"� 1.65 k..= (CS16140.
11 = stori height 0.15 = Lai drift 4.22 k.= Slkbl„ useiHT122 for eiist.const.
HF = siad<:0'Fl-:HF> 0.01 = wind oust 0.11 V..= 16d
8 = d. nail site
rep. shear ave shear
distr, feet distr. :61
------------ ---- ----------- --- ----- ---- -._- ..-------- ---------••----
--- -
Lwall Lcpnd EST HUHiEk 6F D 3 moh tiOH Din kl 11 horia ply.edges aor.ed wt h GALLS 6 FLOh-
Hopnq La[t' RTIH 4A,t. ROOF H IL RESIST. OVERTURN i0d.�.12'ply.pnl.ant.field wall ends P,EEISTIHO
'.Hsolid":Vopen0ALL6 FLUOR IA11M ME 10d.06`rbir.pi .eoge.cail drift 15 psf OVE;TUi;H1He
wl- --fi- --- --fk-- --- t 1i1'ply.uisp.nl,-+ ----- - it-- ------ --- ---- --------alt. :elections------
/4 i 31 1 ROOF 6 110.1 114. = Act i------t -- 0"4 9 haf =_= 6 =_+ 161 w/Bo.H 6" Jh6p1y.w/6d.4 4" 35C
43 39': FLOOR 6 412.E = iiret ' +------t 9 1/2°p1y. 3/8 ply.'a/6d.i 4" 300
1 WALL 301.1 �98., = 'Ra[t edpF 8d0 6` 9 --_ _ ____ 3/8 p1y.wlOd.i 4° 320
92,:=V[aa 262 pit by t-16d 0 8 0 plate- -+ ~• _ - lii pply.ui8d.0 6' 160
UPLIFT: K;RE k less use spat AD. 48 Strap holdn 1/Iply:w119d.� 6° 310
SHEAR: 10.4 k s �[ HYIs 24
p
--- SW2----- --ft- ----------- ---- --fk.-- --------- + -1/y'p:y.uisG.nl, + ----- ----Or.L--- --------- ---- ---- ---alt. Selections------
15 11 I ROOF 6 4.5 -42.8 = Hat > 0.04 9 Roof =_= 6 =_+ 260 w/Bd.H 6' Sll6ply.wi6d.b 44 350
15 15': FLOOI; 6 1;.0 = Hrei ' 9 1/2°ply. 3/8 ply.wrdd.t! 4` 300
luU: I WALL 12.4 -215.3 - Ha[[ edge Ed o" i --•--.•- J/6 Gly.wi8dA 4' 320
100".41q 230 pif hV 160 e 5 0 plate --+; 1/1 ly.wih.k 6' 26C
UPLIFT: -1.,, k. leis use-i-i.1 strap 8 wall below spa[ Ars 48 strap holdn lilp�y.wiIOdA 6" 310
_:_1 tCSi6140": 0.: ;%HSi14:r0' spat HAs 14
---su3----- --it- ------ ---- --fk-- ---------- t -lil'piy.w/sp.nl.-+ ----- ----RxL--- --------------- --------alt. sele[tiens------
15 I 1 k9OF 6 4.5 -4P.8 = rot -> 0.04 9 Roof =_= 6 =_+ 260 w/8d.0 6'' Si16p1y.wi6d.H 4' 350
15.0 15: FLOOR 6 17.0 = !'ret ' 9 ; 1/210y. 3/8 ply.wi6d.N 4' 300
100': 1 BALL 12A -25.9 = hact edge ih 6' 9 M ply.w/bd.h 4' 320
I00 =Vcap 16d p;f hV :t 16d 5 plate---+' 1/1 piy.wi8d.0 6' 260
UPLIFT: -1.7 I: less use -1.1 strap p wall below : spa[ ADS 48 strap holdn 11,4l .w/IOd.E 61 310
SHEAR: 3.9 i. 0.7 .,Hl6ou') 0.1 �CHST14190` : spat-?1As 14
-----5W4----- --ft- -- -------- ---- --Tl:-- ----------- +- 1i ly.wis .ni. + ----- ----WiL--- --------------- --------alt. selectials------
11 i 4 1 R36F 6 2.9 -14.2 = 'iot p------+ -i 0.04 9 Roof =_= 6 ==t 280 w/86.@ 4' 5/16ply.wi6d.l 33' 350
5 5.0 5': FLOUY: 6 Iu.Y = Fret 1/2'ply. pia ply.w/6d.i 4' 390
42'i 45c 0.9 1 6LL 6.0 -3. 3 = Hact ; wipe 56 4` 9 3/8 ply.W/9d.0 4' 320
90.. 188 pif [IV +-16d 0 8 p plate---+ 112 ply.ui8d.8 4' 386
UPLIFT: -0,3 i. less use- -0.2 spa[ nas 48 strap holdn li2pay.Wh Od.0 6' 310
SHEAR: 1.3 k spat i1A 24
----sw5----- --ft- ------------ ---- --fk-- ---------- +- lii°31y.wisp.nl,-+ ----- - --diL--- --------------- --------alt. selections------
54 in 22 1 ROBF 6 58.6 -18.6 = ihut +------+ -> 0.04 9 Ruoi =_= 6 =_+ 305 w/8d.0 4" S)16piy.ri6d,@
26 0 2;-: LBUIi 6 -19.8 9 ; 1/2"Gly. i8 ply.w/6d.0 4' 390
48; 45': 1 uiaLL 161.2 141.1 = nact ' edo[ 8d-9 4` 9 3i8 ply,w/6d.0 4" 410
90':=VcaLL 305 Gif by t-16d @ 8 0 plate---+ 1)2 ply.wi89.! 4' 380
UPLIFT: LORE F. leSs use-? spa[ i,aS 46 Strap haldn lilp y.Whod.0 6' 310
SHEAR: 7.1 k Iia[ His i4
-F_L Eli L�--- ik I-IE T--Et j L E ---.-.------�_!�E=fink
p �--1❑�r�T ilk � i�
III f+U A F'OE: r;f`�LIff1aGTOfa WINDEF:IIL=RE
N A L I S SUBJ: I'IAIN <�<tiLEV EW -XDIR
A . E . C DIAFLEXA- P=LEXIBLE DIAf'HRAGN AND FiEDUCTION IN Vcaf, DUE TO OPENING"
--------- -------------------------------------------------------------------
10 = roof wl L 00 1..= 5/6' A!, T.
25.9 = story shear 15 = flour wt 1.65 k.= 5i8" A05 V.
285 = story lusefit 15 = rill wt 0J2 L.= S.tii,5
72 = build 'widtl; 6.8U k.= CA II4..1'r0"; 1.65 kk.= ;1516140°
it = slur; Yieignt 0.14 = ,a1 drift 4.22 ;SInb14: use CHI1 2}fur ezist.[ansi..
HF = stud'%*HI F.' 0.0 = wind gust 0.11 11.= I6d
6 = d, ri311 :12e
ree. shear a'�e sn2ar
d2Str. t�et uistr. 3F0 Nlf
100" -G1; Gk i 25.9 ki6a. i 4'
- - ------ ----- ---- - - ---- -- - ---- ------ �ilSNbt,t--------- ---------------- ---------------
Luall Lopnq DIST K11hkk-GF 213 MCI', MG� >I ock all, built piyr.edges added wt 0 OALLS h FLOGRS
Hopn4 Lact BIf11 9'LL,RGGF OR DL kESISl, 4VERIURU lOd. 12'Fiy.ppnl.tatJ W d wail ends RESISTIIIG
%Rsolid::iiopenkALLS 11,GGFi PAQ5 WIDE ---10d.rb'a1r,.plY.EOae.Rail drift 1S psf OVERTURHIHG
----sul- -- - ft. ---------- ---- --ik-- -------- !/2's1t.Nfsp.nl.-+ ----- --- BiL--- --------------- --------lit. selection------
!3 4 B 1 RGCF 6 3.4 -31.0 = Mot ' +---- -+ '-1 4,04 9 koat «: 6 --+ 340 w/Bd.N 4' 5/i6ply.06dA !° 350
S 9 11". FLGGR 6 12 J - Yiret +- -- �+ i 9 i/2°ply. Sit ply.w!6d.0 3" 390
69ti 1 WALL 9.3 -18.9 = Matt , edge 8d4 4 9 ---------
4" = 3/8 ply.ui8d.0 3" 410
UPLifls-UIQ�I k 1e5 plf kv use-`-1.4 strap a wall below .+spa[ BS plateau-+ p li2pppyy.u/Bd.O 4' 380
strap hoian 1/t 1 w/1Od.§ 4` 310
SHEAR: 2.9 k 0.6 CSlcz44'J 0.1 <.CnSTlft9u'>: ,r.ac AAs 24
sw------ --11- ----------- ---- --fi-- ----------- +--}i2`piisp.nl,-+ ----- ----Wit.--- --------------- --------alt. selections------
37 21 121 1 &OGF o 27.5 -47.5 = Not t------+ 0.04 9 Roof =-= 6 =_+ 300 w/Bd.V 4" 5/16ply.w/6d.4 3" -650
S 16 1,",- FLOOR b 103.2 = hret ' t------+ I 9 ; 11'3'ply. 3/8 ply.wAd.O 4' 390
a3%t a5:: 1 PALL 75.7 55.68 : Matt eaqa 6dt 4' 9 3/8 ply.wi8d.t 4' 320
90,.=Vcapp 300 pif by +-16d B t plate---4 1/2 pply.w/8d.1 4" 180
UPLIFT: IIGHE k less use spat ABs 48 strap holds 1/2ply.w/Iod.N 6' 310
SHEAR: 4.3 r. spat Avis 24
-- -Sa3----- --ft- ----------- ---- ---k-- ----•------ t 1i Nl/.wisp.nl.-+ ----- ----ki.--- --------------- --------alt.320 wy6d.0 4' ;/16ply.w16d.selections------
12 1 4 I RGUF e 2.9 -IS.8 = Mot ' +------+ '-> 0.04 9 Roof === 6 ==r 0 3' 340 5 5.0 is FLOOR 6 10.9 = Hrel t +------+ I 9 111. ply, ;/B ply.w/6d.N i"
42': 45� 1 HALL E.4 a.97 = yiacl edGe 8d 4' ; 9 1/0 ply.w/8d.� 4' 4io
90,141al i1.0 plf iiv •-led a plate---t 1/2 p"y.u/Bd.N 4" 360
UPLIFT: -0.4 r; less use->-t.4 spas AB, 46 strap baldn 1/2p y.wilod.i 6" 310
SHEAR: 1.4 k spat Ai,s L+
----SA--• .._it- ----------- ---- --fi:-- ----------- +--1/2'ply.wrsp.nl.-+ ----- ----a L--- --------------- --------all. selections------
21 3 12 1 ROOF 6 8.9 -47.5 = Hot +------+ '•: 0.04 4 Roof =-: a =_+ 25G w/Bd.O 6' 5116ply.va'd.@ 4" 350
7 18.0 17': FLOOR 6 33,2 = Aret l + -----+ I 9 ; 1/'1`ply. 3,`8 p1y.w/FdA 4" 30G
861. 64:; 0.93 ! BALL 24.4 -14.2 = Matt edae B3e 6' r 9 3/6 p1Y.u/Bd_� 4' 32O
93<=Vcap 25d plf ov -16d N 6 0 plate--- lit pply.wi8d.e b' 260
UPLIFT: -0.7 k less u=e-�-0.6 strap M gall below : spa: i:13 49 strap holds 1ILply.u/lod.0 6" 310
SHEAk: 4.3 k 0.1 CS16140'J (CMS11419G`,. Spec HA= 24
----Sw5----- --it- -----•----- ---- --rk-- ---------- s--I1't`ulr.uisp.nl.-t -- ----AIL--- --------------- --------alt. 5e1e1tions------
13 12 1 ROOF o 3.4 -47.5 = Hot '-J 0.04 9 Roof 6 ==i 332 w;6d.i 4' 5/itply.witd.6 :,' 350
13,0 17;. F!GOR 6 12.7 - Mret r t 9 112"ply. /6 p1y.w16d.N s' 390
160: I WALL 9.3 -34.7 = Mact eoQe id: 4' 1 9 = 3i8 piy.Ni8d.0 4" 410
100-;VCdD 332 Alf A'a :+ !3d 6 4 9 plate---t' holdn N conc 1/:' oly.wi6d.A 4' iBo
UPLIFT: 2.i l; less use-: 2.6 strap wall neloa : spat A's 4b t foundation below strap Colds 1/2p1y.u114d.N 4" 310
SHEAR: 4.3 k 1.3 :CS161a0 0.a :CMST14190'.: s:aC MAs 2a d o.2 CSIHDIai
---sw6----- --tt- ----------• ---- --TL-- ----------- --- ----- ----dsl--- --------------- --------alt. selections------
6a 39 24 1 RGGF 6 82.3 -75 = Hot I------t '-> 0.04 9 Roof =_= 6 ==t 388 wiBd.N 4' Sil6ply.u/6d.i %'fi 31's 450
2S.0 33. FLuii, 0 306.i - Hrel -------+ 9 1/2"ply. 3/6 p4.u/6d.0 3' 390
35Z a5 1 ,ALL 226.4 213.7 = Hact '. eege Audi 4' 9 3/8 ply.w/Bd.ti. 3" 410
89 =Vca 386 pit nv +-16u e 6 e Plitt--- li pply.w'6d. 4' 4gg
UPLIFT: 11011E I: tens 'Si Spar A h 16 strap holdn 1liply.uliod.N 4" 46
SHEAR: u.6 k. spat MA; 24
1
1
P E T E^R DATE: 19—Jun
GINTAUTAS PROD: ARLINGTON WINDERMERE
M A L I S SUBJ: SCHEMATIC WALL LAYOUT
A . E . C SHEAR DISTRIB WITH FLEXIBLE DIAPHRAGM
L-sPPCF< s-r C3Ry
----------------------
MS EW
SHEAR / �� ✓y�j
MOMENT
TYPE Wink? 5 R.
4-4
UN
Oa liv�O
1 1 IL .
� E �
-------------------------------...---------_----------------------
P E T E R DATE: OL118
GINTAUTAS PROD: ARLINGTON WINDERNERE
N A L I S SUBJ: ROOF'-LONG BM
A . E . C -WOOD DEAm ANALYSIS & DESIGN
--------- ---------------------------------------------------------------
OHIFORM LOAD WORSHEET CGHCEHTkATED LOAD WOR GHEET hi
5FAH = 18.0 ------------------------------------ ------- --------------------------------------,
FT WL WD height PL PD ;
----- ----------------- ----- - type length width wil wdl 4.1 2.111 ;
t ---- + t------- ----- ------ ----- ----- ------ ------
FLOOR: r width r = 2.0 LL = 25 psf = 50 roof: 12.0 6.0 25 15 1.2 1.i
+--------+ 8 DL = 15 psf = L0 floor: 6.0 12.0 40 25 2.4 1.8 ;
WALL: he:ght - 6.0 e DL = 15 pst = 9u wall: 8.0 15
*--------` other: 0.0 ;
FLOOR: wide e LL = 40 psi = +------- ----- ------ ----- ----- ------ ------r
e UL = 20 psi = 10.0 ;; PL= 4.6 4.6
WALL: hrgil ---. DL = 15 psi = gist. fro* left ;; PD= 2.9 red:
\I
FLOOR: wade a LL = 40 psi = COHCENTRATEG LOAD WOkKSHEET 02
DL = 25 psi r------- --------------------------------------
WALL- hign ---. 0 DL = 15 psi = height PL PD
----------------------- ----- ---------------- -- -- -- ; type length width will wdi 4.7 2.9 ;
36 AREA LLreg wL= j0 1�u ----- - --- - - ---- ----- ----- ------ ------f
Live load Red.'?-) YES uses wL= 50 reg. roof: 12.0 6.0 25 15 1.8 1.1
floor: 6.0 12.0 40 25 2.9 1.3
4.57 «PL;; ; Nall: 8.0 15
LAS C<PC;; ; other: 0.0 0.0 ;
7.45 <CPT ; +------- ----- ------ ----- ----- - -----*
--- L = 10.0 --)1ii ;j 4.51 <;fL --) 16.0 fL= 4.6 w4.6
2.G3 01*P0 dist. fro* leit ;; PD= 2.9 red:
-- L = i6.0 -------)2\i 7.45 <{PT 1i
; Pb ;CNL 0.050 <<NL «NL <<F'D
«PT <<ND 0.120 G<wD ;<N0 <:P1
«wT 0.128 <;<wT ,XtT
LLLLLL 25 LLLLLLLLLLLLLLLLL
DOUDCD 15 ODDDDDDDDDDDDDDD`u
=====1 3.5 16.0 LVL ►_____
dry roof geae
RL=
4X4 0.7 =dTL <=_
2-2X6 -0.3 =dcatb ;;6Y6
2-2ae ROOF LONG BM oX8
------------------------------------------------ --------------------------------------------------------------------
SHEAR: 5.8 5.0 4.1 -4.2 -12.4 kips
MOMENT: 24.3 44.9 35.5 f.
------------------------------------*11 A -------------------------------------------------------------------------------
ck width ? 78;=D BEND SHEAR BERG ELAN 3
3.50 Ct WIDTH actual 90k44 <T'iPE) Fball Fvall Fcbrq 1000ksi
18.00 DEPTH actual 104>.=M;: +---------- - - - ------------
2 « TYPE --) LVL 2 LVL 2600 285 750 1.0 {all b®s}
R < load dur;koof>;Floor: 1.15 *- --- -- - ---------- ------------ ------------ ------------+
S :< uses ,5ingler<Repet) 1.00 1 GL-F24 5 BCVL 9 DF1 n 13 HF1 n 11
0 <t wet use <Weti<Dry 1.00 2 LVL 6 RL02 10 DF2 n 14 Hr2 n 18 ;
460 <;< LL deft criteria ; 3 VS1650 7 11 oft w 15 HF1 w 0
------------------------------------------------------ 4 F'SL 8 12 DF2 w 10 HF2 w 20 ;
CHECK Fh Fv LL TL Cf= S A I ---------- ------------- ------------ ------------ -------------
STRESS MGM SHEAR DEFL DEFL 0.'96 in\3 in\2 in\4 W=1.7513.5\5.2517, U=9.5111.88\14\1b118
------------------------------------------------------
ACTUAL 2979 296 0.35 0.66 PROV 181 63 1701
ALLOW 2850 328 0.45 0.90 REO'D 18B 27 defl
EVALV119941 )OK.: iaK< )OK< .
------------------------------------------------------
LAh VENEER LUMBER
-----------------------------------------
:I- - 5 W1d4-- . 1- E3 Deep Lti.1L
+------------------------------------r + ----post capacities------- ---post designations----
44 4 6 2-214 04
2-2X6 18.0 it fit ; ; 6 16 30 43 2-2K6 4X6 6%6 6t8
2-2X8 06 ; ; 8 43 43 65 2-2X8 6XG bza 8K8
L bw 1.9 DRY ROOF BEAM 4.1 =L brq -------------------------- ------------------------
5.1 = H/T.BRACE TOP C60.6 BOT i 8 it based on 9 it height
IZZ 0 01--L Q F+i I; 1B pri
ARLINGTON WINDERNERE
--------- --------------------------------------------------------------
P E T E R DATE: 06/18
GINTAUTAS PROD: ARLINGTON WINDERMERE
N A L I S SUBJ: ROOF-LUNG BN
A . E . C WOOD BEAN ANALYSIS & DESIGN
UNIFORM LOAD 1ORKSHEET CONCENTRATEB LOAD H H SHEET 91
SFAH = 22.0 --------------------------------- -----+
i\ FT WL WD ; height PL Pb
S, ----- ----------------- ---- ----- type length width wit wdl 5.7 3.5 ;
+--------+ t------- ----- ------ ----- ----- ------ ------
FLOOR: / width r = 4.0 0 LL = 25 psf = 100 ; roof: 14.0 BA 25 15 2.B 1.1 ;
t--------t DL = 15 psf = 60 floor: : L.0 12.0 40 25 2.9 1.'� '
HALL: height = 10.0 0 DL = 15 psf = i50 wall: 3.0 15 1
athm 0.0
FLOOR: wide ---) 0 LL = 40 psf = ------- ----- ------ ----- ----- ------ ------+
UL = 20 psf = - 8.0 ;; PL-; 5.1 5.1
WALL: high --i ea DL = 15 psf = dist. fro® left ;; PG= 3.5 red:
FLOOR: wide ---i N LL = 40 psf = CONCENTRATED LOAD WORKSHEET 12
rDL = 25 psf = -------- ------------------»------------------+
HALL: high N ➢L = IS psf = ; height PL PD
----------------------- ----- ----------------- ----- ----- ; type length width wll wdl 5.7 3.5 ;
88 = AREA LLred -L= 100 210 t------- ----- ------ ----- ----- ------ ------
Live Load Red.?-5 YES used wL= 100 red. roof: 14.0 8.0 25 15 2.8 1.7
floor: 6.0 12.0 40 25 2.9 IA ;
5.13 '.<PL;; wall: 6.0 15 ;
3.48 \\fG;; ; other: 0.0 0.0
8.61 ,<PT;, I; t------- ----- ------ ----- ----- ------ ------�
<--- L = 8.0 --:1\i ;; 5.13 ,{PL --> IDA ;; PL= 5.1 5.1
list. fror, left ;; PD= 3.5 red:
--- L = 20.0 ------->2\7 8.61 „PT V
Pb <?.wL 0.100 \<;wL
<<Pi \\w➢ 0.210 \\wb 4\wD 0ST
„W1 0.337 \\wl \,wT
LLLLLL 25 LLLLLLLLLLLLLLLLL
DDDDD'o 15 DDODDOD➢0DG0GUDGG
5.3 ILO LVL
dry roof oeaA J=====
L :2.0 \< L " \\ L
r`;L= '; 9.97 RR= 14.66
1.1 =dTL =_ "
46 -0.6 =dcaab ..616
bz6 ROOF-LONG DOS 618
---------------------------------------------- -Atl V -------------------------------------------------------------------
SHEAR: 10.0 8.1 -2.3 -4.2 -14.7 kips
MOMENT: 49.7 6Z.4 45.4 fk
---------------------------------- aal d -------------------------------------------------------------_-----------------
ck width + cl:.Defl 1001"41: BEND SHEAR BRNG [LAST a
5._,5 <: HIDTN actual 71,14, \TPPE, Fball Fvall Fcbrq 100Uksi
10.00 \, DEPTH actual 9'2,11 t---------- ------------- ------------ ------------ ------------r
2 t, TYPE LVL 2 LVL 2600 285 750 1.8 {all basj
R <\ load dur{Jmf>,FlooO 1.15 t ------ ------ --- ----- ---- ------------ ------------+
;< uses S�nglei;Repet; 1.40 -1 GL-F24 5 bCVL 9 ➢F1 n 13 HF1 n 17 ;
D \\ wct use ','tict>,bry, 1.00 2 LVL b RLAM2 10 DF2 n 14 HF2 n 1B
460 \t LL defl criteria 3 NS1650 7 I1 DF1 w 15 I l w 19 ;
- -- --- - - - -- ------------------------ 4 PSL 8 12 DF2 is to HF2 w 20 ;
CHECK Fb Fv LL TL Cf= S A ! ------------
t
STRESS MOM SHEAii DEFL DEFL 0.96 in\3 in\2 in\4 U=1.7S13.515.25\7, D=9.S111.88114\16\18
------------------------------------------------------
------------------------------------------------------
ACTUAL 2600 233 0.54 1.11 PRUV 271 95 2552
ALLH 2856 328 0.55 1.10 REO'D 266 46 Neil
EVAL>? >OK; iuk. OK\ 4900i
--------------------------------------
LAN VEI;EEL LUMBER
t----------------------------------------.
5 i.+.l3 cl t-- . 1 43 D4-- t-_ p 1_VL
t r------------------------------------t . ----post capacities ------ ---post designations----
t ; ' ; 4 b 2-2fl4 4K4
4fb 22.0 ft 616 1 6 10 30 43 2-2K6 46 La 66
6K8 dk3 : ' O 43 43 65 2-2l;'8 6X6 6t8 HE
L Grg= 2.2 DRY ROOF BEAM 3.'2 =l brg -------------------------- ------------------------
3.4 = H%T,BRACE 0 SUPT•ORTS ONLr based on 9 ft height
RClOr__-LCM1+11_a D1q
ARLINGTON WINDERIIERE
P E T E R DATE: 0L118
GINTAUTAS PROJ: ARLINGTON WINDERMERE
N A L I S SUBJ: ROOF-LONG BPI
A . E C WOOD BEAM ANALYSIS & DESIGN
------------------------ ------------------------------------
M UNIFORM LAD dORXSHEET CONCENTRATED LOAD WORXSHEET 91
5PAt4 = 22.G ------------------------------------ ------- - - -------------------------------+
a height PL PD ;
----- ----------------- ----- - type length Width wll Wdl 0.0 ;
r--------r r------- ----- ------ ----- ----- ------ ------r
FLOOk: i width ! = 12.0 (4 LL = 25 psi : 300 roof: 9.0 25 15 0.0
--------+ : hL = 15 osf : 150 floor: B.0 40 25
WALL- height = 10.0 B DL = 15 psi = 150 will: 8.0 15
+--------r :h oa r: 0.6
FLOOR: wide -- r LL = 40 psf = +------- ----- ------ ----- ----- ------ - r
GL = 20 psf = PL= 0.0 0.0
WALL: high -•-'3 DL = 15 PST = dlst. frog left ;; Pb= red:
\1
FLOOR: wade ---: B LL = 40 psf = CONCENTRATED LOAD W64SHEET 92
DL = 15 psf = ------- -----------------^-- ----------------+
UALL. high ---i e OL = 15 pst = ; height PL PD
-------------------- ----- --------- type iengih width WE :d1 0.0
264 = AREA LLred uL= 300 '30 t------- ----- ------ ----- ----- ------ ------+
Live Loan Red.?-i YES 9% used WL= 273 red. roof: 0.0 25 15 0.0 ;
floor: 8.0 40 25 ;
0.00 wall: 8.0 15 ;
other: 0.0 0.0 ;
t------- ----- - - -- ------ ------f
0.00 --� ': FL= 0.0 0.0
oist. froa left ;; P0= real.
0.00 \!
vJL .SL
fG CWL 0.300 C<wL <WL :PD
PT ;wD 0.330 i�wi ;TWO :PT
(wT 0.646 <CwI C<wT
LLLLLL 25 LLLLLLLLLLLLLLLLL
DDDDDD 15 DD5DDDDDODD04GDDD
-____-_( 3.5 10.0 LVL )=====
_--::::t dry roof bean j=====
a L 12.O ;C L C; L
RL= ;; 7.13 kRF 7.13
1.1 =dTL
4X6 ;; -0.6 =dcaab ;;06
2 1Xe ROOF-LONG bh 2-2X6
------------------------aax U -------------------------------------------------------------------------------------------
SHEAR: 7.1 3.6 -0.0 -3.6 -1.1 kips
MOMENT: 29.4 39.2 29.4 fk
------------------------------------riax M -------------------------------------------------------------------------------
ck width ? ck.Defl 141 =D;: BEND SHEAR BRNG [LAST x
3.50 i; WIDTH actual 52'r.=V% ;TYPE) Fhall Fvall Fcbrg 1000k5i
16.00 is DEPTH actual 91 =M% r---------- .--.-»---- ------------ ------------ ------------
+
2 « TYPE --i LVL 2 LVL 2600 285 750 1.8 Wl bgsi
R i( load dur<kooi)!;Fioor) 1.15 - -------- ------------- ------------ ------------ ------------+
S uses GSinole)<kepei 1.00 ; 1 GL-F24 5 BCVL 9 DF1 n 13 HF1 n 17
0 wet use Aet)tD(y) 1.00 ; 2 LVL 6 RLAM2 10 DF2 n N HF2 n 16 ;
490 i LL defl criteria ; 3 YSI650 7 11 DF1 W 15 HF1 W 19
------------------------------------------------------ ; 4 PSL 8 12 DF2 W 16 HF2 w 20
CHECK Fb Fv LL TL Cf= S A i .---------- ------------- ------------ ------------ ------------,
STRESS MOM SHEAR DEFL DEFT 0.96 in\3 in\2 in\4 9i=1.75\3.5\5.2511, D=9.5\11.88\1406\18
------------------------------------------------------
ACTOAL 2604 170 0.52 1.12 PkOV 181 63 1701
ALLOW 2858 32'8 0.55 1.10 REO'D 165 33 defl
EVAL)) )OKC )UK; .19V 0N1911
-----------------------------------------------
LAM VENEER LUMBER
+----------------------------------------r
5 Wide a 18 Deep LVL
+------------------------------------+ + ----post capacities------- ---post designations----
' ' 4 6 2-2X4 04
4X6 21.0 ft 4X6 1. 6 10 30 43 2-2X6 06 6x6 6x8
: 2-2X8 2-lXB ; 8 43 43 65 2-2X6 6X8 6x8 6X8
L ,rq= L4 DRY ROOF BEAM 2.4 =L brg -------------------------- ------------------------
5.1 = H!T,bf.ACE TOP COHT.6 BOT p 8 ft based on 9 ft height
F 00V-L_0t-10 Eii"t
ARLINGTON WINDERMERE
-------- -------------------------------------------------------------
P E T E R DATE 06/18
GINTAOTAS PROJ: ARLINGTON WINDERMERE
N A L I S SUDJ: MEZZ-STORAGE &hi
A . E . C WOOD BEAM ANALYSIS & DESIGN
-----------------------------------------------
UNIFORM LOAD '14OR►;SHEET CONCENTRATED LOAD NORKSHEET Nl
SPAN = 20.0 ------------------- --- ------- +-- - -- ---------------------------------- -+
FT UL a0 height FL PbP ;
----- ----------------- ----- ----- ; type length width ill wdl 0.0 ;
t------- ----- ------ ----- ----- ------ ------t
FLOOR: -- i LL = 25 psf = root: 14.0 25 15 0.0
N DL = 15 psf = t floor: 6.0 40 25
WALL: high ---r h DL = 15 psf = ', wall: a.0 15 '
t--_---_-t other: 0.0 ;
FLOOR- i aidtli i = 10.0 b LL = 115 psf = 125D t------- ----- ------ ----- ----- ------ ------�
t--------t 6 DL = i5 psf = 2 0 --i ;; PL= 0.0 0.0
WALL: high ---I 0 DL = 15 p5f = dist, fro:+ left ;; PD= red:
FLOOR: wide - a LL = 40 psf = CONCENTRATED LOAD YORKSHEET b2
UL = 25 psf = t------- --------------------------------------t
GALL high ---) N DL = 15 psf = ; height PL PD
--------------------- ----- ----------------- ----- ----- type length width ill wdl 0.0
200 = AREA LLred wL= 1256 150 t------- ----- ------ ----- ----- ------ ------+
Live Load bed.?-i 1'ES 4: used .L= 1200 red. roof: 12.0 25 15 0.0 ;
floor: 6.0 40 25 ;
0.00 wall: 8.0 15 ;
other: 6.0 0.0 ;
0.00 t------- ----- ------ ----- ----- ------ ------
0.00 --; ;; FL= 0.0 0.0
dirt. frog left ;; PD= red:
0.G4 1/
C<PL ,PL
::FU wL 1.26G <:wl ;wL <FD
\r'T ;<wb 0.25G i;wG t:wb ;tPT
CAT 1.491 <wl < wf
LLLLLLLLLLII. 125 LLLLLLLLLLL
D00000DGDGGO 25 UDUOD9DD000
6.8 21.0 GL-F24)=====
-_=====i dry floor beat I=====
L 2G.6 L ;; tii L
RL= ;114.91 RR= 14.91
" 0.6 =0
6x6 -0.1 =dcaib ;;6x6
6>i8 hE<<-STORAGE DM 6z6
------------------------➢3x V -------------------------------------------------------------------------------------------
SHEAR: 14.9 1.5 -1.5 -14.9 kiss
MOMENT: 55.Y 74.5 55A fL
------------------------------------pax F -------------------------------------------------------------------------------
ck width ? 12�44 REND SHEAR DRNG ELAST x
6.75 Cc ODTH actual ti6:=Uk C1iPE) Fball Fvall Fcbrg 1000k:sx
21.00 DE`P'1H actual t---------- - -- ------ - t
<: TYPE --? GL424 1 GL-F24 2400 165 560 1.8 ,all bay;
F % load dur{woof <Floori 1.00 t---------- - ----------- ------------ ------ - ------------
.
S uses "inalei:Repet:' 1.GG 1 GL-F24 5 bCVL 9 DF1 n 13 HF1 n 17 ;
D ; iei use <;KeiitiGryi 1.G0 2 LVL 6 RL02 10 DF2 n 14 HF2 n i8 ;
480 i LL defl crxtm a 3 US1650 7 11 DF1 w 15 HFI w 19 ;
------------------------------------- -------- 4 PAL 8 12 DV' w 16 62 w 2l ;
CHECK Fb Fv LL TL Cf= S A I ---------- ------------- ------------ ------------ ------------,
STRESS NGA SHEAR DEFL DEFL 0.14 in',3 in12 inv4D=9\10.511211a,5115\1b.5`,16\19.5v21
--------------------------------------------------------------------------------
---------------------------
ACTUAL 1518 158 0.46 0.57 PPROV 466 142 ti20
ALLOG 2255 165 0.50 1.00 REO'D a'91 lab deft
EVAL ) ,0k ;Ok OKC iGR(
GLLAM Fb-2400
t- --- ---------------------------+
aS _ 7 '� Yxl 0r� 2 1 D p C3 i
+ •------------------------------------+ t
---post capacities------- ---cost designations----
: 6 2-2X4 4X4
6x6 20.0 ft 616 6' 10 a0 43 2-2%6 4'i6 6x6 6x8
6%E 6aa .a 43 43 65 2-2i;a 6k8 6x8 Gad
L brq= 3.9 DRY FLOOR REAM 3.9 =L bru -------------------------- ----------------------
3.1 = H/T,aRACE p SUPPORTS ONLi based on 9 ft height
m c- z z_-s-r q R@,,%ou iBm
ARLINGTON WINDERMERE'
\I
--•------------------------------------------•-•--------------
F E T E R DATE: OL 18
GINTAUTAS MOJ: ARI-INGTO14 WINDERMEF<E
N A L I S SUBJ: NEZ7_-F:OOF MUSS SUPPORT
A . E - C WOOD BEAN ANALYSIS & DESIGN
----------------------------------------
UNIFORM LOAD WORKSHEET CONCENTRATED LOAD M GHEEI 01
SPAN - 25 -------- +------- --------------------------------------�
�+ --------------=71 FT DL Ub ; height PL PD
----- ----------------- ---
-- ----- type length width wll wdl 1.8 1.1 ;
t--------t +------- ----- ------ ----- ----- ----••- ------
FLOOR-. i width 15-0 t LL = 25 psf = 315 roof: 14.0 5.0 25 15 1.6 1.1 '
+--------+
DL = 15 psf = C 5 Tiaor: 6.0 40 25
+ALL: height - 9.13 DL = 15 psf = 120 wall: 8.0 15
+--------+ other: 0.0
FLOUR: wiUL, --•? $ LL = 40 p5f = +------- ----- ------ ----- ----- ------ -------
@ DL - 25 p.f = --i 18.0 '; P1= 1.3 1.3
NALL: hign - e DL = 15 psf = dist. from left ;; PD: 1.1 red:
FLOOR: wide --- N LL = 40 psf = CONCENTRATED LOAD WORkSHEEf 02
DL = 25 psf = +------- --------------------------------------+
WALL: high ---> p DL = 15 psf = height PL PD ;
----------------------- ----- ----------------- --;�- ..... type Iength width wll wdl 0.0 ;
375 = AREA LLrcd wL= 75 45 ------ ----- ------ ----- ----- ------ ------
Live Loao Red.?-i YES luY, used a= 306 red. roof: 12.0 25 15 0.0 ;
floor: 6A 40 25 ;
wall: 8.0 15
other: 0.0 0.0 ;
2.39 aFf;; ,------- ----- ------ ----- ----- ------ ------+
--- L = 18.0 --,1+„ U.OU --> ;! PL= 0.0 0.0
Gist. frog left ;; PD= red:
DAD' 1�
C<f'L C<:PL
P'D CiwL U.37S C;wL CWL <<PD
«PT C4wD 0.345 C<WL
0.755 C<'wT
LLLLLL 25 LLLLLLLLLLLLLLLLL
DDDM 15 DDDGDDDDODDDDGDDG
6.8 I6.0 GL-F241=====
dry root u2dA j===
{; L ;; 25.0 « L Ct L
kl= ;;10.10 Ut
1.1 =dTL
616 ;; -0.6 =dcaub
6k6 HE12-ROOF TRUSS SUPFGRT 6k6
------------------------------------------------ta1 V
SHEAR: 10.1 5.4 0.7 -bA -11.2 hips
MOMENT: 46.1 67.3 54.9 fk
-------------------------lax ------------------------------------------------••------------------------------
c1c width ? 9U:=D 6EN0 SNEAK 6RHG ELAST 1
6.75 :: WIDTH actual 13':14 irf'E: Fba1l FvalI Fcbrg 1000ksi
IMA : DEPTH actual 88;:=M'S +---------- -- -- - --- +
------------- -------- ----------- ---------
I << TYPE --> GL-FA 1 GL-F24 2400 165 56U 1.8 {all bssi
R !Dad dur,RQDTiCFIUor> 1.15 t---------- ------- •� _ - - -- -------
-----
---' ---------• ---------
S ;C uses Cuingle?+.kepeii 1.00 ; 1 GL-F24 5 6CVL 9 DF1 n 13 HF1 n 17 ;
D < wet use ,Wet;><,bry 1.00 ; 2 LVL 6 RLAN2 10 DF2 n 14 HF2 n 12
480 CC LL defl Criteria ; dS165U 7 11 DFl w 15 Hfl w 19 ;
----------------------------------------------------- 4 PSL O 12 DF2 w 16 iiF2 w 2U
CHECK Fb IV Lt. TL Ct= S A I ........... ------------- ............ ............ -----------
STRESS 110M SHEAR DEFL DEFL 0.96 in',3 iri%2 in14 N=3.13\5.1316.75':6.75, D=9\10.511't1i3.51i5116.5118`,19.5121
------------------------------------------------------
ACTUAL 231E 138 0.50 1.12 PROV 349 122 3281
ALLOW 263E 150 0.63 l.25 f;Ed'D 306 nu defi
E V A L 0t;C }U OK:
GLULAM Fb-2400-
t-----------------------------r------------, 11 0 D N p ftl
t t------------------------------------t + ----past capalit165"------ ---post designatlan5----
4 6. 2k4 4K4
61 2-
6 25.0 ft 616 ; ; o iU 30 43 2-'yU 4i6 616 618
Eau 6h6 ; ; 6 43 43 65 2-2k8 6a8 618 US
L br4z DRY ROOF 6EAM 2.6 =L bro -------------------------- ------------------------
2.7 = H71„16 BRACING FU D based on 9 ft height
ARLINGTON WI14DERI-IERE
I
--------- -------------------------------------------------------------
F' E T E R DATE: 06/18
GINTAUTAS F'ROJ: ARLINGTON WINDERMERE
N A L I S SUBJ: MEZZ-ROOF TRUSS SUPPORT
A . E . C WOOD BEAM ANALYSIS & DESIGN
--------- -------------------------------------------------------------
UNIFORN LOAD WORXSHEET CUHCEHTkATEG LOAD WORKSHEET hl
SPAR = 27.6 .................................... +------- --------------------------------------+
FT kl WD height fL PD
.�
----- ----------------- ----- -----
type lerlyih width all adl 1.8 1.1
+--------+ -------- ----- ------ ----- ----- ------ ------+
FLOOR: width i = 15.0 LL = 2S psf = 3.S roof: 14.0 5.0 25 15 1A 1.1
U DL = 1) psf floor: 6.0 40 25
WALL: ; height ; = S.0 r DL = 15 psf = 126 well: 0.0 15 ;
+--------
+ other: 0.0
FLOOk: wine ---; 0 LL = 40 psf = -------- ----- ------ ----- ----- ------ ------+
0 DL : 25 psi = - 19.0 ; PL= 1.3 1.3
WALL: high ---> r DL : 15 psf = dist. fros left ;; PD= 1.1 red.
1/
FLOOR: wide ---; 0 LL = 40 psf = COHCEHTRATED LOAD WORKSHEET 112
i DL = 25 psf = f------- --------------------------------------t
HALL: high - p DL = 15 psf = height PL Pb '
----------------------- ----- ----------------- ----- ----- ' type length width all wdl 0.0
405 = AREA LLred wL= 375 345 t------- ----- ------ ----- ----- ------ ------
Live Load Red.?-; YES 20', used wL= 299 red. roof: 122.0 25 15 0.0
fluor: 6.0 40 25
1.30 r<PL;; wall: 8.0 15
1.05 CCFG;; ; other: 0.0 0.0 ;
2.35 4<PT;; +------- ----- ------ ----- ----- ------ ------+
L = 19.0 -?1\i 0.00 PL= 0.0 0.0
dirt. fros left ;; PD= red:
6.00 1!
CSrL XPL
C�fir i wL 0..75 C<;wL ;CvL : PD
::FT CCwD 0.345 :rwD <<aD ;iPT
f wT 0.161 ;wf k�wT
LLLLLL 25 LLLLLLLLLLLLLLLLL
DCDGDO 15 DQDQOUDQGQUDGDG6D
6.8 21A GL-F24j=====
dry roof bean 1=====
L 21.0 .0 L ;; t< L
RL: ;;10.96 RR= ;; 11.92
1.0 =dTL
-0.5 =dcaab ;1616
6X8 MEZZ-ROOF TRUSS SUPPORT 6X6
------------------------------------------------tax V ------------------------------------------------
-------------------
SHEAR: 11.0 5.0 0.7 -6.6 -11.9 kips
MOMENT: 56.6 70.7 63.1 fk
------------------------------------eax h --------------------------- ------•-----
cK width ? 724=Dt BEND SHEAR BkHG [LAST x
L.75 <i bIDTH actual 6o-:=V': TYPE; Fball Fvall Fcbrg 1000ksi
21.00 CC DEPTH actual 18 =M t---------- ------------- ------------ ------------ ------------t
1 is D PE --> GL-F24 1 GL-F24 2400 165 560 1.8 (all bss'}
R tt loan dwRoof :Floor 1.15 t---------- ----------- - ----
�
-------- --- ----- ------------
2 5 t
S ( uses 1SinQIEAkepeti 1.00 ; 1 GL-F4 BCVL 9 DF1 n 13 HF1 n 17
D (t wet ust let;tDryi 1.00 ; 2 LVL 6 RLAM2 10 DF2 o 14 HF2 n 16
460 : LL defl criteria ; 3 WS1650 7 11 BF1 w 15 HF1 w 19
-•-------------------------------------------------- 4 PSL 6 12 Dr! c: 16 HF2 .w 20 ;
CHECK Fb Fv LL TL Cf= S A I +---------- ------------- ------------ ------------ ------------t
STRESS Mufl SHEAR GEFL DEFL Od4 in\3 in\2 in\4 =3.13\5.13\6.75\n.7S, Q=9',14.5\12113.5',1511e.5118119.5\21
------------------------------------------------------
ACTUAL 2025 126 0.46 0.97 PROV 4A lag 5209
ALLOW `2594 190 0.68 1.35 kEO•Q 364 81 defl
EVAL 7 ;ok( )OKX illKt ;Ok:
-----------------------------------------------------
GLULAM Fb-2a00-
r--------------------------------------♦
d _ 7 W JL C1 C 2:L D p G 1--F-2 4
+ r---------- ---------------+ + ----post capacities------- ---post designations----
4 6 2-2X4 44
616 27.0 ft 616 6 10 30 43 2- X6 06 6x6 6x6
6X8 6X8 ; 8 43 43 65 2-2X8 6X8 6xB 8X8
l brq= 2.5 DR'( ROOF BEAM 2.7 =L brq -------------------------- ------------------------
3.1 = H11,BRACE ; SUPPORTS OHLY based on 9 it height
IT1EZZ-I--.c00 V -rFtiUSS SLJF-F'QRT
ARLINGTON WINDERMERE
MEZZANINE-LIGHT STORAGE l
.TJ-Beam"' v5..440 Serial Number:709040615 11.876" TJI®/PrOTM_650 JOIST @ 16.0- O/C
BEAMUSA 1001 6120199 8:37:50 PM
Page 1 of 1 Build Code:099
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED
_Overall Dimension=3�
3 441
s- — f3 ----- - 14 -- — — 1� ---�,
Product Diagram is Conceptual.
LOADS: 4
Analysis for Joist Member Supporting FLOOR-COM.Application. Loads(psf):125 Live at 100%duration, 15 Dead,20 Partition
SUPPORTS: INPUT BEARING REACTIONS(lbs.)
WIDTH LENGTH JUSTIFICATION LIVE/DEAD/TOTAL DETAIL OTHER
1 2x4 Plate 3.50" 2.25" Left Face 668/113/781 Detail A3 1.25" LSL Rim
2 2x4 Plate 3.50" 3.5" Centered 2216/57612792 Detail B3
3 2x4 Plate 3.50" 3.5" Centered 2418/661 /3078 Detail B3
4 2x4 Plate 3.50" 2.25" Right Face 839/190/1030 Detail A3 1.25"LSL Rim
-See TJM SPECIFIER'S/BUILDER'S GUIDES for detail(s):A3, B3.
DESIGN CONTROLS:
MAXIMUM DESIGN CONTROL CONTROL LOCATION
Shear(lb) 1589 1385 1925 Passed(72%) Rt. end Span 2 under Floor ADJACENT span loading
Reaction(lb) 3078 3078 3355 Passed(92%) Bearing 3 under FlooiADJACENT span loading
Moment(ft-lb) 3651 3651 7982 Passed(46%) Rt.end Span 2 under Floor ADJACENT span loading
Live Defl.(1n) 0.129 0.467 Passed(U999+) MID Span 2 under Floor ALTERNATE span loading
Total Defl.(in) 0.152 0.700 Passed(U999+) MID Span 2 under Floor ALTERNATE span loading
-Allowable moment was increased for repetitive member usage.
-Detlection Criteria: STANDARD(LL: U360,TL:U240,ALT:U480 c@50.0 psf).
-Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED&NAILED wood decking.
-Bracing(Lu): All compression edges(top and bottom)must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and
positioning of lateral bracing is required to achieve member stability.
-The load conditions considered in this design include alternate and adjacent member skip loading.
-Concentrated load requirements for standard non-residential floors have been considered.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its
products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The
specific product application,input design loads,and staled dimensions have been provided by the software user. This output has not
been reviewed by a TJM Associate.
-Not all products are readily available. Check with your supplier or TJM technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Code NER analyzing the TJM Residential product listed above.
PROJECT INFORMATION OPERATOR INFORMATION:
ARLINGTON WINDERMERE NALIS AEC
PETER NALIS
4552 51 AVE NE
SEATTLE,WA 98105
206-527-7073
206-527-7073
Copyright 0 1999 by Trus Joist MacMillan,a limited partnership,Boise,Idaho,USA. ProT",TJ-ProTM and TJ-Beam" are trademarks of Trus Joist MacMillan
TJIO is a registered trademark of Trus Joist MacMillan
-- ---------------------.-----------------------------------------
P E T E R DATE: OL/19
GINTAUTAS (ROJ: ARLINGTON WINDERMERE
1A A L I S SUBS►: MEZZ/ROOF-TYP LINTELS
A . E . C WOOD BEAM ANALYSIS & DESIGI4
--------- -------------------------------------------------------------
UM[FUkh LOAD WORKSHEET CONCENTRATED LOAD WORKSHEET 91
SPAH = 7.0 ---------•----------- •------- ---- +------- --------------------------------------+
FT WL sD height P'L PD ;
" ----- ----------------- ---- type l2auth width wll wdl 0.0 ;
t--------+ t------- ----- ------ ----- ----- ------ ------
FLOOR: / wwt ' = 16.0 0 LL = 25 psf = 4'00 ; roof: 0.0 25 15 0.0
+--------+ it DL = 15 psf = 240 flour: 6.0 40 25 '
HALL: height = 3.0 i! DL = 15 psf = 45 ; wall: 6.0 15
+ ----- t ather: 0.0 ;
FLOOR: wade ---i i LL - 40 psf = +------- ----- ------ ----- ----- ---- ------t
0 DL = 25 psf - --> PL= 0.0 0.G
WALL: high -- 0 DL = I5 psf = dist. fro® left ;; PD= red:
li
FLOUR: wide - H LL = 40 psf = COHCENTRATED LOAD WORKSNEET 42
0 GL = 25 psf = t------- ------------------------------------ -1
6LL: high -- V DL = 15 pe[ _ height Pi. PD ;
--- ----- --- --- ----- ----------------- ----- ----- type length width oil wal 0.0
112 = AREA LLred wL= 400 265 ------- ----- ------ ----- ----• ------ ------
Live Lead h'ea.?-; YES used h'== 400 red. roof: 0.0 25 15 0.0 ;
floor: 6.0 40 25 ;
gall: d.0 15
other: 0.0 0.0
0.00
dlst. frob left ;; Pb= red:
0.00 1i
r'L <;'Fl
•.:PD AL 0.400 :.wL ;CzL fD
&T ;lwD 0.285 C wD D XPT
;wT MOD «wF ; gI
LLLLLL 25 LLLLLLLLLLLLLLLLL
DODDee 15 GD-GDGDDDDDDGDD-D
5.5 9.5 DF2 r
dry root aeaa
< L 7.0 i< L L
2 2a4 0.1 =dTL
-0.0 =dcaab �K6
2-2kd NEi7inOOF-TYr LBI ELS 2- hd
------------------------lal v ------------
-------------------------------------------------------------------------------
SHEAR: t.4 i.2 V.'v -1._' -2.4 rips
MUMIT: 3,2 4.3 3.2 ti.
------------------------------------gal n --------------------------------------------------------------------------
lk widih 7 20%=D:: BEHD "HEAR MG ELAS1 i
5.50 ;<; UID1H actual 64':=U;: \TYPE; -
Fvall Fvall Fcbrg 1000ksi
9.`.0 DEPTH actual 62 =M;: r- ------ - ------ ------------ ------------ --- -
-- ----+
10 <, TYPE --) -F2 n 10 DF2 n 275 95 625 1.6 ibaj 4'wide or less;
R lead dur:Rouf:;r'laor 1.i5 ----------- ------------- ------------ -----------• --------•---r
S C< uses \.Single ;k2pet 1.00 1 UL-F24 5 BCVL 9 GF1 n 13 HF1 n 17 ;
D f; vet use ,aetXDryi i.00 LVL 6 RLAH2 10 GF2 n 14 MF2 a 16 '
460 CC LL defi cr.tm a ; WS1650 7 11 DFl w 15 MF1 w 19
------------------------------------------------------ 4 PSL 6 12 DF2 w 16 I1F2 'A .0
CHECKFo Fv LL 1L Ct= 5 A i ----------- ------------- ------------ ------------ ----- -.----�
SIRES' < < <:
------------------
ACTUAL -EFL TEFL 1,00 in,a in'2 in,4 >1=1.5:3.5, D=3.5i�.�J.n9.�\11.5\13.51i5.:
e22 ~70 0.03 0.06 FBOU 63 52 -393-
ALLOi 1006 109 0.19 0.35 REU'D 5i 34 deli
EVAL;? >OVI ;OK: 0Ktt
------------------------------------------------------
esr DOUG FIRk2DTR
r---------------------------------------r
r r------------------------------7-----t r ----post capacities------- ---past designations----
2-2k4 2--a4 ; ; 4 6 2-2a4 4k4
2 26 7.0 ft 2-2t6 ; ; 6 10 30 43 2-2>(6 4Y6 616 616
i 2 2X0 2-2X6 M 43 43 65 2-PXM ekd 6x6 M
l brp= O.e DRY ROOF REAM 0.6 =L urg -------------------------- --------------------•---
1.7 = Hil.fl BRALIHG kEOD based on 9 ft height
P1EZ7-ZR00 ---1-Y[ L- :E i-iTELS
ARLINGTON WINDERMERE
�1 �1
------------------------------ - ------
P E T E R DATE: 06119
GINTAUTAS PR03: ARLINGTON WINDERNERE
N A L I S SUBJ: I'IEZZ/ROOT=-TY1' LINTELS
A . E . C WOOD BEAN ANALYSIS & DESIGN
UHIFORN LOAD WOk;.SHEET C6hCEHTRATED LOAD WORKSHEET 01
SPAN = 7.0 ------------------------------------ ►------- --------------------------------------.
FT !IL wo height PL PD
----- ----------------- ----- ----- ; type lenptb width wll wdl 0.0 ;
t---- ---t r------- ----- ------ ----- ----- ------ ------+
FLOOR: i width / = 7.0 LL = 2` psi = 175 ; roof: 8.0 25 15 0.0 ;
+--------t u bL = 15 psi = 105 ; floor: 8.0 40 25
WALL: helant ' = Lv e uL = 1J psi = 45 ; wail: 8.0 15
--------+ ; other: 0.0
FLUOR: wide - ti LL = 40 psf = ------- ----- ------ ----- ----- ------ ------,
0 DL = 25 psi = ; FL= 0.0 0.0
WALL: high ---:> r bL = 1`.� psi = dist. from left ;; PG= red:
11
FLOOR: hide -- 8 LL = 40 psi = CONCEHTRATED LOAD aURKSHEET 92
@ bl = 25 psi ' +------- --------------------------------------+
WALL: high ---i 0 DL = 15 psi = height PL PD ;
- --------------- - ----- ----------------- -- ----- ; type length widin wll wdl 4.0
49 = AREA LLred �jL= 175 150 •------- ----- ------ ----- ----- ------ ------
Live Load Red.?-5 YE used wL= 175 red. ; roof: 0.0 25 15 0.0
floor: 2.0 40 25 ;
0.00 wall: 8.0 15
; other: 0.0 0.0 ;
0.00 t-- - ----- ------ ----- ----- ------ ------�
0.00 - ) ; Pl= 0.0 0.0
Gist. from left ;; PD= red:
0.00 1i
iCPL t(PL
: P5 : wL 0.175 X 6 L ;iwL CcPO
fFT {CGD 0.150 «wG ::wG (cfT
LLLLLL 25 LLLLLLLLLLLLLLLLL
D➢DDDD 15 DDDGGOODOGGDDDDGb
7.5
dry roof beam I=====
; L 7.0L ;t L
RL= l.16 RR= ;, 1.18
2-2AA 0.1 =dTL "2-2X4
-0.0 =d[amb ;'2 2X6
2-2X8 MEZZIROOF-TYP LINTELS ? 2X8
------------------------max V --------------------------
-----------------------------------------------------------------
SHEAR: 1.2 0.6 0.0 -O.e -1.2 Lips
MG01: 1.5 2.I 1.5 f4:
------------------------------------max M -------------------------------------------------------------------------------
ck width ? 171=0 BEND SHEAR BRHG ELAST x
5.50 : 41DTH actual 39i=V:: <.TYPE) Fvall Fvall Fcbrq 100Uksi
7.50 DEPTH actual 48i.4, +---------- ------------- ------------ ------------ -------------
10 a T'IPE --) DF2 n 10 DF2 n 875 95 625 1.6 (b&j 4'wide or less}
R loan dur(koof)lFloori 1.15 +---------- ------------- ------------ ------------ -------------
S ,<; uses �Sinale)i8epei) 1.00 1 GL-F24 5 BCVL 9 GF1 n 13 HF1 n 17 ;
D it wet use Ae U Dry) 1.00 2 LVL 6 RLAM2 10 DF2 n 14 HF2 n 18 ;
480 i< LL defi criteria 3 WS1650 1 11 DF1 w 15 HF1 w 19 ;
------------------------------------------------------ ; 4 PSL 8 12 DF2 w 16 HF2 w 20 '
CHECK ib Fv LL TL Cf= 5 A I +---------- ------------- ------------ ------------ ------------t
STRESS MGM SHEAR ➢EFL OEFL 1.00 in\3 in\2 in\4 W=1.5\3,5, D=3.5\5.511.5\9.5111.5\13.5115.5
------------------------------------------------------
------------------------------------------------------
ACTUAL 480 43 0.03 0.06 PROV 52 41 193
ALLOW 1006 109 0.18 0.35 RE'U'G 25 16 defl
EVADO )OK( )OK )OKt )OK
--------------------------------------------------
msr DOUG FIR12BTR
r----------------------------------------+
5 _ 5 W i cd w✓ 7 - 5 D p TLC V:2
+ r------------------------------------4 + ----post capacities------- ---post designations----
2-2X4 2-2X4 ; 4 6 2-2X4 40
2-2X6 7.0 it 2-2X6 ; ; 6 10 30 43 2-2X6 06 6x6 6x8
2-2XB 2-2XB ; 8 43 43 65 2-2X8 6X9 6x8 BX8
L biq= 0.3 DRY ROOF BEAM 0.3 =L brq -------------------------- -------------------------
1.4 = Hil,NO BRACING REOD based on 9 it height
III EZZlFcOQI=-TYP 1- I N-IF E:LS
ARLINGTON WINDERNERE
F' E T E R DATE: 06/19
GINTAUTAS F'ROJ: ARLINGTON WINDERMERE
N A L I S SL1bJ: MELZ/ROOF=-TYP LINTELS W/TRUSS GIRD
A . E . C WOOD BEAM ANALYSIS & DESIGN
-~ UHIFGRN LOAD aORXSHET _ CONCENTRATED LOAD VORKSHEEI 01
SPAN = 7.0 ------------------------------------ *------- --------------------------------------r
FT eL W0 height PL F'D
----- ----------------- ----- ----- type length width ull adl 2.0 1.2 ;
FLOOR: i ridth 1 = 7.0 i LL = 25 psf = 175 roof: 16.6 5.0 25 15 2.0 1.2
r--------t 0 DL = 15 psf = ;05 ; floor: GA 40 25
BALL: Height = 3.0 0 GL = I psf = a5 ; uall: 6.0 15
--------t : Other: 0.0
FLOOR: Cue ---; u LL = 40 psf = ....... ----- ------ ----- ----- ------ ------+
L ll I',
c 0 'S psf = --i l.� „
BALL: high - : OL = 15 psf = dist, from lest fD= 1.2 red:
• l!
FLOOR: wiae - ; t LL = 4u psf = CONCENTRATED LOAD OOkkSHEET 02
eDL = tS psf = t------- -------------------------------------r
HALL: high - i DL = 15 psf = height PL PD ;
----------------------- ----- ----------------- ----- -----
type length width ail wdl 0.0
49 = AREA LLred :L= 175 ISO +------- ----- ------ - ---- ------ ------,
Live Load Red.% YES used wl= 115 red. roof: 0.0 25 1S 0.0
floor: 8.0 40 2S
2.00 t'PLii i will: 6.0 15
1.20 C;?D;: other: 0.0 0.0
-------- ----- ------ ----- ------
3.20 ::PT„ ----- ------ f
<--- L = 1.5 --J 0.00 --) ;; PL= 0.0 0.0
gist. froa left ;; FD= red:
0.00 \/
<PL :<PL
:PO :COL 0.175 'AwL 4w1 :CPD
;(PT <�:aD O.1S0 «wD «aG ;CPT
:CwT 0.340 <<aI CwT
LLLLLL 25 LLLLLLLLLLLLLLLLL
DDbDUG 1S DDDDDbDDDOD00DDD"D
5.5 9.5 DF2 n )===__
dry roof bean 1=====
L 7.0 .. L ; L
RL= 3.70 kR 1.60
2-2X4 0.0 =dTL <__ ::2-2X4
2 2X6 -0.0 =dcaab :2-2h
2-2X6 NE2iiRGOF-TYP LINTELS wiiRUSS 2-2X8
------------------------Lax V -------------------------------------------------------------------------------------------
SHEAR: 3.7 -0.1 -0.) -1.3 -1.9 kips
NON[NT: 5.2 4.5 2.6 fk
-------------------------------------------- --
ck width ? 9,t-D: BEND SHEAR BRNG [LAST x
5.50 \: UIDTH actual 974=V% :TYPE/- Fball Fvali Fcbrq 1000k5i
9.50 <i DEPTH actual 742=Ni ----------- ------------- ------------ ------------ ---
10 <•; TYPE --? DF2 n 10 DF2 0 075 95 625 1.6 ib&j 4'wide or less)
R « load dur<Roof)<Floor) 1.15 ,---------- ------------- ------------ ------------ ------------+
S <: USES <Single)Ckepet) 1.00 1 6L-F24 5 BCVL 9 DF1 n 13 HF1 n 17
D t< wet use Aet>tDry) 1.00 2 LUL 6 RLAM2 10 DF2 n 14 HF2 n 19
400 i< LL defl criteria : 3 HS1650 7 it DF1 w 15 HF1 w 19 :
----------------------------------------------------- 4 PSL 8 12 DF2 w 16 HF2 w 20
CHECk Fb Fv LL TL Cf= S A 1 f---------- ------------- ------------ ------------ -------------
STRESS NON SHEAR DEFL DEFL 1.00 in\3 in\2 in\4 ti=1.5\3.5, D=3.515.5\7.5\9.5111.5113.5115.5
------------------------------------------------------
ACTUAL 749 106 0.02 0.03 PROV 63 52 393
ALLh 1006 149 0.16 0.35 REO'D 62 51 deil
[VAL)) 4E )OK )OK< )OK<
M W5r DOUG FIRk2BTR
f----------------------------------------f
`r _ 5 4.ljLtja-- 9 _ S DC-_ D V 2 n
f f------------------------------------f t ----post caµatities------- ---post des:gnatians----
2 2X4 2-2X4 : ; 4 6 2-2x4 4X4
2-2X6 7.0 ft 2-2X6 6 10 30 43 2-2X6 4X6 616 6x0
2-2X0 2-2XB ; ' 0 43 43 65 2-2X0 6X0 6x0 BX0
L brq= 0.9 DRY ROOF BEAN 0.5 =L brq -------------------------- ------------------------
i.; = H1T,N0 BRACING REOD based on 9 ft height
h1EZZ/RSoF-TyP L_ I[N-TELS W/TRLJSS G= RD
ARLIliGTON WINDERMERE
-- - ------------------------------------------------
P E T E R DATE: 06/19
GINTAUTAS PIiOJ: AR1-INGTON WINDERMERE
1,1 A L I S SUDJ: P1EZZ/k0OI=-TY{' LINTELS W/ROOF B11
A . E . C WOOD BEAN ANALYSIS & DESIGN
UMFORH LuAD 0ASHEEi CONCENTRATED LOAD WORt;SHEET 01
------ ----- t------- --------------------------------------
I\====-------=====r\ Fi 4L WD height PL PD ;
..... ...-------------- ----- ----- type length Width W11 Wdl 5.3 3")L .
t--------t t------- ----- ------ ----- ----- ------ ------t
FLUOR: i width 7 = 7.0 e LL = 25 psi = 175 roof: 15.0 14.0 25 15 5.3 3.2
t--------t ul _ 15 psf = 1uS ; floar: E.0 90 25 '
WALL: height = 3.0 d uL = 15 p5f = 45 ; wall: E.0 15
T--------, other: 0.0 ;
FLUOi,: ride i LL ° 40 p5f = *------- ----- ------ ---- ----- ----- -----t
C DL =5 psf - 3.0 F'L- 4.'+ 4.E
WALL: blab ---. i bL = 15 psi = 615t, froi left Pu= 3.2 red:
FLOOR: u;0e - e LL = 40 psi = COHCEHTRATED LOAD WORkEHEET h2
uL = 25 pS = t------- -------- -----------------.----- -t
WALL: nigh -- e uL = 15 �Si = height PL RD ;
--- ---------------- ----- ----------------- ----- -----
type length width Wil Wdl 0.0
49 = iREA LLred �L= 115 1N t------- ----- ------ ----- ----- ------ ------t
Live Loac Red.'-: YES iced LL= i/5 red. rail: IT.0 5 l5 V.0
iloor: E.0 4u 25
'r.71 ,FL;; Wail: d.V 15 ;
3.15 JD;; ; other: 0.0 0.0
t------- ----- ------ ----- ----- ------ -----t
L = 3.0 -- %/ U.uU -) " PL= 0A 0.0
o15t. from left ;; FD= reo:
;F L vR
aL 0.175 ;;wL AWL ."Pb
F'T CiWD O.iSu ;taD wD ;CfI
t•;s;l u.34J awi
LLLLLL 15 LLLLLLLLLLLLLLLLL
uDDDUG 15 uGUDDub1D bDuduDu
11.9 LVL
ory roar beat I=====
L 7.0 L :: L
l= 5.14 R"r,= 1.60
C'.1 =dIL ;4X4
- 116 z6calb
2-2:X6 hi ROOF-TYF' LIHIELS WikUL'F n2 2Ao
------------------------yai U -----------------------------------------------------------------------------------------
SHEAR: 5.1 5.1 -3.4
tlOhEHI I 1q.0 5 ik
------------ r - - ---------------Ail A -- - --• - -------------------------------------- -----------------
cx Widln 730 =b'i :END SHEAR uRllO ELA'�i r
`..25 <; WIDTn aLtual TYFL, Fball Fvall FLbrg 1000k5i
11.90 ;; GL'riH actual 45;i=d.; *---------- --------•---- -------- ------------ ------------t
2 TYPL -. LVL 2 LVL I'M 265 750 1.E gall tisi
R load dur.Roai --<Flnrr 1.15 t---------- - - -- - - - -- ---t
J usys •. lnaleitkepet 1,00 1 UL-F24 5 uCUL 9 DF1 n 13 HFl n 17 ;
D :i Wet us :Wel):Cry> 1.00 2 L'VL 6 RLAA2 10 DF2 n 14 rF2 r1 1E
460 v, LL dell crlterla 3 4S100 7 11 DF1 W 15 HF1 W 0
------------------------------------------------------ 4 PSL E lc U 2 W lc Iir[ W to
CHECK Fb Ft' LL TL Ci= S A 1 r---------- ------------- ------------ ---------- - ----- --�---t
STRESS M0l1 SHEAR L'EFL CEFL 1.00 in\3 in12 in14 =1.1513.515.25i7, D=9.5\11.EE114116ii6
ACTUAL 1757 17E 0.05 0.0r FROV 11.4 Gc 777
ALLOW 1990 3 E 0.1E 0.35 REO'D 56 26 defl
---------------------------------------------------
LAO, VErEER LOHEER
t----------------------------------------i
t5h - - 5 W:Ltja- � 11 _ ':;' D p LVL
t------------------------------------t t ----past U.DacllaeS------- ---DOSi de5ignataon5----
4Y4 474 ; 4 6 2-2>4 04
7.0 ft 2-1i;6 ; 6 t0 30 43 2-'1XL 06 6r6 6x2
2 2iE 2 1Ad E 43 43 65 2-2xE b%E 6%8 M
L brq= 1.3 DRY Roof BEM 1.0 =L brG ------------------------- ------------------------
1.3 = HiT,k0 bkACIHG REUD based an 9 ft height
igCZZ/RQ01=--IF`fFP LIhiTELS WlR(30V 1BM
ARLINGTON WINDERMERE
r
---.------- -----.-------------_----------------------------------------__--
P E T E R DATE: 06/19
GINTAUTAS PROJ: ARLINGTON WINDERMERE
N A L I S SUBJ: MEZZ/ROOF-TYP LINTELS W/ROOF BM
A . E . C WOOD BEAM ANALYSIS & DESIGN
UNIFORM LOAD WORCSHEET __ +M COHCENIRATED LOAD WOUSHEET N1
SPAR = 4.6 ------------------------------------ t------- --------------------------------------+
F1 WL �D height FL PD ;
" ----- ----------------- ----- --•- type length width wll wdl 5.a 3.2
--------+ t------- ----- ------ ----- ----- ------ -------
FLOOR: i width i - 7.0 a LL = 25 psf = 175 roof: 11.0 14.0 25 15 5.3 3.2
t--------t DL = 15 psf = 105 floor: B4O 40 25 ,
WALL: height ; - 1.0 N DL = 15 psi = 45 wall: 6.0 15
+--------t other: 0.0
,
FLOE": wide -- N LL = 40 psf = t------- ----- ------ ----- ----- ------ ------t
p DL = 25 psf = --7 1.0 ; PL= 4.9 4.9
WALL: high -- i DL = 1:1 psf = dist. fray left ;; PD= 3.2 red:
FLOOR: wide -- h LL = 40 psf = CGHUNTRATED LOAD WOUSHEET N2
DL = 5 usf = ,------ ------------•-------------------------►
WALL: high --- 0 DL = 15 psf = height PL Pb
----------------------- ----- ----------------- ----- ----- ; type length width ail wdl 0.0 '
13 = AREA LLred wL= 175 150 +-- -- -- ---- ----- ----- ------ ------t
Live Load Fred.?-: YES used wL= 175 red, roof: 0.0 25 15 0.0 ;
floor: B4O 40 25
4.68 :fL;; wall: 8.0 15 ;
other: 0.0 0.0i,01 ;
• ,
�--- L = 1.0 -- lli u.00 -- ;; FL= 0.0 0.0
dirt, fro& left ;; FD= red:
r. iPL
;1'D CWL 0.175
;FT �Aw0 0.150 :<::wD CiwD t4PT
:wT .339 :<,wi Awl
LLLLLL� 25 LLILLLLLLLLLLLLLL
6DDDDD 15 bbbDDDD66bb0D0DDD
5.3 9.5 LVL
dry roof beac
t L 4.0 <:; L ;; L
b.70 R.k '; 2.69
' 0.0 =dTL < "2-2X4
4:X6 ;; -D.D =d[aab ;;2-2X6
2-2X8 NEi2/ROOF-TYP LINTELS WikGOF B2-2xd
------------------------aax V -----------------------
-------------------------------------------------------------------
SHEAk: 6.7 -1.7 -21.0 -2.3 -2.7 1..ips
MOMENT: 6.5 4.7 2.5 f1;
-- -Cr, width ? 1::=6i BEHD SHEAR LUG [LAST x
5.`t5 i; WIDTH actual 612=V'. ;TYPE: Fball Fvall Fchrg 1000ksi
9.50 c{ OErTH actual �3•.=M t---------- ------»__--- --»------ ------------ -----------
•
�•, TYFE -? LVL 2 LVL 2600 265 /50 1.6 fall has}
R .; load our<;Roof;:rlGor: 1.15 ,--- - - -- -- ------------ ------------ ------------t
S {, uses :Single:: Reuet 1.60 1 GL-F24 5 BCVL 9 DF1 n 13 HF1 n 17
b Wet use ,:Wet �Dry; 1.0D : LVL 6 UK to 0F2 n 14 HF2 ri 12 ;
4B0 LL dell criteria 3 WS100 7 11 DF1 W 15 61 w 19 ;
------------------------------------------------------ 4 FEL 6 12 DF2 w 16 HF2 w 20
CHECX Fb Fy LL TL Ci= A l +---------- ------------- ------------ ------------ ------------t
DEFL bEFL 1.00 in13 in�2 inl4 a=1.15i3.515,2511,STRESS iIOM SHEAR G=9.5111.BB114116118
------------------------------------------------------
ACTOAL 993 202 0.00 0.00 PROV 79 50 375
ALLOW 2990 329 0.10 0.20, REG'D 26 31 cefl
EVAL?, Or;:: :�0 ;0k; :0
-------------------------------------------------------
LAM VENEER LOMLER
-----------------------------------------
5 - i ce iaA i d s .. 9 _ 5 D p� i-V L-
t t------------------------------------, ----post capacities------- ---post designations----
; 2 2X4 4 6 L-20 ' 4X4
4x6. 4.0 ft 2-2X6 6 10 30 43 2-2X6 4X6 6x6 6%G
2%X9 2-2X6 i 43 43 65 2-2xd 6X6 6xB BXB
I brq= 1.5 DRY ROOF BEAM u.6 =L brq -------------------------- ------------------------
1A = Hil,NO BRACING REED based on 9 ft height
PIEZZZR(30lc-T-YP L-11N1-ELS W ,o'R 0 0V DM
ARLINGTON WINDERMERE
i
_-------------------------------------_ --
P E T E R DATE: OL/19
GINTAUTAS PROJ: ARLINGTON WINDERMERE
hf A L I S SUBJ: NEZZ/ROOF-STOR INT DM
A . E . C WOOD BEAM ANALYSIS & DESIGN
UNIFORM LOAD WORKSHEET CONCENTRATED LOAD YORKSHEET 91
SrAN = 1U.0 ----------- - -- -- -- - ------ t------- ----------------------- - ----- --t
FT WL 'JD height FL FD
----- ----------------- -- -----
type length width w11 wdl O.0
e--- -- ---- -- ---- ------t
FL0L(i: - LL = -- psf = roof: 15.0 -25 15 M 0.0 ;
0 OL = 15 psf = floor: O.0 44 25 '
,
WALL: nigh --- DL = 15 psf : wall: E.0
t--------+ Bitter: 0.0
FLOOR: i width = 17.0 e LL = 125 psf = 2125 +------- ----- ----- - - ------+
t--------+ DL = 25 ps = a25 - ;; rL= 0.0 0.0
aiilL: hetgnt = 10.0 e OL = 15 psr = 1:0 dirt, froa left ;; FD= red:
+•---- •-. \i
FLOOR: wide : LL = 4'. psf = CON'CEVEATED LOAb afikKSHEET 12
eDL = 25 Dsi = t------- --------------------------------------+
WALL: high -- e DL = 15 psf = height FL PO
----------------------- ----- ----------------- ----- ----- type length width w11 wdl 0.0 ;
.-
l/u = HFiEfl LLr[d NL= 2125 515 +------- ----- ------ •---^ ----- ------ ------}
Live Load Red.'? YES .: ased wL= 2091 rec. roof: 0.0 25 15 U.0 ;
' floor: 8.0 AU 25 ;
wall: -6.0 15 ;
other: 0.0 0.0 '
0.00 s------- ----- ------ ----- ----- ------ -----t
O.OU -- ;; FL= 0.0 0.0
dirt. fro3 left ;; FD= reu:
CAL 1i
tRD <wL 2.091 '::wl Cwl ,Pb
:FT ;wD 0.575 twb ,.AD fSi
:wT 2.681 'wl :wT
LLLLLLLLLLLL 125 LLLLLLLLLLL
D➢DDDODDDDDD 11 GDUDUDDDffi
5.3 1:.V LVL )_____
dry floor bear )_____
L 10.0 ,-, L JCL
O.3 =dTL <,--
b 6 ;; 0.1 =dcaab ;;616
6k8 riEZZ/kOOF-STOE IhT BM 6ti8
------------------------ul V ------•------------------------------------------------------------------------------------
SHEAk: I3A 6.7 0.0 -6.7 -13.4 kips
MOMENT: 25.2 33.6 25.2 fk
---------------------------------- -laa M ------------------------------------------------------------------------------
0. width ? 872=D% BEAD SHEAR BRHG ELAST r
5.15 C; WIDTH actual :TYPEi Fball Full Fcbrq 10OOksi
14.00 C<; DEFTH actual 94::=M, t---------- ------------- ------------ ------------ ------------t
2 iJ1 - LVL 2 LVL 2600 285 750 1.8 ;all basf
F <; load dur�koef? Floor) 1.00 +---------- - - - - +
S :, uses iSingle)1 epet 1.00 1 GL-F24 5 BCVL 9 DF1 n 13 HFL n 17
0 wet use Aet)CDry 1.00 ; 2 LVL 6 RLAM2 10 DF2 n 14 HF2 n 18 ;
480 ec LL deft criteria ; 3 NS1650 1 11 DF1 w 15 HF1 w 19
------------------------------------------------------ ; 4 FSL 8 12 DF2 w 16 HF2 w 20 ;
CHECK Fb Fv LL TL Cf= S A I +---------- ------------- ------------ ------------ ------------+
STRESS MOM SHEAR DEFT DEFL 0.90 in\3 in\2 io\4 W=1.75\3.5\5.25\7, ➢=9.5\11,H\14\16\16
------------------------------------------------------
ACTUAL 2391 274 0.12 0.28 PROV 169 74 1201
ALLOY 2556 285 0.25 0.50 REO'➢ 158 71 defl
EVAl0 'JOYX 0K )OK,: :OK
------------------------------------------------------
LAN VENEER LUMBER
+----------------------------------------t
5 - ` 5 W-i" c-- � JL -4 Deep I-VL-
----------------------------------t t + ----past capacities------- ---post designations----
' 4 b 2-2%4 04'
6r6 10.0 ft 6r6 ; 6 10 30 43 2-'[k6 4ti6 6rti 6x8
6R8 6R8 ; ; 8 43 43 b5 2 2X8 6%8 616 8K8
L brq= 3.4 DRY FLOOR BEAM 3.4 =L brq -------------------------- ------------------------
2.7 = H/T,HO BRACING REOD based on 9 ft height
tqc- ZZfRL)c3F-SY0R 11 "-r EcP1
ARLINGION WINDERMERE
i
-------- ----.--------------- --._-- --.
P E T E R DATE: 06/19
GINTAUTAS F'ROJ: ARLINGTON WINDERMERE
N A L I S SUBJ: l9EZ?/ROBE--I14T SOUTH OFFICES
A . E . C WOOD BEAM ANALYSIS & DESIGN
- - - d41FORM LOAD WORKSHEET - __ __. --- CONCENTRATED LOAD WORKSHEET hl
SPAN = 4.0 ------------------------------------ 1------- --------------------------------------t
FT WL NO ; heighi FL PO ;
----- ----------------- ----- ---- ; type length width ull wd] 0.0
t--- ----t r------- ----- ------ ----- -----
FLOOR: i width r = 6.0 N LL = 25 psf = 150 ; roof: 15.G 25 15 0.0
+--------r L DL = 15 psf = 90 ; floor: 8.0 40 25
PALL: height ; = 4.0 t DL = 1S psi = 60 ; wall: 8.0 15
t-t------t-t other: 0.0
FLGOf;: i uidtn ! = 5.0 r LL = 75 psf = 375 *------- ----- ------ ----- ----- ------ ------�
t----- --t h DL 25 pst =
WALL: height = 3.0 e DL = 15 psf = 45 list. fraw left ;; PD= red:
t--------t
FLOOR: wine - N LL 40 psf = CONCENTRATED LOAD WORMED 02
dDL = 25 psf = r------- --------------------------------------,
WALL: high -- i DL = 15 psf = height PL PD
----------------------- ----- ----------------- ----- ----- type length width wll wdl 0.0
44 = AREA LLred wL= 525 32D r------- ----- ------ ----- ----- ------ ------t
Live Load Red.?-- YES used wL= 525 red. roof: 0.0 25 15 0.0
floor: 8.0 40 25
wall: 6.0 15
other: 6.0 0.0
0.00 r------- ----- ------ ----- ----- ------ ------,
PL= 0.0 0.0
list. froe left ;; PD= red:
0.0G 1/
(,PL
;CPO wL 0.525 ;!wL V14 : PD
C fT ;VD 0.320 <M C;wO ':CPT
;w1 0.255 <;wT ::wT
LLLLLL 25 75 LLLLLLLLLLL
DDDDDD 15 25 ODDDDODUGDO
3.5 9.5 OF" n 1=====
=-=====1 dry floor beat
L L " a.D .. L
KL= ;; 1.71 RR= ;; 1.71
2-2t4 0.0 =dTl
2-tin ;; -0.0 =dcaah ;;2-2tin
.%fi MEZZIMF-INT SOUTH OFFICES 2-218
------------------------max V ------------------------------
-------------------------------------------------------------
SHEAR: 1.7 0.9 -0.9 -1.7 kips
MOMENT: 1.3 1.1 1.G fk
------------------------------------tax M -------------------------------------------------------------------------------
d.:=G;: BEND SHEAR BRNG ELAST x
3.50 t<. WIDTH actual 81 =V;: CTYFEi Fhall Fvall Fchrq IGGGksi
9.`:0 <; GEF'IH actual 451=M-t t---------- --- - -- - t---------- --------- ----------- ---------
---
10 C TYPE - Hi. n 10 DF2 n 815 95 625 1.6 {b6] 4'wide or less}
F ;C luau durf:oof aFloar: 1.00 r---------- ------------- ------------ ------ - -- -----.
S C uses ':SingIei\Repeti 1.0U ; I GL-F24 5 BCVI 9 DF1 n 13 HF1 n 17 ;
D wet use ',wet;:Dry; 1.00 ; LVL 6 hLAM2 10 OF" n 14 Hr2 n 18 ;
480 C: LL dell criterta 3 WS1650 7 11 Gfl w 15 HF1 w 19
------------------------------------------------------ I
I 4 PSL 8 1: DF2 w 16 Hf2 w 20 ;
CHECK Fh Fv LL TL Cf= S A I r---------- ------------- ------------ ------------ ------------�
STRESS MOM SHEAF; bEFL DEFL 1.00 io\3 in12 in14 N=1.5l3.5, D=3.515.5i1.519.5111.5\13.5115.5
------------------------------------------------------
ACTUAL 390 77 0.01 0.01 PROV 53 33 250
ALLOW 875 95 0.10 0.20 REO'G 23 27 defl
EVAL) >OKC "0K( Ud: )OKC
------------------------------------------------------
Gsr DOUG FIR42BIR
1----------------------------------------r
5 W1cl 19 - 5r 1?e%-- P I7►V rY
r------------------------------------, t ----post capacities------- ---ppost designations----
2-2i,4 4 6 2- X4 4k4
' 2 2X6 4.0 tt 2-2U G to 30 43 2-2X6 4X6 6x6 fie
' 2-2kd 2-2kd d 43 43 65 2-M 6X8 M M
„
L brq= 0.8 DRY FLOOR BEAM 0.S =L �rq -------------------------- ------------------------
2.7 = H,'T,NO BRACING REID based on 9 ft height
P1CZZ .-'RQ0E- 1: "-I- E;C3U-rH IJFF= CES
ARLINGTON WINDEIiP1ERE
F E T E R DcJE: Ob/19
GINTAUTAS F'ROJ: AitLING7DN WINDERNERE
N A L I S SUHJ: NEZZ/ROOT=-INT idORTH Dial
A . E . C WOOD BEAN A14ALYSIS & DESIGN
_________ _UNIFORM LOAD aORXSHEET COHCEHIRATED LOAD DORXSHEI 01
Ef`Oi = 8.0 ------------------------------------ +------- --------------------------------------+
FT wL i6D height PL F'D ;
..
----- ----------------- ----- --- type length width wll wd] 5.4 3.2
+--------+ +-- ---- ----- ------ ----- ----- ------ -------
FLOOR: i width ! - 14.4 D LL = 25 psi = 350 roof: 16.0 12.0 25 15 5.4 3.2
?--------+ ± OL = 15 psi = 2!0 ; floor. 6.0 40 25 '
ti
WALL: ; oeight = 4.0 u DL = 15 psf = e0 wall: d.0 15
--------+ other: 0.0 ,
Fluu�;: wide i LL = 75 psi = +------- ----- - - ----- _ _ - _
r -_-• ----_+
UL Z 5 psr = -- 5.0 FL= 4.6 4.0
WALL: h"gh -- ' DL = 15 PST = dlst, fro& left ;; f•D= 3.2 red:
FLOUk: w:de --- i LL = 46 psf = COHCEHTRAIED LOAD HORKSHEET 92
DL = 25 psi = +------- --------------------------------------+
DALL: high e DL 2 15 psf = height PL PD ,
------------ - --- -- -- -------------- ----- ----- type length width wil wdl 0.0 ;
112 = AREA LLred wL= 350 270 +------- ----- ------ ----- -- ------ ------t
L1'Je Load RPd.?' TES w5e0 9L= 350 fell. ; f60i: 0.0
0.6
floor: 6.0 40 25
4.63 CCPL;; wall: 6.0 15
3.24 CCrD;; ; other: 0.6 0.0
--- L = 5.0 -- 11i 0.00 -- ;; PL= 0.0 0.0
list. fro& left ;; FD= reo:
0.00 V
;PL •:PL
PD ""WL 0.35' �Cwl \CYL i`,PD
CCF1 wD MIN C;wG (CwD ;CPT
:wf 0.038 CC;J iwT
LLLLLL 25 LI.LLLLLLLLLLLLLLL
DDGOGD 15 0UDUDDDUDUDUUDDDD
5.3 11.9 LVL
___-___( dry roof beau 1=====
L U.0 (C L L
Rl= ;; 5.i0 RR= ;; 7.47
4X4 ;; 0.2 411 __
2 2X:i
2-2X8 FEZi7R0UF-INT NORTH DM 2-2X8
------------------------------------------------&ar V ---------------------------------------------------------
SHEAR: 5.5 4.2 3.0 -c.2 -7.5 laps
HOHE11T. 9.7 16.9 13.7 fl:
------------------------------------nax h -------------------------------------------------------------------------------
0, width 7 44;:=D BEND SHEAR DRHO ELASf x
5.25 C( NIDTH actual 551=v% CTYPE i Fvall Fvall Fchrq 10045i
11.90 DEPTH actual 55'.=M% t---------- ------------- ------------ ------------ ------------t
TIDE - LUL 2 LUL 2t00 265 750 1.6 ,all B&s}
R C; loa& dur<Raof;CFloo r 1.15 -- -- ----- --- - --- ------------ ------------ ------------♦
5 : uses :Sinalei^:Repel: 1.00 ; 1 0L-F24 - 5 DCVL 9 DF1 0 13 HF1 n 17 ;
D wet use :del:CDry 1.00 2 LVL 6 RLAM2 10 DF2 & 14 HF2 n 16 ;
4du t LL dell criteria ; 3 W51650 7 11 DF1 w 15 HFl w 19
------------------------------ ---- - ---------- - ; PSL 8 12 DF2 w 16 HF2 w 20 ;
---- ----
CHECiFh Fv LL TL Cf= S A I +---------- ------------- ------------ ------------ ------------+
STRESS MOM SHEAR DEFL DEFL 1.00 in`,3 in12 into D=1.7Si3.5i5.2517, 6=9.5i11.d8t14116118
ACTUAL 163d D9 0.01 0.15 PROD 124 �2 137
ALLOO 2990 328 0.20 0.40 REO'D 6� 25 defl
EUALi :OX )Oh :OXt; Ur;{
LAM VEHEER LUMBER
t----------------------------------------,
I-
t------------------------------------t , ----post capacities------- ---post
designations----; 4X4 ; 4 6 2-234 4X4
11 i.%Xe 6.0 it iX6 ; ; 6 10 30 43 2-2X6 4 L 61& 6iB
11 2-2X8 2 2i;O ; d 43 43 65 2-2X8 6X8 618 EX8
L 9rg= 1.2 DRY ROOF BEAM 1.6 =L trq -------------------------- ------------------------
2.3 = H7T,NO D RAC IN6 REUD Based on 9 it height
i,1CZZ ,'R001-- 11-1-IF 1-1Qfz-IF 5-1 I:ittq
ARLINGTON WINDEF"'HERE
--F T E R BATE:---------- - - - - -- ------------- --------------
06 1
119
GIN T AUTAI, 1=ROJ: ARLINGTON WINDERMERE
FT A L I S SUBJ: MEZ2lR00E-HOR TH LINTELS
A . E . C WOOD BEAM ANALYSIS & DESIGN
_
i1HiFORW LOAD WORKSHEET CGHCENTRATED LOAD WGUSHEEI 01
SFAH = 12.0 ---------------------------------- ,------- --«______.«•--------------------- -�
FT 4'L D ; heaght PL PD
----- ----------------- ----- ----- ; type length width wli wdl 0.0 ;
t--------t t------- ----- ------ ----- ----- ------ ------
FLOOR: i wioih - 14.0 A LL = 25 psi - 350 reef: 18.O 15 0.0 ;
--------t G DL = 15 psi = i1O floor: 5.O 40 25 '
dALI: :eight = 4.01 ,i DL = 15 psi = !0 Hall: d.O 15 ;
t--------t o r 0 '
cher: u.0 ,
FLOOf;: wlue ---; e LL = 75 psi = t------- ----- ------ ----- ----- ------ ------t
DL z 25 psi - - FL= 0.0 O.i=
WALL: h1g11 -- D DL = 15 p:f = dirt, froe iefi P'D= red:
FLOOR: wide --- J LL = 40 psi = COHCDJEAIE6 LOAD WOEKSHEET b2
DL = 25 65f = r------- --------------------------------------t
WALL: high -- c DL = 15 psi = height PL PG ;
------------------------ ----- ---------------- ----- ----- type length width wll wdl 0.0 ;
IuH = AREA LLred wL= 350 iJ t------- ----- --•--- ----- ----- ------ ------f
Live Load Red.-- tE5 1% Used wL= -�45 reU. ; roof: 0.0 i5 15 0.0
' floor: 3.O 4.1 25 '
O.CO wall: 9.O 15
other: 0.0 0.0
J.00 +------- ----- ------ ---- ----- ------ ------r
O.OJ -- PL= 0.0 u.O
dist. froe left ;; FD= red:
0.00
<f L tF'L
,Y1 ':wL J. SU \imL „wL HD
WD
:wT 0.632 CC1 wT
LLLLLL 25 LLLLLILL LLL LLLLLL
DDubbu I5 DDDDi�DDDDDiiUDi,DD
Lr} rL,3i bean y=--==
2 L � I.
0.3 =dTL ,.t
-2L d.l =d[a5h u 6
hz--) F-NORTH Lik[IL5 [ 21:G
------------------------San V --------------------------------------------------------•--------«
SHEAR: 3.e 1.9 L'.O -1.4 3.0 kips
HOFiEHT: C.5 11.4 t.5 fK
-------------------•-----------------Sal ------------------------------------------------------------------- ----�'
ci: Aidth LEWD SHEAR 6RHG ELAST Y
rsIDiH aeteal 42:=V': ;T1FE? r""ball Fvall FeDrg 1OOOb;si
11.90 ;; DEF'IH actUai SS =q;; r---------- ------------- ------------ ----- ... ----r
11PE LVL 2 LVL 2600 265 750 1.0 ;all Las;
Rload dur;f,cof :Fldor. 1.1 r---------- ------------- -------_--•- ------------ -----_--- -.
L-L- 'A-pet: 1.00 1 EUL424 5 ECVL 9 D,F1 n 13 HF1 n 17 ;
b ; wet U.c ',Wei ;Dryi 1.00 LVL 6 ELA11112 10 GF2 n 14 HF2 n to ;
480 ;; LL deli critella WS16S0 11 DF1 w 15 HF1 ii 19 ;
------------------------------------------------------ 4 CJL 2 li OF2 w 16 HF2 w 20
CHECr; FG Fv LL TL Cf= S A I ------ ------------- ------------ ------- ---- ------------f
:fF.ES HOW SHEAR D E F L LEFL 1.00 in`,3 in'`,2 i1`,4 i=1.75i3.5ti5.25,i, G=9.5111.8G�14116',IG
ACTOdL 1652 1T; -0 I ) ---- F OU- -5'« 4L-- H9E
ALLOW 299G J,2d 0.30 J.6V EtO'D 4c 1: detl
EVAL-, AKA :OK•. -3 OnC
----------------------------------------------------
LAW VENEER LZER
t----------------------------------------+
.31 _ S W� ci � 1 _ 9 7J�� p� LVL
----------------------
----post capacities------- ---Dost aesignaiions----
4 ll.Uq 4 4 2-34 414
L-iA6 12.D ft 2-11A6 ; ; 6 10 SG 43 2A6 06 6Y6 6YIS
2=iYG -i16 ; ' 8 43 43 u5 2-2?.G izd 610 nX8
L big= 1.3 DU ROOF FEAW 1.3 =L brq -------------------------- ------------------------
3.4 = HiT,DRACE d SOPFOETS OHL1' based on 9 it height
thE:ZZ #"R0 CkF-H0RYi--i t- Xt-iTEL.S
ARLI14GT0N WINDERMERE
-------- --------------------------------------------
P E T E R DATE: OL/19
GINTAUTAS PROD: ARLINGTON WINDERPIERE
N A L I S SUBJ.- NEZZ/ROOF-NORTH LINTELS OVER COLS
A . E . C WOOD BEAi9 ANALYSIS & DESIGN
- -- ------------------------------------
UNTFORM LOAD WORKSHEET CONCENTRATED LOAD WORKSHEET ill
SPAN = 14.0 ----- »--------------- •------------ +------- -------------------•------------------+
FT WL WD height PL PD
----- ----------------- ----- - - type length width wll wdl 0.9 0.5;
+--------+ *------- ----- ------ ----- ----- ----» ------
LL = 2C psf = 50 ,
FLOOR: i Width - 2.0 d ; roof: 6.0 b.0 25 15 0.9 0.5 ;
--------+ DL = 15 p5f = 3d floor: 6.0 40 25
WALL: height - 8.0 GL = 15 p5f = i20 will: 8.0 15
+---------• other: 0.0 ;
FLOOR: wide -- t ll = " psf = t------- ----- ------ ----- ----- ------ ------t
DL = 25 psf = --i 7.0 ;; FL= 0.9 0.9
WALL: high - 5 n DL = 15 psf : dist. fror left ;; PD= 0.5 red:
17
FLOOR: wide - 0 LL = 40 psf = CONCENTRATED LOAD IORKSHEET 12
DL = 25 pst = +------- --------------------------------------+
WALL: high - DL = 15 psf = height PL PD
----------------------- ----- ----------------- ----- -----
type length width wll will 0.0 '
28 = AREA LLred NL= 50 150 +------- ----- ------ ----- ----- ------ »----t
Live load Red.? YES used wL= 50 red. roof: 0.0 25 15 0.0 ;
floor: 0.0 40 25 ;
0.90 <XPL',; ; wall: 8.0 15 ;
0.54 VSD" other: 0.0 0.0 '
1.44 C<:PT;; +--•---- ----- ------ ----- ----- ------ ------+
t--- L = 7.0 - .1';i 0.00 -) ;; fL= 0.0 0.0
list. frog left ;; PD= red:
0.00 1i
: PL OJ L
JD C;wL 0.050 CwL ( WL ;<PG
�PT iWE- 0.150 BAWD i{w8 CPT
wT 0.21r! ;�wT iwT
LLi-LLL 25 LLLLLLLLLLLLLLLLL
HHOD 15 UUGGI'DUGDVUDUDDDD
c
====1 a.5 9.� LVL
dry roof bean
is L 14.0 <<; L L
RL= ;; 2.19 RR= ;; 2.19
2-21A 0.7 =dTL i== ;;2-2X4
2-2X6 ;; -0.4 =dcaab
2-2X8 hEZZ/ROOF-HORTH LINTELS OVER C2-2Xd
------------------------lax V ----------------_------------•---------------------------------------------------------------
HEAR. 2 1.5 -0.7 -1.5 -2.2 kips
N iEHT: 6.4 10.2 6.4 fk
------------------------------------iax h --------------
ck width ? ck..Defl 103:=0i BEND SHEAR BRHG ELASi x
3.50 {;, WIDTH actual 30-Vi ;TYPE] Fvall Fvall Fcbrg 1000ksi
9.50 V: DEPFH actual 78-:=M +---------- ------------- ------------ ------------ ------------�
2 CC TYPE --f LVL 2 LVL 2600 285 750 1.8 ,all bas}
k load dur<koof :Floor? 1.15 r---------- ------------- ----»------ ------------ -----t
s uses \!Si[1olel14pet; 1.00 1 GL-F24 5 BCVL 9 DF1 n 13 HFI a 17
D C wet use aeti�;Dryi 1.00 2 LVL 6 RLAM2 10 DF2 n 14 HF2 n 16
480 CC LL dcfl criteria 3 wS1650 li DF1 W 15 HF1 w 19
------------------------------------------------------ ; 4 PS, 8 12 DF2 w i6 HF2 w 20 ;
CHECK Fb Fv LL TL Cf= S A 1 +---------- ------------- ------------ ------------ ------------+
STRESS MOM SHEAR DEFL DEFL 1.00 in\3 iri\2 in14 a=1.15`,3.5',5.2517, D=9.5`,11.88U4116`,l8
ACTUAL 2319--- 99 0.29 0.72---PROV 53 -- �-- 2A
ALLOW 2990 71H C,.35 0.76 RE9 1 41 10 dell
EVAL". GLI ::GK .4K,: 40090
.AM VENEER LUMBER
+----------------------------�M»----+
-=t _ i. Wider $ _ 'k IDc-- p LVI-
----------------------------
--------- + ----po:t capacities------- ---post desigoatioos----
�-2X4 2-2X4 ; ; 4 6 2-2X4 4X4
2-2X6 i4.0 ft 2-2X6 ; 6 10 30 43 2-2X6 4X6 Lit 6x3
.-2X8 2-2X8 8 43 43 65 2-2XE 6X6 bx8 HE
L brg= 0.7 ORY ROOF BEAM 0.7 =L brig -------------------------- - ----------------------
2.7 = HiT,HO BRACING REOD based on 9 ft height
14C- Z Z Z R C3 0E--H0RT" LINTELS OVER CCLS
ARLINGTON WINDERNERE
------- ----------------------------------------------------------------
P E T E R. DATE: OL/12
GINTAUTAS PROJ: ARLINGTON VINDERMERE
N A L I S SUDJ: TYP EXT CDNT FTGS
7.
A . E . C UNIFORM LOAD ON CONTINUOUS FOOTING
2.5 = F aiiuz i.sl to = cant.width zin.in.
14 = square Width min.iL.
------------------------------------------------------------------------------
TYP E X T C0HI' FTGS
- ------------------------------------------------------
uefauli Length 10.0 UitIFGhM LOhG GONLEh1RnTED LuM65
----- rl psi 1L UD FL FD
FLOOR ----- ---------------- -- ----- '
----- t--------t a ,
RuL'F FLuOk: % width 1 = 1G :i LL= 1-15 psi = 4uG 9D'J'0 � ` VIC
t--------t sLi'? 'Ci DL= iU psf = -10 JLDV 1
WALL: neigh; ; = In ;h DL= 15 psi = 240 1406 11 4� FT&,
1L?) �l
t--t t--t � �U l.�`�l r
cant.
FLOOR: ;e LL= 40 psi = T--------,
0 GL= 15 psf = 1.; <- fi
WALL: ; DL= 15 psf =
It = use width
t--------t 1.05 = p act k:sf
MAIN FLOOR: ! 'width ? = 2 ;� LL= 50 psf = 100 100'0 7 = width regd
*--------t 1L? DL= 45 psf = 90 900 It = width oin
WALL: ;: D.= 15 psf =
14.0 k
FLOOR: ;k LL= 40 osf = Q
@ DL= 15 osf = ;
TALL: ;e DL= 15 pSf = i
r .
r r
t--t t--t
FLOOR: LL= 40 psf = square
0 GL= 25 psf = t--------
WALL. ;e DL= 15 psf = -i 2.4 i- ft
t--------t 2.4 = use width
FOUNDATION 1 ;r DL= 100 psf = 100 100D 2 = width read
height 1L?:% i = width min
FOOTING t-t 1 ;0 DL= 150 of = l50 1500
t- height 11L?
----- ---------------- ----- ----- ----- -----
180 = AREA LLred 500 Ho 5000 9000
i = USE LLrea7 -: red YL 400
Ytot= 1.4 Ptot= 14.0
kit Lips
=itlOTiti
--------- ----------------------------------------------------------------
P E T E R DATE: 06/10
GINTAUTAS PROJ: ARLINGTON YIHDERMERE
H A L 1 5 SUBJ-. TYP GIRDER FTGS
A . E . C UNIFORM LOAD ON CONTINUOUS FOOTING
--------- ----------------------------------------------------------------
.5 = P allow ksi 1� = cort.widto rin.in.
24 = square width min.in.
--------------------- _
TYF' GIRDER F T G S
-
------------------------------------------------------y------------ ,
default Length lu,u uh.FrRM LtiAD iCWCENTRAiED LOACc
11 ---- FT asf sL Wt rL rD 1.5 i;li
FLOGf; ----- ----------—---- ----- ----- ----- -----
ROOF FLOGk: i viotn i = i6 ;i LL= 25 Dsf = 40 iv '
r--------t IL?) It ;t uL= 10 pst = 51i0
WALL: linaht = la 6L= 15 ust = t40 192G i
IL''I U --t r--t
carat.
FLO0E LL= 4U D:T = +--------t
Dl= 2S psi = 1., ft
BALL: ie ul= 15 Psi =
1S = use width
P. act ksf
MAIN FLOOR: ,t LL= 50 Dsf = 7 = width read
DL= 45 Ps = 16 = width Air)
WALL: ;t Dl= 15 Psi =
14.9 k
FLUOR: ;? LL= 40 psi = V
DL= 25 psi = '
k6LL: ;L DL= 15 psi =
t-,t t--t
FLOOR: ;N LL= 46 psi : square ;
�@ DL= 25 DST t--------t
WALL: DL= la usf = -i 2.4 ft
--------t 1.4 = use width
FOOHDATIOH i :e DL= 100 psf = 100 100 2 = width regd
height rLl� 1 i = width In
FOOTING t 3 :i DL= 150 psf = 450 1350
t- heiv i rL%?
----- ---------------- ----- ----- ----- -----
1610 = AREA LLred 400 1110 6400 B490
f USE LL(eu! red EL 3y7
Dtot= 1.5 Ptat= 14.9 � G
kif kips
Ix (O
� id;IDIN
--------- ----------------------------------------------------------------
P E T E R DATE: 06118
GINTAUTAS PROD; ARLINGTON WINDERMERE
N A L 18 SUM IN! UUL ! PH N€3l
A . E . C UNIFORM LOAD ON CONTINUOUS FOOTING
--------- ----------------------------------------------------------------
2.5 = P allow ksf 16 = cnnt.widih iin.in.
24 = sanare width min.:n.
INN' COL -@ STOR HEZZ -- -�
•---------------------------- ------ ----------------------------------
default Lenoih 10.0 UNIFORh LOAD CONCENTRATED LOADS
c ------------ FI psf aL wD P'L PD 3.0 Y.lf
FLOOR ..... ............... -•--- ..... ---•- --•-- ;
ROOF FLOOR: :i LL= 25 psi =
:N OL= 20 psi =
WALL: .i DL- 15 psi -
+-•------r cunt.
FLOOR: i width r = 16 ;i LL= 115 psi = i000 24000 +--------t
t--------t xL? I2 :r DL= 25 psf = 40 4800 -i 1.3 <- it
9ALL: ;i DL= 15 Psi =
16 = use width
+--------t 2.21 = p act ksf
MAIN FLOOR: i wiuth i = 4 :i LL= 50 psi = 200 800 15 = width regd
+--------t xL?- 4 :i DL= 45 psi = 186 720 16 = width min
BALL: 'i DL= 15 psi =
Jl.l 1.
FLOOR: :e LL= 40 psi = V
;i DL= 25 psi =
WALL• :i DL= 15 psi =
FLOOR: ii LL= 40 psi = : square :
,i DL= 25 Psi = r--------i
WALL: ;i DL= 15 oci 3.5 it
t -------+ 3.5 = use width
FOUNDATIGN 1 1 ;® DL= IN psi = 100 300 4 : width regd
neight XL?? j 2 = width min
HEN +-t I ;i DL= 150 psi = 150 450
+-- heioat cL?i 3
200 = AREA LLred 2200 830 24800 6210
i = Ulf LL reu? 4': red WL 2112
itot= 3.0 Ptot= 31.1
klf trips
�Oi0iN
--------- ----------------------------------------------------------------
P E T E k DATE: 06/10
GINTAUTAS PRGJ: ARLINGTON WINDERMERE
N A L I S SUBJ: INT COL i CORNER
A . E , C UNIFORM LOAD ON CONTINUOUS FOOTING
--------- ----------------------------------------------------------------
2.5 = P ai1Gw isf 10 = coot.width ain.in.
24 = Square width sin.in.
- -INT COL @ CORNER
default Lengtn 10.0 UNIFORM LOAD CGNCENiRATED LOADS
i--------------- FT psf WL w0 PL F0 L.B klf
FLOOR ----- ---------------- ----- ----- .....
t--------t u
ROOF FLOOR: i width / = 22 ;h LL= 25 osf = 550 i3200
2 aa0t----- t `: 10560
WALL: height = 12 ;r DL= 15 psi = iH 2160
T -+ cant.
FLOOR: ! width i = e ;N LL= 155 psf = 750 4500 t--------+
t--------+ ►L71-1 6 ;ti DL= 25 qsf = 150 900 —i l.i t- ft
WALL: height ; = a DL= 1`.l oSf = y0 900
xL' 10 16 = use width
+--------• 2.09 = p act ksf
MAIN FLOOR: i widtn i = 4 :e LL= 53 osf = 200 E00 13 = width regd
t--------+ iLi' a :1 OL= 45 pst = 160 720 16 = width etn
tlALL: :e GL= 15 osf =
34.5 k
FLOOR: LL= 40 osf = V
0 DL= 25 psf = uS
WALL: ;e DL= 15 PST = ;
FLOOR: !i LL= 40 psf = square
:N DL= 25 psi = t--------t
WALL: :0 DL= 15 psf = -i 3.7 t- ft
+--------t 3.7 = use width
FOUNDATION 1 ;D DL= 100 psf = 100 300 4 = width regd
height %L? 2 = width lin
FGGTING t-+ 1 ;0 DL= 150 osf = 150 450
+-- height :L?i 3
320 = AREA LLred 1500 1290 10500 15990
f = USE LLred? la': red WL 1290
Wtot= 2.e Ptot= 34.5
klf kips
JUN-?2-1yUU U3:3U NN HI CHARD, LA.WSON 206 526 5615 Pt01
44
JUN-17-99 THU e6122 HIGH ENGINEERING 2529551 p,02
1181 Sa tsprings Orive Ferndale, WA 90248
Phone (360)380.2507•Fex(360)J80.2607
June a. 1999
Gene Bryson `
515 N. Olympic Ave,
Arlington,WA 98223
Iles Geotechnical site Investigation
212 L Burke Ave.
Arlington,WA 98223
Western Geotechnical Consultants,Inc_is pleased to present the results ofour-
geotechnical site investigation,conducted at the above referenced property. On June 9,
1999 a gaotechnical engineer from our firm oversaw the excavation of 2 test pits for
development of the site. The site plank to construct a 6,000 square foot one story
building of wood frame construction with a designed on-site,underground storm water
detention system meeting city standards
Site Conditions
$yrface Conditions
The site is relatively flat and jrass and weeds covered the parcel of land at the time of our
investigation. A small one story(louse and garage were present along the east Bide of the
lot.
Subsurfet:e G
Subsurface conditions were fxplQiad using a rub.ber Lire mounted back hoe, A total of 2
tent pits were excavated at the site. The first test pit was excavated at the approximate
building location and the second test pit was excava►i.;j► hrit:die undctgfuunJ xorw
water detention facility will be located The test pits were continuously logged and Was
encountered were classificd using the Unified Snil Classification System(USCS). Edited
tabulated teat pit loge arc appended to this report together with a description of the USCS.
The general subsurface profile consisted of 20 to 22 inches of topsoil over a brown tine to
coarse sandy GRAVEL(GW by USCS�Iassifieation)that extended to 6 feet in Test Pit
2. Below 6 feet the material became siltier(GW/GM by USCS claislfication)_ The soil
became saturated at 6.8 feet with heavy Seepage occurring at 7.0 feet. From 7.0 fedt to
10,6 feet a wet gray SILT(NII.by USCS)teas encountered. It appears that this silt layer
is acting as an equitard for a parched groundwater table in the overlying gravelly soils.
JUN-22-1999 03:31 PH RICHARD,-'•,�WSON 206 526 5615 �. 03
JUN-17-99 THU 00rS3 NIGA ENGINEERING 2529551 P.03
GeoleraaiW Site lnvasligation Wgtew OeotecwuCal C011e1JltanL0.Inc,
212 fa Burke Ave.Arlington,WA 98123
]uric 8,1999
(2 Of])
(IIroundw►ter
Based on soil moisture,coloration atnd the presence of a relatively impermeable silt layer "
At 7 feet,it appears that the seasonal high groundwater table is on the ordu of 5 to 6 feet
below present grade.
Conclujions and Recommendations
J�ilAi��r rid.ti�n_supyo
The site is conducive for foundation support using continuous shallow spread footings.
We recommend that the planned building be supported on isolated spread end continuous
fuuunga founded on undisturbed native sandy, gravelly soil or COmpaLLed granular
structural fill Dearing soil that is disturbed during foundatiurd excavation should be re-
compacted or removed All soil directly below and around footings chuuld be compacted
to at least 95%of maximum dry density(ASTM D-I SS?)prior to placement of forms or
roinforcing eteol- All continuous Lod isolated spread fnoungs should IUVC 11611irmlrlt
width.of 18 and 24 inches,rospoctivoly,and should be founded 2U inches to 22 inches
below tho present grade on tho sturdy gravel sods or a minimum of 1 Is inches below final
grade on rtiuclural fill All footings supported on properly prepared utive sandy soil or
structural fill nlay be proportioned usinu a net allowable bearing pressure of 2.500 psf
Tho tcam net allowable bcuriug pressure refers to the pressure which can be imposed on
the soil at foundation Icvcl duo to the total of all dead plus live loads,exclusive ol'the
weight of the footing or any backfill placed above the footing. These values may be
increased by one-third for transient wind or selsruic loading.
Settlement of spread foundation depends on the Foundation site and bearing pressure 93
well as tree strength and compressibility charscteristies of the underlying bearing soils.
Assun.ing construction is accomplished as recommended above anrd for Lie lends
anticipated,we estinlatc total settlement of the foundation should be less than about rh
inch and differential lCiLlemont between two adjacent load buatlug components supported
on competent soils should be less than nbout half the total settlement estimate Due to the
coarse grained nature of the foundation soils most of the settlement should take place
rclatively rapidly during construction as loads are applied. We tecommend that footing
excavations be observed by a geolechnicid eugudeer to confirm that design assumptions
are met.
Erased on gfuund water conditions we recommend that a footing drain be placed around
the perimeter of the building Tho dram should be placed at or below the base of the
Footing. Tits drain should consist of a I-inch dranneter perforated pipe surrounded by
washed rack and a ncparatwn gcoteAtile such 15 Miratl 140N ur ryuivelcnt should
surround the entire drain.
JUiv-22-lyil9 03:31 PM RIOHRRDJ4- SON 206 526 5615 P. 02
l
JUN-17-*9 TWU •rri MIrtn gNGINEERING P.O4
- I
owtochniwl Sitb Inwiliption Wedent Goo> .tied ConsuIDuWt,lee.
212 E.Nike Aw.Arlmatat,WA OW3-
Am k 1999
(3 Of 3)
�t4�)�w�j�,Qeleptiun Facili�-s
The site has a scaconally perched groundwa+t:r table estimated to be at S to 6 feel below
grade, The buried water detention facilities,hnuld be designed utilizing a seasonal high
groundwater table of about 5 feet below present grade.
Ngsion CoottoL
nosion twnuul during eottstruttion of the proposed retaining wall can be accomplished
through placement of proper scdirownation control facilities. We recommend siltation
control fa6litiel, consisting of either hay bales or lilt fences,be fabricatod around the
consmiction area Typical details fur siltation control using either hay bale)or silt fences
are attached to this report
Siltation devices should be placed downgradient of all consuuctiun areas and cleared
aicas to provide siltation control during construction. All siltation control devices should
be maintained during construction, and left in operable condition until the site has been
revegetated and siltation is no longa it threat. At that time the siltation facilities should
be removed,
We appreciate the opportunity to be of assistance to you on this project If you have any
queations regarding tho contents of this report,or if we can be of funkier assistance,
please contact our office.
Sincerely,
7catern r. teclutic Consultants,Inc.
Theodore A-Hwner,P.B.
Geotechnical Engineer �r�'
cc:E{iga Lnginccring
Attachments:
USCS Classification System
Log of Test Pitt; 1
Typired Erosion Control facility
File-99671