Plans '1 . .
} RECEV E®
STRUCTURAL NOTES
REINFORCING STEEL:
1 THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE
ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY 60. FOR DEFORMED BARS AND ASTM A185 FOR SMOOTH II
THE CONTRACT DOCUMENTS. SHOULD ANY QUESTION ARISE REGARDING THE WELDED WIRE FABRIC (WWF), UNLESS OTHERWISE NOTED.
CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM JUL 1 8 2008
INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE A706. COLUMN SPIRALS SHALL BE PLAIN OR DEFORMED BARS
PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR CONFORMING TO ASTM A615 GRADE 60. REINFORCING STEEL
HAS REVIEWED AND FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT SHALL BE SECURELY TIED IN PLACE WITH #16 ANNEALED
AND HAS COMPLETE COMPREHENSION THEREOF. ALL PHASES OF THE WORK SHALL IRON WIRE. �'�� ®� T ��` SPECIALTY CODE,
1 1 nR
EFFECTIVE DATE APRIL 1, 2007, BASED ON THE 2006 INTERNATIONAL BUILDING BARS IN BEAMS AND SLABS SHALL BE SUPPORTED ON COPYRIGHT 2007
CONFORM TO THE STATE OF OREGON 2007 EDITION STRUCTURAL
CODE, INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE. THE WELL -CURED CONCRETE BLOCKS OR APPROVED METAL !,, , "®� Miller Consulting Engineers,lnc.
CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY CHAIRS, AS SPECIFIED BY THE CR5I MANUAL OF STANDARD I� _ V
REGULATIONS DURING CONSTRUCTION. PRACTICE, MSP -1. REINFORCING STEEL SHALL BE DETAILED IN ;; ' j ' s§� . ✓ 'a"F'y5,eu"e '« '�� ' et .,
ACCORDANCE WITH THE "AC1 MANUAL OF STANDARD - ".y "` x" t " r. a>< z"u° "z'F ,'"" � �. g ' �',
F ,' s a z. " �.a h-
2 THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED PRACTICE FOR DETAILING REINFORCED CONCRETE #�.g: , g am . ._. -`+ '""' , -{' ;: x x /
STRUCTURES," ACI 315. SHOP DRAWINGS SHALL INCLUDE i ., '"-; ,�; z -,s+,. s„ _''"':x pAl'
METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR ELEVATIONS OF ALL BEAMS AND COLUMNS SHOWING BAR ,» - T`fi iy ., ,A =a. ,,., p... t„ -, ,- m gc• '`T i%ci OAS
• STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE .
SHALL PROVIDE ALL METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO LOCATIONS. LAP ALL REINFORCING BARS PER THE TYPICAL ';•;;� a " s s A
PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY DURING LAP SPLICE LENGTH SCHEDULE, EXCEPT AS NOTED. r5^ m 6 *� • %r T " '
I 1�;�"^ y' "' 1„ T -
CONSTRUCTION. THE CONTRACTOR SHALL AT HIS OWN EXPENSE, ENGAGE MECHANICAL SPICES NOTED ON THE PLANS SHALL BE • '; Mk
PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND HOW TEMPORARY DAYTON BAR -GRIP SPLICES OR APPROVED WITH A CURRENT I (�&a' 8k 'F ' "'+ r' r g ^ ai : p s� ,�tnt.,. • PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY ICBO APPROVAL REPORT. 4 - � ' , ,A r '. a . z "r . "d
MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR q s
WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A � (�a d ,:� s P &'afs z , ° ''g ' ' 1 : -` � + - a � i : a MILLER
WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. PROPOSED z.,: z= c% :4�, C STAIR C O N S U L T I N G
3. THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED TYPICAL LAP SPLICE LENGTH SCHEDULE LOCATION " *a` SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS Nor 1 {w� ` } E N G I N E E N S
DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, _ Fe = 2500 PSI fc = 3000 PSI fc = 4000 PSI f = 5000 PSI fc = 6000 PSI N Size CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 Y r %2 '`- e '' # z ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT OR ' AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. �.p A OBSERVAON VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART N3 24 36 22 32 19 28 17 25 16 23 { ;.UI r b, S p * 1`1t , .. 9570 SW Barbr Blvd.
OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT c 4 32 47 29 43 25 37 23 34 21 31 - �` >: - J a , L r w Suite One Hundred
Portland, OR 97219 -5412
q5 39 59 36 54 31 47 28 42 26 38 I " ` Phone 503 4.CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY r ;,,"„ ( ) Z46 -1250
NECESSARY CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STRUCTURAL . Faa (503) 246 - 1395
FILL COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT Fe INDICATES 28 - DAY CONCRETE COMPRESSIVE STRENGTH - - . -
PER AMERICAN SOCIETY FOR TESTING AND MATERIALS, ASTM D698 (STANDARD LAP LENGTHS INDICATED ARE IN INCHES I " 3y ] ; - •
PROCTOR). OR ASTM D1557 (MODIFIED PROCTOR). THE COMPACTION SHALL BE • NO LAP LENGTHS ALLONED. NUMERICAL VALUES ARE FOR • "ri� s � ' z , t° T '" ` a ' ' ; 'T.a!,`"x T • •�„ „ �
VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY THE BUILDING OFFICIAL DEVELOPMENT LENGTH ON I �� . T c 3 k X . -i 1'" ,T -r' 'E ' ✓ ,-,
COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES SHALL I a 1 ` _ ,„ .�, > j , a * {,, t , iii COMPLY WITH PROVISIONS OF AN APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL $ a s ^' ego-
BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT (PSF). f 4` {"T . -t,0,4-',,'-',, T °� j •*t,� w°
S. CONCRETE SHALL BE 3500 POUNDS PER SQUARE INCH (PSI) MINIMUM AT 28 I b 4 - ai t. 'x i f � `v wl •
DAYS. MIXING, PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH ■ ' • °"' z+ ? 5 �" " "1,--'1'7,i,:',4 "T 1 Ta � "
THE AMERICAN CONCRETE INSTITUTE, ACI 318 AND IBC SECTION 1903. ALL TYPICAL TOP LAP SPUCE LENGTH SCHEDULE u ` ».i. A ` U a ' 2 §^ 4� i z .. a T - vA av' t
CONCRETE SHALL HAVE MAXIMUM W/C RATIO 0.45, EXCEPT FOOTING SHALL BE ' . . , n ` H ' 7 ' f % ..,..),•• 3' ..t x �g+� , r
Bar fc = 2500 PSI f • c = 3000 PSI Pe = 4000 PSI fc = 5000 PSI fc = 6000 PSI
Size CASE 1 I CASE 2 CASE 1 I CASE 2 CASE 1 I CASE 2 CASE 1 I CASE 2 CASE 1 I CASE 2 . y q : } , Z"a �? z 'f A ' " -"A`- „ �" , T X
MAXIMUM OF 0.50. ALL RETAINING STRUCTURES, I.E.: RETAINING WALLS, BASEMENT 'a. n a ,,,
� .• pp ' , r �, ..: . . � Y � ,
WALLS SHALL HAVE ADEQUATE DRAINAGE. ALL EXTERIOR CONCRETE SLABS SHALL ,, M, 1 '� Z
HAVE 5% +/ -1% AIR ENTRAINMENT. NO CHLORINE OR CHLORIDES. SLEEVES, I 4_ F •• T �•A 6k`T "�
OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE #3 32 47 29 42 25 37 23 33 21 30 A la ate � ., < 41 t ( ^
STRUCTURAL DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER #4 42 62 38 56 33 49 30 45 28 41 y y� ,:.,:,,',0;r4:7-10.-K,"! a ' ,m s'= ? 'k V
"� • ia.,k - "" ' ''y =r ''''44":" " '
BEFORE POURING. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN
OUTSIDE DIMENSION THEN ON THIRD OF THE THICKNESS OF THE SLAB AND SHALL #5 51 77 a7 71 41 62 37 55 34 50 ". z Y ""#4 i' a8 - " T a . = ' " ' Aii, /�
NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. WHERE NEW `].g ,fig„' «•Y s ' y ' "Y v z z ' 2 _ V )
CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE " °} :•cT x „. ! T hrt »�'^°`, l s a °#�
SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. fc INDICATES 28 - DAY CONCRETE COMPRESSIVE STRENGTH i _` ?: LJJ
" , r: d` � a b' Yes
LAP LENGTHS INDICATED ARE IN INCHES g , , '. .s{r: ^#y - ',4 , „ , , ° -
6. ALL REINFORCING STEEL ( RESTL) TO BE DEFORMED BARS PER ASTM A615 GRADE • NO LAP LENGTHS ALLOWED, NUMERICAL VALUES ARE FOR
60. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. UNLESS NOTED DEVELOPMENT LENGTH ONLY •
OTHERWISE, SET MAIN RESTL 3" FROM EARTH AND 2" FROM FORMED SURFACES. SITE PLAN CC
•
BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR
HOOKS OR BENDS. PROVIDE 2' -6" X 2' -6" RESTL OF SAME SIZE AND SPACING AS NOTES:
HORIZONTAL FOR ALL CORNERS FOR #5 AND SMALLER. SET ALL ANCHOR BOLTS 1. DIMENSIONS ARE IN INCHES
-
AND DOWELS BEFORE POURING CONCRETE. ALL REINFORCING STEEL TO BE WELDED 2. CASE 1 AND 2 ARE DEFINED AS FOLLOWS (E =BAR DIAMETER) Q J
SHALL BE ASTM A706. SEE TABLE [1 Dl] FOR LAP SPLICE LENGTHS ON SHEET BEAMS OR COLUMNS: CASE 1: COVER >4 ANQ c -c SPACING >2R I- J
A A�
CASE 2: COVER < c -c SPACING <2 do
[50.02]. ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL -CURED _ Q N
CONCRETE BLOCKS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI ALL OTHERS: CASE 1: COVER > AND c - c SPACING >3A 0 N
MANUAL OF STANDARD PRACTICE, MSP -1. REINFORCING STEEL SHALL BE DETAILED CASE 2: COVER <A AND c -c SPACING <34 r
IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING 3. FOR TOP BARS, MULTIPLY LAP SPLICE LENGTH ABOVE BY 1.3. TOP BARS ARE
z O �
REINFORCED CONCRETE STRUCTRUES." ACI 315. HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS. p
U O
7. ALL STRUCTURAL AND MISCELLANEOUS STEEL TO BE ASTM A992 FOR
W- SECTIONS AND A36 FOR ALL OTHER SECTIONS, PLATES AND BARS. ALL = H/l c
RECTANGULAR HSS SECTIONS SHALL BE ASTM A500, GRADE B, FY= 46000 PSI O
AND ALL ROUND HSS SECTIONS SHALL BE ASTM A500, GRADE B. FY = 42000 PSI. APProved M
ALL STRUCTURAL STEEL PIPE SHALL BE ASTM A53, GRADE B, TYPE E OR 5, FY= w O
35000 PSI. ALL BOLTS TO BE ASTM A325 WITH MATCHING NUTS. NUTS SHALL BE Conch Y O1 D.
TIGHTENED AS FOLLOWS: 1) FOR SLIP - CRITICAL CONNECTIONS, PER RESEARCH W�ry IMMRM
COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION FOR STRUCTURAL}
JOINTS, SUBSECTION 8(D)(1) THROUGH 8(D)(4) AND TABLE 5. 2) FOR NON t $ • w
SLIP - CRITICAL CONNECTIONS, TO A SNUG TIGHT CONDITION AS SPECIFIED IN RCSC 1 t• r -•
SPECIFICATION FOR STRUCTURAL JOINTS, SUBSECTION 8(C). ALL STRUCTURAL STEEL 1
SHALL HAVE ONE COAT OF PRIMER, EXCEPT SURFACES TO BE EMBEDDED IN _ � ,84M9 —4' L J ■ CONCRETE OR MASONRY. EMBEDDED SURFACES SHALL BE FREE OF CONTAMINANTS. II ] TI ///
ALL EXPOSED STRUCTURAL STEEL TO HAVE ONE FINISH COAT OF RUST INHIBITING F # , � 1 At��t7!•t� Rp C T (T k 0 D]
PAINT, COLOR BY OWNER. WELD PROCEDURE FOR ALL MOMENT CONNECTIONS SHALL � • C A ! z
ENSURE THAT WELDING FILLER METAL HAVE A NOTCH TOUGHNESS OF NOT LESS i I r� 1( - olio-
THAN 20 FT -LBS AT ZERO DEGREES FAHRENHEIT AS MEASURED BY STANDARD
CHARPY V -NOTCH (CVN) TEST, ASTM E 23 IN ACCORDANCE WITH APPLICABLE
k - ("� PR fl ,� �
FILLER METAL SPECIFICATION REFERENCED IN AWS D1.1. ALL WELDING TO CONFORM ` ` ♦`�` CC LJ
TO AMERICAN WELDING SOCIETY (AWS) D1.1 USING E70XX ELECTRODES. WELD
� _
LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE - �� 0 J
AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC). WELDING SHALL BE BY AWS 4V ',, s j d
CERTIFIED WELDERS FOR WELD TYPES SPECIFIED. WHERE WELD LENGTHS ARE NOT / .t„,,.., - p 7 1 Y ' _ O (f)
SHOWN, THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED. ALL BUTT I � 1 : ' 182111 r.� u
WELDS SHALL BE FULL PENETRATION WELDS UNLESS NOTED OTHERWSE ON
STRUCTURAL DRAWINGS. ALL WELDS TO BE PRIMERED. I / � / - / {/ •
v NJ Q o.
B.PLUMBING, FIRE SUPPRESSION, ELECTRICAL, MECHANICAL, LAND USE, SITE If I � "' J
PLANNING AND EROSION CONTROL ARE BEYOND THE SCOPE OF THESE DRAWINGS I '-,1 V 0 'GO '�
A .
AND ARE PROVIDED BY OTHERS. OFFICE � � V U • /C OPY i•y (,� h � V , / 23 �0 �� 1 !' JOB No.
1 i 7 fl ` � ■V '9 � (� 0 8 015 0
•l � � l7 V'� r �� DRAWN CHECKED
•
( / EM
1 E PIRES: e.? •- 30. - 2oeM � DATE
I - . -._ 02.29.08
REVISIONS
LINE IS 2 INCHES 1 SHEET
AT FULL SCALE ' S O. 01
9 OF NOT 2• - SCALE ACCORDINGLY) J
I.,
11
.1
•
COPYRIGHT 2007
Miller Consulting Engineers,lnc.
+ PARKING LOT
AI
N MILLER
CONCRET ` CONSULTING
SLAB. EXTEND
TO PROPERTY E N G I N E E R S
LINE
7 LANDSCAPING
L N"E147- / ° F'' 9570 SW Barbur Blvd.
l / Suite One Hundred
Portland, OR 97219-5412
LANDSCAPING le Phone (503) 246 -1250
M
�j ,� u 1......0 Fax (503) 246 -1395
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7 TO -
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1 Cv . PAVER Z
/ ( 1 y � v
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(E) SIDEWALK 111 v ' LIJ
4" CONC. SLAB \ 0
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� t) G. VANS 080150
DRAWN CIDKED
EMPIRES: 06-30-20411-1 E M H te
DATE 02.29.08
REVISIONS
LINE IS 2 INCHES SHEET
AT FULL SCALE S i • 01
(IF NOT 2" - SCALE ACCORDINGLY) J
•
COPYRIGHT 2007
Miller Consulting Engineers,Inc
et
MILLER
CONSULTING
ENGINEERS
9570 SW Barbur Blvd.
Suite One Hundred
Portland, OR 97 219 -541 2
Phone (503) 246 -1250
1 1/8 For (503) 246 -1395
v 2" .1
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STEP Yz" DIA. HILT1 KBTZ
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EXPANSION ANCHOR
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I EXPIRES: 06-30 -2005
I EMH
DATE 02.29.08
I REVISIONS
LINE IS 2 INCHES SHEET
AT FULL SCALE I S8.01
(IF NOT 2' - SCALE ACCORDINGLY)
1
v ,
..
RECEIVED
at JUL 182008
lb CITY OF TIGARD
MILLER BUILDING DIVISION
,r CONSULTING
ENGINEERS
STRUCTURAL CALCULATIONS
Stair Design
9430 SW Coral, Portland, OR
Beavercreek Construction Services
March 4, 2008
Project No. 080150
Pages 2
Principal Checked:
.THESE CALCULATIONS ARE VOID IF SEAL
� _, UR
�.g .. � F —e —• &,
� /l ilft'E l3
AND SIG ,AT R∎O 7 I'GINAL
***L6;11
a
.
ENGINEER WAS RETAINED <y ; 'i ::. J.:), . A TY FOR THIS PROJECT.
DESIGN IS BASED UPON ' ' i '4 v ' I • PROVIDED BY THE CLIENT,
WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME.
NO RESPONSIBILITY AND / OR LIABILITY IS ASSUMED BY,
OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS
BEYOND THAT SHOWN ON THESE SHEETS.
9570 SW BARBUR, #100
PORTLAND, OR 97219
PHONE (503) 246 -1250
r FAX (503) 246 -1395
9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219 -5412
Phone (503) 246 -1250 Fax (503) 246 -1395 www.millerengrs.com
American Consulting it, Engineers Council
I Building Code: 2006 International Building Code as amended by the state of Oregon ,
Soils Report: No Soils Report by: N/A Dated: N/A
Soil Bearing: 1500 PSF Retaining Walls: No
Equivalent Fluid Pressure: N/A PSF
Material: Wood: Steel: X Concrete: X Masonry:
Vertical System: Lateral system:
Roof Framing: Manufactured roof Trusses designed by others? N/A
(• Snow PSF Attic PSF Floor PSF Other 50 PSF
Basic Design A= A= A= A
- Loads: Deck PSF Garage PSF Corridor PSF
A= A= A=
Lateral Design Parameters:
Wind Design: N/A Wind Speed (3 sec Gust): MPH
Exposure
Importance Factors l = 1.00 IE = 1.00 I = 1.00 I = 1.00 Occupancy Cat: II
(wind) (seismic) (snow) (ice)
(Iw = 1.0 with wind concurrent with ice)
Seismic Desi • n
‘z,•, h a401i401:0 *Irilgra,O1 � �t~ l ,. s; } '
2% PE in 50 years, 0.2 sec SA = Ss
2% PE in 50 years, 1.0 sec SA = S1
Design Summary:
The following calculations are for the proposed stair handrail.
9570 SW Barbur Blvd. Project Name: Stair Design Project #: 080150
Suite One Hundred
Kg Portland, OR 97219 -5412 Location: 9430 SW Coral, Portland, OR
MILLER
Consulting (503)246 - 1250 Client: Beavercreek Construc Services
Engineers FAX: 246 - 1395
BY: EMH Ck'd: Date: 02/29/08 Page 1 of 2
i
. I/Ar4fD - RAI CA LC . I
l.G(50)(t')
So ()lc vert;cle toad.: Mk = e _ SG° S lb = L /32, '', iy
/.S; Scll 4o P =PE : z= 0.421 pox
9'M„= 35=ao0(.y1.1) = 14 3s i 16 > 9320 lb G,k— ---
I
. uSe. I - - ScR, 40 P1-PE 5opl tht-zo,n{-al. Load: Sopic (C) - 30016 = 15o per kos \•
1,b(15o)
3'
I 11,,_ 1.605.)(m)= *499 c +•Ib A+ Po}} Connection
RASE-PLATE To CZ:A/c __
DESK, BEARIN STRENGT/4 - ) (.gSC�A,) = 0,(�5�.f35x3000X =, 3.29 /6
$-%` - � 99 G2)
C- 3 3/e) - 3o9 IS 4 3 ?24 16 o.K
( Z
(l x15 05
----,
. ,
: � =p - o9 + Tt Loco:: o - r 3169
TRY NTL?"I '/z r¢ ks rz E ?AYSIot/ AR
T
0/Ve FOR CRACKED coNL •- 4•G5(Y96l0 = 31/51 (z)= G39aI6 > 316916 a.K
Use CO 4Er2. PlAr E ; %z kBrz Boers EMBED 3
CHf�K SEND =NG T/✓ RATE
r x �
�f„.89 /3r lb >? NA 2f i"-- - 0, 5 / . I Gt5c 8 " (1.
3�G91b O,G25i0.5� U•�
3�
ar se a G , G ,A s / ? „
I I
I
4 9570 SW Barbur Blvd Stair Design
® suite one Hu ndred Project Name Project # 080150
lib Portland, OR 97219 5412 Location 9430 SW Coral, Portland, OR
MILLER Client Beavercreek onstruction Services
CONSULTING (503)246 -1250
ENGINEERS Fax: 246 -1395 By EMH Ck'd f )°' Date 2/29/08 Page 2 of 2.