Specifications FEB 02 '96 16:13 DAVID HICKMAN ARCH. i q I L i S--- / 6 c K 1/2
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DNID HICKMAN AMERICAN IN of
700 NORTH HAYDEN ISLAND DRIVE, SUITE 350, PORTLAND, OREGON 97247 TELEPHONE 503 285 2256
FAX 503 285 4362
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0 Shop drawings El Prints 0 Plans 0 Samples 0 Specifications
LI Copy of letter E Change order El . 6.4E4 -'7
0 For approval 0 For your use D As requested II - For review and comment
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CONCRETE Foo7N a
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January 2, 1996 CITY OF TIGARD
OREGON
David Hickman Associates
700 N. Hayden Island Drive
Portland, OR 97217
Re: SUNRISE HEALTHCARE
14145 S.W. 105th Street
PC12 -07C BUP95 -0510
The plans and specifications have been reviewed for conformity to
applicable codes. Please submit three (3) sets of revised plans
and specifications incorporating the following requirements:
Accessibility
j
A sum equal to 25% of the project cost shall be budgeted to
eliminate existing architectural barriers to persons with
disability [OSSC, Section 3112]. Barrier removal shall be in
accordance with Section 3112(a), ORS 447.241 (4). Please
- submit the budget and accessible elements to be provided.
1Z'. Provide the floor elevation of each building, the difference
in elevation, and the run of the walk /ramp to determine slope.
An accessible route having a slope exceeding 1 vertical to 20
horizontal shall comply with OSSC, Section 3109(g).
9 49 The landing at the base of the ramp, providing access to the
• new therapy room, shall be not less than six (6) feet in
direction of travel [OSSC, Section 3307(d). Modifications to
design are required.
A. Doors in any position shall not reduce the landing to
less than 42 ". Both the top and bottom landing do not
comply.
Fire and Life Safety
A fire apparatus road shall be provided so that all portions
of the facilities are located within 150 feet [UFC, Section
10.203]. Contact Gene Birchill, Tualatin Valley Fire and
Rescue, at 526 -2502.
-0. A pedestrian walkway connecting buildings shall be provided
with opening protection at each building connection. Provide
L c il 20 fire -rated door assemblies complying with OSSC,
1 ��
5 Section 3305(h) at each buildin g [OSSC, Section 509(c)].
r Ixtj 1) 7iv w ► t �e f 11(9 f D--Q l'( 2 P
13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772
David Hickman Associates
January 2, 1996
pg. 2
Structural
c �
1 Provide new structural calculations and design specification
for non - constrained columns or provide constrain -it on all
four sides of each buried column [OSSC, Sectio 2407(g) . *
i R Provide revised Section 3/4 to of the
engineered design. 7!
Roof storm drainage piping must be connected to an approved
storm drainage system [Section 3207 and 2905(f) and OPSC
Section 1401] .
A'. Provide cross - sections of the canopy between the health care
1J) Pt.
and the commencing of the pedestrian walkway.
N
c
C CO 1. Include sprinkler head spacing /coverage.
2. Type of construction.
3. Wall and ceiling construction.
4. Existing and proposed enlargement.
Sprinklers
f
/ Provide not less than four (4) sets of sprinkler plans and
'+ hydraulic calculations.
Provide an erosion control plan in accordance with Unified
Sewerage Agency requirements.
If you wish to discuss any of these items, please give me a call.
Sincerely,
James Funk
Plans Examiner
bup95- 0510 \pc12 -07c
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cglyticoor5w2mvazoalog Architects, ga ,3,10.
February 1, 1996
James Funk
City of Tigard
13125 S.W. Hall Blvd.
Tigard, OR. 97223
REFERENCE: SUNRISE HEALTHCARE
14145 S.W. 105th St.
PCIZ - 07C BUP -95 -0510
The following is a response to your Plan Review letter of Jan.2,1996.
ACCESSIBILITY
hem #1. Project budget to eliminate existing architectural barrier.
CONSTRUCTION COSTS
1. Covered walk 27,979.00
2. Removal and replacement of concrete ramps at
main entry to nursing home 2,000.00
3. Provide new major accessable entry from south
parking lot including interior ramp. 6,065.00
4. Site work: Add new handicapped parking spaces
at nursing home. 1,500.00
5. Maintance work: Repave existing parking lot. 20,400.00
TOTAL CONSTRUCTION COST LESS MAINTENANCE $38,062.00
Cost requiring that 25% be spent for mitigating
accessibility deficiencies Items #1.
27,797.00 x 25% _ $6,949.25
Items #2,3, & 4 defines work to mitigate accessibility
deficiencies = $10,265
$6,949.25 < $10,265 - OK
Items #2 & 3. We have shown Floor Elevation & Dimensions on
the revised plans.
700 North Hayden Island Drive, Suite 350, Portland, Oregon 97217, 503- 285 -2256, FAX 503 - 285 -4362
James Funk
City of Tigard
2/1/96
* Pg. 2
FIRE & LIFE SAFETY
Item #1. I have contacted Gene Birchill, and have changed the Drawings as follows:
Provide a 20' wide separation between the nursing home entry
canopy and the new covered walk to provide fire truck access
to a point of original access.
t. Since the buildings are separated, we are not going to provide
fire sprinkling.
3� Exterior wall panels on the covered walk will be staggered to
provide 50% open on each side.
Item #2. See Item #1 - 3. Doors not required if 50% open each side.
STRUCTURAL
Item 4 _Column constrainment is by #4 rebar hairpins as shown in calculation
by Berry Engineering, which were submitted with plans. The Drawings
have been revised to show reinforcement. (Section ,7 (g) is not
applicable.
2.9e
Item #2. See Item #1 above.
Item #3. Roof storm water piping is only required when required by the Building Official.
Section 3207 (a) . A 60 r.< f i7 - / /'L/) / - SX
The covered walk was not structured for a gutter to save construction
costs and has little impact on the site or the structure. There is
less than 1200 sq.ft. of new roof area. This area would require only
a 3 1/2 "9 pipe @ 1/8" /foot. In a five year intensity storm only
50 cubic feet of water would be created. Spreading this over a drip
line of 260' and only 0.19 cubic feet of water will be distributed to
the planting areas. These planting areas can easily absorb these
additional concentrations. We request that you don't require gutters
and storm drains.
Item #4. No longer applicable.
SPRINKLERS
' Item #1. N.A.
/
f/ EROSION CONTROL
The Contractor will provide this information as required by Agency.
Thank you for your response.
Sincerely,
David L. Hickman,AIA
DAVID HICKMAN ASSOCIATE ARCHITECTS,P.C.
Enclosure: 3 sets revised plans
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SL -A Berry- Nordling Engineers, Inc.
3607 5;1 Avenue
Portland, OR 97201
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Date: 12/12/95 Page:
t TIMBER COLUMN 0ESIGN
DL4.SIL4W
Al w£ Design Data Allowable Stresses �', „ -'1
Column Geptn • 1.25 in Fc: Parallel to Grain 850 psi
_ Column Width . 1 in Fb: Bending 915 psi
Load Duration Factor = 1.33
Elastic Modulus = 1300000 psi
A: Total Column Ht . 1.00 ft Le for X -X Axis Axial Loads 14.00 ft
Le for Y -Y Axis Axial Loads 14.00 ft
Le for X -X Bending • 1.00 ft
Applied Loads
Dead Live Short Term
Axial Load . 315.0 1 188.0 1 0.0 i
...Eccentricity ' 0.00 in (along 'depth' axis)
Transverse Moment • 0 in -1 0 in -1 65100 in -1
Eccentric Side Load • 0 1 0 1 0 1
....Eccentricity . 0.00 in 0.00 in 0.00 in
....Distance above Base . 0.00 ft 0.00 ft 0.00 in
Calculated Moments
r; Equivalent Load 0 Mid - Height 0 1 0 1 01
y Side Load Moment . 0 in -1 0 in -1 0 in -1
Max. Design Moment . 0 in -1 0 in -1 65100 in -1
Design Summary
DOLL DL.LLsST DL.ST
Actual Axial Stress 21.0 psi 21.0 psi 6.0 psi
Allowable ' . 726.3 psi 126.3 psi 126.3 psi
Actual Bending Stress =
g 0.0 psi 1025.0 psi 1025.0 psi
Allowable ' =
915.0 psi 1296.8 psi 1296.8 psi
Stress interaction Value 0.029 -OK- 0.832 -OK- 0.802 -OK-
,
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. Q—
' V4.4B[ (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914
' SL -A '
Berry- Nordling Engineers, Inc.
b
3607 SW Corbett Avenue I�Q� {
Portland, OR 97201 / "
` ' Date: 12/12/95 Page:
TIMBER COLUMN DESIGN
DILL (Tigard Rehab Ctr. Canopy)
Design Data Allowable Stresses
Column Depth • 1.25 in Fc: Parallel to Grain • 850 psi
Column Width • 1.25 In Fb: Bending • 915 psi
Load Duration Factor • 1.15
Elastic Modulus • 1300000 psi
Total Column Ht • 7.00 ft le for X -X Axis Axial loads 14.00 ft
Le for Y -Y Axis Axial Loads 14.00 ft
Le for X -X Bending • 1.00 ft
Applied Loads
Dead live Short Term
Axial load • 315.0 1 1515.0 # 0.0 I
...Eccentricity • 0.00 in (along 'depth' axis)
Transverse Moment • 0 in -8 0 in-1 0 in-1
Eccentric Side load • 0 1 0 # 0 #
....Eccentricity • 0.00 in 0.00 in 0.00 in
{ ....Distance above Base • 0.00 ft 0.00 ft 0.00 in
Calculated Moments
Equivalent Load E Mid - Height 0 1 0# 0#
Side load Moment • 0 in-II 0 in-1 0 in-1
Max. Design Moment • 0 in-1 0 in-1 0 in-1
Design Summary
DI +IL DL +LI +ST DL +ST
Actual Axial Stress • 36.0 psi 36.0 psi 6.0 psi
Allowable ' • 622.2 psi 715.5 psi 115.5 psi
Actual Bending Stress • 0.0 psi 0.0 psi 0.0 psi
Allowable ' 915.0 psi 1121.3 psi 1121.3 psi
Stress Interaction Value 0.058 -OK- 0.050 -OK- 0.008 -OK-
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3607 S.W. CORBETT AVE., PORTLAND, OR 97201 503-227-77R /FAY 2,7-77P4
Berry - Nordling Engineers, Inc.
t 3607 SW Corbett Avenue
Portland, OR 97201
is
Date: 12/12/95 Page:
4 DESIGN OF EMBEDDED POLE FOOTINGS
, (c/X:?!:4-1-1.-!!;----
Post Embedmt. (Tigard Rehab. Ctr. Canopy)
DESIGN DATA
- -
Allow Passive 300.0 psf 300.0 psf
Max Passive 615.0 psf 615.0 psf
r Load Duration Factor 1.330 1.330
Point Load 115.0 1 115.0 1
Load Height 1.00 ft 1.00 ft
Dist. load 0.0 plf 0.0 plf
Start Height 0.00 ft 0.00 ft
End Height 0.00 ft 0.00 ft
Pole Type Circular Cir ul
Width /Diameter 18.0 in 24.0 in
Surface Restraint ? Restrained (Restrains
SUMMARY
Moments 1 Surface... 1 - 2
Point Load 5425.0 ft -1 5425.0 ft -1
Uniform Load 0.0 ft -1 0.0 ft -1
ti .. Total Moment 5425.0 ft -1 5425.0 ft -1
Total Lateral load 115.0 1 115.0 1
- NON- RESTRAINED RESULTS -
Min. Req'd Embedment
A(1.(1'4.36h /A)'.5)/2
A=2.34P/(S 1 b) .
Press 8 1/3 Embed
Actual .
Allowable .
- RESTRAINED RESULTS -
Min. Req'd Embedment
(4.25•P'hJ534)% 5 4.14 ft �56 ft
Pressure 1 Bottom
Actual 891.8 psf 891.8 psf
Allowable 891.8 psf 897.8 psf
Surface Restraint
force 2105.2 1 2825.1 1
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:c,.
V4.4b1 (c) 1963 -95 ENERCALC
Sl -A Bruce W. Kenny, KW060914
Prepared by Berry - Nordling Engineers, Inc. 12/12/95 Page 1
SNOW DRIFT ANALYSIS
(PER 1991 UBC CHAPTER 23 APPENDIX)
JOB: DATE: 12/12/95
JOB NO.: BY: BWK
DESCRIPTION:
LNPUT
Pg= 20 psf Wb= 94 it hr= 7.50 ft.
£` Ce= 0.7 D= 16.6 PCF hd= 3.08 ft.
I= 1 Parapet? N hb= 0.84 ft.
Pf= 14 psf
SUMMARY
Wd= 12.30 FT. Pm= 65 psf
-Base 25 psf
Drift 40 pxf
SLIDING SNOW? N
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-Base 25 psf
A-
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• BERRY-NORDLIMA '. 'Job - II cA-t' P--i-kAB C 14 tAlat,E t-
• ENGINEERS, INC . Client N-A C, V.-Mt.
A .1 , Job No. iS -lel /5
CIVIL-STRUCTURAL Dale 11-1 By 1-4 Sheet No. /0
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Berry -Nordling Engineers, Inc.
3607 SW Corbett Avenue
Portland, OR 97201
t ' Date: 12/12/95 Page:
TIMBER COLUMN DESIGN
. //,?s//z1/1--
0I+.SLL.W (Posts at bldg, front)
/
✓ j
Design Data Allows le Stres ses
Column Depth • 1.25 in Fc: Parallel tolrain • 850 psi
Column Width • 7.25 in Fb: Bending • 915 psi
Load Duration Factor • 1.33
Elastic Modulus • 1300000 psi _
Total Column Ht • 7.00 ft Le for X -X Axis Axial Loads 14.00 ft
/
Le for Y -Y Axis Axial Loads 14.00 ft
Le for X -X Bending • 1.00 ft
Applied loads
Dead Live Short Term
,. Axial Load • 240.01 1380.01 0.01
...Eccentricity • 0.00 in (along 'depth' axis)
Transverse Moment • 0 in -1 0 in -1 9600 In -1
Eccentric Side Load • 0 1 0 1 0 1
....Eccentricity • 0.00 in 0.00 in 0.00 in
....Distance above Base • 0.00 ft 0.00 ft 0.00 in
Calculated Moments
Equivalent Load 0 Mid - Height 0 1 0 1 0 1
Side Load Moment • 0 in -1 0 in -1 0 in -1
Max. Design Moment • 0 in -1 0 in -1 9600 in -1
Design Smeary
s° 01+11 DL +LL+ST DL +ST
Actual Axial Stress • 30.8 psi 30.8 psi 4.6 psi
Allowable ' 126.3 psi 126.3 psi 126.3 psi
Actual Bending Stress • 0.0 psi 151.2 psi 151.2 psi
Allowable ' • 915.0 psi 1296.8 psi 1296.8 psi
Stress Interaction Value 0.042 -OK- % 1162 9 > 0.123 -OK-
f J �
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.
/i
V4.482 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914
L • SL -A '
Berry - Nordling Engineers, Inc.
3607 SW Corbett Avenue
Portland, OR 97201
,
Date: 12/12/95 Page:
DESIGN OF EMBEDDED POLE FOOTINGS
Post Embedmt. (Posts at canopy front)
DESIGN DATA
-1- -1
Allow Passive 300.0 psf 300.0 psf
Max Passive 300.0 psf 3 00.0 psf
Load Duration Factor 1.330 1.
Point Load 200.0 1 200.0 1
load Height 4.00 ft 4.00 ft
Dist. load 0.0 plf 0.0 plf
A Start Height 0.00 ft 0.00 ft
End Height 0.00 ft 0.00 ft
Pole Type : Circular Circular
Width /Diameter 18.0 in 024.0 in)
Surface Restraint ? Restrained Res train f
SUMMARY
Moments a Surface... - 1 - 2
Point Load 800.0 ft -1 800.0 ft -1
Uniform Load 0.0 ft -1 0.0 ft -1
4 ... Total Moment 800.0 ft -1 800.0 ft -1
Total Lateral Load 200.0 1 200.0 1
- NON- RESTRAINED RESULTS -
Min. Req'd Embedment
A(1.(1 M .36h /A) ".5)/2
A =2.34P/(S 1 b) .
Press $ 1/3 Embed
Actual . r ."----
Allowable .
- RESTRAINED RESULTS -
'x Min. Req'd Embedment
.` (4.25'P'h/S3'b) ".5 2.38 ft (2 ft!
Pressure 1 Bottom
A Actual 399.0 psf 399.0 psf
:'T Allowable : 399.0 psf 399.0 psf
Surface Restraint
Force 694.1 1 724.8 1
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'� °°'' Revision N. C SITE PLAN D U �� D
0
' TIGAR® ICED. � REHAB CENTER n��I�N
°, d ASSOCIATE ARCHITECTS, PC
SUNRISE HEALTHCARE CORP. 700 NORTH HAYDEN ISLAND DRIVE SUITE 350
�A�(� � PORTLAND, OREGON 97217 (503) 285 -2256
COPWCIFIT 1895 DAVID L HIC18AN. ALL 12 RFSFRM. — FAX: (583) 265-4382