HomeMy WebLinkAbout20215 67TH AVE NE_00076_2026 q :It1,ioGTON
NOTICE and Inspection Report
Address
Contractor_—_'!��,�
Owner
Requested by
YPE OF INSPECTION REQUESTED
�BLDG: Pmt. No. ❑ MECH: Pmt. No.
❑ PLBG: Pmt. No.
❑ Footing ❑ Framing
Foundation ❑ Drywall Nailing ❑ Final
❑ Concrete Slab ❑ Rough-In
❑ Fireplace and Chimney ❑ Furnace ❑ Other
APPROVAL ❑ PARTIAL APPROVAL
❑ VI ATION ❑ CORRECTION REQUIRED
❑ Corrections listed below MUST BE MADE before work can be approved.
El ROVED FOR OCCUPANCY subject to certificate of occupancy.
rk listed below has been inspected and approved.
❑ Please contact inspector and arrange for appointment.
❑ Was not able to perform inspection.
❑ CALL 435.5785 FOR REINSPECTION — 24 hour notice required.
spector a
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I was present during this inspection-
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, yl\ NOTICE and Inspection port�n\���I
Address ► III- Xig— 1 `v
t\� Contractor I I ,
Owner
1 Requested byt11
(��l
^T' PE OF INSPECTION REQUESTED
LDG: Pmt. No. 11``�W' ❑ MECH: Pmt. No.
PLBG: Pmt. No.
❑ Footing ❑ Framing
❑ Foundation ❑ Drywall Nailing I-Nnal
❑ Concrete Slab ❑ Rough-In
❑ Fireplace and Chimney ❑ Furnace ❑ Other
APPROVAL ❑ PARTIAL APPROVAL
❑ VI TION ❑ CORRECTION REQUIRED
❑ Corrections listed below MUST BE MADE before work can be approved.
❑ PPROVED FOR OCCUPANCY subject to certificate of occupancy.
tCrrk listed below has been Inspected and approved.
❑ Please contact inspector and arrange for appointment.
❑ Was not able to perform inspection.
❑ CALL 435-5785 FOR REINSPECTION — 24 hour notice required.
.92
Inspector le / `2JF
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I was present during this inspection.
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� Builders Inc.
18705 67th Ave. N.E. • Arlington, WA 98223 • (206) 435-6658 • FAX: (206) 435-6079
June 21, 1989
City of Arlington
City Hall
Arlington, Wa. 98223
Attention: Dave Anderson
Code Compliance Office
Building Department
Re: Northwest Hardwoods Inc. ,
20015 67th Ave. N.E.
Arlington, Wa. 98223
Building Addition, 60'x132'x24' Pre-Engineered Steel Bldg.
Dear Dave,
This letter is in response to my conversation with John Farrens
concerning the Professional Responsibility for the above building project.
Apple Builders Inc. as a licensed and registered General Contractor
in the state of Washington, will assume Professional Responsibility for
the Dry-Storage Building Addition at Northwest Hardwoods, with the following
exceptions.
1. Engineering for the H.C.I. Steel Building
2. Engineering for the Foundation Design by Dove Tail Structures.
3. Sprinkler Design and installation by Trojan Fire Protection Inc.
4. Electrical, which is covered under state permits.
Sincerely,
Kent Boyd
Apple Builders Inc.
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REACTION (KIPS l
DESCRIPTION S(.PPORT HDRIZ VERT
i 1 DEAD + LIVE 1 -2.69 21.91#"
ii 1 DEAD • LIVE 2 2 �_91_
f I I 2 DEAD • V1ND 1 .42 -6.06
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EVERETT. WA. (206) 742-0861 �S
PROJECT: DATE: PAGE:
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SUBJECT•: BY: JOB NO:
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HC1 STIEL PRODUCS'' NO
S UCTUSAL STEEL o tpe Poll Rosh. Ant—fte AR 99s01 (90!) 27N7» WMEL BU LDINGS
METAL ROOD SYSTEMS O 14620 671h Avg. NC, Atwgl*n. WA 28223 c206) 43548?1 RUING COMPONENTS
CONTRACTOR: A1f�LGf '941
PROJECT NAME: �/G_ ,,
PROJECT NO. : 1264
BUILDING DESIGN LOADS:
DESIGN CODE: 4r,
LIVE LOAD: P, s�
WIND LOAD: � k
DEAD LOAD: l'-t r-IF,
AUXILLARY LOAD:
MEZZANINE LOAD: /y
/M-
CRANE LOAD: 11 14
SEISMIC ZONE:
M. �
was
MAY 2 6
?]tN ti
S/ONAL x- Y
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, WA 99223
(206) 435 8871
5/23/1909 07:42:16
PAGE 1
APPLE BUILDERS
LIVE LOAD : 25.00 PSF DEAD LOAD : 1.00 PSF PURLIN SPACING : 5.00 FT ON CTR (HORIZ PROJECTION)
DISTRIBUTION INFORMATION*
-------------------------
BAY UNIFORM TRIAL REL STIFF DISTRIBUTION FACTORS CARRY OVER FACTORS FIXED END MOMENTS
(FT) LOAD SECT (LEFT)(RIGHT) (TO LEFT)(TO RIGHT) (TO LEFT)(TO RIGHT) (LEFT) (RIGHT)
--------------------------------------------------------------------------------------------------
26.00 .1338 8Z3.0 4 16.986 16.986 1.0000 .5032 .5000 .5000 -7.536 7.536
26.33 .1338 8Z3.0 4 16.773 16.773 .4968 .5549 .5000 .5000 -7.728 7.728
26.33 .1330 3Z3.0 6 13.457 13.457 .4451 .4451 .5000 .5000 -7.685 7.685
26.33 .1338 8Z3.0 4 16.773 16.773 .5549 .4837 .5000 .5000 -7.728 7.728
24.67 .1338 SZ3.0 4 17.902 17.902 .5163 1.0000 .5000 .5000 -6.784 6.794
-----------------------------------------------------------------------------------------------------.-.-
SUPPORT REACTION MOMENT
(KIPS) (KIPS FT)
------------------------
1 1.370 .000
2 3.956 -9.605
3 3.418 -7.330
4 3.465 -7.527
5 3.829 -8.964
6 1.287 .000
ALL STEEL IS MINIMUM 55. KSI YIELD AND IS DESIGNED IN
ACCORDANCE WITH 1980 A.I.S.I. SPECIFICATIONS
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Atlington, NA 90223
(206) 435 8871
5/23/1999 07:42:16
PAGE 2
APPLE BUILDERS
DESIGN INFORMATION FOR DEAD + LIVE LOAD
BAY LAP LENGTHS SHEAR (KIPS) FINAL MOMENTS (KIP-FT) MAXIMUM
LEFT RIGHT LEFT SECTION CHANGE RIGHT LEFT SECT MAXIMUM RIGHT SECT DEFLECTION
(FT) (FT) (FT) SUPPORT LEFT RIGHT SUPPORT CHANGE POSITIVE CHANGE (IN)
---------------------------------------------------------------------------------------------------
26.00 2.00 3.00 1.370 1.102 -1.707 -2.108 2.472 7.011 -3.881 2.169
26.33 3.00 3.00 1.847 1.446 -1.273 -1.675 -4.664 3.153 -2.909 .583
26.33 3.00 3.00 1.744 1.345 -1.360 -1.759 -2.698 4.099 -2.850 1.293
26.33 3.00 3.00 1.706 1.305 -1.414 -1.816 -3.010 3.358 -4.119 .688
24.67 3.00 2.00 2.013 1.612 -1.019 -1.287 -3.526 6.188 2.306 1.666
SECTION PROPERTIES AND ALLOWABLE LOADS
-----------------------------------------------------------------------------------
SECTION SECTION SHEAR BEARING(KIPS)
MODULUS (KSI) EXTERIOR(4IN) INTERIOR(6IN) INTERIOR(8IN) INTERIORO OIN)
----------------------------------------------------------------------------------
8Z3.0 6 2.00 5.24 1.630 1.090 2.149 2.149
913.0 4 2.64 8.22 2.589 2.941 3.293 3.293
8Z3.0 2 3.84 15.72 5.121 5.660 6.200 6.200
NCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, WA 90223
(206) 435 0871
5/23/1999 07:42:16
PAGE 3
APPLE BUILDERS
RIND LOAD = 15.00 PSF DEAD LOAD = 1.00 PSF PURLIN SPACING = 5.00 FT ON CTR (HORIZ PROJECTION)
RIND UPLIFT FACTOR = 1.15
SUPPORT REACTION MOMENT
(KIPS) (KIPS FT)
-------------------------
1 -.573 .000
2 -1.654 4.015
.3 -1.429 3.064
4 -1.448 3.146
5 -1.601 3.747
6 -.538 .000
DESIGN INFORMATION FOR DEAD + WIND
BAY LAP LENGTHS SHEAR (KIPS) FINAL MOMENTS (KIP-FT) MAXIMUM
LEFT RIGHT LEFT SECTION CHANGE RIGHT LEFT SECT MAXIMUM RIGHT SECT DEFLECTION
(FT) (FT) (FT) SUPPORT LEFT RIGHT SUPPORT CHANGE POSITIVE CHANGE (IN)
----------------------------------------------------------------------------------------------------
26.00 2.00 3.00 -.573 -.461 .714 .881 -1.033 -2.931 1.622 -.907
26.33 3.00 3.00 -.772 -.605 .532 .700 1.950 -1.318 1.216 -.244
26.33 3.00 3.00 -.729 -.562 .568 .735 1.128 -1.713 1.191 -.540
26.33 3.00 3.00 -.713 -.546 .591 .759 1.258 -1.404 1.722 -.287
24.67 3.00 2.00 -.842 -.674 .426 .538 1.474 -2.587 -.964 -.697
SECTION PROPERTIES AND ALLOWABLE LOADS
---------------------------------------------------------------------------------
SECTION SECTION SHEAR BEARING(KIPS)
MODULUS (KSI) EXTERIOR(4IN) INTERIOR(6IN) INTERIOR(BIN) INTERIORO OIN)
-----------------------------------------------------------------------------------
SZ3.0 6 2.00 5.24 1.630 1.890 2.149 2.149
813.0 4 2.64 8.22 2.589 2.941 3.293 3.293
8Z3.0 2 3.84 15.72 5.121 5.660 6.200 6.200
WIND LOAD MOMENT, REACTION, SHEAR AND DEFLECTION VALUES HAVE BEEN MULTIPLIED BY .75
IN ACCORDANCE WITH SECTION 3.1.2.2 OF THE 1980 AISI CODE
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, NA 98223
(206) 435 8871
5/23/1989 07:42:16
PAGE 4
APPLE BUILDERS
STRESS LEVEL
------------
DEAD PLUS LIVE LOAD DEAD PLUS WIND LOAD
------------------- -------------------
-------------------------------------------------------------------- --------------------------------------------------
BAY LEFT LEFT SECT MAX POS RIGHT SECT RIGHT LEFT LEFT SECT MAX NEG RIGHT SECT RIGHT
NO. MODE SUPPORT CHANGE MOMENT CHANGE SUPPORT SUPPORT CHANGE MOMENT CHANGE SUPPORT
--------------------------------------------------------------------- --------------------------------------------------
BENDING .000 .341 .967 .535 .662 .000 .142 .404 .224 .277
1 SHEAR-BEND .077 .177 ----- .433 .525 .013 .031 ----- .076 .092
SHEAR .278 .223 ----- .346 .214 .116 .093 ----- .145 .089
BEARING .529 ----- ----- ----- ----- .081 ------ ----- ----- -----
BENDING .662 .643 .435 .401 .575 .277 .269 .182 .168 .240
2 SHEAR-BEND .515 .538 ----- .243 .230 .090 .094 ----- .042 .040
SHEAR .187 .293 ----- .258 .225 .078 .123 ----- .100 .094
BEARING .673 ------ ----- ----- ---- .251 ---- ----- ----- -----
BENDING .609 .519 .709 .549 .625 .255 .217 .330 .229 .261
3 SHEAR-BEND .504 .587 ----- .629 .917 .089 .103 ----- .110 .160
SHEAR .234 .535 ----- .541 .236 .098 .223 ----- .226 .099
BEARING .708 ----- ----- ----- ----- .217 ----- ----- ----- ------
BENDING .590 .415 .463 .568 .618 .247 .173 .194 .237 .258
4 SHEAR-BEND .419 .258 ----- .435 .452 .0/3 .045 ----- .076 .079
SHEAR .229 .265 ----- .287 .184 .096 .111 ----- .120 .077
BEARING .717 ----- ----- ----- ----- 220 ---- ----- ----- -----
BENDING .610 .486 .853 .318 .000 .258 .203 .357 .133 .000
5 SHEAR-BEND .460 .365 ----- .153 .068 .080 .064 ----- .027 .012
SHEAR .204 .327 .2--- 07 .261 .085 .137 ----- .006 .109
BEARING .651 ----- -- - ----- .497 .243 ----- ----- --- - .082
NCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Atlington, WA 99223
(206) 435 8871
5/23/1989 07:48:54
PAGE 1
APPLE BUILDERS
LIVE LOAD = 50.00 PSF DEAD LOAD = 1.00 PSF PURLIN SPACING = 2.50 FT ON CTR (HORIZ PROJECTION)
DISTRIBUTION INFORMATION*
-------------------------
BAY UNIFORM TRIAL REL STIFF DISTRIBUTION FACTORS CARRY OVER FACTORS FIXED END MOMENTS
(FT) LOAD SECT (LEFT)(RIGHT) (TO LEFT)(TO RIGHT) (TO LEFT)(TO RIGHT) (LEFT) (RIGHT)
------------------------------------------------------------------------------------------------
26.00 .1313 8Z3.0 4 16.986 16.986 1.0000 .5032 .5000 .5000 -7.395 7.395
26.33 .1313 8Z3.0 4 16.773 16.773 .4968 .5549 .5000 .5000 -7.584 7.584
26.33 .1305 8Z3.0 6 13.457 13.457 .4451 .4451 .5000 .5000 -7.540 7.540
26.33 .1313 8Z3.0 4 16.773 16.773 .5549 .4837 .5000 .5000 -7.584 7.584
24.67 .1313 8Z3.0 4 17.902 17.902 .5163 1.0000 .5000 .5000 -6.658 6.658
---------------------------------------------------------------------------------------------------
SUPPORT REACTION MOMENT,
(KIPS) (KIPS FT)
-------------------------
1 1.344 .000
2 3.882 -9.425
3 3.354 -7.192
4 3.400 -7.386
5 3.758 -8.797
6 1.263 .000
ALL STEEL IS MINIMUM 55. KSI YIELD AND IS DESIGNED IN
ACCORDANCE WITH 1980 A.I.S.I. SPECIFICATIONS
s
NCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Atlington, NA 9B223
(206) 435 0871
5/23/1989 07:49:54
PAGE 2
APPLE BUILDERS
DESIGN INFORMATION FOR DEAD LIVE LOAD
BAY LAP LENGTHS SHEAR (KIPS) FINAL MOMENTS (KIP-FT) MAXIMUM
LEFT RIGHT LEFT SECTION CHANGE RIGHT LEFT SECT MAXIMUM RIGHT SECT DEFLECTION
(FT) (FT) (FT) SUPPORT LEFT RIGHT SUPPORT CHANGE POSITIVE CHANGE (IN)
--------------------------------------------------------------------------------------------------
26.00 2.00 3.00 1.344 1.081 -1.675 -2.069 2.425 6.880 -3.809 2.129
26.33 3.00 3.00 1.813 1.419 -1.250 -1.643 -4.577 3.094 -2.853 .573
26.33 3.00 3.00 1.711 1.319 -1.334 -1.726 -2.647 4.021 -2.796 1.268
26.33 3.00 3.00 1.675 1.281 -1.388 -1.782 -2.953 3.295 -4.042 .675
24.67 3.00 2.00 1.976 1.582 -1.000 -1.263 -3.460 6.072 2.263 1.635
SECTION PROPERTIES AND ALLOWABLE LOADS
----------------------------------------------------------------------------------
SECTION SECTION SHEAR BEARING(KIPS)
MODULUS (KSI) EXTERIOR(4IN) INTERIOR(6IN) INTERIOR(8IN) INTERIORU OIN)
---------------------------------------------------------------------------------
8Z3.0 6 2.00 5.24 1.630 1.890 2.149 2.149
8Z3.0 4 2.64 8.22 2.599 2.941 3.293 3.293
BZ3.0 2 3.84 15.72 5.121 5.660 6.200 6.200
NCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 8871
5/23/1989 07:48:54
PAGE 3
APPLE BUILDERS
WIND LOAD : 15.00 PSF DEAD LOAD : 1.00 PSF PURLIN SPACING : 2.50 FT ON CTR (HORIZ PROJECTION)
WIND UPLIFT FACTOR : 1.15
SUPPORT REACTION MOMENT
(KIPS) (KIPS FT)
------------------------
1 -.267 .000
2 -.771 1.872
3 -.666 1.429
4 -.675 1.467
5 -.746 1.747
6 -.251 .000
DESIGN INFORMATION FOR DEAD + WIND
BAY LAP LENGTHS SHEAR (K.IPS) FINAL MOMENTS (KIP-FT) MAXIMUM
LEFT RIGHT LEFT SECTION CHANGE RIGHT LEFT SECT MAXIMUM RIGHT SECT DEFLECTION
(FT) (FT) (FT) SUPPORT LEFT RIGHT SUPPORT CHANGE POSITIVE CHANGE (IN)
---------------------------------------------------------------------------------------------------
26.00 2.00 3.00 -.267 -.215 .333 .411 -.482 -1.367 .757 -.423
26.33 3.00 3.00 -.360 -.282 .248 .326 .909 -.615 .567 -.114
26.33 3.00 3.00 -.340 -.262 .265 .343 .526 -.799 .555 -.252
26.33 3.00 3.00 -.333 -.254 .276 .354 .587 -.655 .803 -.134
24.67 3.00 2.00 -.392 -.314 .199 .251 .687 -1.206 -.449 -.325
SECTION PROPERTIES AND ALLOWABLE LOADS
SECTION SECTION SHEAR BEARING(KIPS)
MODULUS (KSI) EXTERIOR(4IN) INTERIOR(6IN) INTERIOR(BIN) INTERIORU OIN)
---------------------------------------------------------------------------------
8Z3.0 6 2.00 5.24 1.630 1.890 2.149 2.149
8Z3.0 4 2.64 8.22 2.589 2.941 3.293 3.293
BZ3.0 2 3.84 15.72 5.121 5.660 6.200 6.200
WIND LOAD MOMENT, REACTION, SHEAR AND DEFLECTION VALUES HAVE BEEN MULTIPLIED BY .75
IN ACCORDANCE WITH SECTION 3.1.2.2 OF THE 1980 AISI CODE
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 8071
5/23/1989 07:48:55
PAGE 4
APPLE BUILDERS
STRESS LEVEL
------------
DEAD PLUS LIVE LOAD DEAD PLUS WIND LOAD
------------------- -------------------
-------------------------------------------------------------------- -------------------------------------------------
BAY LEFT LEFT SECT MAX POS RIGHT SECT RIGHT LEFT LEFT SECT MAX NEG RIGHT SECT RIGHT
NO. MODE SUPPORT CHANGE MOMENT CHANGE SUPPORT SUPPORT CHANGE MOMENT CHANGE SUPPORT
---------------------------------------------------------------------- -------------------------------------------------
BENDING .000 .334 .949 .525 .650 .000 .066 .18B .104 .129
1 SHEAR-BEND .074 .170 -- -- .417 .506 .003 .007 ----- .016 .020
SHEAR .273 .219 ---- .340 .210 .054 .044 ----- .067 .042
BEARING .519 ---- ----- ----- ---- .041 ----- --_-- -- - -----
BENDING .650 .631 .427 .393 .564 .129 .125 .085 .078 .112
2 SHEAR-BEND .496 .519 ---_ .233 .221 .020 .020 ----- .009 .009
SHEAR .184 .288 ----- .253 .221 .037 .057 ----- .050 .044
BEARING .660 ----- ----- ----- - --- .117 ----- ----- ----- -----
BENDING .598 .510 .774 .538 .614 .119 .101 .154 .107 .122
3 SHEAR-BEND .486 .566 ----- .606 .883 .019 .022 ----- .024 .035
SHEAR .230 .525 ----- .530 .232 .046 .104 ----- .105 .046
BEARING .694 ----- ----- ----- ----- .101 ----- ----- -- -- -----
BENDING .579 .407 .454 .557 .607 .115 .081 .090 .111 .120
4 SHEAR-BEND .404 .249 ----- .419 .435 .016 .010 ----- .017 .017
SHEAR .225 .260 --- - .291 .101 .045 .052 - --- .056 .036
BEARING .704 ----- ----- ----- ----- .103 ----- ----- ---- -----
BENDING .607 .477 .837 .312 .000 .120 .095 .166 .062 .000
5 SHEAR-BEND .443 .352 ----- .148 .066 .017 .014 ----- .006 .003
SHEAR .200 .321 --- - .203 .256 .040 .064 ----- .040 .051
BEARING .639 ----- ----- ----- .488 .113 ----- ----- ----- .038
DATE 5/22/1989 TIME 09:34:1'
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, WA 90223
(206) 435 8071
APPLE BUILDERS
PROJECT NO 0
STRESS ANALYSIS FOR MEMBERS 1 TO 2 INCLUSIVE
L E F T E X T R E M I T Y RIGHT EXTREMITY WEB
-------------------------------------------- --------------------------------------------- -----
PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR
NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO
(KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)
1 1.68 8.58 .00 33.00 .196 1.68 8.58 .00 20.49 .196 .218
2 -.43 33.00 4.10 19.37 .198 1.68 8.57 3.22 20.48 .344 .211
3 -.43 33.00 7.58 19.37 .378 1.68 8.57 6.44 20.48 .493 .211
4 -.43 33.00 10.46 19.37 .527 1.68 8.57 9.66 20.48 .641 .211
5 -.43 33.00 12.73 19.37 .644 1.69 8.57 12.87 20.49 .790 .211
6 -.43 33.00 14.30 19.37 .729 1.68 8.57 16.09 20.48 .938 .211
7 -.38 33.00 14.07 19.15 .723 1.46 8.91 12.73 24.64 .633 .211
8 -.38 33.00 14.87 19.15 .765 1.46 0.91 14.57 24.64 .701 .211
9 -.38 33.00 15.36 19.15 .791 1.46 8.91 16.42 24.64 .769 .211
GEOMETRIC PROPERTIES FOR MEMBERS 1 TO 2 INCLUSIVE
S E C T I O N D E S C R I P T 1 0 N FULL SECTION PROPERTIES
-------------------------------------------------------------- --------------------------------
P 0 1 N T LEFT FLANGE RIGHT FLANGE W E B MOM OF SECTION MODULUS
NO LOCATION WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA L E F T R I G H T
(FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN2) (IN4) (IN3) (IN3)
1 .00 8.0 .250 267.3 8.0 .375 267.3 .125 12.00 .0 6.5 201.8 27.95 37.34
2 3.45 8.0 .250 267.4 8.0 .375 267.4 .125 12.00 .0 6.5 201.8 27.95 37.34
3 6.91 8.0 .250 267.4 8.0 .375 267.4 .125 12.00 .0 6.5 201.8 27.95 37.34
4 10.36 8.0 .250 267.4 8.0 .375 267.4 .125 12.00 .0 6.5 201.8 27.95 37.34
5 13.82 8.0 .250 267.4 8.0 .375 267.4 .125 12.00 .0 6.5 201.8 27.95 37.34
6 17.27 8.0 .250 267.4 8.0 .375 267.4 .125 12.00 .0 6.5 201.0 27.95 37.34
7 17.27 8.0 .250 267.4 8.0 .500 267.4 .125 12.00 .0 7.5 227.7 28.64 47.44
8 19.77 8.0 .250 267.4 8.0 .500 267.4 .125 12.00 .0 7.5 227.7 28.64 47.44
9 22.27 8.0 .250 267.4 9.0 .500 267.4 .125 12.00 .0 7.5 227.7 28.64 47.44
FLANGES WEB
YIELD STRESSES (KSI) 55.0 55.0
J
DATE 5/22/1989 TIME 09:34:15
HCI STEEL PRODUCTS, INC.
19520 - 67th Avenue NE
Arlington, NA 90223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS 1 TO 2 INCLUSIVE
L E F T FLANGE RIGHT FLANGE
PT --------------------------- ----------------------------
NO CB L/RT LD/AF CB L/RT LD/AF KL/RX KL/RY CM F'E
1 1.750 123.695 1687.016 1.750 119.651 1124.677 70.474 131.939 .850 30.067
2 1.750 123.741 1687.647 1.750 119.696 1125.098 70.474 131.989 .850 30.067
3 1.750 123.741 1687.647 1.750 119.696 1125.098 70.474 131.989 .850 30.067
4 1.750 123.741 1637.647 1.750 119.696 1125.098 70.474 131.989 .850 30.067
5 1.750 123.741 1687.647 1.750 119.696 1125.098 70.474 131.989 .850 30.067
6 1.750 123.741 1687.647 1.750 119.696 1125.098 70.474 131.989 .850 30.067
7 1.750 124.501 1704.356 1.750 118.291 952.178 71.555 129.426 .850 29.166
8 1.750 124.501 1704.356 1.750 119.291 052.178 71.555 129.426 .850 29.166
9 1.750 124.501 1704.356 1.750 118.291 852.178 71.555 129.426 .050 29.166
DATE 5/22/1989 TIME 09:34:16-'
NCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, HA 98223
(206) 435 8971
APPLE BUILDERS
PROJECT NO 0
MEMBER FORCES FOR MEMBERS 1 TO 2 INCLUSIVE
ABSOLUTE MOMENTS AND AXIAL FORCES
POINTMAXIMUM ---------------------------------------------------------------------------
NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL
(KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS)
DEAD + LIVE DEAD + WIND DEAD + LIVE DEAD + WIND
1 1 1 1 2 2 2 2
1 .00 2.94 .00 10.92 .00 -2.83 .00 10.92 .00 -1.11
2 3.45 2.85 9.96 10.92 -9.46 -2.83 9.86 10.92 4.51 -1.11
3 6.91 2.85 19.72 10.92 -17.52 -2.83 19.72 10.92 8.15 -1.11
4 10.36 2.85 29.58 10.92 -24.16 -2.83 29.58 10.92 10.90 -1.11
5 13.82 2.85 39.44 10.92 -29.39 -2.83 39.44 10.92 12.77 -1.11
6 17.27 2.85 49.30 10.92 -33.22 -2.83 49.30 10.92 13.76 -1.11
7 17.27 2.95 49.30 10.92 -33.22 -2.83 49.30 10.92 13.76 -1.11
8 19.77 2.85 56.44 10.92 -35.11 -2.83 56.44 10.92 13.93 -1.11
9 22.27 2.85 63-58 10.92 -36.26 -2.83 63.59 10.92 13.63 -1.11
DATE 5/22/1989 TIME 09:34:17 -
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue HE
Arlington, WA 90223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
STRESS ANALYSIS FOR MEMBERS 3 TO 4 INCLUSIVE
L E F T E X T R E M I T Y RIGHT EXTREMITY WEB
--------------------------------------------- --------------------------------------------- -----
PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR
NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO
(KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)
1 .75 24.86 -30.08 33.00 .891 .75 24.86 30.28 33.00 .940 .876
2 -.09 33.00 10.90 33.00 .328 -.09 33.00 -10.97 33.00 .335 .867
3 -.06 33.00 -7.52 33.00 .230 -.06 33.00 7.56 32.86 .228 .826
4 -.08 33.00 -10.76 33.00 .329 -.08 33.00 10.03 31.91 .338 .826
5 .77 23.60 15.36 31.11 .517 .77 23.60 -15.45 33.00 .436 .758
6 .71 23.28 22.20 30.31 .754 .71 23.28 -22.31 33.00 .646 .663
7 .66 22.96 25.87 29.42 .899 .66 22.96 -26.00 33.00 .759 .539
8 .61 22.65 27.22 28.43 .916 .61 22.65 -27.35 33.00 .802 .308
9 .58 23.27 23.31 29.63 .804 .58 23.27 -26.26 33.00 .771 .38/
10 .54 22.98 23.03 20.74 .010 .54 22.98 -25.81 33.00 .759 .194
11 .50 28.93 21.49 28.74 .763 .50 28.93 -23.97 33.00 ./09 .153
GEOMETRIC PROPERTIES FOR MEMBERS 3 TO 4 INCLUSIVE
S E C T I O N D E S C R I P T I O N FULL SECTION PROPERTIES
-------------------------------------------------------------- --------------------------------
P O I N T LEFT FLANGE RIGHT FLANGE W E B MOM OF SECTION MODULUS
NO LOCATION WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA L E F T R I G H T
(FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN2) (IN4) (IN3) (IN3)
1 .50 6.0 .250 43.2 6.0 .250 32.3 .125 13.50 .0 4.7 167.4 23.92 23.92
2 4.19 6.0 .250 60.0 6.0 .250 60.0 .125 15.38 .0 4.9 221.1 27.05 27.85
3 7.88 6.0 .250 60.0 6.0 .250 60.0 .125 17.26 .0 5.2 283.5 31.92 31.92
4 7.88 5.0 .188 60.0 5.0 .188 60.0 .125 17.26 .0 4.0 196.2 22.26 22.26
5 11.33 5.0 .188 60.0 5.0 .188 120.0 .125 19.02 .0 4.3 244.5 25.22 25.22
6 14.78 5.0 .188 60.0 5.0 .188 120.0 .125 20.78 .0 4.5 299.4 28.31 28.31
7 18.23 5.0 .188 60.0 5.0 .188 120.0 .125 22.53 .0 4.7 361.2 31.53 31.53
8 21.68 5.0 .180 60.0 5.0 .168 120.0 .125 24-29 .0 4.9 430.3 34.88 34.88
9 21.68 5.0 .250 60.0 5.0 .188 120.0 .125 24.29 .0 5.2 475.2 40.77 36.35
10 25.37 5.0 .250 60.0 5.0 .188 120.0 .125 26.17 .0 5.5 564.6 44.90 40.23
11 29.06 5.0 .250 21.7 5.0 .188 21.7 .125 28.05 .0 5.7 663.7 49.18 44.26
FLANGES WEB
YIELD STRESSES (KSI) 55.0 55.0
DATE 5/22/1989 TIME 09:34:19
NCI STEEL PRODUCTS, INC.
10520 - 67th Avenue NE
Arlington, NA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS 3 TO 4 INCLUSIVE
L E F T FLANGE RIGHT FLANGE
PT --------------------------- ----------------------------
NO CB L/RT LD/AF co L/RT LD/AF KL/RX KL/RY CH F'E
1 1.000 27.176 403.544 1.355 20.307 301.397 57.865 23.302 .950 44.598
2 1.000 38.132 635.305 1.000 38.154 635.305 51.546 44.377 .850 56.202
3 1.000 38.540 710.483 1.000 38.563 710.483 46.560 45.422 .850 68.896
4 1.000 48.850 1128.826 1.000 48.889 1128.826 49.380 60.953 .850 61.223
5 1.000 49.536 1241.400 1.750 99.152 2402.800 45.411 62.590 .850 72.416
6 1.000 50.212 1353.974 1.750 100.507 2707.948 42.070 64.185 .850 84.373
7 1.000 50.880 1466.548 1.750 101.044 2933.096 39.221 65.741 .850 97.078
8 1.000 51.539 1579.122 1.750 103.164 3150.245 36.759 67.261 .850 110.519
9 1.000 48.806 1187.383 1.750 104.254 3166.355 36.085 64.227 .850 114.685
10 1.000 49.344 1277.597 1.750 105.663 3406.925 33.932 65.653 .850 130.468
11 1.750 18.000 493.831 1.750 19.325 650.441 31.862 24.207 .850 147.094
DATE 5/22/1989 TIME 09:34:20
HCI STEEL PRODUCTS, INC.
1,8520 - 67th Avenue NE
Arlington, NA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMBER FORCES FOR MEMBERS 3 TO 4 INCLUSIVE
ABSOLUTE MOMENTS AND AXIAL FORCES
POINTMAXIMUM --------------------------------------------------------------------------
NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL
(KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS)
DEAD + LIVE DEAD + WIND DEAD + LIVE DEAD + NIND
3 3 3 3 4 4 4 4
1 .50 10.54 59.77 3.51 -35.01 -.42 59.77 3.51 14.04 -.32
2 4.19 9.15 23.47 3.43 -25.25 -.43 23.47 3.43 17.47 -.33
3 7.80 7.77 -7.72 3.34 -16.41 -.44 -7.72 3.34 19.97 -.33
4 7.88 7.77 -7.73 3.34 -16.41 -.44 -7.73 3.34 19.97 -.33
5 11.33 6.47 -32.31 3.26 -8.98 -.45 -32.31 3.26 21.48 -.34
6 14.78 5.18 -52.41 3.18 -2.35 -.46 -52.41 3.18 22.17 -.35
7 18.23 3.88 -68.05 3.10 3.46 -.46 -60.05 3.10 22.06 -.36
8 21.68 2.59 -79.23 3.02 8.47 -.47 -79.23 3.02 21.14 -.36
9 21.68 2.59 -79.23 3.02 9.47 -.47 -79.23 3.02 21.14 -.36
10 25.37 1.21 -86.23 2.93 12.92 -.48 -86.23 2.93 19.26 -.37
11 29.06 .89 -88.13 2.85 16.45 -.49 -08.13 2.85 16.45 -.38
DATE 5/22/1989 TIME 09:34:20
MCI STEEL PRODUCTS, INC.
10520 - 61th Avenue HE
Arlington, NA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
FORCES ACTING ON SUPPORTS
LOADING CONDITION
------------------------- -------------------------------------------
SUPPORT HORIZONTAL VERTICAL MOMENT
NO D E S C R I P T I O N NO (KIPS) (KIPS) (K-FT)
1 DEAD + LIVE 1 -2.85 10.92 .00
1 DEAD + LIVE 2 2.85 10.92 .00
TOTAL FORCES ACTING .00 21.84 .00
TOTAL FORCES APPLIED .00 21.84 .00
2 DEAD + WIND 1 2.94 -2.83 .00
2 DEAD + WIND 2 1.43 -1.11 .00
TOTAL FORCES ACTING 4.38 -3.93 .00
TOTAL FORCES APPLIED 4.38 -3.93 .00
DATE 5/22/1989 TIME 09:34:2111,—)
NCI STEEL PRODUCTS, INC.
i8520 - 67th Avenue NE
Arlington, WA 99223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
EXTERNAL MEMBER LOADS
UNIFORMLY
LOADING CONDITION DISTRIBUTED LOADS C O N C E N T R A T E D L 0 A D S
------------------------- MEMBER -------------------- --------------------------------------
NO D E S C R I P T I O N NUMBER VERTICAL HORIZONTAL LOCATION VERTICAL HORIZONTAL MOMENT
(K/FT) (K/FT) (FT) (KIPS) (KIPS) (K-FT)
1 DEAD + LIVE 1 .000 .000
1 DEAD + LIVE 2 .000 .000
1 DEAD + LIVE 3 .377 .000
1 DEAD + LIVE 4 .377 .000
2 DEAD + WIND 1 .000 .118
2 DEAD + NIND 2 .000 .074
2 DEAD + NIND 3 -.068 -.103
2 DEAD + WIND 4 -.068 .103
i
DATE 5/22/1989 TIME 09:34:
HCI STEEL PRODUCTS, INC.
16520 - 67th Avenue HE
Arlington, WA 99223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMBER END TRANSLATIONS
LOADING CONDITION E N D T R A N S L A T 10 N S
------------------------- ---------------------------------------------
MEMBER NO D E S C R I P T I O N JOINT VERT HORZ JOINT VERT HORZ
NO (IN) (IN) NO (IN) (IN)
1 1 DEAD + LIVE 1 .00 .00 3 -.02 -.21
1 2 DEAD + WIND 1 .00 .00 3 .00 2.98
2 1 DEAD + LIVE 2 .00 .00 4 -.02 .21
2 2 DEAD + WIND 2 .00 .00 4 .00 2.90
3 1 DEAD + LIVE 3 -.02 -.21 5 -3.53 .00
3 2 DEAD + WIND 3 .00 2.98 5 .67 2.94
4 1 DEAD + LIVE 4 -.02 .21 5 -3.53 .00
4 2 DEAD + WIND 4 .00 2.90 5 .67 2.94
MODULUS OF ELASTICITY 29000. KSI
DATE 5/22/1989 TIME 09:34:2,--)
HCI STEEL PRODUCTS, INC. )
19520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMB FLANGE F L A N G E T H I C K FLANGE WIDTH TO THICKNESS FLG/NEB WEB
NO THK/THK L E F T RIGHT L E F T RIGHT THICK WEB THICKNESS HT/THK
MAX MIN MAX MIN MAX MAX MIN MAX MIN MIN MIN MAX MAX
1 2.5 .150 2.000 .150 2.000 41.000 8.000 41.000 8.000 .900 .100 .625 236.000
3 2.5 .150 2.000 .150 2.000 41.000 8.000 41.000 8.000 .900 .100 .625 236.000
DATE 5/22/1989 TIME 09:25:
NCI STEEL PRODUCTS, INC. Ca.-
18520 - 67th Avenue HE
Arlington, WA 99223
(206) 435 0071
APPLE BUILDERS
PROJECT NO 0
STRESS ANALYSIS FOR MEMBERS 1 TO 2 INCLUSIVE
L E F T E X T R E M I T Y RIGHT EXTREMITY WEB
--------------------------------------------- --------------------------------------------- -----
PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR
NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO
(KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)
1 2.57 8.06 .00 33.00 .319 2.57 8.06 .00 30.35 .319 .269
2 -.40 33.00 2.59 9.98 .247 2.57 8.05 2.82 30.33 .430 .269
3 -.40 33.00 4.95 9.98 .484 2.57 8.05 5.64 30.33 .541 .269
4 -.40 33.00 7.08 9.98 .697 2.57 8.05 8.46 30.33 .652 .269
5 -.40 33.00 8.98 9.98 .887 2.57 8.05 11.28 30.33 .763 .269
6 -.40 33.00 10.64 9.98 1.054 2.57 8.05 14.10 30.33 .875 .269
7 -.38 33.00 9.00 10.45 .850 2.45 7.97 13.70 30.19 .834 .269
8 -.38 33.00 9.90 10.45 .935 2.45 7.97 15.66 30.19 .909 .269
9 2.45 7.97 -35.82 33.00 1.011 2.45 7.97 17.63 30.19 .985 .269
GEOMETRIC PROPERTIES FOR MEMBERS 1 TO 2 INCLUSIVE
S E C T I O N D E S C R I P T I O N FULL SECTION PROPERTIES
-------------------------------------------------------------- -------------------------------
P 0 1 N T LEFT FLANGE RIGHT FLANGE W E B MOM OF SECTION MODULUS
NO LOCATION WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA L E F T R I G H T
(FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN2) (IN4) (IN3) (IN3)
1 .00 6.0 .250 268.8 8.0 .625 268.8 .125 12.00 .0 8.0 211.1 23.33 55.15
2 3.48 6.0 .250 268.9 8.0 .625 268.9 .125 12.00 .0 8.0 211.1 23.33 55.15
3 6.96 6.0 .250 268.9 8.0 .625 268.9 .125 12.00 .0 8.0 211.1 23.33 55.15
4 10.44 6.0 .250 268.9 8.0 .625 268.9 .125 12.00 .0 8.0 211.1 23.33 55.15
5 13.92 6.0 .250 268.9 8.0 .625 268.9 .125 12.00 .0 8.0 211.1 23.33 55.15
6 17.40 6.0 .250 268.9 8.0 .625 268.9 .125 12.00 .0 8.0 211.1 23.33 55.15
7 17.40 6.0 .313 268.9 8.0 .625 268.9 .125 12.00 .0 8.4 240.6 27.65 56.82
8 19.90 6.0 .313 268.9 8.0 .625 268.9 .125 12.00 .0 8.4 240.6 27.65 56.82
9 22.40 6.0 .313 268.9 8.0 .625 268.9 .125 12.00 .0 0.4 240.6 27.65 56.82
FLANGES WEB
YIELD STRESSES (KSI) 55.0 55.0
• r
DATE 5/22/1989 TINE 09:25:
NCI STEEL PRODUCTS, INC.
19520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS 1 TO 2 INCLUSIVE
L E F T FLANGE RIGHT FLANGE
PT --------------------------- ---------------------------
NO co L/RT LD/AF CB L/RT LD/AF KL/RX KL/RY CM F'E
1 1.750 172.594 2306.771 1.750 117.887 692.031 77.387 136.155 .850 24.935
2 1.750 172.658 2307.629 1.750 117.931 692.289 77.387 136.206 .850 24.935
3 1.750 172.658 2307.629 1.750 117.931 692.289 77.387 136.206 .850 24.935
4 1.750 172.658 2307.629 1.750 117.931 692.289 77.387 136.206 .850 24.935
5 1.750 172.658 2307.629 1.750 117.931 692.289 77.387 136.206 .850 24.935
6 1.750 172.658 2307.629 1.750 117.931 692.289 11.387 136.206 .850 24.935
7 1.750 168.689 1855.065 1.750 110.120 695.649 74.240 136.913 .850 27.094
8 1.750 168.689 1855.065 1.750 118.120 695.649 74.240 136.913 .850 27.094
9 1.750 168.699 1855.065 1.750 118.120 695.649 74.240 136.913 .850 27.094
DATE 5/22/1989 TIME 09:25:0'
NCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 9871
APPLE BUILDERS
PROJECT NO 0
MEMBER FORCES FOR MEMBERS 1 TO 2 INCLUSIVE
ABSOLUTE MOMENTS AHD AXIAL FORCES
POINTMAXIMUM ---------------------------------------------------------------------------
NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL
(KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS)
DEAD + LIVE DEAD + WIND DEAD + LIVE DEAD + WIND
1 1 1 1 2 2 2 2
1 .00 3.63 .00 20.55 .00 -3.20 .00 20.55 .00 -1.45
2 3.48 3.63 12.65 20.55 -4.98 -3.20 12.65 20.55 3.43 -1.45
3 6.96 3.63 25.29 20.55 -9.52 -3.20 25.29 20.55 5.89 -1.45
4 10.44 3.63 37.94 20.55 -13.61 -3.20 37.94 20.55 7.37 -1.45
5 13.92 3.63 50.58 20.55 -17.26 -3.20 50.58 20.55 7.88 -1.45
6 17.40 3.63 63.23 20.55 -20.46 -3.20 63.23 20.55 7.40 -1.45
7 17.40 3.63 63.24 20.55 -20.46 -3.20 63.24 20.55 7.40 -1.45
8 19.90 3.63 72.32 20.55 -22.49 -3.20 72.32 20.55 6.46 -1.45
9 22.40 3.63 81.41 20.55 -24.29 -3.20 81.41 20.55 5.01 -1.45
DATE 5/22/1989 TIME 09:25:03-
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue ME
Arlington, WA 98223
(206) 435 9871
APPLE BUILDERS
PROJECT NO 0
STRESS ANALYSIS FOR MEMBERS 3 TO 4 INCLUSIVE
LEFT EXTREMITY RIGHT EXTREMITY WEB
---------------------------------------------- --------------------------------------------- --
PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR
NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO
(KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)
1 .55 21.75 -10.36 33.00 .531 .55 21.75 29.21 29.58 1.004 .553
2 -.09 33.00 2.31 33.00 .067 -.09 33.00 -3.57 33.00 .111 .569
3 .45 25.27 8.26 33.00 .264 .45 25.27 -12.43 33.00 .359 .596
4 .66 26.21 16.71 33.00 .526 .66 26.21 -16.82 33.00 .485 .596
5 .59 25.77 24.95 33.00 .774 .59 25.77 -25.10 33.00 .738 .586
6 .53 25.34 28.49 32.32 .898 .53 25.34 -28.66 33.00 .848 .541
7 .48 24.91 29.27 31.04 .957 .48 24.91 -29.42 33.00 .873 .462
8 .43 24.50 28.34 29.47 .975 .43 24.50 -20.49 33.00 .846 .348
9 .43 24.50 28.34 29.47 .975 .43 24.50 -28.49 33.00 .846 .348
10 .39 24.06 26.20 27.53 .963 .39 24.06 -26.32 33.00 .781 .107
11 .36 30.58 23.33 25.71 .918 .36 30.58 -23.43 33.00 .698 .014
GEOMETRIC PROPERTIES FOR MEMBERS 3 TO 4 INCLUSIVE
S E C T I O N D E S C R I P T I O N FULL SECTION PROPERTIES
-------------------------------------------------------------- -------------------------------
P O I N T LEFT FLANGE RIGHT FLANGE W E B MOM OF SECTION MODULUS
NO LOCATION WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA L E F T R I G H T
(FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN2) (IN4) (IN3) (IN3)
1 .50 8.0 .500 43.3 8.0 .250 32.2 .179 12.00 .0 8.2 237.3 48.07 30.36
2 4.19 8.0 .500 60.1 8.0 .250 60.1 .179 15.65 .0 8.8 413.8 64.05 41.65
3 7.87 8.0 .500 60.1 8.0 .250 60.1 .179 19.29 .0 9.5 647.6 80.67 53:90
4 7.80 6.0 .250 60.1 6.0 .250 60.1 .179 19.29 .0 6.5 393.8 39.79 39.79
5 11.32 6.0 .250 60.1 6.0 .250 120.1 .179 22.70 .0 7.1 569.8 49.12 49.12
6 14.76 6.0 .250 60.1 6.0 .250 120.1 .179 26.10 .0 7.1 786.7 59.14 59.14
7 18.21 6.0 .250 60.1 6.0 .250 120.1 .179 29.51 .0 8.3 1048.2 69.86 69.86
8 21.65 6.0 .250 60.1 6.0 .250 120.1 .179 32.91 .0 8.9 1357.7 81.27 81.27
9 21.65 6.0 .250 60.1 6.0 .250 120.1 .179 32.92 .0 8.9 1357.9 81.27 81.27
10 25.34 6.0 .250 60.1 6.0 .250 120.1 .179 36.56 .0 9.6 1746.7 94.26 94.26
11 29.03 6.0 .250 20.7 6.0 .250 20.7 .179 40.21 .0 10.2 2199.0 108.03 108.03
FLANGES WEB
YIELD STRESSES (KSI) 55.0 55.0
DATE 5/22/1989 TIME 09:25:05
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, NA 99223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS 3 TO 4 INCLUSIVE
L E F T FLANGE RIGHT FLANGE
PT -------------------------- ---------------------------
NO CB L/RT LD/AF CB L/RT LD/AF KL/RX KL/RY CH F'E
1 1.000 19.336 137.904 1.355 15.412 205.072 64.246 16.234 .850 36.179
2 1.000 27.124 246.152 1.000 29.508 492.304 50.438 31.497 .850 58.700
3 1.000 27.413 300.891 1.000 30.213 601.782 41.726 32.644 .850 85.768
4 1.000 40.737 792.433 1.000 40.776 792.433 44.157 50.848 .850 76.585
5 1.000 41.724 928.753 1.750 83.531 1857.507 38.373 53.192 .850 101.413
6 1.000 42.689 1065.074 1.750 85.464 2130.148 34.016 55.436 .850 129.060
7 1.000 43.633 1201.394 1.750 87.353 2402.788 30.603 57.592 .850 159.444
8 1.000 44.557 1337.714 1.750 89.202 2675.429 27.852 59.669 .850 192.507
9 1.000 44.557 1337.701 1.750 89.203 2675.561 27.850 59.670 .850 192.524
10 1.000 45.525 1483.751 1.750 91.141 2967.502 25.434 61.817 .850 230.849
11 1.750 15.994 560.876 1.750 16.010 560.876 23.424 21.980 .850 272.154
j � 1
I
DATE 5/22/1989 TIME 09:25:P'
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, NA 98223
(206) 435 9871
APPLE BUILDERS
PROJECT NO 0
MEMBER FORCES FOR MEMBERS 3 TO 4 INCLUSIVE
ABSOLUTE MOMENTS AND AXIAL FORCES
POINTMAXIMUM --------------------------------------------------------------------------
NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL
(KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS)
DEAD + LIVE DEAD + WIND DEAD + LIVE DEAD + NIND
3 3 3 3 4 4 4 4
1 .50 20.02 73.04 4.48 -23.04 -.79 73.04 4.48 5.38 -.78
2 4.19 17.42 4.02 4.37 -12.26 -.80 4.02 4.37 10.13 -.79
3 7.87 14.81 -55.39 4.26 -2.93 -.80 -55.39 4.26 14.14 -.79
4 7.88 14.81 -55.42 4.26 -2.92 -.80 -55.42 4.26 14.14 -.79
5 11.32 12.37 -102.21 4.16 4.49 -.81 -102.21 4.16 17.21 -.80
6 14.76 9.94 -140.62 4.05 10.66 -.81 -140.62 4.05 19.64 -.80
7 18.21 7.50 -170.64 3.95 15.56 -.82 -170.64 3.95 21.42 -.81
8 21.65 5.07 -192.27 3.85 19.21 -.83 -192.27 3.85 22.55 -.82
9 21.65 5.06 -192.20 3.85 19.21 -.83 -192.28 3.85 22.55 -.82
10 25.34 2.46 -206.14 3.74 21.73 -.83 -206.14 3.74 23.05 -.82
11 29.03 .17 -210.39 3.63 22.01 -.84 -210.39 3.63 22.01 -.83
DATE 5/22/1989 TIME 09:2511p�)
NCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, NA 98223
(206) 435 8971
APPLE BUILDERS
PROJECT NO 0
FORCES ACTING ON SUPPORTS
LOADING CONDITION
------------------------- -------------------------------------------
SUPPORT HORIZONTAL VERTICAL MOMENT
NO D E S C R I P T I O N NO (KIPS) (KIPS) (K-FT)
1 DEAD + LIVE 1 -3.63 20.55 .00
1 DEAD + LIVE 2 3.63 20.55 .00
TOTAL FORCES ACTING .00 41.10 .00
TOTAL FORCES APPLIED .00 41.10 .00
2 DEAD + WIND 1 1.50 -3.20 .00
2 DEAD + WIND 2 1.13 -1.45 .00
TOTAL FORCES ACTING 2.62 -4.65 .00
TOTAL FORCES APPLIED 2.62 -4.65 .00
DATE 5/22/1989 TIME 09:
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue HE
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
EXTERNAL MEMBER LOADS
UNIFORMLY
LOADING CONDITION DISTRIBUTED LOADS C O N C E N T R A T E D L 0 A D S
------------------------- MEMBER -------------------
- --------------------------------------
NO D E S C R I P T I O N NUMBER VERTICAL HORIZONTAL LOCATION VERTICAL HORIZONTAL MOMENT
(K/FT) (K/FT) (FT) (KIPS) (KIPS) (K-FT)
1 DEAD + LIVE 1 .000 .000
1 DEAD + LIVE 2 .000 .000
1 DEAD + LIVE 3 .709 .000
1 DEAD + LIVE 4 .709 .000
2 DEAD + WIND 1 .000 .037
2 DEAD + WIND 2 .000 .081
2 DEAD + WIND 3 -.106 -.147
2 DEAD + WIND 4 -.054 .095
'DATE 5/22/1989 TIME 09:25:r
HGI STEEL PRODUCTS, INC.
18520 - 61th Avenue HE
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMBER END TRANSLATIONS
LOADING CONDITION E N D T R A N S L A T I O N S
------------------------- ---------------------------------------------
MEMBER NO D E S C R I P T I O N JOINT VERT HORZ JOINT VERT HORZ
NO (IN) (IN) NO (IN) (IN)
1 1 DEAD + LIVE 1 .00 .00 3 -.02 -.13
1 2 DEAD + WIND 1 .00 .00 3 .00 1.25
2 1 DEAD + LIVE 2 .00 .00 4 -.02 .13
2 2 DEAD + WIND 2 .00 .00 4 .00 1.23
3 1 DEAD + LIVE 3 -.02 -.13 5 -3.33 .00
3 2 DEAD + WIND 3 .00 1.25 5 .36 1.24
4 1 DEAD + LIVE 4 -.02 .13 5 -3.33 .00
4 2 DEAD + WIND 4 .00 1.23 5 .36 1.24
MODULUS OF ELASTICITY 29000. KSI
DATE 5/22/1989 TIME 09:25
yCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMB FLANGE F L A N G E T H I C K FLANGE WIDTH TO THICKNESS FLG/WEB WEB
NO THK/THK L E F T RIGHT L E F T RIGHT THICK WEB THICKNESS HT/THK
MAX MIN MAX MIN MAX MAX MIN MAX MIN MIN MIN MAX MAX
1 2.5 .150 2.000 .150 2.000 41.000 8.000 41.000 8.000 .900 .100 .625 236.000
3 2.5 .150 2.000 .150 2.000 41.000 8.000 41.000 8.000 .900 .100 .625 236.000
DATE 5/22/1989 TIME 09:57:
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE Ca L-4N� .L';� 4!ti
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
STRESS ANALYSIS FOR MEMBERS 1 TO 2 INCLUSIVE
L E F T E X T R E M I T Y RIGHT EXTREMITY WEB
--------------------------------------------- --------------------------------------------- -----
PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR
NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO
(KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)
1 4.05 14.74 .00 33.00 .275 4.05 14.74 .00 28.84 .275 .857
2 -1.15 33.00 6.20 27.53 .190 4.05 14.74 4.90 28.84 .431 .737
3 -1.15 33.00 11.46 27.53 .382 4.05 14.74 9.79 28.84 .587 .702
4 -1.15 33.00 15.79 29.06 .509 4.05 19.40 14.69 30.29 .641 .702
5 -1.15 33.00 19.19 29.40 .618 4.05 20.39 19.58 30.64 .760 .702
6 4.05 20.39 -27.31 33.00 .705 4.05 20.39 24.48 30.64 .922 .702
7 -1.06 33.00 19.18 27.52 .665 3.74 20.50 21.39 31.03 .803 .702
8 3.74 20.50 -27.71 33.00 .726 3.74 20.50 24.51 31.03 .903 .702
9 3.74 20.55 -31.24 33.00 .833 3.74 20.55 27.62 31.03 1.004 .702
GEOMETRIC PROPERTIES FOR MEMBERS 1 TO 2 INCLUSIVE
S E C T 1 0 N D E S C R I P T I O N FULL SECTION PROPERTIES
-------------------------------------------------------------- -------------------------------
P 0 I N T LEFT FLANGE RIGHT FLANGE W E B MOM OF SECTION MODULUS
NO LOCATION WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA L E F T R I G H T
(FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN2) (IN4) (IN3) (IN3)
1 .00 5.0 .188 88.0 5.0 .250 88.0 .125 24.00 .0 5.2 462.1 35.76 40.13
2 3.43 5.0 .108 88.0 5.0 .250 88.0 .125 24.00 .0 5.2 462.1 35.76 40.13
3 6.86 5.0 .188 88.0 5.0 .250 88.0 .125 24.00 .0 5.2 462.1 35.76 40.13
4 10.29 5.0 .100 56.0 5.0 .250 56.0 .125 24.00 .0 5.2 462.1 35.76 40.13
5 13.12 5.0 .188 48.0 5.0 .250 48.0 .125 24.00 .0 5.2 462.1 35.76 40.13
6 17.15 5.0 .188 48.0 5.0 .250 48.0 .125 24.00 .0 5.2 462.1 35.76 40.13
7 17.15 6.0 .180 48.0 6.0 .250 48.0 .125 24.00 .0 5.6 525.3 40.40 45.94
8 19.65 6.0 .108 48.0 6.0 .250 48.0 .125 24.00 .0 5.6 525.3 40.40 45.94
9 22.15 6.0 .188 25.9 6.0 .250 25.9 .125 24.00 .0 5.6 525.3 40.40 45.94
FLANGES WEB
YIELD STRESSES (KSI) 55.0 55.0
DATE 5/22/1989 TIME 09:57:5�`�
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 9871
APPLE BUILDERS
PROJECT NO 0
PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS 1 TO 2 INCLUSIVE
L E F T FLANGE RIGHT FLANGE
PT --------------------------- ---------------------------
NO CB L/RT LD/AF CB L/RT LD/AF KL/RX KL/RY CM F'E
1 1.750 76.186 2293.867 1.750 71.484 1720.400 40.961 93.847 .850 99.004
2 1.750 76.186 2293.867 1.750 71.484 1720.400 40.961 93.847 .850 99.004
3 1.750 76.186 2293.867 1.750 _71.484 1720.400 40.961 93.047 .850 89.004
4 1.000 48.482 1459.733 1.000 45.490 1094.800 40.961 59.721 .850 89.004
5 1.000 41.556 1251.200 1.000 38.991 938.400 40.961 51.190 .850 89.004
6 1.000 41.556 1251.200 1.000 38.991 938.400 40.961 51.190 .850 89.004
7 1.000 33.610 1042.667 1.000 31.719 782.000 40.011 40.557 .850 93.280
8 1.000 33.610 1042.667 1.000 31.719 782.000 40.011 40.557 .850 93.290
9 1.000 18.101 561.519 1.000 17.082 421.140 40.011 21.842 .850 93.280
DATE 5/22/1999 TIME 09:57:5`
NCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMBER FORCES FOR MEMBERS 1 TO 2 INCLUSIVE
ABSOLUTE MOMENTS AND AXIAL FORCES
POINTMAXIMUM --- - - -------------------------------------------------------------------
NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL
(KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS)
DEAD + LIVE DEAD + WIND DEAD + LIVE DEAD + WIND
1 1 1 1 2 2 2 2
1 .00 5.80 .00 21.02 .00 -5.94 .00 21.02 .00 -2.45
2 3.43 4.99 16.30 21.02 -18.49 -5.94 16.30 21.02 9.23 -2.45
3 6.86 4.75 32.60 21.02 -34.19 -5.94 32.60 21.02 16.73 -2.45
4 10.29 4.75 48.89 21.02 -47.12 -5.94 48.39 21.02 22.49 -2.45
5 13.72 4.75 65.19 21.02 -57.27 -5.94 65.19 21.02 26.52 -2.45
6 17.15 4.75 91.49 21.02 -64.64 -5.94 81.49 21.02 20.81 -2.45
7 17.15 4.75 81.50 21.02 -64.65 -5.94 81.50 21.02 28.61 -2.45
8 19.65 4.75 93.38 21.02 -68.27 -5.94 93.38 21.02 29.38 -2.45
9 22.15 4.75 105.26 21.02 -70.41 -5.94 105.26 21.02 29.03 -2.45
DATE 5/22/1989 TIME 09:57:58-
HCI STEEL PRODUCTS, INC.
19520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 0871
APPLE BUILDERS
PROJECT NO 0
STRESS ANALYSIS FOR MEMBERS 3 TO 4 INCLUSIVE
L E F T E X T R E M I T Y RIGHT EXTREMITY WEB
---------------------------------------------- --------------------------------------------- -----
PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR
NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO
(KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)
1 .91 26.45 -32.52 33.00 .951 .91 26.45 29.32 33.00 .916 .669
2 -.10 33.00 13.07 33.00 .393 -.10 33.00 -11.80 33.00 .363 .696
3 -.07 33.00 -10.52 33.00 .321 -.07 33.00 9.63 23.94 .400 .686
4 -.08 33.00 -11.31 33.00 .345 -.08 33.00 12.65 21.17 .595 .686
5 .74 22.93 18.26 32.56 .583 .74 22.93 -20.27 33.00 .582 .647
6 .68 22.61 22.59 31.65 .735 .68 22.61 -24.92 33.00 .725 .581
1 .63 22.29 24.48 30.48 .822 .63 22.29 -26.84 33.00 .785 .488
8 .58 21.98 24.70 29.12 .866 .58 21.90 -26.93 33.00 .790 .367
9 .58 21.98 24.70 29.12 .866 .58 21.98 -26.93 33.00 .790 .366
10 .53 21.62 23.52 27.35 .876 .53 21.62 -25.51 33.00 .749 .192
11 .48 27.60 21.31 25.71 .844 .48 27.60 -23.01 33.00 .680 .149
GEOMETRIC PROPERTIES FOR MEMBERS 3 TO 4 INCLUSIVE
S E C T I O N D E S C R I P T I O N FULL SECTION PROPERTIES
-------------------------------------------------------------- -------------------------------
P 0 I N T LEFT FLANGE RIGHT FLANGE W E B MOM OF SECTION MODULUS
NO LOCATION WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA L E F T R I G H T
(FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN2) (IN4) (IN3) (IN3)
1 1.00 6.0 .250 43.3 6.0 .313 20.4 .179 16.00 .0 6.2 283.4 32.40 36.27
2 4.69 6.0 .250 60.0 6.0 .313 60.0 .179 19.24 .0 6.8 426.2 40.92 45.39
3 8.38 6.0 .250 60.0 6.0 .313 120.1 .179 22.49 .0 7.4 604.8 50.08 55.12
4 8.38 6.0 .250 60.0 6.0 .198 120.1 .179 22.49 .0 6.7 505.5 46.61 41.06
5 11.57 6.0 .250 60.0 6.0 .188 120.1 .179 25.30 .0 7.2 665.9 54.48 49.30
6 14.77 6.0 .250 60.0 6.0 .188 120.1 .179 28.10 .0 7.7 854.6 62.82 57.21
7 17.96 6.0 .250 60.0 6.0 .188 120.1 .179 30.91 .0 8.2 1073.4 71.62 65.60
8 21.16 6.0 .250 60.0 6.0 .188 120.1 .179 33.72 .0 8.7 1324.5 80.90 74.46
9 21.16 6.0 .250 60.0 6.0 .188 120.1 .179 33.72 .0 8.7 1324.6 80.90 74.47
10 24.84 6.0 .250 60.0 6.0 .188 120.1 .179 36.97 .0 9.3 1657.1 92.19 85.29
11 28.53 6.0 .250 20.7 6.0 .189 20.7 .179 40.21 .0 9.8 2038.2 104.10 96.75
FLANGES WEB
YIELD STRESSES (KSI) 55.0 55.0
DATE 5/22/1999 TIME 09:5B:0
MCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, NA 90223
(206) 435 8071
APPLE BUILDERS
PROJECT NO 0
PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS 3 TO 4 INCLUSIVE
L E F T FLANGE RIGHT FLANGE
PT ---------------------------- ----------------------------
NO CB L/RT LD/AF CB L/RT LD/AF KL/RX KL/RY CM F'E
1 1.000 28.843 477.621 1.355 13.113 180.313 49.501 16.024 .850 60.944
2 1.000 41.018 792.725 1.000 39.344 634.180 42.144 49.272 .950 04.079
3 1.000 41.974 922.503 1.000 80.216 1476.004 36.816 51.324 .850 110.174
4 1.000 41.298 917.558 1.000 89.526 2446.822 38.112 55.164 .850 102.808
5 1.000 42.007 1029.998 1.000 90.571 2746.661 34.426 57.208 .850 126.005
6 1.000 42.864 1142.437 1.000 92.565 3046.500 31.430 59.180 .950 151.171
7 1.000 43.629 1254.877 1.000 94.513 3346.339 20.942 61.089 .850 178.274
8 1.000 44.383 1367.317 1.000 96.418 3646.178 26.840 62.939 .850 207.238
9 1.000 44.383 1367.375 1.000 96.419 3646.334 26.839 62.940 .850 207.303
10 1.000 45.233 1497.153 1.000 98.569 3992.408 24.782 65.009 .850 243.143
11 1.000 15.858 559.914 1.000 17.323 746.552 23.033 23.063 .850 281.479
DATE 5/22/1989 TIME 09:58:01.-
NCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, WA 9B223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMBER FORCES FOR MEMBERS 3 TO 4 INCLUSIVE
ABSOLUTE MOMENTS AND AXIAL FORCES
POINTMAXIMUM ----------------------------------------------------------------------------
NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL
(KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS)
DEAD + LIVE DEAD + WIND DEAD + LIVE DEAD + NIND
3 3 3 3 4 4 4 4
1 1.00 20.04 87.77 5.69 -64.87 -.69 87.77 5.69 31.16 -.53
2 4.69 17.33 18.87 5.56 -44.61 -.70 18.87 5.56 38.56 -.54
3 8.38 14.62 -40.03 5.44 -26.34 -.71 -40.03 5.44 43.96 -.55
4 9.39 14.62 -40.05 5.44 -26.34 -.71 -40.05 5.44 43.96 -.55
5 11.57 12.26 -82.99 5.33 -12.13 -.72 -82.99 5.33 47.02 -.56
6 14.77 9.91 -118.41 5.22 .56 -.73 -118.41 5.22 48.58 -.57
7 17.96 7.56 -146.31 5.11 11.76 -.74 -146.31 5.11 48.63 -.58
8 21.15 5.21 -166.71 5.00 21.45 -35 -166.71 5.00 47.18 -.59
9 21.16 5.21 -166.72 5.00 21.46 -.75 -166.72 5.00 47.18 -.59
10 24.84 2.49 -180.92 4.87 30.77 -.76 -180.92 4.87 43.63 -.60
11 28.53 1.78 -185.11 4.75 39.09 -.77 -185.11 4.75 38.09 -.61
DATE 5/22/1999 TIME 09:58:0!�
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue HE
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
FORCES ACTING ON SUPPORTS
LOADING CONDITION
-------------------------- -------------------------------------------
SUPPORT HORIZONTAL VERTICAL MOMENT
NO D E S C R I P T 1 0 N NO (KIPS) (KIPS) (K-FT)
1 DEAD + LIVE 1 -4.75 21.02 .00
1 DEAD + LIVE 2 4.75 21.02 .00
TOTAL FORCES ACTING .00 42.05 .00
TOTAL FORCES APPLIED .00 42.05 .00
2 DEAD + WIND 1 5.90 -5.94 .00
2 DEAD + WIND 2 2.95 -2.45 .00
TOTAL FORCES ACTING 8.74 -8.39 .00
TOTAL FORCES APPLIED 8.74 -8.39 .00
DATE 5/22/1989 TIME 09:58:P-)
MCI STEEL PRODUCTS, INC.
19520 - 67th Avenue HE
Arlington, NA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
EXTERNAL MEMBER LOADS
UNIFORMLY
LOADING CONDITION DISTRIBUTED LOADS C O N C E N T R A T E D L 0 A D S
------------------------- MEMBER -------------------- ---------------------------
NO D E S C R I P T 1 0 N NUMBER VERTICAL HORIZONTAL LOCATION VERTICAL HORIZONTAL MOMENT
(K/FT) (K/FT) (FT) (KIPS) (KIPS) (K-FT)
1 DEAD + LIVE 1 .000 .000
1 DEAD + LIVE 2 .000 .000
1 DEAD + LIVE 3 .738 .000
1 DEAD + LIVE 4 .738 .000
2 DEAD + NIND 1 .000 .236
2 DEAD + WIND 2 .000 .140
2 DEAD + WIND 3 -.147 -.207
2 DEAD + WIND 4 -.147 .207
'DATE 5/22/1989 TIME 09:58:02
HCI STEEL PRODUCTS, INC.
18520 - 67th Avenue HE
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMBER END TRANSLATIONS
LOADING CONDITION E N D T R A N S L A T I O N S
------------------------- ---------------------------------------------
MEMBER NO D E S C R I P T I O N JOINT VERT HORZ .JOINT VERT HORZ
NO (IN) (IN) NO (IN) (IN)
1 1 DEAD + LIVE 1 .00 .00 3 -.04 -.11
1 2 DEAD + WIND 1 .00 .00 3 .01 2.73
2 1 DEAD + LIVE 2 .00 .00 4 -.04 .11
2 2 DEAD + WIND 2 .00 .00 4 .00 2.68
3 1 DEAD + LIVE -.04 -.11 5 -2.59 .00
3 2 DEAD + WIND 3 .01 2.73 5 .54 2.70
4 1 DEAD + LIVE 4 -.04 .11 5 -2.59 .00
4 2 DEAD + WIND 4 .00 2.68 5 .54 2.70
MODULUS Of ELASTICITY 29000. KSI
'DATE 5/22/1989 TIME 09:58:
HCI STEEL PRODUCTS, INC.
18520 - 61th Avenue NE
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMO FLANGE F L A N G E •T H I C K FLANGE WIDTH TO THICKNESS FLG/WEB WEB
NO THK/THK L E F T RIGHT L E F T RIGHT THICK WEB THICKNESS HT/THK
MAX MIN MAX MIN MAX MAX MIN MAX MIN MIN MIN MAX MAX
1 2.5 .150 2.000 .150 2.000 41.000 9.000 41.000 8.000 .900 .100 .625 236.000
3 2.5 .150 2.000 .150 2.000 41.000 8.000 41.000 8.000 .900 .100 .625 236.000
DATE 5/22/1989 TIME 09:50:39-
MCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE L1_pl Lt" SS Zj 15,4 LS
Arlington, WA 98223
(206) 435 8871 VkV-AZJb
APPLE BUILDERS
PROJECT NO 0
STRESS ANALYSIS FOR MEMBERS 1 TO 2 INCLUSIVE
L E F T E X T R E M I T Y RIGHT EXTREMITY WEB
--------------------------------------------- --------------------------------------------- - - -
PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR
NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO
(KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)
1 2.34 7.52 .00 17.12 .311 2.34 7.52 .00 33.00 .311 .890
2 2.34 7.51 -3.71 33.00 .213 2.34 7.51 2.43 20.09 .439 .860
3 -.66 33.00 6.65 17.11 .369 2.34 7.51 4.86 20.09 .568 .860
4 -.66 33.00 9.20 17.11 .518 2.34 7.51 7.29 20.09 .696 .860
5 -.66 33.00 11.23 17.11 .636 2.34 7.51 9.71 20.09 .825 .860
6 -.66 33.00 12.75 17.11 .725 2.34 7.51 12.14 20.09 .953 .860
7 -.59 33.00 9.58 18.81 .491 2.10 7.99 11.59 19.86 .848 .860
8 -.59 33.00 10.17 10.81 .523 2.10 7.89 13.28 19.86 .933 .860
9 -.59 33.00 10.55 18.31 .543 2.10 7.09 14.97 19.86 1.017 .860
GEOMETRIC PROPERTIES FOR MEMBERS 1 TO 2 INCLUSIVE
S E C T I O N D E S C R I P T I O N FULL SECTION PROPERTIES
-------------------------------------------------------------- -------------------------------
P 0 I N T LEFT FLANGE RIGHT FLANGE W E B MOM OF SECTION MODULUS
NO LOCATION WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA L E F T R I G H T
(FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN2) (IH4) (IN3) (I0
1 .00 8.0 .250 265.8 8.0 .500 265.9 .125 24.00 .0 9.0 970.3 64.69 99.52
2 3.43 8.0 .250 265.9 8.0 .500 265.9 .125 24.00 .0 9.0 970.3 64.69 99.52
3 6.86 8.0 .250 265.9 8.0 .500 265.9 .125 24.00 .0 9.0 970.3 64.69 99.52
4 10.29 8.0 .250 265.9 8.0 .500 265.9 .125 24.00 .0 9.0 970.3 64.69 99.52
5 13.72 8.0 .250 265.9 8.0 .500 265.9 .125 24.00 .0 9.0 970.3 64.69 99.52
6 17.15 8.0 .250 265.9 8.0 .500 265.9 .125 24.00 .0 9.0 970.3 64.69 99.52
7 17.15 0.0 .375 265.9 8.0 .500 265.9 .125 24.00 .0 10.0 1174.5 86.24 104.34
8 19.65 8.0 .375 265.9 8.0 .500 265.9 .125 24.00 .0 10.0 1174.5 86.24 104.34
9 22.15 8.0 .375 265.9 8.0 .500 265.9 .125 24.00 0 10.0 1174.5 86.24 104.34
FLANGES WEB
YIELD STRESSES (KSI) 55.0 55.0
DATE 5/22/1989 TIME 09:50:4'
HCI STEEL PRODUCTS, INC.
19520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS 1 TO 2 INCLUSIVE
L E F T FLANGE RIGHT FLANGE
PT -------------------------- ---------------------------
NO CB L/RT LD/AF CB L/RT LD/AF KL/RX KL/RY CM F'E
1 1.750 131.367 328B.656 1.750 120.458 1644.328 37.397 140.927 .850 106.775
2 1.750 131.416 3289.894 1.750 120.503 1644.947 37.397 140.900 .850 106.775
3 1.750 131.416 3289.894 1.750 120.503 1644.947 37.397 140.980 .850 106.775
4 1.750 131.416 3289.994 1.750 120.503 1644.947 37.397 140.980 .850 106.775
5 1.750 131.416 3299.094 1.750 120.503 1644.947 37.397 140.900 .850 106.775
6 1.750 131.416 3289.894 1.750 120,503 1644.947 37.397 140.980 .950 106.775
7 1.750 125.128 2204.340 1.750 121.352 1653.255 35.863 137.583 .850 116.107
8 1.750 125.129 2204.340 1.750 121.352 1653.255 35.863 137.583 .850 116.107
9 1.750 125.128 2204.340 1.750 121.352 1653.255 35.863 137.593 .850 116.107
DATE 5/22/1989 TIME 09:50:41
NCI STEEL PRODUCTS, INC.
1�B520 - 67th Avenue HE
Arlington, NA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMBER FORCES FOR MEMBERS 1 TO 2 INCLUSIVE
ABSOLUTE MOMENTS AND AXIAL FORCES
POINTMAXIMUM ---------------------------------------------------------------------------
NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL
(KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS)
DEAD + LIVE DEAD + NIND DEAD + LIVE DEAD + NIND
1 1 1 1 2 2 2 2
1 .00 6.03 .00 21.02 .00 -5.94 .00 21.02 .00 -2.45
2 3.43 5.82 19.95 21.02 -19.27 -5.94 19.95 21.02 8.45 -2.45
3 6.06 5.02 39.09 21.02 -35.76 -5.94 39.89 21.02 15.17 -2.45
4 10.29 5.82 59.84 21.02 -49.40 -5.94 59.84 21.02 20.14 -2.45
5 13.72 5.02 79.79 21.02 -60.41 -5.94 79.79 21.02 23.38 -2.45
6 17.15 5.82 99.74 21.02 -68.57 -5.94 99.74 21.02 24.89 -2.45
7 17.15 5.82 99.75 21.02 -68.57 -5.94 99.75 21.02 24.89 -2.45
8 19.65 5.82 114.29 21.02 -72.76 -5.94 114.29 21.02 24.89 -2.45
9 22.15 5.82 128.83 21.02 -75.48 -5.94 128.03 21.02 23.97 -2.45
DATE 5/22/1989 TIME 09:50:42
HCI STEEL PRODUCTS, INC.
1020 - 67th Avenue NE
Arlington, WA 90223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
STRESS ANALYSIS FOR MEMBERS 3 TO 4 INCLUSIVE
LEFT EXTREMITY RIGHT EXTREMITY WEB
--------------------------------------------- --------------------------------------------- -----
PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR
NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO
(KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)
1 .97 26.68 -35.20 33.00 1.030 .97 26.69 32.15 33.00 1.004 .667
2 -.12 33.00 12.48 33.00 .374 -.12 33.00 -11.47 33.00 .351 .694
3 -.10 33.00 -7.95 33.00 .244 -.10 33.00 7.35 29.70 .245 .683
4 -.12 33.00 -11.54 33.00 .353 -.12 33.00 11.60 20.00 .410 .603
5 .94 22.45 14.74 29.50 .528 .94 22.45 -14.81 33.00 .407 .645
6 .86 22.08 20.38 28.46 .742 .8(. 22.08 -20.48 33.00 .582 .578
7 .79 21.72 23.04 27.20 .371 .79 21.72 -23.14 33.00 .665 .484
8 .73 21.36 23.68 25.74 .942 .73 21.36 -23.77 33.00 .606 .363
9 .70 21.98 20.95 29.12 .741 .70 21.98 -22.85 33.00 .661 .363
10 .64 21.62 20.21 27.35 .758 .64 21.62 -21.92 33.00 .635 .189
11 .59 27.60 18.36 25.71 .732 .59 27.60 -19.82 33.00 .579 .150
GEOMETRIC PROPERTIES FOR MEMBERS 3 TO 4 INCLUSIVE
S E C T I O N D E S C R I P T I O N FULL SECTION PROPERTIES
-------------------------------------------------------------- --------------------------------
P 0 I N T LEFT FLANGE RIGHT FLANGE W E B MOM OF SECTION MODULUS
NO LOCATION WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA L E F T R I G H T
(FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN2) (IN4) (IN3) (IN3)
1 1.00 6.0 .313 43.3 6.0 .375 20.4 .179 16.00 .0 7.0 335.4 38.29 42.31
2 4.69 6.0 .313 60.0 6.0 .375 60.0 .179 19.24 .0 7.6 500.4 47.99 52.65
3 8.38 6.0 .313 60.0 6.0 .375 120.1 .179 22.48 .0 8.2 705.1 59.34 63.61
4 8.38 6.0 .188 60.0 6.0 .108 120.1 .179 22.49 .0 6.3 459.1 40.16 40.16
5 11.57 6.0 .188 60.0 6.0 .108 120.1 .179 25.30 .0 6.8 607.1 47.30 47.30
6 14.77 6.0 .198 60.0 6.0 .188 120.1 .1/9 28.10 .0 7.3 781.9 54.91 54.91
7 17.96 6.0 .198 60.0 6.0 .188 120.1 .179 30.91 .0 7.8 905.5 62.99 62.99
8 21.16 6.0 .188 60.0 6.0 .188 120.1 .179 33.72 .0 8.3 1219.8 71.55 71.55
9 21.16 6.0 .250 60.0 6.0 .188 120.1 .179 33.72 .0 8.7 1324.6 80.90 74.47
10 24.84 6.0 .250 60.0 6.0 .188 120.1 .179 36.97 .0 9.3 1657.1 92.19 85.29
11 28.53 6.0 .250 20.7 6.0 .188 20.7 .179 40.21 .0 9.8 2038.2 104.10 96.75
FLANGES WEB
YIELD STRESSES (KSI) 55.0 55.0
DATE 5/22/19B9 TIME 09:50:4,+
HCI STEEL PRODUCTS, INC.
r8520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 BB71
APPLE BUILDERS
PROJECT NO 0
PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS 3 TO 4 INCLUSIVE
L E F T FLANGE RIGHT FLANGE
PT --------------------------- ---------------------------
NO CB L/RT LD/AF CB L/RT LD/AF KL/RX KL/RY CM F'E
1 1.000 28.088 3B4.980 1.355 12.906 151.395 48.251 15.341 .850 64.140
2 1.000 39.795 638.183 1.000 38.620 531.819 41.039 46.957 .850 88.664
3 1.000 40.584 742.005 1.750 78.539 1236.675 35.028 48.723 .850 116.335
4 1.000 43.754 1220.075 1.750 87.596 2440.150 38.838 57.974 .850 99.002
5 1.000 44.766 1369.995 1.750 89.622 2739.990 35.086 60.144 .850 121.305
n 1.000 45.756 1519.914 1.750 91.602 3039.929 32.033 62.330 .850 145.529
7 1.000 46.725 1669.934 1.750 93.541 3339.667 29.496 64.441 .850 171.646
B 1.000 47.674 1819.753 1.750 95.440 3639.507 27.350 66.484 .850 199.639
9 1.000 44.383 1367.375 1.750 96.419 3646.334 26.839 62.940 .850 207.303
10 1.000 45.238 1497.153 1.750 98.569 3992.409 24.782 65.009 .850 243.143
11 1.750 15.859 559.914 1.750 17.323 746.552 23.033 23.063 .050 281.479
DATE 5/22/1999 TIME 09:50:45
NCI STEEL PRODUCTS, INC.
18520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMBER FORCES FOR MEMBERS 3 TO 4 INCLUSIVE
ABSOLUTE MOMENTS AND AXIAL FORCES
POINTMAXIMUM ---------------------------------------------------------------------------
NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL
(KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS)
DEAD + LIVE DEAD + WIND DEAD + LIVE DEAD + WIND
3 3 3 3 4 4 4 4
! 1.00 20.00 112.05 6.75 -70.09 -.92 112.05 6.75 25.94 -.76
2 4.69 17.28 43.33 6.63 -49.96 -.93 43.33 6.63 33.31 -.77
3 0.38 14.57 -15.38 6.50 -31.64 -.94 -15.38 6.50 38.67 -.78
4 8.38 14.57 -15.41 6.50 -31.63 -.94 -15.41 6.50 38.67 -.78
5 11.57 12.21 -58.19 6.39 -17.47 -.95 -58.18 6.39 41.69 -.79
6 14.77 9.86 -93.44 6.28 -4.80 -.96 -93.44 6.28 43.22 -.80
7 17.96 7.51 -121.19 6.17 6.36 -.97 -121.19 6.17 43.23 -.81
8 21.15 5.16 -141.43 6.06 16.02 -.98 -141.43 6.06 41.75 -.82
9 21.16 5.16 -141.44 6.06 16.02 -.98 -141.44 6.06 41.75 -.82
10 24.34 2.44 -155.46 5.94 25.30 -.99 -155.46 5.94 38.16 -.83
11 28.53 1.79 -159.47 5.81 32.58 -1.00 -159.47 5.81 32.50 -.84
DATE 5/22/1989 TIME 09:50:45
NCI STEEL PRODUCTS, INC.
IQ520 - 61th Avenue NE
Arlington, NA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
FORCES ACTING ON SUPPORTS
LOADING CONDITION
------------------------- -------------------------------------------
SUPPORT HORIZONTAL VERTICAL MOMENT
NO D E S C R I P T I O N NO (KIPS) (KIPS) (K-FT)
1 DEAD + LIVE 1 -5.82 21.02 .00
1 DEAD + LIVE 2 5.82 21.02 .00
TOTAL FORCES ACTING .00 42.05 .00
TOTAL FORCES APPLIED .00 42.05 .00
2 DEAD + NIND 1 6.03 -5.94 .00
2 DEAD + NIND 2 2.72 -2.45 .00
TOTAL FORCES ACTING 8.74 -8.39 .00
TOTAL FORCES APPLIED 8.74 -8.39 .00
DATE 5/22/1989 TIME 09:50:46
HCI STEEL PRODUCTS, INC.
13520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 8971
APPLE BUILDERS
PROJECT NO 0
EXTERNAL MEMBER LOADS
UNIFORMLY
LOADING CONDITION DISTRIBUTED LOADS C O N C E N T R A T E D L 0 A D S
----------------------- MEMBER -------------------- --------------------------------------
NO D E S C R I P T I O N NUMBER VERTICAL HORIZONTAL LOCATION VERTICAL HORIZONTAL MOMENT
(K/FT) (K/FT) (FT) (KIPS) (KIPS) (K-FT)
1 DEAD + LIVE 1 .000 .000
1 DEAD + LIVE 2 .000 .000
1 DEAD + LIVE 3 .738 .000
1 DEAD + LIVE 4 .738 .000
2 DEAD + WIND 1 .000 .236
2 DEAD + WIND 2 .000 .148
2 DEAD + WIND 3 -.147 -.207
2 DEAD + WIND 4 -.147 .207
DATE 5/22/1989 TIME 09:50:47
HCI STEEL PRODUCTS, INC.
19520 - 67th Avenue NE
Arlington, WA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMBER END TRANSLATIONS
LOADING CONDITION E N D T R A N S L A T I O N S
------------------------ ---------------------------------------------
MEMBER NO D E S C R I P T I O N JOINT VERT HORZ JOINT VERT HORZ
NO (IN) (IN) NO (IN) (IN)
I 1 DEAD + LIVE 1 .00 .00 3 -.02 -.09
1 2 DEAD + WIND 1 .00 .00 3 .01 1.89
2 1 DEAD + LIVE 2 .00 .00 4 -.02 .09
2 2 DEAD + WIND 2 .00 .00 4 .00 1.85
3 1 DEAD + LIVE 3 -.02 -.09 5 -2.11 .00
3 2 DEAD WIND 3 .01 1.89 5 .43 1.87
4 1 DEAD + LIVE 4 -.02 .09 5 -2.11 .00
4 2 DEAD + WIND 4 .00 1.85 5 .43 1.87
MODULUS OF ELASTICITY 29000. KSI
DATE 5/22/1989 TIME 09:50:47
HCI STEEL PRODUCTS, INC. 1
1,8520 - 67th Avenue NE
Arlington, NA 98223
(206) 435 8871
APPLE BUILDERS
PROJECT NO 0
MEMO FLANGE F L A N G E T H I C K FLANGE WIDTH TO THICKNESS FLG/NEB WEB
NO THK/THK L E F T RIGHT L E F T RIGHT THICK WEB THICKNESS HT/THK
MAX MIN MAX MIN MAX MAX MIN MAX MIN MIN MIN MAX MAX
1 2.5 .150 2.000 .150 2.000 41.000 8.000 41.000 8.000 .900 .100 .625 236.000
3 2.5 .150 . 2.000 .150 2.000 41.000 8.000 41.000 8.000 .900 .100 .625 236.000
HCI STEEL PRODUCTS, INC. +:V�j kr,
18520 - 67th Avenue NE
'-Arlington, WA 98223
(206) 435 8071
CONNECTION DESIGN
CONNECTION PLATE AND STIFFENER YIELD 55.00 KSI
WEB YIELD 55.00 KSI
FORCE ON TENSION BOLT GROUP 76.03 KIPS
FORCE ON COMPRESSION BOLT GROUP 76.03 KIPS
FIELD SIZE .25 KSI
C/C DISTANCE BOLT GROUPS 9.50 IN
CONNECTION_PLATE MIN WEB STIFFENER_THK _ B_O_L_T__ MAX DISTANCE
WIDTH THICKNESS THICK COMP TENS NUMBER DIA C.L FLG TO CL 3OLfS
iIN) {Ihl) (IN) iIN) ii;1) iIN) (Ill)
6.0 .865 .393 .250 .250 4 .815 ..65
10.0 .644 .393 .250 .250 75U 1.51)
NCI STEEL PRODUCTS, INC.
19520 - 67th Avenue NE
+ -Arlington, WA 98223 "P)SAV.-
(206) 435 8871
CONNECTION DESIGN
CONNECTION PLATE AND STIFFENER YIELD 55.00 KSI
WEB YIELD 55.00 KSI
FORCE ON TENSION BOLT GROUP 76.05 KIPS
FORCE ON COMPRESSION BOLT GROUP 76.05 KIPS
WELD SIZE .25 KS1
C/C DISTANCE BOLT GROUPS 40.54 TN
U2111E:_TTON_PLATE MIN WEB "s_TIFFENER_THK _ B_n L_T MAX DISTANCE
WIDTH THICKNESS TEIi%K C11MP TENS NUMBER DIA CL FLG TO CL BOLTS
(IN) (I14) (IN) (IN) (IN) (IN) (IN)
6.0 .45 .092 .2E5 .285 4 .815 1.ti;.
10.0 .644 .092 .250 .250 13 750 1.50
1
June 21, 3.689
STORAGE BUILDING FOR
NORTHWEST HARDWOODS
ARSHNGTON, WASHINGTON
CODE P':TA:
OCCUPANCY: B-2
TYPE OF CONSTRUCTION: V-N SPRINK.LBRED
(Meta]_ Building attached to two (2) wooden
buildings.)
AREA: 7,759 s.f-
BASIC ALLOWABLE AREA: 8,000 s.f.
Added to two (2) buildings
Storage Building = 60 x 204 = 12,240
Truck Loading = 60 x 72 = 4,320
New Storage 7,759
TOTAL 24,319
SEPARATION: N 60+'
E 60+'
S 33'
W 48,
ALLOWABLE INCREASE FOR SEPARATION:
Separation on three sides, 4820 = 24 x 2.5 = 60010
8000 x 1.6 = 12800 s.f.
Increase for sprinkler - 12800 x 3 = 38,400 s.f.
VALUATION: 7759 x $20.10 x .88 = $137,240.00
PERMIT FEE: $772.50 PLAN CHECK FEE: W2.1.5
Dear David:
The submitted drawings have been examined for compliance with the 1985
Edition of the Uniform Building Code. The following items should be
corrected before the permit is issued:
1. You should ensure that the City agencies such as Planning, Zoning,
Public Works and the Fire Department approve of the project.
2. You should ensure that the sprinkler drawings are approved prior to
fabrication and that the building is sprinklered.
3. The contractor should submit a letter taking full professional liability.
incere ,
l 1,
1
J IM H. FARRENS JR.
JHF/mr
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