HomeMy WebLinkAbout09083 QoaT T°�ys CITY OF PORT TOWNSEND
�o DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
�WAS►M`' CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU
WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY.
DATE OF INSPECTION: 618,
PERMIT NUMBER: ��
SITE ADDRESS: 1t — (r af4-
CONTACT PERSON: PHONE:
TYPE OF INSPECTION: 04?
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CORRECTIONS
Ok to proceed. Corrections will be Call for re-inspection before
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Inspector / r Date lcq 0 Q
Acknowledgement Date
Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may
be assessed if work is not ready for inspection.
CITY OF PORT TOWNSEND
PERMIT ACTIVITY LOG
PERMIT # DATE RECEIVED
SCOPE OF WORK:
DATE ACTION INITIALS
ENTERED INTO CHET
CHECKED FOR COMPLETENESS
Cl
w
Zoning:
Setbacks OK? w S
Lot Size:
LJ
Building Size:
Lot Coverage:
FAR OK?
Height OK?
Parking OK?
Critical Area?
Demo?
Historic Rev?
Notice to Title?
Lots of Record?
WELCOME RAMP, INC.
STRUCTURAL ANALYSIS
TABLE OF CONTENTS
ITEM PAGES
Ramp System Design 2-21
Adjustable Legs 22-24
Alternate 7'-0" Landing Design 25-39
Planking—Manufacturer's Information 40-42
/ev/o?
/27/2009
J U II i
�
I en
L i L
REVIEWED FOR CODE �----
COMPLIANCE CITY OF PORT TOWNSEND
�j Dean Briggs, PE OSD
®ATE l O* PO BOX 140537
PERMIT# LLD f�- f�g� Boise, ID 83714
(208) 871-0200
BY (�K— Fax(800) 572-7780
briggsengineering@msn.com
WELCOME RAMP CALCS-IBC Page 1
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WELCOME RAMP, INC.
STRUCTURAL ANALYSIS
Ramp System Design
WELCOME RAMP CALCS-IBC Page 2
11 t
Member Data
Shape/ Material Phys I End Releases End Offsets Inactive
Member Label I Joint J Joint Rotate Section Set Memb I-End J-End I-End J-t_nd Coda Lengtn
_ (degrees) Set T .M AVM AVM (in) n) jfl
M1 -� N1 N10 ! SECi—! AL Y PIN r T 4.7G8
M2 --._-_-N10 N11 - SEC1� AL ;Y PINS _.---. .�6J
t M4IN11 N9 SEC1 AL Y I 4.70a
N9 N6 SEC1 AL_ - .Y PIN 5.012
M N6 N8 SEC2 AL Y T ' 5
MG N7 N8 SEC3 AL Y 1-599
M7 N5 _ N8 SEC3 AL Y ! I L599
--++—i
N18 N3 N9 SEC3 AL Y 1.
25
---
j _ M9_ �N N:11- SEC3 AL Y j _ __ _. .833
33
M10 tV2 ! N10 SEC3 AL Y ! —Y i .417
I
_Sections
Section Database Material Area SA SA 1(90;270) 1(0.180) TIC
Label S -- Label (in)"2 (0,1601 90,270 — -Sln^4�
SEC1 Welcome Ramp AL 1.438 i 1;2 _ 1.2 _ .421 � 2.02 -
SEC2 Welcome Deck AL I 1.438 1 1.2 1.2 T .421- 1 3713
SEC3 _ TU2X2X2 I AL _ -j_ .897 1.2 j 1_2__ .513 513
Basic Load Case Data
BLC No. Basic Load Case Category Category I Gravity Load Type Totals
Description Code Description X Y Joint Point Direct Dist.
1 w1 -Dead Load_-- DL Dead Load -Tr 1 — 5
—.....-_......_..__..__.�
I 2 j w2-Pedestrian Load LLS Live Lead Special(public aa.._Member Direct Distributed Loads, Category:DL, BLC I :wl-Dead Load
Mernbrr Lobd Direction Start Magnitude End Magnitude Start Location End Location
_--. _.__ (Wtt,F) (ft or%) ----r-- - (ft or /)
M 1 Y—I -.014 014 0 _ 0 ._.
L M2 Y 014 --014� ..- _..._—Q— ---_0
— -- —
- -_M3--_ ! Y 014 014 0 0._....._._.._....
M4 -.014 .014 0 0
MS Y 1 -.018 j -.018 ! 0 0 ---_--f
Member Direct Distributed Loads, Category:LLS, BLC 2.-w2-Pedestrian Load
Member Label Direction Start Magnitude End Magnitude! Start Location Eml Location
F) (kM;F i tl t or
- -- - Y -.2 -.2 0 l 0 i
_..__.... i 0 - -...._..._— 0
_ M3 _—Y i—_ -.2 -.2 0 0 I
( - - - - !
- _ M4 Y ( -.2 2 0 t 0
--Y 25 —�-25 — _0 --..-
i
Load Combinations
Nism DtscripLon Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLG factor
1 DL+ f56d_ Load
2 _L-Fled_Load Only y
WELCOME RAMP CALCS-IBC Page 3
1 r
_Load Combinations (continued) I
Nurn Description_ Env WS PD SRSS CD BLC FwAor 61-C Factor BLC F.O.7. BLC Factor
1 1
i-.5--_...._....._........
Envelope Member Stresses II
Member Label Section Axtat Shear sending tap Bending bat
ksi Lc {ksl) Lc kaii Lc ksi) Lc
I- M1 1 ImaxI .023 1 1 319. 1 1 0 1 1 0 1
--- - - min .022. 1 2 I .299 2 1 0 1 1 0 1
m 2 ax .003 1 1 1 .036 1 4.933 1 -2.906 2
min .003 1 2 .034 2 4.625 2 -311 1
3 max -.017 2 1 -.23 2 1 2.009 1 -1.197 2_
mine -.018 1 -.247 1 1 1.906 2 -1,262 1
4 max -.036 12 -.494 2 -0.157 2 6,513 1
_ min . -.039 : 1 53 1 8,774 ' 1 5.125 2
` M2 1 max .059 2 .531 1 -8.355 2 1 5.589 1 1
i
min .053 1 1 .497 2 -8.895 ' 1 5.25 i 2
2 max .04 2 .248 1 1.928 1 1 -1.114 2
min .032 1 .232 2 1.773 2 ' -1.211 1
3 max' D2 2 11 -.032 2 4.893 1 -2.864 2
min .011 1 1 -.035 1 4.558 2 1 -3.074 1
4 max 001 2 296 2 0 1 1 0 1
min 1 -.009 1 . -.318 1 1 0 1 1. 0 1 1
----1 1 Imax .2 ` 1 1 .359 ; 1 I -2.64 , 2 1.752 1
min I .199 1 2 1 .337 1 2 -2.789 1 1 1.859 1 2
2 max .18 2� .077 11 3.268 11 -1 1 2
!-�min .18 1 � .0-72-1 2 3.039-1 2_ 2.053 1'
3 max# .16 2 1 -.192 2 1.467 1 64 2
min.I .159 1 T -.206 1 1 1.375 2 -.922 I .1
I4 max _141 _2 -.456 2 1 -7.633 1 2 ' 5.147 11
min 1 .138 1 1 -.489 i 1 1 -8.192 1 1 1 4396 1 2
M4 1 max .029 1 .55 11 -8.455 2 568 1
- - _ min .026 2 .514 1 2 1 -9.04 1 1 5.313 1 2
2 max I :012 1 .252 1 1 2.687 ' 1 -115M 2
min .01 2 1 .236 2 1 2.489 2 -1'676 1
3. max 1 -.006 1 1 1 043 .2 1 5,681 1 -31334 2
min 1 -.006 1 2 1 -.046 1 1 5.307 1 2 t -3569 1
4 1 max -.022 1. 2 -.321 2 1 0 1 0 1 1
min -.023 1 -.343 1 1 0 1 A 1
M5 1 max .152 1 1 .56 1 � -5.458 2 6.538 1
- ..� .�
min 141 2 .523 2 5:832 1 6.116 1 2
2 _max .152 1 1 .188 1 i 6.427 i 1 1 -61715 2
-- min 1 .141- j 2 .175 2 5.99 1 2 1 -71205 1
3 max 152 1 -.173 2 6.484 1 1 T-6765 2
_. ...._._....__...-.rain . .141 2 -,185 1 6.035 2 1 -71248 1
i ,
4 max I_152 1 -.52 2 -5.322 2 6A14 1
min 1 .141 1 2 1 -.558 1 1 -5.721 1 1 5.968 2
96 1 max 745 1 1 .523 1 0 1 10 1
min 695 1 2 .487 2 0 1 0 t-1
2 max I 745 1 .523 1 2.717 1 2'527 2
WELCOME RAMP CALCS-IBC Page 4
Envelope Member Stresses. (continued) III
Member Label Seclim Apal Shear Bending top BendlA9 hot
kai Lc (kai) Lo (kci) Lc (k is) Le
min .695 2 ! .487 1 2 2.527 2 1 -2. 17 1
3 max .745 1 1 .523 1 5:435 1 -5.055 2
min .695 2 1 .487 1 2 5.055 2 1 -5.435 1
4 max .745 1 1 1 .523 1 1 8.152 1 7.582 2
min .695 2 , .487 1 2 7.582 2 1 -8.152 1
i M7 I 1 max 1.208 1 1 1 -.499 12 0 1 0 1
i min 1.129. 4 2 �_.533 1 0 1 0 1
2 Max 1.208 T -.499 2 -2.591 ' 2 2.77 1
-- min 1.129 2 -.533 1 -2.77 1 2. 91 2
3 max 1.208 1 -.499 2 -5.182 2 _ 5.54. 1
--- -min 1.129 2 -:533 1 -5:54 1 5.%82 2
4 max 1.208 1 -.499 2 -7.774 2 8.31 1
_ IF --_..._ i -:533 1 -8.31 1 1 7.7,74 2 `
I min )- 1.129 1 2
M8 1 1 max 1 1.367 1 -.108 2 0 1 0 1
min 1.275 2 -.112 1 1 0 1 1 0 1
2 max 1:367 i 1 -.108 2 -.44 2 .454 1
!min 1 1.275 2 ; -.112 1 -.454 1 .44 2
(-3 -I maxi 1.367 1 1 -.108 2 -.879 ! 2 ' .907 1
min
I-4 maxi11.367.275 ? 1 -.108 2 -1319 2 1.361 1
min 1.275 1 2 1 -A 12 1 1 . -1.361 1 ' 1.319 2
-._.. 9.-- 1 max .93 1 1 1 -.521 2 0 1 1 0 j 1
min 87 2 ! -.55 ( 1 i 0 1 0 1
2 max 93 1 -.521 2 1.411 2 1 1.49 1 1
-- min .87 12 -.55 1 -1.49 1 i 1.411 2
3 in xi 93 1 521 ! 2 -2.822 2 298 1
_.-..._.._. .......a - ...............(..
min , .87 2 55 1 -2.98 �..1 ! 2. 22 2 i
4 max 1 .93 1 1 1 -.521 2 1 -4.233 2 1 4.471 1
min 1 .87 1 2 -.55 1 -4.471 11 4233 1 2
M1D 1 max 1:424 1 1 i -.048 1 0 1 0 i 1
I 'min 1.332 ) 2 I -.078 2 0 1 1 '! 1
2-- max 1.424 1 -048 1 .065 1 1 .10812 2
min 1.332 ! 2-.078 , 2 .106 2 .065 1 1
3 max' 1.424 1 -.048 1 -.129 1 212 2
-_min 1 1.332 2 1 -.078 2 -.212 2 .129 1 1
__4 I rnax' 1.424 1 1 -.048 1 ! -.194 1 .318 ' 2
min 1 1.332 2 078 2 -.318 1 2 1 .194 ' 1
Envelope Member Section Forces
Mang Label Section Axial Lc Shear Lc Moment l:o
(k) (k) (k) i
M1 �....1 max _034 11 .382j 1 0 1
min 031 2 .358 ? 2 0 1 '
2 max' .004 j 1 i 043 1 317 2
min 004
3 max 024 2 276 2 -.131 2 ,
-- - -min -.028 1 1 1 -.298 1 1 1 --138 i 1
4 max? -_052 1 601 2
._._.. - - 592 1 2
i m -- . 6 � -.559 05 1 Z
_
M2 1 max 085 2 .636 1 .61 1
min 076 1 .595 1 2 1 .573 ! 2
2 I max 057 1. 2 297 1 1 122 2
WELCOME RAMP CALCS-IBC Page 5
r
_Envelope Member Section Forces (continued) _
Member Label Section Axial Lc Shear Lc Moment L.4
k _ (k (k)
min 1 .048 1 1 .278 1 2 1 -.132 11
3 max .029 2 -.038 2 -.312 1 2
min .016 1 -.042 1 -.335 1 1'
4 max .402 2 -.355 2 0 1 1
min -.013 1 -.38 1 0 1:
1----93 1 max .288 1 .431 1 .191 1
-- ---I min 286 1 2 .403 2 1 .181 1 2
_2 max 8 2 .092 208 2
L25
1 .087 2 -.224 1
3 1 max 1 2 -.23 1 2 1 -.094 2
min .229 1 -.247 1 1 -.101 1 1
{ 4 rnax .203 2 1 -.547 1 2 1 .561 1 1
min .199 -.586 1 .523
M4 - 1 max .042 ! 1 .659 I 1 .62 1
- min .038 2 818 1 2 .58 -2
-
max max 017 1 .302 1 -.171 2
{ min .015 2 282 2 -.183 1
3 rnax 1 008 1 -.OSt 2 364 2
min -.009 2 -.055 1 -.389 1
4 max -.032 2 -.384 i 2 0 1
min 033 1 -.411 1 0 1
.218 1 1 .671 1 1 .355 1
�•----�5 1 f max _....._-.
min -.203 2 627 2 .332 2
2 max L-..218 1 .225 1 -.385 2
min I 203 2 .21 2 -.391 1
3 max .218 1 { 207f 2 11 -.368 2
min I .203 2 -.222 1 -.394 1_
4 max .218 1 _-.623 2 .348 1
I I min 263 2 .669 1 .324 2
Mfi 1 max 1 .689 1 .218 1 0 1
min .623 2 .203 2 0 1
2 max 669 1 .218 I 1 1 -.108 2
min 623 2 .203 T 2 ` -.116 1 1
3 max i .669 1 .218 1 1 1 -.216 2
in .623 1 2 1 2 1 -.232 1 1
4 max 669 1 218 1 -.324 2
- in 823 21 .203 1 2 -.348 1
i_ M7 _ 1 max 1 1.084 111 -.208 1 2 0 ;1
min. 1.012 1 2 1 -.222 1 1 10 H.
2 max _1.084 1 208 2 118 1
I+ min1 1.012 2 -.222 1 .111 2{
r3 maxi 1.0841 208 2 .237
min 1.012 2�-.222 1 .222 2 +
4 max 1. 4 1 -.208 2 1 .355 1r� min - 081.012 2 -.222 1 1 1 .332 2
M8 1 max 1.228 1 1 -.045 2 0 ii
Amin 1.144 ; 2 -.047 1 0 i1
2 max 1.226 LLL -.045 2 .01.9 .1
rnm 1.144 1 2 -.047 1 .019 !2
3 max 1.226 1 -.045 2 ! .0391
.min ; 1,144 2 ! -.047 1_1 .038 : 12
4 Imaxi 1.226 1 045 2 .058 i 11
min 1 1.144 i 2 -.047 1 .056 1 12
WELCOME RAMP CALCS-IBC Page 6
Y
Envelope Member Section Forces (continued)
Member Label Section Axial Lc Shear Lc Moment Lc
(k) k) (k)
M9 1 max I .834 1 217 2 0 1 1
F-MEE ---
min 78 2 -.229 1 1 0 1 !
2 max .834 1 1 -.217 2 .064 1
Inirl --.78 1 2 -.229 1 1 .06 2
3 max 834 ! 1 1 -.217 2 .127 1
min 78 2 _ 229 1 .121 2
4 max -834 1 1_-.217 1 2 1 .191 1
min 78 2 1 -.229 1 1 .181 1 2
M10 _ 1 max 1.277 1 1 -.02 1 1 1 0 1 1
min . 1.195 2 -.033 1 2 0 1
2 1 rnax 1.277 1 -.02 1 .005 2
1 min ; 1.195 2 -.033 2 .003 1
�_.•3 max �1277 1 I -.02 1 .009 2
min 1.195 2 .033 2 .006 1
1__±__rnaxi 1.277 1 i -.02 1 1 .014 2
min 1 1.195 1 2 1 -.033 i 2 .008 1
Envelope Member Deflections
Member Label Section x-Translate Lc y-Translate Lc (n)Uy Ratio Lc
M1 _77. 1 tmax, 0 f 1. 0 2 I NC
! I mi 0 2 0 1 1 NC
2 max f 0 _1 1 -.046 2 1 1243:875 2
min I 0 2 1 -.049 1 1 Ti169.664 1
3 'max 0 1 -.033 2 11755.299 2
--
min 0 2 -.035 1 11659.3381 1
4 1 max 0 1 0 2 , NC
I min 0 j 2 1 0 y1 1 I NC :I
M2 1 max I 0 1 0 2 1 NC
min)� 0 2 0 1 1 NC
2 Imax! 0 1 -.032 ! 2 11848,986 2
min 0 1 2 1 -.034 1 11708.638 :1
rmax 0 11 -.045 2 1280.237 2
min 0 1 2 -.049 1 1 1189.011 1
Max 0 1 1 0 1 2 NC
min 0 2 1 0 1 1 I NC
�.-- 3--- i...._1 max 0 11 0 2 NC_h
min 0 2 1 0 1 1 NC
2 rnax _0 ! 1 -.029 ! 2 2083.401 2 ;
- min -.001_..-�2 -.031 i 1�1919.616 1
3 l max Ii -.001 1 -.021 2 j 2931.998 _2
---l-mini- -.002 1 2 -.022 1 2735.504�vi1 ,
4 rnax.' -.002 ! 1 j -.002 21 NC �f
min 1 -.002 1 2 f -.002 i 1 I NC I
M4 _ _1 ;max j -.002 j 1 -.002 2 NC
min 1 -.002 , 2 1 -.002 1 ; NC
_2.... max -.002 1 -.047 12 1336.222 :2-.05 1 1247.236 .1
min -.002 2 -
3 rm®x -.002 1 1 -.062 1 2 996.057 2
I min .002 2 -.087 1 930.197 i ;1
C- max_4_ ax 1 -.002 1 -.002 2 I NC
min 1 -.002 2 , -.002 1 1 NC
WELCOME RAMP CALCS-IBC Page 7
_Envelope Member Deflections (continued) !
Member Label Section x-Translate Lc y-Translate Lc (n)Vy Ratio
in ((in)
M5 1 max 001 1 1 -.002 112 NC
min -.002 1 2 -.002 1 NC
2--[max -.002 1 -.109 2 559.623
mtn -.002 2 -.117 1 521.856 1
3 max -.002 1 -.109 2 557.976 2
Mill -.002 2 -.117 1 520.674 1
4 Max -.002 1 -.001 2 1 NC I
min -.003 1 2 -.001 1 NC
M6 1 max 1 0 1 1 ( 0 1 NC
min 0 1 0 1 NC
2 max 0 2 -.013 2 1392.207 2
min 0 1 -.014 1 1294.941 ! 1
3 max 0 2 -.016 2 1113.766, 2
min 1 0 1 1 -.017 1 1036.953 1
I 4 max -.001 '2 .003 1 2 NC
r lilt -.001 1 1 .002 1 NC
M7 1 max' 0 1 0 1 NC
min 0 1 0 1 NC
2 max L0 2_ .016 1 I1270.353 1
min 0 1 .015 2 11357.948 2
3 max -.001 _ 2 02 1 1 11016.2821 1
min -.002 1 .019 1 2 11086.359 2
4 max -.002 l 2 .002 2 _NC
min -.002 ...� 1 001 1 NC i '
Me 1 max . 0 1 0 1 NC
min 0 1 I 0 NC i
2 max, 0 2 1 .002 ' 2 NC
min 1 _0 ,1 .002__ 1 9920.451 1
3 max 001 2 .003 2 8189.833 2
min -.001 1 003 11 7936.361 1
4 'max -.002 2 .002 1 2 I NC
min -.002 1 .001 1 1 NC
max 0 j 1 0 i 1 NC 1 !
min 0 1 0 1 1 NC
2 +max 0 1 2 .002 1 4529.485 1
I min; 0 1 .002 2 14784.344 2 1
_3_ max, 0 � 2 ! .003 2 3827.475 2
! min -0 1 1 1 .003 1 1 3623.588 -,1
4 max 0 2 0 2 1 NC
min , 0 1 0 1 1 NC !
r_ M10 1 1maxj 0 1 1 0 1 1 NC i
min j 0 1 0 1 NC
1 max 0 1 2 0 2 NC
T min 0 1 0 1 NC
3 iii-axT 0 2 1 0 1 2 NG
rain _0 1 0 ! 1 NC
4 max 1 0 2 ! 0 2 NC
!min 1 0 1 ! 0 1 NC
i
i
WELCOME RAMP CALCS-IBC Page 8
M4 M5
14 V,2 _M3 — 7 47
Envelope
........... ...........
WELCOME RAMP CALCS-IBC Page 9
_ ....._........__...._�_..__..._..__
��' •X f
j
I
i
1 �
i
i f �
-.otawn -.olawrt
-.olalvn _ r �
j
i
i
f
Lnarls'RLC -Dead Load
9ulutbn:Ernelope i
WELCOME RAMP CALCS-IBC Page 10
-- _.
�-
y-y I.
k.x
I
i
I
I
i I
.zswrt l
-.2wfl '] 1 \; 1 1, , I -.3k '
�i
5 I
i
f�d�•�ZdNi�,L AcSuMED I
LIVE LO*iu 5 mdlP iiA1G
i
t�EPf�'G 3v�c-r+EO VP
UP (41 LL. !
i
i
f
I
I
i
Loads:BLC 2,w2-Pedestrian Load
� Sdutbn:Envebpc
WELCOME RAMP CALCS-IBC Page 11
y
x
--268k/ft ZZ
-.21
-.214IUtt
-.214Wft F
2141,Jtt
TFFF
-.3k K r
Law*Lc t,DL Pd.Load
Solution:Envelope
.......................................
WELCOME RAMP CALCS-IBC Page 12
Section:Welcome Ramp
Section Properties: Y
t.--' 2.000—.{
Numher of Shapes =2
Total Width =2.00 in
Total Height =4 00 in i
Center,Xo =0.304 in
Center, Yo =-0.457 in Ln
N ,
X-bar(Right) = 1,571 in g Y
X-bar(Left) =0.429 in o
Y-bar(Top) =2.457 in X - 6 - — - — - — x
Y-bar(Botj = 1.543 in
m
7
Equivalent Properties: LP
Area,Ax = 1.438 in12
Inertia, Ixx =2.02 in°4
Inertia, lyy =0.4212 In^4
Inertia, Ixy =-0-4565 in^4 Y —
Torsional, J =0.0299 in^4
Section Diagram
Modulus, Sx(Top) =0.8225 in^3
Modulus, Sx(Bot) = 1.309 in"3
Modulus, Sy(Left) =0:981 in^3
Modulus, Sy(Right) =0.2682 inA3
Plastic Modulus.7x = 1.4921 in^3
Plastic Modulus,Zy =0.4852 in13
Radius, rx = 1.186 in
Radius, iy =0,541 in
Summary of Section Properties
Sh.No. Section Width Height Xo Yo Ax Ixx IYY
in in in in W2 in^4 in14
1 Welcome 2.00 4.00 0.304 -0.457 1.438 2.02 0.4212
Ramp
WELCOME RAMP CALCS-IBC Page 13
Section:Welcome Deck
Section Properties: Y
2.000�1
Number of Shapes =2 �a- 1.571
Total Width =2.00 in
Total Height =4.00 in
Centel,Xo =0.304 in
Center,Yo ='0.114 in I
X-bar(Right) = 1.571 in 0 —
X-bar(Left) -0A29 in x v ` 0 x
Y-bar(Top) = 1886 in
Y-bar(Bot) =2.114 In
Equivalent Properties:
Area.Ax =1.438 in^2
Inertia,Ixx 1.378 in^4
Inertia, lyy =0.4212 in"4
Inertia,Ixy =0.1141 in^4
Torsional, J =0.0299 in^4 Y
Section Diagram
Modulus, Sx(Top) =0.7309 inA3
Modulus, Sx(Bot) =0.652 inA3
Modulus, Sy(Left) =0.981 in^3
Modulus, Sy(Right) =0.2582 inA3
Plastic Modulus,Zx = 1.0532 inA3
Plastic Modulus, Zy =0.4852 inA3
Radius, rx =0.9792 in
Radius, ry =0,5413 in
Summary of Section Properties
Sh.No. Section Width Height Xo Yo Ax brx lyy
in in in in In^2 in^4 in"4
1 Wntro ne 2.00 4.00 0.304 0.114 1.438 1.373 0.4212
Deck
WELCOME RAMP CALCS-IBC Page 14
Member Stress Results
Access the Member Section Stresses spreadsheet by selecting the Results menu and then selecting Members ►
Stresses.
These are tale member stressel calculated along each atLy_-.member. The number of sections for which.stresses are
reported is controlled by the Number Of Sections specified on the Gle bat•:•rind&,." The actual number of segments is
this Number Of Sections minus 1. The incremental length of each segment is the same. For example,Ityuu specify 5
sections;the member is divided into 4 equal pieces,and the stresses are reported for each piece.
There will be four stress values listed for each section location along the memhe:r taking into account any rarmber
eft=eta; I he units for the stresses are shown•at the top of each column. As for the sign convention,t he signs of these
results correspond to the signs of the:forces. These lineup as positive or negative according to the member local axis
directions.
The axial stress is the ratio P/A,where P is the section axial force. A positive stress is compressive. since the sign of
the stress follows the seen of the fore.
The shear stress Is calculated as V/S.A.,where S.A.is the effective$rtx LrFa For members not defined with a-section
set a value of 1.2 is used for the shear area coefficient SA.
The bending stresses are°calculated using the familiar equation M'c/1,where'M'Is the banJing,t.ioment,V is the
distance from the neutral axis to the extreme fiber and*1'is the moment of inertia. The.stress for the section's extreme
edge is listed with respect to the positive and negative directions of the Inai",ref:exjk�A positive stress is
compressive and a negative stress is tensile.
Some shapes are not symmetrical about both local axes. For example Tee and Channel shapes. Thus the stress at the
positive and negative edges may not be the same. The locations for the calculated stresses are illustrated in this
diagram:
Y Bend Top Bend Top
z z
TSend Hot Bend Hot
Y T Rant[Top Bend Top
y
t
z
Bend Hot Bend Hot
So,the y•top location is the extreme fiber of the.shape in the positive local y direction,ybot is the-extreme fiber in the
negative local y direction,etc. The y-top,bot stresses are calculated using Mz.
For enveloped results the maximum and minimum value at each location is listed. The load combination producing the
maximum or minimum is also listed,in the*lc'column. To include a particular.Load Cnmhinaiirnn in the envelope
analysis,open.the Load Combinations spreadsheet and check the box in the'Env`column.
Note
A bpeclal case..is bending stress calculations for single angles. The bendins s±vas<..e:.for_�?d _pt't;l g:re reported
for bending about the principal axes.
To view the results for a particular member,use the Finn!option. To view the maximums and minimums,List.tiv.Sort
option.
WELCOME RAMP CALCS-IBC Page 15
TABLE 20-II•A—MIntMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS—(Contlnued)
Values Are Given in Units of-ksf(1,0001WIn2)
COMPRESSIVE
TWCIWEi48 TENSIOIM ��� aHEAR BEARING ELASTICITY
aANDe
ALLOY AMD Itrxnl ItZI tr1 t�( ka�l tar Y�1 tYl..— v.-kw
TEMPER IIII
TPER' PRODUCT' .2L41m Inen .6.59 for M.P -.._
508E-1i111 E.Atru k— up to 0.500 36 21 18 21 12 70F78
36 I0,400
-Hall G.ttueions 0.501 and.over 36 21 1A' 21 12 7034 ll),4W
-HU2 plate �0.250-0.499 16 18 17 22 10 7231 10,400
HIIL P1nIc 0.500-.1.00(1 33 16 16 21 9 70 10,400
-I{I12 Plate 1.001-2.000 33 14 15 I 21 8 70 28 111,400
-H112 Plate 2.001-3.000 34 14 15 21 8 68 28 IU,400
--1-132 Sileer and plate All 40 28 26 24 16 '78 48 111,400
-H34 Dtawn.tuhe. All 44 34 32 26 I 20 94. 58 10,400
it54-H311 .Sixci O.00&o.128 45 3.5 33 24 20 81 56 10,300 i
'S454-Hlil Estruzitms up to0.500 33 19 16 20 it fi4 '32 14400 I
INI Il TW,w.ion. 0.501-.M over 33 19 16 19 I l 64 30 10400
l2 F.Irusinf6 up to 5.000 31 12 13- 19 7 62. 24 IOA00
4132 Sheer and.plate 0.020-2.000 36 I 26 24 21 15 70 44 10,400
104 Stwot wtd plate 0.020-1.000 39 29 27 23 17 74 a9 10:400
15456-N111 Eztusions up to 0300 42 26 22 25 1S 8, 44 _I0,400
-H111 EAuusions 0.501 acid over 42 26 22 1 24 15 82 42 10.400
If Pxtmsitnts up 10 5.OW 41 19 20 I 24 (l 82 38 111.400
-1-1321 Shea and:plute 0.188-1.250 46 33 27 27 19 87 53
iu",»00
-i1321 I'lae L251-1`.500 44 31 25 25 I8 84 10,400
-11321 Tlatc 1.501-3:000 41 29 25 ( 25 I 17 82 49 10,400
-11323 Sheet 0.051-0.249 48 36 34 2B 21 94 400
41343 St—I O:OSLO.?49 53 41 39 31 74 61 101 711 1010 400•—J
6005-T5 _ F.Atnuions --up to0.500 38 35 35 24 20 BO 56 10,100�+
6U61=T6, Sbcct:unl yl.m 0.010-1.000 42 35 35 27 20 It SA IQ,100
-T651 i
-T6 EA u"Swris _ .up to 3.(lU0ll 38 35 31,-, -_-,_4 20 ._an--- 56 - _141I10
-T6, Rncd Ind.n d bar up to 8.000 —42 35 35 27 20 88 56 — 10.100
1 T6 Uruwn uthe 0.025•QSW 42 35 35 27 20 88 in 10,100
-T6 pike up to0.999 42 35 35 27 20 B8 56 10,10(1
-1.6 pipe Over 0.999 38 35 35 24 20 18 1 56 i U.I W
14Atg17 i.A It
"T-T5 �zt 1 ions up to 0.J00. 22 .-.16-..._.__16..._._ 13_,....._-..2..__ ..._Afi._•_..
26 00
1 n..--.
15 F-alsvu ns over U.50U 2l IS I5 12 8.3 44 40 14lUpU
-T6 Extrusions All 30 23 25 19 IA 6J 1
P'p`
633I-TS iLtttrusivns --- upw Lf>n 39
JS 3S 24 20
Iv.h—.W apply ut T6511 temper d tnimum
1F,aad FO,Areminitnuut_speci ried valucs(eA cept for Alclad 3004-1114,-H 16 and Fry for Alclad 3003-H18).Other strength pt openiea me a.rraponinR ni especlnA
nr n,
Igor deflmtiun calculations an average mtululus of etasdeity is used;numerically this is 100 kel(689 MPs)Inwer than the values in this Column.
TABLE 20-11-0—MINIMUM MECHANICAL PROPERTIES FOR WELDED ALUMINUM ALLOY91
(Gas Tungsten Arc or Gas Metal Arc Welding with No Postweld Heal Treatment)
i TENSION SION SHEAR REARmO
PRODUCT AHD T.—N£aS � —�yyS F—f F��.
ilnch) FYJt M 1
RANOF. F
..__.......... .ALLOY AND TEMPER - x 25.41tR mm L89ior MP.
11U0-H12.-ti14 All 11 45 4.5 ' 8 _ 2.5 23 8
_--�_..__. .._ I
7CC13-H12,-1i14,"HIE, All Idr 7 7 10 -12
----
Alciad
3003-1112,A114,-1116. A31 13 6 6 10 3.5 31) II
•1118
30U4"t132, 1134,-1136 All 22 li It 14 _._....6_S 4h 20
AIoLd q
1;11�
H32.•IUn,.tll4, All 21 11 11 17 GS 4•I I j
111E
-H25 - -- Shcct0.013-0.y50 17 - 9 9 12 5 3! )� ,
—...__. _.— __.._._ —_-- --._
5005-HI1,-H14. 1132, All i 14 7 I 7 f` 9 II �+ I ; IIl
WELCOME RAMP CALCS-IBC Page 17
M
r
C7 Pby- = bearing yield ttreng s within 1.0 inch(25.4 nrnt)of a weld.ksi 4, leng[h pf IKTIrI f)Cl WCCn pOUTIS IIS N'tr1Ct1 dK COrtiprf.3i101t Hinge n 5np
al movement,or length of cantilever beam fit=free end m point ar
0 Fr = a1:v presswabic compressive stress,ksi pa). . Sion flange is.supported against';lateral travcment,inches(nun;.
M F,. = compressive yield strengi�,ksi(MPa).
Fes„ = compressive yield strength across a butt weld(0.2 percent offset in IQ-inch(254 min) 4 = total length ofpnrtior of co:umnvying within 1.0 inch(?S.e mm)o
gag_lvgth),ksi(I:(Pa), welds at ends of colurcns that are supported at both ersdsl inct (n
3 c = n2 t(rti(fjrfl,where lir is slenderness ratio for member considered as a column.tend rag L. = increased length to be substituted in column Formtda to determine:
't7 to fail in the plane of the applied bending moments,ksi(HPa). welded commit,inches(mm).
F,T = allowable stress for cross section•.1.0 inch(25.4 mm)or more from weld,ksi(1,4Pe). t1i = slenderness ratio for colultirts,
Fp = allowable stress on t-ross section,par of whose area lies within 1-C(�.4 mm)in ofa M = bending moment,inch-kips
weld.ksi(MPa). Mc = bending moment at center of span resulting from applied bendin
F, = allowable shear stress for members subjected only to torsion or shear,ksi(MPa). I (kl i?n).
F. = Silcaz u',tiinate strength,ksi(ALoa). lfM = maximum bending moment in span resulting from applied bend's:
F. = shear ultimate strength within 1.0 inch(25.4 nun)of a weld,ksi(MP3). (LN'on).
F,y = shear yield strength,ksi(MPa). Mi.M2
1
= shear yield strength within 1-0 inch(25-4 cram)of a weld,ksi(MPa). = bend'utg moments at two braes of abeam,inch-kips(k1V'm),
Fla = tensile ultimate strength,ksi(Wit). R' = length of bearing at reaction or concentrated load,inches(mm).
Fn, = tensile ultimate strength across a butt weld,ksi(MPa). nu = factor of safety an appearance of buckling.
Fry =-tensile yield strength,ksi(MPa), nu = factor of safety an ultimate strength;
Fry, = tensile yield strengths across a butt weld[0.2 percent offset in lQinch(254 mm)gage ny = factor of safety on yield strength.
lengLhL ksi(MPa). P = local load conceoitation on bearing stiffener,kips(kN).
n Fy,= either Fry or Fr,.,whichever is smaller,ksi(h1Pa). ! Pr allowable reactim or concentrated load per web,kips(k;N),
j calculated stress,ksi(MP0. Pr = allowable tensile load per fastener,street to purlin or girt tips(kN)-
nj = average compressive Suess on cross section of member produced by axial compressiveI k = outside radius of round tube Mmaximum outside radius for an a ill r
N load.ksi(We). _
.� Hb = radius of curvature of tubular
jt = maximum bending S Sr(compressive)caused by onnsversc loads or end moments,ksi Rr = transition radius,the radius of an attachment of theweld d taiL
f7 eaz s
shast adi us of gyra
rtion oC a column,Lutes(mm).
j. = shear tress caused by torsion or transverse shear,ksi(MPa). r = le
;
G modulus of elasticity in shear,ksi(MPa). ?L = mdins of gyration of hp or bulb about face of flange from whichlipproj
r - radius of tia nofa beam p ) (mm).
L = spacing of rivet or bolt holes perpendicular to direction of bad,inches(mnn). l Sric (alight axis h to web).nichGt (l
unsymmetrical about dx horizontal axis,,r,should be calculated as du
h = clear height of shear web,inches(ram). were:lie same as the compression flange)
f = momeat'of inertia,inches4(motty
fa = moment of inertia of horizontal sti lener,inches4(mm4). 1 = section modulus of a beam,comprossibn side,ittehes3(mm3).
1, = moment of inertia of transverse stiffener to resist shear buckling,inches4(Innis).
SR = stress ratio,the ratio of minimum stress to maximum stress.
Cal 4. Sr = section modulus.of a beam,tension side,.ineha3(mm3).
1t = moment of inertia of a bearn about axis perpendicular to web,inches ram ;. i
ly = moment of inertia of a bea about axis patallel'to web,inches4(tnm4), SI,S2= slenderness htnitt
m
a
t„ = moment of inertia of compression element about axis parallel to vertical web,inches j s = spacing of transverse stiifeners(clew distance irctwrxrt stiffeners fair
sti:
of a pair of members;one on each side of the web,center-to-ceatter disim
(mm4). eners consisting.of a r amber onone side of the wrb o;dy),inches(tram
i = to efficientfor d inches g slenderness
or bolt holes parallel to direction of load inches(ttun).
li = coefficient fur determining slendernessli>:iitSZforsectionsforwhichtheallovrablecem- �.
dnicknicss of flange,plate;web ortubt,inches(iron)-(For:mpered flange
pressfve stress is based on crppling strength: thickness.)
k2 = coefficient for dete mining allowatle compressive stress iu sections will slenderness re-
do above S,for which the allowable compressive stress is biased on crippliR¢strength. V Shea [otce on.web al a fen-i location kips(kNt.
a = a factor equal to urit),for a stiffener consisting of erlual mcnbers ou boo
i, = cticffcicnt for compression members. and equal to 3.5 for a stiffener consisting of a member or.one side onl-
lr = cmff angle between plate of web and plate of bearing surface(B 5,90),deg
ei[nt for tension members, -
L = length of compression member between points of lateral support or twice the length ofa 9 =
R7 cantilever column(except where analysis shoes that a shover length can be used),inches 2001.4 Iden[i£ieation. ;Aluminum for structural elements shall at all Cmes b S
eE
act
(irssnt - wtat handled in the fabricator's plant so that the separate iltoys and terrspm are I
Qe!
CD 2-2T2
•25 1,751,75 _
� M
,f M
r
7
2, (u
hz 1' %.n`. .� (2.37��(.=5)(7•�J 3,C3 fr -, flril :,
(.25)(4.0 25)(r".7-I-,) It 1375
T
(4) ts��t j.75(.25)(\ ►.q�?5)�
i2 %Z
rI 0. 4.76
`Ij�.t. 26DQ)2
%z
=- '3, t 0.0/30 :3 79`�./. '1
WELCOME RAMP CALCS-IBC Page 19
1
yy
-- - - sh 0.7X
Y }
r -
�5(-�.0�
�.00sz 0424 n, 2 117
WELCOME RAMP CALCS-IBC Page 20
-7 o
7, 7F
ft,4 T's X ,
L f v r,
FEDt 5 T-P,I A N
7(
L L = /00
WELCOME RAMP CALCS-IBC Page 21
WELCOME RAMP, INC.
STRUCTURAL ANALYSIS
Adjustable Leg Design
WELCOME RAMP CALCS-IBC Page 22
:2 1
tp
4.5 5;/,j
IrP
EL
A ss' U-1 OF
17— s s
2 .(20.
L.OL I oil IY-2`rJ,
-7
( 21
WELCOME RAMP CALCS-IBC Page 23
-1ZS
61 &
tt
13 7 20 4076,60
7- AalLlry ot= T-14 r--
A cc e-lr 5,4 c—:,q t-e-
M A y
J4
0-16-
-467 PncT- wfL,t 1-4/L
IA-j -561-F-4r- .47 poo.,,7" 7-4f6--
A-L-LZ"6,lJ,A"93 ANY 17CSlol-f
WELCOME RAMP CALCS-IBC Page 24
WELCOME RAMP, INC.
STRUCTURAL ANALYSIS
Alternate 7-foot Landing Design
WELCOME RAMP CALCS-IBC Page 25
lfvcl-uorD IS THE NEW Lf51, N FOR A 71 SEC71olv
FLAT FOR m,
FOR -5 7- /4 N,0 r r
S
k5e C qrr en7,
c-
New 1) 6 le 5? ro,- Pea,, Se,-7-1'01? is 1 Z
Ct,7�qle P10C T.o 1-?oC1'
7
WELCOME RAMP CALCS-IBC Page 26
5'
PasT LOod �:r:iw9
TA: 2.SrP-S= 6.2s )1�72 loz>joif
5 7psf o�
serv.ce tcaa'per p,,r, 669!-A
L.II I
l
A I N d k.
Ex,sTi,q P057" /Vcw/oa d
post 7l
l.7s x 3.s = A'12S
� r �
� .—.� Ne c� p os; L n v a✓
W6WAN6IE T.t' 3.S(7�
lv0T ,In clues'_q An le Mi-,c.-
�`. ;,.?, Angle
Re c,,CR Gof New posy
Boll 7.
Any le.
WELCOME RAMP CALCS-IBC Page 27
I
LG�eT,�g 01Qofs
I � g
ch,2n,7e ar Gra71AIg
Were o R 9or7 c�,vNE'et�o�✓
FOr IT Orn(daT
(1YP)8o1 i
con r)cc� �N
oN F.X.$TIAe5 D
Leg
WELCOME RAMP CALCS-IBC Page 28
7-ypira/ i0e,5 4,/.,;7? 0 AIS.
T-,A,gi-,r py 2,-246
P;pi/V6,z 60 61 - 7-6 Fx rp�s/0/vj
Tz
c -3
ce 20"'5'
rAce:. go
01 0 'ki:
Q qfe s71"C 7"q d"17
Ley 5� Ir .12n 4L.)r,,6,,.,
I 7-,C A4 j-. YucIrLIA16 I- 01q0
Fcr 4/9r 14,7h
Fc,= v-, f r
LOAD
AXIAL � r-,4R If N6 serp;ce i-OQa
8F4 /9/IV T-7 75 N5;
77h-
It
WELCOME RAMP CALCS-IBC Page 29
J T F hr 41• A JET A L L o ctd
" -AxlfL CRuSh/1V6 OF ROLF
z627 Ib 5Q3y ps; �cy: �Sf'si c�h
1=7 F/`9 5. G'as,f f
se
2 62 z l6 (SS/�si NUT U k
�yC00 psf 4r PoOr OY �7, 7�S%
1 py ct !g�`' ��Gc 1.78 f7
cf000 ps-r cI-78r�J ----
WELCOME RAMP CALCS-IBC Page 30
...........
"- Uu4n.
k�71
LW
WELCOME RAMP CALCS-IBC Page 31
L � L
Y
�Lx
AK,
i
1
0.2
I` 0.5 0.5 -.2
i
I0.3 10.2 j
I
i I
16
I
I
{
[—Res.ti For LC 1,OL+Ped. Load
Member Bending Moments(k ft) j
Reaction units are k and k-ft i
WELCOME RAMP CALCS-IBC Page 32
Member Data
Shape/ Material Phys End Releases End Offsets Inactive
Mw*w Labd I Joint J Joint Rotate Section Set Memb I-End J-End I-End J-End Code length
(dearees) set TOM AVM AVM (in) (in) (ft)
—MI N9 SEC2 AL Y1 --- ----------T 1 3.5 1
77 7T.-
7,'
-.1,7 21— —
M3. N5 I N6 SECS AL 1 1.599 1
7
N6A I N7A 3.5
fi�M5 SEC4 A
ly
WWA -7`7, A
L-...M7 N9 N8 SEC2 I AL I Y I =5
Sections
Section Datababe Material Area $A SA 1(90,270) 1(n.i an) TIC
Law Shape Label (in)A2 (0.1 SOY 19027 _(inf qnly
F, —SEC 1 Welcome Ramp. AL 1 1.438 1;2 1.2 421 2.02
T
1.378
1`2 21 4 :777
w
1 . 1
SEC3 TU2X2X2 AL .897 1.2 1.2 .513 513 1
71
Member Deflections, By Combination
LC Member Label Section x-Translation y-Translation (n)Uy Ratio
(,in) in
0 NC
015. 4
-,174 1377.517
d'
M2 1 0 G
7-
3 0 -.016 1187.118
M3 1 1 0 1 0 NC
3 0 .016 1167,118
';M.
1 M4 1 0 0 NC
q'
3 1 0 -.012 4257.729
1 1 M5 1 1 1 0 1 -.003 NC
0 I 015
3103.007
0 NG
—4iN
1 3 1 -.002 0 NG
777� 4:
M7 1 1 0 -.214 1 NC
4-
740,.7;
WELCOME RAMP CALCS-IBC Page 33
Member Stresses, By Combination
LC Member Label Section Axial Sheer Bending top Bending bat
(ksi) (ksii) (ksi) (kso
1, 136 1 .21 1 .5.078 1 5.803
V.
304
3 5 .21 1 4.536 -5.085
7-
474'
1! M 2 1 .279 .464 1 0 0
.44
3 .279 484 4 824 -4.924
—j-
M 3 1 .279 -.464 0 0
.279 -.464 1 -4.824 4.824
7 A'Wj t� ---, ' ,' 3
�7:,
1 M4
7:7-7 0 .579 0 0
3
3 0 -.435 1 .371 -1.479
7.7, -
M5 1 0 .942 -1.401 5.577
3 1 _0 -.072 .535 -3.338
M6 1 1.812 0 a 0
T
1.812 0 0 0
M7 1 1 .135 1 -.21 9.343 _10.474
3 .135 -.21 -.271 .304
-X
WELCOME RAMP CALCS-IBC Page 34
SectionAShapel
section Properties: y--� -----�
Number,ut Shapes =2 `. —2.0 4 —_7 n07
Total Width =4.014 in
Total Height =4.01 in i
Center,Xo = 14.995 in
Center,Yo =-1.605 In
m
X-bar.(Righl) =2.007tn ON
X-bar(Len) =2.007in
Y-bar(Top) =2.617in
Y-bar(Bol) =1.393in X
m
Equivalent Properties: m
Area,Ax =2.24 in12
Inertia,Ixx =3.607 in^4
Inertia,lyy =0.9487 in^4
Inertia.Ixy =0.000 in^4
Torsional,J =0,0304 in^4 Y
Modulus,Sx(Top) = 1.378 inA3 Section Diagram
Modulus,Sx(Bot) =2.589 in^3
Modulus,Sy(Left) =0.473 in43
Modulus,Sy(Right) =0.473 in^3
Plastic Modulus,Zx =2.492 in^3
Plastic ModuluS,Zy = 16.794 In^3
Radius,rx =1.269 In
Radius,ry --0.651 in
Bastc Properties of Shapes in Section:
Sh.No. Shape Factor Width Height Xo Yo Ax Ixx lyy
in In in in in^2 104 in^4
1 Unequal L 1 2.00 4.00 14.6U -1.60 1.12 1.004 0.30
2 Unequal L 1 2.00 4.00 15.39 -1.61 1.12 1.804 0.30
Additional Properties of Shapes in Section:
Sh.No. Shape J Sx Sy Zx Zy rx ry
104 tn^3 In^3 In^3 In^3 in in
1 Unequal L 0.0152 0,6905 0.1859 1.246 0.533 1.269 0.517
2 Unequal L 0.0152 0.6905 0.1859 1.246 0.533 1.269 0.517
Summary of Properties
Sh.No. Section Width Height Xo Yo Ax ixx lyy
in in in in in^2 In^4 in^4
1 KShapel 4.014 4.01 14,995 -1.605 2.24 3.607 0.949
WELCOME RAMP CALCS-IBC Page 35
c c �
Calculation Procedure
1) Closed Shapes:
The geometric properties for closed shapes are computed by using the Polygon:method.
All closed shapes are represented by closed polygons. Curvilinearand circular shapes or
edges are represented by several straight line segments.The properties the overall shape
are computed by geometric summation of the properties or a trapezoid defined by
projection of consecutive points of the cross-section onto the x-and y axis.
2) Open Shapes:
The geometric properties for open(thin walled)shapes are computed by using the Poiyline
method. All open shapes are represented by polylines. Curvilinear and circular shapes nr
edges are represented by several straight line segments.The properties the overall shape
are computed by geometfic.summation of the properties of a line defined by.prnjection of
two consecutive points of the cross-section on to the x and y axis
For details refer to thr User's Manuel
�i�,.•
DGU g" F �; cs.' C% ir�GG'.� T/�:/ ON
G OA v= /U7�SF;Y 3•5 'X3•sI - 13l1 r6
AG40VVA6'1, F
TRY 8yX 8" St o,t 0/9 fJ sPh��u/ r lyI/Ib�6�r;�=
�'•� "� i.J�v �'" r �?
WELCOME RAMP CALCS-IBC Page 36
� J t
i
Loos= 107j3.s�=
S C 3�y.sl )( 3•S'xiz) y
CISE 2 - �• 781" TG'BF5 ST,9c :�Z"
WELCOME RAMP CALCS-IBC Page 37
1 • L
Section:Section1
Section Properties: Y
1.781
Number of Shapes =2 0.e91 +❑.ear
Total Width = 1.781 in
Total Height =3.562 in
Center,Xo =0.00 in m
Genter.Yo =0.00 in
I
X-har(Right) =0:891 in Y
X-bar(Left) =0.891 in X m X
Y-bar(Top) =1.781 in
Y-bar(Bot) = 1.781 in
m
Equivalent Properties:
Area,Ax =1.656 in^2
Inertia, Ixx =2.074 inA4 J.1
Inertia,lyy =0.7612 in^4
Inertia, Ixy =0.000 in^4 I
Torsional,J = 1.2688 in^4 Y
Modulus, Sx(Top) = 1.164 in^3 Section Diagram
Modulus,Sx(Bol) = 1.164 In^3
Modulus,Sy(Left) =0.855 in^3
Modulus,Sy(Right) =0.855 in"3
Plastic Modulus,Zx = 1.568 in^3
Plastic Modulus,Zy = 1.029 inA3
Radius,rx = 1.119 in
Radius,ry =0.678 in
Basic Properties of Shapes in Section:(Local Axis,for n=1)
Sh.No. Shape. Modular Width Height X0 Yo Ax ixx lyy
Ratio(n) In in in In In^2 in^4 in^4
1 Tube 1.00 1.781 1,781 0.00 -0.891 0.828 0.3806 0.3806
2 fube 1.00 1.781 1.761 0.00 0.89 0.828 0.3806 0.3806
Additional Properties of Shapes in Section:(Local Axis, for n=1)
Sh.No. Shape J Sx-Top Sy-Right Zx Zy rx ry
in^4 In13 in^3 in^3 in^3 in in
1 Tube 0.6344 0.4274 0.4274 0.5144 0.5144 0.678 0.678
2 Tube 0.6344 0.4274 0,4274 0.51" 0.5144 0.678 0.678
Summary of Section Properties
Sh.No. Section Width Height Xo Yo Ax ixx Iyy
in in In in in^2 In^4 in^4
1 Sectlon-I 1.781 3.562 0.00 0.00 1.656 2.074 0.7612
WELCOME RAMP CALCS-IBC Page 38
Calculation Procedure
1) Closed Shapes:
The geometric properties for closed shapes are computed by using the Polygon method.
NI closed shapes are represented by closed polygons. Curvilinear and circular shapes or
edges are represented by several straight line segments.The properties of the overall
shape are computed by geometric summation of the properties of a trapezoid defined by
projection of two consecutive points of the cross-section on to the x and y axis.
2) Open Shapes.-
The geometric properties for open (thin walled)shapes are computed by using the Polyline
method. All open shapes are represented by polylines. Curvilinear and circular shapes or
edges are represented by several straight line segments.The properties of the overall
shape are computed by geometric summation of the properties of a line defined by
projection of two consecutive points of the cross-section on to the x and y axis
For details refer to the User's Manual
WELCOME RAMP CALCS-IBC Page 39
d 4 �
WELCOME RAMP, INC.
STRUCTURAL ANALYSIS
Manufacturer Information - Planks
WELCOME RAMP CALCS-IBC Page 40
1 G
C
r
n
0
o TRACTION TREAD LOAD TABLES
Pt_ArJ Ki^I U
Plank Description
Plank: Traction Tread
Width: 12"
Guage: 13 GA
2 Channel Height 1 1/ "Channel Height
Se: 0.27 In"3 Se: (1.174 In"3
Mmax: 5335 lb-in Mmax: 3438 ib4n
2"Channel Height
2'-0 3'-0 4'-0 9'-0 e`-0 r-0 81-0 91-0 101-0
U 889 395 222 142 99 73 56 44 36
n D 0.057 0.129 0,229 0.357 0.614 0.7 0,915 1.158 1.429
C 889 .593 445 358 298 254 222 198 178
D 0.045 0.103 0.183 0.266 0.412 0.56 0.732 0.926 1.143
cc
1 112"Channel Haight
Z-8 3'-0 4'-0 5'-0 61.0 7'-0 81-0 9'-0 10'-0
U 573 255 .143 92U 64 47 36 28 Z3
D 0.07 0.167 0,279 0.438 0.627 0.854 1.115 1.411 1.742
C 573 382 281 229 191 164 1431 127 115
O 0.056 0.125 0.223 0.348 0.502 0.683 0.8921 1.129 1.3 44
Notes: n
U=Uniform Load,psf 0 In
C=Concentrated Load,psf
D=Deflection,in.
1.)Allowable loads are based on the latest esdllion of AISi, 1986 Edition w/12/11/89 Addendum.
2.)This table is a theoretical calculation of the allowable loads and deflections for the specified spans.T'nere are ny test-juiu
to verify the"actural load carrying capabilities.This table should be used as a reference only.
3.)loads and deflections are based on side channel deflection only,and does not account for strut loading of the.grating surface.
Y�a
4 �
r
n
0
t TRACTION TREAD LOAD TABLES
STf�i[ZS
3 Plank Description
~v Plank: Traction Tread
Width: 12"
Guage: 11 GA
2"Channel Height 1 112"Channel Height
Se: 0.541 in"3 Se: 0.331 In"3
Umax: 10690 lb-In Mmax: 6541 lb-in
2"Channel Height
2'-D X-0 4'-0 5-0 6'.0 7'-0 8'-0 9'-0 10'-0
U 1782 792 li 445 285 198 145 111 88 71
D 0.028 0.064 . 13 0.171 0,254 0.346 0.452 0.572 0.706 /
n C 1782 1188 891 713 594 509 445 396 356 i
y D 0.023 0.051 0.09 0.141 0.203 0.277 0.362 0.45e
r
n
c(I 1112"Channel Haight
2'-0 3'-0 4'-0 9-0 61-0 T-0 81-0 91-0 101-0
n U 1090 4841 273 174 121 89 681 54 44
D 0.035 0.079 0.14 0219 0.315 0.429 0.561 0.71 0.876
C 1090 727 645 4361 3631. 3111 2T31 242 218
D 0.028 0.063 0.1121 0.11751 0.2521 0.3431 0.449 0.568 0.701
Notes:
U=Uniform Load,psf
C=Concentrated Load,psf
D=Deflection,in.
1.)Allowable loads are based on the latest edition of AISI,1986 Edition w/12/11189 Addendum.
2.)This table is a theoretical calculation of the allowable loads and deflections for the specified spans.There are no lest results
to verify the actural bad carrying capabilities.This table should be used as a reference only.
3.)Lozds and deflections are based on side channel deflection only,and does not account for strut loading of the grating surface.
-o
CD
m
oa
N
S
ALUMINUM MODULAR RAMP SYSTEM CUSTOM CONFIGURATION
BUILDING
298
EX. WOOD
PORCH
SLOPE
1 :12 MAX. -�
30,
REVIEWED FOR CODE
° COMPLIANCE
N o DATE
-�' PERMITS gL=R-12�3
5'x5'
CONCRETE
LANDING
NOTE: CONTRACTOR TO POUR
ALL COMPONENTS OVER ADDITIONAL CONCRETE
30" ELEVATION TO HAVE @ 1 :12 TO THE RAMP MAY 2 1 MOg
42" VERTICAL PICKET TO EXISTING CONCRETE
GUARDRAIL. WALKWAY
CITY OF FORT TOWPJSFNDn
DSO .......,
c a •.U
�C�1G:� j��•� n
19378
CUSTOM CONFIGURATION `��•��.R.L�..�\•••°�
j-
SCALE: 1" = 10' �NA L
FL PY
11 trQ-s /27/20W
NOTES: PROJECT NAME: WELCOME RAMP SYSTEMS INC. DATE:
THE PROPOSED LANDING AND RAMP CONFIGURATION FORT WORDEN STATE PARK 05/19/2009
CAN BE CONSTRUCTED USING STANDARD WELCOME 200 BATTERY WAY BUILDING 298 BY: JOB NUMBER:
RAMP SYSTEMS COMPONENTS: 5'x5' LANDING AND PORT TOWNSEND, WA 98368 SITE PLAN SK -
10' RAMP SECTIONS.
SHEET 1 OF �
Y903 3M
N
wuluu ,V 1 4 ie Rti , i iy Sytitums ,
Inc.
Component A Ramp System for
Safe,
www. welcomerampsystems. com
® s�yo�X�
'T
� G 1J78
•••.�ii.-L���•�'off
•••..........��c�
ngPI1 a- 0 /27/2009
SHEET DESCRIPTION
1 COVER SHEET WELCOME RAMP SYSTEMS INC.
DATE:
2 CONFIGURATION TEMPLATE
3 NOTES & SPECIFICATIONS 12/20/2008
4 TYPICAL PROFILE VIEW ACCESS RAMP BY: JOB NUMBER:
5 STAIR DETAILS & DETAILS 1-7 COVER SHEET CG/JSDB 0810.03.2
SHEET 1 OF 5
3
I
1
ALUMINUM MODULAR RAMP & STAIR SYS BEM CONFIGURATION OPTIONS
TYPICAL COMPONENT SIZES
• LANDINGS: 5'x5, 5'x6' OR 7'x7'; CAN BE BOLTED TOGETHER FOR LARGER PLATFORMS
• RAMPS: 4', 8' OR 10' LONG x 48' WIDE: CAN BE BOLTED TOGETHER TO FORM A MAXIMUM 30' RAIAP RUN
• STAIRS: MAX. 7" RISE x 12" TREAD x 48" WIDE
NOTE: WHERE DOOR CLEARANCE ALLOWS, STAIRS CAN BE ADDED TO ANY/ALL OF THE CONFIGURATIONS SHOWN BELOW.
❑ A TYPICAL SINGLE DOOR CONFIGURATION ❑ B TYPICAL SINGLE DOOR CONFIGURATION
I RAMP LENGTH VARIES; MAX. 30' RUN NUMBER OF RISERS/TREADS VARIES
I
2006 IBC COMPLIANT
1. ANSI Al 17.1-2003 COMPLIANT
❑ C TYPICAL DOUBLE DOOR CONFIGURATION El TYPICAL TWO COMMON LANDING CONFIGURATION 2. MAX. RAMP SLOPE = 1:12
i
RAMP LENGTH VARIES; MAX. 30' RUN RAMP LENGTH VARIES: MAX. 30' RUN 3. MAX. CROSS SLOPE = 2%
4. MAX. STAIR RISE = 7"
+ t T 5. 100 PSF LIVE LOAD
6. DOOR CLEARANCE PER ANSI 404.2.4.1
TI — 7. STANDARD 3 LINE RAIL FOR COMPONENTS
1 IA) DITIOJNA.L f AMF' QP STAIR 1 30" OR LESS, GRADE TO WALKING-.SURFACE
LI— — — -I- — — — 1 OF RAMP, LANDING OR STAIR
8. 42" VERTICAL PICKET GUARDRAIL FOR
I 1 M-w--✓
COMPONENTS OVER 30"
❑ E TYPICAL INTERMEDIATE LANDING CONFIGURATION ❑ F TYPICAL SWITCHBACK CONFIGURATION 9. GRASPABLE CONTINUOUS HANDRAIL AT 36"
RAMP LENGTH VARIES; MAX. 30' RUN RAMP LENGTH VARIES; MAX. 30' RUN 10. HANDRAILS TO EXTEND 12" HORIZONTALLY
OVER WALKING SURFACE AND RETURN TO
WALL OR RAIL COLUMN.
T -
11. RAMP AND RAILINGS TO HAVE CURBS WHICH
.u,ll DO NOTRE ALLOW
ALP POSITION OF 4" SPHERE
PHSPHERE ES
WITHIN 4" OF THE WALKING SURFACE
S I iI!i
12. FOOTING INFORMATION:
_f 2"x12"x12" P.T. WOOD PAD REQUIRED UNDER.
i FT PA..D ALL ADJUSTABLE LEGS EXCEPT AT THE "U" IN
'YR 'i 5"x t PVC *' ( -. ...._I THE SWITCHBACK CONFIGURATION WHERE A
❑ G CUSTOM CONFIGURATION POLY6VULC. PVC PAD ISPRREEQuRED 16"x16"
SEE ATTACHED SHEET (SEE CONFIGURATION "F")
WELCOME RAMP SYSTEMS INC. DATE: -
10/25/2007
ALUMINUM MODULAR BY: J08 NUMBER:
CONFIGURATION TEMPI.-ATE cc/sK _ -
SHEET 2 OF 5
i
GENERAL NOTES AND SPECIFICATIONS
THESE PLANS AND SPECIFICATIONS ARE NOT VALID FOR ANY OTHER PROJECT.
12"x 1 "xg" FILLER ANGLE. THE RAMP SYSTEM, STAIRS ANO PLATFORM HAVE BEEN DESIGNED TO MEET THE .2003 IBC
PLACE ENDS UNDER TREAD REQUIREMENTS. THE DESIGN LOADING CRITERIA IS 100 PSF LIVE LOAD.
HOLD00'�dN ANGLE TO SECURE
IN PLACE. RAMP DESIGN LIMITS: THE SLOPE SHALL BE 1:12. THE MAXIMUM CROSS SLOPE SHALL BE 2%. THE
MAXIMUM RUN SHALL BE 30'. THE MAXIMUM HEIGHT WITHOUT ADDITIONAL ENGINEERING JUSTIFICATION
SHALL BE 48" FROM THE PLATFORM TO FINISHED GRADE.
-- THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH ALL OSHA AND STATE LABOR AND
INDUSTRIES STANDARDS. CONTRACTOR ASSUMES FULL RESPONSIBILITY AS TO THE CONDITION OF THE
- STRUCTURE AND RELATED SYSTEMS.
-- PLANKING
{ ------ --r�� THIS DESIGN IS LIMITED TO GS METALS PLANKING MATERIALS.
RAMP: — ALL PLANKING SHALL BE 13 GA. 12"W x 1 1/2" DEEP.
T—SHAPE PLATFORM: ALL PLANKING SHAD- BE 13 GA. 12" W x 1-1/2" D. SEE PLAN FOR LENGTH.
T—SHAPE EXTRUSION ENO 1�4" TRACT"ION
EXTRUSION PLATE ~ TREAD STAIRS: ALL PLANKING SHALL BE i i GA. 12"1N x 2" DEEP.
ENO PLATE PLANK LEGS
SECTION A LEVELING FEET ASSUMED TO BE PLACED ON SUITABLE FIRM BEARING GROUND.
RAMP CONNECTIOF: LEG MATERIAL SHALL BE 1-1/2" SQ"X .120" AL.TUBING.
SCALE: 3"=1'
j LEG POCKETS SHALL BE 1.781" SOX .125" AL. T i8?NG.
I ADJ. BOLT - 3/8" X 2-1/4" GRADE 5 CAP SCREW W/NYLON LOCK NUT, ZINC PLATED
t t
ALUMINUM
E THE 1—1/2" AL. HANDRAIL SHALL BE 6063—T5 WITH A YIELD STRESS OF 16 KSI. ALL OTHER
I--=—I ALUMINUM PARTS SHALL BE 6061—T6 ALUMINUM WITH A YIELD STRESS OF 35 KSI,
AL_ VERT" HAND RAIL ,I
12"x i zx.125 SO. SECTION B WAND RAILS
12" LONG 11"xl°"x.1 " RAMP SUPPORT RAIL STAIRS AND RAMPS: USE 1-1/2" SQ. X 5/32" THICK WALLED TUBING FOR POSTS AND HORIZONTAL
8 g 25 SQ. -
TUBE INSERT. WELD TO SALE: 3"=1' RAILS EXCEPT THE TOP i -1/2" ROUND NAND RAIL.
4"x4"x}" AL. BASE PLATE STANDARD HANDRAIL (W/O PICKETS) IS ALLOWED ON FINISHED PLATFORM HEIGHTS OF 30" AND LESS.
ALL PLATFORM HEIGHTS ABOVE 30" SHALL USE PICKET STYLE HANDRAILS.
I a"x2" AL. FLAT BAR THAT PLATFORM: USE 1-1/2 SO, X 5/32" THICK WALLED TUBING FOR POSTS AND ALL HORIZONTAL RAILS.
CONNECTS RAMP STRINGERS
HEIGHT- TOP OF GRIPPING SURFACES OF HANDRAILS SHALL BE 34 INCHES MINIMUM AND 38 INCHES
MAXIMUM VERTICALLY ABOVE WALKING SURFACES.
"x i�" AL. PLATE WELDED TO 1/4" /—TRACTION
EXTRUSION TO MAKE CONTINUOUS --I TREa.D WELDING
I L SHAPE 1= / PLANK ALL WELDING SHALL BE BY A CERTIFIED WELDER AND IN ACCORDANCE WITH ANSI/AWS DI-2 CODE.
_ WELD SIZES SHALL BE EQUAL OR BETTER THAN THE ELEMENT BEING WELDED, WELD ALL AROUND
UNLESS OTHERWISE NOTED. CARE SHALL BE TAKEN TO AVOID EXCESS WARPING OF WELDED
10
i I 1 ELEMENTS.
t BOLT
ALL. BOLTS SHALL BE ASTM A325, OR GRADE 5 ZINC PLATED, UNLESS OTHERWISE SPECIFIED.
I _ i PROVIDE LOCKING WASHERS UNDER ALL NUTS AND ANCHOR BOLTS UNLESS OTHERWISE SPECIFIED.
TECH SCREWS: ZINC PLATED #1 Ox i} SELF TAPPING.
SHOP DRAWINGS
SECTION C IT IS RECOMMENDED THAT SHOP DRAWINGS BE PREPARED BY OR APPROVED BY THE ENGINEER OF
RAMP END TRANSITION END LEG RECORD.
SCALE 3"=t' SECTION D
PLATFORM SUPPORT RAIL FREE—STANDING
SCALE: 3"=I' WELCOME RAMPS, PLATFORMS, AND STAIRS ARE DESIGNED TO BE FREE STANDING.
WELCOME RAMP SYSTEMS INC, DATE:
�y 06/19/2007
ACCESS RAMP BY: JOB NUMBER:
NOTES �c SPECIFICATIONS Gc/Js —
SHEET 3 OF 5
E
i
i
3_X I-1/2"X.125" AL.
PLATE W/TECH
SCREWS FOR
ALIGNMENT
�! i S" BRACKET W/TECH
Io SCRE1,16
�-12"m TYP} 12 S0. TUBE, a'"
I THICKNESS. 6063 T6
l2'xl2'xJ" (TYP) 3-3/4" a
'-_---
GPnotJaL
g ADDITIONAL S'X5'
--..-- - -
SEE SECTION C `—SEE DETAIL 5
TYPICAL PROFILE VIEWI�WITH STANDARD RAIL
SCALE:
3'•X 1-1/2"X.125'• AL.
SEE GE'+AIL 7 FOR PLATE W/"+ECH
r_ONNECnON DETAIL SEE DETAIL 3 SCREWS FOR
PICKET FOR HANDHOLD ALIGNMENT
12 50., SUPPORT RAIL. ` s' OR 10' LENGTH
_.__� —T
THICK. 60631*6 3 HOLES PER
D SUPPORT, TYP
J"DIA. GRADE ----
5 ZINC
42.0000
12'"x 1 2'"x.125 AL. ANGLE
HOLD DOWN FOR TREAD. I
BOLT AT MIDDLE AND ON I
ENDS THROUGH
L-SHAPE. 1'y' GP,AOE 5
BOLTS. ` I ----- _
1:12 = SLOPE. TYP.
SEE SECTION C — --- r QNAL OPTIONAL
13) ADCLS'x5'
- e
Ir
® r ( •4'-1T" FOR 10' RAMP SECTION ^�
3'-i 1" FOR &' RAMP SECTION
SEE DETAIL 5
ZWELD EXTRUDED T-BAR SHAPE ON ENDS \_12"'xI2"'x_120" SO. TUBE_ CROSS
(2) �" BOLTS.--/ OF EACH RAMP SECTION MEMBER IN MIDDLE OF EACH RAMP
SPACE 2" APART ON CENTER, USE (3) (GRADE 5) '•�" EQUAL SPACED SECTION. WELD TO LEG POCKETS AND
TYP OF ALL HANDRAIL ANCHORS. DOLTS WHEN .JOINING RAMP SECTIONS BOTTOM OF EXTRUDED L-BAR SHAPE.
TOGETHER.
TYPICAL PPOPI E VIEW (INSTALLED WITH GUARDRAIL)
WELCOME RAMP SYSTEMS INC. DATE:
C ` 06/19/2007
ACCIESS RAMP BY: JOB NUMBER:
PLATFORM CG/Js 7 -
SHEET 4 0F ji
(3) 1/2 0 BOLTS EQUALLY
SPACED THRU 1/4" X 7" STAIR
END ALUMINUM PLATE INTO
-42" VERTICAL PICKET PLATFORM. 3/8" BOLTS, TYP.
GUARDRAIL w/BALIAS T 5
--� 0._9" 3.4, OR S TREADS PER 12"
TO PREVENT A a' PLATFORM
- SPHERE FROM PASSING HEIGHT VARIES � STAIR. BOLT GAUGE BY � 0'-1
iv THROUGH WHEN OVER _ OTHERS.
t 1" RUN
to 30" ELEVATION
M
HANDRAIL CONNECTION,
23" 16 GA. X a, pETAit 6
47-15f1o" FLAT �-
PLATFORM � GALV. STEEL. TYP.
--•- - 4" LONG X
INSFAL.t. BOLT WITH t" -- �i --t t fa" x 6" ALUaI. -- - 4 ----- Xt-3f4"x.25"
MIN, CLEAR IN _ PLATE CARRIAGE I E 7" RISE AL.
f
c SCREWS INTO POST. WELD
t•--- ANGLE WITH (2) 3/8" TACK
STRINGER PLATE
N SEE DETAIL 7 - 7" RtS_ —.--- -
AROUND HOLE. (Tl'P.) � LEVELING FOOT --
HANDRAIL TO ANGLE ALL
DETAIL 3 AROUI110.
2"RECEIVER T x 3 TUB BE t ` p DETAIL 2 - STAIRWAY ELEVATION HAN HQLQ
£A
5" LONG (TYP.} SCALE: t f 2"_t' SCALE: i j2"-I'
STAIR PLANK, 1/4" MARGIN, TYP.
2" X 1 2" X tt-- ---- 1
— --- - 2 1/2"
HANDRAIL
DETAIL t - STAIR HAND RAID 1-1/2- At.. ANGLE,
3/1 6" THICK STAIR T` 5/1 6"
SCALE: 1/2"=1'4$•• SCALE; 3"=1'TREAD STIFFENER 1 Aga'{ _--- -
MIN. CLEAR IN ! r-SHAPE EXTRUSION
FRAME WELD TOGETHER
TECH SCREW
o
1-
L 3/8" DIA. THRU
—3/4" THREADED to
OPTIONAL STAIRS ADJUSTMENT BOLT W j NYLON (n C
INSERT LOCK NUT - o
I
SUPPORT `—,- Tn
n POST, TYP I
23" � 4" SO. TYP.
,kw"'
PLATFORM STAIR PLANK, DETAIL 6 u
L)
2" X 12 DETAIL 5" X �_ BRACKET FOR HAND RAIL SUPPORTS
BOLT WITH 1" LEVELING FOOT
`—\ SCALE: 3"=t'
STRINGER PLATE �� t�
4_ __"
AROUND HOLE. (TYP.) - -> 4 a
2" x 2" x 3/16"
RECEIVER TUBE -- fl
5" LONG (TYP.) ------
1/4" MARGIN, TYP. `- J-- -- -- S CLOSED RISERS
i i" EACH <
1—
DETAIL 4 - STAR HAND RAIL 1-1/2" Al. ANGLE, SPEEDRAIL �-
SCALE: t/2"=t' 3/16" THICK STAIR 4" HANDRAIL TIE
TREAD STIFFENER t
DETAIL 7 ` 4*-0-
HANDRAIL CONNECTION!
SCALE: 3"=I'
LANDING WIT14 STAIR PLAN
WELCOME RAMP SYSTEMS i,','C. DATE:
07/10/2007
A E S F? h�P BY: JO7 -B NUMBER:
STAIR DETAILS DETAILS 1 - 7 CG/JS -
SHEET 5 OF 5
t
p�QORT>p�y BUILDING PERMIT
� ss
City of Port Townsend
Development Services Department
�WAStn`-
250 Madison Street,Suite 3,Port Toi%nsend,WA 98368
(360)379-5095
Project Information Permit# BLD09-083
Permit Type Commercial Miscellaneous Project Name Fort Worden (Bldg 298)
Site Address BLD 298 FORT WORDEN Parcel# 101351001
Project Description
Install ADA Ramp
Names Associated with this Project License
Type Name Contact Phone# Type License# Exp Date
Applicant Washington State Parks
Owner Washington State Parks
Contractor Centennial Contractors O - CITY 008285 12/31/2009
Ent. Inc.
Contractor Centennial Contractors O STATE centecc004kk 05/16/2010
Ent. Inc.
Fee Irrformatioir Project Details
Project Valuation S20.000.00 Entered Bid Valuation 20,000 DOLL
Plan Revicw Fee 208.81 Units: Heat Type:
PLAN REVIEW DEPOSIT 50 50.00 Bedrooms: Construction Type:
PLAN REVIEW REFUND 50 -50.00 Bathrooms: Occupancy Type:
State Building Code Council Fee 4.50
Technology Fee for Building Permit 6.43
Building Permit Fee 321.25
Record Retention Fee for Building 10.00
Permit
Total Fees S 550.99
Ca11385-2294 by 3:00pm for next day inspection.
Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180
days. Work is verified by obtaining a valid inspection.
The granting of this permit shall not be construed as approval to violate any provisions of the PTMC'or other laws or regulations. I certify
that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. l further certify
that I am the owner of the property or auiliorized agent of the owner.
Print Name V' Y`y FV'UV\c—�� Date Issued: 06/02/2009
Issued BN: FSLOTA
Signature Date C�—O`s-�^ Date Expires: 1 I/29/2009
pORTTO�y CONSTRUCTION PROGRESS RECORD
sz CITY OF PORT TOWNSEND
0
9� WA Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
POST THIS CARD IN A SAFE,CONSPICUOUS LOCATION.PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF
BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY.STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE.
PARCEL NO. 101351001 PERMIT NO. BLD09-083 ISSUED DATE 06/02/2009 EXPIRATION DATE 11/29/2009
ADDRESS BLD 298 FORT WORDEN CONSTRUCTION TYPE OCCUPANT LOAD
OWNER WASHINGTON STATE PARKS & PROJECT DESCRIPTION Install ADA Ramp
CONTRACTOR CENTENNIAL CONTRACTORS ENT. INC. LENDER
INSPECTION INSP DATE COMMENT INSPECTION INSP DATE COMMENT
FRAMING
FINAL BUILDING
MISCELLANEOUS
TO REQUEST AN INSPECTION CALL (360) 385-2294.
INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION.
of go )off
City of Port Townsend Invoice
Development Services Department
250 Madison Street,Suite 3,Port Townsend,WA 98368 Date 02-JUN-09
(360)379-5095 Invoice# 874
WASHINGTON STATE PARKS&
RECREATION COMMISSION
OLYMPIA WA 98504-2650
Application No BLD09-083
Project: Fort Worden(Bldg 298)
Application Type Commercial Miscellaneous
Parcel# 101351001
Subdivision: Block/Lot
Site Address: BLD 298 FORT WORDEN
Description Fee Amount Paid/Credit Balance Due
Plan Review Fee $208.81 S0.00 $208.81
PLAN REVIEW DEPOSIT 50 S50.00 So.00 S50.00
PLAN REVIEW REFUND 50 -S50.00 $0.00 -$50.00
State Building Code Council Fee $4.50 S0.00 S4.50
Technology Fee for Building Permit S15A3 S0.00 $6.43
Building Permit Fee $321.25 $0.00 $321.25
Record Retention Fee for Building Permit $10.00 S0.00 S10.00
Total Fee Amount. S550.99
Total Paid/Credits: S0.00
Balance Due: $550.99
Payment due within 30 days
Page 1
Development Services
QoarToffy 25O Madison Street;.Suite,3.-
�' Pot Townsend 1NA 98368
Phone: 360-379-,5095
9 = . Fax: 360-344'4619
W, www.cityofpt.us
Commercial Building Permit Application
Project Address &Zoning District: Legal Description (or Tax#): Office..Use Only
gq8 47-ex y 4d411 o Addition: Permi
Block: �'iCg-
Parcel # 1013 S-1D 01 Lot(s) Associated Permits:
Project Description:
> Applications accepted by mail must include a check for initial plan review fee of$150
See the"Commercial Building Permit Application Checklist" for details on
plan submittal requirements.
Property Owner: Lender Information:
Name: ,S WiT6 llaxztS Lender information must be provided for projects
Address: 7/,j� L�l�i9N� . I�LI/D �5 over$5,000 in valuation per RCW 19.27.095.
City/St/Zip: (rt/d. Name:
Phone: D
--�� Project Valuation: $ NOGG
Emai1:94934- ll, G4/1'12W-0 iC • �;14 ��.
Construction Typ N u
Contact/Representative: l
Occupancy Rating I
Name: 'USS �,/E/S/r.�c'f(>,�,, it 11 I i AY i 1 2009
Address: Building Inform ition Lestrooms--
square feet):
City/St/Zip: /�,•{'T T�w �f1 1s`floor
UWN
CITY OF PORE-T SEND
Phone: 3j60-- 5eIV' ! `f�,� 2nd floor I Deck(s): DSD
Email: kS_S,� /j/�,F/ j �'�4',�i(�S 1�14.�5101/ 3rd floor Storage.-
Basement: Is it finished? Yes No
Contractor:
Other:
Name: /�/j'�if/�,Lr'� (�/?�ViSL�G / ;/�� New ❑ Addition ❑ Remodel/Repair❑
Address:,5/�_3 _ ,C//�/�; �eJ Change of Use ❑
City/St/Zip: �/ Z7 (d 4,
Phone:
Total Lot Coverage (Building Footprint):
Email:
State License#:(°�/1iT� (�''Exp: 5 �q� Square feet:
Impervious Surface:
City Business License#: 00A9 28'5_
Square feet:
I hereby certify that the information provided is correct, that I am either the owner or authorized to act on behalf of the owner
and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code.
Print Name: > /i f✓U
Signature: Date: '
COMMERCIAL BUILDING PERMIT APPLi%;ATION
CHECKLIST
This checklist is for new construction, additions, and remodels
❑ Commercial building permit application.
❑ Non-Residential Energy Code forms: * Lighting � Mechanical � Envelope
❑ Three (3) sets of plans with North arrow and scaled, no smaller than '/4" = 1 foot:
❑ Title Page/Cover Sheet:
1. Project identification
2. Project address, legal description, location map, tax parcel number(s)
3. All design professionals identified including addresses and phone numbers
4. Name, address, and phone number of person responsible for project coordination
5. Design criteria, including occupancy group, construction type, allowed floor area vs.
proposed, occupant loads, height and number of stories, deferred submittals, etc.
6. Designate compliance with all applicable codes
❑ A site plan showing:
1. Legal description and parcel number (or tax number),
2. Property lines and dimensions
3. Setbacks from front, sides and rear in accordance with a pinned boundary line survey
4. On-site parking and driveway with dimensions
5. Street names and any easements or vacations
6. Location and diameter of existing trees
7. Utility lines
8. If applicable, existing or proposed septic system location
9. Delineated critical areas boundaries and buffers
❑ Foundation plan:
1. Footings and foundation walls
2. Post and beam sizes and spans
3. Floor joist size and layout
4. Holdowns
5. Foundation venting
❑ Floor plan:
1. Room use and dimensions
2. Braced wall;panel locations
3. Smoke detector locations
4. Attic access
5. Plumbing and mechanical fixtures
6. Occupancy separation between dwelling and garage (if applicable)
7. Window, skylight, and door locations, including escape windows and safety glazing
❑ Wall section:
1. Footing size, reinforcement, depth below grade
2. Foundation wall, height, width, reinforcement, anchor bolts, and washers
3. Floor joist size and spacing
4. Wall stud size and spacing
5. Header size and spans
6. Wall sheathing, weather resistant barrier, and siding material
7. Sheet rock and insulation
8. Rafters, ceiling joists, trusses, with blocking and positive connections
9. Ceiling height
10.Roof sheathing, roofing material, roof pitch, attic ventilation
❑ Exterior elevations with existing slope of the land in relation to all proposed structures
❑ If architecturally designed, one set of plans must have an original signature
❑ If engineered, one set of plans must have one original signature
❑ For new dwelling construction, Street & Utility or Minor Improvement application
To Point Wilson j
~ lighthouse j
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Extra i ❑ 5 ° �. 297q ,r144,
i'•, emina �F nr+ q Marine
wOfkshop �34 +t Gym h�h" `tilg a.r 298 a " Science
parking r Vic;"q Go rd N
"J Center
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`--�:+ m �" �p5( �+";,:tl ror;, r 4,w.i'ita!.f.?iF� OBIiSS
.s.4 L� � ,a� tS.�ltrri Vista
C flee Cti �' Alexanders
352❑ � 32 s:;tvY4ro" ti. S Common
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NOT. Cei e4w.,..;•;u ,,r:.- �.
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volunteer
f parking 9 C�
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fEort
Centrum Parking O8 ijs Z
PrOdUCtIOn a;,[ R� Info/ _ A Orde U Dorm 225
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z
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' o ? 26 9r Green Joseph F. CENTRUM I FORT WORDEN STATE PARK �) }
Wheeler Theater a c
w rr,;i{rGzlhvA'i.1.t!`�i Tennis
McCurdy Pavilion Centennial T Courts Parade Grounds f;
Rhododendrons
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9 '�l�r,t{'f%ti+h�}�+.Fw q k'��t,�fa'u 1 1 10� yr Y..Lz%u'yr, t1 .C'a�;'p;vrrd; ❑ �.�Hh w k N
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Look Up a Contractor. Elec' 'an, Plumber or Elevator Professional -rise Detail Page 1 of 2
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General/Specialty Contractor
A business registered as a construction contractor with LEd to perform construction work
within the scope of its specialty. A General or Specialty construction Contractor must
maintain a surety bond or assignment of account and carry general liability insurance.
Business and Licensing Information
Verify Workers' Comp Premium Status Check for Dept. of Revenue Account
Name CENTENNIAL CONTRACTORS UBI No. .) 601778685
ENT INC
Phone No. (703) 287-0000 Status ACTIVE
Address 8500 LEESBURG PIKE #500 License No. CENTECE004KK
Suite/Apt. License Type CONSTRUCTION
CONTRACTOR
City VIENNA Effective 5/12/2000
Date
State VA Expiration 5/16/2010
Date
Zip 22182 Suspend Date
County OUT OF STATE Specialty 1 GENERAL
Business Type Corporation Specialty 2 J, UNUSED
Parent
Company
Business Owner Information Hide All
Name Role Effective Date Expiration Date
SWEETSER, W M JR 01/01/1980
WASCHITC, JACK 01/01/1980
C T CORPORATION SYSTEM AGENT 01/01/1980
Bond Information
Bond Bond Effective Expiration Cancel Impaired Bond Received
Bond Company Account Date Date Date Date Amount Date
Name Number
2 FEDERAL 81452376 12/14/2001 Until $12,000.00 05/16/2002
INS CO I Cancelled
littps://fortress.wa.gov/lni/bbip/Detall.aspx 5/21/2009
inook Up a Contractor. Elec' 'an, Plurnber or Elevator Professional Anse Detail Page 2 of 2
Insurance Information
Company Policy Effective Expiration Cancel Impaired Amount Received
Insurance Name Number Date Date Date Date Date
9 PHOENIX CO125D385509 05/01/2008 05/01/2010 $2,000,000.00 04/29/2009
INS CO
TRAVLERS
8 INDEM CO CO125D385507 05/01/2007 05/01/2008 $2,000,000.00 05/01/2007
OF AMER
TRAVELERS
7 INDEMNITY DTC0126D1658 05/01/2006 05/01/2007 $2,000,000.00 04/28/2006
CO
TRAVELERS
6 INDEMNITY DTC0126D1658 05/01/2005 05/01/2006 $1,000,000.00 05/10/2005
CO OF
AMER
TRAVELERS
5 INDEMNITY DTC0126D1658 05/01/2004 05/01/2005 $1,000,000.00 05/04/2004
CO
TRAVELERS
4 INS CO OF CO126D16580305/01/200305/01/2004 $1,000,000.00 04/30/2003
AMER
About L&I I Find a job at L&I I Site Feedback Toll-free Numbers
A11':"lntr lun` Cc Washington State Dept.of Labor and Industries.Use of this site is subject to the laws of the state of Washington
Access Agreement Privacv and security statement Intended use/external content policy I Staff oniv link
.. ,_ s_. ue:,=-<s ,� '-.; _ZT,
https://fortress.wa.gov/]ni/bbip/Detall.aspx 5/21/2009
I
t OE PORT Told
o o Receipt Number. 09-0527
ttyRece.tp dDate` 07/10/20094 ` :-r Cashier �SFOSTER yy 3 'Payers vee�Name'x XWASHINGTON$TA;T PARKRWAAR, ME
TOO,�:� _" �fl '-•:
k -".' �`.: •"s-. �� �g-," �gc " `'S�.",s„n,,s,.s� '
k
?ermrt#�,�� ' Parcel Fee Description 1 ���K �=Amount �` Patd y � Balance �
BLD09-083 101351001 Plan Review Fee $208.81 $208.81 $0.00
BLD09-083 101351001 State Building Code Council Fee $4.50 $4.50 $0.00
BLD09-083 101351001 Technology Fee for Building Permit $6.43 $6.43 $0.00
BLD09-083 101351001 Building Permit Fee $321.25 $321.25 $0.00
BLD09-083 101351001 Record Retention Fee for Building Per $10.00 $10.00 $0.00
Total: $550.99
Receipt
Paymenf Check g Payment
Method Numbe[ £ Amounts
-
CHECK 187485P $550.99
Total: $550.99
genpmtrreceipts Page 1 of 1
PAYMENT IS FROM WASHINGTON STATE �' F 'ITTANCE ADVICE
PARKS AND RECREATION COMM --4650 x
QUESTIONS? CALL (360) 586-6621 VENDOR COPY
�869*,�l
PAYEE VENDOR NUMBER BATCH WARRANT# PAYMENT DATE
CITY OF PT TOWNSEND M3-754 187485P 07 08 2009
INV DATE INVOICE#- MESSAGE ACCOUNT#PAYMENT ID DOCUMENT# AMOUNT
06 22 09 908 PERMIT BLO09-083 002583 550.99
550.99
OF PORT TOh
y� City of Port Townsend Invoice
Development Services Department
Date: 22-JUN-09
9� w 250 Madison Street,Suite 3, Port Townsend,WA 98368
(360)379-5095 Invoice# 908
WASHINGTON STATE PARKS&
RECREATION COMMISSION
OLYMPIA WA 98504-2650
Application No BLD09-083
Project: Fort Worden(Bldg 298)
Application Type Commercial Miscellaneous
Parcel# 101351001
Suhdivision: Flock/Lot
Site Address: BLD 298 FORT WORDEN
Description Fee Amount Paid/Credit Balance Due
Plan Review Fee S208.81 S0.00 S208.81
State Building Code Council Fee S4.50 S0.00 S4.50
Technology Fee for Building Permit S6.43 $0.00 $6.43
Building Permit Fee S321.25 $0.00 S321.25
Record Retention Fee for Building Permit S10.00 S0.00 S10.00
Total Fee Amount: S550.99
Total Paid/Credits S0.00
Balance Due: $550.99
F-®
JUL 0 6 2009
pt
Page 1
QORT ro BUILDING PERMIT
% City of Port Townsend
Development Services Department
�WASte`-
250 iIN7adison Street,Suite 3, Port Townsend,NVA 98368
(360)379-5095
Project Information Permit # BLD09-083
Permit Type Commercial Miscellaneous Project Name Fort Worden (Bldg 298)
Site Address BLD 298 FORT-WORD-EN Parcel# 1-01351001
Project Description
Install ADA Ramp
Names Associated with this Project License
T.,pe Name Contact Phone# Type License # Exp Date
Applicant Washinoton State Parks
Owner Washington State Parks
Contractor Centennial Contractors O CITY 008285 12/31/2009
Ent. Inc.
Contractor Centennial Contractors O STATE centece004kk 05/16/2010
Ent. Inc.
Fee Information Project Details
Project Valuation S20.000.00 Entered Bid Valuation 20,000 DOLL
Plan Review Fee 208.81 Units: Heat Type:
State Building Code Council Fee 4.50 Bedrooms: Construction Type:
Technology Fee for Building Permit 6.43 Bathrooms: Occupancy Type:
Building Permit Fee 321.25
Record Retention Fee for Buildinti 10.00
Permit
Total Fees 550.99
JUL U b LUuZI
pURCHAZIe�G
Call 385-2294 by 3:00pm for next day inspection.
Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180
days. Work is verified by obtaining a valid inspection.
The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. 1 certify
that the information providcd as a part of the application for this permit is true and accurate to the best of tm knowledge. I further certify
that I am the owner of the property or authorized agent of the owner.
Print Name Date Issued: 06/02/2009
Issued Br: FSLOTA
Signature Date Date Expires: 12/05/2009