HomeMy WebLinkAbout09168 'PORT TO
CITY OF PORT TOWNSEND
�o DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
Wns CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU
WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 33:OOPM FRIDAY.
DATE OF INSPECTION: LI PERMIT NUMBER:
SITE ADDRESS:
CONTACT PERSON: PHONE:
TYPE OF INSPECTION: ( 'A)
❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED
CORRECTIONS
�_. Ok to proceed. Corrections will be Call for re-inspection before
, checked at next inspection proceeding.
Inspector (C lC t t-4 `vim-- Date / �J
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.
Qoar ro
CITY OF PORT TOWNSEND
�o DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
q`WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU
WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPMFRIDAY.
DATE OF INSPECTION: ri / PERMIT NUMBER: 6 L) a ( "/)L t7 U
SITE ADDRESS: / C) z�
CONTACT PERSON: '1 PHONE:
TYPE OF INSPECTION:
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C it,S
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❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED
CORRECTIONS
Ok to proceed. Corrections will 'ems` IJhx re-insecftu&b ore
—` ,checked at next inspection proceeding.
Inspector i C / - 7' Ld V- Date / S o?
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.
poaTrO�y CONSTRUCTION PROGRESS RECORD
sz CITY OF PORT TOWNSEND
0
wAs 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. 001034026 PERMIT NO. BLD09-168 ISSUED DATE 08/24/2009 EXPIRATION DATE 02/20/2010
ADDRESS 210 24TH ST CONSTRUCTION TYPE V-B OCCUPANT LOAD
OWNER JACKSON CHARLES K PROJECT DESCRIPTION Add 188 sq.ft. non-heated sunroom to existing deck
CONTRACTOR AAWNINGS & SUNROOMS OF DISTINCTION LENDER
INSPECTION nINSP DATE COMMENT INSPECTION INSP DATE COMMENT
FOOTING 1 celk SZbLcri
SETBACKS SURVEY PIN
FRAMING
FINAL BUILDING
,brcK T-1.00rL 'Faeaw+ia6 AC'I( S/U Jos
TO REQUEST AN INSPECTION CALL(360) 385-2294.
INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION.
o�PoarTo� CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
_' =�• INSPECTION REPORT
9� WAS1+"' CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU
WANT THE SPECTIONN. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY.
DATE OF INSPECTION: : a 9PERMIT NUMBER: h� y C�
r SITE ADDRESS:
CONTACT PERSON: PHONE:
TYPE OF INSPECTION: �� �j E ;1 lu.
o adm�`2 6 < • ok Itze-S
f
A / I I
jl�
C_APPROVED ❑ APPROVED WITH ❑ NOT APPROVED
CORRECTIONS
Ok to proceed. Corrections will be Call for re-inspection before
checked at next inspection proceeding.
Inspector il C� � �� Date &/z 6
1
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.
�P°RTT° BUILDING PERMIT
City of Port Townsend
- Development Services Department
�WAS
250 Madison Street,Suite 3,Port Townsend,WA 98368
(360)379-5095
Project Information Permit# BLD09-168
Permit Type Residential - Miscellaneous Project Name New Unheated Sunroom
Site Address 210 24TH ST Parcel# 001034026
Project Description
Add 188 sq. ft. non-heated sunroom to existing deck
Names Associated with this Project License
Type Name Contact Phone# Type License# Exp Date
Applicant Jackson Charles K
Owner Jackson Charles K
Contractor Aawnings & Sunrooms Q- CITY 007816 12/31/2009
Of Distinction
Contractor Aawnings& Sunrooms Q- STATE AAWNII*991D 03/20/2011
Of Distinction
Fee Information Project Details
Project Valuation $4,841.00 Sunrooms and Solariums 188 SQFT
Plan Review Fee 72.31 Units: Heat Type:
PLAN REVIEW DEPOSIT 50 50.00 Bedrooms: Construction Type: V- B
PLAN REVIEW REFUND 50 -50.00 Bathrooms: Occupancy Type:
Building Permit Fee 1 1 1.25
State Building Code Council Fee 4.50
Technology Fee for Building Permit 5.00
Record Retention Fee for Building 5.75
Permit
Total Fees $ 198.81
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 pennit 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. I further certify
that I am the owner of the property or authorized agent of the owner.
����� ` y �N' Date Issued: 08/24/2009
Print Name \-
Issued By: SFOSTER
Signature Date Au%'aq ���7 Date Expires: 02/20/2010
AAwnings & Sunrooms of Distinction, Inc.
`A Family Tradition Since 1928"
/\ (360) 681-2727
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141 Timberline Dr. •Sequim, WA 98382
Reg. #AAWN11*991 DA ='�
o�ponT>o�
yNc Receipt Number: 090699
Receipt,Date 08/24/2009A Cashier SFOSTER PayerlPayee Name JACKSON CHARLES&3JENNIF.ER �x
- ..e"",... q. ';M.
A gmalFeey Amount Fee
r tz
;Permit#Maw 5
� Parcelffn Fee Des rip Amount Patd . : Balance
BLD09-168 001034026 Plan Review Fee $72.31 $72.31 $0.00
BLD09-168 001034026 PLAN REVIEW REFUND 50 -$50.00 -$50.00 $0.00
BLD09-168 001034026 Building Permit Fee $111.25 $111.25 $0.00
BLD09-168 001034026 State Building Code Council Fee $4.50 $4.50 $0.00
BLD09-168 001034026 Technology Fee for Building Permit $5.00 $5.00 $0.00
BLD09-168 001034026 Record Retention Fee for Building Per $5.75 $5.75 $0.00
Total: $148.81
PreviousPayment History -91
a s is & PF
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Recelptu# Receipt�rDate = IT
Fee�DescnPtion AmountPaid Permit#
09-0638 08/07/2009 PLAN REVIEW DEPOSIT 50 $50.00 BLD09-168
low
Pa ent C k"' F?aymerit
Method Numbers m ;Amu t
., " .. - ' ;
CHECK 8958 $ 148.81
Total: $148.81
genpmtrreceipts Page 1 of 1
CITY OF PORT TOWNSEND
11 > PERMIT ACTIVITY LOG
PERMIT# �� — l Cog DATE RECEIVED
SCOPE OF WORK:
DATE ACTION INITIALS
ENTERED INTO CHET
CHECKED FOR COMPLETENESS
Zoning:
Setbacks OK?
Lot Size: = v�
Building Size:
Lot Coverage:
FAR OK? J,
Height OK?
Parking OK?
Critical Area? D
Demo?
Historic Rev?
Notice to Title?
Lots of Record?
Devi )pment Services
QORT TO
of 'may 250 Madison Street,:,Suite,3
U �Z
Port Townsend W; 98368
D Phone: 360-379=5095
Fax 360,=344 4619
9 =
WASV wWW cityofpt-us
Residential Building Permit Application
Project Address: Legal Description (or Tax #): Office Use Only
aln 2.4 1* sT; Addition:
Permit#BLD09,
Zoning: Block:
Associated Permits:
Parcel # pol o3q o2co Lot(s):
Project Description: J"�o�5—(ALt_ ISS 5r- NoN-)1e,4Te0 5uN9'*!) . At-0 aeptjue—
PA&-nYkt - open 6-e69L
> Applications by mail must include a check for initial plan review fee of$150 for projects valued over$15,000.
See Page 2 for details on plan submittal requirements.
Lender Information:
Property Owner/A plic t: " � Lender information must be provided for projects
Name:gt<� k Yennt ,(.k� —40/1 over$5,000 in valuation per RCW 19.27.095.
Address: Z1 p 7J-+ a-k, Name: wl,4
City/St/Zip: P�j
Phone: 31g — 5(p$6 Project Valuation: $ 19117000
r
Email- Building Information (square feet):
1 u floor Garage:
2nd floor Deck(s):
Contact/Representative: 3`d floor Porch (es):
Name:
Basement: is it finished? Yes No
Address: Carport: Other:
City/Suzip: Manufactured Home ADU O
Phone: New Addition Xl Remodel/Repair❑
Email: Heat Type: Electric Heat Pump
Other SF
Contractor: ❑ Same as Owner Total Lot Coverage (Building Footprint):*
Name:A4wfj�_ JUAf`6,m5 o bl4ln' ctlon Square feet: % (p, /V
Address:jy) Tlvn6,6-1►ri,—, 6(� Impervious Surface:*
City/St/Zip: 50�6tUl M Square feet: 7.0(5 *Total existing &proposed
Phone: lPp 1o$(—Z?Z`7 What year was the structure built? IgZa
Email:
If work includes demolition, see Page 2.
State License #:AAWPI)k991 DA Exp: 3 4a 11 Any known wetlands on the property? Y
City Business License #: '181(p Any steep slopes (>15%)? Y
-�17� ; n r--1
I hereby certify that the information provided is correct,that I am either th'e'owner orauthorized to act on behalf of the owner
i. i �r tl t� i Ii ��i
and that all activities associated with this permit will Le in-accorciance_witi�_Statlaws'and the Port Townsend Municipal Code-
Print Name: 8. 4AO ( ucw--'r- n , I
�11 AUG - 7 2009
Signature: Oa e: �_ $
l
Page GToVf2P1'f5/14Y2D:09
D-SD
RESIDEr�. DIAL BUILDING PERMIT APr `ICATION
CHECKLIST
This checklist is for new dwellings, additions, remodels, and garages.
❑ Residential permit application.
0 Washington State Energy &Ventilation Code forms
❑Two (2) sets of plans with North arrow and scaled, no smaller than 1/<" = 1 foot:
❑A site plan showing-
1. Legal description and parcel number(or tax number),
2. Property lines and dimensions
3. Setbacks from all sides of the proposed structure to the property lines in accordance with a
pinned boundary line survey
4. On-site parking and driveway with dimensions
5. If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site
6. Street names and any easements or vacations
7. Location and diameter of existing trees
8. Utility lines
9. If applicable, existing or proposed septic system location
10. Delineated critical areas boundaries and buffers
0 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
0.Exterior elevations (all four) 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
If you are proposing partial or full demolition of a structure that is at least 50 years old, per
Ordinance 2969 Historic Preservation Committee (HPC) review is required. If within the National
Historic Landmark district: $58.00 for full committee review. If outside the National Historic
Landmark district and not on the Historic Register: no fee for HPC Administrative review.
Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels.
Page_2 of 2 - 5/14/2009
OF PORT ToJ
y
�o Receipt Number 0M638
:.
Me
Receipt Date08/07/20309* CashterFFRANKLIN NEI
Payer/Payee Name xJACKSON CHARLES K
J+`zsb y ::'Sa e+i". Szr ';:x .'5. 'fi," SCE .fix`�
r� � � � �� F.�Original Fee Amount ,£s Fee t
.`�3;. 3 ..:..st. s.,. ,r a :� 'Y r � �t *�' *'z Am
Permit#' ; ParcelHFee Descripfion � � ounts Paid s t Balance
r ,...::
BLD09-168 001034026 PLAN REVIEW DEPOSIT 50 $50.00 $50.00 $0.00
Total: $50.00
3
I- k �. 'c
Receipt# Receipt Date ,_ �_ Fee Description= t. Amount Paid Permit# `:
Payments :Check w Payment
,Method r Numbers ' uAmount`
CHECK 8921 $ 50.00
Total: $50.00
genpmtrreceipts Page 1 of 1
�,�� v MnH
ARC H I C T S
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319 s.peabody, suite b;port angeles,wa 98362
360.452.6116/fax 360.452.7064 6 _,
Project: Project No. ri 1
Subject,- ,p f g 5 r
Date: 1,1!, =��1 Sheet I of tr.
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LINDBERG&R MTH
ARCH I -']`S C T S
319 S.Peabody,Suite B.,Port Angeles,WA 98362
360.452.6116/fax 360.452.7064
contact(a,lindarch.com/www.lindarch.com
Project: r 4 :1'I-J ) i )Av. ►J Project No.
Subj ect: �--f•7 +, .ii; By: C005
Date: �,�,� '- 6 0G1 Sheet of
SHEAR WALL SUMMARY
W L H V V/L SW VH- WL/2 POST HOLD DOWN
I/ALLOFIT/FIRMINFO/FORMS/SHEARWAL
A. PLYWOOD OR O.S.B. SHEAR WALLS
1. MAXIMUM SHEAR=250 P.L.F.
USE %"SHEATING—ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 6"
O.C. FOR FRAMING, USE DF NO.2. PROVIDE%" DIAMETER ANCHOR BOLTS AT
32"O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH
END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS.
2.. MAXIMUM SHEAR=315 P.L.F.
USE%"SHEATING—ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 5"
O.C. .FOR FRAMING, USE DF NO.2. PROVIDE %"DIAMETER ANCHOR BOLTS AT
32"O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH
END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS.
3. MAXIMUM SHEAR=375 P.L.F.
USE W SHEATING—ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 4"
O.C. FOR FRAMING, USE 3X DF NO.2. PROVIDE W DIAMETER ANCHOR BOLTS
AT 24"O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT
EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS.
4. MAXIMUM SHEAR=490 P.L.F.
USE W SHEATING—ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3"
O.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8"
DIAMETER ANCHOR BOLTS AT 32"O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
5. MAXIMUM SHEAR=560 P.L.F.
USE W SHEATING—ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 3"
O.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8"
DIAMETER ANCHOR BOLTS AT 24"O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
6. MAXIMUM SHEAR=685 P.L.F.
USE W SHEATING—ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2 1/2"O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 5/8"DIAMETER ANCHOR BOLTS AT 20".O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
7. MAXIMUM SHEAR=770 P.L.F.
USE%"SHEATING—ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2'`O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH.ANCHOR BOLTS.
PROVIDE 5/8"DIAMETER ANCHOR BOLTS AT 18"O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE-WALL, SEE
FRAMING/SHEAR WALL PLANS.
8. MAXIMUM SHEAR=870 P.L.F.
USE'/"SHEATING-BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
3 1/2" O.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4"
DIAMETER ANCHOR BOLTS AT 20"O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
9. MAXIMUM SHEAR= 980 P.L.F.
USE%"SHEATING-BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
3"O.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4"
DIAMETER ANCHOR BOLTS AT 18"O.C. MAXIMUM SPACING AT THE
FOUNDATION: FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
10. MAXIMUM SHEAR= 1,200 P.L.F.
USE%" SHEATING-BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d HAILS AT
3"O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE'3/4" DIAMETER ANCHOR BOLTS AT 14" O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
11. MAXIMUM SHEAR= 1,540 P.L.F.
USE%"SHEATING-BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2"O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 11" O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
12. MAXIMUM SHEAR= 1,740 P.L.F.
USE 5/8"SHEATING-BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2"O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 3/4"DIAMETER ANCHOR BOLTS AT 9"O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
Multi-Loaded Beam[2000 International Buildinq Code(97 NDS))Ver:6.00.7
Bv: Charles Smith , Lindberg &Smith on: 07-13-2009:07:48:02 AM
Project:aawing-jackson- Location: floor beam 1
Summary:
3.5 IN x 7.25 IN x 7.0 FT /#2-Douglas Fir-Larch-Dry Use
Section Adequate By: 22.3% Controlling Factor: Section Modulus/Depth Required 6.56 In
Center Span Deflections:
Dead Load: DLD-Center= 0.03 IN
Live Load: LLD-Center= 0.09 IN= U950
Total Load: TLD-Center= 0.12 IN= L/695
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A= 1019 LB
Dead Load: DL-Rxn-A= 375 LB
Total Load: TL-Rxn-A= 1394 LB
Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.64 IN
Center Span Riqht End Reactions(Support B):
Live Load: LL-Rxn-B= 1019 LB
Dead Load: DL-Rxn-B= 375 LB
Total Load: TL-Rxn-B= 1394 LB
Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.64 IN
Beam Data:
Center Span Lenqth: L2= 7.0 FT
Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 1.67 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 291 PLF
Dead Load: wD-2= 101 PLF
Beam Self Weight: BSW= 6 PLF
Total Load: wT-2= 398 PLF
Properties For:#2-Douglas Fir-Larch
Bendinq Stress: Fb= 900 PSI
Shear Stress: Fv= 95 PSI
Modulus of Elasticitv: E= 1600000 PSI
Stress Perpendicular to Grain: Fc_perp= 625 PSI
Adjusted Properties
Fb' (Tension): Fb'= 1168 PSI
Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.30
Fv': Fv'= 95 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controllinq Moment: M= 2439 FT-LB
3.5 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controllinq Shear: V= 1171 LB
At a distance d from riqht support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 25.07 IN3
S= 30.66 IN3
Area(Shear): Areq= 18.48 IN2
A= 25.38 IN2
Moment of Inertia(Deflection): Ireq= 42.10 IN4
1= 111.15 IN4
Multi-Loaded Beam[2000 International Buildinq Code (97 NDS)1 Ver: 6.00.7
By: Charles Smith , Lindberg&Smith on: 07-13-2009 : 07:48:36 AM
Project: aawing-jackson-Location: floor beam 2
Summary:
3.5 IN x 9.25 IN x 7.0 FT /#2- Douglas Fir-Larch-Dry Use
Section Adequate By: 32.8% Controlling Factor: Section Modulus/Depth Required 8.03 In
Center Span Deflections:
Dead Load: DLD-Center= 0.01 IN
Live Load: LLD-Center= 0.07 IN = U1262
Total Load: TLD-Center= 0.08 IN = U1043
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 1593 LB
Dead Load: DL-Rxn-A= 336 LB
Total Load: TL-Rxn-A= 1928 LB
Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.88 IN
Center Span Riqht End Reactions (Support B):
Live Load: LL-Rxn-B= 1593 LB
Dead Load: DL-Rxn-B= 336 LB
Total Load: TL-Rxn-B= 1928 LB
Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.88 IN
Beam Data:
Center Span Lenqth: L2= 7.0 FT
Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 1.67 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 455 PLF
Dead Load: wD-2= 88 PLF
Beam Self Weight: BSW= 8 PLF
Total Load: wT-2= 551 PLF
Properties For:#2-Douglas Fir-Larch
Bendinq Stress: Fb= 900 PSI
Shear Stress: Fv= 95 PSI
Modulus of Elasticity: E= 1600000 PSI
Stress Perpendicular to Grain: Fc_perp= 625 PSI
Adjusted Properties F
Fb'(Tension): b'= 1077 PSI
Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.20
Fv': Fv'= 95 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controlling Moment: M= 3374 FT-LB
3.5 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controllinq Shear: V= 1504 LB
At a distance d from left support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 37.58 IN3
S= 49.91 IN3
Area(Shear): Areq= 23.75 IN2
A= 32.38 IN2
Moment of Inertia (Deflection): Ireq= 65.83 IN4
1= 230.84 IN4
Footinq Desiqn (2000 International Buildinq Code(97 NDS))Ver:6.00.7
By: Charles Smith , Lindberg &Smith on:07-13-2009 : 07:50:50 AM
Project: aawomg-jackson- Location: footing 1
Summary:
Footinq Size: 1.75 FT x 1.75 FT x 10.00 IN
Reinforcement:#4 Bars @ 7.00 IN. O.C. E/W/(3)min.
Footing Loads:
Live Load: PL= 3186 LB
Dead Load: PD= 672 LB
Total Load: PT= 3858 LB
Ultimate Factored Load: Pu= 6357 LB
Footing Properties:
Allowable Soil Bearinq Pressure: Qs= 1500 PSF
Concrete Compressive Strenqth: F'c= 2500 PSI
Reinforcinq Steel Yield Strenqth: Fy= 40000 PSI
Concrete Reinforcement Cover: c= 3.00 IN
Footing Size:
Width: W= 1.75 FT
Lenqth: L= 1.75 FT
Depth: Depth= 10.00 IN
Effective Depth to Top Layer of Steel: d= 6.25 IN
Column and Baseplate Size:
Column Type: (Wood)
Column Width: m= 4.00 IN
Column Depth: n= 4.00 IN
Bearing Calculations:
Ultimate Bearinq Pressure: Qu= 1260 PSF
Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF
Required Footing Area: Areq= 2.81 SF
Area Provided: A= 3.06 SF
Baseplate Bearinq:
Bearinq Required: Bearinq= 6357 LB
Allowable Bearinq: Bearing-Allow= 47600 LB
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1= 1287 LB
Allowable Beam Shear: vc1= 11156 LB
Punching Shear Calculations (Two way shear):
Critical Perimeter: Bo= 41.00 IN
Punchinq Shear: Vu2= 4843 LB
Allowable Punchinq Shear(ACI 11-35): vc2-a= 65344 LB
Allowable Punchinq Shear(ACI 11-36): vc2-b= 88188 LB
Allowable Punchinq Shear(ACI 11-37): vc2-c= 43563 LB
Controllinq Allowable Punching Shear: vc2= 43563 LB
Bending Calculations:
Factored Moment: Mu= 16687 IN-LB
Nominal Moment Strength: Mn= 126876 IN-LB
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.53 IN
Steel Required Based on Moment: As(1)= 0.07 IN2
Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.42 IN2
Controllinq Reinforcinq Steel: As-reqd= 0.42 IN2
Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W/(3) Min.
Reinforcement Area Provided: As= 0.59 IN2
Development Lenqth Calculations:
Development Lenqth.Required: Ld= 15.00 IN
Development Lenqth Supplied: Ld-sup= 7.50 IN
Note: Plain concrete adequate for bending,therefore adequate development length not required.
Footing Design f 2000 International Building Code(97 NDS)1 Ver:6.00.7
By: Charles Smith , Lindberg&Smith on:07-13-2009 :07:52:12 AM
Project: aawomg-jackson-Location:footing 2
Summary:
Footing Size: 1.5 FT x 1.5 FT x 10.00 IN
Reinforcement:#4 Bars @ 11.00 IN. O.C. E/W/(2) min.
Footing Loads:
Live Load: PL= 1821 LB
Dead Load: PD= 384 LB
Total Load: PT= 2205 LB
Ultimate Factored Load: Pu= 3633 LB
Footing Properties:
Allowable Soil Bearing Pressure: Qs= 1500 PSF
Concrete Compressive Strength: F'c= 2500 PSI
Reinforcing Steel Yield Strength: Fv= 40000 PSI
Concrete Reinforcement Cover: c= 3.00 IN
Footing Size:
Width: W= 1.5 FT
Length: L= 1.5 FT
Depth: Depth= 10.00 IN
Effective Depth to Top Layer of Steel: d= 6.25 IN
Column and Baseplate Size:
Column Type: (Wood)
Column Width: m= 4.00 IN
Column Depth: n= 4.00 IN
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 980 PSF
Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF
Required Footing Area: Areq= 1.6 SF
Area Provided: A= 2.25 SF
Baseplate Bearing:
Bearing Required: Bearing= 3633 LB
Allowable Bearing: Bearing-Allow= 47600 LB
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1= 555 LB
Allowable Beam Shear: vc1= 9563 LB
Punching Shear Calculations (Two way shear):
Critical Perimeter: Bo= 41.00 IN
Punching Shear: Vu2= 2455 LB
Allowable Punching Shear(ACI 11-35): vc2-a= 65344 LB
Allowable Punching Shear(ACI 11-36): vc2-b= 88188 LB
Allowable Punching Shear(ACI 11-37): vc2-c= 43563 LB
Controlling Allowable Punching Shear: vc2= 43563 LB
Bending Calculations:
Factored Moment: Mu= 8175 IN-LB
Nominal Moment Strength: Mn= 85413 IN-LB
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.41 IN
Steel Required Based on Moment: As(1)= 0.04 IN2
Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.36 IN2
Controlling Reinforcing Steel: As-reqd= 0.36 IN2
Selected Reinforcement: #4 Bars @ 11.00 IN. O.C. E/W/(2)Min.
Reinforcement Area Provided: As= 0.39 IN2
Development Length Calculations:
Development Length Required: Ld= 15.00 IN
Development Length Supplied: Ld-sup= 6.00 IN
Note: Plain concrete adequate for bending, therefore adequate development length not required.
Floor Joist[2000 International Building Code(97 NDS)1 Ver: 6.00.7
By: Charles Smith , Lindberg&Smith on: 07-13-2009 : 07:45:29 AM
Project: aawing-jackson- Location:joists
Summary:
1.5 IN x 5.5 IN x 12.5 FT(5+6.5+ 1) (� 16 O.C./#2-Douglas Fir-Larch (North)-Dry Use
Section Adequate By: 11.2% Controlling Factor: Moment of Inertia/Depth Required 5.31 In
Left Span Deflections:
Dead Load: DLD-Left= 0.00 IN
Live Load: LLD-Left= 0.02 IN = U2409
Total Load: TLD-Left= 0.03 IN = U2192
Center Span Deflections:
Dead Load: DLD-Center= 0.01 IN
Live Load: LLD-Center= -0.05 IN= U1660
Total Load: TLD-Center= 0.05 IN =U1545
Right Cantilever Deflections:
Dead Load: DLD-Riqht= 0.00 IN
Live Load: LLD-Riqht= 0.04 IN =2L/534
Total Load: TLD-Right= 0.04 IN=2U556
Left End Reactions (Support A):
Live Load: LL-Rxn-A= 139 LB
Dead Load: DL-Rxn-A= 35 LB
Total Load: TL-Rxn-A= 174 LB
Design For Uplift Loads(Includes Uplift Factor of Safetv) Rxn-A-min= -8 LB
Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.19 IN
Center Span Left End Reactions(Support B):
Live Load: LL-Rxn-B= 389 LB
Dead Load: DL-Rxn-B= 134 LB
Total Load: TL-Rxn-B= 523 LB
Design For Uplift Loads(Includes Uplift Factor of Safetv) Rxn-B-min= -2 LB
Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.56 IN
Center Span Right End Reactions(Support C):
Live Load: LL-Rxn-C= 607 LB
Dead Load: DL-Rxn-C= 117 LB
Total Load: TL-Rxn-C= 723 LB
Bearing Length Required (Beam only, support capacity not checked): BL-C= 0.77 IN
Dead Load Uplift F.S.: FS= 1.5
Joist Data:
Left Span Length: L1= 5.0 FT
Center Span Length: L2= 6.5 FT
Right Cantilever Length: L3= 1.0 FT
Floor sheathing applied to top of joists-top of joists fully braced.
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: U 480
Total Load Deflect. Criteria: U 360
Left Span Loading:
Uniform Floor Loading:
Live Load: LL-1= 40.0 PSF
Dead Load: DL-1= 15.0 PSF
Total Load: TL-1= 55.0 PSF
Total Load Adjusted for Joist Spacing: wT-1= 73 PLF
Center Span Loading:
Uniform Floor Loading:
Live Load: LL-2= 40.0 PSF
Dead Load: DL-2= 15.0 PSF
Total Load: TL-2= 55.0 PSF
Total Load Adjusted for Joist Spacing: wT-2= 73 PLF
Right Cantilever Loading:
Uniform Floor Loading:
Live Load: LL-3= 40.0 PSF
Dead Load: DL-3= 15.0 PSF
Total Load: TL-3= 55.0 PSF
Total Load.Adjusted for Joist Spacing: wT-3= 73 PLF
Wall Loading
Wall Live Load (Perp.to Joists): PL-3= 250 PLF
Wall Dead Load (Perp to Joists): PD-3= 27 PLF
Wall Load Location (From left end of span): X-3= 1.0 FT
Properties For:#2-Douglas Fir-Larch(North)
Bending Stress: Fb= 850 PSI
Shear Stress: Fv= 95 PSI
Modulus of Elasticity: E= 1600000 PSI
Stress Perpendicular to Grain: Fc-perp= 625 PSI
Adjusted Properties
Fb'(Compression Face in Tension): Fb'= 1184 PSI
Adjustment Factors: Cd=1.00 CI=0.93 Cf=1.30 Cr=1.15
Fv': Fv'= 95 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controlling Moment: M= -406 FT-LB
Page: 2
Over riqht support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 1, 2, 3
Controllinq Shear: V= 410 LB
At a distance d from left support of span 3(Right Span)
Critical shear created by combining all dead loads and live loads on span(s) 1, 2, 3
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 4.11 IN3
S= 7.56 IN3
Area(Shear): Areq= 6.47 IN2
A= 8.25 IN2
Moment of Inertia (Deflection): Ireq= 18.71 IN4
1= 20.80 IN4
Footing Design (2000 International Building Code(97 NDS)1 Ver: 6.00.7
By: Charles Smith , Lindberg&Smith on: 07-13-2009 : 07:56:59 AM
Project: aawomg-jackson- Location:footing 3
Summary:
Footing Size: 1.5 FT x 1.5 FT x 10.00 IN
Reinforcement:#4 Bars @ 11.00 IN. O.C. E/W/(2) min.
Footing Loads:
Live Load: PL= 2038 LB
Dead Load: PD= 750 LB
Total Load: PT= 2788 LB
Ultimate Factored Load: Pu= 4515 LB
Footing Properties:
Allowable Soil Bearing Pressure: Qs= 1500 PSF
Concrete Compressive Strength: F'c= 2500 PSI
Reinforcing Steel Yield Strength: Fy= 40000 PSI
Concrete Reinforcement Cover: c= 3.00 IN
Footing Size:
Width: W= 1.5 FT
Length: L= 1.5 FT
Depth: Depth= 10.00 IN
Effective Depth to Top Layer of Steel: d= 6.25 IN
Column and Baseplate Size:
Column Type: (Wood)
Column Width: m= 4.00 IN
Column Depth: n= 4.00 IN
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1239 PSF
Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF
Required Footing Area: Areq= 2.03 SF
Area Provided: A= 2.25 SF
Baseplate Bearing:
Bearing Required: Bearing= 4515 LB
Allowable Bearing: Bearing-Allow= 47600 LB
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1= 690 LB
Allowable Beam Shear: vc1= 9563 LB
Punching Shear Calculations(Two way shear):
Critical Perimeter: Bo= 41.00 IN
Punching Shear: Vu2= 3051 LB
Allowable Punching Shear(ACI 11-35): vc2-a= 65344 LB
Allowable Punching Shear(ACI 11-36): vc2-b= 88188 LB
Allowable Punching Shear(ACI 11-37): vc2-c= 43563 LB
Controlling Allowable Punching Shear: vc2= 43563 LB
Bending Calculations:
Factored Moment: Mu= 10158 IN-LB
Nominal Moment Strength: Mn= 85413 IN-LB
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.41 IN
Steel Required Based on Moment: As(1)= 0.05 IN2
Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.36 IN2
Controlling Reinforcing Steel: As-reqd= 0.36 IN2
Selected Reinforcement: #4 Bars @ 11.00 IN. O.C. E/W/(2)Min.
Reinforcement Area Provided: As= 0.39 IN2
Development Length Calculations:
Development Length Required: Ld= 15.00 IN
Development Length Supplied: Ld-sup= 6.00 IN
Note: Plain concrete adequate for bending,therefore adequate development length not required.
Footinq Desiqn f 2000 International Buildinq Code(97 NDS))Ver:6.00.7
By: Charles Smith , Lindberg&Smith on: 07-13-2009 : 07:57:41 AM
Project: aawomg-jackson-Location:footing 3
Summary:
Footinq Size: 1.25 FT x 1.25 FT x 10.00 IN
Reinforcement:#4 Bars @ 8.00 IN. O.C. ENV/(2) min.
Footing Loads:
Live Load: PL= 1165 LB
Dead Load: PD= 429 LB
Total Load: PT= 1594 LB
Ultimate Factored Load: Pu= 2581 LB
Footing Properties:
Allowable Soil Bearinq Pressure: Qs= 1500 PSF
Concrete Compressive Strenqth: F'c= 2500 PSI
Reinforcinq Steel Yield Strenqth: Fy= 40000 PSI
Concrete Reinforcement Cover: c= 3.00 IN
Footing Size:
Width: W= 1.25 FT
Lenqth: L= 1.25 FT
Depth: Depth= 10.00 IN
Effective Depth to Top Layer of Steel: d= 6.25 IN
Column and Baseplate Size:
Column Type: (Wood)
Column Width: m= 4.00 IN
Column Depth: n= 4.00 IN
Bearing Calculations:
Ultimate Bearinq Pressure: Qu= 1020 PSF
Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF
Required Footing Area: Areq= 1.16 SF
Area Provided: A= 1.56 SF
Baseplate Bearinq:
Bearinq Required: Bearinq= 2581 LB
Allowable Bearinq: Bearing-Allow= 47600 LB
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1= 215 LB
Allowable Beam Shear: vc1= 7969 LB
Punching Shear Calculations(Two way shear):
Critical Perimeter: Bo= 41.00 IN
Punchinq Shear: Vu2= 1376 LB
Allowable Punchinq Shear(ACI 11-35): vc2-a= 65344 LB
Allowable Punchinq Shear(ACI 11-36): vc2-b= 88188 LB
Allowable Punchinq Shear(ACI 11-37): vc2-c= 43563 LB
Controllinq Allowable Punching Shear: vc2= 43563 LB
Bending Calculations:
Factored Moment: Mu= 4840 IN-LB
Nominal Moment Strength: Mn= 84833 IN-LB
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.49 IN
Steel Required Based on Moment: As(1)= 0.02 IN2
Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.30 IN2
Controllinq Reinforcinq Steel: As-reqd= 0.30 IN2
Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W/(2) Min.
Reinforcement Area Provided: As= 0.39 IN2
Development Lenqth Calculations:
Development Lenqth Required: Ld= 15.00 IN
Development Lenqth Supplied: Ld-sup= 4.50 IN
Note: Plain concrete adequate for bending, therefore adequate development length not required.
Footinq Desiqn(2000 International Buildinq Code(97 NDS)1 Ver:6.00.7
Bv: Charles Smith , Lindberg &Smith on: 07-13-2009 :07:57:50 AM
Project: aawomg-jackson-Location:footing 4
Summary:
Footinq Size: 1.25 FT x 1.25 FT x 10.00 IN
Reinforcement:#4 Bars @ 8.00 IN. O.C. E/W/(2)min.
Footing Loads:
Live Load: PL= 1165 LB
Dead Load: PD= 429 LB
Total Load: PT= 1594 LB
Ultimate Factored Load: Pu= 2581 LB
Footing Properties:
Allowable Soil Bearinq Pressure: Qs= 1500 PSF
Concrete Compressive Strenqth: F'c= 2500 PSI
Reinforcinq Steel Yield Strenqth: Fv= 40000 PSI
Concrete Reinforcement Cover: c= 3.00 IN
Footing Size:
Width: W= 1.25 FT
Length: L= 1.25 FT
Depth: Depth= 10.00 IN
Effective Depth to Top Layer of Steel: d= 6.25 IN
Column and Baseplate Size:
Column Type: (Wood)
Column Width: m= 4.00 IN
Column Depth: n= 4.00 IN
Bearing Calculations:
Ultimate Bearinq Pressure: Qu= 1020 PSF
Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF
Required Footing Area: Areq= 1.16 SF
Area Provided: A= 1.56 SF
Baseplate Bearinq:
Bearinq Required: Bearinq= 2581 LB
Allowable Bearinq: Bearing-Allow= 47600 LB
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1= 215 LB
Allowable Beam Shear: vc1= 7969 LB
Punching Shear Calculations(Two way shear):
Critical Perimeter: Bo= 41.00 IN
Punchinq Shear: Vu2= 1376 LB
Allowable Punchinq Shear(ACI 11-35): vc2-a= 65344 LB
Allowable Punchinq Shear(ACI 11-36): vc2-b= 88188 LB
Allowable Punchinq Shear(ACI 11-37): vc2-c= 43563 LB
Controllinq Allowable Punching Shear: vc2= 43563 LB
Bending Calculations:
Factored Moment: Mu= 4840 IN-LB
Nominal Moment Strength: Mn= 84833 IN-LB
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.49 IN
Steel Required Based on Moment: As(1)= 0.02 IN2
Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.30 IN2
Controllinq Reinforcinq Steel: As-reqd= 0.30 IN2
Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W/(2) Min.
Reinforcement Area Provided: As= 0.39 IN2
Development Lenqth Calculations:
Development Lenqth Required: Ld= 15.00 IN
Development Lenqth Supplied: Ld-sup= 4.50 IN
Note: Plain concrete adequate for bending,therefore adequate development length not required.
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J. 5UNROOM P.EQUIREMENT5 OF THE 2007 FLOROA PULPING COPE(FDC) - DAL DALANCE 5TIF 5TIFFENER
2. GLAZING FOR GLASS ROOF SYSTEM SHALL DE EITHER 3/I6" SINGLE PANE
VA o402 08/31/D9 EXCLUDING BPOWAPI2&PAPE COUNTIES. DLDI DUILDING MFR MANUFACTURER 5TL STEEL
041536 LA55 OP DUAL PANE GLAZING WITH TWO 5HEET5 OF 3/16" MIN MINIMUM 5MUC 5TPUCTUPE(5,Up.AL)
e. THE 2007 CALIFORNIA DUILDING CODE THAT ARE LOCALLY ENFOPCEABLE AND o.2.o TEMPEPEO G DM REAM �
PA PE- 1EMPEREO GLAZING AN0 AN OVERALL THICKNESS OF 5/8 . D.O. DOI"TOM OF SYM SYMMETRICAL
56772- / / UNDER THE JURI501CTION OF CITY AND COUNTY DUILDING OFFICIALS. _
DOT, POTTOM NA NOT ALLOWED N
TX 94362 09/3O/D9 NR NOT REQUIRED f&D TOP AND DOfrOM U Q
2. ALL REQUIREMENTS OF HE APPLICABLE ABOVE REFERENCED CODE HALL DE MET -
DY THE CONTRACTOR OF EACH ENCL05URE 5Y5TEM CON5TI?UCTEO U51NG THE C/C CENTER CENTER Nr5 NOT f0 SCALE TND THREADED z
yl asaeo 10/31/09 IV WALL SYSTEMS CL CENTERLINE TNK THICK(NE55)
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OK 19405 10/31/09 CONC CONCmTE 00 OUT510E PIA fYP TYPICAL
I. FOR COVERS W/ ENCL05URE,THE ENCL05URE SYSTEM SHALL BE SL
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AL 25873 12/31/09 VALID ICC-E5 EVALUATION REpOPf.A COPY OF SA D PEPOPf SHALL DE
5COPE OF TH15 PACKAGE.5TRCUtUPAL ADEQUACY 5HALL DE INVESTIGATED DY 5XWIfTED TO THE DULDING OFFICIAL c THE TIME OF PERMIT APPLICATION. OPT OPTION C AL) v
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ca S3107 12/31/09 II MATF-MA-5 W/o WITHOUT
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ME 10495 tz/31/o9 I ALUMINUM FOR COMPONENTS SHALL DE A5 5HOWN ON THE ALLOY AND TEMPER DWG(5)DRAWING(5) WT WEIGHT
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yo 01 2/31/09 6063 T6,(UON). ANP f3UI�PING OFFICIA_ : EA EACH 1�7 PEQUIRcDE(D,ING) O O 4
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NC 29174 12/31/09 Q c
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NE E-11328 12/31/09 COAT 5TLICCO PROVIDED THE ROOF ATTACHMENT CHANNEL 15 IN DIRECT
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OH E-64661 12/31/D9 SINGLE COAT STUCCO 5Y5TEM ARE FLASHED AND SEALED TO PREVENT WATER o.2.o
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OR 16232PE 12/31/09 PART I-A OF THE LATEST"ALUMINUM DESIGN MANUAL FOP TAPPING 5CREW 511?UCTUi fl fl I: fl a
WY 8977 12/31/09
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NH 10960 04/30/10 VERIFY,THROUGH NON-DE511ZUCTIVE MEANS,1NAr EACH SCREW NAS A MINIMUM THE DEALER,CONTPACfOP OP E0R SHALL "MARK-UP" EACH PACKAGE TO z
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JMN 41532 06/30/10 5TREN6TH:
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MT 14355 O6/30/10 a. B J: Frb- 100,00E psI CONTRACTOR OR FOR ARE: � r
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0. FA5TENEP5 U5ED FOP ATTACHING TO PRE55UM TREATED LUMDER SHALL DE D. IDENTIFY PARAMETEP5 WITHIN STEPS 1 TO VI ON SHEETS CR5-54 1-0 CR5-56
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4153 5.
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2. ROOF SNOW LOAD C L>
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AL 25873 12/31/09
U13C 70 75 80 90 100 110 120 130 B, C or D Roof S stem Upward(2) 10 13 15 23 27 32 v
AR 13158 12/31/09 y Downward 0 0 0 0 0 1 0 1 0
CA s3107 12/31/09 I, VC, IRC & Fr3C WIND 5PEFD5 A E. FOR 3-5FC 61-15T 5nEt7
ME 10495 12/31/09 2. UI3C WIND 5PEFD5 A?F FOR FASTEST MILE SPEED
EN IB IRC nd ASCE 7-05 Wind Loads
M0 030178 ,z/31/o9 P. DEFINE "13A51C' DF5I6N ROOF LOAD Direction of Basic Wind Speed MPH(3) 0
Exposure Component Load 85 90 100 110 120 130 140 150 ~ N
MS 16508 12/31/09
I. ROOF LIVE LOAF - SELECT ONE N >
NC 29174 12/31/09 Upward 17 19 23 25 29 34 40 46 Q Q
a. 10 P5F B Roof System Downward 9 10 13 15 18 21 24
NE E-11}28 12/31/09 Upward 20 23
b 8 30 35 42 48 55 fl a
. 20 PSF C Roof System z
OH E-64661 ,z/31/o9 Downward 10 12 15 18 21 25 29
2. ROOF SNOW LOAl2 - SELECT ONE Upward 24 27 34 36 43 51 59 67 w S Q OR 16232PE lz/31/09 D Roof
System fl fl u fl v
Downward 13 14 17 19 22 1 26 1 30 35
wY 8977 12/31/09
1. Fastest Mile
CT PEN o1/31/10 6. 10 P5F ° s
25&98 cr. 20 P5F 2. Uplift Pressures may be reduced by 25 percent for enclosures less than or equal to 10 feet tall. N
w 3 d
3. 3-Second Gust Speed u o-ti
LA3343s 03/31/10 Cl. �J0 P5F
SD 9483 03/31/10 e, 40 P5F F, DETERMINE APPLIED DOWNWARD ROOF LOAF:
F. 50 P5F C=0 °
HI PE-6798 04/30/10 q, 55 PSF C/7 0 a
I, LOCATE APPR F R OPPIATOW FOR APPLIED WIND P'RF55URF. o r
ID 9290 04/30/10 2. LOCATE APPROPPIATF COLUMN FOR APPLIED ROOF LOAD. 03
-,..z o w m N to
F. DEFINE EXPO5UPF CATFGOPY- 5FLECT ONF 3, THE NUMBER AT THE INTER5Fc-nom OF THE APPPOPRIATF- ROW o T
KS 15,484 04/30/10 I. EXPOSURE P IE a. 0
AND COLUMN 15 THE "APPLD DOWNWARD ROOF PPESSUPE". ►—o p
NH 10980 04/30/10 2. FXP05URF C z m
a. EXAMPLE.04/30/10 R 4 �NJ , RR b. GIVEN: `III v c
DE 14198 06/30/10 1 ILL — IO P5F
M4 45542 06/30/10 I 51- — 25 P5F
MN 41532 O6/30/10 III. WL DOWNWARD - 10 P5F C 113C, 90 MPH EXP D)
I
MT 14355 06/30/10 c. 50LL11ON: N c
sc 23776 06/30/10 I. THE ''APPLIED DOWNWARD POOF LOAV" 15 57 P5F. r
MD 25455 07/24/10
Applied Downward Roof Load F o
IN 07/31/10 U
07o791z Applied Roof Loads(Maximum of Live and Snow Loads)-(psf)
TN 106313 07/31/10 Applied Wind p
Pressure Live Loads Snow Loads m
18
V` 0 0009164 07/31/10 (psf) 10 15 20 25 30 35 40 45 50 55 ° o °
VA 33384 07/31/10 0
-006
0 15 20 25 30 35 40 45 50 55 60 o '
L 00662i2 "/30/10 10 18 20 25 37 42 47 52 57 62 67
CA E03015912/31/10 15 25 25 25 40 45 50 55 60 65 70
� rc O'1 �'""� ,.��^.:1 ram•
ui i
A 14953 12/31/10 20 31 31 31 44 48 53 58 63 68 73 < Z C—) nr' �
ND s9o7 1z/31/1D 25 38 38 38 50 53 56 61 66 71 76 N z £; }4,yar„Al
o a Q N ,
30 44 44 44 57 59 62 65 70 75 80 Q �., l
dA NM 11138 12/31/10
35 51 51 51 63 66 68 71 73 78 83
Z N
40 57 57 57 70 72 75 77 80 82 86 < n Pam, ' 6+e
lll ilL ft,Ly;a Pi
NV 8677 12/31/10
45 64 64 64 76 79 81 84 86 89 91 U
�S 7 St''
FL sso,s oz/ze/„ 50 70 70 70 83 85 88 90 93 95 98 F- •�rq, ,;;,,
55 77 77 77 89 92 94 97 99 102 104 CPI' „ :>'Z,�
AZ 30066 03/31/11 �?*•'. fir..,,, V
g. r,_G
60 83 83 83 96 98 101 103 106 108 1 111 a= _- •s•
UT 30a5605 03/31/11
117 IF NOT Vvt;T SIGN�G JOCU/NE NT NAS
wa 28747 04/o2/n 1. Assume Roof Dead Load Of 5 psf T 51GNEn WITH DLUF INK EMC3055EP COWOPAS SEAL
REVISED 02/23/09
x
PROFESSIONAL
ENGINEERING LICENCES t(�
o
5TFP III - t2ETEPMINE ALLOWA13LE SPAN l� o
w m
z I r
N i w A. LOCATE APPPOPPIATE POW FOP THE PAFTEP 5PACIN6. t3. PMP-MINE THE MAXIMUM ALLOWABLE; PPOJECTION ON LATERAL LOAF,
NY 080138 03/31/09
B, LOCATE THE API'POPRIATE COLUMN FOP THE API'LIEb POOF -OAP. I. SELECT API'ROI'PIATE TABLE FOP LATERAL l3PACIN6 SYSTEM USED.
_KY 24361 06/30/09 U5E MAXIMUM OF UPWAPP ANP I2OWNWAQP Al'I'LIEIJ LOAP5.
RI 8724 06/30/09 2. LOCATE APPPOI'RIATE COLUMN & ROW FOR THE AFFLICA I-F WIND LOAD &
C. THE NUMI3EP AT THE INTEP5ECTION OF THE APPPOPP-IATE ROW AMP ENCL05UPE CONFIGURATION,
WV 17455 06/30/09 COLUMN 15 THE 'ALLOWABLE RAFTER SPAN".
VA 0402 OB/31/09 Allowable Sunroom Rafter Span(ft) 4. E TH NUMI3EI:AT THE INTERSECTION OF THE APPPOPPIATE POW AMP COLUMN
041536 15 THE MAXIMUM ALLOWABLE DOOM PPOJECTION FOP THE LATERAL
,2.
PA PE- D9/30/D9 Rafter Deflection Rafter Applied Uniform Roof Load(psi) [3f?ACINCI 5Y5TEM, N
56772-
0 0
TX 94362 09 30 09 Type Limit Spacing 10 20 25 30 35 40 50 60 N =
/ / 5. IF THE MAXIMUM ALLOWABLE PAFTER 5PAN bETI%PMINEP WITHIN STEP III 15
MI 45880 10/31/09 36 19.8 15.7 14.3 13.2 12.3 11.6 10.5 9.6 LE55 THAN THE MAXIMUM ALLOWA LE DOOM PPOJEC110N PF-T I?MINF-P IN
us0 THI5 5TI-1P, THE MAXIMUM PAFTE E
P SPAN CONTROL5, r�ry�
OK 19405 10/31/09 48 17.9 13.7 12.4 11.5 10.7 10.1 9.1 8.3 v
CO 34009 11/30/09 fl g
36 15.7 13.1 12.3 11.7 11.2 10.7 10.0 9.5 Allowable Projection(ft)-CRS
AL 25873 12/31/09 u120 Applied Back Wall Height
48 14.3 11.9 11.2 10.6 10.1 9.7 9.1 8.3 Wind Front Front U
AR 13158 12/31/09 U Load Wall Wall
Q4 8-'0"
CA s3107 12/31/09 U180 36 13.7 11.5 10.8 10.2 9.7 9.4 8.7 8.3 (MWFRS) Mullion Mullion `
to Side Height Spacing Kneewall Height Kn all Height
ME 10495 12/31/09 48 12.5 10.4 9.8 9.3 8.9 8.5 7.9 7.5 Wall (in) (in)
12 f 18 12 18 24
Mo EN z 3t o9 36 12.5 10.4 9.8 9.3 8.9 8.5 7.9 7.5 0
o30ne / / L/240 6 36 10.3 15 20.6 9.1 13.7 18.3
Ms 1650e 12/31/09 48 11.4 9.5 8.9 8.4 8.1 7.7 7.2 6.8 48 13.8 .6 27.5 12.2 18.3 24.4 N
36 7K 12.8 17.1 7.6 11.4 15.3 >
NC 29174 1z/31/09 FOP APPLICATIONS WITH GLA55 PANELS IN THE CURVED POP110N OF THE POOF O.2.o 10 7 48 11.4 17.1 22.8 10.2 15.3 20.3 Y zz
NE E-11328 12/31/D9 PAFTEP5 ANP 501-IP POOF FILL PANEL-5(LPP) IN THE FLAT POPTION OF THE a 7.2 10.8 14.4 6.5 9.7 13.0 y
POOF PAFTEP5(A5 PFPICTEt2 WITHIN THI5 PF-AWING PACKAGE), THE DEFLECTION ° 48 9.6 14.4 19.2 8.6 1 13.0 17.3 fl n llfl a
OH E-64661 12/31/09 C. z
LIMIT U5Eb IN THE <3L O TAE ABVE DE,: L./6 MAY / 0 FOP JUP15PICTION5 GOVEPNEJ O 6 36 6.9 10.3 13.8 6.1 9.1 12.2 �3
OR 16232PE 12/31/09 [3Y THE I-COPF:5(IPC AMP IPC), FLOPIPA t31JILPIN6 CODE C Ft3C> ANP THE d 9.2 13.8 18.4 8.1 12.2 16.3
CALIFOPNIA 13UILt21NG COPE (03C). #48
6 5.7 8.6 11.4 5.1 7.6 10.2 n fl
w( 8977 12/31/D9 FOP APPLICATIONS WITH GLA55 PANELS IN THE FLAT PORTION OF THE POOF a 15 7 6 11.4 15.2 6.8 10.2 13.6
cTPEN o1/31/10 PAFTEP5 C NOT 12EPICTEV WITHIN TH15 PI?AWING PACKAGE), THE PFFLECTION LIMIT 8 6 4. 7.2 9.6 4.3 6.5 8.6 s
z58s8 U5EP IN THE TABLE ABOVE SHALL BE: t 48 6.4 12.8 5.8 8.6 11.5
u 33435 03/31/10 • L/180 FOP 113C, FE3C ANP CPC APPLICAT10N5, 6 36 5.2 7.7 qO.3 1 4.6 1 6.9 9.1 x
• L/240 FOP IPC LIVE -OAP APPLICATIONS, 48 6.9 10.3 1 . 6.1 9.1 12.21v.so 9483 03/31/10 • L/60 FOR KC WINl7, t7EAt7 ANPSNOW LOAt7 API'UCA110N5.
36 4.3 6.4 8.6 8 5.7 7.6 m
HI PE-6798 04/30/10 20 7 48 5.7 8.6 11.4 5. 7.6 10.2 G/7 0 6 a
36 3.6 5.4 7.2 3.2 6.5 o ¢
ID 9280 04/30/10 8 �=0 w�N m
48 4.8 7.2 9.6 4.3 6.5 .6 0: T EO A
KS 15484 04/30/10 5TEP IV - 12ETEPMINE AILOWAIX- PP0JF-C110N 13A5Q2 ON LAIT---PA- I-OAFS 36 4.1 6.2 8.3 3.7 5.5 7. a. 6
6 48 5.5 8.3 11.0 4.9 7.3 9.8 �-+-+z ~ o N
NH 10980 04/30/10 A. t2ETEPMNE API'LIE12 WIMPLOAIJ. 25 7 36 3.4 5.1 6.8 3.1 4.6 6.1
NJ 4zO 04/30/10 48 4.6 6.8 9.1 4.1 6.1 8.1
1. SELECTAPPPOI°PIATE TABLE 13A5Et2 ON GOVERNING CODE, U5E A5CE 8 36 2.9 4.3 5.8 2.6 3.9 5.2
DE 14198 06/30/10 0.5.0 7-05 FOP Fl3C. 1 1 48 3.8 5.8 7.7 3.5 5.2 6.9
MA 45542 05/30/10
J MN 41532 06/30/10 2, LOCATE APPPOPPIATE COLUMN FOP PA51C WIND 5PEEt2, Allowable Projection
MT 14355 06/30/10 3. LOCATE APPPOPPIATE SECTION FOP WIMP EXPO5UP-. o Front Wall Applied Wind Load(MWFRS)to Side Wall F
SC 23776 06 30 10 S C Height(ft) fl N
/ / 4. THE NUMBED AT THE INTEP5ECTION OF THE A PPOPPIATE POW ANP O •S 10 15 20 25 30 35 40 45 50 55 60 °
z
MO 25455 o7/z4/1D COLUMN 15 THE APPLIED WIMP LOAF TO 5112E WALL. d °o 17. 4. �
ao « LL 7.0 22.0 22.0 21.5 2 12.3 10.8 9.6 8.6 7.8 7.2 z o
IN PE m/31/1D v 3 E 5 22.0 22.0 19.6 15.7 13.1 11.2 9.8 8.7 7.8 7.1 6.5 c
,07 912 UBC Wind Loads d 1° , v
TN 106313 m/31/10 (11 0 8.0 22.0 22.0 17.9 14.4 12.0 10.3 9.0 8.0 7.2 6.5 6.0 `�3 d
Exposure Component Direction of Basic Wind Speed (MPH) 9.0 22.0 20.3 15.2 12.2 10.2 8.7 7.6 6.8 6.1 5.5 5.1
yr 018 07/31/10 Load 70 80 90 100 110 120 130 E 0 Q a
°0°'164 W 10.0 22.0 17.5 13.1 10.5 8.7 7.5 6.6 5.8 5.2 4.8 4.4 fl
N1 33384 07 31 10 B,C or D Wall System In or Out 10 13 15 19 23 27 32 0 0
-006 / / 12.0 20.1 13.4 10.1 8.0 6.7 5.7 5.0 4.5 4.0 3.7 3.4 p >
L D06232 11/30/10 o.a.o IBC,IRC and ASCE 7-05 Wind Loads Z rl
GA E030159 12/31/10 Direction of Basic Wind S eed MPH[3I - W F, y. ,'.•• �
t:..
Exposure Component c�1 z y
N 14953 12/31/10 Load 85 90 100 110 120 130 140 150
4:,
B Wall System In or Out 14 16 19 21 24 29 33 38 _IA
a
No s9o7 1z/31/10 C Wall System In or Out 17 19 23 25 30 35 40 46 r-t
G
NM 11138 12/31/10 D Wall System In or Out 20 23 28 30 36 42 49 56
NV 8677 12/31/10 L3 13 x ` •_•l
�IZ SL� F":r�.✓✓ �..T. c
1. Fastest Mile fl N luk 1 2 z
FL 55015 02/28/11 2. Uplift Pressures may be reduced b 25 percent for enclosures less than ore equal to 10 feet tall. T•�''`' ��•" t
P Y Y P 9 z' ..t�t,C•!�
3. 3-Second Gust Speed
AZ 30066 03/31/11
UT 3DS5605 03/31/11 E'
I0 F NOf Vv1 T 5161\JEt2 120CuMENT HA5
WA 28747 D4/02/11 WFT'5IrNFP WITH f3Ll.E INK EMr3055rtP COPPOkIATF SEAL
x
REVISED 02/23/D9
I
PROFESSIONAL
• ENGINEERING LICENCES
w STEP' V - I:2MI M WF- ALLOWABLE WII2TH TO rwsO C110N kATIO p o
x
z A. ALL 6LA55 pOOF SYSTEMS SHALL NAVE A MINIMUM WI121N tO 1v
NY 080138 03/31/09 PK'OJECTION RATIO OF 1.0. FOPP,EXAMPLE, AN ENCLOSUPE WITH Ids
A P?OOM PP2OJECTION OF 10 FEET SHALL HAVE A MINIMUM ROOF U
KY 24361 06/30/09 WIDTH OF 10 FEET,
RI 8724 06/30/09
wv 17455 06/30/09 STEP VI - PETEP2MINE FASTENErS FOr ATTACHMENT CHANNEL
VA 02
044115536 08/31/09
PA PE-
56772- 09/30/09 A. LOCATE APPPOPI?IATE COLUMN FOP?TYPE OF CONSTVUCTION
Tx 94362 09/3o/D9 MATEIJAL U5EI7 FOP,EXISTING 5TPLJCT UPF-. N
4
clz
MI 45880 10/31/09 D. LOCATE APPI?OPI?IATE POW FOP APPLIED ROOF LOAD. USE
MAXIMUM OF UPWAPP AND DOWNWAPP ROOF LOADS.
OK 19405 10/31/09
co 34009 LIS
11/30/09 C. INTEP,5ECTION OF APPP2OPRlATE I?OW AND COLUMN INDICATES g
THE FASTENEI:PEOUVEMENTS FOP'CONNECTING THE
u 25e73 12/31/09 ATTA, HMENtPAIL TO THE EXISTING 5TRUCTU<?E. �
J AR 13158 12/31/09
CA 53107 12/31/09 FASTENERS FOR CONNECTING ATTACHMENT RAIL TO EXISTING STRUCTURE
I
ME 10495 12/31/09 Applied �.
Mo EN 12 31/D9 Roof Load Stud Wall Concrete
03017e / fps Sp Gr=0.04 r p 4
MS 16508 12/31/09 S O
U x
Less than Two 3/8"Diam Hilti KB II >
N
—NC z9n4 12/31/09 Two 5/16"Diam Lag Screws @ 16"oc. Q � c
or Equal to @ 16"oc.
2 5"min.embed into solid wood. }
NE E-11328 12/31/09 25 2 1/2"min embed. fl
w fl c
OH E-64661 12/31/09 z
Less than Two 3/8"Diam Hilti KB II
Two 5116"Diam Lag Screws @ 12"oc.
OR 16232PE 12/31/09 or Equal to @ 12"oc. „� S
40 2.5"min.embed into solid wood. 2 1/2"min embed. v fl
WY 8977 12/31/09PEN F�
ti
CT 28 01/31/10
^ �
U 33435 03 71 10
O— E
v'.
' SD 9483 03/31/10
HI PE-6798 04/30/10 CIS U "� a
ID 9280 04/30/10
KS 15484 04/30/10 6 O m
�� mN
NH 10980 047010 2
III O
240 ��) c
� 454525200 04/30/10 m N-
N:E c
DE 14198 O6/30/10
c
AP 45542 06/30/10 a
MN 41532 06/30/10
I
c
c
Mi 14355 06/30/10
SC 23776 06/30/10 E
Z
N w
MD 25455 07/24/10PE
F_
IN 10707912 07/31/10 O C
TN 106313 07/31/10
VT 018 07/31/10 d
0009164 p ¢
wl 33384
38 07/31/10
>
IL 006232 11/30/10 c
U
GA E030159 12/31/10 W
w 14953 12/31/10 a z
1 z c
ND 5907 12/31/10
NM 11178 12/31/10
NV 8677 12/31/1013
7
FL 55015 02/28/11
LA
;?y ?tt• c
. AZ 3OG66 03/31/11
U1 3085605 03/31/11
g
V 17 IF NOf WCT 51GNFP 170CUMEN'r NA5 `=
WA 28747 04/02/11 �>'SIGNED WIiN GLUE INK EM6055Et7 C0121'ORATE SEAL
r
X
REVISED 02/23/09
I
PROFESSIONAL
ENCINEE�ING UCENCES 2.000 0.500 1.750
' 0.414 0.363 1 n
2.500 2.500 2.125 V
oa Z 1
a 000 0.750 1.250 0.876
w 0.506 0.844
NY 080138 03/31/09
KY 24361 06/30/09 2A06 0.424
3 351 0.081 11 0.031 0.250
RI 8724 06/30/09
5 317 2.400 0.662 �
0.500 0 500 0,125 0.500 0,600
WV 17455 06/30/D9 p.945 0,876 p.250
0402
0.500 2.527 �
VA 041536 OB/31/09 0,251 0.600 0,660
PA PE- oy/�/oy 0.188 0.375 0.630 0.750
s6772 0.468
0312
N z
TX 94362 09/30/09 3.312 .ppp � � _
MI 45880 10/31/09 z
S,R.BEAM ATTACHMENT PAIL FLUSH MULLION SfrrENER FLUSH MULLION CAP FLUSH MULLION CAP COVER O
OK 19405 10/31/09
PF-fAIL, PF--rAIL- PF-TAIL- PE-TAIL, PF-fAIL- PF-1'Al v
Co 34009 11/30/D9 AFC309 F�/ 647 AAC790 AAC179 AAC182 AAC183
HALF HALF HALF HALF HALF HALF O
AL 25873 12/31/09 U
U
�AR 13158 12/31/09 3,250 3,658 O312 1.137 1.000 c
2875 0.608 0 0 00 0.375 E
CA 53107 12/31/09 0.576 0.358 0 0 0 nZ 0 0,60 1.150 00 Occ 0
N
ME 10495 12/31/09 Q 0 O O O 0.35 O O O 0 0.250 0.875 c
EN / / z
MO 1650B 12 31 09 0.250 0.313 �� \ 0
16so6 MS L
1z/31/09 .0�45 1.0,4� 3.564 N
x
-.Nc 29174 12/31/09 0.125 0.5480.548 Q O z
0.251 0.669 3.IB6 0.669 3.650 }
NE E-11328 12/31/09 b +J c
0.375 0.500 0.25o
OH E-64661 12/31/09 0,375 2
>v
OR 16232PE 12/31/09 0.75p I.000 LL7 LL1
0.4.0 n S� V N fl
c
N1' 6977 12/31/09 REAM CAP 3" DX HEADER 4" t7X HEADEP o.2.o T12AN5MON E
OTPEN
01/31/10 PF-fAIL- f��1'AI� 1��1'AI� _PF--rAI� w
zsese AAC254 AFC717 AACXXX �ru'7� we z
LA 33435 03/31/10 HALF HALF HALF HALF u o ,� E
SD 9483 03/31/10 N
HI PE-6798 04/30/10 C'm U n 0
D 100
ID 9280 04/30/10 0. 00
KS 15484 04/30/10 0 m
!-0 ��`o
2 z m N
NM 10980 04/30/10 O 5=..,� r
/ / mill m R o
NJ 414120120 04 30 10 ( N Z
DE 14198 06/30/10 Ic
MA 45542 06/30/10
MN 41532 06/30/10
MT 14355 06/30/10
r
SC 23776 06/30/10 ~ N a
fl w Z
MD 25455 07/24/10 : v
_Z Z
PE F
O `c
IN 10707912 07/31/10 v
TN 106313 07/31/10
0
VT
oIa 8 0
0009164 07/31/10 \ \ \
lV � - � l
WI33384 07/31/10 ATI I
O 0
-006 c N 0 >
081. In
IL 006232 11/30/10 = ..... . ,
GA PE030159 12/31/10
A 14953 12/31/10
ND 5907 12/31/10
. NM 11138 12/31/10 0 F ^�p' fl f Fyn` Lfn 1I _
'o
c
NV 8677 12/31/10 V N <
Q 6. .' i: �F:Vi•I� .ti
s c
EL 55015 02/26/11
• AZ 30066 03 31 11L
In 30d747
3/31/11
VOID IF NOT' WET,51GNEn I2OCUMENI HAS `U
WA 24/02/11 Vv1;T'SIGNED WITH GLUE INK EMD055rtP CORI°ORATF SEAL
REVISED 02/23/09
PROIVEDE NEW 2X4 OVERFRAMING
AT ROOF FOR NEW CRCKET EXISTING RESIDENCE
PRE ENG/MANUF.
SUNROOM STRUCTURE 6
EXISTING KITCHEN
TM
PROIVEDE NEU) 2X6 PONY WALL
AT TOP OF EXISTING WALL �
EXTEND 1/2" EXTERIOR SHEEATING EXISTING LIVING ROOM
N
ONTO EXISTING TOP PLATE
SIMPSON BC44 REMOVE EXISTING NEW SUNROOM _ �i p
AT BEAM TO POST ROOF OVERHANG \----- ------ - __-, ------,�_F__-= O �
CONNECTION GLAZED fOF 3YST
VERIFY SI I� ; EXISTING SUNROOM
SIMPSON EP544 if - ' O
if
POST BASS: AT SIMPSON U26 JOIST
i u i ii i� ii ii i O ct
DOTING ___J LJ HANGERS AT P.T2X6 LEDGER _ � �� �� �><� �� �� �
WITH 3/8" DIA. LAB BOLTS p s $ ; ;; ��; 14
i� u n AT 36° O.C. _' `v `'' ' 3040 i i i i 3040 i i 3r a- i i W40 i V
21 X 21 X 112 Fw II- 1: pw Fw ,,� pw N W
CONCRETE PAD WITH ® Q 3020--' 3020 �� 3oao �� 3020 +20 _
3/4" T tG PLYWOOD O d i may- AWING AEU'% �� AWING �� 1't> � O h
(2) NOA BARS EACH WAY P.T. 2X6 JOISTS _
TYPICAL FOR (3) AT 16" O.C. �, U
2" 2" co
2" 2" Q -
3" 2'-10" 2'-10" 2'-10" 2'-10" 2'-10" L,311 It
Z C\2
C)
SECTION FLOOR PLAN
SCALE: 1/4" = 1'-0" R308, Glazing,-2006 IRc - - SCALE: 1/4" = 1'-O"
All glass located in areas consideredC11 W 1
hazardous must be safety glazing and ct� co "
'_— o 1
identified by manufacturer's or installers " N
label. (acid etched in glass) c<
BJ
T ti+
NEW PARPET WALL AND CRICKET
09
30 20
_ 3040 3040 3040 3040 3040 s
ARrH PW Fw Fw PW low 20 60
OP OP 3020 3020 3020 3020 3020 t'd` tt}P O O
EXISTING- RESIDENCE - Pw AWING AWMG AWMG Fw Ia
3068 2 2040 �I s�" 1% '�
DOOR 2016 ��
Pw P.t. 2X8 "X" BRACING pwb ` ' 3
L� �I1
WITH (2) 1/2" DIA. THROUGH LA
BOLTS EACH END
M C co
co
u u i i u i i u i a0 O
rit rit
G4 � to
LEFT ELEVATION -�- a .�, o
FRONT ELEVATION RIGS 4 . ELEVATION � �� o ° o
SCALE: 1/4" _ 1'-0" - 0 to 4
SCALE: 1/4 = 1 -o SCALE: 1/4" - 1'-O"
MMEF FOR CODE
co a 0 a hi w
LACE
P.T. 2X6 LEDGER WITH
3/8" DIA. LAG BOLTS �► w � ' l
AT 36" O.C. RM
B /
j
PROVIDE SIMPSON U26 = SIMPSON HUC48
JOIST HANGERS TYP. p BEAM HANGER
'v 4 8 Cf
N 2 - P.T. i--
i
L-- J O O
151, X 151, X 121, 18" X18" X12"
r'nNr'PFTF Pr41'> IIIITN �' - - r7,r7NCPFT1= PAO IIIITN
(2) N0.4 BARS EACH WAY M _ (2) N0.4 BARS EACH WAl
TYPICAL FOR (1) 7a TYPICAL FOR (3)
4 10 OFSIMPSON EP544
2
i-- i_N - P.T. �� POST BASE AT
L_ L FOOTING
i 6�_ u " 21" X 21" X 12"
-O' CONCRETE PAD WITH
15 4" (2) NOA BARS EACH WAY
TYPICAL FOR (l)
FOUNDATION PLAN �
i SCALE: 1/4" = 1'-O" JArKSON
AUG 7. 2000 44LUIM
CITY OF PORT TOWNSEND
DSD FILE AcOl