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Home My WebLink AboutBLD08-033BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit Type Residential - Accessory Structure Site Address 1107 MADISON Project Description Install glass greenhouse Permit # Project Name Parcel # Names Associated with this Project Type Name Contact Phone # Applicant Thurston Family Trust Owner Thurston Family Trust Fee Information Project Details Manual Input Project Valuation $12,500.00 Building Permit Fee 223.25 Plan Review Fee 145.11 State Building Code Council Fee 4.50 Technology Fee for Building Permit 5.00 Record Retention Fee for Building 10.00 Permit Total Fees $387.86 BLD08-033 Glass greenhouse 988802106 License Type License # Exp Date 250 DOLI 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, I certify that the information provided as a part of the application for this pen -nit 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. Date Issued: 02/25/2008 Print Name Issued By: SFOSTER /U 90AT r, c� Receipt Number: 08.0216 -' ece101 Pate: O'V2612008 Cashier-, $FOSTER PayertPay+ee Wine; 'THURSTONAMILY TRUST - Original F6o," Amount Fee;' 1 Permitl Parcel ;gee Doscri tion Arnourrt ;, Paid Baiolrrce BLD08-033 988802106 Plan Review Fee $145.11 $145.11 $0.00 BLD08-033 988802106 Technology Fee for Building Permit $5.00 $5.00 $0.00 BLD08-033 988802106 State Building Code Council Fee $4.50 $4.50 $0.00 BLDOB-033 988802106 Building Permit Fee $223.25 $223.25 $0.00 BLD08-033 988802106 Record Retention Fee for Building P $10.00 $10.00 $0.00 Total: $387.86 Previous Payment History Receipt # Receipt Date Foe Description moulnt Paid Permit g Payment Check Payment Method) Number Amount CHECK 2376 $ 387.86 Total $387.86 genpmtrreceipts Page 1 of 1 ...... N _e .... pP14,'033 Date Issued _.,,,, .,........ Applicant DUAILY TRUST Type [�L,b-P"J'3�s,-ACC' Expiration Date 08flOr2('08 ae 9 �zru "'taa w att Re -issue Date % Sfte . ddr e+s �� a07 MAXISON Date Date Closed PiAect Name IC;iass greenhouse Technical) Com lete I ast Anion, ,! � 2010S P Zoning � .T' 41 1)ateApproved 102d°23/2w.908 � Status Dateltl4 �s'�l�`�ltldJ8 _. Status �,Aj, I , TP,11016mE"D t1ae ife? r GOVe ent? r --------- s�.... �. w_ ..... . NOW... `OWPea° lit I Query Pnnt Fono Letters � capy Site Adikess Notes? a a,,, 1 ', �wt islar t:aaa ttlhs t"a�rtt tir as tlaran.' Fee's ` 1�� t waxaurea ttda�, watriturc '� �O'vet de t Bas btu ' tattul 1 � �6ik j t t � tilt l�lb�� l��Y5r�J +sf�lj .�'5 �.. 1. „ , .,.... _. � � i tarostinai 12500i 1250(,) �� ......... .... � �.,l u�� Vm. �._......,.,,, -TECH �.. ,..� �.., tal, a � say l 'ewou 1 1; �x .tl r 41 II lalY°.r� m..... a � aVpa n f l �utdt , MOO �a $145,1 1 � .�,•f��. �u....., �..� it"lr Ne 1 �: 0�.�m.," 50r C t�lm ett"aa oiewu I Ea thliar k Perr ' lee Total 0.11$38 , 6 evelo ment Services Aio 9 i �i` a, fort Towpserid 'WIVE Pt 5,,; r GN 8iU Wr.crtyofpt u Residentialg Building Perm it ,W�p�'ication Project Address: Legal Description (or Tax #): Addition: 4.t, Block' - Parcel # C.� C) 2 `-' Project Description: ➢ Applications accepted by mail must include a check for initial plan review fee of $150 ➢ See the "Residential Building Permit Application Requirements" for details on plan submittal requirements. PropertyOwner: Name,w ._....rf'' ............. Address: �' �._ .........�..:.... c� �. �..... �..�,�_�_�_................................. City/St/Zip:. .. w_ °. a � .... 1 ....... Phone. - Email: Contact/Representative: 1a Name: Address: City/St/Zip: Phone: _......................_ ...........__.__.__.....__ Email: Contractor: Name: City/St/Zip ....... Phone:. Email State License City Business License #: Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: Project Valuation: $ - Building Information (square feet) i 15t floor .... Garage: 2"d floor ,.,.m............�._..__-- Deck(s):. . _.. 3 floor mITITITITm IT m Porch es' Basement.- Is it finished? Yes No Carport.- Oth r i Manufactured Home ❑ A New ❑ Addition ❑ Remodel/Repair ❑ Total Lot Coverage (Building Footprint) Square feet:, %�" impervious Surface: Square feet: ,�U),S Z s� Any known wetlands on the property? Y ( N Any steep slopes (>15%)? Y r,) 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; P t'C ' Signature: "_�� . Date: ? C'„"' RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. The purpose is to show what you intend to build, where it will be located on your lot, and how it will be constructed. Residential permit application. ❑ Washington State Energy & Ventilation Code forms ❑ Two (2) sets of plans with North arrow and scaled, no smaller than '/4" = 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. 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 71 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. Heade'r 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 (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 14 kc ro C-E-Mff 0 7if T 2, m Consulting Engineer 9929 S W 206th CT Vashon WA. 98070 (206)463-5735 " A eqtqrc LQjasstpjLL ..1 I� tq M T Ir y d THE FOLLOWING NOTES APPLY UNLESS fNDICATED OTHERWISE: CODE; UNIFORM BUILDING CODE (UBC), 1997 EDITION V,' 1 .4.Yk rk, psi l r caz I sPrlq� , a a i,, N 1,1#rI,L,Q:lu GOOF...., .5 PSE BASIC SNOW ALTERNATE ROOF LL=IOpsf (reference UBC table 16-C) PLUS 100 LB POINT LOAD (reference UBC 1607.4.4) WIND PER SECTION 1620 WIND..................80 MPH / EXPOSURE `B' / ME -TROD 2 PROJECTED AREA Pw - (Ce) (Cq) (qs) (1) Pw=(0,67)(1.3)(16,4)(1)= 13,5 psf LOAD COMBINDAI'IONS PER SECTION 1612.3.2 DL + W DL +LL(snow) +W/2 DL +LL(snow) -+-W Aluminum ALUMINUM DESIGN FOR ALUMINUM TYPE 6061-T6 / T6511 Connections USE STAINLESS STEEL FOR ALL ALUMINUM CONNECTIONS. SIZE PER DRAWINGS MISCELLANEOUS CONTRACTOR TO PROVIDE TEMPORARY- ERECTION BRACING AND SHORING AS REQUIRED FOR STABILITY OF STRUCTURE DURING ALL PHASES OF CONSTRUCTION AI'll Mc:. ss a C011SLIlting engineering office providing structural engineering and project management services for both public and private clients. AIR L.'ngineemiglne. has over 25 years or experience in The design and detailing of low, medium and high-rise buildings. industrial buildings, residences d bridges 471t b,ngweeritig Inc-1s a registered Corporation in the State of Washington. ess is 20,000 psf. threads per inch ng it back to its nsile stress? Use ft, and having a ,m its upper end; stretch because of is attached to its afely support at its 1.0,000 psi. . c) W = 06.46 lb and is alternately ,si. If the distance ) in., calculate the 1 is fully stressed to ,ax L = 58.02 in. xial force causes a ormation is angu- ial to deform into " this --,formation , = tan �. cally equal to tlae ruin is the angle ;tress is related to ,nit stress related (1.5) pounds per square 1-2, The relative to shearing defor- ,e unit longitudinal the poiSSOn effect the phenomenon. irection of the pull e cross section. In (1.6) a e 1.11 SHEARING DEFORMATION AND POISSON'S RATIO 19 r c• E µ c' µ .,' Ss i I. feci---•. Fig. 1-14. Numerical values of Poisson's ratio generally vary between 0 ?5 and 0. 5, Values can be fauna in haandboolts or can be determined by Eq. (1-7) if the appropriate moduli of elasticity, are known. The shearing modulus G and the modulus of elasticity E, are related by 2G=-l+µ or I'2 1 (17 I�ue BLE . 12�,ut,.um isson's ratio for copper • if a 20-in.-long copper rod of lh-in. diameter is subjected to an axial pull p of 800 lb, deternune the change in diameter. Solulior : From Table 1-21 .E = 16,000,000 psi and G = 6,000,000 psi. Substitution of these values into Eq. (1-7) gives 10000000 — 1 = 0.333 Ans. 20 (2)(6,000,000) The unit tensile stress si is 800 [= 4,080 psi ss Al 0,196. The unit elongation can now be found: [E = s 1 _ s 4- = 0.000 255 c J E _ 16m0Qb0000 Now from Eq. (1-6) ( Ebl 8, = (0.333)(0.000 255)(0.5) = 0.000 0425 in. Aru. PROBLEMS 1.28. Electrical strain gages mounted on the surface of a cylindrical shaped block of metal subjected to axial compressive load show a unit longitudinal strain of 0.0012 f-5 sons 1-10 HOOKE'S LAW. MODULUS OF ELASTICITY 15 automobiles, and the spring in a door check which automatically shuts th" door after it has been opened. In all these instances, the satisfactory performance of the intended diltl% of each spring depends upon the complete recovery of its original form after removal of a deforming force. Failureso t0fCC0VCrwould reader such it spring useless, However, In order to preserve the elastic property of a material haviog limited physical strength, deformations and the stresses which accoriq)wl ' N' the deformations must not exceed a certain limit, appropriately referred to as its elastic limit. A material stressed beyond its elastic limit will returij only partially to its original form upon complete removal of the deforl"in," force, The deformation remaining is called permanent set. to a 1-10 Hooke's Law. Modulus of Elasticityri stress Is to Strain, TO this should irkAccording to Hooke's law,, added, within the elavic The various properties of materials are now quite readily being deter. rained in testing laboratories under well -standardized conditions, and Hooke', law can easily be verified, For example, to verify the proportionality of stress to strain, and t(I deter irdne the elastic limit of so-called "soft" steel, a standard bar is damped tightly into a testing machine capable of exerting a gradually increasim, pull on the bar, At various intervals, the pull on the bar and the resulting Table 1.2 SOME AVERAGE PROPERTIES OF STRUCTURAL MATERIALS (STEADY LOADS), PSI Allowable stress E Shearing Modulus of Modulus of t-7j Material Tension Compression Shear elasticity elasticity Steel, carbons 22,000 22,000 14,500 29,000,000 12,000,000 , low alloy & 12,000,000 00 - 30,0 301000 20,000 a C 'st iron, gray 5,000- 20,000- 7,500- 14,000,000- 5,6 8,000 30,000 12,500 18,300,000 7,400,000 Aluminum alloyr! `-!15,000- 15,000- 10,000- 10,0910,000 3,800,000 22,000 221000 14,000 Ca 4-3�,�00 N --.5,10 0 T 15,000,000 7)n , ca 11� _,,N Bronze, Tobin 10,000 10,C)OO 0 Copper 16,000,0 r rods, S. Copper rods, bolts 8,000 8,000 '0xy ASTM A36 Btoal, jwo r -hanical properties TABLE 3.3.1 a (cont'd) COM- Compressive PRES- Modulus of Alloy Thickness TENSION SION SHEAR BEARING Elasticity$ And Range* Fit a F'cyt Fry F,v F,y Feu Fby E Temper Product'' In. ksi `° ksi ksi ksi ksi ksi ksi ksi 050-1132 Sheet 0.017.0.249 22 16 14 14 9 44 27 10,100 -H34 Sheet .. 0.009-0.249 25 20 18 15 12 50 32 10,100 _H32 Rolled Rod & Bart All 22 16 15 13 9 44 27 10,100 -H34 Drawn Tube Rolled Rod & Bart All 25 20 19 15 12 50 32 10,100 ` Drawn Tube , 5052 H3 Sheet &Plan i1 ^ 31 23 21 19 13 60 39 10,200 .'^ -1134 Rolled Rod & Bar ;All . 34 26 24 20 15 65 44 10,200 Drawn Tube -H36 Sheet 0.006-0.162 37 29 26 22 17 70 46 10,200 p. t`5083-H I I 1 Extrusions up thru 0.500 40 24 21 24 14 78 41 10,400 -H l 11 Extrusions 0.501 and' over 40 24 21 23 14 78 38 10,400 -H321 Sheet & Plate 0.188-1.500 44 31 26 26 18 84 53 10,400 14. .w -H321 Plate 1.501-3,000 41 29 24 24 17 78 49 10,400 {" 1 -H323 Sheet 0,051-0.249 45 34 32 26 20 88 58 I0,400 �± -H343 Sheet 0.051=0.249 50 39 37 29 23 95 66 10,400 _� ..._ 0086-H111 Extrusions up thru 0.500 36,. 21 18 21 12 70 36 10,400 p -H111 Extrusions 0.501 and -over 36 21 18 21 12 70 34 10,400 s. -H 112 Plate 0.250-0.499 36 18 17 22 10 72 31 10,400 Plate 0.500-1.000 35 16 16 21 9 70 28 10,400 Plate I.001-2.000 35 14 15 21 8 70 28 10,400 _H 112 Plat 2.001-3.00I0 All 34 40 14 28 15 26 21 24 8 16 68 78 28 48 10,400 10,400 c- -H l I I.,H 112yi -1.1.34 132r (Sheet & Platel `Drawn Tube J All . 44* 34 32 26 20 84 58 10,400 5154-H38 Sheet 0,006-0.128 45 35 33 24 20 81 56 10,300 454 H 111 Extrusions up thru 0.500 33 19 16 20 11 64 32 10,400 -Hill Extrusions 0.501 and over 33 19 16 19 11 64 30 10,400 YM '-H112 Extrusions, up thru 5.000 31 12 13 19 7 62 24 10,400 •H32 Sheet & Plate 0,020-2.000 36 26 24 21 15 70 74 44 49 10,400 10,400 -H34 Sheet & Plate 0.020-1.000 39 29 27 23 17 *5456-HII I Extrusions up thru 0.500 42 26 22 25 15 15 82 82 44 42 10,400 10,400 -Hill Extrusions 0,501 and over 42 26 22 24 82 38 10,400 ",; -H112 Extrusions up thru 5.000 41 19 20 24 11 19 87 56 10,400 -HI 16,H117,H321 Sheet & Plate 0,188.1.250 46 33 27 27 25 18 84 53 10,400 -H116,H117,11321 Plate -H116,H117,11321 Plate 1.251.1300 1.501-3.000 44 41 31 29 25 25 25 17 82 49 10,400 y'I -H323 Sheet 0.051-0,249 48 36 34 28 21 24 94 101 61 70 10,400 10,400 H343 Sheet 0.051-0.2 49 53 41 39 31 6. 05-T5 Extrusions up thru 0,500 '38 35 35 24 20 80 56 10,100 6061-T6,T651 Sheet & Plate 0,010-4.000 42 35 35 27 20 20 88 ` 80 58 56 10;100 10,100 T6,T6510*• Extrusions ` T6,T651•: Rolled Rod & Bar upthru;1.000 up thru 8.000 38 42 35 35 35 35 24 27 20 88 56 10,100 - -T6 Drawn Tube 0.025-0.500 ` 42 35 35 27 20 20 88 88 56 56 10,100 10,100 -T6 Pipe up thru 0.999 0.999 42 38 35, 35. 35 35 27 24 20 80 56 10,100 -T6 Pipe over 6061-T5 Extrusions up thru 0.500 22 16 16 l5 13 12 9 8.5 46 44 26 4 10,100 10,100 1' S -T6 r-- Extrusions Extrusions & Pipe over 0.500 All 21 30 15,• 25 ' 25 19 14 63 40 10,100 per 6351-TS Extrusions u p . ru th1000 38 35 35 24 20 80 56 10,100 a• ,Most product and thickness ranges are taken from The Aluminum Association's 1976-1977 edition of "Aluminum Standards and Dat a." 1,1s',. and Fq are naialimun't specified values (except for Alclad 3004-H 14, -H 16 and, Rod Bar); other F,,. for 1 100 H I2,-H 14 Rolled strength properties are corresponding Rod and Bar and mini- 'Dralyn Tube, Alclad 3003.1118 Sheet and 5050-H32, -H34 lolled and mum expected values. For deflection calculations an average modulus of elasticity is used; numerically this is 100 ksi lower than the values in this column. 13 M Type- of sires Type of Member or Camp Spec. Allowable Stress, Table 3.3.25 , No. lul Allowable Stresses for TENSION, axial, Any tension member: 1 19 BUILDING and Similar net section — _ Type Structures Rectangular tubes, structural shapes bent about strong axis -i -[}� V1- 2 19> 6061—T6, —T651,—T6510, TENSION IN —T6511 BEAMS. Roun r oval tubes O 3 24 extreme fiber, -' — Extrusions up thru 1 in., Sheet net section Rectangular bars, plates, & Plate, Standard Structural shapes bent about weak axis 4 28 Shapes, Rolled Rod and Bar, On rivets and bobs 5 ,' Drawn Tube, Pipe BEARING 6 34 On flat surfaces and pins 2} 6351-T5 Extrusions - Allowable Stress, Slenderness Allowable Stress, ksi Slenderness Allowable Stress, I' Limit, S, Slenderness Limit, Sr ksl Slenderness s S, Between S, and S, Slenderness 2 Sr COMPRESSION IN COLUMNS, 19 � = 9.5 20.2.0. _ — 126- � All columns F (Lf section " NMI, )- �' 8 b b b Outstanding � flanges and legs I g 19 f = S 2 23,1-0, 79� b = 7 12 ( v 1970 e s t("ovarb �. COMPRESSION IN b Flat plates with f--� !q _ - b 16 23.1425b b _ 33All �f+fb 490 "_ _. F COMPONENTS both edges n b— �. (� r f t— gross supported —, b - - section Curved plates a a R both 19 _ ri I6 —. 22.2-0.80 R — = 141 3,200 ..m..m.._ supported on 10 . r .... r ,. ("Rlr + f,JJS)r edges. walls of g (l round or oval rubes M'' r Single web beams Sin r7-1 bent about strong —�— r -E — 11 21 _ s / 23 �"` 239 0 124Lm rr 79 87 1 l� axis M1F th N.r.. R, R� 25 Re 1 = 28 Rs 39.3-2.7 - Ro = 81 Same as Specifics • or ov I tubes _ Round a 12 lion No. 10 COMPRESSION IN BEAMS, r„ extreme _ fiber, gross t �� Solid 28 d 13 40.5-0.93d`'Lo d-/Le 29 11400 r (dlr) (Cold) section rectangular 13 r d t V d r V d beams —�� N t i d af. 2l M ,sir 21 Lb—S' 146 23.9-0.24, 1 ° 5 LsS 1700 24 12" Rectangular tubes and box sections 14 lv / lu (L�fle) P r 11�y ) COMPRESSION b� f _� ~� 21 6.8 27.1 0.93d 10 Outstanding 15 (bft) ON COMPONENTS flanges d, lu IPP $ r it k (component n t I�, �SrvtR" under uniform b Flat plates with 1 )' b 21 b 22 27 1.0'296 b = 33 58 compression), 8 Toss section both edges /''f�— � PP � V supported 16 p i � MKI �° r 28 ®g.9 40A5-1.41 b— 19 COMPRESSION co ptenssion resion edge —� 1r� (1r1 IN COMPONENTS e¢Yge µ X A� o OF BEAMS,fre supported (component Flat plates with Lh 28r 46 40.5-0.27h h 75hr under bending in own both edges h supported 18 l 21 „y IL gross at Xgas with CY o44 p wh horizontalI stiffener, 'T 2If h=W 107 r h 405-D.II 7 h 173 J5 (IrPh) sachet, b "• 19 1 V r both edges •.. (r supported W1,,tZd SHEAR Uns tiffened flat 2l1 h2 da �� J6 h r 15,6.0. 6� h r 65 4; esdt 39 000 (irla I' tit v�l +6 IN WEBS., webs gross ~*:law "" R2 2 n 66 5J000 section Stiffened flat webs I �" 'ar sb" 21 WHITE BARS apply to nonwelded members and to welded members al locations farther than I 0 in. from a weld. '�� ks ".A. apply within LO in, of a weld.. 0 For all thicknesses with filler alloys 5356 or 5556. With filler alloys 4043, 5554 or (' For all thicknesses with filler alloys 5356 or 5556: for metal 5654 values apply lo,metal 0.375 in, or less in thickness; for greater thicknesses 0.373 in, or less in thickness with filler alloys 4043, 5554 or 5654. (--N I I CIL li ATR ENGINEERING, INC. \l, r9929 SW 206th CT VASHON, WA 98070 14S —S C.W,\ *tap w MW b#04,MW 4-.AM WA4.6 S4000**40 4AXW VaW.At. 4LArW PM ccVeo )'V I (-�7 --fe (7 (7-6u 1p -/11 ff.- ATR ENGINEERING, INC.' 9929 SW 206th CT fy) (-7 VASHON, WA 98070 7o- /5G 7'- 7'- 7r M 7 //f a_- -4 L Z- Iq r) Cdr -) ,E/ &4 7-10 70 Lc -4b TH �i" <- 7-A--'P, .-S 77�, C ReYA S6-7- \A , 1 ATR ENGINEERING, INS`, 9929 SW 206th CT VASHON, WA 98070 777,X"? 4- ��" Nc> r r- /VT'R ENGINEERING, INC. 9929 SW 206th CT / VASHON, WA 98070 wi (-7 �er 7,e- us s 47- e ��3 / / � 2S lq 4 11V' -7 Z e5 lql�'Avz- 4 OA 6 'L, 2FM 70, > 38 ww" Company : ATR Engineering, Inc. April 16, 2003 � ` �� Designer : Ark Rack 9:11 AM 7 Job Number : milgard for architectural glass Checked By, Global ATR Engineering, Inc. Art Rack milgard for architectural glass April 16, 2003 9: 51 AM fyt(-7 11 -------------------- ATR Engineering, .Inc, milgard.orfarchitectural ..,.. ,�. glass .s s ... �.11 April 16, 2003 for a Art Rack � ®..� . ,. ,... 8:59 AM Company ATR Engineering, Inc. April 16, 2003 rn ( 3 Designer Art Rack 9:02 AM Job Number milgard for architectural glass Checked By: Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals A 1 Description�NC�ae ... ..Description , X ., .„..Y Joint _Point �..erect� Dist 2 None one 3 roof 1 3 lateral wind None__�.1 ®_.... . e... M, �1. .,.1.3..,,. Member Direct Distributed Loads Cate o : None BLC 3 : lateral wind Member Label Direction Start Magnitude End Magnitude Start Location End Location M55 X 1085 .085 0.._ M _. M.. ,.y , w _. X ._.. _...... _ ._ 085...._._ n...n.. Y 085..9.,___ 5 0 0 085 _ ...� .....M.58.. ._..m.... X W_ w.085 085....._ o M24.r __....n. .....__ X .. _ .. .085 .._., .. 085 �n... � ._, . � _ _ _. 0 M22 _... .085 0 0_ _M23 ..� . _. l_ 085 .�......... .. ... _085 MBL 08 .. ..�a...,. ...0.,, � ..� M7 L . �. 085. _ �085 �.� 0.. ... . w 5 085 0 v.....,. 0..,,, , Materials General Material Label Young's Modulus Shear Modulus Poisson's Th ennal Coef. Weight Density Yield Stress 4ksi) Ratio (pp! I QA5 Fj .. (Mt13) e . . _ ("i) �ALUMINUM6061-T6 �.. 10000 3800 q 316 q 18 165 _ m ,. _.5��..., .J Joint Dias lacernents By Combination LC Joint Label X Translation Y Translation Rotation „ ,_(in)din? fNar9r its) .®. No Results Available 1_..._.. - e. ,.. _ e IJ Joint Loads%Enforced Des lacements Crate o : None BLC 1 : roof di Joint Label ILjoad,IMjass,or, Direction Magnitude tPlispl L em ni.... Y (K, k ft, wn r� , k."sn2�/ti.) . .�! _. _..�... , _ . [V9 L Y �..... ..2.._ I Y _.2 Reactions B Combination LC Joint Label X Force Y Force Moment No Results Available.., I Company : ATR Engineering, Inc. April 16, 2003 rn Designer Art Rack 9:02 AM Job N�umber : milgard for architectural glass Checked By:. Load Combinations Num Description Env WS PD SRSS CD m 8LC _ Faruor' SLC Factor BLC Factor BLC Factor_. 1 dead ICaad 1 y v. 1. _ .._ 2-1 live load snow 1 2 S 1 y 4._..._...DL + LL ...... .._�...... . W ...... ��1_._. _ _ 1 1 2 1 DL +LU2+W I, _1 .. e..as. 1 1 �. 1 2 5 3 1 .w.. 6.-_. _DL + LL + W/2 y 1 1 —1-2— 1 3 f 5 Member Data Shape / Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I -End J-End I -End J-End Code Length d rasa .�... e M fir LIn� M2 N2 180 CORDS ALUMw 1.266 N1,.. 2 ., .. N3 180� CORDS AL-0-MIN'..- , .. a �.. w . m� . . e.. _ �.� 1.266 _�..m �.. N4 _. 180 . C RDS ALU MIN _ 1 266 80 b�- _ CORDS ALUMIN .. �. 1.266 M5 N6 180 CORDSALUMIN 1 385 M6 N7 N5 N8 CORDS ALUMIN I _ �...1 266 � � CORDS LUMIN 1.266 9nm...�. CORDS._.�.ALUMIN.i_ 1.266 _N9 _._.�u._ N10 .N N1.1.. .. _ CORDS LUMIN �LuMIN .. �__.. � �,. ��.__.. _ a.._...—�_,.� �... -...._ . ... 1 266 . � 667 .. M1� NS _ N2 ...... DIAGONALS ALUMIN _ 919 DIAGONALS LUMIN ALUMIN... 919 M13 N3 N9 DIAGONALS A & m....... _ _...._ .._9 __ .919 N9 N4 i DIAGONALS ALUMIN 919 0 NALS LUMIN . .919 ��......._.� DIAGONALS ALUMIN.,. -� e......�.._ _.. � . _ _ _.. _..... � . 919 M17 DIAGONALS ALUMIN... 919 � � dN11 N6. . _ 5 _ �.9 M19 ,Ammm.NS........1.._.. N2 � .m, ._... _. � DIAGONALS ALUMIN... 9 �...� M20 I N7 ie N1 - - DIAGONALS ALUMIN . .. °.._ _ I �_.w. •919 . M. N1 N13 DIAGONALs ALUMW...�� p ..... ��. _ m s I r ..�.. 668 _._M21 M22 h N14 N13 CORDS I AL MIN _ M23 N7 N13.180 CORDS ALUMIN i 677 i M_2,.4 N14180 1v, i _ ALUMIN �_. 385 M25 N DIAGONALS ALUMIN 919 M26 N17 DIAGONALS ALUMIN..:. 919 ... M27 ..._...N16 N17 ......_ N18 .. , ..,... DIAGONALS ALUMIN . C.m._ r.,._, m........._ �..� ...._I .�_ ....._� ..i.._ I ...... � .919 � ? M28 ., N18 N1_g DIAG ONALS A_LUMIN.. .... ,.. . ( 919 M29 N19 N20�-� DIAGONALS uALUMIN N2.485 2 ° M31 N23 ...i N24 w180 w..._..CORDS._ CORDS IALUMIN.. .. _.. _ s .... I ; 1.266 M32 N24 I N25 .,. _ CORDS ;ALUMIN I� �.._- . .,�_ 1.266 M33 N26 . �� CORDSH ALUMIN.__: r . m 1 266_.p M,34 N26 N27 J .D5 CORDS jnLUMIN,. !.R L�...�. M35 N28 �� N29 , _.. 180 Y _. CORDS IALUMIN��..I I _... ... ,_.+ k 1.266 ; if Company ATR Engineering, Inc. April 16, 2003 M C-7 I `� Designer Art Rack9:02 AM Job Number milgard for architectural glass Checked By:, Sections Section Database Material Area SA SA 1 (90,270) 1(0,180) T/C Company ATR Engineering, Inc. April 1 G, 2003 �! j Designer Art Rack 9:38 AM Job Number : milgard for architectural glass Checked By, - Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot (k q) Lc (W) Lc (ksi) L.c. Lc max'] s 4 -. 06 u 5 G 082" �� 4 _ 1 (k, 1 ss . ..4 al Company ATR Engineering, Inc. April 16, 2003 Designer Art Rack 9:36 AM Job Number : milgard for architectural glass Checked y: Envelope. Member Stresses Member Label Section Axial Shear Bending top Bending bot (W) Lc (W) Lc (ksi) Lc (ksl) Lc 6 M63 ..�.� Company ATR Engineering, Inc. Designer Art Rack April 16, 2003 ;7 AM Job Number : milgard for architectural glass Checked By -,— — Envelope Member, Member Label Section Axial Shear Bending top Sending bot (ksl) Lc (ksi) t,c (W) Lc (Ic a) Lc 7 - � _ e � max 1.a � seq. .e f o ... _-.03 � 4 I Company AiR Engineering, Inc. April 16, 2003 Designer Art Rack 9:32 AM Job Number : milgard for architectural glass Checked By. Envela a Member Stresses Member Label Section Axial Shear Bending top Bending bot (ksi) Le (') ,Lc ( Lc (W) Lc__ IVI .0 max [ 21 9 5 003 4. 04.. C 6 j 002. � 4.4 m Q ao 10 6, U C w m f w- C a U o ' (D +N.. C U e LU Of Company ATR Engineering, Inc. April 16, 2003 Designer Art Rack 9�54 AM Job Number : milgard for architectural glass Checked By: Envelope Joint Digs lacemeinLs feon�tinueEQ Joint Label X Translate Y Translate Rotate (in) m. Lc, (!n) La: (radians) Lc .i N27 max _014 1 6 0 -.� 2 6 7.450-5 7 min 6f� . p, 5 -. 07 5 5.685e-5 5 N28 max 016 6 0 6 1.052e-4 5 min 003 5 0 g 5 -1.448e-5 6 N29 . .. 4 . 5 min 002 5 -. 03., m 5-4.391 ..�_ e- 5 6 N30 max .015 6 0 6 1.144e-4 5 _ _ min 0..m _ 5 e _.Oq5 �. 5 _ 6.766e-5 6 N31 max .014 6 -.002 _ 6 8.833e-5 7 _. min_ 0 5 006 5e, 7.201 e-5 6 N32 max .014 6 -.003 6 6.921e-5 6 min 0 5 007 5 3.792e-5 5 u N33 max .013 6 -.003 6 5.892e-5 6 mire 0.000 5 -.007 .._,5u . 0. .. , 5,. 05 .734e 5 2. 5 man _ .. 002 - ..... 5 -.002 ._ ..... 6 - - m� .. _ w. 079e-4 . 6 N35 - max 015 6 001 i 6 4.229e-5 5�� min 004 5 i 0 5 1.027e-4 6 Company ATR Engineering, Inc. April 16, 2003 rv' tj Designer Art Rack 9,54 AM Job Number : milgard for architectural glass Checked By: EIrr Lo ,ge,Joing Displacements. Joint Label X Translate Y Translate Rotate Rio) n... ...m_. (rdians LC N 1 max 01 2 6 0 5 5 761 e- 5 . min 004 5 002 6 �_. . 4 -1 327e-5 6 N2 max -� 013 6 -.002 5 -1.014" 6 min -.003 5 -.003 6 -1.321 e-4 7 N3 max 014 6 -.004 5 -5.91 e-5 1 6 min 002 -014 5 005 7 1267e 5 N4 � max r 6 -.005 6 -8 863e� -6 6 min -.001 5 -.006 7 -9.597e-5 5 N5 max 014 6 .004 6 3.077e-5 6 min. 0. 5 -.007 5 -5.65µ5 5 N6 max_ .014 1 _ 6 -.003 6 5.953e-5 6 min 0.000 5 --.008 5.. ,. .. 0 ... 5 . 5 N7 max .013 6 0 5 :T052e-4 _...�me min .....e.,_ - 003 ... 5 ..,.. ,,. -.002 e. 6 -1 296e-4 7 NS max 014 6 -.003 5 -8.19e-5 6 min -.002 5 404 7 -1.315e-4 5 N9 max .014 6 -.005 6 -3.372e-5 6- min 0, 5 -.006 7 - 1.144e-4 5 N10 max 014 6 -.005 _ 6 1.274e-5 6 min 0.. 5 -.007 7 -7.698e-5 5 N11 max 4 6 p04 6 4 383e 5 min m , 0.. ,5 f -.007 5 ... -3 792e .6.. N12 max 012 6 �n. 0 5 3.875e_5 5 min -.004 _. 5.. 0 6 -1.379e- 4 6 N 13 max 013 6 0 5-7.302e-5 5 min .004 5 -.001 6 -1.282e-4 6 5 N 14 Amax .013 6 0 5-5.687e-5 min -.004 5 0 6 -1327e-4 6 N15 max 012 6 0 5 -4.229e-5 5 p min -.004 5 -.002 6 -1.378e-4 6 N16 max 011 N 6 0 5 1 255e-6 5 min -.004 _.5 0.,. _6.. - 1535e4.. 0.. N17 max 01 6 0 5 2 135e 5 5 .. ®min -.0045 -.002 6 -1 664e-4 6 008 6 0 5 4 484e 5 5 _..18, ..... m. �.. -,004 . 5 - 0 - 6 - -1.818e-4 6 N19 6 0 5 5583�5 5 _ man 0?._ Y 03 _5 i .. -.002 6 -11 92 e �e 5_ 5 N20 max I .005 1 6 j 0 6 7.366e-5 . ........ .. "',21 m In 1 002 5 0 0_ 7 2.105e 4 N. max 002 6 0 ; 1.021 e -4 5 . . i min -.001 1 5 0 „6 15 -2.399e4 6 N22 max 0.000 ! 6 ` 0.000 1 6 1.104e-4 5 i i mid 0.000 ! 5 0.000 5 -2.459e-4 6. N23 .5 601 - min 004 w 5 6 8 155e 5 N24 max min ` 016 m. .003 6 6 0 ! .002 6 5 1 1 198e-4 1.392e-5 C, 5 5 i i N25 max 015 6 1.267e-41 min .002 a 5 g 0" 5 5.855e-5 6 N26 max015 6..,-.006 , 5 ° 7086e-5 6 1 min 001 ATR ENG31NEERING, INC. VASHON, WA 98070 1ev 7 4, Ve qr -Cos , -5) 1:;,;, / x, Z, 75r- � 5S " 7k7- 4 (""Ssxltz-- v 5110,4071 PSI' w ) 4- 7 31 x WA '9070 75 2,33 ��= 2R33 pz 0,17 -70 70E k�Si OILS 7�r 70 AT E N G I N E E R I NG, 1'NI1,",. 5nr� VASHON, WA 98070 W1U? --2.'7 /6,2-03 7~�Pi C/fCr �" �. -,�°,fir" %�/,� f� , �—•, ,r (Z ICY?t % .S qo'a � ~� i Ir Ilse l 7 8 37, P r (R�;t5►l f,as11 � = 0 -9-TIE S / /'v r 4a') pl�l S"rp "T Vj 2- 7-9 A- (? 70 -fir 1,6 -:- C- �T -�-- -17 �Z �c. 22. SX 7 n 7Z- �� m ATR Engineering Inc. A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 Vashon WA 0411612003 02:48 PM A B C glazing bar section properties file g-bar D E F (206) 463-5735 to ,29 G H A D AD Ix d Ad^2 Al 0.15625 1.56250 0.24414 0,00254 0.65765 0.06758 A2 0.0.9375 1.21875 0.11426 0.00003 0.31390 0.00924 A3 0.17969 0.62500 0.11230 0.00742 0.27985 0.01407 0.09375 0.03125 _ 0 00293 0.00003 0.87360 0.07155 St�it+vLil4r = 0.52344 0,47:k 0.010 _ .... 'N6244 Y centroid= 0.905 in Ix= 0.172 inA4 Stop= 0.262 inA3 m Sbottom= 0.191 in"3 1!8 thick 0.625" I I 125" 1,5" 1/16 thick_ ._. typical for web and flanges n _..J L l e u L GIN�� O m03 N htiui tror �p M N ate. �o �e �S � i) m u j L6 N N M M M LS E is °� 4% 's ulO S L • °' N a 3 p C 0m *' r O V N ar c°`) ti (m aa lroa Oh� (roa N w M N N itT ram- M LO M M I 't LVZ 8 Ll 8 y ro ae ro N c� N N ro 't ro N Cr Lf) r twoto M a .r e a CX *- N N d3 N EA � M M c°�) 8' 8 %o Lo .8 ul8 ,g S Lb N ; N 9ro lu 21 t�D• C� CO � t% LO �F3 r~ N41 N N M 8 8 0 8 S 8 8 J (a - to 0 Ca V�j +Cf (a (a CIT (a N ON* i-" moll Wo wr CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG PERMIT #---8 -- . ..`....... m-=-........_....._.,..W. � SCOPE OF WORK: �l S DATE RECEIVED . .. 00 0 N M N ❑ 0 a o O J LL LL z O a ow w a w r r ❑ a0 o 0 Fo Z O Zw O Z W w z 00 aw a 2 X w co J uJ O a Vw m W r a N N � Z � W co �g CY � a ww -10 a d' IL IL z a 7 0 U a F Q z ri L r 2 U r z w a > a O W U Q' O r 0 o O Z LL 0 w O w u� a J d IL a N z0 oZ ao J_ o7 J m fN w OF U z a a U) z 02 O uP = a D U)a a W r z_a_ ❑ 2 a a 0 U a N a Q r w r = cn r 0 m 00 0 0 N LO N N 0 w Q w D N Cl) Cl) O OD O 0 J 00 O z r w a of N 0 OD w 00 rn O z w a IL m w a 1- O En rM U z - z w OU Z ❑ O J H IL U W r W a elf z, O LL U) z O r U) 0 = O r r co co g LU w ZFz- j ❑ � O a O U U) r z w O U w a IL U) Z Z O U W 0- (1) z w Q O a fn z z O p U w a Z z O U w a Z a r rn Z N c)o LL Cl) C)a CD J M a O U � z� 52 U a W N w Z w Z W Q w r w w m 7 r d � O c) W D w w z O H U W a Z Inspection Report