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MMD2003-00009
MMD2003 00009 TUALATIN VALLEY FIRE AND RESCUE Gaon/���luj i \ CITY OF TIGARD June 24, 2003 OREGON May Awning Attn: Bill Moore 5220 NE Columbia Portland, OR 97218 RE: Tualatin Valley Fire and Rescue Minor Modification Request, Case File No. MMD2003-00009 Dear Mr. Moore: This letter is in response to your request for a Minor Modification (MMD2003-00009) of the existing Tualatin valley Fire and Rescue Complex site development located at 8935 SW Burnham Road, WCTM 2S102AD, Tax Lot 01900. The site was developed under the previous SDR approval (SDR92-00015). You have requested to modify the approved site plan by covering an area within the existing asphalt lot to accommodate a cover for an additional firetruck. The submitted site plan reflects the proposed modifications. Analysis of Modification Request: Section 18.360.060 of the Tigard Development Code Site Development Review chapter, states; "any modification which is not within the description of a major modification as provided in section 18.360.050 shall be considered a minor modification." Section 18.360.050 states that the Director shall determine that a major modification(s) has resulted if one (1) or more of the changes listed below have been proposed: 1. An increase in dwelling unit density or lot coverage for residential development. The proposal does not involve residential property. Therefore, this standard does not apply. 2. A change in the ratio or number of different types of dwelling units. This criterion is not applicable, as this request does not involve a residential development. 3. A change that requires additional on-site parking in accordance with Chapter 18.765. The proposal will not displace existing parking, nor create the need for additional parking. Therefore, this standard is satisfied. 4. A change in the type of commercial or industrial structures as defined by the Uniform Building Code. No change in the structural occupancy type of the buildings is proposed. Therefore, this criterion is not applicable. 5. An increase in the height of the building(s) by more than 20 percent. The proposed cover will measure 11'6" which is shorter than the existing buildings. Therefore, this standard is met. 6. A change in the type and location of accessways and parking areas where off-site traffic would be affected. This proposed cover will be located in an area that is generally available for firetruck turnaround and maneuvering. The minimum aisle width will largely exceed 24 feet, and since the fire district is requesting this modification, we must assume that they have evaluated 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639-4171 TDD (503)684-2772 Page 1 oft their maneuvering needs. Nevertheless, the request will not affect compliance with the code standards regarding access and parking, and moreover, no off site traffic will be affected. This standard is satisfied. 7. An increase in vehicular traffic to and from the site and the increase can be expected to exceed 100 vehicles per day. There is no change to the type or intensity of use proposed. The cover will house an additional fire suppression truck. There should be an insignificant, if any, increase in traffic to and from the site as a result of this request. 8. An increase in the floor areas proposed for a non-residential use by more than ten percent excluding expansions under 5,000 square feet. The proposal will add 770 square feet in floor area. Therefore, this standard is met. 9. A reduction in the area reserved for common open space and/or usable open space that reduces the open space area below the minimum required by the code or reduces the open space areas by more than ten percent. The proposal will replace surplus asphalt area, not used for parking, with a carport type cover for a fire truck. No open space will be affected by the proposal. 10. A reduction of project amenities (recreational facilities, screening; and/or, landscaping provisions) below the minimum established by the code or by more than ten percent where specified in the site plan. The proposed modifications to the site will not reduce or eliminate project amenities. Recreational facilities, screening, and landscaping will not be detrimentally affected. Therefore this criterion is met. 11. A modification to the conditions imposed at the time of Site Development Review approval that is not the subject of criteria (B). 1 through 10 above. This request will not affect compliance with the previous conditions of approval of SDR 92-00015. THIS REQUEST HAS BEEN APPROVED BY THE PLANNING DEPARTMENT SUBJECT TO THE FOLLOWING LIMITATIONS. PLEASE SUBMIT A COPY OF THIS LETTER WITH YOUR BUILDING PERMIT APPLICATION. This request is determined to be a minor modification to an existing site. The Director's designee has determined that the proposed minor modification of this existing site will continue to promote the general welfare of the City and will not be significantly detrimental, nor injurious to surrounding properties provided that, development which occurs after this decision complies with all applicable local, state, and federal laws. If you need additional information or have any questions, please feel free to call me at (503) 639-4171 ext. 2428. Sincerely, 71A//' Firgan T 7 acy Associate Planner is\curpin\morgan\workspace\mmd\mmd2003-00009 (tvfr carport cover).doc Page 2 of 2 APPLICANT MATERIALS MINOR MODIFIC ION , , a4� TYPE I APPLICATION CITY OF TIGARD 13125 SW Hall Blvd., Tigard, OR 97223(503) 639-4171 FAX: (503) 684-7297 GENERAL INFORMATION Property Address/Location(s): gCI?)5 �sW 9-3 LA Ai`^ Tax Map &Tax Lot#(s): -5 1 Obi AUc1gO® FOR STAFF USE ONLY Site Size: (66 ( {j(' Case No.(s): 1AM D ),003 -00007 Applicant*: k), 0 0-1 0 0"--/ r001 A ,.,,, Other Case No.(s): Address: 5, C% Ks- E', C'\ \ , Receipt No.: =� 603 - A► .A(✓5 5 City/State: -1'0 �1 ) (r Zip: G 7 1 zZ Application Accepted By: C - Ccw, Primary Contact i\ 1\ Date: (o -- A3 " o Phone: -j 3 - 2,F 7- OO'-J O Fax: R— 72 -1L42f, Property Owner/Deed Holder(s)*: (Attach list if more than one) Date Determined Complete: �`\\ f,=.:\/) .r., t LAE__ Rev.7/22/2002 is\curpin\masters\revised\minormod.mst Address: Yci 3! SAN. Zuea - co Phone: 56s-96„q-`i City/State: Cc Zip: cf . 23 REQUIRED SUBMITTAL ELEMENTS * When the owner and the applicant are different people, the applicant (Note: applications will not be accepted must be the purchaser of record or a lessee in possession with written without the required submittal elements) authorization from the owner or an agent of the owner. The owner(s) must sign this application in the space provided on the back of this form or submit a written authorization with this application. 0' Application Form PROPOSAL SUMMARY 0- Owner's Signature/Written Authorization The owners of record of the subject property request permission for a LI Title Transfer Instrument r Deed Minor Modification. To review a modification as a Minor Modification, the Director must first find that the expansion does not Site Site Development Plan (1 copies) invoke one or more of the 11 criteria discussed within Section 18.120.070(B) of the Tigard Development Code. If the modification Site/Plot Plan (reduced 8'/2'x 11") exceeds the maximum allowed under any one or more of the Applicant's Statement (3 copies) following criteria, a Major Modification review is required. Major El Modifications are processed in the same manner as a new Site (Addressing Criteria Under Section 18.360.050(B) Development Review. In a separate letter, please address the Filing Fee $435.00 criteria below contained in Section 18.360.050(B) including a detailed response to each criteria. I. An Increase in dwelling unit density or lot coverage for residential development. In addition, the Director must find that the 2. A change in the ratio or number of different types of dwelling units. proposed change complies with the underlying 3. A change that requires additional on-site parking in accordance with Chapter 18.765. standards of the applicable zoning district. To 4. A change in the type of commercial or industrial structures as defined by the Uniform Building Code. complete this review, the Applicant's proposal 5. An increase in the height of the building(s) by more than 20%. must include a discussion indicating how the 6. A change in the type and location of accessways and parking areas where off-site traffic would be site expansion will continue to comply with the affected. minimum setback, building height, parking land 7. An increase in vehicular traffic to and from the site and increase can be expected to exceed 100 landscaping standards. Other applicable vehicles per day. requirements such as minimum Clear Vision 8. An increase in the floor area proposed for a non-residential use by more than 10% excluding areas near driveways and street intersections expansions under 5,000 square feet. may also be applicable depending on where 9. A reduction in the area reserved for common open space and/or usable open space that reduces the the building expansion is proposed to be open space area below the minimum required by this code or reduces the open space area by more constructed on the site. than ten percent. 10. A reduction of project amenities (recreational facilities, screening, and/or, landscaping provisions) below the minimum established by this code or by more than 10% where specified in the site plan. II. A modification to the conditions imposed at the time of Site Development Review approval that are not the subject of Criteria 1 through 10 above. APPLICANTS: To consider an application complete, you will need to submit ALL of the REQUIRED SUBMITTAL ELEMENTS as described on the front of this application in the"Required Submittal Elements"box. (Detailed Submittal Requirement Information sheets can be obtained, upon request,for all types of Land Use Applications.) THE APPLICANT(S)SHALL CERTIFY THAT: ♦ The above request does not violate any deed restrictions that may be attached to or imposed upon the subject property. ♦ If the application is granted, the applicant will exercise the rights granted in accordance with the terms and subject to all the conditions and limitations of the approval. ♦ All of the above statements and the statements in the plot plan, attachments, and exhibits transmitted herewith, are true; and the applicants so acknowledge that any permit issued, based on this application, may be revoked if it is found that any such statements are false. ♦ The applicant has read the entire contents of the application, including the policies and criteria, and understands the requirements for approving or denying the application. SIGNATURES of each owner of the subject property. DATED this 2 3 day of )'JN-1 t , 20 03 7 f w na re �,I � i toM,�I c o Ev Owner's Signature Owner's Signature Owner's Signature CITY OF TIGARD 6/23/2003 13125 SW Hall Blvd. 11:56:50AM h,., �._ Tigard,Oregon 97223 1�- '.6! (503) 639-4171 Receipt #: 27200300000000002655 Date: 06/23/2003 Line Items: Case No Tran Code Description Revenue Account No Amount Paid MMD2003-00009 [LANDUS] Minor Modification 100-0000-438000 435.00 Line Item Total: $435.00 Payments: Method Payer User ID Acct./Check Approval No. How Received Amoun' --id Check MAY AWNING&PATIO CO CAC 09184 In Person 435.00 Payment Total: $435.00 11 C61 f ./ " 60 i 4- ` 4) 0 f � ktp L� STAT I O H a2. 1 ( ooiZ I,e..V. i59_ • 2215 • - odd, RECEIVED 9 3 S �,�,', �RoH�� (.D Jim 2003 ( \r\) PLANN(NG/ENGNE RING r7s I oa Pkv Igor) M 2 -© OO? $ e / \%, ....,– /- p ,... ----■ 4 ,--- --.....____ ‘.. ...._... , • 1 411/ _)-----_----' _ ......_ l'. . , 5 t ',MOM.. -,- ,st61111.61.1.4601.26.4.1. draj 't i e #■, ....., • t V,..„ t k5 1 1I 617 . 1 (._.. 1 tt ... , „. .. 1 , , <1' \zb■ Os . i .------_ -- ,---- , ! 1 r • .1 il 11. _ . . . __ I : rk ., i ••■ -t' tt .;=. • ....... . ,,,r,c,4 , 'V 00 –d. ■.—,_-- i i i 1 - WI- ST1- RN A \ G COVRA \ v : COVVI- RC AL & PA 0 S R ,,......., C T �J R 1- S TABLE OF CONTENTS oor— • . SHEET NO. CONTENT ' ' PEE f� r E. Rp°F�AN 1L �O �p� No BE Ay TEND Cr crimes 0 COVER SHEET y; 1 METHOD OF USING TABLES, NOES, DECKING SPANS ��` ! �' 2 PATIO COVER - SPANS, COLUMNS, FOOTINGS Fa •OOF PANEL SEE SHEET n-� �� .! �__ �_ _� y_ 3 25 PSF SPAN TABLES �ti �� : �'+� 4 30 PSF SPAN TABLES 5 40 PSF SPAN TABLES • DEFINE LOADS k GEOMETRY, THEN �'� '_~1- 6 60 PSI SPAN TABLES (NOT INCLUDED) SEE TABLES FOR REQ•D DECKING. = :■-r-` ""� 7 COMPONENT DETAILS BEAMS,COLUMNS&FOOTINGS. SUPPORT BEAUS �1- Maz.Nr. 4', 8 COMPONENT DETAILS VARIES w/L• 1 c 9 CONNECTION DETAILS - POSTS TO FOOTINGS • AND COLUMN • 10 CONNECTION DETAILS - PATIO BEAMS TO POSTS, FASCIA ATTACHMENT CANTILEVER 33%OF BEAM — i . — 11 CONNECTION DETAILS - NON-PATIO BEAMS TO POSTS, SPAN MAX, _ __�---_ FASCIA, SCROLL COL TO BEAMS ---I_1 _■ SEE SHEET T12 FOR 12 CONNECTION DETAILS - BEAM SPLICES AND __-- _ BEAM SPLICE DETAILS ATTACHMENT TO EXIST. BUILDINGS 13 SKYLIGHT SUPPORT JOIST - ALLOWABLE SPANS OPTIONAL 3!4'CONCRETE SLAB. POE SHEET TO DAN C 11 FOR REQUIRED FOR CCNSIRNNED TYPE FOOTINGS POST TO DEAN CONNECT!. I ��.) -MIN.HALF OF SEE SHEET I9 FOR POST _ _- I 1 FOOTING WIDTH .• T nn i 4 �•;,,,4 � ATTACHMENT TO FOOTINGS. I I +-ti, a �`S Al �R , `�, ,yrS1 �� ,(Fr.,:.,'4'Z...., Q )) �� (UNCONSTRAINED FOOTING 910WN) .,,,,5,,,- c �� rr i , w 1•S7y�fY� ■ EXAMPLE STRUCTURE: t (9. FRE :ND INC S INGL SPAN WI IV RHAN III' NO's a4 m ~� 'i�c'% ; a � ~ ���,�`; %' % a s-o1 U E i ic>:= - a :YRO '1. , f ; / L ` :r \A' S'11 .171 t,?w8 j -UPERI • iw S • 4.1c( ` , 1• 1' Sp� f1a WC i W ' UCIURAL • .i�,�11103�p �¢ co") S—',•►� ._'` FOR SHEET IAGiMENT DETAILS T�1 r»�" 'cc4sS CNAI it)',9Ok . .,**, • '�• %?,, �03 A SIEev L1� .0.•.... a 13 k NO. or ~�OVED.T - P / 10 EX6r.BUNAING Oti IINU1w.��a� , 4370 _-,B 1Z'3 r �TtPE �Cn� �_ / ( EXPIRES V...-.3 1' ) �� �f ewme9 4 .0 Mil PENOS 1UPT 1\ / - �NGffL OE A�BEAU P tt sSpq,y�--.../ Ifj 1NAX / ~` $L / 0 A • ,-f' _y N'fin. /� �� W � e '°"I -'---. ..----41 �1 _/ Ai ft 09 �'' 42 c3 a —'i CI / g a 266• t� 11La OREGON 1 RURAL N0.203T �I ►!`'cam_ / TE OF VIP FAi�" 'N. C1VA��t�' SEE SHEET/10&11 FOR I ` 64 �1 CANr11ENCR 33%OF BEAM / g re ' B� AIf1 R t,0� T?F CftLP" i POST TO BEAN TYPE•A• I SEE STREET /12 F SPAN MAX. / -'.g v 670'IHEB CONNECTIONS j COLUMNS ! FOR BEAM SPUCE ►i / g O. I I ""a 3.31.05 s SHOYtH 4. DETAILS I;j ROOF PANELS: FOR ALLOWABLE SPANS / i ' l'�' _k AND OVERHANGS SEE SHEET�T / `� �/ 5/4/02 UGDA1K STAMPS DEFINE TOMS A GEOMETRY.THEN __� � [ Si.XI BUILDING SEE TABLES FOR RE IM DECKING. _� BEAMS,COLUMNS&FOOTINGS. `_-------->------_,„----------- da1i a..ubtw °=` REVISIONS ----------_ - POSSTSATTACHMENT TO nn nn j� (� (�(� (� (� 97057 ��� FOOTING Rupe Engt serrOULlg9 Ono JOB NO. EXAMPLE STRUCTURE: J ATTACHED SINGLE SPAN WITH OVERHANG \\—OPTIONAL FOR CONCRETE SLAB CHECKED J.D.B. REQUIRED FOR CONSTRAINED TYPE CONSULTING ENGINEERS/CIVIL AND STRUCTURAL FOOT COVE R ING DRALMI A.M. / T.O. 1519 West Volley F9ghwoy North/Suite 101 /Auburn. No 96001 /206-633-7776 DATE JUNE 1997 SHEET NO. S:\97\97057\00-057,dwg I Drafter Name: A. MIOTKE I Plot Date: APR 05 2002 13:51:04 I Last Modified Date: APR 05 2002 13:49:03 I Submittal: FINAL SET 026)7l) TABLE 3: TRIBUTARY WIDTH (LW.) TABLE 1A: ALLOWABLE 3" DECKING SPAN GENERAL NOTES: PLAN VIEW GEOMETRY CASES: UI MATERIAL THICKNESS LIVE LOAD MAX.SPAN MAX OVERHANG 1�IZ` 7 'f (K) (PSF) FT. IN. FT. N. 1. DESIGN IS PER 11E 1997 UNIFORM BUILDING CODE. . 3006 At UWNUUM 0.018 25 8'-7 3'- 3" METHOD OF USING TABLES: MU MU-SIMPLE SPAN W/NO DVERITANC T'A'-H 391 30 7-10• 3'-3' 2. ALUMINUM DESIGN IS PER THE SPECIFICATIONS FOR ALUMINUM 40 6'- ID' 3'- 3' STRUCTURES BY THE ALUMINUM ASSOCIATION AND CHAPTER 28 Of = 60 5'-6' 2' 9 THE UNIFORM BUILDING CODE 1. DEFINE THE REQUIRED GEOMETRY OF 111E STRUCTURE DESIRED: 0.024 25 10'-2' 3'-11" I DECK SPAN L. T.W.=L/2 30 3'- II" NOT-ROLLED STEEL DESIGN IS PER MSC MANUAL OF STEEL a.) LENGTH OF STRUCTURE- ALSO RANGE OF COLUMN 40 8'- P 3'- 11' CONSTRUCTION,9111 EDITION(ASD). SPACINGS OR BEAM SPANS DESIRED. (DP.) 60 6'-7" 3'- 3' 0.032 25 12'-t 4'-8' COLD-FORMED STEEL DESIGN IS PER THE ANSI SPECIFICATION b.) WIDTH OF STRUCTURE ALSO THE SPACING BETWEEN 30 11'-f• 4'-8" FOR HE DESIGN OF CC4D-FORMED STEEL STRUCTURAL MEMBERS, BEAMS OR DECKING SPAN. 40 9'-B" 4'-6" AUG. 19, 1986 EDITION WITH DEC. 11,1989 ADDENDUM. CASE y-SINGLE SPAN W/OVERHANG 60 7'-9' 3'-10" c.) HEIGHT OF STRUCTURE - SHORTER COLUMNS PROVIDE • 0.040 25 13'-3' S' 2' 3. DESIGN LOADS5 MORE OPTIONS. 0 r 0 - X 30 IT- 5' 5'- 2' LLYLLOADS ' 25 PSF SNOW LOAD 40 10'-10' 5'- 2' A) L T.W =(L)a+x 60 6'-r 4' r 30 PSF SNOW LOAD 2. DETERMINE THE REQUIRED ROOF DECKING THICKNESS FOR THE TO EACH BEAM 40 PSF SNOW LOAD DESIRED SPAN FROM TABLE I OR 2. USE THE SPANS FOR THE ROOF -0--- , a X` TABLE 1B: ALLOWABLE 3" DECKING SPAN 60 PSF SNOW WAD UVE LOAD REQUIRED FOR THAT AREA(CONSULT LOCAL BUILDING 24'DELVING PANELS W/6'SKYLIGHT PANELS (2'-6"0/C UI ILIUM). OFFICIAL) THICKNESS LIVE LOAD WAX SPAN MAX.OVERHANG WN LOADS: 80 MPH EXPOSURE C ' MATERIAL (IN.) (PSF) FT. IN. FT. IN. 3. DETERMINE THE TRIBUTARY WIDTHS(LW.)FOR 111E BEAMS FROM TABLE SLAM LINE OR BUILDING LATERAL PRESSURE 22.60 PSF 3 BASED ON THE DESIRED GEOMETRY. ALLNNUM 0.018 25 Y-8' 2'- 11' UPLIFT PRESSURE 22.60 PSF Ili_ 3006-H391 30 7'-0" 2'- 11"TYPICAL 40 6'-t' 2' it" (53.89 PSF 0 OVERHANG)T.w._(L).4 60 4'- II" 2'- 5' 4. USE THE SHEET TITLE BLOCKS OR'TABLE OF CONTENTS TO LOCATE B) SEE TABLE FOR 0.024 25 9'-I• 3'-6' LOADING OF DEAD IOAD PLUS WIND PLUS SNOW LOAD 2 OR DEAD THE SHEET WITH 111E SPAN TA LESM VERIFY THE THE BEAM ROOF PAN T.W. 10 EDGE(SAM 30 8-4" 3' 6' / LOADS. CHECK THE SPAN TABLES TO VERIFY THE BEAM WILL SPAN - X 40 T-3" 3'_6• LOAD PLUS SNOW LOAD PLUS WIND/2. THE DESIRED DISTANCE WITH THE TRIBUTARY WIDTH. AFTER 60 5'- 10" 2'-11" 5. CONCRETE: Fc'=2500 PSI REQUIRED AT 28 DAYS. VERIFYING THE BEAM READ THE REQUIRED FOOLING AND ALLOWABLE COLUMN OPTIONS. REPEAT AS NECESSARY. 0032 25 10'-10" 4'- 2' 6. REINFORCING: Fy= 60 KSI. CASE -MULTIPLE SPANS 30 9'- II' 4'- 2" 5. SEE THE APPROPRIATE DETAIL SHEETS FOR THE TYPE OF STRUCTURE 40 6' - t" 3'- 5" 7 FOUNDATION& FOOTINGS HAVE BEEN DESIGNED FOR A BEING ERECTED EITHER FREE-STANDING OR ATTACHED TO 60 6'-11' 3'- 5' ( CLASS 5 SOIL USING A SOIL BEARING PRESSURE OF 1000 PSF. ANOTHER STRUCTURE). I( T.W.=(L)1/2 0.040 25 12'-1" 4'- 8' THE STRUCTURES HAVE BEEN DESIGNED WITH "RAG POLE"TYPE DECK SPAN L 30 I1'- 1" 4'-e" COLUMNS NOT ADVERSELY AFFECTED BY 1/2 .NCI MOTION AT 6. FOLLOW ALL NOTES MID RECOMMENDATIONS CONTAINED WITHIN 40 / (TYP.) 60 7 -4• 3•-8" GROUND SURFACE USING A LATERAL SOIL BEARING PRESSURE Of THESE DRAWINGS PERTAINING TO THE STRUCTURE BEING ERECTED. 200 PSF/fT OF DEPTH. SOILS OF ORGANIC CLAYS OR SILTS TABLE 2A: ALLOWABLE 4" DECKING SPAN REQUIRE A SOILS REPORT AND FOOTINGS DESIGNED PER SITE 7. DO NOT EXCEED THE VALUES SHOWN IN THE TABLES. If THE VALUE -T.W.Al INTERIOR BEAMS SPECIFIC RECOMMENDATIONS. ALL FOOTINGS SHALL BEAR ON WOULD BE EXCEEDED USE THE NEXT HIGHER WAD CASE (EXAMPL a I = 1.25 L) UNDISTURBED GROUND OR ON STRUCTURAL FILL SUBJECT TO USE 9'-0" SPAN INSTEAD OF 8'-0"IF THE DESIRED SPAN it 1 �I L THICKNESS LIVE LOAD MAX SPAN MAX OVERHANG SEE TABLE FOR MATERIAL (IN.) (PSF) FT. M. FT. IN. APPROVAL BY THE LOCAL BUILDING OFFICIAL. �W Tr. �:frr .� T.W.TO EDGE AUIMNNUM 0.024 25 12'-3" 4'- 1' `r 0�i w / °j' 4�' X BEAM 3004 H36 30 12'- 3" 4•- 1' 8. FREESTANDING STRUCTURES SHALL NOT BE ENCLOSED IN ANY T treT4 - •, ,t, �'P�'. 40 10'- T 3•-6' MANNER. 7L+77 ' `F a•.., o 'O,• 60 8'-8" 2 - 10" Try y t; x .,� r M �. rn 9. FASTENERS STEEL BOLTS SHALL BE A307 EOUIVALENI UNLESS NOTED L �4 I .e ',, , 1 I. r' �, (ELEVATION) 0.032 25 14'-10" 4'-9 Y•ON i '' 1 .. 1 BEAM LINE 30 4 - O 4'-9" AND SHALL BE STAINLESS.GALVANIZED OR CADMIUM PLATED. 1. S BYRON�1. A 11103 At. ir OR BUILDING 40 17-8" 4'- 2' AL.Il1MIMlMF BOLTS SHALL BE 2024-14. :�i RUP T � 4JPERT -+ � ( to 4171E h f i W VAI , 60 10'-4" 3'- 5' E.° I �- ; `- TRUCTURAL EDGE 10. PATIO COVERS DEFINED AS ONE STORY STRUCTURES LESS • F 'F °,•'?- �'% of•' 0.040 25 1T-2' S'-2' r J clsTea• Co, , .9 '. 19 I BEAM 1a 1�- 5'-2' THAN 12 FEET W HEGHT NOT USED AS A CARPORT,GARAGE OR rrrh �OIV A�` C� !}1 ''++� N�4370 �"'F 03P •7 oI • r5 u -6 a'- 10' STORAGE AREA MAY BE SUPPORTED ON CONCRETE SLABS ON GRADE _ 1t PpFE'•F9`� 60 11 - iC 3' - 11' WITHOUT FOOTINGS, PROVIDED THE SLAB IS NOT LESS THAN 3 ' AND 1/2 INCHES THICK. COLUMNS SHALL BE SETBACK A MINIMUM 54�` y 4 TABLE 2.B: ALLOWABLE 4" DECKING SPAN OF 4 INCHES FROM ANY EDGE OF THE SLAB. I`'� a T E,0•4. F-0 ;fib 10gI ONrpti- ,, \ / • X= OVERHANG L=DIST BETWEEN BEAMS (IA. Q `�' y T WO-12'DECKING PANELS W/6"SKYLIGHT PANELS(2'-6"o.c.MIN.) GlN��. i �' 11. EMBEDDED COLUMNS SHALL BE FREE FROM ANY OIL OR OTHER F 26. a ENO. THICKNESS LIVE LOAD MAX SPAN MAX OVERHANG SUBSTANCE THAT MAY INHIBIT BONDING PATH THE CONCRETE. ) '1./^o TURAL '.2O31 3a T.W. TO ED GE BEAM (FT.) MATERIAL (IN.) (PSF) FT. 1N. FT. W. 9lF \OPZ 14 4,�IAz� ?•I�iai- ALUMINUM 0.024 25 10'- It" 3'-8" 12.BEAM AND FASCIA SPLICES SHALT NOT OCCUR NEARER TO OREGON 3004 -436 30 t0'-11" 3'-8• 1HE END OF THE SFRUCIURE THAN FIRST INTERIOR COLUMN, ..-�,N S RF� M • , 2F t;1Vn•L 4 0 I 2 6.12 4 5 6 49 g'_Li" 3"- 2" AND SHALL BE NO MORE THAN 2'-0' FROM A COLUMN. s"'sb,, "8 7i• OF 4401 FAPV''4 2 312 4.50 6.12 8.00 10.12 12.50 60 7'-9' 2- T 5 2.5 3.60 4.90 6.40 8.10 10.00 12.10 13. ALUMINUM ALLOYS SHALL BE SEPARATED FROM DISSIMILAI1 '/ '' ,\'~ IETDIRED n,.31.os__. J 6 3 4.08 5.33 6.75 8.33 10.08 12.00 0.032 25 13'-3' 7 3.5 4.57 5.78 7.14 8.64 10,28 12.07 30 13'-0" 4'- 4' METALS PER U.B C. STD 28-1 FOR OTHER THAN STAINLESS, .5 NO.33 f•., 8 4 5.06 6.25 7.56 9.00 10.56 12.25 40 II'-4" 3 - 9" ALUMINUZED OR GALVANIZED STEEL. - ' •;I. �" �'� 9 4.5 5.55 6.72 8.00 9.38 10.88 12.50 60 9'-3" 3'- 1' / ' 10 5 6.05 7.20 8.45 9.80 11.25 12.80 !. ,kk',' 11 5.5 6.54 7.68 8.90 10.22 11.63 13.13 14. TABLES APPLY TO 80 MPH IMO SPEEDS WITH AN EXPOSURE i 1 5p/oz UPDATE STAMPS 0.040 25 i5-d" - I' 1.�TDath .12 6 7.04 8.16 9.37 10.66 12.04 13.50 30 il'- 11' 4'-11' FACTOR OF C AS DEFINED BY THE 1997 U.B.C. OR LESS. 4'oy>rls� 7/22/95 UPDATE 10 1997 UDC 13 6.5 7 B.03 8.65 1032 11.11 12.46 14.28 40 12'- n' 4'- 3" (TABLES OK FOR 80 M.P.H. EXP. 8. 13.22 P.S.F., 15 7.5 8.53 9.63 10.80 12.03 13.33 14.70 60 10'- 7" 3' - 6' 90 M.P.I. EXP.B,16.76 P.S.F.• 100 M.P.H.,EXP. B, 7/17/97 A110 TABLE 28 NOTE: TATTLES IA,16,2A AND 26 ARE FOR DECKING USED AS CARPORT OR PATIO,DEFLECTION LIMIT. 20.6 PSF, OR 80 M.P.H.,EXP. C, 22.6 P.S.F. Exn1nE\s \1.3' vy dels description LENGTH/60. MINIMUM REQUIRED SLOPE=Vi"/FT. PENSIONS JOB TITLE Rupera EnciNneaQdin )9 [Inc COMMERCIAL & PATIO SHEE, TITLE METHOD OF USING TABLE , JOB NO. 97057 CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURES GENERAL NOTES, DECKING SPANS `��D J.D.B. 1 WESTERN AWNING COMPANY DRAAN TO 13612 8th Si. E. TRIBUTARY WIDTH DEFINED 1519 West Volley Hlphoay North/Suite 101 /Auburn, We 95001/206-533-7776 SUMNER, WA. 98390 DATE JUNE 1997 SHEET NO. S\97\97057\01-057.dwg I Drafter Nome: A MIOIKE I Plot Dote: APR 05 2002 12:55:09 I Lost Modified Date: APR 05 2002 12:54:02 I Submittal: FINAL SET • • - MA GNUM GUTTER FASCIA, 4" OR 7 " D BEAM * PATIO STRUCTURES LOADS GEOMETRY FOOTING SZES k COLUMN TYPES I GEOMETRY FOOTING 92ES k GOWN TYPES GEOMETRY FOOTING 92ES k COLUMN TYPES GEOMETRY FOOTING SIZES k COWAN TYPES LOADS MAX. FRED:STANDING ATTACHED MAX. FREE STANDING ATTACHED MAX FREE STANDING ATTACHED MAX FREE SIANDNG ATTACHED LPIE TRIG. COLUMN COLUMN FOOTING COLUMN FOOTING COLUMN COLUMN COLUMN FOOTING ctUMN FOOTING COLUMN CCLUMN COLUMN FOOTING COLUMN FOOTING COLUMN COLUMN COLUMN FOOTING COLUMN FOOTING COLUMN 1RN. LIVE LOAD 1WDTH HEIGHT SPACING NO SLAB SLAB TYPE NO SLAB SLAB TYPE HEIGHT SPACING NO SLAB SLAB TYPE NO SUB SLAB TYPE HEIGHT SPACING NO SLAB SLAB TYPE NO SLAB SLAB TYPE HEIGHT SPACING NO SLAB SLAB TYPE NO SLAB SLAB TYPE WIDTH LOAD B _ - SLAB C-F.C - SLAB ,A-f,G e - SLAB C-F.C - DA 1-77---71_ - SLAB C-F,G - SLAB A-F,C _ 8 _ - sla C-F,C - 416 A-L C 3' .9'=6 6' - an C-F,G - SLAB B_F,G 9'-6' 6'-6_ - SLAB C-F,G - SLAB 8-F G 9'-6-6. 7' - SLAB C-f,C SLAB 8-F,C 9-6_ 7'-6' - spa C-F,G - SLAB 8-L,1_ 3' 12 - 9A8 D-E C - SLAB B-F,C W - SLAB D-E C - SLAB Bi,0 12 - SLAB D-C,G - NAB R-F,C 12' - STAB D-E,C - SLAB 8-F,0 _ 8' _ - SLAB C-F G - SLAB A-F,C 6' - SLAB C-f,G - SLAB A-F,C e-� - SLAB C-f,G - SLAB A-L G 6' - SUB 'C-F,G - SLAB A-F.0 3-6"'-9-Y 6' - SUB _C-F,0 - SLAB 8_F,G 9'=6 6'-6" - SLAB C-F,0 - SLAB 8-f,0 Ti'- 7' SLAB C-f,0 - SUB B-F,0 9'-6 7'-6' SLAB C-F,C - _ sum B-F.G 3'-6'� 20 12 - sus u-E C SLAB 04,C 12' - SLAB D-E,C - SLAB 6-F,G 12 _ - 9 All D-E,G - SLAB a-f.c 17 - SUB�D-E,D - SUR B-F,C 20 P.S.F. - %AB C-F C SLAB A F_G E _ SLAB C-F,G - SLAB A-F,G _B - SLAB C-F,G - SLAB A-F,G 8 f P.S.F. 4' 9'-B 6' - SLAB C-F,C - SLAB B-F,0 9-6 6'-6" - SLAB C_f 0 - YAB B-F,c r-T-- 7' - SLAB C-F,C - STAB B-r,G 9'=6 7'-6" �� 4' ,1 - SLAB 0-E G - SUB B CC It ---- SLAB D-E,G - SLAB B-F,0 I2' - NAB P-L,C - SLAB B-F G 17 �. _ e' _ - SLAB C G - SLAB A-f,C _ s _ - SLAB C-F,C - an-1-Li-L.C _ S _--_- 4-6 9'=6 6' - iO - SLAB B�_C_ 9-6_ 6-6" - SLAB C-F,G - SLAB B-F a 9'-6� 7' - -g 5 -' I2 - SLAB SLAB B-F,C 17 - SLAB C SLAB B-F.C 12' l�-• 12' -- 6 - SLAB E - SLAB A-F,C If - SLAB C-F,G - SLAB ALL„,6 6' - SL AB C-F,G - SLAB A-f,G 8 - SLA8 C-f,C - SLAB A-F.G 25 3 91� 6 - %AB D E'C _ B F,C 0-6' 12' 6-6" - SLAB _DEG - SLAB B-f,c 812' 7 - SLAB D_E,G - SLAB 0-F C 9126 , 7'-6" - SLAB D-E,C - an 8-F G 3' 25 P.S.F. 6' - __LAB cyc - SLAB A-F,c 8, - SLAB c=F C - SLAB Air C e• 6' _ P.S.F. 3-6" 9'-6' 6' - an c-r C SLAB B-F,6 _ 9'"- 6'-6" -- SUB C-1,G - sAB B-r,c 9''6 7' 9'=6 7-6 _ 3'-6" 1) - SLAB EMI SLAB B-F,C T7 - SLAB D-E,C - SUB 8-F,G 12._ 12' 0IOW 30 B - SLAB C-I G - SUB ,A-F,C 6 - _SLAA_C-F,G SLAB A-F,G 6' 1- 8 30 6 - SLAB C-F C = SLAB B-F,G 9'-6' 6'-6" - SLAB c-f j NM B-F,6 9'-6' 7' T �- 9- 6 7'-6' -- �--_ 3' 3' 9.-6. P.S.F. 12' -- aAD D- - - sub 8-r.C 12' - SLAB PL,G - SLAB B-r,g _ 12 - _ 12 �.a1-' P.S.F. MAGNUM GUTTER FASCIA, 4" OR 7" 1 BEAM * PATIO STRUCTURES LOADS GEOMETRY FOOTING SIZES k COLUMN TYPES GEOMETRY FOOTING SIZES k COLUMN TYPES I GEOMETRY FOOTING 97ES&COLUMN TYPES Illirrnill FOOTING SIZES&COLUMN TYPES LOADS MAX. FREE STANDING ATTACHED MAX FREE STANDING AiTACFEO MAX. FREE STANDING ATTACHED MAX. FREE STANDING ATIAL7iED LIVE TRIG. COLUMN COLUMN FOOTING COLUMN FOOTING CIX.UMN COLUMN COLUMN FOOTING COLUMN FOOTING COLUMN COLUMN COLUMN FOOTING COLUMN FOOTING COLUMN COLUMN COLUMN FOOTING COLUMN FOOTING COLUMN DNB. LIVE LOAD YAOTH HEIGHT SPACING NO SLAB Eno TYPE NO SLAD SLAB TYPE HEIGHT SPACING NO SLAB ] TYPE NO SLAB QJ TYPE HEIGHT SPACING Eon SLAB TYPE NO SLAB SLAB TYPE HEIGHT SPADING lamil SLAB EWE NO SLAB SUB TYPE WIDTH LOAD 6 c ,c A- c 43_,_ 0 sus SLAB A-F c �� SLAB_ c r.a L. 6' SLAB 11q� 3 9Tfi, 8 - C-F,C SLAB 9-F C 9 6 8'.-6 )S SLAB SLAB D_F,C 9' AAB C-F.C B-F,C 9'-6' 9'_6. B-E G 3 D G SLAB B-F G i_ SLAB 0-E,C SLAB B G - SLAB 0-E D B-F..0 17 _ SLAB D-c a 8-F G 8' - SLAB C-I,C -- SUB A�F G 6 _ � ___ �� J __e; _ 20 3_6 9126 . 8' - s Ae c C sue B F.c 9r--i` 8'-6" 9' - _�9-� 9'--6" �-._. 3'-6" SLAB D-E,a SAT El-F,c 1z �` �_� ice- �_► _ �� _ 20 P.S.F. 4, --9.-6. 8' �_E 9'-6`- 8' 6" =m ��i�im 9 =�� 9� 9'--6'• CAB==EN 4 P.S'F. DREG',1 t y 2 A `�4 a 8' 6" 6 �� - 1t• A '{� T- 4'-6"..9,_6 8' y,-B. 9.6 9' .77B-r-12' -../M1111.111111111/M.Mil- 9 6" mimm= `-�4'-6" 266' .h0 CHAPTER 31 U.B.C. - PATIO COVERS j .4' o 4'OF p•44 PATIO COVERS DEFINED FOOTINGS *COLUMN TO FOOTINGS BEAMS TO COLUMNS er�10fj R.�°Of SEC. 3116.PATIO COVERS ARE ONE-STORY STRUCTURES NOT EXCEEDING 12 FEET IN HEIGHT. SEC. 3119. A PATIO COVER MAY BE SUPPORTED ON A CONCRETE SLAB ON GRADE YAIHOUT ENCLOSURE WALLS MAY HAVE ANY CONFIGURATION, PROVIDED THE OPEN AREA OF DIE LONGER FOOTINGS,PROVIDED THE SLAB IS NOT LESS TITAN 3 1/f THICK AND FURTHER PROVIDED SEE DETAIL / 1 FOR ATTACHED PATIO COVERS SEE gETAILS ©, 0, � WALL AND ONE ADDITIONAL WALL IS EQUAL TO AT LEAST 65 PERCENT OF.THE AREA BELOW A MINI- THAT THE COLUMNS DO NOT SUPPORT LIVE AND DEAD LOADS IN EXCESS OF 750 POUNDS PER 9 1 / NM NY W'' •�7 k. MUM OF 6 FEET 8 INDIES OF EACH WALL,MEASURED FROM THE FLOOR. OPENINGS MAY BE EN- COUhIN. / G �CLOSED PATH INSECT SCREENING OR PLASTIC THAT IS READILY REMOVABLE TRANSLUCENT OR SEE DETAIL O FOR FREESTANDING PA110 COI ••`..,,41 TRANSPARENT PLASTIC NOT MORE THAN 0.125 INCHES IN THICKNESS. S‘.OW rEftit'4 o PATIO COVERS MAY BE DETACHED OR ATTACHED 10 OTHER BUILDINGS AS ACCESSORIES 10 r'. t 4 � � GROUP M; GROUP R,DIVISION 3; OR TO SINGLE DWELLING UNITS IN GROUP R,DIVISION TABLE NO.31-A DESIGN WIND PRESSURES FOR PATIO COVERS ( 4JRUcUR GYRO+/; 11103 h 1 OCCUPANCIES. PATIO COVERS SHALL BE USED ONLY FOR RECEATIONAL UTDOOR LIVNG PUR POSES AND NOT AS CARPORTS GARAGES,STORAGE ROOMS OR HATABLE ROOMS. YAND SPEED-MAP AREAS(miles phour) COLUMN TYPES 1►�I a1HEIGHT ZONE A 2 1111'SQ. x.032' ALUMINUM S i DESIGN LOADS IN FEET 70 80 90 100 110 120 130 PERT r;:?SEC. 3117 PATIO COVERS SHALL BE DEGNED AND CONSTRUCTED TO SUSTAIN - N '' 1�5 :�,f A 171 L+= I (...2;.0 THE LOADS REQUIRED BY CHAPTER 16,COMBINED IN ACCORDANCE WITH LESS THAN 12 10 13 15 19 1 23 27 32 B. 3" SO. x.O32'ALUMINUM +A,•• 4370 r�_ N,1 ,O� �, jaL 3 SECTION 1612.2 FOR LOAD AND RESISTANCE FACTOR DESIGN OR SECTION 1612.3 1 FJ,-.GMEE;��OC>> ?POT .1A i� FOR ALLOWABLE STRESS DESIGN,EXCEPT THAT THE LIVE LOAD,4 SHALL NOT C. 3'S0. a.048'STEEL 1p°Fesssokit N ZOG� _ 40 1/-- iittu ' /'< BE TAKEN AS LESS THAN 10 POUNDS PER SQUARE FOOT(0.48 kN/m )AND, WHERE i ajti∎ Y�0 r D. T.S 4'$Q. %TSB' u N0.33 r 01 e LESS 1NAN 11 FEET(3658 mm)HIGH, THE HORfZDNTA YNND LOAD SHALL BE AS INDICATED IN TABLE A-31-A. IN ADDITION,THEY SHAL BE DESIGNED TO N O TE S 2U E. T.S 5'SQ z TSB' ' 4::::::i 20SUPPORT A MINIMUM WINO UPLIFT EOUAL TO THE HORIZONTAL WAND LOAD - to ∎4''ACTING VERTICAL UPWARD NORMAL 1O THE ROOF SURFACE,EXCEPT THAT 1. STRUCTURE MUST MEET DEFIM11ON AT LEFT TO BE BUILT `@ IT.4"11'F. 3'SQ. z.075' ALUMINUM MAGNU 1 Z FOR STRUCTURES NOT MORE THAN 10 FEET(3048 mm)ABOVE GRADE THE AS A PATIO COVER. ( of01r• 6„A UPLIFT MAY BE THREE FOURTHS OF THE HORIZONTAL WIND LOAD. WHEN �m� ENCLOSED W1TH INSECT SCREENING OR PLASTIC THAT IS READILY REMOVABLE 2. TABLES ARE FOR 80 M.P.H. WINDS OR LESS G. 4'z4'z4i6' ALUMINUM TUBE 606I-T6 •• OREGON, L- TRANSLUCENT OR TRANSPARENT PLASTIC NOT MORE THAN 0.125 INCH(3.2 mm) AxPwee 1y" 1'D" , IN THICKNESS,WIND LOADS SHALL BE APPUED TO 1HE STRUCTURE,ASSUMING 3. CONFIGURATIONS IN TABLE LIMIT THE COLUMN LOADS NOTE: '0/04 [ -3. I IT IS FULLY ENCLOSED. TO 750f OR LESS AND 12'MAXIMUM COLUMN HEIGHT. A- F WOULD MEAN COLUMNS A 1HRU F ARE Q .FOR THIS LOAD CONDITION. -- EXPIRES -' UGHT AND VENTILATION 4. A CONCRETE SLAB NO LESS THAN 31h' THICK SEC. 3118. WINDOWS REQUIRED FOR LIGHT AND VENTILATION MAY OPEN INTO A PATIO IS REQUIRED,USE APPROPRIATE DETAIL Al COLUMN 6/A/02 uroAtE STAMPS STRUCTURE CONFORMING TO SECTION 3116. TO FOOTING(SEE ABOVE). 7/22/88 UPDATE To 1897 UBC doll d..crlpll.n .im. REVISIONS JOB TITLE SHEET TITLE JOB N0. 97057 up @Pt L�ng�n@eP �cJ9 �[�C� COMMERCIAL & PATIO PATIO COVERS CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURES CHECKED J.D.B. WESTERN AWNING COMPANY ALLOWABLE SPANS, REQUIRED COLUMNS 2 DRAWN T.O, 13612 8th ST. E. & FOOTINGS 1519 W.81 Volley Highway North/Suite 101 /Auburn,Wo 98001 i 206-833-7776 R SUMNER, WA. 98390 DATE JUNE 1997 SHEET NO. S:\97\97057\02-057.dwg I Drafter Nome: A. MIOTKE I Plot Date: APR 05 2002 12:56:43 I Last MaGfied Date: APR 05 2002 12:56:37 I Submittal: FINAL SET • - SCHEDULE OF MAXIMUM COLUMN SPACING. FOOTING SIZES ANO COLUMN TYPES _ LIVE LOAD = 25 PSF, WIND LOAD = 80 MPH. EXP. 'C' COLUMN TYPES TRIe. MIMI MINIM 5-INCH MAGNUM GUTTER MVC11aM 6-INCH MAGNUM GUTTER NAxIAN 4-INCH ALUMINUM I-BEAM MAx11Ix1 7-INCH ALUMINUM 1-6EAM caii,. 1RIe. •10TH Itlp17 MINN FOOTING SIZES Mb COUSIN TTPES COWAN "'1'0011NG SIZES AND D LI N TYPES Cauca roll INC SIZES A14)-C Llxa1 TYPES COWAN FOCI 11G S17ES NO COLA-MP Ss H31GHT WIDTH A. (2) 11" SQ. x .032" ALUMINUM SPACING FREE STANDING ATTACHED SPACING FREE STANDING 44.49/30 SPACING FIE STANDING AT1AC7ED SPADING ,a 1MDING 41140110 • S-0-C-451 W 0 AuA COLON W • . 0 MANN W A : W/0 A •LAN W ,W1: /,8 T&- L7m II 0 ®w AAB w 0• CaIW wI-AA8 W 0 A • W/•9.4e CtL1U FT. FT. FT. IN IM. IM. IN, F7. IN. __ IN. 1N_ IN. FT. ® IN. IN. IN. FT. IN 1 -IN. F7. _ f1. B. 3" SQ. x .0142" ALUMINUM 8� SEM 11-6 19x• �' MUG 41x1 16.31 _fiCDEFL 11'-6° 9.30 --26..31---- • 9x17 18133 Da15,9_ 15'-6• 19.30 26.37 8 `0 avid 16,32 i1DEf4 29•-0• .0,39 BCTKF6 as L 3 _-0 9-9 19.31 CDEFG 8.16 16.31 BCDEF° 9'-9 9271- 9 •:it 9x1 18x33 BCOFFC .19r __2626 9 DEO 16.2 W.WG } EEG _le 32 _20x311 CCEfG 9'-0 C. 3" SO. x .048" STEEL �� H-8. 9' -DEC 3:18 le. I •°LIG I8-0 0..•- 76.41.. - DEO -WIT- 1. COM IWSS- p6,/1 8[G i8=3z COEFC 26x35 --OEO-,6.314 2026• =EC . 4-. 19135 ism CUTS 16'-0' 91.7 26.13- -G 961 19433 COEFC 19, 26.43 _•G MAIM I6'32 517,0 28149 �,:52M /a 32 20049 COEC QJQ+Ti 0. T.S, 4" SQ. x Yla" • . I-�j�wz7a7.i ix BCDEFC ti-3 -• 1.7 17x35 -BDI)EFG 13'-6• 1Y.29 24.36 t I.2 6EtCFC 25'-0• 24.7 34.39 1.4 COEFG a ��� n' 4.II 16x33 BCOCFG 9'-6• 9.31 74.39 17.36 OCOEFG 19.31 i/.3a- --o-C - 126 1 2 3 57x•1"- 2/41 COLro E. T.S. 5" SO. x 4ie BdlE _-9.15 56.33---COErs 14-8 9x4 4.41 I C 1,2 1.3F COEFG-- • - 1151 1.11 .• 34,41 �m • 5 Q1G3ii3Q fd--i 9 71.E DE :33 7x35 [MFG �� C 17x61 1,11- M� �i iftfQf Timm aim® 17.35 BCDEFC 11- 8.29 23.4 COEN 1335' 181[35 BrnEFC 12-0 22.42 i c 8 17.36 Dutrc z7=8 16.37 71.43 ®� 5 F. 3" SQ. x .075"ALUMINUM (MAGNUM COLUMN) • IIIIIIIIIMMEMIllaMal 1x23 I.,33 & FC-9-6• a.3E' 73.42 8� 13,26 111.36 BcUEFC' ��'. `,• 22.42 :C 8�1� 17 x35 Bcncr ���_ 18.37 Ix. at♦ 9-6 ��--it x23_ 17.35 •c.' 1 •-0 18.33 2x42 aC 1-0G 16.36 CLErc 22..6 o3c 1.35 ••- ® _cc _18.37 21x13 12- G. 4"x4"x375 ALUMINUM TUBE 6061-16 It•-5 111x35 ��•E� 11.23 17.35 CDEUG 13.-0• 8.35 1v4 DEC )3.26 I. CDEF4_ M-22.42 cog- =7.- cot.' 74.43 6- -5.37 21.13 r:.l� 14'-0 • (�..'•y. 10 - 1709 1 le.5 BCOEF° 11-• 5x3 24,42 •• G /4x28 18.37 scam 11--0' 7.3 7,.10_ o I v • IBv36 KOFF& 20'-• 25x4 R0_� c o 1 6 /AHEM/ 9'-3 1 79 26.35 '� rErrA•-15x35 BCOEFG 9- a 32 24.4_ •Fu' 14.26 la. •�FG 1774 J2 24.40 CFO 1.765 0 25x4 OR � IZNE 25.311 malau+zz•1• 16.3 t•• �`'.c_ ,4.Te 10.37 OD'ts°.- I. 24.40 •0 1346 ca FG .45 3.42 SM1� 1ww Q7mM ® 23.35 DEC 1. la 35 �. ®0E6 14x28 teen ' �' , 7 27.34 WC 1, �8•n •.A. , 00cs_ 1.33 24.40 DIEM 18.37 •.F6 27.45 33.45 • =1°.39 f 7n 27 34 Cocfc 1x27 la 37 •'4111,41 35,13 15x30 19.38 tWEED Ta'-3 16.33 26.41 .�,F ;„.14 15.30 19x36 5,37 •�EFG 19'_66 77./5 3�..� 2041 Mme 7 COLUMN TO FOOTINGS WEED 1Ga 26.6 1/.2fi 8.17 BcMro 2./ 3x4 2617 M. MFI'FFiii•[Ff��•l�a��P ,1 ELF*_•)• . I�x : ,•.a 111.33 25.17 MAE/ 14611 1167 mF><c 7w`6 IIIEMMEMAin 20.11 MEEMIIm 1 -o KLY'ar , 111111t1 r _ x _ • M..e•- y8/67.uE51/1P -61Ta111111111111•:.3 10.33 .41 144 8 8.37 c tFC 27.4 IMEMEMOM 71%41 �7,'SL�M I4-0 __ •-0•10.34 27.38 C0rT t4.-- 19., Vi ik•1♦1•1Q✓ OM 15.31 19435 BCDEF.'' 9'48 19734 26x4• MUM 15,19 9•:17 OCOEE° 26.15 _21.4 ��.,'_.� 8•-0 9 T EtEMEM 1:.3 '1.145 -COEr0 14.20-19"37 CDEro 9 3 S.1 19.39 MD-0_ 19.34 20',9 �--fa» 9.67 iaru D.o ••• ULM SEE ©FOR COLUMN TYPE B k F• 10.34 27.3G DEC 14 70 1)rT cocrc 10'-3' 20.' DEC 1,31 , 19.39 CGEFC 19.34 35,40 per® 78.45 �M/ 1.4 3=47 �� Milan 10.34 x36 DE0 11,28 10..17 CMG 10'-3 20.36 1 c 10x31 19.3• C0EC 19.34 --26.40 �{-�a7 0.37 m 28.45 MEAM 2T a r �m FOR ATTACHED STRUCTURE 0 17005 a-0 6.34 29,3d- GM 0- 16x29 59.3. c°EF 9 a 71.3_ 77.4 Oro 20.40-`aciEFGG 9'-' 77.40 a° lb 31 9,F 11.. r�M "T.4 24.47 CDEFC _0 -. fLQCl]�/ 56:7,5 a3gx•3�_.c. -WE- 1•. t o•• 21.i --33t,q- 4,4• 166 20:4o •' C 00.311 1745 or3 `50:71 .9. • cDFFc •'-9"1131- .T' -an 16x32 714 2� COiLfC]i 19x34 •_ N•j 7,1 20x50- a c ■ • -� 1• 1b:3i-' 9.39 co[FC _�3LLr� 61.17 21.0 MEG-II II-0 1: tJ�Gili -- x726/' �•2�!♦ 9ao 0030 - ��� = a= a-6 71436 27.1 I.. 2026 3°x1 ��Ll�� •° u o• 12'-0• 21.36 14 DEC 16.31 28.32 ,R 22.44 24.19 CDEG WI I0 SEE A FOR COLUMN TYPE "C", "D" &"E" UMW __ 1 2x11 24.4° cOCS v FOR ATTACHED STRUCTURE 21•36 57x4 0 •.• I 70.39 tl.foc ]0./ 35.47 22,14 ]l 49 CMG '� 11-0 - -� 1,36- 'SYZ-• .'SF-- c '47 35,47 nx,. 24.49 ecc I a'-G- �_�_�_�_ ecoE�c 31.4 311:.1 4. Ali �_� ====1 --- a-0 zi-35_. 4 ;:0 �1'i WE •1 21"4. 25.49 I 22.35 -2 •0 20.70 16.4 © 27.40 ��� �n - =�- �l 2.]s a. 0 1G..-o ..7 27•.a ® EM to m =_ -��E- -a 2]x35 -611.77- _' .'2- 1 x •.TF-E,.-. r>r 38.4. NU 2.6 25x•0 CDEF• B•-0 12 SEE v FOR FREESTANDING STRUCTURES . a� =MINIM_M S MUM 30 =38.4 fEC 1773{- 20. lPEY1`3e•4a 2.00 75.60 LT1 0 9-6 IlLEMIN MINIM--a z%3s 611x4 oE0 i 20 4 tom'-- 13 23.]6 611.0 o3c i 700 z0.• u i ,o 11 MIMI �- . -- -6 71.36 _29"12 m 17. 2.4 t••)a.� T 214.7 25.01 CMrc �e.1, 13 MEM _-- -�-- 71.36 29.42 DEG_ 1 a 5 71.4 �7•`� 33.17 r1 • 7-1241 7951 1935_ - - - 9x4 DEG I3:38 21.4 m 14 -C.�I ..r - - -�9-.z- DEG _„3 - �;:;. B�EFG 23x, 6 ;2 o- BEAMS TO COLUMNS -� -- 75.36 M• 16x35 21.47 I)tFC INEEEM �i37isa -�-=�� - ®� 64x4 26,51 T 0 e'-0 T ��� DC 16.37 01"02 iErn>• 24:17 zfi.sl _ 9 a• 4 DC 1..15- 75.42 �I�L� 4. 2x:51 5536 1 -U ei �=0� -■-_ -° 2s,T-3arTT & 16.36 21.77 I�__�� �®��� �M 0-0 155 SEE DETAILS ® dC'- - �� ,.j7 .C 16438 21x42 ■.F.3•;♦ ® 20x08 �� 11 11 =�� 2537 000_45:26 ®® �1®�-24.46 ,� �� �_�� 2507 30.4 Mc 15:36 ®m ®E;l� '�alini _-`, .1•"..'1. TRI8. COLL0M 11U IOW 6-INCH STEEL C-BEAM AXIIM 10-INCH STEEL C-BEAM MAXIMUM 12-INCH STEEL C-BEAM 9µuypy TWO 12-INCH STEEL C-BEAMS C0.MW TRW. �•� (S.w A1. 0/44''',•1 WIDTH HEIGHT COWAN rtoIIII Sluts MD CaI0I SIZES MUM __ r•• ING SIZES 4D CALAN TYPES COLON _TOOTING SIZES MO COLIBN TYPES COLL404 _ FOOTING S17ES ND CaUN TYPES (EIGHT WID/N y SPACING FREE STANDING ATTACED SPADING iREE STANDING 41rAC7E0 t9•ACING S1MDIIO ATTAC1f0 SPACING FREE STANDING ATTACHED �1 • 1 W SUB W 0 SLAB 0.1AN �W 0 A8 1 U0 W +94 W!O U caio. TSL CCU" STAB w 0 AA9 c uo WTSUB •COLON W SLAB W 0 SLAB GCE 0 400 w/0 0.0 COLON • yl 1' FT. FT. FT, IN. IN. IN. FT, ' IN. IN. IN. FT. 7• IN. IN. FT. IN IN. IN. IN. F1. FT. A �. • -o 3 19x30 26.37 _� 15']6 BCOCIG 2'-9 73.36 37.14 DEG 13x26 18.36 BCMFG •-0 7).00 35- 38.17 •G 16.37 117.10 }}-0' 20 0l 71{.49 MC I>•L 21.,1 8-0 3 Mii�® aE• 1'8..3 0 73.15 7.46 m 1x26 8.311 BCDEFG_ 2..0 36x.9 TUC B,J7 20.10 cMTC 111x41 �17� Me i.Y 2l x61 �� •DA 4U 1 n~• ; •DEC Id-37 c 3.11 36x56 DEG Ix 26 15.36 coEIC 2.4 wx2 18x33 20.10 cI c 711641 .. ••7.35 2,x6 �� �Ir STRUCTURAL w 1 �� 1��� 136 c 9.IS I6.SZ cv c 6].43- 14:55 • 1••29 =IC 7.75 '36.55 16x73- 20.40 CM 26"48 p ® DDEC ® / 'L r'. 4 19x39 DEC toot II 33 BcDErc 1U3 29.1 DEC -i3 29 BGOEFG 261-0• -fie �'lMI 164]5 7.42 003,0 33-o 18642 m ® DDE,D Mil F- 1 •• Tat�2 19x1 24.311 0 1o.2I ».33 eco3rc 71,3 w••G 18 �'1 CDEru 30.01 �{.)♦ 1 I. '- -}8.4� � �. ii. � •-, - - •��'1 y 9 ih�37� 19.3 61440 I0• 17.33- BCOEFC � I•io 79..11 a.c 16x79 19.7.5 /x1Erc 6.12 3.x51 le as 61.17 �p 7640 © la-0 I �+ N A". 03 .0 A MICIII ��_ lo. 1x33_ 003,0 51.1! 39 60 .._• Ia.•- 9. 25.14 T 1d -3G7�® -a :i� }.- A• • 4370 r _---4 el --1/•40 5614E-1• 1 ^,, p S-1C.S� ._ 15-" ME - ��num c Tai 3o:3. -r IF- . . -77T<,i- • 5- ',13-- F1'-X3'=0 1.4. 35"411 2:.45 E'ffi'IN ems: ` ,t ii 7 -•c ,4 30', , /055-el _ys�-- •.4. D• 4. r .,.T's --31.4. -30.54- 2 4: - 0.tt P 4,J,' :6,11431177j1• 1rf' - -A, ��� 11126 7 ITS 15;70'_ Cr c row/ irxiT--:u I I 20.t r. 77.40 34.49- UL' 19.a 29,17 c°EC }L4e 140.6. �� zF.0 ay i E.. 6. mCil 0..4 .4- t•-�•3♦_12 3 17.33 COSEC 10.7 264' 1 16.31 20 39 CMG 141=.5•- -=9x38 77:43 COEC 31.46 36.56_.®®® ' 4N ', \xi•.4 . A • �p 6 49.38 25438 • I .• 18.35 70.73 16.4 G[c 57.33 20.41 �:i• 21•-6- . 32x16 DEG 20.10 22.4 30'-0- 33,48 37450 ®iCE y �p 11100 �' EliEM MIME 25436 13.26 15,36 20.1 • •G 1.34-20.41 cam 326411 'OW 20 40 22.45 .46 36,50 63.47 25.51 CMG 1 r A4 ® 75430 m 11x36 2643 I7r 3 .••I Lr 32.49 22.45 G 33.111 -]6.62 p 2.47 E•751 0 12-° iC i EZIS15t1 ®���-/0536 20 a E..* - /x33 coEC 37.51 nE x2.15 MEG 143./8 3055 26;''ilk 8 • ^°+Wg1L� 7 • M� MC .11:51.1101 75.35- :.,+aa•� 2I 44 i 17.35_ 21.II 23.77 65.61 DEG -i4 u 1 , BCDEFG'19-9• 20.4 73x46 C°EFC 26-0'- 34./13 3I 57 24.48 26.51 -.'23E a'-0• �'p UPE �- MC BCDEFG 1 17]5 21x11 ��' �� O�G III COEFG �•r-.af 79.47 •�-9.41 2.48 _JIH6 3).5? 2J,48 75,51 •T `2• 4171= ,1 w1 EXPIRES X111 17.34 - �}� �� 145.4" i,;1 2i 4, •c 59.40 Wan .,..-1r- .4. -S:,S i s2 ®®�®�� �lE. •\pP /. "i til ^.0 (u ,S • •''6 11 IN:1s 6.38 •G E� Fr� I.3• ® c°CrU 1.-6 5o., i�Li 1• I.. Cat s 53'=0--952 w.5z �Emrtm M-5- :'rp ti �p{ :'•AfCISTERF•O 12437 9 , QtO.51� �7 16.35 26,36 -DEC MOM 2.. r -i;311 rc.. - 34., �n:c. 21.4 24.7 EDEFG Sx5o �i'T' _COE4; -2249 to 1 c,/h6/451.4•.•... �`.�;0• `Q ►\ W� II. 1� DEC 1..100 22.45 28.7 • IB•36 21.42 ••c • 34.4 Ur- C°ec fs+io n DEC 4 AL��$ / � \ 9 DCC �i�m 1x45_ 28.4 15636 sMEEr. 35x50 25.49 DEC C Tu ��y /' •% ,�p MEG rsEC 3061 3454 0,:- IE• U .� MG 1 11.45__-W 19 11x17-E i MUG_ 1-e 31.44 _35.4 IMEM®� 41 2r:0---37..9 1�0 25.51 •.c e-° 9 6417.A �^7 7_ 29.6 DEG TIM -73.1§ 76x49 ® COLTC ]1.44 'N CDC(' 17.69 40.52 '0 75x51 21x51 COEC 9-e ppPEaAlp I Y ��• 26.]5_ DEG -i51-71- m� 23.46 _TB./a •F.C_ 31.44 •4 ��� COEC _37.49 _40.72 25,51 77x54 DEG 11'-0' 1 ! C :� 12' I>t m ' -29416 cc ® (3135 T3r48 28.49 , MEG .11.17 6,1 '0 2.41 1t 37.40 40.52 ® TS•51 27x54 DE0 14'-0- W' " /, T! Rai ]OJfi C eaIfrC 11x46 79.49 mi. i Ffl ® 1 cro[Fc- 24.12__.2"-!'.4 0 16• ../ _3M-47 2 215 t7 ' A G �,{� _i,...4. i�1.30- taa4z.>r t'ffi! o . 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DEC as 48 _•49 MOM 19x39 22.43 CON- -12x43' _36x50 DE ,3 IF 0i7 38.57 ,2.52 © 25.53 1,1 Milli LIEU 10433 2Ox40-m 25.48 35.46 I� 2°x40 22x45 CDEFG 15'-3 33x47 36x51 -DEG- 2x4 21' X9.52 44.50 67.5 ®EN - 417'-•�t''N '1R g•� 2639 30.38 87'® 16.33 20"40 • 75.48 31x48 I0 20.40 22.43 CMFG 35x51 DEG 23x47 39.02 19x50 77x5] 7tlr57 COED �7�y� I' •rn3N 30.3N DEC-� 20 0- 25 411 3 KId 20x40 ® CDEC ]6x51-_ _ 73.1 25x5/ 39x52 44.50 26x57- �p I E� 3.31.05 1 2x311 30.38 OFf, BIIQ3??� 20 40 25,48 31651 o - m® m 13 836 30:37 -0E4 2I �?yI®'i�ej ® ,G MIRMIN 16.51 DE - 151151 DEC 59.57 44.5° E 27.93 78x57 MC -it'In' mum 23.]6 30 39 IF - N-7g . 0.a -5.61 ODEFC_ 14-6 34x47 35x62 0 64.47 26.61 C°EFG 20'-6' 16.52 44.52 DEG _•7x55 29.57 MEG 13 PCB ,lam �(D Iu aljeja _23x36 -30.39 �r '' •10.41_ CIE F0 268/6 DEG 20.41 I- CDEFC 34.57-• 36.67 23736 30x39 -® 20 41 COM 26.48_ Ix; 20 41 T�Ia CMG 40.52 44.52 27x85 20.5- CMG ++t7c1aINEa /, CDEO 26x411 a 317x41 nc 31.;26 38,64- 224 DEG io ss 44.•6 27.56 79.57 i�.N. ��'' ' 11 �S X38 30 40 1.11 81:..= 27x.9 MOM 2I 1 -- 5•.47 i17Ef0 IN-0 41 2 4MMIIM�i �'f� DEC �i •'-0 1-441 ccerc 27649 l :� M� arc I 7x52 c1c 41.52 44.53 A41.55 COCO 14 12'-0 74x36 I� � 21.41 CMG 1 x40' 48 DEC 37x52 - 5/4/02 14.-0 E�- 26.52 1'p IM32 N4 �,I' 28 55 DEC MC UPDATE STAMPS 24x38 17•]5 21.41 CMO 27449_ 3 16 21x41 23.47 CEEO Eye 37x52__• . 26 51 °Ea 4 .2 44• _26.55 DEC t 1 ®�26 30 sa 3 COEF° • 7 0 14.3.9 71.7'} 23.7 DLYFC 1]'-6 3a,G - 26.37 U C- 10'-8 41.52 Nx17' 18.55 2°x59 • t'• 7/17/97 REVISED 5'16'191GNUr GLITTER X8.35 CM EC x60 A 4- �,� 2}x47 CLEFG �$� -55.57 -t'IZ '..8 Q9:0 11.57 Ilv _ ' F8!F.�l�� ® c 27••_---n.49.1_ • MIME. 13130_ �� 111x52 i.IIfi •_+ �� t?.i 26.55 `-- ®m 2x• _ 4' 1 I�AI® a 6 MEIRM IMAM 419<e description 1 ]8x52 _ x19 2869 © 4126 2 �.[„� 28.55 8 1 � 5231. • REVIS10NS • 1H TITLE SHEET TITLE Rups[ a EngtinesPOng9 Ili© COMMERCIAL & PATIO 25 PSF SPAN TABLES JOB ND 97057 . CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURES CHECKED J,D.B. WESTERN AWNING COMPANY DRAWN To 3 • 13612 8th ST. E. 1519 Weal Volley Highway North/Suite 101 /Auburn, WD 98001 1 208-833-7776 SUMNER, WA, 98390 DATE JUNE 1997 SHEET ND. S1\97\97057\3-057,dwg 1 Drafter None, A. MIUTKE I Plot Date. APR 05 2002 1259.16 I Last Modified Date,APR 05 2002 1215941 I Submittal'FINAL SET 1 SCHEDULE OF MAXIMUM COLUMN SPACING. FOOTING SIZES AND COLUMN TYPES • COLUMN TYPES LIVE LOAD = 30 PSF, WIND = 80 MPH. EXP. 'C' - IRIS. MANN IU71AI 5-INCH MAGNUM GUTTER weIMO 6-INCH MAGNUM GUTTER MAx1UJA _4-INCH ALUMINUM I-BEAM 144x111.11 7-INCH ALUMINUM I-BEAM CAUb TRIO, • MOTH HE MT C01144.1 ..71 SIZES M COEU41 CADM IOW SIM MO �T�ts _003434 NC SIZES ANO�a �r 5 MauIN FOOTING SIZES 1430 CATwiVPES _ NcIA t WIDTH A. (2) lYt" SQ. x .032" ALUMINUM !ACING 'NO ATtAcED !ACINO T •! • ATtr�afD -- lAeIM MINI: "-i,T1 D 9PACINO -FR 61AN7INO ATTApEI • r: w O AAB-COLON 0 A . i yr SLAP c01001 r MAI w10 ax MAN CAUw ,e w•91.3' =L �wio SLAB SAFI •0 swe'681-.taw 8. 3" SO. x.032" ALUMINUM FT it. FT. IN IN. ® IN. FT. ® IN. IN. IN. iT. IN IN, F'. I IN. IN. fT. FT. C. STEEL 19x.' 24x36 COEFC i5w31 . ru� 1230 I l were 8x16 15x31 0-,.NEra 10.30 I� '® 16.31 aCOErc 26-9 � 15x31 1279 CCU a-0 C. 3" SO. x .048" STEEL I.. I 4.28 CoEFC le•I 19.31 i :7G33.ii e.6 1801 6-COEF0 __11 24 39 DEC 6w31 (a ®®�� I°31 _ Iq.3a �i �7�i 19.33 74.42 DEC .", I9xF'i 1:7I cDETC- 19.31 70.41 oEC f - �'R`-�IM +9439 , 12-o. D. T.S. 4" $0. x3'440 � UM. 19.35 21"42 OEF �� c� w.x J�C:u�sa� M 17.31 c6ETc Wu 19.36• 40x0 rnEFC IM i9.39 11 0 4 16.28 31.36 CDEFC end u;1m5/ • 9 n• ::r • Ia-e 19±• '.3s 16.33 ecnttc FS �s 20x41 ::i e'-o E. T.S. 5" SQ. x lit" �� +s,3 41x37 NEFC 5.16 ��}����_�� 443,]1 17, e•COEFC 443.3'44 n_x34 DEC 10.70_ 18 33 TIW�fc 1�1�-_22+44 :9r Egli 18.32 2140 c 4,1 CDEFC Sk 3�f @4F� 447•33�- c. c i• c io"247 16.�`I � � t]*37 T SB I -D �� 111111® 21:42 -W6 axle iz ��1.1.21". S7 17.33 CMG �4L� DEC -10.40 16. Ca C !!'1Fi 17.33 43'-/1 F. 3" SQ. x.075" ALUMINUM (MAGNUM COL 5 IIn 10 • �i1.41 CDEFC i00w•• r T O 27x. Li;D7 12.4 1 ilcrr a -TI•-o i� 1.41 43.21 144x34 0rn[ro -3∎3 7 w3 /:1� 10.35 6 c� mum 9- 19. • 10. _21.21 IMtffQi 1 x IITS'- Ben:a 28 21.41 1141 17x34 _^F 2.3 Mira= 5'M'1itIIF� r' G. 4"x4"xTf e"ALUMINUM TUBE 6061-T6 ME10x72 Lx 344550 4x21 ��A�{a� c �'I57 ZIx41 MOM o�_1 x34 co-rc' 2 w I�� ;: F--�' 19. 21x41 DEC IOw 2442., , �IQ}� CO�i C' 0+28 17.34 C0Er0 244x3. C Go 4 “le. ._!l!l:_ 211•a •_0 i1I7-�@�.�``..,,i>D�i 2e- � acccFC low' _112tH 17.24 144 - a FC 19-0 .•.31 gt• [ta® coEfG ed• Ufa 20.79 22.0 ..G 11.23 ® •Eti1MILZEIi x421 A FG . CD_FC lxyL_�® 442:224 17,35 B Fc X0.34 ESI�C'� i7C3U 20.1 22..0 DEC 11.2"2 Ar, `cEC ® Ia. . coaric 21A61__ 27x42 ® 12,24 17.35 :FG 29x34 0 w-EC -l2=o �. 70.33 2219 DEG II 2 7 G 18436 CDEG 21a33O ., m_,2.21 17.3 G 4943; © . �G COLUM • FOOTINGS 21x2& -I3;o Coot It.t9 I�� 4+42 cF[FZ:' 14.27 I-a:1Tt♦-;.•+� ze- S,aa I3,'. 9��e So,35 c rte`,-,iii 23x10 Fc &.3a- DWEFC IfffT]C� 744 Fs 4 fG -3.26 30-x5 _DEc aura ® 3..0'-211 I' s cF7EFC-�I 4.4 i,.z i7� xc -3•. 16.. M, - 19x30 m . ..%.;:' ,c ,. c 10 0 2x70 4x"' 17. WTG �Y3 2 "O 7:1--1x - -50-;5. 1'43 • ) 49 � EE- Q1G]� _ zn,T• ar TO:Ie'- Fc F=0'- .,7e -,•+. 1.tv `e G 3,2. D2a 1 ecwo MEELEI x1.43 2.40 . Mt 6 gE ©�FOR COLUMN TYPE "8" & F" CttrO- a- ?4�.5 4420 F0 3.26 WAD. u 1+ •1G !43}}t 4O z 4 weFd <7Gji 11131". nT F • D 9 78 24.74 19.38 Cafe- 3x20 DE IISS - 15.» • c EN 37x46 20.40 _3.443-�?iL4IIO3CSi FOR ATTACHED STRUCTURE Y�ir� 2440 Du tax 7 COED "F78 24_/6 74,15 aG 19.38 'j_: 11x70 DEC 1.. _ CMG 32x48 Q 20.• 23.440 OEC 14 9 • 23.7& 25.40-- 'FG 14,77 8'it 12-0 9,•7! 25.45 MOO 19x39 BCCfi6 ].76 _DEG 1231 -_B• 6 ® 3303•7 23.47 4 !-0' Iu 23.2.5 A40 WEFG 14.77 COO .•-6" 24515_��'-''� 19.39 CUEFG 13.20- Mu 1'•137- MM. ® ITT4'� 23+x4 L'A'G I1r 0. Q (M 23x211 28.40 CEC-=Mg 16.7 5 c �� IDw ' CDEF: 3.'- ®� 13.n WEE ® A �.']i� � 1x.37-.. 554•150 ac i:]Glali'�7 12� WEC 3�.-ze E16C��::� u_� 10x344-�-� . � 26.43--' oEC 1.- 10 = ��� � � �✓� ;.114 1x.39 _ 1 6 3.311-. 34.45 1+4x •• 0 6'•• SEE FOR COLUMN TYPE"C", "D"It"E" � -R �� �-rx. 1 T. 3• 34•.0 41.4 CEO o v FOR ATTACHED STRUCTURE __ __ x.... _ :..1 a 1x4' i:.x M4I 37. 34.8 1. ^an ' -0 - C"�wi=g 11 �Tii T -43 -25.-44 DT-4415 31 3 a 21.42 ❑.-0. II -7• 25. • 13x31 61'7 4444 u. 35.)♦oEO' 1 • 35.45 DEG -1'54431 ,.39 •. 111 15.48 ���� 24x46 .11E2 MEW = = = ��- r 5s.'. � DE _Ts3i_-19.39 E�445.46 MEMO 7,x4. ME7i I�INIIIM � �� rte- ,30 OE 83 19.39 cocc � I� 24 u KG 111191311' SEE ©FOR FREESTANDING STRUCTURES 17 -�� f••>r�� 75.34 DEC re.;" m.39 ecor7c +4x49 � ': v M ��-� tfffftftts�-. m.. 20.30 25.47 DEC '-10,32 20.39 coer0 f ® 4X49 c%C • -6 t9mi■�_-L �E--- n 3 2540 Dec i� 76.39 MOM IlM2Np 24043 . • 2-I-471 �Y.•li �� �5. 25.,7 16.z 70x443- coEC 3+.» ����' 444-0 13 �� =�- 7-0 _ie o is-3T'� To E 7,x49 /-.0 e`0- 4 _ �_,I� ,_._I,.,._=1111_- --90:47 _0.33. 26.40 1�- 35• _76.41 DEG ®_2449 4I� BEAMS TO COLUMNS Ta t-f�= ��- _._- 6.32 2.4 10.13 2D04O i 35 39 50`47 DE 24 JC•�11��p11 02 T•4 lax, -2040 Mac 35.39 36.47 Dc RI iF tslQ• t/11C1d I.•-0 �•=�- ��t� =-B=3' s6�.33 2G•/. DEC I.F -444,1 .• �_ T:r DEC mF ► *Erg_ ��=-� .•3 26.48 DEG 17x34 2041 G IT �I4 25.. CEG I. CCM 9-11-0 ■�_��r_� 26.33 76.16 DEG 73, 20.41 CDEC _...5.1.. 5.50 to-0 ��� ��- o•- 46.3] an,i9 DE 17x34 _70x41 _CDEC 7540 37 47 rA•4 25x56 ACC 15 = �� a•-r- :633- 26644 DEC IW 71w1i C. • 3241--37x48 �' 43.47 2661 Sac e o SEE COALS V 1t ■ 76.33 2640' .0 17.34 141 MFG C x014 / z.47 26x51 11 0 -6 �r�l•� 26.33 26.46 -c 1034 21.41 CMG 3744 2.4 •1 12'-0• Illar ■=�=�= s ,_ - - 2e.3 2643 DE I.4 1..41 MO I -7x+6 '73x47 a iumw f."If •x.si rRI8. COLUM 100%1142 6-INCH STEEL C-OEAM NAx IYIM t0-INCH STEEL C-BEAM .0x1181 2-INC'H STEEL C-BEAM wxlNUU '0 12-INCH STEEL C-BEAMS cOGUN ' f G�aF11414 wID1N C1a4T CAU64 -'-�1`-3 ING S12ES M carol 51 5 CAUAN FOOTING Sl au01 TYPES- _ caua FOOIRR SizES M cuuw TrPES CC+.u0V r000UNC SI2ES M-CauN TITS HEIGHT 4� ; F� 44 SPACING •4 51MING ATIACI • SPACING , 7§14-178.1 440 Ar1AC D SEALING FREE STAWIM: Af'.CHED SPACING FREE SIDING 01IIJ(D I r T f 1 w SEAe w 0 SLAB CAlael • SI. w 0 COCAIN W.7171 30/0 Sue CDUA41 W/SLAB w 0 SLA9 COLON 1 • CA0 w o 4308 PAU0l w/c S Ae CAL. v0 SLAB • 0/5LAB IMO sL : Cam. "e"' 0 P r�F,fs'D_F 4 GYRO J. 444 /// FT. FT. rl, IN. IN. IN 134. R. IN, IN. IN. IN. FT. IN. IN. IN. Fi IN. IN. _ IN. _ FT .c,.Sy 1 I' S 4JF,t'1 ,� ■r ' 'J 3 a-0 15'-0• 19-0 ® 3x16 16.32 o,FG 2353s 32,4 DEC 13.26 16.3 I1C&0 G 20•.40 coEic' 3 FA ttt� 17. 21.21.41 Ca c -a `f' Q� F"'. TRUCTURAL 4 .•• 9=8 10. 1_�� 1•Sa eWEF, 53 -_4 c 1346 rn.'. "TT,- 7i�447x35 21x41 .D , I(/tv{ •• 1 o : �t `. M 1:34 6a7Erc® E DEG 0026 e.3 74 .ws2 =oc Es i 36.51 p I 21x0 iAEC l2' 0• 4 \ ,I'r� .. '� 442'. �� -rc I� 13"26 0 30 cD_c 27.40 76.55 r 16.3 2.4- 36x56 T•, 21741 CMG 14'-0 .! ti x41`934•• •.. . ;yQA7 _ p4 Irj S �� wpm I ' 24.30 10.21 •.® n•35 •u - 19.36 Ix* KEA 3,x 'CM i 1,.42 I••je•I 1;:30 30 NI DEG �s'.�• x43- 13'01x6 e-a 1 y° r 24.:30 ,0.21 Itl.•r.,. •11 24.37 234 4 I5•30 '-19.36 CIAO. '��1� S„':0- x. .< ___1x77' .4444 -T•+T- 36x31 . 23.45 coEC �`-6- o a S .• .N 12-0 1 �t 10.71 I7x 3 BCOQO 2.40 224 EEO 1.30 19.38 - - e•4370 . _ I� 1 p 1:< 1+ 3.s. DE tffff� 21w4!'i Moro 4411_4• �• '`A 1 • t 14-o �® m.21 7.33 9DEr2 2.x0 •a- -0 I6• C 1 44 _ . 18.35 E''.42 20.41 Oec ,T-0 E Spa' 0. `✓4 z '-€-' a•-o 11'-9' 71.23 12.23 17.3 25x34"- 7.42 _ 7 16x37 awEFC li-- DEC ►22.14 Pa 30.19 OE C 1 COM KM. OF •$' .''t)1 TI- n 71.29 .1 110_MEMO 17.35 L-05 7744 ...f1EG I6,I 20439 111+. 7237 _31x46 I_12x44 36.51 2245 21.49_ -DLO- © . 21x-• iIEC 12.23_ 77x3•,1 25311 7.41-EEC 16.37 20x39 RCM" 79..0 6.49 3bH ® 36.'1 45 ?1x48_ -DSO • `Sl- '101;1 NIA, 11'0•IIIIKA 41.2 22.42 12x23 17-.35 CMEMO 25.40-1i� . 16x32 20x9 CGFC 79.17 51 • '•� 16.56 2.2.15 2+x43- ..c � . 72 • '_4 e• s � 23,/a 0c0 1.30- le. BGVErc �.7 pet 17.3 tii'1� ecDEc 30,3 r7'Er:i� •x40 w-0 E? G. 43443'- WEFO i , 2 Y �'t'S' wa +x': Is.id _amEFO 76.. -6€'c .z c -1441" 11.4. y it +. _ ., -20„01 -tDC6 �J¢fi �' :Y'• 4[4¢ . . tI a �O . 16.36 t2 116. • _ cIxF3- S7dc ,,�30,',0 _36,54 Mi4� l.a n3+ .0 17^ 13f"51°.. ., `NF T. 4 16.3 CZW 26.7 x•49 W. 20. CI • --37+51 _ 70.40 _2_4___1 'o'• 36.55 443+7 �5-Ti- G 14 [P -p :UPER �: MEM --23:2`0 - "'_14.27 15:33 0WEFO 27 31 )xl7 1)x35 1.41 0E0_0C m 0 4• .---2lc.4i -71•_7 -WCrc -• 37.43 31.57 4x.5=__2642 28x 2 1-o• we R. 47� eOES . 23.24 DEC 14 27 la.3/ oWEFC 27.31 n<47 17. 21x11 CrfG 1.30 �c 4041 2,+7 MEG 3].43 E7LFF� 21.4-e -Fv c` I?-0 w �•171E w=_ 23,23 21.42 DES � 15.37 ax:rc 27.34 II®I � 17x35 21 It coEC Tae-�t DE :TIT C[IEC 37.1 x145 8,57 oEC n'-0 ti0. yygl,'�, ;O� f2` `f �iyj 23x28 40"42 DEC 19.37 -COEFC 2E08 ______d 17.33' I� coco 31.36 Aft�� 2241 2 47 •-O 37x43 •ttT _ -o' u 42 cam,. F 4 T•. 40 �qEO S 8 .M 9'11 23.20 2542 DEC 14.29 19"37 eoEfc 25.E tNDAN �__ cum :/ 40 • 2I 343 __.7.•47 Cot c n-0 4' '.49 __ . c 6•-0 µ • m y y4 CFSTE f • � • 21x13 21.47 a7EG 59.. TT:L 26x53 COEG •-6 6 / I.QN s-O 23.28 25.42 DEC` -T4 • 19.3 torte 78.3 0MUM 19x35 COE n 33.40 i'' _ i ipNAL�.�`1�' .1 iiiiM.41`�\ 11-GO t 8 25.42 I� 14.29 19.37 COErC •law 32 28.47 0L le.36 ty'� _33.49 21.43 21.4] MEC 2549 _7e53 yro 1_ IA ti4- 4W..........� 0 '.4 1.-0 23.28 25.42 t I4_2o- ID 3? COED 28.47 ----a 16.36 al.0 c.EG 33.37 33.,9 zixn 74.40 DCC 1111101M1•10111•1111•3•111_ _.,...49 26x53 IC N • `444• w IM 25x49 \ T3`!� Y" 0 9 -e'-0 e'-9• 24,24 26.42 _DEC 1530 ION•___ 78.3 29.47 DEC I&x37 244.3 chit F11 - 34.49 • -.44 449 wFFt, 4-9 40.43 40.1 `•:a 51 27x54 Egg a �,i 7-0 7429 70x47 t 0 19.39 (MFG FLfri 3 • 47 • 16.31 1.4 1•- 0' to 49 DE. 7.44 2449 40.43 48.81 27.64 CDEG _9-41r (Y°"r"..- �`2(�(� } »• 7 Cl 348.26 12'-D ® 76. `(7.7• COCf• 79..13 25-2)-- i. I _T2i '.>'I 444 - X49 Ix -21.x11 4x1 404 ® 21 344 INTO I VS`v� LL'JfG �j� 26x4 '-- - 9 204 • 4 _ 0 &435 21� t,'.j•� 4..•_ -3.49 --i 27x34 --A 4S __ 40+43 lI 5I • '�a 27.64 - D�SF. -1=0" �. TIRAL ND. T Sg 1-TI- B-3r-i;�`il.. 2847 I5.I E •] • 22334 79 49 I:G 18x78 4] T F 16 34 DEG 704444 .249 23x-6• 41•S� 41x51_ • 21x 5 COCG /-0`- _` y I 28x43 DEG 15.31 19.39 2943. 29.49 DEC 18x3_ 22 4 1 F Al.49 ,. 27345 1-9 �•� 11261 77w55 COEL• -fT' 6xFW4SJ ,'1,-31�U+/ 4(ic `■{ y T SEEM 24.28 _ C IM MO 19.39 791446. 22,9 _. 16.3_ 40 ' r • RIl'i�Q� 27x55 DM -0' ., , • Aa8 -� 15.31 1239 <34' '49 DE 19.03 ____ U.6 1111 O] It 72.46 IIt��Im Kona A 27.55 fEC To-0 i n,2 11 a-0- 25.30 DEC I6,32 20.40 €FG 3035. .3.49 c -aiEF2 •I DEC .411 _25x50 ar-3• 28.55 COED _e'-D•_ r i�i. v1YU- �Q� M • 16.2 2240 CIIEFG 3x:16 30.4• ®t • ' . CXC. -.16+.1 0t 7346 7545 • 0 28. on 9=0 L11 e.•I-C/l' ,c G•'C '0'7,1°) GIE c 3049 Mir' a 274 cxo xn OE -2346 ,00 4.7 p-26x53 Sex, �� `' 11F7Qj11 2 F c 32wo w 9.30 77.45 l T5.i1 ®O 3x,0 zs sa ®� 1 _2e.- DEC �11 _ , 12 .-s• _ 20.40 6c. �1 Z i 204'0- l. 10'-3 4.x4 .• I 112.. ••D.S1 71 -3• -®g=rr>mtr'i__�_ 76.57 1'T 9 6 I IExIRES aj, 1.0$7 1 12 0 10x3 ao-.o C. c 1,35 r� _ ii: x/ 3±s1 47 I CC®®IIII�� iti 27.63 440x0 DE0 9-6 1z•-o �7 100r•:.� I•SS`�IL� r. f6:47 3x.61 x3.4 I i3� rlro T2-o• 1 -0 t �� 16. E 3 T- , c 4 23x0 m 43.44 2e ac is-0, 1 .-0 ® 77.33 �L"•SR 31.37 _.' � •FO 1 7• 244 26x51 t 10'-0 �® CDCC I �} 4. 111211A1 9=& I�O® 17.3 20.41 I� 31x3) 50 OED C 3142 37+50 2447 2641 CDEG 2257 DE^ 4••I� re MO EN •G 17x33 2041 �.• 1437 3,.50 OE MI dXC 77x50 . 24:4 7631 DEC �.� I 29>S7 iI 0 DE 17.33 20,11 � 31.50 • 5,,j� t 2..444 •6x I c__ �!®�i}r i Ta 21.30 T.3 4441 alit 32.50 2142 _515431 iffii 2•.S2 •• �ti®�-444® 1 Wil l 0 7545 14 O • 7 32x50 •' 21x42 • 7. 2448 26x57 G �Q�®0 27.n i� 5/4/02 UPDATE SUMPS __ KEVEM 77w30 2645 M)1.311. GHEE MEIN�y2�x50, X 214- 347 77.13 tfi IIIM 2446 76.57 OEO VFa _27.55 �� 7x30 29.45 H® 1.1 fAEC ®�F'F7 .+. • 2142 3"41 31"4 IMQ 24.40 26x52 2 v5a / / I 6'-9 1]7 7646 �.'L 21.12 CDEFC ��.,1'��lf� 36.) •Qa _]4.13- MUM 344 -T-3..,.5 ® ,• 7 I7 97 REVISED 5-&6�4K.N1111 GUTTER �� En limm t8v 4fi COEFG NI Es5- TQIIC911 T®� ilELFitffffFIIf� 75 3 �� 24.41 1t Sf-�h� �j[� 70.55 9-0� 3447 © 24,49 79w53 AIM 29.55 29.59 I 12 del= ee.cri2t19.� AyIN,MIIRMII 6.• Mil ISk� 34 30.4 p 244' 76.57 29x55 -19 33 • 11 • I REVISIONS . JOB TITLE SHLE Rnnp L OP� ngthesP6in ;9 1n© COMMERCIAL & PATIO EET TIT 30 PSF SPAN TABLES JOB NO. 97057 CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURES CHECKED J•D.B. I WESTERN AWNING COMPANY DRAWN T'o• 4 13612 8th ST. E. JUNE 1997 1519 West valley Highway North /Suite (OS /Auburn.3011 9E1001 /206-033-7776 SUMNER, WA. 98390 DATE SHEET NO. 1 S:\97\97057\4-057.dwg 1 Drafter Name: A. MIOTKE I Plot Date:APR 05 2002 13:02:15 I last Modified Date: APR 05 2002 13:02:06 1 Submittal: FINN. SET • • SCHEDULE OF MAXIMUM COLUMN SPACING, FOOTING SIZES AND COLUMN TYPES________ COLUMN TYPES LIVE LOAD = 40 PSF, WIND = 80 MPH, EXP. 'C' TRIO. WL11114 W11.1. 5-INCH MAGNUM GUTTER 160 1111114 6-INCH MAGNUM CUTTER *WWI 4-INCH ALUMINUM I-BEAM MAXIIW 7-INCH ALUMINUM 1-BEAM co LUV1 TR Ie 1` WIDTH IEIONT COLON c *i __ FOOTING SIZES AND COLu9N TYPES _ COLON r00tIN;SUES NL COLUMN TYPES COL FOOTING SIZES AND cat•TYPES -HEIGHT WIDTH A. (2)1r`" S0. x .032" ALUMINUM ®ACING T .)NQ A TACKED SPACING ITT€( 1NG AIIACKD -- SPACING FREE 51AN31N0 AT1Ap(D SPACING FREE tAeCIW ATTACIED M A.A9 w G A15 � - W a SLAB MUM w.51.38 W AB w o Are C0.UN r/51x.38 r 0 AAB COLUMN SLAB W/. - AAA w/o 51x.36 w AAe w 0 AAB B. 3"SQ. x .032"ALUMINUM FT. FT FT. IN, IN. IN. rt. IN. IN. IN. FT. IN. IN. IN. IN FY, IN IN IN. IN. Ft. FT. STEEL m�1+ )_713 MEMO. j�W 15x29 BGGEFG 11- r . 22x36 •f ,� 11+16 1601 _BWEFG 17-8 '1'0;29 77+36 -DEC- axle I5.30 ... 23-0 28,32 33' 14.35_ -83 7 9'-0x- 3 C. 3"$Q. x .048"SILCL 7130 ® =EEG i7GDETG 9' 17 • °.I. 13.731 ,3COEFC 2 7- TS6- 6,I: 1b.• ® 76.11 •k I E'$L�ttGMIN MUG 13'-3 lox 3J 'h70 8.18 1 x30- COLE; 27x10 ➢CG -6v I8 Ibx3o �. •� 2 7 _�'•.� D. T.S. 4" SQ. x is. MI ® DEC CD6G 13'-3- , 4 x4 _ 1711 ir,I_ Cii I,. L .= . r �E±5. 28x79 18.3] 4 fdt 70,75 • '. COEF6 °WEFG II-0 71,10 71.b 9x19 15x3 BCDEFG 10-9 21.78 71.36 IIEO �9.100-� 40'-0 28.29 • 19.39 W 1 O�31fM 2o.• �� WErc. ® UCUEFG 9- 1. 11x77` - L T.S. 5" S0. x }li _ • t-'ff� •o- BWE 1• 31+ 9,15 '1 2e.31 ®I� ��' � • I ihPi.S� �- �� COEFG 11'-8' 71.57 71x40 'x19 �I -11101111 1 �1�•�>•�� ,35 + 9x1. WE° a1To DEG 9116 l� + a f� ® DEG 26x]6 19.39 �pi F. 3" s pQ1i 21.27 1(�Im 22.76 22,3] Io,2o ii7G 1�re� 2mH �®� SQ. x X . ALUMINUM (MAGNUM COLUMN) /c 211!0 �• rr QWEro- 9- 22.e ., R 76'-0 79. 70.10 a T6 Wi �� �1 I cocFC 10-e 22:7 22x36 `• 10.20 '•-•dAU 72.37 DE; °x)° ® ?9.71 C. 4"z4"x113" ALUMINUM TUBE 6061- 5 �� 2'1.78 DEG 0.19 I 28.3/ -�� t�[> mutim eiir>sTjc.71� .;ST- -21{.� i 1w2 �ti �]o-'!]x.o "OED 9.15 l6.L'1ELWi� 29.35 I♦����'IMII •��' UMW 1 .ea.c e.-e- 23x1, 2. II x2 rim KOMI 23.25 f� ,7. a Fa te'-a t. . Wire.L>•r• 1. 1.11 t7�N a swam f� +F I" a-• StaS 73x �+,0 II WEFT ® 23.25 � � 35.3.1 cI)4. I.• �;�C(r'i7x -:Ix4, W swam 22.76 ��j. �•_l Iice mug 3233 2.l+ll G 11. I 5 ENfG 2ha9 1+ MSG 11x7 ERb:.�`• 71H-, . COLUMN T OOTINGS "" Nairn__1019 16x!3 , 2330- T 770- 11.2 7, -6_to 21,35 DEG 1•x20 fx'L WEFC 31.74 MEM 171 1.4 •C 14 0 MI"7 •i � 11x 1 17x33 BCD FC 13'-9• 71,18.. _24 nSEFC 12.25- I"e:5� DCICFG Ea 21.36 -riff- 1 2-2 17x3`1 Bcotrc ,s'-G- 32.25 Inxu 71:11" Cfl F ems' i 2.213 23. ■'•::z'M 1., •33 B iiU_e�T 51.7,5`"- :1113-...Wirc- Ia.ae ie::l§'- -13 22:5: I 11.77 17x31 ecocru - 32.26 y r 135,!6` 71x1 ax:a -e IL'$31 13.20 23.3 11.� 17�i 1"ii 4.7. 24.38 • I 7 F 24.29 4.35 • Ix ,•4 37.30 �j� ■ 18.' 71x1 .M•Ewa ' 74x36_ --Z:.5W r,i i- •'c - -?4;O -23•11-El 11x' I1e31- _ 37.32 1AK 35 21.47 4 D 2aa 20 �..'-��Y7'i1�-T.' L••• ze �"i.ST- tpCro 13.' �..... .• - 25.26 35. 11.91 1 -' it- 3. . icl►o-Ta INxr. 1,3y 37113 �':t•1 e 2 4x46 ' to �:r`ri.�'- . 1 3 25.26 �`.;i,' 1.4 M� WEFC 73.2E � t;x>•■ S� /.F COLUMN TYPE "B" k "f" 21.26 T3 < _25.35 c `'{,� 10 2..28 �3»�ni��.! 25.37 25+213 1. �9nc� 421 -Zx-30 i c FOR ATTACHED STRUCTURE 9 p • 21.76 � m t2 I 75 s 1:121 33.32 II�lII'����FMI�l•Cla•�C1i Utz a1.2B 12.24 -BWEFC 7'-9 26+ -t 7-2. 26.7E 26737 DEC - )♦ 13'-3- 34626 ! MEM -f R s z - COETC ��Mf�• �� - "TG 34,30 ___ ���m MIMMII OEM ® 6,a 26.]) DEC DCG CDEic ]4.30 �f '0 Wall .l ����� .76 •��®��C� 26430 1ft�� lm 34.32 f���IM���M SEE 0 FOR COLUMN TYPE "C", "D"k"E" 10 I� --- ----_ 26.26 DEC iR3971!® r® 12'-3 34.26 31.40 9+39 �SI"j6•-6�(� Io . ----- ■-`---- 2639 DEC 13.27 11.3 -NTH 74.:0 10.39 WEem ELI -. . �_� �_ae.i9__ acc ,31sT Ioi 71.213 n T9.i6 12-0 v FOR ATTACHED STRUCTURE 11 � -I����� r- as.3v 1x I3.zi- 16+37 WEa 31+30 7140 DE ,co 1. ���� 11.26 12'-0 35.30 35.41 Dr C �® fDEFC - 11 -_- 14.76 I. 35430 35.41 DEC 20 41 y_1 •�($:. ----� -- I-_� -�' '®- 19.37 ... ]5430 35 x41 • 20.41 23"1, DEG �M 12 =MC- �. == ® ee:» t1• 9 19.37 _mcc 37.77 351.,5 70.11 ±..5 -DEG SEE v Ala FOR FREESTANDING STRUCTURES _ �0 1.+29 10+30 BWEFC -e' 3b 30 ��"� 21.41 '+3.46 COEC 17 - -C_• ���M_ 26.25 45.35- •0 -14.29 MUG 36.30 2171 _.. MAIM =��� A 3 21,15 UEf• 11 29 ('OPEC 36+30 -� 21.41 17-0 (�-211:0 - 14x25 - _ 36x31 NTho _71..1 11-0 �� -�--� I-���8�- 16.26 zn.39 XG 15+30 1'-0 37430 rT.ia 35,51 ® 5'-o is m■---� =�=� 25,29 213 s9 DEC ,5x3,---I9.70 3 37 ,40- -TlIT 9 - -� -- 6:J, -x:39 ,.40. ' 23.1 - - BEAMS TO COLUMNS ----- -��_ - :+10 -$ i1:3C 19,30CbEO •�� 7"/O L( 71.41 2 T4 11 ..6.2=====.111 --- 'jp.�, 29+113 OCC 7sx3� 19.39 „c w-0 75, ..40 DEC 21 43 2..47 5'-0 I, iZ'-. w- --- _9.79 2'+313 __0-10 IS I 19.30 ]9.31_ 3,5.40 De-. 1I.43 ?147 ® 0-e AIM Ali 12'-0• C -.- -- 1.71_ 29.39 DEG 11.31_ 19.39 Itff• 38+31 38.10 DE 71.43 24.4 4 7?•-0 C.F A 15 e-0 -�---� 29x17 79.:1 -f 1.I_ 19.30 ,G 38.32 18.40 • - •0 II'-0 SEE DETAILS• -==-- --=--� 79.7E 49x10 DEG 16.11 - I9.39 C1kTG 10-3• 3,5.32 38.•1 22.43 I 4x48 L11r.0 -6-0 15 VP txas --�-- -=M -- 2AV19 20.10 DEG 16.71 _19x39 '• 381 32 21.4► 1.11 COCC :'q'• Minn - --- -- -79.3'1 -!'-919- • I6 31 19.36" CMG -38.32 _7. 74x45 OEG T6-7:0"- \ _-- 79x'8 -9x1 19139 tjy� 384 - - ;•Tl 3 4 .-TT . rn�(��,�'�1 7978. ca.IN MAXIMUM 6-INCH STEEL C-BEAM um(NW 10-[-[NCH STEEL C-BEAM wallow 12 7INCH STEEL C-BEAM ¢Amur TWO 12-INCH STEEL C-BEAMS COLUAN TRIM. �Q�E"�� ��q, rr}s',� ..-'144'x'114 *10tH ICICHT COLUMN r00i1Nr T1zES AND COLIAO siZ�S MUM .•TINC IZES AND COUSIN TYPES COWI N FOOTING SIZES ND C .L A 140E5 ----- COUSIN FOOTING 11-S Aix)COUSIN TYPES -- 1E1031 WIDTH h4 .% .f0 � ',.1t.:41, •ACING ;NEE STAIOINC . SPACING I'HEF STAAA ING A IACIED SPACING L ii SPACING FREE Sl .'NC - A }(� r;•i/-6-3/43 w 0 AAB - 4810 SLAB ixx.lAN * • - via- AB COLUMN ® ilia COLON w.SUB AFB W/0 w SLAB •,51x.35 tai wN " N FT. FT. FT. IN. IN. IN. FT. IN. IN. FT. ® IN. FT. IN. N. IN. IN. FT. FT. 4.,t, a Rt1PER1` , �, j '6'3 1 -3 2.319 22.38 - 15.72 81.OEFI 23139 19..35 DEC 1•"® �� 1•. :,41.1 0.-0• 3,.38 .. 17.35 -' •'-0 266' 11. I \i• I •Y•I I Qt fi O , 20.31 27+113 '®- 15.32 1LDEFG 23.3 29x45 DEC 11.27 17.35 CTEFG 9.317 �.u'1 31x 36.51 17.35 COEC 99'-e / 17x. MEM 2,,33 22.40 - 15 32 23.M 7945 OER 11x23 77.35 WEFG Q. ,��11 11C♦�.= Iex 79 7. `'• �5 r 73.42 _a 50 nF 17,35 •c a5.4a DE 15x.• `"M . �® ,," I4-0 . RU C1•• • w , c'f(�1 70.15 x7./7 ft{���33:37 oxrG �--- ��W.•P+��:� '1' 1� 1� Q_• [�U 1I'-6�'-2b.20 21x36 t�I j['�® : '®' ® .42 �r.' INEL� ,ET- Doom 30.35 DEC 17+33 50 4�, • , t'jM�� e•-0 �-tp 1,1 4•. IT•i°{•p2; =• .,q!a 01 `)' • ll"T-d 1.3, �� 17934 =EEO 25.36 7 C I.26 16.'!0` WEFO 30.35 I)E6 Mil �.y 36.3399 33901 I '-' Vs 2 21.40 DEO 9x19 11x 4 9COEFG® x39 7FI1 13.26 Td x' ••-0 WTI 49 '®' 3 A5 UCO rvr.Ta y --... r .4 f 14-0 21435 2 2 DEG -rid -.. • • E4'A�JI•L=4� »+10 ltl•fiZ � 73.E _ OCO l��Y��WWIi��...liYYY�S6Pl `• e.9370= 1D� !l 'F -' s 5 8-0 10=3 `71.35 22,7 0.d -LFJMcssra 41 , -MAN I].2d_ ., 10x1 33.5'. 11733_ i •F.:1 - 6 37. : 7145 XTc �' L T- Mall '® BWEFC 7.1 I4 29 WIFE C 31.34 31x:. DEC I6. r4 -,4•i 9•-0- 37476 37.46 21.42 23. -a "•� =p• MEM x26 22.37 • • BOX.0 1111M11 35.11 __--t Iy 31. 1.18 DEC 11733 2164 I0....-� 37.36 17:19 21.12 13.47 T3)EO 9'=8 1 ,- �4 27•29 27.36 0 , 131 -3).19 DE -18.15 214/� -3].11 37.52 2t.@ 27.17 -DE i?-0 - oFLN10p� \/7\\ ft''Z EWA +3i 22.40 m 10.20 R -0- I� " � 31 41 31x51 DE 1!x35-t.•3MM- Its 2142 23.4 _ •fI�.� 00. -"F Ot w 111.3 t 4 I 11103• a .• 9-3 23.28 73.37 • I1x7! BF 13-. ��. ® ,5.31 19. :•.1+'.. r 33 1 -16x37 -rc'j'(,�M 76-5- J9xls 39.19 • zax:A ,4.Ap r pOiE a� •'' . /11 b MEM 23328 23.37 (Z� 11.22 BWEFC 282 20.42 • 1 1 1'.9 • 13.35 33x41 DEG. fe] 1 J t� 73.25 27.77 •U 11.27 aETC 2,5.35 atlx15- 15.31 19x39 /® 39. . 39..E .2+U 0.1.. • • IA + F" 111 • • -CtS�4` 73.]9 13x3.3 Ib27 18.77 CDEFC -' A47 DE �`• MEG 4815! 7..19 Fu N0.33 i •4Y 1 ;*i '•`e �- 28.717 26.47 DE 1°.39 WCG r j� U 'p(/p'�fIL�� 61 •t . I 7 8'-0 5'-•' ® DEO 71.44 24+19 l7 1. DEG 12.25 _10.37 BCD c 12 29.31__29+40 DEG 16"32 20.]9 BCOEFC 1 i71E�•2_� �`� COEfC 24 40 36 40.11 OE_ 73./s 27x49 CMG 11-0 7 V • R•UP CYO 9'-- 71x70 21x]5 7.75 _18.77 lx]IETG �Th1J Y9v1'l DEG 16.77 70.79 CO FC ��[r}}[[�F��'G 19<!9 ® ( G 40.36 10.15_ DE 27.45 75749_ MEG 9-8 14 ' fw- a"w� t3•�' t2-0 -21.76 74x36 12.25 19.37 WEFC m 29x4,5 CE 16.32 20,.19 COEG MI D[ 19x39 CDEC 40.39 40.19 CE 13.45 25.49 DEC 12'-0' �0` �i 4171 D2•W� _ . 14-0 71.30 2408 ® MUG � T1•72,17 pE �2t♦ COEr, DE )9.39-® DFC 40.41 20.51 E 73,45 ?5.19 DEG 1.'-0 �1�� 1.• • G 'T. tome. '• Y B - 8 x78 - 15777 �i� SWEFC 30+30. 30,70 DCG WErc �`.C� pEG zUx4o J.4s CDErc zl-o Ia.33 _1:x42 x3.17 uw 4 am_ �FE• j>COM 30432 EM DEO '®t'•.T� 75x33 42 0E 20x40 ?34b 47.35 Ih44 23+41 9'E- N 0F� FF Q ff :5177 25.37 �� � 5-0 5 ,21' 4 SCI ti.. ''''''.4T Q .`r�-1 LIEN 25.26 28.37 - - l '0 M Y'-0' + ON AL G ,,�. 1 �O � kd•NOM 70x75 4Q)( CDEG' 35x!!1 35•47 70.10 3,15 12.75 IZN7 734] 1 4f /1111.."..G 0 N M Y+25T25a37 = 1 -I EJ� 30x46 IX MOM= MFG 15 AN 35+47 DE 26+40 _ 23,47 _ 1 c 14 _ , +Wu,,,,,,,,,-. `• l'- y ' - '-8 76+29 26. • f 19.39 ® IS - TT39 RT �f]'�.G COEFC �. 1_ .x40 C 4 CDEFG TI'-6- 4,N W2 _24 76.52 COIL_ 1'-•" 9 1 _'j p3• • •,.�. AY 26.28---26.31- 147 7 IOx 9 ® ��� 31x40 DEC �� G3�r'C.®�]8.33 Jfi./T �Dx41_ COEC IJ. 1 14 _21+15 28.57 DE E.1V (� F� 76.26 26x3 -® 19.37 ® EIl4, Ir42 . x1 ,C 36.30 -N4 2041 DE 0 13+38-`-7�7-�• 24 48 10.52 IHC (r�V .� �. LNO. 748 - I�r17 26+]0 -16.77 CDEC 1.39 1x4 21641 CDFC ' 36.36 :,1- .' T 2J,�8_ o o 2 r �� a/�1E 29.57 DE0 TUT�LI°. 1 10 Minn 7-3 26.78 28.9 BCDEFC 1. •9_ ® 1x1 :• G ► .71 40 214 21.11 COED 20-6 4 1 1x �� _4• 716:3 CIN:C l0 ir. ...# :, . t'$•J� 268+28 25.39 �� 2, -2 42 F`,ij}' ]1x1 COEF-/ -' ���-lF:FaE� '-' I. -23.1 MUM ' 24.9 Bi7R4E. W +7 f1 y MIDI 76.19 mos- COEFG 32+35__ 32x17 .1 � lrra�a 774 - 44. : 44. _24.4' 6.5 •C Wadi C ,� O 1'T7•�� T' 14--0 26.31 M� MEC ' 77�x7A- 32.44 2147 r )rT. 2142 2149 NI. •C . •: rr�y-- 1. Zy II 8'-0' �/'-0-?fzB --77;79 [• •J♦ 2.29- 37"m ,..7 I� 717:3 18'-8• 45+35 45.41 x.50 '1 53 DEG it 27.2E 7.39 •, - 21 >)j� ', �,��� •c x., 1740 r 1..37 �- t5. (� 1. �1♦r.�.� �5.7s 454 0.i.! '1 of . 77:30_ 27.39 C't� t.^SR1`MFG 32. 32.47 M-'18+3] • ff 7].32 77x]9 dQ I WEC �?.35 32,44 1♦ "m - 15+39 15.15 X27.1 0 `N'COY: Enna 12 6'-5 26326 20438 •, i fifF �t®-���� 45.39 27. ,0.q' 78.28 78 38 M��i:l'ttt• a C 77.19 3x40 3] COEFC ]���- 27.6 i;1'tt�r..:1a 18'-5 46776 46.11 _75+51 -79 � 12 �y, C11FF6 1.31_ 340 WS!" 19.37 ® 6 4 C ..® 16+35 46.11- 28.61 77x51 9'-6 'EXPIRES 3.31.0/ J COMM 1E ��� ran 7.4]3 - 7 146�.A 11.37 2741 I� 75472 25.10 Q®_-MFG / 394 DE 27111 IBA.116x4/ •p.� 1 - C.-4 , ..26 78.x39 " ME's "® • 4014 DE-- .4: � .42� -76 Tl®� �a o �'MV F E 28.79 25.39 cxrc JJ"II AMEX=• 40x 4040 - 18'-0' 17.35 4+42 • 76x51 WI ® 22x13 40.32 40.40 7145 17.75 17x12 ®' 28.31 21.]9 OtG_ I1x31 COEfC (, I�>1r���25.47 � 40+3 40.47 DE ® 0..3-' 04.4 �� f 61, Is I 8'-7 29<2B 29.36 DE IS 1 '® x•41?.. ® DE I9x30 M� 40139 40.•4 _DE MOM I ••• • ' 47.37 47.46 �I 3 'A� � ����� E Ih39 MEM 29,2e 29.37 ® 4041 DEG. I ®' m 171-• 48.35 48+41 20x55 t 73.31 25.�u s;,4Br• 5 9,7_ 2 40x/1 ?3 A ie. 0 Al 21. e 0. 5/4/02 ®' 25+3' 79+1I 34.35 ®�� 19.' 224 �• •{� 40.42 CE 23+i 15"35 16,11 UPOAIE STAMPS -i•em91� fEi 11E3> '- 12'-0 1 - • -5'-•29 28 29.1 iFHF� m 3--I 31x4 111.Of: .1039 `3 1 m _ ,. • 7/17/97 �� E?�C3Z•'•I I 1_33:!0- nic`'ro4n... 7.4 �`� ��� ].3" � /e+17 .8x43 aG.53 REVISED s'k 8'9AACIIW WETS �3! -BAT--29.40 -�.�® `' 'Si '433 35;T 20.10 -73445 `112-1 r}��® 23.4-- 2.6- 7 r•: 1s'-9 48,37 4843 2G.53 e•-G MI MI 29472 20.40 t.I@GI® j x• +14 20.10 45 m� syLiL�O 23746� Ss®xSa ® 48.57 7 48.43 M.sl , - 501. 6wwFxiplfy, ym. . 29. 2941 `S''�AMEM11111C I 15"38.. '<16 • •x10 '♦ '® `Q}4E�(I♦ DE �'1♦ t:id•! 48.37 484- MUM REVISIONS JOB TITLE up ��[in@c�PlIngg Mc COMMERCIAL & PATIO SHEETTIRf Ga 40 PSF SPAN TA3LES JOB NO. 97057 CONSULTING ENGINEERS/CIVIL ANO STRUCTURAL STRUCTURES CHECKED J.D.B. WESTERN AWNING COMPANY DRAWN T'o' 5 13612 8th ST. E. 1519 Wool Valley Highway Horth /Suit.101 /Auburn. Wo 98001 /206-833-7775 SUMNER, WA. 98390 DATE JUNE 1997 SHEET NO S:\97\97057\5-057.dwg I Drafter Nome: A I.IOTKE I Plot Dole: APR 05 2002 13:05:21 I Lost Modified Jute: AYR 05 2002 13:05:16 1 Submittal: FINAL SET • 5.000- r .274 -� I-2.080 45' 3.622 vt .137R .274 .020 x 90' .737 I .02•90' g I-76 .360 R / r _ 1.000 r L ✓_ ( 4 (0)g(0)OR 5'(E)y 3.i v274 n 1.500 S0.--I / .57 327 I I - _1( 3 -7I A I r 1 7i .658 _ L - l .14 R FULL R I. o - �- '7� g 1-41.-46' n $ $ _ Fr:„._..i.x 90'(2) �L� Lij.o75" 6 i - .032 ALUM. B o�' 1 Y --.048 STEEL�C� a S L I I $ I $ I 062 T- .150 +I)-•061 -1�. 015 x (4)PL I 260 .031 R(2) o `------. 3000 I -.1875 ------ -I-.032 I -I 200 .250-{ -fT 1.700 i^ 11 COLUMN TUBE (Al • AWNING 60 IRAIL zloo-1 965�� I -� �.soo jyIAGNUM POST (F) TUBE STRUCTURAL 3 x 3 POST 085 R �� 3006-H391 2.500-1 1.000 6005-15 SR: AS11 A500 GR-8(0)&(E) GRADE"C'STEEL AS111 448(C) OR ALUM: 6061-16(0) OR 6061-TO 3' HANGER 4 HANGER 3006-1391 (B) "C HANGER _ 6005 OR -15 6063-15 6061-16 (kA" �♦1500 FULL R •-"••.,��•r '• f.....I ■ 7 6061-16 ,,375 R # .. �7� 1 l .4 i 1 R N 4 4 _tI + I 1 ♦, n !. s ; . ROPE �'. PAN CLIP 030 R -{2711- ♦t 11 • et f 3 4171 WS 6061-76 STRUC R f 4? , ;•, ,I,f{Xt-2�"3 r • f Nt 4370'4 _*=o Ir'14g,A,o-`(f9 SEE DETAE • SEE DEIAIL 70' k 1 AD e R1311 .65.7n R=.1)7" 25" R ��R135') eaksszo /?Gt (. �!'OZ ( / 42R=141 -4 t /-.125• R 0... r i c• 1'�• .70' ' 035') (45') o V R=.1174 .15' R 26 °ti �� R=.117• 65" R=.117• 90' =.141" h Pao` "B;a ., 135' (180') �� 1.5' (117) yF of 0. a`\ \ '�.fi 1 7 40• - Mt �J4 0.!t; �' R=1 �� 15' R +' tr..' 11310. R=.117 0 II 0 osa A, PON t. (45.) t .so.(11r) 1,2' I W W0.9' ► rAAi`! U .40' r----3.0' \1 I �\,�t ♦}A'tip ! x :�'I =•1-1.500-{ 'IT'4 g0 • 11103 'h" LOCK DETAILS --12' 1 COLUMN SHOE 1 `,: '_® 3006-H391 V ;o.y ett� AWNING DECKING PANEL I _`L3° P.�.`I� �_� 24.000 .710-I -I- 1-710 i- E. / v... .._,, -47' A�-� Qi SEE DETNI �80 Jr \-a 2 S-) 1L NO.p.748 in co CiT9LAL 0.2011 -.060 090 O.S.R. o 1 I- 05 115- 5-I f t5- � �/ 1+ _ ,� 090 - l Lows ;."1.64 rl .355 .200 O.SR� -1.869 .7101- -+.710 2.536 t- .710 g I N 100 3.700--I- -4.150 --I 4.150 I + 50 I 4.150 I- 3.700 5/4/04 UMW SWU3 LOCK DETAILS .891 A IG DECKING PANEL d000rlptiso rpm 3006-H391 REVISIONS JOB TITLE SHEET TOLE 97057 R�1psra C`�ngOnss ��ug9 [JE© COMMERCIAL & PATIO JOB NO. CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURES COMPONENT DETAILS CHECKED J.D.B. WESTERN AWNING COMPANY DRAWN A.M. 13612 8th ST. E. 1519 West Volley Highway North/Sue 101 /Auburn,Wa wool /206-833-7776 SUMNER WA. 98390 DATE JUNE 1997 situ NO S:\97\97057\07-057.dwg 1 Drafter Name:A. MIOTKE I Plot Dote:APR 05 2002 13:08:02 I Last Modified Dole:APR 05 2002 13:07:57 I Submittal: I RIAL SET I 1.110 Q 775 - - Yi 1 I '3.13.3. .375 .oss 1;0 125 1__.171 I An. " 055 D ,00 N L .Y , R .027 '-�I I --r 1 1 I I L).748 -. II T_ r� o_ II at r T-0 FULL R _ S 1 1 r u g q , I *-T +� > yl T ° 055 R 250 R 1 .055x90' � 45' " --j' .094 R , e l .015 +----1- 00 3.000 1.300 .500 ��I 075 ( �' $ 085 v' I 1� t=.125 { V i � T r I g � 9 q -- -� 1•.115 2S o Z3. f FULL R T� T §5r-1 60 �- .125 R - o o '°� N 250 R -.125 a• u J_ _ - + I t=.085 .0461 1=.085 015 x 90'3 `- II ' * I1 g I 8 _ I u5 065 a �- -I---• � - .060 J;;_2OJ O6 I' ��3.642 I 2�(�) �- '1 .062 R716574 8 I I n'I -1 1.003 I- .062 •- I ( ~ .060 R(4) u 4.0°D I 1.750 P 4" I-BEAM 4" 1-BEAM SPUCE 7_I-.BEAD! j I-BEAM SPUCE 6" MAGNUM GUTTER FASCIA 6" MAGNUM GUTTER SPUCE 6" SIDE FASCIA 6061-16 6061-16 6061-76 6061-16 6061-16 6061-T6 6063-TS - -.315 1 .050 t i -- Fut1 R - • 2S- § 775 -.075 .900 o j I 1h 375 746 .062 R ' L� A6° it R 027R \ I ;.472--4. 30 TT V-11_1 0.219 INSIDE RADIUS,1W. 2.5--1 u. wE A r *-T S2 �y .250 45• m R *_§___T 760 t=.D15 -L w o S t =.075 + 055 .250 �f FULL R \ 5D1-{ 1-�05 -.075 °_'! 0.219 INSIDE RADIUS, TYP. g1 i SUL I -jl JJf" g •, -1.609-- 1,+ I I [_FULLH r - .1017 AWNING CORNER s - I +� Y 6063-T6 E ry • J .250 - `" * I I L I I L * + ► l3. 2.5 --1 1 .015 x 90'-1 T- 7-n^_ .0713 I o 3.750 I`' I---3.892- -I J-I I ,11' . i l065 - I 060 r 1 O 2.000 0.219 INSIDE RADIUS,TYP. 4•000 5" MAGNUM GUTTER FASCIA 5" MAGNUM GUTTER SPUCE 5" SIDE FASCIA I 8061-16 6061-16 I 6063 T6 1 / .0713 ADZ' � nst:aclo�t ��-`a; ;l C NT /�' •,`,Z : ,O1J I~ k. 14 �Z /,�' �,j; ��A�.,;\7/ \ ?. V7 T.• NQ m ,`•' :,. I 'I. BYR *, ':'( cis. �1 ,!.. I M r" >, .s*.i r tI!1x1. r "'I �# �, 'IP 26 �+ ®�A .w YRON w t p RUPE ��� l• i 11103 _1_ --1 -U �j otp ( �A m 11[ QUPF.•I $� ' 4171 �� 10NIUJ.N0.2CY3T !J � �' � ® v' I m `C 1t�' �� 1�1 1' 1 .IRUCTURAL ' , rrr'';•! 7.19A� .4, \ 7.19.92 4t/� RCN T 414:T ¢R \�� .T \� ~ a :aua r.'� 102 ..ti, •s cIS7ER Ca \ ,,,�� °xTVlO�•• __r. -1 - •40, F .4`4 }' OF' 11. 3.N'-•... . • *'{� • `4hIS,ONp„na �,~.` �Cr',i.1F�'� 1 tRE3 12�iI.o4- I E�xtes c.23.ay o' ,,, a 4310_`° EX v 30'D s/a/ox UPDATE uu sys STEEL B 12" EAM 10" STEEL BEAM 6" STEEL BEAM k)L 12• °3 r3.,,,, u g.3i, --) dos. eeec.ip9on 4r,ANGELES METAL SYSTEMS,ICBO-ER1715P ANGELES METAL SYSTEMS,ICBO-ER1715P ANGELES METAL SYSTEMS.ICED-ER1715P REVISIONS JOB TITLE SHEET TITLE 97057 RupQtt ERilgr 196{Inc9 [Inc COMMERCIAL & PATIO JOB N0• CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURES COMPONENT DETAILS CHECKED J.D.B. WESTERN AWNING COMPANY DRAwN A.M. 8 13612 8th ST. E. JUNE 1997 1519 Went Volley ttighwoy North/Suit.101 /auburn.Wu 98001 /206-833-7779 SUMNER WA. 98390 DATE SHEET NO. S:\97\97057\08-057.dwg I Drolter Nome:A. MIOTKE I Plot Dote: APR 05 2002 13:10:55 I Lost UodAled Dote: JUN 02 2000 14:33:26 I Submittal: FINAL SET • • COLUMN SEE PER COLUMN TYPE B OR F GENERAL NOTES !/- it k 13 TABLES C-G • 5.500 -- (1)Mz••x 3W BOLT O SR t, 9M'x 141'x 414.O 1..--2.406--- ALTERNATE f41 W/ K 1.547 I SCREWS(2 Eti 9DE) �5 GR 60 NEBAR N STEEL COLUMN,WI STAINLESS �/ FN GRADE OR GALVANIZED ROD N MUMINIM \\\\\\\ �le B 9 '1 I, �' COLUMN SEE PODSnBRACKET 10.I_656 p■ OR SLAB 2 PER COLUMN 0 PoGF1T Fr MB I. 11. ~�— �/~ �O1_.�_ _.: ,TO LE al,—�I`- i COLUMN'F' j '. Ell e ! ONLY 1.40.12 .062 R ..W (2)96•BOLTS i j ' -I /qtr , 3' 3'CLR W/1 f R � 'I 2• 2_( 3 POST BRACKET WASHER (4)s4'0 MOLY BOLT W/_!.O O =� : i N.T.S f083-T6 2N'EMBE0E0 01.35'O.0 T3FI1(2(COHLRE, 12'S0.30l FELT BASE PLATE I /LLTFRNAIF:- I' P� 1• ()4 Vi f ZAMAC NAILN DR VE ANCHOR �� 6'j W/Be EMBEDMENT 0 1.35"o.c FTG PER TABLES bIA'x'DEPTH' • i CONTRACTT1t CP11CN 20x30 IS A 20"DUI x 30" B-B PROVCE CONC.BLOCK DEEP FOOING)\ BELOW FTC.FOR TEMPORARY SUPPORT IS . �1EL OF COLUMN -- FOR ATTACHED TAIL MA ALSO NO SE SEE SHEET/2 FOR DEFINITION SEE GENERAL NOTE 13 FOR ALL ALUMINUM FOOTING SIZE AND REINFORCING PER ' ' OF PATIO COVERS,SEE DETAIL CONNECTIONS W/STEEL BOLTS COLUMN `F" ONLY FOR CETAIL IF 110.1 PATIO. O FOOTING DETAIL — FREESTANDING STRUCTURE • 9• f 14'x2'x4'BE O O � /— Th•/-- 1 �/ PROTECTED ACAINSTO CORROSION� WI(2)WO BOLTS 0 2.O.C. AI COLUMN A, SILI( Ns"x2,4"xe Y I /- 11S'S000LUMN Ell 11 Mt // 1D DR G I I I ,N•COLUMN CAP V.II BOLT x 0.032'(MIN) FINISH GRADE ii .� , 2' BASF (2 OR SLAB ELLY. A �! ADD 2'FOR A.B. O (2)44Y BOLTS O STEEL)PER TABLE 2� ) �� I O 314'(MN)THICK �I PROJEC110N 1H"EA.(TYP): / I._�_i_ �- _ — I L F CONCRETE SLAB — —— Y a a /` e /` a "RAMSET TRUBOLT" A-A ' - /'O o ! (2)WO EXP.BOLTS ' EXP.BOLTS PER 12•M. • I • . \ W/214'MINIMUM DA MEN , 1 TABLE PER• w V )� N CONCRETE R� I� 0 — U , SEE or IF NO FOOTING \4 . fl xD� 3W(MN.) EXPANSION BOLTS W\ OR S t W/COLUMN TYPE "A". 9 p 2N"MN. EMBED N SEE SHEET+2 RS. DEFINITION SLAB CONCRETE CONCRETE,BOLTS PER TABLE 1 d OF PATIO COVERS,SEE DETAIL SLAB 1•wv �RENF.0 12'O�C�(3i WAY, FTC PER TABLES.'DEPTH' FOR.DEIAR.F 110I PATIO. O FO 1 A. - .h. I 'ATI1 MIN • l ' OREGON x'RAN DIMENSION'SQUARE.A 12"DEEP O N.I.S. PO wl ` "✓ 1 DEEP&OVER BOT FOR FIGS 15' FTG 24'SQUARE IN PLAN) , •' .6 11 , _ 4 FOOTING DETAIL — ATTACHED STRUCTURES •FOOTING DETAIL — FREESTANDING PATIO COVERS X41,"'1. ��t�rt `� A' �„ , o ' N•T.s U.S. ,. •. 1.4,.'' CTrf;;- Y COLUMN BASE 1 ANCHOR �-2 • . 1. x ' TYPE PLATE BOLTS s FL STRU URAL . p • 1 111O39 NON .A SEE 2/9 FORS 4 DE1JJ! NOTE SEE 3/9 FOR 1 /.11.01-..: �' " ALTERNATE DETAIL FOR ATTACHED .B SEE 2/10 CR USE SAME AS COLUMN'C' COLUMN BASE 1 EXPANSION '4 .N•"• ••�1 "'�` 1 •+�* STRUCTURE W11H NO SLAB. TYPE PLATE UOITS �/ ,,, e,4310 r �f(y� I IREb 2 s. r C VI.I•U0.2 B rti� FOOTING SIZE AND REINFORCING C '4s`x 314•x 9" (2)W x 3"EMBED C=3'SC x.048'ASTU 446 UT.C SAOS+.sseo',,e L. �� Si l URN N�.2U31 x 4/9. D Ye'x 4W x 10" (2)4Y'x 3"EMBED 0= 4"SO x 4b' IS ASIM A500 GR.B 14 ,'•. 1 E NW z 5R`z 11" C Ni.x 7"SO 4 W I E,:5'SO x Ns'TS AS1M A5O0 GR.B r0 . QED PRO es., r Til. r - z_ (2)W x 3'EMBED D N I x 8•SO (4)Nb`P +F= 3'SO z.075 MAGNUM POST .7 NO.91 •'_ 1 .4,, cIJ^ �1► ri h(� g �� .F SEE 2/10 CR USE SAME AS COLUMN'C' E Nfi x 9'SO (4)96'P G• 4'SO x Nk ALUMINUM TUBE /E' \ F Iii z 7'SO (4) 4'P '' �' 1` } t ' .c OF CA)_1 •C Nb'.4%"z 10' I ( ) G Nis' x e'SO (4)N4"! 'SEE GENERAL NOTE p3. k_,,,,. �; t' / p 171 Iw' ' 2 Nb"z 3'EMBED A-36 Sll:EL 1 11 sr,1 uF`rtr¢• 426.91'1•ft•'' ' G,O� 9. DQ r=; rE 1Res 3,.N.r,S •SEE GENERAL NOTE 113 a/a/as UPDATE STAMPS A-36 STEEL yJq" dole Orc ipl on rym. EXPIRES \1--i''Ilti ,. 'Ikon 1L C,.7,b7f�' 14gU,11uau�"�a1^E•'-°'D• REVISIONS JOB TITLE SHEET TITLE QupePit Eng6nesuing lino COMMERCIAL & PATIO JOB NO. 97057 CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURES CONNECTION DETAILS CHECKED J.D.B. WESTERN AWNING COMPANY POSTS TO FOOTINGS DRAWN T.O. 9 13612 8th ST. E. 1519 Reel Volley Hphway Norte/Site 101 /Auburn, We 98001 /206-933-7776 SUMNER WA. 98390 DATE JUNE 1997 SHEET NO. S:\97\97057\9-057.dwg I Drafter Name: A. MIOTKE I Plot Dote:APR D5 2002 13:14;11 I lost Modified Dale: APR 05 2002 13:13:50 I Submittal: FINAL SET • Ban TO RE STAINLESS. • ALUMINIZED OR GALVANIZED WI t . t WASHER OF SAME FINISH. 9' 4tQED Eitlft ars U (CNTR COLUMN BOLTS I-t ki-I ," 42ae'I Oy. 5500 11 BRACKET DEPTH) COLUMN COLUMN ANCHOR - z I' TYPE BOLTS Ban 6•� 2.406 --1 -v—Q ¼t•*1. 47 4 _1iø - 1'750 = B (2)4Y' (2)1"O f/ 2l4'�. SPAGNG F 1 • 1' r (2)4Y' (2)41'o —1 3.I 714• 144 ,..�i �/ �,i -1 ;-.2.11., I 14S _� , ui .060 c 1149, IL - , '1 . ' ' V• 3"EM{1ED 0 — 0 - •' I 9°3 14fi U ....40,- . R tN 1* t=0.30 - -- — - - -- — _-r pi. I- G� RUP1E .v rr 4173E /;i 'MSC TRUBOLT'EXPANSION •. A' =s COLUMN SHOE Bat OR EDUVALENT 4 f0 6°•fs o N.T.S. \ Plate 0 Helbo /S01 A568 Y.S-251s COLUMN SHOE 47`�p OVAL i�G b'r'a (USE Ban SHOWN ON 6005-15 T.S=45ks1 Ull1 wa 'f COLUMN TO BEAM DETAIL ALTERNATE: PECKING PANEL Rod 1040 Steel,Y.S.=48Ke1 T.S=84kd —2W •,,, • MEN USED AS COLUMN USE DETAIL VS CAP) ! FOOTING DETAIL - / i Finish: Anchor satin be coated with.0 m 11Vfe' - A' © , " _ — — — — -_ _ 1 me decho plating.from 0.5 l0 1.D ml ► . BI COLUMNS "B & "F o, •'• 24Si x 1W SLOTTED HOLES A v 11 0 }N ATTACHED STRUCTURES T MI� ��':.��� '•. ;,'i N.T.S. , NO1E5 L_ Ijai s�= • STRU URA O Y.S. -'Odd siren. PLATE-7GA.(.180') l,�1° �s� /8 x W TEK,B"O.C. T.S.-UU.T= e Strength t\� •••-.••. ,,��, (16x14 TEK-(1)PER CLIP, 4•.4'a•9370'41117.---.4?1) (1)CLIP 0 EA.PANEL INTERLOCK — — — --- — -'- — —'i — __ -•- �'t DECKING PANEL i J 'WO ROD t ►j PAN CLIP - \ MAGNUM �l - -%ft GUTTER f8 x 1:'TER,B.O.C. r ' oT —� — �. HEUX-RCA_(.150') d� U � T Ix4�e /B x 14'TEK 8"O.C. ife� . rAMINIEn / 7'IBEAM--- / / 1 t&: Mm I -Ti 4'IBEAM / , We x Yi HEX BOLT- I (4)Y O x Y HEX BOLT (4)WO x W HEX BOLT (2)PER BR'T. eft'KT 10'I.-BEAM BRT(T TO 1'-BEAM 1G1141t11I4 A L_--■ - I 1 AWNING ANCHOR a. ri swear ariii PAPI//� twa COL I �� 3 x 3 POST B. •'t T ��)x 3 POST BRACKET TYPE'A'ONLY 1� 1 I 1 I_ I L 11 M:■ �� Is :'1109_ 3 x 3 POST BRACKET I I I •Ii O III 3PN9 3.e � 9 I 3 x 3 POST BRACKET I sstoA L - - J e'e x 3W HEX BOLT SEE p I I I x 3 POST BRACKET (2)AJ07 Nnt o �O QF1�1x�''H I —c— _III 1 L —�_ __� COLUMN SHOE We M.B. ' ,, N0. 69� 4 4' yP 1 ' . I `Ni o x 3W HEX BOLT I PI o x 3N'HEX BOLT .. \ �y ,..a a /r. ��i \ FOOTING DETAIL — AMNMG ANCHe' , "� -`" . % w 4 No.�;748 gi ni I \_MAGNUM POST(TYPE r) I I q,l RAL'1.2031 meOR 3 x 3 POST(TYPE e') \OR G3 xM3PALUM.(T1PE 8,) ATTACHED PATIO COVER 'hI`r`a of 01?1* I I I I MAGNUM POST(TYPE'T') W/ NO SLAB OR FIG . ?'t°t�c �` L OR 3 x 3 ALUM.(TYPE'B') N.T.S. ,/ pip -- 1L-l1'"" " CXI�, MAGNUM GUTTER TO POSTS --) 4' 1 BEAM TO POSTS s 7" I BEAM TO POSTS CONN—COL TO AWNING ANCHOR ` •0 © IV TYPE B" OR "F" COLUMN ��TYPE "B" OR "F" COLUMN 10 TYPE "B" OR "Fp COLUMN I PATIO COVER PATIO COVER ONLY PATIO COVER ONLY I s/•rot UPDATE arAUrs N.T.S. N.T.S. I dala description or, REVISIONS JOB 11T1.E SHEET RILE Rupara EnaNnseP8ng9 Ono COMMERCIAL & N0 97057 PATIO CONNECTION DETAILS — CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURES CHECKED J.D.B. WESTERN AWNING COMPANY BEAMS TO POSTS, FASCIA DRAWN T.O. 1 0 I 13612 8th ST. E. I 1519 Wept volley Highway North/Suite tat /A,bum. Wo 99001 /206-633-7770 SUMNER WA. 98390 DATE JUNE 1997 SHEET NO. • ■ \97\97057\10-057.dwg I Drafter Nana A.MIOTKE I Plot Doter JUL 19 2002 16:50:50 I Lost Modified Dole: JUL 19 2002 16:50:39 I Submittal: FINAL SET • • DECKING PANEL (8x14'TEK 0 8' MAGNUM 0/C 10 BUS GUM EA SIDE AIL ` (1)BOLL EA SIDE ' Ak, OF WEB Ahl111111 MIS ='= 11Vi 1 115'I __ �W t4W=1 ^ Yi 0 z K.HEX BOLT I I z (.. I-115-I-1W:)---I 115-r1N�l 115-rlW.I - I x115-1-115' • —— I e� "-WI x 2•HEX BOLT- SHOE• --- e e -- •s 2 •I I INSERT(A-36 STEEL) BOLT--\ I I 2 1 I 1 INSERT(A--35 STEEL) SEE e 0 MINN_J s --_ :x •'- - e� 'I T SEE l 0 COLUMN J e I--- INSERT SEE 10 1 0 COLUMII� • TYPES'B'k F. ' -- TYPES'8'A•f•. . -- '� (A 36 STEEL) TYPES'B'&r. '----}:� I I JC -I I 1- 1 _1 COLUMN------) I COLUMN 114•COLUMN TUBE COLUMN D c A� @_li DECKING PANEL C '� _\...____ _ N.T.S. 1N 1 -- �'ERI USE COLUMN SHOE SHOWN USE COLUMN SHOE SHOWN L1 1 ' : ` IN OIL 2/10 AT TOP OF ` N E' 2/10 AT TOP OF /B•N"MK,12.O. TYPE•8•&'F'COLUMNS TYPE"B'& F'COLUMNS (8 x PI 1EK 0 B'O.0 AT S'DECK T— ''h••4370 '1 0 B 2-(B x 14"TEK 012"O,C.AT 4 DECK 'G) 1 1 gI'a1 x 15 lEx-(1)PER CLIP. SEE SECTION • (�I)Ctµ0 PANEL WTERLOCJ( A DECKING PANEL (I [I �0� AWING OECKMIG PANEL �� `I TI kro• co U 8.001.2C. • MAGNUM x14"TEKO Ai3"DECK J fA Z- (B x Ye TEK O.C.AT 4'DECK / , •.•• (B x W"TEK 0 B•O.C.AT "DECK USE COLUMN SHOE SHOWN , 2- (B x W'TEK 0 12"O.C.AT 4'DE _ IN DTl 2/10 AT TOP OF - - TYPE•B' 'F'COLUMNS V ---lJ---�----- ABOVE �r'`�i.-'=�'�'.L,' _ 7'I BEAM 5 SIDE FASCIA TO PANEL !a (2)35'0 A-307 4'1 BEAM J elnitli I1 N.T.S. frr �. fz 3'i HEX BOLTS (4)35"I A-307 (4)Vt•0 A-3O7 A 1 ���11 x Yi NEX BOLTS z 1'HE%BOLTS SEE SECRON .`'� 1 T r Ifr z ABOVE ��i c G,"", 'I ±jV1fl\ OW h� ..Sn A-36 q 344•x 3W �xuniiiirini isiiiriinviii 4171E Lu >. �■ I m I • ■.■ I ■.■ / ' 66 ) Z w 9.15.01f . EXPIRES o ' x cowuN WIDTH+s' - _ ►t ' ' I I I I ■ ■ I I ■ ■ �.T1° o Rf� 6°/tee I I St A-36 q 3w'x 2'x 4' I STL A-36 q P.I.x 315' f : t: N 3N• - • I I (2 Ram R I OF COUMN I �i A307 BOLTS x COL WIO7H+l4 I C4-COLI11/N ANUS Hx•. a4' HEX BOLTS. I I I W No.335 �� T1NtgL 2031 (2)35'b 0 COL. TYPE"B"§•r• I u ,. �. A .10, 2 I I I (2)35'6 0 COL- TYPE'C',•D k'f:' I A307 BOLTS•COL 51111H 4 3S' A307 BOLTS x COL MOTH+ W a w CP I I I KY BUTTS. t l— HEX BOLTS J e,,g,,‘ f> I I I (2)35"6 0 CO TYPE"B'k'F' (2 %'I 0 COL TYPE'B' D"F CIVIL L___L__ 3 50.x.032"ALUMINUM, I 245"b 0 COL TYPE A I (2 356 0 COL TYPE•C": 'E" s a h�� try 3•SO x.048'STEEL,4' = R or u` OR S'T.S,3'92. I 1 I I ALUMINUM MAGNUM J .1..L__.___--J " 3•SO,x.032•ALUMINUM, �.__r L-______J T'SO.x,032'ALUMINUM, 1p q� f,DC� I COLUMN OR 4'SO. �_ . 3"SO•MB STEEL 4' 3 SO x.048•STEEL,4' cxc�wca (1.-' t-o'' ALUMINUM 1--- J\- OR 5'T.S.,3'S0. -�--�-� 5 T.S.3'SO ALUMINUM MAGNUM B ALUMINUM MAGNUM A COLUMN OR 4•S0. COLUMN OR 4'SO. O MAGNUM GUTTER TO POSTS - NON PATIO ALUMINUM ALUMINUM N.T.S. ��4" I BEAM TO POSTS - NON PATIO 7e ) BEAM TO POSTS - NON PADO C 5/4/02 MATE STAMPS - 11 N.T.S N.LS Bete ewcrpiee REVISIONS JOB TITLE MEP On EWgInsarA[�g. [Inc COMMERCIAL & PATIO SHEET TITLE CONNECTION DETAILS - JOB NO. 97057 CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURES NON- PATIO CHECKED J.D.B. WESTERN AWNING COMPANY BEAMS TO POSTS, FASCIA DRAIN T,0. 1 1 13612 8th ST. E. SCROLL COLUMN TO ALL BMS 1519 West Valley Highwoy North /Sults 101 /Aubum, Wa 98001 ;206-833-7778 SUMNER WA. 98390 �� JUNE 1997 SKEET N0. S:\97\97057\11-057.dwg I Drafter Nome:A.M10TKE 1 Plot Date:APR 05 2002 15:11:34 ( Last Modified Dole:APR 05 2002 15:10:50 I Submittal: FINAL SET I 1 / 8' / (I)GUnER SPLICE 1\\GUTTER��2'-f-1'�1'f 2'-//' (SEE COMPONENTS) AWING RAIL PER SHEETA" i 1 EXISTING BUILDING — SCREWS PER 1/12 c • Ye"BOLT //� +_ + l� �� O tiA OC �,. / �� I \WOOD STUD WALL: 2 EXTRA SCREWS TOR MAGNUM GUTTER NEW OR EXIST.FASCIA l kl°. �� 'x215'LAC t6'O.C. 0 STUDS H. ..--------- \ le 7 217'AT 40 PSF MD 60 PSF) CU17ER � t I BOARD,2 z 6 HE#2 MIN. !i' V°.q+x / < ��_ MASONRY WALL: + + // ��� 3"OR 4'DECK 2i RAMSET ENT T 0 I''O.G, — 23G'EMBEDMENT INTO 1 D I _ I ;;;;;EA RAFTER SUCMANRY I -I'- + I I 16d EA.RAFTER /� X � ./ : ;!SCREW 0 8"0.G ` \ 6 - - - - 60 PSF) \; _ \ 1 " TO EXIS TUD,16 Y7'0'MIN, N.T.S. A=A /8x!5'TEK 0 24'O.C.0 3'DECK, \. / 5'YAQIIRA (3 NE MAGNUM GUTTER 5-#8 SMS(3 NEAR SIDE (0 12'O.C,0 4•DECK) ``'� :i:: : siiiii::� 0 r 1' 2'-f 1'1-1' f 2'-f 1-y' 6'YAGNl1Y GIITIER 6-fa SMS(4 NEAR SIDE 315'MIN. k 2 FAR SIDE.12 TOTAL) i + + + 12 N.. ( � \ / 6' / �lir��•F�`�' 18 x K'TEK 0 B'O.C.0 3'DECK NEW 58JPSOFI LU 24 -, I — — — —+—H: 2-r8 x l5'TEK 0 12'0.C.AT 4'DECK JOIST HANGER "�J� 3.40 I _ 4 GON 1.F( L r. + H + + + + I ` 2/3'0" / - EAST.BLDG. ! I <<<< MAXIMA DEQ(SPAN / -- OVERHANG'0— \ • 13' 4'MAX.FOR 25 PSF LIVE LOAD 1jyE LANG'0'YA1H BRACE OVFBHANG'0'NBKIUT Cf —� I n I I I / 10'-10•MAX FOR 30 PSF UVE LOAD 2'-6 MAX.FOR 25 PSF UVE LOAD 12 MAX.FOR 25 PSF I IVE W ) 1 �, 8'-7"MAX FOR 40 PSF UVE LOAD 2'-6'MAX.FOR 30 PSF LIVE LOAD 1?'MAX.FOR 30 PSI"UW LOAD • (1)4'BM SPLICE / 4' / (4)BOLTS EACH SIDE I I I ' _•• 5-10'MAX.FOR 60 PSF LIVE LOAD 2'-0'MAX.FOR 40 PSF LIVE LOAD B'MAX FOR 40 PST LIVE LOAD (SEE COMPONENIS) ` � 1-BOLTS FOR 20 PSF LIVE LOAD • x ���� �Q ' 1'-6'MAX.FOR 60 PSF LIVE LOAD 6"MAX FOR 60 PST LIVE LOAD 1k'BOLTS FOR 25 PSF LIVE LOAD 1 -f_ c�.1 AM EXISTING SAVE BRACE ATTACHMENT 2• I + + -t �- I ` \J• si ib'BOLTS FOR 30 PSI LIVE LOAD ®N.I.S %'BOLTS FOR 40 PSF LIVE LOAD — __ — _ , l� ` Q 4' I BEAM SPUCE PETAL* 'BOLTS FLR 60 PSF LIVE LOAD — — - — — = g111o3 • 2- WO A307 3-WO A307 4-31"9*307 ®N.T.S. - •, • FT.*.s��'t 116' BOLTS 2' BOLTS I% BOLTS SIDE I (I)7'BM SPLICE / /120 PI w BOL EN 1.-) i (SEE COMPONENTS) 25 PSI: ii"80.15 II °6 b 30 PSF: Le BOLTS Iy1• °• 40 PSF: /1'BOLTS �rApFE•S 14FJ600 \ I, 60 PSF: le BOLTS ,/ • . QN J \ 2. \ 4--- ti / p 4" Itt'\ I/ 5 / • C ��y 14FJI000 12FJ1200 Ile w M ,1le t2 7e - •, I por f;i IL NO 6748 C • I TURAL NO.2031 EL TO COL, CONNECTION 1Yi P` `°' -1"I ?:i: IVi 1Yi II 3 3 I 3 I t 91� 14.1-44--L. s EXPIRES l \.� .4.T.) O ,�u r RUCTURAL • o 1 E OF LIT I �� i 3• �� • • I • • ■ • i o -� ` 6. - DP tO Pv� , ''REQIST00 C>, �f~D `T•V'1,+L•: .. i I S I w'w/ 3' I -8- Yi BO Y �"�' n 41V AL�i o Y. 1 N �� EXPIRES t>-3 t v 1 aim 1 0 8 11'BOLLS `-x(,'- x"y "x. 1 ,e 4370 ') �21n� e o o 0 6-ii°BOLTS 1V4' PL.Vi W/8- %.BOLTS IYi 11i 3/4/02 11PDAll STAMPS ��;; 6"BEAM 10•BEA1d 12"BEAM *SEE GENERAL NOTE/12 7/1/96 PFVISFO WW1 1/12 pj 1 STEEL BEAM SPLICES FOR 11011 ALLOWABLE SPLICE desolation/N.T.S LOCATION�/ REVISIONS JOB TITLE SHEET TRLE I° RJ] peQ� Enp �escr n o e No. 97057 p �� X14 [Inc�C� COMMERCIAL & PATIO CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURES CONNECTION DETAILS — CHECKED J.U.B. WESTERN AWNING COMPANY SPLICES & ATTACHMENT TO BUILDING DRAWN T.O. 1 2 13612 8th ST. E- 1519 West Valley Highway North/Suite 101 /Auburn.*a 98001 /206-833--7776 SUMNER, WA. 98390 DATE JUNE 1997 SHEET NO S:\97\97057\12-057.dwg I Drafter Nome: A. MIOTKE I Plot Date:APR 05 2002 13:44:40 I Lust Modified Date:APR 05 2002 13:43:59 I Submittal:FINAL SET • 311 JOIST SPAN TABLE 4" JOIST SPAN TABLE LIVE LOAD ALLOWABLE SPAN ALLOWABLE CANTILEVER LIVE LOAD ALLOWABLE SPAN ALLOWABLE CAN11LEVER 5 PSF 11'-0" _ 4'-0" 25 PSF 14'-2" 4'-9" SKYLIGHT JOIST 50 PSF 1D'-0" 4'-0" 30 PSF _ 12'-11" 4'-9" JO PSF 8'-8" 4'-0" 40 PSF 11'-3_ 4.-2" $0 PSF T-1" 3'-6" 60 PSF 9'-2' 3' S' MAGNUM FASCIA CUTTER S 11111111.111111111......1• I•IANGER OR- r .929 "C"HANGER ,A J BEAM .'Tt; .��.; ---.670 /B x 14" +. r 929 L!_ ---LLr .484 -,- TEK, T SCREWS 0 /-* l,•t:"^„iS _ 'a I. YRON : y ; —I .240 .213 4"JOIST) S RIPER Pg. " L�—� -- -.112 5;�A,RUCTURAL w 1 I .102 � 20'_ � DETAIL "A" +,��,,�'•�.•.7,W�..•�;i I sc.ALE 3' _ r-D' 3 .240 .385--{ — \•..4,..4370' r"$1 e 4.000 r —� -1-- .^, I .385 -- 1 11 ,��� 3.000 —I `.250 I /w 1.093 r -✓T� 1, sG'a / i, 14' ' L.250 -'-'�-0.62' � .15A 2.500 I TYP. 4QEcr:' O RE(a0N 1.500 op •i I _ .5W TF OF `oQ, h DOMES 3" SKYLIGHT JOIST L 401 .4. 1- 1.500___I , I` . t$ c% 6063-16 ACTUAL SIZE — 1.500 , tint s 4" SKYLIGHT JOIST SNAP GT.OSURL A A 'i'Aq �•'" pq41Gyy(;, cam,•� 6063-16 ACTUAL SIZE 6063-T5 SCALE 2:1 4.,/ -� 4 GTE 2 ��\R T I.Q. `11103 1 i 0 41 1aPLr� i \ rclsT0 15;°/ 4144 n0�„AL. (�.30.D� e> a Z3.0 /8 x t" IEK 0 12"o.c. 6 MIL GE 1HERMOCLEAR lE%AN SNAP CLOSURE CAULK �� � DECKING `oi pYEBHIUp l F�� u N0.33i� i ' . itITURAL.lN0f748 A till AP! 0) r, '9 s. , b • 0.2 091.11 i , .., /•6.02 I- 161 � --+— 12"o.c. TYP. --1 12" 12' ZirE OF ` 7F OF DETAIL If E%PRes j1-�I' In' !EXPIRES 3,31.05 3" = 1'-0" s/4/02 UP Mrz STAMPS dab d.o4a.n '•^'' REVISIONS JO8 TITLE SHEET TITLE 97057 G° anpera Eingli�sening9 [Inc COMMERCIAL & PATIO SKYLIGHT SUPPORT JOIST JOB NO. CONSULTING ENGINEERS/CIVIL AND STRUCTURAL STRUCTURES CHECKED J O B 1 3 WESTERN AWNING COMPANY ALLOWABLE SPAN A.M. 13612 8th ST. E. JUNE 1997 997 1519 West Volley Highway North /Suite 101 /Auburn,Yes 96001 /206-833-7716 SUMNER, WA. 98390 DATE SHEET NO I S:\97\97057\13-057.dwg I Drafter Nome:A. MIOTKE I Plot Dote:APR 05 2002 13:46:37 I Lost Modified Dale:APR 05 2002 13:46:30 I Submittal: MAL SET