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Home My WebLink About201 N Stillaguamish Ave_056426_2026 it Z`I n INSPECTION REPORT N G?O Permit No.: 05 6YZIP Lot #: Q" Address: 2-o i 5-0-7 L ti 0 0 Contractor: AA-L. Asi of c,oso Owner: LINO Date: 3-0 APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. D 1L 7-0 Lie_ Z(' ��C- Inspector: �� Date: Ci ,/o:9'744�__ TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in XFinal ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT 4tiZN O 1'p Permit No.: 05"LOckatP Lot#: 4" Address: d0 I Contractor: n ems, ,SO Owner: 10I N G Date: APPROVAL ❑ PARTIAL APPROVAL VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor , Framing ❑ Gas Piping ❑ Footing all, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT . 4tiiN G?'O Permit No.0 - � 0 Lot#: Q' Address:9b 1 5T'r1 1 C.,J • V Z Contractor: O Owner: I N G� Date: ❑ APPROVAL EPARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: � Date: — TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing )i drywall, Naili ` ❑ Consultation ❑ Foundation ❑ Shear Nailin ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: v� INSPECTION REPORT ¢tiN G TO Permit No.: caS U42.la Lot#: Q' Address: 2.JU 1 S -1-7 1- Contractor: Assem 8&•:e cf- l,aa Z O Owner: INC'� Date: -7-29-05 _i ❑ APPROVAL &—PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor A_Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: r i yc/ INSPECTION REPORT �J y¢y1N G?'0 Permit No.: &ti 6 q 2.(o Lot#: F' Address: 214- 1 n 5 i L_L ti Z Contractor: O Owner. INOC Date: J -2-6-�5 -- ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. ,e--- 1A ni c Z r--J i -4 '7.i1% J -7 S' 95;'1 P Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor Cgr Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: izz* P� INSPECTION REPORT ¢tiZN G?'O Permit No.: 0-5- b4Z26 Lot#: Q' Address: -2-,o i Contractor: L'3►4-I TC 9 4 Owner: F}3S c=v►1 g y o.ti f,c SHIN Date: APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. �f2 Inspector: Date: —� TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping A( Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 20� INSPECTION.REPORT 4y1N G?'O Permit No.: 10`5,375_Lot #: Address: f l,4Cv T Contractor: S�wt �0�� Lcr zJZW 9shIN OHO Date: I r oZ _O ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. a an e- oh 5,/c "Yo c..F c' o^.I S . 'TZf 2:Oa P AA- T Inspector: Date: 3 24 o 'L TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing �as Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 1 c3f--- C::'a Cam" Value Of wc-rkl D b P I-r-,ri a s e Use . Job Address; .�ontrac`--or4 s Mamie ype Add-eSB 'Y-0 P,.:- FEE. . . . . . . . TCYFAL Eq UE. . . . . . . . . 7 Al "Y °f COMMERCIAL REMODEL ' APPLICATION 7�<fN Goo Departme PERMIT Ant of Community Development City of Arlington • 238 N Olympic Ave.•Arlington,WA 98223 • Phone (360)403 3431 • FAX(360)403 3447 THIS APPLICATION MUST BE AC OM EIGHT SETS OF SPECIFICATIONS, EIGHT(BETS OF STRUCTURALCALCULATIONS AND THREE(3) SETS OF ENERGY CODE APPLICATIONS(IF APPLICABLE). Type of Permit: ( ) Commercial Remodel (Commercial Addition ( )Tenant Improvement Project Address: z01 k) i\LL-h&,6Arf\M i-N llo`i,- 219 Parcel ID#: 123�O5- 2- 812-I ODLo Project Description: LC t)>? l—A�I /1/\S A\� I ana+np�rrinfinn' ��t�1Q\ 1)c��r��Ll- ��Z �/��n Project Valuation: 111p� Construction Type: Occupancy Group: Building Area(Sq Ft): 1"Floor: 2"d Floor: R-4 3'floor: 4`n Floor: Number of Units(Multi-family) Number of Buildings: Owner: L A2L.1sx,11o,J ASStmQ O� �1pQ Phone Number: � Address: T. b• a0 k 2 I�i City: AQ. a l`)6?0►J State: `•A)A Zip Code: A S 221 Contact Person: G 2�C* L�\ \1 I L Phone Number: 3Ub- y35 - 8991 Cell Phone: 3 I.O-tall - 131a0 Fax: 3 taO E-mail: ' k. ugh i V e-S )er t zori_ f1e4 Address: ' SSl lS V\NtWAu �L _City:A& l"J6 11Z State: \e A Zip Code: Contractor: A2L\rJ� -ASS'M(�LLt QF uU0 Phone Number: Address: 0 6o1L 7\$ City: A2L\rQ11 l_ State: W— Zip Code: Contractor's License Number: Expiration: Plumbing Contractor- Phone Number: Address: - City: State: Zip Code: Contractor's License Number: Expiration: Mechanical Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described roperty will be in acc rdan with the laws,rules and regulation of the State of Washington. Ll-2"1-QS Applicants Signature Date G R.. f� vJ K\—, S Print Applicants Name RECEIVED Forms/COMTI-1 COA BUILDING DEM, N APR 2 7 20051 ENTM yak The enlargement will also it de the demolition of a 2'pony wall that runs along the front of the current balcon y. The pony wall will be rebuilt at the front Of the new balcony expansion. The high and consists of 5/g"sheetrock, sir pony wall is 2 x 4 construction, and one finish board?nple 2 There is no insulation and no other materials in the pony wall. gad Y City of Arlington Community Development y� 0 238 N. Olympic Avenue • Arlington, WA 98223 f�NGt June 7, 2005 Permit #: 05-6426 Project: Assembly of God Balcony Arlington, Washington Code Info: A-3 Occupancy V-A Floor Area: 665 N 19,949 E sf 2003 International Building Code Seismic Design Category D2 Greg White Arlington Assembly of God 201 N Stillaguamish Ave Arlington, WA 98223 Dear Mr. White; We have completed our review of the balcony addition to the Assembly of God Church. The plans have been reviewed for compliance with the 2003 International Building Code. The following applicable code data corrections and/or additional requirements are necessary before the permit can be issued For questions regarding this review contact Kerry Wentz Project Manager. ?sr11--�51 - vr� l` - Please provide two complete sets of the plans with the resubmittai. NONSTRUCTURAL 1. The aisle steps must be provided with handrails on the wall where adjacent to the side wall. 2. Aisle steps must be provided with center handrails per Section 1024.13. Details should be provided. 3. The aisle steps must comply with the rise and run per Section 1024.11.2. The alternating rise on the steps appears to be non-conforming. 4. Handrails must be provided at each side of the steps shown at the South side (bottom of page) of the plan. 5. The headroom height for the new stairs should be clarified where the existing balcony extends over the new stair construction. AOG Review 6.7.05 Page 1 of 2 6/05 dwa Building Division 360.403.3431 • Planning Division 360.403.3434 - Natural Resources 360.403.3440 • Code Enforcememt 360.403.3457 • - L I I - r . ` I I _ 1 I • I I I - I I - • Ir - r • ' - ' I - ' I ' .. - I • I I • ' I r _ I • • 1 ' I _ •I 1 I I - I - • ti All i ip , _I •_ • III � I.I•, I - -• fir/ •C•_• _ ' 11 _- I� . I I S I • I • � I _ • L I ' I • I 1�• I I I I _ _ I I � . • I _ I! r - - • - I I• • . - • I I - I I. I I • 1 - NO I ' - I • I BARRIER-FREE DESIGN 1. total new and existing area of the balcony level (approximately 2500 sf) earsto exceed 1/3 of the open area of the room below (approximately 1he 7 asf). Therefore, the balcony level does not qualify as a mezzanine and st be accessible. Section 1104.3. An elevator should be provided.- 2. Accessible seating requires level wheelchair spaces, 33"wide x 48" deep (60" deep for side approach). They should be distributed throughout the seating plan, and located so that occupants have unobstructed lines of sight. Section 1103.1.2, 1106.21.1.2, Table 11-A 3. In addition to the wheelchair spaces, aisle seats should be provided with removable armrests. The locations of all the accessible seats should be clarified on the plans. Section 1103.1.2.1 4. Assistive listening devices are required in the assembly area, since fixed seats are provided and tf-ie occupant load is 50 or more. The minimum number of devices required is 4% of the fixed seats in the room; this should be noted on the plans. 5. All doors in the building, which have a latch set or lock set, should have lever- type operating hardware. 6. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical: 2 horizontal, with a maximum edge height of 1/4". STRUCTURAL 1. Calculations must be provided for the lateral bracing of the balcony level. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. i cerel , 41V� David . Anderson Building Official 360 403.3432 danderson@ci arlington.wa.us AOG Review 6.7.05 Page 2 of 2 6/05 dwa - i I 1 - � I I -I 1 r� - ' � _ ••. •' 1 ' 1.�' •r I• � '•• - I ? •;.1 ` •I I 1' -1 �_ - - • .` •_ ' _ - . •�• • 1 � 1 -•yam I - �• I • irl t, • . • r. I 1 1 ' ••'. ! • 1 fIr .• I- - - 1••: I • I I,- 1. -`• - •1, I��I -.• 1 , •I- - •�• �t' 1 • ��- ,•7 t - •- ,I 7�4\1 .1 '� • -114 • 1 ' 1 • i i ti ,IF- Ik II _ v • �� . r in If IF a r; ' - 1 I• - •I - I I � 'r_ - G - 1 1 I I•• - - - 1 IJ - - � - - t'• • •4 sr • Ir_ - . I' .. III ' � I•_ _^ I � I 1 a•.N u _ I • ;Ir- I - - . I r t _ •1 t .. r I I I Y I• ' • • • I _ I - • • I LI ED IA J �' ' ,-t -•I 1 I _ 11 - I - I . . r 1 ' '.•" � I _ ' '.I _: �1 � I I I J ' I _ _ I r : - � • . I• •I rr Irk '. _ _ • _ _ r :• 1 r � i 't I • r I I . � • I. 1 ' - ' - • ' � • 1 '1 • I r --•' - � -J-; � 4, - 1 I - ; -•1 JI I'� .II • I�1, - - ' •.. �; r �. STY -. - -• - - -. - 1 .• ♦ � �y _ � ' :• 1_. ' _ t -.1 AID .. • . .•' .� • I ti .- . _ I / II r- • - I l • City of Arlington —#05-6426 (Assembly of God Balcony) May 23, 2005 Page 1 of 3 May 23, 2005 Permit #: 05-6426 Project: Assembly of God Balcony Arlington, Washington Code Info: A-3 Occupancy V-A Floor Area: 665 N19,949 E sf 2003 International Building Code Seismic Design Category D David W. Anderson Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 Dear Mr. Anderson: We have completed our review of the balcony addition to the Assembly of God Church. The plans have been reviewed for compliance with the 2003 International Building Code. For questions regarding this review contact CWA Consultants. Please provide two complete sets of the plans with the resubmittal. NONSTRUCTURAL 1. The aisle steps must be provided with handrails on the wall where adjacent to the side wall. 2. Aisle steps must be provided with center handrails per Section 1024.13. Details should be provided. 3. The aisle steps must comply with the rise and run per Section 1024.11.2. The alternating rise on the steps appears to be non-conforming. 4. Handrails must be provided at each side of the steps shown at the South side (bottom of page) of the plan. .. � I City of Arlington —#05-6426 (Assembly of God Balcony) May 23, 2005 Page 2 of 3 5. The headroom height for the new stairs should be clarified where the existing balcony extends over the new stair construction. BARRIER-FREE DESIGN 1. The total new and existing area of the balcony level (approximately 2500 sf) appears to exceed 1/3 of the open area of the room below (approximately 5700 sf). Therefore, the balcony level does not qualify as a mezzanine and must be accessible. Section 1104.3. An elevator should be provided. 2. Accessible seating requires level wheelchair spaces, 33"wide x 48" deep (60" deep for side approach). They should be distributed throughout the seating plan, and located so that occupants have unobstructed lines of sight. Section 1103.1.2, 1106.21.1.2, Table 11-A 3. In addition to the wheelchair spaces, aisle seats should be provided with removable armrests. The locations of all the accessible seats should be clarified on the plans. Section 1103.1.2.1 4. Assistive listening devices are required in the assembly area, since fixed seats are provided and the occupant load is 50 or more. The minimum number of devices required is 4% of the fixed seats in the room; this should be noted on the plans. 5. All doors in the building which have a latch set or lock set should have lever-type operating hardware. 6. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical: 2 horizontal, with a maximum edge height of 1/4". STRUCTURAL 1. Calculations must be provided for the lateral bracing of the balcony level. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely, Chuck Williams SE CWA Consultants 22421 NE 20th Street Sammamish, WA 98074 i i �� i i City of Arlington—#05-6426 (Assembly of God Balcony) May 23, 2005 Page 3 of 3 Phone: (425)836-2833 FAX: (425)836-3707 E-Mail: chuck.cwa@verizon.net .. I - - - - - - n �, TAYLOR•GREGORY•BUTTERFlELD LeLO;;_ ARCHITECTS RECEIVED JUN 2 0 20051 COA BUILDING DEN DATE: June 20, 2005 TO: David W. Anderson, Building Official, City of Arlington FROM: Steve Butterfield and Pastor Greg White RE: Permit#05-6426 , ' Project: Arlington Assembly of God/New Balcony Project Address: 201 N Stillaguamish Avenue, Arlington,Washington . 14 See the following information, corrections, or clarifications as required. +' uT NONSTRUCTURAL 1) The aisle steps must be provided with handrails on the wall where adjacent to the side wall. See the balcony floor plan (sheet A2.00)for added handrails. Also handrail details on sheet A3.00. 2) Aisle steps must be provided with center handrails per Section 1024.13. Details should be provided: See the balcony floor plan for the center handrails at the aisle steps. 3) The aisle steps must comply with the rise and run per Section 1024.11.2. The alternating rise on the steps appears to be non-conforming. See the balcony floor plan for the revised steps at 4"typical. 4) Handrails must be provided at each side of the steps shown at the South side(bottom of page) of the plan. We shall comply. See the balcony floor plan for the location of all handrails. 5) The headroom height for the new stairs should be clarified where the existing balcony extends over the new stair construction. The headroom height, where the existing balcony is revised to a 450 angle, is approximately 8' above the new stair treads. 654 5th Ave.South, Suite 300, Edmonds,WA 98020 Phone 425.778.1530 Fax 425,774.7803 www.TGBArchitects.com Incorporated in the State of Washington BARRIER-FREE DESIGN 1) The total new and existing area of the balcony level (approximately 2500 so appears to exceed 1/3 of the open area of the room below(approximately 5700 sf). Therefore, the balcony level does not qualify as a mezzanine and must be accessible. Section 1104.3. An elevator should be provided. "As mentioned by Kerry Wentz this is not applicable and was mistakenly added in."—Greg White 2) Accessible seating requires level wheelchair spaces, 33"wide x 48" deep (60" deep for side approach). They should be distributed throughout the seating plan, and located so that occupants have unobstructed lines of sight. Section 1103.1.2, 1106.21.1.2, Table 11-A. "The elevator that we have was put in at the cities request after the cities consultant said that we did not need to put in the elevator. It is not to access the auditorium, but to access the gym level and the two 2"d story classrooms in our previous addition that was built next to the auditorium. The consultant said that in auditorium seating there was no advantage whatsoever to sitting in the balcony and all handicap access would be restricted to the main floor."—Greg White 3) In addition to the wheelchair spaces, aisle seats should be provided with removable armrests. The locations of all the accessible seats should be clarified on the plans. Section 1103.1.2.1. See#2 comments. 4) Assistive listening devices are required in the assembly area, since fixed seats are provided and the occupant load is 50 or more. The minimum number of devices required is 4% of the fixed seats in the room; this should be noted on the plans. "We have two types of listening devices for the hearing impaired. Both are portable and can by used throughout the auditorium. We will comply with the total number deemed necessary." —Greg White 5) All doors in the building, which have a latch set or lock set, should have lever-type operating hardware. "We will change our current doors that are not in compliance,to lever type hardware." —Greg White 6) Door thresholds should be shown as no higher than V. The edges should be beveled at 1 vertical: 2 horizontal, with a maximum edge height of %". We have no thresholds at the auditorium exits. The carpet is continuous and runs through the doorways. The double lines, on the floor plan, at the doors, have been removed. STRUCTURAL 1) Calculations must be provided for the lateral bracing of the balcony level. See the attached calculations from the structural engineer, CG Engineers; 425-778-8500, Chevy Chase. Sincerely, Steve Butterfield SB/smb - �r V I I r• June 7, 2005 Permit#: 05-6426 Project: Assembly of God Balcony Arlington, Washington Code Info: A-3 Occupancy V-A Floor Area: 665 N / 9,949 E sf 2003 International Building Code Seismic Design Category D2 Greg White Arlington Assembly of God 201 N Stillaguamish Ave Arlington, WA 98223 Dear Mr. White; We have completed our review of the balcony addition to the Assembly of God Church. The plans have been reviewed for compliance with the 2003 International Building Code. The following applicable code data corrections and/or additional requirements are necessary before the permit can be issued For questions regarding this review contact Kerry Wentz Project Manager. Please provide two complete sets of the plans with the resubmittal. NONSTRUCTURAL 1. The aisle steps must be provided with handrails on the wall where adjacent to the side wall. 2. Aisle steps must be provided with center handrails per Section 1024.13. Details should be provided. 3. The aisle steps must comply with the rise and run per Section 1024.11.2. The alternating rise on the steps appears to be non-conforming. 4. Handrails must be provided at each side of the steps shown at the South side (bottom of page) of the plan. 5. The headroom height for the new stairs should be clarified where the existing balcony extends over the new stair construction. AOG Review 6.7.05 Page 1 of 2 6/05 dwa r i c .� i i � i �� f .. a� I BARRIER-FREE DESIGN 1. The total new and existing area of the balcony level (approximately 2500 sf) appears to exceed 1/3 of the open area of the room below(approximately 5700 sf). Therefore, the balcony level does not qualify as a mezzanine and must be accessible. Section 1104.3. An elevator should be provided. 2. Accessible seating requires level wheelchair spaces, 33"wide x 48" deep (60" deep for side approach). They should be distributed throughout the seating plan, and located so that occupants have unobstructed lines of sight. Section 1103.1.2, 1106.21.1.2, Table 11-A 3. In addition to the wheelchair spaces, aisle seats should be provided with removable armrests. The locations of all the accessible seats should be clarified on the plans. Section 1103.1.2.1 4. Assistive listening devices are required in the assembly area, since fixed seats are provided and the occupant load is 50 or more. The minimum number of devices required is 4% of the fixed seats in the room, this should be noted on the plans. 5. All doors in the building, which have a latch set or lock set, should have lever- type operating hardware. 6. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical: 2 horizontal, with a maximum edge height of 1/4". STRUCTURAL 1. Calculations must be provided for the lateral bracing of the balcony level. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely, David W. Andewrson Building Offical 360.403.3432 danderson@ci.arlington.wa.us AOG Review 6.7.05 Page 2 of 2 6/05 dwa June 7, 2005 Permit#: 05-6426 Project: Assembly of God Balcony Arlington, Washington Code Info: A-3 Occupancy V-A Floor Area: 665 N / 9,949 E sf 2003 International Building Code Seismic Design Category D2 Greg White Arlington Assembly of God 201 N Stillaguamish Ave Arlington, WA 98223 Dear Mr. White; We have completed our review of the balcony addition to the Assembly of God Church. The plans have been reviewed for compliance with the 2003 International Building Code. The following applicable code data corrections and/or additional requirements are necessary before the permit can be issued For questions regarding this review contact Kerry Wentz Project Manager. Please provide two complete sets of the plans with the resubmittal. NONSTRUCTURAL 1. The aisle steps must be provided with handrails on the wall where adjacent to the side wall. 2. Aisle steps must be provided with center handrails per Section 1024.13. Details should be provided. 3. The aisle steps must comply with the rise and run per Section 1024.11.2. The alternating rise on the steps appears to be non-conforming. 4. Handrails must be provided at each side of the steps shown at the South side (bottom of page) of the plan. 5. The headroom height for the new stairs should be clarified where the existing balcony extends over the new stair construction. BARRIER-FREE DESIGN 1. The total new and existing area of the balcony level (approximately 2500 sf) appears to exceed 1/3 of the open area of the room below(approximately AOG Review 6.7.05 Page 1 of 2 6/05 dwa 'r 1 �I � L \' I � � 1 •• 5700 sf). Therefore, the balcony level does not qualify as a mezzanine and must be accessible. Section 1104.3. An elevator should be provided. 2. Accessible seating requires level wheelchair spaces, 33"wide x 48" deep (60" deep for side approach). They should be distributed throughout the seating plan, and located so that occupants have unobstructed lines of sight. Section 1103.1.2, 1106.21.1.2, Table 11-A 3. In addition to the wheelchair spaces, aisle seats should be provided with removable armrests. The locations of all the accessible seats should be clarified on the plans. Section 1103.1.2.1 4. Assistive listening devices are required in the assembly area, since fixed seats are provided and the occupant load is 50 or more. The minimum number of devices required is 4% of the fixed seats in the room; this should be noted on the plans. 5. All doors in the building, which have a latch set or lock set, should have lever- type operating hardware. 6. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical: 2 horizontal, with a maximum edge height of 1/4". STRUCTURAL 1. Calculations must be provided for the lateral bracing of the balcony level. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely, David W. Andewrson Building Offical 360.403.3432 danderson@ci.arlington.wa.us AOG Review 6.7.05 Page 2 of 2 6/05 dwa � � � - - I CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street,Sammamish,WA 98074 (425)836-2833 FAX:(425)836-3707 E-Mail:chuck.cwa@verizon.net May 23, 2005 Permit #: 05-6426 Project: Assembly of God Balcony Arlington, Washington Code Info: A-3 Occupancy V-A Floor Area: 665 N/9,949 E sf 2003 International Building Code Seismic Design Category D David W. Anderson Building Official City of Arlington RECEIVED 238 N. Olympic Avenue Arlington, WA 98223 JUN 01 2005' Dear Mr. Anderson: COA BUILDING DEPT We have completed our review of the balcony addition to the Assembly of God Church. The plans have been reviewed for compliance with the 2003 International Building Code. For questions regarding this review contact CWA Consultants. Please provide two complete sets of the plans with the resubmittal. NONSTRUCTURAL 1. The aisle steps must be provided with handrails on the wall where adjacent to the side wall. 2. Aisle steps must be provided with center handrails per Section 1024.13. Details should be provided. 3. The aisle steps must comply with the rise and run per Section 1024.11.2. The alternating rise on the steps appears to be non-conforming. 4. Handrails must be provided at each side of the steps shown at the South side (bottom of page) of the plan. 5. The headroom height for the new stairs should be clarified where the existing balcony extends over the new stair construction. .a �. I City of Arlington —#05-642b kAssembly of God Balcony) May 23, 2005 Page 2 of 2 BARRIER-FREE DESIGN 1. The total new and existing area of the balcony level (approximately 2500 sf) appears to exceed 1/3 of the open area of the room below (approximately 5700 sf). Therefore, the balcony level does not qualify as a mezzanine and must be accessible. Section 1104.3. An elevator should be provided. 2. Accessible seating requires level wheelchair spaces, 33" wide x 48" deep (60" deep for side approach). They should be distributed throughout the seating plan, and located so that occupants have unobstructed lines of sight. Section 1103.1.2, 1106.21.1.2, Table 11-A 3. In addition to the wheelchair spaces, aisle seats should be provided with removable armrests. The locations of all the accessible seats should be clarified on the plans. Section 1103.1.2.1 4. Assistive listening devices are required in the assembly area, since fixed seats are provided and the occupant load is 50 or more. The minimum number of devices required is 4% of the fixed seats in the room; this should be noted on the plans. 5. All doors in the building which have a latch set or lock set should have lever-type operating hardware. 6. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical: 2 horizontal, with a maximum edge height of 1/4". STRUCTURAL 1. Calculations must be provided for the lateral bracing of the balcony level. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely, Chuck Williams SE CWA Consultants 22421 NE 20th Street Sammamish,WA 98074 Phone: (425)836-2833 FAX: (425)836-3707 E-Mail: chuck.cwa@verizon.net • City of Arlington Building Department REQUEST FOR REVIEW FORM NAME: Aez;4se-muVBP #: 05- ('0 L124�0 DATE: �c� �(�65� RETURN THIS FORM BY: PROJECT SUMMARY: p4�-C L[.Tylu l4 RESPONDING DEPARTMENTS: TOM C., FIRE ❑ KAREN L., UTILITIES ❑ DERYL T., UTILITIES ❑ BILL B., NATURAL RESOURCE ❑ YVONNE P., PLANNING ❑ GREGG E., ENGINEERING ❑ JIM T., CONSULTANT ❑ CHUCK W., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT ❑ COMMENTS REVIEWED BY DATE RECE ED RECEIVED MAY 0 5 2005 COA BUILDING DM' 0 • G11 Y nl, �O IN G To:Building Department From: Tom Cooper/Arlington Fire Date: May 2, 2005 Ref: 05-6426 1. Storage under unprotected exit stairway will not be allowed. 2. Balcony area to have a minimum of 2 fire extinguishers. Contact fire department for placement. c 1' � ■ 7 r r Jr I r u v - 7 '�' 1 !• IJ . '�.■� �� r 1 1�J 117A 0 1 r 17u_1 I G�(Y °� COMMERCIAL REMODEL ' APPLICATION � ^�� PERMIT 7�<!NG'�O Department of Community Development City of Arlington - 238 N Olympic Ave.-Arlington,WA 98223 • Phone (360)403 3431 - FAX(360)403 3447 �5" THIS APPLICATION MUST BE BY EIGHT(J?SETS OF ION PLANS, EIGHTS(, SE COMPANIED STRUCT OF SPECIFICATIONS, EIGHT ACSETS OF STRUCTURAL CALCULATIIONSNAND THREE(3) SETS OF ENERGY TS CODE APPLICATIONS(IF APPLICABLE). Type of Permit: ( ) Commercial Remodel ()Commercial Addition ( )Tenant Improvement Project Address: ZC)) 1%__L (,'L1AM\St1 IC3oX 18 Parcel ID#: 123w5-2- 812- 00Lo Project Description: Project Valuation: 5 `.1 O 1b_ Construction Type: Occupancy Group: Building Area(Sq Ft): 1"Floor: 2nd Floor:— 3`d floor: 4"Floor: Number of Units(Multi-family) pp Number of Buildings: Owner: A a i l n ii,i iu 1-�SS MgLU f -NNO -Phone Number: 3 -N35 - 98I T. Q, C3o L 1$ City: AkUN)6`to0 State: 1_n)Ar Zip Code: g82�.3 Address: Contact Person: G tu& W1-1 1 f- Phone Number: 3ub- y35- 89g1 Cell Phone: 360-631 - 1,560 Fax: 31o0- A E-mail: le. ke 2r -2-ori. he4 Address: gl l5 V uJtvUAU 'PI. City: A Ro j"�� State:_W-A — Zip Code: ^C AfL\_%h3 � 16rJ -ASSES 11L4 r no Phone Number: - Lb Contractor: 1 Address: —�•�' d N�L 2 1 City: ArZ State: W k Zip Code: Contractor's License Number: Expiration: Plumbing Contractor- Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: Phone Number: Mechanical Contractor: Address: City: State: Zip Code: Contractor's License Number: Expiration: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described roperty will be in accirdan5p with the laws,rules and regulation of the State of Washington. 4-2-1—CIS Applicants Signature Date Print Applicants Name Forms/C0MTI-1 APR 27 200T I I-ra" City of Arlington Building Department REQUEST FOR REVIEW FORM NAME: ,ASSevn btl BP #: 05- DATE: -<a I oc-k,� RETURN THIS FORM BY: PROJECT SUMMARY: 6 A-C C die. RESPONDING DEPARTMENTS: ❑ TOM C., FIRE KAREN L., UTILITIES DERYL T., UTILITIES ❑ BILL B., NATURAL RESOURCE YVONNE P., PLANNING ❑ GREGG E., ENGINEERING ❑ JIM T., CONSULTANT ❑ CHUCK W., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT ❑ COMMENTS REVIEWED BY f `f C DATE 0 S 0 • i T d r';"PE COPY Structural Calculations Permit Resubmittal Assembly of God Church Remodel Arlington, Washington Submitted To: Steve Butterfield Taylor Gregory Butterfield U (Y OF Q U'11� '; 654 5t" Avenue South DUILDING DEPAR-Ftr,'=`J Edmonds, WA 98020 s _ DATE r.v cN NGI_ CG Engineering Project No. 05041.10 LE;,;A'Pp r, N June 2005 1 RECEIVED • /�� JUN 2 0 2005 I COA BUILDING DEPT REVISED C10� 0 ENGINEERING • 250 4t" Avenue S, Suite 200 Edmonds, WA 98020 Office: 425.778.8500 Fax: 425.778.5536 ^K; ¢ , •�� Structural Calculations — Permit Resubmittal For: Assembly of God Church Remodel Arlington, WA CG Project Number: 05 04 1.10 Submitted to: Steve Butterfield Taylor Gregory Butterfield 654 5th Avenue South Edmonds, WA 98020 C C�M"' ENGINEERING 250 4th Avenue S, Suite 200 Edmonds, WA 98020 Designed by: �tv Y Cb 23725 EXPIRES 7� b �'L�p�, it • I I 1 sr�► = /yam S 'lq x 'I '!2 Description By Date Checked Date ENGINEERING Scale Sheet No. 2504thAve.South project Job No. Suite 200 �7 Edmonds,WA 98020 �i COMPANY PROJECT Assembly of God Remodel WoodWorks® BalconyJoist I Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Load1 Dead Full UDL 15.0 No Load2 Live Full UDL 100.0 No MAXIMUM REACTIONS (Ibs)and BEARING LENGTHS (in) : 0' 14' Dead 144 144 Live 700 700 Total 844 844 Bearing: LC number 2 2 F'theta 767 2895 Length 1.0 1.0 PSL,2.OE, 29009b, 1-3/4x9-1/2" Slope:-10.0 deg;Total length: 14'-2.6";Self Weight of 5.2 plf automatically included in loads; Lateral support:top=full,bottom=at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001:(Ibs,Ibs-ft,or in) Criterion Analysis Value Design Value Analysis/Design Shear tv = 67 Fv' = 285 fv/Fv' = 0.23 Bending(+) fb = 1346 Fb' = 2975 fb/Fb' = 0.45 Live Defl'n 0.36 = L/478 0.47 = L/360 0.75 Total Defl'n 0.47 = L/366 0.71 = L/240 0.66 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1.00 - 1.00 1.000 1.03 - 1.00 1.00 - - 2 Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Bending(+) : LC# 2 = D+L, M = 2952 lbs-ft Shear : LC# 2 = D+L, V = 831, V design = 738 lbs Deflection: LC# 2 = D+L EI= 250.06e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 4.SLOPED BEAMS:level bearing is required for all sloped beams. `�W II i I I COMPANY PROJECT WoodWorks® Assembly of God Remodel BalconyJoist2 I Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs,psf,or pif) Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? Loadl Dead Full UDL 20.0 No Load2 Live Full UDL 133.0 No MAXIMUM REACTIONS(Ibs)and BEARING LENGTHS(in) : A- 0' 4' Dead 44 44 Live 266 266 Total 310 310 Bearing: LC number 2 2 F'theta 414 1428 Len th 1.0 1.0 Lumber-soft, Hem-Fir, No.2,2x6" Slope:-10.0 deg;Total length:4'-0.7";Self Weight of 1.7 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Load combinations:ICC-IBC; SECTION vs. DESIGN CODE NDS-2001:(stress=psi,and In) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 43 Fv' = 150 fv/Fv' = 0.29 Bending(+) fb = 492 Fb' = 1105 fb/Fb' = 0.45 Live Defl'n 0.03 = <L/999 0.14 = L/360 0.22 Total Defl'n 0.04 = <L/999 0.20 = L/240 0.18 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00. 1.00 1.00 1.00 - 2 Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 310 lbs-ft Shear : LC# 2 = D+L, V = 305, V design = 236 lbs Deflection: LC# 2 = D+L EI= 27.04e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3.SLOPED BEAMS: level bearing is required for all sloped beams. 2�- { I COMPANY PROJECT WoodWorks® SOFTWARE POR WOOD DESIGN June 21,2005 10:30:22 Existing Header2 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End TStart End Load? Loadl Dead Full UDL 273.0 No Load2 Live Full UDL 1550.0 1 o MAXIMUM REACTIONS(Ibs) and BEARING LENGTHS(in) : 0' 6'-6" Dead 921 921 Live 5037 5037 Total 5959 5959 Bearing: LC number 2 2 Lenath 2.3 2.3 PSL, 2.OE, 290OFb, 3-1/2x9-1/2" Self Weight of 10.39 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations:ICC-IBC; SECTION vs. DESIGN CODE NDS-2001:(Ibs,Ibs-ft,or in) Criterion Analysis value Design Value Analysis/Design Shear fv = 203 Fv' = 285 £v/Fv' = 0.71 Bending(+) fb = 2207 Fb' = 2975 fb/Fb' = 0.74 Live Defl'n 0.12 = L/626 0.22 = L/360 0.57 Total Defl'n 0.16 = L/491 0.32 = L/240 0.49 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1.00 - 1.00 1.000 1.03 - 1.00 1.00 - - 2 Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Bending(+) : LC# 2 = D+L, M = 9683 lbs-ft Shear : LC# 2 = D+L, V = 5959, V design = 4507 lbs Deflection: LC# 2 = D+L EI= 500.13e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. n I / i �, i COMPANY PROJECT Woodworks® SOFTWARE FOR WOOD DESIGN June 21,2005 11:02:30 Balconybeam Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Load1 Dead Full UDL 49.0 No Load2 Live Full UDL 321.0 No MAXIMUM REACTIONS (Ibs)and BEARING LENGTHS (in) : -sue-i 0' 14'-6" Dead 468 468 Live 2327 2327 Total 2795 2795 Bearing: LC number 2 2 Length 1.0 1.0 PSL, 2.OE, 2900Fb, 5-1/4x9-1/2" Self Weight of 15.59 pif automatically included in loads; Lateral support:top=full, bottom=at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NHS-2001:(Ibs,Ibs-ft,or in) Criterion Analysis Value Design Value Analysis/Desicrn Shear fV = 75 Fv' = 285 fv/rFv' = 0.26 Bending(+) fb = 1540 Fb' = 2975 fb/Fb' = 0.52 Live Defl'n 0.43 = L/408 0.48 = L/360 0.88 Total Defl'n 0.55 = L/314 0.73 = L/240 0.76 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1.00 - 1,00 1.000 1.03 - 1.00 1.00 - - 2 Fv' 285 1.00 - 1.00 - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Bending(+) : LC# 2 = D+L, M = 10134 lbs-ft Shear : LC# 2 = D+L, V = 2795, V design = 2490 lbs Deflection: LC# 2 = D+L EI= 750.19e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS (Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. l�p - Y i ,. i i i w y L PS L '7o ccr lv 5-0 _ ('3n 16 i AJOS �- AlbS ' Description By Date Checked Date ENGINEERING Scale Sheet No. 2504thAve.South project Job No. Suite 200 31-6 Edmonds,WA 98020 } .. 1 M tiS I I I IAI ON) 'Al Zft (p; ksI vP Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4thAve.South Project Job No. Suite 200 -3 ] Edmonds,WA 98020 I I Eq 0 F-z —z Fot = I TT 2� (k-L-/ ) z - 2- 3 ( re_ ) 2- ell, 3 3 ._a 3 roll wCl Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4thAve.South project Job No. Suite 200 Edmonds,WA 98020 i }, CG Engineering Title: Assembly of God Church Remodel Job#05041.10 Dsgnr: CMJ Date: 1:26PM, 15 JUN 05 Description Scope Rev. 580011 user: KW-06o5155.Ver5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 1 (c)1983.2003 ENERCALC Engineenng Software balconybeam ecwCatculabons Description Seismic Coefficients Occupancy Category ASCE 7-02 Table 1-1, 20031BC Table 1604.5 "II" : All Buildings and other structures except those listed as Category I, III, and I Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = I ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 48.207 deg North Longitude = 121.948 deg West Location : Arlington, Snohomish County,WA 98223 Max. Ground Motions,5%Damping,from USGS 1996 maps : S S = 1.099 g, 0.2 sec response S , = 0.309 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.06 Fv = 1.78 Maximum Considered Eartguake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 & 2, 2003 IBC Equations 16-38 & 16-39 S MS = Fa *Ss = 1.165 SMI = Fv*S1 = 0.551 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--31BC 1615.1.3 S DS=S MS*2/3 = 0.777 SDI =S MI*2/3 = 0.367 Seismic Design Category D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 Moment Resisting Frame Systems Ordinary steel moment frames NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R " = 3.50 Building height Limits : System Overstrength Factor "Wo" = 3.00 Category"A& B" Limit: No Limit Deflection Amplification Factor " Cd " = 3.00 Category"C" Limit: No Limit Category"D" Limit: Not PremittedP-hi Category"E" Limit: Not PremittedP-hi Category 7" Limit: Not PremittedP-hi 35 i c 411� S vo /S L ;(/ f / �l r ' E) G7-rZ! '` / J f (�(.�1 VL`y1 S•L,rZ AA �-r �> /, / I o� ht,O,_x /k OV1'LC O' 4- -Ot-OL ( cc-r-7 �.�- a 2Zl j Fx - CS UV+ Ar- Description By Date s Checked Date ENGINEERING Scale Sheet No. 250 4thAve.South Suite 200 project Job No. Su Edmonds,WA 98020 3q i I FX = D , 22-2- (2o ,S ) = q, S', k J - 01 6: //, L/ OJ , Gt Description By Date Checked Date ENGINEERING Scale Sheet No. 2504thAve.South Project Job No. Suite 200 Edmonds,WA 98020 I �I eZ , -4 J. c /0 . J V� � s � I Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Project Job No. Suite 200 Edmonds,WA98020 ,.; I Ln (14 OP a rn a MLO mo a� a� 111 M N O I I M M ' > cN M � c o 5 4- iL U I cq 0 I I N CL 00 c- ri It m Ln �N a� y N y� a+� C N Q 7 N c N orn x i > c N —I 9 �t N a o N C iL 0 I I f r_o rn d= I I M M a _ r v ri v f C f mo i6 g T N j Q� I Q M M II l ti i i 1 C UN X I 4 � � LL iL U i i LO N a No a N f/1 N 'y(O a r.-• fU Q 0 I C c- ha I r U N �� X ') I ; I I a ° } IN I � E �O 100 i 0 (14 00 I I M M 1 fr I O M Ln N O d N I f!1 N I 'y f0 T� � Q� lA Ln N Ln M � i ' you X T II ou cu v ((( c iL 0 � i I I { M M u'1 M I I rV 1 a 0 LO v m LO ..o a`Q' N 'y CO A C fU Q� Y 1 1 I f l Q� rt C U N X a s� - - LL LL 0 i{ I I I Cut Out Plate Moment Connection - Example 5.3 HSS pg. 5-20 Beam Info Column Info Size W27x146 Size HSS 6x6x5/16 d (in)= 27.38 L(in)= 6 t,,,(in)= 0.605 W (in)= 6 bf(in)= 13.965 t,(in)= 0.291 tf(in)= 0.975 F (ksi)= 46 Z(in')= 461 Fy(ksi) = 50 IF,, (ksi)= 65 Plate Info Loads t(in)= 0.75 M„ (k-ft)= 82.7 Fy(ksi)= 36 V„ (kips)= 10.9 F„ (ksi)= 58 Plate Tensile and Compresive Strength along the sides of the HSS P (kips)= 35.3 ws (in)= 0.8 Req'd width of plate each side of HSS wS/t= 1.02 OK Plate width (in)= 7.54 Strength Based on Bolting to Cut-out Plates Check Bolt bearing on Beam Flange bolt 0(in)= 7/8 orgy (kips/bolt)= 99.82 bolt type= A49ON Wn (kips/bolt)= 399.26 OK #Bolts 4 Bolt gage(in)= 3.75 Check Tension Yielding of Flange Plate: Plate edge dist(in) = 1.5 JOR,(kips)= 183.2 OK P (kips)= 36.2 Design Strength = 108.4 OK Check Block Shear: ICheck Tension Rupture of Plate: A9 (in2)= 6.75 �R,(kips)= 180.7 OK A9f(in2) = 7.66 A.(in2)= 5.6 Size weld between Flange plate and HSS Ant(in 2)= 7.3 ITu= 3.02 Win F A„t(kips)= 473.6 0.6FuAn (kips)= 219.4 �f3 �, ,. I I Cut Out Plate Moment Connection - Example 5.3 HSS pg. 5-20 Beam Info Column Info Size W27x146 Size HSS 6x6x5/16 d (in)= 27.38 L(in)= 6 t,(in)= 0.605 W(in)= 6 bf(in)= 13.965 t,,(in)= 0.291 tf(in)= 0.975 F (ksi)= 46 Z(in3)= 461 Fy(ksi)= 50 F (ksi)= 65 Plate Info Loads t(in)= 0.75 M (k-ft)= 82 Fy(ksi)= 36 V„(kips)= 35.33 F„ (ksi)= 58 Plate Tensile and Compresive Strength along the sides of the HSS P„ (kips)= 35.0 ws(in)= 0.8 Req'd width of plate each side of HSS ws/t= 1.02 OK Plate width (in)= 7.52 Strength Based on Bolting to Cut-out Plates Check Bolt bearing on Beam Flange bolt 0(in)= 7/8 fir„ (kips/bolt)= 99.82 bolt type= A490N Wn (kips/bolt)= 399.26 OK #Bolts 4 Bolt gage(in)= 3.75 Check Tension Yielding of Flange Plate: Plate edge dist(in) = 1.5 �R„ (kips)= 182.8 OK P„(kips)= 35.9 Design Strength = 108.4 OK Check Block Shear: Check Tension Rupture of Plate: A9 (in2)= 6.75 JoRn (kips)= 180.2 OK A9f(in2) = 7.66 A.(in2)= 5.6 Size weld between Flange plate and HSS Anf(in2) = 7.3 ITu= 2.99 Win F,,An,(kips)= 473.6 0.6F,,A,,,,(kips)= 219.4 l � �• i i I Cut Out Plate Moment Connection - Example 5.3 HSS pg. 5-20 Beam Info Column Info Size W27x146 Size HSS 6x6x5/16 d (in)= 27.38 L (in)= 6 tw(in)= 0.605 W (in)= 6 bf(in)= 13.965 tw(in)= 0.291 tf(in)= 0.975 1 F (ksi)= 46 Z(in3)= 461 Fy(ksi)= 50 F„ (ksi)= 65 Plate Info Loads t(in)= 0.75 M, (k-ft)= 19.5 Fy(ksi) = 36 V„(kips)= 53.95 F (ksi)= 58 Plate Tensile and Compresive Strength along the sides of the HSS P (kips)= 8.3 ws(in)= 0.2 Req'd width of plate each side of HSS ws/t= 0.24 OK Plate width (in)= 6.36 Strength Based on Bolting to Cut-out Plates Check Bolt bearing on Beam Flange bolt�(in)= 7/8 �rn (kips/bolt)= 99.82 bolt type= A490N OJR (kips/bolt)= 399.26 OK #Bolts 4 Bolt gage(in)= 3.75 Check Tension Yielding of Flange Plate: Plate edge dist(in) = 1.5 JoRn (kips)= 154.6 OK P„(kips)= 8.5 Design Strength = 108.4 OK Check Block Shear: Check Tension Rupture of Plate: A9 (in`)= 6.75 JORn (kips)= 142.3 OK A9t(inz)= 7.66 A,,,,(inz)= 5.6 Size weld between Flange plate and HSS A t(inz)= 7.3 ITu= 0.71 Win F A„t(kips)= 473.6 0.6F A,,,,(kips)= 219.4 � J ., I I Cut Out Plate Moment Connection - Example 5.3 HSS pg. 5-20 Beam Info Column Info Size W27x146 Size HSS 8x4x5/16 d (in)= 27.38 L(in)= 4 tN,(in)= 0.605 W(in)= 8 bf(in)= 13.965 tW(in)= 0.291 tf(in)= 0.975 1 F (ksi)= 46 Z (in3)= 461 Fy(ksi)= 50 F (ksi)= 65 Plate Info Loads t(in)= 0.75 M, (k-ft)= 82.7 Fy(ksi)= 36 V„(kips)= 10.9 F„ (ksi)= 58 Plate Tensile and Compresive Strength along the sides of the HSS P (kips)= 35.3 ws (in)= 0.8 Req'd width of plate each side of HSS w5/t= 1.02 OK Plate width (in)= 9.54 Strength Based on Bolting to Cut-out Plates Check Bolt bearing on Beam Flange bolt+(in)= 7/8 +rn (kips/bolt)= 99.82 bolt type= A490N +y,„(kips/bolt)= 399.26 OK #Bolts 4 Bolt gage(in)= 3.75 Check Tension Yielding of Flange Plate: Plate edge dist(in) = 1.5 +R„(kips)= 231.8 OK P (kips)= 36.2 Design Strength= 108.4 OK Check Block Shear: Check Tension Rupture of Plate: A9 (in2)= 6.75 �R„ (kips)= 245.9 OK A9t(in2)= 7.66 A,,,,(in2)= 5.6 Size weld between Flange plate and HSS Ant(in2)= 7.3 ITu = 4.53 Win F.Ant(kips)= 473.6 0.6F,A„„(kips)= 219.4 l i Cut Out Plate Moment Connection - Example 5.3 HSS pg. 5-20 Beam Info Column Info Size W27x146 Size HSS 8x4x5/16 d (in)= 27.38 L(in)= 4 t,,(in)= 0.605 W(in)= 8 bf(in)= 13.965 t,(in)= 0.291 tf(in)= 0.975 1 F (ksi)= 46 Z(in3)= 461 Fy(ksi)= 50 F (ksi) = 65 Plate Info Loads t(in)= 0.75 M (k-ft)= 82 Fy(ksi)= 36 V„(kips)= 35.33 F (ksi)= 58 Plate Tensile and Compresive Strength along the sides of the HSS P (kips)= 35.0 ws(in)= 0.8 Req'd width of plate each side of HSS ws/t= 1.02 OK Plate width (in)= 9.52 Strength Based on Bolting to Cut-out Plates Check Bolt bearing on Beam Flange bolt�(in)= 7/8 �r (kips/bolt)= 99.82 bolt type= A490N Wn (kips/bolt)= 399.26 OK #Bolts 4 Bolt gage(in)= 3.75 Check Tension Yielding of Flange Plate: Plate edge dist(in) = 1.5 JoRn (kips)= 231.4 OK P„(kips)= 35.9 Design Strength= 108.4 OK Check Block Shear: ICheck Tension Rupture of Plate: Ag„(in2)= 6.75 OR (kips)= 245.5 OK Ag,(in2)= 7.66 A „(in2)= 5.6 Size weld between Flange plate and HSS A,,, (in2)= 7.3 ITu= 4.49 Win F„A,,,(kips)= 473.6 0.6F„An (kips) l � i i I i Cut Out Plate Moment Connection - Example 5.3 HSS pg. 5-20 Beam Info Column Info Size W27x146 Size HSS 8x4x5/16 d (in)= 27.38 L(in)= 4 tW(in)= 0.605 W (in)= 8 bf(in)= 13.965 t,,(in)= 0.291 tF(in)= 0.975 F (ksi)= 46 Z (in')= 461 Fy(ksi)= 50 F (ksi)= 65 Plate Info Loads t(in)= 0.75 Mu (k-ft)= 19.5 Fy(ksi)= 36 V„(kips)= 53.95 F,, (ksi)= 58 Plate Tensile and Compresive Strength along the sides of the HSS P„ (kips)= 8.3 ws(in)= 0.2 Req'd width of plate each side of HSS wS/t= 0.24 OK Plate width (in)= 8.36 Strength Based on Bolting to Cut-out Plates Check Bolt bearing on Beam Flange bolt 0(in)= 7/8 or„ (kips/bolt)= 99.82 bolt type= A49ON 4R„(kips/bolt)= 399.26 OK #Bolts 4 Bolt gage(in)= 3.75 Check Tension Yielding of Flange Plate: Plate edge dist(in) = 1.5 �R„(kips)= 203.2 OK P„ (kips)= 8.5 Design Strength= 108.4 OK Check Block Shear: Check Tension Rupture of Plate: Ag (in2)= 6.75 �R (kips)= 207.6 OK Agt (in2)= 7.66 A,,,, (in2)= 5.6 Size weld between Flange plate and HSS A,,, (in2)= 7.3 ITu = 1.07 Win F,A„,(kips)= 473.6 0.6FuA,,,,(kips)= 219.4 � .,i � f ROH f'I!f :11Y11 jl!1, �',l A6 01=ddV Ym-0!f (990 Ku 00/1-ILL(SEP)'anomd rrQR� snz ,t9 03N?3NO CI�1'.--VA -��JL--14 -a=-[sfA3U- oteo.woLo�, '3A •Wr 6C J cnZ AB NMYIIO � 71111 �t lunc`c��nr N�. oeL F1=1tr11�0 'Ot�1�319�d- 'ON 9NIY1Atl sell Lh IM 1.IOWMO.GOID AO Al$1'mB } 900Z 9 L ;Old l 1 I� 1dA(p j �,i vi i.a san1S ONIISIXI 01 SUNS t)(ZZ MIN dl- SIS- "J*G--„-qI<.. SWIS' OZ -ON11.SIX( S_ISldf' �Sd MIN SiS-I0r N33M13a -0 0 „9 0) M SIIVN- 1i1i3AY0*3 P9- `I.Slor ANO-)IV8-MA ao�-,: wood »I#w o1 sl,lor v S1SIor QNv Oi IH1b3HS JNIISIX3 SIN„fi. c)NlH1V-3HS aN11SIX-3 � Q 2i2'd 00TSStb09S':01 95C�eR)JOPb L)HTAggHTqHq q):WCJ4 S61:An QMMP-6T-7nr JUL-13-2005 16:57 From:CG ENGINEERING 9257785536 To:3609355100 P.3/9 ENGINEERING IL � CELD,,OBSERVATION =,.. Project: Arlington -Assembly of Job-No.: 05041.1t Sid-Chureh-Remodel Field Re .: Report No.: i Date of Observation: 07/12/05 Location_ 201 N. StillacguarnIsh - Purpose-of SiterVisit., - Avenue GIIent/Ow-ner Arlington sombly -Gene U ractor; of,God Church [L ,r ASSESSMENT REPORT A site observation,of the Arlington:Assembly,of God Church remodel project was performed on July 12,2005 to verify-that the_c=sM=ion-was in general conformance with theapproved structural plans: At the time,of the site visit,- the two-steel-cal 4mns-and be" wer -installed-and most of fine-balcony joists wera irt-place. hr addifrm Me new 2x4 studs-had been sistered to they_ existing 2x4 stud walls and the new PSL header had been installed above- the double door entry. To the best of our knowledge,items observed-oxithis. date-are in cankffmancewith the structural drawiMs- The following issues were discussed during the site visit. 1. Intermediate hand rail dates- the inWrm diate handrail_plates-have beer�-redasigaed for a larger spacing irr lieu-of the 4' spacing shown the-, approved-struwtural wings.The two options are to rise %"plate at a m axirrtum-spacing-of 6-W-or T/8"plate-at a-maximurrr spacing of-8'=0" 2. The handrail end support plates -the end plates wiU he supporting a , 1/8"cable at the top and (4) 1/16".cables spaced-ate"--ox,-The original design assumed(5) 118" cables,-each carrying 350 4bs in tension:W i v-, -the smaller cables;the-assumed--maximi m4me-in the t/;6"-cables-is 00 lbs. The end plates can be reduced to 1"x 4"-due-to the smaller tension load from the cables. 3. The existing 2x4 bearing wall-the connection�of_thezew PS.L-balcony 25e$rtrav�3outtr joists-to the existing 2x4 bearing wall is required to have blocking; Suk-2100 Please see a~*tashed- ketch SS AI forblocking-information, Edmonds,WA96020 4. Beam to column moment connection-Washers were not installed with- Phone:4a5778.8500 any of the 7/8"diameter bolts, Per RISC recommendations, it appears Fax:425.778 5536 r I JUL-13-2005 16:57 From:CG ENGINEERING 4257785536 To:3604355100 P.4'4 that washers-are_nol required for this tYpa-of_ronnedion-using-44g4 bolts. DISCLAIMER This observation was performed on Jijiy 12,2005 and is the professional opinion of CG Engineering PLLC based on the information-avaitable-during-this-assessmeacirevaluation. This report does not warrant or guarantee that all conditions were discovered at the time-of the observation or evaluation,This report was prepared subject to the standard of care apphrable to professional services at the time the services were provided_ �r I 1 C I TY OF ARI__- I MCCTQIV COhlSTRUCT I C3M PERM I T PE Ft I T h10_ a Q53-5375 Owner: ARLINGTON ASSEMBLY OF GOD P. O. BOK 218 ARLINGTON 98223 Value of Work: $1, 500. 00 Tax ID: Phone: 435-8981 Describe Work: NEW GAS PIPING & STOVE Proposed Use: SFR Legal Description: Job Address: 201 N STILLAGUAMISH Contractor's Name Type Address Licensee OWN P E R M I T F E E S Equipment and Fixtures Number Fee Total Charge --------------------------------------- ------ -------- ------------ METAL FIREPLACE & CHIMNEY 1 $11. 00 $11. 00 GAS PIPING 1-4 OUTLETS 1 $6. 00 $6. 00 S U B T O T A L. . . . . . $17.00 TOTALS Fee Equipment $17. 00 Mech Permit $24. 00 SIGNATURE: TOTAL FEE. . . . . . . . . . . . . . . . . $41. 00 I HEREBY (-I' ZT'IF 'HAT I HAVE READ AND EXAMINED TH S APPLICATION AND PAYMENTS. . . . . . . . . . . . . . . . . . $41. 00 KNOW THE SAME TO BE TRUE AND COR- RECT ALL PROVISIONS OF LAWS AND TOTAL DUE. . . $0. 00 ORDINANCES GO E NING TH ._TYPE OF WORK WIL B 9--WITH WHETHER SPE N OR NOT. DATE RECEIPT # UI ING DIPFICIAL � 1 fYtSt I` 1 Erlt._1 ! 1 3l_1'• ! 1 .-"tilt"J.-.l 1, �� f . . a =•.E ... .. � _�1 `E 1 ? t�!�) � �.. 3 17 i. �L• ) , )�•i-; i �• i� E'ilU `�f�,1.': :� itJ 'if. i MUM i 4•i3Cb, s 1 q:., UUj_l m Y I- "rErON a'snJ: SU nUD 3W4..E du tst •-i41 igdmmM ..mm t•-: i •i ho" ;n4mq Ll.lP.'1 MAIO 1 s uAly _VAt3 .a3:- AM i3t1 . lk�� . . . . . . . . . . . . . . . . .:]:• 4 JA'I T :1 it, o ! P ' 110 ._i:'1 AA 0 , . N SAL i K:1' mN .M" . . . . . . . . . . . . . .:]HU A A i`1.3 t •T 1 i • r I CITY OF ARLINGTON CONSTRUCTION PERMIT 623.537S ❑ COMBINATION ❑ BUILDING MECHANICAL ❑ PLUMBING ❑ SIGN PERMIT NO. 0WNLR MAIL ADDRESS CITY ZIP PHONE ARLIrJG i 0/J ASS�M �c� OF Goo �.O a3U�C Z1� ►ZU�JC�i0/J lA) A gn,23 3[.C -y3.5-�q&j ARCHITtCT UK UESIGNLKMAIL AOURESS CITY ZIP PHONE GENLRAL CON KACIUR MAIL ADDRESS CITY ZIP PHONE LIC NSE i h1LCIIANICAL CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE i C.tkI-)2cVIA PLUMBING CONTRAC70R MAIL ADDRESS CITY ZIP PHONE LICENSE i CLASS OF WORK ED NLW ❑AUDITION ❑ALTERATION ❑REPAIR ❑DEMOLITION ❑BUILDING RELOCATION VALUATION OF WORK S 1 1500 . pO/ ..LS nioc nvnn u,) G „o c, wt—w G5 51c, L PRUPUSI U USL OF BUILDING I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA- LLGAL UISCRIPT ION Of PRUPtRTY(SHOWN BELOW OR ATTACH}OUR COPIES) TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI- SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK L0I BLUCK • OF WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT.THE GRANTING OF PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR TAX ID NUMBER LOCAL LAW REGULATING CONSTRUCTION OF THE PERFORMANCE OF 5 t _ ' 2 S 2 y CONSTRUCTION.PERMIT EXPIRES 1 YEAR FROM DATE OF ISSUANCE. TO•AUURISS SIGNATURE OF CONTRACTOR OR AUTHORIZED AGENT DATE x — (OFFICE USE ONLY) PLUMBING MECHANICALii NO. TYPE OF FIXTURE FEE NO. TYPE OF EQUIPMENT FEE WATER CLOSEI (TOILLI) AIR COND.UNITS -II.P. EA. BA I III UB REFRIGERATION UNITS-H.P.EA. LAVATORY(WASH BASIN) BOILERS- H.P.EA SIIOWL R (,AS FIRED A.G.UNITS-TONNAGE EA. KI ICIILN SINK& UISP- FORCED AIR SYSTEMS- B.T.U. MEA DISHWASHER WALL HEATERS-B.T.0 M LAUNDRY 1 RAY UNI1 HEATERS- B.T.U. M CLO1)ILS WASITLR EVAPORAI IVE COOLERS WA I ER IIEATLR CLOTHES DRYERS URINAL VLNTILATICN FAN DRINKING FOUN 1 AIN RANGE HOOD COMMERCIAL I"LOUR DRAIN AIR HANDLING UNIT- CPM VACUUM BREAKERS STOVE ROUT DRAINS - RAINLEAUERS METAL FIREPLACE&CHIMNEY SINK (SERVICE - BAR,EFC.) WATER HEATER GAS PIPING SUB TOTAL f SUBTOTAL f PERMIT f PERMIT f TOTAL FEE $1 TOTAL FEE f SIUL Y.AKU SL 1 HACK STRLLI SLI BACK REAR YARD SETBACK PLAN CHECK NUMBER PLAN CHECK FEE FEE RECEIPT NO. USI /UNI LOT AREA VACANT SITE ❑YES ❑NO FEES VALUATION FEE IYPL OF CONS OCCUPANCY GROUP NO.OF DWELLING UNITS PLAN CHECKING VG Si/L lil ULUC.. NO,Of STOKILS MAX.000.LOAD BU'LDING f PLUMBING FIRE SPRINKLERS REQUIRED ❑YES ❑NO MECHANICAL COMMENTS STATE BLDG.CODE ENERGY CODE SURCHARGE p E E v E PENALTY U.B.C. SEC.303(+) WATER/SEWER FEES E E B 2 6 2003 TOTAL �). �� 1� �.� TC3@ PERMIT VALIDATION WHEN PROPERLY VALIDATED IIN THIS SPACE)THIS 15 YOUR PERMIT&RECEIPT PAID CRN BY rr A��f�;�.n^ 1,f�! ,',ri? -r�.�i� ., r,.-.�r I v t,,i r nalc PLOT OAYc: 01 JW3005 P:104000 Arlington A.—bly of G.MD—MgM04000 True Balcony plan DWG Ln N � o mII• � A I• 1 b I� O m � Ci 1 O z I• I � C (lei � I D z7 I n ®N -- �� =gym v�� r ' ` • --1 �,>x N �� W oDzo r �� i- 6m �� ono r C c�c fai mf - go z vy_+Q �.V. S c®^• mo p A� Ns m m ® r Ao fo o �N y I o sS = CD rLn N�- n II• T v� 1 'qs n ®� I �mm I r� 0� m9gm , 0 �a FT-1 " n ` all n Yz � orrn IT 1 , 1• � II O la - �sx s m AA = sI'N-0° v ZJ o MI D z Q r Y g of o? Rbt N g m m® I o= v V i A o m e� m .'CD7 � •r vz + �x v2i� I z. �\ f- Rim 3'M. w I 1 3/4• ^\' 1 1/2" o a i 1/2- O N A m \ r� SH �� zo 4 M I 1 I N O , ■1 I 3' W \m N N tr \- rn C�A u 1 1/2• m n m cn i� \ o•� >D O _m O � A m 3 0 r i y z < '= n p D N s 7! o X to Z � R€ In C N m 1 O 0 RI8 - Nf� D CD z FIT C=6 • 3 w Cl { Asst,vt_ , I PLOT DATE: 3041n-2005 P:104000 Ar0ngton A...mbly of G,E DreWIng.T4000 True SW....y plen.DWG I I 25 cn I A r o o � I F_ C m 61 p. s = I• I, f �� o N N I F.V. I 9 A • �ti u ., a '^ o - I 'off � o�o Ems ns ua o 52 T it rEg s o Y prPyo I �• I �Z m n W o �N lool y I I tp- � I •r ' ��p�n C Sf' I. I sA\ D I I s m � �o 0 o movSa m�� o� mi OA W 8 �ozo m m- y o5 � A 00 ^ � A moF�a ? e A 9160 i 0 FBo W Ln L4 � o y f*1 n <" a av tim I I �a Q u w a"O.C. I N _ 1 3/4 1 1/2 \ 11/2• �N I $ol n'a i 0» — nv OA SF{E. SNp ii ( n®m _Cty c ^ z� pr I w \> m a Y 1 1/2" m'� • Ll i ' ' W ' • _ Z 'r 9 D cn 1 -I � 0 I I I I: m c f r -nD e •p z C) Cl) I t O O 0O o pm ril -- P e I r I �+ ao�Jem x c 8 1 T • I - - - - - - - - - - - - - - - - - - -� I I PLOT OATS: 00-Jun-2005 PA04000 Arfingl•n Assembly of GotllD—I,gM04000 Tm,f3•kon•y pl•n.OWG I gg i Cf) I F n ® I C I , 1-10 ' Z st O f• � NI Egg ---- " �0 4'g' m_ o I Ue4 mis z> S W 2'_Y o S F.V. om oz Ny 0 H M o i � I c I Ap Ps Al D i sm p of 3\ � 2= I Zva P o ! ® — _ _ w n � c � A I q- W K m D cZ � ox oA w v D — --- — r O (OS I C cn � �N m I o o s Z e-> O ---- ---- W I "f r <c m a . . . . ni- s O.C. I �o O-< A O1 %m> / 1 3/4' rin0 37—I o A 1 ,/2• 44,ur 1 , 2� �; I m =o x I _ I nn IT • � Gg � �n I I� o • � ®u /C � > z� I ` N Q m I Z 3" I x z a I _ M x a <n o orb 1- I i a i • I T A N 'z A z o ° _ C n n o D N a O n -1 > ab ✓ e o = r ZC) N S€ x O o � Om €, a m a' r Z • • • • • • • • 3 0 O FIRST ASSEMBLY OF GOD ARLINGTON TAYLOR GREGORY CHTf ARlTECTS OWNER GENERAL PROJECT INFO BUILDING REQUIREMENTS INDEX TO DRAWINGS 6dm54 Inds 6$.8020Suft saa Edmonds WA ae020 Tad: 425.778.1530 GOVERNING CODES: i. 2003 LB,C, w/ state amendments AO.00 COVER SHEET Fax: azs.774.7303 I PROJECT ADDRESS: Eirmil:mto@rGBArchitects.com FIRST ASSEMBLY OF GOD, ARLINGTON CONTACT: 201 NORTH STILLAGUAMISH AVE iL 2003 LM,C. w/ state amendments 201 NORTH STILLAGUAMISH AVE GREG WHITE ARLINGTON, WA 98223 iii. 2003 U.P.C. w/ state amendments ARCHITECTURAL STRUCTURAL WWW.TGBArchitects.com ARLINGTON, WA. 9B223 (360) 435-8981 PROJECT DESCRIPTION: V. 2003 LF.0 w/ state amendments A1.00 EXISTING FIRST FLOOR PLAN W/ NEW STRUCTURE REMODEL AND ENLARGE EXISTING BALCONY IN SANCTUARY V. 2003 W S.EC Second Edition ARCHITECT Vi, 2003 Washington State A2.00 SECOND FLOOR BALCONY PLAN W/ NEW STRUCTURE Ventilation Indoor Air Quality A3.00 BALCONY SECTION/STAIR SECTION & DETAILS TAX PARCEL NUMBERS: Code A4.00 STRUCTURAL DETAILS TAYLOR GREGORY BUTTERFIELD ARCHITECTS CONTACT: 123105-2-012-0006 OCCUPANCY GROUP: A-3 - (ASSEMBLY GROUP A) S1.1 STRUCTURAL NOTES ■ ■ 654 5TH AVE. SOUTH, SUITE 300 JOHN TAYLOR LEGAL DESCRIPTION; EDMONDS, WA 98020 ANN WILLIAMSON CONSTRUCTION TYPE: TYPE V A (1 HR RATED) (425) 778-1530 Unplatted Lot 2-102, Arlington, Snohomish County, Wa. NUMBER OF STORIES: TWO STORY CONSULTANTS �+ FAX: (425) 774-7803 3605 CONSULTANTS FIRE RATINGS SEPARATIONS:NONE (IBC TABLE 302.3.2 EXCEPTION b. 1.) REGISTERED STRUCTURAL SPRINKLERS: CG ENGINEERING CONTACT: EXISTING BUILDING NOT SPRINKLERED 250 4TH AVE SOUTH, SUITE 200 CHEVY CHASE ZONING REQUIREMENTS r reoF AH TON EDMONDS, WA 98020 CAROLYNN JEWETT FIRE-RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS: - (425) 778-8500 (PER IBC TABLE 601 FAX: (425) 778-5536 ZONING DISTRICT: REQUIRED / PROVIDED ) L iS RESIDENTIAL MODERATE DENSITY STRUCTURAL FRAME: 1-HOUR % mr SITE�AREA: BEARING WALLS - INTERIOR: 1-HOUR ! � V'v } �o I BEARING WALLS - EXTERIOR: 1-HOUR _ oh N/A NONBEARING & PARTITION WALLS, INTERIOR: -HOUR ` tti�lj �? c' � ■ ■ LOT COVERAGE: FLOOR CONSTRUCTION: 1-HOUR N/A ROOF CONSTRUCTION: 1-HOUR BUILDING SETBACKS: (MIN.) BUILDING AREA: - N/q TABLE 503 ALLOWABLE BUILDING AREA: 11,500, SF BUILDING HT.: ` .._ CONTRACTOR N/A 2 STORIES: 23,000. SQ. FT. EXISTING BUILDING AREA: �f PARKING: MAIN FLOOR: 7668, SO. FT. 1 SPACE FOR EVERY 4 SE;ATS-'� `�, BALCONY: 2281. SQ. FT. € `� 1 EXISTING OCCUPANCY' 650 163 .189 9949. SQ. FT. NEW OCCUPANCY 740.5 185 89 wJ " p IpM641 NEW BUILDING AREA: (c� SYMBOLS n O�C / (X as v 19 tK } Y / BALCONY EXTENSION: (GROSS) 665. SQ, FT. J �¢, ■ M B S ¢vf E A y TOTAL: 10,614. SQ. FT. ( ' P v a '�SECTION ELEVATION NUMBER FIRST ASSEMBLY_ ` &".DRAWING NUMBERUILDING SECTION Azoo z INTERIOR ELEV �,�` OF GOD DRAWING NUMBER EXITING AND�OCCUPANCY: /� ARLINGTON ELEVATION NUMBER I EXITING AND OCCUPANCY TABLE 1 SECTION NUMBER ° EXTERIOR ELEV 10 SECTION s.m DRAWING NUMBER occuP. occuPANr LopD ExnNc DRAWING NUMBER I, Roots q Roots NAME - -- ARLINGTON,WASHINGTON TYPE E0.FT. FACTOR* LOAD RFq'D•' PRVD GRID LINE SECOND FLOOR 9 DETAIL NUMBER -- & NUMBER aiiGolooi BALCONY a3 219131 7._i 313162.6" 144" - DETAIL - --- --�- DRAWING NUMBER DEFERRED SUBMITTALS: `'/ _ KEY NOTES r OCCUPANT LOAD FACTOR IS BASED ON THE 2003 IBC TABLE 1, EI CTRTCAL DINING 10041.2. ?.A`ECHANICAL ROOM ROOM NAME - NUMBER ■■ REQUIRE➢ EXITING WIDTH IS BASED ON THE 2DD3 IBC TABLE ..�% d� �� 12? e 100.02 - FLOOR FINISH © WINDOW TYPE 1005.1 S r, COVER SHEET p A;.,nr'1, L cAzPEr i.4 REVISION REQUIRED PROVIDED �ti �� sc-Ist DOOR NUMBER a y/' �; � lI'it L� �• I I L 'r 1 I I II I , RI-ao RELITE NUMBER D PARTITION TYPE MINUMIM NUMBER OF EXITS: 2 q O (PER IBC TABLE 1018.1) NUMBER OF SEATS: �.-_ a jfarm ✓ Sri t v RECEIVED ABBREVIATIONS GENERAL NOTES ( ) MAIN FLOOR / BALCONY ww ILIIdF t g nildz i I° ,d , w� PER OCC. LOAD TABLE-1004.1.2 � 9 �' Ju'FI 2; 2605 CONTINUOUS SPECIAL INSPECTIONS: s'uIEngineering P ACT Accuslcm Celn Tile FAB Fabricate OC On Center EXISTINGDept g N ACCORDANCE w CHAPTER 17 OF THE 2003 LB.C., STRUCTURAL pppM Addendum FON Foundation W Outside Diameter 1. ALL GS NOES&EXTERIOR WALL DIMENSIONS ARE TO FACE OF FOUNDATION STEM WALL ASSEMBLY W/0 FIXED SEATS = 7SF PER 37 (PLATFORM) 106 / AFF Above Finished Floor FEC Fire Extngu'sher Cabnet OPP Opposite UNLESS NOTED OTHERWISE. TESTS AND SPECIAL INSPECTIONS PERMIT SET FH Fire Hydrant OPP HNO Opposite Hand 2. INTERIOR DIMENSIONS ON THE PLANS ARE SHOWN TO THE FACE OF STUD OR CENTER LINE OF OCCUPANT 8 BD Board FIN Finish PTD Pointed COLUMN UNLESS NOTED OTHERWISE. ■ ■ FIXED SEATING: BLDG Building FIO Furnished and Installed PERP Perpendicular 3. THE CONTRACTOR SHALL BE RESPONSIBLE TO VERIFY ALL DIMENSIONS AND EXISTING REVISIONS BLKG Blocking by Owner PLAM Plastic Laminate CONDITIONS AT THE SITE BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL BE PER NUMBER OF SEATS W/O ARMS 394 113 a BM Beam Fly Furnished and Installed pLWp PI ood RESPONSIBLE TO VERIFY ALL DIMENSIONS FOR EQUIPMENT OR SUBCONTRACTOR FURNISHED AND 0 City Comments 6.21.OS BOT Batton b Vender Yw INSTALLED WORK. PEWS = 1 SEAT PER 1 B" a� +� Y PREFAB Plywobricaled J ` g'c A u CAB Cahlnel FINC Furnished by Vender PIN Partition 4. THE CONTRACTOR SHALL CONSULT THE PLANS OF ALL TRADES FOR THE OPENINGS THROUGH wJB �, M,„„„„ 'Iwrt B00fit' A CBU Cementbous Backer Units Installed by Contractor PWR Power SLABS, WALLS, CEILINGS,ROOFS,AND SHEAR WALLS FOR ANY DUCTS, PIPES,EQUIPMENT,OR (PER IBC 1004.7) t ,•. "�` e,ymn"s 0 $ FUR Floor OTHER PROVISIONS. CONTRACTOR SHALL VERIFY THE SIZES AND LOCATIONS WITH CCT cob! SUBCONTRACTORS Curtain Track FDIC Furn shed by Owner, R Radius I SUBCONTRACTORS OR OTHER SUPPLIERS AND PROVIDE FRAME OPENINGS IN WALLS, CEILINGS, TOTAL OCCUPANCY LOAD 431 219 F r AtlitlgtlDd Qllk utl St 'LL e CG Corner Guard Installed by Contractor RBR Rubber FLOORS, OR ROOF FOR HVAC, MECHANICAL, OR ELECTRICAL WHERE REQUIRED AND NOT - CJ Control Joni FTG Footing RECEPT Receptionist OTHERWISE SHOWN ON THE PLANS. �I` mm � co, � 0 o CLG Ceding RET Retaining 5. THE CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE FOR A COMPLETE FINISHED PRODUCT, t 2 ry.`'S � m OUR Clear RM Room JOB,SPACE, OR ASSEMBLY. THIS INCLUDES ANY REQUIRED PATCHING, AND/OR REPAIRING OF NEVI l ,., - r 'x E t� Q Diu Concrete Masonry Unit GA Gauge COL Column GL Glass,Glazing FIND Round SURFACES WHICH ARE DAMAGED BY OTHER TRADES DURING THE COURSE OF CONSTRUCTION. G CCNC Concrete GWB Gypsum Wall Board 6. THE CONTRACTOR SHALL MAKE NECESSARY ARRANGEMENTS WITH THE LOCAL JURISDICTIONS, ASSEMBLY W/O FIXED SEATS = 7SF PER 37 (PLATFORM) 313 `"vtS7.. �. `u , CON Conhnuws GYP Gypsum S South PUBLIC WORKS, OR OTHER AGENCIES WHERE REQUIRED TO BLOCK SIDEWALKS, STREETS, OR OCCUPANT a Sc Surgery Center - Q b CORR Condor FUR Header SCWH Solid Core Wood Door OTHER PUBLIC WAYS DUE TO CONSTRUCTION. ,� O CPT Carpet 7. ALL PIPING IN CEILINGS AND EXTERIOR WALLS SHALL BE ON THE WARM SIDE OF THERMAL FIXED SEATING: I a HOWO Hardwood SF Square Feet `o CT Ceramic Tile INSULATION. ALL WOOD WHICH COMES INTO CONTACT WITH CONCRETE OR MASONRY SHALL BE HGT Height SHTc sheammg PER NUMBER OF SEATS W/0 ARMS 390.5 0 t E;2n Q c CTR Center HM Hollaw Metal SLNT Sealant PRESSURE TREATED. PROVIDE BACKING,FURRING OR BLOCKING REQUIRED FOR INSTALLATION - m „m m AND ATTACHMENT OF WORK BY ALL OTHER TRADES. ALL STEEL EXPOSED TO THE WEATHER PEWS = I SEAT PER 18 > Q HR Hour SIM Similar yy yr 2t8th PlAta D8L Double SO Square SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION AND SHALL BE PAINTED. UNLESS MSt 21701 F'I tie 4` ■ NOTED OTHERWSE. q DEC Degree SST Stamens Steel (PER IBC 1004.7) ",^'° e DEPT Department IC Imaging Center SID Standard 8. ALL STRUCTURAL METAL AND METAL BEAM SEATS SHALL BE NON-CORROSIVE FINISHED AFTER CIA Diameter STL Steel FABRICATION. TOTAL OCCUPANCY LOAD 427,5 313 + ➢ ro PROJECT INFORMATION o Di Drilled In Concrete Anchor 9. ALL METAL STACKS, VENTS, GRILLES OR REGISTERS WHICH PROJECT THROUGH THE ROOF OR ¢ 2tSB1 PtN€0 JAN Janitor STOR Storage 1a S: g," "} PROJECT NO: 04080 DIM Dimension WALLS SHALL BE PAINTED TO MATCH ADJACENT SURFACES. STRL Structural at '"`" 'e 7 A PROJECT MANAGER: j GN Dispenser 10.ALL DOWNSPOUTS AND CATCH BASINS SHALL BE CONNECTED TO STORM SEWERS. SUCH LINES DN Down L Angle i&B Top and Bottom SHALL BE SEPARATE FROM FOUNDATION DRAINS. t _ SA DRAWN BY: e ° m a LTG Lighting p,J& -- o DR Door T&G Tongue and Groove it.CONTRACTOR TO VERIFY CONSTRUCTION DOES NOT ENCROACH INTO REQUIRED SETBACKS AND - ti +c. g8"' ,+', DATE ORIGINALLY DRAWN: APRILB 2005 y DS Down Spout MAS Masonry TOM Top of Masonry EASEMENTS. I "" pWG Drawing MAT Material TOW Top of wall 12.THE CONTRACTOR SHALL VERIFY ALL DOOR AND WINDOW ROUGH OPENING DIMENSIONS WITH �' 1tiIgl,Faad DP i''daand, IIWR Drawer MAX Maximum TYP Typical DOOR AND WINDOW MANUFACTURERS. 4"J0 0I' E ■ ■ $ E East MDO Medium Density Overlay 13.EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY ME CH Meehan cal UBC Uniform Building Code SPECIAL KNOWLEDGE OR EFFORT. but ExpansionJoint MFR Manufacturer UNO Unless Noted Otherwise 14.DO NOT SCALE DRAWINGS. MANY COMPONENTS AND RELATIONSHIPS ARE DIAGRAMMATIC AND X X �' ' SHEET NO ELEC Electrical MIN Minimum DO NOT YIELD ACCURATE QUANTITY TAKE-OFFS. NUMBER OF PLUMBING FIXTURES: ELEV Elevation M7OL Masolnry Opening VCT Uny1 Composition TIe 15,WHERE DETAILS OR CONDITIONS ARE INDICATED AS"TYPICAL"SUCH DETAIL OR CONDITIONS �ryry y�+r' k#, EO Equal OCCUR AS THEY ARE SHOWN GRAPHICALLY WHETHER OR NOT THEY ARE REFERENCED. 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